HomeMy WebLinkAboutBeiswenger - Structural
. I
CITY OF SUNNY ISLES BEACH
PUBLIC WORKS DIVISION
APPLICABLE FDOT
STRUCTURAL SPECIAL PROVISIONS
AND
SUPPLEMENTAL SPECIFICATIONS
FOR
NEWPORT FISHING PIER
PREPARED BY:
Beiswenger, Hoch and Associates, Inc.
510 Shotgun Road, Suite 400
Sunrise, FL 33326
(954) 334-9000
JUNE 2010
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STRUCTURES FOUNDATIONS - PILING.
(REV 8-6-09) (FA 8-27-09) (1-10)
SUBARTICLE 455-5.10.1 (Page 534) is deleted and the following substituted:
455-5.10.1 General: Drive piles to provide the bearing capacities required for
carrying the loads shown in the plans. The Engineer will determine pile capacities using the
methods described herein. For all types of bearing piles, consider the driving resistance as
determined by the methods described herein sufficient for carrying the specified loads as the
minimum bearing which is accepted for any type of piles.
The Engineer may accept a driven pile when the pile has achieved
minimum penetration, and the minimum required bearing capacity obtained for two
consecutive 12 inch increments of driving. At his discretion, the Engineer may also accept a
driven pile when the minimum penetration is achieved and driving has reached practical refusal
in firm material.
SUBARTICLE 455-5.10.2 (Page 534) is deleted and the following substituted:
455-5.10.2 Bearing Criteria: The Engineer will determine the bearing resistance
of the pile using the data received from Embedded Data Collector (EDC) equipment installed in
each pile according to the methods described herein.
SUBARTICLE 455-5.1 OJ (Page 534) is deleted and the following substituted:
455-5.10.3 Practical Refusal: Practical refusal is defined as 20 blows per inch
with the hammer operating at the highest setting which can be used without exceeding the
tension or compressive allowed stresses specified in 455-5. 11.2 and less than 1/4 inch rebound
per blow. Stop driving as soon as the Engineer determines that the pile has reached practical
refusal. The Engineer will generally make this determination within 2 inches of driving. When
the required pile penetration cannot be achieved by driving without exceeding practical refusal,
use other penetration aids such as jetting or Preformed Pile Holes.
SUBARTICLE 455-5.11.1 (Page 535) is deleted and the following substituted:
455-5.11.1 General: Notify the Engineer two work days prior to placement of
piles within the template and at least one work day prior to driving piles. Do not drive piles
without the presence of the Engineer.
The Engineer will determine pile capacity of the Test Piles based on the
results of Dynamic Load Tests using externally mounted instruments. Allow the Engineer one
work day after driving the dynamic load tested pile to analyze the data and determine the
damping value for the EDC equipment. After determining the appropriate damping value, the
Engineer will determine the capacity of the production piles for each pier or bent based on EDC
equipment using the Fixed Method of analysis.
If the EDC does not perform to the satisfaction of the Engineer due to actions of
the Contractor, engage a Specialty Engineer to perform Dynamic Load Testing of the pile
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installation at no additional cost to the Department. Set Dynamic Load Test equipment to the
damping value provided by the Engineer prior to driving the production pile.
If the Engineer requires an additional Dynamic Load test for comparison
purposes on piles with a properly functioning EDC, the Contractor will be paid an additional
Dynamic Load Test. If the Engineer directs the Contractor to engage a specialty engineer to
perform Dynamic Load Tests on a pile with a properly functioning EDC, the Specialty Engineer
will be paid for as Unforeseeable Work.
The Engineer may also require static load tests to confirm pile capacities.
When the Contract Documents do not include pay items for Static Load Tests, they will be paid
for as Unforeseeable Work.
SUBARTICLE 455-5.12.1 (Pages 537 and 538) is deleted and the following substituted:
455-5.12.1 Description: Data collection from EDCs will be the responsibility of
the Department, and will be in addition to the information collected in accordance with 455-5.13.
Drive piles of the same cross-section and type as the permanent piles
shown in the plans, in order to determine any or all of the following:
(a) the installation criteria for the piles.
(b) the nature of the soil.
(c) the lengths of permanent piles required for the work.
(d) the driving resistance characteristics of the various soil strata.
(e) the amount of work necessary to obtain minimum required pile
penetration.
(f) the ability of the driving system to do the work.
(g) the need for point protection.
Because test piles are exploratory in nature, drive them harder (within the
limits of practical refusal), deeper, and to a greater bearing resistance than required for the
permanent piling. Except for test piles which are to be statically (or Statnamically) load tested,
drive test piles their full length or to practical refusal. Build up test piles which have been driven
their full length and have developed only minimal required bearing, and proceed with further
driving.
As a minimum, unless otherwise directed by the Engineer, do not cease
driving of test piles until obtaining the required bearing capacity continuously, where the
capacity is generally increasing, for 10 feet unless reaching practical refusal first. For test piles
which are to be statically (or Statnamically) load tested, ignore this minimum and drive these
piles as anticipated for the production piles.
When test piles attain practical refusal prior to attaining minimum
penetration, perform all work necessary to attain minimum penetration and the required bearing.
Where practical, use water jets to break the pile loose for further driving. Where jetting is
impractical, extract the pile and install a Preformed Pile Hole through which driving will
continue. The Department will consider the work of extracting the pile to be Unforeseeable
Work.
When driving test piles other than low displacement steel test piles, have
preforming equipment available at the site and water jets as specified in 455-5.7 when jetting is
allowed, ready for use, before the test pile driving begins.
The Engineer may elect to interrupt pile driving up to four times on each
test pile, two times for up to two hours and two additional times during the next working day of
initial driving to determine time effects during the driving of test piles at no additional cost to the
Department.
I f additional set-checks are determined necessary by the Engineer within
two working days following the end of initial driving, each set-check will be paid as an
additional set-check. If set-checks are determined necessary by the Engineer after two working
days from the end of initial driving, each set-check will be paid for as Pile Redrive.
Install instruments on test piles when dynamic load tests are included in
the plans or when directed by the Engineer.
SUBARTICLE 455-7.2 (Page 543) is deleted and the following substituted:
455-7.2 Manufacture: Fabricate piles in accordance with Section 450. Supply and install
EDCs in all square prestressed bridge foundation piles in accordance with Index 20602. Ensure
the EDCs are installed by the manufacturer's approved personnel.
SUBARTICLE 455-7.8 (Pages 545 and 546) is deleted and the following substituted:
455-7.8 Pre-Planned Splices: Splices shall be made by the doweled splice method
contained in the Standard Indexes or may be made using proprietary splices which are listed on
the Department's QPL. Splice test piles in the same manner as the production piles. Include in
the pile installation plan, the chosen method of splicing and the approximate locations of the
splice. Generally, place the splice at approximately the midpoint between the estimated pile tip
and the ground surface, considering scour if applicable. Stagger the splice location between
adjacent piles by a minimum of 10 feet. Obtain the Engineer's approval prior to constructing any
pile sections. Construct piles which are to be spliced using the doweled splice with preformed
dowel holes in the bottom section and embedded dowels in the upper section.
When electing to use dowel splices, assist the Engineer in performing a dynamic
load test on each dowel spliced pile to verify the splicing integrity at the end of driving. Replace
any damaged pile splices in accordance with 455-11.2.7. Provide the Engineer 48 hours advance
notification prior to driving piles with epoxy-bonded dowel splices.
Ensure sections of mechanically spliced piles are restrained from rotating with
respect to the other sections. Mechanical pile splices shall be capable of developing the
following capacities in the pile section unless shown otherwise in the plans and capable of being
installed without damage to the pile, EDC, or splice:
a) Compressive strength = (Pile Cross sectional area) x (28 day concrete
strength)
b) Tensile Strength = (Pile Cross sectional area) x 900 psi
Pile Size (inches)
18
20
24
30
36
Bendinll Strenllth (kip-feet)
245
325
600
950
1600
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ARTICLE 455-11 (Pages 549 - 553) is expanded by the following:
455-11.15 Embedded Data Collectors: The quantity to be paid for will be the number of
EDCs as shown in the plans or authorized by the Engineer, actually installed in piles, completed
and accepted in accordance with the Contract Documents. The price of EDC will include all
costs related to the work as described herein.
SUBARTICLE 455-12. I 5 (Pages 555 and 556) is deleted and the following substituted:
455-12.15 Embedded Data Collectors: Price and payment will be full compensation for
all labor, equipment, and materials required to perform this work.
ARTICLE 455-12 (Pages 553-556) is expanded by the following:
455-12.16 Payment Items: Payment will be made under:
Item No. 455- 2-
Item No. 455- 14-
Item No. 455- 18-
Item No. 455- 34-
Item No. 455- 35-
Item No. 455- 36-
Item No. 455- 37-
Item No. 455-119-
Item No. 455-120-
Item No. 455-133-
Item No. 455-143-
Item No. 455-144-
Item No. 455-145-
Item No. 455-146-
Treated Timber Piling - per foot.
Concrete Sheet Piling - per foot.
Protection of Existing Structures - lump sum.
Prestressed Concrete Piling - per foot.
Steel Piling - per foot.
Concrete Cylinder Piling - per foot.
Fiberglass Structurally Reinforced Composite Piles-per
foot.
Test Loads- each.
Point Protection - each.
Steel Sheet Piling - per square foot.
Test Piles (Prestressed Concrete) - per foot.
Test Piles (Steel) - per foot.
Test Piles (Concrete Cylinder) - per foot.
Embedded Data Collector (EDC) - each
006 DEFECTIVE MATERIALS.
(REV 8-5-09) (FA 8-11-09) (1-10)
ARTICLE 6-4 (Pages 54 and 55) is deleted and the following substituted:
6-4 Defective Materials.
Materials not meeting the requirements of these Specifications will be considered
defective. The Engineer will reject all such materials, whether in place or not. Remove all
rejected material immediately from the site of the work and from storage areas, at no expense to
the Department.
Do not use material that has been rejected and the defects corrected, until the Engineer
has approved the material's use. Upon failure to comply promptly with any order of the Engineer
made under the provisions of this Article, the Engineer has the authority to have the defective
material removed and replaced by other forces and deduct the cost of removal and replacement
from any moneys due or to become due the Contractor.
As an exception to the above, within 30 calendar days of the termination of the LOT or
rejection of the material, the Contractor may submit a proposed scope of work to the Engineer
for an engineering or independent laboratory (as approved by the Engineer) analysis to
determine the disposition of the material. A Specialty Engineer, who is an independent
consultant, or the Contractor's Engineer of Record as stated within each individual Section shall
perform any such analysis. Upon the Engineer's approval of the scope of work submitted by the
Contractor, the engineering analysis must be completed and the report must be submitted to the
Engineer within 45 calendar days, or other time frame as approved by the Engineer. The report
must be signed and sealed by the Specialty Engineer. The Engineer will determine the final
disposition of the material after review of the information submitted by the Contractor. No
additional monetary compensation or time extension will be granted for the impact of any such
analysis or review.
008 PROSECUTION AND PROGRESS.
(REV 9-18-09) (FA 11-9-09)(7-10)
SUBARTICLE 8-3.3 (Page 82) is deleted and the following substituted:
8-3.3 Beginning Work: Notify the Engineer not less than five days in advance of the
planned start day of work. Upon the receipt of such notice, the Engineer may give the Contractor
Notice to Proceed and may designate the point or points to start the work. In the Notice to
Proceed, the Engineer may waive the five day advance notice and authorize the Contractor to
begin immediately. Notify the Engineer in writing at least two days in advance of the starting
date of important features of the work. Do not commence work under the Contract until after the
Department has issued the Notice to Proceed. The Department will issue the Notice to Proceed
within 20 calendar days, excluding Saturdays, Sundays and state holidays, after execution of the
Contract.
SUBARTICLE 8-7.3.2 (Page 87) is deleted and the following substituted:
8-7.3.2 Contract Time Extensions: The Department may grant an extension of
Contract Time when a controlling item of work is delayed by factors not reasonably anticipated
or foreseeable at the time of bid. The Department may allow such extension of time only for
delays occurring during the Contract Time period or authorized extensions of the Contract Time
period. When failure by the Department to fulfill an obligation under the Contract results in
delays to the controlling items of work, the Department will consider such delays as a basis for
granting a time extension to the Contract.
Whenever the Engineer suspends the Contractor's operations, as provided
in 8-6, for reasons other than the fault of the Contractor, the Engineer will grant a time extension
for any delay to a controlling item of work due to such suspension. The Department will not
grant time extensions to the Contract for delays due to the fault or negligence of the Contractor.
The Department does not include an allowance for delays caused by the
effects of inclement weather or suspension of Contractor's operations due to holidays as defined
in 8-6.4, in establishing Contract Time. The Engineer will continually monitor the effects of
weather and, when found justified, grant time extensions on either a bimonthly or monthly basis.
The Engineer will not require the Contractor to submit a request for additional time due to the
effects of weather.
The Department will grant time extensions, on a day for day basis, for
delays caused by the effects of rains or other inclement weather conditions, related adverse soil
conditions or suspension of operations due to holidays that prevent the Contractor from
productively performing controlling items of work resulting in:
(I) The Contractor being unable to work at least 50% of the normal
work day on pre-determined controlling work items due to adverse weather conditions, holiday
suspensIOn; or
(2) The Contractor must make major repairs to work damaged by
weather, provided that the damage is not attributable to the Contractor's failure to perform or
neglect; and provided that the Contractor was unable to work at least 50% of the normal workday
on pre-determined controlling work items.
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No additional compensation will be made for delays caused by the effects
of inclement weather.
The Department will consider the delays in delivery of materials or
component equipment that affect progress on a controlling item of work as a basis for granting a
time extension if such delays are beyond the control of the Contractor or supplier. Such delays
may include an area-wide shortage, an industry-wide strike, or a natural disaster that affects all
feasible sources of supply. In such cases, the Contractor shall furnish substantiating letters from a
representative number of manufacturers of such materials or equipment clearly confirming that
the delays in delivery were the result of an area-wide shortage, an industry-wide strike, etc. No
additional compensation will be made for delays caused by delivery of materials or component
equipment.
The Department will not consider requests for time extension due to delay
in the delivery of custom manufactured equipment such as traffic signal equipment, highway
lighting equipment, etc., unless the Contractor furnishes documentation that he placed the order
for such equipment in a timely manner, the delay was caused by factors beyond the
manufacturer's control, and the lack of such equipment caused a delay in progress on a
controlling item of work. No additional compensation will be paid for delays caused by delivery
of custom manufactured equipment.
The Department will consider the affect of utility relocation and
adjustment work on job progress as the basis for granting a time extension only if all the
following criteria are met:
(I) Delays are the result of either utility work that was not detailed
in the plans, or utility work that was detailed in the plans but was not accomplished in reasonably
close accordance with the schedule included in the Contract Documents.
(2) Utility work actually affected progress toward completion of
controlling work items.
(3) The Contractor took all reasonable measures to minimize the
effect of utility work onjob progress, including cooperative scheduling of the Contractor's
operations with the scheduled utility work at the preconstruction conference and providing
adequate advance notification to utility companies as to the dates to coordinate their operations
with the Contractor's operations to avoid delays.
As a condition precedent to an extension of Contract Time the Contractor
must submit to the Engineer:
A preliminary request for an extension of Contract Time must be
made in writing to the Engineer within ten calendar days after the commencement of a delay to a
controlling item of work. If the Contractor fails to submit this required preliminary request for an
extension of Contract Time, the Contractor fully, completely, absolutely and irrevocably waives
any entitlement to an extension of Contract Time for that delay. In the case of a continuing delay
only a single preliminary request for an extension of Contract Time will be required. Each such
preliminary request for an extension of Contract Time shall include as a minimum the
commencement date of the delay, the cause of the delay, and the controlling item of work
affected by the delay.
Furthermore, the Contractor must submit to the Engineer a request
for a Contract Time extension in writing within 30 days after the elimination of the delay to the
controlling item of work identified in the preliminary request for an extension of Contract Time.
Each request for a Contract Time extension shall include as a minimum all documentation that
the Contractor wishes the Department to consider related to the delay, and the exact number of
days requested to be added to Contract Time. If the Contractor contends that the delay is
compensable, then the Contractor shall also be required to submit with the request for a Contract
Time extension a detailed cost analysis of the requested additional compensation. If the
Contractor fails to submit this required request for a Contract Time extension, with or without a
detailed cost analysis, depriving the Engineer of the timely opportunity to verify the delay and
the costs of the delay, the Contractor waives any entitlement to an extension of Contract Time or
additional compensation for the delay.
Upon timely receipt of the preliminary request of Contract Time
from the Contractor, the Engineer will investigate the conditions, and if it is determined that a
controlling item of work is being delayed for reasons beyond the control of the Contractor the
Engineer will take appropriate action to mitigate the delay and the costs of the delay. Upon
timely receipt of the request for a Contract Time extension the Engineer will further investigate
the conditions, and if it is determined that there was an increase in the time or the cost of
performance of the controlling item of work beyond the control of the Contractor, then an
adjustment of Contract Time will be made, and a monetary adjustment will be made, excluding
loss of anticipated profits, and the Contract will be modified in writing accordingly.
The existence of an accepted schedule, including any required
update(s), as stated in 8-3.2, is a condition precedent to the Contractor having any right to the
granting of an extension of contract time or any monetary compensation arising out of any delay.
Contractor failure to have an accepted schedule, including any required update(s), for the period
of potential impact, or in the event the currently accepted schedule and applicable updates do not
accurately reflect the actual status of the project or fail to accurately show the true controlling or
non-controlling work activities for the period of potential impact, will result in any entitlement
determination as to time or money for such period of potential impact being limited solely to the
Department's analysis and identification of the actual controlling or non-controlling work
activities. Further, in such instances, the Department's determination as to entitlement as to
either time or compensability will be final, unless the Contractor can prove by clear and
convincing evidence to a Disputes Review Board that the Department's determination was
without any reasonable factual basis.
104 PREVENTION, CONTROL, AND ABATEMENT OF EROSION AND WATER
POLLUTION.
(REV 11-24-09) (FA 12-28-09) (7-10)
ARTICLES 104-6 through 104-10 (Pages 130 - 135) are deleted and the following
substituted:
104-6 Construction Requirements.
104-6.1 Limitation of Exposure of Erodible Earth: The Engineer may limit the surface
areas of unprotected erodible earth exposed by the construction operation and may direct the
Contractor to provide erosion or pollution control measures to prevent contamination of any
river, stream, lake, tidal waters, reservoir, canal, or other water impoundments or to prevent
detrimental effects on property outside the project right-of-way or damage to the project. Limit
the area in which excavation and filling operations are being performed so that it does not exceed
the capacity to keep the finish grading, turf, sod, and other such permanent erosion control
measures current in accordance with the accepted schedule.
Do not allow the surface area of erodible earth that clearing and grubbing
operations or excavation and filling operations expose to exceed 750,000 ft2 without specific
prior approval by the Engineer. This limitation applies separately to clearing and grubbing
operations and excavation and filling operations.
The Engineer may increase or decrease the amount of surface area the Contractor
may expose at anyone time.
104-6.2 Incorporation of Erosion and Sediment Control Features: Incorporate
permanent erosion control features into the project at the earliest practical time. Use temporary
erosion and sediment control features found in the State of Florida Erosion and Sediment Control
Designer and Reviewer Manual (E&SC Manual) to correct conditions that develop during
construction which were not foreseen at the time of design, to control erosion and sediment prior
to the time it is practical to construct permanent control features, or to provide immediate
temporary control of erosion and sediment that develops during normal construction operations,
which are not associated with permanent erosion control features on the project. An electronic
version of the E&SC Manual can be found at the following URL:
www.dot.state.fl.us/speci ficationsoffice/lmp lemented/URLinS pecs/Fi les/FL ErosionSedi
mentManual.pdf
Install all sediment control devices in a timely manner to ensure the control of
sediment and the protection of lakes, streams, gulf or ocean waters, or any wetlands associated
therewith and to any adjacent property outside the right-of-way as required.
At sites where exposure to such sensitive areas is prevalent, complete the
installation of any sediment control device prior to the commencement of any earthwork.
After installation of sediment control devices, repair portions of any devices
damaged at no expense to the Department. The Engineer may authorize temporary erosion and
sediment control features when finished soil layer is specified in the Contract and the limited
availability of that material from the grading operations will prevent scheduled progress of the
work or damage the permanent erosion control features.
104-6.3 Scheduling of Successive Operations: Schedule operations such that the area of
unprotected erodible earth exposed at anyone time is not larger than the minimum area
necessary for efficient construction operations, and the duration of exposure of uncompleted
construction to the elements is as short as practicable.
Schedule and perform clearing and grubbing so that grading operations can follow
immediately thereafter. Schedule and perform grading operations so that permanent erosion
control features can follow immediately thereafter if conditions on the project permit.
104-6.4 Details for Temporary Erosion and Sediment Control Features:
104-6.4.1 General: Use temporary erosion, sediment and water pollution control
features found in the E&SC Manual. These features consist of, but are not limited to, temporary
turf, rolled erosion control products, sediment containment systems, runoff control structures,
sediment barriers, inlet protection systems, silt fences, turbidity barriers, and chemical treatment.
For design details for some of these items, refer to the Design Standards and E&SC Manual.
104-6.4.2 Temporary Turf: The Engineer may designate certain areas of turf or
sod constructed in accordance with Section 570 as temporary erosion control features. For areas
not defined as sod, constructing temporary turf by seeding only is not an option for temporary
erosion control under this Section. The Engineer may waive the turf establishment requirements
of Section 570 for areas with temporary turf that will not be a part of the permanent construction.
104-6.4.3 Runoff Control Structures: Construct runoff control
structures in accordance with the details shown in the plans, the E&SC Manual, or as may be
approved as suitable to adequately perform the intended function.
104-6.4.4 Sediment Containment Systems: Construct sediment containment
systems in accordance with the details shown in the plans, the E&SC Manual, or as may be
approved as suitable to adequately perform the intended function. Clean out sediment
containment systems as necessary in accordance with the plans or as directed.
104-6.4.5 Sediment Barriers: Provide and install sediment
barriers according to details shown in the plans, as directed by the Engineer, or as shown in the
E&SC Manual to protect against downstream accumulation of sediment. Sediment Barriers
include, but are not limited to synthetic bales, silt fence, fiber logs and geosynthetic barriers.
Reusable barriers that have had sediment deposits removed may be reinstalled on the project as
approved by the Engineer.
104-6.4.6 Silt Fence:
104-6.4.6.1 General: Furnish, install, maintain, and remove silt fences, in
accordance with the manufacturer's directions, these Specifications, the details as shown on the
plans, the Design Standards, and the E&SC Manual.
104-6.4.6.2 Materials and Installation: Use a geotextile fabric made
from woven or nonwoven fabric, meeting the physical requirements of Section 985 according to
those applications for erosion control.
Choose the type and size of posts, wire mesh reinforcement (if
required), and method of installation. Do not use products which have a separate layer of plastic
mesh or netting. Provide a durable and effective silt fence that controls sediment comparable to
the and the E&SC Manual.
Erect silt fence at upland locations, across ditchlines and at
temporary locations shown on the plans or approved by the Engineer where continuous
construction activities change the natural contour and drainage runoff. Do not attach silt fence to
existing trees unless approved by the Engineer.
104-6.4.6.3 Inspection and Maintenance: Inspect all silt fences
immediately after each rainfall and at least daily during prolonged rainfall. Immediately correct
any deficiencies. In addition, make a daily review of the location of silt fences in areas where
construction activities have changed the natural contour and drainage runoff to ensure that the
silt fences are properly located for effectiveness. Where deficiencies exist, install additional silt
fences as directed by the Engineer.
Remove sediment deposits when the deposit reaches
approximately 1/2 of the volume capacity of the silt fence or as directed by the Engineer. Dress
any sediment deposits remaining in place after the silt fence is no longer required to conform
with the finished grade, and prepare and seed them in accordance with Section 570.
104-6.4.7 Floating Turbidity Barriers and Staked Turbidity Barriers: Install,
maintain, and remove turbidity barriers to contain turbidity that may occur as the result of
dredging, filling, or other construction activities which may cause turbidity to occur in the waters
of the State. The Contractor may need to deploy turbidity barriers around isolated areas of
concern such as seagrass beds, coral communities, etc. both within as well as outside the right-
of-way limits. The Engineer will identify such areas. Place the barriers prior to the
commencement of any work that could impact the area of concern. Install the barriers in
accordance with the details shown in the plans or as approved by the Engineer. Ensure that the
type barrier used and the deployment and maintenance of the barrier will minimize dispersion of
turbid waters from the construction site. The Engineer may approve alternate methods or
materials.
Operate turbidity barriers in such a manner to avoid or minimize the
degradation of the water quality of the surrounding waters and minimize damage to areas where
floating barriers installed.
104-6.4.8 Inlet Protection System: Furnish and install inlet protection systems as
shown in the plans, Design Standards and the E&SC Manual.
104-6.4.9 Rolled Erosion Control Products (RECPs):
104-6.4.9.1 General: Install RECPs in locations where temporary
protection from erosion is needed. Two situations occur that require artificial coverings. The two
situations have differing material requirements, which are described below.
(1) Use RECPs composed of natural or synthetic fiber mats, plastic
sheeting, or netting as protection against erosion, when directed by the Engineer, during
temporary pauses in construction caused by inclement weather or other circumstances. Remove
the material when construction resumes.
(2) Use RECPs as erosion control blankets, at locations shown in
the plans, to facilitate plant growth while permanent grassing is being established. For the
purpose described, use non-toxic, biodegradable, natural or synthetic woven fiber mats. Install
erosion control blankets capable of sustaining a maximum design velocity of 6.5 ft/sec as
determined from tests performed by Utah State University, Texas Transportation Institute or an
independent testing laboratory approved by the Department. Furnish to the Engineer, two
certified copies of manufacturers test reports showing that the erosion control blankets meet the
requirements of this Specification. Certification must be attested, by a person having legal
authority to bind the manufacturing company. Also, furnish two 4 by 8 inch samples for product
identification. The manufacturers test records shall be made available to the Department upon
request. Leave the material in place, as installed, to biodegrade.
104-6.4.10 Chemical Treatment: Provide chemical treatment in accordance with the
E&SC Manual. Chemical treatment may be used to clarify turbid or sediment laden water that
does not yet meet state water quality standards or as an amendment to other erosion prevention
and sediment control products to aid in their performance. The contractor must provide all of the
required toxicity testing information in accordance with the E&SC Manual to the Engineer for
review and acceptance prior to using any chemical treatment on the project site.
104-6.5 Removal of Temporary Erosion Control Features: In general, remove or
incorporate into the soil any temporary erosion control features existing at the time of
construction of the permanent erosion control features in an area of the project in such a manner
that no detrimental effect will result. The Engineer may direct that temporary features be left in
place.
104-6.6 Signed and Sealed As-Built Drawings: Prior to final acceptance of the project,
submit to the Engineer three copies of as-built drawings and a certified survey verifying the as-
built conditions for all installed and constructed surface water management systems. The as-built
drawings and certified survey must satisfy all the requirements and special conditions listed in
the Water Management District's Environmental Resource Permit (ERP) and any applicable
local permit. The as-built drawings and certified survey must be signed and sealed by an
appropriately licensed professional registered in the State of Florida. Final payment is contingent
upon Department acceptance of the as-built drawings and certified survey.
If the ERP does not contain specific requirements, provide as-built drawings with
the following information as a minimum:
I. Discharge structures: structure identification number, type, locations (latitude
and longitude), dimensions and elevations of all, including weirs, bleeders, orifices, gates,
pumps, pipes, and oil and grease skimmers.
2. Side bank and underdrain filters, or exfiltration trenches: locations, dimensions
and elevations of all, including clean-outs, pipes, connections to control structures and points of
discharge to receiving waters.
3. Storage areas for treatment and attenuation: storage area identification number,
dimensions, elevations, contours or cross-sections of all, sufficient to determine stage-storage
relationships of the storage area and the permanent pool depth and volume below the control
elevation for normally wet systems.
4. System grading: dimensions, elevations, contours, final grades or cross-sections
to determine contributing drainage areas, flow directions and conveyance of runoffto the system
discharge points.
5. Conveyance: dimensions, elevations, contours, final grades or cross-sections of
systems utilized to divert off-site runoff around or through the new system.
6. Water levels: existing water elevations and the date determined.
7. Benchmarks: location and description (minimum of one per major water
control structure).
104-7 Maintenance of Erosion and Sediment Control Features.
104-7.1 General: Provide routine maintenance of permanent and temporary erosion and
sediment control features, at no expense to the Department, until the project is complete and
accepted. I f reconstruction of such erosion and sediment control features is necessary due to the
Contractor's negligence or carelessness or, in the case of temporary erosion and sediment control
features, failure by the Contractor to install permanent erosion control features as scheduled, the
Contractor shall replace such erosion control features at no expense to the Department. If
reconstruction of permanent or temporary erosion and sediment control features is necessary due
to factors beyond the control of the Contractor, the Department will pay for replacement under
the appropriate Contract pay item or items.
Inspect all erosion and sediment control features at least once every seven
calendar days and within 24 hours of the end of a storm of 0.50 inches or greater. Maintain all
erosion control features as required in the Stormwater Pollution Prevention Plan, Contractor's
Erosion Control plan and as specified in the State of Florida Department of Environmental
Protection Generic Permit for Stormwater Discharge from Large and Small Construction
Activities.
104-8 Protection During Suspension of Contract Time.
If it is necessary to suspend the construction operations for any appreciable length of
time, shape the top of the earthwork in such a manner to permit runoff of rainwater, and
construct earth berms along the top edges of embankments to intercept runoff water. Provide
temporary slope drains to carry runoff from cuts and embankments that are in the vicinity of
rivers, streams, canals, lakes, and impoundments. Locate slope drains at intervals of
approximately 500 feet, and stabilize them by paving or by covering with waterproof materials.
Should such preventive measures fail, immediately take such other action as necessary to
effectively prevent erosion and siltation. The Engineer may direct the Contractor to perform,
during such suspensions of operations, any other erosion and sediment control work deemed
necessary.
104-9 Method of Measurement.
When separate items for temporary erosion control features are included in the Contract,
the quantities to be paid for will be: (1) the area, in square yards, of Rolled Erosion Control
Products; (2) the length, in feet, of Runoff Control Structures, measured along the surface of the
work constructed; (3) the number of Sediment Containment Systems constructed and accepted;
(4) the number of Sediment Containment System Cleanouts accomplished and accepted; (5) the
length, in feet, of Sediment Barriers; (6) the length, in feet, of Floating Turbidity Barrier; (7) the
length, in feet, of Staked Turbidity Barrier; (8) the number of inlet protection systems; (9) the
area, in square yards, of chemical treatment.( I 0) the number of floc logs or drums of product for
chemical treatment.
Upon acceptance by the Engineer, the quantity of floating turbidity barriers, sediment
barriers, staked turbidity barriers, and inlet protection devices will be paid for regardless of
whether materials are new, used, or relocated from a previous installation on the project.
104-10 Basis of Payment.
Prices and payments will be full compensation for all work specified in this Section,
including construction and routine maintenance of temporary erosion control features.
Any additional costs resulting from compliance with the requirements of this Section,
other than construction, routine maintenance, and removal of temporary erosion control features,
will be included in the Contract unit prices for the item or items to which such costs are related.
The work of Performance Turf designated as a temporary erosion control feature in accordance
with 104-6.4.2 will be paid for under the appropriate pay items specified in Sections 570 and
580.
Separate payment will not be made for the cost of constructing temporary earth berms
along the edges of the roadways to prevent erosion during grading and subsequent operations.
The Contractor shall include these costs in the Contract prices for grading items.
Additional temporary erosion control features constructed as directed by the Engineer
will be paid for as unforeseeable work.
In case of repeated failure on the part of the Contractor to control erosion, pollution, or
siltation, the Engineer reserves the right to employ outside assistance or to use the Department's
own forces to provide the necessary corrective measures. Any such costs incurred, including
engineering costs, will be charged to the Contractor and appropriate deductions made from the
monthly progress estimate.
Payment will be made under:
Item No. 104- 1- Artificial Coverings/ Rolled Erosion Control Products - per
square yard.
Item No. 104- 6-
Item No. 104- 7-
Item No. 104- 9-
Item No. 104- 10-
Item No. 104- 11-
Item No. 104- 12-
Item No. 104- 18
Item No. 104- 19
Item No. 104 - 20
~
Slope Drains (Temporary)/ Runoff Control Structures - per
foot.
Sediment Basins/ Containment Systems - each.
Sediment Basin/ Containment system Cleanouts - each.
Sediment Barriers - per foot
Floating Turbidity Barrier - per foot.
Staked Turbidity Barrier - per foot.
Inlet Protection System - each.
Chemical Treatment - per square yard.
Chemical Treatment (floc logs, drums of product) - each.
.. , - ~
, .
.~.
-
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105 CONTRACTOR QUALITY CONTROL GENERAL REQUIREMENTS.
(REV 12-22-09) (FA 1-4-10) (7-10)
SUBARTICLE 105-3.2 (Pages 138 and 139) is deleted and the following substituted:
105-3.2 Compliance with the Materials Manual.
Producers of Flexible Pipe shall meet the requirements of Section 6.1 , Volume II
of the Department's Materials Manual, which may be viewed at the following URL:
www.dot.state.fl.us/specificationsoffice/lmplemented/URLinSpecs/Files/section61.pdf .
Producers of Precast Concrete Pipe shall meet the requirements of Section 6.2,
Volume II of the Department's Materials Manual, which may be viewed at the following URL:
www.dot.state.fl.us/spec i ficationso ffice/lm p lemen ted/U RL inS pecs/F iles/section62. pd f .
Producers of Precast Concrete Drainage Structures shall meet the requirements of
Section 6.3, Volume II of the Department's Materials Manual, which may be viewed at the
following URL:
www.dot.state.fl.us/specificationsoffice/lmplemented/U RL inSpecs/Files/section63. pdf .
Producers of Precast/Prestressed Concrete Products shall meet the requirements of
Sections 8.1 and 8.3 of the Department's Materials Manual, which may be viewed at the
following URLs:
www.dot.state.fl.us/speci ficationsotlice/lmplemented/U RLinSpecs/F iles/section81.pd f .
http://www.dot.state.fl.us/speci ticationso tlice/lm p lemented/U RL inS pecs/F i les/section 83. pd f
Producers of Precast Prestressed Concrete Products using Self Consolidating
Concrete shall meet the requirements of Section 8.4, Volume II of the Department's Materials
Manual, which may be viewed at the following URL:
www.dot.state.fl.us/speci ticationsoffice/Imp lemented/U RL inS pecs/F i les/ section84. pdf
Producers of Incidental Precast/Prestressed Concrete Products shall meet the
requirements of Section 8.2, Volume II of the Department's Materials Manual, which may be
viewed at the following URL:
www.dot.state.fl.us/spec i ficationsoffice/lmp lemented/U RL inS pecs/F iles/ section82. pdf .
Producers of Portland Cement Concrete shall meet the requirements of Section
9.2, Volume II of the Department's Materials Manual, which may be viewed at the following
URL:
www.dot.state.fl.us/spec i ficationso ffice/I mp lemented/URL inS pecs/F i les/section92. pd f .
Producers of Structural Steel and Miscellaneous Metal Components shall meet the
requirements of Sections Il.l and 11.2 of the Department's Materials Manual, which may be
viewed at the following URLs:
www.dot.state.fl.us/specificationsoffice/lmplemented/URLinSpecs/Files/section] II.pdf.
www.dot.state.fl.us/specificationsoffice/lmplemented/URLinSpecs/Files/section 112.pdf .
SUBARTICLE 105-5.2.1 (Page 140) is deleted and the following substituted:
105-5.2.1 Qualifications: Submit the Training Identification Numbers (TINs) or
any other information which will be traceable to the certification agency's training location and
dates for all technicians performing sampling, testing and inspection for both field and laboratory
tests. Provide the names of the CTQP certifications and other pertinent certifications held and the
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expiration dates for each certification for each technician. Include employed and subcontracted
technicians.
ARTICLE 105-6 (Page 142) is deleted and the following substituted:
105-6 Lab Qualification Program.
Testing Laboratories participating in the Department's Acceptance Program must have
current Department qualification when testing materials that are used on Department projects. In
addition, they must have one of the following:
a. Current AASHTO (AAP) accreditation.
b. Inspected on a regular basis per ASTM 03740 for earthwork, ASTM 03666
for asphalt and ASTM C 1077 for concrete for test methods used in the Acceptance Program,
with all deficiencies corrected, and under the supervision of a Specialty Engineer.
c. Current Construction Materials Engineering Council (CMEC) program
accreditation or other independent inspection program accreditation acceptable to the Engineer
and equivalent to a. or b. above.
After meeting the criteria described above, submit a Laboratory Qualification Application
to the Department. The application is available from the Department's website. Obtain the
Department's qualification prior to beginning testing. The Department may inspect the
laboratory for compliance with the accreditation requirements prior to issuing qualification.
Meet and maintain the qualification requirements at all times. Testing without
Department's qualification may result in a rejection of the test results. Continued qualifications
are subject to satisfactory results from Department evaluations, including Independent Assurance
evaluations. In case of suspension or disqualification, prior to resumption of testing, resolve the
issues to the Department's satisfaction and obtain reinstatement of qualification. The following
conditions may result in suspension of a laboratory's qualified status:
a. Failure to timely supply required information.
b. Loss of accredited status.
c. Failure to correct deficiencies in a timely manner.
d. Unsatisfactory performance.
e. Changing the laboratory's physical location without notification to the
accrediting agency and the Engineer.
f. Delays in reporting the test data in the Department's database.
g. Incomplete or inaccurate reporting.
h. Using unqualified technicians performing testing.
Should any qualified laboratory falsify records, the laboratory qualification will be
subject to revocation by the Engineer. Falsification of project-related documentation will be
subject to further investigation and penalty under state and federal laws.
It is prohibited for any contract laboratory or staff to perform Contractor Quality Control
testing and any other Acceptance Program testing on the same contract.
Subarticle 105-8.7 (Pages 144-145) is deleted and the following substituted:
105-8.7 Concrete QC Personnel:
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105-8.7.1 Concrete Field Technician - Level I: Ensure technicians performing
plastic property testing on concrete for materials acceptance are qualified CTQP Concrete Field
Technicians Level I. Plastic property testing will include but not be limited to slump,
temperature, air content, water-to-cementitious materials ratio calculation, and making and
curing concrete cylinders. Duties will include initial sampling and testing to confirm
specification compliance prior to beginning concrete placements, ensuring timely placement of
initial cure and providing for the transport of compressive strength samples to the designated
laboratories.
105-8.7.2 Concrete Field Inspector - Level II: Ensure field inspectors
responsible for the quality of concrete being placed on major bridge projects are qualified CTQP
Concrete Field Inspectors Level II. A Level II Inspector must be present on the jobsite during all
concrete placements. Prior to the placement of concrete, the inspector will inspect the element to
be cast to ensure compliance with Contract Documents. A Level II Inspector's duties may
include ensuring that concrete testing, inspection, and curing in the field are performed in
accordance with the Contract Documents. The QC Inspector will inform the Verification
Inspector of anticipated concrete placements and LOT sizes.
105-8.7.3 Concrete Laboratory Technician:
105-8.7.3.1 Concrete Laboratory Technician - Level I: Ensure
technicians testing cylinders and recording concrete strength for material acceptance are
qualified CTQP Concrete Laboratory Technicians Level I. Duties include final curing,
compressive strength testing, and the recording/reporting of all test data.
105-8.7.3.2 Concrete Laboratory Technician - Level II: Ensure that
laboratories providing hardened property test results to the Department are under the supervision
of a CTQP Concrete Laboratory Technician - Level II. This person is responsible to ensure that
the tests are performed in accordance with Standard Test Methods, project specifications and
other contract documents.
105-8.7.4 Concrete Production Facility Manager for Quality Control: Ensure
each concrete production facility has a Facility Manager for QC with the following
qualifications:
I. CTQP Concrete Laboratory Technician Level I, CTQP Concrete Field
Technician-Level I, and CTQP Batch Plant Operator. As alternatives to these qualifications, the
Department will accept the following qualifications:
a. Prestressed Concrete Institute (PC I) Level III certification,
b. National Ready Mixed Concrete Association (NRMCA)
Concrete Technologist Level II, or
c. Precast Concrete Pipe, Box Culverts, Drainage Structures or
Incidental Precast Concrete Plants Level II Quality Control Inspector Certifications meeting the
requirements of 105-8. I I.
2. Three years of QC experience directly related to cement concrete
production.
3. Demonstrated proficiency in implementing, supervising, and
maintaining surveillance over a QC Program.
4. Experience and certification in performance of required QC tests and
statistical evaluation of QC test results.
105-8.7.5 Concrete Mix Designer: Ensure all mix designs are developed by
individuals who are qualified under one of the following:
=1
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I. CTQP Concrete Lab Technician Level II;
2. National Ready Mix Concrete Association Level 2 Production Control
Technician Certification;
3. Precast Concrete Pipe, Box Culverts, Drainage Structures, and
Incidental Precast Concrete Level II Quality Control Inspector meeting the requirements of
105-8.11; or
4. PCI Quality Control Level III certification.
SUBARTICLE 105-8.8 (Page 145). The heading is deleted and the following substituted:
105-8.8 Supervisory Personnel- Post-Tensioned and Movable Bridge Structures:
SUBARTICLE 105-8.8.1 (Page 145) is deleted and the following substituted:
105-8.8.1 General: Provide supervisory personnel meeting the qualification
requirements only for the post-tensioned and movable bridge types detailed in this Article.
Submit qualifications to the Engineer at the pre-construction conference. Do not begin
construction until the qualifications of supervisory personnel have been approved by the
Engineer.
SUBARTICLE 105-8.8.7 (Page 149) is deleted and the following substituted:
105-8.8.7 Post-Tensioning (PT) and Grouting Personnel Qualifications:
Perform all stressing and grouting operations in the presence of the Engineer and with personnel
meeting the qualifications of this article. Coordinate and schedule all PT and grouting activities
to facilitate inspection by the Engineer.
105-8.8.7.1 Post-Tensioning: Perform all PT field operations under the direct
supervision of a Level II CTQP Qualified PT Technician who must be present at the site of the
post-tensioning work during the entire duration of the operation. For the superstructures of
bridges having concrete post-tensioned box or I girder construction, provide at least two CTQP
qualified PT technicians, Level lor II, on the work crew. The supervisor of the work crew, who
must be a Level II CTQP Qualified PT Technician, may also be a work crew member, in which
case, the supervisor shall count as one of the two CTQP qualified work crew members. For PT
operations other than the superstructures of post-tensioned box or I girder construction, perform
all PT operations under the direct supervision of a Level II CTQP Qualified PT Technician who
must be present at the site of the PT work during the entire duration of the operation. Work crew
members are not required to be CTQP qualified.
105-8.8.7.2 Grouting: Perform all grouting field operations under the direct
supervision of a Level II CTQP Qualified Grouting Technician who must be present at the site of
the grouting work during the entire duration of the operation. For the superstructures of bridges
having concrete post-tensioned box or I girder construction, provide at least two CTQP qualified
grouting technicians, Level I or II, on the work crew. The supervisor of the work crew, who must
be a Level II CTQP Qualified Grouting Technician, may also be a work crew member, in which
case, the supervisor shall count as one of two CTQP qualified work crew members. For grouting
operations other than the superstructures of post-tensioned box or I girder construction, perform
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all grouting operations under the direct supervision ofa Level II CTQP Qualified Grouting
Technician who must be present at the site of the grouting work during the entire duration of the
operation. Work crew members are not required to be CTQP qualified.
Perform all vacuum grouting operations under the direct supervision of a
crew foreman who has been trained and has experience in the use of vacuum grouting equipment
and procedures. Submit the crew foreman's training and experience records to the Engineer prior
to performing any vacuum grouting operation.
SUBARTICLE 105-8.11 (Pages 150 - 151) is deleted and the following substituted:
105-8.11 Pipe and Precast Concrete Products Manufacturing Facilities Quality
Control Personnel:
105-8.11.1 General: Obtain personnel certifications from Department accredited
training providers. The list of Department approved courses and their accredited providers ~
available on the State Materials Office website.
105-8.11.2 Precast Concrete Drainage Structures, Precast Concrete Box
Culvert, Precast Concrete Pipe, Incidental Precast Concrete, and Flexible Pipe
Manufacturing Facilities Quality Control Personnel:
105-8.11.2.1 Level I Quality Control Inspectors: Ensure that the Level I
Inspectors have completed a minimum of a 12-hour, Department approved, Level I QC Inspector
training course in the respective work area. As an exception to this, ensure Flexible Pipe Level I
QC Inspectors have completed a minimum of an 8-hour, Department approved, Level I QC
Flexible Pipe Inspector training course. For Incidental Precast Concrete, as an alternative to the
completion of the 12-hour training course, the Department will accept QC personnel meeting the
requirements of 105-8.11.2.4.1 and CTQP Concrete Field Technician level I certification or
Precast/Prestressed Concrete Institute (PCI) Quality Control Technician/Inspector Level II
certification.
105-8.11.2.2 Level II Quality Control Inspectors: Ensure that Level II
Inspectors have completed Department approved Level I QC Inspector training and a minimum
of a 5-hour, Department approved, Level II QC Inspector training course in the respective work
areas. For Incidental Precast Concrete, as an alternative to the completion of the 5-hour training
course, the Department will accept CTQP Concrete Field Technician Level II or PCI Quality
Control Level III certifications.
105-8.11.2.3 Plant Quality Control Manager: Ensure that QC Manager
has completed Department approved Level II QC Inspector training and has a minimum of2
years construction related experience in the specific work area.
105-8.11.2.4 Additional Requirements for Quality Control Personnel
of Precast Concrete Drainage, Precast Concrete Box Culvert, and Incidental Precast
Concrete Manufacturing Facilities:
105-8.11.2.4.1 Testing Personnel: Ensure the personnel
performing plastic property tests have ACI Concrete Field Testing Technician-Grade I
certification. Ensure the personnel performing laboratory compressive strength testing have ACI
Concrete Laboratory Testing Technician-Grade 1 certification or ACI Concrete Strength Testing
Technician certification.
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105-8.11. 2.4.2: Batch Plant Operator: Ensure the concrete batch
plant operator is qualified as a CTQP Concrete Batch Plant Operator. As an alternative to CTQP
qualification, the Department will accept the completion of a minimum of a 6-hour, Department
approved, Batch Plant Operator training course.
346 PORTLAND CEMENT CONCRETE.
(REV 1-29-10) (FA 2-1-10) (7-10)
SUBARTICLE 346-3.1 (Pages 320 - 321) is deleted and the following substituted:
346-3.1 General: The separate classifications of concrete covered by this Section are
designated as Class I, Class II, Class III, Class IV, Class V and Class VI. Strength, slump, and air
content of each class are specified in Table 2.
Substitution of a higher class concrete in lieu of a lower class concrete may be
allowed, if approved by the Engineer. When the compressive strength acceptance data is less
than the minimum compressive strength of the higher design mix, notify the Engineer.
Acceptance is based on the requirements in Table 2 for the lower class concrete.
TABLE 2
Class of Specified Minimum Strength Target Slump Value Air Content
Concrete (28-day) (psi) (inches) (c) Range (%)
STRUCTURAL CONCRETE
I (a) 3,000 3 (b) 1.0 to 6.0
[ (Pavement) 3,000 2 1.0 to 6.0
II (a) 3,400 3 (b) 1.0 to 6.0
II (Bridge 4,500 3 (b) 1.0 to 6.0
Deck)
III (e) 5,000 3 (b) 1.0 to 6.0
III (Seal) 3,000 8 1.0 to 6.0
IV 5,500 3 (b) (d) 1.0 to 6.0
IV (Drilled 4,000 8.5 0.0 to 6.0
Shaft)
V (Special) 6,000 3 (b) (d) 1.0 to 5.0
V 6,500 3 (b)(d) 1.0 to 5.0
VI 8,500 3 (b)(d) 1.0 to 5.0
(a) For precast three sided culverts, box culverts, endwalls, inlets,
manholes and junction boxes, the target slump value and air content will not apply. The
maximum allowable slump is6 inches, except as noted in (b). The Contractor is permitted to use
concrete meeting the requirements of ASTM C 478 4,000 psi in lieu of Class I or Class II
concrete for precast endwalls, inlets, manholes and junction boxes.
(b) The Engineer may allow a higher target slump when a Type F, G, lor
II admixture is used, except when flowing concrete is used. The maximum target slump shall be
7 inches.
(c) For a reduction in the target slump for slip-form operations, submit a
revision to the mix design to the Engineer.
(d) When the use of silica fume, ultrafine fly ash, or metakaolin is required
as a pozzolan in Class IV, Class V, Class V (Special) or Class VI concrete, ensure that the
concrete exceeds a resistivity of29 KOhm-cm at 28 days, when tested in accordance with FM 5-
578. Submit three 4 x 8 inch cylindrical test specimens to the Engineer for resistivity testing
before mix design approval. Take the resistivity test specimens from the concrete of the
laboratory trial batch or from the field trial batch of at least 3 yd3. Verify the mix proportioning
of the design mix and take representative samples of trial batch concrete for the required plastic
and hardened property tests. Cure the field trial batch specimens similar to the standard
laboratory curing methods. Submit the resistivity test specimens at least 7 days prior to the
scheduled 28 day test. The average resistivity of the three cylinders, eight readings per cylinder,
is an indicator of the permeability of the concrete mix.
(e) When precast three-sided culverts, box culverts, endwalls, inlets,
manholes or junction boxes require a Class III concrete, the minimum cementitious materials is
470 Ib/yd3. Do not apply the air content range and the maximum target slump shall be 6 inches,
except as allowed in (b).
SUBARTICLE 346-3.2.1 (Page 322) is deleted and the following substituted:
346-3.2.1 Slump Loss Test Requirements: Provide slump loss tests before
drilled shaft concrete operations begin, demonstrating that the drilled shaft concrete maintains a
slump of at least 5 inches throughout the concrete elapsed time. Inform the Engineer at least 48
hours before performing such tests. Perform slump loss testing of the drilled shaft mix using
personnel meeting the requirements of Section 105. The Engineer may require a new slump loss
test in the event that the temperature changes more than plus or minus 150F, the environmental
conditions change or the volume increases.
Perform the following procedures for slump loss tests:
(I) Begin all elapsed times when water is initially introduced into
the mixer.
(2) The slump loss test is performed at a temperature consistent
with the highest ambient and concrete temperatures expected during actual concrete placement.
This test may be used for lower temperature placements without any admixture adjustments.
(3) Ensure that the mix is at least 3 cubic yards and is mixed in a
truck mixer.
(4) After initial mixing, determine the slump, ambient and concrete
temperatures and air content. Ensure that the concrete properties are within the required limits as
specified in 346-3.1, Table 2.
(5) Verify the water to cementitious materials ratio and other
delivery ticket data meet design mix requirements.
(6) Mix the concrete intermittently for 30 seconds every 5 minutes,
at a speed greater than or equal to the midrange of the manufacturer's recommended mixing
speed. When concrete is not being mixed, agitate the mixer at the midrange of the manufacturer's
recommended agitating speed.
(7) Determine slump, ambient and concrete temperatures at 30
minute intervals until the slump is 5 inches or less. Remix the mix for one minute at the mixing
speed of the mixer before these tests are run.
(8) Ensure that the concrete maintains a slump of at least 5 inches
for the anticipated elapsed time.
(9) Cast cylinders to determine when 500 psi compressive strength
is obtained for the purpose of transporting field samples to the laboratory.
(10) Obtain the Engineer's approval of slump loss test results in
terms of elapsed time before concrete placements.
SUBARTICLE 346-4.2.2 (Page 326) is deleted and the following substituted:
346-4.2.2 Certification: If any chloride test data exceeds the limits in Table 4,
identify the exception on the Construction Compliance with Specifications and Plans form.
SUBARTICLE 346-6.1 (Page 328) is deleted and the following substituted:
346-6.1 General: Develop a Quality Control Plan (QCP) as specified in Section 105.
Meet the requirements of the approved QCP and Contract Documents. Ensure the QCP includes
the necessary requirements to control the quality of the concrete.
Perform QC activities to ensure materials, methods, techniques, personnel,
procedures and processes utilized during production meet the specified requirements. For
precast/prestressed operations, ensure that the QC testing is performed by the producer.
Accept the responsibility for QC inspections on all phases of work. Ensure all
materials and workmanship incorporated into the project meet the requirements of the Contract
Documents.
When concrete plastic properties (slump, air content and temperature) could be
significantly affected by handling between the point of delivery and the point of final placement,
including the use of pumps, conveyor belts, troughs, chutes, barge transport or other means,
include provisions in the QCP to sample the plastic concrete for all testing at the point of final
placement.
Ensure the QCP includes any anticipated requirements for adjusting the concrete
at the placement site. Include the testing procedures that will be implemented to control the
quality of the concrete and ensure that concrete placed is within the tolerance range. Also,
include provisions for the addition of water to concrete delivered to the placement site at
designated level areas, to ensure the allowable amount of water stated on the concrete delivery
ticket or the maximum water to cementitious materials ratio on the approved design mix are not
exceeded. Ensure the anticipated ranges of jobsite water additions are described and the proposed
methods of measuring water for concrete adjustments are included.
Failure to meet the requirements of this Specification or the QCP will
automatically void the concrete portion of the QCP. To obtain QCP re-approval, implement
corrective actions as approved by the Engineer. The Engineer may allow the Contractor to
continue any ongoing concrete placement but the Engineer will not accept concrete for any new
placement until the QCP re-approval is given by the Engineer.
SUBARTICLE 346-6.3(Page 329) is deleted and the following substituted:
346-6.3 Delivery Certification: Ensure that an electronic delivery ticket is furnished
with each batch of concrete before unloading at the placement site. The delivery ticket may be
proprietary software or in the form of an electronic spreadsheet, but shall be printed. Ensure that
the materials and quantities incorporated into the batch of concrete are printed on the delivery
ticket. Include the following information on the Delivery Ticket:
(I) Arrival time at jobsite,
(2) Time that concrete mix has been completely placed,
(3) Number of revolutions upon arrival at the jobsite,
(4) Total gallons of water added at thejobsite,
(5) Additional mixing revolutions when water is added,
(6) Total number of revolutions at mixing and agitating speed.
Items 3 through 6 do not apply to non-agitating concrete transporting vehicles.
Ensure the batcher responsible for production of the batch of concrete signs the
delivery ticket, certifying the batch of concrete was produced in accordance with the Contract
Documents.
Verify that the chloride test results on the delivery ticket meet the requirements of
Table 4.
Sign the delivery ticket certifying that the design mix maximum specified water to
cementitious materials ratio was not exceeded due to any jobsite adjustments to the batch of
concrete, and that the batch of concrete was delivered and placed in accordance with the Contract
Documents.
SUBARTICLE 346-6.4 (Pages 329 - 330) is deleted and the following substituted:
346-6.4 Plastic Property Tolerances: Do not place concrete with a slump more than
plus or minus 1.5 inches from the target slump value specified in Table 2.
Reject concrete with slump or air content that does not fall within the specified
tolerances and immediately notify the concrete production facility that an adjustment of the
concrete mixture is required so that it will fall within specified tolerances. Ifa load does not fall
within the tolerances, test each subsequent load and the first adjusted load. Iffailing concrete is
not rejected or adjustments are not implemented, the Engineer may reject the concrete and
terminate further production until the corrections are implemented.
Do not allow concrete to remain in a transporting vehicle to reduce slump. Water may be
added only upon arrival of the concrete to the jobsite and not thereafter.
SUBARTICLE 346-7.4 (Page 330) is deleted and the following substituted:
346-7.4 Concreting in Cold Weather: Do not mix concrete when the air temperature is
below 450F and falling. Mix and place concrete when the air temperature in the shade, and away
from artificial heat, is 400F and rising. Protect the fresh concrete from freezing until the concrete
reaches a minimum compressive strength of 1,500 psi unless the concrete is to be heat cured. The
requirements of concreting in cold weather are not applicable to precast concrete placement
operations occurring in a temperature controlled environment.
SUBARTICLE 346-7.6 (Page 331) is deleted and the following substituted:
346-7.6 Transit Time: Ensure compliance with the following maximum allowable time
between the initial introduction of water into the mix and depositing the concrete in place:
TABLE 6
Non-Agitator Trucks Agitator Trucks
45 minutes 60 minutes
75 minutes* 90 minutes*
.When a water-reducing and retarding admixture (Type D, Type G or Type II) is used.
SUBARTICLE 346-7.7 (Page 331) is deleted and the following substituted:
346-7.7 Adding Water to Concrete at the Placement Site: Perform an initial slump test
before the addition of water at thejobsite. If the slump, as delivered, is outside the tolerance
range, reject the load. If the slump is within the tolerance range, that load may be adjusted by
adding water provided the addition of water does not exceed the water to cementitious materials
ratio as defined by the mix design. After adjusting the slump, perform a slump test to confirm the
concrete is within the slump tolerance range. Perform a slump test on the next load to ensure the
concrete is within the slump tolerance range. Do not place concrete represented by slump test
results outside of the tolerance range.
ARTICLE 346-8 (Page 331) is deleted and the following substituted:
346-8 Plastic Concrete Sampling and Testing.
QC tests include air content, temperature, slump, and preparing compressive strength
cylinders for testing at later dates. In addition, calculate the water to cementitious materials ratio
in accordance with FM 5-501 for compliance to the approved mix design.
Ensure that each truck has a valid mixer identification card issued by the Department, the
revolution counter on the mixer is working properly, and calibration of the water dispenser has
been performed within the last twelve months and verify batch weights within required limits of
the mix design. Reject any concrete batches that are delivered in trucks that do not have mixer
identification cards. The Contractor may remove the mixer identification cards when a truck
mixer is discovered to be in noncompliance. When the mixer identification card is removed for
noncompliance, forward the card to the District Materials Engineer in the District where the
plant is located.
Perform plastic concrete tests on the initial delivery of each concrete design mix each
day. Ensure QC technicians meeting the requirements of Section 105 are present and performing
tests throughout the placement operation. Ensure one technician is present and performing tests
throughout the placement operation at each placement site. If a placement site has multiple
concrete trucks, identify the number of technicians in the Quality Control Plan. Ifa placement
site has multiple trucks placing concrete, then have at least two technicians present at that site.
Ensure that the equipment used for delivery, placement and finishing meets the requirements of
this Specification. Do not proceed with the placement operation until QC tests confirm that the
delivered concrete complies with the plastic properties specified. When a truck designated for
QC testing arrives at the site of discharge, subsequent trucks may not discharge until QC testing
results are known. Reject non-complying loads at the jobsite. Ensure that corrections are made
on subsequent loads.
Furnish sufficient concrete of each design mix as required by the Engineer for
verification testing. When the Engineer's verification test results do not compare with the QC
plastic properties test results, within the limits defined by the Independent Assurance (IA)
checklist comparison criteria, located in Materials Manual Chapter 5, disposition of the concrete
will be at the option of the Contractor.
On concrete placements consisting of only one load of concrete, perform initial sampling
and testing in accordance with this Section. The acceptance sample and plastic properties tests
may be taken from the initial portion of the load. Ifany of the QC plastic properties tests fail,
reject the remainder of that load, terminate the LOT and notify the Engineer. Make cylinders
representing that LOT from the same sample of concrete.
Following termination of a LOT, obtain samples from a new load, and perform plastic
properties tests until such time as the water to cementitious materials ratio, air content,
temperature and slump comply with the Specification requirements. Initiate a new LOT once the
testing indicates compliance with Specification requirements.
Suspend production when three LOTs, or when any five LOTs in two days of production
of the same design mix are outside the specified tolerances. Make the necessary revisions to
concrete operations and increase the frequency of QC testing in the QCP to bring the concrete
within allowable tolerances. Obtain the Engineer's approval of the revisions before resuming
production. After production resumes, obtain the Engineer's approval before returning to the
normal frequency ofQC testing.
If concrete placement stops for more than 90 minutes, perform initial plastic properties
testing on the next batch and continue the LOT. Cylinders cast for that LOT will represent the
entire LOT.
When the Department performs Independent Verification, the Contractor may perform
the same tests on the concrete at the same time. The Department will compare results based on
the Independent Assurance Checklist tolerances.
When the Department's Independent Verification test results do not meet the
requirements of this Section, the Engineer may require the Contractor to revise the QCP.
SUBARTICLE 346-9.1 (Pages 333 - 334) is deleted and the following substituted:
346-9.1 General: Perform plastic properties tests in accordance with 346-8 and cast a set
of three QC cylinders (either 4 inch by 8 inch or 6 inch by 12 inch cylinders are acceptable), for
all structural concrete incorporated into the project. Take these acceptance samples randomly as
determined by a random number generator (acceptable to the Department). The Department will
independently perform verification plastic properties tests and cast a set of verification cylinders.
The verification cylinders will be the same size cylinder selected by the Contractor, from a
separate sample from the same load of concrete as the Contractor's QC sample.
The Department may perform inspections in lieu of plastic properties tests of the
precast plants producing Class I and II concrete.
For each set of QC cylinders verified by the Department, cast one additional
cylinder from the same sample, and identify it as the QC "hold" cylinder. The Department will
also cast one additional "hold" cylinder from each Verification sample. Provide curing facilities
that have the capacity to store all QC, Verification, "hold" and Independent Verification
cylinders simultaneously for the initial curing. All cylinders will be clearly identified as outlined
in the Sample/Lot Numbering System instructions located on the State Materials Office website.
Deliver the QC samples, including the QC "hold" cylinder to the final curing facility in
accordance with ASTM C 31. At this same time, the Department will deliver the Verification
samples, including the Verification "hold" cylinder, to their final curing facility.
Test the QC laboratory cured samples for compressive strength at the age of 28
days, or any other specified age, in a laboratory meeting and maintaining at all times the
qualification requirements listed in Section 105.
The QC testing laboratory will input the compressive strength test results into the
Department's sample tracking database within 24 hours. When the QC testing laboratory cannot
input the compressive strength test results into the Department's sample tracking database within
24 hours, the QC testing laboratory will notify the Verification testing laboratory within 24 hours
of testing the cylinder and provide the Verification testing laboratory the compressive strength
test results. Ensure the compressive strength results are input into the Department's sample
tracking database within 72 hours of determining the compressive strength of the cylinders.
The Department will average the QC compressive strength test data, average the
Verification compressive strength test data, and compare the averages. In the event that one set
of compressive strength data for a set of cylinders falls outside the range of the other set of
cylinders, use the lower Range of Average Compressive Strength to determine the comparison
criteria. Based on this comparison, the Department will determine if the Comparison Criteria as
shown in Table 7 has been met. When the difference between QC and Verification are less than
or equal to the Comparison Criteria, the QC data is verified. When the difference between QC
and Verification data exceeds the Comparison Criteria, the Engineer will initiate the resolution
procedure.
Table 7
Range of Average Compressive Strength Comparison Criteria
Less than 3500 psi 420 psi
3,50 I - 4,500 psi 590 psi
4,50 I - 6,500 psi 910 psi
6,501 - 8,500 psi 1,275 psi
Greater than 8,500 psi 1,360 psi
SUBARTICLE 346-9.2 (Pages 334 - 335) is deleted and the following substituted:
346-9.2 Sampling Frequency:
As a minimum, sample and test concrete of each design mix for water to
cementitious materials ratio, air content, temperature, slump and compressive strength once per
LOT as defined by Table 8. When more than one concrete production facility is used for the
same mix design, describe the method of sampling, testing and LOT numbering in the QC Plan.
The Engineer will randomly verify one of every four consecutive LOTs of each design mix
based on a random number generator. The Department may perform Independent Verification
testing to verify compliance with specification requirements. All QC activities, calculations, and
inspections will be randomly confirmed by the Department.
TABLE 8
Class Concrete Maximum LOT Size
I one day's production
I (Pavement) 250 lane ft, or one day's production, whichever is
less
II, II (Bridge Deck), 1II, IV, V (Special), 50 yd3, or one day's production, whichever is less
V,VI
IV (Drilled Shaft) 50 yd3, or two hours between placements, whichever
is less
III (Seal) Each Seal placement
SUBARTICLE 346-9.4 (Pages 335 - 336) is deleted and the following substituted:
346-9.4 Acceptance of Concrete:
Accept or reject concrete on the basis of plastic property results in accordance
with 346-6.4.
Ensure that the hardened concrete strength test results are obtained in accordance
with 346-9.3. Do not discard a cylinder strength test result based on low strength (strength below
the specified minimum strength as per the provisions of this Section).
When one of the three QC cylinders from a LOT is lost, damaged or destroyed,
determination of compressive strength will be made by averaging the remaining two cylinders. If
more than one QC cylinder from a LOT is lost, damaged or destroyed, the Contractor will core
the structure at no additional expense to the Department to determine the compressive strength.
Acceptance of LOT may be based on verification data at the discretion of the Engineer. Obtain
the approval of the Engineer to core, and of the core location prior to coring.
For each QC cylinder that is lost, damaged or destroyed, payment for that LOT
will be reduced by $750.00 per 1,000 psi of the specified design strength [Example: loss of two
Class IV (Drill Shaft) QC cylinders that has no verification data will require the element to be
cored and a penalty will be assessed (4,000 psi / 1,000 psi) x $750 x 2 = $6,000. This reduction
will be in addition to any pay adjustment for low strength.
When QC compressive strength test results are not verified, the resolution
procedure will be used to accept or reject the concrete. Maintain the "hold" cylinders until the
verification of the compressive strength test results.
When QC test results are verified, the Engineer will accept the concrete based on
QC test results. The Engineer will accept at full pay only LOTs of concrete represented by
plastic property results which meet the requirements of the approved mix design and strength test
results which equal or exceed the respective specified minimum strength.
SUBARTICLE 346-9.6 (Page 337) is deleted and the following substituted:
346-9.6 Small Quantities of Concrete: When a project has a total plan quantity
of less than 50 yd3, that concrete will be accepted based on the satisfactory compressive strength
of the QC cylinders. Provide certification to the Engineer that the concrete was batched and
placed in accordance with the Contract Documents. Submit a quality control plan for the
concrete placement operation in accordance with Section 105. In addition, the Engineer may
conduct Independent Verification (IV) testing as identified in 346-9. Evaluate the concrete in
accordance with 346-10 at the discretion of the Engineer.
SECTION 346 (Pages 317 - 340) is expanded by the following new Article:
346-12 Pay Reduction for Plastic Properties
I f concrete is placed even when the result of plastic properties testing requires its
rejection, the payment for concrete represented by the plastic property tests will be reduced by
twice the invoice price per cubic yard for all concrete in the load that is placed. If the Engineer
authorizes placement of the concrete, there will be no pay reduction.
400 CONCRETE STRUCTURES.
(REV 10-12-09) (FA 11-20-09) (7-10)
SUBARTICLE 400-7.13.2 (page 389) is deleted and the following substituted:
400-7.13.2 Screed Demonstration: Subsequent to the placement of all
reinforcing steel and prior to placing any slab or deck concrete, demonstrate that the proposed
equipment and methods can finish the concrete to the specified grades while maintaining the
specified cover over the reinforcement. Provide the demonstration over the entire length and
width of the spans to be placed.
SUBARTICLE 400-15.2.5.1 (page 397) is deleted and the following substituted:
400-15.2.5.1 General: Apply a Class 4 finish on bridge decks and
concrete approach slabs. On Short Bridges (bridges having a length less than or equal to 100 ft),
and on Miscellaneous Bridges (Pedestrian, Trail and Movable Spans) regardless of length, meet
the finish and smoothness requirements of 400-15.2.5.2 and 400-15.2.5.4. On Long Bridges
(bridges having a length greater than 100 ft) meet the finish and smoothness requirements of
400-15.2.5.3 and 400-15.2.5.5. When an existing bridge deck is widened, see the plans for the
finish and smoothness requirements of the existing bridge deck and its new widened section.
After meeting the screeding requirements of 400-7.13 and curing requirements of 400-16 and the
smoothness requirements, herein, groove the bridge deck and approach slabs.
Regardless of bridge length, finish decks with less than
2 1/2 inches of top cover in accordance with the requirements for Short Bridges.
SUBARTICLE 400-15.2.5.5 (pages 398 - 399) is deleted and the following substituted:
400-15.2.5.5 Smoothness Evaluation and Concrete Surface Planing,
Long Bridges (including approach slabs): Prior to planing, provide a smoothness evaluation of
the completed bridge deck and exposed concrete surfaces of approach slabs by a computerized
Cox California-type profilograph in accordance with the criteria herein and FM 5-558E. Furnish
this evaluation through an independent provider approved by the Engineer, using equipment
calibrated by the Engineer. All bridge deck and concrete approach slab surfaces to within 2 feet
of gutter lines are subject to this smoothness evaluation.
Prior to initial profilograph testing, complete work on the bridge
deck and approach slabs. Thoroughly clean and clear the bridge deck and approach slab areas to
be evaluated for smoothness of all obstructions and provide the smoothness evaluation. Ensure
that no radio transmissions or other activities that might disrupt the automated profilograph
equipment are allowed during the evaluation.
Average the Profile Index Value for the bridge deck, including the
exposed concrete surfaces of the approach slabs, for the left and right wheel path of each lane.
The maximum allowable Profile Index Value for acceptable smoothness is 10 inches per mile
utilizing the 0.2 inch blanking band. Apply these criteria to a minimum of 100 feet of each lane.
Additionally, correct individual bumps or depressions exceeding a cutoff height of 0.3 inch from
a chord of 25 feet (see ASTM E-1274) on the profilograph trace. Ensure that the surface meets a
1/4 inch in 10 feet straightedge check made transversely across the deck and approach slabs if
determined necessary by the Engineer. Provide additional profilograph testing as necessary
following longitudinal planing and any other actions taken to improve smoothness, until a profile
meeting the acceptance criteria is obtained.
Regardless of whether expansion joints are installed before or after
deck planing is complete, plane off the concrete deck surface to a minimum depth of 1/4 inch
and also meet or exceed the profilograph smoothness criteria. Longitudinally plane the entire
bridge deck and exposed concrete surfaces of the approach slabs using a self-propelled planing
machine with gang mounted diamond saw cutting blades specifically designed for such work.
Use the profilograph generated smoothness data, to establish the optimum planing machine
settings. Plane the deck surface to within 2 feet of the gutter line so that there is a smooth
transition, without vertical faces or sudden surface discontinuities, from the fully planed surface
to the unplaned surface. Use a machine with a minimum wheel base length of 15 feet,
constructed and operated in such manner that it does not cause strain or damage to deck or
approach slab surfaces, excessive ravels, aggregate fractures or spalling. The equipment shall be
approved by the Engineer. Perform longitudinal planing parallel to the roadway centerline, and
provide a consistent, textured surface. Clean the surface of all slurry/debris generated during this
work concurrently with operation of the machine.
After the deck has been planed the minimum 1/4 inch, reevaluate
the surface smoothness using the profilograph testing described above. Perform cycles of planing
and profilograph retesting as necessary until the deck and exposed concrete surfaces of approach
slabs are in compliance with the smoothness criteria but do not exceed the maximum concrete
removal depth of 1/2 inch.
SUBARTICLE 400-2 1.2 (page 407) is deleted and the following substituted:
400-21.2 Investigation, Documentation and Monitoring: The Engineer will inspect
concrete surfaces as soon as surfaces are fully visible after casting, with the exception of surfaces
of precast concrete products produced in offsite plants, between 7 and 31 days after the
component has been burdened with full dead load, and a minimum of 7 days after the bridge has
been opened to full unrestricted traffic. The Engineer will measure the width, length and depth of
each crack and establish the precise location of the crack termination points relative to permanent
reference points on the member. The Engineer will determine if coring of the concrete is
necessary when an accurate measurement of crack depth cannot be determined by use of a
mechanical probe. The Engineer will monitor and document the growth of individual cracks at
an inspection interval determined by the Engineer to determine if cracks are active or dormant
after initial inspection. The Engineer will perform all final bridge deck crack measurements once
the deck is free of all debris and before transverse grooves are cut and after planing is complete
for decks that require planing.
Provide the access, equipment and personnel needed for the Engineer to safely
perform this work at no expense to the Department. Core cracks for use by the Engineer in
locations and to depths specified by the Engineer at no expense to the Department.
SUBARTICLE 400-21.3 (page 407) is deleted and the following substituted:
400-21.3 Classification of Cracks: The Engineer will classify cracks as either
nonstructural or structural and determine the cause. In general, nonstructural cracks are cracks
1/2 inch or less deep from the surface of the concrete; however, the Engineer may determine that
a crack greater than 1/2 inch deep is nonstructural. In general, structural cracks are cracks that
extend deeper than 1/2 inch. A crack that is fully or partially underwater at any time during its
service life will be classified as a structural crack unless the Environment note on the General
Notes sheet in the plans categorizes the substructure as slightly aggressive, in which case, the
non structural crack criteria may apply as determined by the Engineer.
Review and comment on the Engineer's crack classification; however, the
Engineer will make the final determination.
415 REINFORCING STEEL-BAR SUPPORTS.
(1-15-10) (FA 1-21-10) (7-10)
SUBARTICLE 415-5.13(Pages 438-439) is deleted and the following substituted
415-5.13 Bar Supports:
415-5.13.1 General: Provide reinforcing steel bar supports manufactured in accordance
with all requirements of the CRSI Manual of Standard Practice. Use bar supports of adequate strength to
withstand a 300 pound concentrated load applied as directed by the State Materials Office without
permanent deformation or breakage, with the deformation under a 300 pound load being less than 5% of
the support height.
Ensure that no more than 5% of the reinforcing steel bar supports exhibit
unsatisfactory performance, breakage, or permanent deformation during rebar tying and/or concrete
placement operations. Ifa bar support does not achieve this level of performance, reduce the average
spacing between bar supports by 15%, or remove that product from use on the job.
Ensure that bar supports do not move during concrete placing operations. To
prevent movement, tie supports to the reinforcing steel.
When using bar supports on corrugated metal stay-in-place forms, use supports
specifically designed for the form being used.
For structural elements located in extremely aggressive environments, do not use
metal bar supports in contact with forms or floor surfaces to support reinforcing steel.
415-5.13.2 Metal Bar Supports: For metal bar supports in contact with steel stay-in-
place forms and metal bar supports in contact with boundary surfaces of concrete to be cast, provide
supports constructed with molded plastic legs or plastic protected steel legs. Do not allow any portion of
the bar support other than the molded plastic leg or plastic protected portion of the steel leg to be closer
than 1/2 inch from the boundary surface of concrete to be cast.
Certify that all metal bar supports meet the following requirements:
(I) That they are manufactured from cold drawn stee I wire in accordance
with the wire sizes and geometrical dimensions shown in the CRSI Manual of Standard Practice,
Chapter 3, Table II.
(2) That the plastic used for protection of the steel legs has a thickness of
3/32 inch or greater at points of contact with the form work.
Provide plastic protection by a dipping operation, by adding premolded plastic
tips to the legs of the support or by molding plastic to the top wire of the support. Ensure that the plastic
material used for protection of steel legs does not chip, crack, deform, or peel under ordinary job
conditions. Provide molded plastic legs that have sufficient strength to carry the weight of the supported
reinforcing steel in its required position without deformation and relaxation under job conditions.
415-5.13.3 Plastic Bar Supports and Spacers: Use non-stackable bar supports and
spacers comprised of either reinforced or non-reinforced virgin or recycled plastic. Bar supports shall be
able to meet the concentrated load requirements of 415-5.13.1 within a working temperature range of20
to 150oF. Spacers shall be able to withstand a 50 pound concentrated load applied as directed by the State
Materials Office without bar slippage, permanent deformation or breakage within a working temperature
range of20 to 1500F with the deformation under a 50 pound load being less than 5% of the support
height.
All plastic rebar supports shall have a maximum water absorption of 0.5% at 14
days, as per ASTM 0 570.
Protect plastic rebar supports from exposure to sunlight until placed in the form.
Mold plastic rebar supports in a configuration which does not restrict concrete flow and consolidation
around and under the rebar support. Do not use continuous legs or rails on concrete surfaces.
Due to the wide range of applications and heights, ensure that the manufac turer
additionally certifies all plastic bar supports for 2 inch, 3 inch, 4 inch and 4 1/2 inch heights.
Provide each individual bar support with an identification number unique to the
particular model permanently marked on the surface as included in the Qualified Products List.
415-5.13.4 Plastic Bar Supports and Wheel Spacers for Drilled Shafts: Wheel
spacers shall be able to withstand a 500 pound concentrated load applied as directed by the State
Materials Office without bar slippage, permanent deformation or breakage at room temperature with the
deformation under a 500 pound load being less than 5% of the support height. The perimeter surface of
the wheel spacer shall be smooth.
Bottom bolsters shall be able to withstand a 1000 pound concentrated load
without permanent deformation or breakage at room temperature with the deformation under a 1000
pound load being less than 5% of the support height.
All plastic rebar supports shall have a maximum water absorption of 0.5% at 14
days, as per ASTM D 570.
415-5.13.5 Qualified Products List: Use plastic bar supports and spacers listed on the
Department's Qualified Products List. Manufacturers seeking evaluation of products for inclusion on the
Qualified Products List must submit an application in accordance with 6-1 and include certified test
reports from an independent laboratory showing that the plastic bar supports and spacers meet all the
requirements specified herein. Plastic bar supports and spacers made of recycled plastic products must
meet the additional requirements of Section 972.
901 COARSE AGGREGATE.
(REV 12-15-09) (FA 12-21-09) (7-10)
SUBARTICLE 901-4.1 (Pages 815-817) is deleted and the following substituted:
901-1.4 Gradation: Coarse aggregates shall conform to the gradation requirements of
Table I, when the stone size is specified. However, Table 1 is waived for those aggregates
intended for usage in bituminous mixtures, provided the material is graded on sieves specified in
production requirements contained in 6-3.3, and meets uniformity and bituminous design
requirements.
TABLE I
Standard Sizes of Coarse Aggregate
Amounts Finer than Each Laboratory Sieve (Sc uare Openings), weight percent
Size Nominal Size 4 inches 3 1/2 3 inches 2 1/2 2 inches I 1/2 I inch
No. Square Openings inches inches inches
I 3 1/2 to I I 12 100 90 to 100 25 to 60 o to 15
inches - - -
2 2 112 inches to I 100 90 to 100 35 to 70 o to 15
112 inches - - -
24 2 112 inches to 100 90 to I 00 25 to 60
3/4 inch - - - -
3 2 inches to I inch - - - 100 90 to 100 35 to 70 o to 15
357 2 inches to No.4 100 95 to 100 35 to 70
- - - -
4 I 112 inches to 100 90 to I 00 20 to 55
3/4 inch - - - -
467 I 112 inches to 100 95 to 100
No.4 - - - - -
5 I inch to 1/2 inch - - - - - 100 90 to I 00
56 I inch to 3/8 inch 100 90 to I 00
- - - - -
57 I inch to No.4 - - - - - 100 95 to 100
6 3/4 inch to 3/8 100
inch - - - - - -
67 3/4 inch to No.4 - - - - - - 100
68 3/4 inch to No.8 - - - - - - -
7 1/2 inch to No.4 - - - - - - -
78 1/2 inch to No.8 - - - - - - -
8 3/8 inch to No.8 - - - - - - -
89 3/8 inch to No.
16 - - - - - - -
9 No.4 to No. 16 - - - - - - -
10 No.4 to 0 - - - - - - -
Size Nominal Size
Square 3/4 inch 1/2 inch 3/8 inch No.4 No.8 No. 16 No. 50
No. Openings
I 3 1/2 inches to 1 o to 5
1/2 inches
2 2 1/2 inches to I o to 5
1/2 inches
24 2 1/2 inches to o to 10 o to 5
3/4 inch
3 2 inches to I o to 5
inch -
357 2 inches to No. 10 to 30 o to 5
- -
4
4 I 1/2 inches to o to 15 o to 5
3/4 inch -
467 1 1/2 inches to 35 to 70 10 to 30 o to 5
No.4 -
5 I inch to 1/2 20 to 55 o to 10 o to 5
inch
56 I inch to 3/8 40 to 85 10 to 40 o to 15 o to 5
inch
57 I inch to No.4 - 25 to 60 - o to 10 o to 5
6 3/4 inch to 3/8 90 to 100 20 to 55 o to 15 o to 5
inch
67 3/4 inch to No. 90 to 100 20 to 55 o to 10 o to 5
4 -
68 3/4 inch to No. 90 to 100 30 to 65 5 to 25 o to 10 o to 5
8 -
7 1/2 inch to No. 100 90 to 100 40 to 70 o to 15 o to 5
4
78 1/2 inch to No. 100 90 to 100 40 to 75 5 to 25 o to 10 o to 5
8
8 3/8 inch to No. 100 85 to 100 10 to 30 o to 10 o to 5
8 -
89 3/8 inch to No. 100 90 to 100 20 to 55 5 to 30 o to 10 o to 5
16 -
9 No.4 to No. 16 - - 100 85 to 100 I 0 to 40 o to I 0 o to 5
10 No.4 to 0 - - 100 85 to 100 - - -
The gradations in Table I represent the extreme limits for the various sizes
indicated which will be used in determining the suitability for use of coarse aggregate from all
sources of supply. For any grade from anyone source, the gradation shall be held reasonably
uniform and not subject to the extreme percentages of gradation specified above.