03E06/13/07

S552-03E.doc

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  Use on projects when structural concrete is required. Generally
  structural concrete is required for bridges, culverts, walls, and
  foundations (items that require load analysis or "that you can drive
  on"). A low water crossing may be paid under Section 552 or 501 as
  determined by the Design Team (including roadway designer, bridge
  engineer, and pavements engineer).

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**Section 552. - STRUCTURAL CONCRETE**

**Material**

**552.02** [Add the following:]{.underline}

> Concrete coloring agent 711.05
>
> Precast reinforced concrete box sections 706.07
>
> Precast concrete units 725.11
>
> Reinforcing fibers 725.29

**Construction Requirements**

**552.03 Composition (Concrete Mix Design).** [Delete Tables 552-1, 2,
and 3 and substitute the following:]{.underline}

**Table 552-1**

Composition of Concrete

+------------+---------------+----------+----------+------------------+
| **Class of | **Minimum     | *        | **Slump  | **Maximum        |
| Concrete** | Cement        | *Maximum | ^(1)^**  | Nominal Coarse   |
|            | Content**     | W/C      |          | Aggregate**      |
|            |               | Ratio**  | **(i     |                  |
|            | **(pound per  |          | nches)** | **Size ^(5)^**   |
|            | cubic yard)** |          |          |                  |
|            |               |          |          | **(inches)**     |
+------------+---------------+----------+----------+------------------+
| A          | 611           | 0.49     | 2 to 4   | 1½               |
+------------+---------------+----------+----------+------------------+
| A(AE)      | 611           | 0.44     | 1 to 4   | 1½               |
+------------+---------------+----------+----------+------------------+
| B          | 517           | 0.58     | 2 to 4   | 2½               |
+------------+---------------+----------+----------+------------------+
| B(AE)      | 517           | 0.58     | 2 to 4   | 2½               |
+------------+---------------+----------+----------+------------------+
| C          | 658           | 0.49     | 2 to 4   | ¾                |
+------------+---------------+----------+----------+------------------+
| C(AE)      | 658           | 0.44     | 1 to 3   | ¾                |
+------------+---------------+----------+----------+------------------+
| D(AE)^(2)^ | 611           | 0.40     | 1 to 3   | 1½               |
+------------+---------------+----------+----------+------------------+
| E(AE)^(3)^ | 611           | 0.40     | 4 to 6   | ¾                |
|            |               |          | ^(4)^    |                  |
+------------+---------------+----------+----------+------------------+
| P          | 658           | 0.44     | 0 to 4   | 1                |
| (Pr        |               |          |          |                  |
| estressed) |               |          |          |                  |
+------------+---------------+----------+----------+------------------+
| P(AE)      | 658           | 0.44     | 0 to 4   | 1                |
+------------+---------------+----------+----------+------------------+
| Seal       | 658           | 0.54     | 4 to 8   | 1½               |
+------------+---------------+----------+----------+------------------+

> ^(1)^ Maximum slump is 8 inches if approved mix design includes a
> high-range water reducer.
>
> ^(2)^ Concrete with a water reducing and retarding admixture
> conforming to AASHTO M 194, type D.
>
> ^(3)^ A latex modified concrete with 0.037 gallons of modifier per
> pound of cement.
>
> ^(4)^ Measure the slump 4 to 5 minutes after the concrete is
> discharged from the mixer.
>
> ^(5)^ Meeting the processing requirements of AASHTO M43, Table 1 --
> Standard Sizes of Processed Aggregate.

**Table 552-2**

Minimum Air Content for Air Entrained Concrete

+---------------------------------------+------------------------------+
| **Nominal Maximum**                   | **As Delivered Minimum Air   |
|                                       | Content ^(2)\ (3)^ (%)**     |
| **Aggregate Size ^(1)^**              |                              |
+---------------------------------------+------------------------------+
| 2½ inch                               | 3.5                          |
+---------------------------------------+------------------------------+
| 2 inch                                | 3.5                          |
+---------------------------------------+------------------------------+
| 1½ inch                               | 4.0                          |
+---------------------------------------+------------------------------+
| 1 inch                                | 4.5                          |
+---------------------------------------+------------------------------+
| ¾ inch                                | 4.5                          |
+---------------------------------------+------------------------------+
| ½ inch                                | 5.5                          |
+---------------------------------------+------------------------------+

> ^(1)^ Meeting the processing requirements of AASHTO M 43, Table 1 --
> Standard Sizes of Processed Aggregate.
>
> ^(2)^ These air contents apply to the total mix. When testing these
> concretes, aggregates larger than 1½ inches is removed by handpicking
> or sieving, and air content is determined on the minus 1½-inch
> fraction of the mix. Air content of the total mix is computed from the
> value determined on the minus 1½-inch fraction.
>
> ^(3)^ For P(AE) concrete, the as delivered minimum air contents may be
> reduced 1.0 % and the maximum air content is 6.0 %

**Table 552-3**

**Required Average Compressive Strength ^(1)^**

+-----------------------------------+-----------------------------------+
| **Specified Compressive Strength  | **Required Average Compressive    |
| (f'c)**                           | Strength (f'cr)**                 |
|                                   |                                   |
| **(psi)**                         | **(psi)**                         |
+-----------------------------------+-----------------------------------+
| Less than 3000                    | f'c + 1000                        |
+-----------------------------------+-----------------------------------+
| 3000 to 5000                      | f'c + 1200                        |
+-----------------------------------+-----------------------------------+
| Over 5000                         | 1.10f'c + 700                     |
+-----------------------------------+-----------------------------------+

> ^(1)^ Use this table when there is not enough data available to
> establish a standard deviation

**552.09 Quality Control of Mix.** [Add the following after the first
paragraph:]{.underline}

At least 2 weeks prior to the start of concrete placement operations,
arrange a pre-concrete placing conference. Coordinate attendance with
the CO and any applicable subcontractors. Be prepared to discuss and/or
submit the following:

> **(1)** Proposed concrete placement schedule.
>
> **(2)** Review approved concrete mix design and determination of batch
> weights.
>
> **(3)** Discuss Section 153, Contractor Quality Control, minimum
> frequency schedule for process control sampling and testing (to be
> performed by the Contractor).
>
> **(4)** Discuss batching, mixing, placing, and curing requirements.
>
> **(5)** Discuss Subsections 106.03, Certification, and 106.05,
> Statistical Evaluation of Material for Acceptance.

**552.12 Construction Joints.** [Delete the third paragraph and
substitute the following:]{.underline}

When the joint is between two fresh concrete placements, rough float the
first placement to thoroughly consolidate the surface and leave the
surface in a roughened condition. Clean the joint surface of laitance,
curing compound, and other foreign material. Use an abrasive blast or
another approved method to expose the aggregate on the joint surface.
Re-tighten forms where the joint overlaps the first placement.
Immediately before placing new concrete, flush the joint surface with
water and allow to dry to a surface dry condition.

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  Include Subsection 552.16 when integral concrete coloring is specified.
  Insert the description of the concrete to be colored and the color
  number in the spaces provided below.

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**552.16 Finishing Formed Concrete Surfaces.** [Add the following after
the first paragraph:]{.underline}

Use an approved form release agent to produce a minimum of staining, air
holes, and hydration discoloration.

[Add the following:]{.underline}

**(h) Class 8 - Integral color finish.** All concrete in the will be
integrally colored by adding a concrete coloring agent. After curing the
colored concrete will match as closely as possible to Standard Color
Chart Number of Federal Specification 595B.

Prepare five square textured test panels with each panel 1 foot square.
Use coarse and fine aggregates and cement as delivered on the project at
the job mix rates with variable quantities of coloring agent as directed
by the CO. Complete a Class 1 finish according to (a) above. The CO will
select a test panel to serve as a guide for the colored concrete. Use
the same rate of coloring agent used in the selected panel on all
relative subsequent work.

Prepare and transport the test panels to the project staging area. Cure
the test panels similar to the structure. Allow test panels a minimum of
four weeks to cure prior to placing concrete requiring coloring agent.

**Measurement**

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  Include the following when concrete for footing is to be poured against
  disturbed rock.

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**552.20**

[Add the following:]{.underline}

Do not measure for payment the volume of concrete required outside the
neat lines of the footing to pour against undisturbed rock as shown on
the plans. When the CO directs the removal of material below the
established elevation of the bottom of the footing, the volume of
concrete required to fill the void will be measured for payment.

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  Include the following when integral concrete coloring is used in the
  concrete.

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[Add the following:]{.underline}

Measure concrete coloring agent by the pound.

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  Always include the following.

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[Delete footnote (3) in Table 552-9 and substitute the
following:]{.underline}

^(3)^ A single compressive strength test result is the average result
form 2 cylinders cast from the same load and tested at 28 days.