Preliminary_RCC_Mix_Design_Report_0003.pdf

L005 226295/23

February 23, 2023 Project No.: 22-6295

Ms. Margaret Provencher GEI Consultants 4601 DTC Boulevard, Suite 900 Denver, CO 80237

REPORT

RCC MIX DESIGN PROGRAM

OGLALA DAM

OGLALA, SOUTH DAKOTA

Dear Ms. Provencher:

RIZZO International, Inc. (RIZZO), appreciates the opportunity to provide a Roller-Compacted Concrete (RCC) Mix Design for the above referenced project. The program consisted of evaluating RCC mix designs from two (2) aggregate sources (Croell, Inc. and Western Construction, Inc.). The cement and fly ash sources were the same for both RCC mixes.

At your request, RIZZO prepared a proposal dated March 3, 2022, to provide services related to the project that included the following tasks:

• Verification of sources and material properties;

• Laboratory trial mix batching and testing (in our Denver, Colorado laboratory);

• Analysis of trial batch results;

• Proportioning and selection of optimum mix designs for each; and

• Preparation of a detailed mix design submittal stamped by a professional engineer.

Ms. Margaret Provencher February 23, 2023

AGGREGATE SELECTION AND TESTING

Two aggregate sources were utilized for the program to comprise the final blend of materials required to produce a gradation that meets the given specifications. The first product utilized was a combination of No. AASHTO #67, 1-inch, 1-⅟2-inch coarse aggregate and sand produced by Western Construction, Inc. (Western) from their Rapid City, South Dakota quarries. As shown on Figure 1 which compares the gradation of the aggregate used in the mix design to the limits in Section 03 08 00, 2.01 C of the 30% specifications, the combined aggregate is a 1-⅟2-inch nominal maximum size aggregate containing appreciable amounts of materials from the 1-⅟2-inch to passing the No. 200 sieve. The second product utilized was a combination of ¾-inch, 1-inch, 1-⅟2-inch coarse aggregate, and sand produced by Croell, Inc. (Croell) from their Oglala Lake, South Dakota quarry. As shown on Figure 2 which compares the gradation of the aggregate used in the mix design to the limits in Section 03 08 00, 2.01 C of the 30% specifications, the combined aggregate is also 1-⅟2-inch nominal maximum size aggregate containing appreciable amounts of materials from the 1-⅟2-inch to passing the No. 200 sieve.

FIGURE 1

BLENDED WESTERN AGGREGATE

FIGURE 2

BLENDED CROELL AGGREGATE

The mixture proportions of the various aggregate sizes mixed to develop the final product for the RCC mixes is summarized in Table 1 for both sources.

TABLE 1

AGGREGATE MIX PROPORTIONS

CROELL AGGREGATE

PRODUCT CROELL WESTERN

1.5” 42.0% 30.0% 1.0” 9.0% 15.0%

¾” 9.0% NA

AASHTO #67 NA 15.0%

Sand 40.0% 40.0%

The results of specific gravity testing (ASTM C127 & C128) for both aggregate sources are summarized in Tables 2 and 3.

TABLE 2

SPECIFIC GRAVITY TEST RESULTS

CROELL AGGREGATE

TEST RESULT COARSE FINE

Specific Gravity (SSD) 2.676 2.629

Absorption (%) 0.5 1.26

TABLE 3

SPECIFIC GRAVITY TEST RESULTS

WESTERN AGGREGATE

TEST RESULT COARSE FINE

Specific Gravity (SSD) 2.658 2.627

Absorption (%) 1.0 1.36

Additional information associated with the aggregate testing is provided in Appendix A. Also provided in Appendix A are the results of aggregate testing provided by Western including Alkali-Silica Reactivity (ASR) testing. Similar information was requested from Croell but no information has been received to date. The results of ASR tests on the Western sand indicate an expansion of 0.09% at 14 days and 0.26% at 28 days. However, incorporating fly ash into the RCC mix as required by the specifications should mitigate any potential ASR expansion.

ADDITIONAL MIX CONSTITUENTS

A blend of Type I/II cement from GCC of America out of Henderson, Colorado (Pueblo Plant) and Class C fly ash from Innovative Consulting, North Dakota LLC (Innovative Consulting) out of Steamboat Springs, Colorado was used for the mix design program. A Material Certification Report for the cement obtained from GCC is provided in Appendix B. The source for the fly ash was the Leland Olds Station in Stanton, North Dakota. Results of chemical, physical and ASR testing for the fly ash in accordance with ASTM C618, C11, C188, C430, C151, C109, C144, and C1567 provided by Innovative Consulting are provided in Appendix C. The ASR test results (ASTM 1567) indicate that the fly ash supplied by Innovative Consulting will mitigate the expansion potential of the highly reactive aggregate used for the test at a cement replacement rate of 30% or higher. Note that the suppliers for the cement and fly ash are approved by the South Dakota Department of Transportation. Both the cement and the fly ash were blended at the laboratory at the rate of 50% fly ash and 50% cement to produce economical RCC with a low heat of hydration to minimize crack potential. For clarity we will report the two materials separately.

Tap water from Denver Water at the laboratory was used for the water in the mix designs.

Finally, a water reducing admixture from Euclid Chemical (EUCON WR 91) was used for the RCC mixes.

MIX PROPORTIONS

As outlined in the specifications, a single mix design was developed for both aggregate sources to meet the specified 28-day compressive strength of 2,500 psi at 28 days, a VeBe time of 10 +/- 4 seconds, and a minimum cementitious content (cement plus fly ash) of 250 pounds per cubic yard. The specifications also provide acceptable ranges for cement (125 to 175 pounds per cubic yard), fly ash (125 to 200 pounds per cubic yard) and water (190 to 260 pounds per cubic yard).

The material quantities used in both RCC mixes is described in Table 4.

TABLE 4

RCC MIX CONSTITUENTS

AGGREGATE

SOURCE(S)

COARSE

AGGREGATE

(lb./cy)

FINE

AGGREGATE

(lb./cy)

CEMENT

(lb./cy)

WATER

(lb./cy)

FLY ASH

(lb./cy)

WATER

REDUCING

ADMIXTURE

(DOSAGE)

Western, Inc.

& Croell, Inc. 2,000 1,333 175 192.5 175 10.5 oz/cy

We elected to include the upper limit of the cement and fly ash ranges considering the following:

1. Recent project experience with similar projects in the area.

2. To incorporate an overdesign so that the average strength (i.e., the results of this program) is in excess of the design strength provided in the specifications. The difference between the average strength and the design strength represents the variability during construction.

ROLLER-COMPACTED CONCRETE MIX DESIGN

Upon completion of mixing, a suite of fresh RCC testing was performed including unit weight, VeBe time, RCC temperature, and ambient temperature. Fresh density and air content were determined using ACI guidelines. A summary of the fresh testing properties can be found in Table 5. The specifications call for 15 cylinders to be cast for each mix and tested for compressive strength at varying ages. A summary of the results to date may be found in Table 5 and in Figure 3.

TABLE 5

RCC TESTING RESULTS

TEST

CROELL,

INC.

WESTERN

CONSTRUCTION

INC.

SPECIFICATION

REQUIREMENT

Unit Weight (pcf) 152.5 153.7

Vebe Time (sec) 12.5 12.8

RCC Temperature (◦F) 66 65

Amb. Temperature (◦F) 68 68

7 Day Compressive Strength (psi) 2,248/2,279 2,111/2,151

21 Day Compressive Strength (psi) 2,866/2352 2,900/2,828

28 Day Compressive Strength (psi) 4,564/4,861 4,663/4,910 2,500

50 Day Compressive Strength (psi) 4,407/5,018 4,511/4,332

90 Day Compressive Strength (psi) 5,598/5,520 4,584/4,530

FIGURE 3

COMPRESSIVE STRENGTH RESULTS

The raw data provided in Table 5 and on Figure 3 indicates that the average compressive strength required by the specifications (2,500 psi) is met in 21 days for both aggregates. Note that Figure 3 includes a logarithmic trend line for the compressive strength test results for both aggregates. The trend line indicates that RCC mixes produced using both aggregates will result in compressive strengths in excess of 2,500 psi (about 3,700 psi for the Western aggregate and 3,900 psi for the Croell aggregate) at 28 days. This represents an overdesign ranging from 1,200 to 1,400 psi.

Additional information associated with the fresh and hardened properties of the RCC mixes is provided in Appendix D.

The fresh and hardened properties so far indicated that both aggregate sources using the mix design described in this specifications design should produce sufficient compressive strength to meet the requirements set forth in the specifications (i.e., 2,500 psi at 28 days). However, the 50-day and 90-day strengths are higher for the mix design that utilized the aggregate from Croell.

Furthermore, the trend line shown on Figure 3 suggests that the mixes produced with Croell aggregate may result in 28-day compressive strengths about 250 psi higher, and 90-day compressive strength about 400 psi higher than RCC mixes produced with Western aggregate.

Furthermore, the use of Class C fly ash typically results in higher strengths and a larger short term strength gain compared to using Class F fly ash. Considering the results of the two RCC trial mixes produced as part of this mix design study, it might be possible to reduce the total cementitious content of the RCC for the production mix during construction.

If you have any question or need any additional information, please contact the undersigned.

Respectfully Submitted, RIZZO International, Inc.

John P. Osterle, PE Senior Vice President Dams & Water Resources

Edward G. Zullo, P.E.

Engineering Supervisor

JPO/EGZ/hco

ATTACHMENTS:

Appendix A Aggregate Testing Forms and Supplier Test Results Appendix B Cement Material Certification Appendix C Fly Ash Test Results Appendix D RCC Testing Forms

L003 226295/23

APPENDIX A

AGGREGATE TESTING FORMS AND SUPPLIER TESTING DATA

Worksheet for combining aggregates croell 1 inch, 0.75 inch to make AASHTO 467

Material Type 1" and 3/4" Date Completed 6/10/2022

Technician ed zullo

Bin #: croell Bin #: croell Bin #: Bin #: Bin #: Percent Passing Size: 1 in Size: 3/4 in Size: 1.5 Size: Size:

% used 15.00% % used 15.00% % used 70.00% % used 0 % used 0

Column A B A B A B A B A B C D

Sieve Size Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Combined Gradation

AASHTO

2" (50mm) 100 15.0 100 15.0 100 70.0 0.0 0.0 100.0 100 1.5" (37.5 mm) 100 15.0 100 15.0 100 70.0 0.0 0.0 100.0 95‐100 1" (25 mm) 100 15.0 100 15.0 85 59.5 0.0 0.0 89.5 3/4" (19mm) 87 13.1 100 15.0 52 36.4 0.0 0.0 64.5 35‐70 1/2" (12.5 mm) 38 5.7 77 11.6 22 15.4 0.0 0.0 32.7 3/8" (9.5) 17 2.6 29 4.4 11 7.7 0.0 0.0 14.6 10‐30 #4 (4.75 mm) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 0‐5 #8 (2.36 mm) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 #16 (1.18mm) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 #30 (600um) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 #50 (300 um) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 #100 (0.15mm) 2 0.3 2 0.3 3 2.1 0.0 0.0 2.7 #200 (75 um) 2.1 0.3 1.9 0.3 2.5 1.8 0.0 0.0 2.4

Column B = (Column A x % used)/100 Column C = Sum of Columns B combine aggregates croell 467 1/5/2023 Page 10 of 41 croell 467 plus sand

Bin #: croell Bin #: croell Bin #: Bin #: Bin #: Percent Passing Size: 467 mix Size: Size: sand Size: Size:

% used 60.00% % used 0.00% % used 40.00% % used 0 % used 0

Column A B A B A B A B A B C D

Sieve Size Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Combined Gradation sug. 1" grad band

MSA

2" (50mm) 100 60.0 0 0.0 100 40.0 0.0 0.0 100.0 100 1.5" (37.5 mm) 100 60.0 0 0.0 100 40.0 0.0 0.0 100.0 100 1" (25 mm) 89.5 53.7 0 0.0 100 40.0 0.0 0.0 93.7 100 3/4" (19mm) 64.5 38.7 0 0.0 100 40.0 0.0 0.0 78.7 75‐95 1/2" (12.5 mm) 32.7 19.6 0 0.0 100 40.0 0.0 0.0 59.6 3/8" (9.5) 14.6 8.8 0 0.0 100 40.0 0.0 0.0 48.8 #4 (4.75 mm) 2.7 1.6 0 0.0 99 39.6 0.0 0.0 41.2 40‐55 #8 (2.36 mm) 2.7 1.6 0 0.0 86 34.4 0.0 0.0 36.0 #16 (1.18mm) 2.7 1.6 0 0.0 65 26.0 0.0 0.0 27.6 20‐33 #30 (600um) 2.7 1.6 0 0.0 39 15.6 0.0 0.0 17.2 #50 (300 um) 2.7 1.6 0 0.0 20 8.0 0.0 0.0 9.6 10‐20 #100 (0.15mm) 2.7 1.6 0 0.0 5 2.0 0.0 0.0 3.6 #200 (75 um) 2.4 1.4 0 0.0 1.5 0.6 0.0 0.0 2.0 4‐10 combine aggregates croell 1/5/2023 Page 11 of 41 western 1 inch, 0.75 inch to make AASHTO 467 Lab Material Type Date Completed 6/9/2022

Technician ed zullo

Bin #: western Bin #: western Bin #: Bin #: Bin #: Percent Passing Size: 1 in Size: #67 Size: 1.5 Size: Size:

% used 25.00% % used 25.00% % used 50.00% % used 0 % used 0

Column A B A B A B A B A B C D

Sieve Size Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Combined Gradation

AASHTO

2" (50mm) 100 25.0 100 25.0 100 50.0 0.0 0.0 100.0 100 1.5" (37.5 mm) 100 25.0 100 25.0 99 49.5 0.0 0.0 99.5 95‐100 1" (25 mm) 100 25.0 100 25.0 68 34.0 0.0 0.0 84.0 3/4" (19mm) 87 21.8 100 25.0 24 12.0 0.0 0.0 58.8 35‐70 1/2" (12.5 mm) 38 9.5 77 19.3 3 1.5 0.0 0.0 30.3 3/8" (9.5) 17 4.3 29 7.3 2 1.0 0.0 0.0 12.5 10‐30 #4 (4.75 mm) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 0‐5 #8 (2.36 mm) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 #16 (1.18mm) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 #30 (600um) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 #50 (300 um) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 #100 (0.15mm) 2 0.5 2 0.5 2 1.0 0.0 0.0 2.0 #200 (75 um) 2.1 0.5 1.9 0.5 1.5 0.8 0.0 0.0 1.8 combine aggregates western 467 1/5/2023 Page 12 of 41

Western 467 inch and sand

Bin #: western Bin #: Bin #: Bin #: Bin #: Percent Passing Size: 467 Size: Size: sand Size: Size:

% used 60.00% % used 0.00% % used 40.00% % used 0 % used 0

Column A B A B A B A B A B C D

Sieve Size Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Total%Pas sing % of Total

Combined Gradation sug. 1" grad band MSA

2" (50mm) 100 60.0 0 0.0 100 40.0 0.0 0.0 100.0 100 1.5" (37.5 mm) 99.5 59.7 0 0.0 100 40.0 0.0 0.0 99.7 100 1" (25 mm) 84 50.4 0 0.0 100 40.0 0.0 0.0 90.4 100 3/4" (19mm) 58.8 35.3 0 0.0 100 40.0 0.0 0.0 75.3 75‐95 1/2" (12.5 mm) 30.3 18.2 0 0.0 100 40.0 0.0 0.0 58.2 3/8" (9.5) 12.5 7.5 0 0.0 100 40.0 0.0 0.0 47.5 #4 (4.75 mm) 2 1.2 0 0.0 99 39.6 0.0 0.0 40.8 40‐55 #8 (2.36 mm) 2 1.2 0 0.0 86 34.4 0.0 0.0 35.6 #16 (1.18mm) 2 1.2 0 0.0 64 25.6 0.0 0.0 26.8 20‐33 #30 (600um) 2 1.2 0 0.0 39 15.6 0.0 0.0 16.8 #50 (300 um) 2 1.2 0 0.0 19 7.6 0.0 0.0 8.8 10‐20 #100 (0.15mm) 2 1.2 0 0.0 5 2.0 0.0 0.0 3.2 #200 (75 um) 1.8 1.1 0 0.0 1.8 0.7 0.0 0.0 1.8 4‐10 combine aggregates western 1/5/2023 Page 13 of 41

CERTIFICATE OF CONFORMANCE

Project Name : Fence Tested By: RCV

Sample No: Croell Date Tested: 5/25/2022

Material Type : Coarse Checked by:

Report Issued By

SSD Bulk Specific Gravity (A/(A-B))

2.658

Apparent Bulk Specific Gravity (C/(C-B))

2.704

Absorption (%) ((A-C)/C) * 100

1.0

Wt. of SSD sample (g) [A] 3874.3

Project: Contract Number:

Client:

Specific Gravity of Coarse Aggregate (ASTM C127 Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate)

Wt. of sample in water (g) [B] 2416.5

Wt. of dry sample (g) [C] 3835.0

Oven Dry Bulk Specific Gravity (C/(A-B))

2.631

THIS MATERIAL TEST REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE COMPANY. THE RECORDING OF FALSE, FICTITIOUS OR FRAUDULENT STATEMENTS OR ENTRIES ON THE CERTIFICATE MAY BE PUNISHED AS A FELONY UNDER FEDERAL LAW. MATERIAL WAS TESTED IN ACCORDANCE WITH THE RIZZO INTERNATIONAL, INC. QHSE MANAGEMENT SYSTEM

MANUAL, REVISION 12, DATED JANUARY 12, 2018.

THE ABOVE IS A TRUE COPY OF DATA ON FILE. THE TESTING RESULTS CONFORM TO THE SALES CONTRACT AND

SPECIFICATION(S) AS SET FORTH IN RIZZO INTERNATIONAL ORDER ACKNOWLEDGEMENT.

Rev. 032618

Rizzo International 3538 Peoria St., Suite 511

Aurora, Co 80010 1/1

Project Name : Fence Tested By: RCV

Sample No: Western Date Tested: 5/25/2022

Material Type : Coarse Checked by:

Report Issued By

SSD Bulk Specific Gravity (A/(A-B))

2.676

Apparent Bulk Specific Gravity (C/(C-B))

2.698

Absorption (%) ((A-C)/C) * 100

0.5

Wt. of SSD sample (g) [A] 4052.2

Project: Contract Number:

Client:

Specific Gravity of Coarse Aggregate (ASTM C127 Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate)

Wt. of sample in water (g) [B] 2537.8

Wt. of dry sample (g) [C] 4032.0

Oven Dry Bulk Specific Gravity (C/(A-B))

2.662

THIS MATERIAL TEST REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE COMPANY. THE RECORDING OF FALSE, FICTITIOUS OR FRAUDULENT STATEMENTS OR ENTRIES ON THE CERTIFICATE MAY BE PUNISHED AS A FELONY UNDER FEDERAL LAW. MATERIAL WAS TESTED IN ACCORDANCE WITH THE RIZZO INTERNATIONAL, INC. QHSE MANAGEMENT SYSTEM

MANUAL, REVISION 12, DATED JANUARY 12, 2018.

THE ABOVE IS A TRUE COPY OF DATA ON FILE. THE TESTING RESULTS CONFORM TO THE SALES CONTRACT AND

SPECIFICATION(S) AS SET FORTH IN RIZZO INTERNATIONAL ORDER ACKNOWLEDGEMENT.

Rev. 032618

Rizzo International 3538 Peoria St., Suite 511

Aurora, Co 80010 1/1

Tested By: Reviewed By: Date:

226295

651.16

Concrete sand Lab Number:

Project Name:

ASTM C128

N/A

504.91

Oglala Dam - Mix Design

Date Sampled:Sample ID:

Report of Fine Aggregate Specific Gravity & Absorption

Sample Description

Sample Data

5/20/2022

(SSD) Surface Saturated-Dry Weight (g):

Weight of test sample, pycnometer & water filled to cal. mark(g):

2.596

Weight of pycnometer filled w/ water (g):

152.51

Laboratory Manager

Project Number:

2.684

Bulk Specific Gravity:

Bulk Specific Gravity SSD:

Apparent Specific Gravity:

978.38

RCV

498.65

Wt. of oven-dried Sample with tare (g):

C33 Concrete Sand

Absorption: 1.26%

Chase Velarde

Tare Weight (g):

Weight of oven-dry sample(g):

2.629

665.55

Tested By: Reviewed By: Date:

226295

852.70

Concrete sand Lab Number:

Project Name:

ASTM C128

N/A

501.97

Oglala Dam - Mix Design

Date Sampled:Sample ID:

Report of Fine Aggregate Specific Gravity & Absorption

Sample Description

Sample Data

5/20/2022

(SSD) Surface Saturated-Dry Weight (g):

Weight of test sample, pycnometer & water filled to cal. mark(g):

2.592

Weight of pycnometer filled w/ water (g):

357.45

Laboratory Manager

Project Number:

2.686

Bulk Specific Gravity:

Bulk Specific Gravity SSD:

Apparent Specific Gravity:

976.55

RCV

495.25

Wt. of oven-dried Sample with tare (g):

C33 Concrete Sand

Absorption: 1.36%

Chase Velarde

Tare Weight (g):

Weight of oven-dry sample(g):

2.627

665.66

Wt. (Grams)

Combined % Retained % Passing

Specifications low

Specifications high

0.0 0 100 63.5 100

0.0 0 100 50.8 100

0.0 0 100 38.1 100

0.0 0 100 25.4 100

0.0 0 100 19.1 100

0.0 0 100 12.7 100

0.0 0 100 100 9.5 100

4.2 1 99 95 100 4.75 99

44.9 14 86 80 100 2.36 86

112.3 35 65 50 85 1.18 65

193.7 61 39 25 60 0.6 39

255.5 80 20 5 30 0.3 20

303.4 95 5 0 12 0.15 5

316.6 98.9 1.1 0 10 0.075 1

Sieve Size Wt. (Grams)

Idividual

Total Wet Wt:

Total Dry Wt: 320.1

2-1/2 inch (63.5 mm) 0.0

2 inch (50.8 mm) 0.0

1-1/2 inch (38.1 mm) 0.0

0.0

1 inch (25.4 mm) 0.0

3/4 inch (19.1 mm) 0.0

#50 (0.3 mm) 61.8

#100 (0.15 mm) 47.9

Graph info grain size

(mm) % passing

#200 (0.075 mm) 13.2

#16 (1.18 mm) 67.4

#30 (0.6 mm) 81.4

#4 (4.75 mm) 4.2

#8 (2.36 mm) 40.7

1/2 inch (12.7 mm) 0.0

3/8 inch (9.5 mm)

0.010.1110100

P E

R C

E N

T P

A S

S

IN

G

PARTICLE SIZE (mm)

U. S. STANDARD SIEVE SIZE Spec limits

Wt. (Grams) Combined

% Retained % Passing Specifications low Specifications high

0.0 0 100 63.5 100

0.0 0 100 50.8 100

0.0 0 100 38.1 100

0.0 0 100 25.4 100

0.0 0 100 19.1 100

0.0 0 100 12.7 100

0.0 0 100 100 9.5 100

2.3 1 99 95 100 4.75 99

47.5 14 86 80 100 2.36 86

117.7 36 64 50 85 1.18 64

202.2 61 39 25 60 0.6 39

266.4 81 19 5 30 0.3 19

312.7 95 5 0 12 0.15 5

323.0 98.2 1.8 0 10 0.075 2

Sieve Size Wt. (Grams) Idividual

Total Wet Wt:

Total Dry Wt: 328.9

2-1/2 inch (63.5 mm) 0.0 2 inch (50.8 mm) 0.0

1-1/2 inch (38.1 mm) 0.0

0.0

1 inch (25.4 mm) 0.0 3/4 inch (19.1 mm) 0.0

#50 (0.3 mm) 64.2 #100 (0.15 mm) 46.3

Graph info grain size (mm)

% passing

#200 (0.075 mm) 10.3

#16 (1.18 mm) 70.2 #30 (0.6 mm) 84.5

#4 (4.75 mm) 2.3 #8 (2.36 mm) 45.2

1/2 inch (12.7 mm) 0.0 3/8 inch (9.5 mm)

0.010.1110100

P E

R C

E N

T P

A S

S

IN

G

PARTICLE SIZE (mm)

0.010.1110100

PE

R

C E

N T

P A

SS

IN

G

PARTICLE SIZE (mm)

APPENDIX B

CEMENT MATERIAL CERTIFICATION

Plant: Pueblo Cement Type: ASTM C150 I/II Address: 3372 Lime Road ASTM C1157 GU

Pueblo, CO 81004 Date Issued: 12-Sep-22 Contact: Anne Miller Production Period: 1-Aug-22

Phone: (719) 647-6830 To: 31-Aug-22

ASTM Test ASTM C150 ASTM Test ASTM C150 ASTM C1157 Method Spec. Limit Method Spec. Limit Spec. Limit

SiO₂ (%) C114 A 20.1 C185 12 max 12 max Al₂O₃ (%) C114 6.0 max 4.5 C204 260 min A

Fe₂O₃ (%) C114 6.0 max 3.7 C430 A A

CaO (%) C114 A 63.0 C151 0.80 max 0.80 max MgO (%) C114 6.0 max 0.9 Compressive Strength SO₃ (%) C114 3.0 maxB 3.4 C109 12.0 (1740) min 13.0 (1890) min 30.3 (4400)

Loss On Ignition (%)C C114 3.5 maxD 2.9 C109 19.0 (2760) min 20.0 (2900) min 36.3 (5270) Na₂O (%) C114 A 0.16 C109 A 28.0 (4060) min 45.3 (6560) K₂O (%) C114 A 0.62 C191 45 min / 375 max 45 min / 420 max Insoluble Residue (%) C114 1.5 max 0.8 C1038 0.020 max 0.020 max

CO₂ (%) C114 A 1.5

Limestone (%) C150 5.0 max 3.8 CaCO₃ in Limestone (%) C150 70 min 88 Inorganic Processing Addition C150 5.0 max - Potential Phase Composition C₃S (%) C150 A 53 SiO2 (%) 5.7 Internal C3S (%) C150 C₂S (%) C150 A 17 Al2O3 (%) 1.4 Internal C2S (%) C150 C₃A (%) C150 8 max 6 Fe2O3 (%) 1.1 Internal C3A (%) C150 C₄AF (%) C150 A 11 CaO (%) 49.8 Internal C4AF (%) C150

SO3 (%) 0.5 Internal

ASTM Test ASTM C150 ASTM Test ASTM C150 ASTM C1157 Method Spec. Limit Method Spec. Limit Spec. Limit

Equivalent Alkalis (%) C114 A 0.57 C451 50 min 50 min

A Not applicable B It is permissible to exceed the specification limit provided that ASTM C1038 Mortar Bar Expansion does not exceed 0.020 % at 14 days.

C This alternative analysis has been qualified in accordance with ASTM C114 and meets requirements of Table 1 D Loss on ignition, max: 3.0 % when limestone is not an ingredient; Loss on ignition, max: 3.5 % when limestone is an ingredient E Test result of prior month

600 S. Cherry Street, Suite 1000, Glendale, CO 80246 Customer Service: (800) CALL GCC / (800) 225-5422

MATERIAL CERTIFICATION REPORT

GCC PUEBLO IS AN AASHTO R-18 AND ISO 9001 CERTIFIED FACILITY

STANDARD REQUIREMENTS ASTM C150/AASHTO M 85/ASTM C1157

CHEMICAL PHYSICAL

Item Test Result Item Test Result

Air Content (% vol) 9

Mortar Bar Expansion (%) 0.007

Blaine Fineness (m²/kg) 385 Residue 45 µm (No.325) Sieve (%) 2.7 Autoclave Expansion (%) -0.03

3 days, MPa (psi) 7 days, MPa (psi)

28 days, MPa (psi)E

Time of Setting, Initial Vicat (min) 120

ADDITIONAL DATA

Type Limestone Test

Method Base Phase

Composition ASTM Test Method Test Result

False Set (%) 71

GCC cement is warranted to conform at the time of shipment with current ASTM C150/AASHTO M 85/ASTM C1157. No other warranty is made or implied. Having no control over the use of its cements, GCC does not guarantee finished work. GCC is not responsible for any additives not stated in this Material Certification Report.

OPTIONAL REQUIREMENTS ASTM C150/AASHTO M 85/ASTM C1157

CHEMICAL PHYSICAL

Item Test Result Item Test Result

APPENDIX C

FLY ASH TEST RESULTS

Test Report on Fly Ash Sample

Report Date:

CO-Maplewood Mat Lab Authorization Date:

08/20/2021

Lab No: CO-FA21-0081 1400 Gervais Avenue Maplewood, MN 55109-5592

08/20/2021 14:29

Sample ID:

Sampled By:

Brand:

Source:

Additional Sources:

Material Type:

MnAd\Cox1Chr20210326083825

Leland Old Station @ Stanton, ND

3115-Class C

Field ID:

Project Number:

Received Date:

Sample Date:

Sample Type:

LOS U1/U2 FA 3/3/21

03/26/2021 03/03/2021 Interplant

Billed Agency:

Bridge Number:

Sampled From:

Engineer Rep:

Requested By:

Material Description Class C Fly Ash

Batch/Lot: INNOVATIVE CONSULTING LELAND OLDS LOT # 030321

Copies To:

CO-FA21-0081 Charge Out:

Test Results Reviewed By: Christopher Cox, Jason Krogman

MnDOT Results Mfr. Results Specification Requirements

ASTM Test Methods:

Sample Disposition: Meets Requirements

C311, C188, C430, C151, C109, C114

30.20

2.63

Activity Index 28 Day (% of Control)

Retained on #325 (%)

Reported SpG (g/cm3) 2.65

29.42

Autocl Expan (%)

Activity Index 7 Day (% of control)

0.02

7881 75

Physical Tests

Chemical Analysis 37.46Silicon Dioxide (%) 37.00 15.51Aluminum Oxide (%)

Iron Oxide (%) 8.08 Sum of 3 (%) 61.0 Calcium Oxide (%) 19.5 Magnesium Oxide (%) 7.96 Sulfur Trioxide (%) 2.5 Sodium Oxide (%) 3.17 Potassium Oxide (%) 1.32 Avail Sodium Oxide (%) Avail Potassium Oxide (%) Avail Alkali (%) Loss of Ignition (%) 1.4 Foam Index

14.50 7.80 59.3 20.6 7.79

3.5 3.87 1.43

1.2

5.0

3.5

Minimum Maximum

50.0 18.0

2535 Pilot Knob Road, Suite 108 ● Mendota Heights, MN 55120 p 651-330-1207

April 14, 2020

Leslie Knutson

ReSolve, LLC Co-Founder

P.O. Box 880135

Steamboat Springs, CO 80488-0135 sbsknutson1@outlook.com

Re: ASTM C1567 Testing of Leland Olds Fly Ash (combined Unit 1 and Unit 2)

Dear Leslie:

This letter reports the results of testing on a 50-50 combination of Leland Olds Units 1 and 2 fly ashes in accordance with ASTM C1567, “Standard Test Method for Determining the Potential Alkali-

Silica Reactivity of Combinations of Cementitious Materials and Aggregates (Accelerated Mortar-Bar

Method).” All of these tests used a reactive sand, Guverdahl, from South Dakota. A control using the same aggregate and cement but no fly ash was tested in accordance with ASTM C1260, which uses the same methodology.

Mortar bar expansions

Table 1 shows the expansions at 14 days for material combinations using 0, 15, 20, 25, and 30% fly ash. Each value is the mean expansion of three replicate specimens. Expansions greater than

0.20% at 14 days indicate deleterious expansions in concrete. Expansions less than 0.10% indicate innocuous behavior in concrete. Expansions between 0.10 and 0.20% may or may not be deleterious in concrete; for these material combinations further testing in accordance with ASTM

C1293 can provide additional information.

Table 1. Mean expansions in accordance with ASTM C1567

Fly ash content Expansion

0% 0.37%

15% 0.37%

20% 0.34%

25% 0.26%

30% 0.09%

As can be seen from these results, the aggregate is highly reactive without sufficient fly ash to control the expansions. Thirty percent of the Leland Olds fly ash effectively controls the expansion to less than 0.10%, putting it within the innocuous range.

With Class F fly ashes, it usually requires 15 to 25% fly ash to control the expansions of most aggregates. Class C fly ashes such as Leland Olds often require higher dosages to control deleterious expansions.

If you were to market this fly ash to a DOT, they would require similar testing using the cement and aggregate they intended to use on their project to determine how much fly ash is necessary.

These data demonstrate that Leland Olds fly ash is effective in controlling expansions due to alkali-silica reactions when used at the appropriate dosage.

We trust that this letter is self-explanatory. Please do not hesitate to contact me at 612-655-0731 if there are any questions. Thank you for the opportunity to be of service.

Sincerely, Beton Consulting Engineers

Rachel J. Detwiler, PhD, PE (MN)

Principal Engineer

APPENDIX D

RCC TESTING FORMS

Project Name: Date: Time:

Sample Number:

Mix Design ID:

Truck No.:

Removed from Molds

10/5/2022 Sample Location

2:30 PM

RCV

Initial Curing

Compression-Data

7 10/11/2022 12:00 AM 1 12 6.00 28.27 63558 2248 4 RCV

7 10/11/2022 12:00 AM 2 12 6.00 28.27 64440 2279 4 RCV

21 10/25/2022 12:00 AM 3 12 6.00 28.27 81044 2866 3 RO

21 10/25/2022 12:00 AM 4 12 6.00 28.27 66507 2352 3 RO

28 11/1/2022 12:00 AM 5 12 6.00 28.27 129031 4564 6 JR

28 11/1/2022 12:00 AM 6 12 6.00 28.27 137447 4861 3 JR

50 11/23/2022 12:00 AM 7 12 6.00 28.27 124600 4407 6 JR

50 11/23/2022 12:00 AM 8 12 6.00 28.27 141881 5018 6 JR

90 1/2/2023 12:00 AM 9 12 6.00 28.27 158272 5598 2 JR

90 1/2/2023 12:00 AM 10 12 6.00 28.27 156139 5520 2 JR

N/APlacement Location:

Sample Information:

Mix Design

12.5

Croell

N/ASlump (in)

VEBE Time

Ticket No.:N/A N/A

Air temp. (F)

Concrete temp. (F)

Material Test Report (FORM 17-5807A/20) Project: Oglala Dam Contract No.

Client: GEI Consultants

Compressive Strength Cylinders

11:30 AM10/4/2022Oglala Dam R. Chase VelardeChecked By:

Min. Amb. Temp (°C) N/A

N/A

Total Load (lbs)

Standard

Date:

Checked By

Referenced Standards: ASTM C172, C1064, C143, C138, C231, C31, C39, C192, C1231, C1435, C1170

THIS MATERIAL TEST REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE COMPANY. THIS REPORT ONLY PERTAINS TO THE ABOVE LISTED ITEMS INSPECTED OR TESTED. THE RECORDING OF FALSE, FICTITIOUS OR FRAUDULENT STATEMENTS OR ENTRIES ON THE CERTIFICATE MAY BE PUNISHED AS A FELONY UNDER FEDERAL LAW. MATERIAL WAS TESTED IN ACCORDANCE WITH THERIZZO INTERNATIONAL, INC. QHSE MANAGEMENT SYSTEM MANUAL, REVISION 12, DATED JANUARY 12, 2018.

Average compressive strength at 28 days (PSI)

Age Tested (Days)

Recorded Strength

(psi)

Technician:

Cylinder No.

Diameter (in)

Length (in)

Area

(in2)

Field

Max Amb. Temp. (°C) Initial Curing Method

N/A

Ambient Temp (°F)Vebe time (sec)

Specifications: 10 +/- 4 N/AN/A

Mtl. & Pot Weight (lb) N/A

Moisture Content (%)

Chase Velarde

Lab

LabStd - Tank

Compressive Strength (psi) at 28 days

2500 PSI

Field Cure Location

Field Cure Protection

N/A

27 Hrs

Concrete Temp (°F)

Tested By:

N/A

Plastic Lids

Weather Conditions

N/A

Report Issued By:

Unit Weight (pcf) 152.5

Batch Size (yd3) 0.1

Final Curing Method

Field Cure Temp. & Moisture Env.

Field Cure Time of Removal of Molds

THE ABOVE IS A TRUE COPY OF DATA ON FILE. THE TESTING RESULTS CONFORM TO THE SALES CONTRACT AND SPECIFICATION(S) AS SET FORTH IN RIZZO INTERNATIONAL ORDER

ACKNOWLEDGEMENT.

Fracture Type

InitialsDate Tested Time Tested

Time:

Air Content (%)

Field LabField

Rev. 120320

Rizzo International 3538 Peoria St. Ste. 511

Aurora, CO 80010 1/1Page 37 of 41

Project Name: Date: Time:

Sample Number:

Mix Design ID:

Truck No.:

Removed from Molds

10/5/2022 Sample Location

2:35 PM

RCV

Initial Curing

Compression-Data

7 10/11/2022 12:00 AM 1 12 6.00 28.27 59680 2111 4 RCV

7 10/11/2022 12:00 AM 2 12 6.00 28.27 60830 2151 3 RCV

21 10/25/2022 12:00 AM 3 12 6.00 28.27 81981 2900 3 RO

21 10/25/2022 12:00 AM 4 12 6.00 28.27 79947 2828 3 RO

28 11/1/2022 12:00 AM 5 12 6.00 28.27 131837 4663 3 JR

28 11/1/2022 12:00 AM 6 12 6.00 28.27 138833 4910 3 JR

50 11/23/2022 12:00 AM 7 12 6.00 28.27 127541 4511 6 JR

50 11/23/2022 12:00 AM 8 12 6.00 28.27 122485 4332 2 JR

90 1/2/2023 12:00 AM 9 12 6.00 28.27 129598 4584 3 JR

90 1/2/2023 12:00 AM 10 12 6.00 28.27 128000 4530 2 JR

N/APlacement Location:

Sample Information:

Mix Design

12.8

Western

N/ASlump (in)

Vebe Time

Ticket No.:N/A N/A

Air temp. (F)

Concrete temp. (F)

Material Test Report (FORM 17-5807A/20) Project: Oglala Dam Contract No.

Client: GEI Consultants

Compressive Strength Cylinders

12:30 PM10/4/2022Oglala Dam R. Chase VelardeChecked By:

Min. Amb. Temp (°C) N/A

N/A

Total Load (lbs)

Standard

Date:

Checked By

Referenced Standards: ASTM C172, C1064, C143, C138, C231, C31, C39, C192, C1231, C1435, C1170

THIS MATERIAL TEST REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE COMPANY. THIS REPORT ONLY PERTAINS TO THE ABOVE LISTED ITEMS INSPECTED OR TESTED. THE RECORDING OF FALSE, FICTITIOUS OR FRAUDULENT STATEMENTS OR ENTRIES ON THE CERTIFICATE MAY BE PUNISHED AS A FELONY UNDER FEDERAL LAW. MATERIAL WAS TESTED IN ACCORDANCE WITH THERIZZO INTERNATIONAL, INC. QHSE MANAGEMENT SYSTEM MANUAL, REVISION 12, DATED JANUARY 12, 2018.

Average compressive strength at 28 days (PSI)

Age Tested (Days)

Recorded Strength

(psi)

Technician:

Cylinder No.

Diameter (in)

Length (in)

Area

(in2)

Field

Max Amb. Temp. (°C) Initial Curing Method

N/A

Ambient Temp (°F)Vebe Time (sec)

Specifications: 10 +/- 4 N/AN/A

Mtl. & Pot Weight (lb) N/A

Moisture Content (%)

Chase Velarde

Lab

LabStd - Tank

Compressive Strength (psi) at 28 days

2500 PSI

Field Cure Location

Field Cure Protection

N/A

26 hrs

Concrete Temp (°F)

Tested By:

N/A

Plastic Lids

Weather Conditions

N/A

Report Issued By:

Unit Weight (pcf) 153.7

Batch Size (yd3) 10

Final Curing Method

Field Cure Temp. & Moisture Env.

Field Cure Time of Removal of Molds

THE ABOVE IS A TRUE COPY OF DATA ON FILE. THE TESTING RESULTS CONFORM TO THE SALES CONTRACT AND SPECIFICATION(S) AS SET FORTH IN RIZZO INTERNATIONAL ORDER

ACKNOWLEDGEMENT.

Fracture Type

InitialsDate Tested Time Tested

Time:

Air Content (%)

Field LabField

Rev. 120320

Rizzo International 3538 Peoria St. Ste. 511

Aurora, CO 80010 1/1

Mix Design for Oglala Dam Spillway and Outlet Works Source: Western Construction, Inc.

Material: Aggregate Preparer: Ed Zullo Date: 10/12/2022

Material Weight (lb) SG Volume (ft3/cy) % by Vol. % by Wgt

Allowable Range (lb per cy)

Meet the Requirement

(Y/N)

Coarse Aggregate 2000 2.66 12.05 44.63% 51.61% - - Fly Ash 175 2.26 1.24 4.60% 4.52% 125-200 Y Cement 175 3.15 0.89 3.30% 4.52% 125-175 Y Water 192.5 1 3.08 11.43% 4.97% 190-260 Y

Air 0.06 - 1.62 6.00% - - - Total vol. w/o fine agg. 18.89

Fine agg. Vol. 1333 2.63 8.12 30.08% 34.40% Total wgt 3875.50 100.00% Total vol. 27.01 100.03%

W/C Ratio Cemen+Flyash

0.55 350

Allowable Range (lb per cy)

Total Aggregate Vol. 20.17

Total Allowable Range (% by vol. of the tot. agg.)

Type of Aggregate

Meet the Requirement

(Y/N)

192.50 lbs water 190-260 Coarse Vol. 12.05 60%

60-64 Coarse Y

23.11 gallons water Fine Vol. 8.12 40% 36-40 Fine Y

0.00 subtract 100.0%

23.11 gallons water

192.50 corrected lbs water

Source: Bureau of Indian Affairs, Section 03 08 00: Roller Compacted Concrete, Section 2.03A.c RCC Mix Proportions.

RCC Oglala mix design v1_0.xlsx 10/12/2022 Page 39 of 41

Mix Design for Oglala Dam Spillway and Outlet Works Source: Croell, Inc.

Material: Aggregate Preparer: Ed Zullo Date: 10/12/2022

Material Weight (lb)

SG Volume (ft3/cy) % by Vol. % by Wgt Allowable Range

(lb per cy)

Meet the Requirement

(Y/N) Coarse Aggregate 2000 2.66 12.05 44.63% 51.61% - - Fly Ash 175 2.26 1.24 4.60% 4.52% 125-200 Y Cement 175 3.15 0.89 3.30% 4.52% 125-175 Y Water 192.5 1 3.08 11.43% 4.97% 190-260 Y

Air 0.06 - 1.62 6.00% - - -

Total vol. w/o fine agg 18.89

Fine agg vol . 1333.00 2.63 8.12 30.08% 34.40% Total wgt 3875.50 100.00% Total vol. 27.01 100.03%

W/C Ratio Cemen+Flyash

0.55 350

Allowable Range (lb per cy)

Total Aggregate Vol. 20.17

Total Allowable Range (% by vol. of the tot. agg.) Type of Aggregate

Meet the Requirement

(Y/N)

192.50 lbs water 190-260 Coarse Vol. 12.05 60% 60-64 Coarse Y

23.11 gallons water Fine Vol. 8.12 40% 36-40 Fine Y

0.00 subtract 100.0%

23.11 gallons water

192.50 corrected lbs water

Source: Bureau of Indian Affairs, Section 03 08 00: Roller Compacted Concrete, Section 2.03A.c RCC Mix Proportions.

RCC Oglala mix design v1_0.xlsx 10/12/2022 Page 40 of 41

Problem Statement: Determine how many buckets of aggregate are required for mix design testing Preparer: Ed Zullo Date: 10/12/2022

Required: 12 cylinders of 6 inch by 12 inch each Dimensions of Each Clyinder: 0.5x1 ft

Area, A 0.20 ft 2

Height, H 1 ft

Vol. 0.20 ft 3

No. Cyl 12

Total Vol. 2.36 ft3

Total Vol. 0.09 yd3

Aggregate

(lb/yd3) Weight

(lb)

Sample Mix by Weight

Coarse 2000 175 lb Fine 1333 116 lb

Water 192.50 lb 17 lb

Assumed loose density

(lb/ft3)

Type Agg. Volume (lb per yd3) For mix vol.

Mix Vol

(gal/ft3 No. 5 gal buckets

Coarse 20 1.75 13.06 2.6 Fine 13.33 1.16 8.70 1.7

Type Cementitious vol. (ft3per yd3) Absolute vol.

per 12 cyl

Loose vol. per 12 cyl

(ft3) Flyash 1.24 0.11 0.22 Cement 0.89 0.08 0.16

Type Cementitious weight (lb per yd3) Weight per 12 cyl (lb)

Flyash 175 15.27 Cement 175 15.27

Water Reducing

Admixture (1)

Dosage (oz/100 lbs)

Hundred Weights cementitious/ yd3

Dosage

(oz/yd3) oz/12 cyl

EUCON WR

91 1.5 3.5 10.5 0.92

Note: (1) Product to be used for water reducing admixture is EUCON WR 91.

This admixture at a dosage of approximately 1-1/2 to 2 times the normal dosage as per Sec. 03 08 00 2.03 C.

RCC Oglala mix design.xlsx 10/12/2022Page 41 of 41