FOLLOW-UP HIGH PERFORMANCE CONCRETE QUESTIONNAIRE

**STATE: ALASKA**

# 

# Purpose of Survey:

The purpose of this survey is to quantify the number and application of
high performance concrete (HPC) projects across the nation, as well as
obtain information on the use of high performance reinforcement. This
data will be used by the FHWA High Performance Concrete Technology
Delivery Team to make a more complete assessment of the extent to which
HPC is being implemented and to determine where FHWA can levy additional
research and resources to further the use of HPC and high performance
alternative reinforcements.

Please complete the survey for projects completed or under construction
for calendar years 2004, 2005, and 2006 to date. As you complete the
survey, please use the following definition of HPC to determine the
scope of HPC bridge projects in your State. This will help ensure that
the collected data is consistent amongst all States.

**Definition of HPC:**

HPC is defined by the American Concrete Institute as concrete that meets
special combinations of performance and uniformity requirements that
cannot always be achieved routinely using conventional constituents and
normal mixing, placing, and curing practices. For the purpose of this
survey to provide a common terminology, we are defining HPC as concretes
with specified ingredients and/or specified properties to enhance
durability and performance by using pozzolanic materials and/or slag.
These concretes are made with appropriate materials (fly ash, blast
furnace slag, silica fume, and other mineral admixtures) combined
according to a selected mix design that when properly mixed,
transported, placed, consolidated, and cured significantly enhances the
performance of various concrete properties, such as flowability, low
permeability, high compressive strength, consolidation without
segregation, and high resistance to certain forms of attack.

### Survey Questions

\*(For all questions, please include projects completed or under
construction for calendar years 2004, 2005, & 2006 to date.)

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# [General Use of HPC]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects the number of HPC \*constructed bridges
where fly ash, slag, silica fume, or other mineral admixtures are
being/have been used for increased durability, but without permeability
criterion being specified.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck overlays                   

  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [HPC for Permeability Benefit]{.underline}

For the structural elements listed below, select the range of coulomb
values which **[best]{.underline}** reflects the project specified
permeability the **[majority]{.underline}** of the time.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Coulomb Values**
  ------------------------------- ---------------------------------------
  Deck overlays                   

  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [HPC for Strength Benefit]{.underline}

For the structural elements listed below, select the compressive
strengths which **[best]{.underline}** reflects the project specified
compressive strengths the **[majority]{.underline}** of the time.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Compressive Strength (psi)**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [Self-Consolidating Concrete]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
self-consolidating concrete.

  -----------------------------------------------------------------------
  **\*\*Structural                            **Number of Bridges**
  Element**                                   
  --------------------- --------------------- ---------------------------
  Superstructure                              

  Substructure          Piers and Pier Caps   

                        Footings              

                        Piles                 

                        Drilled Shafts        

  Other Precast Members                       
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# 

# [Lightweight HPC]{.underline} 

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
lightweight HPC (110 to 125 pcf).

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [Stainless Steel Reinforcement]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
stainless steel reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [Stainless Steel Clad Reinforcement]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
stainless-steel clad reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [Epoxy Coated Reinforcement]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
epoxy coated reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [Galvanized Reinforcement]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
galvanized reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# [MMFX Microcomposite (MMFX 2) Reinforcement]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
MMFX 2 reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

# 

# [Fiber Reinforced Polymer (FRP) Reinforcement (Three commonly used types of fibers are glass (GFRP), carbon (CFRP), or aramid (AFRP.))]{.underline}

For the structural elements listed below, select the range which
**[best]{.underline}** reflects your State's **[use]{.underline}** of
FRP reinforcement.

  -----------------------------------------------------------------------
  **\*\*Structural Element**      **Number of Bridges**
  ------------------------------- ---------------------------------------
  Deck                            

  Superstructure                  

  Substructure                    
  -----------------------------------------------------------------------

\*\* A single bridge should be counted in **all** [applicable Structural
Element categories.]{.underline}

**[General Section]{.underline}**

What are the primary characteristics of HPC being tested (mix design
approvals and acceptance testing) by your State? (Specify below and
refer to Chart at end of Survey for characteristics of HPC.) Any
non-selection will be taken as a "NO" answer.

  -------------------------------------- --------------------------------
  **Performance Characteristic**         **Standard Test Method**

  Freeze-thaw durability                 

  Scaling resistance                     

  Abrasion resistance                    

  Chloride penetration                   

  Alkali-silica reactivity               

  Sulfate Resistance                     

  Flowability                            

  Strength                               

  Elasticity                             

  Shrinkage                              

  Creep                                  
  -------------------------------------- --------------------------------

How does your State specify HPC? (Included in general specification,
special provision for particular projects, combination of general
specification and special provisions, or other. (Please describe.))

  -------------- --------------------------------------------------------
  **Material**   **Method**

  Specify HPC    
  -------------- --------------------------------------------------------

> Comments:

+-----------------------------------------------------------------------+
| Answers are based upon last three years of construction and are       |
| approximate.\                                                         |
| \                                                                     |
| All reinforcing steel within one foot of the deck surface is epoxied  |
| coated.                                                               |
|                                                                       |
| **The Alaska DOT&PF uses many precast concrete decked bulb-tee girder |
| bridges. In this type of structure, the deck and superstructure are   |
| cast at the same time. Thus, the deck quality is the same as the      |
| girder. The specified design 28-day strength is tpyically between     |
| 7000 to 8000 psi and the measured compressive strength is typically   |
| around 9000 to 12000 psi. Thus, based upon your table, these members  |
| may not always be considered HPC.\                                    |
| \                                                                     |
| The Alaska DOT&PF also uses a microsilca modified concrete in deck    |
| overlay work. The charge passed through the sample may not exceed     |
| 1000 coulombs.**                                                      |
|                                                                       |
| **Please refer the the Department\'s web site for a copy of the       |
| standard construction specifications:\                                |
| \                                                                     |
| http://www.dot.state.ak.us/stwddes/dcspubs/manuals.shtml**            |
+-----------------------------------------------------------------------+

How many projects have been planned or constructed to date with
performance based specifications for HPC (end result specifications)?

Planned **     ** Constructed **     **

***Please provide an electronic copy of your state's current HPC
specification.***

**Thank you for taking the time to complete this survey!**

Please complete the survey and send electronically to Rodolfo (Rudy)
Maruri and Lou Triandafilou at the email addresses shown below. **Please
return survey by July 10, 2006.**

> PLEASE SEND YOUR RESPONSES TO:

  -------------------- ---------------------------------- ---------------
  Rodolfo F. Maruri    <rodolfo.maruri@fhwa.dot.gov>      \(804\)
                                                          775-3361

  Louis N.             <lou.triandafilou@fhwa.dot.gov>    \(410\)
  Triandafilou                                            962-3648

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

> **[RESPONDANT INFORMATION]{.underline}**

# 

+------------------+---------------------------------------------------+
| NAME:            | **Elmer E. Marx, PE**                             |
+------------------+---------------------------------------------------+
| TITLE:           | **Technical Engineer II**                         |
+------------------+---------------------------------------------------+
| STATE:           | **Alaska**                                        |
+------------------+---------------------------------------------------+
| ADDRESS:         | PO BOX 112500                                     |
|                  |                                                   |
|                  | **3132 Channel Drive**                            |
|                  |                                                   |
|                  | **Room 100**                                      |
+------------------+---------------------------------------------------+
| CITY/STATE/ZIP:  | **Juneau, AK, 99811-2500**                        |
+------------------+---------------------------------------------------+
| PHONE:           | **907-465-6941**                                  |
+------------------+---------------------------------------------------+
| FAX:             | **907-465-6947**                                  |
+------------------+---------------------------------------------------+
| EMAIL:           | **elmer_marx@dot.state.ak.us**                    |
+------------------+---------------------------------------------------+

^Table\ 1.\ Grades\ of\ performance\ characteristics\ for\ high\ performance\ structural\ concrete^1

+------------------+-----------+---+--------------+------------+---------+
| Performance      | Standard  |   | FHWA HPC     |            |         |
| c                | test      |   | performance  |            |         |
| haracteristic^2^ | method    |   | ch           |            |         |
|                  |           |   | aracteristic |            |         |
|                  |           |   | grade^3^     |            |         |
+------------------+-----------+---+--------------+------------+---------+
|                  |           |   | 1            | 2          | 3       |
+------------------+-----------+---+--------------+------------+---------+
| Freeze-thaw      | AASHTO T  | 7 |              | 80%[\<]    | 9       |
| durability^4^    | 161       | 0 |              | {.underlin | 0%[\<]{ |
|                  |           | % |              | e}F/T\<90% | .underl |
| (F/T=relative    | ASTM C    | [ |              |            | ine}F/T |
| dynamic modulus  | 666       | \ |              |            |         |
| of elasticity    |           | < |              |            |         |
| after 300        | Proc. A   | ] |              |            |         |
| cycles)          |           | { |              |            |         |
|                  |           | . |              |            |         |
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|                  |           | i |              |            |         |
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|                  |           | } |              |            |         |
|                  |           | F |              |            |         |
|                  |           | / |              |            |         |
|                  |           | T |              |            |         |
|                  |           | \ |              |            |         |
|                  |           | < |              |            |         |
|                  |           | 8 |              |            |         |
|                  |           | 0 |              |            |         |
|                  |           | % |              |            |         |
+------------------+-----------+---+--------------+------------+---------+
| Scaling          | ASTM C    | 3 |              | 2.0[\>     | 1.0[\   |
| resistance^5^    | 672       | . |              | ]{.underli | >]{.und |
|                  |           | 0 |              | ne}SR\>1.0 | erline} |
| (SR=visual       |           | [ |              |            | SR[\>]{ |
| rating of the    |           | \ |              |            | .underl |
| surface after 50 |           | > |              |            | ine}0.0 |
| cycles)          |           | ] |              |            |         |
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|                  |           | 2 |              |            |         |
|                  |           | . |              |            |         |
|                  |           | 0 |              |            |         |
+------------------+-----------+---+--------------+------------+---------+
| Abrasion         | ASTM C    | 2 |              | 1.0\>A     | 0.5\>AR |
| resistance^6^    | 944       | . |              | R[\>]{.und |         |
|                  |           | 0 |              | erline}0.5 |         |
| (AR=avg. depth   |           | \ |              |            |         |
| of wear in mm)   |           | > |              |            |         |
|                  |           | A |              |            |         |
|                  |           | R |              |            |         |
|                  |           | [ |              |            |         |
|                  |           | \ |              |            |         |
|                  |           | > |              |            |         |
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|                  |           | { |              |            |         |
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|                  |           | 1 |              |            |         |
|                  |           | . |              |            |         |
|                  |           | 0 |              |            |         |
+------------------+-----------+---+--------------+------------+---------+
| Chloride         | AASHTO T  | 2 |              | 1500[\>    | 500[\>] |
| penetration^7^   | 277       | 5 |              | ]{.underli | {.under |
|                  |           | 0 |              | ne}CP\>500 | line}CP |
| (CP=coulombs)    | ASTM C    | 0 |              |            |         |
|                  | 1202      | [ |              |            |         |
|                  |           | \ |              |            |         |
|                  |           | > |              |            |         |
|                  |           | ] |              |            |         |
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|                  |           | C |              |            |         |
|                  |           | P |              |            |         |
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|                  |           | 1 |              |            |         |
|                  |           | 5 |              |            |         |
|                  |           | 0 |              |            |         |
|                  |           | 0 |              |            |         |
+------------------+-----------+---+--------------+------------+---------+
| Alkali-silica    | ASTM C    | 0 |              | 0.15[\>]{  | 0.      |
| reactivity       | 441       | . |              | .underline | 10[\>]{ |
|                  |           | 2 |              | }ASR\>0.10 | .underl |
| (ASR=expansion   |           | 0 |              |            | ine}ASR |
| at 56 d) (%)     |           | [ |              |            |         |
|                  |           | \ |              |            |         |
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+------------------+-----------+---+--------------+------------+---------+
| Sulfate          | ASTM C    | S |              | SR         | S       |
| Resistance       | 1012      | R |              | [\<]{.unde | R[\<]{. |
|                  |           | [ |              | rline}0.10 | underli |
| (SR=expansion)   |           | \ |              |            | ne}0.10 |
| (%)              |           | < |              | at 12      |         |
|                  |           | ] |              | months     | at 18   |
|                  |           | { |              |            | months  |
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+------------------+-----------+---+--------------+------------+---------+
| Flowability      | AASHTO T  | S |              | 500[\<]{.u | 600     |
|                  | 119 ASTM  | L |              | nderline}S | mm\<SF  |
| (SL=slump,       | C 143,    | \ |              | F[\<]{.und |         |
| SF=slump flow)   | and       | > |              | erline}600 | (24     |
|                  | proposed  | 1 |              | mm         | in\<SF) |
|                  | slump     | 9 |              |            |         |
|                  | flow test | 0 |              | (20[\<]{.  |         |
|                  |           | m |              | underline} |         |
|                  |           | m |              | SF[\<]{.un |         |
|                  |           |   |              | derline}24 |         |
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+------------------+-----------+---+--------------+------------+---------+
| Strength^8^      | AASHTO T  | 5 |              | 69[\<]{.   | 97      |
|                  | 22        | 5 |              | underline} | MPa[    |
| (f\              |           | [ |              | f\'~c~\<97 | \<]{.un |
| '~c~=compressive | ASTM C 39 | \ |              | MPa        | derline |
| strength)        |           | < |              |            | }f\'~c~ |
|                  |           | ] |              | (10[\<]{.  |         |
|                  |           | { |              | underline} | (14     |
|                  |           | . |              | f\'~c~\<14 | ksi[\   |
|                  |           | u |              | ksi)       | <]{.und |
|                  |           | n |              |            | erline} |
|                  |           | d |              |            | f\'~c~) |
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+------------------+-----------+---+--------------+------------+---------+
| Elasticity^9^    | ASTM C    | 3 |              | 41[\<]     | 48      |
|                  | 469       | 4 |              | {.underlin | GP      |
| (E~c~=modulus of |           | [ |              | e}E~c~\<48 | a[\<]{. |
| elasticity)      |           | \ |              | GPa        | underli |
|                  |           | < |              |            | ne}E~c~ |
|                  |           | ] |              | (          |         |
|                  |           | { |              | 6[\<]{.und | (       |
|                  |           | . |              | erline}E~c | 7x10^6^ |
|                  |           | u |              | ~\<7x10^6^ | psi     |
|                  |           | n |              | psi)       | [\<]{.u |
|                  |           | d |              |            | nderlin |
|                  |           | e |              |            | e}E~c~) |
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+------------------+-----------+---+--------------+------------+---------+
| Shrinkage^10^    | AASHTO T  | 8 |              | 600\>      | 400\>S  |
|                  | 160       | 0 |              | S[\>]{.und |         |
| (S=microstrain)  |           | 0 |              | erline}400 |         |
|                  | ASTM C    | \ |              |            |         |
|                  | 157       | > |              |            |         |
|                  |           | S |              |            |         |
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|                  |           | 6 |              |            |         |
|                  |           | 0 |              |            |         |
|                  |           | 0 |              |            |         |
+------------------+-----------+---+--------------+------------+---------+
| Creep^11^        | ASTM C    | 7 |              | 55[\>]{    | 30      |
|                  | 512       | 5 |              | .underline | /MPa[\> |
| (C=micr          |           | [ |              | }C\>30/MPa | ]{.unde |
| ostrain/pressure |           | \ |              | (0.        | rline}C |
| unit)            |           | > |              | 38[\>]{.un |         |
|                  |           | ] |              | derline}C\ | (0.21/  |
|                  |           | { |              | >0.21/psi) | psi[\>] |
|                  |           | . |              |            | {.under |
|                  |           | u |              |            | line}C) |
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|                  |           | ) |              |            |         |
+------------------+-----------+---+--------------+------------+---------+

1 This table does not represent a comprehensive list of all
characteristics that good concrete should exhibit. It does list
characteristics that can quantifiably be divided into different
performance groups. Other characteristics should be checked. One
characteristic is sufficient for classification as an HPC.

2 For non-heat cured products, all tests to be performed on concrete
samples moist, submersion, or match cured for 56 days or until test age.
For heat cured products, all tests to be performed on concrete samples
cured with the member or match cured until test age. See table 13 of the
Henry Russell report for additional information and exceptions, or Table
2 in the FHWA publication located at
<http://www.fhwa.dot.gov/bridge/hpcdef.htm>

3 A given HPC mix design is specified by a grade for each desired
performance characteristic. A higher grade number indicates a higher
level of performance. Performance characteristics and grades should be
selected for the particular project. For example, a concrete may perform
at grade 3 in strength and elasticity, grade 2 in shrinkage and scaling
resistance, and grade 2 in all other categories.

4 Based on SHRP C/FR-91-103, p. 3.52.

5 Based on SHRP S-360.

6 Based on SHRP C/FR-91-103.

7 Based on PCA Engineering Properties of Commercially Available
High-Strength Concretes, RD104

8 Use lower strengths for decks and substructures

9 Based on SHRP C/FR-91-103, p. 3.17. Modulus of elasticity is related
to strength and if a lower strength is specified for decks, the MOE
should be proportionally lower. See AASHTO LRFD Bridge Design
Specifications, Article 5.4.2.4.

10 Based on SHRP C/FR-91-103, p. 3.25.

11 Based on SHRP C/FR-91-103, p. 3.30.