# ENGINEERING AND ENVIRONMENTAL

SPECIFICATIONS OF STATE AGENCIES FOR

UTILIZATION AND DISPOSAL OF COAL

COMBUSTION PRODUCTS: VOLUME 1 – DOT

SPECIFICATIONS

CBRC Project Number: 02-CBRC-W12



### Final Report

(for the period September 1, 2004, through August 31, 2005)

Prepared by :

Bruce A. Dockter

University of North Dakota Energy & Environmental Research Center

Diana M. Jagiella

Howard & Howard

Law for Business

July 2005

DOE Award Number: DE-FC26-98FT40028

University of North Dakota Energy & Environmental Research Center

15 North 23rd Street

PO Box 9018

2005-EERC-07-04 Grand Forks ND 58202-9018DISCLAIMER

This report was prepared as an account of work sponsored by an agency of the United

States Government. Neither the United States G overnment nor any agency thereof, nor any of their employees, makes any warranty, express or implied, or assumes any legal information, apparatus, product, or process di sclosed, or represents that its use would not infringe privately owned rights. Reference herein to any specific commercial product, proce ss, or service by trade name, trademark, manufacturer, or otherwise di es not necessarily constitute or imply its endorsement, recommendation, or favoring by the United States Government or any agency thereof. The views and opinions of authors expre ssed herein do not necessa rily state or reflect those of the United States Government or any agency thereof.

EERC DISCLAIMER

LEGAL NOTICE This research report was prepared by the Energy & Environmental Research Center (EERC), an agency of the Univ ersity of North Dakota, as an account of work sponsored by DOE. Because of the research natu re of the work performed, neither the EERC nor any of its employees makes any warranty, express or implied, or assumes any legal liability or responsibility for the accuracy, completeness, or usefulness of any information, apparatus, product, or process disclosed, or re presents that its use would not infringe privately owned rights. Reference herein to any specific commercial product, process, or service by trade name, trademark, manufacturer, or othe rwise does not necessarily consti tute or imply its endorsement or recommendation by the EERC.ENGINEERING AND ENVIRONMENTAL SPEC IFICATIONS OF STATE AGENCIES

FOR UTILIZATION AND DISPOSAL OF COAL COMBUSTION PRODUCTS:

VOLUME 1 – DOT SPECIFICATIONS

ABSTRACT

The objective of this report is twofold. The fi rst is to present a state-by-state comparison of U.S. Department of Transportation (DOT) specif ications governing the use of coal combustion products. Because of a lack of resources, name ly, time and funding, most transportation and materials engineers cannot fully re search all of the curr ent technologies of co al ash utilization. This compilation allows these professionals to b ecome familiar with other department practices and to identify areas where specifications need to be developed within their own transportation offices. Engineering practices are slow to change for many reasons. To facilitate changes, a systematic approach must be taken. The results from this effort will help familiarize DOT engineers and officials with coal ash use applications and will he lp the coal ash industry develop a plan to work with these departments and individuals in expanding their knowledge and familiarity while expanding coal ash markets.

The second goal is to establis h a comparison of state enviro nmental laws and regulations as they pertain to utilization a nd/or disposal. As a result of the interpretation of the Bevill Amendment, utilization and dispos al are not regulated at the fede ral level. These issues have been left to the states. Many states have enacted laws, adopted regulations , or both governing the utilization and disposal of coal combustion by-products. These laws and regulations vary widely. Thus a particular utilization authorized in one st ate may not be authorized in the adjoining state.i TABLE OF CONTENTS

INTRODUCTION ................................................................................................................... ....... 1

EXECUTIVE SUMMARY ............................................................................................................ 1

EXPERIMENTAL................................................................................................................... ....... 2

RESULTS AND DI SCUSSION..................................................................................................... 3

STATE COAL ASH SPECIFIC ATIONS AND GUIDELINES.................................................... 7

Alabama ....................................................................................................................... ......... 7

Alaska........................................................................................................................ ............ 8

Arizona ....................................................................................................................... ........... 8

Arkansas ...................................................................................................................... .......... 9

California.................................................................................................................... ......... 10

Colorado ...................................................................................................................... ........ 11

Connecticut................................................................................................................... ....... 13

Delaware...................................................................................................................... ........ 13

FEDERAL LANDS HIGHWAYS ............................................................................................... 13

Florida ....................................................................................................................... .......... 14 Georgia ....................................................................................................................... ......... 17

Hawaii ........................................................................................................................ ......... 18

Idaho......................................................................................................................... ........... 18

Illinois...................................................................................................................... ............ 19

Indiana....................................................................................................................... .......... 20

Iowa.......................................................................................................................... ........... 22

Kansas ........................................................................................................................ ......... 23 Kentucky ...................................................................................................................... ....... 23

Louisiana ..................................................................................................................... ........ 24

Maine......................................................................................................................... .......... 25 Maryland ...................................................................................................................... ....... 25

Massachusetts................................................................................................................. ..... 26 Michigan...................................................................................................................... ........ 27

Minnesota ..................................................................................................................... ....... 28 Mississippi................................................................................................................... ........ 29

Missouri...................................................................................................................... ......... 29

Montana....................................................................................................................... ........ 30

Nebraska...................................................................................................................... ........ 31

Nevada........................................................................................................................ ......... 36 New Hampshire................................................................................................................. .. 36 New Jersey .................................................................................................................... ...... 36

Continued . . .ii TABLE OF CONTENTS (continued)

New Mexico .................................................................................................................... .... 38

New York ...................................................................................................................... ...... 39

North Carolina................................................................................................................ ..... 40

North Dakota .................................................................................................................. ..... 41

Ohio.......................................................................................................................... ........... 41

Oklahoma ...................................................................................................................... ...... 41 Oregon........................................................................................................................ ......... 42 Pennsylvania.................................................................................................................. ...... 43

Rhode Island.................................................................................................................. ...... 44

South Carolina................................................................................................................ ..... 44

South Dakota .................................................................................................................. ..... 45

Tennessee ..................................................................................................................... ....... 46

Texas ......................................................................................................................... .......... 47

Utah .......................................................................................................................... ........... 47

Vermont....................................................................................................................... ........ 48 Virginia...................................................................................................................... .......... 49 Washington.................................................................................................................... ...... 49 West Virginia ................................................................................................................. ..... 49

Wisconsin ..................................................................................................................... ....... 50 Wyoming....................................................................................................................... ...... 51

District of Columbia.......................................................................................................... .. 51

CONCLUSION..................................................................................................................... ........ 52

PERSONAL CONTACTS............................................................................................................ 52

LIST OF TABLES

1 ASTM C618-03 Chemical and Physical Specifications ......................................................... 4

2 AASHTO M295-98 Chemical and Physical Specifications ................................................... 5

3 State Department of Tran sportation Specifications .............................................................. 321 ENGINEERING AND ENVIRONMENTAL SPEC IFICATIONS OF STATE AGENCIES

FOR UTILIZATION AND DISPOSAL OF COAL COMBUSTION PRODUCTS:

VOLUME 1 – DOT SPECIFICATIONS

INTRODUCTION

The efforts on this project were made po ssible by funding from the National Energy Technology Laboratory Combustion Byproducts Recycling Consortiu m (NETL CBRC) with industry support from the Ameri can Coal Ash Association (ACAA) and the Utility Solid Waste Activities Group (USWAG). Although the twofold objectives of th is report are similar in presentation (state by state comparisons), the cont ents are very distinct from one another. For these reasons, this report will be presented in a two-volume series. This portion of the report, Volume 1, will present existing Depa rtment of Transportation engineering specifications as they pertain to the use of coal com bustion products. Volume 2 details the environmental statutes and regulations for each state as they pertain to utilizati on, handling, and disposal of coal combustion products. Specifications for the utilization and disposal of coal combustion products are continuously being updated and modified to express the trends for a particular state. The results here are but a summary of current specifications at the present time of publication of this report.

EXECUTIVE SUMMARY

The objective of this report is to present a st ate-by-state comparison of U.S. Department of Transportation (DOT) specifications governing the use of coal combustion products. Because of a lack of resources, namely, time and funding, most transportation a nd materials engineers cannot fully research all of th e current technologies of coal ash utilization. This compilation allows these professionals to become familiar w ith other department practices and to identify areas where specifications need to be devel oped within their own tr ansportation offices. Engineering practices are slow to change for many reasons. To facilitate changes, a systematic approach must be taken. The results from this effort will help familiarize DOT engineers and officials with coal ash use applic ations and will help the coal as h industry develop a plan to work with these departments and individuals in expanding their knowledge and familiarity while expanding coal ash markets.

A survey letter was sent to all highway departmental offices in the United States and Canada in August of 1992 to look at the diffe rences between state and provincial DOT specifications for coal by-product utilization. Sin ce that time, numerous changes have occurred in these departments so it was decided an update was needed. An extensive survey was begun in 2004 to obtain specifications from all state DOT offices. All information was obtained through Internet searches and personal contac ts within respective departments.

Although specifications and practices varied between states, several similarities were noted. The specifications used in all reported cases for fly ash were ASTM International (American Society for Testing and Materials) C618 and AASHTO (American Association of State Highway and Transportation Officials) M295. The title for both specifi cations is “Coal Fly2 Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.” Under both classification systems, fly ash is defined as "a finely divided residue that results from the combustion of ground or powdered coal.” In addition to concre te, numerous states have used fly ash as a mineral filler in asphaltic concrete and soil stab ilization, with many more states beginning to use fly ash in flowable mortar applications.

Another material often cited for use as a cement supplement was Ground Granulated Blast Furnace Slag. At one time, slag was generally only used as a blasting grit, skid or traction applications, or as aggregate in asphaltic c oncrete. However, now many DOTs allow its use in the production of portland cement concrete. Most st ates included specifications for the allowable use of blended hydraulic cements. The specifica tions for these were ASTM C595 and AASHTO M240. The descriptions and definitions of these cements varied considerably.

The use of silica fume was often grouped in to the same category as fly ash and ground granulated blast furnace slag as a minera l admixture in portland cement concrete. The specifications for silica fume are AASHTO M307 “Microsilica for Use in Concrete and Mortar”

and ASTM C1240 “Use of Silica Fume as a Mine ral Admixture in Hydr aulic-Cement Concrete, Mortar, and Grout.” Generally very small amounts of silica fume were specified for used in a concrete mix design. These specified amounts we re usually from 3% to 10% of the total

cementitious material.

EXPERIMENTAL

A survey letter was sent to all highway departmental offices in the United States and Canada in August of 1992 to look at the diffe rences between state and provincial DOT specifications for coal by-product utilization. Sin ce that time, numerous changes have occurred in these departments, so it was decided an update was needed. An extensive survey was begun in 2004 to obtain specifications from all state DOT offices. All information was obtained through Internet searches and personal contacts within respective departments. Sp ecifications on the use of coal by-products in their c onstruction procedures were reque sted. As was the case in 1992 there were three main specification criteria:

• Physical and chemical specifi cations for coal by-products

• Applications which utilize coal by-products and their corresponding spec ifications

• Quantities of by-products which may be allowed in each application

The first step was to evaluate existing speci fications as they appeared on Internet Web sites. The most utilized Web site was http ://fhwapap04.fhwa.dot.gov/nhswp/index.jsp, which is maintained by the U.S. Federal Highway Administration (FHWA). This site consists of a searchable library of highway specifications from across the country. This site also features

discussion forums to enhance communication and interaction in the development and use of various types of construction specifications. Th e FHWA Web site is not necessarily complete with all specification updates so other DOT sites had to be ut ilized. Two of these other3 Internet sources of DOT specifications were http://www.transdata.com/dots.htm and http://www.fhwa.dot.gov/webstate.htm. These sites established links directly to DOT offices. These DOT Web sites were often a good source of establishing personal contacts as well as checking specification updates. A summary was made for each state as to its existing specifications for utilization of coal by-products.

After a state summary was completed, an e-mail copy was sent to an appropriate representative from that state. The e-mail me ssage was designed to accomplish two objectives. The first was to determine if there were any cu rrent specification updates that were not reflected

on the available Web sites. The second was to establish a personal contact, with an e-mail address, within each transportation office. Toda y many industries rely on the Internet, and in some cases, an e-mail address is as impor tant and useful as a telephone number.

The information obtained is presented in two fo rms. First, specific guidelines are given in a summarized text format. Second, the data are also presented in a series of tables allowing quick reference between states and comparison of th eir different specifications. This facilitates evaluation of similarities and experiences in coal ash utilization on a stat e-by-state basis. This

information is intended to be used as a m eans of basic comparison and not to serve as a comprehensive design manual. In addition, a cont act name with personal information is included in the appendix for each DOT office.

RESULTS AND DISCUSSION

Although specifications and practices varied between states, several similarities were noted. The specifications used in all reported cases for fly ash were ASTM International (American Society for Testing and Materials) C 618 and American Associat ion of State Highway and Transportation Officials (AASHTO) M295. The tit le for both specifications is “Coal Fly Ash

and Raw or Calcined Natural Pozzolan for use in Concrete.” Under both classification systems, fly ash is defined as “a finely divided residue that results from the combustion of ground or powdered coal.” Likewise, pozzolans are defined as “siliceous or siliceous and alumininous materials which in themselves posses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemica lly react with calcium hydroxide at ordinary temperatures to form compounds possessing ceme ntitious properties.” These materials are then divided into three classifications: Class N, Clas s F, and Class C. Class N materials are raw or calcined natural pozzolans which may or may not be processed by calcination to induce satisfactory properties.

Class F fly ash is normally produced from bur ning anthracite or b ituminous coal and has pozzolanic properties. Class C fl y ash is normally produced from lignite or subbituminous coal. This last class of fly ash, in addition to having pozzolanic properties, also has some cementitious properties. Excerpts from the two classificat ion systems, ASTM C618 and AASHTO M295, are given in Tables 1 and 2, resp ectively. The specification from AASHTO M295 is based on a previous ASTM C618 specification from 1996. Si nce that time, ASTM C618 has been updated to the more recent version portrayed in this report.4 Table 1. ASTM C618-03 Chemical and Physical Specifications

Mineral Admixture Class Chemical Requirements N F C Silicon Dioxide, Aluminum Oxide, Iron Oxide (SiO 2 + Al 2 O 3 + Fe 2 O 3 ), min., % 70.0 70.0 50.0

Sulfur Trioxide (SO 3 ), max., % 4.0 5.0 5.0
Moisture Content, max., % 3.0 3.0 3.0 Loss on Ignition, max., % 10.0 6.0 A 6.0

A The use of Class F pozzolan containing up to 12.0% loss on ignition may be approved by the user if either

acceptable performance records or laboratory test results are made available. Physical Requirements N F C Fineness: Amount Retained When Wet-Sieved on 45 μm

(No. 325) sieve, max., % A 34 34 34 Strength Activity Index: B with Portland Cement at

7 day, min. % of control 28 day, min. % of control 75 C

75 C 75 C

75 C 75 C

75 C
Soundness Water Requirement, max., percent of control 115 105 105 Autoclave Expansion or Contraction, max., % 0.8 0.8 0.8

A Care should be taken to avoid the retaining of agglomeration of extremely fine material.

B The strength activity index with portland cement is not to be considered a measure of the compressive strength of

concrete containing the fly ash or natural pozzolan. The ma ss of fly ash or natural pozz olan specified for the test to determine the strength activity index with portland cement is not considered to be the proportion recommended for the concrete to be used in the work. Strength activ ity index with portland cement is a measure of reactivity with a given cement and may vary as to the source of both the fly ash or natural pozzolan and the cement.

C Meeting the 7- or 28-day strength activity index will indicate specification compliance.

D If the fly ash or natural pozzolan will constitute more than 20% by weight of the cementitious material in the

project mix design, the test specimens for autoclave expansion shall contain that anticipated percentage.

Transportation departments will often change their specification from the indicated ASTM

C618 and AASHTO M295 to reflect regional practices and preference s. One example of this is the requirement for loss on igniti on (LOI). The lowest maximum level of LOI allowed by either specification is 5%. However, many states specified LOI values to be much lower. States such as Delaware, New York, North Carolina, Rhode Is land, as well as the Di strict of Columbia,

indicated a maximum allowable LOI of 4%. Stil l others, such as Arizona, Hawaii, Indiana, Idaho, Illinois, Kentucky, Missouri, Minnesota , New Jersey, New Me xico, North Dakota, Oregon, Ohio, South Dakota, Uta h, Washington, and Wisconsin, accepted even lower maximum

LOI values.

A similar situation also existed in the case for maximum levels of moisture content and fineness in states where DOT specifications ar e more restrictive than ASTM C618 or AASHTO M295. According to these specifications, the maximum percent retainment allowed on the

number 325 mesh sieve is 34% and the maximum acceptable moisture content is 3.0%. Several states such as Alaska, Indiana, New Mexico, Or egon, and South Dakota, were more restrictive in either one or both of these parameters.

Additionally, state spec ifications may undergo a series of alterations dependent on changes

in national standards and field ex periences. Other isolated differenc es in state specifications from

national standards included maximum allowabl e autoclave expansion, maximum level of5 Table 2. AASHTO M295-98 Chemical and Physical Specifications

Mineral Admixture Class Chemical Requirements N F C Silicon Dioxide, Aluminum Oxide, Iron Oxide (SiO 2 + Al 2 O 3

+ Fe 2 O 3 ), min., % 70.0 70.0 50.0

Sulfur Trioxide (SO 3 ), max., % 4.0 5.0 5.0
Moisture Content, max., % 3.0 3.0 3.0 Loss on Ignition, max., % 5.0 5.0 5.0
Available Alkalies, as Na 2 O, max., percent A 1.5 1.5 1.5

A Applicable only when specifically re quired by the purchaser for mineral admixture to be used in concrete

containing reactive aggregate and cement to meet a limitation on content of alkalies. Physical Requirements N F C Fineness: Amount Retained When Wet-Sieved on 45 μm

(No. 325) sieve, max., % A 34 34 34 Strength Activity Index: B with Portland Cement at

7 day, min. % of control 28 day, min. % of control 75 C

75 C 75 C

75 C 75 C

75 C
Soundness’ Water Requirement, max., percent of control 115 105 105 Autoclave Expansion or Contraction, max., % 0.8 0.8 0.8

A Care should be taken to avoid the retaining of agglomeration of extremely fine material.

B The strength activity index with portland cement is not to be considered a measure of the compressive strength of

concrete containing the mineral admixture. The strength activity index with portland cement is determined by an

accelerated test and is intended to evaluate the contribu tion to be expected from the mineral admixture to the longer strength development of concrete. Strength activity index with portland cement is a measure of reactivity with a given cement and may vary as to the sour ce of both the mineral admixture and the cement.

C Meeting the 7- or 28-day strength activity index will indicate specification compliance.

D If the fly ash or natural pozzolan will constitute more than 20% by weight of the cementitious material in the

project mix design, the test specimens for autoclave expansion shall contain that anticipated percentage.

magnesium oxide (MgO), and a minimum calcium oxide (CaO) level. In Colorado, fly ash would only be accepted from a preapproved source, not at all an unusual DOT requirement, but preapproval required submission of a report from the supplier documenting the results of testing the fly ash from that source in accordance with the toxicity char acteristic leaching procedure (TCLP).

Fly ash use as a partial cement replacement in concrete was the most frequently indicated application. In most instances, 15% partial re placement of cement in a concrete mixture isallowed. The amount of fly ash used in place of the cement would either be added on a poundfor-pound basis or as additional weight. The most common practice was to replace 15% of the cement with 20% fly ash. This was a practice originally specified in FHWA publications many years ago and was commonly incor porated into state DOTs across the country. However, in the past several years, many states have allowed for larger levels of replacement, depending on the applications. Other partial replacement levels were based on weight ratios varying from 1.0 to 1.35 portions of fly ash for every 1.0 portion of cemen t. In states which have access to both Class C and Class F fly ash, the percentage of partial replacement and the amount of fly ash used as the replacement material would often be dependent on the fly ash classi fication. It was also commonly specified that the blending of different ash sources was prohibited.6 In addition to concrete, numerous states have used fly ash as a mineral filler in asphaltic concrete and soil stabilization, with many more states beginning to use fly ash in flowable mortar applications. In the cases of fly ash for use in asphalt, the test procedure ASTM D242 “Mineral Filler for Bituminous Paving Mixtures” was commonl y cited. This specification assesses fly ash for retainment on the No. 30-, 50-, and 200-mesh sieves and for organic impurities and plasticity

indexes.

In soil stabilization, ASTM C593 “Fly Ash and Other Pozzolans for Use with Lime” is generally cited as a material specification. AS TM C593 provides evaluation criteria for fly ash by durability testing according to compressive and vacuum saturation strengths. In soil stabilization applications, it is the CaO contained in the fly ash that is being exploited for its potential engineering use. Thus there is usually a minimum level of CaO a ssociated with fly ash being used in this application. There are seve ral forms of what could be considered soil stabilization, such as cement tr eated base, subgrade stabilizati on, subbase stabilization, and base course. States with some type of specification for soil stabilization incl ude Arkansas, Illinois, Indiana, Mississippi, Nebraska, North Dakota, Oklahoma, Pennsylvania, Tennessee, Texas, Virginia, and Wisconsin, as well as Washingt on, D.C., and the federal lands highways.

Flowable mortar fill, also known as controlle d low-strength materials (CLSM) and control density fill, is a low-strength flowable slurry for us e as an economical fill or backfill material. It is generally placed by pouring from a commercial ready-mix concrete truck. The applications of

CLSM mixtures include sewer tr enches, utility trenches, bridge abutments, conduit trenches, retaining walls, foundation subbases, subfootings , floor slab bases, abandoned underground storage tanks and wells, and voids under pavement . Flowability can be measured by the standard slump cone method for concrete (ASTM C143) w ith measurements generally at 8 inches or higher. Another method of measur ing flowability is ASTM C934 "Flow of Grout for Preplaced Aggregate Concrete Flow Cone Method). CLSM are self-leveling and can be placed with minimal effort and no vibration or tamping. Long- term compressive strengths can vary from 50 to 1200 psi. Flowable CLSM mixtures are an ec onomical alternative becau se of the savings of labor and time over placing and compacting soil or granular materials. Th is technology was once considered relatively new, and few state transportation departme nts have specifications for flowable mortar applications. However, several now have standing specifications for CLSM and flowable density fills which often specify the use of fly as one of the constituents.

Another material often cited for use as a cement supplement was ground granulated blastfurnace slag (GGBF slag). At one time, slag was ge nerally only used as blasting grit, in skid or traction applications, or as aggr egate in asphaltic concrete. Ho wever, now many DOTs allow its use in the production of portland cement concrete. The replacemen t levels of cement with GGBF slag varied from 20% to 50%. It was also not uncommon to allow it to be blended with fly ash in concrete. The materials specifi cation cited for GGBF slag was ASTM C989 or AASHTO M302 “Ground Granulated Blast-Furnace Slag for Us e in Concrete and Mortars.” Three main definitions are listed under this specification. Blas t-furnace slag is the nonmetallic product that is developed in a molten condition simultaneously with iron in a blast furnace. Granulated blastfurnace slag is the glassy granular material fo rmed when molten blast-furnace slag is rapidly chilled as by immersion in water. Slag is granul ated blast-furnace slag that is ground to cement fineness. The two most common specified grades of GGBF slag were Grades 100 and 120.7 Most states included specifications for the allowable use of blended hydraulic cements. The specifications for these were ASTM C5 95 and AASHTO M240. The descriptions and definitions of these cements varied considerably. A Type IS cement (portland blast-furnace slag cement) was an intimate blending of cement and gr anulated blast-furnace slag in which the slag

constituent is between 25% and 70% of the mass of portland blast-furnace slag cement. A Type I(SM) cement (slag-modified portland cement) is a cement in which the slag constituent is less

than 25% of the mass of the sl ag-modified portland cement.

A portland-pozzolan (Type IP) cement consis ted of an intimate and uniform blend of portland or portland blast-furnace slag cemen t and fine pozzolan, in which the pozzolan

constituent is between 15% and 40% of the ma ss of the portland-pozzolan cement. A Type I (PM) cement (pozzolan-modified portland cement) is a blend of portland cement, or portland blast-furnace slag cement and fine pozzolan, in which the pozzolan constituent is less than 15% of the mass of the portland- modified portland cement.

The use of silica fume was of ten grouped into the same cate gory as fly ash and GGBF slag as a mineral admixture in portland cement concrete. The specifications for silica fume are

AASHTO M307 “Microsilica for Use in Concrete and Mortar” and ASTM C1240 “Use of Silica

Fume as a Mineral Admixture in Hydraulic-Cement Concrete, Mortar, and Grou t.” Generally very small amounts of silica fume were specified for use in a concrete mix design. These specified amounts were usually from 3% to 10 % of the total cementitious material.

Several states made references to not allowi ng the blending of two or more sources of fly ash and to only allowing the use of ash that had been evaluated by Cement and Concrete Reference Laboratories (CCRL). It is customary for DOTs to use the CCRL evaluation report as a means of rating their own laboratory testing capa bilities and personnel. In several state DOTs, it is a customary practice to use cutoff dates for when fly ash is not to be used in concrete pavements. The cutoff dates are dependent on the region of country but can generally begin in early fall and extend to late spring.

STATE COAL ASH SPECIFICATIONS AND GUIDELINES

Alabama

Fly ash may be used in any concrete mix de sign except where it is specified otherwise by the plans or proposal. It must meet the requirements of AASHTO M295, including the optional requirements in Table 2 of that procedure. If fly ash is used, a master proportion table is furnished as a guideline in proportioning the mi x components. Fly ash may be substituted for cement up to a maximum substitution rate of 20% for Class F fly ash and 30% for Class C fly ash by weight. The minimum substitution ratio of fl y ash to the cement it replaced will be one to one. Fly ash is also allowed to be used as a mi neral filler in asphalt and pressure grouting. In addition, ponded ash (bottom ash and fly ash) is al lowed to be a selected material for use in

roadbed and base stabilization.8 GGBF slag may be used in any concrete mi x design except where it is specified otherwise by the plans or proposal, and it must meet the requirements of AASHTO M302, Grade 100 or 120. GGBF slag may be substituted for cement up to a maximum substation rate of 50% by weight expect that when the ambient air temp erature is 45°F or less; the maximum substitution rate will be 25% by weight. The minimum substituti on ratio of GGBF slag to cement it replaces will be one to one. GGBF slag shall not be substituted for a portion of Type IP cement or for portland cement in high-early-stren gth concrete. GGBF slag shall not be used in fly ash and/or

microsilica mixtures.

Microsilica may be used in any concrete mi x design except where it is specified otherwise by the plans or proposal. It must also meet the requirements of AASHTO M307. Microsilica may be used in mixes with fly as h. Microsilica may be substituted for cement up to a maximum substitution rate of 10% by weight . The minimum substitution rate of microsilica to the cement it replaces will be one to one. The substitution rate shall be fixed at 25% fly ash and 10% microsilica by weight.

Alaska

Fly ash can be used in concre te only with the engineer’s ap proval. Fly ash is used as a partial cement replacement up to a maximum of 20% by weight of portland cement. Fly ash cannot be used in high-early-strengt h concrete. Either Class C or Cl ass F fly is allowed as long as it meets AASHTO M295 specifications including optional requirements, except for the following changes:

• Moisture content is 1.0% maximum

• Amount retained on the No. 325 sieve is 30% maximum

Cement can be replaced with fly as h according to the following ratios:

• Class F fly ash can have a replacement ra tion for cement of 1.25 lb/1.0 lb cement

• Class C fly ash can have a replacement ration of 1–1.25 lb/1.0 lb cement.

Microsilica is also allowed in concrete as long as it meets ASSH TO M307 specifications except for the following changes:

• Maximum loss on ignition is 4.0%

• Maximum total of other chemical compounds is 7.0%

• Minimum surface area is 15 m 2 /g

Arizona

A maximum of 20% fly ash replacement of cem ent with fly ash is allowable in portland cement concrete. Arizona DOT specifications do not address any coal by-products other than fly ash. Fly ash must conform to the requirement s of ASTM C618 for Class C or F mineral admixture, except that the loss on ignitio n shall not exceed 3.0%. A minimum of 1.2 pounds of fly ash shall replace e ach 1.0 pound of portland cement removed.9 Fly ash, when used as a replacement for por tland cement, shall have an R factor less than 2.5. The R factor is defined as (C

! 5%)/F, where C is the calcium oxide content expressed as a percentage and F is the ferric oxide cont ent expressed as a percen tage. Fly ash shall not

contain more than 1.5% available alkali as defined in ASTM C311.

Arkansas

Unless otherwise specified, portland cement conforming to the requirements of AASHTO M85 Type I shall be furnished. This applies to both portland cement c oncrete pavement and concrete for structures. One of the following blen ded cements may be used in lieu of Type I:

• Portland-pozzolan cement, AASHTO M240, Type IP (20% maximum)

• Pozzolan-modified portland cement, AASHTO M240 Type I (PM)

• Slag-modified portland cement, AASHTO M240, Type I (SM)

Fly ash or GGBF slag shall not be substituted for blended cements. Fly ash for use with portland cement concrete shall comply with the requirements of AASHTO M295, Class C or Class F. Mixing of Class C and Class F fly ashes will not be permitted. Fly ash may be used as a partial replacement for Type I cem ent, not exceeding 20% by weight , in all classes of concrete except Class B.

GGBF slag shall comply with the re quirements of AASHTO M302, Grade 100. GGBF slag may be used as a partial replacement fo r Type I cement, not exceeding 25% by weight.

Substitution shall be made at a rate of one k ilogram (pound) of GGB FS for each kilogram (pound) of cement replaced. GGBFS will not be allowed as a subst itute for high-early-strength or

blended cements.

Flowable fill mixtures, containing cement, fly ash, sand, and water, are allowable for backfilling bridge abutments, pipe culverts, box culverts, structural plat e pipe and arches, or other uses as approved by the engineer. One cubic yard of flowable fill may contain 45–60 kg (80–100 pounds) of cement and 220–300 pounds of fly ash.

For use in cement treated base course, th e cement shall comply with AASHTO M85 for portland cement Type I, AASHTO M240 for blended hydraulic cement, Type IP (20% maximum), pozzolan-modifi ed portland cement, AASHTO M2 40, Type I (PM), or slagmodified portland cement, AASHTO M2540, Type I (SM). Fly ash or GGBF slag may be used as a partial replacement for the cement. Re placement amounts, not exceeding 25% by weight, shall be determined through trial batch investigations using the specific materials proposed for the project. Mixtures with fly as h shall meet the same requirement s as mixtures without fly ash. Mixing of Class C and Class F fly ashes will not be permitted. Fly ash will not be allowed as a substitute for high-early-strength or blended cements. For in-pla ce stabilization, the fly ash and cement shall be blended to form a homogeneous mixture before application on the roadway.10 California

The California DOT has established a list of a pproved admixtures for use in concrete. This list was last revised on March 19, 2004, a nd includes 13 fly ash sources from four different companies. All the fly ashes are cl assified as Class F and have total calcium oxide

contents of less than 10.0%.

The cementitious material in a concrete mix shall be either:

• “Type IP (MS) Modified” cement.

• A combination of “Type II-Modified” por tland cement and mineral admixture.

• A combination of Type V portland cement and mineral admixture.

In addition, “Type IP (MS)-modified” cement and “Type II-modified” portland cement shall conform to the following requirements:

• The cement shall not contain more than 0.60% by mass of alkalies, calculated as the percentage of Na 2 O plus 0.658 times the percentage of K 2 O, when determined by either direct intensity flame photometry or by th e atomic absorption method. The instrument and procedure used shall be qualified as to precision and accuracy in conformance with the requirements in ASTM Designation: C114.

• The autoclave expansion shall not exceed 0.50%.

• Mortar, containing the cement to be used, a nd Ottawa sand, when tested in conformance with California Test 527, sh all not expand in water more than 0.010% and shall not contract in air more than 0.048%, except that when cement is to be used for precast prestressed concrete piling, precast prestressed concrete members, or steam cured concrete products, the mo rtar shall not contract in air more than 0.053%.

• Mineral admixtures—coal fly ash; raw or calcined natural pozzolan as specified in ASTM Designation C618; silica fume conf orming to the requirements in ASTM Designation: C1240, with reduction of mortar expansion of 80%, minimum, using the cement from the proposed mix design.

Required uses of mineral admixtures:

• Unless otherwise specified, mineral admixture shall be combined with cement to make

cementitious material. The calcium oxide c ontent of mineral admixtures shall not exceed 10%, and the available alkali, as sodium oxide equivalent, shall not exceed 1.5%

when determined in conformance with th e requirements in ASTM Designation C618.

The amounts of cement and mineral admixture used in cementitious material shall be sufficient to satisfy the minimum cementitious ma terial content requirements specified below:11 • The minimum amount of cement shall not be less than 75% by ma ss of the specified

minimum cementitious material content.

• The minimum amount of mineral admixture to be combined with cement shall be determined using one of the following criteria:

− When the calcium oxide content of a minera l admixture is equal to or less than 2% by mass, the amount of mineral admixture sh all not be less than 15% by mass of the

total amount of cementitious mate rial to be used in the mix.

− When the calcium oxide content of a mine ral admixture is greater than 2%, the

amount of mineral admixture shall not be less than 25% by mass of the total amount

of cementitious material to be used in the mix.

− When a mineral admixture that conforms to the provisions for silica fume is used, the

amount of mineral admixture shall not be less than 10% by mass of the total amount

of cementitious material to be used in the mix.

− When a mineral admixture that conforms to the provisions for silica fume is used and the fine and coarse aggregates are listed on the approved list as specified in these special provisions, then the amount of mineral admixture shall not be less than 7% by mass of the total amount of cementitious material to be used in the mix.

The total amount of mineral admixture sha ll not exceed 35% by mass of the total amount

of cementitious material to be used in the mix.

Laboratories performing ASTM Designation C1260 shall participate in the CCRL Pozzolan Proficiency Sample Program and shall have received a score of 3 or better on the shrinkage and soundness tests of the previous two sets of pozzolan samples.

When the aggregate is tested in conforman ce with the requirements in California Test 554 and ASTM Designation C1260, the average of the expansion at 16 days sh all be less than or equal to 0.15%. Use only for precast members that are not in contact with soil, submerged in water, nor in a corrosive environment. Edit type of precast membe r(s), if other than girders are to be used.

Unless otherwise specified, mineral admixture will not be required in portland cement concrete used for precast concrete girders. The contractor will be permitted to use Type III portland cement for concrete used in the manufacture of precast concrete members.

Colorado

Where either Type I or Type II portland cement is required, blended hydraulic cement conforming to ASTM C595 Type IP or Type IP (MS) may be used, except that the blended

cement shall consist of no less than 70% portland cement. Where Type II portland cement is12 required, blended hydraulic cement conforming to ASTM C595 Type IP (MS) may be used, except that the blended cement shall consist of no less than 70% portla nd cement. Where blended hydraulic cement is used, the substitution of fl y ash for the blended hydraulic cement is not allowed. Where either Type I or Type II portland cement is required, hydraulic cement conforming to ASTM C1157 Type GU or Type MS may be used. Where Type II portland cement is required, hydraulic cement conformi ng to ASTM C1157 Type MS may be used.

For concrete where Class F fly ash is requi red, blended hydraulic cement conforming to ASTM C595 Type IP or Type IP (MS) may be us ed, except that the blended cement shall consist of no less than 70% portland cement and no less th an 20% Class F fly ash by weight. The weight of blended hydraulic cement must equal th e weight of portland cement plus fly ash.

For paving concrete where Cl ass F fly ash is required, blen ded hydraulic cement may be substituted for the cement plus fly ash. The weight of blended cement must equal the weight of cement plus fly ash. The blended cement must conform to one of the following:

• ASTM C595 Type IP or Type IP (MS) wh ere 15% to 25% Class F fly ash has been blended with Type I or Type II cement. The Type I or Type II shall meet the requirements of ASTM C150, Table 2. The Cl ass F fly ash shall conform to ASTM C618 including all chemical requirements of Table 1 except for footnote A.

• ASTM C1157 Type GU or Type MS which conform to Option R (L ow Reactivity with Alkali-Reactive Aggregates)

Where Type V portland cement is required, one of the following may be used: Type II portland cement with no more than 5.0% C3A cont ent and no more than 25% [C4AF + 2 (C3A)], Type II portland cement with no more than 0.040% expansion at 14 days when tested in accordance with ASTM C 452, Type II portland cement with at least 15% of the cement replaced with an approved Type F fly ash, ASTM C 595 Type IP (MS) blended hydraulic cement consisting of no less than 70% portland cement and at least 15% Type F fly ash, and ASTM C1157 Type HS hydraulic cement. Class C fly as h is not permitted when Type V cement is required.

Class H and HT concrete (bare concrete br idge deck mixes) shall contain cementitious materials in the following ranges: 450–500 lb/yd 3 Type II portland cement, 90–125 lb/yd 3 fly ash, and 20–30 lb/yd 3 silica fume. Blended cement may not be substituted. Up to 20% ASTM C 618 Class C fly ash may be used in all concrete mixes except pavements and Class H and HT mixes. Up to 30% ASTM C 618 Class F fly ash may be used in all concrete mixes except Class H and HT mixes. Concrete used for pavement shall contain 20%–30% ASTM C618 Class F fly ash; blended cement may be substituted.

Fly ash for concrete shall c onform to the requirements for ASTM C618, Class C or Class F. All chemical requirements of ASTM C618 Table 1-A shall apply, with the exception of Footnote A, and the loss on ignition shall not exceed 3%. Class C fly ash will not be permitted where sulfate-resistant cement is required.13 Fly ash shall be from a preapproved source. Preapproval shall incl ude submission of a report from the supplier documenti ng the results of test ing the fly ash from that source in accordance with the TCLP. Fly ash can also be us ed for pretensioned and combination tensioned products, structural concrete, and co ncrete pavement. Fly ash cannot be used as a mineral filler in asphalt mixtures, only limestone dust.

GFBF slag is included as one of several allo wable materials in bed course for sidewalks, curbing, and bikeways and for sl ope protection or riprap filter bl anket. GFBF slag can also be used as a filter material for qui ck-draining applications . Silica fume for concrete shall conform to the requirements of ASTM C1240, and it mu st be from a preapproved source list.

Connecticut

Connecticut DOT standard specifications spec ifically mention fly ash as a substitute for portland cement. Both Class C and F fly ash can be used in concrete, at a maximum of 15% replacement of cement.

CLSM shall be composed of a mixture of portland cement, aggregate, and water with the option of using fly ash, air-entraining agents , and other approved admixtures. The minimum compressive strength of the CLSM material sha ll be 30 psi, and the maxi mum strength of CLSM shall be 150 psi after 56 days.

Delaware

Blended cements shall conform to AASH TO M240 specifications. The two types of

blended cements allowed to be used are Types IP (IPM) and IS (ISM).

Fly ash may be used as a mineral additive in concrete and as a partial replacement for portland cement at a maximum replacement le vel of 20%. Fly ash shall conform to the requirements of AASHTO M295, Cla ss C or F, with the followi ng modifications. The maximum loss on ignition shall be 4%. The strength activity index shall be a minimum of 85% of the control after 7 days and a minimum of 100% of control after 28 days. Traces of ammonia and oil shall be absent from the fly as h. Currently, however, no producer s are using fly as h, and no fly

ash has been used in concrete fo r at least the last 5–7 years.

FEDERAL LANDS HIGHWAYS

The office of the Federal Lands Highway is part of the Department of Transportation, Federal Highway Administ ration, and is located in Washingt on, D.C. The office is responsible for administering the Federal Lands Highway Program (FLHP) for the FHWA. The primary purpose of the FLHP is to provide funding for a coordinated program of public roads that serve the transportation needs of federal and Indian lands which are not a state or local government responsibility. The Federal Lands Highway Offi ces (Central, Eastern and Western) use the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects14 (FP). In addition, each Division has their own Standard Contract Requirements (SCR’s) which amend and supplement the FP.

Fly ash must conform to AASHTO specifi cation M295. GGBF slag must conform to

AASHTO M302 Grade 100 or 120. Silica fume must conform to AASHTO M307. In structural concrete, fly ash, GGBF slag, or silica fume may partially replace cement as follows in any mix design except for prestressed concrete; however, generally only fly ash is permitted:

• Class F fly ash: Not more than 20% of the minimum mass of portland cement may be replaced with Class F fly ash at the rate of 1.5 parts fly ash per 1 part cement.

• Class C fly ash: Not more than 25% of the minimum mass of portland cement may be replaced with Class C fly ash at the rate of 1 part fly ash per 1 part cement.

• GGBF slag: Not more than 50% of the mi nimum mass of portland cement may be replaced with the GGBF slag at the rate of 1 part slag per 1 part cement.

• Silica fume (microsilica): Not more than 10% of the minimum mass of portland cement may be replaced with silica fume at the rate of 1 part silica fume per 1 part cement.

Fly ash is also allowed for use in aggregat e stabilization, treated aggregate courses, and subgrade stabilization (at proportions of 6 to 20 %). It is generally not used in asphalt in that hydrated lime (at least 1%) is mandated in the design of hot-m ix asphalt (to guard against stripping). Lean concrete is a llowed for backfill and fly ash may be used as part of the lean

concrete backfill.

Fly ash is allowed for use in the producti on of hydraulic cement mortar and grout. The contractor must furnish a mixture of portland cement, fine aggregate, water, expansive admixture, and/or fly ash conforming to the following:

• 7-day compressive strength, min. 600 psi

• Flow (time of flux), 16–26 seconds

The following product certification also must be submitted:

• Mill certificates for the cement

• Physical and chemical analyses of the pozzolan

• Independent laboratory results for 1-, 3-, and 7-day compressive strengths; flow cone times; shrinkage and expansion observed; and time of initial set.

Florida

Unless a specific type of cement is designate d elsewhere, use Type I, Type IP, Type IS, Type IP (MS), Type II, or Type III cement in all classes of concrete. Use only the types of15 cements designated for each environmental condition in structural concrete. A mix design for a more aggressive environment may be substi tuted for a lower environmental condition.

In bridge superstructures, blended cements are allowed in slabs, barriers, precast, and prestressed applications exposed to moderate ly aggressive enviro nments. In extremely aggressive environments, the recommended cementitious mixtures are Type II cement with fly ash or GGBF slag. For bridge substructures, dr ainage structures, and other structures, the recommendations are basically the same.

Pozzolans and slags can be used as desired on an equal weight repl acement basis. It is allowable to use fly ash, silica fume, Metakaolin, other pozzolans, and slag materials as a partial cement replacement in all classes of c oncrete, with the following limitations:

• Mass concrete:

− Fly ash – ensure that the quantity of cement replaced with fly ash is 18% to 50% by weight.

− Slag – ensure that the quantity of cement replaced with slag is 50% to 70% by weight. Ensure that slag is 50% to 55% of total cementit ious content by weight of

total cementitious materials when use in combination with silica fume and/or

metakaolin.

• Drilled shaft:

− Fly ash – ensure that the quantity of cement replaced with fly ash is 33% to 37% by weight.

− Slag – ensure that the quantity of cement replaced with slag is 58% to 62% by weight.

• For all other concrete uses not covered in “mass concrete” and “drilled shaft” above:

− Fly ash – ensure that the quantity of cement replaced with fly ash is 18% to 22% by weight.

− Slag – ensure that the quantity of cemen t replaced with slag is 25% to 70% for slightly and moderately aggressive envi ronments and 50% to 70% by weight when used in extremely aggressive environments. Ensure that slag is 50% to 55% of total cementitious content by weight of total cementitious materials when used in

combination with silica fume and/or metakaolin.

• Type IP (MS): Ensure that the quantity of pozzolan in Type IP (MS) is in the range of 15% to 40% by weight.

• Silica fume and metakaolin16 − Cure in accordance with the manufacturer ’s recommendation and approved by the engineer.

− Silica fume – ensure that the quantity of cement replaced with silica fume is 7% to 9% by weight.

− Metakaolin – ensure that the quantity of cement replaced with metakaolin is 8% to 12% by weight.

For reinforced concrete that does not require Type II cement plus slag or pozzolan(s), all applications that require Type II cement plus pozzolan(s), and pr estressed concrete, there is a table specifying the maximum chloride content li mits for each of the concrete applications.

A flowable fill mixture, which is designed to be excavatable, is not allowed to contain fly ash, contain 75–100 pounds of cement per cubic yar d, and have a maximum 28-day strength of 100 psi. A flowable fill mixture, designed to be nonexcavatable is to contain 75–100 pounds of cement and 150–600 pounds of fly ash per cubic yard and have a maximum 28-day strength of 125 psi.

Fly ash derived from the combustion of ground or powdered coal shall meet the requirements of ASTM C618 for Class C or Cl ass F. Sampling and testing shall follow the requirements of ASTM C311. Fly ash resulting from the combustion of coal and petroleum coke shall meet the physical and chemical requirement s of ASTM C618 Class F fly ash. Fly ash shall not include the residue resulting from the burning of municipal garbage or any other refuse with coal or the burning of industrial or municipal garbage in incinera tors. Fly ash resulting from the

combustion of timber bark ash and coal shall m eet the physical and chemical requirements of ASTM C618 Class F fly ash.

GGBF slag shall meet the requirements of ASTM C989. Sampling and testing procedures shall follow the requirements of ASTM C989. Micr osilica shall meet the requirements of ASTM C1240 using the referenced test methods and frequencies.

Metakaolin shall meet th e requirements of ASTM C618 Class N with the following

modifications:

• The sum of SiO 2 + Al 2 O 3 + Fe 2 O 3 shall be at least 85%.

• The loss on ignition shall be less than 3.0%.

• The available alkalies, as equivalent Na 2 O, shall not exceed 1.0%.

• The amount of material retained on a No. 325 mesh sieve shall not exceed 1.0%.

• The strength activity index, at 7 days, shall be at least 85%.

When metakaolin is used in concrete, the te st results shall verify improved or comparable strength, sulfate resistance, corrosion protective properties, and other durability performance properties of concrete, as compared to th e performance of silica fume concrete.17 The suppliers of fly ash, GGBF slag, and micros ilica are required to fu rnish, at the time of shipment, certification of test results from samples of the ma terial taken during production or transfer to ensure compliance to applicable AS TM requirements. In the case of the fly ash, the laboratory performing the fly ash testing is requi red to be inspected by the CCRL on a regular basis as a fly ash testing labor atory and shall have corrected any deficiencies noted at the previous inspection. The labora tory must authorize the CCRL to send a copy of the inspection report to the state Materials Office.

When a Class C fly ash is used in moderately or extremely aggressive environments, tests made by the supplier shall verify improved sulfate resistance of th e concrete in accordance with ASTM C1012 and improved corrosion protective pr operties as compared to similar concrete made with the Class F fly ash. No mix designs will be approved in a dvance of satisfactory completion of such tests.

For sources where the fly ash is not de rived solely from ground or powdered coal combustion, certified test results performed by an independent approved laboratory shall be submitted by the supplier. Only GGBF slag grade 100 or better (28-day index) will be permitted. For slurried or densified microsilica, tests shall be made on the raw microsilica from which these products were made.

Neither fly ash nor slag shall be used in c onjunction with Type IP or Type IS cements. Acceptance of fly ash, slag, microsilica, and metakaolin from sources operating under an approved quality control plan sh all be based on certified testi ng meeting the appropriate ASTM requirements for each material. When the loss on ignition exceeds 5% fo r fly ash, the uniformity requirements in the supplementary optional physical requirement shall be mandatory.

Georgia

The contractor may use fly ash as an additi ve in concrete to pr omote workability and plasticity. The contractor may use fly ash as a partial replacement for portland cement in concrete if the following limits are met:

• Replace no more than 15% of the cement by weight.

• Replace cement with fly ash at the rate of 1.0 to 1.5 lb (1.0 to 1.5 kg) of fly ash to 1.0 lb (1.0 kg) of cement.

• Ensure that the fly ash mix meets the state requirements for “por tland pozzolan cement” and “fly ash.”

• Calculate the water–cement ratio based on the total cementitious material in the mix including fly ash.

• Do not use Type IP cement in mixes containing fly ash.18 If high-early-strengths are unnecessary, the contractor may use GGBF slag as a partial replacement for portland cement in concrete if the following limits are met:

• Replace no more than 50% of the cement by weight.

• Replace the cement with slag at the rate of 1.0 lb (1.0 kg) of slag to 1.0 lb (1.0 kg) of

cement.

• Ensure that the slag mix meets the state requirements for “portland blast-furnace cement” and “granulated iron blast-furnace slag.”

• Calculate the water–cement ratio based on the total cementitious material in the mix, including granulated iron blast-furnace slag.

• Do not use Type IP cement or fly ash in slag mixes.

Hawaii

Portland cement shall be either Type I or Type IP. Type IP cement shall conform to Type IP cement in ASTM C595. Type IP cement include s an intimate mixture of Type I cement and not more than 20% of a pozzolan material. The c ontractor may use mineral admixtures to replace a portion of the required portland cement.

Mineral admixtures must conform to ASTM C618 specifications, ex cept that the loss on ignition shall not exceed 3%. The engineer will permit the contract or to replace up to 15% by weight of the required portland cement other than Type IP with a mineral admixture in concrete except where the contract specifie s high-early-strength or where the contract prohibits the use of mineral admixtures. The weight of mineral admixtur e used shall be equal to or greater than the weight of portland cement replaced.

Idaho

Natural pozzolans and fly ash shall conf orm to AASHTO M295 except that loss on ignition shall not exceed 1.5% for all classes. When the contract or source approval requires fly ash concrete, Class F fly ash shall be used, and available alkalies in the fly ash (as Na 2 O) shall not exceed 2%. In addition, calcium oxide (CaO) content shall not exceed 9%.

A table is referenced of basic mix design pa rameters when fly ash concrete is required. There are several mix designs with a minimu m fly ash content of 20% for partial cement replacement. If additional cement and fly ash are needed to meet minimum strength requirements, they shall be added at the ratio of 1 lb fly ash per 4 lb cement.

Class F fly ash shall be used. Fly ash shall not exceed 25% of the total cementitious material (fly ash + cement). It may not always be possible to produce concrete using the minimum fly ash content that will ensure mort ar bar expansion does not exceed 0.10% expansion

when tested in accordance with AASHTO T303. If a ddition fly ash is needed to meet the mortar19 bar expansion requirements, it may be adde d without a corresponding increase in cement provided the strength requirement is met.

Illinois

At the contractor’s option, fly ash from approved sources may partially replace portland cement in concrete mixtures except when blende d cements are used. A mix design consisting of cement, fly ash, and GGBF slag may be used only when specified by the DOT.

If Class F fly ash is used, the amount of cement replaced shall not exceed 15% by weight and the replacement ration (fly ash:cement repla ced) shall be a minimum of 1.5:1. If Class C fly ash is used, the amount of cement replaced shall exceed 20% by weight, at a minimum replacement ration of 1.25:1. For Class C fly ash, the minimum replacement ration may be reduced to 1:1 if the fly ash calc ium oxide is 18% or greater, the fly ash loss on ignition is less than 2%, and a water-reducing or high-ra nge water-reducing admixture is used.

For bridge decks, parapets, pier and abutment caps, back walls, wingwalls, and upper 2.5 ft. of solid piers, the amount of cement replaced sh all not exceed 15% by weight at a minimum replacement ratio of 1.5:1, regardless of the type of fly ash used.

Fly ash shall not be used in concrete mixt ures when the air temperature is below 40°F without permission of the engineer . The contractor may be required to reduce the quantity of fly ash, increase the cement, or eliminate the cement factor reduction for a water-reducing or highrange water-reducing admixture. Fly ash with an R factor greater than 3.0 shall not be used in concrete which will be subjected to high sulfate concentrations on soil or water. High-sulfate

soils shall be those with a concentr ation of water-solub le sulfate (as SO 4 ) greater than 0.10%, and high-sulfate waters shall be thos e with sulfate concentrations (as SO 4 ) greater than 150 mg/L.

At the contractor’s option, GGBF slag may pa rtially replace portland cement in concrete mixtures, except when blended cement is used . The amount of cement replaced by GGBF slag shall not exceed 30% by weight. The replacement ratio (GGBF slag:cement replaced) shall be a minimum of 1 to 1. GGBF slag shall not be used in concrete mixtures when the air temperature

is below 40°F.

Fly ash and wet-bottom boiler slag, in place of aggregates, may be used for pozzolanic stabilized subbases. The activator for pozzolanic st abilized mixtures shall either be cement or lime. The amount of pozzolanic stabilized mixture constructed shall be limited to that which can be surfaced during the current construction season. The cement or lime, pozzolan, and aggregate shall be proportioned within the following approx imate limits on a dry weight basis: boiler slag (54%–79.5%), cement (3%–6%), lime ( 3.5%–6%), and pozzolan (18%–40%).

At least 60 days prior to the start of placing cement aggregate mixture, the contractor shall submit samples of material for proportioning an d testing. The mixture shall contain a minimum of 200 lb of portland cement per cubic yard, excep t that a maximum of 15% of cement may be replace by fly ash at a 1:1.5 cement to ash ration. For pozzolanic mixtures, fly ash shall meet the20 requirements of AASHTO M295, Class C or Class F, except that if dampened for the purpose of transportation, the loss on igniti on shall not exceed 10%. Fly ash moisture content shall not exceed 35%. For cement aggregate mixtures, th e fly ash shall meet the standard AASHTO M295, Class C or F. A limitation of available alkalies, as Na 2 O, of 1.5% shall apply to fly ashes with alkali-reactive aggregates. When fly ash is used as a mineral filler, the fly ash shall meet the requirements of AASHTO M295, Class C or F, excep t if dampened, the loss on ignition shall not

exceed 12%.

Fly ash is allowed for use in controlled low- strength applications. Of the three preapproved mix designs, two utilize fly ash. The compressive strength at 28 and 180 da ys must be between 30 and 150 psi. For all precast concrete products, Class F fly ash shall not exceed 15% by weight of the total portland cement, Class C fly ash shall not exceed 20% by weight, and GGBF slag shall not exceed 25% by weight.

For drilled shafts, Class C or F fly ash may replace Type I or II cement. The cement replacement shall not exceed 15% by weight at a minimum replacement ratio of 1.5:1. The fly

ash shall not be used in comb ination with GGBF slag. Grade 100 or 120 GGBF slag may replace Type I or II cement, and the replacement sha ll not exceed 25% by weight at a minimum replacement ratio of 1:1.

Indiana

Several types of blended cements are allowed as long as they conform to their respective specifications:

• Air-entraining portland blast-furnace slag cement – AASHTO M240, Type ISA

• Air-entraining portland-pozzolan cem ent – AASHTO M240, Type IP-A

• Portland blast-furnace slag cement – AASHTO M240, Type IS

• Portland-pozzolan cement AASHTO M240, Type IP

Type IS or Type IP portland pozzolan cements may only be incorporated into concrete placed between April 1 and October 15 of the sa me calendar year. This time period restriction will not apply if traffic is not anticipated on the concrete or if silica fume is used as a portion of

the total cementitious material.

The exceptions to AASHTO M240 are as follows:

• The amount of pozzolan shall be limited to 20% and 25% by weight of the portlandpozzolan cement for Types IP and IP-A.

• The pozzolan in portland-pozzolan cement, Ty pes IP and IP-A, shall be in accordance with ASTM C618, Class C or Class F, with the loss on ignition of the pozzolan limited

to a maximum of 3%.

• The pozzolan in the portland-pozzolan cement, Types IP and IP-A, shall be interground with the portland cement clinker.21 Fly ash will be accepted from one of the sour ces on the DOT’s list of approved fly ash and GGBF slag sources. The fly ash shall be in accordance with AASHTO M295 for Class C or Class F, with the following exceptions:

• Loss on ignition, maximum %.........................................................3.0

• Autoclave expansion or contraction, maximum %..........................0.5

• Fineness: amount retained when wet-sieved on 45-μm sieve (No. 325) maximum % ....................................................................30

On days when fly ash is being accumulated fo r use as a pozzolan, the supplier shall obtain a minimum of one sample a day and furnish test results for moisture co ntent, loss on ignition, and 45-μm (No. 325) sieve residue for each sample. The testing procedures followed shall be in

accordance with ASTM C311 or other methods a pproved in writing by the DOT. All instruments used for rapid chemical analysis shall comply with applicable requi rements of ASTM C114 using NIST fly ash reference materials.

GGBF slag will be accepted from one of the sources on the DOT’s list of approved fly ash and GGBF slag sources. GGBF slag from different s ources or different grades shall not be mixed or used alternately in the sample construction unless approved in writi ng. The GGBF slag shall

be in accordance with ASTM C989 for Grade 100 or 120.

Silica fume will be accepted from one of the suppliers on the DOT’s list of approved pozzolanic suppliers. Silica fume from more than one of these suppliers shall not be mixed or used alternately in the same construction unless au thorized in writing. The silica fume shall be in accordance with AASHTO M307 with the following exceptions:

• Reactivity with cement alkali es shall not be required.

• ASTM C1240 shall be conducted on the oversi ze, the amount of contaminating materal retained on the 45-μm sieve.

• The oversize amount retained on the 45-μm sieve shall not be more than 10%.

• Accelerated pozzolanic activity index in accordance with ASTM C1240 shall be conducted in lieu of strength activity index.

• The accelerated pozzolanic activity index sh all be a minimum of 85% at 7 days.

• The increase of drying shrinkage of mortar bars at 28 days shall not be more than

0.10%.

• The increase of drying shrinkage of mortar bars at 28 days shall be conducted in

accordance with ASTM C1240.

Quality assurance/quality control (QA/QC) superstructure concrete has the following

restrictions on the use of mineral admixtures:22 • Fly ash will not be permitted in conjunction with the use of Type IS or IP cements or with GGBF slag.

• When silica fume is used, the following criteria shall be used:

− The minimum portland cement content shall be 530 lb/yd 3

.

− The minimum and maximum ce mentitious content with silica fume shall be 650–715 lb/yd 3

.

− Class F or C fly ash may be used as pa rt of the total cementitious content.

− The maximum portland cement/fly ash ratio shall be 6.4 by weight.

− The water/cementitious ratio shall be no less than 0.370 and shall not exceed the

maximum of 0.420.

− The minimum compressive strength at 28 days shall be 5800 psi.

Iowa

Blended cements are allowed as long as th ey meet ASTM C595 specifications and the following requirements:

• The pozzolan constituent of Type IP cement shall not be more than 25% by weight of the portland-pozzolan cement.

• The slag constituent of Type IS cement shall not be more than 35% by weight of the portland blast-furnace slag cement.

• Type IP or I (PM) cement shal l not contain Class C fly ash.

• Blending cements produced with Type I cli nker or Type I cement shall contain 20% GGBF slag or at least 20% Class F fly ash. A ll other blended cements shall be produced with Type II clinker.

Fly ash may be partially substituted for portla nd cement. The substitution rate shall not be more than 15% by weight. Fly ash to be substituted for portland cement in concrete shall comply with AASHTO M295, either Class F or Class C, including the supplementary options’ chemical requirements. Sources with fly ash between 1.5% and 2.5% available alka lies may be approved. For Class C fly ash, the pozzolanic activity test with lime will not be required.

GGBF slag may be partially substituted fo r portland cement. The substitution rate for GGBF slag as a mineral admixture shall not exc eed 35% by weight. GGBF slag to be substituted for portland cement in concrete shall comp ly with ASTM C989 Grade 100 or 120.23 Kansas

Several types of blended cements are allowe d in construction of bridge decks wearing surface and concrete pavement. The Kansas DOT has prequalified source lists for GGBF slag, silica fume, fly ash for use in concrete pipe, a nd fly ash for subgrade st abilization, cold recycle bituminous, and subgrade modification. The prea pproved fly ash sources are all Class C fly

ashes.

The substitution of fly ash for Type IS or T ype III cement is not al lowed. Fly ash is only permitted in concrete for pavement and concrete for precast pipes. The approved source of fly ash cannot be changed during the project. Subs titute 1 pound of fly ash for 1 pound of cement. Substitution with Class C fly ash is limited to a maximum of 10%, by weight, of the specified amount of cement. Substitution with Class F fly as h is limited to a maximum of 20%, by weight, of the specified amount of cement. If fly ash is substituted for Type IP or Type I (PM) cement, the amount of pozzolan in the blended cement pl us the amount of fly ash substituted cannot

exceed 30% of the total.

Results must be provided of the mortar expansion tests performed according to the requirements of ASTM C441. Use Pyrex glass aggregate and the same fly ash and cement proposed for use on the project at the time of mixing. The expansion for the mixture may not exceed the maximum of 0.020% at 14 days.

The concrete mix design may include GGBF slag from an approved source as partial replacement for Portland cement or blended cement. The substitution of GGBF slag for Type III cement is not allowed. Substitute 1 pound of GGB F slag for 1 pound of cement. Substitution with GGBF slag is limited to a maximum of 35%, by weight, of the specified amount of cement. If GGBF slag is substituted for Type IL or Type I (SM) cement, the amount of GGBF slag in the blended cement plus the amount of GGBF s ubstituted cannot exceed 35% of the total. Requirements for mortar expansion tests are the same for utilizing GGBF slag as they are for fly

ash.

Kentucky

Blended cements are allowed for use provide d that Type IP or Type IPA conform to ASTM C595 and the following additional requirements:

• The pozzolan constituent shall be fly ash. Ensure that the loss on ignition of the fly ash

does not exceed 3%.

• Ensure that the fly ash does not exceed 20% of the portland-pozzolan cement by weight.

• The cement manufacturer shall furnish the resu lts of tests performed on the fly ash used in the manufacture of the Type IP cement shi pped to the project. The test shall cover the chemical and physical properties listed in ASTM C618.24 Fly ash used in portland cement concrete shall conform to ASTM C618 for Class F or Class C except the loss on igni tion shall not exceed 3%. Fly as h and GGBF slag suppliers are placed on a preapproval list. There are 19 sources on the fly ash list, with 11 of them being Class F fly ash and the rest Class C. Class F fly as h and Grade 100 and 120 GGBF slag will be allowed for use in structural mass concrete provided that:

• Substitution of Class F fly ash for cement is at the rate of 25% to 30%, by weight, applying a substitution rate of 1.0 to 1.25 lb of fly ash added.

• Substitution of GGBF slag for cement is done up to a maximum of 50%, by weight, applying a substitution rate of 1.0 lb of GGBF slag for each pound of cement.

• Mixes with both GGBF slag and Class F fly ash permit up to but no more than 20% of the 50% GGBF slag maximum as Class F fly ash.

Fly ash is allowed to be used in mortar or grout but its quantity is not to exceed 20% by weight of the cement. There are two applications fo r the use of fly ash in flowable fill; they are for Pipe Backfill and Bridge End Bent Backfill. The mixture for Pipe Backfill allows only Class F fly ash to be used at a fly ash to cement ratio of ten to one. For Bridge End Bent Backfill, both Class C and F fly ashes are allowe d at a fly ash to cement ratio of three to one. When fly ash is used in flowable fill applications, the loss on ig nition for Class F fly ash is not to exceed 12%.

Although fly ashes, which fail to meet ASTM C618 requirements, are not allowed to be used, there are circumstances when a nonspecificati on fly ash is found to ha ve been incorporated in a concrete mixture. When this occurs, ther e are a series of tables which identify price

reductions on the contractor’s invoice based on the extent the fly ash is out of specification. The DOT also maintains a list of approved microsili ca admixtures. The microsilica material must

meet AASHTO M307 chemical a nd physical specifications.

Louisiana

Blended cements from preappr oved sources can be used. Po rtland-pozzolan cement shall comply with AASHTO M240, Type IP, and shall contain 20 " 5% by weight fly ash (or bottom ash provided it is interg round with the cement clinker). The al kali content of portland-pozzolan cement calculated as sodium oxide equivalent shall not exceed 0.60% by weight. Fly ash or bottom ash shall comply with ASTM C618, Class C or F, except that loss on ignition shall not

exceed 6%.

Portland blast-furnace slag cement shall comply with AASHTO M240 requirements for Type IS cement and shall contain up to 50% by weight of portland blast-furnace slag. The alkali content of portland blast-furnace cement calculate d as sodium oxide equivalent shall not exceed 0.60% by weight. Grade 120 GGBF slag for use in Type IS cement shall comply with AASHTO M302. Type IP and IS cements are allowed for us e in general construction and prestressed or precast concrete and mass concrete placement. Fly as h is also used as a component in flowable

fill.25 The contractor may use up to a maximum of 20% fly ash by weight of cement for minor structures and concrete pavement and up to 15 % fly ash by weight of cement for structural concrete. When substituted at the ready-mix plant, the contractor may use the substitution rate of Grade 120 ground iron blast-furnace slag to up to 45% by weight of cement for minor structures and pavement. The combination of slag and fly as h or any cement containing fly ash shall not be allowed as partial substitution for cement.

Maine

A Type IP (MS) portland-pozzolan cement (blended hydraulic cement with moderate sulfate resistance) meeting the requirements of AASHTO M240 may be used instead of Type II or where Type I portland cement, meeting th e requirements of AASHTO M85, is allowed.

Fly ash shall conform to the chemical and physical requirements fo r mineral admixtures, Class F, as listed in AASHTO M2 85. These physical requirements are fineness, strength activity index with portland cement, au toclave expansion, and uniformity requirements. The chemical requirements are silicon dioxide plus aluminum oxide plus ir on oxide meeting a minimum 70%, sulfur dioxide, moisture c ontent, and loss on ignition.

There is no specific application which requires the inclusion of fly as h by specification. Fly

ash is allowed to be used in all classes of cast-in-place conc rete, flowable fill, and precast concrete. The allowable partial replacement leve l of cement for fly ash is a 30% maximum for Class F fly ash.

GGBF slag shall conform to the chemi cal and physical requirements for mineral

admixtures Grade 120 as listed in AASHTO M3 02. The maximum level of partial replacement of cement for GGBF slag is 50%. Silica fume ma terial for use in portland cement concrete shall be one of the products listed on the DOT’s approve d list. There is no replacement rate for silica

fume as it is treated as an addition much like an admixture. Regardless of which pozzolan is used, the total cementitious materal per cubic yard is limited to 660 lb. The maximum allowable cement content is 635 lb per cubic yard.

Maryland

Written in this section for the state of Maryland are specifications pertaining to the use of coal by-products in the state’s DOT. However, after personal contact was established with official representatives of MDOT, it was stated that the only possible co al by-product Maryland uses is steel slag as a partia l replacement for aggregate. It was never clarified why several specifications were listed on the FHWA Web site identifying the use of blended cements, fly ash, microsilica, GGBF slag, and pozzolans. It was deci ded that it was appropriate to go ahead and list these specifications with the understanding that they were obtaine d from an appropriate Internet source at the time of this report.

Blended cement shall conform to ASSHTO M240, Type I (PM) containing 15% to 25% pozzolan by weight of cement. Maximum loss on ignition shall be 3%, and GGBF slag shall not26 be used for blending. The requirement of a manu facturer’s written stat ement of the chemical composition is waived.

Concrete admixtures shall not contribute more than 200 ppm of chlorides based on the cement content when tested as specified in Maryland Standard Method of Tests (MSMT) 610. Only prequalified admixtures are allowed for use. A pozzolan and Type I (PM) or Type IP

cement shall not be used in the same mix.

The contractor may request the use of pozzolans to control alkali silica reactivity or for other reasons. When a pozzolan is used, the mi nimum cement factor and water/cement ration

shall be determined on the basis of the combined weight of cement or pozzolan. The variable amounts of cement which can be replaced by a mi neral admixture are 15%–25% Class F fly ash, 25%–50% ground iron blast-furnace slag, and 5%–7% microsilica.

Fly ash shall conform to AASHTO M295, po zzolan C or F, except that the maximum permissible moisture content shall be 1%. GGBF slag shall conform to AASHTO C302, Grade

100 or 120. Microsilica shall conf orm to ASTM C1240, except that the oversize requirement is

waived.

Massachusetts

All cement concrete masonry and precast/prestre ssed concrete products are required to be alkali silica reactivity-resistant . Concrete mixes are to include materials that meet either the aggregate’s requirement or alkali-silica reactiv ity (ASR) mitigation criteria listed in a table

entitled Tests and Criteria for Proposed Aggregates. Nonreactive a ggregates are to be selected

based on the criteria of this tabl e. If nonreactive aggregates are us ed for portland cement concrete mix, 15% by mass of the cementitious content shall be fly ash meeting AASHTO M295 Type F specification.

A second table, listing mitigation methods for ASR in portland cement concrete, includes materials to be used, specifications each material must meet, and percentage rate each material may be used at. They are as follows:

• Low alkali cement, AASHTO M85, 100%

• Fly ash – Class F, AASHTO M295, 15% minimum to 30% maximum

• Silica fume, AASHTO M307, 5% minimum to 7% maximum

• Slag Grade 100 and 120, AASHTO M302, 25% minimum to 50% maximum

The fly ash, Type F, shall replace 15% by weight of the design cement content, and any additional fly ash will be considered as fine a ggregate. The total amount of Type F fly ash and silica fume shall constitute 20% by weight of th e cement content, and any additional fly ash will be considered as fine aggregate.

Whichever material or combination of material s shown in either table is used to mitigate ASR, test concrete mixes must be proportioned with reactive aggr egates and verified for ASR. Verification testing must be performed accord ing to AASHTO T303 “Accelerated Detection of27 Potentially Deleterious Expansion of Mortar Ba rs Due to Alkali-Silica Reaction” and ASTM C295 “Petrographic Examination of Aggregates fo r Concrete” to determin e the effectiveness of the result mix design against ASR.

Controlled density fill (CDF) fill can substitute for compacted gravel for backfills, fills, and structural fills. There are two main categorie s of CDFs: excavatable and nonexcavatable with a subcategory of flowable and very flowable. It shall be a mixture of por tland cement, fly ash (if very flowable), sand, and water. These categories are as follows:

• Type 1, very flowab le (nonexcavatable)

• Type 1E, very flowable (excavatable)

• Type 2, flowable (nonexcavatable)

• Type 2E, flowable (excavatable)

The very flowable mixes (Type I and IE) shall contain a minimu m of 115 kilograms per cubic meter of concrete of Class F fly ash or high air (25% plus) and will be self leveling. Excavatable mixes (Type 1E and 2E) shall be hand tool excavatable.

Michigan

Types IS, I (SM), IS-A, and I (SM)-A blast- furnace slag cements must conform to ASTM C595. Type IP, I (PM), IP-A, and I (PM)-A po zzolan cements must also conform to ASTM

C595.

GGBF slag must conform to ASTM C989, Grad e 100, minimum. It can only be used as a blending material with Type I or Type IA por tland cement. Fly ash must meet ASTM C618 requirements for both Class C and Class F, except that the loss on ignition shall not exceed 5% and the supplementary air-entraining admixture uniformity requirement shall apply. Silica fume, dry-densified, must conform to ASTM C1240 specification, and it can only be used as a blending material with Type I or Type IA portland cement.

Mineral filler for bituminous mixtures must be limestone dust, dolomite dust, fly ash collected by an electrostatic precipitation method, slag, or hydrated lime. The free carbon in the fly ash shall not exceed 12% by weight as meas ured by the loss on ignition test according to ASTM C311. Sources for fly ash must be selected for a qualified products list.

Fly ash may be used in conc rete according to a preapproved table for concrete pavement mixture designs. The amount of cement allowable to be partially replaced with fly ash varies depending on its application. Fo r commercial-grade concrete c ontaining 517 lb of cement per cubic yard, the portland cement ma y be reduced up to 20% by weight when 1 lb of fly ash is substituted for each pound of cement removed. A gr eater quantity of fly ash or GGBF slag may be used, subject to the following requirements:

• Submit a mix design produced by a testing laboratory conforming to ASTM C1077 for review by the engineer.28 • Use Type I or IA portland cement.

• Reduce the cement quantity shown in the preapproved table for mix designs, up to a maximum of 25% for fly ash substitution fo r up to 40% for GGBF slag substitution.

• The fly ash or GGBF slag weight additions must be equal to 1.0 times the weight of the

cement reduction.

• For concrete containing portland cement, fly ash, and GGBF slag in the same mix design, reduce the cement quantity up to 40%, with the maximum fly ash quantity not exceeding 15%.

Minnesota

Portland-pozzolan cement shall conform to AA SHTO M240, Type IS, Type IP or Type IPA except as modified by the following: the fly ash constituent of the inte rground cement shall not exceed 20% and the fly ash constituent of blended cement shall not exceed 15%.

GGBF slag cement shall conform to AASHT O M302 except that th e allowable slag

classifications are limited to Grade 100 or 120. MNDOT allows 35% substitution of GGBF slag

for cement for all concrete. Occasio nally 5% silica fume is allowed for replacement of cement in concrete on bridge decks.

Fly ash for use in portland cement concrete sh all conform to ASTM C618, Class F or Class C, except as modified by the following:

• Maximum CaO for Class F is 30%; maximum CaO for Class C is 40%.

• Maximum loss on ignition for both is 3.0%.

• Maximum available alkalies, expressed as Na 2 O, for both is 3.0%.

• Minimum air permeability for both is 650 mm 2 /kg.

• Maximum retained when wet-sieved on a 45-μm sieve for both is 30.0%.

• Minimum strength activity index with portland cement at 7 days is 75%.

• Maximum variation from established specific gravity value for both is " 0.12.

Fly ash produced at plants where the limestone injection process is used for controlling air pollutants will be considered unacceptable for use in portland cement concrete. Fly ash which meets the requirements of both Clas s C and Class F shall be consider ed as being Class C. Fly ash is permitted as a partial cement replacement for up to 15% by weight for Class C and Class F in general concrete applications. Special provisi ons may allow higher percentages of fly ash substitutions. A fly ash substitution rate of 30% is allowed for concrete pavement and highperformance full-depth bridge decks. A list of cer tified fly ash sources is available. Only ashes

from certified sources are allowed to be used. Mi xing of fly ash from different sources or of different classes in one storage bin or silo is not acceptable.29 Mississippi

When required or permitted in construction, fly ash shall be obtai ned from an approved source. Different classes of fly ash or different sources of the same class shall not be mixed or used without written permission from the engineer . The temperature of th e bulk fly ash shall not be greater than 165°F at the time of incorp oration into the work. In addition to these requirements, fly ash shall meet the following specific requirements for the intended use.

Fly ash is allowed up to 25% partial cem ent replacement in concrete. When used in portland cement in the production of concrete or grout, the fly ash shall meet the requirements of AASHTO M295, Class C or F, w ith the following exceptions: th e loss on ignition shall not exceed 6.0%, and the pozzolanic activity index with portland cement shall be at least 55% of the control mix at 7 days. Fly ash shall not be used with portland cement Type IP. Both Classes, C and F, are used, depending on the desired propertie s of the mix, but most applications use Class

C.

When used with hydrated lime in soil stabiliza tion, the class of fly ash shall be specified in the contract. The fly ash, when mixed with hydr ated lime and soil or soil-aggregate, shall produce the minimum design characteristic for the cour se to be stabilized. Both classes of fly ash are allowed, but most soil stabi lization projects use Cl ass F. Most applications specify 12% fly ash by weight in combination with 3% or 4% lime. The fly ash shall meet the requirements of AASHTO M295 for the class specified, except the loss on ignition shall not exceed 10%.

Grout for pressure grouting shall consist of a mixture of portl and cement (25%–30%), water, calcium chloride, fly ash (25%–70%), an d/or limestone dust (25%–75%), and fine sand (50%–75%). Grout for post-tensioned members shal l consist of a mixture of 1 part portland cement, 1⁄4 part fly ash, and 3⁄4 part washed sand. Fl y ash can also be used in lime–fly ash-treated

courses. This work consists of constructing one or more course s of a mixture of soil, soil aggregate or aggregate, fly ash, lime, and water in accordance with these specifications and in reasonably close conformity with the lines, grades , thickness, and typical cross sections shown on the plans or established by the engineer.

Missouri

All blended hydraulic cement shall conform to the requirements of Type IP, I (PM), IS, or I (SM) of AASHTO M240 with the following modi fications. The pozzolan constituent of Type IP shall not exceed 20% by weight of the total portland-pozzolan cement. Type IS or I (SM) cement shall be produced by the same manner as IP or I (PM). The slag constituent of Type IS or I (SM) shall not exceed 25% by weight of the tota l portland-slag cement. Types I, II, IP, I (PM), IS, or I (SM) shall be used for all general concre te construction.

GGBF slag shall conform to the requi rements of AASHTO M 302, Grade 100 or 120, except as herein specified. Only GGBF slag from qualified sources are permitted. GGBF slag may only be used with AASHTO M85 Type I or Type II portland cement unless otherwise directed by the engineer. The mixing of differe nt grades and sources of GGBF slag is not permitted. All testing shall be performed by a MoDOT-approved laboratory.30 Only fly ash from sources qualified in accordance with the following speciation will be permitted for use in concrete. The mixing of different classes and sources of fly ash will not be permitted. All fly ash shall conform to the requir ements of AASHTO M295, Class C or F, except as herein specified. The loss on ignition shall not exceed 1.5%. The percent of each silicon dioxide, aluminum oxide, and iron oxide shall be re ported in addition to the total of the three. Cement use by the marketing enti ty for testing fly ash shall meet the requirements of AASHTO M85. All tests shall be performed in a MoDOT-approved laboratory.

A contractor may use fly ash or GGBF slag in the production of c oncrete in accordance with these specifications. Approved Class C fly ash may be used as a partial cement replacement in concrete at a rate of up to 25% on a pound-for-pound basis. Cla ss F fly ash may be used at a rate of up to 15%. Approved GGBF slag may be us ed to replace a maximum of 25% of Type I or II cement on a pound-for-pound basis in all concrete. Fly ash shall not be used as a replacement for Type III, IP, I (PM), IS, or I (SM) cement except for Type IP or I (PM) according to the previously noted exception. The quantity of fly ash shall not exceed 15%, and the quantity pf GGBF slag shall not exceed 25% by we ight replacement of the cement.

Fly ash is also allowed for use in reinforced concrete culverts, storm drain and sewer pipe, precast box culverts, precast draina ge units, under sealing pavement grout, flowable backfill, and fully grouted rock fill. A grout mix design must be submitted by the contractor for departmental approval.

Montana

When approved, use Type IP cement mee ting AASHTO M240 requirements. Fly ash or Type IP cement may be substituted for portland cement provided the following requirements are

met:

• Make the substitution at a minimum ratio of 1.2 parts of the substitute to 1 part of portland cement by weight. Do not exceed 20% replacement by weight of the total

cement.

• Portland cement meeting AASHTO M85, Table 1, may be used in place of moderate heat of hydration cement where fly ash is substituted.

• Do not exceed a 0.53% water–cem ent ratio by weight for all concrete classes except for Class BD-modified, which is 0.44%. For calcul ation purposes, the ceme nt weight is the total weight of Type IP cement or por tland cement and replacement fly ash.

The following cementitious materials may be used as partial replacement for portland cement in the mix design:

• Fly ash may be included in the mix desi gn for up to 20% by we ight of the total

cementitious material. Portland cement mee ting AASHTO M85, Table 1, may be used in place of moderate heat of hydrati on cement where fly ash is substituted.31 • Microsilica may be included in the mix de sign for up to 5% by weight of the total cementitious material when a minimum of 15% fly ash is also included in the mix design or when the mix design used Type IP blended cement.

• Metakaolin may be included in the mix de sign for up to 20% by weight of the total

cementitious material.

• GGBF slag may be included in the mix desi gn for up to 20% by weight of the total

cementitious material.

Fly ash must meet AASHTO M295 minera l admixture Class C or Class F chemical requirements of Table 1, and the physical requireme nts of Table 3 in M295. It must also be from a source on the DOT’s approved source list. Microsilica must meet AASHTO M307 specifications. Metakaolin must meet AASHTO M295 mineral admi xture Class N, the chemical requirements of Table 1, and th e physical requirements of Table 3 in AASHTO M295. Fly ash is

also allowed to be use as a mineral filler.

Nebraska

Type IP (portland pozzolan) cement may be used in any application where fly ashmodified concrete is allowed. Type IP cement shal l conform to the requirements as prescribed in ASTM C595 and the following requirements:

• The pozzolan content shall be 15% to 25 % of the cementitious materials by weight.

• The pozzolan shall be Class F or Class N natural pozzolan.

• Additional fly ash substitution shall not be al lowed with Type IP containing Class F fly ash. If Class N natural pozzolan is used in the Type IP cement, fl y ash substitution is allowed to a maximum pozzolan content of 25%.

• A water-reducing admixture shall be used in concrete produced with Type IP cement.

• Type IP cement shall not contain mo re than 0.80% equivalent alkali.

The only coal by-products used in highway c onstruction are Class C a nd Class F fly ashes. All fly ash must meet the requirements of ASTM C618 except for Class C that is used for soil

stabilization.

Fly ash can be used in flowable fill a pplications. A mix design is furnished which identifies 200 lb of fly ash and 50 lb cement be used in a cubic yard of flowable fill. Approximate strength should be 85 to 175 psi.32Table 3. State Department of Transportation SpecificationsState Fly Ash (FA) Fly Ash Use in ConcreteGGBF Slag Silica Fume (SF) Other UsesAlabama AASHTO M295 Class F: 20%Class C: 30%AASHTO M302: Grades 100 and 120Concrete – 50%Temp. < 45°F – 25%AASHTO M307Concrete: 10% or 25%FA + 10% SFBlended cement: IPMineral filler in asphaltAlaska AASHTO M295Class C and F: 20%1.25#C/1#cement1–1.25#F/1#cementAASHTO M307Arizona ASTM C618 Class C and F 20%1.2# FA/1#cementArkansas AASHTO M295Class C or FClass C and F: 20% AASHTO M302: Grades 100 and 120Concrete – 25%Blended cement: IP, PM, SMFlowable fill, cement-treated basecourseCalifornia ASTM C618 Class F Class F: 15%–25% ASTM C1240Concrete: 7%–10% or25% FA and 10% SFBlended cement: IP, MSColorado ASTM C618 Class F Class F: 20%–30% Bed course and slope protectionASTM C1240 Blendedcement: IP, MS, GUASTM C595Connecticut Class C and F: 15% CLSMDelaware AASHTO M295 Max.allowed: 20% Blendedcement: IP, I (PM), IS,I (SM) ASSHTO M240Federal LandsHighwaysAASHTO M295Class C or FClass F: 20% ratio 1.5/1Class C: 25% ratio 1/1AASHTO M302: Grades 100 and 120Concrete – 50%AASHTO M307Concrete: 10%Fly ash aggregate, soil andsubgrade stabilization, mineralfiller, grout, masonry mortarFlorida ASTM C618 Class Cor FRegular concrete:18%–22%Mass concrete:18%–55%ASTM C989, reg. concrete: 25%–70%Mass concrete: 50%–55%Drilled shaft concrete: 58%–62%ASTM C1240Reinforced concrete:7%–9%Blended cement: IP, IS, MSDrilled shaft grout: 33%–37% flyash, CLSMGeorgia Max. allowed: 15%FA/cement ratio: 1.5/1Max. allowed is 50% on high-earlystrength concreteHawaii ASTM C618 Max. allowed: 15%Blended cement:IP ASTM C595Idaho AASHTO M295Class FClass F: 20%–25%Illinois AASHTO M295Class C or FClass F: 15% ratio 1.5/1Class C:20% ratio 1.2/1Grades 100 and 120, max. allowed: 30%,Precast max. allowed: 25%Subbase stabilization, CLSM,drilled shaft grout; FA: 15%ratio 1.5/1, GGBF slag: 25%Indiana ASTM C618Class C or FClass C and F: 20%–25% ASTM C989: Grades 100 and 120 ASSHTO M307 Blended cement: ISA, IPA, IS, IPAASHTO M240Iowa AASHTO M295Class C or FClass C and F: 15% ASTM C989: Grades 100 and 120Max. allowed in concrete: 35%Blended cement: IS, IPKansas Class F: 20%Class C: 10%Maximum allowed in concrete: 35% Blended cement: IS, IPContinued. . .33Table 3. State Department of Transportation Specifications (continued)State Fly Ash (FA) Fly Ash Use in ConcreteGGBF Slag Silica Fume (SF) Other UsesKentucky ASTM C618Class C or FFA: 25%–30% ratio1.25/1, 20% FA and30% GGBF slagMax. allowed in concrete: 50% ASSHTO M307 Blendedcement: IP, IPAASTM C595, CLSM, groutLouisiana ASTM C618Class C or FGeneral concrete: 20%Structural concrete: 15%AASHTO M302: Grade 120Max. allowed in concrete: 50%Blended cement: IP, ISAASHTO M240Maine AASHTO M295Class FClass F: 30% AASHTO M302: Grade 120Max. allowed in concrete: 50%Allowed but no specifiedrateBlended cement: IP (MS)AASHTO M240Maryland AASHTO M295Class C or FClass F: 15%–25% AASHTO M302: Grades 100 and 120Max. allowed in concrete: 25%–50%ASTM C1240Concrete: 5%–7%Blended cement: IPMAASHTO M240Massachusetts AASHTO M295Class FClass F: 15%–30%For ASR mitigationAASHTO M302: Grades 100 and 120For ASR mitigation: 25%–50%AASHTO M307ASR: 5%–7%Control density fillMichigan ASTM C618Class C or FClass F: 15%–30%FA + GGBF slag:15% + 25%ASTM C989: Grade 100Max. allowed in concrete: 40%ASTM C1240 Blended cement: IS, I (SM), IP,I (PM) ASTM C595,mineral fillerMinnesota ASTM C618 (verymodified)Class C or FGeneral concrete: 15%Full-depth bridge deckconcrete: 30%AASHTO M302: Grades 100 and 120Max. allowed in concrete: 35%Occasionally 5%allowed in bridgedecksBlended cement: IS, IP, IPAAASHTO M240Mississippi AASHTO M295Class C or FClass C and F: 25% Soil stabilization (12% fly ash +3%–4% lime), groutMissouri AASHTO M295Class C or FClass F: 15%Class C: 25%AASHTO M302: Grades 100 and 120Max. allowed in concrete: 25%Blended cement: IP, IS, IPM,I (SM), AASHTO M240Montana AASHTO M295Class C or FClass C and F: 20%FA/cement ratio: 1.2/1Max. allowed in concrete: 20% AASHTO M3075% SF w/15% FABlended cement: IPAASHTO M240Nebraska ASTM C618Class C or FClass F: no specified rate Blended cement: IP, ASTM C595,CLSM, soil stabilization(Class C only)Nevada ASTM C618Class C, F, or NBlended cement: IP, IP (MS) ASTMC595, crack sealantNewHampshireAASHTO M295Class FVariable mix designs withfly ash, GGBFS, andSFAASHTO M302: Grade 120New Jersey ASTM C618Class C or FClass C or F: 15%–25% AASHTO M302: Grade 120Max. allowed in concrete: 30%Bridge deck overlays(7 ± 0.5%)Blended cement: IS, IPM, ISMgrout, mineral fillerNew Mexico ASTM C618Class C or FClass C or F: 20% Allowed use in concrete: 25%–50% Concrete: 5%–12% Blended cement: ASTM C595,flowable fillNew York ASTM C618Class FGeneral concrete: 20%Precast concrete: 15%Reinforced concrete: 25%AASHTO M302: Grade 100 AASHTOM307 Blended cement: IPAASHTO M240, CLSMContinued. . .34Table 3. State Department of Transportation Specifications (continued)State Fly Ash (FA) Fly Ash Use in ConcreteGGBF Slag Silica Fume (SF) Other UsesNorth Carolina ASTM C618Class C or FPavement, precast, andprestressed: 20% at aratio of 1.2#FA/1#cementAASHTO M302: Grade 100Max. allowed in concrete: 50%ASTM C1240Concrete: 4%–8%Blended cement: IS, IP –AASHTO M240North Dakota AASHTO M295Class C or FMax. allowed: 30% Stabilized soilOhio ASTM C618Class C or FMax. allowed: 15% ASTM C989: Grade 100Max. allowed in concrete: 30%ASTM C1240 Blended cement: SM – ASTMC595, CLSMOklahoma AASHTO M295Class C or FFA: 15%–20%, FA andother pozzolan: 28%,FA + GGBF slag + SF:50%AASHTO M302: Grades 100 and 120Max. allowed in concrete: 50%ASTM C1240 Blended cement: M240 – ISM,IPM, IS, and IP, C1157: GU,MS, HS, MH and LH; grouts,CLSMOregon AASHTO M295Class C or FClass C or F: 20%–35% AASHTO M302AASHTO M307 Blended cement: SMAASHTO M240Pennsylvania AASHTO M295Class C or FGeneral: 15%, variablemixes w/ASR concernsASTM C989 or AASHTO M302:Grades 100 and 120,Max. allowed in concrete: 25%–50%AASHTO M307 FA w/lime – ASTM C593Flowable fill with variable FA,bottom ash, and GGBF slagRhode Island AASHTO M295Class C or FMax. allowed: 15% ASTM C989: Grades 100 and 120allowed in concreteAASHTO M307Concrete: 7%Blended cementAASHTO M240South Carolina AASHTO M295Class C or FVariable mix designs withFA, GGBF slag, and SFASTM C989: Grade 100 ASTMC1240 Blended cement: ISMAASHTO M240South Dakota AASHTO M295Class C or FClass C or F: 15%–20%Blended cement: IP, AASHTOM240, grout, mineral fillerTennessee AASHTO M295Class C or FClass C: 25%Class F: 15% ratio 1.25/1AASHTO M302; Grade 100s and 120Max. allowed in concrete: 25%Blended cement: AASHTOM240 – ISM, IP, soil–lime–FAbasecourse – ASTM C593, CLSMTexas General concrete: 35%Reinforced concrete:20%–35%Class F: 40%Blended cement: IP, ASTM C595Lime – FA treated base course,mineral fillerUtah ASTM C618AASHTO M295Class F or NClass F or N: 20% ASTM C1240 Blended cement: IP, IPMS, HS –ASTM C595, grout, CLSMVermont AASHTO M295Class C, F, or NClass C, F, or N: 20% AASHTO M302: Grades 100 and 120Max. allowed in concrete: 25%Allowed at state DOTspecificationBlended cement: IP,AASHTO M240Virginia ASTM C618Class C or FClass C or F: 30% ASTM C989: Grades 100 and 120 AASHTO M307Concrete: 10%Blended cement: AASHTO M240IP, IS, lime stabilization –ASTM C593, mineral fillerWashington AASHTO M295Class C or FClass F only: 25% AASHTO M302, Grades 100and 120 Blended cement: IP(MS), IP, ISAASHTO M240, CLSMContinued. . .35Table 3. State Department of Transportation Specifications (continued)State Fly Ash (FA) Fly Ash Use in ConcreteGGBF Slag Silica Fume (SF) Other UsesWest Virginia ASTM C618Class C or FClass C or F: 15%–19% AASHTO M302,Max. allowed in concrete: 30%–45%AASHTO M307Concrete: 8%Blended cement: ASTM C595 –IP, IS, CLSMWisconsin ASTM C618Class CGeneral concrete: 30%Superstructure:15%–25%, reinforced:5%–25%ASTM C989: Grades 100 and 120Slip form: 50%, reinforced: 5%–25%superstructure: 20%–30%,other: 30%Blended cement: ASTM C595 –IP, FA in stabilized subbaseWyoming ASTM C618Class C or FClass C: 15%Class F: 20%–25%Blended cement: AASHTO M240 I(PM)Washington, D.C. AASHTO M295Class C or FClass C or F: 15% ASTM C989: Grade 120Max. allowed in concrete: 50%Blended cement: AASHTO M240IS, IP, soil–lime–FA: ASTMC59336 Nevada

Type IP blended cement shall conform to ASTM C595. The pozzolan constitute in blended cement must be limited to 20% by weight of the total. The cement shall not contain more than 0.60% by mass of alkalies. Type IP cement which exceeds the allowable alkali content may be

used if mortar bars made and tested accordi ng to ASTM C227, using the proposed cement and a selected highly alkali-reactive aggregate, show no more than 0.05% expansion at 6 months.

Pozzolanic admixtures can be used in concre te and shall conform to ASTM C618, Type C, Type F, or Type N except the loss on ignition sh all not exceed 5%. The laboratory furnishing the test data must be inspected by the CCRL.

If sulfate protection not required, for reinfo rced concrete pipe, cement may be Type II, Type V, or Type IP (MS). When using type IP cement, the requirement that the pozzolan constituent be only fly ash is wa ived. These specifications also pe rtain to precas t concrete box

culverts.

Fly ash can be used as a crack sealant, to th e surface of concrete or masonry, at a rate level of 12% by weight.

New Hampshire

Classes of concrete are divided into a tabl e which specifically incl udes fly ash, silica fume, or GGBF slag as shown on the plans or ordered. For mixes containing fly ash, silica fume, slag, or any other pozzolanic ore cementitious material, the water/cement ratio of the concrete shall be

based on the total cementitious contents. The wate r to cementitious ratio shall not exceed those listed in the table. Class F concrete, also cal led flowable fill, shall have a minimum 28-day compressive strength of 30 psi and an 84-day maximum strength of 200 psi.

Fly ash shall conform to Class F as descri bed in AASHTO M295 and shall meet the testing requirements except that in the optional physical requirement, the multiple factor shall be 120% maximum. In addition, the fly ash shall be subject ed to the Air-Entrainment of Mortar Test as listed in ASTM C311. GGBF slag shall conform to the chemical, physical, and methods of sampling and testing requirements of AASHTO M302 except that the slag shall meet the requirement for slag activity index Grade 120. If a Class C fly ash is used, the contractor must summit to the department, for its approval, its design mix. Class F fly ash, conforming to AASHTO M295, can be used in reinforced concrete pipe.

New Jersey

Only blended cement types IS, I (PM), and I (SM) may be used. Portland cement may be preblended with a maximum of 15% fly ash, by we ight, or a maximum of 10% silica fume by weight, or with a maximum of 50% GGBF slag by weight. If more than 30% GGBF slag is used, a scaling test conforming to ASTM C672 must be completed on the mix de sign, and the concrete must have a visual rating less than 3 as base d on C672 after 50 cycles. When blended portland cement is used, no additional admixtures shall be added.37 Fly ash for portland cement concrete shal l conform to ASTM C618, Class C or Class F except that the loss on ignition shall not be more than 3%. Fly ash used to control alkali-silica reactivity shall be Class F. Fly ash for other uses shall form to ASTM C593 except that the loss on ignition shall be not more than 10% and the combined content of silica and aluminum oxide

shall be a minimum of 50%.

GGBF slag for use as a cementitious material in portland cement concrete shall conform to the requirements of ASHTO M302, Grade 120. GGB F slag may be used as a replacement for portland cement conforming to ASTM C150 or white portland cement up to a maximum replacement level of 30% by weight. When GGBF slag is used, its use shall continue throughout the project so as not to create color in consistencies in the finished concrete.

Fly ash and GGBF slag are identified as acceptable ingredients in portland cement concrete, mortar, and grout. If fly ash is added, its weight shall not exceed 15% of the minimum cement content and shall not be grea ter than 25% of the we ight of cement repl aced. If fly ash is added to control ASR, the minimum amount require d shall not be less than 15% to the total

cementitious material. If AASHTO T303 standard te st method results in an expansion greater than 0.40%, the minimum addition of fly ash sha ll be 20%. Fly ash may replace no more than 15% of the portland cement; the remaining fly ash will replace fine aggregate. If GGBF slag is used to control ASR, the amount required shall not be less than 25% of the total cementitious

material.

Aggregates for under drains sh all be of broken stone, washed gravel, or blast furnace slag. Mineral fill for hot mix asphalt sh all be broken stone, fly ash, or ot her inert mineral matter. Silica fume concrete, for bridge deck overlays, sha ll include the sources of aggregates and the composition of silica fume admixture such as finene ss, silica content, total chloride ion content, solids content for slurries, and moisture conten t for powders. The maximum silica fume content

can be 7% " 0.5% of the total cementitious content.

Fly ash can be used in lime-pozzolan base course. The amount of fly ash which can be used in a mix is 9% to 24% by weight of tota l dry material. The lime-to-fly ash ration shall be

1:3 minimum to 1:4 maximum. When tested acco rding to ASTM C311, the limitations for its use

are:

• Maximum loss of ignition ...................................................10%

• Minimum combined silica and aluminum oxide .................60%

• Moisture content..................................................................0.5%

• Minimum amount passing No. 200-mesh sieve ..................85%

• Minimum amount passing No. 325-mesh sieve ..................80%

Issues in the future that expect to be changed include:

• For high-performance concrete, fly ash and slag can be used at any level, and silica fume will probably be given an upper limit, although that limit has not yet been

decided.38 • Aggregates for under drains will have blast-furnace slag removed.

• Mineral filler in asphalt will have “other inert material” removed.

• Lime pozzolan base course will be removed.

New Mexico

Blended cements shall meet the requirements of ASTM C595 and ASTM C1157 and shall consist of portland cement uniformly blended with fly ash either by inte rgrinding the portland cement and fly ash or by blending the portland ceme nt and the fly ash. The blended cement shall contain a minimum of 20% of fly ash by weight.

Fly ash shall conform to the physical and ch emical requirement of ASTM C618, including the optional requirements for available alkalies a nd reactivity with cement alkalies. Both classes of fly ashes shall have maximum values for th e following chemical characteristics: moisture content = 1.0%, loss on igniti on = 3.0%, magnesium oxide = 5.0% , available alkali = 1.5%, and

calcium oxide = 10.0%. The contractor shall use Cla ss F fly ash if either the coarse or the fine aggregate is reactive. If both a ggregates are nonreactive, then th e contractor may choose to use a C/F blend fly ash or a Class C fly ash. Blending of Class C and Class F fly ashes is permitted. However, the blended fly ash mu st be preapproved by the DOT. Bl ended fly ash shall meet all requirements of ASTM C618 for Cla ss F fly ash and may only be us ed in concrete in which both the coarse and the fine aggreg ate is nonreactive. Class F fly as h shall be added at a minimum dosage rate of 20% by weight of cement only. When a Class C or C/F blende d fly ash is used in place of the Class F fly ash, it may be used at a minimum dosage rate of 25% by weight of the

cement.

Class F fly ash shall be added to all concrete mixtures used on DOT projects. If fly ash is the only pozzolan used, it shall be added as a minimum of 20% by weight of cement only. When nonreactive aggregated is used, a Class C or C/F blended fly ash may be used in place of the Class F fly ash at a minimum dosag e of 25% by weight of cement . If other pozzolans, such as silica fume, metakaolin, or GGBF slag is used, th en the minimum amount of fly ash used may be reduced to 12% for mixtures using Class F fly ash and 15 % for mixtures using Class C ash. When multiple pozzolans are used, the total pozzolan content shall be at least 20% when Class F fly ash is used and 25% when Class C or C/F blended fly ash is used.

Fly ash is specified as an ingredient in flow able fill. Approved Class F, Class C, and Class C/F blended fly ashes are allowed. It is specified th at a cubic yard of flowable fill shall contain a maximum of 50 lb of cement and 150–300 lb of fly ash. Fly ash is also acce ptable in prestressed concrete members and augured pr essure-grouted bearing piles.

If the contractor elects to use an aggregate source which has been de signated as potentially reactive, a combination of one or more of the following ASR inhibi ting admixtures shall be used to provide a concrete mixture that meets the ma ximum expansion requireme nts: Class F fly ash, blended cement, GGBF slag, silica fume, and lithiu m nitrate. In this a pplication, a minimum of 20% by weight of cement must be used for either the fly ash or the blended cement. GGBF slag39 may be used from 25% to 50% by weight of the cement, and silica fume may constitute from 5% to 12% by weight of the cement.

New York

Blended cements shall conform to the chemi cal and physical requirements as described in AASHTO M240. Acceptable types are IP (fly ash content does not exceed 22% by weight of the cement), SF (silica fume does not exceed 10% by weight of the cement), SM (GGBF slag does not exceed 22% by weight of the cement), and Ternary blend cement. This blended cement consist of cement, fly ash, and silica fume in which the total supplementary cementitious content does not exceed 30% by weight. The fly ash portion shall range from 15% to 25%, and the silica fume shall range from 6% to 10% of the total cementitious mass. There are tables of chemical and physical requirements a blended cement must meet before it is allowed to be used.

In general, construction fly ash may be used as a partial cement replacement up to a

maximum of 20% of the combined cementitious mass. Fly ash shall conform to the chemical and physical requirements for mineral admixture Class F listed in ASTM C618 including Table 2, except that the loss on ignition shall not exceed 4%. The DOT will consider request to evaluate alternate cement and/or fly ash combinations su ch as ASTM C618 Type C fly ash, Class N, and ASTM C595 Type IP cement.

GGBF slag may be used as a partial repl acement for portland cement in portland cement concrete as long as it conforms to the chemical and physical requirements for Grade 100 slag as described in AASHTO M302. GGBF slag is also allowed for use in local road gravel surface, base, and subbase courses.

Silica fume may be use in portland cement conc rete and other mixes. It must conform to the requirements of AASHTO M3 07 including optional chemical and physical requirements, as well as DOT specified guidelines for uniformity of silicon dioxide content, chloride content, fineness, and uniformity of percent solids.

Fly ash may also be used in general precas t concrete up to a maximum of 15% by weight of the total amount of cement plus pozzolan in the mix. Fly ash may be used up to a maximum of 25% by weight of the cementitious material in several classes of reinforced concrete pipe. Specialized overlays for structural slabs can be composed of combinations of cement, fly ash,

and silica fume.

Fly ash is used in many CLSM applications except in those instances when the CLSM is

contact with cast iron or ductile iron pipes, fittings, or appurtenances.

Allowable lightweight aggregates include those prepared by expanding or sintering materials such as shale, slate, clay, fly ash, or blast-furnace slag. Th e requirements of ASTM C330 shall apply.40 North Carolina

Type IP blended cement or type IS blended cement may be used in lieu of portland cement, and fly ash or GGBF slag may be substituted for a portion of the portland cement.

For concrete pavement, the cement content of the mix design may be reduced by up to 20% and replaced with fly ash at a minimum rate of 1.2 lb of fly ash to each pound of cement replaced. Use a maximum water cement ratio on total cementitious materials of 0.538. As an option, in precast concrete units, the cement content of the mix design may be reduced by up to 20% and replaced with fly ash at a rate of 1.2 lb of fly ash for each pound of cement replaced or reduce the cement content up to 50% and repl ace with blast-furnace slag on a pound-for-pound basis. Fly ash and GGBF slag can also be used as a partial cement replacement in prestressed

concrete members.

Fly ash must meet the requirements of ASTM C618 for Class F or Class C except that the loss on ignition does not exceed 4%. Table 1A, S upplementary Optional Chemical Requirements of ASTM C618, applies to Class F fly ash. Us e fly ash also meeting the optional physical requirements for uniformity as shown in Table 2A of ASTM C618. Do not use Class C fly ash in portland cement concrete if the alkali content of the cement exceeds 0.4%. The laboratory which performs the tests are required to be regularly inspected by the CCRL for fly ash testing and is required to authorize CCRL to submit a copy of the inspection reports di rectly to the NCDOT.

Use blast-furnace slag meeting the re quirements of AASHTO M302, Grade 100. Silica fume must meet the requirements of Tables 1, 2, and 3 of ASTM C1240.

For concrete mix designs containing an aggreg ate that has exhibited al kali-silica reactivity the alkali content of the cement may not excee d 0.4%. However, cement with a higher alkali

content not to exceed 1% is allowed if used wi th Class F fly ash, GGBF slag, microsilica, or other NCDOT-approved pozzolans in the amounts shown below:

• Class F fly ash – 20% by weight of required cement content, with 1.2 lb of Class F fly ash per lb of cement replaced.

• GGBF slag – 35%–50% by weight of required cement content.

• Microsilica – 4%–8% by weight of required cement content, w ith 1 lb of microsilica per lb of cement replaced.

Type IP or IS blended cements are allowed for the cement-and-fly-ash or cement-and-slag portion of the mix. Use Type IP blended cemen t meeting the requirements of AASHTO M240 except that the pozzolanic content is limited to between 17% and 23% by weight and the constituents are interground. Use Type IS bl ended cement meeting the requirements of AASHTO M240 except that the slag content is limited to between 35% and 50% by weight and the constituents are interground.41 North Dakota

Fly ash must meet the following specif ication for the specific type of work:

• Portland cement concrete – AASHTO M295

• Lime fly ash-treated subgrade – ASTM C593

• Econocrete – AASHTO M295

• Aggregate base – ASTM C593

The requirement for loss on ignition in AAS HTO M295 (Table 1 chemical requirement) is modified from 5% to 2% maximum. Fly ash shall be from an electrical generating plant using a single coal source. Fly ash produced at plants where the limestone injection process is used for controlling air pollutants will be considered unacce ptable for use in portland cement concrete.

Fly ash replacement of cement is allowed on a 1:1 ration, up to a maximum of 30% by weight. Fly ash will not be allowed as a cement substitute when high-earl y-strength concrete is used. Lime or lime–fly ash mixtures may be us ed in the top layer of stabilized subgrade.

Ohio

Slag-modified portland cement (SM) must conform to ASTM C595 specification. Microsilica must meet ASTM C1240 specifications and be approve d by the Ohio DOT laboratory. GGBF slag must be a Grade 100 minimum as pr escribed by ASTM C989. Fly ash for use in portland cement concrete must conform to ASTM C618, Class C or F, except that the maximum loss on ignition must be 3%.

There are three general clas ses of concrete mix designs. The concrete proportioning is based on developing an average concrete compressi ve strength at 28 days of 4000 psi for Class C, 3000 psi for Class F, and 4500 psi for Class S. The cement content in eac h of these mixes can be reduced 15% by weight and substituted with an equivalent weight of fly ash. GGBF slag can be used at a 30% replacement level of portland cement. These general concrete mixes can only be used between April 1 and October 15 wh en they include fly ash or GGBF slag.

There are four classes of high-performance concrete which specify the use of mineral admixtures. They are described as HP1 (fly ash) , HP2 (GGBF slag), HP3 (fly ash + microsilica), HP4 (GGBF slag + microsilica). Only Class C fly ash can be used in HP concrete mixes.

Class C and F fly ashes can be used for low-strength mortar backfill. Alternate mix designs can be submitted by the contractor , which contain alternate materi als, including fly ash that does not meet ASTM specifications.

Oklahoma

Portland cement shall c onform to the requirements of AASHTO M85, AASHTO M240, or ASTM C1157. Type I, Type I (SM), Type I (PM) , Type IS, Type IP, and Type GU (hydraulic cement for general construction) sh all be used in concrete for ge neral construction. Type MS or42 Type HS (high-sulfate resistance) shall be used in concrete expos ed to moderate sulfate action, and Type IV, Type MH, or Type LH shall be us ed in concrete to moderate heat of hydration, when specified on the plans or in the proposal. Fly ash shall meet the requirements of AASHTO M295, Class C or Class F. GGBF slag shall me et the requirements of AASHTO M302, Grade 100 or 120. Silica fume shall meet the requir ements of ASTM C1240. All other approved substitutes shall be cementitious or pozzolanic in nature and meet the requirements of ASSHTO M295 and be approved by the materials engineer.

There are five classes of preapproved portl and cement concrete mixes, based on their applications. Fly ash may be substituted for up to 15% (20% from April through October) of the required cement. A combination of fly ash, pozzola n, or other approved substitutes meeting the requirements of AASHTO M295 may not exceed 28%. GGBF slag may be substituted for up to 50% of the required cement. Silica fume may be substituted for up to 10% of the other required cement. A combination of GGBF slag, fly ash, silica fume, or other approved substitutes may replace up to 50% of the required cement provi ded none of the above limits is exceeded. Substitution shall be by weight: 1 lb for each 1 lb of cement. No cement substitutions other than silica fume are allowed in Class P concrete (prestressed concrete).

Fly ash is allowed for slurry grouts which ar e used for stabilizing concrete pavements by undergrouting methods. Fly ash is also used fo r soil aggregate treated bases and Econocrete CLSM bases. In open-graded portland cement conc rete base, fly ash may be substituted for up to 25% of the required cement, with th is substitution in the ratio of 1 lb of fly ash for each 1 lb of cement. Fly ash shall not be used November 1 through April 1.

Oregon

Blended hydraulic cement shal l be either Type IP portland- pozzolan cement or Type SM slag-modified portland cement conforming to AA SHTO M240. The fly ash used shall be Class C, Class F, or Class N and shall conform to AASHTO M295, including Table 2, except that:

• Loss on ignition shall be 1.5% maximum.

• Moisture content shall be 1.0% maximum.

• Amount retained on the 45-μm (No. 325) shall be 30% maximum.

Except for high-performance concrete, fly ash may be used in concrete to replace a portion

of the cement and as an additive to increase th e total amount of cementitious materials. As a replacement for cement, fly ash may comprise up to 20% of the minimum specified cement content. Additionally, the maximum allowable percentage of fly ash shall be 35% of the total cementitious materials, provided that the mix de sign contains at least 80% of the minimum specified cement content.

GGBF slag shall meet the requirements of AASHTO M302. Microsilica can be used as a slurry containing microsilica, water, and a high -range water reducer or as a densified powder. The microsilica portion shall conform to AASHTO M307, including Table 1A, Optional Chemical Requirements.43 Pennsylvania

For use with portland cement concrete, fl y ash must meet AASHT O M295 specifications, for Class C, F, or N, except limit the loss on i gnition to a maximum of 6%. For use with lime, fly ash must meet ASTM C593 specifications. GGBF slag must meet AASHTO M302 (ASTM C989) specifications for Grade 100 or 120. Silica fume must meet AASHTO M307 specifications for use in concrete.

Portland cement may be replaced with pozzola n (fly ash or GGBF slag) weighing as much as or more than the portland cement replaced. If pozzolan is used, do not place fly ash and GGBF slag in the sample mix. If fly ash is use d, the portland cement portion may be reduced by a maximum of 15%. If GGBF slag is used, th e portland cement portion may be reduced by a

minimum of 25% to a maximum of 50%.

For use with aggregate deemed potentially reactive, provide a portland cement, blended cement, or portland cement-pozzolan combinati on conforming to the following requirements:

• Portland cement – conforming to the opti onal chemical requirement in AASHTO M85

for a maximum alkali content of 0.60%

• Blended hydraulic cement – Type IS or IP according to ASTM C595

• Portland cement-pozzolan combination – furn ish a combination of portland cement with an alkali content no greater than 1.40% a nd fly ash, GGBF slag, or silica fume and qualified by the following criteria:

− Fly ash – furnish fly ash that conforms to the optional chemical requirement in

AASHTO M295 for a maximum al kali content of 1.5% a nd that produces a 50% minimum reduction in mortar expansion wh en testing according to ASTM C441. Use a quantity of fly ash equal to a minimum of 15%, by mass, of the total cementitious material. If fly ash is added to reduce alkali-silica reactivity, use a quantity of fly ash between 15% and 25%, by mass, of the total cementitious material. If aggregate expansion, when te sted according to AS HTO TP14, is greater than 0.40%, use a quantity of fly ash equa l to a minimum of 20%, by mass, of the total cementitious material. Fly ash may replace no more than 15% of the portland cement; the remaining fly ash is to replace the fine aggregate.

− GGBF slag – furnish slag producing a 50% minimum reduction on mortar expansion when tested according to ASTM C441. Use a quantity of slag between 25% and 50%, by mass, of the total cementitious materi al. If aggregate expansion, when tested according to AASHTO TP14, is greater than 0.40%, use a quantity of GGBF slag equal to a minimum of 40%, by mass, of the total cementitious material.

− Silica fume – use a quantity of silica fume between 5% and 10%, by mass, of the

total cementitious material. Use of silica fu me will be allowed on an experimental basis only, until sufficient experience is gained.44 The DOT may waive fly ash or GGBF slag requi rements if the contractor presents test results from an independent laboratory showin g that a lesser amount of pozzolan will mitigate ASR expansion to below 0.10% when tested according to AASHTO TP14.

Fly ash, GGBF slag, and bottom ash are allowed for use flowable backfill. The fly ash must conform to AASHTO M295 (or ASTM C 618) Table 1 requirements except maximum loss on ignition is 16%, and excluding the requirements of Table 1A, 2, or 2A. Bottom ash must be from a preapproved source and have a maxi mum loss of 20% in the soundness test.

Rhode Island

Blended hydraulic cements shal l both conform to the chemical and physical requirements

of AASHTO M240 and be listed on the DOT’s lis t of approved materials and suppliers. Fly ash for replacement of portland cement shall conform to the chemical and physical requirements of AASHTO M295, Class C or F, except for the loss on ignition, which is a maximum of 4%. Silica fume shall conform to the chemical and phys ical requirements of AASHTO M307. GGBF slag shall conform to the chemical and physical re quirements of ASTM C 989, Grades 100 or 120.

Mineral admixtures such as fly ash, blast-fu rnace slag, and silica fume may be permitted as a partial replacement of portland cement in any concrete as approved by the engineer. Mineral

admixtures shall be listed on the DOT’s li st of approved materials and suppliers.

Fly ash can be substituted or added to por tland cement in the amounts specified in the contract documents. If no quan tity has been so-specified, the contractor has the option of substituting fly ash for portland cement up to 15% by weight on a 1:1 ratio. Fly ash is not allowed to be substituted for portland cemen t after October 15 and prior to March 15.

Microsilica shall be substituted or added to portland cement in the amounts specified in the

contract documents. If the use of microsilica is specified by th e engineer, but no quantity has been listed in the contract documents, the micr osilica content shall be 7% by weight of portland cement on a 1:1 ratio. Any portland cement concrete mix containing microsilica shall not exceed

a water/cement ration of 0.40.

GGBF slag shall be substituted or added to por tland cement in the amounts specified in the contract documents. GGBF slag shall not be s ubstituted for portland cement after October 15 and prior to March 15.

Fly ash, microsilica, and GGBF slag are not perm itted to be used in Class X (AE) concrete. The department identifies this class of concrete , containing 705 lb of cement per cubic yard of concrete, for prestressed/precast I-beams, cellula r slabs, box elements, and structural elements.

South Carolina

Type I (SM) slag-modified por tland cement may be used instead of Type I and Type II

cement and shall conform to AAASHTO M240. It shall be an intimate and uniform blend of45 portland cement and GGBF slag. In any case, the slag constituent shall be less than 25% of the total weight of the slag-modified Portland cement.

Fly ash (Type C or Type F) shall confor m to the requirements of AASHTO M295 except that the supplementary optional physical require ments will not apply. GGBF slag shall be Class 100 or higher and shall conform to the requireme nts of ASTM C989. Silica fume shall meet the general requirements of ASTM C1240. The ra w silica fume shall meet the chemical requirements of Table 1 and Table 2 and the phys ical requirements of Table 3 in ASTM C1240.

Concrete mixes, used with structural steel applications, shall be designed with 600 lb of cement, 140 lb of fly ash, and 42 lb of silica fu me. There are two preapproved flowable fill mix designs both specifying 600 lb of fly ash per cubic yard of mix.

Fly ash and GGBF slag may be used in concre te for pipe culverts in accordance with the following requirements:

• Fly ash shall meet ASTM C618 for Type F or C with a maximum Na 2 O of 1.5%. GGBF slag shall meet the requiremen ts of ASTM C989, Grade 120.

• The amount of cement to be replaced by fly ash shall not exceed 15%, and the amount to be replaced by GGBF slag shall not exceed 50%. Fly ash shall replace the cement in

the ratio of not less than 1.2 to 1 by weight. GGBF slag sha ll replace the cement in the ratio of no less than 1:1 by weight.

• Fly ash and slag will be accepte d only from approved sources.

• Mix designs must show the amount of ce ment being replaced and be preapproved.

• Storage and handling equipment must be provided for each material.

South Dakota

Fly ash for portland cement concrete pave ment shall conform to AASHTO M295 Class C or F, including the optiona l requirements, except as modified by the following:

• Loss on ignition, 2.0% maximum

• Moisture content, 2.0% maximum

• Available alkali as, Na 2 O 1.5% maximum

Fly ash shall be from approved base-loaded el ectric generating plants using a single coal source. Plants using a limestone injection pr ocess for controlling air pollutants are not acceptable. Fly ash from the start-up and shutdow n of the plant shall not be used. For normal pavement concrete, the maximum replacement limit of fly ash for cement is 20%, and it is replaced on a 1:1 rate per pound. Class C fly ash is only allowed fo r pavement jacking, undersealing, flowable fill, etc. Class F modifi ed fly ash is required for normal concrete applications.46 Available alkalies up to 2% may be used, provide d mortar expansion test results at 14 days is less than or equal to that of the control sample. The expansion test shall be run in accordance

with modified ASTM C441.

Fly ash will not be permitted, when Type III cement is used. Pozzolan-modified cement, if used, shall conform to AASHTO M240. Fly ash may not be substituted for a portion of pozzolan-modified portland cement. If fly ash is substituted for cement in concrete, the minimum amount of cement to be replaced is 15%, and the maximum amount is 20% by weight. For concrete pavement, the 28-day compressive strengths of concrete with fly ash shall be at least 95% of the 28-day compressive strength obtai ned using the design mix with cement only.

Fly ash is allowed in struct ural concrete, which is used in bridges, box culverts, and miscellaneous structures. Grout mixtures, for pavement jacking, are proportioned as 1 part portland cement with 3 parts fly ash. Mineral filler, for mineral aggregates in asphalt concrete, shall consist of finely ground particles of stone, fly ash, lime, or portland cement.

Tennessee

Type I, Type I-SM, or Type I cement with either fly ash or GGBF sl ab as a partial cement replacement shall be used unless otherwise specified or permitted. Portland-pozzolan cement, Type IP, shall meet the requirements of AASHTO M240.

Fly ash shall meet the requirements of AASH TO M295, Class F or Class C, for the class specified. Fly ash of different classes or sources used as a partial cement replacement in Type I, portland cement concrete will not be permitte d on the same project. The maximum variation from the average of the loss on ignition for Cla ss F and C fly ash shall be no greater than 1%. The minimum cement pozzolanic activity index, at 7 days for Class C an d F fly ash, is 60%. The minimum cement pozzolanic activity index, at 28 days for Class C and F fly ash, is 75%.

GGBF slag shall meet the requirements of AASHTO M302, Grade 100 or 120. GGBF slag of different grades or sources used as a partial cement repla cement in Type I Portland cement concrete will not be permitted on the same project.

Both fly ash and GGBF slag shall not be used as a partial cement replacement on the same project. When Type I (SM) cement is used on a project, neither fly ash nor GGBF slag as partial cement replacement will be permitted.

For the design of portland cement concrete w ith Type I cement modified by the addition of fly ash or GGBF slag, the following is the li mitation for maximum replacement rate (by weight) and minimum substitution ratios (by weight) for th e type of modifier; GGBF slag may replace a maximum of 25% of the cement at a 1:1 minimum replacement ratio. Class F fly ash may replace a maximum of 15% of the cement at a 1.25:1 minimum replacement ratio. Class C fly ash may replace a maximum of 25% of the cement at a 1:1 minimum replacement ratio.

Fly ash is allowed for use in aggregate–lime–f ly ash stabilized base course. Fly ash shall meet the requirements of ASTM C593 except that loss on ignition shall not exceed 10% and the47 combined silicon dioxide (SiO 2 ), aluminum oxide (Al 2 O 3 ), and iron oxide (Fe 2 O 3 ) shall be more than 60%. The lime, fly ash, and aggregate de sign shall be proportione d within the following limits based on dry weight: lime (3.5%), fly ash (11%), aggregate (85.5 %). Fly ash used in flowable fill shall be proportioned as follows for a cubic yard of material: Type I portland cement (100 lb), fly ash – Type C or F (minimum 250 lb), fine aggregate (2800 lb), and water (approx 60 gal).

Texas

Type IP portland-pozzolan cement shall conf orm to all the requirements of ASTM C595, with the following modifications:

• Portland-pozzolan cement shall be a unifo rm blend of portland cement and pozzolan produced by intergrinding portland cement clinker and pozzolan, in which the pozzolan

constituent is between 20% and 35% of the portland-pozzolan cement.

• The pozzolan shall conform to the DOT material specification for Type A.

Fly ash may be used as a mineral filler in asphalt. There are no maximum limits in the standard specifications for hot-mix asphalt. Fl y ash may also be used for lime–fly ash (LFA) treatment for materials used as subgrade and ba se courses. There are no maximum limits for ash used for subgrade and base treatment, as the percentage used is based on a mix design or previous experience. In reinfor ced concrete pipe, the contractor has the option of using portland cement or portland cement plus fly ash. The fly ash may constitute 20% to 35% of the cementitious volume. Fly ash may replace up to 35% of the cement in a general concrete application. The specification limit for Class F fly ash limits the maximum fly content to 40%.

Utah

Type IP blended cement may be substituted fo r Type I cement and must conform to ASTM C595 specifications. Type IP (MS) blended cement may be substituted for Type II cement. Type HS blended cement may be substituted for Type V cement and must conform to ASTM C595 specifications. Do not use fly ash as a replacement for any blended cement.

Fly ash must conform to ASTM C618 Cla ss F specifications with the following modifications: loss on ignition not to exceed 3% and the maximum allowable CaO content not to exceed 15%. When used as partial portland cemen t replacement, the fly ash may replace 20% of the cement by weight. Fly ash may only be used from the list of UDOT prequalified sources.

Natural pozzolan must conform to ASTM C618. It may be used instead of fly ash provided that the 14-day expansion test (ASTM C1260) w ith the job aggregates and job cement does not exceed that for the same aggregates and cemen t with a UDOT-approved Cl ass F fly ash. Silica

fume must conform to ASTM C1240.48 Fly ash may be used in grout mixtures for “Approach Slab Jacking.” The fly ash must meet the requirements specified in AASHTO M295. For use in “Flowable Fill,” th e fly ash must meet the requirements spec ified in ASTM C618.

Vermont

Portland-pozzolan cement shall conform to the requirements of AASHTO M240, Type IP except that the pozzolan constituent shall not be mo re than 20% of the total mass of the Portlandpozzolan cement. Blended silica fume cement shall conform to the requirements of ASTM

C1157.

Pozzolans and fly ash shall conform to the requirements of AASHTO M295. The supplier shall provide the state with the test results of the ten consecutive samples preceding the one submitted for approval to demonstrate complian ce with the uniformity requirements shown in

Table 2 of AASHTO M295. The comb ining of different types of fly ash or the mixing of the same type of fly ash from different sources will not be permitted. GGBF slag shall conform to the requirements of AASHTO C302

The contractor may substitute fly ash up to a maximum of 20% of the required portland cement. The flay ash shall be substituted at a minimum ration of 1 lb of fly ash for 1 lb of portland cement. Fly ash shall not be substituted for Type IP cement. The use of fly ash in highearly-strength concrete will not be permitted. Th e contractor may substitute GGBF slag, Grade 100 or 120 for portland cement. The substitution rate will be limited to a maximum of 25% of the required portland cement for concrete. The GGBF slag shall be substituted at a minimum ratio of one unit of GGBF slag for one unit of Portland cement. Fly ash and GGBF slag will not be permitted in the same concrete mixture.

Silica fume shall conform to the follow ing chemical and physical requirements:

• Silicon dioxide, minimum %...............................................85.0

• Sulfur trioxide, maximum % ...............................................3.0

• Moisture content, maximum % ...........................................3.0

• Loss on ignition, maximum %.............................................6.0

• Available alkalies as Na 2 O, maximum %............................1.5

• Specific surface area, m 2 /kg ................................................6000

Pozzolanic activity index:

• With cement at 28 days, minimum % .................................100

• Autoclave expansion, maximum %.....................................0.8

Specific gravity:

• Variation from average, maximum % .................................5.049 Virginia

Cementitious materials shall be a blend of mineral admixtures and portland cement or a blended cement. The blended hydraulic cement sh all conform to the requirements of AASHTO M240, Type I (P) or Type I (S). GGBF slag sha ll conform to the requir ements of ASTM C989,

Grade 100 or 120. Silica fume shall conform to the requirements of AASHTO M307. As a portion of the cementitious material, the fly ash content shall not exceed 30% for both Class C and Class F, the GGBF slag shall not exceed 50 %, and the silica fume content shall not exceed 10%. Fly ash used in hydraulic cement concrete shall conform to the requirements of ASTM C618, Class F or Class C. Fly ash used in lime st abilization shall conform to the requirements of ASTM C593. Fly ash is also allowed as a mineral filler in asphalt.

Washington

Blended hydraulic cement shal l be either Type IP (MS) or Type I (SM)(MS), or Type I (PM)(MS) cement conforming to AASHTO M240 w ith the additional requirements that the use of portland blast-furnace slag cement and pozzolans other than fly ash are not allowed in Type IP (MS) and Type I (PM)(MS) cement and that the ma ximum amount of fly ash in Type IP (MS) is limited to 25% by weight of the cementitious materials.

Fly ash shall conform to the requiremen ts of AASHTO M295 Cl ass C or F including optional chemical requirements as set forth in Table 1A and with a further limitation that the loss on ignition shall be a maximum of 1.5%. If fly ash is used, the contractor shall provide test results from ASTM C441 that show the fly ash does not cause an expansion reaction greater than that of the comparison control mixture prep ared with cement of alkali between 0.40% and 0.60%. GGBF slag shall meet the requirement s of AASHTO M302, Grade 100 or Grade 120.

Fly ash, if used in cement concrete pavement , shall be limited to Class F with a maximum CaO content of 15% by weight. The fly ash sha ll be limited to 25% by weight of the total

cementitious material. As an alternative to the us e of fly ash and cement as separate components, a blended hydraulic cement may be sued.

Fly ash is prescribed for use in controlled dens ity fill. For a cubic yard of material, 50 lb of

cement is mixed with 3300 lb of fi ne aggregate and 300 lb of Class F fly ash. If Class C fly ash is used, then 50 lb of cement is mixed with 3500 lb of fine aggregate and 150 lb of fly ash.

West Virginia

Blended hydraulic cement shall conform to the requirements of ASTM C595 for portland blast-furnace slag cement, Type IS, or portlan d-pozzolan cement, Type IP. For latex-modified concrete and microsilica concrete, fly ash may be substituted for cement to a maximum of 1 1⁄4 bags per cubic yard. The microsilica concrete will contain 50 lb of silica per cubic yard of

concrete.

Fly ash, in portland cement concrete, shal l conform to ASTM C618 requirements for fineness, loss on ignition, and maximum oxide (SiO 2 + Al 2 O 3 + Fe 2 O 3 ) value for Class C or F.50 GGBF slag shall conform to the requirements of AASHTO M302, Table I and II, except that the slag activity index requirements of Table II do not apply. Microsilica shall conform to the requirements of AASHTO M307 ex cept Table 2 shall not apply.

A preapproved concrete mix design table lists fi ve types of concrete classes. Depending on the class of concrete specified, fly ash may be substituted for cement at a 15% or 19% replacement level. Likewise GGBF slag replacement levels can be 30% and 45%, and

microsilica can be used in all cla sses at an 8% replacement level.

Bottom ash and fly ash may be use in CLSM applications. There is no maximum or minimum specified amount of either of these ma terials. This is up to the supplier when formulating a mix design. GGBF slag has al so been used as a backfill material.

Wisconsin

Blended cements must conform to ASTM C595 specifications for Type IP (except maximum loss on ignition is 2%), Type IS, and Type I (SM). In concrete, the fly ash must conform to ASTM C618 Class C, including th e supplemental optional requirements provided, except loss on ignition is limited to a maximu m of 2%. GGBF slag, conforming to ASTM C989, Grade 100 or 120, is allowed for use in several grad es of concrete. Fly ash is also an approved

material to stabilize subbases.

In concrete pavements, the minimum cement content shall be 565 lb per cubic yard of concrete. Fly ash may be used as a partial repl acement of portland cement at a replacement ration of not less than 1 lb of fly ash per 1 lb of cement up to a ma ximum fly ash content of 30% of total cementitious material. Alternatively, slag may be used as a partial replacement for cement at a replacement ration of not less than 1 lab of slag per 1 lb of cement. For slipformed concrete pavement, the maximum slag content shall be 50% of the total cementitious material. For concrete pavement placed by methods other than slipformed, the maximum slag content shall be

30% of total cementitious material.

Class C fly ash or Grade 100 or 120 slag shall be used as a partial replacement of portland cement for all superstructure a nd substructure concrete. Class C fly ash shall be used at a replacement ratio of not less than 1 lb fly ash pe r 1 lb cement, in such quantity so that fly ash content is within the range of 15% to 25% of to tal cementitious material. Alternately, Grade 100 or 120 slag shall be used at a replacement ratio of not less than 1 lb slag per 1 lb of portland cement, in such quantity so that the slag conten t is within the range of 20% to 30% of total

cementitious material.

When providing reinforced concrete pipe stor m sewers, the concrete mixture must contain not less than 565 lb of cementitious materials per cubic yard. One of the following combinations

of cementitious materials must be used in the concrete:

• Portland cement only

• Portland blast-furnace slag cement only51 • Portland pozzolan cement only

• A combination of portland cement and fly ash where the fly ash is between 5% and 25% by weight of the total cementitious material

• A combination of portland cement and GGBF sl ag where the slag is between 5% and 25% by weight of total cementitious material

For reinforced concrete pipe culverts, the alternatives for mineral admixtures include a combination of portland cement and fly ash where the fly ash is between 15% and 35%, a combination of portland cement and GGBF slag where the slag is between 15% and 35%, or a combination of portland cement, fly ash, and GGBF slag where the combined weight of the fly ash and GGBF slag is between 15% and 35% by weight of total cementitious material.

Wyoming

Blended hydraulic cement shall meet the requi rements of AASHTO M240 for Type I (PM) cement. Fly ash, used in concrete pavements, sh all conform to the requ irements of ASTM C618 (including Table 1A) for either Cl ass C or Class F. For aggregate sources that are determined to be reactive by the Materials Program, requirements will included the use of ASTM C618 Table 2A, Supplementary Optional Physical Requi rements. Fly ash used in concrete and for blended cement must be evaluated by sta ndard procedures detailed in ASTM C311.

An optional substitution of Class C fly ash for portland cement up to a maximum of 15% by mass may be made on a 1:1 replacement ratio when approved by the Materials Program. The substitution rate for Class F fly ash is 20%; as mu ch as 25% has been allowed in special cases.

A list of approved fly ashes is maintained by the DOT. Some, but not al l, Class F ashes are approved for use in ASR mitigation. Class C as h is not allowed for ASR mitigation. The DOT uses ASTM C1260 expansion tests to qualify an ash for ASR mitigation. Level I paving (e.g., Interstate) requires th e use of 20% Class F fly ash replacement.

District of Columbia

Blended cement shall conform to AASHTO M240 for Type IS or IP. Fly ash may be

substituted for cement such that not more than 15% by weight of cement is removed. The mix may require more fly ash added than cement removed. GGBF slag, when used as a substitute for portland cement shall conform to the require ments of ASTM C989, Grade 120. GGBF slag is allowed to replace up to 50% of the total cementitious material.

Fly ash and other pozzolans shall conform to the requirements of ASTM C593, when used with lime and a mixture of soil, soil aggregate, or aggregate. Fly ash used in portland cement concrete shall meet the requi rements of AASHTO M295, Class C or Class F, except that maximum loss on ignition for Class C and F shall be 4%.52 CONCLUSION

All states had in place specifications pert aining to coal combus tion products and their applications. The single most noted application is the partial repl acement of cement in concrete. For this reason, the most commonly referenced specifications were ASTM C618 or AASHTO M295. Both are designed as methods of verifyi ng if an ash can be used as a partial cement replacement in concrete. It was common practice for transportation departments to often change their specification from the indicated ASTM C618 and AASHTO M295 to reflect regional practices.

The most significant changes in DOT speci fications from 1992 were the additions of specifications for CLSM, GGBF slag, and blende d cements. During the earlier comparison study,

most states were aware of CLSM applications, but few had in-pla ce specifications for its uses. The specified use of blended cemen ts is an indication of the increased use of fly ash within the cement industry, as is also the case for GGBF sl ag. Some states have already adopted, or are currently in the pro cess of doing so, updated specifications for utilizing coal combustion products. Differences between DOT specifications still varied greatly between states, even neighboring ones. A transition in material specifications to perf ormance specifications will gradually blur the lines be tween state specifications.

PERSONAL CONTACTS

Alabama Mr. Gary Brunson – Materials Engineer Alabama Department of Transportation 3700 Fairground Road Montgomery, AL 36110 (334) 206-2311 brunsongary@dot.state.al.us

Alaska

Mr. Robert Lewis State Quality Assurance Engineer Department of Transportation and Public

Facilities

5750 East Tudor Road Anchorage, AK 99507-1225 (907) 269-6200

robert.lewis@dot.state.ak.us

Arizona Mr. Gregg Inman Arizona Department of Transportation Materials Quality Assurance Section

1221 North 21st Avenue Phoenix, AZ 85009 ginman@dot.state.az.us

Arkansas Mr. Wayne Casteel

Materials Division Arkansas Department of Transportation

PO Box 2261 Little Rock, AR 72203 (501) 569-2390 wayne.casteel@arkansashighways.com

California

Mr. Leo Martinez California Department of Transportation

5900 Folsom Boulevard Sacramento, CA 95819-4612 (916) 227-6946 leo_martinez@dot.ca.gov53 Colorado

Mr. Eric Prieve Colorado Department of Transportation Concrete & Physical Properties

4201 East Arkansas Avenue Denver, CO 80222-3406 Phone: (303) 757-9269 eric.prieve@dot.state.co.us

Connecticut Mr. Robert G. Lauzon, Ph.D., P.E. Transportation Supervising Materials Testing

Engineer Connecticut Department of Transportation Division of Materials Testing

280 West Street Rocky Hill, CT 06067-3502 Phone (860) 258-0327 FAX (860) 258-0399 robert.lauzon@po.state.ct.us

Delaware Mr. Jim Pappas, P.E. Chief Materials & Research Engineer Delaware Department of Transportation

PO Box 778 800 Bay Road Dover, DE 19903 (302) 760-2400 jpappas@mail.dot.state.de.us

Florida Mr. Michael Bergin State Structural Material Engineer Florida Department of Transportation

State Materials Office Gainesville, FL 32609 (352) 955-6666 SC 625-6666 Fax (352) 955-6680 SC 625-6680 michael.bergin@dot.state.fl.us Georgia Ms. Georgene M. Geary, P.E. State Materials and Research Engineer

Division of Construction Georgia DOT 15 Kennedy Drive Forest Park, GA 30297-2534 (404) 363-7512 georgene.geary@dot.state.ga.us

Hawaii Mr. Casey Abe, Engineering Program Manager Hawaii Department of Transportation Materials Testing & Research Branch 2530 Likelike Highway Honolulu, HI 96819 (808) 832-3403 dotpao@hawaii.gov (general office)

Idaho

Mr. Jeff Miles Materials Supervisor Idaho Transportation Department Highway Operations – Materials

PO Box 7129 Boise, ID 83707 (208) 334-8440 jmiles@itd.state.id.us

Illinois Mr. Doug Dirks Bureau of Materials & Physical Research Illinois Department of Transportation 2300 South Dirksen Parkway Springfield, IL 62764 (217) 782-7208

Indiana

Mr. Mark Miller Chief, Materials & Tests Division Indiana Department of Transportation (317) 610-7251 ext. 204

mmiller@indot.state.in.us54 Iowa Mr. James Berger Materials Engineer Iowa Department of Transportation 800 Lincoln Way Ames, IA 50010 (515) 239-1600 james.berger@dot.iowa.gov

Kansas

Mr. Rick Kreider

Assistant Bureau Chief of Materials and

Research Kansas Department of Transportation 10th Floor Docking St ate Office Building Topeka, KS 66612 (785) 296-3711 rickk@ksdot.org

Kentucky

Mr. Ross Mills Kentucky Transportation Cabinet

Central Office/Divi sion of Materials

1227 Wilkinson Boulevard Frankfort, KY 40601-1226 (502) 564-3160 ross.mills@ky.gov

Louisiana Mr. Douglas Hood Jr. Materials Engineer Administrator Louisiana Department of Transportation 5080 Florida Blvd, Room 101 (225) 248-4131 doughood@dot.louisiana.gov

Maine

Mr. Mike Redmond Maine Department of Transportation

16 State House Station Augusta, ME 04333-0016 (207) 624-3271 michael.redmond@maine.gov Maryland Mr. Roger Simpson Office of Materials and Technology Maryland Department of Transportation 2323 West Joppa Road Brooklandville, MD 21023 (410) 321-3100 rsimpson@sha.state.md.us

Massachusetts Mr. Clement W. Fung Research and Materials Engineer MassHighway Department Ten Park Plaza, Room 7410 Boston, MA 02116 (617) 973-8440 clement.fung@state.ma.us

Michigan Mr. Justin Barklage Michigan Department of Transportation

Office of Communications

8885 Ricks Road

PO Box 30049 Lansing, MI 48909 (517) 241-2739 barklagej@michigan.gov

Minnesota Ms. Maria A. Masten, P.E. Assistant Concrete Engineer Minnesota Department of Transportation

Office of Materials

1400 Gervais Avenue Maplewood, MN 55109-2044 (651) 779-5572

maria.masten@dot.state.mn.us

Missouri

Ms. Sarah Kleinschmit Standards Specialist Missouri Department of Transportation

PO Box 270 Jefferson City, MO 65102 (573) 526-2919 sarah.kleinschmit@modot.mo.gov55 Mississippi

Mr. Richard H. Sheffield State Materials Engineer Mississippi Department of Transportation

PO Box 1850

Jackson MS 39215-1850 (601) 359-1736

rsheffield@mdot.state.ms.us

Montana

Mr. Kent Barnes Chief, Materials Bureau Montana Department of Transportation 2701 Prospect Avenue Helena, MT 59620-1001 (406) 444-6297

kbarnes@state.ms.us

Nebraska Mr. George Woolstrum, P.E. Nebraska Department of Transportation

PO Box 94759 Lincoln, NE 68609 (402) 479-4791 gwoolstr@dor.state.ne.us

Nevada

Mr. Dean Weitzel Chief Materials Engineer Nevada Department of Transportation

1263 South Stewart Street Carson City, NV 89712 (775) 888-7520

dweitzel@dot.state.nv.us

New Hampshire

Mr. Alan D. Perkins New Hampshire Department of Transportation

PO Box 483 Concord, NH 03302 (603) 271-8700 aperkins@dot.state.nh.us New Jersey

Mr. Robert Skalla New Jersey Department of Transportation

PO Box 607 Trenton, NJ 08625-0607 robert.skalla@dot.state.nj.us

New Mexico Mr. John H. Tenison, P.E.

State Materials Bureau Chief New Mexico Department of Transportation

PO Box 1149 Santa Fe, NM 87504 (505) 827-9811 john.tenison@nmshtd.state.nm.us

New York Mr. Thomas M. Izykowski New York Department of Transportation

Materials Bureau State Campus, Building 7A, Room 210 1220 Washington Avenue Albany, NY 12232-0861 (518) 485-5282 tizykowski@dot.state.ny.us

North Carolina

Mr. Cecil Jones North Carolina Department of Transportation

Materials and Test Unit

1563 Mail Service Center Raleigh, NC 27699-1563 (919) 733-7411 cljones@dot.state.nc.us

North Dakota

Mr. Ron Horner Materials and Research Engineer North Dakota Department of Transportation 300 Airport Road Bismarck, ND 58504 (701) 328-6904

rhorner@state.nd.us56 Ohio Mr. Lloyd Welker Administrator, Office of Materials

Management Department of Transportation

1600 West Broad Street Columbus, OH 43223 (614) 275-1351 lloyd.welker@dot.state.oh.us

Oklahoma Mr. Kenny R. Seward, P.E. Structural Materials Engineer Oklahoma Department of Transportation

Materials Division

200 Northeast 21st Street Oklahoma City, OK 73105-3204 (405) 522-4918 kseward@odot.org

Oregon Mr. Jeffrey Gower Oregon Department of Transportation 800 Airport Road, Southeast Salem, OR 97301-4798 (503) 986-3096 jeffrey.l.gower@odot.state.or.us

Pennsylvania

Mr. Bob Horwhat Highway Quality Assurance Division Bureau of Design Pennsylvania Department of Transportation

1118 State Street Box 2926 Harrisburg, PA 17105 (717) 783-6710 rhorwhat@state.pa.us

Rhode Island Mr. Mark Felag Chief Civil Engineer (Materials) Rhode Island Department of Transportaion Two Capitol Hill, Room 018 Providence, RI 02903 (401) 222-2524 ext. 4130 mfelag@dot.state.ri.us South Carolina

Mr. Milt Fletcher Materials and Research Engineer South Carolina Department of Transportation

955 Park Street

PO Box 191 Columbia, SC 29202-0191 (803) 737-6681 fletchermo@scdot.org

South Dakota Mr. Darin Hodges Concrete Engineer South Dakota Department of Transportation 700 East Broadway Becker-Hansen Building Pierre, SD 57501 (605) 773-7193 darin.hodges@state.sd.us

Tennessee Mr. Bill Trolinger Materials Engineer Tennessee Department of Transportation

6601 Centennial Boulevard Nashville, TN 37243-0360 (615) 350-4105 bill.trolinger@state.tn.us

Texas Ms. Lisa Lukefahr, P.E. Manager Texas Department of Transportation Construction Division, Materials Pavements

Concrete Construction & Materials Branch

125 East 11th Street Austin, TX 78701-2483 (512) 506-5858

elukefa@dot.state.tx.us57 Utah Mr. William J. Lawrence, P.E. Concrete Engineer Utah Department of Transportaion 4501 South, 2700 West – Box 148410 Salt Lake City, UT 84114-8410 (801) 965-4560 billlawrence@utah.gov

Vermont Mr. Donald H. Lathrop Materials and Research Engineer Vermont Agency of Transportaion National Life Building

Drawer 33 Montpelier, VT 05633-5001 (802) 828-6911 don.lathrop@state.vt.us

Virginia Mr. Larry J. Lundy Concrete Program Engineer Virginia Department of Transportation

Materials Division

1401 East Broad Street Richmond, VA 23219 (804) 328-3130 larry.lundy@vdot.virginia.gov

West Virginia

Mr. Richard Genthner Director, Materials Division West Virginia Department of Transportation 190 Dry Branch Road Charleston, WV 25306 (304) 558-3160 rgenthner@dot.state.wv.us Washington

Mr. Thomas Baker State Materials Engineer Washington State Department of

Transportation

PO Box 47365 Olympia WA 98504-7365 (360) 709-5401 bakert@wsdot.wa.gov

Wisconsin

Mr. John B. Volker Chief Quality Management Engineer Wisconsin Department of Transportation

3502 Kinsman Boulevard Madison, WI 53704 (608) 246-3246 Fax (608) 246-4669 john.volker@dot.state.wi.us

Wyoming Mr. Andy Freeman, P.E. Materials Staff Engineer Wyoming Department of Transportation 5300 Bishop Boulevard Cheyenne, WY 82009-3340 (307) 777-4375 andy.freeman@dot.state.wy.us

District of Columbia

Mr. Wasi U. Kahn D.C. Department of Public Works and

Transportation 2000 14th Street, NW, Room N-401 Washington, DC 20009 (202) 671-0646 wasi.kahn@dc.gov