HomeMy WebLinkAbout2nd Addendum 04/14/1993
ADDENDUM NO. 2
August 11, 1992
AEP PROJECT NO. 591-0861-000
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MONROE COUNTY
MARATHON AIRPORT
MARATHON, FLORIDA
PASSENGER TERMINAL BUILDING
EMERGENCY GENERATOR/CHILLER BUILDING
FEDERAL AVIATION ADMINISTRATION
AlP PROJECT NO. 3-12-0044-09 -'1
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FLORIDA DEPARTMENT OF TRANSPORTATION ;g ,..,
WPI PROJECT NOS. VJ
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REYNOLDS, SMITH AND HILLS, INC. - 'c'
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The following changes shall be made to the Specifications, Drawings and other
Contract Documents which bear the above title and project number are dated
July 11, 1992.
CHANGES TO BIDDING -REQUIREMENTS. CONTRACT DOCUMENTS AND 'FORMS.
CONDITIONS OF THE CONTRACT
ITEM NO.1: SECTION 00400 - SUPPLEMENTAL BID FORMS
A. SUPPLEMENTAL BID FORM SHEETS, ETHICS CLAUSE 00400-13 and HOLD HARMLESS
00400-14: Remove sheet 00400-13 and 00400-14 in its entirety and
replace with the attached sheet 00400-13 and 00400-14, ADDENDUM NO.2.
Page 1 of 3
AEP No. 591-0861-000
ADDENDUM NO. 2
CHANGES TO CONTRACT SPECIFICATIONS
ITEM NO.2: SECTION 10425 - SIGNS
A. Paragraph 3.3, Sign Schedule, Type 21: Add "Quantity - 2."
ITEM NO.3: SECTIONS ADDED
A. Add the following attached Sections to the Specifications:
P-152 - EXCAVATION AND EMBANKMENT
P-502 - PORTLAND CEMENT CONCRETE PAVEMENT
17100 - WITHDRAWAL AND INJECTION WELLS
B. Table of Contents: Add the following Sections under the appropriate
Division:
P-152 - EXCAVATION AND EMBANKMENT
P-502 - PORTLAND CEMENT CONCRETE PAVEMENT
17100 - WITHDRAWAL AND INJECTION WELLS
CHANGES TO CONTRACT DRAWINGS
ITEM NO.4: DRAWING SECTION C-I0
A. Change Sheet C-I0 Title to read "AIRPORT SAFETY, SECURITY AND
MAINTENANCE OF TRAFFIC PLAN."
B. Change temporary fence line location from 95' from taxiway centerline
to 130'.
C. Maintenance of Traffic Notes:
1. Note 1: Delete in its entirety and substitute the following:
"I. TYPE OF AIRCRAFT OPERATIONS DURING CONSTRUCTION: AIRCRAFT
DESIGN GROUP III (95' FROM TAXIWAY CENTERLINE) UNLESS
OTHERWISE DIRECTED."
2. Note 11: Delete in its entirety and substitute the following:
"II. VEHICULAR ACCESS TO THE EXISTING TERMINAL BUILDING SHALL BE
MAINTAINED AT ALL TIMES. CONTRACTOR SHALL BE RESPONSIBLE
FOR MAINTAINING ACCESS TO/FROM WORK AREA AND SHALL BE
RESPONSIBLE FOR ALL ACCESS ROAD SURFACES, MAINTENANCE,
AND/OR REPAIR."
Page 2 of 3
AEP No. 591-0861-000
ADDENDUM NO. 2
3. Add Notes 14, 15, 16, 17 and 18 as follows:
.14. ALL CONTRACTOR VEHICLES SHALL GIVE WAY TO PUBLIC VEHICLES
ENTERING/EXITING EXISTING PASSENGER TERMINAL COMPLEX.
15. ALL CONTRACTOR AND SUPPLIER VEHICLES SHALL ENTER/EXIT THE
CONSTRUCTION SITE ONLY AS INDICATED.
16. ALL CONTRACTORS AND PERSONNEL SHALL BE FAMILIAR WITH AND
ABIDE BY ALL APPLICABLE GUIDELINES AS SET FORTH IN FEDERAL
AVIATION ADMINISTRATION ADVISORY CIRCULAR 150/5370-2
(CURRENT EDITION) 'OPERATIONAL SAFETY ON AIRPORTS DURING
CONSTRUCTION' .
17. CONTRACTOR SHALL BE RESPONSIBLE FOR DUST/DEBRIS CONTROL AT
ALL TIMES.
18. CONTRACTOR SHALL OBTAIN A CONSTRUCTION TRAILER SIZED SUCH
THAT IT CAN BE ACCOMMODATED ON FINISHED TUG DRIVE OR OTHER
SUITABLE AREA WITHIN THE BUILDING CONSTRUCTION AREA. THIS
IMPORTANT PROVISION WILL PROVIDE FLEXIBILITY IN RELOCATING
BUILDING CONTRACTORS TRAILER TO ACCOMMODATE CONSTRUCTION OF
ADJACENT AUTOMOBILE PARKING AREAS BY OTHERS."
ITEM NO.5: DRAWING SHEET S-5
A. On East and West Tug Drive Plans add note as follows:
.C.C.J. shown on this sheet shall be 1/2 in. wide t 1/8 in. with 1/4
in. radiused edges. Expansion joints against all curbs, inlets, walls,
etc. shall be thickened edge per Section J/S-12,1/2 in. wide and have
a 1/4 in. radiused corner."
ITEM NO.6: DRAWING SHEET S-12
A. Detail J/S-12: Add note as follows: .Provide 1/4 in. radiused edge at
corner of slab."
END OF ADDENDUM NO. 2
Page 3 of 3
AEP No. 591-0861-000
ADDENDUM NO. 2
SWORN STATEMENT UNDER ORDINANCE NO. 10-1990
MONROE COUNTY, FLORIDA
ETHICS CLAUSE
warrants that he/it has not employed,
retained or otherwise had act on his/its behalf any former County officer or
employee in violation of Section 2 of Ordinance No. 10-1990 or any County officer
or employee in violation of Section 3 of Ordinance No. 10-1990. For breach or
violation of this provision the County may, in its discretion, terminate this
contract without liability and may also, in its discretion, deduct from the
contract or purchase price, or otherwise recover, the full amount of any fee,
commission, percentage, gift, or consideration paid to the former County officer
or employee.
(Signature)
Date:
STATE OF
COUNTY OF
PERSONALLY APPEARED BEFORE ME, the undersigned authority,
who, after first being sworn by me, affixed
his/her signature (name of individual signing) in the space provided above on
this
day 0 f
,19_
NOTARY PUBLI C
My commission expires:
END OF SECTION 00400-13
ETHICS CLAUSE
00400-13
ADDENDUM NO. 2
MCP#4 REV. 6/91
INDEMNIFICATION AND HOLD HARMLESS AGREEMENT
FOR ALL
CONTRACTS WITH
MONROE COUNTY, FLORIDA
The Contractor covenants and agrees to indemnify and hold harmless Monroe County
Board of County Commissioners from any and all claims for bodily injury
(including death), personal injury, and property damage (including property owned
by Monroe County) and any other losses, damages, and expenses (including
attorney's fees) which arise out of, in connection with, or by reason of services
provided by The Contractor or any of its subcontractor(s) in any tier, occasioned
by the negligence or other wrongful act or omission of The Contractor or its
subcontractor(s) in any tier, their employees, or agents.
In the event the completion of the project (to include the work of others) is
delayed or suspended as a result of the Contractor's failure to purchase or
maintain the required insurance, the Contractor shall indemnify the County from
any and all increased expenses resulting from such delay.
The first ten dollars ($10.00) of remuneration paid to the Contractor is for the
indemnification provided for above.
The extent of liability is in no way limited to, reduced, or lessened by the
insurance requirements contained elsewhere within this agreement.
CONTRACTOR
(Signature)
(Printed name and title)
END OF SECTION 00400-14
HOLD HARMLESS
00400-14
ADDENDUM NO. 2
5910861-000
MARATHON AIRPORT
TERMINAL AREA SITE IMPROVEMENTS
MONROE COUNTY, FLORIDA
ITEM P-152 EXCAVATION AND EMBAN'I(MBNT
DESCRIPTION
152-1.1 This item covers excavation, disposal, placement, and compaction of all
materials within the limits of the work required to construct terminal tug drive
pavement areas in accordance with these specifications and in conformity to the
dimensions and typical section shown on the plans.
152-1.2 CLASSIFICATION. All material excavated shall be classified as defined
below:
a. Unclassified Excavation. Unclassified excavation shall consist of the
excavation and disposal of all material, regardless of its nature, which is not
otherwise classified and paid for under the following items.
b. Rock Excavation. Rock excavation shall include all solid rock in
ledges, in bedded deposits, in unstratified masses and conglomerate deposits
which are so firmly cemented they cannot be removed without blasting or using
rippers. All boulders containing a volume of more than 1/2 cubic yard (0.4 cubic
meter) will be classified as "rock excavation."
c. Borrow Excavation. Borrow excavation shall consist of approved
material required for the construction of embankment or for other portions of the
work in excess of the quantity of usable material available from required
excavations. Borrow material shall be obtained from areas outside the airport.
152-1.3 Unsuitable Excavation. Any material containing vegetable or organic
matter, such as muck, peat, organic silt, or sod shall be considered unsuitable
for use in embankment construction. Material, when approved by the Engineer as
suitable to support vegetation, may be used on the embankment slope.
CONSTRUCTION METHODS
152-2.1 General. Before beginning excavation, grading, and embankment
operations in any area, the area shall be completely cleared and grubbed in
accordance with Item P-151.
The suitability of material to be placed in embankments shall be subject to
approval by the Engineer. All unsuitable material shall be disposed of in waste
areas shown on the plans. All waste areas shall be graded to allow positive
drainage of the area and of adjacent areas. The surface elevation of waste areas
shall not extend above the surface elevation of adjacent usable areas of the
airport, unless specified on the plans or approved by the Engineer.
When the Contractor's excavating operations encounter artifacts of historical or
archaeological significance, the operations shall be temporarily discontinued.
At the direction of the Engineer, the Contractor shall excavate the site in such
a manner as to preserve the artifacts encountered and allow for their removal.
Such excavation will be paid for as extra work.
Those areas outside of the pavement areas in which the top layer of soil material
has become compacted, by hauling or other activities of the Contractor shall be
scarified and disked to a depth of 4 inches (100 rom), in order to loosen and
pulverize the soil.
EXCAVATION AND EMBANKMENT
P-152-1
ADDENDUM NO. 2
5910861-000
If it is necessary to interrupt existing surface drainage, sewers or
under-drainage, conduits, utilities, or similar underground structures the
Contractor shall be responsible for and shall take all necessary precautions to
preserve them or provide temporary services. When such facilities are
encountered, the Contractor shall notify the Engineer, who shall arrange for
their removal if necessary. The Contractor shall, at his/her own expense,
satisfactorily repair or pay the cost of all damage to such facilities or
structures which may result from any of the Contractor's operations during the
period of the contract.
152-2.2 EXCAVATION. No excavation shall be started until the work has been
staked out by the Contractor and the Engineer has obtained elevations and
measurements of the ground surface. All suitable excavated material shall be
used in the formation of embankment, subgrade, or for other purposes shown on the
plans. All unsuitable material shall be disposed of as shown on the plans.
When the volume of the excavation exceeds that required to construct the
embankments to the grades indicated, the excess shall be used to grade the areas
of ultimate development or disposed of as directed. When the volume of
excavation is not sufficient for constructing the fill to the grades indicated,
the deficiency shall be obtained from borrow areas.
The grade shall be maintained so that the surface is well drained at all times.
When necessary, temporary drains and drainage ditches shall be installed to
intercept or divert surface water which may affect the work.
a. Selective Grading. When selective grading is indicated on the plans,
the more sui table material as designated by the Engineer shall be used in
constructing the embankment or in capping the pavement subgrade. If, at the time
of excavation, it is not possible to place this material in its final location,
it shall be stockpiled in approved areas so that it can be measured for payment
for rehandling as specified in paragraph 3.3.
b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other
material unsatisfactory for runway safety areas, subgrades, roads, shoulders, or
any areas intended for turfing shall be excavated to a minimum depth of 12 inches
(300 rom), or to the depth specified by the Engineer, below the subgrade. Muck,
peak, matted roots, or other yielding material, unsatisfactory for subgrade
foundation, shall be removed to the depth specified. Unsuitable materials shall
be disposed of at locations shown on the plans. This excavated material shall
be paid for at the contract unit price per cubic yard (per cubic meter) for
rock excavation. The excavated area shall be refilled with suitable material,
obtained from the grading operations or borrow areas and thoroughly compacted by
rolling. The necessary refilling will constitute a part of the embankment.
Where rock cuts are made and refilled with selected material, any pockets created
in the rock surface shall be drained in accordance with the details shown on the
plans.
c. Overbreak. Overbreak, including slides, is that portion of any
material displaced or loosened beyond the finished work as planned or authorized
by the Engineer. The Engineer shall determine if the displacement of such
material was unavoidable and his/her decision shall be final. All overbreak
shall be graded or removed by the Contractor and disposed of as directed;
however, payment will not be made for the removal and disposal of overbreak which
the Engineer determines as avoidable. Unavoidable overbreak will be classified
as "Unclassified Excavation."
d. Removal of Utilities. The removal of existing structures and utilities
required to permit the orderly progress of work will be accomplished by someone
other than the Contractor, e.g., the utility unless otherwise shown on the
plans. All existing foundations shall be excavated for at least 2 feet (6 em)
below the top of subgrade or as indicated on the plans, and the material disposed
EXCAVATION AND EMBANKMENT
P-152-2
ADDENDUM NO. 2
5910861-000
of as directed. All foundations thus excavated shall be backfilled with suitable
material and compacted as specified herein.
e. Compaction Requirements. The subgrade under areas to be paved shall
be compacted to a depth of 12 inches and to a density of not less than 100
percent of the maximum density as determined by ASTM D1557.
Payment for suitable materials removed, manipulated and replaced in order to
obtain the required depth of density will be paid for as unclassified excavation.
The in-place field density shall be determined in accordance with ASTM D1556 or
ASTM D2167. Stones or rock fragments larger than 4 inches (100 rom) in their
greatest dimension will not be permitted in top 6 inches (150 rom) of the
subgrade. The finished grading operations, conforming to the typical cross
section, shall be completed and maintained at least 1,000 feet (300 m) ahead of
the paving operations or as directed by the Engineer.
In cuts, all loose or protruding rocks on the back slopes shall be bared loose
or otherwise removed to line of finished grade of slope. All cut-and-fill slopes
shall be uniformly dressed to the slope, cross section, and alignment shown on
the plans or as directed by the Engineer.
152-2.3 BORROW EXCAVATION. All borrow shall be obtained from sources outside
the boundaries of the airport.
It shall be the Contractor's responsibility to locate and obtain the supply,
subj ect to the approval of the Engineer. The Contractor shall notify the
Engineer, at least 15 days prior to beginning the excavation, so necessary
measurements and tests can be made. All unsuitable material shall be disposed
of by the Contractor. All borrow pits shall be opened up to expose the vertical
face of various strata of acceptable material to enable obtaining a uniform
product. Borrow pits shall be excavated to regular lines to permit accurate
measurements, and they shall be drained and left in a neat, presentable condition
with all slopes dressed uniformly.
152-2.4 DRAINAGE EXCAVATION. Drainage excavation shall consist of excavating
for drainage ditches such as intercepting, inlet or outlet, for temporary levee
construction; or for any other type as designed or as shown on the plans. The
work shall be performed in the proper sequence with the other construction. All
satisfactory material shall be placed in fills; unsuitable material shall be
placed in waste areas or as directed. Intercepting ditches shall be constructed
prior to starting adjacent excavation operations. All necessary work shall be
performed to secure a finish true to line, elevation, and cross section.
The Contractor shall maintain ditches constructed on the project to the required
cross section and shall keep them free of debris or obstructions until the
project is accepted.
152-2.5 PREPARATION OF EMBANKMENT AREA. Where an embankment is to be
constructed to a height of 4 feet (120 m) or less, all sod and vegetable matter
shall be removed from the surface upon which the embankment is to be placed, and
the cleared surface shall be completely broken up by plowing or scarifying to a
minimum depth of 6 inches (150 rom). This area shall then be compacted as
indicated in paragraph 2.6. When the height of fill is greater than 4 feet (120
m), sod not required to be removed shall be thoroughly disked and recompacted to
the density of the surrounding ground before construction of embankment.
Where embankments are to be placed on natural slopes steeper than 3 to I,
horizontal benches shall be constructed as shown on the plans.
EXCAVATION AND EMBANKMENT
P-152-3
ADDENDUM NO. 2
5910861-000
No direct payment shall be made for the work performed under this section. The
necessary clearing and grubbing and the quantity of excavation removed will be
paid for under the respective items of work.
152-2.6 FORMATION OF EMBANKMENTS. Embankments shall be formed in successive
horizontal layers of not more than 8 inches (200 mm) in loose depth for the full
width of the cross section, unless otherwise approved to the Engineer.
The grading operations shall be conducted, and the various soil strata shall be
placed, to produce a soil structure a shown on the typical cross section or as
directed. Materials such as brush, hedge, roots, stumps, grass and other organic
matter, shall not be incorporated or buried in the embankment.
Operations on earthwork shall be suspended at any time when satisfactory results
cannot be obtained because of rain, freezing, or other unsatisfactory conditions
of the field. The Contractor shall drag, blade, or slope the embankment to
provide proper surface drainage.
The material in the layer shall be within +/ -2 percent of optimum moisture
content before rolling to obtain the prescribed compaction. In order to achieve
a uniform moisture content throughout the layer, wetting or drying of the
material and manipulation shall be required when necessary. Should the material
be too wet to permit proper compaction or rolling, all work on all of the
affected portions of the embankment shall be delayed until the material has dried
to the required moisture content. Sprinkling of dry material to obtain the
proper moisture content shall be done with approved equipment that will
sufficiently distribute the water. Sufficient equipment to furnish the required
water shall be available at all times. Samples of all embankment materials for
testing, both before and after placement and compaction, will be taken for each
1,000 cubic yards of material placed per layer. Based on these tests, the
Contractor shall make the necessary corrections and adjustments in methods,
materials or moisture content in order to achieve the correct embankment density.
Rolling operations shall be continued until the embankment is compacted to not
less than 95 percent of maximum density for noncohesive soils, and 90 percent of
maximum density for cohesive soils as determined by ASTM 01557. Under all areas
to be paved, the embankments shall be compacted to a depth of 12 inches and to
a density of not less than 100 percent of the maximum density as determined by
ASTM 01557.
On all areas outside of the pavement areas, no compaction will be required on the
top 4 inches (100 mm) .
The in-place field density shall be determined in accordance with ASTM 01556 or
ASTM 02167.
Compaction areas shall be kept separate, and no layer shall be covered by another
until the proper density is obtained.
Ouring construction of the embankment, the Contractor shall route his/her
equipment at all times, both when loaded and when empty, over the layers as they
are placed and shall distribute the travel evenly over the entire width of the
embankment. The equipment shall be operated in such a manner that hardpan,
cemented gravel, clay, or other chunky soil material will be broken up into small
particles and become incorporated with the other material in the layer.
In the construction of embankments, layer placement shall begin in the deepest
portion of the fill; as placement progresses, layers shall be constructed
approximately parallel to the finished pavement grade line.
When rock and other embankment material are excavated at approximately the same,
time, the rock shall be incorporated into the outer portion of the embankment and
EXCAVATION AND EMBANKMENT
P-152-4
ADDENDUM NO. 2
5910861-000
the other material shall be incorporated under the future paved areas. Stones
or fragmentary rock larger than 4 inches (100 rom) in their greatest dimensions
will not be allowed in the top 6 inches (150 rom) of the subgrade. Rockfill shall
be brought up in layers as specified or as directed and every effort shall be
exerted to fill the voids with the finer material forming a dense, compact mass.
Rock or boulders shall not be disposed of outside the excavation or embankment
areas, except at places and in the manner designated by the Engineer.
When the excavated material consists predominantly of rock fragments of such size
that the material cannot be placed in layers of the prescribed thickness without
crushing, pulverizing or further breaking down the pieces, such material may be
placed in the embankment as directed in layers not exceeding 2 feet (60 em) in
thickness. Each layer shall be leveled and smoothed with suitable leveling
equipment and by distribution of spalls and finer fragments of rock. These type
lifts shall not be constructed above an elevation 4 feet (120 cm) below the
finished subgrade. Density requirements will not apply to portions of
embankments constructed of materials which cannot be tested in accordance with
specified methods.
Frozen material shall not be placed in the embankment nor shall embankment be
placed upon frozen material.
There will be no separate measurement of payment for compacted embankment, and
all costs incidental to placing in layers, compacting, disking, watering, mixing,
sloping, and other necessary operations for construction of embankments will be
included in the contract price for excavation, borrow, or other items.
152 - 2 .7 FINISHING AND PROTECTION OF SUBGRADE. After the subgrade has been
substantially completed the full width shall be conditioned by removing any soft
or other unstable material which will not compact properly. The resulting areas
and all other low areas, holes or depressions shall be brought to grade with
suitable select material. Scarifying, blading, rolling and other methods shall
be performed to provide a thoroughly compacted subgrade shaped to the lines and
grades shown on the plans.
Grading of the subgrade shall be performed so that it will drain readily. The
Contractor shall take all precautions necessary to protect the subgrade from
damage. He/she shall limit hauling over the finished subgrade to that which is
essential for construction purposes.
All ruts or rough places that develop in a completed subgrade shall be smoothed
and recompacted.
No subbase, or surface course shall be placed on the subgrade until the subgrade
has been approved by the Engineer.
152-2.8 HAOL. All hauling will be considered a necessary and incidental part
of the work. Its cost shall be considered by the Contractor and included in the
contract unit price for the pay of items of work involved. No payment will be
made separately or directly for hauling on any part of the work.
152-2.9 TOLERANCES. In those areas upon which a subbase or base course is to
be placed, the top of the subgrade shall be of such smoothness that, when tested
with a 16-foot (4.8 m) straightedge applied parallel and at right angles to the
centerline, it shall not show any deviation in excess of 1/2-inch (12 rom), or
shall not be more than 0.05-foot (.015 m) from true grade as established by grade
hubs or pins. Any deviation in excess of these amounts shall be corrected by
loosening, adding, or removing materials; reshaping; and recompacting by
sprinkling and rolling.
On runway safety areas, intermediate and other designated areas, the surface
shall be of such smoothness that it will not vary more than 0.10 foot (0.03 m)
EXCAVATION AND EMBANKMENT
P-152-5
ADDENDUM NO. 2
5910861-000
from true grade as established by grade hubs. Any deviation in excess of this
amount shall be corrected by loosening, adding or removing materials, and
reshaping.
152-2.10 TOPSOIL. When topsoil is specified or required as shown on the plans
or under Item T-905, it shall be salvaged from stripping or other grading
operations. The topsoil shall meet the requirements of Item T-905. If, at the
time of excavation or stripping, the topsoil cannot be placed in its proper and
final section of finished construction, the material shall be stockpiled at
approved locations. Stockpiles shall not be placed within 200 feet of runway
pavement or 65 feet of taxiway pavement and shall not be placed on areas which
subsequently will require any excavation or embankment. If, in the judgment of
the Engineer, it is practical to place the salvaged topsoil at the time of
excavation or stripping, the material shall be placed in its final position
without stockpiling or further rehandling.
Upon completion of grading operations, stockpiled topsoil shall be handled and
placed as directed, or as required in Item T-905.
No direct payment will be made for topsoil as such under Item P-152. The
quantity removed and placed directly or stockpiled shall be paid for at the
contract unit price per cubic yard (cubic meter) for "Unclassified Excavation."
When stockpiling of topsoil and later rehandling of such material is directed by
the Engineer, the material so rehandled shall be paid for at the contract unit
price per cubic yard (cubic meter) for "Topsoiling," as provided in Item T-905.
152-2.11 SUBGRADE STABILIZATION. Subgrade stabilization shall be in accordance
with Section 160 of the Florida Department of Transportation Standard
Specifications for Road and Bridge Construction, latest edition. Furnish Type
B stabilization with a minimum LBR of 40.
TESTING REQUIREMENTS
ASTM D698 Tests for Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures, Using 5.5-pound (2.5 kg) Rammer and 12-inch (300 rom)
Drop
ASTM D1556 Test for Density of Soil In-Place by the Sand Cone Method
ASTM D1557 Tests for Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures, Using 10-pound (4.5 kg) Rammer and 18-inch (45 em) Drop
ASTM D2167 Test for Density of Soil In-Place by the Rubber Balloon Method.
END OF ITEM P-152
EXCAVATION AND EMBANKMENT
P-152-6
ADDENDUM NO. 2
5910861-000
MARATHON AIRPORT
TERMINAL AREA SITE IMPROVEMENTS
MONROE COUNTY, FLORIDA
ITEM P-501 PORTLAND CEMENT CONCRETE PAVEMENT
DESCRIPTION
501-1.1 This work shall consist of terminal area tug drive pavements composed
of portland cement concrete, with reinforcement (in selected areas) constructed
on a prepared subgrade or subbase course in accordance with these specifications
and shall conform to the lines, grades, thicknesses, and typical cross sections
shown on the plans.
MATERIALS
501-2.1 FINE AGGREGATE. Fine aggregate for concrete shall conform to the
requirements of ASTM C33 and shall meet the requirements of Table 1.
TABLE 1 _ GRADATION FOR FINE AGGREGATE
ASTM C33
Sieve Designation (square openings)
Percentage by weight Passing Sieves
3/8 in (9.5 rom)
No.4 (4.75 rom)
No.8 (2.36 rom)
No. 16 (1.18 rom)
No. 30 (600 micro-m)
No. 50 (300 micro-m)
No. 100 (150 micro-m)
100
95-100
80-100
50-85
25-60
10-30
2-10
501-2.2 COARSE AGGREGATE. Coarse aggregate shall conform to the requirements
of ASTM C33. Gradation shall be in accordance with Table 2.
TABLE 2 _ GRADATION FOR COARSE AGGREGATE
ASTM C33
Sieve Designations
(square openings)
in. rom
Percentage by Weight Passing Sieves
11/2
1
3/4
1/2
3/8
No. 4
No. 8
38.1
25.0
19.0
12.5
9.5
4.75
2.36
100
95-100
25-60
0-10
0-5
The percentage of wear shall be no more than 40 when tested in accordance with
ASTM C131.
Aggregates delivered to the mixer shall consist of crushed stone, crushed or
uncrushed gravel, air-cooled blast furnace slag, or natural sand. The aggregate
shall be composed of sound, tough, durable particles and shall meet the
requirements for deleterious substances given in ASTM C33. The aggregate in any
size group shall not contain more than 8 percent by weight of flat or elongated
pieces when tested in accordance with ASTM D4791. A flat or elongated particle
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-1
ADDENDUM NO. 2
5910861-000
is one having a ratio between the maximum and the minimum dimensions of a
circumscribing rectangular prism exceeding 5 to 1.
501-2.3 CEMENT. Cement shall conform to the requirements of ASTM C150, Type I
or ASTM C595, Type IP.
If, for any reason, cement becomes partially set or contains lumps of caked
cement, it shall be rejected. Cement salvaged from discarded or used bags shall
not be used.
501-2.4 CEMENTITIOUS MATERIALS.
a. Fly Ash. Fly ash shall meet the requirements of ASTM C618 with the
exception of loss of ignition, where the maximum shall be less than 6 percent.
b. Blast Furnace Slag. Ground blast furnace slag shall meet the
requirements of ASTM C989, Grade 120.
501-2.5 PREMOLDED JOINT FILLER. premolded joint filler for expansion joints
shall conform to the requirements of ASTM D1751 and shall be punched to admit the
dowels where called for on the plans. For contraction joints, the filler shall
be a resin-impregnated fiberboard conforming to the physical requirements of ASTM
D1752. The filler for each joint shall be furnished in a single piece for the
full depth and width required for the joint, unless otherwise specified by the
Engineer. When the use of more than one piece is authorized for a joint, the
abutting ends shall be fastened securely and held accurately to shape by stapling
or other positive fastening means satisfactory to the Engineer.
501-2.6 JOINT SEALER. The joint sealer for the joints in the concrete pavement
shall meet the requirements of Item P-605 and shall be of the type(s) specified
in the plans.
501-2.7 STEEL REINFORCEMENT. Reinforcing (when shown on the plans) shall
consist of steel bars or steel fabric conforming to the requirements of the
following:
Welded Steel Wire Fabric
Welded Deformed Steel Fabric
Bar Mats
ASTM A185
ASTM A497
ASTM A184 or A74D4
501-2.8 DOWEL AND TIE BARS. Tie bars shall be deformed steel bars and conform
to the requirements of ASTM A615, ASTM A616 or ASTM A617, except that rail steel
bars, grade 50 or 60, shall not be used for tie bars that are to be bent or
restraightened during construction. Tie bars designated as grade 40 in ASTMA615
can be used for construction requiring bent bars.
Dowel bars shall be plain steel bars conforming to ASTMA615, ASTM A616, or ASTM
A617, and shall be free from burring or other deformation restricting slippage
in the concrete. Before delivery to the construction site, a minimum of
two-thirds of the length of each dowel bar shall be painted with one coat of
zinc-chromate. If plastic or epoxy-coated steel dowels are used, no
zinc-chromate coating is required, except when specified for a particular
situation on the contract plans. Coated dowels shall conform to the requirements
given in AASHTO M 254.
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
5910861-000
The sleeves for dowel bars used in expansion joints shall be metal, of an
approved design to cover 2 to 3 inches (50 mm to 75 mm) of the dowel, with a
closed end and with a suitable stop to hold the end of the bar at least 1 inch
(25 mm) from the closed end of the sleeve. Sleeves shall be of such design that
they will not collapse during construction.
501-2.9 WATER. Water used in mixing or curing shall be as clean and free of
oil, salt, acid, alkali, sugar, vegetable, or other substances injurious to the
finished product as possible. Water will be tested in accordance with the
requirements of AASHTO T 26. Water known to be of potable quality may be used
without testing.
501-2.10 COVER MATERIAL FOR CURING. Curing materials shall conform to one of
the following specifications:
a. Liquid membrane-forming compounds for curing concrete shall conform to
the requirements of ASTM C309, Type 2.
b. White polyethylene film for curing concrete shall conform to the
requirements of ASTM C171.
c. White burlap-polyethylene sheeting for curing concrete shall conform
to the requirements of ASTM C171.
d. Waterproof paper for curing concrete shall conform to the requirements
of ASTM C171.
501-2.11 ADMIXTURES. The use of any material added to the concrete mix shall
be approved by the Engineer. The Contractor shall submit certificates indicating
that the material to be furnished meets all of the requirements indicated below.
In addition, the Engineer may require the Contractor to submit complete test data
from an approved laboratory showing that the material to be furnished meets all
of the requirements of the cited specifications. Subsequent tests will be made
of samples taken by the Engineer from the supply of the material being furnished
or proposed for use on the work to determine whether the admixture is uniform in
quality with that approved.
a. Air-Entraining Admixtures.
requirements of ASTM C260 and shall be
to produce the specified air content.
reducer admixture shall be compatible.
Air-entraining admixtures shall meet the
added to the mixer in the amount necessary
The air-entrainment agent and the water
b. Chemical Admixtures. Water-reducing, set-retarding, and
set-accelerating admixtures shall meet the requirements of ASTM C494.
MIX DESIGN
501-3.1 PROPORTIONS. Proportioning requirements for concrete shall be designed
for a flexural strength of 650.
Prior to the start of paving operations and after approval of all material to be
used in the concrete, the Contractor shall submit a mix design showing the
proportions and actual flexural strength obtained from the concrete. The mix
design shall include a complete list of materials including type; brand; source
and amount of cement, fly ash or other pozzolans, ground slag, and admixtures;
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
5910861-000
and copies of test reports. Production shall not begin until the mix design is
approved by the Engineer.
Flexural strength shall be as specified at 28 days using test specimens prepared
in accordance with ASTM C31 and tested in accordance with ASTM C78. The mix
determined shall be workable concrete having a slump for side-form concrete
between 1 and 2 inches (25 rom and 50 rom) as determined by ASTM C143. For
vibrated slip-form concrete, the slump shall be between 1/2 inch (12 rom) and
1-1/2 inches (37 rom) .
The minimum cementitious material (cement plus fly ash) content shall be 500
pounds per cubic yard (296 kg per cubic meter). The ratio of water to
cementitious material, including free surface moisture on the aggregates but not
including moisture absorbed by the aggregates shall not be more than 0.53 by
weight.
For slip-form construction, a high degree of uniformity in the plastic concrete
is required. Caution should be exercised in establishing the air-entrainment
percentage, as excessive air entrainment will aggravate edge slumping and
insufficient air entrainment will result in poor concrete durability. Some edge
slump of the wet concrete behind the side form on the paving machine will occur,
even with low slump concrete. This may continue, though very slowly, until
initial set has taken place.
501-3.2 CBMENTITIOUS MATERIALS.
a. Fly Ash. Fly ash may be used in the mix design. When fly ash is used
as a partial replacement for cement, the minimum cement content may be met by
considering portland cement plus fly ash as the total cementitious material. The
replacement rate shall be determined from laboratory trial mixes, but shall not
exceed 25 percent by weight of the total cementitious material.
b. Ground Slag. Ground blast-furnace slag may be used in a mix design
containing Type I or Type II cement. The slag may constitute between 25 to 55
percent of the total cementitious material. If the concrete is to be used for
slipforming operations and the air temperature is expected to be lower than 55
F (13 C) the percent slag should not exceed 30 percent.
501-3.3 ADMIXTURES.
a. Air Entraining. Air-entraining admixture shall be added in such a
manner that will insure uniform distribution of the agent throughout the batch.
The air content of freshly mixed air-entrained concrete shall be based upon trial
mixes with the materials to be used in the work adjusted to produce concrete of
the required plasticity and workability. The percentage of air entrainment in
the mix shall be in accordance with Table 3 plus or minus 1-1/2 percentage
points. Air content shall be determined by testing in accordance with ASTM C231
for gravel and stone coarse aggregate and ASTM C173 for slag and other highly
porous coarse aggregate.
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-4
ADDENDUM NO. 2
5910861-000
ENTRAINED AIR TOLERANCES
Coarse Aggregate P
Air Content
Percent by Volume
1-1/2 in. (38.1 1IDll), 2 in. (51 1IDll),
2-1/2 in. (63 1IDll)
3/4 in. (19.1 1IDll), 1 in. (25.0 1IDll)
3/8 in. (9.5 1IDll), 1/2 in. (12.5 1IDll)
5-1/2
6
7-1/2
b. Chemical. Water-reducing and set-controlling admixtures shall be added
to the mix in the manner recommended by the manufacturer and in the amount
necessary to comply with the specification requirements. Tests shall be
conducted on trial mixes, during the mix design, in accordance with ASTM C494.
501-3.4 TESTING LABORATORY. The testing laboratory used to develop the design
mix and to perform the tests required by this specification shall meet the
requirements of ASTM C1077. A certification that the laboratory meets these
requirements shall be submitted to the Engineer.
CONSTRUCTION METHODS
501-4.1 EQUIPMENT. Equipment and tools necessary for handling materials and
performing all parts of the work shall be approved by the Engineer as to design,
capacity, and mechanical condition. The equipment shall be at the job site before
the start of construction operations for examination and approval.
a. Batching Plant and Equipment.
(1) General. The bat ching plant shall include bins, weighing
hoppers, and scales for the fine aggregate and coarse aggregate. If bulk cement
is used, a bin, hopper, and separate scale for cement shall be included. The
weighing hoppers shall be properly sealed and vented to preclude dusting during
operation.
(2) Bins and Hopper. Bins with adequate separate compartments for
fine aggregate and coarse aggregate shall be provided in the bat ching plant.
Each compartment shall discharge efficiently and freely into the weighing
hopper. Means of control shall be provided so that, as the quantity desired in
the weighing hopper is approached, the material may be added slowly and shut off
with precision. A port or other opening for removing an overload of anyone of
the several materials from the hopper shall be provided. Weighing hoppers shall
be constructed to eliminate accumulations of materials and to discharge fully.
(3) Scales. The scales for weighing aggregates and cement shall be
of either the beam or the springless dial type. They shall be accurate within
0.5 percent throughout their range of use. When beam- type scales are used,
provisions such as a "telltale" dial shall be made for indicating to the
operator that the required load in the weighing hopper is being approached. A
device on the weighing beams shall clearly indicate critical position. Poises
shall be designed to be locked in any position and to prevent unauthorized
change. The weight beam and "telltale" device shall be in full view of the
operator while charging the hopper, and the operator shall have convenient access
to all controls.
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
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Scales shall be inspected and sealed as often as the Engineer may seem necessary
to assure their continued accuracy. The Contractor shall have on hand not less
than ten 50-pound (23 kg) weights for testing of all scales when directed by the
Engineer.
b. Mixers.
(1) General. Concrete may be mixed at a central plant, or wholly
or in part in truck mixers. Each mixer shall have attached in a prominent place
a manufacturer's nameplate showing the capacity of the drum in terms of volume
of mixed concrete and the speed of rotation of the mixing drum or blades.
A device accurate within 3 percent and satisfactory to the Engineer shall be
provided at the mixer for determining the amount of air-entraining agent or other
admixture to be added to each batch requiring such admixtures.
Mixers shall be examined daily for the accumulation of hard concrete or mortar
and the wear of blades.
(2) Central Plant Mixer. Mixing shall be in an approved mixer
capable of combining the aggregates, cement, and water into a thoroughly mixed
and uniform mass within the specified mixing period, and of discharging the
mixture without segregation. Central plant mixers shall be equipped with an
acceptable timing device that will not permit the batch to be discharged until
the specified mixing time has elapsed. The water system for a central mixer
shall be either a calibrated measuring tank or a meter and shall not necessarily
be an integral part of the mixer.
The mixers shall be examined daily for changes in condition due to accumulation
of hard concrete or mortar or wear of blades. The pickup and throwover blades
shall be replaced when they have worn down 3/4 inch (13 nun) or more. The
Contractor shall have a copy of the manufacturer's design on hand showing
dimensions and arrangement of blades in reference to original height and depth.
(3) Truck Mixers and Truck Agitators. Truck mixers used for mixing
and hauling concrete and truck agitators used for hauling central mixed concrete
shall conform to the requirements of ASTM C94.
(4) Nonagitator Trucks. Nonagitating hauling equipment shall
conform to the requirements of ASTM.C94.
c. Finishing Equipment.
(1) Finishing Machine. The finishing machine shall be equipped with
one or more oscillating-type transverse screeds.
(2) Vibrators. For side-form construction, vibrators may be either
the surface pan type for pavements less than 8 inches (200 nun) thick or the
internal type with either inunersed tube or multiple spuds, for the full width of
the concrete slab. They may be attached to the spreader or the finishing machine,
or they may be mounted on a separate carriage. They shall not come in contact
with the joint, load-transfer devices, subgrade, or side forms. The frequency
of the surface vibrators shall not be less than 3,500 vibrations per minute, and
the frequency of the internal type shall not be less than 7,000 vibrations per
minute for spud vibrators. When spud-type internal vibrators are used adjacent
to the side forms, they shall have a frequency of not less than 3,500 vibrations
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-6
ADDENDUM NO. 2
5910861-000
per minute. Hand vibrators should be used to consolidate the concrete along
forms and other isolated areas.
For slip-form construction, the paver shall vibrate the concrete for the full
width and depth of the strip of pavement being placed. Vibration shall be
accomplished by internal vibrators with a frequency range variable between 7,000
and 12,000 vibrations per minute. The amplitude of vibration shall be between
0.025 (0.6 rom) and 0.06 (1.5 rom) inches.
The number, spacing, frequency, and eccentric weights shall be provided as
necessary to achieve an acceptable concrete density and finishing quality.
Adequate power to operate all vibrators at the weight and frequency required for
a satisfactory finish shall be available on the paver. The internal vibrators
may be supplemented by vibrating screeds operating on the surface of the
concrete. The frequency of surface vibrators shall not be less than 3,500
vibrations per minute. The Contractor shall furnish a tachometer or other
suitable device for measuring the frequency of the vibrators. The vibrators and
tamping elements shall be automatically controlled so that they shall be stopped
as forward motion ceases. Any override switch shall be of the spring-loaded,
momentary contact type:
d. Concrete Saw. When sawing of joints is specified, the Contractor shall
provide sawing equipment adequate in number of units and power to complete the
sawing to the required dimensions and at the required rate. The Contractor shall
provide at least one standby saw in good working order. An ample supply of saw
blades shall be maintained at the site of the work at all times during sawing
operations. The Contractor shall provide adequate artificial lighting facilities
for night sawing. All of this equipment shall be on the job both before and at
all times during concrete placement.
e. Forms. Straight side forms shall be made of steel having a thickness
of not less than 7/32 inch (6 rom) and shall be furnished in sections not less
than 10 feet (3 m) in length. Forms shall have a depth equal to the prescribed
edge thickness of the concrete without horizontal joint, and a base width equal
to the depth of the forms. Flexible or curved forms of proper radius shall be
used for curves of 100-foot (30 m) radius or less. Flexible or curved forms
shall be of a design acceptable to the Engineer. Forms shall be provided with
adequate devices for secure settings so that when in place they will withstand,
without visible spring or settlement, the impact and vibration of the
consolidating and finishing equipment. Flange braces shall extend outward on the
base not less than two-thirds the height of the form. Forms with battered top
surfaces and bent, twisted, or broken forms shall be removed from the work.
Repaired forms shall not be used until inspected and approved. Built-up forms
shall not be used, except as approved by the Engineer. The top face of the form
shall not vary from a true plane more than 1/8 inch (3 rom) in 10 feet (3 m), and
the upstanding leg shall not vary more than 1/4 inch (6 rom). The forms shall
contain provisions for locking the ends of abutting sections together tightly for
secure setting.
f. Slip-form Pavers. The paver shall be fully energized, self -propelled,
and designed for the specific purpose of placing, consolidating, and finishing
the concrete pavement, true to grade, tolerances, and cross section. It shall
be of sufficient weight and power to construct the maximum specified concrete
paving lane width as shown in the plans, at adequate forward speed, without
transverse, longitudinal or vertical instability or without displacement. The
paver should be equipped with electronic or hydraulic horizontal and vertical
control devices.
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-7
ADDENDUM NO. 2
5910861-000
501-4.2 FORM SETl'ING. Forms shall be set sufficiently in advance of the
concrete placement to insure continuous paving operation. After the forms have
been set to correct grade, the grade shall be thoroughly tamped, either
mechanically or by hand, at both the inside and outside edges of the base of the
forms. Forms shall be staked into place with not less than 3 pins for each
10-foot (3 m) section. A pin shall be placed at each side of every joint.
Form sections shall be tightly locked and shall be free from play or movement in
any direction. The forms shall not deviate from true line by more than 1/4 inch
(6 mm) at any joint. Forms shall be so set that they will withstand, without
visible spring or settlement, the impact and vibration of the consolidating and
finishing equipment. Forms shall be cleaned and oiled prior to the placing of
concrete.
The alignment and grade elevations of the forms shall be checked and corrections
made by the Contractor immediately before placing the concrete. When any form
has been disturbed or any grade has become unstable, the form shall be reset and
rechecked.
501-4.3 CONDITIONING OF UNDERLYING COURSE, SLIP-FORM CONSTRUCTION. The
compacted subgrade or subbase on which the pavement will be placed shall be
widened approximately 3 feet (90 em) to extend beyond the paving machine track
to support the paver without any noticeable displacement. After the subgrade or
subbase has been placed and compacted to the required density, the areas which
will support the paving machine and the area to be paved shall be trimmed to the
proper elevation and profile by means of a properly designed machine. The grade
of the subbase on which the concrete pavement is to be placed shall be controlled
automatically by steel guide wires erected and maintained by the Contractor. If
the density of the base is disturbed by the trimming operations, it shall be
corrected by additional compaction before the concrete is placed except when
stabilized subbases are being constructed. If damage occurs on a stabilized
subbase, it shall be corrected full depth by the Contractor or the damaged areas
filled with concrete integral with the pavement. The grading operations should
be delayed as long as possible and immediately precede paving insofar as
practical, particularly if the base course is subjected to haul traffic. If
traffic is allowed to use the prepared grade, the grade shall be checked and
corrected immediately before the placement of concrete. The prepared grade shall
be well moistened with water, without saturating, immediately ahead of concrete
placement to prevent rapid loss of moisture from concrete. In cold weather the
underlying subbase shall be protected so that it will be entirely free of frost
when concrete is placed.
501-4.4 CONDITIONING OF UNDERLYING COURSE, SIDE-FORM CONSTRUCTION. The prepared
grade shall be well moistened with water, without saturating, immediately ahead
of concrete placement to prevent rapid loss of moisture from the concrete. Ruts
or depressions in the subgrade or subbase caused by hauling or usage of other
equipment shall be filled as they develop with suitable material (not with
concrete or concrete aggregates) and thoroughly compacted by rolling. If damage
occurs to a stabilized subbase, it shall be corrected full depth by the
Contractor, or the damaged areas filled with concrete integral with the
pavement. A multiple-pin templet weighing not less than 1,000 pounds (454 kg)
per 20 feet (6 m) or other approved templet shall be provided and operated on the
forms immediately in advance of the placing of the concrete. The templet shall
be propelled only by hand and not attached to a tractor or other power unit.
Templets shall be adjustable so that they may be set and maintained at the
correct contour of the underlying course. The adjustment and operation of the
templet shall be such as will provide an accurate retest of the grade before
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
5910861-000
placing the concrete thereon. All excess material shall be removed. Low areas
may be filled and compacted to a condition similar to that of the surrounding
grade, or filled with concrete integral with the pavement. In cold weather, the
underlying subbase shall be protected so that it will be entirely free from frost
when the concrete is placed. The use of chemicals to eliminate frost in the
underlying material will not be permitted. The templet shall be maintained in
accurate adjustment, at all times by the Contractor, and should be checked
daily. The work described under the foregoing paragraphs does not constitute a
regular subgrading operation, but rather a final accurate check of the underlying
course.
501-4.5 HANDLING, MEASURING, AND BATCHING MATERIAL. The batch plant site,
layout, equipment, and provisions for transporting material shall assure a
continuous supply of material to the work. Stockpiles shall be built up in layers
of not more than 3 feet (90 em) in thickness. Each layer shall be completely in
place before beginning the next layer and shall not be allowed to "cone" down
over the next lower layer. Aggregates from different sources and of different
grading shall not be stockpiled together. Improperly placed stockpiles will not
be accepted by the Engineer.
Aggregates shall be handled from stockpiles or other sources to the bat ching
plant in such manner to secure the specified grading of the material. Aggregates
that have become segregated or mixed with earth or foreign material shall not be
used. All aggregates produced or handled by hydraulic methods, and washed
aggregates, shall be stockpiled or binned for draining at least 12 hours before
being batched. Rail shipments requiring more than 12 hours will be accepted as
adequate binning only if the car bodies permit free drainage. The fine aggregate
and coarse aggregate shall be separately weighed into hoppers in the respective
amounts set by the Engineer in the job mix. Cement shall be measured by weight.
Separate scales and hopper, with a device to positively indicate the complete
discharge of the batch of cement into the batch box or container, shall be used
for weighing the cement.
When required by the contract or when permitted, batching plants shall be
equipped to proportion aggregates and bulk cement, by weight, automatically using
interlocked proportioning devices of an approved type. When bulk cement is used,
the Contractor shall use a suitable method of handling the cement from weighing
hopper to transporting container or into the batch itself for transportation to
the mixer, such as a chute, boot, or other approved device, to prevent loss of
cement. The device shall be arranged to provide posi ti ve assurance of the actual
presence in each batch of the entire cement content specified.
When cement is placed in contact with the aggregates, batches may be rejected
unless mixed within 1-1/2 hours of such contact. Batching shall be conducted so
that the results in the weights of each material required will be within a
tolerance of 1 percent for cement and 2 percent for aggregates.
Water may be measured either by volume or by weight. The accuracy of measuring
the water shall be within plus or minus 1 percent of required amounts. Unless
the water is to be weighed, the water-measuring equipment shall include an
auxiliary tank from which the measuring tank shall be filled. The measuring tank
shall be equipped with an outside tap and valve to provide for checking the
setting, unless other means are provided for readily and accurately -determining
the amount of water in the tank. The volume of the auxiliary tank shall be at
least equal to that of the measuring tank.
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-9
ADDENDUM NO. 2
5910861-000
Methods and equipment for adding air-entraining agent or other admixtures to the
batch, when required, shall be approved by the Engineer. All admixtures shall
be measured into the mixer with an accuracy of plus or minus 3 percent.
501-4.6 MIXING CONCRETE. The concrete may be mixed at the work site, in a
central mix plant or in truck mixers. The mixer shall be of an approved type and
capacity. Mixing time shall be measured from the time all materials, except
water, are emptied into the drum. Ready-mixed concrete shall be mixed and
deli vered in accordance with the requirements of ASTM C94, except that the
minimum required revolutions of the mixing speed for transit mixed concrete may
be reduced to not less than that recommended by the mixer manufacturer. The
number of revolutions recommended by the mixer manufacturer shall be indicated
on the manufacturer's serial plate attached to the mixer. The Contractor shall
furnish test data acceptable to the Engineer verifying that the make and model
of the mixer will produce uniform concrete conforming to the provisions of ASTM
C94 at the reduced number of revolutions shown on the serial plate.
When mixed at the work site or in a central mixing plant, the mixing time shall
not be less than 50 seconds nor more than 90 seconds. Mixing time ends when the
discharge chute opens. Transfer time in multiple drum mixers is included in
mixing time. The contents of an individual mixer drum shall be removed before
a succeeding batch is emptied therein.
The mixer shall be operated at the drum speed as shown on the manufacturer's
nameplate on the approved mixer. Any concrete mixed less than the specified time
shall be discarded at the Contractor's expense. The volume of concrete mixed per
batch shall not exceed the mixer's nominal capacity in cubic feet (cubic meters) ,
as shown on the manufacturer's standard rating plate on the mixer. An overload
up to 10 percent above the mixer's nominal capacity may be permitted provided
concrete test data for segregation and uniform consistency are satisfactory, and
provided no spillage of concrete takes place. The batch shall be charged into
the drum so that a portion of the mixing water shall enter in advance of the
cement and aggregates. The flow of water shall be uniform, and all water shall
be in the drum by the end of the first 15 seconds of the mixing period. The
throat of the drum shall be kept free of such accumulations as may restrict the
free flow of materials into the drum.
Mixed concrete from the central mixing plant shall be transported in truck
mixers, truck agitators, or nonagi tating trucks. The time elapsing from the time
water is added to the mix until the concrete is deposited in place at the work
site shall not exceed 30 minutes when the concrete is hauled in nonagitating
trucks, nor 60 minutes when the concrete is hauled in truck mixers or truck
agitators. Retempering concrete by adding water or by other means will not be
permitted, except when concrete is delivered in transit mixers. with transit
mixers additional water may be added to the batch materials and additional mixing
performed to increase the slump to meet the specified requirements, if permitted
by the Engineer. All these operations must be performed within 45 minutes after
the initial mixing operations and the water-cement ratio must not be exceeded.
Admixtures for increasing the workability or for accelerating the set will be
permitted only when specified for in the contract.
501-4.7 LIMITATIONS OF MIXING. No concrete shall be mixed, placed, or finished
when the natural light is insufficient, unless an adequate and approved
artificial lighting system is operated.
Unless authorized in writing by the Engineer, mixing and concreting operations
shall be discontinued when a descending air temperature in the shade and away
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
5910861-000
from artificial heat reaches 40 F (4 C) and shall not be resumed until an
ascending air temperature in the shade and away from artificial heat reaches 35
F (2 C) .
When concreting is authorized during cold weather, the aggregates may be heated
by either steam or dry heat prior to being placed in the mixer. The apparatus
used shall heat the mass uniformly and shall be arranged to preclude the possible
occurrence of overheated areas which might be detrimental to the materials.
Unless otherwise authorized, the temperature of the mixed concrete shall not be
less than 50 F (10 C) at the time of placement in the forms.
If the air temperature is 35 F (2 C) or less at the time of placing concrete, the
Engineer may require the water and/or the aggregates to be heated to not less
than 70 F (20 C) nor more than 150 F (66 C) Concrete shall not be placed on
frozen suhgrade nor shall frozen aggregates by used in the concrete.
During periods of warm weather when the maximum daily air temperature exceeds 85
F (30 C), the following precautions should be taken. The forms and/or the
underlying material shall be sprinkled with water immediately before placing the
concrete. The concrete shall be placed at the coolest temperature practicable,
and in no case shall the temperature of the concrete when placed exceed 90 F (33
C). The aggregates and/or mixing water shall be cooled as necessary to maintain
the concrete temperature at or not more than the specified maximum.
501-4.8 PLACING CONCRETE.
a. Side-Form Method For the side-form method, the concrete shall be
deposited on the moistened grade to require as little rehandling as possible.
Unless truck mixers, truck agitators, or nonagitating hauling equipment are
equipped with means for discharge of concrete without segregation of the
materials, the concrete shall be unloaded into an approved spreading device and
mechanically spread on the grade to prevent segregation of the materials.
Placing shall be continuous between transverse joints without the use of
intermediate bulkheads. Necessary hand spreading shall be done with shovels --
not rakes. Workmen shall not be allowed to walk in the freshly mixed concrete
with boots or shoes coated with earth or foreign substances.
When concrete is to be placed adj oining a previously constructed lane of pavement
and when mechanical equipment will be operated upon the existing lane of
pavement, the concrete shall be at least 7 days old and at a flexural strength
approved by the Engineer. If only finishing equipment is carried on the
existing lane, paving in adjoining lanes may be permitted after 3 days, if
approved by the Engineer.
Concrete shall be thoroughly consolidated against and along the faces of all
forms and along the full length and on both sides of all joint assemblies by
means of vibrators inserted in the concrete. Vibrators shall not be permitted
to come in contact with a j oint assembly, the grade I or a side form. In no case
shall the vibrator be operated longer than 15 seconds in anyone location, nor
shall the vibrators be used to move the concrete.
Concrete shall be deposited as near to expansion and contraction joints as
possible without disturbing them but shall not be dumped from the discharge
bucket or hopper onto a joint assembly unless the hopper is well centered on the
joint assembly.
PORTLAND CEMENT CONCRETE PAVEMENT
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ADDENDUM NO. 2
5910861-000
Should any concrete materials fall on or be worked into the surface of a
completed slab, they shall be removed immediately by approved methods.
b. Slip-Form Method. For the slip-form method, the concrete shall be
placed with an approved crawler-mounted, slip-form paver designed to spread,
consolidate, and shape the freshly placed concrete in one complete pass of the
machine so that a minimum of hand finishing will be necessary to provide a dense
and homogeneous pavement in conformance with requirements of the plans and
specifications. The concrete should be placed directly on top of the joint
assemblies to prevent them from moving when the paver moves over them. Side
forms and finishing screeds shall be adjustable to the extent required to produce
the specified pavement edge and surface tolerance. The side forms shall be of
dimensions, shape, and strength to support the concrete laterally for a
sufficient length of time so that no appreciable edge slumping will occur. Final
finishing shall be accomplished while the concrete is still in the plastic state.
It is the intent of the specification to produce a high quality, dense, long
lasting, and smooth pavement suitable for the high speed operations of
roughness - sensi ti ve heavy jet aircraft. This requires that all joints, and
particularly all longitudinal joints, meet the specified tolerance throughout
their length. The Engineer will designate the paving lanes in an apron, taxiway,
or the outer runway paving lanes to be used for the initial paving operations.
In the event that slumping or sloughing occurs behind the paver or if there are
any other structural or surface defects which, in the opinion of the Engineer,
cannot be corrected within permissible tolerances, the Engineer may halt paving
operations until proper adjustment of the equipment or procedures have been
made. In the event that satisfactory procedures and pavement are not achieved
after not more than 2,000 linear feet (600 m) of single lane paving, the
Contractor shall complete the balance of the work with the use of standard metal
forms and the formed method of placing and curing.
501-4.9 STRIKE-OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT. Following the
placing of the concrete, it shall be struck off to conform to the cross section
shown on the plans and to an elevation such that when the concrete is properly
consolidated and finished, the surface of the pavement shall be at the elevation
shown on the plans. When reinforced concrete pavement is placed in two layers,
the bottom layer shall be struck off to such length and depth that the sheet of
reinforcing steel fabric or bar mat may be laid full length on the concrete in
its final position without further manipulation. The reinforcement shall then
be placed directly upon the concrete, after which the top layer of the concrete
shall be placed, struck off, and screeded. If any portion of the bottom layer of
concrete has been placed more than 30 minutes without being covered with the top
layer or if initial set has taken place, it shall be removed and replaced with
freshly mixed concrete at the Contractor's expense. When reinforced concrete is
placed in one layer, the reinforcement may be positioned in advance of concrete
placement or it may be placed in plastic concrete by mechanical or vibratory
means after spreading.
Reinforcing steel, at the time concrete is placed, shall be free of mud, oil, or
other organic matter that may adversely affect or reduce bond. Reinforcing steel
with rust, mill scale, or a combination of both will be considered satisfactory,
provided the minimum dimensions, weight, and tensile properties of a hand
wire-brushed test specimen are not less than the applicable ASTM specification
requirements.
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-12
ADDENDUM NO. 2
5910861-000
501-4.10 JOINTS.
a. General.
(1) Longitudinal and Transverse Joints. Longitudinal and transverse
joints shall be constructed as indicated on the plans and in accordance with
these requirements. All joints shall be constructed true to line with their
faces perpendicular to the surface of the pavement. Joints shall not vary more
than 1/2 inch (12 rom) from a true line or from their designated position. The
vertical surface of the pavement adjacent to all expansion joints shall be
finished to a true plane and edged to a radius of 1/4 inch (6 rom) or as shown on
the plans. The surface across the joints shall be tested with a 10-foot (3 m)
straightedge as the joints are finished and any irregularities in excess of 1/4
inch (6 rom) shall be corrected before the concrete has hardened. When required,
keyways shall be accurately formed with a template of metal or wood. The gauge
or thickness of the material in the template shall be such that the full keyway,
as specified, is formed and is in the correct location. Transverse joints shall
be at right angles to the centerline of the pavement and shall extend the full
width of the slab. The transverse joints in succeeding lanes shall be placed in
-line with similar joints in the first lane. All joints shall be so prepared,
finished, or cut to provide a groove of the width and depth shown on the plans.
(2) Tie Bars. Tie bars shall consist of deformed bars installed
principally in longitudinal joints as shown on the plans. Tie bars shall be
placed at right angles to the centerline of the concrete slab and shall be spaced
at intervals of 30 inches (76 em), unless otherwise specified. They shall be
held in position parallel to the pavement surface and midway between the surfaces
of the slab. When tie bars extend into an unpaved lane, they may be bent at
right angles against the form at longitudinal construction joints, unless
threaded bolt or other assembled tie bars are specified. These bars shall not
be painted, greased, or enclosed in sleeves.
(3) Dowel Bars. Dowel bars or other load-transfer units of an
approved type shall be placed across transverse or other joints in the manner as
specified on the plans. They shall be of the dimensions and spacings as shown
and held rigidly in the middle of the slab depth in the proper horizontal and
vertical alignment by an approved assembly device to be left permanently in
place. The dowel or load-transfer and joint devices shall be rigid enough to
permit complete assembly as a unit ready to be lifted and placed into position.
A metal, or other type, dowel expansion cap or sleeve shall be furnished for each
dowel bar used with expansion joints. These caps shall be substantial enough to
prevent collapse and shall be placed on the ends of the dowels as shown on the
plans. The caps or sleeves shall fit the dowel bar tightly and the closed end
shall be watertight. The portion of each dowel painted with rust preventative
paint, as required under Section 501-2.8, shall be thoroughly coated with asphalt
MC-70, or an approved lubricant, to prevent the concrete from binding to that
portion of the dowel. If free-sliding plastic-coated or epoxy-coated steel
dowels are used, a lubrication bond breaker shall be used except when approved
pullout tests indicate it is not necessary. In lieu of using dowel assemblies
at contraction joints, dowel bars may be placed in the full thickness of pavement
by a mechanical device approved by the Engineer.
(4) Slip-Form Construction. For slip-form construction, the
following shall apply: when keyed construction joints are called for, a sheet
metal keyway liner shall be required. The liner may remain in place permanently
and become part of the keyed joint and shall be galvanized, copper clad, or of
similar rust-resistant material, of sufficient stiffness to support the upper
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-13
ADDENDUM NO. 2
5910861-000
keyway flange. Two-piece hook bolts may be installed in either the male or
female side of the keyed joint providing the installation is made without
distorting the keyed dimensions or causing edge slump. If a bent tie bar
installation is used, the tie bars shall be inserted through the sheet metal
keyway liner only on the female side of the joint. The bent tie bar installation
may cause breaking of some small amount of laitance where the bar goes through
the liner when the exposed portion of the bar is bent for extension into the
adjacent lane. In no case shall a bent tie bar installation for male keyways be
permitted which will require chipping away of concrete to perform the
straightening of the tie bar. Alternate methods of bar installation may be
approved by the Engineer if the keyway can be formed to a tolerance of 1/4 inch
(6 mm) in any dimension and without distortion or slumping of the top of the male
flange. Transverse joints with dowels will require particular care to insure the
dowels are accurately placed and not disturbed during concrete placement.
Transverse dowels will require use of an apparatus to firmly hold the dowels
perpendicular to the joint and parallel to the slab surface. During the concrete
placement operation, it is advisable to place plastic concrete directly on the
dowel assembly immediately prior to passage of the paver to help maintain dowel
alignment. In lieu of using dowel assemblies at contraction joints, dowel bars
may be placed in the full thickness of pavement by a mechanical device approved
by the Engineer.
b. Installation. The top of an assembled joint device shall be set
at the proper distance below the pavement surface and the elevation shall be
checked. Such devices shall be set to the required position and line and shall
be securely held in place by stakes or other means during the pouring and
finishing of the concrete. The premolded j oint material shall be placed and held
in a vertical position; if constructed in sections, there shall be no offsets
between adjacent units. Dowel bars shall be checked for exact position and
alignment as soon as the joint device is staked in place, and the device shall
be tested to determine whether it is firmly supported. The maximum permissible
tolerance on dowel bar alignment in each plane, horizontal and vertical, shall
not exceed 2 percent or 1/4 inch (6 mm) per foot of a dowel bar. The most
effective way to obtain proper alignment is with well-fabricated dowel baskets
and dowel assemblies. In lieu of using dowel assemblies at contraction joints,
dowel bars may be placed in the full thickness of pavement by mechanical device
approved by the Engineer.
When joints in concrete pavements are sawed, the joints shall be cut as shown on
the plans. Equipment shall be as described in section 501-4.1. The circular
cutter shall be capable of cutting a groove in a straight line and shall produce
a slot at least 1/8 inch (3 mm) wide and to the depth shown on the plans. When
shown on the plans or required by the specifications, the top portion of the slot
or groove shall be widened by means of a second shallower cut or by suitable and
approved beveling to provide adequate space for joint sealers. Sawing of the
joints shall commence as soon as the concrete has hardened sufficiently to permit
cutting without chipping, spalling, or tearing. Sawing shall be carried on both
during the day and night as required. The joints shall be sawed at the required
spacing consecutively in sequence of the concrete placement, unless otherwise
approved by the Engineer.
c. Longitudinal Joints.
(1) Construction. Longitudinal construction joints necessary for
lane construction shall be formed against suitable side forms (usually made of
steel) with or without keyways, as indicated in the plans. Wooden forms may be
used under special conditions, when approved by the Engineer. When the concrete
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-14
ADDENDUM NO. 2
5910861-000
is placed using slip-form pavers, the keyway shall be formed in the plastic
concrete by means of preformed metal keyway liners which are inserted during the
slip-form operations to form the female side of the key and which may be left in
place. The dimensions of the keyway forms shall not vary more than plus or minus
1/4 inch (6 rom) from the dimensions indicated and shall not deviate more than
plus or minus 1/4 inch (6 rom) from the mid-depth of the pavement. A male keyway
may be used providing the keyway and edge tolerances are met. Where butt-type
joints with dowels are designated, the dowels for this type shall be painted and
greased. The edges of the joint shall be finished with a grooving tool or edging
tool, and a space or slot shall be formed along the joint of the dimensions, as
indicated, to receive the joint sealing material. Longitudinal construction
joints shall be sawed to provide a groove at the top conforming to the details
and dimensions indicated on the plans. provisions shall be made for the
installation of tie bars as noted on the plans.
(2) Contraction or weakened-plane type. The longitudinal groove
formed or sawed in the top of the slab shall be installed where indicated on the
drawings. The groove shall be formed in the plastic concrete with suitable tools
or material to obtain the width and depth specified, or it shall be sawed with
approved equipment in the hardened concrete to the dimensions required. When the
groove is formed in plastic concrete, it shall be true to line with not more than
1/4-inch (6 rom) variation in 10 feet (3 m); it shall be uniform in width and
depth; and the sides of the groove shall be finished even and smooth with an
edging tool. If an insert material is used, the installation and edge finish
shall be according to the manufacturer's instructions. The sawed groove shall
be straight and of uniform width and depth. In either case, the groove shall be
clean cut so that spalling will be avoided at intersections with transverse
joints. Tie bars shall be installed across these joints where indicated on the
plans.
(3) Expansion. Longitudinal expansion joints shall be installed as
indicated on the plans. The premolded filler, of the thickness as shown on the
plans, shall extend for the full depth and width of the slab at the joint, except
for space for sealant at the top of the slab. The filler shall be securely
staked or fastened into position perpendicular to the proposed finished surface.
A metal cap shall be provided to protect the top edge of the filler and to permit
the concrete to be placed and finished. After the concrete has been placed and
struck off, the cap shall be carefully withdrawn leaving the space over the
premolded filler. The edges of the joint shall be finished and tooled while the
concrete is still plastic.
d. Transverse Joints.
(1) Expansion. Transverse expansion joints shall be installed at
the locations and spacing as shown on the plans. The joints shall be installed
at right angles to the centerline and perpendicular to the surface of the
pavement. The joints shall be installed and finished to insure complete
separation of the slabs. Expansion joints shall be of a premolded type
conforming to these specifications and with the plans and shall be the full width
of the pavement strip.
All concrete shall be cleaned from the top of the joint material. Before the
pavement is opened to traffic, this space shall be swept clean and filled with
approved joint sealing material.
All dev~ces used for the installation of expansion joints shall be approved by
the Eng~neer. They shall be easily removable without disturbing the concrete and
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-15
ADDENDUM NO. 2
5910861-000
held in proper transverse and vertical alignment. Immediately after forms are
removed, any concrete bridging the joint space at the ends shall be removed for
the full width and depth of the joint.
When specified, expansion joints shall be equipped with dowels of the dimensions
and at the spacing and location indicated on the plans. The dowels shall be
firmly supported in place and accurately aligned parallel to the subgrade and the
centerline of the pavement by means of a dowel assembly which will remain in the
pavement and will ensure that the dowels are not displaced during construction.
Other types of load-transfer devices may be used, when approved by the Engineer.
(2) Contraction. Transverse contraction joints, weakened-plane
joints, or both, shall be installed at the locations and spacing as shown on the
plans. These joints will be installed by forming a groove or cleft in the top
of the slab while the concrete is still plastic or by sawing a groove into the
concrete surface after the concrete has hardened in the same manner as specified
in paragraph 501-4 .10c (2). Dowel bar assemblies shall be installed, when
required, as shown on the plans.
(3) Construction. Transverse construction joints shall be installed
at the end of each day's placing operations and at any other points within a
paving lane when concrete placement is interrupted for more than 30 minutes or
it appears that the concrete will obtain its initial set before fresh concrete
arrives. When the installation of the joint can be planned in advance, it shall
be located at a contraction or expansion joint. The joint shall not be allowed
within 8 feet (240 em) of a regular spaced transverse joint. If the pouring of
the concrete has been stopped, causing a joint to fall within this limit, it
shall not be installed, and the fresh placed concrete shall be removed back to
the 8 foot (240 em) limit.
501-4.11 FINAL STRIKE-OFF, CONSOLIDATION, AND FINISHING.
a. Sequence. The sequence of operations shall be the strike-off and
consolidation, floating and removal of laitance, straightedging, and final
surface finish. The addition of superficial water to the surface of the concrete
to assist in finishing operations generally will not be permitted. If the
application of water to the surface is permitted, it shall be applied as a fog
spray by means of approved spray equipment.
b. Finishing at Joints. The concrete adjacent to joints shall be
compacted or firmly placed without voids or segregation against the joint
material; it shall be firmly placed wi thout voids or segregation under and around
all load-transfer devices, joint assembly units, and other features designed to
extend into the pavement. Concrete adjacent to joints shall be mechanically
vibrated as required in section 501-4.8. After the concrete has been placed and
vibrated adjacent to the joints, the finishing machine shall be operated in a
manner to avoid damage or misalignment of joints. If uninterrupted operations
of the finishing machine, to, over, and beyond the joints, cause segregation of
concrete, damage to, or misalignment of the joints, the finishing machine shall
be stopped when the screed is approximately 8 inches (200 mm) from the joint.
Segregated concrete shall be removed from the front of and off the joint, the
screed shall be lifted and set directly on top of the joint, and the forward
motion of the finishing machine shall be resumed. Thereafter, the finishing
machine may be run over the joint without lifting the screed, provided there is
no segregated concrete immediately between the joint and the screed or on top of
the joint.
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-16
ADDENDUM NO. 2
5910861-000
c. Machine Finishing. The concrete shall be spread as soon as it is
placed, and it shall be struck off and screeded by an approved finishing
machine. The machine shall go over each area as many times and at such intervals
as necessary to give the proper consolidation and to leave a surface of uniform
texture. Excessive operation over a given area shall be avoided. When side
forms are used, the tops of the forms shall be kept clean by an effective device
attached to the machine, and the travel of the machine on the forms shall be
maintained true without lift, wobbling, or other variation tending to affect the
precision finish. During the first pass of the finishing machine, a uniform
ridge of concrete shall be maintained ahead of the front screed for its entire
length. When in operation, the screed shall be moved forward with a combined
longitudinal and transverse shearing motion, always moving in the direction in
which the work is progressing, and so manipulated that neither end is raised from
the side forms during the striking-off process. If necessary, this shall be
repeated until the surface is of uniform texture, true to grade and cross
section, and free from porous areas.
d. Hand Finishing. Hand finishing methods will not be permitted, except
under the following conditions: in the event of breakdown of the mechanical
equipment, hand methods may be used to finish the concrete already deposited on
the grade; in areas of narrow widths or of irregular dimensions where operation
of the mechanical equipment is impractical. Concrete, as soon as placed, shall
be struck off and screeded. An approved portable screed shall be used. A second
screed shall be provided for striking off the bottom layer of concrete when
reinforcement is used.
The screed for the surface shall be at least 2 feet (6 cm) longer than the
maximum width of the slab to be struck off. It shall be of approved design,
sufficiently rigid to retain its shape, and shall be constructed either of metal
or of other suitable material covered with metal. Consolidation shall be
attained by the use of a suitable vibrator.
e. Floating. After the concrete has been struck off and consolidated, it
shall be further smoothed, trued, and consolidated by means of a longitudinal
float, using one of the following methods:
(1) Hand Method. The hand-operated longitudinal float shall not be
less than 12 feet (3.5 m) in length and 6 inches (150 mm) in width, properly
stiffened to prevent flexibility and warping. The longitudinal float, operated
from foot bridges resting on the side forms and spanning but not touching the
concrete, shall be worked with a sawing motion, while held in a floating position
parallel to the pavement centerline and passing -gradually from one side of the
pavement to the other. Forward movement along the centerline of the pavement
shall be in successive advances of not more than one-half the length of the
float. Any excess water or soupy material shall be wasted over the pavement edge
on each pass.
(2) Mechanical Method. The Contractor may use a machine composed
of a cutting and smoothing float(s), suspended from and guided by a rigid frame.
The frame shall be carried by four or more visible wheels riding on, and
constantly in contact with, the side forms or pavement suhgrade. If necessary,
long-handled floats having blades not less than 5 feet (150 em) in length and 6
inches (150 mm) in width may be used to smooth and fill in open-textured areas
in the pavement. Long-handled floats shall not be used to float the entire
surface of the pavement in lieu of mechanical methods. When strike-off and
consolidation are done by hand and the crown of the pavement will not permit the
use of the longitudinal float, the surface shall be floated transversely by means
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-17
ADDENDUM NO. 2
5910861-000
of a long-handled float. Care shall be taken not to work the crown out of the
pavement during the operation. After floating, any excess water and laitance
shall be removed from the surface of the pavement by a straightedge 10 feet (3
m) or more in length. Successive drags shall be lapped one-half the length of
the blade.
f. Straight-edge Testing and Surface Correction. After the pavement has
been struck off and consolidated and while the concrete is still plastic, it
shall be tested for trueness with a 16-foot (4.8 m) straightedge. For this
purpose the Contractor shall furnish and use an accurate 16 -foot (4. 8 m)
straightedge swung from handles 3 feet (90 em) longer than one-half the width of
the slab. The straightedge shall be held in contact with the surface in
successi ve posi tions parallel to the centerline and the whole area gone over from
one side of the slab to the other, as necessary. Advancing shall be in
successive stages of not more than one-half the length of the straightedge. Any
excess water and laitance shall be removed from the surface of the pavement. Any
depressions shall be immediately filled with freshly mixed concrete, struck off,
consolidated, and refinished. High areas shall be cut down and refinished.
Special attention shall be given to assure that the surface across joints meets
the requirements for smoothness. Straightedge testing and surface corrections
shall continue until the entire surface is found to be free from observable
departures from the straightedge and until the slab conforms to the required
grade and cross section. The use of long-handled wood floats shall be confined
to a minimum; they may be used only in emergencies and in areas not accessible
to finishing equipment.
501-4.12 SURFACE TKA~UKE.
either a broom or burlap
pavements.
The surface of the pavement shall be finished with
drag finish for all newly constructed concrete
a. Brush or Broom Finish. If the pavement surface texture is to be a type
of brush or broom finish, it shall be applied when the water sheen has
practically disappeared. The equipment shall operate transversely across the
pavement surface, providing corrugations that are uniform in appearance and
approximately 1/16 of an inch (2 mm) in depth. It is important that the
texturing equipment not tear or unduly roughen the pavement surface during the
operation. Any imperfections resulting from the texturing operation shall be
corrected.
b. Burlap Drag Finish. If a burlap drag is used to texture the pavement
surface, it shall be at least 15 ounces per square yard (555 grams per square
meter). To obtain a rough-textured surface, the transverse threads of the burlap
should be removed approximately 1 foot (3 em) from the trailing edge. A heavy
buildup of grout on the burlap threads produces the desired wide sweeping
longitudinal striations on the pavement surface. The corrugations shall be
uniform in appearance and approximately 1/16 of an inch (2 mm) in depth.
501-4.13 SKID RESISTANT SURFACES. A skid resistant surface shall be provided
by wire combing. The wire combing technique shall use steel combs or tines of
various dimensions to form groove-like texture in the plastic concrete pavement
and shall provide grooves that are approximately 1/8 inch (3 mm) by 1/8 inch (3
mm) spaced 1/2 inch (13 mm) center-to-center.
501-4.14 SURFACE TEST. As soon as the concrete has hardened sufficiently, the
pavement surface shall be tested with a 16-foot (4.8 m) straightedge or other
specified device. Areas in a slab showing high spots of more than 1/4 inch (6
mm) but not exceeding 1/2 inch (13 mm) in 16 feet (4.8 m) shall be marked and
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-18
ADDENDUM NO. 2
5910861-000
immediately ground down with an approved grinding machine to an elevation that
will fall within the tolerance of 1/4 inch (6 mm) or less. Where the departure
from correct cross section exceeds 1/2 inch (12 rom), the pavement shall be
removed and replaced at the expense of the Contractor when so directed by the
Engineer.
Any area or section so removed shall not be less than 10 feet (3 m) in length nor
less than the full width of the lane involved. When it is necessary to remove
and replace a section of pavement, any remaining portion of the slab adjacent to
the joints that is less than 10 feet (3 m) in length shall also be removed and
replaced.
501-4.15 CURING. Immediately after the finishing operations have been completed
and marring of the concrete will not occur, the entire surface of the newly
placed concrete shall be cured in accordance with one of the methods below. In
all cases in which curing requires the use of water, the curing shall have prior
right to all water supply or supplies. Failure to provide sufficient cover
material of whatever kind the Contractor may elect to use, or lack of water to
adequately take care of both curing and other requirements, shall be cause for
immediate suspension of concreting operations. The concrete shall not be left
exposed for more than 1/2 hour during the curing period. The following are
alternate approved methods for curing concrete pavements.
a. Impervious Membrane Method. The entire surface of the pavement shall
be sprayed uniformly with white pigmented curing compound immediately after the
finishing of the surface and before the set of the concrete has taken place. The
curing compound shall not be applied during rainfall. Curing compound shall be
applied by mechanical sprayers under pressure at the rate of 1 gallon (4 liters)
to not more than 150 square feet (14 square meters). The spraying equipment
shall be of the fully atomizing type equipped with a tank agitator. At the time
of use, the compound shall be in a thoroughly mixed condition with the pigment
uniformly dispersed throughout the vehicle. During application the compound
shall be stirred continuously by effective mechanical means. Hand spraying of
odd widths or shapes and concrete surfaces exposed by the removal of forms will
be permitted. Curing compound shall not be applied to the inside faces of joints
to be sealed, but approved means shall be used to insure proper curing for 72
hours. The curing compound shall be of such character that the film will harden
within 30 minutes after application. Should the film become damaged from any
cause within the required curing period, the damaged portions shall be repaired
immediately with additional compound. Upon removal of side forms, the sides of
the exposed slabs shall be protected immediately to provide a curing treatment
equal to that provided for the surface.
b. Polyethylene Films. The top surface and sides of the pavement shall
be entirely covered with polyethylene sheeting. The units shall be lapped at
least 18 inches (45 cm). The sheeting shall be placed and weighted to cause it
to remain in contact with the surface covered. The sheeting shall have
dimensions that will extend at least twice the thickness of the pavement beyond
the edges of the pavement. Unless otherwise specified, the sheeting shall be
maintained in place for 72 hours after the concrete has been placed.
c. Waterproof Paper. The top surface and sides of the pavement shall be
entirely covered with waterproofed paper. The units shall be lapped at least 18
inches (45 cm). The paper shall be placed and weighted to cause it to remain in
contact with the surface covered. The paper shall have dimensions that will
extend at least twice the thickness of the pavement beyond the edges of the
slab. The surface of the pavement shall be thoroughly wetted prior to placing
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-19
ADDENDUM NO. 2
5910861-000
of the paper. Unless otherwise specified, the paper shall be maintained in place
for 72 hours after the concrete has been placed.
d. White Burlap-Polyethylene Sheets. The surface of the pavement shall
be entirely covered with the sheeting. The sheeting used shall be such length
(or width) that it will extend at least twice the thickness of the pavement
beyond the edges of the slab. The sheeting shall be placed so that the entire
surface and both edges of the slab are completely covered. The sheeting shall
be placed and weighted to remain in contact with the surface covered, and the
covering shall be maintained fully wetted and in position for 72 hours after the
concrete has been placed.
e. CUring in Cold Weather. When the average daily temperature is below
40 F (4 C), curing shall consist of covering the newly laid pavement with not
less than 12 inches (300 rom) of loose, dry hay or straw, or equivalent protective
curing authorized by the Engineer, which shall be retained in place for 10 days.
The hay or straw shall be secured to avoid being blown away. Admixture for
curing or temperature control may be used only when authorized by the Engineer.
When concrete is being placed and the air temperature may be expected to drop
below 35 F (2 C), a sufficient supply of straw, hay, grass, or other suitable
blanketing material such as burlap or polyethylene shall be provided along the
work. Any time the temperature may be expected to reach the freezing point
during the day or night, the material so provided shall be spread over the
pavement to a sufficient depth to prevent freezing of the concrete. The period
of time such protection shall be maintained shall not be less than 10 days. A
minimum of 3 days is required when high, early strength concrete is used. The
Contractor shall be responsible for the quality and strength of the concrete
placed during cold weather, and any concrete injured by frost action shall be
removed and replaced at the Contractor's expense.
501-4 .16 ~VING FORMS _ Unless otherwise specified, forms shall not be removed
from freshly placed concrete until it has set for at least 12 hours, except where
auxiliary forms are used temporarily in widened areas. Forms shall be removed
carefully to avoid damage to the pavement. After the forms have been removed,
the sides of the slab shall be cured as outlined in one of the methods indicated
in paragraph 501-4.15. Major honeycombed areas shall be considered as defective
work and shall be removed and replaced. Any area or section so removed shall not
be less than 10 feet (3 m) in length nor less than the full width of the lane
involved. When it is necessary to remove and replace a section of pavement, any
remaining portion of the slab adjacent to the joints that is less than 10 feet
(3 m) in length shall also be removed and replaced.
501-4.17 SEALING JOINTS. The joints in the pavement shall be sealed in
accordance with Item P-605.
501-4.18 PROTECTION OF PAVEMENT. The Contractor shall protect the pavement and
its appurtenances against both public traffic and traffic caused by the
Contractor's employees and agents. This shall include watchmen to direct traffic
and the erection and maintenance of warning signs, lights, pavement bridges, or
crossovers, etc. The plans or special provisions will indicate the location and
type of device or facility required to protect the work and provide adequately
for traffic. Any damage to the pavement occurring prior to final acceptance
shall be repaired or the pavement replaced at the Contractor's expense. In order
that the concrete be properly protected against the effects of rain before the
concrete is sufficiently hardened, the Contractor will be required to have
available at all time materials for the protection of the edges and surfaces of
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-20
ADDENDUM NO. 2
5910861-000
the unhardened concrete. Such protective materials shall consist of rolled
polyethylene sheeting at least 4 mils (0.1 mm) thick of sufficient length and
width to cover the plastic concrete slab and any edges. The sheeting may be
mounted on either the paver or a separate movable bridge from which it can be
unrolled without dragging over the plastic concrete surface. When rain appears
imminent, all paving operations shall stop and all available personnel shall
begin covering the surface of the unhardened concrete with the protective
covering.
501-4.19 OPENING TO TRAFFIC. The Engineer shall decide when the pavement shall
be opened to traffic. The pavement will not be opened to traffic until test
specimens molded and cured in accordance with ASTM C31 have attained a flexural
strength of 550 pounds per square inch (3792 kPa) when tested in accordance with
ASTM C78. If such tests are not conducted, the pavement shall not be opened to
traffic until 14 days after the concrete was placed. Prior to opening to
traffic, the pavement shall be cleaned.
501-4.20 SURFACE TOLERANCES. Extreme care must be exercised in all phases of
the operation to assure the pavement will pass the specified tolerances. The
following tolerances are applicable:
a. Lateral deviation from established alignment of the pavement edge shall
not exceed plus or minus 0.10 foot (30 mm) in any lane.
b. Vertical deviation from established grade shall not exceed plus or
minus 0.04 foot (120 em) at any point.
c. Surface smoothness deviations shall not exceed 1/4 inch (6 mm) from a
16-foot (4.8 m) straightedge placed in any direction, -including placement along
and spanning any pavement joint or edge.
501-4.21 ACCEPTANCE SAMPLING .AND TESTING. Concrete samples shall be furnished
by the Contractor and shall be taken in the field to determine the consistency,
air content, and strength of the concrete. Flexural test beams shall be made
each day that the concrete is placed. Each group of test beams shall be molded
from the same batch of concrete and shall consist of a sufficient number of
specimens to provide two flexural strength tests at each test age. One group of
specimens -will be made during the first half of each shift, and the other during
the last portion of the shift. The specimens shall be made in accordance with
ASTM C31. However, at the start of paving operations and when the aggregate
source, aggregate characteristics, or mix design is changed, additional groups
of test beams may be required until the Engineer is satisfied that the concrete
mixture being used complies with the strength requirements of these
specifications. Test ages will be 7 days and 28 days.
The flexural strength of the concrete shall meet the following requirements: (1)
the average of any 4 consecutive strength tests, tested at the end of 28 days,
shall have an average flexural strength equal to or greater than the specified
flexural strength; (2) not more than 20 percent of the beams tested at the end
of 28 days shall have a flexural strength less than the specified strength.
Specimens which are obviously defective shall not be considered in the
determination of the strength. When it appears that the test specimens will fail
to conform to the requirements for strength, the Engineer shall have the right
to order changes in the concrete sufficient to increase the strength to meet the
requirements. When a satisfactory relationship between 7-day and 28-day
strengths has been established and approved, the 7-day test results may be used
as an indication of the 28-day strengths. However, the 7-day test results will
PORTLAND CEMENT CONCRETE PAVEMENT
P-SOl-21
ADDENDUM NO. 2
5910861-000
not replace the results of the 28-day tests if the 28-day results fall below the
requirements.
Compressive strength tests offer some degree of correlation with
flexural strength tests and may be used to obtain approximations of
flexural strength. However, they shall not be used for project
acceptance. The specimens shall be tested in accordance with ASTM
C39.
An alternate method of accepting concrete for flexural strength is
on a lot basis. A lot will consist of the smaller of a day's pour
or 2,500 square yards and will be divided into four equal sublots.
One test will be made for each sublot. Random samples will be taken
from the plastic concrete at the site in accordance with accepted
statistical procedures.
The concrete shall be sampled in accordance with ASTM C172.
Flexural strength specimens shall be made in accordance with ASTM
C31 and tested in accordance with ASTM C78.
The lot will be accepted without adjustment in payment if the
average 28-day flexural strength, based .on four acceptance tests of
the lot, is equal to or greater than the acceptance limit shown
under the 1.00 pay factor in the table in this note. If the average
strength does not meet this limit, the Contractor may elect to leave
the lot in place at a reduced payment determined in accordance with
the table. If the average 28-day flexural strength of the lot fails
to attain the lower acceptance limit shown for a 0.75 pay factor,
the Engineer may order the removal of all the concrete in the lot.
The pay factor for concrete which is allowed to remain in place when
the flexural strength is below the 0.75 pay factor limit will be
0.50.
PAY FACTOR SCHEDULE FOR FLEXURAL STRENGTH AT 28 DAYS
Pay Factor
Acc~tanceLimitsAverage
Flexural Strength (4 tests)
1.00
0.95
0.85
0.75
Greater than M +0.120 R
M TO M +0.115 R
M -0.090 R TO M -0.005 R
M -0.170 R TO M -0.095 R
Where: M = Modulus of Rupture (specified 28 day flexural strength)
R = The range of a sample of Size N=4; the difference between the largest
and smallest test
501-4.22 TOLERANCE IN PAVEMENT THICKNESS. Concrete will be accepted for
thickness on a lot basis. A lot will consist of the smaller of a day's pour or
2,500 square yards. One core shall be taken at random by the Engineer in each
lot. When the measurement of the core from a lot is not deficient more than 0.2
inch (5 rom) from the plan thickness, full payment will be made. When such
measurement is deficient more than 0.2 inch (5 rom) and not more than 1.0 inch (25
rom) from the plan thickness, two additional cores shall be taken at random and
used in determining the average thickness for that lot. An adjusted unit price,
as provided in paragraph 501-5.2, will be paid for the lot. The thickness of the
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-22
ADDENDUM NO. 2
5910861-000
pavement shall be determined by average caliper measurement of cores tested in
accordance with ASTM C174.
In calculating the average thickness of the pavement, measurements which are in
excess of the specified thickness by more than 0.2 inch (5 rom) shall be
considered as the specified thickness plus 0.2 inch (5 rom), and measurements
which are less than the specified thickness by more than 1.0 inch (25 rom) shall
not be included in the average.
When the measurement of any core is less than the specified thickness by more
than 1.0 inch (25 rom), the actual thickness of the pavement in this area shall
be determined by taking additional cores at not less than 10-foot (3 m) intervals
parallel to the centerline in each direction from the affected location, until
in each direction a core is found which is not deficient by more than 1.0 inch
(25 rom). Areas found deficient in thickness by more than 1.0 inch (25 rom) shall
be evaluated by the Engineer and, if the deficient areas warrant removal, they
shall be removed and replaced with concrete of the thickness shown on the plans.
Exploratory cores for deficient thickness will not be used in averages for
adjusted unit price. Core holes shall be filled with non-shrink grout.
TESTING REQUIREMENTS
ASTM C39
Making and Curing Concrete Test Specimens in the Field
Compressive Strength of Cylindrical Concrete Specimens
ASTM C31
ASTM C78
Test for Flexural Strength of Concrete (Using Simple
Beam with Third-Point Loading)
Test for Resistance to Abrasion of Small Size Coarse
Aggregate by Use of the Los Angeles Machine
ASTM C131
ASTM C138
Test for Unit Weight,
(Gravimetric) of Concrete
Yield,
and Air Content
ASTM C143
Test for Slump of Portland Cement Concrete
ASTM C172
Sampling Fresh Concrete
ASTM C173
Test for Air Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C174
Measuring Length of Drilled Concrete Cores
ASTM C231
Test for Air Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C311
Sampling and Testing Fly Ash for Use as an Admixture in
Portland Cement Concrete
ASTM C535
Test for Resistance to Abrasion of Large Size Coarse
Aggregate by Use of the Los Angeles Machine
ASTM C10n
Standard Practice for Laboratories Testing Concrete and
Concrete Aggregates and cri teria for Laboratory
Evaluation
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-23
ADDENDUM NO. 2
ASTM D4791
AASHTO T 26
ASTM A184
ASTM A185
ASTM A497
ASTM A615
ASTM A616
ASTM A617
ASTM A704
ASTM C33
ASTM C94
ASTM C150
ASTM C171
ASTM C260
ASTM C309
ASTM C494
ASTM C595
ASTM C618
ASTM C989
ASTM D1751
5910861-000
Test Method for Flat or Elongated Particles in Coarse
Aggregate
Quality of Water to be Used in Concrete
MATERIAL REQUIREMENTS
Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement
Specification for Welded Steel Wire Fabric for Concrete
Reinforcement
Specification for Welded Deformed Steel Wire Fabric for
Concrete Pavement
Specification for Deformed and Plain Billet-Steel Bars
for Concrete Reinforcement
Specification for Rail-Steel Deformed and Plain Bars for
Concrete Reinforcement
Specification for Axle-Steel Deformed and Plain Bars for
Concrete Reinforcement
Specification for Welded Steel Plain Bar or Rod Mats for
Concrete Reinforcement
Specification for Concrete Aggregates
Specification for Ready-Mixed Concrete
Specification for Portland Cement
Specification for Sheet Materials for Curing Concrete
Specification for Air-Entraining Admixtures for Concrete
Specification for Liquid Membrane-Forming Compounds
Specification for Chemical Admixtures for Concrete
Specification for Blended Hydraulic Cements
Specification for Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Admixture in Portland
Cement Concrete
Specification for Ground Iron Blast-Furnace Slag for Use
in Concrete and Mortars
Specification for Preformed Expansion Joint Fillers for
Concrete Paving and Structural Construction
(Nonextruding and Resilient Bituminous Types)
PORTLAND CEMENT CONCRETE PAVEMENT
P-501-24
ADDENDUM NO. 2
ASTM 01752
AASHTO M 254
5910861-000
Specification for Preformed Sponge Rubber and Cork
Expansion Joint Fillers for Concrete Paving and
Structural Construction
Specification for Coated Dowel Bars
END OF SECTION P-SOl
PORTLAND CEMENT CONCRETE PAVEMENT
P-SOl-25
ADDENDUM NO. 2
5910861-000
MARATHON AIRPORT
TERMINAL AREA SITE IMPROVEMENTS
MONROE COUNTY, FLORIDA
SECTION 17100 - WITHDRAWAL
AND INJECTION WELLS
PART 1 - GENERAL
1.1 SUMMARY
A. Provide storm water wells at the locations shown on the drawings.
B. All work and materials shall be provided for a complete working
system.
C. Well and Pump Construction: Locations for wells are shown on the
drawings. Well driller shall construct well screens as required to
maximize water volume.
1.2 SUBMITI'ALS
A. Permits: Obtain all necessary permits required to drill the wells.
No drilling operations shall be commenced until all approvals have
been obtained.
B. Well Log: Upon completion of drilling, sealing and grouting of the
well, submit to the Architect-Engineer 1 copy of the driller's log
forms for the verification of the well pump size.
1.3 QUALITY ASSURANCE
A. Welding, both in the shop and in the field, shall be done only by
welding operators qualified to perform the type of work required.
PART 2 - PRODUCTS
2.1 CONCRETE
A. Concrete shall be minimum 3,000 psi, pearock grout in accordance with
ACI Standards.
2.2 CASINGS
A. Permanent casings shall be Schedule 80, ASTM A53, steel pipe.
B. Joints in pipe shall be welded or screw-thread type.
C. Any casing to be driven shall be provided with a forged steel drive
shoe approved equal to Figure 334, Rampp Company, Marietta, Ohio.
PART 3 - EXECUTION
3.1 DESCRIPTION
A. Size and Type: Storm water injection wells, 20-inch diameter; cased
to the shallow ground water 44 foot to 150 foot depths, typical or as
required by geologic conditions.
WITHDRAWAL AND INJECTION WELLS
17100-1
ADDENDUM NO. 2
5910861-000
3.2 INSTALLATION
A. The drill holes shall be straight and plumb without offsets and bends
in the alignment. The uncased portion of the drill hole shall be not
less than 6 inch diameter. Cable tool drilling shall be used.
B. Sealing and Grouting: Casing shall be seated a minimum of 10 feet.
1. Cable Tool Drilling Operation: For wells constructed with
dri ven casing, the minimum acceptable seal shall be accomplished
by seating the steel driveshoe firmly in the limestone
formation.
C. Casing and Joints:
1. All casing and joints shall be watertight.
2. V-butt joints in casing pipe shall be welded.
3.3 DEVELOPING
A. Upon completion of the well to the depth specified, furnish all
pumps, compressors, plunger, bails and other necessary equipment, and
develop the well by approved methods to give maximum yield per foot
of drawdown, extracting from the water bearing formations the maximum
quantity of sands or loose materials as may be drawn into the hole
when the well is pumped under maximum conditions or drawdown.
3 .4 TESTING
A. Submit Well Log to the Architect-Engineer.
3.5 TEMPORARY POWER
A. Well driller shall be responsible for obtaining temporary power.
END OF SECTION 17100
,,,......,,~
WITHDRAWAL AND INJECTION WELLS
17100-2
ADDENDUM NO. 2