Preliminary_Materials_and_Concrete_Mixture_Proportioning_Report.pdf

U.S. Department of the Interior Bureau of Reclamation June 2019

Concrete Mixture Proportioning Study for Bluestone Dam Concrete, Geotechnical, and Structural Laboratory, CGSL-2019-29

Bluestone Dam, US Army Corps of Engineers, Huntington District

Mission Statements The U.S. Department of the Interior protects America’s natural resources and heritage, honors our cultures and tribal communities, and supplies the energy to power our future.

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Information in this report may not be used for advertising or promotional purposes. The data and findings should not be construed as an endorsement of any product or firm by the Bureau of Reclamation, Department of Interior, or Federal Government. The products evaluated in the report were evaluated for purposes specific to the Bureau of Reclamation mission. Reclamation gives no warranties or guarantees, expressed or implied, for the products evaluated in this report, including merchantability or fitness for a particular purpose.

REPORT DOCUMENTATION PAGE

Form Approved

OMB No. 0704-0188

T1. REPORT DATE

June 2019

T2. REPORT TYPE T3. DATES COVERED

4/2018 to 6/2019

T4. TITLE AND SUBTITLE

Concrete Mixture Proportioning Study for Bluestone Dam

5a. CONTRACT NUMBER W81F8E80930053

5b. GRANT NUMBER

5c. PROGRAM ELEMENT NUMBER

6. AUTHOR(S)

Catherine Lucero, P.E.

86-68530

(303) 445-2343 cllucero@usbr.gov

5d. PROJECT NUMBER

5e. TASK NUMBER

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7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES)

Concrete, Geotechnical and Structural Laboratory Technical Service Center, Bureau of Reclamation Denver Federal Center Denver, CO 80225

8. PERFORMING ORGANIZATION

REPORT NUMBER

8530-2019-29

9. SPONSORING / MONITORING AGENCY NAME(S) AND ADDRESS(ES)

Huntington District US Army Corps of Engineers

10. SPONSOR/MONITOR’S

ACRONYM(S)

BOR/USBR: Bureau of Reclamation DOI: Department of the Interior USACE: US Army Corps of Engineers

11. SPONSOR/MONITOR’S REPORT

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12. DISTRIBUTION / AVAILABILITY STATEMENT

13. SUPPLEMENTARY NOTES

14. ABSTRACT (Maximum 200 words) Concrete Mixture Proportioning Study for Bluestone Dam

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18. NUMBER

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19a. NAME OF RESPONSIBLE

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Catherine Lucero

a. REPORT U

b. ABSTRACT U

c. THIS PAGE U

19b. TELEPHONE NUMBER 303-445-2343

S Standard Form 298 (Rev. 8/98) P Prescribed by ANSI Std. 239-18

BUREAU OF RECLAMATION

Concrete, Geotechnical, and Structural Laboratory, 86-68530

8530-2019-29

Concrete Mixture Proportioning Study for Bluestone Dam

Prepared by: Catherine Lucero, P.E.

Civil Engineer, Concrete, Geotechnical, and Structural Laboratory, 86-68530

Checked by: Peyton Gibson Civil Engineer, Waterways and Concrete Dams Group 2, 86-68130

Technical Approval: Katie Bartojay, P.E.

Civil Engineer, Concrete, Geotechnical, and Structural Laboratory, 86-68530

Peer Review: Janet White, P.E.

Civil Engineer, Concrete, Geotechnical, and Structural Laboratory, 86-68530

For Reclamation disseminated reports, a disclaimer is required for final reports and other research products, this language can be found in the peer review policy:

“This information is distributed solely for the purpose of pre-dissemination peer review under applicable information quality guidelines. It has not been formally disseminated by the Bureau of Reclamation. It does not represent and should not be construed to represent Reclamation’s determination or policy.”

Acronyms and Abbreviations AEA Air Entraining Admixture ASTM American Society of Testing and Materials c cement cm cementitious materials E instantaneous elastic modulus, pounds per square inch

(kilopascals) FA Fly Ash GGBFS ground granulated blast furnace slag HoH heat of hydration HRWRA High Range Water Reducing Admixture LA low alkali (cement) LC low cementitious content psi pounds per square foot RSMC reinforced structural mass concrete SSD Saturated Surface Dry TSC Technical Service Center USBR United States Bureau of Reclamation w water WRA Water Reducing Admixture concrete density, kg/m3 concrete unit weight, lb/ft3 total strain, inch/inch

Executive Summary The recommended Government Furnished Concrete Mixtures for Bluestone Dam Phase 5 are summarized in the table below.

Mix Designation

Design Strength (90 days, psi)

Fine Agg.

(lbs/yd3)

Coarse Agg.

(lbs/yd3)

Cement (lbs/yd3)

Fly Ash (lbs/yd3)

Slag (lbs/yd3)

S.F.

(lbs/yd3)

SL 3000 986 2348 222 89 133 --

SL 4000 997 2385 225 90 135 --

M 3000 1186 1931 247 148 99 --

SM 4000 1180 1959 280 112 168 --

SS 4000 1296 1606 247 185 185 --

B 6000 1300 1620 272 172 206 34

The concrete proportioned for this study resulted in mixtures that were easily placed and finished and did not segregate at the designated slump.

The mixtures proportions provided by the Government are intended to be starting mixes meeting project criteria. It is not uncommon for concrete produced for the first time in the contractor’s batch plant to be deficient in either slump, air or other parameters when these target proportions are used. Adjustments to the government mixture proportions should be made by government personnel in the field using ACI 211.1 when the contractor initiates concrete production or after prolonged shutdowns.

Consistency and verification of aggregate stockpile compliance with the specifications will be important to maintain consistency of the concrete during construction.

Lower concrete placement temperatures in the field, efficiency of the batch plant mixers, batch sizes, aggregate gradations, aggregate moistures, and weather conditions may all influence final proportions.

Air dosages will need to be adjusted on site. Air dosage required may change depending on the size of the batch, slump, mixing speed, concrete temperature, and how the air-entraining admixture (AEA) is introduced into the concrete.

Adiabatic temperature rise was measured on concrete with pre-cooled placement temperatures around 60 °F. Precooling and other temperature control measures should be considered for large placements.

vii

Contents Executive Summary ...............................................................................................................v Introduction

Background Materials

Aggregate Cementitious Materials Admixtures

Mixture Proportioning and Optimization SL: Interior Mass Concrete M/SM: Mass Concrete SS: Exterior Mass Concrete/Reinforced Structural Mass Concrete B: Reinforced Structural Mass/Abrasion Resistant Concrete Adiabatic Temperature Rise

Conclusions and Construction Considerations References

Tables Table 1. Submitted materials Table 2. Summary of ASTM C1567 results Table 3. Mixture identifications and specifications Table 4. Concrete fresh properties test methods Table 5. Summary of recommended mixture proportions

Figures Figure 1. Water-to-Cementitious curves for 3SL series. Data shown for wet-sieved 6x12 cylinders Figure 2. Estimated w/c required to achieve 3600 psi at 90 days, 4600 psi requires more cementitious material Figure 3. Water-to-Cementitious curves for 1.5M/SM series. Data shown for 6x12 cylinders.

Linear fit to show 3600 psi can be achieved at w/cm of 0.55 Figure 4. Water-to-Cementitious curves for 0.75SS series. Data shown for 6x12 cylinders.

Figure 5. Adiabatic temperature rise of selected mixtures viii

Appendix Preliminary Aggregate Testing ......................................................................A-1 Petrographic Examination of Aggregate Sources...........................................B-1 Preliminary Cementitious Materials Testing..................................................C-1 Admixture Technical Data Sheets..................................................................D-1 ASTM C1567 Results.....................................................................................E-1 Water-to-Cementitious Ratio Series Mixture Proportions, Fresh Properties and Mechanical Properties.....................................................................................................F-1 Stress-Strain Curves ......................................................................................G-1 Adiabatic Temperature Rise...........................................................................H-1

8530-2019-29

Introduction The U.S. Army Corps of Engineers (USACE) Huntington District Office authorized the study described in this report as part of the Bluestone Dam Phase 5 project. Authorization was given in Military Interdepartmental Purchase Request (MIPR) No. W81F8E80930053, dated 03 April, 2018. The approved scope of work consists of mixture proportioning by the government for mass concrete for the subject project. The investigation was performed by personnel of the Concrete, Structural, and Geotechnical Laboratory (CGSL) at the Bureau of Reclamation’s (Reclamation) Technical Service Center (TSC) in Denver, Colorado.

Background

The Bluestone Dam is owned and operated by the US Army Corps of Engineers' Huntington District. The Dam is located near the town of Hinton on the New River within the Southeast Region of West Virginia. Reclamation’s CGSL performed an aggregate study during the preliminary stages for Bluestone Dam Phase 5 to provide material property data to determine a viable source for concrete aggregates. Those results were reported in Reclamation report CGSL- 2019-10 and can be found in Appendix A. The results of the cement and pozzolan testing can also be found in CGSL-2019-11 (Appendix C). The scope of the mix design included developing mixture proportions for six classes of concrete and testing for fresh properties, compressive strength, elastic properties, and adiabatic temperature rise of three selected mixtures.

In October 2018, bulk samples of aggregates, cementitious materials and concrete admixtures selected for use on the project were shipped to the CGSL for mixture proportioning.

The mixture proportioning was performed in accordance with ACI 211.1 [1] and additional guidance from USBR-4211 [2]. The selection of proportions was a process of optimization of economy, strength, durability, and workability. The mixture proportions provided by the Government are intended to be starting mixes meeting project criteria. It is not uncommon for concrete produced for the first time in the contractor’s batch plant to be deficient in either slump, air or other parameters when these target proportions are used. Adjustments to the government mixture proportions should be made by government personnel in the field using ACI 211.1 when the contractor initiates concrete production or after prolonged shutdowns.

Materials The materials used for the concrete mixture proportioning study were delivered to the CGSL in October 2018. A list of materials used in this testing program is presented in Table 1.

Table 1. Submitted materials

Material Type Manufactured/Supplier Specific Gravity/

Absorption Cement Type I/II Roanoke Cement Co.

Troutville, VA

3.15 / N/A

Fly Ash Class F John Amos Power Plant Winfield, WV

2.51 / N/A

Slag Grade 100 Argos Cement Co.

Leetsdale, PA

2.91/ N/A

Silica Fume Undensified NorChem, Inc.

Alloy, WV

2.25/ N/A

Air Entraining Admixture

Air Mac 6 The Euclid Chemical Company

ASTM C 260

1.006/ N/A

Water-Reducing Admixture

Eucon WR The Euclid Chemical Company ASTM C 494, Types A, B, and D

N/A

High Range Water-Reducer

Eucon 37 The Euclid Chemical Company ASTM C 494, Types A and F

N/A

Shrinkage Reducing Admixture

SRA Floor The Euclid Chemical Company ASTM C 494, Type S

1.002/ N/A

3” NMSA

Coarse Aggregate

Crushed Gravel

Appalachian Aggregates, Alta/Lewisburg Plant Lewisburg, WV

2.71 / 0.37

1 ½ ” NMSA

Coarse Aggregate

Crushed Gravel

Appalachian Aggregates, Alta/Lewisburg Plant Lewisburg, WV

2.71 / 0.37

¾ ” NMSA

Coarse Aggregate

Crushed Gravel

Appalachian Aggregates, Alta/Lewisburg Plant Lewisburg, WV

2.70 / 0.32

Fine Aggregate Crushed Sand

Appalachian Aggregates, Alta/Lewisburg Plant Lewisburg, WV

2.65 / 0.95

Aggregate

Crushed limestone aggregates from Appalachian Aggregates were selected for use in the mixture design study. Nominal Maximum Size of Aggregate (NMSA) varied per concrete mix, with the largest being 3-inches. Testing results for the aggregates used as well as other alternatives can be found in Appendix A. Some sizes did not meet gradation requirements, including the 3-inch material and the sand. These requirements should be enforced during construction. This would help with consistency and strength issues. The selected materials were considered “non-reactive” according to the petrographic examination in Appendix B.

Cementitious Materials

The cementitious materials selected are the following:

Roanoke Cement Co. Type I/II Cement Argos Cement Co. Grade 100 Slag Jon Amos Powerplant Class F Fly Ash NorChem Undensified Silica Fume

Chemical and physical properties of each material as well as other local alternatives can be found in Appendix C.

The mixtures were comprised of a ternary blend of cement, slag, and fly ash. Slag and fly ash both contributed to the reduction in heat of hydration, and the fly ash had the added benefit of increased workability. The abrasion resistant mixture contained additional silica fume. The ratio of cementitious materials for each class of concrete are presented in the Mixture Proportioning and Optimization section.

Even though the petrographic examination classified the material as “non-reactive”, ASTM C1567 [3] was also performed to ensure that the cementitious combinations selected would adequately suppress expansion. Project cement and pozzolans were used in the test. Each mortar bar mixture contained 60% crushed coarse aggregate and 40% sand. Two combinations varying the percentage of Class F fly ash were tested. Both combinations were below the specified limit of 0.08% expansion at 30 days age. Individual test results are provided in Appendix E.

Table 2. Summary of ASTM C1567 results

Mortar Mix ID Mix Description Expansion (%) at 30 days

Bluestone 1567 Mix 1 40% Cement, 30% Fly Ash, 30% Slag

0.06

Bluestone 1567 Mix 2 50% Cement, 20% Fly Ash, 30% Slag

0.07

Admixtures

Manufacturer data sheets are presented in Appendix D.

Air Entraining Admixture – Euclid AirMac 6 Mid-Range Water Reducing Admixture – Euclid EUCON WR High Range Water Reducer (Superplasticizer) – Euclid EUCON 37 Shrinkage Reducing Admixture – Euclid Floor SRA

Mixture Proportioning and Optimization Six concrete mixtures have been selected meeting requirements shown in Table 3. One mixture for each class was selected for Bluestone Phase 5 based on the compressive strength and physical properties results of the trial mixtures.

Trial batches for each combination of materials were used to determine the optimum concrete mixture proportions. The design strength age for all mixtures is 90 days. The compressive strengths and fresh properties were evaluated using 6- by 12-inch (6x12) specimens of mass concrete, wet-sieved over a 1½-inch size screen to remove the plus 1½- to 3-inch size coarse aggregate, necessary only for 3-inch NMSA mixes. One mix from the w/cm curve was selected to test full 10- by 20-inch (10x20) specimens.

Preliminary mixture proportions were determined based on ACI 211.1, “Proportions for Normal, Heavyweight, and Mass Concrete.” Additional guidance for the high-strength, abrasion resistant mix came from ACI 211.4R “Guide for Selecting Proportions for High Strength Concrete Using Portland Cement and Other Cementitious Materials” [4]. Trial batches were used to identify the water demand, sand content, and correct dosages of admixtures for optimal physical properties.

Water-to-cementitious (w/cm) ratio series were then run for each NMSA to evaluate changes in strength while keeping the selected water content relatively constant and sand-to-coarse aggregate percent constant. The w/cm ratios varied from 0.48 and 0.57 for the 3-inch NMSA mixtures, from

0.36 and 0.48 for the 1 ½-inch NMSA mixtures, and from 0.36 and 0.44 for the ¾-inch NMSA mixtures. Water-to-cementitious ratio versus strength curves were generated to compare strengths with design targets.

Mixtures were tracked using unique alpha-numeric labels identifying the designation, NMSA used, and w/cm. For example, the ¾-inch NMSA and w/cm of 0.45 was identified as “BD-0.75SS-0.45.”

Similarly, 1-½-inch NMSA was identified as “1.5M/SM” and 3-inch NMSA was identified as

“3SL”.

Table 3. Mixture identifications and specifications

All trial batches were 3.5 cubic feet in size. Aggregates were maintained close to the oven-dried condition, moisture contents were checked prior to mixing and were consistently under 1%. The moisture content was accounted for in batching. All mixture proportions given in tables are for saturated surface dry (SSD) condition of aggregates. Mixing was performed in accordance with ASTM C192 [5] and fresh properties were measured in accordance with standards in Table 4.

Mix Designation Type Mix ID

Strength (psi)

Overdesign

Strength (psi)1

NMSA

(in.)

Max w/c

Air Content

Slump (in.)

SL Interior Mass BD-3SL-3000 3000 3600 3 0.60 5.5 1-3" SL Interior Mass BD-3SL-4000 4000 4600 3 0.60 5.5 1-3" M Interior Mass BD-1.5M 3000 3600 1-1/2 0.50 5.5 1-4"

SM Exterior Mass BD-1.5SM 4000 4600 1-1/2 0.45 5.5 1-4" SS Exterior Mass BD-0.75SS 4000 4600 3/4 0.45 6.0 2-5" B Abrasion Resistant BD-0.75B 6000 7400 3/4 0.45 6.0 4-7"

1. Overdesign per USACE EM 1110-2-2000 Standard Practice for Concrete, +600 psi for Mass Concrete and +1400 psi for concrete over 5000 psi

Table 4. Concrete fresh properties test methods

Fresh Property Tested ASTM Standard

Slump ASTM C143 [6]

Air Content ASTM C231 [7]

Unit Weight ASTM C138 [8]

Temperature ASTM C1064 [9]

SL: Interior Mass Concrete

Class SL concrete contains a 3-inch NMSA, a target air content of 5.5%, a 1 to 3-inch slump, and a maximum w/cm of 0.60. There are two target strengths: 3000 psi and 4000 psi with required overdesign strengths of 3600 psi and 4600 psi. Figure 1 shows the strength development of mixtures with a w/cm between 0.48 and 0.57 for wet-sieved 6x12 cylinders. Mixture proportions including admixtures and fresh properties are summarized in Appendix F. The cementitious portion was comprised of 50% cement, 30% slag, and 20% fly ash by weight.

Figure 1. Water-to-Cementitious curves for 3SL series. Data shown for wet-sieved 6x12 cylinders.

The mixture BD-3SL-0.48 was selected to cast full-sized 10x20 cylinders containing the 3-inch aggregate. The strength of the 10x20 cylinders were approximately 70% of the respective 6x12 cylinders. Figure 2 shows the estimated w/cm required to achieve 3600 psi is approximately

0.46. However, the figure also shows that 4600 psi would require a significantly lower w/cm with the fixed water content of 200 lbs/yd3. In order to achieve a higher strength for the 3-inch NMSA mass concrete, a higher total cementitious content coupled with a reduction in water per cubic yard is recommended. This strategy essentially keeps the paste volume constant while decreasing the w/cm. For example, an increase to 450 lbs/yd3 of cementitious and a decrease in water content to 180 lbs/yd3 (w/cm of 0.40) would likely result in achieving 4600 psi at 90 days.

Higher dosages if WRA could help achieve this. Recommended proportions are summarized in Table 5. It is recommended that the proportions listed in Table 5 be tested for strength verification during the next phase of laboratory work.

Figure 2. Estimated w/c required to achieve 3600 psi at 90 days, 4600 psi requires more cementitious material.

M/SM: Mass Concrete

Class M and SM concrete contains an 1½-inch NMSA, a target air content of 5.5%, a 1 to 3-inch slump, and a maximum w/cm of 0.50. There are two target strengths: 3000 psi (M) and 4000 psi (SM). Figure 3 shows the strength development of mixtures with a w/cm between 0.36 and 0.48.

Mixture proportions including admixtures and fresh properties are summarized in Appendix F.

The cementitious portion was comprised of 50% cement, 30% slag, and 20% fly ash by weight.

Mixtures with low w/cm’s (0.41 and 0.36) required the use of a high-range water reducer. Target overdesign strengths of 3600 psi and 4600 psi were achieved with w/cm’s of 0.44 and 0.48, respectively. BD-1.5M has a 90-day strength of 4300 psi which is well above the required 3600 psi. According to the linear trend shown in Figure 3, the overdesign strength could be met with a w/cm of 0.55. Since the specifications cap the w/cm at 0.50, the total cementitious content could be reduced to decrease the strength and further economize the mix. Recommended proportions based on the 3-point curve are summarized in Table 5.

Figure 3. Water-to-Cementitious curves for 1.5M/SM series. Data shown for 6x12 cylinders.

Linear fit to show 3600 psi can be achieved at w/cm of 0.55.

SS: Exterior Mass Concrete/Reinforced Structural Mass Concrete

Class SS concrete contains a ¾” NMSA, a target air content of 6%, a 2 to 5 inch slump, a maximum w/cm of 0.45 and a target strength of 4000 psi. Figure 4 shows the strength development of mixtures with a w/cm between 0.36 and 0.44. Mixture proportions including admixtures and fresh properties are summarized in Appendix F. The cementitious portion was altered slightly to 40% cement, 30% slag, and 30% fly ash by weight. The overdesign requirement of 4600 psi was surpassed with a w/cm of 0.44.

The SS concrete will be used for two purposes: tightly reinforced areas as well as finished surfaces. Ease of consolidation and finishability were the main concerns in proportioning so the target slump was toward the higher end of 4 to 5 inches. The fly ash portion of the cementitious combination was increased to 30% to try to mitigate early age temperature rise while still achieving over 4600 psi at 90 days. Recommended proportions are summarized in Table 5.

Figure 4. Water-to-Cementitious curves for 0.75SS series. Data shown for 6x12 cylinders.

B: Reinforced Structural Mass/Abrasion Resistant Concrete

Class B concrete contains a ¾” NMSA, a target air of 6%, a slump of 4 to 7-inches, a maximum w/cm of 0.45 and a required strength of 6000 psi at 90 days. The cementitious materials used includes fly ash, slag, silica fume, and cement. Mixture proportions including admixtures are summarized in Table 5. HRWR was used to achieve the desired workability at a low w/cm and a shrinkage reducing admixture (SRA) was used to decrease the total volumetric shrinkage as well as to potentially reduce time between the placement of lifts during construction. Fresh properties and mechanical properties for the recommended mixture are summarized in Table 5.

Several challenges were presented in formulating this mixture. The concrete will be placed in large lifts (well over 5 feet) so it should be considered Reinforced Structural Mass Concrete (RSMC) since heat generation will be a concern. The primary function of the concrete is to provide an abrasion resistant surface for large baffle blocks and ramps, so the addition of 5% silica fume was necessary. The silica fume promotes higher early strengths and a denser microstructure. A relatively high total cementitious content was required to achieve strength (684 lb/yd3), but thermal cracking will be a concern during construction. To mitigate early-age heat, the cement content was decreased to 40% and the remaining 60% was pozzolan. To obtain required overdesign strength of 7400 psi, a low 0.36 w/cm was required which in turn required the use of a high range water reducer. Additionally, the inclusion of an SRA may reduce strengths up to 15% per the manufacturer. A plan for thermal monitoring and control of this mix during construction is recommended.

Table 5. Summary of recommended mixture proportions

BD-3SL-

3000*

BD-3SL-

4000*

BD-1.5M BD-1.5SM BD-0.75SS BD-0.75B

SL SL M SM SS B

Interior Mass Interior Mass Interior Mass Exterior Mass Exterior Mass Abrasion Resistant

222 225 247 280 247 275

133 135 99 168 185 206

89 90 148 112 185 172

-- -- -- -- -- 34

1.7 2.0 1.6 1.6 1.25 1.1

3.0 4.0 2.4 3.0 3.2 --

-- -- -- -- 14

986 997 1186 1180 1296 1300

586 595 770 782 1606 1620

586 595 1161 1177 -- --

1176 1195 -- -- -- --

200 180 235 249 270 250

3978 4012 3846 3948 3789 3857

147.3 148.6 142.4 146.2 140.4 143.5

(1-3) (1-3) 4 3.5 4.75 6

(5) (5) 6.4 5 7.2 6.8

0.45 0.40 0.48 0.44 0.44 0.36

0.30 0.29 0.38 0.38 0.45 0.45

0.35 0.35 -- --

-- 147.7 149.3 144.0 141.1

3.87 -- -- -- --

3.80 4.04 4.35 3.79 4.28

0.24 -- -- -- --

0.20 0.21 0.22 0.24 0.27

3 day -- 1710 2080 1470 2570

7 day 2500 2260 2850 2160 3750

28 day 4380 3690 4340 3740 6250

56 day 4970 4200 4570 4600 7120

90 day 5240 4300 4950 5000 7510

28 day 3070 -- -- -- --

56 day 3480 -- -- -- --

90 day 3670 -- -- -- --

3000@90 4000@90 3000@90 4000@90 4000@90 6000@90

3600 4600 3600 4600 4600 7400

Modulus of Elasticity, lb/in2 *10-6

AIR CONTENT, %:

W/(C+P) RATIO:

SAND/AGG, %:

3-inch/ AGG, %

Hardened Density, 28 day (lb/ft3)

ROCK 3" Appalachian Agg, lbs.

WATER, lbs.

TOTAL lbs.

DENSITY, (1/4 cf bucket) pcf.:

SLUMP, in.:

** Based on USACE EM 1110-2-2000 Standard Practice for Concrete

* “Estimated ” mixes were interpolated from strength curves of similar mixes f'cr** f'c@design age

General description

Mix Designation

AEA, Air Mac 6, ozs./cwt

SILICA FUME, Norchem, lb.

FLY ASH, Jon Amos Class F, lbs.

SLAG, Argos, lbs.

CEMENT, Roanoke Type I/II, lbs.

ROCK 1 1/2" Appalachian Agg, lbs.

ROCK 3/4" Appalachian Agg, lbs.

SAND, Appalachian Agg, lbs.

HRWRA, Eucon 37, ozs./cwt

WRA, Eucon WR, ozs./cwt

Average Compressive Strength, psi

90 day 6x12 Average

90 day 10x20 Average

Poisson's Ratio

90 day 6x12 Average

90 day 10x20 Average

Adiabatic Temperature Rise

Temperature rise is a result of heat generated from the exothermic reaction of the cementing materials during hydration. The adiabatic temperature rise test is a measure of the increase in temperature in the absence of any heat loss and is intended to achieve conditions similar to mass concrete placements.

Adiabatic temperature rise was measured on three selected mixtures: BD-3SL (Interior Mass), BD-1.5SM (Exterior Mass), and BD-0.75B (Abrasion Resistant). Testing was in accordance with USBR 4911. Materials were precooled to 50 °F prior to mixing, resulting in fresh concrete temperatures of approximately 60°F. Specific starting temperatures can be found in Appendix H.

One 4.5 cubic foot test specimen was cast, surrounded by insulation, and placed in a calorimeter room immediately after casting. Two thermocouples inside the specimen and two thermocouples in the calorimeter room were used to match the temperature and maintain adiabatic conditions for the duration of the test.

At the time of reporting, the BD-0.75B test is still running. In BD-0.75B, a 10% decrease in cement was used to mitigate early-age temperature rise, but the increase in pozzolan content promoted higher temperature rise at later ages.

Figure 5. Adiabatic temperature rise of selected mixtures.

Conclusions and Construction Considerations The recommended Government Furnished Concrete Mixtures for Bluestone Dam Phase 5 are summarized in the table below.

Class Description

Design Strength (90 days, psi)

Fine Agg.

(lbs/yd3)

Coarse Agg.

(lbs/yd3)

Cement (lbs/yd3)

Fly Ash (lbs/yd3)

Slag (lbs/yd3)

S.F.

(lbs/yd3)

SL 3000 986 2348 222 89 133 -- SL

SL 4000 997 2385 225 90 135 -- SL

M 3000 1186 1931 247 148 99 -- M

SM 4000 1180 1959 280 112 168 -- SM

SS 4000 1296 1606 247 185 185 -- SS

B 6000 1300 1620 272 172 206 34 B

The concrete proportioned for this study resulted in mixtures that were workable and easily finished. Most of the selected mixtures were on the higher specified limit for slump and air.

The mixtures proportions provided by the Government are intended to be starting mixes meeting project criteria. It is not uncommon for concrete produced for the first time in the contractor’s batch plant to be deficient in either slump, air or other parameters when these target proportions are used. Adjustments to the government mixture proportions should be made by government personnel in the field using ACI 211.1 when the contractor initiates concrete production or after prolonged shutdowns. There are many variables that contribute to changes in slump and air including lower placement temperatures in the field, efficiency of the batch plant mixers, batch sizes, aggregate gradations, aggregate moistures, and weather conditions.

Inconsistent aggregates can result in inconsistent concrete slump, air content and strength. The aggregates supplied for the mix study were outside of the specification requirements which could have affected the concrete properties. Verification of aggregate gradations will be important throughout the project. Adjustments for moisture should be made accordingly.

The wet-sieved 6x12 field QA/QC cylinders for 3-inch NMSA mass concrete could be up to 30% higher than the 10x20 cylinders which are more fully representative of the placed concrete. A correlation should be determined in the field to identify a 6x12 target strength.

Air dosages will need to be adjusted on site. Air dosage required may change depending on the size of the batch, slump, mixing speed, concrete temperature, and how the air-entraining admixture (AEA) is introduced into the concrete.

Adiabatic temperature rise was measured on concrete pre-cooled with placement temperatures around 60 °F. Precooling and other temperature control measure should be considered for large placements. Thermal control of the abrasion mixture is recommended.

Class B concrete should be tested for underwater abrasion resistance in the next phase of testing.

References

[1] ACI 211.1-91, “Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete,” in ACI Manual of Concrete Practice, 2009.

[2] USBR 4211-92, “Selecting Proportions for Concrete Mixtures,” in Concrete Manual, Part 2, 9th ed., Denver, CO: Bureau of Reclamation, 1992.

[3] ASTM Standard C1567-13, “Standard Test Method for Determining the Potential Alkali- Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method).” ASTM International, West Conshohocken, PA, 2013.

[4] ACI 211.4R-08, “Guide for Selecting Proportions for High-Strength Concrete Using Portland Cmt & Other Cementitious Material,” in ACI Manual of Concrete Practice, 2009.

[5] ASTM C192/C192M-13, “Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory.” ASTM International, West Conshohocken, PA, 2013.

[6] ASTM Standard C143/C143M - 15a, “Standard Test Method for Slump of Hydraulic- Cement Concrete.” ASTM International, West Conshohocken, PA, 2015.

[7] ASTM Standard C213/C231M-13, “Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.” ASTM International, West Conshohocken, PA, 2014.

[8] ASTM Standard C138/C138M - 17a, “Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete.” ASTM International, West Conshohocken, PA, 2017.

[9] ASTM Standard C1064/C1064M - 17, “Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.” ASTM International, West Conshohocken, PA, 2017.

A-1

Preliminary Aggregate Testing

A-1

Table A - 1. Gradation for coarse and fine aggregates from Appalachian Aggregates, LLC

3" 100 90 to 100 2" 80 20 to 55 100 100

1 ½" 45 0 to 10 90 90 to 100 1" 13 0 to 5 34 20 to 45 100 100 ¾" 2.0 5 0 to 10 92 90 to 100 ½" 1 64

1 1 0 to 5 37 20 to 55 100 100 #4 1 1 0 to 10 100 95 to 100 #8 1 0 0 to 5 82 80 to 95 #16 51 60 to 80 #30 29 35 to 60 #50 13 15 to 30

#100 5 5 to 10 #200 3 0 to 3

0.6 1 0.8 1 0.4 1 2.4 3 NA NA NA 3.20 2.30 to 3.10

%Fines (-#200 Sieve) Fineness Modulus

3/4" - #4 Percent

Finer

Appalachian Aggregate, LLC - Coarse and Fines

Limit

3" - 1 ½"

Limit Percent

FinerLimit Sieve Size

1 ½" - ¾" Sand

Limit Percent

Finer Percent

Finer

A-2

Table A - 2. Gradation for coarse and fine aggregates from Pounding Mill Quarry

Sieve Size

Percent Finer Limit

Percent Finer Limit

Percent Finer Limit

Percent Finer Limit

3" 100 90 to 100 2" 100 20 to 55 100 100

1 ½" 95 0 to 10 100 90 to 100 1" 30 0 to 5 94 20 to 45 100 100 ¾" 3 80 0 to 10 94 90 to 100 ½" 2

2 16 0 to 5 23 20 to 55 100 100 #4 2 4 0 to 10 100 95 to 100 #8 1 2 0 to 5 93 80 to 95 #16 56 60 to 80 #30 32 35 to 60 #50 19 15 to 30

#100 12 5 to 10 #200 7.9 0 to 3

1 1.4 1 0.4 1 7.9 3 NA NA NA 2.88 2.30 to 3.10Fineness Modulus

3" - 1 ½" 1 ½" - ¾" 3/4" - #4

%Fines (-#200 Sieve)

Pounding Mill Quarry - Mercer Plant Coarse Aggregate and Bluefield Fines

Sand

A-3

Table A - 3. Gradations for coarse and fine aggregate from JF Allen

Sieve Size

Percent Finer Limit

Percent Finer Limit

Percent Finer Limit

Percent Finer Limit

3 ½" 100 100 3" 95 90 to 100 2" 24 20 to 55 100 100

1 ½" 4 0 to 10 100 90 to 100 1" 0 0 to 5 33 20 to 45 100 100 ¾" 3 0 to 10 70 90 to 100 ½" 1 24

1 0 to 5 5 20 to 55 100 100 #4 1 0 to 10 100 95 to 100 #8 0 to 5 81 80 to 95 #16 43 60 to 80 #30 22 35 to 60 #50 10 15 to 30

#100 6 5 to 10 #200 5 0 to 3

0.0 1 0.4 1 1.1 1 5 3* NA NA NA 3.38 2.30 to 3.10

3/4" - #4 Sand

%Fines (-#200 Sieve)

* 3% limit per Bluestone Dam Phase 5 specification. ASTM C33-18 allows up to 5% fines for concrete not subject to abrasion Fineness Modulus

JF Allen - Elkins Plant Coarse and Fine Aggregate

3" - 1 ½" 1 ½" - ¾"

A-4

Table A - 4. Physical and durability properties for Appalachian Aggregates, LLC

Table A - 5. Physical and durability properties for Pounding Mills Quarry

Table A - 6. Physical and durability properties for JF Allen

3" - 1 1/2" 1 1/2" - 3/4" 3/4" -#4 Sand

Specific Gravity3 C127/128 2.7/2.6 min 2.71 2.71 2.70 2.65

Absorption (%)3 C127/128 1/1.5 max 0.37 0.37 0.32 0.95 Organic Impurities (Plate No.) C40 3 - - - 0 (clear) Flat and Elongated Particles (3:1 ratio, %)4 D4791 25 - - 6% -

Sodium Sulfate Soundness (% Loss)5 C88 12, 10 - - 5% 2% L.A. Abrasion (% Loss) C131 25 - - 14% - Freeze/Thaw Durability Factor C666 85 -94

Appalachian Aggregates - Alta Plant Coarse and Fine Aggregates

Test Procedure Limit1,2 Material

3" - 1 1/2" 1 1/2" - 3/4" 3/4" -#4 Sand

Specific Gravity3 C127/128 2.7/2.6 min 2.7 2.7 2.79 2.58 Absorption (%)3 C127/128 1/1.5 max 0.23 0.3 0.24 1.94 Organic Impurities (Plate No.) C40 3 - - - 0 (clear)

Flat and Elongated Particles (3:1 ratio, %)4 D4791 25 - - 10% - Sodium Sulfate Soundness (% Loss)5 C88 12, 10 - - 3% 2% L.A. Abrasion (% Loss) C131 25 - - 14% - Freeze/Thaw Durability Factor C666 85

Limit1,2 Material

Pounding Mill Quarry - Mercer Plant Coarse Aggregate and Bluefield Fines

Test Procedure

3" - 1 1/2" 1 1/2" - 3/4" 3/4" -#4 Sand

Specific Gravity3 C127/128 2.7/2.6 min 2.63 2.60 2.60 2.62

Absorption (%)3 C127/128 1/1.5 max 0.21 0.52 0.43 1.42 Organic Impurities (Plate No.) C40 3 - - - Clear Flat and Elongated Particles (3:1 ratio, %)4 D4791 25 - - 7% - Clay lumps & Friable Particles (%) C142 3 0.21 - Sodium Sulfate Soundness (% Loss)5 C88 12, 10 - - 3% 5% L.A. Abrasion (% Loss) C131 25 - - 19% - Freeze/Thaw Durability Factor C666 85 93

JF Allen - Elkins Plant Coarse and Fine Aggregate

Test Procedure Limit1,2 Material

B-1

Petrographic Examination of Aggregate Sources

Petrographic Examination of Aggregate for Concrete, Bluestone Dam Concrete, Geotechnical, and Structural Laboratory, (8530-2018-57; PETRO-2018-06)

Bluestone Dam, West Virginia

Mission Statements The U.S. Department of the Interior protects America’s natural resources and heritage, honors our cultures and tribal communities, and supplies the energy to power our future.

The mission of the Bureau of Reclamation is to manage, develop, and protect water and related resources in an environmentally and economically sound manner in the interest of the American public.

Disclaimer:

Information in this report may not be used for advertising or promotional purposes. The data and findings should not be construed as an endorsement of any product or firm by the Bureau of Reclamation, Department of Interior, or Federal Government. The products evaluated in the report were evaluated for purposes specific to the Bureau of Reclamation mission. Reclamation gives no warranties or guarantees, expressed or implied, for the products evaluated in this report, including merchantability or fitness for a particular purpose.

Executive Summary

Eight aggregate samples labeled M-8883 through M-8886 and M-8890 through M-8892 were submitted to the Petrographic Laboratory for petrographic examination for use in concrete at Bluestone Dam, West Virginia. The examination was conducted according to ASTM C295 “Standard Guide for Petrographic Examination of Aggregates for Concrete”. Table 1 includes a list of each aggregate sample, it’s source information, and which sizes were provided and examined. The results of the petrographic examinations are summarized in Tables 2 through 12.

In general, the examined coarse aggregate is petrographically of satisfactory physical quality for use as concrete aggregate due to the presence of between about 0.3 and 8.8 percent physically poor quality particles. The exception to this is sieve size No. 4 of coarse aggregate sample M- 8886. This sieve size contains 67.5 percent poor quality aggregate. The poor quality of these aggregate is due largely to the presence of 66.5 percent flat particles. These particles are extremely flat and chip-like and therefore break easily.

Amounts of flat/elongate aggregate greater than about 25 percent may increase cement and water requirements and decrease the strength and workability of concrete. The following contain greater than 25 percent flat/elongate particles: (1) M-8886 (No. 4), (2) M-8892 (No. 4), and (3) M-8892 (No. 8). It is recommended that the sieve sizes of samples with greater than 25 percent flat/elongate particles either not be used or be combined with other materials of the same sieve size so as to reduce the percentage of flat/elongate particles to less than 25 percent.

The examined coarse sand is petrographically of satisfactory physical quality for use as concrete aggregate due to the presence between about 0.7 and 12 percent unsound particles.

The examined fine sand is petrographically of satisfactory physical quality for use as concrete aggregate due to the presence of between about 1 and 8 percent unsound particles.

No coatings were apparent on the examined coarse and fine aggregate.

The examined samples are not considered potentially deleteriously reactive with high-alkali cement because only minute amounts of potentially deleterious alkali-reactive particles were observed in the sampled gravel, coarse sand and fine sand.

Contents Executive Summary ...............................................................................................................vi Introduction Results 10

Coarse Aggregate - Gravel M-8884 M-8885 M-8886 M-8890 M-8891 M-8892

Fine Aggregate – Coarse and Fine Sand M-8883 M-8884 M-8885 M-8889 M-8891 M-8892

References

Tables Table 1. Aggregate sizes examined Table 2. Petrographic examination of coarse aggregate Table 3. Coarse aggregate rock descriptions Table 4. Summary of quality of coarse aggregate (Sample No. M-8884) Table 5. Summary of quality of coarse aggregate (Sample No. M-8885) Table 6. Summary of quality of coarse aggregate (Sample No. M-8886) Table 7. Summary of quality of coarse aggregate (Sample No. M-8890) Table 8. Summary of quality of coarse aggregate (Sample No. M-8891) Table 9. Summary of quality of coarse aggregate (Sample No. M-8892) Table 10. Petrographic examination of fine aggregate (coarse and fine sand) for Sample No. M- Table 11. Petrographic examination of fine aggregate (No. 8 coarse sand only) for Sample Nos.

M-8884, M-8885, M-8891, & M-8892 (150 particles sampled for each) Table 12. Petrographic examination of fine aggregate (coarse and fine sand) for Sample No. M-

Introduction Eight aggregate samples labeled M-8883 through M-8886 and M-8890 through M-8892 were submitted to the Petrographic Laboratory for petrographic examination for use in concrete at Bluestone Dam, West Virginia. The examination was conducted according to ASTM C295 “Standard Guide for Petrographic Examination of Aggregates for Concrete”. Table 1 includes a list of each aggregate sample, it’s source information, and which sizes were provided and examined. The results of the petrographic examinations are summarized in Tables 2 through 12.

Results

Coarse Aggregate - Gravel

M-8884

The coarse aggregate of sample M-8884 (Tables 1, 2, and 4) is generally angular to subangular with lesser amounts of rounded; about 6 percent flat and/or elongated; and is chiefly composed of dolomitic limestone. The sample contains about 1 percent physically unsound material and about 0.2 percent potentially alkali-reactive chert (0.7 percent in 1-inch aggregate, Table 4).

M-8885

The coarse aggregate of sample M-8885 (Tables 1, 2, and 5) is generally angular with lesser amounts of subangular and minor subrounded; about 6 percent flat and/or elongated; and is chiefly composed of dolomitic limestone. The sample contains about 2 percent physically unsound material and no potentially alkali-reactive rock types were observed.

M-8886

The coarse aggregate of sample M-8886 (Tables 1, 2, and 6) is generally angular and subangular with lesser amounts of subrounded and trace rounded; about 15 percent flat and/or elongated;

and is chiefly composed of dolomitic limestone. The sample contains about 11 percent physically unsound material. It should be noted the majority of the unsound and flat/elongate particles are from size No. 4 of sample M-8886. This sieve size had about 66.5 percent flat, chip-like particles which also account for most of the 67.5 percent unsound particles in sieve size No. 4.

No potentially alkali-reactive rock types were observed.

M-8890

The coarse aggregate of sample M-8890 (Tables 1, 2, and 7) is generally angular and subangular with lesser amounts of subrounded; about 6 percent flat and/or elongated; and is chiefly composed of dolomitic limestone. The sample contains about 1 percent physically unsound material and no potentially alkali-reactive rock types were observed.

M-8891

The coarse aggregate of sample M-8890 (Tables 1, 2, and 8) is generally angular and subangular with lesser amounts of subrounded; about 6 percent flat and/or elongated; and is chiefly composed of dolomitic limestone. The sample contains less than 1 percent physically unsound material and no potentially alkali-reactive rock types were observed.

M-8892

The coarse aggregate of sample M-8890 (Tables 1, 2, and 9) is generally angular and subangular with lesser amounts of subrounded and trace amounts of rounded; about 16 percent flat and/or elongated; and is chiefly composed of dolomitic limestone. It should be noted that sieve size No.

4 of the sample contains 67.5 percent flat and elongate particles. The sample contains about 1 percent physically unsound material and no potentially alkali-reactive rock types were observed.

Fine Aggregate – Coarse and Fine Sand

M-8883

The examined coarse and fine crushed sand are chiefly angular and subangular in shape with a few subrounded in the fine sand (Table 10). Both the coarse and fine sand are composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate. The coarse and fine sand contain about 2 and 1 percent physically unsound particles, respectively. Additionally, flat and/or elongate particles account for about 8 and 9 percent of the coarse and fine sand, respectively. No potentially alkali-reactive particles were observed in the sampled coarse and fine sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

M-8884

The examined coarse sand (Table 11) is chiefly angular and subangular in shape with a lesser amounts of subrounded and trace amounts of rounded. The coarse sand is composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate and contains about 6 percent physically unsound particles. Additionally, flat and/or elongate particles account for about 9 percent of the coarse sand. No potentially alkali-reactive particles were observed in the sampled coarse sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

M-8885

The examined coarse sand (Table 11) is chiefly angular and subangular in shape with a lesser amounts of subrounded and trace amounts of rounded. The coarse sand is composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate plus small amounts of granite, monominerallic calcite grains, and chert. About 6 percent of the coarse sand particles are physically unsound. Additionally, flat and/or elongate particles account for about 21 percent of the coarse sand. About 1 percent potentially alkali-reactive chert was observed in the sampled coarse sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

M-8889

The examined coarse and fine crushed sand (Table 12) are chiefly angular and subangular in shape with a few subrounded pieces in the fine sand. Both the coarse and fine sand are composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate and a few monomineralic grains of calcite. The coarse and fine sand contain about 1 and 5 percent physically unsound particles, respectively. Additionally, flat and/or elongate particles account for about 4 and 14 percent of the coarse and fine sand, respectively. No potentially alkali-reactive particles were observed in the sampled coarse and fine sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

M-8891

The examined coarse sand (Table 11) is chiefly angular and subangular in shape with a lesser amounts of subrounded and trace amounts of rounded. The coarse sand is composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate and contains about 9 percent physically unsound particles. Additionally, flat and/or elongate particles account for about 15 percent of the coarse sand. No potentially alkali-reactive particles were observed in the sampled coarse sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

M-8892

The examined coarse sand (Table 11) is chiefly angular and subangular in shape with a lesser amounts of subrounded and trace amounts of rounded. The coarse sand is composed of decreasing amounts of the dolomitic limestone found in the coarse aggregate and trace amounts of soil clumps and contains about 12 percent physically unsound particles. Additionally, flat and/or elongate particles account for about 41 percent of the coarse sand. No potentially alkali-reactive particles were observed in the sampled coarse sand. Qualitative chemical tests indicate the absence of water-soluble chloride and of water-soluble sulfate ions in the examined aggregate sample.

Table 1. Aggregate sizes examined.

Coarse Aggregate (gravel)

Fine Aggregate (sand)

Coarse Sand Fine Sand

Sample

Source 2”

½” 1 ¾” ½” 3/8”

No.

No.

No.

No.

No.

No.

M-8883 Washed Sand Appalachian Aggregates, LLC Lewisburg, West Virginia

M-8884 #67 Coarse Aggregate, Appalachian Aggregates, LLC Lewisburg, West Virginia

M-8885 #4 Coarse Aggregate Appalachian Aggregates, LLC Lewisburg, West Virginia

M-8886 #1 Coarse Aggregate Appalachian Aggregates, LLC Lewisburg, West Virginia

M-8889 Washed Limestone Sand Pounding Mills Quarry, Bluefield Plant Ingleside, West Virginia

M-8890 #57 Coarse Aggregate Pounding Mills Quarry, Mercer Plant Ingleside, West Virginia

M-8891 #467 Coarse Aggregate Pounding Mills Quarry, Mercer Plant Ingleside, West Virginia

M-8892 #2 Coarse Aggregate Pounding Mills Quarry, Mercer Plant Ingleside, West Virginia

Table 2. Petrographic examination of coarse aggregate.

Sample Number

Rock types Physical Quality

Percentage by Particle Count (particles counted in parentheses and italics)

2 in 1 ½ in 1 in. ¾ in. ½ in. 3/8 in. No.4

M-8884 (38) (150) (150) (200)

Limestone Satisfactory 100.0 98.0 96.7 100.0

Fair 0 0 2.7 0

Poor 0 1.3 0.7 0

Chert* Satisfactory 0 0.7 0 0

M-8885 (20) (32) (83) (175) (37) (105)

Limestone Satisfactory 100.0 100.0 100.0 98.3 97.3 94.3

Fair 0 0 0 1.7 2.7 2.9

Poor 0 0 0 0 0 2.9

M-8886 (7) (10) (13) (14) (29) (34) (200)

Limestone Satisfactory 100.0 100.0 100.0 100.0 100.0 91.2 33.5

Fair 0 0 0 0 0 2.9 43.0

Poor 0 0 0 0 0 5.9 24.5

M-8890 (34) (40) (200) (150) (200)

Limestone Satisfactory 100.0 95.0 98.5 100.0 100.0

Fair 0 5.0 1.5 0 0

Poor 0 0 0 0 0

M-8891 (12) (232) (100) (300) (200)

Limestone Satisfactory 100.0 97.8 99.0 99.7 99.0

Fair 0 1.3 1.0 0.3 1.0

Poor 0 0 0 0 0

M-8892 (5) (14) (25) (41) (62) (17) (271)

Limestone Satisfactory 100.0 100.0 100.0 100.0 98.4 100.0 94.1

Fair 0 0 0 0 1.6 0 1.8

Poor 0 0 0 0 0 0 4.1

Table 3. Coarse aggregate rock descriptions.

Rock Physical Quality Description of rock type

Limestone Satisfactory Moderately hard to hard; dense; medium dark gray to dark gray; very finely crystalline to fine and medium grained;

structureless to slightly fissile and irregularly laminated;

slightly absorptive, weathered, and fractured; occasionally fossiliferous and pyritic; occasional calcite veins

Fair Moderately hard to firm; dense to lightweight; moderately absorptive, weathered, and fractured

Poor Light brown; soft; compressible, friable; lightweight; low density, granular, porous, highly absorptive and weathered

Chert* Satisfactory Hard; dense; light brown; fine grained; structureless, non-absorptive

*Potentially deleteriously alkali reactive

Table 4. Summary of quality of coarse aggregate (Sample No. M-8884).

Percentage by particle count ¾ in. ½ in. 3/8 in. No.4

Physical Quality Satisfactory 100.0 98.7 96.7 100.0 Unsound 0 1.3 3.4 0

Chemical Quality Alkali Reactive 0 0.7 0 0

Shape/Texture:

Rounded 0 0 0 0 Subrounded 10.5 10.7 2.7 0 Subangular 18.4 69.3 76.0 5.5 Angular 68.4 20.0 21.3 94.5 Flat/Elongate 2.6 2.7 6.7 11.5

Remarks Sieve size ½ in.