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SECTION 02000
TECHNICAL SPECIFICATIONS
CONSTRUCTION DETAILS
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DIVISION 2 OF THE FLORIDA DEPARTMENT OF TRANSPORTATION
STANDARD SPECARE ADOPTED BY REFERENCE AND MODIFIED AS
2000 EDITIONTION CONSTRUCTIONND BRIDGE
FOLLOWS.
THROUGHOUT THE STANDARD SPECIFICATIONS FOR ROAD AND
BRIDGE CONSTRUCTION, SUBSTITUTE THE WORD "CONSULTANT" FOR
THE WORD "ENGINEER" AND THE WORD "CITY" FOR THE WORD
"DEPARTMENT" WHENEVER THEY APPEAR.
164
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Division 2-FDOT
SECTION 102
Article 102-3 Traffic Control is expanded by the following subarticles:
102-3.4 Special Use Permits: The Contractorshall be required to awPll bely r eq and �ed to
btain
a Special Use Permit from the Miami Poll Department. Contractor
provide a schedule of activities which affect a�c Control Pe flow of lan, constructioon the n scheduleltime
f-way such as
overall project scope, lane closures,
frame, etc. The Contractor will be required to renew the fee monthly.pecial Use Co t shall be Permit
clud d ands
for construction projects and pay the per
Pay Item 102-1.
102-3.5 No Parking Signs: The contractor shall install 'NO PARKING" signs within
each block of the proposed Work Zone. nl Signs
dur ngshall
millinglan place
repavi 9 operations. Signs
per installation and shall be installs y
shall be installed separately for each operation unless to clearlypndic to where parking
erations are to occur
within a 48 hour period. Sufficient signs shall be p
is prohibited. In addition, the Contractor will furnish and install door hangers and vehicle
parking notices for all residents livingstreet48 hours priorhto postingNoave "No nParkn ns g"
installed, at least 24 hours but not more than
signs. Cost shall be included under Pay Item 102-1.
SECTION 104
PREVENTING, CONTROL, AND ABATEMENT OF EROSION AND WATER
POLLUTION
104-1 Description:
Subarticle 104-1 is modified as follows:
The Bidder is alerted that strict compliance This bulletin with 'Department of establishesil
Improvements Bulletin No. 25 is required for project.
rules, regulations and requirements for dischargeoriginatedfrom
Bulletin coNos25 tion
sites or resulting from construction activities.
Acopy of
and
corresponding Engineering Standards is included in the City of Miami
Engineering Standards.
SECTION 327
MILLING OF EXISTING ASPHALT PAVEMENT
Article 327-3 Construction is modified and expanded by the following:
The maximum time allowed between milling and resurfacing operations shall be
72 hours unless written permission is received from the Consultant to delay resurfacing
due to rain or other events not under control of the Contractor.
When the asphalt pavement, remaining after milling, is one inch or less in
thickness, the first layer of asphalt shall be placed before the lane is reopened to traffic.
SECTION 330
HOT BITUMINOUS MIXTURES — QUALITY ASSURANCE, GENERAL
CONSTRUCTION REQUIREMENTS AND ACCEPTANCE PROCEDURES
The following new subarticle is added:
330-13.3.5 Acceptance Criteria for Layer Thickness: The Contractor shall obtain
four three-inch diameter core borings of the asphalt per lot (500 tons) within 24 hours of
placement to be used in determining layer thickness. Locations shall be randomly
selected by the Consultant with no sample taken within 12" of .any unsupported edge of
pavement. Payment to the Contractor for each lot shall be based on the average of the
four cores taken per the following table.
Layer Thickness
AVE. Core
Deviation
Bid Price
Increase
1.00*
1.00
0.00
0.00
1.05
5.00%
5.00%
1.10
10.00%
10.00%
1.15
15.00%
14.00%
1.20
20.00%
17.00%
1.25
_ 25.00%
19.00%
1.30
30.00%
20.00%
Max.
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*Other layer thicknesses shall be proportional to the increases shown therein. As
an example, if the layer thickness is shown as 1.5", a 20% increase would be
1.8" in thickness and the Contractor would receive a 17% increase in the bid
price for a 1 IA" layer thickness. However, the lift thicknesses must conform to
330-15 to be eligible for extra payment.
The Contractor shall accurately measure each core taken and calculate the average for
each lot. Contractor will prepare and provide the Consultant with certified
documentation indicating the precise core locations and core measurements of each lot
as well as a payment calculation for each lot based on the above chart. The asphalt
cores as well as the certified documentation shall be provided to the consultant within 24
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hours after construction of each lot No payment for any lot will be made without the
actual asphalt cores and certified documentation.
Section 331, Type S Asphalt Concrete, is modified and expanded as follows;
SECTION 331
TYPE S ASPHALT CONCRETE,
, QUALITY
A S ASSURANCE
AND ACCEPTANCE
331-1.1 General: Construct a Type S Asphalt Concrete course using the type af
331-1 Description.
mixture specified in the Contract, or when offered as alternates, as selected. If offs edsare s
alternates, meet the layer thickness criteria specified in 331-1.2. Type
identified as Type S-I, Type S-II, or Type S-111. The composition and physical test
properties for all mixes including Type S Asphalt Concrete are shown in Tables 331-1
and 331-2. This Section establishes Acceptance Procedures for materials and work
performed under Sections 280, 331, and
Meet the requirements for plant and equipment specified in Section
320. Meet the general construction requirements specified in Section 330.
Table 331-1
Bituminous Concrete Mixtures
'Gradation Desi ! n Ran ' e
Type Total A. .relate Passin• Sieves
3/4 inch 1/2 inch 3/8 inch N°�4 [2 0omm0 ] [425 pm0 ] N[1800 [75 Nm]
[19.0 [12.5 mm] [9.5 mm] [ m
mm mm
S-I100 88-98 75-93 47-75
5-11 83-98 71-87 62-78 47-63 33-49 19-35 9-18 2-6
S-111' 100 88-98 60-90 40-70 20-45 10-30 2 2
T e II 100 90-100 80-100 55-90
Tvpe 111 100 80-100 65-100 40-75 20-45 10-30 0-122-10
100 0-12
100 0-12
SAHM
ABC-1
ABC-2
ABC-3 70-100
FC-2
FC-3' 100
In inches [mm] or sieves [pm].
2 100% passing 1 114 inch [31.5 mm] sieve and 94 to 100% passing 1 inch [25.0 mm
sieve.
3 100% passing 1 1/2 inch [37.5 mm] sieve.
4 The Consultant may increase the design range for the No. 10 [2.00 mm] sieve for
lightweight aggregates.
5 The Consultant ma retain u to 1 % on the maximum sieve size.
100
55-90
30-70 20-60 10-40 2-10
85-100 10-40 4-12
88-98 60-90 40-70 20-45 10-30 2-6
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Mix
Type
Iv1A1 J, IGIR
Minimum
Marshall
Stability
vvv.yy..
Flow**
(0.01
in.)
. .
Minirr
A
(lbs.)
8-13
14.
S-I
1,500*
8-13
13.
S-II
1,500*
S-III
1,500*
8-13
15,
Type
500-750
7-15
1 i
II
.
Type
III
750-1,000
7-15
1
300-500
7-15
1
SAHM
ABC-
1
500
_
7-15
1
ABC-
2
750
7-15
1:
ABC-
1,000
8-13
1
3
FC-2
-
FC-3
1,500
8-13
1
Table 331-2 Non SI Units
operties For Bituminous Concrete Mixes
um
(off)
5
5
5
5
5
4
Air
Voids
(%)
4-5
4-5
- 4-6
5-16
5-12
5-16
5-16
5-14
4-7
4-6
Minimum Effective
Asphalt Content (%)
***
***
6.0
5.5
6.0
6.0
5.5
***
***
VFA Voids Filled with
Asphalt (%)
65-75
65-75
65-75
65-78
65-75
5
Table 331-2 SI Units
Marshall Desicn Pro erties For BitMmi rOumConcrete Mixes
Minimum Effective
Marshall Air Asphalt
Stability Flow** Minimum Voids Content VFA Voidss • Filled with
Mix T .e kN mm VMA % lt
*** 65-75
S-I 6.7* 2.0-3.3 14.5 4-5 * 65-75
S-II 6.7* 2.0-3.3 13.5 4-5 ***** 65-75
S-III 6.7* 2.0-3.3 15.5 4-6 -
Type 11 2.2-3.3 1.8-3.8 18 5-16 6.0 _
T e III 3.3-4.4 1.8-3.8 15 5-12 5.5
SAHM 1.3-2.2 1.8-3.8 15 5-16 6.0
ABC-1 2.2 1.8-3.8 15 5-16 6.0
ABC-2 3.3 1.8-3.8 15 5-14 5.5 65-78
ABC-3 4.4 2.0-3.3 14 4-7
FC-2 - *** 65-75
FC-3 6.7 2.0-3.3 15.5 4-6
*The minimum Marshall Stability for Type S mixes used on limited access facilities
(Interstate, Turnpike, and Expressways shall
*The maximum Flow value during production sha I not exceed 0.25 mm more than
*
shown in the Table.5pm sieve to
***The ratio of the percentage by weight of a total pergregate passing the centage by weight oft total shall be inthe effective asphalt content expressed as pcent
the ran eof0.6to1.2.
The Consultant will accept the work in accordance with the applicable
requirements of Sections 6, and 9.
331-1.2 Layer Thicknesses:
331-1.2.1 Structural Layers: the allowable layer thickness for Type S
Asphalt Concrete mixtures used in structural and overbuild applications is as follows:
Type S-I 1 1/4 — 2 1/2 inches [30 — 60 mm]
Type S-1I 2 — 2 3/4 inches [50 — 70 mm]
Type S-IlI 3/4 —1 1/4 inches [20 — 30 mm]
In addition to the minimum and maximum thickness requirements,
the following restrictions are placed on Type S mixtures when used as a structural
course: Type S-I: May not be used in the first layer of courses over
3 1/2 inches [90 mm] thick butbe used for Typeand Typellthicknesses. lesser
S-II: May not be used in the final (top)
Type S-111: Limited to the final (top) structural layer, one
structural layer.
layer only.
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331-1.2.2 Additional Requirements: The following requirements also apply to
Type S Asphalt Concrete mixtures:
1. A minimum 1 1/2 inch [40 mm] initial lift is required over an
Asphalt Rubber Membrane Interlayer (ARMI) or crack relief membrane.
2. When construction includes the paving of adjacent shoulders
(<5 feet [<1.5 m] wide), the layer thickness for the upper pavement layer and shoulder
shall be the same and paved in a single pass, unless shown differently in the plans.
3. All overbuild layers shall be Type S asphalt concrete. Use the
minimum and maximum layer thicknesses as specified in 331-1.2.1 unless shown
differently in the plans. On variable thickness overbuild layers, the minimum allowable
thickness may be reduced by 112 inch [13 mm], and the maximum allowable thickness
may be increased 1/2 inch [13 mm], unless shown differently in the plans. Other
variations from these thicknesses must be approved by the Consultant.
331-2 Materials.
331-2.1 General Requirements: Meet the material requirements specified in
Division III of the Specifications. Specific references are as follows:
Superpave PG Asphalt Binder or Recycling Agent 916-1, 916-2
Mineral Filler 917-1, 917-2
Coarse Aggregate, Stone, Slag or Crushed Gravel Section 901
Fine Aggregate Section 902
Asphalt concrete mixes containing crushed gravel as coarse
aggregate component must show no potential for stripping during, laboratory testing for
mix design verification.
Crushed Reclaimed Portland Cement Concrete Pavement may be
used as a coarse aggregate or screenings component subject to meeting all applicable
specifications.
331-2.2 Specific Requirements:.
331-2.2.1 Condition of Aggregate: Use clean aggregate containing
no deleterious substances. Do not use coarse or fine aggregate which contains more
than 0.5% of phosphate.
331-2.2.2 Fine Aggregate and Mineral Filler: In laboratory tests, and
for the purpose of proportioning the paving mixture, consider all material passing the No.
10 [2.00 mm] sieve and retained on the No. 200 [75 pm] sieve as fine aggregate, and the
material passing the No. 200 [75 Lim] sieve as mineral filler.
331-2.2.3 Screenings: Do not use any screenings in the combination
of aggregates containing more than 15% of material passing the No. 200 [75 pm] sieve.
When two screenings are blended to produce the screening component of the
aggregate, one of such screenings may contain up to 18% of material passing the No.
200 [75 pm] sieve, as long as the combination of the two does not contain over 15%
material passing the No. 200 [75 pm] sieve. Screenings may be washed to meet these
requirements.
331-2.2.4 Use of Reclaimed Asphalt Pavement (RAP): Subject to
certain requirements, Reclaimed Asphalt Pavement (RAP) may be used as a component
material of the asphalt mixture. Where the material is recovered from a project, the
Composition of Existing pavement may be available
RAP may be used as a component material of the bituminous
mixture subject to the following:
1. Assume responsibility for the design of asphalt mixes
which incorporate RAP as a component part.
2. Do not allow RAP to exceed 60% by weight of total
aggregates for Asphalt Base Courses nor more than 50% by weight of total aggregates
for Structural and Leveling Courses. Do not use RAP in Friction Courses.
3. Mount a grizzly or grid with openings of a sufficient size
to prevent clogging of the cold feed over the RAP cold bin.
Use a grizzly or grid over the RAP cold bin, in -line
roller crusher, screen, or other suitable means to prevent oversized RAP material from
showing up in the completed recycled mixture.
If oversized RAP material appears in the completed
recycled mix, cease plant operations and take appropriate corrective action.
4. Ensure that the RAP material as stockpiled is
reasonably uniform in characteristics and contains no aggregate particles which are soft
or conglomerates of fines.
5. Ensure that the RAP has a minimum average asphalt
content of 4% by weight of total mix. The Consultant reserves the right to sample the
stockpile in order that this requirement is met.
When material milled from the project is used as a component of
the asphalt mixture and a Composition of Existing Pavement is known, use the following
procedures for obtaining representative samples for the mix design:
1. Cut ten 6-inch [150 mm] cores in area(s) approvedby
the Consultant. Fill the core holes immediately prior to opening to traffic.
2. Representative samples may also be obtained by milling
the existing pavement to the full depth shown on the plans for pavement removal for a
length of approximately 200 feet [60 m]. Immediately replace the pavement removed
with the specified mix in the Contract.
3. Submit a request in writing to the Consultant for any
variance from the above outlined methods of obtaining samples for mix designs.
When the composition of stockpiled RAP to
be used as a component in a mix design is not known, design the mix as follows:
1. Submit a bag of RAP, composed of samples from
several locations in the stockpile(s), to the Consultant at least four weeks prior to the
planned start of mix design. The Consultant will run viscosities on the reclaimed asphalt
pavement and furnish the information to the Contractor.
2. Run a minimum of six extraction gradation analyses of
the RAP. Take the samples at random locations around the stockpile(s).
3. Request the Consultant to make a visual inspection of
the stockpile(s) of RAP. Based on visual inspection, the Consultant will determine the
suitability of the stockpiled materials.
4. When the proposed mix design is submitted to the
Consultant for verification, submit the data from the extraction gradation analyses
required above.
331-2.2.5 Binder for Mixes with RAP: Use a PG 67-22 where RAP is
less than 20°/a by weight of total aggregate; use a PG 64-22 where RAP is 20% or
greater but less than 30% by weight of total aggregate; use appropriate recycle agent
where RAP is 30% or greater.
The Consultant reserves the right to change binder type and
grade at design based on the characteristics of the RAP binder, and reserves the right to
request reasonable changes during the production based on the requirements of 331-
4.4.4.
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331-2.2.6 Use of Recycled Crushed Glass: Recycled crushed glass
o the
may be used as a component
1. Cons Consider the thebituminouse recycled crushed glass at local following:
and meet
all requirements specified in 902-6.
2. The percentage of recycled crushed glass in any bituminous
mixture does not exceed 15% of the total aggregate weight.
3. The asphalt binder used with mixtures containing recycled
crushed glass contains 0.5% anti -stripping agent from an approved source. The addition
of the specified amount of anti -stripping agent must be certified by the supplier.
4. Test bituminous mixtures containing recycled crushed glass in
accordance with AASHTO T 283 as part of the mix design approval. The minimum
tensile strength ratio must not be less than 80%. An increase in the amount of anti -
stripping agent may be necessary in order to meet this requirement.
5. Recycled crushed glass must not be used in friction course
mixtures nor in structural course mixtures which are to be used as the final wearing
course.
331-3 Permissible Variation for the Coarse Aggregate.
Size and uniformly grade or combine the aggregate or aggregates shipped to the
job in such proportions that the resulting mixture meets the grading requirements of the
mix design.
331-4 General Composition of Mixture.
331-4.1 General: Use a bituminous mixture composed of a combination of
aggregate (coarse, fine or mixtures thereof), mineral filler, if required, and bituminous
material. Ensure that not more than 20% by weight of the total aggregate used is silica
sand or local materials as defined in Section 902. Consider the silica sand and local
materials contained in any RAP material, if used in the mix, in this limitation. Size, grade
and combine the several aggregate fractions in such proportions that the resulting
mixture meets the grading and physical properties of the verified mix design. RAP meeting the requirements of 331-2.2.4 may be approved as a
substitution for a portion of the combination of aggregates, subject to all applicable
specification requirements being met.
331-4.2 Grading Requirements: In all cases, use a mix design within the design
ranges specified in Table 331-1.
331-4.3 Mix Design:
331-4.3.1 General: Prior to the production of any asphalt paving
mixture, submit a mix design, with certification that the mix design was approved by the
Florida Department of Transportation or similar local agency for use on previous
project(s) and certification that materials properties remain the same as when mix design
was approved, or provide evidence that the mix design was made or certified by an
independent testing laboratory and is in compliance with the requirements of these
SpecConsultant
l Submit representative samples eks before the scheduledfall component start of production. Theials to the
Consultant
Consultant at least two we
will verify the mix design before use. Furnish the following information:
1. The specific project on which the mixture will be used.
2. The source and description of the materials to be used.
3. The gradation and approximate proportions of the raw materials
as intended to be combined in the paving mixture. The gradation of the component
materials shall be representative of the material at the time of use.
4. A single percentage of the combined mineral aggregate passing
each specified sieve. Degradation of the aggregate due to processing (particularly No.
200 [75 pm]) should be accounted for and identified for the applicable sieves.
5. A single percentage of asphalt by weight of total mix intended to
be incorporated in the completed mixture, shown to the nearest 0.1%. For structural
mixes (S-I, S-11 and S-III) establish the optimum asphalt content at a level corresponding
to a minimum of 4.5% air voids. For FC-9.5 and FC-12.5 mixes, establish optimum
asphalt content at a level corresponding to a minimum of 5.0% air voids.
6. A single temperature at which the mixture is intended to be
discharged from the plant.
7. The laboratory density of the asphalt mixture for all mixes
except Open -Graded Friction Courses.
8. Evidence that the completed mixture will meet all specified
physical requirements.
9. The name of the individual responsible for the control of the
mixture during production.
If a design mix has been previously approved by the State of Florida Department
of Transportation or by the City of Miami or Miami -Dade County and the Contractor
certifies that previously approved materials sources used in the design mix are still the
same, that mix design may be used on City of Miami CIP and Public Works paving
contracts. The Contractor must certify that material sources and/or material properties
have not changed.
Where the properties have changed, and the Contractor does not have an
approved mix design, the Contractor shall have an independent materials laboratory
certify the proposed mix design meets the requirements for Type S Asphalt Pavement as
included in these Specifications.
The City of Miami Director of Public Works or Director of Transportation for CIP
projects will oversee the approval and certification process, and in the event of a dispute,
become the final authority on approval of these design mix alternatives.
331-4.3.2 Revision of Mix Design: Submit all requests for revisions to
approved mix designs, along with supporting documentation, in writing to the Consultant.
In order to expedite the revision process, a verbal revision request or discussion of the
possibility of a revision request may be made, but must be followed up with a written
request. The verified mix design will remain in effect until a change is authorized by the
Consultant. In no case will the effective date of the revision be established earlier than
the date of the first communication with the Consultant regarding the revision.
Provide a new mix design for any change in source of aggregate.
331-4.3.3 Resistance to Plastic Flow: Include with the submitted mix
design test data showing that the material as produced will meet the requirements
specified in Table 331-2 when tested in accordance with ASSHTO T 245. Further,
determine the bulk specific gravity of the laboratory compacted bituminous mixture in
accordance with AASHTO T 166.
Determine the percent of unfilled voids and the percent of
aggregate voids filled with asphalt using the maximum specific gravity of the bituminous
mixture and on the asphalt content of each group of specimens prepared from the same
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sample. Determine maximum specific gravity of the bituminous mixture by AASHTO T
209.
331-4.3.4 Revocation of Mix Design: The Consultant will consider
any marked variations from original test data for a mix design or any evidence of
inadequate field performance of a mix design as sufficient evidence that the properties of
the mix design have changed, and the Consultant will no longer allow the use of the mix
design.
331-4.4 Contractor's Quality Control:
331-4.4.1 Personnel: In accordance with the requirements of 331-5.2
provide the necessary qualified personnel. Ensure that the Technician responsible for
quality is certified and possesses a valid certificate of qualification. When it becomes
evident to the Consultant that the Technician cannot perform as required by the position,
the Consultant will require replacement with a certified Technician.
331-4.4.2 Extraction Gradation Analysis: Sample the bituminous
mixture at the plant in accordance with AASHTO T 168. Determine the percent bitumen
content of the mixture in accordance with FM 5-563, and determine the percent passing
the standard sieves in accordance with AASHTO T 030. In the event the calibration
factor for the mix exceeds 0.50%, conduct the extraction and gradation analysis in
accordance with FM 5-544 and FM 5-545, respectively. Show all test results to the
nearest 0.01. Carry all calculations to the nearest 0.001 and rounded to the nearest
0.01..
Run a minimum of one extraction gradation analysis of the mixture
for each day's or part of a day's production and immediately following any change in the
production process. Take the quality control sample of mixture for the extraction
gradation analysis each day as soon as the plant operations have, stabilized. Obtain the
results in a timely manner (no later than the end of the day) so that adjustments can be
made if necessary.
On initial use of a Type S mix design at a particular plant, as a
minimum, run an additional extraction gradation analysis if more than 500 tons [450
metric tons] of mixture are produced on the first day of production.
Extraction gradation analysis will not be required on the days
when mix production is Tess than 100 tons [90 metric tons]. However, when mix
production is less than 100 tons [90 metric tons] per day on successive days, run the
test when the accumulative tonnage on such days exceeds 100 tons [90 metric tons].
Use the target gradation and asphalt content as shown on the mix
design. Any changes in target will require a change in the mix design in accordance with
331-4.3.2.
If the percentage of bitumen deviates from the optimum asphalt
content by more than 0.55% or the percentage passing any sieve falls outside the limits
shown in Table 331-3, make the necessary correction. If the results for two consecutive
tests deviate from the optimum asphalt content by more than 0.55% or exceeds the
limits as shown in Table 331-3 for any sieve, stop the plant operations until the problem
has been corrected. In addition, if the results of two consecutive tests show an amount
greater than 99.0% passing the 1/2 inch [12.5 mm] sieve for Type S-I, an amount greater
than 99.0% passing the 3/4 inch [19.0 mm] sieve for Type S-II, or an amount greater
than 99.0% passing the 3/8 inch [9.5 mm] sieve for Types S-III or FC-3, stop the plant
operation until the problem has been corrected.
Maintain control charts showing the results of the extraction
gradation analysis (bitumen content and sieve analysis).
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Table 331-3
Tolerances for Quality Control Tests (Extraction Gradation Analysis)
Sieve Size
Percent Passing
1 inch [25.0 mm]
7
3/4 inch [19.0 mm]
7
1/2 inch [12.5 mm)
7
3/8 inch [9.5 mm]
7
No. 4 E4.75 mm]
7
No. 10 [2.00 mml
5.5
No. 40* [*425 pm]
4.5
No. 80* [*180 pm]
3
No. 200 [75 pm]
2
*Does not apply to SAHM, ABC-1 or Type 11.
331-4.4.3 Plant Calibration: At or before the start of mix production,
perform a wash gradation on a set of hot bin samples for batch or continuous mix plants
or belt cut for drum mix plants to verify calibration of the plant. When approved by the
Consultant, extraction gradation analysis of the mix may be used to verify calibration of
the plant. This extraction gradation analysis may also be used to fulfill the quality control
requirements for the first day's production.
331-4.4.4 Viscosity of Asphalt in Mixes Containing RAP: When
RAP is a component material, the viscosity of the asphalt material in the bituminous
mixture, determined by the Consultant in accordance with ASTM ID 2171, shall be 6,000
± 2,000 poises [600 t 200 Pa•s]. This determination will be made on samples obtained
by the Consultant on a random basis at a frequency of approximately one per 1,000 tons
[900 metric tons] of mix.
If the viscosity determined by the Consultant is out of the specified
range, adjust the binder formulation or blend of RAP in the mix to bring the viscosity
within tolerance.
331-5 Acceptance Procedures.
331-5,1 General: The Contractor is responsible for the quality of construction
and materials incorporated therein. Perform all sampling and testing of materials in strict
conformance with AASHTO and ASTM requirements. The Consultant will monitor and
observe the Contractor's test procedures and results. Maintain effective quality control
until final values on the remaining sublot(s) test data as defined in 331-6 have been
achieved.
331-5.2 Control by the Contractor: Provide and maintain a quality control
system that provides reasonable assurance that all materials, products and completed
construction meet Contract requirements. Develop and maintain a quality control system
in conformance with the following requirements:
CONTRACTOR QUALITY CONTROL SYSTEM
I. SCOPE:
These Specifications establish minimum requirements and activities for the
Contractor. These requirements pertain to the inspections and tests necessary to
substantiate material and product conformance to Contract requirements and to all
inspections and tests required by the Contract.
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II. FUNCTIONS AND RESPONSIBILITIES:
1. The Consultant will verify the Contractor's design mixes, inspect plants and
monitor control of the operations to ensure conformance with these Specifications.
At no time will the Consultant issue instructions to the Contractor or
Producer as to the setting of dials, gauges, scales and meters. However, the Consultant
's representatives may question and warn the Contractor against the continuance of any
operations or sequence of operations that obviously do not result in satisfactory
compliance with the requirements of these Specifications.
2. The Contractor shall submit in writing the proposed Quality Control Plan for
each asphalt plant for the Consultant's approval. Maintain the approved Quality Control
Plan in effect for the plant to which it is assigned until the Consultant rejects it in writing.
Include in the plan the sampling, testing, inspection and the anticipated frequencies of
each to maintain process control. A recommended series of sampling, testing and
inspecting activities are shown in Table 331-4.
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Table 331-4
RECOMMENDATIONS FOR A CONTRACTOR
QUALITY CONTROL PLAN
A. All Types of Plants
1. Stockpiles
a. Place materials in the correct stockpile.
b. Use good stockpiling techniques.
c. Inspect stockpiles for separation, contamination, segregation, etc.
2. Incoming Aggregate
a. Obtain gradations and bulk specific gravity (BSG) values from the
aggregate supplier.
b. Determine gradation of all component materials.
c. Compare gradations and BSG to mix design.
3. Cold Bins
a. Calibrate the cold gate/feeder belt settings.
b. Observe operation of cold feed for uniformity.
4. Dryer
a. Observe pyrometer for aggregate temperature control.
b. Observe efficiency of the burner.
5. Hot Bins
a. Determine gradation of aggregates in each bin.
b. Determine theoretical combined grading.
B. Bituminous Mixture
a. Determine asphalt content,
b. Determine mix gradation.
c. Check mix temperature.
d. Verify modifier addition.
B. Batch Plants
1. For batch weights, determine percent used and weight to be pulled from each
bin to ensure compliance with the mix design.
2. Check mixing time.
3. Check operations of weigh bucket and scales.
C. Continuous Mix Plant
1. Determine gate calibration chart for each bin.
2. Determine gate settings for each bin to ensure compliance with the mix
design.
3. Determine gallons [cubic meters] per revolution or gallons [cubic meters] per
minute to ensure compliance with the mix design.
D. Drum Mixer Plant
1. Calibrate the cold feed and prepare a calibration chart for each cold gate.
2. Develop information for the synchronization of the aggregate feed, reclaimed
asphalt pavement (RAP) feed and the bituminous material feed.
3. Calibrate the weigh bridge on the changing conveyor.
•
The activities shown in Table 331-4 are the normal activities necessary to control
the
production of bituminous concrete at an acceptable quality level. The Consultant
recognizes, however, that depending on the type of process or materials, some of the
activities listed may not be necessary and, in other cases, additional activities may be
required. The frequency of these activities will also vary with the process and the
materials. When the process varies from the defined process average and variability
targets, increase the frequency of these activities until the proper conditions are
restored. Take one sample and test for every 500 tons [450 metric tons] of incoming
aggregate (including RAP) as it is stockpiled. Test RAP material for extracted gradation
and asphalt content.
Plot and keep up-to-date control charts for all quality control sampling
and testing. Provide control charts for the following:
a. gradation of incoming aggregates
b. gradation and asphalt content of RAP
c. combined gradations of hot bins
d. extracted asphalt content
e. mix gradation
f. gradation of cold feed (drum mixers)
Post all current control charts in the asphalt lab where they can be
seen.
Formulate all design mixes. Submit design mixes to the Consultant for
verification prior to their use. Provide process control of all materials during handling,
blending, mixing and placing operations.
III. QUALITY CONTROL SYSTEM:
1. General Requirements. Furnish and maintain a quality control system that
provides reasonable assurance that all materials and products submitted to the
Consultant for acceptance meet the Contract requirements. Perform, or have performed,
the inspection and tests required to substantiate product conformance to Contract
requirements, and also perform, or have performed, all inspections and tests otherwise
required by the Contract. Keep a qualified quality control technician available at the
asphalt plant at all times when producing asphalt mix for the City. Place a qualified
person in responsible charge of the paving operations. Document the quality control
procedures, inspection and tests, and make that information available for review by the
Consultant throughout the life of the Contract.
2. Documentation. Maintain adequate records of all inspections and tests.
Record the nature and number of tests made, the number and type of deficiencies
found, the quantities approved and rejected, and the nature of corrective action taken, as
appropriate. The Consultant may review and approve all documentation procedures prior
to the start of the work. The Consultant will take ownership of all charts and records
documenting the Contractor's quality control tests and inspections upon completion of
the work.
3. Charts and Forms. Record all conforming and nonconforming inspections and
test results on approved forms and charts, and keep them up to date and complete and
make them available at all times to the Consultant during the performance of the work.
Prepare charts of test properties for the various materials and mixtures on charts and
forms approved by the Consultant. The Consultant will furnish a copy of each applicable
chart and form. Provide a supply of the charts and forms from the copy furnished. Obtain
the Consultant's approval of non-standard forms and charts prior to using them.
ARO
4. Corrective Actions. Take prompt action to correct any errors, equipment
unctions, process changes or other problems hat atr result
or that docould
subnot meet the
malfunctions, products or completed
requirements
of these Specifications.
t
t
When it becomes akinV4 non effort to take cloarecti�ve
at
the Contractor is not controlling his process and f plant operations until such
actions,masthe twill require demonstrate that hefttcan and is willior to cease g to control the process.
time as the Contractor can d and Testing Equipment. Furnish a fully equipped
asphalt laboratory (permanent or portable) Laboratories with Measurinortable) at the production site, and meeting the
following requirements: area for the laboratory that is a
a. Area - Provide an effective working
minimum of 180 ft2 [17 m21. This area does not include the space for desks, chairs and
file cabinets.
b. Lighting -Provide lighting in the lab adequate to illuminate all areas
of work. erature Control - Equip the lab with heating and air
c. Temp conditioning units that provide a satisfactory working environment.
d. Ventilation - Equip the lab with fume hood accorde n e auwithOSHA
fans that
will remove all hazardous fumes from within the laboratory
in requirements. Equipment and Supplies - Furnish the lab with the necessary
e. Equi P lies, for performing Contractor quality control
sampling and testing equipment, and supplies, supplies
and
Consultant's sampling and testing. A detailed list of equipment and
required for each test is included in the
lants atSTMraeguirements for each test.
high production rate,
When running p furnish additional
testing equipment as necessary to allow the completion of the Contractors quality
control tests and the Department's Consulstandttesting methods and procedures
hin the specified time frame.
6. Sampling and Testing. Use the sampling
that the Consultant provides to determine quality conformance of the materials and
pro
ducts. The Consultant will use these same methods on dapra edu es for its
teststhe
Include the sampling for other material characteristics
plotting of the test results on control charts in the Quality Controll alternative sampling
an.
7. Alternative Procedures. The Contractor may use
res and
nt
met, p hods rocedures and inspection equipment wren buthe ro a act Document pP for
provide, as a minimum, the quality assuran d srecribe them in a written proposal and
uiyto applying such alternative procedures,
de
monstrate for the Consultant's approval that their effectiveness is equal to or better
than the Contract requirements. In case of dispute as to whether certain proposed use procedures stipulated by the Contract
procedures provide equal assurance, the
Documents.d positive
8. Nonconforming Materials. Establish saf�n includingproceduresfor identification,
system for controlling nonconforming materials,
h
procedures
isolation
and disposition. Reclaim or rework nonconforminthe g
details rialsf in system accordance with
procedures acceptable to the Consultant.
o makes these (details a part of the record of the
preconstruction conference,
conference. 9. Inspection at Subcontractor or Supplier Facilities. The Consultant reserves the
right
to inspect materials not manufactured withn the nd does not, incany way,
. The
Consultant's inspection doss not constitute acceptance
the
Con
r
o
replace the Contractor's inspection or otherwise lfieVe the Consultant of inspects his
responsibility to furnish an acceptable material or product.
•
•
the subcontractor's or supplier's product, such inspection does not replace the
Contractor's responsibility to inspect such subcontractor's or supplier's product.
inspect subcontracted or purchased materials when received, as
necessary, to ensure conformance to Contract requirements. Report to the Consultant
any nonconformance found on Consultant source -inspected material, and require the
supplier to take necessary corrective action.
331-5.3 Defective Materials:
331-5.3.1 Acceptance or Refection: Following the application of the
appropriate acceptance plan, the Consultant will make the final decision as to the
acceptance, rejection or acceptance at an adjusted payment.
331-5.3.2 Disposition: For nonconforming materials, products, items
of construction or complete construction that are not adaptable to correction by
reworking, either remove and replace the nonconforming work, or accept no payment or
an adjusted payment as stated in these Specifications, or, if not stated, as directed by
the Consultant.
331-5.4 General Basis of Adjusted Payment For Deficiencies: When the
Consultant determines that a deficiency exists, the Consultant will apply the applicable
payment factor as shown in these Specifications. When the Consultant determines that
multiple deficiencies exist, the Consultant will apply an adjustment to the material that is
identified by each deficiency. The Consultant will apply the adjustment for each
deficiency separately as it occurs. The Consultant will not allow an adjustment to be
affected by any other adjustment. As an exception to the foregoing requirements, when
there are two or more deficiencies in the gradation acceptance tests (% pass No. 4 [4.75
mm] sieve, % pass No. 10 [2.0 mm] sieve, % pass No. 40 [425 pm sieve], % pass No.
200 [75 pm] sieve) the Consultant will only apply the greater adjustment. The Consultant
will express all reductions in payment in terms of equivalent pay items at no pay. When
the item is measured by the ton [metric ton], the Consultant will convert the area in the
field, which is measured in feet [meters], to equivalent tons [metric tons] and by using
the average calculated spread. When the pay item is measured by the square yard
[square meter], the Consultant will convert the quantity at the production point, which is
measured in tons [metric tons], to equivalent square yards [square meters] at the design
thickness and by using the laboratory density as a conversion factor.
331-6 Acceptance of the Mixture at the Plant.
331-6.1 General: The Consultant will accept the bituminous mixture at the plant,
with respect to gradation and asphalt content. The material will be tested for acceptance
in accordance with the provisions of 331-5 and the following requirements. However, the
Consultant will reject any load or Toads of mixture which are unacceptable for reason of
being excessively segregated, aggregates improperly coated, or of excessively high or
low temperature for use in the work.
For initial use of a Type S or FC-3 mix design with a Florida limestone
source north of the 28th parallel at a particular plant, limit the first day's production to a
maximum of 100 tons [92 metric tons]. Resume production upon notification of
acceptable Marshall properties as determined in accordance with 331-6.4.
331-6.2 Acceptance Procedures: Control all operations in the handling,
preparation, and mixing of the asphalt mix so that the percent bitumen and the percents
passing the No. 4, No. 10, No. 40 and No. 200 [4.75 mm, 2.00 mm, 425 pm and 75 pm]
sieves will meet the approved job mix formula within the tolerance shown in Table 331-6.
Table 331-6
Tolerances for Tests
Characteristic
Tolerance*
Asphalt Content (Extraction)
±0.55%
Asphalt Content [Printout)
±0.15%
Passing No. 4 [4.75 mm] sieve
±7.00%
Passing No. 10 [2.00 mm] sieve
*5.50%
Passing No. 40 [425 pm] sieve**
_
±4.50%
Passing No. 200 [75 pm] sieve
±2.00%
*Tolerances for sample size of n=1. See Table 331-7 for other sample sizes n=2 through
n=6.
**Applies only to Types S-I, S-II, S-Ili, and FC-3.
Acceptance of the mixture will be on the basis of test results on
consecutive random samples. The bituminous mixture will be sampled and tested at the
plant as specified in 331-4.4.2.
Calculations for the test results for bitumen content and gradation
(percentages passing No. 4, No. 10, No. 40 and No. 200 [4.75 mm, 2.00 mm, 425 pm
and 75 pm] sieves) will be shown to the nearest 0.01. Calculations for arithmetic
averages will be carried to the nearest 0.001 and rounded to the nearest 0.01. Payment
will be made on the basis of Table 331-7, "Schedule of Payment". The process will be
considered out of control when the deviation of any individual test result from the mix
design falls in the 80% pay factor for the "one test" column of Table 331-7. When this
happens, the mix will be automatically terminated and production stopped. The approval
of the Consultant will be required prior to resuming production of the mix. Acceptance
will then be determined in accordance with Table 331-7.
All tests will be completed on the same day the sample was taken,
when possible, and on no occasion will they be completed later than the following work
day.
•
•
•
Table 331-7
Schedule of Payment (Asphalt Plant Mix Characteristics)
Average of Accumulated Deviations of the Acceptance Tests from the Mix Design.
Pay
Factor
1-Test
2-Tests
,
' 3-Tests
4-Tests
5-Tests
6-Tests
Asphalt Cement Content (Extraction - FM 5-544 or
5-563)
1.00
0.00-0.55
0.00-0.43
0.00-0.38
0.00-0.35
0.00-0.33
0.00-0.31
0.95
0.56-0.65
0.44-0.50
0.39-0.44
0.36-0.40
0.34-0.37
0.32-0.36
0.90 _
0.66-0.75
0.51-0.57
0.45-0.50
0.41-0.45
0.38-0.42
0.36-0.39
0.80*
over 0.75 ,
over 0.57
over 0.50
_ over 0.45
over 0.42
over 0.39
Asphalt Cement Content (Printout)
1.00
0.00-0.15
0.00-0.15
0.00-0.15 _
0.00-0.15
0.00-0.15
0.00-0.15
0.95
0.16-0.25
0.16-0.25
0.16-0.25
0.16-0.25
0.16-0.25
0.16-0.25
0.90 _
0.26-0.35
0.26-0.35
0.26-0.35
0.26-0.35
0.26-0.35
0.26-0.35
0.80*
over 0.35
over 0.35
over 0.35
over 0.35
over 0.35
over 0.35
o. 4 [4.75 mm] sieve**
1.00
0.00-7.00
0.00-5.24
0.00-4.46
0.00-4.00
0.00-3.68
0.00-3.45
0.98
7.01-8.00
5.25-5.95
4.47-5.04
4.01-4.50
3.69-4.13
3.46-3.86
0.95
8.01-9.00
5.96-6.66
5.05-5.62
4.51-5.00
4.14-4.58
3.87-4.27
0.90
9.01-10.00
6.67-7.36
5.63-6.20
5.01-5.50
4.59-5.02
4.28-4.67
0.80*
=over 10.00
over 7.36
over 6.20
over 5.50
over 5.02
over 4.67
No. 10 [2.00 mml sieve**
1.00
0.00-5.50
0.00-4.33
0.00-3.81
0.00-3.50
0.00-3.29
0.00-3.13
0.98
5.51-6.50
_
4.34-5.04
3.82-4.39
3.51-4.00
3.30-3.74
3.14-3.54
0.95
6.51-7.50
5.05-5.74
4.40-4.96
4.01-4.50
3.75-4.18
3.55-3.95
0.90
7.51-8.50
5.75-6.45
4.97-5.54
4.51-5.00
4.19-4.63
3.96-4.36
0.80*
over 8.50
over 6.45
over 5.54
over 5.00
over 4.63
over 4.36
No, 40 I'425 uml sieve**
1.00
0.00-4.50
0.00-3.91
0.00-3.65
0.00-3.50
0.00-3.39
0.00-3.32
0.98
4.51-5.50
3.92-4.62
3.66-4.23
3.51-4.00
3.40-3.84
3.33-3.72
0.95
5.51-6.50
4.63-5.33
4.24-4.81
4.01-4.50
3.85-4.29
3.73-4.13
0.90
6.51-7.50
5.34-6.04
4.82-5.39
4.51-5.00
_
4.30-4.74
4.14-4.54
0.80*
over 7.50
over 6.04
over 5.39
over 5.00
over 4.74
over 4.54
. 200 f75um1 sieve**
1.00
0.00-2.00
0.00-1.71
0.00-1.58
0.00-1.50
0.00-1.45
0.00-1.41
0.95
2.01-2.40
1.72-1.99
1.59-1.81
1.51-1.70
_
1.46-1.63
1.42-1.57
0.90
2.41-2.80
2.00-2.27
1. 82-2. 04
1. 71-1. 90
1. 64-1. 80
1. 58-1. 7 3
0.80*
over 2.80
over 2.27
over 2.04
over 1.90
over 1.80
over 1.73
If approved by the Consultant based on an enaineerina determination that the material
is acceptable to remain in place, the Contractor may accept the indicated partial pay.
Otherwise, remove and replace the material at no cost to the City at any item.
**When there are two or more reduced payments for these items, only the greatest
reduction in payment will be applied. CAUTION: This rule applies only to these four
gradation test results.
NOTES:
(1) The No. 40 [425 pm] sieve applies to Type S-I, S-II, S-III and FC-3.
(2) Deviations are absolute values with no plus or minus signs.
331-6.3 Automatic Batch Plant With Printout: Acceptance determinations for
asphalt content for mixtures produced by automatic batch plants with printout will be
based on the calculated bitumen content using the printout of the weights of asphalt
actually used. Acceptance determinations for gradations (No. 4, No. 10, No. 40 and No.
200 [4.75 mm, 2.00 mm, 425 pm and 75 pm] sieves) will be based on the actual test
results from extraction gradation analyses. Payment will be made based on the
provisions of Table 331-7.
331-6.4 Additional Tests: The Consultant reserves the right to run any test at
any time for informational purposes and for determining the effectiveness of the
Contractor's quality control.
331-6.4.1 Determination of Marshall and Volumetric Properties:
The Consultant will determine the Marshall and Volumetric Properties of the mix at a
minimum frequency of 50 tons, to determine whether or not the produced mix is meeting
the specification requirements. The Consultant will sample and prepare test specimens
and test them in accordance with FM 5-511 for Marshall stability and flow, T 209 for
maximum specific gravity, and T 166 for density. Volumetric properties will be
determined for Type S and FC-3 mixes only.
331-6.4.2 Failing Marshall Properties: When the average value of
the specimens fails to meet specification requirements for stability or flow, the
Consultant may stop the plant operations until all specification requirements can be met
or until another verified mix design has been approved. Make revisions to a mix design
in accordance with 331-4.3.2. If the Lab Density of the mix during production differs from
the value shown on the verified mix design by more than 2 Ibs/ft3 [32 kg/m3] for two
consecutive tests, the Consultant will revise the target value.
331-6.4.3 Failing Volumetric Properties (Type S and FC-3 mixes
only): When the Consultant determines the air void content to be less than 3.0%, or
greater than 6.5%, make appropriate adjustments to the mix. When the air void content
is determined to be less than 2.5% or greater than 7.0% on any one test, or less than
3.0% on two consecutive tests, cease operations until the problem has been resolved.
331-6.4.4 Resuming Production: In the event that plant operations
are stopped due to a failure to meet specification requirements, obtain the Consultant's
approval before resuming production of the mix. Limit production to a maximum of 50
tons [45 metric tons]. At this time, the Marshall and volumetric properties of the mix will
be verified. After the Marshall and volumetric properties are verified, full scale production
of the mix may be resumed.
331-6.5.5 Disposition of in -Place Material: Any material in -place that
is represented by the failing test results (low stability, high flow, or less than 2.5% air
voids) will be evaluated by the Consultant to determine if removal and replacement is
necessary. Remove and replace any in -place material, if required, at no cost to the City.
331-7 Acceptance of the Mixture at the Roadway
331-7.1 Density Control Nuclear Method: The Contractor shall test and
determine the in -place density of each course of asphalt mix construction using the
Nuclear Density Backscatter Method as specified by T 238 (Method B). For a completed
course, obtain an average in -place density of at least 98% of the valid control strip
density. The Contractor shall certify compliance of each lot or pass of the paving train
(refer to 331-7.3 and 331-7.4) with the density requirements contained in this section of
the specifications. No payment shall be made for any lot without certified compliance to
the satisfaction of the Consultant.
•
•
Do not perform density testing on patching courses, leveling and
intermediate courses less than 1 inch [25 mm] thick (or a specified spread rate less than
100 lb/yd2 [55kg/m2]), overbuild courses where the minimum thickness is less than 1
inch [25 mm], projects less than 1,000 feet [300 m], sections with variable width, or
open -graded friction courses. Compact these courses, with the exception of open -
graded friction courses in accordance with 330-10.1.2.
331-7.2 Control Strips: In order to determine the density of compacted asphalt
mixtures for the purpose of acceptance, first establish a control strip. Construct one or
more control strips for the purpose of determining the control strip density. Construct a
control strip at the beginning of asphalt construction and one thereafter for each
successive course. Construct a new control strip for any change in the composition of
the mix design, underlying pavement structure, compaction equipment, or procedures.
The Consultant may require an additional control strip when the Consultant deems it
necessary to establish a new control strip density or confirm the validity of the control
strip density being used at that time. The Contractor may also request a confirmation of
the control strip density. Construct the control strip as a part of a normal day's run.
Construct a control strip 300 feet [100 m] in length and of an
adequately uniform width to maintain a consistent compaction effort throughout the
section. When constructing the control strip, start it between 300 and 1,000 feet [100 and
300 m] from the beginning of the paving operation. Construct a control strip of a
thickness that is the same as that specified for the course of which it is a part. Construct
the control strip using the same mix, the same paving and rolling equipment, and the
same procedures as those used in laying the asphalt course of which the control strip is
to become a part. Leave every control strip in place to become a portion of the
completed roadway.
In order to determine the acceptability of the control strip, make ten
nuclear density determinations at random locations within the control strip after
completing the compaction of the control strip. Do not make any determinations within
12 inches [300 mm] of any unsupported edge. Use the average of these ten
determinations for the Control Strip Density. For purposes of determining the percent of
laboratory density, as required in Table 331-8, the Consultant will develop a correction
factor at four nuclear density locations from 6 inch [150 mm] diameter cores or by direct
transmission nuclear determination where applicable. Cut the cores prior to opening the
roadway to traffic. The Consultant will calculate the percent of lab density to the nearest
0.01% and round it to the nearest 0.1%. Should the percent of lab density in a control
strip exceed 99.0%, notify the Consultant immediately. In the event that a control strip
does not meet the minimum density requirements specified in Table 331-8, take
appropriate corrective actions and construct a new control strip. If three consecutive
control strips fail to meet specification requirements, the Consultant will limit production
and placement of the mix to 400 to 500 feet [215 to 150 m], regardless of the thickness
and width the Contractor is placing, until the Contractor obtains a passing control strip.
Once the Contractor has obtained a passing control strip after a failing
control strip (for the same mix, layer, and project), the Consultant will use the passing
control strip to accept all previously laid mix. In the event the Contractor does not obtain
a passing control strip, and this particular mix, layer, etc., is completed on the project,
the Consultant will evaluate density in accordance with FM 5-543.
Table 331-8
Roadway Requirements for Bituminous Concrete Mixes
Mix Type
Density
Minimum Control Strip
Density*
(% of Lab Density)
Surface
Tolerance
S-I, S-II, S-III, Type II,
Type III, SAHM
per 331-7
96
per 330-12
ABC-1, ABC-2, ABC-3
per 280-8.6
96
per 200-7
FC-2
_
No density
required
NIA
per 330-12
FC-3
per 331-7
96
per 330-12
* The minimum control strip density requirement for shoulders is 95% of lab density.
331-7.3 Standards: For the purpose of acceptance and partial payment, the
Consultant will divide each day's production. The standard is 1,000 feet [300 m] of any
pass made by the paving train regardless of the width of the pass or the thickness of the
course. A test area will be 250 feet [75 m] or less. The Consultant will consider pavers
traveling in echelon as two separate passes. When at the end of a production day, the
completion of a given course, layer, or mix, or at the completion of the project, and the
size is determined to be less than 1,000 feet [300 m], it will be considered a partial.
Handle partials as follows:
If the length is 500 feet [150 m] or less, and a standard length 1,000
feet from the same day, mix, layer, and project is available, then the standard will be
redefined to include this and the number of tests required for the combined area will be
as shown in Table 331-9.
If the partial is 500 feet [150 m] or less, and a standards length of
1,000 feet from the same day, mix, layer, and project is not available, the Consultant will
evaluate the partial separately and perform the number of tests required for the partial as
shown in Table 331-9.
If the partial is greater than 500 feet [150 m] long, the Consultant will evaluate the partial
separately and perform the number of tests required for the partial as shown in Table
331-9.
Table 331-9
Testing Requirements for Partials
Partial Size
Number of Tests
Less than 500 feet [150 m]
3
501 to 650 feet [151 to 195 mj
4
651 to 800 feet [196 to 240 m]
5
801 to 1,000 feet [241 to 300 m]
6
1,001 to 2,000 feet [301 to 600 m]
7
Greater than 2,000 feet [600 m]
2 Standards
For each standard length and partial, the Consultant will make density
determinations at a frequency shown in Table 331-9 at random locations, but will not
take them within 12 inches [300 mm] of any unsupported edge. The Consultant will
determine the random locations by the use of statistically derived stratified random
•
•
•
number tables. For the Contractor to receive full payment for density, the average
density of a standard shall be a minimum of 98.0% of the control strip density. Once the
Consultant determines the average density of a standard length, do not provide
additional compaction to raise the average. Notify the Consultant should the average
density for two consecutive standard lengths be greater than 102% of control strip
density.
331-7.4 Acceptance: The Consultant will accept the completed pavement with
respect to density on a LOT basis. The Department will make partial payment for those
Standards that have an average density less than 98.0% of the Control Strip Density
based on Table 331-10:
Table 331-10
Payment Schedule For Density
* Percent of Payment
Percent of Control Strip Density
98.0 and above
97.0 to Tess than 98.0
96.0 to less than 97.0
100
95
90
75
Less than 96.0**
* In calculating the percent of control strip density, do not round off the final
percentage.
** If approved by the Consultant, based on an engineering determination that the
material is acceptable to remain in place, the Contractor may accept the indicated partial
pay; otherwise, remove and replace the material at no expense to the City. The
Contractor may remove and replace the material at no expense to the City at any time.
331-7.5 Density Requirements for Small Projects and Other Non -mainline
Roadway Areas: For projects less than 750 feet [225 m] in length and bridge projects
with approaches less than 750 feet [225 m] each side, do not apply the requirements for
control strips and nuclear density determination. Use the standard rolling procedures as
specified in 330-11.1.2. Do not apply the provisions for partial payment to these small
projects..
In other non -mainline roadway areas where it is not practical to
establish a control strip, such as parking areas, toll plazas, turn lanes, and
acceleration/deceleration lanes, the Contractor may use the standard rolling procedure
to determine density requirements if so authorized in writing by the Consultant.
331-7.6 Surface Tolerance: The bituminous mixture will be accepted on the
roadway with respect to surface tolerance in accordance with 330-13.
331-7.7 Warranty: The contractor shall warrant the Asphalt Pavement, placed
under this specification, for a period of one year after final acceptance. If, during this one
year period, the pavement distress exceeds threshold values determined in accordance
with 331-7.8, the Contractor shall provide remedial work at no cost to the City of Miami.
331-7.8 Pavement Condition: Threshold values and associated remedial work
are specified in Table 331-7.8.
TABLE 331-7.8
Type of Distress
Threshold Values
Remedial Work
Rutting
Depth > 0.4"
Remove and replace 1.5" depth the
full lane width for the area plus 50'
either side
Cracking
Cumulative length of
cracking
> 300' for cracks
Remove and replace the distressed
area to the full depth of all layers,
and to the full lane width
Pot holes, Slippage
Observation by Engineer
Remove and replace distressed
area(s) to full distressed depth and
to a minimum surface area of 150%
of each distressed area
Bleeding
Loss of surface texture
due to excess asphalt
Remove and replace distressed
area(s) to full distressed depth and
to a minimum surface area of 150%
of each distressed area
331-8 Method of Measurement.
The quantity to be paid for will be the weight of the mixture, in tons [metric tons],
completed and accepted. The weight will be determined as provided in 320-2 (including
the provisions for the automatic recordation system). The thickness of the asphalt shall
be shown in inches (mm) on the plans but ALL payment will be made on the basis of
weight.
The bid price for the asphalt mix will include the cost of the liquid asphalt or the
asphalt recycling agent. There will be no separate payment for the bituminous material in
the asphalt mix.
There will be no separate payment for Tack or Prime coat materials. These costs
shall be included in the bid price for Type S Asphaltic Concrete.
331-9 Basis of Payment:
Price and payment will be full compensation for all the work specified under this
Section, including the applicable requirements of Sections 320 and 330.
Payment will be made under:
Item No. 331- 2- Type S Asphaltic Concrete - per ton.
Item No. 2331- 2-Type S Asphaltic Concrete - per metric ton.
•
•
•
SECTION 337
ASPHALT CONCRETE FRICTION COURSES
Article 337 is deleted and then following substituted:
337-1 Description.
Construct an asphalt concrete friction course using the Contractor's Quality
Control System as defined in these Specifications. This Section specifies mixes
designated as FC-2 and FC-3.
Meet the plant and equipment requirements of Section 320, as modified herein.
Meet the general construction requirements of Section 330, as modified herein.
337-2 Materials.
337-2.1 General Requirements: Meet the requirements specified in Division III
of these Specifications as modified herein. The Engineer will base continuing approval of
material sources on field performance.
337-2.2 Asphalt Rubber Binder: Meet the requirements of Section 336, and any
additional requirements or modifications specified herein for the various mixtures
337-2.3 Coarse Aggregate: Meet the requirements of Section 901, and any
additional requirements or modifications specified herein for the various mixtures.
337-2.4 Fine Aggregate: Meet the requirements of Section 902, and any
additional requirements or modifications specified herein for the various mixtures.
337-2.5 Hydrated Lime: Meet the requirements of AASHTO M303 Type 1.
Provide certified test results for each shipment of hydrated lime
indicating compliance with the specifications.
'337-3 General Composition of Mixes.
337-3.1 General: Use a bituminous mixture composed of aggregate (coarse,
fine, or a mixture thereof), asphalt rubber binder, and in some cases, fibers and/or
hydrated lime. Size, uniformly grade and combine the aggregate fractions in such
proportions that the resulting mix meets the requirements of this Section. The use of
RAP material will not be permitted.
337-3.2 Specific Component Requirements by Mix:
337-3.2.1 FC-2:
337-3.2.1.1 Aggregates: In addition to the requirements of
Section 901, meet the following coarse aggregate requirements. Use crushed granite,
crushed slag or Lightweight aggregates approved by the Engineer. Crushed limestone
from the Oolitic formation, may be used if it contains a minimum of 12% non -carbonate
material (as determined by FM 5-510), and has been approved for this use. Aggregates
other than those listed above may be used if approved by the Engineer.
In addition to the requirements of Section 902, meet the following fine aggregate
requirements. Use either crushed granite screenings, or crushed Oolitic limestone
screenings for the fine aggregate.
337-3.2.1.2 Asphalt Rubber: Use an ARB-12 asphalt rubber.
337-3.2.1.3 Hydrated Lime: Add the lime at a dosage rate of
1.0% by weight of the total dry aggregate to mixes containing granite.
337-3.2.2 FC-3:
337-3.2.2.1: Aggregates: In addition to the requirements of
Sections 901 and 902, use coarse and fine aggregate components which also meet the
aggregate requirements for an SP-9.5 or SP-12.5 Superpave mix, respectively, as
specified in Section 334.
Use an aggregate blend that consists of crushed granite,
crushed Oolitic limestone, or a combination of the two. (Aggregates other than those
listed above may be used if approved by the Engineer for use in friction courses.)
Crushed limestone from the Oolitic formation may be used if it contains a minimum of
12% non -carbonate material as determined by FM 5-510 and the Engineer grants
approval of the source prior to its use. As an exception, mixes that contain a minimum of
60% crushed granite may contain up to 40% fine aggregate from other approved
sources.
337-3.2.2.2: Asphalt Binder: Use an ARB-5 asphalt rubber. If
called for in the Contract, use a PG 76-22 meeting the requirements of 916-1.
337-3.3 Grading Requirements:
337-3.3.1 FC-2: Use a mixture having a gradation at design within the
ranges shown in Table 337-1.
Table 337-1
FC-2 Gradation Design Range
3/4 inch
1/2 inch
3/8 inch
No. 4
No. 8
No. 16
No. 30
No. 50
No. 100
No. 200
[19.0
[12.50
[9.50
[4.75
[2.36
[1.18
[600 :m]
[300 :m]
[150 :m]
[75 :m]
mm]
mm]
_ mm]
mm]
mm]
mm]
100
85-100
55-75
15-25
5-10
--
--
--
_
--
2-4
Note: The No. 10 [2.00 mm] sieve may be used in lieu of the No. 8 sieve, with the same
design range.
337-3.3.2 FC-3 Meet the design gradation requirements for a SP-9.5
Superpave mix passing above the restricted zone, as specified in Section 334.
337-4 Mix Design.
337-4.1 FC-2: Provide a previously approved Florida Department of
Transportation mix design for FC-2 mixtures. Furnish the materials and all appropriate
information (source, gradation, etc.) as specified in 334-3.2.5. The City of Miami will
have two weeks to review the proposed mix design to approve or reject the proposed
mix. The City will approve the design binder content for FC-2 based on the following
ranges based on aggregate type:
Aggregate Type
Binder Content
Crushed Granite
5.5 - 7.0
Crushed Limestone (Oolitic)
1
_
6.5 - 8.0
337-4.2 FC-3: Provide a mix design conforming to the requirements of 334-2.
Develop the mix design using an ARB-5 meeting the requirements of Section 336.
337-4.3 Revision of Mix Design: For FC-3, meet the requirements of 334-2
•
•
337-5 Contractor's Quality Control.
Provide the necessary quality control of the friction course mix and construction
in accordance with the applicable provisions of 330-2 and 334-5-2 for FC-2, and 330-2
and 334-5.2 for FC-3.
The Contractor will continually monitor the spread rate to ensure uniform
thickness and the Consultant will periodically check for compliance. Provide quality
control procedures for daily monitoring and control of spread rate variability. If the spread
rate varies by more than 5% of the spread rate set by the Engineer in accordance with
337-9, immediately make all corrections necessary to bring the spread rate into the
acceptable range.
337-6 •Acceptance of the Mixture At the Plant.
337-6.1 FC-3: The FC-3 mix will be accepted at the plant in accordance with
334-2. In addition, the asphalt content of the mixture will be determined in accordance
with FM 5-563 and the gradation will be determined in accordance with FM 1-T 030.
Table 337-2
FC-3 Master Production Range
Characteristic
Asphalt Binder Content (%)
Passing 3/8 inch [9.50 mm] Sieve (%)
Passing No. 4 [4.75 mm] Sieve (%)
Tolerance (1)
Target ± 0.60
Target ± 7.50
Target ± 6.00
Target ± 3.50
Passing No. 8 [2.36 mm] Sieve (%)
(1) Tolerances for sample size of n = 1 from the verified mix design
337-6.2.1 Individual Test Tolerances for FC-3 Production: In the event that an
individual Quality Control test result of a subiot for gradation (P.308, P.4, and P.8), or
asphalt binder content does not meet the requirements of Table 337-2, steps shall be
taken to correct the situation and actions taken shall be reported to the Engineer.
In the event that two consecutive individual Quality Control test
results for gradation (P318, P4, and P.8) or asphalt binder content do not meet the
requirements of Table 337-2, the LOT will be automatically terminated and production of
the mixture stopped until the problem is adequately resolved (to the satisfaction of the
Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the
problem can immediately be (or already has been) resolved. Evaluate any material
represented by the failing test result in accordance with the following:
Assume responsibility for evaluating all low pay factor material or other material
represented by failing test results, placed on the project. Complete the evaluation in
accordance with the following:
1. Remove and replace the material at no cost to the City.
2. Obtain an engineering analysis, as directed by the Consultant, by an independent
laboratory (as approved by the Consultant) to determine if the material can (a) remain in
place, for this case the appropriate composite pay factor will be applied, or (b) be
removed and replaced at no cost to the City. The analysis will be a signed and sealed
report by a Professional Engineer licensed in the State of Florida. The Consultant may,
at his sole option, perform an engineering evaluation to determine if the material is
suitable to (a) remain in place or (b) be removed and replaced at no cost to the City.
337-7 Acceptance of the Mixture at the Roadway.
337-7.1 FC-3: The FC-3 mixtures will be accepted on the roadway with respect
to surface tolerance in accordance with the applicable requirements of 330-13. No
density testing will be required for these mixtures.
337-7.2 Additional Tests: The provisions of 334-5 will apply to FC-2 and FC-3.
337-8 Special Construction Requirements.
337-8.1 Hot Storage of FC-2 Mixtures: When using surge or storage bins in the
normal production of FC-5, do not leave the mixture in the surge or storage bin for more
than one hour.
337-8.2 Longitudinal Grade Controls for Open -Graded Friction Courses: On
FC-2, do not use a longitudinal grade control (skid, ski or traveling stringline). Use a joint
matcher.
Non SI Units
PLI = Total Weight of Roller (pounds)
Total Width of Drums (inches)
SI Units
kV Total Weight of Roller (kilograms)
7 mm Total Width of Drums (millimete rs)
337-8.3 Temperature Requirements for FC-2:
337-8.3.1 Air Temperature at Laydown: Spread the mixture only
when the air temperature (the temperature in the shade away from artificial heat) is at or
above 60°F [15°C]. In no case shall the mixture be placed at temperatures lower than
60°F [16°C].
337-8.3.2 Temperature of the Mix: Heat and combine the asphalt
rubber binder and aggregate in a manner to produce a mix having a temperature, when
discharged from the plant, meeting the requirements of 290°F [145°C] or as directed by
the Engineer. Meet all requirements of 330-9.1.2 at the roadway. The target mixing
temperature shall be established at 320°F [160°C].
337-8.4 Compaction of FC-2: Perform only seal roller, with a tandem steel
wheeled roller. Do not allow the weight of the steel wheeled roller to exceed 135 PLI [2.4
6 kg/mm], determined as follows:
Non SI Units
PLI = Total Weight of Roller (pounds)
Total Width of Drums (inches)
SI Units
Total Weight of Roller (kilograms)
mm Total Width of Drums (millimete rs)
•
Perform seal rolling with a single coverage e and previously lad mat, do not pinch the
Where the lane being placed is adjacent tom
longitudinal joint with the roller on the cold m{0 the cold mat by no inch the amo�e thanwith
three
then
roller on the mat being rolled, overlapping on
inches [75 mm]. Never allow a roller on the mat after completing the seal rolling.
(Any variation of this equipment requirement
bn o de e rto effectively sved by the eat the
.)
Establish an appropriate rolling pattern for the pavement
imixture without crushing the aggregate. In the event that the roller begins to crush the
aggregate, reduce the number of coverages or the
roller weighing notthe rollers. If the rollers
more than
gg e aggregate, use a tandem steel -wheel
to crush hk Imm of drum width.
135 lb/in (PLI) [2.4kg/mm]
337-8.6. Temperature Requirements for FC-3:
337-8.5.1 Air Temperature at Laydown: Spread the mixture only
when the air temperature (the temperature in the shade away from artificial heat) is at or
above 45°F [7°C]'337-8.5.2 Temperature of the mix: Heat and combine the asphalt
rubber binder and aggregate in a manner to produce a mix having a temperature,
when
all
discharged from the plant, at 310°F [155°C] or as directed byEngineer.
requirements of 330-10.1.2 at the roadway.
ng
337-8.6 Prevention of Adhesion: To o msmallzamount adhesiof liquid detergent to the drum s
the
rolling p to the
operations, the Contractor may add a
water in the roller.pavement may be
At intersections and in other area�hewhereroaches with water to wet
subjected to cross -traffic before it has cooled, sprayrosthe pavement.
the tires of the approaching vehicles before they
337-8.7 Transportation Requirements of Friction Course Mixtures: Cover all
loads of friction course mixtures with a tarpaulin.
337-9 Thickness of Friction Courses.
The thickness of the friction courses a maximum spread ratee based on the s dtntin that ranges
by the
Engineer. Plan quantities are based on th
shown below. Pay quantities may be less, based on the spread rate set by the Engineer.
337-9.1 Spread Rate of FC-2: For FC-2 he spread granite,
d rrate withinrmestonethe range of 50 other
60 lb/yd2 [27 -34 kglm
conventional aggregate, the Engineer will set p
2]. For lightweight aggregate, the Engineer will set the spread rate
within the range of 28 — 35 Iblyd2 [15-19 kglm ].
337-9.2 Spread Rate of FC- 3: The Engineer will set the spread rate within the
range of 100 - 110 Ib/yd2 [54 - 60 kg/m2].
337-10 Method of Measurement.
The quantity to be paid for will be the weight
rhate for theof te mixture, i project,[metric
limited to a
The pay quantity will be based on the average spead
maximum of 105°/0 of the spread rate set by the Engineer in accordance with 337-9.
1
The bid price for the asphalt • mix will include the cost of the asphalt binder
(asphalt rubber (or polymer), asphalt cement, ground tire rubber, anti -stripping agent,
blending and handling) and the tack coat application as directed in 300-7, as well as
fiber stabilizing additive and hydrated lime (if required). There will be no separate
payment for the asphalt binder material in the asphalt mix. The weight will be determined
as provided in 320-2 (including the provisions for the automatic recordation system).
Prepare a Certification of Quantities, using the Department's current approved
form, for the certified asphalt concrete friction course pay item. Submit this certification
to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or
as directed by the Engineer, based on the quantity of asphalt produced and accepted on
the Contract. The certification must include the Contract Number, FPID Number,
Certification Number, Certification Date, period represented by Certification and the tons
[metric tons] produced for each asphalt pay item.
337-11 Basis of Payment.
Price and payment will be full compensation for all the work specified under this
Section (including the applicable requirements of Sections 320 and 330).
Payment will be made under:
Item No. 337- 7- Asphaltic Concrete Friction Course -per ton.
Item No. 2337- 7- Asphaltic Concrete Friction Course -per metric ton.
•
•
•
•
SECTION 425
INLETS, MANHOLES AND JUNCTION BOXES
The following new Subarticle 425-6.9 is added:
425-6.9 Reworking Existing Drainage Structures:
All existing catch basins that are to remain and/or that will be disconnected from
existing sanitary sewers or connected to the proposed storm sewer shall be
reworked, if necessary, by re -plastering interior walls, all to the satisfaction of the
Consultant The cost for all reworking of catch basins shall be included in the
unit price bid Items in the Proposal and no additional compensation will be
allowed.
The following Section is added:
Section 523
PATTERNED/TEXTURED PAVEMENT
523-1 Description.
Apply a patterned and/or textured treatment to asphalt or concrete, in
accordance with manufacturer's recommendations. Treatments include both
imprinted and surface applications.
Meet the requirements of Section 350 for Cement Concrete Pavement;
meet the requirements of Section 331 for Type S asphalt or Section 337 Revised
for FC-3. Meet manufacturer's recommendations for all other surface treatments.
For the purpose of this Specification, patterns are defined as visible
surface markings; imprinted textures are defined as palpable surface markings.
Use the location, pattern/texture type (brick, stone, etc), and coating color
as specified in plans.
523-2 Materials Certification.
Meet manufacturer's specifications for all pattern/texture templates,
coating and coloring materials. Coefficient of friction (skid resistance) of imprinted
and coated/colored textures must meet the value of adjacent pavement on which
the textured pattern is placed. Use only material that is delivered to the job site in
sealed containers bearing the manufacturer's original labels. Provide certification
from the manufacturer that the imprinted
measure asdescribed beloand that
�coating coloring
materials
have a minimum three year performance
the coefficient of friction meets the value defined herein.
Performance measure for the imprinted textures is that imprint must
maintain a depth of 50% of the original installed depth at the end of three years
after Final Acceptance of the project. Surface coatings must maintain 80% of
their original color at the end of three years after Final Acceptance of the project.
Original color values will be measured at the time of Final Acceptance
523-3 Construction.
523-3.1 Surface Protection: Protect treated surfaces from traffic an
environmental effects until the area is completely coated/imprinted, and any
coatings have dried or cured according to the manufacturer's instructions.
523-3.2 Pavement Cuts: s ailationeunderall lthefinished Sity, traffic urfa edete�prior to
or and
other items requiring a cut and
pattern installation
523-3.3 Installation Acceptance: Upon completion of the installation, the
Consultant will check the area at random locations for geometric accuracy, as
specified in the plans. If any of the chosen areas have an imprint depth of Tess
than the manufacturer's specifications, correct the entire textured area, at no
additional cost to the City.
Supply the specified color chips for the Consultant's use to visually
determine that the material matches the color specified in the plans. For any
•
•
•
continuous or touching area of an intersection, color materials must be from the
same lot/batch.
523-4 Method of Measurement.
The quantity to be paid will be the area in square yards of
patterned/textured pavement, measured in place, completed and accepted. No
deduction will be made for the area(s) occupied by ornamental trees within the
asphalt area, or other areas occupied by manholes, inlets, drainage structures, or
by any public utility appurtenances within the area. Asphalt or concrete materials
placed prior to treatment will be paid separately under the appropriate pay items.
523-5 Basis of Payment.
Price and payment shall be full compensation for all work specified in this
Section. Surface materials, including colors, sealers, and/or resins, shall be
included for payment under this Section.
Payment will be made under:
523-1 Pattered/Textured Pavement - Per square yard.
Section 580 is modified and expanded as follows:
SECTION 580
LANDSCAPE INSTALLATION
580-1 Description.
Plant trees and shrubs of the species, size, and quality indicated in the plans.
The City reserves the right to adjust the number and location of any of the
designated types and species to be used at any of the locations shown, in order
to provide for any unanticipated effects which might become apparent after the
substantial completion of other phases of the project, or for other causes.
580-2 Materials.
580-2.1 Plants:
580-2.1.1 Authority for Nomenclature; Species, etc.: For the
designated authority in the identification of all plant material, refer to two
publications of L.H. Bailey: "Hortus ill" and "Manual of Cultivated Plants," and
ensure that all specimens are true to type, name, etc., as described therein. For
the standard nomenclature, refer to the publication of the American Joint
Committee on Horticultural Nomenclature, "Standardized Plant Names."
580-2.1.2 Grade Standards and Conformity with Type and Species:
Only use nursery grown plant material except where specified as Collected
Material. Use nursery grown plant material that complies with all required
inspection, grading standards, and plant regulations in accordance with the latest
edition of the Florida Department of Agriculture's "Grades and Standards for
Nursery Plants".
Except where a lesser grade might be specifically specified in the
plans, ensure that the minimum grade for all trees and shrubs is Florida No. 1.
Ensure that all plants are the proper size and grade
at period the
andmduring of delivery
the tplant
the
site, throughout the project construction
establishment period. and species and that any
Ensure that plant materials are true to type
plant materials not specifically covered in Florida Department
type and species r with the
Grades and Standards fo�Nrur general acceptance by Florida Plants" conform in nurseries.
standards and designation with tags stating the botanical
Ensure that plant materials are shipped
and common name of the plant.
580-2.1.3 Inspection and Transporting: Move nursery stock in
accordance with all Federal and State regulations
certificatesorforafild'�ngcw� hpanthe
each shipment with the required inspection
Consultant..
580-2.2 Water: Meet the requirements of Section 983.
580-3 Specific Requirements for the Various PB&BBalled-and-
580-3.1 Balled-and-Buriapped Plants ( Designations.),
and Buriapped (WB & B):these plants
580-3.1.1 General: Properly protect the rootofshowsevidenceno1f
l
planting them. The Consultant may reject any plant which
having been mishandled.
Set the B&B and WB&B plants then e burlap fromemove the �he top 41 wire,
00
and binding surrounding the plant. RemoveBare root material is
min] of the root ball. Do not disturb the root ball in any way.
not allowed for substitution. At least 90 days before digging in out B &Band WB & B plants, root -
prune those 1 ❑ inches [38 mml or greater in diameter and certify such fact on
accompanying invoices. 580-3.1.2 Provisions for Wiring: For plants grown in soil of a loose
texture, which does not readily adhere to the root ssn (and B especially
in
WB
case of large plants or trees), the Engineer may requireplace sound hog
& B plants, before removing the and tlao mand tensione font I the tightened wire
wire around the burlapped ball, P
netting substantially packages the burlapp
ed ball such as to prevent disturbing of
the loose soil around the rsi Plats (CG): The Consultant will not accept
g.
580-3.2 Container -Grown
anY CG plants with roots which have become pot-bound
1t-bd or
d open all c the top
system is too large for the size of the container. Y cut
as
in a manner that will not damage the root system. oDo not remove
dam CG plants from
the container until immediately before planting prevent
ot
system. (C):Use C plants which
580.3.3 Collected Plants
(Trees
Grades and Standards for Nursery
have a root ball according
Plants0. Do not plant any C plant before the Engineer's inspection and
i
acceptance at the planting site.
580-3.4 Collected Plants (Herbaceous) (HC): The root mass and
vegetative portions of collected herbaceous plants shall be as large as the
specified container -grown equivalent. Do not plant any collected plant before
inspection and acceptance by the Consultant.
580-3.5 Specimen Plants (Special Grade): When Specimen (or Special
Grade) plants are required, label them as such on the plant list, and tag the plant
to be furnished.
580-3.6 Palms: Wrap the roots of all plants of the palm species before
transporting, except if they are CG plants and ensure that they have an adequate
root ball structure and mass for healthy transplantation as defined in ❑Florida
Grades and Standards for Nursery Plants❑.
The Engineer will not require buriapping if the palm is carefully dug from
marl or heavy soil that adheres to the roots and retains its shape without
crumbling. During transporting and after arrival, carefully protect root balls of
palms from wind and exposure to the sun. Muck grown palms are not allowed.
After delivery to the job site, if not planting the palm within 24 hours, cover the
root ball with a moist material. Plant all palms within 48 hours of delivery to the
site.
Move sabal and coconut palms in accordance with the "Florida Grades
and Standards for Nursery Plants."
580-3.7 Substitution of Container -Grown (CG) Plants: With the
Consultant's approval, the Contractor may substitute CG plants for any other root
classification types, if he has met all other requirements of the Contract
Documents.
580-4 Planting Requirements.
580-4.1 Layout: Prior to any excavation or planting, mark all planting beds
and individual locations of palms, trees, large shrubs and proposed art and
architectural structures, as shown in. the plans, on the ground with a common
bright orange colored spray paint, or with other approved methods, within the
project limits. Obtain the Consultant's approval and make necessary utility
clearance requests.
580-4.2 Excavation of Plant Holes: Excavate plant holes after an area
around the plant three times the size of the root ball has been tilled to a depth of
the root ball. Ensure that the plant hole is made in the center of the tilled area
only to the depth of the plant root ball.
Where excess material has been excavated from the plant hole, use the
excavated material to backfill to proper level.
580-4.3 Setting of Plants: Center plants in the hole. Lower the plant into
the hole so that it rests on a prepared hole bottom such that the roots are level
with, or slightly above, the level of their previous growth and so oriented such as
to present the best appearance.
Backfill with native soil, unless otherwise specified on the plans. Firmly rod
and water -in the backfill so that no air pockets remain. Apply a sufficient quantity
of water immediately upon planting to thoroughly moisten all of the backfilled
1
earth. Keep plants in a moistened condition for the duration of the planting
period.6 When so directed, form a water ring
e�torthe diameter of the
l in width to make a
water collecting basin with an inside diameterqua
excavated hole. Maintain the water ring iWhere an ptae mut iple orkmass plantings are
580-4.4 Special Bed Preparation:
to be made in extended bedding areas, and the plans specify Special Bed
Preparation, prepare the planting beds as follows:
Remove all vegetation from within the area m� t]. BaC�U the excavated
bed and
excavate the surface soil to a depth omatinches
r a1 or [other material to the elevation of
area with peat, sand, finish so
the original surface. Till the entire area to prthe bed onlye a loose, friable
slightly to a
depth of at least 8 inches [200 mm]. Level
adjacent ground level. Then mulch the entire bedding area, in accordance with
580-8.
580-5 Staking and Guying.
580-5.1 General: When specified in the plans,
or as directed by the
Consultant, stake plants in accordance with the following.
in materials to support the
Use wide plastic, rubber or other flexible strapping
tree to stakes or ground anchors that will give asaehose Use guy chomoves in any rdseho�se
on
up to 30 degrees. Do not use rope or wire through
or any other thin bracing or anchorage material cured to guys,inimum midway between
12 inches
[300 mm] length of high visibility flagging tape se
the tree and stakes for safety.r than 2 inches
Stake trees larger than 1 inch [25 mm] d eter ae set smalleeast 2 feet [0 6
[50 mm] diameter with a 2 by 2 inch [50 by 50 mml stak
ml in the ground and extending to the crown of the
eplaabnt.
Firmly fasten the plant
to the stake with flexible strapping materials as noted
580-5.2 Trees of 2 to 3-112 inches [50 to 90 mm] Caliper Stake all
trees, other than palm trees, larger than 2 inches [50 50 by 100 mr and m] stakes, 8
er
than 3-1/2 inches [90 mm] caliper rntthtwo
ground. Placethetree midway between
feet [2.4 m] long, set 2 feet [0.6] flexible strapping materials as noted
the stakes and hold it firmly in place by
above.
580-5.3 Large Trees: Guy all trees, other than points, with flexible strapping
1/2 inches [90 mm] caliper, from at least three p
materials as noted above. Anchor flexible strapping to 2 by 4 by 24 inch [50 by 100 by 600 mm]
stakes, driven into the ground such that the top of the stake is at least 3 inches
[75 mm] below the finished ground.
580-5.4 Special Requirements for PalmnTmees: y braces, nai ed to
s which are
to be staked with three 2 by 4 inch [50 by 100 wood
]
cleats which are securely banded at two points to the palm, at a point one third
the height of the trunk. Pad the trunk with five layer$e uberthem underground by
Place braces approximately 120 degrees apart and
•
2 by 4 by 12 inch [50 by 100 by 300 mm] stake pads.
580-6 Tree Protection and Root Barriers.
Install tree barricades when called for in the Contract Documents or by the
Consultant to protect existing trees from damage during project construction.
Place barricades at the drip line of the tree foliage or as far from the base of the
tree trunk as possible. Barricades shall be able to withstand bumps by heavy
equipment and trucks. Maintain barricades in good condition.
When called for in the Contract Documents, install root barriers or fabrics in
accordance with the details shown.
580-7 Pruning.
Prune all broken or damaged roots and limbs in accordance with established
arboriculture practices. When pruning is completed ensure that all remaining
wood is alive. Do not reduce the size or quality of the plant below the minimum
specified.
580-8 Mulching.
Uniformly apply mulch material, consisting of wood chips (no Cypress Mulch
is allowed), pine straw, compost, or other suitable material approved by the
Engineer, to a minimum loose thickness of 3 inches [75 mm] over the entire area
of the backfilled hole or bed within two days after the planting. Compost used for
mulch shall meet the requirements of Section 987. Maintain the mulch
continuously in place until the time of final inspection.
580-9 Disposal of Surplus Materials and Debris.
Dispose of surplus excavated material from plant holes by scattering or
otherwise as might be directed so that it is not readily visible or conspicuous to
the passing motorist or pedestrian. Remove all debris and other objectionable
material from the site and clean up the entire area and leave it in neat condition.
580-10 Contractor's Responsibility for Condition of the Plantings.
Ensure that the plants are kept watered, that the staking and guying is kept
adjusted as necessary, that all planting areas and beds are kept free of weeds
and undesirable plant growth and that the plants are maintained so that they are
healthy, vigorous, and undamaged at the time of acceptance.
580-11 Plant Establishment Period and Contractor's Warranty.
Assume responsibility for the proper maintenance, survival and condition of
all landscape items for a period of one year after the final acceptance of all work
under the Contract in accordance with 5-11. Provide a Warranty/Maintenance
Bond to the Department in the amount of the total sums bid for all landscape
items as evidence of warranty during this plant establishment period. The costs
of the bond will not be paid separately, but will be included in the costs of other
bid items.
In addition to satisfying the provisions of Section 287.0935, Florida Statutes,
the bonding company is required to have an A.M. Best rating of A or better. If the
bonding company drops below the A rating during the one year
Warranty/Maintenance Bond period, provide a new Warranty/Maintenance Bond
for the balance of the one year period from a bonding company with an A or
better rating. In such event, all costs of the premium for the new
Warranty/Maintenance Bond shall be at the Contractor's expense.
Take responsibility to apply water as necessary during this period and include
the cost in the various landscape items. No separate measurement or payment
will be made for water during the plant establishment period.
The Consultant will conduct interim inspections of all landscape items 90
days, 180 days and 270 days into the plant establishment period, as well as at
the end of the plant establishment period. As part of the warranty to the City, and
at no cost to the City, immediately replace all landscape items found not to meet
minimum specifications as shown in 580-2.1.2 after each inspection.
At the end of the one year warranty period, the City will release the Contractor
from further warranty work and responsibility, provided all landscape items are
established and all previous warranty and remedial work, if any, has been
completed.
580-12 Method of Measurement.
The quantities to be paid for will be the items shown in the plans, completed
and accepted.
580-13 Basis of Payment.
Prices and payments will be full compensation for all work specified in this
Section, including furnishing and planting the designated plant types, the
furnishing and placing of the plant backfill, fertilizer and mulch, (except where
such are shown to be paid for under a separate item), the application of water,
the maintenance, care, etc., and all costs of any required replacing of plantings
or restoring of damaged areas.
583-1 Tree
583-2 Tree
583-3 Tree
583-4 Tree
583-5 Tree
584-3 Palms Single Trunk
584-4 Palms Single Trunk
584-5 Palms Single Trunk
585-2 Palms Clump Type
585-3 Palms Clump Type
585-4 Palms Clump Type
(seedlings)
(10" to 18" Height)
(19" to 7' Height)
(8' to 20' Height)
(21' or more Height)
(19" to 7' Height)
(8' to 20' Height)
(21' or more in Height)
(10" to 18" Height)
(19" to 7' Height)
( 8' to 20' Height)
PL
PL
PL
PL
PL
PL
PL
PL
PL
PL
PL
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SECTION 711
THERMOPLASTIC TRAFFIC STRIPES AND MARKINGS
Subarticle 711-4.1 is expanded by the following:
Thermoplastic Pavement Markings shall be per placed
no of Asphaltic sooner
Chanr n 30
days after the placement of the upper or top lay
pavement including Friction Course, if specified. Painted
ePavementd betweenMarkin s
and/or Temporary g
p Markin Tape shall be used forthe p
placement of the Asphaltic Concrete Pavement and the placement oft e
Thermoplastic Pavement Markings.
Subarticle 711-8 is expanded as follows:
Prices and Payments for Thermoplastic PavementMar iif samengs shall
for the include
all costs of Paint/Temporary Tape and the cost for installation
period between final installation of Asphaltic Concinrse Pavement and the
installation of the Thermoplastic Pavement
Division 2-FDOT
SECTION 102
MAINTENANCE OF TRAFFIC
4102-1 General Provisions:
The following new Subarticle 102-1.6 is added:
102-1.6 Routine Clean -Up:
The Contractor shall be responsible for landscape maintenance and
mowing during the life of the contract. This responsibility begins on the
first day of construction and will continue until final acceptance. This
activity shall include roadside litter removal, small machine mowing and
edging around all appurtenances within the project limits. Mowing cycles
shall be a maximum of 14 calendar days or as otherwise approved by the
Consultant.
The Contractor shall be responsible for mechanized sweeping to maintain
the roadway surfaces, including all side streets, clear of sand, soil, paper,
glass, cans and other debris. Sweeping cycles shall be a maximum of 7
calendar days or as otherwise approved by the Consultant, and shall
occur during the hours of 9:00 p.m. and 6:00 a.m.
The Contractor shall be responsible to perform routine daily clean up of
any litter, debris, and dirt that may have migrated by wind or rain unto the
local county or city street system and/or private properties in areas
adjacent to the Right of Way.
All costs associated with this article to be included in the Maintenance of
Traffic pay item, except as may be specifically covered for payment under
other items. In case of failure on the part of the Contractor to perform
routine daily clean-ups, the Consultant may, upon 12 hours notice,
proceed to clean up such local County or City streets and for private
properties, as may be deemed necessary by the Consultant, and the City
of Miami will deduct the cost thereof from monies due to the Contractor
under this contract.
4102-2.2 Number of Traffic Lanes:
The following is added to Subarticle 102-2.2:
In the event that any street must be closed to traffic or detoured, it shall be
closed or detoured only after approval of the Department of Police and the
Department of Public Works of the City of Miami, and after notifying the
City of Miami Fire Department and Department of Solid Waste.
•
•
The following additional requirements will also be enforced:
a) A written request to alter existing traffic patterns as described above shall
be submitted to the Consultant for review and approval a minimum of 14
days prior to commencement of the work. Such request must contain at a
minimum the type of change requested and the duration of the detour
and/or closure. Damage Recovery per 8-10.8 will apply.
b) All traffic control devices used on local street construction shall
conform to the standards and specifications of Metro Traffic Division,
the FDOT Design Standards (Index 600 Series) and the Manual on
Uniform Traffic Control Devices (MUTCD).
c) On all streets, at least one lane shall be available for vehicular traffic al
all times. Steel plates or bridging capable of supporting H-20 loading
and temporary asphalt pavement shall be used where necessary to
comply with these requirements.
d) All cost for traffic control, except for Law Enforcement Services, shall
be included in the lump sum item for Maintenance of Traffic and no
additional compensation shall be allowed to comply with these
requirements.
4102-2.4 Access for Residences and Businesses:
The following is added to Subarticle 102-2.4:
During construction of the project, safe access shall be provided by the
Contractor to the entrance of all residences and business establishments.
Methods to be used shall be determined by the Contractor with the
approval of the Consultant. All costs for providing this access shall be
included in other parts of the work and no additional compensation will be
allowed. The use of private property is prohibited unless the Contractor
obtains written authorization from the property owner(s), and may have
special conditions or requirements. It is the responsibility of the
Contractor to provide the Consultant, prior to the use of private property
with a signed release before entering the property. The Contractor must
document existing conditions of the private property with video or digital
photographs prior to and after use.
4102-7.2 Law Enforcement Services:
The following is added to Subarticle 102-7.2:
An allowance has been set forth in the Provisions for Special Items for the
use of City of Miami Uniformed Police as required and when approved by
the Consultant during the progress of the work. The Contractor will be
reimbursed by the City of Miami for the actual amount spent for these
services upon presentation of detailed bills covering these services, but
shall be limited to actual contract time and approved time extensions only.
Should there be an overrun on contract time; the Contractor will be
required to pay for all police protection required over the contract time.
The traffic section, Department of Police, shall retain control over the use
of police.
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•
SECTION 104
PREVENTING, CONTROL, AND ABATEMENT OF EROSION AND WATER
POLLUTION
4104-1 Description:
Subarticle 104-1 is modified as follows:
The Bidder is alerted that strict compliance with Department of Capital
Improvements Bulletin No. 25 is required
this
for dischargesThis
originbulletin
d
establishes rules, regulations and requirements f
from construction sites or resulting fromconstruction
Sactivities.
included �n
Bulletin No. 25 and corresponding Engineeringtandards
the City of Miami Engineering Standards.
SECTION 425
INLETS, MANHOLES AND JUNCTION BOXES
The following new Subarticle 425-6.9 Ss added:
ded::
4425-6.9 Reworking Existing Drainage
All existing catch basins that are to remain and/or
ndlo that willproposed sto bin sewer shall be e disconnected from
o
existing sanitary sewers or connected to p p
reworked, if necessary, by re -plastering interior walls, all to the satisfaction of the
Consultant. The cost for all reworking of shall
ensat onuweldbe in the
unit price bid items in the Proposal and no additional comp
allowed.
Section 527 is added as follows:
SECTION 527
SWALE BLOCK
527-1. DESCRIPTION. in swales and other
Construction of Concrete Swale Block lattice type
locations as shown in the plans or as directed by the
engineer.
527-2MATERIALS.
527-2.1 Concrete Block: Use block approximately
isl 1 "� The percent
epth. The
minimum required thickness of the web between the openings
of open area shall range between 30% and 50%. The block shall have an
average compressive strength of 5,000psi and no individual unit compressive
strength of less than 4,500psi.
527-2.2 Block Opening Filler: Swale block openings shall be filled with
No. 8 coarse aggregate that meets the requirements of Section 901-1.4 of the
Florida Department of Transportation Standard Specifications for Road and
Bridge Construction 2004.
527-2.3 Leveling Course: Shall be No. 8 coarse aggregate.. It shall meet
the requirements of Section 901-1.4 of the Florida Department of Transportation
Standard Specifications for Road and Bridge Construction 2004.
527-2.4 Base Course: Shall be No. 5 coarse aggregate. It shall meet the
requirements of Section 901-1.4 of the Florida Department of Transportation
Standard Specifications for Road and Bridge Construction 2004.
5.27-3. PLACEMENT.
527-3.1 Base course: Place a 9" layer of No. 5 coarse aggregate on firm
and unyielding sub -grade and level surface layer to a uniform plane.
527-3.2 Leveling Course: Place a 3" layer of No. 8 coarse aggregate
over the base course. Vibrate layer to a uniform plane surface with a low
amplitude plate compactor.
527-3.3 Block: Hand place and interlock each concrete block in place to
prevent excessive movement. Firmly seat each block on the leveling course so it
is in contact over its entire area to prevent stress due to uneven placement.
Vibrate blocks with a low amplitude plate compactor fitted with, either a rubber or
a neoprene mat.
527-3.4 Block Opening Filler: Fill swale concrete block openings with
No. 8 coarse aggregate.
527-3. METHOD OF MEASUREMENT.
This item will be paid for by area in square yard of swale block, completed
and accepted.
527-4 BASIS OF PAYMENT.
Prices and payments will be full compensation for all labor, materials and
equipment necessary to install the swale blocks as specified in this
Section, including excavation and disposal of excavated material.
527-4.1 Block: Price and payment will be full compensation for furnishing
and installing the swale blocks and all labor, materials and equipment
necessary for placement of the block including but not limited to
excavation and disposal of excavated material, compacting the sub -grade
to a firm unyielding surface, furnishing and installing the base course
materials, furnishing and installing the leveling course and fill the fill block -
fill cells with the leveling course material and all material, labor and
equipment to saw cut the pavement
Payment shall be made under:
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•
•
Item No. 527-1-1 Swale Block — per square yard.
•
02000 TECHNICAL SPECIFICATIONS
MATERIALS
DIVISION 3 OF THE FLORIDA DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION
2000 EDITION ARE ADOPTED BY REFERENCE AND MODIFIED AS
FOLLOWS.
THROUGHOUT THE STANDARD SPECIFICATIONS FOR ROAD AND
BRIDGE CONSTRUCTION, SUBSTITUTE THE WORD "CONSULTANT" FOR
THE WORD "ENGINEER" AND THE WORD "CITY" FOR THE WORD
"DEPARTMENT" WHENEVER THEY APPEAR.
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