### **ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE**

DESCRIPTION

**610-1.1**  This item shall consist of **\[plain\]\[reinforced\]**
structural portland cement concrete, prepared and constructed in
accordance with these specifications, at the locations and of the form
and dimensions shown on the plans.

MATERIALS

**610-2.1 GENERAL.**  Only approved materials, conforming to the
requirements of these specifications, shall be used in the work.  They
may be subjected to inspection and tests at any time during the progress
of their preparation or use.  The source of supply of each of the
materials shall be approved by the Engineer before delivery or use is
started.  Representative preliminary samples of the materials shall be
submitted by the Contractor, when required, for examination and test. 
Materials shall be scored and handled to insure the preservation of
their quality and fitness for use and shall be located to facilitate
prompt inspection.  All equipment for handling and transporting
materials and concrete must be clean before any material or concrete is
placed therein.

In no case shall the use of pit‑run or naturally mixed aggregates be
permitted.  Naturally mixed aggregate shall be screened and washed, and
all fine and coarse aggregates shall be stored separately and kept
clean.  The mixing of different kinds of aggregates from different
sources in one storage pile or alternating batches of different
aggregates will not be permitted.

Aggregates shall be tested for deleterious reactivity with alkalies in
the cement that may cause excessive expansion of the concrete.
Acceptance of aggregates shall be based upon satisfactory evidence
furnished by the Contractor that the aggregates, combined with other
mixture constituents, do not produce excessive expansion in the
concrete. This evidence shall include service records of concrete of
comparable properties under similar conditions or exposure and certified
records of tests by a testing laboratory that meets the requirements of
ASTM C 1077. Tests shall be made in accordance with ASTM C 1260. Test
specimens shall be produced using all components (e.g. coarse aggregate,
fine aggregate, cement and fly ash...) to be included in the produced
concrete. If the mean expansion of the test specimens, tested in
accordance with ASTM C 1260, does not exceed 0.10 % at 16 days from
casting the aggregates shall be accepted. If the mean expansion at 16
days is greater than 0.10% but less than 0.15%, the aggregate may be
accepted based upon satisfactory service records and acceptance of the
aggregate by a State Highway Department specifically addressing
Alkali-Silica Reactivity. If the expansion is greater than 0.15%, the
aggregate shall not be accepted for use.

**610-2.2 COARSE AGGREGATE.**  The coarse aggregate for concrete shall
meet the requirements of ASTM C 33. Crushed stone aggregate shall have a
durability factor, as determined by ASTM C 666, greater than or equal to
95. The Engineer may consider and reserve final approval of other State
classification procedures addressing aggregate durability.

Coarse aggregate shall be well graded from coarse to fine and shall meet
one of the gradations shown in Table 1, using ASTM C 136.

**610-2.3 FINE AGGREGATE.**  The fine aggregate for concrete shall meet
the requirements of ASTM C 33.

The fine aggregate shall be well graded from fine to coarse and shall
meet the requirements of Table 2 when tested in accordance with ASTM C
136:

**TABLE 1. GRADATION FOR COARSE AGGREGATE**

  ------------------------- ------------ -------- -------- --------- --------- --------- ------
  Sieve Designation (square Percentage                                                   
  openings)                 by Weight                                                    
                            Passing                                                      
                            Sieves                                                       

                            2"           1-1/2"   1"       3/4\'\'   1/2\'\'   3/8\'\'   No.4

  No. 4 to 3/4 in.                                100      90-100              20-55     0-10
  (4.75‑19.0 mm)                                                                         

  No. 4 to 1 in. (4.75‑25.0              100      90-100             25-60               0-10
  mm)                                                                                    

  No. 4 to 1‑1/2 in.        100          95-100            35-70               10-30     0-5
  (4.75‑38.1 mm)                                                                         

                                                                                         
  ------------------------- ------------ -------- -------- --------- --------- --------- ------

**TABLE 2. GRADATION FOR FINE AGGREGATE**

+-------------------------------------+----------+--------------------+
| Sieve Designation                   | Pe       |                    |
|                                     | rcentage |                    |
| (square openings)                   | by       |                    |
|                                     | Weight   |                    |
|                                     |          |                    |
|                                     | Passing  |                    |
|                                     | Sieves   |                    |
+-------------------------------------+----------+--------------------+
| 3/8 inch (9.5 mm)                   |          | 100                |
|                                     |          |                    |
| No. 4 (4.75 mm)                     |          | 95-100             |
|                                     |          |                    |
| No. 16 (1.18 mm)                    |          | 45-80              |
|                                     |          |                    |
| No. 30 (0.60 mm)                    |          | 25-55              |
|                                     |          |                    |
| No. 50 (0.30 mm)                    |          | 10-30              |
|                                     |          |                    |
| No. 100 (0.15 mm)                   |          | 2-10               |
+-------------------------------------+----------+--------------------+

Blending will be permitted, if necessary, in order to meet the gradation
requirements for fine aggregate.  Fine aggregate deficient in the
percentage of material passing the No. 50 mesh sieve may be accepted,
provided that such deficiency does not exceed 5% and is remedied by the
addition of pozzolanic or cementitious materials other than portland
cement, as specified in 610‑2.6 on admixtures, in sufficient quantity to
produce the required workability as approved by the Engineer.

**610-2.4 CEMENT.**  Cement shall conform to the requirements of **\[
\]** Type **\[ \]**.

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> **The Engineer shall specify one of the following:  ASTM C 150 ‑ Type
> I, IA, II, IIA, III, IIIA; ASTM C 595 ‑ Type IP, IP‑A, IS, IS‑A.**

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The Contractor shall furnish vendors\' certified test reports for each
carload, or equivalent, of cement shipped to the project.  The report
shall be delivered to the Engineer before permission to use the cement
is granted.  All such test reports shall be subject to verification by
testing sample materials received for use on the project.

**610-2.5 WATER.**  The water used in concrete shall be free from
sewage, oil, acid, strong alkalies, vegetable matter, and clay and
loam.  If the water is of questionable quality, it shall be tested in
accordance with AASHTO T 26.

**610-2.6 ADMIXTURES.**  The use of any material added to the concrete
mix shall be approved by the Engineer.  Before approval of any material,
the Contractor shall be required to submit the results of complete
physical and chemical analyses made by an acceptable testing
laboratory.  Subsequent tests shall 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.

Pozzolanic admixtures shall be fly ash or raw or calcined natural
pozzolons meeting the requirements of ASTM C 618.

Air‑entraining admixtures shall meet the requirements of ASTM C 260. 
Air‑entraining admixtures shall be added at the mixer in the amount
necessary to produce the specified air content.

Water‑reducing, set‑controlling admixtures shall meet the requirements
of ASTM C 494, Type A, water‑reducing or Type D, water‑reducing and
retarding.  Water‑reducing admixtures shall be added at the mixer
separately from air‑entraining admixtures in accordance with the
manufacturer\'s printed instructions.

**610-2.7 PREMOLDED JOINT MATERIAL.**  Premolded joint material for
expansion joints shall meet the requirements of ASTM **\[ \].**

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> **The Engineer shall designate either ASTM D 1751 or ASTM D 1752.**

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**610‑2.8  JOINT FILLER.**  The filler for joints shall meet the
requirements of Item P‑605, unless otherwise specified in the proposal.

**610-2.9 STEEL REINFORCEMENT.**  Reinforcing shall consist of **\[ \]**
conforming to the requirements of **\[ \].**

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> **The Engineer shall designate one of the following:**

  ------------------------------------------ ----------------------------
  **Welded Steel Wire Fabric**               **ASTM A 185**

  **Welded Deformed Steel Fabric**           **ASTM A 497**

  **Bar Mars**                               **ASTM A 184 or A 704**
  ------------------------------------------ ----------------------------

> **Delete this section when not applicable to the project.**

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**610‑2.10  COVER MATERIALS FOR CURING.**  Curing materials shall
conform to one of the following specifications:

  -------------------------------------------------- --------------------
  Waterproof paper for curing concrete               ASTM C 171

  Polyethylene Sheeting for Curing Concrete          ASTM C 171

  Liquid Membrane-Forming Compounds for Curing       ASTM C 309, Type 2
  Concrete                                           
  -------------------------------------------------- --------------------

CONSTRUCTION METHODS

**610-3.1 GENERAL.**  The Contractor shall furnish all labor, materials,
and services necessary for, and incidental to, the completion of all
work as shown on the drawings and specified herein.  All machinery and
equipment owned or controlled by the Contractor, which he proposes to
use on the work, shall be of sufficient size to meet the requirements of
the work, and shall be such as to produce satisfactory work; all work
shall be subject to the inspection and approval of the Engineer.

**610-3.2 CONCRETE COMPOSITION.**  The concrete shall develop a
compressive strength of **\[ \]** psi in 28 days as determined by test
cylinders made in accordance with ASTM C 31 and tested in accordance
with ASTM C 39.  The concrete shall contain not less than 470 pounds of
cement per cubic yard (280 kg per cubic meter).  The concrete shall
contain 5 percent of entrained air, plus or minus 1 percent, as
determined by ASTM C 231 and shall have a slump of not more than 4
inches (10 cm) as determined by ASTM C 143.

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> **The Engineer shall designate the compressive strength.  The minimum
> allowable strength is 3000 psi (20670 kg).**

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**610‑3.3  ACCEPTANCE SAMPLING AND TESTING.**  Concrete for each
structure will be accepted on the basis of the compressive strength
specified in paragraph 3.2.  The concrete shall be sampled in accordance
with ASTM C 172.  Compressive strength specimens shall be made in
accordance with ASTM C 31 and tested in accordance with ASTM C 39.

Concrete cylindrical test specimens shall be made in accordance with
ASTM C 31 and tested in accordance with ASTM C 39.  The Contractor shall
cure and store the test specimens under such conditions as directed. 
The Engineer will make the actual tests on the specimens at no expense
to the Contractor.

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> **Depending upon the project size and number of structures per day, it
> may be necessary to determine a Lot size and test frequency for
> acceptance of concrete under Item P-610.**

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**610-3.4 PROPORTIONING AND MEASURING DEVICES.**  When package cement is
used, the quantity for each batch shall be equal to one or more whole
sacks of cement.  The aggregates shall be measured separately by
weight.  If aggregates are delivered to the mixer in batch trucks, the
exact amount for each mixer charge shall be contained in each batch
compartment.  Weighing boxes or hoppers shall be approved by the
Engineer and shall provide means of regulating the flow of aggregates
into the batch box so that the required and exact weight of aggregates
can be readily obtained.

**610-3.5 CONSISTENCY.**  The consistency of the concrete shall be
checked by the slump test specified in ASTM C 143.

**610-3.6 MIXING.**  Concrete may be mixed at the construction site, at
a central point, or wholly or in part in truck mixers.  The concrete
shall be mixed and delivered in accordance with the requirements of ASTM
C 94.

**610-3.7 MIXING CONDITIONS.**  The concrete shall be mixed only in
quantities required for immediate use.  Concrete shall not be mixed
while the air temperature is below 40°F (4°C) without permission of the
Engineer.  If permission is granted for mixing under such conditions,
aggregates or water, or both, shall be heated and the concrete shall be
placed at a temperature not less than 50°F (10°C) nor more than 100°F
(38°C).  The Contractor shall be held responsible for any defective
work, resulting from freezing or injury in any manner during placing and
curing, and shall replace such work at his/her expense.

Retempering of concrete by adding water or any other material shall not
be permitted.

The delivery of concrete to the job shall be in such a manner that
batches of concrete will be deposited at uninterrupted intervals.

**610-3.8 FORMS**.  Concrete shall not be placed until all the forms and
reinforcements have been inspected and approved by the Engineer.  Forms
shall be of suitable material and shall be of the type, size, shape,
quality, and strength to build the structure as designed on the plans. 
The forms shall be true to line and grade and shall be mortar‑tight and
sufficiently rigid to prevent displacement and sagging between
supports.  The Contractor shall bear responsibility for their adequacy. 
The surfaces of forms shall be smooth and free from irregularities,
dents, sags, and holes.

The internal ties shall be arranged so that, when the forms are removed,
no metal will show in the concrete surface or discolor the surface when
exposed to weathering.  All forms shall be wetted with water or with a
non-staining mineral oil, which shall be applied shortly before the
concrete is placed.  Forms shall be constructed so that they can be
removed without injuring the concrete or concrete surface.  The forms
shall not be removed before the expiration of at least 30 hours from
vertical faces, walls, slender columns, and similar structures; forms
supported by falsework under slabs, beams, girders, arches, and similar
construction shall not be removed until tests indicate that at least 60%
of the design strength of the concrete has developed.

**610-3.9 PLACING REINFORCEMENT.**  All reinforcement shall be
accurately placed, as shown on the plans, and shall be firmly held in
position during concreting.  Bars shall be fastened together at
intersections.  The reinforcement shall be supported by approved metal
chairs.  Shop drawings, lists, and bending details shall be supplied by
the Contractor when required.

**610-3.10 EMBEDDED ITEMS.**  Before placing concrete, any items that
are to be embedded shall be firmly and securely fastened in place as
indicated.  All such items shall be clean and free from coating, rust,
scale, oil, or any foreign matter.  The embedding of wood shall be
avoided.  The concrete shall be spaded and consolidated around and
against embedded items.

**610-3.11 PLACING CONCRETE.**  All concrete shall be placed during
daylight, unless otherwise approved.  The concrete shall not be placed
until the depth and character of foundation, the adequacy of forms and
falsework, and the placing of the steel reinforcing have been approved. 
Concrete shall be placed as soon as practical after mixing and in no
case later than 1 hour after water has been added to the mix.  The
method and manner of placing shall be such to avoid segregation and
displacement of the reinforcement.  Troughs, pipes, and chutes shall be
used as an aid in placing concrete when necessary.  Dropping the
concrete a distance of more than 5 feet (1.5 m), or depositing a large
quantity at one point, will not be permitted.  Concrete shall be placed
upon clean, damp surfaces, free from running water, or upon properly
consolidated soil.

The concrete shall be compacted with suitable mechanical vibrators
operating within the concrete.  When necessary, vibrating shall be
supplemented by hand spading with suitable tools to assure proper and
adequate compaction.  Vibrators shall be manipulated so as to work the
concrete thoroughly around the reinforcement and embedded fixtures and
into corners and angles of the forms.  The vibration at any joint shall
be of sufficient duration to accomplish compaction but shall not be
prolonged to the point where segregation occurs.  Concrete deposited
under water shall be carefully placed in a compact mass in its final
position by means of a tremie, a closed bottom dump bucket, or other
approved method and shall not be disturbed after being deposited.

**610-3.12 CONSTRUCTION JOINTS.**  When the placing of concrete is
suspended, necessary provisions shall be made for joining future work
before the placed concrete takes its initial set.  For the proper
bonding of old and new concrete, such provisions shall be made for
grooves, steps, keys, dovetails, reinforcing bars or other devices as
may be prescribed.  The work shall be arranged so that a section begun
on any day shall be finished during daylight of the same day.  Before
depositing new concrete on or against concrete that has hardened, the
surface of the hardened concrete shall be cleaned by a heavy steel
broom, roughened slightly, wetted, and covered with a neat coating of
cement paste or grout.

**610-3.13 EXPANSION JOINTS.**  Expansion joints shall be constructed at
such points and of such dimensions as may be indicated on the drawings. 
The premolded filler shall be cut to the same shape as that of the
surfaces being joined.  The filler shall be fixed firmly against the
surface of the concrete already in place in such manner that it will not
be displaced when concrete is deposited against it.

**610-3.14 DEFECTIVE WORK.**  Any defective work discovered after the
forms have been removed shall be immediately removed and replaced.  If
any dimensions are deficient, or if the surface of the concrete is
bulged, uneven, or shows honeycomb, which in the opinion of the Engineer
cannot be repaired satisfactorily, the entire section shall be removed
and replaced at the expense of the Contractor.

**610-3.15 SURFACE FINISH.**  All exposed concrete surfaces shall be
true, smooth, and free from open or rough spaces, depressions, or
projections.  The concrete in horizontal plane surfaces shall be brought
flush with the finished top surface at the proper elevation and shall be
struck‑off with a straightedge and floated.  Mortar finishing shall not
be permitted, nor shall dry cement or sand‑cement mortar be spread over
the concrete during the finishing of horizontal plane surfaces.

When directed, the surface finish of exposed concrete shall be a rubbed
finish.  If forms can be removed while the concrete is still green, the
surface shall be pointed and wetted and then rubbed with a wooden float
until all irregularities are removed.  If the concrete has hardened
before being rubbed, a carborundum stone shall be used to finish the
surface.  When approved, the finishing can be done with a rubbing
machine.

**610-3.16 CURING AND PROTECTION.**  All concrete shall be properly
cured and protected by the Contractor.  The work shall be protected from
the elements, flowing water, and from defacement of any nature during
the building operations.  The concrete shall be cured as soon as it has
sufficiently hardened by covering with an approved material. 
Water‑absorptive coverings shall be thoroughly saturated when placed and
kept saturated for a period of at least 3 days.  All curing mats or
blankets shall be sufficiently weighted or tied down to keep the
concrete surface covered and to prevent the surface from being exposed
to currents of air.  Where wooden forms are used, they shall be kept wet
at all times until removed to prevent the opening of joints and drying
out of the concrete.  Traffic shall not be allowed on concrete surfaces
for 7 days after the concrete has been placed.

**610-3.17 DRAINS OR DUCTS.**  Drainage pipes, conduits, and ducts that
are to be encased in concrete shall be installed by the Contractor
before the concrete is placed.  The pipe shall be held rigidly so that
it will not be displaced or moved during the placing of the concrete.

**610-3.18 COLD WEATHER PROTECTION.**  When concrete is placed at
temperatures below 40°F (4°C), the Contractor shall provide satisfactory
methods and means to protect the mix from injury by freezing.  The
aggregates, or water, or both, shall be heated in order to place the
concrete at temperatures between 50°F and 100°F (10°C and 38°C).

Calcium chloride may be incorporated in the mixing water when directed
by the Engineer.  Not more than 2 pounds (908 grams) of Type 1 nor more
than 1.6 pounds (726 grams) of Type 2 shall be added per bag of cement. 
After the concrete has been placed, the Contractor shall provide
sufficient protection such as cover, canvas, framework, heating
apparatus, etc., to enclose and protect the structure and maintain the
temperature of the mix at not less than 50°F (10°C) until at least 60%
of the designed strength has been attained.

**610-3.19 FILLING JOINTS.**  All joints that require filling shall be
thoroughly cleaned, and any excess mortar or concrete shall be cut out
with proper tools.  Joint filling shall not be started until after final
curing and shall be done only when the concrete is completely dry.  The
cleaning and filling shall be carefully done with proper equipment and
in a manner to obtain a neat looking joint free from excess filler.

METHOD OF MEASUREMENT

**610-4.1** Portland cement concrete shall be measured by the number of
cubic yards (cubic meters) of concrete complete in place and accepted. 
In computing the yardage of concrete for payment, the dimensions used
shall be those shown on the plans or ordered by the Engineer.  No
measurements or other allowances shall be made for forms, falsework,
cofferdams, pumping, bracing, expansion joints, or finishing of the
concrete.  No deductions in yardage shall be made for the volumes of
reinforcing steel or embedded items.

**610-4.2**  Reinforcing steel shall be measured by the calculated
theoretical number of pounds (kg) placed, as shown on the plans,
complete in place and accepted.  The unit weight used for deformed bars
shall be the weight of plain square or round bars of equal nominal
size.  If so indicated on the plans, the poundage to be paid for shall
include the weight of metal pipes and drains, metal conduits and ducts,
or similar materials indicated and included.

BASIS OF PAYMENT

**610-5.1**  Payment shall be made at the contract unit price per cubic
yard (cubic meter) for structural portland cement concrete and per pound
(kg) for reinforcing steel.  These prices shall be full compensation for
furnishing all materials and for all preparation, delivery and
installation of these materials, and for all labor, equipment, tools,
and incidentals necessary to complete the item.

Payment will be made under:

Item P‑610‑5.1 Structural Portland Cement Concrete ‑--‑ per cubic yard
(cubic meter)

Item P‑610‑5.1 Steel Reinforcement ‑-- ‑per pound (kg)

TESTING REQUIREMENTS

ASTM C 31 Making and Curing Test Specimens in the Field

ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C 138 Density (Unit Weight), Yield, and Air Content (Gravimetric)
of Concrete

ASTM C 143 Slump of Hydraulic Cement Concrete

ASTM C 231 Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 666 Resistance of Concrete to Rapid Freezing and Thawing

ASTM C 1077 Laboratories Testing Concrete and Concrete Aggregates for
Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar
Method)

MATERIAL REQUIREMENTS

ASTM A 184 Specification for Fabricated Deformed Steel Bar or Rod Mats
for Concrete Reinforcement

ASTM A 185 Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

ASTM A 497 Steel Welded Wire Fabric, Deformed, for Concrete
Reinforcement

ASTM A 615 Deformed and Plain Billet‑Steel Bars for Concrete
Reinforcement

ASTM A 704 Welded Steel Plain Bars or Rod Mats for Concrete
Reinforcement

ASTM C 33 Concrete Aggregates

ASTM C 94 Ready‑Mixed Concrete

ASTM C 150 Portland Cement

ASTM C 171 Sheet Materials for Curing Concrete

ASTM C 172 Sampling Freshly Mixed Concrete

ASTM C 260 Air‑Entraining Admixtures for Concrete

ASTM C 309 Liquid Membrane‑Forming Compounds for Curing Concrete

ASTM C 494 Chemical Admixtures for Concrete

ASTM C 595 Blended Hydraulic Cements

ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as
a Mineral Admixture in Concrete

ASTM D 1751 Specification for Preformed Expansion Joint Fillers for
Concrete Paving and Structural Construction (Non-extruding and Resilient
Bituminous Types)

> ASTM D 1752 Specification for Preformed Sponge Rubber and Cork
> Expansion Joint Fillers for Concrete Paving and Structural
> Construction
>
> AASHTO T 26 Quality of Water to be Used in Concrete

**END OF ITEM P-610**