#### FP-03

###### Metric Version

**FLH SUPPLEMENTAL SPECIFICATIONS**

These additions and revisions to the *Standard Specifications for
Construction of Roads and Bridges on Federal Highway Projects (FP-03)*
Metric Version are approved by Federal Lands Highway (FLH). They will be
used in the special contract requirements of FLH projects according to
the instructions for each specification. They may also be incorporated
into the next update of the FP.

For additions and revisions to the FP-03 and these FLH Supplemental
Specifications, please contact one of the following members of the
Specification Coordination Group:

Steve Arnold Eastern Federal Lands Highway Division 703-404-6324

steve.arnold@dot.gov

Mike Peabody Central Federal Lands Highway Division 303-716-2175

micheal.peabody@dot.gov

##### Wade Johnson Western Federal Lands Highway Division 360-696-7597

wade.johnson@dot.gov

Dave Green Federal Lands Highway 202-366-9477

david.green@dot.gov

Contents (6/4/07): Page:

Contents (6/4/07) 1 & 2 (6/4/07)

Special Contract Requirements (7/2/04) 3 (6/4/07)

1.  Conformity with Contract Requirements (3/10/05) 106.01-1,2,&3
    (3/10/05)

> 107.03(g) "Beck" poster (3/10/05) 107.03(g) (3/10/05)
>
> 203.04 Removing Material (6/4/07) 203.04-1&2 (6/4/07)
>
> 401.08 Asphalt Preparation (3/10/05) 401.08 (3/10/05)

401.16(b) International roughness index (IRI) (7/2/04) 401.16(b)
(7/2/04)

Table 401-4 Type IV Pavement Roughness (7/2/04) 401.16(b)(2) (7/2/04)

> Table 401-5 Asphalt Binder Pay Factor (6/4/07) 401.17 (6/4/07)

402.03 Composition of Mix (Job-Mix Formula) (3/10/05) 402.03 (3/10/05)

402.03(b) Submission (7/2/04) 402.03(b) (7/2/04)

402.03(c)(4) Voids in mineral aggregate (3/10/05) 402.03(c)(4) (3/10/05)

Table 409-1 Approximate Quantities of Material for Single-Course 409.11
(7/2/04)

> Surface Treatments (7/2/04)

Table 409-2 Approximate Quantities of Material for Double 409.12-1&2
(3/10/05)

Course Surface Treatments and Table 409-3 Approximate

Quantities of Material for Triple Course Surface Treatments (3/10/05)

Table 409-4, Sampling and Testing Requirements (3/10/05) 409.13
(3/10/05)

> 410.03 Composition of Mix (6/4/07) 410.03 (6/4/07)
>
> 551.08 Preparation and Driving (6/4/07) 551.08 (6/4/07)
>
> Table 552-1 Composition of Concrete (6/4/07) 552.03-1 (6/4/07)
>
> Table 552-2 Minimum Air Content (6/4/07) 552.03-2 (6/4/07)

##### FP-03 Metric Version Page 2

##### FLH Supplemental Specifications 6/4/07

##### 

##### Table 552-3 Required Average Compressive Strength (7/2/04) 552.03(v) (7/2/04)

> 552.12 Construction Joints (6/4/07) 552.12 (6/4/07)
>
> 552.19 Acceptance (6/4/07) 552.19 (6/4/07)
>
> 554.08 Placing and Fastening (6/4/07) 554.08 (6/4/07)
>
> 555.21 Measurement (6/4/07) 555.21 (6/4/07)
>
> 562.02 Material (6/4/07) 562.02 (6/4/07)
>
> 562.03 Design (6/4/07) 562.03 (6/4/07)

##### 602.06 Soil-tight bell and spigot joints (3/10/05) 602.06 (3/10/05)

> 703.02 Coarse Aggregate for Concrete (6/4/07) 703.02 (6/4/07)

##### Table 703-2 Target Value Ranges for Subbase & Base 703.05 (7/2/04)

Gradation (7/2/04)

##### Table 703-7 Target Value Ranges for Single & Multiple 703.10 (7/2/04)

#####  Course Surface Treatment Aggregate Gradation (7/2/04)

##### Table 703-13 Allowable Deviations for Target Value 703.17 (3/10/05)

#####  Gradations (3/10/05)

##### 704.02 Bedding Material (7/2/04) 704.02 (7/2/04)

> 706.07 Precast Reinforced Concrete Box Sections (6/4/07) 706.07
> (6/4/07)

718.08(b)(2) Square tubular steel posts (3/10/05) 718.08(b) (3/10/05)

> 709.01(b) Reinforcing bars (6/4/07) 709.01 (6/4/07)

##### 709.01(d) Tie bars (3/10/05) 709.01 (6/4/07)

##### 709.01(e) Hook bolts (3/10/05) 709.01 (6/4/07)

> 709.03 Prestressing Steel (6/4/07) 709.03 (6/4/07)

##### 718.14(g) Waterborne traffic paint daylight reflectance (7/2/04) 718.14(g) (7/2/04)

FP-03 Metric Version Page 2

FLH Supplemental Specifications 6/4/07

[Include the following with all projects:]{.underline} (7/2/04)

**SPECIAL CONTRACT REQUIREMENTS**

**Project \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

The following Special Contract Requirements amend and supplement the
*Standard Specifications for Construction of Roads and Bridges on
Federal Highway Projects (FP-03) Metric Version*, U. S. Department of
Transportation, Federal Highway Administration.

**{REASON: This is the standard title and lead in paragraph to each
projects special contract requirements.}**

##### FP-03 Metric Version Page 203.04-1

FLH Supplemental Specifications 6/4/07

[Include the following with concrete removal projects:]{.underline}
(6/4/07)

Delete Subsection 203.04 and substitute the following:

4.  **Removing Material.**

```{=html}
<!-- -->
```
(a) **General.** Saw cut sidewalks, curbs, pavements, and structures
    when partial removal is required.

> Construct structurally adequate debris shields to contain debris
> within the construction limits. Do not permit debris to enter
> waterways, travel lanes open to public traffic, or areas designated
> not to be disturbed.
>
> Raze and remove all buildings, foundations, pavements, sidewalks,
> curbs, fences, structures, and other obstructions interfering with the
> work and not designated to remain.
>
> Where part of an existing culvert is removed, remove the entire
> culvert upstream from the removal. The remaining downstream culvert
> may be left in place if no portion of the culvert is within 1 meter of
> the subgrade, embankment slope, or new culvert or structure; and the
> culvert ends are sealed with concrete.
>
> Remove structures and obstructions in the roadbed to 1 meter below
> subgrade elevation. Remove structures and obstructions outside the
> roadbed to 0.5 meter below finished ground or to the natural stream
> bottom.
>
> Abandon existing manholes, inlets, catch basins, and spring boxes
> according to Subsection 604.07.
>
> Except in excavation areas, backfill and compact cavities left by
> structure removal with backfill material to the level of the finished
> ground. Backfill excavated areas according to Subsection 209.10.
> Compact backfill according to Subsection 209.11.
>
> **(b) Concrete removal by mechanical impact methods**. Saw cut 20
> millimeters deep along all boundaries of repair areas.
>
> Use power-driven hand tools to remove existing concrete with the
> following restrictions:
>
> **(1)** Do not use jack hammers heavier than 140 newtons.
>
> **(2)** Do not operate jack hammers and mechanical chipping tools at
> an angle in excess of 45^o^ from the surface of the slab.
>
> **(3)** Do not use chipping hammers heavier than nominal
> 70-newton-class to remove concrete from beneath reinforcing bar.

##### FP-03 Metric Version Page 203.04-2

FLH Supplemental Specifications 6/4/07

> Where the bond between existing concrete and reinforcing steel is
> destroyed, remove all concrete adjacent to the steel to provide at
> least 20-millimeter clearance for the new concrete to bond to the
> steel.
>
> Use hand tools (hammers and chisels) to remove final particles of
> concrete or to achieve the required depth.
>
> After removal of deteriorated and unsound concrete, sandblast all
> exposed structural steel, reinforcing steel, and concrete surfaces
> that will be in contact with repair material. Remove all rust and
> foreign material. Clean the sound concrete surface by flushing with a
> high-pressure water jet or oil-free compressed air.
>
> **(c) Reinforcing steel.** Do not cut or damage reinforcing steel
> designated to remain in place. Repair or replace all damaged or
> severely deteriorated bars.
>
> Clean all exposed reinforcing steel that is to remain in place. Remove
> all rust and corrosive products, including oil, dirt, concrete
> fragments, laitance, loose scale, and other coatings that may destroy
> or inhibit the bond with new concrete.
>
> If cleaned reinforcing steel will be exposed for more than 7 days,
> protect the steel from corrosion and contamination. If the steel
> becomes corroded or contaminated, clean the steel immediately before
> the concrete pour.

**{REASON: The addition of the wording in Subsections (b) and (c) above
was proposed by a bridge spec review team consisting of Marc Veneroso,
Mark Clabaugh, and Norm Schneider on 8/1/04. The SCG reviewed this
proposal and in a conference call on 7/20/06 agreed to the wording with
some editorial changes and reformatting of Subsection 203.04. This
change was incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 90 & 91)

FP-03 Metric Version Page 401.17

FLH Supplemental Specifications 6/4/07

[When a Superpave hot asphalt concrete pavement design is required,
include the following:]{.underline}

(6/4/07)

Delete Table 401-5 and substitute the following:

<table>
<colgroup>
<col style="width: 12%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="8"><p>Table 401-5</p>
<p>Asphalt Binder Pay Factor Table</p></td>
<td rowspan="6"><strong>Pay Factor =</strong></td>
<td><strong>Reject</strong></td>
<td>&lt; 0.50</td>
<td rowspan="8"><strong>Tests after Rolling Thin Film Oven
(RTFO)</strong></td>
<td>&lt; 1.048</td>
<td rowspan="8"><strong>Tests on Pressure Aging Vessel
(PAV)</strong></td>
<td>&gt; 5,867</td>
<td>&gt; 600</td>
<td>&lt; 0.261</td>
<td>&lt; 0.56</td>
<td rowspan="8">(1) Use direct tension for payment if s-values from the
bending beam rheometer are between 300 and 600 MPa.</td>
</tr>
<tr class="even">
<td><strong>0.75</strong></td>
<td>0.70 to 0.50</td>
<td>1.431 to 1.048</td>
<td>5,579 to 5,867</td>
<td>Use direct tension</td>
<td>0.273 to 0.261</td>
<td>0.70 to 0.56</td>
</tr>
<tr class="odd">
<td><strong>0.90</strong></td>
<td>0.87 to 0.71</td>
<td>1.815 to 1.432</td>
<td>5,290 to 5,578</td>
<td>Use direct tension</td>
<td>0.286 to 0.274</td>
<td>0.85 to 0.71</td>
</tr>
<tr class="even">
<td><strong>0.95</strong></td>
<td>0.99 to 0.88</td>
<td>2.199 to 1.816</td>
<td>5,001 to 5,289</td>
<td>Use direct tension</td>
<td>0.299 to 0.287</td>
<td>0.99 to 0.86</td>
</tr>
<tr class="odd">
<td><strong>1.00</strong></td>
<td>1.00 to 1.11</td>
<td>2.583 to 2.200</td>
<td>4,712 to 5,000</td>
<td>263 to 300</td>
<td>0.312 to 0.300</td>
<td>1.00</td>
</tr>
<tr class="even">
<td><strong>1.05</strong></td>
<td>1.12</td>
<td>2.584</td>
<td>4,711</td>
<td>262</td>
<td>0.313</td>
<td>N/A</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>Specifications</strong></p>
<p><strong>(See 702.01)</strong></p></td>
<td>1.00</td>
<td>2.20</td>
<td>5,000</td>
<td>300</td>
<td>0.300</td>
<td>1.00</td>
</tr>
<tr class="even">
<td colspan="2"><strong>Tests on Original</strong></td>
<td>Dynamic shear rhoemeter, kPa</td>
<td>Dynamic shear rheometer, kPa</td>
<td>Dynamic shear rheometer, kPa</td>
<td>Bending beam rheometer, s, MPa</td>
<td>Bending beam rheometer, m</td>
<td>Direct tension<sup>(1)</sup>, %</td>
</tr>
</tbody>
</table>

{REASON: At the May 2005 MTT meeting it was decided that the
specifications for rotational viscosity and mass loss should be deleted
and the specifications for bending beam rheometer and direct tension
changed. Brad presented a draft table change at the October 2005 MTT
meeting and the above table change was approved.}

(FP-03 Metric version, p. 236)

FP-03 Metric Version Page 410.03

FLH Supplemental Specifications 6/4/07

[When slurry seals or micro-surfacing is required, include the
following:]{.underline} (6/4/07)

Delete the first paragraph of Subsection 410.03 and substitute the
following:

3.  **Composition of Mix (Job-Mix Formula).** Furnish a slurry seal or
    micro-surfacing mixture of aggregate, water, emulsified asphalt, or
    polymer modified asphalt and additives according to ASTM D 3910,
    ISSA A 105, and ISSA A 143. Conform to the applicable aggregate
    gradation in Table 703-8 and the residual asphalt contents in
    Subsection 410.01.

**{REASON: In response to an 4/6/06 format question from Wade, Brad
reviewed the specification references in Subsection 410.03 and
determined that the reference to ISSA T 114 should be changed to ISSA A
105 and A 143 as described in his 4/10/06 e-mail. This change implements
Brad's recommendation.}**

(FP-03 Metric version, p. 277)

##### FP-03 Metric Version Page 551.08

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with driven piles:]{.underline}
(6/4/07)

Delete the second paragraph of Subsection 551.08 and substitute the
following:

Drive piles to within 75 millimeters of plan location at cutoff
elevation. No pile shall be closer than 150 millimeters to any cap face.
Drive piles so that the axial alignment is within 20 millimeters per
meter, along the longitudinal axis, of the required alignment. The CO
may stop driving to check the pile alignment. Check alignment of piles
that cannot be internally inspected after installation before the last
1.5 meters are driven. Do not pull laterally on piles or splice to
correct misalignment. Do not splice a properly aligned section on a
misaligned pile.

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04. The SCG reviewed this proposal and in a conference call on
7/20/06 agreed to the wording with some editorial changes. This change
was incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 337)

##### FP-03 Metric Version Page 552.03-1

FLH Supplemental Specifications 6/4/07

[When class P(AE) structural concrete is permitted, include the
following:]{.underline} (6/4/07)

Delete Table 552-1 and substitute the following:

Table 552-1

Composition of Concrete

+------------+--------------+------------+------------+--------------+
| **Class**  | **Minimum    | *          | **Sl       | **Nominal    |
|            | Cement**     | *Maximum** | ump^(1)^** | Maximum      |
| **of**     |              |            |            | Aggregate    |
|            | **Content**  | **W/C      | **(mm)**   | Size**^(5)^  |
| **         |              | Ratio**    |            | **(mm)**     |
| Concrete** | *            |            |            |              |
|            | *(kg/m^3^)** |            |            |              |
+------------+--------------+------------+------------+--------------+
| A          | 360          | 0.49       | 50 to 100  | 37.5         |
+------------+--------------+------------+------------+--------------+
| A(AE)      | 360          | 0.44       | 25 to 100  | 37.5         |
+------------+--------------+------------+------------+--------------+
| B          | 310          | 0.58       | 50 to 100  | 63           |
+------------+--------------+------------+------------+--------------+
| B(AE)      | 310          | 0.58       | 50 to 100  | 63           |
+------------+--------------+------------+------------+--------------+
| C          | 390          | 0.49       | 50 to 100  | 19           |
+------------+--------------+------------+------------+--------------+
| C(AE)      | 390          | 0.44       | 25 to 75   | 19           |
+------------+--------------+------------+------------+--------------+
| D(AE)^(2)^ | 360          | 0.40       | 25 to 75   | 37.5         |
+------------+--------------+------------+------------+--------------+
| E(AE)^(3)^ | 360          | 0.40       | 100 to     | 19           |
|            |              |            | 150^(4)^   |              |
+------------+--------------+------------+------------+--------------+
| P          | 390          | 0.44       | 0 to 100   | 25           |
| (Pr        |              |            |            |              |
| estressed) |              |            |            |              |
+------------+--------------+------------+------------+--------------+
| P(AE)      | 390          | 0.44       | 0 to 100   | 25           |
+------------+--------------+------------+------------+--------------+
| Seal       | 390          | 0.54       | 100 to 200 | 37.5         |
+------------+--------------+------------+------------+--------------+

\(1\) Maximum slump is 200 millimeters 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 0.31 liters of modifier per
kilogram of cement.

\(4\) Measure the slump 4 to 5 minutes after the concrete is discharged
from the mixer.

\(5\) Meet the processing requirements of AASHTO M 43, Table 1 --
Standard Sizes of Processed Aggregate.

##### 

**{REASON: The addition of class P(AE) concrete was proposed by CFL on
3/13/05. This proposal was supported by a bridge spec review team
consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider. The SCG
reviewed the proposal and in a conference call on 7/20/06 agreed to
update Table 552-1. This change was incorporated into the FLH SS in
Transmittal No. 3}**

(FP-03 Metric version, p. 346)

##### FP-03 Metric Version Page 552.03-2

FLH Supplemental Specifications 6/4/07

[When structural concrete is required, include the
following:]{.underline} (6/4/07)

Delete Table552-2 and substitute the following:

Table 552-2

Minimum Air Content for Air Entrained Concrete

+----------------------------------+-----------------------------------+
| **Nominal Maximum**              | **As Delivered Minimum**          |
|                                  |                                   |
| **Aggregate Size^(1)^**          | **Air Content ^(2)\ (3)^ (%)**    |
+----------------------------------+-----------------------------------+
| 63 mm                            | 3.5                               |
+----------------------------------+-----------------------------------+
| 50 mm                            | 3.5                               |
+----------------------------------+-----------------------------------+
| 37.5 mm                          | 4.0                               |
+----------------------------------+-----------------------------------+
| 25 mm                            | 4.5                               |
+----------------------------------+-----------------------------------+
| 19 mm                            | 4.5                               |
+----------------------------------+-----------------------------------+
| 12.5 mm                          | 5.5                               |
+----------------------------------+-----------------------------------+

> \(1\) Meet 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 37.5 millimeters is removed by
> handpicking or sieving, and air content is determined on the minus
> 37.5-millimeter fraction of the mix. Air content of the total mix is
> computed from the value determined on the minus 37.5-millimeter
> fraction.
>
> \(3\) For P(AE) concrete, reduce the as delivered minimum air content
> by 1.0 % and use a maximum air content of 6.0 %

**{REASON: The removal of the 75-millimenter aggregate size and the
addition of class P(AE) concrete was proposed by CFL on 3/13/05. This
proposal was supported by a bridge spec review team consisting of Marc
Veneroso, Mark Clabaugh, and Norm Schneider. The SCG reviewed the
proposal and in a conference call on 7/20/06 agreed to update Table
552-2. This change was incorporated into the FLH SS in Transmittal No.
3}**

(FP-03 Metric version, p. 347)

##### FP-03 Metric Version Page 552.12

FLH Supplemental Specifications 6/4/07

[When structural concrete is required, include the
following:]{.underline} (6/4/07)

Delete the third paragraph of Subsection 552.12 and substitute the
following:

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
other 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.

**{REASON: Norm Schneider commented that the AASHTO LRFD Construction
Specifications allow horizontal construction joints to be constructed
without shear keys. Current FP wording does not address cleaning the
joint surface or the surface dry condition before placing fresh
concrete. The reference to coating joint surfaces with a thin coating of
fresh mortar before placing new concrete is no longer recommended
practice and should be omitted. Substitute wording was proposed by a
bridge spec review team consisting of Marc Veneroso, Mark Clabaugh, and
Norm on 8/1/04. The SCG reviewed this proposal and in a conference call
on 7/20/06 agreed to the wording with some editorial changes. This
change was incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 361)

##### FP-03 Metric Version Page 552.19

FLH Supplemental Specifications 6/4/07

[When structural concrete is required, include the
following:]{.underline} (6/4/07)

Delete footnote (3) in Table 552-9 and substitute the following:

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

**{REASON: On 6/2/06, Wade noted a typo in footnote (3) of Table 552-9
where the word "lead" was used instead of "load." This correction was
incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 373)

##### FP-03 Metric Version Page 554.08

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with reinforcing
steel:]{.underline} (6/4/07)

Delete the first paragraph of Subsection 554.08 and substitute the
following:

**554.08 Placing and Fastening.** Place fasten, and support the bars
according to the CRSI *Manual of Standard Practice.* Use precast
concrete blocks or metal supports. Attach concrete block supports to the
supported bar with wire cast in the center of each block. Use class 1
(plastic protected) or class 2, type B (stainless steel protected) metal
supports in contact with exposed concrete surfaces. Use stainless steel
conforming to ASTM A 493, type 430.

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04. The SCG reviewed this proposal and in a conference call on
7/20/06 agreed to the wording change. This change was incorporated into
the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 391)

##### FP-03 Metric Version Page 555.21

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with bearings, rockers, or
rollers:]{.underline} (6/4/07)

Delete the second paragraph of Subsection 555.21 and substitute the
following:

Measure structural steel computed according to the AASHTO *Standard
Specifications for Highway Bridges.* Include all metal items incidental
to the structure and required by the contract such as castings, steel
plates, anchor bolts and nuts, pins and nuts, expansion dams, roadway
drains and scuppers, weld metal, bolts embedded in concrete, cradles and
brackets, posts, conduits and ducts, and structural shapes.

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04 to eliminate the measurement and payment of bearings, rockers,
and rollers under Section 555. These items are measured and paid for
under Section 564. The SCG reviewed this proposal and in a conference
call on 7/20/06 agreed to the wording change. This change was
incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 415)

##### FP-03 Metric Version Page 562.02

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with temporary
works:]{.underline} (6/4/07)

Delete Subsection 562.02 and substitute the following:

**562.02** Select material consistent with the safety and quality
required by the design assumptions. Furnish factory fabricated
components of vertical shoring towers complying with the *Certification
Program for Bridge Temporary Works* (FHWA-RD-93-033).

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04 to replace "manufactured devices" with "factory fabricated
components of vertical shoring towers." The SCG reviewed this proposal
and in a conference call on 7/20/06 agreed to the wording change. This
change was incorporated into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 432)

##### FP-03 Metric Version Page 562.03

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with temporary
works:]{.underline} (6/4/07)

Delete the seventh paragraph of Subsection 562.03 and substitute the
following:

Do not use deck overhang form brackets that require holes to be cast or
drilled into the bridge girders.

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04. The SCG reviewed this proposal and in a conference call on
7/20/06 agreed to the wording change. This change was incorporated into
the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 433)

FP-03 Metric Version Page 703.02

FLH Supplemental Specifications 6/4/07

[When coarse aggregate for concrete is required, include the
following:]{.underline}

(6/4/07)

Delete the first paragraph of Subsection 703.02 and substitute the
following:

**703.02 Coarse Aggregate for Concrete.** Conform to AASHTO M 80, class
A including the reactive aggregate supplementary requirement, except as
amended or supplemented by the following:

{REASON: During the October 2005 MTT meeting it was noted that the
reactive aggregate supplementary requirement in Subsection 703.01 also
applied to coarse aggregate for concrete. This change adds the
requirement to 703.02.}

(FP-03 Metric version, p. 599)

##### FP-03 Metric Version Page 706.07

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with precast reinforced concrete
box sections:]{.underline} (6/4/07)

Delete Subsection 706.07 and substitute the following:

**706.07 Precast Reinforced Concrete Box Sections.** Conform to ASTM C
1433M. Meet the design requirements for HS20 loading.

**{REASON: This substitute wording was proposed by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider on
8/1/04. The point is to reference the ASTM spec, which is much more user
friendly than the AASHTO spec for precast concrete box culverts. The
loading requirement (HS20) can be modified for any given project. The
SCG reviewed this proposal and in a conference call on 7/20/06 agreed to
the change with minor editorial changes. This change was incorporated
into the FLH SS in Transmittal No. 3}**

(FP-03 Metric version, p. 622)

FP-03 Metric Version Page 709.01

FLH Supplemental Specifications 6/4/07

[When reinforcing bars are required, include the following:]{.underline}
(6/4/07)

Delete Subsection 709.01(b), and substitute the following:

**(b) Reinforcing bars.** Furnish deformed, grade 420 bars conforming to
AASHTO M 31M or M 332M.

[When tie bars are required, include the following:]{.underline}
(3/10/05)

Delete Subsection 709.01(d), and substitute the following:

**(d) Tie bars.** Furnish deformed, grade 420 bars conforming to AASHTO
M 31M.

[When hook bolts are required, include the following:]{.underline}
(3/10/05)

Delete Subsection 709.01(e), and substitute the following:

**(e) Hook bolts.** Furnish plain, grade 420 bars conforming to AASHTO M
31M with M14 rolled threads or M16 cut threads. Furnish a threaded
sleeve nut capable of sustaining a minimum axial load of 67 kilonewtons.

**{REASON: In a 12/22/04 e-mail, Jeffrey noted that AASHTO M 42 and M 53
were deleted from the AASHTO Standard Specifications for Transportation
Materials and Methods of Sampling and Testing, 24^th^ Edition 2004. In
Transmittal No. 2, FLH Supplemental Spec, the references to these
specifications were deleted. A bridge spec review team consisting of
Marc Veneroso, Mark Clabaugh, and Norm Schneider suggested that a
reference to AASHTO 322 be included in 709.01(b) on 3/7/05. The SCG
reviewed this proposal and in a conference call on 7/20/06 agreed to the
change. This change was incorporated into the FLH SS in Transmittal No.
3}**

(FP-03 Metric version, p. 628)

##### FP-03 Metric Version Page 709.03

FLH Supplemental Specifications 6/4/07

[Include the following in all projects with prestressing
steel:]{.underline} (6/4/07)

Delete the first paragraph and the three bullets in Subsection 709.03
and substitute the following:

3.  **Prestressing Steel.** Fabricate from one of the following:

-   Stress-relieved steel wire, AASHTO M 204M, type BA or WA;

-   Uncoated seven-wire steel strand, AASHTO M 203M, grade 1860; or

-   High-strength steel bars, AASHTO M 275M, type II.

**{REASON: The substitute name changes in the first two bullets were
proposed by CFL on 3/15/05 and were agree to by a bridge spec review
team consisting of Marc Veneroso, Mark Clabaugh, and Norm Schneider. The
SCG reviewed this proposal and in a conference call on 7/20/06 agreed to
the change. This change was incorporated into the FLH SS in Transmittal
No. 3}**

(FP-03 Metric version, p. 629)