Report NM09MSC-02

Albuquerque, NM 87109 NEW MEXICO DEPARTMENT OF TRANSPORTATION In Cooperation with: The US Department of Transportation Federal Highway RRES AdministrationEARCH BBUREAU

Innovation in Transportation

EXAMINING SHORT & LONG TERM PROPERTIES OF SELF-CONSOLIDATING

CONCRETE (SCC)

Prepared by: University of New Mexico Albuquerque, NM 87131

Prepared for: New Mexico Department of Transportation Research Bureau 7500B Pan American Freeway NE Albuquerque, NM 87109

In cooperation with:

The US Department of Transportation

Federal Highway Administration

Report

NM09MSC-02

MAY 2011

USDOT FHWA SUMMARY PAGE 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No.

NM09MSC-02 4. Title and Subtitle 5. Report Date

Examining Short & Long Term Properties of May 2011 Self-Consolidating Concrete (SCC) 6. Performing Organization Code.

7. Author(s) 8. Performing Organization Report No.

M.M. Reda Taha, R. Grahn, J. Hays, A.K. Reinhart 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) University of New Mexico

Department of Civil Engineering 11. Contract or Grant No. Albuquerque, NM 87131 C05253 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered

NMDOT Research Bureau Final Report 7500B Pan American Freeway March 31, 2009 - May 30, 2011

PO Box 94690 14. Sponsoring Agency Code Albuquerque, NM 87199-4690 15. Supplementary Notes

16. Abstract This report provides the results of a research study requested by New Mexico Department of Transportation (NMDOT) and conducted by University of New Mexico. The research team examined developing and characterizing self-consolidating concrete (SCC) produced using local New Mexico materials. It also includes a brief review on the state of the art of SCC. Five SCC mixes were produced using local New Mexico aggregate from two sources in New Mexico. SCC mixes are compared to normal vibrated concrete (NVC) mixes typically used in NMDOT highway projects and they were produced using the same local aggregate. Mix designs of the SCC and NVC mixes are described in detail. The plastic properties of fresh concrete are reported and discussed. Complete details on all strength and durability characteristics of SCC examined up to one year of age are discussed. The strength characteristics include compressive and flexural strength and static and dynamic modulus of elasticity. Creep and shrinkage of SCC are also studied as well as durability properties including chloride ion resistance, freeze-thaw durability, and the potential for alkali-silica reaction (ASR). The report concludes with a suggested implementation plan for using SCC in highway projects in New Mexico.

17. Key Words 18. Distribution Statement Self-Consolidating Concrete, Mechanical Available from NMDOT Research Bureau

Properties, Durability

19. Security Classi. (of this report) 20. Security Classif. (of this page) 21. No. of Pages 22. Price

None None 361 Form DOT F 1700.7 (8-72)

EXAMINING SHORT & LONG TERM PROPERTIES OF SELF-CONSOLIDATING CONCRETE (SCC )

M.M. Reda Taha R. Grahn J. Hays A.K. Reinhardt

University of New Mexico Department of Civil Engineering

Report NM09MSC-02

A Report on Research Sponsored by

New Mexico Department of Transportation Research Bureau

In Cooperation with The U.S. Department of Transportation Federal Highway Administration

May 2011

NMDOT, Research Bureau 7500-B Pan American Freeway NE Albuquerque, NM 87109 PO Box 94690 Albuquerque, Nm 87199-4690 (505) 841-9145 http://nmshtd.state.nm.us/main.asp?secid=11071 [email protected]

PREFACE

This report provides information on the mix design and short and long term properties of self-consolidating concrete (SCC) produced using local New Mexico materials. A brief review on the state of the art of SCC is included. Final mix designs, the fresh and hardened concrete properties including the mechanical and durability characteristics of SCC tested up to one year of age are described in detail. The report also provides an implementation plan for using SCC in future projects in New Mexico.

NOTICE

The United States Government and the State of New Mexico do not endorse products or manufacturers. Trade or manufacturers’ names appear herein solely because they are considered essential to the object of this report. This information is available in alternative accessible formats. To obtain an alternative format, contact the NMDOT Research Bureau, 7500-B Pan American Freeway NE, Albuquerque, NM 87109 (PO Box 94690, Albuquerque, NM 87199-4690) or by telephone (505) 841-9150.

DISCLAIMER

This report presents the results of research conducted by the authors and does not necessarily reflect the views of the New Mexico Department of Transportation. This report does not constitute a standard or specification.

ABSTRACT

This report provides the results of a research study requested by New Mexico Department of Transportation (NMDOT) and conducted by University of New Mexico. The research team examined developing and characterizing self-consolidating concrete (SCC) produced using local New Mexico materials. It also includes a brief review on the state of the art of SCC. Five SCC mixes were produced using local New Mexico aggregate from two sources in New Mexico. SCC mixes are compared to normal vibrated concrete (NVC) mixes typically used in NMDOT highway projects and they were produced using the same local aggregate. Mix designs of the SCC and NVC mixes are described in detail. The plastic properties of fresh concrete are reported and discussed. Complete details on all strength and durability characteristics of SCC examined up to one year of age are discussed. The strength characteristics include compressive and flexural strength and static and dynamic modulus of elasticity. Creep and shrinkage of SCC are also studied as well as durability properties including chloride ion resistance, freeze-thaw durability, and the potential for alkali-silica reaction (ASR). The report concludes with a suggested implementation plan for using SCC in highway projects in New Mexico.

ACKNOWLEDGMENTS

This work is funded by the New Mexico Department of Transportation (NMDOT) to University of New Mexico (UNM). The authors greatly acknowledge this support. The research team at UNM would like to extend special thanks to Virgil Valdez, Bryce Simons, Jimmy Camp, Thomas Brown, Sherman Peterson, Raymond Trujillo and Eric Lowe and other members of the Technical Committee for their advice and constructive comments throughout the course of this study.

iii

TABLE OF CONTENTS

PREFACE...... i ABSTRACT...... ii ACKNOWLEDGMENTS ...... iii TABLE OF CONTENTS...... iv LIST OF TABLES...... v LIST OF FIGURES ...... vi LIST OF APPENDICES...... x CHAPTER 1 OBJECTIVE...... 1 INTRODUCTION ...... 1 METHODS OF PRODUCING SCC ...... 1 SCC FRESH PROPERTIES...... 3 MICROSTRUCTURE CHARACTERISTICS OF SCC...... 8 STRENGTH CHARACTERISTICS OF SCC...... 9 CREEP AND SHRINKAGE OF SCC...... 11 FRACTURE OF SCC...... 14 DURABILITY CHARACTERISTICS OF SCC...... 14 FIELD APPLICATIONS OF SCC ...... 17 COST OF SCC...... 17 CONCLUSION...... 18 CHAPTER 2 OBJECTIVE ...... 19 INTRODUCTION ...... 19 RESULTS AND ANALYSIS...... 20 MATERIALS...... 20 AGGREGATE TESTING AND OPTIMIZATION ...... 20 TRIAL MIXES ...... 24 FINAL MIXES ...... 31 TESTING NVC AND SCC MIXES...... 43 FINAL RESULTS ...... 56 CONCLUSIONS...... 83 CHAPTER 3 SCC IMPLEMENTATION PLAN...... 84 GUIDELINES AND RECOMMENDATIONS ...... 84 REFERENCES ...... 87 APPENDIX...... 99 MULTIMEDIA PRESENTATION...... 99 APPENDIX B ...... 134 SCC TESTING DATASHEETS...... 134

LIST OF TABLES

TABLE 2.1 Optimal proportions of three aggregate sizes to produce NVC1...... 21 TABLE 2.2 Optimal proportions of three aggregate sizes to produce NVC2...... 21 TABLE 2.3 Optimal proportions of three aggregate sizes to produce SCC1, SCC2 mixes...... 23 TABLE 2.4 Optimal proportions of three aggregate sizes to produce SCC3, SCC4, SCC5 mixes...... 23 TABLE 2.5 Trial mix NVC1-Trial 1 ...... 24 TABLE 2.6 Trial mix NVC1-Trial 2 ...... 25 TABLE 2.7 Trial mix SCC1-Trial 1 (Not successful)...... 25 TABLE 2.8 Trial mix SCC1-Trial 2 (Not successful)...... 26 TABLE 2.9 Trial mix SCC1-Trial 3 (Successful) ...... 26 TABLE 2.10 Trial mix SCC2-Trial 1 (Successful) ...... 27 TABLE 2.11 Trial mix NVC2-Trial 1 (Not successful)...... 27 TABLE 2.12 Trial mix NVC2-Trial 2 ...... 28 TABLE 2.13 Trial mix SCC3-Trial 1...... 28 TABLE 2.14 Trial mix SCC3-Trial 2...... 29 TABLE 2.15 Trial mix SCC4-Trial 1...... 29 TABLE 2.16 Trial mix SCC4-Trial 2...... 30 TABLE 2.17 Trial mix SCC5-Trial 1...... 30 TABLE 2.18 Trial mix SCC5-Trial 2...... 31 TABLE 2.19 Final mix NVC1 - See Details in Appendix B...... 32 TABLE 2.20 Final mix SCC1-See Details in Appendix B...... 32 TABLE 2.21 Final mix SCC2-See Details in Appendix B...... 33 TABLE 2.22 Final mix SCC3-See Details in Appendix B...... 33 TABLE 2.23 Final mix SCC4-See Details in Appendix B...... 34 TABLE 2.24 Final mix SCC5-See Details in Appendix B...... 34 TABLE 2.25 Final mix NVC2-See Details in Appendix B...... 35 TABLE 2.26 Final mix NVC1 - See Details in Appendix B...... 57 TABLE 2.27 Final mix SCC1 -See Details in Appendix B...... 58 TABLE 2.28 Final mix SCC2 -See Details in Appendix B...... 58 TABLE 2.29 Final mix SCC3 -See Details in Appendix B...... 68 TABLE 2.30 Final mix SCC4 -See Details in Appendix B...... 68 TABLE 2.31 Final mix SCC5 -See Details in Appendix B...... 69 TABLE 2.32 Final mix NVC2 -See Details in Appendix B...... 69 TABLE 3.1 SCC flowability classification based on slump flow...... 85

TABLE 3.2 SCC viscosity classification based on T50...... 85 TABLE 3.3 SCC passability classification based on L-Box height ratio...... 85

LIST OF FIGURES

FIGURE 1.1 Schematic representation of (a) Mechanism of Blockage (b) Mechanism of self compactability produced in SCC mixes...... 2 FIGURE 1.2 Schematics of the slump flow test set up showing the required measurements typically performed for SCC...... 4 FIGURE 1.3 Schematic of V-Funnel Test...... 5 FIGURE 1.4 J-ring test setup...... 6 FIGURE 1.5 U-ring test setup and typical dimensions...... 6 FIGURE 1.6 L-box test apparatus with 3 rebar barriers ...... 7 FIGURE 1.7 Sieve segregation test...... 8 FIGURE 1.8 Interface between an aggregate particle and cement paste (52)...... 9 FIGURE 1.9 Elastic modulus versus compressive strength in NVC and SCC (53)...... 11 FIGURE 1.10 Fracture toughness versus volume of cement paste (87)...... 14 FIGURE 1.11 Visual results of SCC specimens subject to the dual action of frost resistance and sulfate attack (112)...... 16 FIGURE 2.1 Optimal combined aggregate for NVC1 versus Lafarge aggregate...... 21 FIGURE 2.2 (a) Optimal combined aggregate for NVC2 versus aggregate reported by Rivera, and (b) UNM gradation with Sieve Sizes raised to the 0.45 power...... 22 FIGURE 2.3 Optimal combined aggregate grading to produce SCC1 and SCC2 mixes. 23 FIGURE 2.4 Optimal combined aggregate grading to produce SCC3, SCC4 and SCC5 mixes compared with SCC1 and SCC2...... 24 FIGURE 2.5 (a) and (b) Mixing of NVC1 and SCC1 mixes in 10 cubic ft mixer...... 36 FIGURE 2.6 Slump testing of NVC...... 37 FIGURE 2.7 Flow diameter measurements of SCC1...... 37 FIGURE 2.8 Flow test of SCC1 showing flow diameter...... 38 FIGURE 2.9 A close look at SCC1 fresh concrete showing no bleeding of concrete...... 38 FIGURE 2.10 Flow test of SCC3 showing flow diameter...... 38 FIGURE 2.11 L-box testing of SCC1...... 39 FIGURE 2.12 L-Box testing of SCC1 showing SCC1 mix to flow through the rods...... 39 FIGURE 2.13 L-Box testing of SCC3 showing SCC3 mix to flow through the rods...... 40 FIGURE 2.14 Casting NVC and SCC batches...... 40 FIGURE 2.15 (a) Casting and (b) finishing concrete beams for NVC1 and SCC2...... 41 FIGURE 2.16 (a), (b) and (c) Air content measurements of NVC1 and SCC1 mixes by pressure method...... 42 FIGURE 2.17 Air content measurements of SCC3 mixes by pressure method...... 43 FIGURE 2.18 Water curing tanks with automatic heaters and thermostat for controlling curing temperature at 73 oF...... 43

FIGURE 2.19 7-day compressive strength and modulus of elasticity testing of SCC4. .. 45 FIGURE 2.20 Fracture of 7-day compressive strength specimen of (a) SCC1 and (b) SCC3...... 45 FIGURE 2.21 Modulus of elasticity test for NVC1...... 46 FIGURE 2.22 7-day flexural strength specimens for SCC1...... 46 FIGURE 2.23 Failure of 7-day flexural strength specimens for SCC1...... 46 FIGURE 2.25 7-day tension test for SCC1...... 47 FIGURE 2.26 Failure of 7-day tensile strength specimen for SCC1...... 47 FIGURE 2.27 Creep frame and set-up showing the sealed and unsealed specimens with the Demec points and the steel end caps...... 48 FIGURE 2.28 Creep test set-up showing the humidifier used to maintain the humidity environment at relative humidity RH = 50%...... 49 FIGURE 2.29 Mechanical caliber used to measure creep displacement...... 49 FIGURE 2.30 Shrinkage prism and measurement set-up...... 50 FIGURE 2.31 Vacuum desiccator for rapid chloride ion permeability test...... 50 FIGURE 2.32 Rapid chloride ion permeability test on NVC1...... 51 FIGURE 2.33 Freeze-thaw equipment to test freeze-thaw resistance of SCC...... 52 FIGURE 2.34 SCC specimens placed in freeze-thaw apparatus...... 52 FIGURE 2.35 Prismatic specimen exposed to 108 freeze-thaw cycles...... 53 FIGURE 2.36 Prismatic concrete specimen positioned to determine transverse resonant frequency...... 53 FIGURE 2.37 Proportioned aggregate for making mortar sand...... 55 FIGURE 2.38 Mortar bars used for measuring length change due to ASR...... 55 FIGURE 2.39 ASR testing (a) Specimens in storage for temperature control, (b) specimens measured for length using length comparator...... 56 FIGURE 2.40 Comparison between the compressive strength of NVC1, SCC1 and SCC2...... 59 FIGURE 2.41 Comparison between the tensile strength of NVC1, SCC1 and SCC2. .... 60 FIGURE 2.42 Comparison between the modulus of rupture of NVC1, SCC1 and SCC2...... 60 FIGURE 2.43 Comparison between the modulus of elasticity of NVC1, SCC1 and SCC2...... 61 FIGURE 2.44 Basic creep compliance NVC1 (1 mm2/N = 0.007 in2/lb)...... 61 FIGURE 2.45 Basic creep compliance SCC1 (1 mm2/N = 0.007 in2/lb)...... 62 FIGURE 2.46 Basic creep compliance SCC2 (1 mm2/N = 0.007 in2/lb)...... 62 FIGURE 2.47 Total creep compliance NVC1 (1 mm2/N = 0.007 in2/lb)...... 63 FIGURE 2.48 Total creep compliance SCC1 (1 mm2/N = 0.007 in2/lb)...... 63 FIGURE 2.49 Total creep compliance SCC2 (1 mm2/N = 0.007 in2/lb)...... 64 FIGURE 2.50 Comparison of 56 days ultimate creep compliance for NVC1, SCC1 and SCC2...... 64

vii

FIGURE 2.51 Comparison of 56 days maximum creep coefficient for NVC1, SCC1 and SCC2...... 65 FIGURE 2.52 Electrical current in RCPT test for NVC1...... 65 FIGURE 2.53 Electrical current in RCPT test for SCC1...... 66 FIGURE 2.54 Electrical current in RCPT test for SCC2...... 66 FIGURE 2.55 Comparison of maximum electrical charge in RCPT for NVC1, SCC1 and SCC2...... 67 FIGURE 2.56 Comparison between the compressive strength of NVC2, SCC2, SCC4 and SCC5...... 70 FIGURE 2.57 Comparison between the modulus of rupture of NVC2, SCC3, SCC4 and SCC5...... 71 FIGURE 2.58 Comparison between the modulus of elasticity of NVC2, SCC3, SCC4 and SCC5...... 71 FIGURE 2.59 Basic creep compliance SCC3 (1 mm2/N = 0.007 in2/lb)...... 72 FIGURE 2.60 Basic creep compliance SCC4 (1 mm2/N = 0.007 in2/lb)...... 72 FIGURE 2.61 Basic creep compliance SCC5 (1 mm2/N = 0.007 in2/lb)...... 73 FIGURE 2.62 Basic creep compliance NVC2 (1 mm2/N = 0.007 in2/lb)...... 73 FIGURE 2.63 Total creep compliance SCC3 (1 mm2/N = 0.007 in2/lb)...... 74 FIGURE 2.64 Total creep compliance SCC4 (1 mm2/N = 0.007 in2/lb)...... 74 FIGURE 2.65 Total creep compliance SCC5 (1 mm2/N = 0.007 in2/lb)...... 75 FIGURE 2.66 Total creep compliance NVC2 (1 mm2/N = 0.007 in2/lb)...... 75 FIGURE 2.67 Comparison between the total creep of each concrete mixture at 56 days.76 FIGURE 2.68 Comparison between the ultimate creep coefficient of each concrete 56 days...... 76 FIGURE 2.69 Electrical current in RCPT test for SCC3...... 77 FIGURE 2.70 Electrical current in RCPT test for SCC4...... 77 FIGURE 2.71 Electrical current in RCPT test for SCC5...... 78 FIGURE 2.72 Electrical current in RCPT test for NVC2...... 78 FIGURE 2.73 Comparison of maximum electrical charge for NVC2, SCC3, SCC4, and SCC5...... 79 FIGURE 2.74 Relative dynamic modulus of elasticity versus number of freeze-thaw cycles for SCC and NVC showing damage propagation due to freeze-thaw cycles...... 79 FIGURE 2.75 Freeze-thaw first durability index FTDI-1(n/n0) for SCC3, SCC4, SCC5 and NVC2...... 80 FIGURE 2.76 Freeze-thaw second durability index FTDI-2 (E300/E0) for SCC3, SCC4, SCC5 and NVC2...... 80 FIGURE 2.77 Expansion with time using the Placitas aggregate source...... 81 FIGURE 2.78 Expansion with time using the Griego & Sons aggregate source...... 81

viii

FIGURE 2.79 Expansion with time providing chemical admixtures used to make SCC...... 82 FIGURE 2.80 Comparison between ordinary mortar, and mortar containing admixtures used to make SCC...... 82

LIST OF APPENDICES

APPENDIX A...... 99 MULTIMEDIA PRESENTATION...... 99 APPENDIX B ...... 134 SCC TESTING DATASHEETS...... 134

CHAPTER 1 OBJECTIVE

The objective of this chapter is to report on the state of the art of self-consolidating concrete (SCC) and its applications. A history of the design and development of SCC as well as the most recent findings on SCC are discussed and field applications of successful implementation of SCC cases are reviewed.

INTRODUCTION Self-consolidating concrete (SCC), also referenced as “self-compacting concrete”, is a relatively new type of high performance concrete (HPC) that is characterized by its enhanced flowability. Development of SCC dates back to the mid-1980s with the first fully developed prototype mix completed in 1988 in Japan by Ozawa et al. (1). Since then, SCC has gained significant momentum and has been used successfully in numerous bridges and structures (2-4). SCC is characterized by its ability to flow under its own weight without aggregate segregation or bleeding while maintaining a constant moderate viscosity. This allows placing SCC without the need for mechanical consolidation. SCC can flow through tight sections and areas with highly congested reinforcement, filling all corners of formwork without any separation of its constituent materials. The development of SCC represents one of the most outstanding recent advances in concrete technology.

METHODS OF PRODUCING SCC

SCC is typically produced using one of two different methods, which result in different hardened properties. These two methods can be classified as Powder-type SCC and viscosity modifying admixture- (VMA) type SCC. It should be noted that this classification is used for simplification of SCC mix design and not to indicate that some other intermediate SCC mixture types are not possible. On the contrary, SCC used in the field today is balanced between powder-type and VMA-type SCC (5-10).

The first type: Powder-type SCC uses superplasticizers, a low water to cementitious materials ratio and a limited aggregate content. Limiting the coarse aggregate content reduces the frequency of collision and contact between coarse aggregate particles. A high frequency of contact and collision results in increasing internal stress and friction when the concrete is deformed, resulting in blockage of aggregate particles near barriers. Limiting the amount of fine aggregate in the mix reduces the pressure transfer between coarse aggregate particles.

A highly viscous paste also reduces the local internal stress when coarse aggregates approach the barriers. Thus, a relatively low water cementitious ratio is needed to increase the viscosity of the cement paste. Keeping the water cementitious ratio low and the degree of deformity high requires the use of superplasticizers (11). Fig. 1.1 shows both the mechanism of blockage and self compactability of concrete flowing under its own weight. To compensate for the small aggregate content and reduce cost, large amounts of cementitious fillers such as silica fume, fly ash or limestone powder are typically used in Powder-type SCC.

The second type: VMA-type SCC develops SCC by incorporating VMA (also known as viscosity enhancing admixtures (VEA)). Typical VMAs are water-soluble polysaccharides that increase cement paste’s ability to retain water (7). Thus, adding VMA modifies the concrete’s cohesion, while allowing the mix to retain fluidity (12-14). VMAs decrease the flow and kinetic energy of the concrete by increasing viscosity eliminating the need for having a low water/cementitious ratio (w/cm). Adding more water exponentially reduces the viscosity making it advantageous to add VMAs. Since adding small amounts of water drastically affects viscosity, it is sometimes difficult to separate the low water cementitious mixes from the mixes produced with VMA (15). Coarse Aggregate

Obstacle

Blockage

(a) Coarse Aggregate

Obstacle Fine Aggregate

Passing

(b) FIGURE 1.1 Schematic representation of (a) Mechanism of Blockage (b) Mechanism of self compactability produced in SCC mixes.

Khayat (7) showed that an optimal combination of superplasticizer and VMA produces a fluid mix with resistance to washout (segregation). It has been further shown that for SCC mixes, the incorporation of a VMA results in an increase in filling capacity while also resulting in the reduction of surface settlement and washout mass (16-17). Khayat (7) reported the usage of VMAs to enhance the stability of highly flowable SCC. It was shown that increasing the VMA content from 0.025% to 0.075% (by weight) in mixes containing silica fume and fly ash resulted

in a substantial reduction in settlement even though both mixes had similar flowability. It has also been reported that concretes with a high percentage of VMA showed up to a 61% increase in filling capacity (7, 13, 18).

The National Cooperative Highway Research Program (NCHRP) Report No. 628 stated that SCC mixes with a 0.40 w/cm and a low dose superplasticizer exhibited enhanced static stability when a VMA was introduced (2). Incorporating VMAs was also found to result in slow development of early age properties. The report recommended the use of VMAs for concretes with a w/cm higher than 0.40 and noted that VMA can be used in mixes below 0.40 to create a highly stable SCC. It should be noted that high dosages of VMAs greatly increases the need for superplasticizers (2).

SCC FRESH PROPERTIES

SCC mixes are mainly defined by their fresh state properties. The fresh characteristics that define SCC mixes include:

 Flowability – ability of fresh concrete to flow under its own weight.  Viscosity – the resistance to flow once fluidity has been initiated.  Passability – ability of the concrete to flow under its own weight through tightly spaced formwork and/or rebar without segregation or blocking.  Segregation Resistance – ability of the concrete to sustain a homogenous composition in a fresh state (12).

Several different techniques to determine the behavior of SCC mixes in the fresh state have been developed. To measure flowability a slump flow test is commonly used. The slump flow test requires the use of the same equipment required for a typical slump test except it requires no consolidation (no rod compaction) (12, 19). The fresh concrete is filled to the top of the cone with no mechanical consolidation, while resting on a large moist base plate placed on level ground. The cone is then removed and the concrete is allowed to flow. The largest diameter and a diameter at a right angle to the largest diameter are then measured and the mean of these values is considered the slump flow. Slump flow is a strong measure of concrete flowability. Fig. 1.2 shows a set-up of a typical slump flow test with the two required measurements. This value describes the ability of the concrete to flow under unconstrained conditions (2, 12, 20-22).

Slump Cone

Base Plate

FIGURE 1.2 Schematics of the slump flow test set up showing the required measurements typically performed for SCC.

There are three classification ranges of slump flow; SF1, SF2 and SF3. In the SF1 class, the slump flow ranges between 550-650 mm (21.5–25.5 inch). The typical applications of SF1 mixes include concrete structures with slight reinforcement, pump injecting systems and small enough sections to prevent horizontal flow. The next class, SF2, describes mixes with a slump flow in the range of 660-750 mm (26–29.5 inch). This range works for most field applications including walls and columns. Finally, the SF3 class describes concrete mixes with a slump flow ranging between 760-850 mm (30–33.5 inch). Concretes within this class are typically used in situations with highly congested rebar or structures with complex shapes. Mixes of this class typically perform better than SF2 classified mixes in vertical casting applications. SF3 mixes are also known to give a better finish than the other two classes. Segregation control of SCC is a complex problem. When concretes with a slump flow of over 850 mm (33.5 inch) are used, special attention must be given to limit concrete segregation (12, 23-26).

The next rheological property defining SCC mixes is viscosity. Common tests that are typically used to measure viscosity include the T500 flow time, funnel flow tests and the Orimet test (27). The T500 flow time test is performed in conjunction with the slump flow test. In this test, a 500 mm circle is marked on the base plate used in the slump flow test. The slump cone is placed in the middle of the circle and filled with concrete as described in the slump flow test. The time that it takes for the flowing concrete to reach the circle is recorded as the T500. This value is related to the viscosity because it describes the rate of flow. For example, low viscosity concretes will flow very quickly at the onset, and then stop flowing after only a short period of time. The T500 test results can be placed into two categories, low (VS1) or high (VS2). The VS1 represents concretes with a flow time of less than two seconds and the VS2 represents concretes with a flow time greater than 2 seconds. VS1 mixes are used in applications with highly congested reinforcement and usually result in the best surface finish. These mixes are highly prone to segregation and VS2 mixes have a higher resistance to segregation than VS1 mixes but might be challenging to produce perfect surface finish (12, 28).

Two different types of funnels are typically used for the funnel flow test, the o-shaped funnel and the v-shaped funnel. Concrete is filled to the top of the funnel and then a water tight hinged gate at the bottom of the funnel is opened releasing the concrete. The time required for the concrete to fully vacate the funnel is then measured. The time it takes for the concrete to flow out of the funnel gives an indication to the level of its viscosity by correlating the flow rate to viscosity (16-17, 23, 29-35). The v-shaped funnel flow test shown in Fig. 1.3 can be categorized into high and low viscosity categories corresponding to the T500 classifications. The low viscosity funnel classification, or VF1, represents concretes with a funnel flow of less than 8 seconds. The high viscosity classification (VF2) represents v-funnel flow times within a range of 9 and 25 seconds (17, 20, 30).

FIGURE 1.3 Schematic of V-Funnel Test.

Another important fresh property of SCC is passability. Common tests to measure the passability of SCC include the J-Ring, U-box and L-box tests. The J-ring test shown in Fig. 1.4 must be used in conjunction with the Abram’s cone or the Orimet test set-up. In this test, a ring with variable spaced rebar simulating the reinforcement configuration is placed over the outside of the cone. The cone is raised and the concrete flows from the inside of the ring to the outside of the ring. The concrete spreads with and without the presence of the ring are measured and the difference between measurements represents the level of passability (12, 17, 20, 29, 35-36).

100 mm (4in)

3 0 m m

1( 2 ni )

200 mm (8in)

300 mm (12in)

FIGURE 1.4 J-ring test setup.

The U-box test involves constructing a u-shaped box divided by a rebar barrier fitted with a gate. Concrete is filled into one side of the box and the gate is released allowing the concrete to flow through the barrier. The difference in height of the concrete on the two sides of the box represents the passability (12, 20, 23-24, 29, 36). The U-ring test is shown schematically in Fig. 1.5.

FIGURE 1.5 U-ring test setup and typical dimensions.

The L-box test uses the same principles used in the U-box test except the apparatus has an L- shape. The L-box test has two configurations, one with two rebar barriers and one with three rebar barriers that represent a highly congested situation. As in the U-box test, concrete is filled into the vertical section of the test apparatus and a gate is opened releasing the concrete through a rebar barrier. A mean height of the concrete in the vertical section (H1) and a mean height of the concrete in the horizontal section (H2) are found from measurements at three positions (12).

The ratio of these two mean heights, H1 and H2, represents the measure of passability known as the passability ratio (12, 17, 20, 23, 30, 34-35, 37-40). Fig. 1.6 shows a schematic of the L-box apparatus with three rebar barriers representing a highly congested situation. The passability ratios are classified as either PA1 or PA2. PA1 represents concretes with an L-box ratio of 0.8 and above for tests performed with two rebar barriers and PA2 represents concretes with a ratio of 0.8 and above for tests with three rebar barriers.

FIGURE 1.6 L-box test apparatus with 3 rebar barriers.

Segregation resistance of the fresh concrete mixes can be measured through penetration tests, a settlement column test or a sieve segregation test. The sieve segregation test, shown below in Fig. 1.7, involves pouring concrete over a 5 mm (3/16 in) sieve and measuring the amount of mortar passing through in a two-minute period. The percentage of mortar passing through the sieve represents the measure of segregation resistance (12, 23-24, 36). The segregation resistance classes are SR1 for a segregation percentage less than or equal to 20% and SR2 for a segregation percentage less than or equal to 15%. SR1 is appropriate for applications with a confinement gap of less than 5 m (16.0 ft) and a flow distance of more than 80 mm (3 in). On the other hand, the SR2 mixes are applicable for situations with a confinement gap of more than 5 m (16.0 ft) and a flow distance of less than 80 mm (3 in) (12, 23-24, 36).

Many researchers reported problems in obtaining target air content using conventional air- entrainment admixtures in SCC (41-44). Flowability of SCC can cause air-bubbles present in air- entrained SCC to become unstable. New generation superplasticizers used to commonly achieve SCC fresh properties were shown to deteriorate air system stability (44). It has been

recommended to use anti-foaming admixtures in SCC mixes, similar to that used with latex modified concrete, to counteract the excessive air developed in SCC (41, 44).

FIGURE 1.7 Sieve segregation test.

MICROSTRUCTURE CHARACTERISTICS OF SCC

SCC mixes are reported to have a different microstructure when compared with normal vibrated concrete (NVC) mixes. The main reasons for a difference in the microstructure of SCC include; mixture composition (presence of fillers), high amounts of superplasticizers and the absence of vibration (45). Among the differences between the microstructure, the most pronounced seems to be the characteristics of the interfacial transition zone (ITZ). In fact, quantitative analyses with optical and scanning electron microscopes (28) showed NVC to have a larger and more porous ITZ when compared with SCC. The reason for the higher porosity in the ITZ of NVC is believed to be the accumulation of pore fluid due to vibration, which is not present in SCC (45). Likewise, the presence of a stronger ITZ and less porous microstructure in SCC might be the reduction in internal bleeding of fresh SCC (46-49).

The pozzolans typically used in SCCs are known to alter the hydration process, thus altering the microstructure, For example, in Powder-type SCCs where limestone is used as the filler, researchers observed a shorting of the dormant period of hydration, accelerated hydration reactions following the dormant period and sometimes three peaks in the heat production rate (45). In SCC mixes where fly ash was used as a filler, researchers observed retardation of the acceleration period, decrease in the second peak of hydration, and again, the appearance of a third peak (50-51).

An enhanced microstructure is also expected in high strength Powder-type SCCs. In fact, a microstructural investigation conducted by El-Dieb of an ultra-high-strength SCC incorporating steel fibers indicated a dense microstructure, especially in the ITZ between the paste and aggregate particles (52). Fig. 1.8 shows SEM images of the interface between aggregate particles and cement paste.

FIGURE 1.8 Interface between an aggregate particle and cement paste (52).

STRENGTH CHARACTERISTICS OF SCC

Due to the vast differences in constituent materials and fresh properties used to produce SCCs, hardened properties are typically expected to differ from those of NVC. SCC mixes show high variations in hardened properties because of the wide range of material and mix proportions used for producing SCC (53). The enhancement in SCC microstructure is reflected in improved properties such as strength, bond to steel reinforcement and durability characteristics. Researchers found an improvement in strength particularly in Powder-type SCC mixes. It was shown that SCC mixes containing limestone had a significant increase in compressive strength at early ages in comparison with NVC mixes with similar water to cementitious ratios (53-54).

Gesoglu and Ozbay (42) showed that SCC mixes with blends of silica fume and ground granulated blast furnace slag exhibited higher compressive strength in comparison with a control mix containing only Portland cement. On the other hand, experiments by Sahmaran and Yaman (43) showed a reduction in compressive strength in fiber reinforced SCC mixes containing 50% coarse fly ash as a partial replacement for cement. Sukumar et al. (41) developed early strength gain relationships for various SCC mixes incorporating high volumes of fly ash to account for the difference in comparison to NVC mixes. Other materials used to produce SCC mixes were shown to have an effect on compressive strength. Topcu and Bilir (55) reported that replacing aggregates with rubber particles increased the workability but decreased the compressive strength of SCC. In addition, Andic-Cakir et al. (56) showed a loss of strength greater than the reduction in unit weight when developing SCC mixes with light weight aggregates. Golaszewski (57) reported a negative effect of VMAs on the compressive strength of superplasticized mortars and recommended assessing the strength and rheological properties of the superplasticizer- VMA-cement system before its use in producing SCC.

Domone (53) reported a difference between the relationship between cube and cylinder strength of SCC different than that typically observed with NVC. An average difference of 4 MPa rather than 8MPa was found between SCC cubes and cylinders (53). This was attributed to the relatively smoother crack surfaces present in SCC because of the lower content of coarse aggregate compared with NVC (53). Hence, SCC cube strength will have lower strength than that of NVC as shear movement can occur at relatively lower stress levels. On the other hand, a review of the experimental results 70 recent mixes of SCC showed no significant difference between SCC and NVC mixes from the splitting tensile strength and the modulus of rupture (53).

Khayat et al. (58) reported uniform strength distribution and low variability of SCC walls tested in situ. Core samples showed very low strength variation. Similar observations of the high

uniformity of reinforced concrete columns made of SCC were reported by Abou-Zeid et al. (59). Mukai et al. (60) reported the possible proportioning of SCC mixtures incorporating fly ash with high early strength of 30 MPa (4000 psi) at 16 hours under steam curing. Khayat et al. (61) reported SCC columns to exhibit greater ductility than similar NVC columns of similar strength. The distribution of in-place properties along the height of unreinforced columns was found to be more homogeneous in SCC than NVC. Restrepo et al. (62) showed SCC to have a comparable ductility to NVC in seismic applications and the ability to form flexural plastic hinges. SCC was shown able to sustain drift levels of approximately 4% without failure. SCC was also shown to produce enhanced bond to steel reinforcement compared with NVC mixes (53, 63-68). In addition, SCC mixes where shown to be less vulnerable to top bar effect in comparison with NVC mixes (63-64, 69). This allows reducing the prestressing transfer length when SCC is used in prestressed concrete (70).

Naito et al. (71) reported SCC with high mechanical characteristics, including shear and flexural strengths, for use in bulb-T girder. Hegger et al. (72) also reported on the enhanced shear strength of SCC compared with NVC. Choulli et al. (73) reported that SCC shear strength is equal or less than its counterpart NVC, but SCC showed more ductile shear failure compared with NVC. Greenough and Nehdi (74) reported the need for steel-fiber SCC to have shear strengths that are significantly higher than NVC. It was shown that the steel-fiber in SCC can be used to replace the minimum shear reinforcement. Hansen et al. (75) reported SCC to have a slightly less shear strength than NVC. The ultimate shear strength of SCC beams was found to be slightly lower than that of NVC beams and the difference was more pronounced with the reduction of longitudinal steel reinforcement and increased beam depth. Similarly, De La Cruz et al. (76) reported SCC to have lower shear strength than NVC and that the difference diminished when SCC beams were prestressed.

As SCC mixes contain smaller amount of coarse aggregates than NVC mixes, SCC mixes are expected to have a lower Young’s modulus of elasticity than NVC mixes. Domone (53) compared the elastic modulus of SCC mixes found from over 70 recent studies with those of NVC mixes. Fig. 1.9 shows the relationship between elastic modulus and compressive strength. At low strength levels it was found that SCC mixes typically have an average stiffness of about 40% lower than NVC mixes of similar strength. At higher strength levels, this difference was reduced to less than 5% (53). Schindler et al. (77) reported that on average, the modulus of elasticity of SCC to be comparable and not significantly different than that of NVC.

FIGURE 1.9 Elastic modulus versus compressive strength in NVC and SCC (53).

Turatsinze and Garros (78) used rubber aggregates as a partial replacement for natural aggregates and found that the incorporation of the rubber aggregates reduced SCC elastic modulus. They further found that with the use of the rubber aggregates the modulus of SCC mixes could not be predicted with the typical relation to compressive strength, as in NVC (78). Kou and Poon (79) used recycled glass cullet as a partial replacement for sand and granite in producing SCC mixes. They found that increasing the percentage of glass replacement resulted in a reduction of the SCCs’ elastic modulus (79).

CREEP AND SHRINKAGE OF SCC

Existing literature reports contradict information regarding creep and shrinkage of SCC compared with NVC (42-43, 48, 80-87). Such conflicting reports make it difficult for structural designers to accurately consider time-dependent deformations when SCC is used for prestressed concrete elements. Rols et al. (88) found that SCC mixes incorporating starch and precipitated silica as VMAs exhibited drying shrinkage strains 50% higher than NVC mixes with similar cement content. This was attributed to the fact that SCC contains a higher volume of mortar compared with typical NVC mixes. These findings showed the necessity to provide good field curing of SCC to prevent cracking (88). Turcry and Loukili (89) also recommend careful field curing of SCC due to its vulnerability to early shrinkage cracks (89-90). Researchers further confirmed shrinkage in SCC to increase as the volume of cement paste increased (57, 87). Reinhardt et al. (84) reported SCC incorporating fly ash to have a higher shrinkage than NVC. Shrinkage of SCC was shown to be a function of the fly ash content.

Other researchers found shrinkage of SCC to be in line with that of NVC. Bouzoubaâ and Lachemi (91) investigated SCC mixes with a constant cementitious content and water/cementitious material ratios ranging from 0.35 to 0.45. The mixes incorporated Class F fly ash as a partial replacement for cement (40%, 50%, and 60%). Concrete samples were cured in

lime-saturated water for 7 days. Drying shrinkage of strain of these mixes was found not to exceed 600 microstrains after 224 days (91). Drying shrinkage of these SCC mixes did not differ significantly from the drying shrinkage of a control air-entrained NVC mix containing no fly ash. Sahmaran et al. (38) showed SCC mixes with a high volume of low-lime and high-lime fly ash exhibited a lower shrinkage strain at 365 days in comparison with a control mix containing no fly ash. This was attributed to the matrix densification due to fly ash addition, which could have prevented internal moisture losses (38).

Shi and Wu (92) compared lightweight SCC mixes containing Class F fly ash and glass powder as filler materials used for enhancing fresh properties. Incorporating glass powder was found to increase the drying shrinkage strain in comparison with SCC mixes containing fly ash. Turkmen and Kantarci (93) reported a reduction in drying shrinkage when introducing expanded perlite aggregate into SCC mixes. As the moisture content of the perlite aggregate increased, the drying shrinkage decreased.

Using a database including drying shrinkage test results 93 SCC mixes found in the literature, Fernandez-Gomez and Landsberger (94) evaluated the ability of popular shrinkage models (CEB-FIP 1990, EHE, ACI 209R, B3, and GL2000) to predict shrinkage of SCC. Using statistical methods it was found that the ACIR209R and B3 gave the best estimates for predicting shrinkage of SCC. The CEB-FIB 1990, EHE, and GL2000 typically underestimated shrinkage of SCC. The models estimated shrinkage better for mixes with strengths less than 45MPa (6525psi). Heirman et al. (95) suggested a modification to the CEB-FIP MC-90 model to accurately predict drying shrinkage for limestone type SCC was recommended (95).

Similarly, researchers presented conflicting findings on creep of SCC (42, 80-86). Persson (81) examined the creep of four SCC and four NVC mixes with w/cm ratios varying between 0.24 and 0.80. Specimens were loaded at stress to strength levels of 0.20, 0.40, 0.55, and 0.70 at ages which varied between 2 and 90 days using traditional spring loading devices. From these experiments, it was found that the SCC mixes both young and mature at the time loading, performed creep similar to that of NVC mixes when the strength was held constant. It was found that creep of both SCC and NVC mixes increased similarly when the specimens were loaded at a young age. Persson (82) reported creep of the High-Performance SCC to be similar to that of NVC.

Heirman et al. (95) investigated creep of Powder-type SCC mixes made with readily available materials incorporating a limestone powder as mineral filler. After 28 days of standard curing, specimens were loaded with creep frames incorporating a flat hydraulic jack to stress to strength levels ranging from 0.28 to 0.37. These test revealed that the SCC mixes experienced higher creep deformations in comparison with a control NVC. The CEB-FIP Model Code (MC-90) was shown to be able to predict SCC creep accurately. On the contrary, Sukumar et al. (41) reported SCC incorporating fly ash and VMA to experience less total creep strain in comparison with NVC specimens.

Seng and Shima (96) compared creep of SCC mixes with varying limestone filler contents to a control NVC mix. Specimens were air-cured at a relative humidity of 60 ± 5% for four days and were loaded at 40% of the compressive strength. While creep was shown to increase with

increasing limestone content, creep of SCC was reported to be comparable to NVC. Similar findings were reported by Collepardi et al. (97) for SCC mixes containing limestone powder. Collepardi et al. (97) also reported SCC mix containing fly ash exhibited higher creep in comparison. This was attributed to unreacted fly ash which was thought to be deformed upon specimen loading.

Lowke and Schießl (98) investigated the effect of powder content and VMAs on the creep and shrinkage of SCC mixes. Creep and shrinkage of SCC were not significantly affected by the VMAs used. It was shown that an increase in air voids due to adding air-entrainment increased creep and shrinkage of SCC significantly. It was also found that the SCC mixes with the lower limestone powder content exhibited higher creep in comparison with the SCC mixes containing high limestone content. The reduction of limestone powder also resulted in at a coarser pore structure which appeared to favor creep and shrinkage (98).

Mazzotti and Ceccoli (99) investigated creep and shrinkage of four SCC mixes with different types and amounts of cement. A fixed dosage of a combine super plasticizer and VMA was used. Three mixes were cured in water for 2 days and stored in a relative humidity of 60% until the time of testing, while one mix was moist cured until one day before testing. Specimens were loaded at 7 and 28 days to 36% and 55% of compressive strength at time of loading. Shrinkage tests indicated that increasing the cement content resulted in significantly higher total shrinkage. The CEB-FIP MC90 creep model was reported to underestimate creep by about 30 to 60%. A modification factor based on cement to lime stone powder ratio was suggested for accurate creep modeling.

Maia et al. (100) investigated creep and shrinkage of SCC mixes containing high, medium and low paste contents. All three SCC mixes contained Portland cement, limestone filler, superplasticizer, two types (fine and coarse) of siliceous sand, and coarse crushed stone granite. It was reported that SCC with low paste content exhibited the highest creep when loaded at 24 hours. The different mixes did not exhibit a significant difference in creep from the control specimens when loaded at 3 and 7 days and shrinkage strains were shown to be directly correlated to the cement paste volume in SCC.

Reinhardt et al. (84) investigated total and basic creep of VMA-type SCC mixes containing variable amounts of fly ash as a partial replacement of cement. SCC was cured in a standard lime-water bath for 10 days and loaded to a stress strength ratio of 35% of the compressive strength at time of loading. This investigation showed creep compliance of SCC mixes to increase with increasing amounts of fly ash replacement. SCC mixes exhibited a higher amount of creep compliance in comparison with a control NVC mix containing no fly ash. Reda Taha et al. (101) showed nano and macro creep of SCC to be strongly correlated. Nanocreep was extracted from nanoindentation experiments involving continuous compliance measurements.

Wustholz and Reinhardt (102) examined the deformation behavior of three SCC mixes of different compressive strengths under direct tensile loading. These test revealed that SCC exposed to direct tensile stress can experience a phenomena coined stress-induced shrinkage. In fact, shrinkage strains observed on loaded specimens were higher than that of drying shrinkage specimens.

Turcry and Loukili (90) examined cracking tendency of SCC. Restrained shrinkage ring tests revealed that SCC mixes exhibited an equivalent cracking tendency in comparison with NVC mixes of similar compressive strength. Hwang and Khayat (103) investigated the effects of the inclusion of fibers in SCC mixes used for repair applications. Synthetic chopped fibers were shown able reduce the cracking potential of SCC regardless of fiber type. An increase of 0.25% in synthetic fiber volume resulted in a 40% increase in the time it took to develop restrained shrinkage cracks.

FRACTURE OF SCC

It is expected that SCC mixes will exhibit a more brittle fracture in comparison with NVC. This is expected because SCC mixes have a larger mortar matrix allowing cracks to travel further without being arrested by coarse aggregate particles (53). Rozière et al. (87) performed three point bending tests on SCC mixes of varying cement paste contents with typical superplasticizer, VMA, and varying limestone filler to obtain fracture characteristics of SCC. It was found that as the volume of cement paste increased the fracture toughness (GF) decreased. Zhao et al. (104) measured the fracture toughness using a splitting wedge test on four SCC mixes of varying strength. These experiments showed the fracture toughness values of SCC to be lower than typical values found for NVC. Fava et al. (105) compared the fracture processes in SCC and NVC mixes of similar strength using a three point bending test and concluded SCC to have similar fracture characteristics to NVC. Fig. 1.10 shows the relation of volume of cement paste to fracture toughness for the three mixes used in this study.

FIGURE 1.10 Fracture toughness versus volume of cement paste (87).

DURABILITY CHARACTERISTICS OF SCC

The high volumes of powder fillers and admixtures used to achieve the workability required in SCC mixes result in varying pore volumes, ionic composition and chloride binding behavior (45). Chloride ion experiments revealed that chloride diffusivity is highly dependent on the type of cement and the type of pozzolanic filler used. In experiments performed on SCC mixes with

varying amounts of fly ash, Yazici showed SCC mixes to have adequate chloride penetration resistance (106). Wang reported low chloride penetration in light weight aggregate SCC using dredged silt from reservoirs in Taiwan (107). Other results suggested that chloride diffusivity of SCC mixes cannot be compared to NVC mixes based on solely strength and w/cm. When SCC mixes have a different microstructure in comparison with NVC mixes, no indication has been given that might suggest that standard chloride ion penetration tests are inadequate for SCC mixes (45). It should be noted that due to the many different ways used to create SCC and the lack of research in this area, care should be taken in performing chloride ion penetration experiments. Aisse showed SCC to have excellent durability characteristics with enhanced chloride ion permeability resistance (108-110).

Sulfate attack in SCC is again a function of the type of materials used to achieve the fresh properties. Persson performed a laboratory study from 1999 to 2002 in order to compare the sulfate resistance of a limestone powder SCC to that of a typical NVC (111). In this work, a larger mass loss was reported in the SCC mix in comparison with the NVC after 900 days of testing, which was attributed to introducing the limestone powder in the final mixing stage, causing inadequate dispersion of limestone particles (111). A finer capillary pore system present in most SCCs seems to increase the concretes’ ability to withstand sulfate attack (45). The incorporation of different pozzolanic materials (fly ash, silica fume, slag) increased the density of concrete microstructure, which was able to significantly decrease the deterioration due to sulfate attack (45).

Nehdi and Bassuoni explored the behavior of 21 different SCC mixes with a w/cm of 0.38 exposed to the dual action of sulfate attack and frost resistance (112). These mixes contained varying sand to aggregate ratios, varying air entrainment admixtures, varied amounts of fibers and different binder combinations which included Portland cement, CSA Type 50 (ASTM Type V) sulfate resistant Portland cement, silica fume, Class F fly ash, slag and limestone filler. Fig. 1.11 shows the results of specimens made with (a) 100% ordinary Portland cement (b) 100% sulfate resistant Portland cement, (c) 50% ordinary Portland cement + 15% limestone filler + 20% silica fume + 15% fly ash, and (d) 50% ordinary Portland cement + 15% limestone filler + 20% silica fume + 15% fly ash and fibers.

FIGURE 1.11 Visual results of SCC specimens subject to the dual action of frost resistance and sulfate attack (112).

It was found that all SCC mixes were able to resist sulfate attack when not combined with freeze-thaw cycles. The combined action of sulfate attack and frost action exposed durability problems including surface scaling of mixes containing 100% ordinary Portland cement and incipient TSA of mixes containing limestone powder. Adding air-entrainment enhanced SCC mixes ability to resist the combined attack initially, although over time these mixes were shown not immune to degradation (112).

SCC was also shown to have similar internal frost resistant and salt scaling to that of NVC mixes, as long as the SCC mixes are made with a sound aggregate, meet strength requirements, do not exhibit excessive segregation or bleeding and have an adequate air void system (45). The salt scaling resistance for SCC mixes is sensitive to local variations in the air void system and bleeding or segregation might occur when the concrete flows under its own weight. Persson compared the salt frost scaling and the internal frost resistance of SCC mixes of varying filler amounts, air contents and methods of casting to an NVC mix of similar w/cm with an air content of 6% (113). These tests indicated that the SCC mixes performed better than the NVC mixes in resisting internal frost action and that the mixes performed similarly in resisting salt scaling (113). In another research investigation, Persson showed that incorporating polypropylene fibers into SCC mixes with a low w/cm decreased the internal frost resistance. This was attributed to the fibers prohibiting the movement of water in the air void system (114).

SCC has only been in use in structural applications for a short time so little is known about the behavior of SCC with respect to alkali silica reaction (ASR), since field reports about damages do not yet exist (45). Since there is no indication that the link between moisture present, alkalinity of the pore solution, incidence of reactive aggregates and expansion of concrete is fundamentally different, the same measurements taken for NVC should be used for SCC (45). Lowke et al. (115) showed SCC to have an adequate ASR resistance when appropriate volumes of fly ash were incorporated in the SCC mix. Shi and Wu (90) suggested the use of ground glass powder to produce SCC and showed that SCC mix to have adequate properties. SCC containing

glass powder was reported not to exhibit deleterious expansion, even if alkali-reactive sand was used as fine aggregate of the concrete (90).

Hansen et al. (116) reported SCC beams to have superior corrosion resistance performance compared with their NVC counterparts in terms of corrosion cracking, corrosion development rate, half-cell potential values, rebar mass loss and rebar diameter reduction. While SCC beams showed localized corrosion along the length due to non-uniform concrete properties, the experiments showed that in large scale beams, SCC showed significantly higher corrosion resistance than NVC.

FIELD APPLICATIONS OF SCC

The literature also reported on successful use of SCC in many field applications. Khayat and Bickley (117) described the successful use of SCC for construction of basement and foundation walls. Kumar et al. (118) assessed the field performance of T-beams produced using SCC and conveyed that concrete was to have similar performance to NVC. Many also reported on the successful use of SCC in bridge applications. Hodgson and Schindler (119) concluded that SCC may be feasible for use in congested drilled shaft applications. Field data was collected during the construction of five drilled shafts that were 1.0 m (3 ft) in diameter. Similar observations on examining hardened SCC from exhumed drilled shafts were described by Brown and Schindler (4) indicating that generally good performance can be achieved in difficult construction conditions when SCC is used. Nehdi and Sakr (120) gave details on the possible combination of SCC with fiber reinforced polymers (FRP) to install empty FRP shells into dense soils. A specially developed SCC was designed to be cast into the FRP tubes used as toe-driven tapered piles.

Khayat and Mitchell suggested the safe use of SCC in producing precast, prestressed concrete bridge elements (2). Virginia Department of Transportation (VDOT) also reported successful use of SCC to construct a structures pad at the FHWA Turner-Fairbank Highway Research Center, a median on I-64 and a column in Norfolk. Investigations show that SCC can be produced successfully and provide many benefits to transportation agencies and the construction industry (121). Ozyildirim and Davis (122) produced bulb-T beams with SCC in the Route 33 Bridge over the Pamunkey River in Virginia. SCC was reported to have adequate slump flow without segregation, satisfactory strength and acceptably low permeability. Attention should be paid to the sensitivity of SCC to water content. Nasser (123) gave an account of the use of SCC in the Route 52 arch bridge over the Wallkill River in Walden, New York, while Tue and Jankowiak (124) described the use of SCC to produce special concrete hinges for the new Elbe Bridge in Muhlberg, Germany.

COST OF SCC

The cost of materials to produce SCC mixes can be considerably higher compared with normal concrete mixes, which has hindered the large scale implementation of SCC. The increased material cost is attributed to the requirement of additional admixtures and or increased amount of cementitious materials. Researchers have reported the cost of SCC mixes can range from 20% to

50% higher than normal concrete mixes (125-126). To reduce SCC cost, researchers have proposed a “sandwich” construction method which involves casting structural elements in layers of SCC and normal concrete (127). Although SCC has higher materials cost, this could be somewhat offset by reduction in construction cost because SCC has the ability to be set in place without mechanical consolidation. Some believe that with the reduction of construction costs the total cost of placing SCC will be up to 10% less than normal concrete. Other construction benefits for the use of SCC include; shorter construction periods, ensuring compaction in confined zones of the structure and the elimination of noise on construction sites due to mechanical vibrators (11).

CONCLUSION

This chapter provides a summary of state of the art on SCC. Most reports in the literature showed SCC to have similar or better properties than NVC. Special attention should be given to avoid segregation of SCC through the use of adequate mix proportion and the proper use of the new fresh concrete testing methods. SCC was generally shown to have better uniformity and consistency than NVC with similar mechanical properties. Field applications reported successful use in walls, bridges and piles. While further research is needed to ensure material performance using local materials, SCC seems be a good alternative concrete for different bridge applications such as drilled shafts and diaphragms where significant reinforcement congestion is typically observed.

CHAPTER 2 OBJECTIVE

The objective of this chapter is to provide results of short and long term investigation of self- consolidating concrete (SCC) produced using local materials from New Mexico. SCC is a relatively new material that has not been used in New Mexico Department of Transportation (NMDOT) projects before. SCC is characterized by its high workability and ability to flow through reinforcement under its own weight without the need for mechanical vibration. This criterion makes SCC an excellent candidate material for bridge construction that will ensure high quality concrete elements. This study is focused on designing SCC mixes using local materials and identifying the short and long term mechanical and durability characteristics of SCC. Properties of SCC are compared to a standard normal vibrated concrete (NVC) mix typically used in highway projects in New Mexico. Knowledge of SCC using local material is currently unavailable and represents crucial information for the NMDOT.

INTRODUCTION

SCC is a relatively new material that has been introduced to the construction industry in the last decade. There is a growing interest worldwide on using SCC for its attractive characteristics and ability to flow under its own weight without the need for mechanical vibration. This makes SCC an attractive choice for construction of congested forms in highway projects. NMDOT is interested to use SCC in highway projects and requested an in-depth investigation on the short and long term performance of SCC produced using local materials. This study is performed for NMDOT to provide this crucial information to enable evaluating locally produced SCC for possible use in future highway projects in New Mexico.

Two sources of local aggregate commonly used in NMDOT highway projects were selected to produce SCC. These sources are Lafarge pit, located at Placitas (Placitas), and Nick Griego and Sons Construction (Griego & Sons) pit located in Ft. Sumner. The use of New Mexico local aggregate necessitates the use of Class F fly ash necessary to inhibit alkali silica reaction (ASR). It was decided that all SCC mixes in this project shall include Class F fly ash as a supplementary cementitious material. Fly ash can also serve as filler in SCC to increase its flowability. The short and long term behavior of the new SCC mixes as compared with NVC mixes currently used in the construction of highway projects in New Mexico and approved by NMDOT. Two NVC mixes were selected as reference mixes. These mixes are produced by Lafarge of North America, operating in Albuquerque and by RER Redi-mix (Rivera) operating in Santa Rosa. Aggregates used to produce NVC were proportioned to replicate those used by the suppliers. Other concrete mix constituents were adjusted during trial batches to accommodate fresh and hardened concrete requirements of structural concrete specified by the NMDOT.

Five SCC mixed were designed. Two SCC mixes were made using Placitas aggregate, and contained 25% and 40% of class F fly ash by weight of cement respectively. Three SCC mixes were produced using Griego & Sons aggregate and incorporated 20%, 30%, and 40% class F fly ash by weight of cement respectively. The five SCC mix designs were developed using trial batches. Other constituents of SCC were proportioned to achieve standard fresh and hardened concrete properties for NMDOT highway projects including air content between 6-8 percent by

volume of concrete and a characteristics compressive strength in excess of 4000 psi. Admixtures used to make SCC were provided at consistent proportions for all mixes.

The seven concrete mixes (two NVC and five SCC) were cast and tested. The fresh properties of SCC mixes were tested to confirm their compliance to standard SCC requirements. Both mechanical and durability properties were tested for comparisons between the seven mixes. Many mechanical tests on hardened SCC were performed to examine SCC’s behavior over a one year time period. The standard tests included uniaxial compression, flexural strength, and static and dynamic modulus of elasticity. As a result, strength gain is apparent and is expected as the concrete has been cured for this relatively long period. Constituents can be proportioned in SCC so that it has properties similar to that of conventional strength NVC. SCC can easily make the strength requirements of HPC by lowering the water/cementitious materials ratio.

Durability testing of SCC and NVC mixes was performed. This includes testing resistance to chloride ion penetration for all NVC and SCC mixes. SCC has been deemed adequate by having good resistance to chloride ions. Freeze/thaw durability was also measured to examine the damage to concretes exposed to cyclic freezing and thawing. Freeze/thaw durability relies on a reliable network of entrained air voids incorporated within the cement paste of the concrete matrix. The results of freeze-thaw testing were not very conclusive and require further investigation. Investigations of ASR proved the ability of the used fly ash to inhibit aggregate reactivity and the absence of any side effects of SCC admixtures on this process.

RESULTS AND ANALYSIS

MATERIALS

All materials used to make the SCC mixes were approved by NMDOT. Type I/II* Portland cement was used for the project and produced in Tijeras, New Mexico by GCC Rio Grande Cement Company. Class F fly ash came from Salt River Materials Group’s plant located at the coal burning power plant in Farmington, New Mexico. Admixtures used to produce SCC included high range water reducer (superplasticizer), and viscosity modifying admixture (VMA). For the purposes of the NMDOT, small amounts of air entraining admixture were provided to the mixes in order to meet the total air requirement based on NMDOT Standard Specification of Highway and Bridge Construction (128). The types of admixtures used include BASF Glenium 3030 NS as superplasticizer, BASF Rheomac VMA 362 as VMA, and Grace Daravair AT-60 resin based air entrainment admixture. Finally, public potable water from the city of Albuquerque was used for the mixes. Two aggregate sources were selected from the State of New Mexico as explained above.

AGGREGATE TESTING AND OPTIMIZATION

All necessary experiments on Placitas and Griego & Sons aggregates have been performed. The experiments included the grading tests, the moisture content and the absorption content tests. All experiments were performed according to ASTM standards. The results of the tests are shown in the Appendix B at the end of this report. Both aggregate sources included three different sizes of

aggregate (coarse aggregate, intermediate aggregate and fine aggregate). The proportioning of these three sizes to produce the final NVC mixes was determined using an optimization approach. The optimal proportions are presented in Tables 2.1 and 2.2.

The results of mixing the three size aggregate with these proportions are compared to the aggregate grading reported by the supplier of the concrete mixes. The combined optimal aggregate grading meets the reference aggregate grading produced by Lafarge in NVC1 and Rivera in NVC2. Comparisons of the two optimal gradations produced in the lab and those provided by the reference mixes are shown in Figs. 2.1 and 2.2(a) for NVC1 and NVC2 respectively. This is a necessary step such that the proposed NVC mixes can be used as reference mixes. Details of the calculations of the optimal aggregate grading are shown in the Appendix B.

TABLE 2.1 Optimal proportions of three aggregate sizes to produce NVC1. Aggregate Proportioning used from Optimization Aggregate Type ASTM Designation % of total Aggregate Coarse C33 #6 24% Intermediate C33 #8 40% Fine 8515 Blended 36%

TABLE 2.2 Optimal proportions of three aggregate sizes to produce NVC2. Aggregate Proportioning used from Optimization Aggregate Type ASTM Designation % of total Aggregate Coarse C33 #6 40% Intermediate C33 #8 10% Fine C33 Fine Aggregate 50%

Combined Aggregate Grading 100% 90% 80% 70% 60% 50% 40% 30% NVC1 20% Lafarge NVC 10% Cumulative Percent Passing (%) Passing Percent Cumulative 0% #200 #100 #50 #30 #16 #8 #4 3/8" 1/2" 3/4" 1.0" 1.5" Sieve Size

FIGURE 2.1 Optimal combined aggregate for NVC1 versus Lafarge aggregate.

100 90 UNM 80 RER Redimix 70 60 0.45 Power 50 Curve 40 30

Percent Passing(%) 20 10 0 Pan #200#100 #50 #30 #16 #8 #4 3/8" 1/2" 3/4" 1.0" 1.5" Sieve Size

(a)

100 90 80 70 60 50 40 30 Combined Gradation Percent Passing (%) Passing Percent 20 10 0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40

Sieve Size to the 0.45 power

(b) FIGURE 2.2 (a) Optimal combined aggregate for NVC2 versus aggregate reported by Rivera, and (b) UNM gradation with Sieve Sizes raised to the 0.45 power.

The proportion of the three components for the SCC mix was determined experimentally such that the proposed mix satisfies the flowability requirements of SCC. The final proportion for the SCC mix using the Placitas aggregate (SCC1 and SCC2) is provided in Table 2.3. The gradation of the SCC1 and SCC2 aggregate mixes are shown in Fig. 2.3. The final proportion for the SCC mix using the Griego & Sons aggregate (SCC3, SCC4 and SCC5) is provided in Table 2.4. The gradation of the SCC3, SCC4 and SCC5 aggregate mixes are shown in Fig. 2.4. It was confirmed

that these proportions are required to achieve the required flowability of this type of SCC. It is important to note that the proposed SCC mix incorporated viscosity modifying agent (VMA). SCCs produced here can be classified as VMA-type SCC and not Powder-type SCC. VMA-type SCC relies on using VMA to prevent segregation and enhance flowability. Powder-type SCC uses the aggregate skeleton to mitigate aggregate segregation. The need to incorporate fly ash in the mixes to mitigate ASR and to satisfy hardened concrete properties and to meet the fresh concrete requirements for SCC as well made it challenging to use Powder-type SCC due to the too many constraints in mix design. The SCC mixes in this investigation were produced as VMA-type SCC.

TABLE 2.3 Optimal proportions of three aggregate sizes to produce SCC1, SCC2 mixes. Aggregate Proportioning used from Optimization Aggregate Type ASTM Designation % of total Aggregate Coarse C33 #6 0% Intermediate C33 #8 45% Fine 8515 Blended 55%

Table 2.4 Optimal proportions of three aggregate sizes to produce SCC3, SCC4, SCC5 mixes. Aggregate Proportioning used from Optimization Aggregate Type ASTM Designation % of total Aggregate Coarse C33 #6 0% Intermediate C33 #8 33% Fine C33 Fine Aggregate 67%

120.0

100.0

80.0

60.0 SCC Combined 40.0 Grading Percent Passing Percent

20.0 0.45 Power Curve

0.0 Pan #200#100 #50 #30 #16 #8 #4 3/8" 1/2" 3/4" 1.0" 1.5" Sieve Size

FIGURE 2.3 Optimal combined aggregate grading to produce SCC1 and SCC2 mixes.

100 90 SCC 1-2 80 70 SCC 3-5 60 50 40 30 20 Percent Passing (%) Passing Percent 10 0 Pan #200 #100 #50 #30 #16 #8 #4 3/8" 1/2" 3/4" 1.0" 1.5" Sieve Size

FIGURE 2.4 Optimal combined aggregate grading to produce SCC3, SCC4 and SCC5 mixes compared with SCC1 and SCC2.

TRIAL MIXES

All trial mixes for all the concretes using the two types of aggregate have been completed. Two trial mixes were performed for NVC1 and are presented in Tables 2.5 and 2.6 respectively. The results in the tables show the fresh concrete results of the trial mixes including the unit weight, the air content and the slump of NVC1 mix. While trial mix 1 did not meet the requirements, trial mix 2 for NVC1 was able to meet all the fresh concrete requirements. Compressive strength of 7 days of the trial mixes was also determined before proceeding to production of the final mix. Tables 2.7, 2.8, 2.9 and 2.10 present all trial mixes for SCC1 and SCC2 using Placitas aggregate. Tables 2.11 and 2.12 present the trial mixes for NVC2. Tables 2.13 and 2.14 present the two trial mixes for SCC3. Tables 2.15 and 2.16 present the two trial mixes for SCC4. Tables 2.17 and 2.18 present the two trial mixes for SCC5.

TABLE 2.5 Trial mix NVC1-Trial 1 Ingredient lb/yd3 Rio Grande type I/II cement 566 SRMG Class F Fly Ash 168 Placitas Fine Agg. 960 Placitas Coarse Agg. #6 1067 Placitas Coarse Agg. #8 640 Water 270 Superplasticizer 58 oz Viscosity modifying agent 0 Air entertainer 14 oz Characteristics Water/cementitious ratio 0.37 Slump (in) > 3 in 4.65 in

Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 140.6 Yield (ft3) 0.975 Gravimetric air entrained % 2.2% Volumetric air entrained % (target > 6.5% ) 5.0% Temperature (oF) 69.1 Compress strength (7 days) psi (target > 3000 psi) ---

TABLE 2.6 Trial mix NVC1-Trial 2 Ingredient lb/yd3 Rio Grande type I/II cement 566 SRMG Class F Fly Ash 168 Placitas Fine Agg. 960 Placitas Coarse Agg. #6 1067 Placitas Coarse Agg. #8 640 Water 270 Superplasticizer 58 oz Viscosity modifying agent 0 Air entertainer 29.5 oz Characteristics Water/cementitious ratio 0.37 Slump (in) > 3 in 4.13 in Slump flow (cm) – Target > 65 cm --- Unit weight (lb/ft3) 138.9 Yield (ft3) 0.975 Gravimetric air entrained % 3.3% Volumetric air entrained % (target > 6.5% ) 6.1% Temperature (oF ) 64.4 Compress strength (7 days) psi (target > 3000 psi) 3720

TABLE 2.7 Trial mix SCC1-Trial 1 (Not successful) Ingredient lb/yd3 Rio Grande type I/II cement 516.7 SRMG Class F Fly Ash 129.2 Placitas Fine Agg. 1521.3 Placitas Coarse Agg. #8 1241.8 Placitas Coarse Agg. #6 0.00 Water 262.6 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.00 Characteristics Water/cementitious ratio 0.41 Slump (in) > 3 in ---

Slump flow (in) – Target > 25.5 in 23 in (Failed) Unit weight (lb/ft3) 18.7 Yield (ft3) 1.62 Gravimetric air entrained % 6.1% Volumetric air entrained % (target > 6.5% ) 8.3% Temperature (oF ) 67.5 Compress strength (7 days) psi (target > 3000 psi) 4083

TABLE 2.8 Trial mix SCC1-Trial 2 (Not successful) Ingredient lb/yd3 Rio Grande type I/II cement 516.7 SRMG Class F Fly Ash 129.2 Placitas Fine Agg. 1521.3 Placitas Coarse Agg. #8 1241.8 Placitas Coarse Agg. #6 0.00 Water 265.4 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.00 Characteristics Water/cementitious ratio 0.411 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26.2 in Unit weight (lb/ft3) 139.0 Yield (ft3) 1.56 Gravimetric air entrained % 2.6% Volumetric air entrained % (target > 6.5% ) 5.1% (Failed) Temperature (oF ) 62.6 Compress strength (7 days) psi (target > 3000 psi) 4083

TABLE 2.9 Trial mix SCC1-Trial 3 (Successful) Ingredient lb/yd3 Rio Grande type I/II cement 516.7 SRMG Class F Fly Ash 129.2 Placitas Fine Agg. 1521.3 Placitas Coarse Agg. #8 1241.8 Placitas Coarse Agg. #6 0.00 Water 265.3 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.411 Slump (in) > 3 in ---

Slump flow (in) – Target > 25.5 in 28.1 in Unit weight (lb/ft3) 136.2 Yield (ft3) 1.6 Gravimetric air entrained % % Volumetric air entrained % (target > 6.5% ) 7.7% Temperature (oF ) 71.4 Compress strength (7 days) psi (target > 3000 psi) 3950

TABLE 2.10 Trial mix SCC2-Trial 1 (Successful) Ingredient lb/yd3 Rio Grande type I/II cement 496.8 SRMG Class F Fly Ash 198.7 Placitas Fine Agg. 1462.7 Placitas Coarse Agg. #8 1194 Placitas Coarse Agg. #6 0 Water 278.8 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.36 oz Characteristics Water/cementitious ratio 0.40 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 30.5 in Unit weight (lb/ft3) 135.1 Yield (ft3) 1.22 Gravimetric air entrained % 4.7% Volumetric air entrained % (target > 6.5% ) 7.5% Temperature (oF ) 74.1 Compress strength (7 days) psi (target > 3000 psi) 3233

TABLE 2.11 Trial mix NVC2-Trial 1 (Not successful) Ingredient lb/yd3 Rio Grande type I/II cement 480 SRMG Class F Fly Ash 120 Griego Fine Agg. 1466 Griego Coarse Agg. 1173 Griego Intermediate Agg. 293 Water 255 Superplasticizer 58 oz Viscosity modifying agent 0 Air entertainer 14 oz Characteristics Water/cementitious ratio 0.425

Slump (in) > 3 in 3.25 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 142.8 Yield (ft3) 1.028 Gravimetric air entrained % 4.71% Air using pressure method % (target > 6.5% ) 6.1% (Fail) Temperature (oF) 67.8 Compress strength (7 days) psi (target > 3000 psi) ---

TABLE 2.12 Trial mix NVC2-Trial 2 Ingredient lb/yd3 Rio Grande type I/II cement 480 SRMG Class F Fly Ash 120 Griego Fine Agg. 1466 Griego Coarse Agg. 1173 Griego Intermediate Agg. 293 Water 255 Superplasticizer 58 oz Viscosity modifying agent 0 Air entertainer 18 oz Characteristics Water/cementitious ratio 0.425 Slump (in) > 3 in 5.0 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 140.1 Yield (ft3) 1.044 Gravimetric air entrained % 6.1% Air using pressure method % (target > 6.5% ) 7.5% Temperature (oF) 71.1 Compress strength (7 days) psi (target > 3000 psi) 3200

TABLE 2.13 Trial mix SCC3-Trial 1 Ingredient lb/yd3 Rio Grande type I/II cement 556 SRMG Class F Fly Ash 111 Griego Fine Agg. 1910 Griego Coarse Agg. 0 Griego Intermediate Agg. 955 Water 255 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.44 oz

Characteristics Water/cementitious ratio 0.387 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 27 Unit weight (lb/ft3) 139.4 Yield (ft3) 1.531 Gravimetric air entrained % 6.72% Air using pressure method % (target > 6.5% ) 8.0% Temperature (oF) 73.8 Compress strength (7 days) psi (target > 3000 psi) 4200

TABLE 2.14 Trial mix SCC3-Trial 2 Ingredient lb/yd3 Rio Grande type I/II cement 561 SRMG Class F Fly Ash 113 Griego Fine Agg. 1929 Griego Coarse Agg. 0 Griego Intermediate Agg. 965 Water 240 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.356 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26.75 Unit weight (lb/ft3) 140.5 Yield (ft3) 1.511 Gravimetric air entrained % 6.6% Air using pressure method % (target > 6.5% ) 7.2% Temperature (oF) 79.0 Compress strength (7 days) psi (target > 3000 psi) 5500

TABLE 2.15 Trial mix SCC4-Trial 1 Ingredient lb/yd3 Rio Grande type I/II cement 508 SRMG Class F Fly Ash 152.4 Griego Fine Agg. 1895 Griego Coarse Agg. 0 Griego Intermediate Agg. 947 Water 263 Superplasticizer 258 oz

Viscosity modifying agent 140 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.398 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26 Unit weight (lb/ft3) 139.4 Yield (ft3) 1.525 Gravimetric air entrained % 5.9% Air using pressure method % (target > 6.5% ) 7.8% Temperature (oF) 68.4 Compress strength (7 days) psi (target > 3000 psi) 4680

TABLE 2.16 Trial mix SCC4-Trial 2 Ingredient lb/yd3 Rio Grande type I/II cement 526.7 SRMG Class F Fly Ash 158.0 Griego Fine Agg. 1912.2 Griego Coarse Agg. 0 Griego Intermediate Agg. 955.6 Water 244.2 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.51 oz Characteristics Water/cementitious ratio 0.357 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 140.5 Yield (ft3) 1.508 Gravimetric air entrained % 5.9% Air using pressure method % (target > 6.5% ) 6.8% Temperature (oF) 77.4 Compress strength (7 days) psi (target > 3000 psi) 4090

TABLE 2.17 Trial mix SCC5-Trial 1 Ingredient lb/yd3 Rio Grande type I/II cement 504.0 SRMG Class F Fly Ash 201.6 Griego Fine Agg. 1868.3 Griego Coarse Agg. 0 Griego Intermediate Agg. 933.7 Water 254

Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.56 oz Characteristics Water/cementitious ratio 0.360 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 140.5 Yield (ft3) 1.512 Gravimetric air entrained % 5.9% Air using pressure method % (target > 6.5% ) 7.8% Temperature (oF) 77.0 Compress strength (7 days) psi (target > 3000 psi) 3550

TABLE 2.18 Trial mix SCC5-Trial 2 Ingredient lb/yd3 Rio Grande type I/II cement 509.0 SRMG Class F Fly Ash 204 Griego Fine Agg. 1887 Griego Coarse Agg. 0 Griego Intermediate Agg. 943 Water 240 Superplasticizer 258 oz Viscosity modifying agent 140 oz Air entertainer 0.56 oz Characteristics Water/cementitious ratio 0.336 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26.5 Unit weight (lb/ft3) 137.6 Yield (ft3) 1.534 Gravimetric air entrained % 7.6% Air using pressure method % (target > 6.5% ) 7.9% Temperature (oF) 75.7 Compress strength (7 days) psi (target > 3000 psi) ***

FINAL MIXES

The final mixes for NVC1, SCC1, and SCC2 have been cast and tested. The final mixes were produced in two to three batches to cast all required specimens. All the concrete specimens were cured in water tanks with controlled temperature of 23 oC. All concrete specimens were cured until the day of testing. Creep specimens were cured until the time of loading where they were loaded in the creep frame. The fresh concrete properties as well as the 7- and 28-day

compressive strength of NVC1, SCC1 and SCC2 final mixes are also presented in Tables 2.19, 2.20, and 2.21 respectively. The fresh concrete properties as well as the 7-day compressive strength of SCC3, SCC4, SCC5 and NVC2 final mixes are also presented in Tables 2.22, 2.23, 2.24, and 2.25 respectively.

TABLE 2.19 Final mix NVC1 - See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 566 SRMG Class F Fly Ash 168 Placitas Fine Agg. 960 Placitas Coarse Agg. #6 1067 Placitas Coarse Agg. #8 640 Water 270 Superplasticizer 44 oz Viscosity modifying agent 0 Air entertainer 18 oz Characteristics Water/cementitious ratio 0.37 Slump (in) > 3 in 3.2 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 138.2 Yield (ft3) 7.56 Gravimetric air entrained % 4.9% Volumetric air entrained % (target > 6.5% ) 6.5% Temperature (oF) 71.0 Compress strength (7 days) psi (target > 3000 psi) 3871 (±122) Compress strength (28 days) psi (target > 4000 psi) 4467 (±124)

TABLE 2.20 Final mix SCC1-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 516.7 SRMG Class F Fly Ash 129.2 Placitas Fine Agg. 1521.3 Placitas Coarse Agg. #8 1241.8 Placitas Coarse Agg. #6 0.00 Water 265.3 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.411 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 30.7 in Unit weight (lb/ft3) 133.8 Yield (ft3) 7.84

Gravimetric air entrained % 7.4% Volumetric air entrained % (target > 6.5% ) 8.2% Temperature (oF ) 73.8 Compress strength (7 days) psi (target > 3000 psi) 3861 (±89) Compress strength (28 days) psi (target > 4000 psi) 4795 (±159)

TABLE 2.21 Final mix SCC2-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 496.8 SRMG Class F Fly Ash 198.7 Placitas Fine Agg. 1462.7 Placitas Coarse Agg. #8 1194 Placitas Coarse Agg. #6 0 Water 278.8 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.36 oz Characteristics Water/cementitious ratio 0.40 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28.8 in Unit weight (lb/ft3) 134.6 Yield (ft3) 4.4 Gravimetric air entrained % 5.7% Volumetric air entrained % (target > 6.5% ) 7.8% Temperature (oF ) 71.6 Compress strength (7 days) psi (target > 3000 psi) 3362 (±213) Compress strength (28 days) psi (target > 4000 psi) 4340 (±163)

TABLE 2.22 Final mix SCC3-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 561 SRMG Class F Fly Ash 113 Griego Fine Agg. 1929 Griego Coarse Agg. 0 Griego Intermediate Agg. 965 Water 240 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz

Characteristics Water/cementitious ratio 0.356 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26 Unit weight (lb/ft3) 139.2 Yield (ft3) 4.783 Gravimetric air entrained % 7.5 Air using pressure method % (target > 6.5% ) 7.4 Temperature (oF) 78.9 Compress strength (7 days) psi (target > 3000 psi) 5900 (±300) Compress strength (28 days) psi (target > 3000 psi) 7576 (±200)

TABLE 2.23 Final mix SCC4-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 526.7 SRMG Class F Fly Ash 158.0 Griego Fine Agg. 1912.2 Griego Coarse Agg. 0 Griego Intermediate Agg. 955.6 Water 244.2 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.51 oz Characteristics Water/cementitious ratio 0.357 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 139.6 Yield (ft3) 4.956 Gravimetric air entrained % 6.6 Air using pressure method % (target > 6.5% ) 7.6 Temperature (oF) 75.2 Compress strength (7 days) psi (target > 3000 psi) 3960 Compress strength (28 days) psi (target > 4000 psi) 6681 (±400)

TABLE 2.24 Final mix SCC5-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 509.0 SRMG Class F Fly Ash 204 Griego Fine Agg. 1887 Griego Coarse Agg. 0 Griego Intermediate Agg. 943

Water 240 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.336 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 139.8 Yield (ft3) 5.135 Gravimetric air entrained % 6.2 Air using pressure method % (target > 6.5% ) 6.6 Temperature (oF) 78.1 Compress strength (7 days) psi (target > 3000 psi) 5073 (±300) Compress strength (28 days) psi (target > 4000 psi) 7047 (±150)

TABLE 2.25 Final mix NVC2-See Details in Appendix B. Ingredient lb/yd3 Rio Grande type I/II cement 466 SRMG Class F Fly Ash 116 Griego Fine Agg. 1497 Griego Coarse Agg. 1197 Griego Intermediate Agg. 299 Water 241 Superplasticizer 56 oz Viscosity modifying agent 0 Air entertainer 12 oz Characteristics Water/cementitious ratio 0.414 Slump (in) > 3 in 2.75 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 140.33 Yield (ft3) 5.128 Gravimetric air entrained % 7.1% Air using pressure method % (target > 6.5% ) 7.8% Temperature (oF) 74.8 Compress strength (7 days) psi (target > 3000 psi) 3126 (±17) Compress strength (28 days) psi (target > 4000 psi) 4266 (±7)

Fig. 2.5 shows mixing of NVC1 and SCC1 mixes. Fig. 2.6 shows the slump cone test of NVC1 mix while Figs. 2.7 and 2.8 show the flow test and measuring the diameter of the fresh SCC1. Fig. 2.9 shows a close up of the edge of the SCC1 after flow, confirming no segregation of the

SCC1. Fig. 2.10 shows the flow test for SCC3 using Griego & Sons aggregate. Figs. 2.11 and 2.12 show L-Box test of fresh SCC1 proving SCC2’s ability to pass through the L-Box. Fig. 2.13 shows the L-Box test for SCC3. Figs. 2.14 and 2.15 show casting and finishing of SCC and NVC specimens. Fig. 2.16 shows gravimetric air measurements for NVC1 and SCC1. Fig. 2.17 shows gravimetric air measurements for SCC3. Fig. 2.18 shows concrete specimen curing in water tanks with controlled curing temperature.

(a)

(b) FIGURE 2.5 (a) and (b) Mixing of NVC1 and SCC1 mixes in 10 cubic ft mixer.

FIGURE 2.6 Slump testing of NVC.

FIGURE 2.7 Flow diameter measurements of SCC1.

FIGURE 2.8 Flow test of SCC1 showing flow diameter.

FIGURE 2.9 A close look at SCC1 fresh concrete showing no bleeding of concrete.

FIGURE 2.10 Flow test of SCC3 showing flow diameter.

FIGURE 2.11 L-box testing of SCC1.

FIGURE 2.12 L-Box testing of SCC1 showing SCC1 mix to flow through the rods.

FIGURE 2.13 L-Box testing of SCC3 showing SCC3 mix to flow through the rods.

FIGURE 2.14 Casting NVC and SCC batches.

(a)

(b) FIGURE 2.15 (a) Casting and (b) finishing concrete beams for NVC1 and SCC2.

(a)

(b)

FIGURE 2.17 Air content measurements of SCC3 mixes by pressure method.

FIGURE 2.18 Water curing tanks with automatic heaters and thermostat for controlling curing temperature at 73 oF.

TESTING NVC AND SCC MIXES

All trial batches on all mixes for both aggregate types have been completed. This includes NVC1, SCC1 and SCC2 using Placitas aggregate and NVC2, SCC3, SCC4 and SCC5 using Griego &

Sons aggregate. Testing up to 365 days was completed for NVC1, SCC1 and SCC2, and testing up to 180 days for NVC2, SCC3, SCC4 and SCC5 was completed.

All equipment for testing has been calibrated and confirmed working. The freeze-thaw durability testing has been completed. Strength testing up to 365 days of age for NVC1, SCC1 and SCC2 has been completed. Creep and shrinkage experiments of NVC1, SCC1, SCC2, SCC3, SCC4, SCC5 and NVC2 have been completed. Durability testing on NVC1, SCC1 SCC2, SCC3, SCC4 and SCC5, NVC2 for specimens reaching 90 days has been on-going. Rapid chloride ion permeability tests have been conducted on NVC1, SCC1, SCC2, SCC3, SCC4, SCC5, and NVC2. Freeze-thaw durability testing for SCC3, SCC4 and SCC5 has been completed. The Accelerated Mortar-Bar Method has been implemented to measure potential for ASR and the results are being analyzed. The following section provides details on all experiments and test results.

Compressive strength testing at 7 days was performed on all trial batches. 7- and 28-day compressive strength testing was performed on NVC1, SCC1, and SCC2. Fig. 2.19 shows compressive strength test for SCC4. Fig. 2.20 shows fractured specimen for SCC1 and SCC3. Fig.2. 21 also shows the set-up for the modulus of elasticity testing of concrete. Figs. 2.22 and 2.23 show the flexural strength test preparation, testing and fractured specimens. Figs. 2.24, 2.25 and 2.26 show the direct tension specimens, testing and fractured specimens.

FIGURE 2.19 7-day compressive strength and modulus of elasticity testing of SCC4.

(a)

(b) FIGURE 2.20 Fracture of 7-day compressive strength specimen of (a) SCC1 and (b) SCC3.

FIGURE 2.21 Modulus of elasticity test for NVC1.

FIGURE 2.22 7-day flexural strength specimens for SCC1.

FIGURE 2.23 Failure of 7-day flexural strength specimens for SCC1.

FIGURE 2.24 7-day tensile strength specimens for SCC1.

FIGURE 2.25 7-day tension test for SCC1.

FIGURE 2.26 Failure of 7-day tensile strength specimen for SCC1.

Creep specimens for NVC1, NVC2, SCC1, SCC2, SCC3, SCC4, SCC5 mixes were loaded at 28 days of age. Fig. 2.27 shows the creep frame connected to a hydraulic pump that is designed to keep the stress constant. The creep specimens were subjected to sustained compressive stresses at a stress level of 40% of the ultimate compressive strength of concrete for mixes which use the Placitas aggregate source. The creep specimens produced using Griego & Sons aggregate were loaded to 25% of their ultimate compressive strength. This is because the creep frame load capacity cannot produce 40% of the ultimate compressive strength of Griego & Sons concrete, which showed to be much higher strength than Placitas concrete.

In the creep test, two steel capping ends were attached to the specimen end and Demec points were glued to the capping ends. The specimen’s ends were ground using a mechanical grinding machine before being attached to the capping end. Two specimens were used in each frame. One specimen was sealed to allow measuring basic creep and one specimen was unsealed to allow for measuring total creep (basic plus drying creep). Fig. 2.28 shows the creep experiment for NVC1 and the humidifier used to keep the relative humidity (RH) = 50% for the creep experiment. Shrinkage specimens are installed under the same curing environment to allow measuring and compensating for shrinkage strains during creep test. Fig. 2.29 shows the mechanical caliber used to measure the creep displacement. Fig. 2.30 shows the shrinkage measurement set-up. Figs. 2.31 and 2.32, respectively, show the Rapid chloride ion permeability test set-up including conditioning and testing for NVC1, SCC1 and SCC2.

FIGURE 2.27 Creep frame and set-up showing the sealed and unsealed specimens with the Demec points and the steel end caps.

FIGURE 2.28 Creep test set-up showing the humidifier used to maintain the humidity environment at relative humidity RH = 50%.

FIGURE 2.29 Mechanical caliber used to measure creep displacement.

FIGURE 2.30 Shrinkage prism and measurement set-up.

FIGURE 2.31 Vacuum desiccator for rapid chloride ion permeability test.

FIGURE 2.32 Rapid chloride ion permeability test on NVC1.

Freeze-thaw test following ASTM C666 (129) was performed to compare freeze-thaw durability properties of SCC mixtures. Rapid freezing and thawing in water was the procedure selected for this experiment. The fundamental transverse frequency of the concrete specimens was measured prior and after exposure to the freeze-thaw cycles. The fundamental transverse frequency was used to calculate dynamic Young’s modulus of elasticity and the level of damage due to freeze- thaw cycles. Measurements of fundamental transverse frequency were collected before starting freeze-thaw cycles, and every 36th cycle thereafter. The age of specimens at the start of the test was 120 days.

Freeze-thaw experiments were performed for mixes SCC3, SCC4, SCC5, and NVC2. SCC3 and SCC4 samples were tested first, followed by SCC5, then NVC2. This arrangement was used to fix the age of each specimen at the beginning of the freeze-thaw to be 120 days. Fig. 2.33 shows the freeze-thaw test equipment. Fig. 2.34 shows several SCC specimens inside the freeze- thaw equipment.

FIGURE 2.33 Freeze-thaw equipment to test freeze-thaw resistance of SCC.

FIGURE 2.34 SCC specimens placed in freeze-thaw apparatus.

One freeze-thaw cycle would take 4 hours and the range in temperature was 0 to 40 oF. The specimen could be subjected to 6 cycles per day or 42 freeze-thaw cycles per week. Each specimen was stored in a metal container which permitted 1/32” to 1/8” of water to be on each surface of the specimens. The specimens rested in wire supports located at the bottom of the container to ensure that the bottom surface of the specimens met this criterion. The specimens were brought to 40 °F and surface dried when fundamental transverse frequency was measured. The cycling was permitted until the relative dynamic modulus of elasticity reached 60% of the initial dynamic modulus, or 300 cycles. Fig. 2.35 shows a prismatic specimen exposed to 108 freeze-thaw cycles.

FIGURE 2.35 Prismatic specimen exposed to 108 freeze-thaw cycles.

ASTM C-215 (130) standard test method for Fundamental Transverse, Longitudinal, and Torsional Resonant Frequencies of Concrete Specimens was implemented to calculate dynamic modulus of elasticity. In this method, the forced resonance method was implemented to measure dynamic modulus of elasticity. The frequency test apparatus consisted of a driver, to provide mechanical vibrations, and a pickup, to detect the vibrating displacement. The specimen was supported in transverse mode on rubber beam supports located at 0.224 times the length of the specimen measured from the ends. The driver touched the beam, was centered from every dimension of the beam, and placed in such a way that was normal to the short cross-sectional dimension. The pickup was positioned at the edge of the beam and rested on the surface normal to the long cross-sectional dimension. The test set-up is shown in Fig. 2.36.

FIGURE 2.36 Prismatic concrete specimen positioned to determine transverse resonant frequency.

Once the beam was in position, the frequency of the driver was increased. A built-in AC voltmeter was observed as the frequency was adjusted. The range of the voltmeter was adjusted until it was possible to read the maximum voltage while simultaneously increasing the frequency. An oscilloscope was used to verify resonance when the maximum voltage and frequency coincide. Such shape on the oscilloscope is shown in Fig. 2.36. The dynamic modulus of elasticity was determined using Eqs. (2.1) and (2.2).

2 Edynamic  C M n (2.1)

 L3T  C  0.9464   (2.2)  3   b t 

Where M = mass (kg), n = fundamental transverse frequency, (Hz), L = length (m), b = long cross sectional dimension (m), t = short cross sectional dimension (m), T = 1.24 (constant based on r/L and Poisson’s ratio). Two freeze durability indices denoted FTDI-1 and FTDI-2 were calculated based on the reduction of the dynamic modulus of elasticity with freeze-thaw cycles. The first freeze- thaw durability index, FTDI-1, was calculated as the ratio of the number of cycles where the modulus of elasticity reached 60% of its original value (N60) to the total number of cycles of the test Ntotal = 300 cycles as described by Eq. (2.3). The second freeze-thaw durability index, FTDI-2, was calculated as the ratio of the dynamic modulus of elasticity at 300 cycles to the original dynamic modulus of elasticity before starting freeze-thaw cycles as described by Eq. (2.4).

N FTDI 1  60 (2.3) Ntotal  300

E FTDI  2  300 (2.4) E0

ASR was measured using the accelerated mortar bar method incorporating fly ash as a supplementary cementitious material based on ASTM 1567 (131). This test can be performed over a 14 day period. If the expansion is more than 0.10% per ASTM C1260 (132), the aggregate is considered as reactive. Seven different mortars were made using the two sources of aggregate. Fly ash (Class F) was provided by replacing the same percentages of cement in the SCC concrete mixes. One mortar was produced for each aggregate source, and no fly ash was added to those mixes so that the reactivity of each source could be measured.

The aggregate was prepared according to ASTM C1260 (132). A large sample of fine aggregate was collected from each source location. This sample was split down to approximately 50 lbs and oven dried. Once dry, the sample was weighed and graded using large sieves on a Gilson shaker. The particles retained on the #8, #16, #30, #50 and #100 sieves were stored in separate containers as seen in Fig. 2.37, washed again over a #200 sieve and oven dried separately. After

24 hours of oven drying, the aggregate sizes were blended to make mortar sand. The combination was specified as 10% retained on the #8 sieve, 25% retained on #16, #30 and #50 sieves and 15% retained on the #100 sieve. The blended mortar sand was then stored in a sealed 5 gallon bucket until the mortars were produced.

FIGURE 2.37 Proportioned aggregate for making mortar sand.

For all purposes, the water/cementitious ratio was fixed at 0.47 neglecting aggregate absorption. A total of 440 grams of cementitious material and 990 grams of sand were used in each mortar. It was recommended by ASTM 1567 (131) to proportion the material in this way in order to make three mortar bar specimens. The mixing procedure for making mortar in the lab was used. After all materials required to make mortar were collected, all the mixing water was poured into the mixer. Following this step, the cement mixture was added and mixed at low speed for 30 seconds. The sand was then added over a 30 second period, also mixing on low. The sides of the bowl and the mixer paddle were then scraped, and then the mortar was mixed using medium speed for one minute. The mortar samples were cast, covered and placed in the curing room for 24 hours.

FIGURE 2.38 Mortar bars used for measuring length change due to ASR.

After the 24 hour curing period, the molds were carefully removed from the mortar bars and an initial reading was collected. Fig. 2.38 shows mortar bars within the molds. The specimens were submerged in water that was 80 °C, and placed in a controlled oven setting at 80 °C. After 24 hours, the specimens were measured for an initial length reading. The water in the containers was then replaced by 1 Normal sodium hydroxide (Na OH) solution and placed back in the oven. Subsequent readings were made over the next 16 day time period in order to monitor the expansion of the samples due to ASR. Fig. 2.39 (a) shows specimens in temperature controlled storage and Fig. 2.39 (b) shows specimens under measurement.

(a) (b) FIGURE 2.39 ASR testing (a) Specimens in storage for temperature control, (b) specimens measured for length using length comparator.

FINAL RESULTS

Tables 2.26, 2.27 and 2.28 provide the major mechanical properties of the NVC1, SCC1, and SCC2 mixes as determined at 7, 28, 90, 180 and 365 days respectively. Comparison between the three mixes NVC1, SCC1 and SCC2 are shown in Fig. 2.40: compressive strength, Fig. 2.41: tensile strength, Fig. 2.42: modulus of rupture and Fig. 2.43: modulus of elasticity. Basic creep compliance (after excluding drying creep) results for NVC1, SCC1 and SCC2 are shown in Figs. 2.44, 2.45 and 2.46 respectively. Total creep compliance (including drying creep) results for NVC1, SCC1 and SCC2 are shown in Figs. 2.47, 2.48 and 2.49 respectively.

Comparisons of ultimate creep compliance and maximum creep compliance at 56 days of age for NVC1, SCC1 and SCC2 are shown in Figs. 2.50 and 2.51 respectively. Electrical current in RCPT tests for NVC1, SCC1 and SCC2 are shown in Figs. 2.52, 2.53 and 2.54 respectively. Comparison of maximum electrical charge observed in RCPT test of NVC1, SCC1 and SCC2 is shown in Fig. 2.55. Creep compliance Jcreep(t,t0) is the ratio of the creep strain cr(t,t0) occurring at time t due to a constant applied stress (t0) applied at time t0. This is described by Eq. (2.5). Creep compliance Jcreep(t,t0) can be related to creep coefficient creep(t,t0) representing the ratio of creep straincr(t,t0) to elastic strain elastic(t0) as described by Eq. (2.6). The relationship between creep compliance Jcreep(t,t0) and creep coefficient creep(t,t0) is described in Eq. (2.7) where E(t0) is the elastic modulus of concrete at time of load application.

cr t, t0 Jcreept, t0  (2.5)  t0

cr t,t0 cr t,t0 creep t,t0   (2.6) elastic t0  t0 / E t0

creept, t0  Jcreep t, t0 . E t0 (2.7)

It has been the recommendation of ACI Committee on Creep and Shrinkage (ACI 209) to report experimental creep measurements as creep compliance (133). We relate creep compliance Jcreep(t,t0) to creep coefficient creep(t,t0) typically used for structural analysis, specifically in deflection check and design of prestressed concrete.

TABLE 2.26 Final mix NVC1 - See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3871 (±122) Compress strength (28 days) psi (target > 4000 psi) 4467 (±124) Compress strength (90 days) psi (target > 4000 psi) 5663 (±114) Compress strength (180 days) psi (target > 4000 psi) 7074 (±72) Compress strength (365 days) psi (target > 4000 psi) 7045 (±385) Tensile strength (7 days) psi 277 (±37) Tensile strength (28 days) psi 253 (±2) Tensile strength (90 days) psi 416 (±12) Modulus of rupture (7 days) psi 530 (±25) Modulus of rupture (28 days) psi 706 (±14) Modulus of rupture (90 days) psi 803 (±8) Modulus of rupture (180 days) psi 812 (±5) Modulus of rupture (365 days) psi 866 (±NA) Static modulus of elasticity (28 days) psi 4.2 E6 (±0.59E6) Static modulus of elasticity (90 days) psi 4.8 E6 (±0.19E6) Static modulus of elasticity (180 days) psi 5.4 E6 (N/A) Static modulus of elasticity (365 days) psi 4.51 E6 (±0.108E6) Dynamic modulus of elasticity (28 days) psi 6.6 E6 (±0.09E6)

Dynamic modulus of elasticity (90 days) psi 6.7 E6 (±0.013E6) Dynamic modulus of elasticity (180 days) psi 6.9 E6 (±0.001E6) Dynamic modulus of elasticity (365 days) psi 7.5 E6 (±0.529E6) Poisson’s ratio (28 days) 0.20 (±0.029) Poisson’s ratio (90 days) 0.22 (±0.035) Poisson’s ratio (180 days) 0.26 (N/A) Poisson’s ratio (365 days) 0.165 (±0.007) Rapid Chloride ion permeability (Coulombs) 1167 (±109) Rapid Chloride ion permeability Class LOW Freeze-Thaw Durability (FDTI – 2) 90

TABLE 2.27 Final mix SCC1 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3861 (±89) Compress strength (28 days) psi (target > 4000 psi) 4795 (±139) Compress strength (90 days) psi (target > 4000 psi) 6198 (±320) Compress strength (180 days) psi (target > 4000 psi) 7321 (±125) Compress strength (365 days) psi (target > 4000 psi) 7755 (±501) Tensile strength (7 days) psi 354 (±25) Tensile strength (28 days) psi 359 (±4) Tensile strength (90 days) psi 373 (±22) Modulus of rupture (7 days) psi 446 (±30) Modulus of rupture (28 days) psi 558 (±14) Modulus of rupture (90 days) psi 687 (±42.4) Modulus of rupture (180 days) psi 736 (±6) Modulus of rupture (365 days) psi 761 (±NA) Static modulus of elasticity (28 days) psi 4.8 E6 (±0.59E6) Static modulus of elasticity (90 days) psi 6.8 E6 (±0.019E6) Static modulus of elasticity (180 days) psi 5.3 E6 (±0.044E6) Static modulus of elasticity (365 days) psi 5.5 E6 (±0.0019E6) Dynamic modulus of elasticity (28 days) psi 6.4 E6 (±0.16E6) Dynamic modulus of elasticity (90 days) psi 6.8 E6 (±0.2E6) Dynamic modulus of elasticity (180 days) psi 6.9 E6 (±0.18E6) Dynamic modulus of elasticity (365 days) psi 7.55 E6 (±0.25E6) Poisson’s ratio (28 days) 0.19 (±0.011) Rapid Chloride ion permeability (Coulombs) 1288 (±87) Rapid Chloride ion permeability Class LOW Freeze-Thaw Durability (FDTI – 2) 96

TABLE 2.28 Final mix SCC2 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3362 (±213) Compress strength (28 days) psi (target > 4000 psi) 4340 (±163) Compress strength (90 days) psi (target > 4000 psi) 5847 (±158)

Compress strength (180 days) psi (target > 4000 psi) 6733 (±435) Compress strength (365 days) psi (target > 4000 psi) 6410 (±269) Tensile strength (7 days) psi 326 (±2) Tensile strength (28 days) psi 347 (NA) Tensile strength (90 days) psi 356 (±18) Modulus of rupture (7 days) psi 485 (±32) Modulus of rupture (28 days) psi 645 (±48) Modulus of rupture (90 days) psi 727 (±2.5) Modulus of rupture (180 days) psi 681 (±32) Modulus of rupture (365 days) psi 745 (±79) Static modulus of elasticity (28 days) psi 4.76 E6 (±0.23E6) Static modulus of elasticity (90 days) psi 4.93 E6 (NA) Static modulus of elasticity (180 days) psi 4.90 E6 (±0.88E6) Static modulus of elasticity (365 days) psi 4.51 E6 (±0.0313E6) Dynamic modulus of elasticity (28 days) psi 5.7 E6 (±0.3E6) Dynamic modulus of elasticity (90 days) psi 6.3 E6 (±0.51E6) Dynamic modulus of elasticity (180 days) psi 6.87 E6 (±0.54 E6) Dynamic modulus of elasticity (365 days) psi 6.53 E6 (±0.283) Poisson’s ratio (28 days) 0.21 (±0.004) Poisson’s ratio (90 days) 0.184 (N/A) Poisson’s ratio (180 days) 0.22 (±0.035) Poisson’s ratio (365 days) 0.195 (±0.02) Rapid Chloride ion permeability (Coulombs) 1297 (±163) Rapid Chloride ion permeability Class LOW Freeze-Thaw Durability (FDTI – 2) 98

12000 10000 8000 6000 4000 2000 0 7 28 90 180 365 Compressive Strength (psi) Concrete Age (days) NVC1 SCC1 SCC2

FIGURE 2.40 Comparison between the compressive strength of NVC1, SCC1 and SCC2.

500 450 416 400 373 354 359 347 356 350 326 300 277 253 250 200 150 Tensile Strength (psi) Strength Tensile 100 50 0 72890 Concrete Age (Days)

NVC1 SCC1 SCC2

FIGURE 2.41 Comparison between the tensile strength of NVC1, SCC1 and SCC2.

1600 1400 1200 1000 800 600 400 200 0 Modulus of Rupture (psi) of Rupture Modulus 7 28 90 180 365 Concrete Age (days) NVC1 SCC1 SCC2

FIGURE 2.42 Comparison between the modulus of rupture of NVC1, SCC1 and SCC2.

6000000 5000000 4000000 3000000 2000000 1000000 0

Modulus of Elasticity (psi) of Elasticity Modulus 7 28 90 180 365 Concrete Age (days) NVC1 SCC1 SCC2

FIGURE 2.43 Comparison between the modulus of elasticity of NVC1, SCC1 and SCC2.

160

140

120

100 /N)

2 NVC1 80 mm -6 60 (10 40

Basic Creep Compliance 20

0 0 20406080 Time (days)

FIGURE 2.44 Basic creep compliance NVC1 (1 mm2/N = 0.007 in2/lb).

160

140

120

100 /N) 2 SCC1 80 mm -6 60 (10 40

Basic Creep Compliance 20

0 0 20406080 Time (days)

FIGURE 2.45 Basic creep compliance SCC1 (1 mm2/N = 0.007 in2/lb).

160

140

120

100 /N) 2 80 mm

-6 SCC2 60 (10 40

Basic Creep Compliance 20

0 0 102030405060 Time (days)

FIGURE 2.46 Basic creep compliance SCC2 (1 mm2/N = 0.007 in2/lb).

160

140

120

100 /N) 2 NVC1 80 mm -6 60 (10 40

Total Creep Compliance 20

0 0 20406080 Time (days)

FIGURE 2.47 Total creep compliance NVC1 (1 mm2/N = 0.007 in2/lb).

160

140

120

100 /N) 2 SCC1 80 mm -6 60 (10 40

Total Creep Compliance 20

0 0 20406080 Time (days)

FIGURE 2.48 Total creep compliance SCC1 (1 mm2/N = 0.007 in2/lb).

160 SCC2 140

120

100 /N) 2 80 mm -6 60 (10 40

Total Creep Compliance 20

0 0 102030405060 Time (days)

FIGURE 2.49 Total creep compliance SCC2 (1 mm2/N = 0.007 in2/lb).

140

120

100 /N)

2 80

mm 60 -6 40

of age (10 of age 20

Total Creep Compliance at 56 days 56 days at Compliance Creep Total NVC1 SCC1 SCC2 Concrete Mix

FIGURE 2.50 Comparison of 56 days ultimate creep compliance for NVC1, SCC1 and SCC2.

4.5 4 3.5 3 2.5 2 1.5 1 0.5 Creep Coefficient at 56 days of age of 56 days at Creep Coefficient 0 NVC1 SCC1 SCC2 Concrete Mix

FIGURE 2.51 Comparison of 56 days maximum creep coefficient for NVC1, SCC1 and SCC2.

FIGURE 2.52 Electrical current in RCPT test for NVC1.

FIGURE 2.53 Electrical current in RCPT test for SCC1.

FIGURE 2.54 Electrical current in RCPT test for SCC2.

1600 1400 1200 1000 800 600 400 200 Electrical Charge (Coul0mb) Charge Electrical 0 NVC1 SCC1 SCC2 Concrete Mix

FIGURE 2.55 Comparison of maximum electrical charge in RCPT for NVC1, SCC1 and SCC2.

Final mix results for mixes SCC3, SCC4, SCC5, and NVC2 are presented in Tables 2.29, 2.30, 2.31 and 2.32 respectively. Detailed testing information for all mixes is provided in the Appendix. Comparison between the four Griego & Sons mixes NVC2, SCC3, SCC4 and SCC5 are shown in Fig. 2.56: compressive strength, Fig. 2.57: modulus of rupture and Fig. 2.58: modulus of elasticity. Basic creep of SCC3, SCC4, SCC5 and NVC2 is shown in Figs. 2.59, 2.60, 2.61 and 2.62. Total creep for SCC3, SCC4, SCC5 and NVC2 is shown in Figs. 2.63, 2.64, 2.65 and 2.66. Comparison of creep compliance at 56 days of age for NVC2, SCC3, SCC4 and SCC5 is shown in Fig. 2.67. Comparison of ultimate creep coefficient at 56 days of age for NVC2, SCC3, SCC4 and SCC5 is shown in Fig. 2.68. Rapid chloride ion permeability test (RCPT) results for SCC3, SCC4, SCC5 and NVC2 are shown in Figs. 2.69, 2.70, 2.71 and 2.72 respectively. Comparisons of maximum electrical charge observed in RCPT test of NVC2, SCC3, SCC4 and SCC5 are shown in Fig. 2.73.

Comparisons of relative dynamic modulus of elasticity of NVC1, SCC1, SCC2, NVC2, SCC3, SCC4 and SCC5 with increased numbers of freeze-thaw cycles are shown in Fig. 2.74. The durability factors for NVC1, SCC1, SCC2, NVC2, SCC3, SCC4 and SCC5 are compared in Figs. 2.75 and 2.76 respectively. Comparison of the expansion of mortar bars in NaOH solution incorporating various levels of fly ash can be observed in Fig. 2.77 for Placitas source and in Fig. 2.78 for Griego & Sons’ source. Fig. 2.79 shows the expansion of mortar bars containing no fly ash and a percentage of high range water reducer and VMA equivalent to that in SCC mixes. Fig. 2.80 shows that there is no significant difference on mortar bar expansion due to ASR when chemical admixtures are provided in respectively high proportions.

TABLE 2.29 Final mix SCC3 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 5918 (±298) Compress strength (28 days) psi (target > 4000 psi) 7542 (±202) Compress strength (90 days) psi (target > 4000 psi) 8780 (±215) Compress strength (180 days) psi (target > 4000 psi) 7879 (±328) Tensile strength (7 days) psi (N/A) Tensile strength (28 days) psi (N/A) Tensile strength (90 days) psi (N/A) Modulus of rupture (7 days) psi 690 (±32) Modulus of rupture (28 days) psi 842 (±36) Modulus of rupture (90 days) psi 899 (±30) Modulus of rupture (180 days) psi 1094 (±41) Static modulus of elasticity (7 days) psi 4.1 E6 (±0.28 E6) Static modulus of elasticity (28 days) psi 4.8 E6 (±0.37 E6) Static modulus of elasticity (90 days) psi 5.01 E6 (±0.148 E6) Static modulus of elasticity (180 days) psi 5.45 E6 (±0.099 E6) Dynamic modulus of elasticity (7 days) psi 7.2 E6 (±0.044 E6 ) Dynamic modulus of elasticity (28 days) psi 7.8 E6 (±0.034 E6) Dynamic modulus of elasticity (90 days) psi (N/A) Dynamic modulus of elasticity (180 days) psi 8.34 E6 (±0.165 E6) Poisson’s ratio (7 days) 0.16 (±0.015) Poisson’s ratio (28 days) 0.18 (±0.006) Poisson’s ratio (90 days) 0.175 (±0.0071) Poisson’s ratio (180 days) 0.17 (±0.0001) Rapid Chloride ion permeability (Coulombs) 1003 (±104) Rapid Chloride ion permeability Class LOW Freeze-Thaw Durability (FDTI – 2) 35

TABLE 2.30 Final mix SCC4 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3958 (±156) Compress strength (28 days) psi (target > 4000 psi) 6681 (±411) Compress strength (90 days) psi (target > 4000 psi) 8022 (±314) Compress strength (180 days) psi (target > 4000 psi) 8101 (±298) Tensile strength (7 days) psi N/A Tensile strength (28 days) psi N/A Tensile strength (90 days) psi N/A Modulus of rupture (7 days) psi 696 (±72) Modulus of rupture (28 days) psi 769 (±39) Modulus of rupture (90 days) psi 983 (±NA) Modulus of rupture (180 days) psi 1330 (±128) Static modulus of elasticity (28 days) psi 4.6 E6 (±0.31 E6) Static modulus of elasticity (90 days) psi 4.5 E6 (±0.026 E6) Static modulus of elasticity (180 days) psi 5.3 E6 (±0.31 E6)

Dynamic modulus of elasticity (28 days) psi 7.1 E6 (±0.20) Dynamic modulus of elasticity (90 days) psi 7.7 E6 (±0.22) Dynamic modulus of elasticity (180 days) psi 8.43 E6 (±0.15) Poisson’s ratio (28 days) 0.21 (±0.016) Poisson’s ratio (90 days) 0.17 (±0.015) Poisson’s ratio (180 days) 0.18 (±0.014) Rapid Chloride ion permeability (Coulombs) 831 (±150) Rapid Chloride ion permeability Class VERY LOW Freeze-Thaw Durability (FDTI – 2) 30

TABLE 2.31 Final mix SCC5 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 5327 (±224) Compress strength (28 days) psi (target > 4000 psi) 7047 (±146) Compress strength (90 days) psi (target > 4000 psi) 8283 (±600) Compress strength (180 days) psi (target > 4000 psi) 9606 (±727) Tensile strength (7 days) psi N/A Tensile strength (28 days) psi N/A Tensile strength (90 days) psi N/A Modulus of rupture (7 days) psi 707 (±20) Modulus of rupture (28 days) psi 1021 (±37) Modulus of rupture (90 days) psi 1069 (±155) Modulus of rupture (180 days) psi 1253 (±68) Static modulus of elasticity (28 days) psi 4.51 E6 (±0.345 E6) Static modulus of elasticity (90 days) psi 4.40 E6 (±0.0759 E6) Static modulus of elasticity (180 days) psi 5.60 E6 (±0.068 E6) Dynamic modulus of elasticity (28 days) psi 7.2 E6 (±0.092 E6) Dynamic modulus of elasticity (90 days) psi 7.4 E6 (±0.028 E6) Dynamic modulus of elasticity (180 days) psi 8.41 E6 (±0.0168 E6) Poisson’s ratio (28 days) 0.19 (±0.016) Poisson’s ratio (90 days) 0.19 (±0.010) Poisson’s ratio (180 days) 0.195 (±0.021) Rapid Chloride ion permeability (Coulombs) 631 (±114) Rapid Chloride ion permeability Class VERY LOW Freeze-Thaw Durability (FDTI – 2) 60

TABLE 2.32 Final mix NVC2 -See Details in Appendix B. Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3126 (±17) Compress strength (28 days) psi (target > 4000 psi) 4226 (±7) Compress strength (90 days) psi (target > 4000 psi) 4963 (±338) Compress strength (180 days) psi (target > 4000 psi) 5041 (±242) Tensile strength (7 days) psi N/A Tensile strength (28 days) psi N/A

Tensile strength (90 days) psi N/A Modulus of rupture (7 days) psi 469 (±7) Modulus of rupture (28 days) psi 589 (±15) Modulus of rupture (90 days) psi 638 (±45) Modulus of rupture (180 days) psi 757 (±N/A) Static modulus of elasticity (7 days) psi 3.26 E6 (±0.091 E6) Static modulus of elasticity (28 days) psi 4.45 E6 (±0.112 E6) Static modulus of elasticity (90 days) psi 4.35 E6 (±0.063 E6) Static modulus of elasticity (180 days) psi 4.74 E6 (±0.352 E6) Dynamic modulus of elasticity (7 days) psi 6.4 E6 (±0.298 E6) Dynamic modulus of elasticity (28 days) psi 7.0 E6 (±0.138 E6) Dynamic modulus of elasticity (90 days) psi 6.82 E6 (±0.053 E6) Dynamic modulus of elasticity (180 days) psi 7.34 E6 (±0.070E6) Poisson’s ratio (7 days) 0.15 (±0.0003) Poisson’s ratio (28 days) 0.16 (±0.0003) Poisson’s ratio (90 days) 0.175 (±0.021) Poisson’s ratio (180 days) 0.195 (±0.007) Rapid Chloride ion permeability (Coulombs) 1032 (±131) Rapid Chloride ion permeability Class LOW Freeze-Thaw Durability (FDTI – 2) 92

12000 10000 8000 6000 4000 2000 0 7 28 90 180 Compressive Strength (psi) Concrete Age (days) NVC 2 SCC3 SCC4 SCC 5

FIGURE 2.56 Comparison between the compressive strength of NVC2, SCC2, SCC4 and SCC5.

1600 1400 1200 1000 800 600 400 200 0

Modulus of Rupture (psi) 72890180 Concrete Age (days)

NVC 2 SCC3 SCC4 SCC 5

FIGURE 2.57 Comparison between the modulus of rupture of NVC2, SCC3, SCC4 and SCC5.

6000000

5000000

4000000

3000000

2000000

1000000

0 Modulus of Elasticity (psi) 72890180 Concrete Age (days) NVC2 SCC3 SCC4 SCC5

FIGURE 2.58 Comparison between the modulus of elasticity of NVC2, SCC3, SCC4 and SCC5.

160

140

120 /N)

2 100

mm 80 SCC 3 -6 -6

(10 60

40 Basic Creep Compliance

0 0 20406080 Time (days)

FIGURE 2.59 Basic creep compliance SCC3 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6 SCC 4

(10 60

40 Basic Creep Compliance

0 0 20406080 Time (days)

FIGURE 2.60 Basic creep compliance SCC4 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6

(10 60 SCC 5 40 Basic Creep Compliance

0 0 102030405060 Time (days)

FIGURE 2.61 Basic creep compliance SCC5 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6

(10 60 NVC2 40 Basic Creep Compliance

0 0 102030405060 Time (days)

FIGURE 2.62 Basic creep compliance NVC2 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6

(10 60 SCC 3 40 Total Creep Compliance Compliance Creep Total

0 0 20406080 Time (days)

FIGURE 2.63 Total creep compliance SCC3 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6 -6 SCC 4

(10 60

40 Total Creep Compliance

0 0 20406080 Time (days)

FIGURE 2.64 Total creep compliance SCC4 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6 SCC 5

(10 60

40 Total Creep Compliance

0 0 102030405060 Time (days)

FIGURE 2.65 Total creep compliance SCC5 (1 mm2/N = 0.007 in2/lb).

160

140

120 /N)

2 100

mm 80 -6

(10 60 NVC2 40 Total Creep Compliance

0 0 102030405060 Time (days)

FIGURE 2.66 Total creep compliance NVC2 (1 mm2/N = 0.007 in2/lb).

140 120 100 /N) 2 80 mm

-6 -6 60 40

of age (10 of age 20 0

Total Creep Compliance at 56 days NVC2 SCC3 SCC4 SCC5 Concrete Mix

FIGURE 2.67 Comparison between the total creep of each concrete mixture at 56 days.

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0

Creep Coefficient at 56 days of age of age at 56 days Coefficient Creep NVC2 SCC3 SCC4 SCC5 Concrete Mix

FIGURE 2.68 Comparison between the ultimate creep coefficient of each concrete 56 days.

FIGURE 2.69 Electrical current in RCPT test for SCC3.

FIGURE 2.70 Electrical current in RCPT test for SCC4.

FIGURE 2.71 Electrical current in RCPT test for SCC5.

FIGURE 2.72 Electrical current in RCPT test for NVC2.

1600 1400 1200 1000 800 600 400 200 Electrical Charge (Coulomb) Charge Electrical 0 NVC2 SCC3 SCC4 SCC5 Concrete Mix

FIGURE 2.73 Comparison of maximum electrical charge for NVC2, SCC3, SCC4, and SCC5.

0.8

0.6

0.4

Elasticity 0.2

0 0 50 100 150 200 250 300

Relative Dynamic Modulus of Modulus Dynamic Relative Number of Cycles NVC1 SCC1 SCC2 NVC 2 SCC3 SCC4 SCC 5

FIGURE 2.74 Relative dynamic modulus of elasticity versus number of freeze-thaw cycles for SCC and NVC showing damage propagation due to freeze-thaw cycles.

100 90 80 70 60 bility FTDI-1 )

o 50 40 (n/n 30 20 10 0 Freeze ThawFreeze Dura NVC1 SCC1 SCC2 NVC2 SCC3 SCC4 SCC5 Concrete Mix

FIGURE 2.75 Freeze-thaw first durability index FTDI-1(n/n0) for SCC3, SCC4, SCC5 and NVC2.

100 90 80 70 60 ) bility FTDI-2 o 50 /E

300 40

(E 30 20 10 0 Freeze ThawFreeze Dura NVC1 SCC1 SCC2 NVC2 SCC3 SCC4 SCC5 Concrete Mix

FIGURE 2.76 Freeze-thaw second durability index FTDI-2 (E300/E0) for SCC3, SCC4, SCC5 and NVC2.

0.90%

0.80% 0% Fly Ash 0.70% 25% Fly Ash 40% Fly Ash 0.60% 0.50% 0.40% 0.30% 0.20%

Change in Length (%) Length in Change 0.10% 0.00% 0 5 10 15 20 Time (days)

FIGURE 2.77 Expansion with time using the Placitas aggregate source.

0.35% 0% Fly Ash 0.30% 20% Fly Ash 0.25% 30% Fly Ash 0.20% 40% Fly Ash 0.15% 0.10% 0.05% Change in Length (%) Length in Change 0.00% 0 5 10 15 20 Time (days)

FIGURE 2.78 Expansion with time using the Griego & Sons aggregate source.

0.90% 0.80% 0.70% 0.60% 0.50% 0.40% 0.30% 0.20% Placitas Source 0% Fly Ash

Change in Length (%) Length in Change 0.10% Griego's Source 0% Fly Ash 0.00% 0 5 10 15 20 Time (days)

FIGURE 2.79 Expansion with time providing chemical admixtures used to make SCC.

0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1

% Change in Length Length in Change % 0 0% Fly Ash without 0% Fly Ash Providing Providing Admixtures to Admixtures to Mortar Mortar Placitas Source Griego's Source

FIGURE 2.80 Comparison between ordinary mortar, and mortar containing admixtures used to make SCC.

The SCCs produced using Griego & Sons aggregate showed less creep coefficients than those produced using Placitas aggregate and are in agreement with the NVC mixes. The SCC mixes showed very poor freeze-thaw resistance when compared with NVC. This might be attributed to the significance of mixes with relatively high superplasticizer contents and its effect on the air

structure in SCC. This could be confirmed by performing spacing factor measurements. This effort is beyond the scope of this proposal but is definitely recommended.

Finally, Placitas aggregate showed to be very reactive and there is an obvious need for high volume fly ash to suppress this reactivity. Griego & Sons aggregate showed to be much less reactive compared with Placitas aggregate. There was also no effect of the admixtures used to produce SCC on the performance of the mortar bar test.

CONCLUSIONS

Five SCC mixes produced using two types of aggregate (Placitas and Griego & Sons) from New Mexico were examined. All mix design, mixing, patching and testing of fresh and hardened concrete properties for the five mixes was completed. Testing up to 365 days for NVC1, SCC1, and SCC2 and up to 180 days for NVC2, SCC3, SCC4 and SCC5 has also been completed. Creep measurements for NVC1, SCC1, SCC2, SCC3 SCC4, SCC5, and NVC2 have been finalized. All other durability testing of SCCs has been completed and reported. ASR test was finalized for both sources of aggregate using mortar-bars test. All the results were tabulated and discussed.

The experimental investigation showed that SCC mixes using fly ash and VMA can be produced using the two major sources of aggregate typically used in NMDOT projects. SCC can be classified using its fresh concrete properties which meet standard classification of SCC. Trial batches showed the necessity to optimize the aggregate gradation to produce homogenous SCC mixes with little segregation or bleeding.

The hardened SCC showed mechanical properties in agreement with typical concrete. The high volume fly ash mixes continued to have strength gain up to 180 days of age. Concrete compressive strengths in excess of 7000 psi were achievable. All other mechanical properties of SCC were acceptable and exceeded expectations. SCC1 and SCC2 produced using Placitas aggregate showed excessive creep which was in agreement with previous investigations by University of New Mexico.

Durability characteristics of SCC were acceptable and comparable to NVC and at times exceeded NVC performance such as for RCPT tests. The Placitas aggregate showed to be highly reactive and high volume fly ash mixes showed capable of reducing this reactivity significantly. SCC mixes showed significantly lower freeze-thaw temperatures and in many mixes were unacceptable when compared with NMDOT standards. While the volumetric air contents of these mixes met the specifications, the distribution of air pebbles is unknown and the spacing factor shall be determined. Further investigations shall be conducted in the field with focus on relating the air spacing factor to the freeze-thaw durability of SCC mixes.

CHAPTER 3 SCC IMPLEMENTATION PLAN

GUIDELINES AND RECOMMENDATIONS

Over the last two decades, there has been an increase in the use of Self Consolidating Concrete (SCC), also referenced as “self compacting concrete”, as an alternative to normally vibrated concrete (NVC). The use of SCC for structural applications is common because of its high flowability. It reduces voids within placements and increases freedom in design of reinforced structures. Because of this, SCC can be implemented by the New Mexico Department of Transportation (NMDOT) for applications in ordinary highway construction, and specialized transportation projects. SCC is defined greatly by its freshly mixed properties. SCC hardened properties are similar to those of NVC with some exceptions such as creep and freeze-thaw durability.

These investigations showed that the Specification and Guidelines for Self-Compacting Concrete produced by the European Federation for Specialist Construction Chemicals and Concrete Systems (EFNARC) (134), might be used to classify and aid in the design of SCC that will be used in New Mexico in the future. This classification can be performed based on three fresh concrete characteristics, the slump flow, the mixture viscosity and the passability. The three major fresh concrete characteristics can be measured in the field. The flowability is measured using slump flow, the viscosity of the mix is measured using T50 time and the passability is measured using the L-Box or the J-ring.

T50 is the time it takes for the freely flowing concrete to reach a diameter of 50 cm (20 inch) is known as T50 and is recorded in seconds. The J-ring test is the slump flow test incorporating barriers mimicking reinforcement. A ring with variable spaced rebar simulating a reinforcement configuration is placed over the cone to fence the concrete contained in the cone. The cone is raised and the concrete flows from the inside of the ring to the outside of the ring. Comparison of the diameter of the ordinary slump flow with the diameter of the slump flow passing through the J- ring is required to determine the passability. The J-ring test is a good measure for field applications because it is compact and yields decent results.

The L box test method is also a measure of passing ability, and consists of a rectangular section in the shape of an “L”. It can be used in the field, but it is a large apparatus so it may be practical for lab use only. The vertical column of the L shape is filled to the top with concrete, leveled at the top, and allowed to stand for one minute. A gate joining the vertical column to the horizontal is opened and the concrete is permitted to flow through the vertical reinforcing bars. When the concrete stops flowing, the difference in elevation of the free concrete surface at the furthest point behind the reinforcement, and the furthest point on the other side of the apparatus is used to calculate the blocking ratio. The blocking ratio would be unity if the test were conducted with water. The three tests are described in the state of the art review, (Chapter 1) as well as the final report (Chapter 2) for the experimental investigation conducted at UNM. Tables 3.1, 3.2 and 3.3 provide the three classifications based on EFNARC with modification to suit the imperial unit system.

TABLE 3.1 SCC flowability classification based on slump flow. SCC Classification Slump flow (inch) Typical application SF1 20-25 Pump injecting concrete and small sections that do not permit horizontal flow SF2 25-30 Applications require flowable concrete as walls and columns SF3* 30-35 Highly congested reinforcement and structures with complicated shapes * High possibility for segregation requires careful check of trial mix

TABLE 3.2 SCC viscosity classification based on T50. SCC Classification Time to flow Typical application (seconds) VS1 (Low Viscosity)* ≤ 2 seconds Highly congested reinforcement VS2 (High Viscosity) 2-7 seconds Applications require flowable concrete as walls and columns * High possibility for segregation requires careful check of trial mix

TABLE 3.3 SCC passability classification based on L-Box height ratio. SCC Classification L-Box Height Ratio Typical application PA1 (High passability) ≥ 0.8 Highly congested reinforcement PA2 (Low passability) < 0.8 Applications require flowable concrete as walls and columns

When SCC is used, it is important to emphasize the necessary evaluation of form work for any structural application using SCC. NVC has internal friction helping reduce the pressure exerted on the forms. SCC will exert hydrostatic pressure on forms which may result in blowing the forms out during construction.

Experimental investigations showed SCC to have similar variance in compression, modulus of elasticity, and modulus of rupture tests between SCC and NVC. SCC has been determined to compare well with NVC using the Rapid Chloride Ion Permeability (RCPT) test (135). Electrical conductance of these concretes provided an indication that the resistance to chloride ions is suitable for exposed concrete structures. The investigations showed SCC to have low freeze- thaw resistance based on ASTM C666 Freeze-Thaw test method (129). There is a need for an in- depth investigation for the air entertaining structure inside SCC. Measurements of spacing factors for SCC seem to be necessary. An important aspect for New Mexico is the alkali silica reactivity (ASR) of its aggregate. SCC mixes incorporating fly ash showed excellent ability to inhibit reactive aggregate. The admixtures used to make SCC had little to no effect on the expansion of mortar bar prisms tested in the laboratory according to ASTM C1567 (131).

While SCC showed similar drying shrinkage to that of NVC, one should be cautious when estimating the creep of SCC. On a number of SCC mixes with a relatively high fly ash content (> 15%), SCC showed tendency for higher creep. Creep coefficients of some SCC mixes exceeded 4.0 compared to 2.0 typically used for NVC of similar strength. If SCC is used in prestressed

concrete applications, it is recommended that creep of the SCC mix be experimentally measured rather than estimated using code equations.

Finally, this investigation looked at SCC mixes with nominal maximum size (NMS) of aggregate of (3/8 in - 10 mm). It is strongly recommended that SCC mixes incorporating large aggregate particles (NMS of 3/4 inch) be investigated. If successful this SCC can be very useful for NMDOT concretes for large structural elements such as abutment walls and piers.

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104. Zhao, X.L. and J.A. Packer. Tests and Design of Concrete-Filled Elliptical Hollow Section Stub Columns. Thin-Walled Structures. Vol. 47, No. 6-7, 2009, pp. 617-628.

105. Fava, C., L. Bergol, G. Fornasier, F. Giangrasso, and C. Rocco. Fracture Behaviour of Self-Compacting Concrete. In Proceedings of 3rd International RILEM Symposium on Self-Compacting Concrete RILEM Publications, Reykjavik, Iceland, 2003.

106. Yazici, H. The Effect of Silica Fume and High-Volume Class C Fly Ash on Mechanical Properties, Chloride Penetration and Freeze-Thaw Resistance of Self-Compacting Concrete. Construction and Building Materials. Vol. 22, No. 4, 2008, pp. 456-462.

107. Wang, H.Y. Durability of Self-Consolidating Lightweight Aggregate Concrete Using Dredged Silt. Construction and Building Materials. Vol. 23, No. 6, 2009, pp. 2332-2337.

108. Assie, S. Durabilite Des Beton Autoplacants. L’Institut National Des Sciences Appliquees De Toulouse. 249 p., Toulouse, 2004.

109. Assie, S., G. Escadeillas, G. Marchese, and V. Waller. Durability Properties of Low- Resistance Self-Compacting Concrete. Magazine of Concrete Research. Vol. 58, No. 1, 2006, pp. 1-7.

110. Assie, S., G. Escadeillas, and V. Waller. Estimates of Self-Compacting Concrete 'Potential' Durability. Construction and Building Materials. Vol. 21, No. 10, 2007, pp. 1909-1917.

111. Persson, B. Sulphate Resistance of Self-Compacting Concrete. Cement and Concrete Research. Vol. 33, No. 12, 2003, pp. 1933-1938.

112. Nehdi, M.L. and M.T. Bassuoni. Durability of Self-Consolidating Concrete to Combined Effects of Sulphate Attack and Frost Action. Materials and Structures. Vol. 41, No. 10, 2008, pp. 1657-1679.

113. Persson, B. Internal Frost Resistance and Salt Frost Scaling of Self-Compacting Concrete. Cement and Concrete Research. Vol. 33, No. 3, 2003, pp. 373-379.

114. Persson, B. On the Internal Frost Resistance of Self-Compacting Concrete, with and without Polypropylene Fibres. Materials and Structures. Vol. 39, No. 7, 2006, pp. 707- 716.

115. Lowke, D., K. Schmidt, P. Schiessl, and D. Heinz. The Potential Durability of Self- Compacting Concrete. Beton- Und Stahlbetonbau. Vol. 103, No. 5, 2008, pp. 324-333.

116. Hassan, A.A.A., K.M.A. Hossain, and M. Lachemi. Corrosion Resistance of Self- Consolidating Concrete in Full-Scale Reinforced Beams. Cement & Concrete Composites. Vol. 31, No. 1, 2009, pp. 29-38.

117. Khayat, K.H., J. Bickley, and M. Lessard. Performance of Self-Consolidating Concrete for Casting Basement and Foundation Walls. ACI Materials Journal. Vol. 97, No. 3, 2000, pp. 374-380.

118. Kumar, R., R. Kumar, and N. Kumar. In Situ Performance of Self-Compacting Concrete in T-Beams. Journal of Materials in Civil Engineering. Vol. 21, No. 3, 2009, pp. 103- 109.

119. Hodgson, D., A.K. Schindler, D.A. Brown, and M. Stroup-Gardiner. Self-Consolidating Concrete for Use in Drilled Shaft Applications. Journal of Materials in Civil Engineering. Vol. 17, No. 3, 2005, pp. 363-369.

120. Nehdi, M., M. Sakr, and M.H. El Naggar. Toe-Driven Tapered Fiber-Reinforced Polymer Self-Consolidating Concrete Composite Piles: New High-Performance Technology for Deep Foundations. Geotechnical Testing Journal. Vol. 31, No. 3, 2008, pp. 261-268.

121. Ozyildirim, C. Virginia Department of Transportation Early Experience with Self- Consolidating Concrete. Concrete Materials 2005. Vol., No. 1914, 2005, pp. 81-84.

122. Ozyildirim, C. and R.T. Davis. Bulb-T Beams with Self-Consolidating Concrete on Route 33 in Virginia. Transportation Research Record. Vol., No. 2020, 2007, pp. 76-82.

123. Nasser, G.D. Walkill River Arch Bridge. PCI Journal. Vol. 53, No. 4, 2008, pp. 44-51.

124. Tue, N.V. and H. Jankowiak. Concrete Hinge Made of Self Compacting and High Strength Concrete for the New Elbe-Bridge Muhlberg. Bautechnik. Vol. 86, No. 10, 2009, pp. 637-646.

125. Ambroise, J., S. Rols, and J. Pera. Production and Testing of Self-Leveling Concrete. American Concrete Institute Special Publication. Vol. 186, 1999, pp. 555-556.

126. Nehdi, M., H. El Chabib, and H. El Naggar. Cost-Effective Scc for Deep Foundations. Concrete International. Vol. 25, No. 3, 2003.

127. Ho, D.W.S., A.M.M. Shenin, and C.T. Tam. The Sandwich Concept of Construction with Scc. Cement and Concrete Research. Vol. 31, No. 9, 2001, pp. 1377 -1381.

128. NMDOT, Standard Specification for Highway and Bridge Construction. 2007.

129. ASTM, ASTM C666 - 03(2008) / C666M - 03 Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing. ASTM International: West Conshohocken, PA, 2008.

130. ASTM, ASTM C215 - 08 Standard Test Method for Fundamental Transverse, Longitudinal, and Torsional Frequencies of Concrete Specimens. ASTM International: West Conshohocken, PA, 2008

131. ASTM, ASTM C1567 - 08 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, 2008.

132. ASTM, ASTM C1260 - 07 Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar Bar Method). ASTM International: West Conshohocken, PA, 2007.

133. ACI 209, Guide for Modeling and Calculating Shrinkage and Creep in Hardened Concrete.American Concrete Institute: Farmington Hills, MI, 2008.

134. Concrete, T.E.G.F.S.C., The European Guide lines for Self-Compacting Concrete, BIBM, et al., Editors. 2004.

135. ASTM, ASTM C1202 - 09 Standard Test Method for Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration. ASTM International: West Conshohocken, PA, 2009.

APPENDIX A

MULTIMEDIA PRESENTATION

A slide presentation was produced to summarize the content of Chapter 2. Slides depict final mix designs, experimental methods and apparatus and experimental results of plastic and hardened concrete. Individual slides are reproduced on the following 34 pages.

APPENDIX B

SCC TESTING DATASHEETS

Datasheets with laboratory experimental results for aggregate, final mixes, freshly mixed concrete properties, and strength properties of hardened concrete are reproduced on the following 226 pages.

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134

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135

Examining Short & Long Term Properties of Self Consolidating Concrete

submitted to New Mexico Department of Transportation (NMDOT) M. M. Reda Taha R. Grahn J. Hays A. K. Reinhardt Department of Civil Engineering University of New Mexico, Albuquerque, NM

May 2011

University of New Mexico Outline

 Objective

 Methods

 Results

 Conclusion

100 University of New Mexico Objective

 The objective of this project is to provide information on the mix design and short and long term properties of self-consolidating concrete (SCC) produced using local New Mexico materials.

 This study also provides a brief review on the state of the art of SCC.

 Experimental work includes SCC mix designs and testing of fresh and hardened concrete properties including the mechanical and durability characteristics of SCC.

 Implementation plan for using SCC in New Mexico is developed.

University of New Mexico Strength Testing

Mix 7 day 28 day 56 day 90 day 180 day 360 day

NVC1 Complete Complete Complete Complete Complete Complete

SCC1 Complete Complete Complete Complete Complete Complete

SCC2 CreepComplete testingComplete of NVC & CompleteSCC1 has Completebeen completedComplete Complete

SCC3 Complete Complete Complete Complete Compete

SCC4 Complete Complete Complete Complete Complete

SCC5 Complete Complete Complete Complete Complete

101 University of New Mexico Durability Testing

 Chloride ion permeability testing completed for all mixes

 Freeze-thaw testing was performed on NVC1, SCC1, SCC2, NVC2, SCC3, SCC4, and SCC5

 Potential for alkali-silica reactivity was measured for blended cementitious combinations with both sources of aggregate

University of New Mexico Final Mix – NVC1 (Placitas Source)

Ingredient lb/yd3 Rio Grande type I/II cement 566 SRMG Class F Fly Ash 168 Placitas Fine Agg. 960 Placitas Coarse Agg. #6 1067 Placitas Coarse Agg. #8 640 Water 270 Superplasticizer 44 oz Viscosity modifying agent 0 Air entertainer 18 oz Characteristics Water/cementitious ratio 0.37 Slump (in) > 3 in 3.2 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 138.2 Yield (ft3) 7.56 Gravimetric air entrained % 5.4% Volumetric air entrained % (target > 6.5% ) 6.5% Temperature (oF) 71.0 Compress strength (7 days) psi (target > 3000 psi) 3871 (±122) Compress strength (28 days) psi (target > 4000 psi) 4467 (±124) 6

102 University of New Mexico Final Mix – SCC1 (Placitas Source) Ingredient lb/yd3 Rio Grande type I/II cement 516.7 SRMG Class F Fly Ash 129.2 Placitas Fine Agg. 1521.3 Placitas Coarse Agg. #6 1241.8 Placitas Coarse Agg. #8 0.00 Water 265.3 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.411 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 30.7 in Unit weight (lb/ft3) 133.8 Yield (ft3) 7.84 Gravimetric air entrained % 7.4% Volumetric air entrained % (target > 6.5% ) 8.2% Temperature (oF ) 73.8 Compress strength (7 days) psi (target > 3000 psi) 3861 (±89) Compress strength (28 days) psi (target > 4000 psi) 4795 (±159) 7

University of New Mexico Final Mix – SCC2 (Placitas Source) Ingredient lb/yd3 Rio Grande type I/II cement 496.8 SRMG Class F Fly Ash 198.7 Placitas Fine Agg. 1462.7 Placitas Coarse Agg. #6 1194 Placitas Coarse Agg. #8 0 Water 278.8 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.36 oz Characteristics Water/cementitious ratio 0.40 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28.8 in Unit weight (lb/ft3) 134.6 Yield (ft3) 4.4 Gravimetric air entrained % 5.7% Volumetric air entrained % (target > 6.5% ) 7.8% Temperature (oF ) 71.6 Compress strength (7 days) psi (target > 3000 psi) 3362 (±213) Compress strength (28 days) psi (target > 4000 psi) 4340 (±163) 8

103 University of New Mexico Final Mix - NVC2 (Griego & Sons Source)

Ingredient lb/yd3 Rio Grande type I/II cement 466 SRMG Class F Fly Ash 116 Griego’s Fine Agg. 1497 Griego’s Coarse Agg. 1197 Griego’s Intermediate Agg. 299 Water 241 Superplasticizer 56 oz Viscosity modifying agent 0 Air entertainer 12 oz Characteristics Water/cementitious ratio 0.414 Slump (in) > 3 in 2.75 in Slump flow (in) – Target > 25.5 in --- Unit weight (lb/ft3) 140.33 Yield (ft3) 5.128 Gravimetric air entrained % 7.1% Air using pressure method % (target > 6.5% ) 7.8% Temperature (oF) 74.8 Compress strength (7 days) psi (target > 3000 3126 (±17) psi) Compress strength (28 days) psi (target > 4000 4266 (±7) psi)

University of New Mexico Final Mix - SCC3 (Griego & Sons Source)

Ingredient lb/yd3 Rio Grande type I/II cement 561 SRMG Class F Fly Ash 113 Griego’s Fine Agg. 1929 Griego’s Coarse Agg. 0 Griego’s Intermediate Agg. 965 Water 240 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.356 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 26 Unit weight (lb/ft3) 139.2 Yield (ft3) 4.783 Gravimetric air entrained % 7.5 Air using pressure method % (target > 6.5% ) 7.4 Temperature (oF) 78.9 Compress strength (7 days) psi (target > 3000 psi) 5900 (±300) Compress strength (28 days) psi (target > 3000 psi) 7576 (±200) 10

104 University of New Mexico Final Mix – SCC4 (Griego & Sons Source)

Ingredient lb/yd3 Rio Grande type I/II cement 526.7 SRMG Class F Fly Ash 158.0 Griego’s Fine Agg. 1912.2 Griego’s Coarse Agg. 0 Griego’s Intermediate Agg. 955.6 Water 244.2 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.51 oz Characteristics Water/cementitious ratio 0.357 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 139.6 Yield (ft3) 4.956 Gravimetric air entrained % 6.6 Air using pressure method % (target > 6.5% ) 7.6 Temperature (oF) 75.2 Compress strength (7 days) psi (target > 3000 psi) 3960 Compress strength (28 days) psi (target > 4000 psi) 6681 (±400) 11

University of New Mexico Final Mix – SCC5 (Griego & Sons Source) Ingredient lb/yd3 Rio Grande type I/II cement 509.0 SRMG Class F Fly Ash 204 Griego’s Fine Agg. 1887 Griego’s Coarse Agg. 0 Griego’s Intermediate Agg. 943 Water 240 Superplasticizer 197 oz Viscosity modifying agent 106 oz Air entertainer 0.44 oz Characteristics Water/cementitious ratio 0.336 Slump (in) > 3 in --- Slump flow (in) – Target > 25.5 in 28 Unit weight (lb/ft3) 139.8 Yield (ft3) 5.135 Gravimetric air entrained % 6.2 Air using pressure method % (target > 6.5% ) 6.6 Temperature (oF) 78.1 Compress strength (7 days) psi (target > 3000 psi) 5073 (±300) Compress strength (28 days) psi (target > 4000 psi) 7047 (±150) 12

105 University of New Mexico Concrete Curing

University of New Mexico Testing

Compression & Young’s modulus

Flexural Strength 14

106 University of New Mexico Creep & Shrinkage Testing

University of New Mexico Chloride Ion Permeability Testing

Chloride Ion Permeability

107 University of New Mexico Freeze-Thaw Testing

Freeze-Thaw Durability

University of New Mexico Potential Aggregate Reactivity

Alkali-Silica Reaction

108 University of New Mexico SCC3 Freshly Mixed

University of New Mexico SCC4 Freshly Mixed

109 University of New Mexico Test Results – NVC1

Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3871 (±122) Compress strength (28 days) psi (target > 4000 psi) 4467 (±124) Compress strength (90 days) psi (target > 4000 psi) 5663 (±114) Compress strength (180 days) psi (target > 4000 psi) 7074 (±72) Compress strength (365 days) psi (target > 4000 psi) 7045 (±385) Tensile strength (7 days) psi 277 (±37) Tensile strength (28 days) psi 253 (±2) Tensile strength (90 days) psi 416 (±12) Modulus of rupture (7 days) psi 530 (±25) Modulus of rupture (28 days) psi 706 (±14) Modulus of rupture (90 days) psi 803 (±8) Modulus of rupture (180 days) psi 812 (±5) Modulus of rupture (365 days) psi 866 (±NA)

University of New Mexico Test Results – NVC1

Criteria Mean (±Std. Dev) Static modulus of elasticity (28 days) psi 4.2 E6 (±0.59E6) Static modulus of elasticity (90 days) psi 4.8 E6 (±0.19E6) Static modulus of elasticity (180 days) psi 5.4 E6 (N/A) Static modulus of elasticity (365 days) psi 4.51 E6 (±0.108E6) Dynamic modulus of elasticity (28 days) psi 6.6 E6 (±0.09E6) Dynamic modulus of elasticity (90 days) psi 6.7 E6 (±0.013E6) Dynamic modulus of elasticity (180 days) psi 6.9 E6 (±0.001E6) Dynamic modulus of elasticity (365 days) psi 7.5 E6 (±0.529E6) Poisson’s ratio (28 days) 0.20 (±0.029) Poisson’s ratio (90 days) 0.22 (±0.035) Poisson’s ratio (180 days) 0.26 (N/A) Poisson’s ratio (365 days) 0.165 (±0.007) Rapid Chloride ion permeability (Coulombs) 1167 (±109) Rapid Chloride ion permeability Class LOW 22

110 University of New Mexico Test Results – SCC1

Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3861 (±89) Compress strength (28 days) psi (target > 4000 psi) 4795 (±139) Compress strength (90 days) psi (target > 4000 psi) 6198 (±320) Compress strength (180 days) psi (target > 4000 psi) 7321 (±125) Compress strength (365 days) psi (target > 4000 psi) 7755 (±501) Tensile strength (7 days) psi 354 (±25) Tensile strength (28 days) psi 359 (±4) Tensile strength (90 days) psi 373 (±22) Modulus of rupture (7 days) psi 446 (±30) Modulus of rupture (28 days) psi 558 (±14) Modulus of rupture (90 days) psi 687 (±42.4) Modulus of rupture (180 days) psi 736 (±6) Modulus of rupture (365 days) psi 761 (±NA) 23

University of New Mexico Test Results – SCC1

Criteria Mean (±Std. Dev) Static modulus of elasticity (28 days) psi 4.8 E6 (±0.59E6) Static modulus of elasticity (90 days) psi 6.8 E6 (±0.019E6) Static modulus of elasticity (180 days) psi 5.3 E6 (±0.044E6) Static modulus of elasticity (365 days) psi 5.5 E6 (±0.0019E6) Dynamic modulus of elasticity (28 days) psi 6.4 E6 (±0.16E6) Dynamic modulus of elasticity (90 days) psi 6.8 E6 (±0.2E6) Dynamic modulus of elasticity (180 days) psi 6.9 E6 (±0.18E6) Dynamic modulus of elasticity (365 days) psi 7.55 E6 (±0.25E6) Poisson’s ratio (28 days) 0.19 (±0.011) Rapid Chloride ion permeability (Coulombs) 1288 (±87) Rapid Chloride ion permeability Class LOW

111 University of New Mexico Test Results – SCC2 Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3362 (±213) Compress strength (28 days) psi (target > 4000 psi) 4340 (±163) Compress strength (90 days) psi (target > 4000 psi) 5847 (±158) Compress strength (180 days) psi (target > 4000 psi) 6733 (±435) Compress strength (365 days) psi (target > 4000 psi) 6410 (±269) Tensile strength (7 days) psi 326 (±2) Tensile strength (28 days) psi 347 (NA) Tensile strength (90 days) psi 356 (±18) Modulus of rupture (7 days) psi 485 (±32) Modulus of rupture (28 days) psi 645 (±48) Modulus of rupture (90 days) psi 727 (±2.5) Modulus of rupture (180 days) psi 681 (±32) Modulus of rupture (365 days) psi (745) (±79)

University of New Mexico Test Results – SCC2

Criteria Mean (±Std. Dev) Dynamic modulus of elasticity (28 days) psi 5.7 E6 (±0.3E6) Dynamic modulus of elasticity (90 days) psi 6.3 E6 (±0.51E6) Dynamic modulus of elasticity (180 days) psi 6.87 E6 (±0.54 E6) Dynamic modulus of elasticity (365 days) psi 6.53 E6 (±0.283) Poisson’s ratio (28 days) 0.21 (±0.004) Poisson’s ratio (90 days) 0.184 (N/A) Poisson’s ratio (180 days) 0.22 (±0.035) Poisson’s ratio (365 days) 0.195 (±0.02) Rapid Chloride ion permeability (Coulombs) 1297 (±163) Rapid Chloride ion permeability Class LOW

112 University of New Mexico Test Results – NVC2

Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3126 (±17) Compress strength (28 days) psi (target > 4000 psi) 4226 (±7) Compress strength (90 days) psi (target > 4000 psi) 4963 (±338) Compress strength (180 days) psi (target > 4000 psi) 5041 (±242) Modulus of rupture (7 days) psi 469 (±7) Modulus of rupture (28 days) psi 589 (±15) Modulus of rupture (90 days) psi 638 (±45) Modulus of rupture (180 days) psi 757 (±N/A) Static modulus of elasticity (7 days) psi 3.26 E6 (±0.091 E6) Static modulus of elasticity (28 days) psi 4.45 E6 (±0.112 E6) Static modulus of elasticity (90 days) psi 4.35 E6 (±0.063 E6) Static modulus of elasticity (180 days) psi 4.74 E6 (±0.352 E6) 27

University of New Mexico Test Results – NVC2

Criteria Mean (±Std. Dev) Dynamic modulus of elasticity (7 days) psi 6.4 E6 (±0.298 E6) Dynamic modulus of elasticity (28 days) psi 7.0 E6 (±0.138 E6) Dynamic modulus of elasticity (90 days) psi 6.82 E6 (±0.053 E6) Dynamic modulus of elasticity (180 days) psi 7.34 E6 (±0.070E6) Poisson’s ratio (7 days) 0.15 (±0.0003) Poisson’s ratio (28 days) 0.16 (±0.0003) Poisson’s ratio (90 days) 0.175 (±0.021) Poisson’s ratio (180 days) 0.195 (±0.007) Rapid Chloride ion permeability (Coulombs) 1032 (±131) Rapid Chloride ion permeability Class LOW

113 University of New Mexico Test Results – SCC3 Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 5918 (±298) Compress strength (28 days) psi (target > 4000 psi) 7542 (±202) Compress strength (90 days) psi (target > 4000 psi) 8780 (±215) Compress strength (180 days) psi (target > 4000 psi) 7879 (±328) Modulus of rupture (7 days) psi 690 (±32) Modulus of rupture (28 days) psi 842 (±36) Modulus of rupture (90 days) psi 899 (±30) Modulus of rupture (180 days) psi 1094 (±41) Static modulus of elasticity (7 days) psi 4.1 E6 (±0.28 E6) Static modulus of elasticity (28 days) psi 4.8 E6 (±0.37 E6) Static modulus of elasticity (90 days) psi 5.01 E6 (±0.148 E6) Static modulus of elasticity (180 days) psi 5.45 E6 (±0.099 E6) 29

University of New Mexico Test Results – SCC3

Criteria Mean (±Std. Dev) Dynamic modulus of elasticity (7 days) psi 7.2 E6 (±0.044 E6 ) Dynamic modulus of elasticity (28 days) psi 7.8 E6 (±0.034 E6) Dynamic modulus of elasticity (90 days) psi (N/A) Dynamic modulus of elasticity (180 days) psi 8.34 E6 (±0.165 E6) Poisson’s ratio (7 days) 0.16 (±0.015) Poisson’s ratio (28 days) 0.18 (±0.006) Poisson’s ratio (90 days) 0.175 (±0.0071) Poisson’s ratio (180 days) 0.17 (±0.0001) Rapid Chloride ion permeability (Coulombs) 1003 (±104) Rapid Chloride ion permeability Class LOW

114 University of New Mexico Test Results – SCC4

Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 3958 (±156) Compress strength (28 days) psi (target > 4000 psi) 6681 (±411) Compress strength (90 days) psi (target > 4000 psi) 8022 (±314) Compress strength (180 days) psi (target > 4000 psi) 8101 (±298) Modulus of rupture (7 days) psi 696 (±72) Modulus of rupture (28 days) psi 769 (±39) Modulus of rupture (90 days) psi 983 (±NA) Modulus of rupture (180 days) psi 1330 (±128) Static modulus of elasticity (28 days) psi 4.6 E6 (±0.31 E6) Static modulus of elasticity (90 days) psi 4.5 E6 (±0.026 E6) Static modulus of elasticity (180 days) psi 5.3 E6 (±0.31 E6)

University of New Mexico Test Results – SCC4

Criteria Mean (±Std. Dev) Dynamic modulus of elasticity (28 days) psi 7.1 E6 (±0.20) Dynamic modulus of elasticity (90 days) psi 7.7 E6 (±0.22) Dynamic modulus of elasticity (180 days) psi 8.43 E6 (±0.15) Poisson’s ratio (28 days) 0.21 (±0.016) Poisson’s ratio (90 days) 0.17 (±0.015) Poisson’s ratio (180 days) 0.18 (±0.014) Rapid Chloride ion permeability (Coulombs) 831 (±150) Rapid Chloride ion permeability Class VERY LOW

115 University of New Mexico Test Results – SCC5

Criteria Mean (±Std. Dev) Compress strength (7 days) psi (target > 3000 psi) 5327 (±224) Compress strength (28 days) psi (target > 4000 psi) 7047 (±146) Compress strength (90 days) psi (target > 4000 psi) 8283 (±600) Compress strength (180 days) psi (target > 4000 psi) 9606 (±727) Modulus of rupture (7 days) psi 707 (±20) Modulus of rupture (28 days) psi 1021 (±37) Modulus of rupture (90 days) psi 1069 (±155) Modulus of rupture (180 days) psi 1253 (±68) Static modulus of elasticity (28 days) psi 4.51 E6 (±0.345 E6) Static modulus of elasticity (90 days) psi 4.40 E6 (±0.0759 E6) Static modulus of elasticity (180 days) psi 5.60 E6 (±0.068 E6)

University of New Mexico Test Results – SCC5

Criteria Mean (±Std. Dev) Dynamic modulus of elasticity (28 days) psi 7.2 E6 (±0.092 E6) Dynamic modulus of elasticity (90 days) psi 7.4 E6 (±0.028 E6) Dynamic modulus of elasticity (180 days) psi 8.41 E6 (±0.0168 E6) Poisson’s ratio (28 days) 0.19 (±0.016) Poisson’s ratio (90 days) 0.19 (±0.010) Poisson’s ratio (180 days) 0.195 (±0.021) Rapid Chloride ion permeability (Coulombs) 631 (±114) Rapid Chloride ion permeability Class VERY LOW

116 University of New Mexico Compressive Strength (Placitas Source)

12000 10000 8000 6000 4000 2000 0 7 28 90 180 365 Compressive Strength (psi) Concrete Age (days) NVC1 SCC1 SCC2

University of New Mexico Tensile Strength (Placitas Source)

500 450 416 400 373 354 359 347 356 350 326 300 277 253 250 200 150 Tensile Strength (psi) Strength Tensile 100 50 0 72890 Concrete Age (Days)

NVC1 SCC1 SCC2 36

117 University of New Mexico Modulus of Rupture (Placitas Source)

1600 1400 1200 1000 800 600 400 200 0 Modulus of Rupture (psi) of Rupture Modulus 7 28 90 180 365 Concrete Age (days) NVC1 SCC1 SCC2

University of New Mexico Young‘s Modulus (Placitas Source)

6000000 5000000 4000000 3000000 2000000 1000000 0

Modulus of Elasticity (psi) of Elasticity Modulus 7 28 90 180 365 Concrete Age (days) NVC1 SCC1 SCC2

118 University of New Mexico Compressive Strength (Griego & Sons Source)

12000 10000 8000 6000 4000 2000 0 72890180 Compressive Strength (psi) Concrete Age (days) NVC 2 SCC3 SCC4 SCC 5

University of New Mexico Modulus of Rupture (Griego & Sons Source)

1600 1400 1200 1000 800 600 400 200 0

Modulus of Rupture (psi) of Rupture Modulus 72890180 Concrete Age (days)

NVC 2 SCC3 SCC4 SCC 5

119 University of New Mexico Young’s Modulus (Griego & Sons Source)

6000000

5000000

4000000

3000000

2000000

1000000

0 Modulus of Elasticity (psi) of Elasticity Modulus 7 28 90 180 Concrete Age (days) NVC2 SCC3 SCC4 SCC5

University of New Mexico Creep Compliance (Placitas)

140

120

100 /N)

2 80

mm 60 -6 40

of age (10 of age 20

Total Creep Compliance at 56 days 56 days at Compliance Creep Total NVC1 SCC1 SCC2 Concrete Mix

120 University of New Mexico Creep Coefficient (Placitas)

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0

Creep Coefficient at of at 56 days age Coefficient Creep NVC1 SCC1 SCC2 Concrete Mix

University of New Mexico Creep Compliance (Griego & Sons Source)

140 120 100 /N) 2 80 mm

-6 60 40

of age (10 of age 20 0

Total Creep Compliance at 56 days 56 days at Compliance Creep Total NVC2 SCC3 SCC4 SCC5 Concrete Mix

121 University of New Mexico Creep Coefficient (Griego & Sons Source)

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0

Creep Coefficient at 56 days of age age of days 56 at Coefficient Creep NVC2 SCC3 SCC4 SCC5 Concrete Mix 45

University of New Mexico Chloride Ion Permeability (NVC1)

122 University of New Mexico Chloride Ion Permeability (SCC1)

University of New Mexico Chloride Ion Permeability (SCC2)

123 University of New Mexico Chloride Ion Permeability (NVC2)

NVC2 RCPT DURABILITY TESTS Total ASTM Specimen # Coulombs Designation 1973LOW 2941LOW 31183LOW

Average: 1032 LOW 49

University of New Mexico Chloride Ion Permeability (SCC3)

SCC3 RCPT DURABILITY TESTS Total ASTM Specimen # Coulombs Designation 1943LOW 2942LOW 31123LOW

Average: 1003 LOW 50

124 University of New Mexico Chloride Ion Permeability (SCC4)

SCC4 RCPT DURABILITY TESTS Total ASTM Specimen # Coulombs Designation 1796VERY LOW 2701VERY LOW 3995VERY LOW

Average: 831 VERY LOW 51

University of New Mexico Chloride Ion Permeability (SCC5)

SCC5 RCPT DURABILITY TESTS Total ASTM Specimen # Coulombs Designation 1600VERY LOW 2536VERY LOW 3758VERY LOW

Average: 631 VERY LOW 52

125 University of New Mexico Chloride Ion Permeability

1600 1400 1200 1000 800 600 400 200 Electrical Charge (Coulomb) Charge Electrical 0 NVC1 SCC1 SCC2 NVC2 SCC3 SCC4 SCC5 Concrete Mix

University of New Mexico Damage Propagation From Freeze-Thaw

0.8

0.6

0.4

Elasticity 0.2

0 0 50 100 150 200 250 300

Relative Dynamic Modulus of Modulus Dynamic Relative Number of Cycles NVC1 SCC1 SCC2 NVC 2 SCC3 SCC4 SCC 5 54

126 University of New Mexico Freeze-Thaw Durability - 1

100 90 80 70 60 )

o 50 40 (n/n 30 20 10 0 Freeze ThawFreeze DurabilityFTDI-1 NVC1 SCC1 SCC2 NVC2 SCC3 SCC4 SCC5 Concrete Mix 55

University of New Mexico Freeze-Thaw Durability - 2

100 90 80 70 60 ) o 50 /E

300 40

(E 30 20 10 0 Freeze Freeze Thaw Durability FTDI-2 NVC1 SCC1 SCC2 NVC2 SCC3 SCC4 SCC5 Concrete Mix 56

127 University of New Mexico Alkali-Silica Reaction (Placitas Source)

0.90%

0.80% 0% Fly Ash 0.70% 25% Fly Ash 40% Fly Ash 0.60% 0.50% 0.40% 0.30% 0.20%

Change in Length (%) Length in Change 0.10% 0.00% 0 5 10 15 20 Time (days)

University of New Mexico Alkali-Silica Reaction (Griego & Sons)

0.35% 0% Fly Ash 0.30% 20% Fly Ash 0.25% 30% Fly Ash 0.20% 40% Fly Ash 0.15% 0.10% 0.05% Change in Length (%) Length in Change 0.00% 0 5 10 15 20 Time (days)

128 University of New Mexico Providing Admixtures

0.90% 0.80% 0.70% 0.60% 0.50% 0.40% 0.30% 0.20% Placitas Source 0% Fly Ash

Change in Length (%) Length in Change 0.10% Griego's Source 0% Fly Ash 0.00% 0 5 10 15 20 Time (days)

University of New Mexico ASR Comparison

0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1

% Change in Length Length in Change % 0 0% Fly Ash without 0% Fly Ash Providing Providing Admixtures to Admixtures to Mortar Mortar Placitas Source Griego's Source 60

129 University of New Mexico Implementation

•SCC has been used successfully in the past.

•SCC is defined greatly by its freshly mixed properties: •Suggest to use classification titles from (EFNARC)

•SCC Flowability Classification SCC Classification Slump flow (inch) Typical application

SF1 20-25 Pump injecting concrete and small sections that do not permit horizontal flow

SF2 25-30 Applications require flowable concrete as walls and columns

SF3* 30-35 Highly congested reinforcement and structures with complicated shapes

* High possibility for segregation requires careful check of trial mix

University of New Mexico Implementation

•SCC Viscocity Classification SCC Classification Time to flow Typical application (seconds)

VS1 (Low Viscosity)* ≤ 2 seconds Highly congested reinforcement

VS2 (High Viscosity) 2-7 seconds Applications require flowable concrete as walls and columns

* High possibility for segregation requires careful check of trial mix

•SCC Passability Classification

SCC Classification L-Box Height Ratio Typical application

PA1 (High passability) ≥ 0.8 Highly congested reinforcement

PA2 (Low passability) < 0.8 Applications require flowable concrete as walls and columns

130 University of New Mexico Conclusion

• Mechanical and durability properties of self consolidating concrete (SCC) were investigated at the macro-scale.

• SCC can be made with the local New Mexico aggregate sources, and by incorporating class F fly ash.

University of New Mexico Conclusion

• All SCCs achieved the requirements of:

• Flowability • Viscosity • Passability • Visual Segregation Resistance

• All mixes achieved the required air content in plastic state.

131 University of New Mexico Conclusion

• Mechanical Characteristics:

• Hardened properties in agreement with NVC

• Easily produce SCC +7000 psi

• High volume fly ash mixes show strength gain to 180 days

University of New Mexico Conclusion

• Durability Characteristics:

• SCC mixes containing high levels of fly ash performed better than those with lower volumes.

• Rapid chloride ion permeability tests were acceptable

• There was no effect of admixtures used to produce SCC on the performance of the mortar bar test

132 University of New Mexico Recommendations and Future Work

• It will be required to examine the air void system of self consolidating concrete

• Focus on relating the air spacing factor to the freeze- thaw durability of SCC mixes

University of New Mexico Acknowledgements

133 APPENDIX B

SCC TESTING DATASHEETS

Datasheets with laboratory experimental results for aggregate, final mixes, freshly mixed concrete properties, and strength properties of hardened concrete are reproduced on the following 226 pages.

134

------BLANK PAGE ------

135 Combined Gradation NVC1 Aggregate Proportioning used from Optimization Agg. Type ASTM Designation % of total Aggregate Coarse (Placitas) % C33 #6 24% Int (Placitas) % C33 #8 40% Fine (Placitas) % 8515 Blended 36%

Combined Grading ASTM C136 Sieve Size Inv. Ret. (g) % retained Cum. Retained (%) % Passing 1.5" 0 0.00% 0.00% 100.00% 1.0" 0 0.00% 0.00% 100.00% 3/4" 26.85 0.54% 0.54% 99.46% 1/2" 805.8 16.10% 16.64% 83.36% 3/8" 367 7.33% 23.97% 76.03% #4 1379.6 27.56% 51.53% 48.47% #8 837.75 16.74% 68.27% 31.73% #16 322.05 6.43% 74.71% 25.29% #30 385.75 7.71% 82.42% 17.58% #50 517.55 10.34% 92.76% 7.24% #100 273.35 5.46% 98.22% 1.78% #200 69.7 1.39% 99.61% 0.39% pan 19.5 0.39% 100.00% 0.00%

Coarseness Factor 35.11% Total Weight (g) 5004.9 Workability Factor 31.73% Initial Weight (g) 5000.65 S/A ratio 36.00% % error -0.08%

Coarseness Factor = S(% retained on sieves larger than 3/8")/S(% retained on sieves larger than #8) Workability Factor = S(% retained on sieves smaller than #8) S/A ratio = fine Aggregate/Total Aggregate

% error = (Initial Weight - Total Weight)/Initial Weight

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Jacob Hays Date: 10/27/2009 10/27/2009 10/27/2009

136 Combined Gradation SCC1-SCC2

Aggregate Proportioning used from Optimization Agg. Type ASTM Designation % of total Aggregate Coarse (Placitas) % C33 #6 0% Int (Placitas) % C33 #8 45% Fine (Placitas) % 8515 Blended 55%

Combined Grading ASTM C136 Sieve Size Inv. Ret. (g) % retained Cum. Retained (%) % Passing 1.5" 0.00 0.00% 0.00% 100.00% 1.0" 0.00 0.00% 0.00% 100.00% 3/4" 0.00 0.00% 0.00% 100.00% 1/2" 0.00 0.00% 0.00% 100.00% 3/8" 76.72 1.47% 1.47% 98.53% #4 1592.63 30.59% 32.07% 67.93% #8 1106.48 21.26% 53.32% 46.68% #16 488.84 9.39% 62.71% 37.29% #30 532.23 10.22% 72.94% 27.06% #50 775.04 14.89% 87.83% 12.17% #100 459.75 8.83% 96.66% 3.34% #200 135.66 2.61% 99.27% 0.73% pan 38.26 0.73% 100.00% 0.00%

Coarseness Factor 2.76% Total Weight 5205.6 Workability Factor 46.68% Initial Weight (g) 5245 S/A ratio 55.00% %error 0.75%

% error = (Initial Weight - Total Weight)/Initial Weight

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Rick Grahn Date: 10/29/2009 10/29/2009 10/29/2009

137 Combined Gradation NVC2 Aggregate Proportioning used from Optimization Agg. Type ASTM Designation % of total Aggregate Coarse (Griego & Sons) % C33 #67 40% Int (Griego & Sons) % C33 #8 10% Fine (Griego & Sons) % fine aggregate 50%

Combined Grading ASTM C136 Sieve Size Inv. Ret. (g) % retained Cum. Retained (%) % Passing 1.5" 0.00 0.00% 0.00% 100.00% 1.0" 0.00 0.00% 0.00% 100.00% 3/4" 0.00 0.00% 0.00% 100.00% 1/2" 1362.92 26.96% 26.96% 73.04% 3/8" 547.30 10.83% 37.78% 62.22% #4 800.90 15.84% 53.63% 46.37% #8 557.34 11.02% 64.65% 35.35% #16 366.36 7.25% 71.90% 28.10% #30 422.32 8.35% 80.25% 19.75% #50 476.49 9.42% 89.68% 10.32% #100 353.20 6.99% 96.66% 3.34% #200 86.64 1.71% 98.38% 1.62% pan 82.12 1.62% 100.00% 0.00%

Coarseness Factor 58.44% Total Weight 5055.6 Workability Factor 35.35% Initial Weight (g) 5075 S/A ratio 50.00% %error 0.38%

% error = (Initial Weight - Total Weight)/Initial Weight

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 6/21/2010 6/21/2010 6/21/2010

138 Combined Gradation SCC3 - SCC5 Aggregate Proportioning used from Optimization Agg. Type ASTM Designation % of total Aggregate Coarse (Griego & Sons) % C33 #67 0% Int (Griego & Sons) % C33 #8 33% Fine (Griego & Sons) % fine aggregate 67%

Combined Grading ASTM C136 Sieve Size Inv. Ret. (g) % retained Cum. Retained (%) % Passing 1.5" 0.00 0.00% 0.00% 100.00% 1.0" 0.00 0.00% 0.00% 100.00% 3/4" 0.00 0.00% 0.00% 100.00% 1/2" 0.00 0.00% 0.00% 100.00% 3/8" 5.35 0.11% 0.11% 99.89% #4 1816.24 36.25% 36.36% 63.64% #8 808.51 16.14% 52.50% 47.50% #16 489.92 9.78% 62.27% 37.73% #30 562.30 11.22% 73.50% 26.50% #50 633.32 12.64% 86.14% 13.86% #100 468.45 9.35% 95.49% 4.51% #200 115.42 2.30% 97.79% 2.21% pan 110.68 2.21% 100.00% 0.00%

Coarseness Factor 0.20% Total Weight 5010.2 Workability Factor 47.50% Initial Weight (g) 5022.1 S/A ratio 67.00% %error 0.24%

% error = (Initial Weight - Total Weight)/Initial Weight

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Jacob Hays Date: 4/28/2010 4/28/2010 4/28/2010

139 Specific Gravity and Absorption of Coarse Aggregate (Placitas) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Coarse Aggregate Department of Civil Engineering ASTM C 127 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Placitas C33 #6 (3/4") Scale I.D.: Scale S/N: Sample I.D.: 1 Oven Temperature (C): 110

Weight of Oven-Dry Specimen in Air + Tare, (g): 3496.8

Weight of Tare, (g): 304.8

Weight of Oven-Dry Specimen in Air, A (g): 3192

Weight of Saturated-Surface-Dry (SSD) Specimen in Air + Tare, (g): N/A

Weight of Tare, (g): N/A

Weight of Saturated-Surface-Dry (SSD) Specimen in Air, B (g): 3227

Weight of Saturated Specimen in Water, C (g): 1984.2

Water Temperature:

Calculations (specific gravities to 4 significant figures, absorption to 2 decimal place):

Bulk Specific Gravity (dry basis) = A/(B - C): 2.568

Bulk Specific Gravity (SSD) = B/(B - C): 2.597

Apparent Specific Gravity = A/(A - C): 2.643

Absorption, % = [(B - A)/A] x 100: 1.10

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) J. Hays (UNM) Date: 1/25/2010 1/25/2010 1/25/2010

140 Specific Gravity and Absorption of Intermediate Aggregate (Placitas) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Coarse Aggregate Department of Civil Engineering ASTM C 127 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Placitas C33 #8 (3/8") Scale I.D.: Scale S/N: Sample I.D.: 1 Oven Temperature (C): 110

Weight of Oven-Dry Specimen in Air + Tare, (g): 2658.4

Weight of Tare, (g): 338

Weight of Oven-Dry Specimen in Air, A (g): 2320.4

Weight of Saturated-Surface-Dry (SSD) Specimen in Air + Tare, (g): 2707.5

Weight of Tare, (g): 338

Weight of Saturated-Surface-Dry (SSD) Specimen in Air, B (g): 2359.8

Weight of Saturated Specimen in Water, C (g): 1440.1

Water Temperature:

Calculations (specific gravities to 4 significant figures, absorption to 2 decimal place):

Bulk Specific Gravity (dry basis) = A/(B - C): 2.523

Bulk Specific Gravity (SSD) = B/(B - C): 2.566

Apparent Specific Gravity = A/(A - C): 2.636

Absorption, % = [(B - A)/A] x 100: 1.70

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) J. Hays (UNM) Date: 1/25/2010 1/25/2010 1/25/2010

141 Specific Gravity and Absorption of Fine Aggregate (Placitas) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Fine Aggregate Department of Civil Engineering ASTM C 128 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Placitas C33 Fine Aggregate / Lafarge 8515 Scale I.D.: Scale S/N: Sample I.D.: 1 Pycnometer Number: 1

Oven Temperature (C): 110

Weight of Oven Dry Specimen in Air + Tare, (g): 738.1

Weight of Tare, (g) 241.4

Weight of Oven Dry Specimen in Air, A (g): 496.7

Weight of Pycnometer Filled with Water, B (g): 1442.0

Weight of Saturated-Surface-Dry (SSD) Specimen, S (g): 504.2

Weight of Pycnometer with Specimen & Water, C (g): 1751.6

Water Temperature:

Calculations (specific gravities to 3 decimal places, absorption to 2 decimal places):

Bulk Specific Gravity (dry basis) = A/(B + S - C): 2.552

Bulk Specific Gravity (SSD) = S/(B + S - C): 2.591

Apparent Specific Gravity = A/(B + A - C): 2.655

Absorption, % = [(S - A)/A] x 100: 1.51

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) J. Hays (UNM) Date: 1/25/2010 1/25/2010 1/25/2010

142 Specific Gravity and Absorption of Coarse Aggregate (Griego) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Coarse Aggregate Department of Civil Engineering ASTM C 127 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Griego C33 #67 (3/4") Scale I.D.: Scale S/N: Sample I.D.: 1 Oven Temperature (C): 110

Weight of Oven-Dry Specimen in Air + Tare, (g): 3709

Weight of Tare, (g): 0

Weight of Oven-Dry Specimen in Air, A (g): 3709

Weight of Saturated-Surface-Dry (SSD) Specimen in Air + Tare, (g): N/A

Weight of Tare, (g): N/A

Weight of Saturated-Surface-Dry (SSD) Specimen in Air, B (g): 3744.2

Weight of Saturated Specimen in Water, C (g): 2335.2

Water Temperature:

Calculations (specific gravities to 4 significant figures, absorption to 2 decimal place):

Bulk Specific Gravity (dry basis) = A/(B - C): 2.632

Bulk Specific Gravity (SSD) = B/(B - C): 2.657

Apparent Specific Gravity = A/(A - C): 2.700

Absorption, % = [(B - A)/A] x 100: 0.95

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) R. Romero (NMDOT) Date: 5/4/2010 5/4/2010 5/4/2010

143 Specific Gravity and Absorption of Intermediate Aggregate (Griego) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Coarse Aggregate Department of Civil Engineering ASTM C 127 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Griego C33 #8 (3/8") Scale I.D.: Scale S/N: Sample I.D.: 1 Oven Temperature (C): 110

Weight of Oven-Dry Specimen in Air + Tare, (g): 2285.9

Weight of Tare, (g): 0

Weight of Oven-Dry Specimen in Air, A (g): 2285.9

Weight of Saturated-Surface-Dry (SSD) Specimen in Air + Tare, (g): N/A

Weight of Tare, (g): N/A

Weight of Saturated-Surface-Dry (SSD) Specimen in Air, B (g): 2317.1

Weight of Saturated Specimen in Water, C (g): 1446.3

Water Temperature:

Calculations (specific gravities to 4 significant figures, absorption to 2 decimal place):

Bulk Specific Gravity (dry basis) = A/(B - C): 2.625

Bulk Specific Gravity (SSD) = B/(B - C): 2.661

Apparent Specific Gravity = A/(A - C): 2.723

Absorption, % = [(B - A)/A] x 100: 1.36

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) R. Romero (NMDOT) Date: 5/4/2010 5/4/2010 5/4/2010

144 Specific Gravity and Absorption of Fine Aggregate (Griego) Standard Test Method for Civil Engineering Materials Laboratory Specific Gravity and Absorption of Fine Aggregate Department of Civil Engineering ASTM C 128 University of New Mexico

Project: NMDOT SCC Project

Equipment Used: Sample Material: Griego C33 Fine Aggregate Scale I.D.: Scale S/N: Sample I.D.: 1 Pycnometer Number: 1

Oven Temperature (C): 110

Weight of Oven Dry Specimen in Air + Tare, (g):

Weight of Tare, (g)

Weight of Oven Dry Specimen in Air, A (g): 494.8

Weight of Pycnometer Filled with Water, B (g): 2733.8

Weight of Saturated-Surface-Dry (SSD) Specimen, S (g): 500

Weight of Pycnometer with Specimen & Water, C (g): 3044

Water Temperature:

Calculations (specific gravities to 3 decimal places, absorption to 2 decimal places):

Bulk Specific Gravity (dry basis) = A/(B + S - C): 2.607

Bulk Specific Gravity (SSD) = S/(B + S - C): 2.634

Apparent Specific Gravity = A/(B + A - C): 2.680

Absorption, % = [(S - A)/A] x 100: 1.05

Bulk Sp.Gr. (dry) L.T.E. Bulk Sp.Gr. (SSD) L.T.E. Apparent Sp.Gr.

Test By: Calculations By: Checked By: Signature: J. Green ( NMDOT ) J. Hays (UNM) R. Romero (NMDOT) Date: 5/4/2010 5/4/2010 5/4/2010

145 Final NVC-1 Mix Material Properties for Mix Design Material Description Bulk Specific Gravity Absorption S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Placitas C33 Fine Aggregate 2.593 1.5 S.G. Placitas C33 Intermediate Agg 2.564 1.7 S.G. Placitas C33 Coarse Aggregate 2.597 1.1

Aggregate Proportions from Optimization (%) Coarse Agg. X1 24% Inter. Agg X2 40% Fine Agg. X3 36%

Proposed Class AA Medium Risk Batch Weight Absolute Volume Batch Weight Absolute Volume Component Source (lbs/yd3) (ft3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 569 2.90 338 0.107 Fly Ash - Class F SRMG 169 1.36 100 0.050 Water 271 4.35 161 0.161

Fine Aggregate (X3) Placitas 965 5.97 573 0.221 Intermediate Agg. (X2) Placitas 1073 6.70 636 0.248 Coarse Aggregate (X1) Placitas 644 3.97 382 0.147

Air entrainment (6.5%) Grace AT60 18 oz 1.75 725 mL 0.065 HRWR BASF Glenium 3030 44 oz 1709 mL VMA BASF Rheomac ------

Total Aggregate 3691 2190 Total Volume 27.00 1.000

Sand/Total Aggregate 0.36

Batch #1A - 12-7-09 Fresh Properties Measured Target Slump 3.1in >3in Air 6.40% >6% 3 Unit Weight (lb/ft ) 138.23 2214 kg/m3 3 Yield (ft ) 6.35 0.1799 m3 Gravimetric Air Content 5.40% o Temperature ( C) 23.5

Batch #1B - 12-11-09 Fresh Properties Measured Target Slump 3.2in >3in Air 6.50% >6% 3 Unit Weight (lb/ft ) 138.18 2214 kg/m3 3 Yield (ft ) 7.56 0.214 m3 Gravimetric Air Content 5.40% o Temperature ( C) 21.7

146 NVC1 Batch A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O: 22.0

Sample I.D.: NVC1 Batch A (7 DEC 09) Fine Aggregate: 20.0

Coarse Aggregate: C33 #6 Coarse Agg. (Placitas) Cement: Rio Grande Type 1/2 Intermediate Agg.: 20.0 Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: 20.0

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %: 30

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C: 17

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 70.15 2.597 0.0270 1.10 1.44 70.39 (ASTM C231) Intermediate Agg 117.06 2.564 0.0457 1.70 2.92 118.49 Fine Aggregate 105.40 2.593 0.0406 1.50 4.91 108.99 Pressuremeter I.D.: Water 29.60 1.000 0.0296 ------24.20 Y486 Cement 62.10 3.150 0.0197 ------62.10 Fly Ash 18.40 2.000 0.0092 18.40 AE 0.1340 1.000 0.0001 HRWR 0.3160 1.050 0.0003 VMA 0.0000 1.000 0.0000

Total Weight, W1 403.16 ------Initital Pressure Line: Total Volume, V 0.1723 6.08 ft3 --- 2 Total Batch Weight 402.57 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2340.36 146.10 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.326 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 6.4 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 8.0 23.5 Weight of Measure + Concrete (kg): 19.200 15 Weight of Measure (kg): 3.550 30 Weight of Concrete, Wc (kg): 15.650 45 Unit Weight of Concrete, W (lb/ft3): 138.23 60 Unit Weight of Concrete, W (kg/m3): 2214 75 Yield, Y (m3): 0.1821 90 Air Content, A (%): 5.39 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Jacob Hays Rick Grahn Jacob Hays Rocky Poor Poor Poor Date: 12/07/09 12/07/09 12/07/09

147

K&C_Batch#0(FreshConcreteMixtureEvaluation) NVC1 Batch B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O: 19.6

Sample I.D.: NVC1 Batch B (11 DEC 09) Fine Aggregate: 20.0

Coarse Aggregate: C33 #6 Coarse Agg. (Placitas) Cement: Rio Grande Type 1/2 Intermediate Agg.: 20.0 Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: 20.0

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %: 32

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C: 15

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 83.50 2.597 0.0322 1.10 1.29 83.66 (ASTM C231) Intermediate Agg 139.20 2.564 0.0543 1.70 4.88 143.63 Fine Aggregate 125.30 2.593 0.0483 1.50 5.97 130.90 Pressuremeter I.D.: Water 35.20 1.000 0.0352 ------24.62 Y486 Cement 73.90 3.150 0.0235 ------73.90 Fly Ash 21.90 2.000 0.0110 21.90 AE 0.1600 1.000 0.0002 HRWR 0.3760 1.050 0.0004 VMA 0.0000 1.000 0.0000

Total Weight, W1 479.54 ------Initital Pressure Line: Total Volume, V 0.2049 7.24 ft3 --- 2 Total Batch Weight 478.61 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2340.42 146.11 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.311 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 6.5 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 8.25 21.7 Weight of Measure + Concrete (kg): 19.195 15 Weight of Measure (kg): 3.550 30 Weight of Concrete, Wc (kg): 15.645 45 Unit Weight of Concrete, W (lb/ft3): 138.18 60 Unit Weight of Concrete, W (kg/m3): 2214 75 Yield, Y (m3): 0.2166 90 Air Content, A (%): 5.42 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Jacob Hays Rick Grahn Jacob Hays Rocky Poor Poor Poor Date: 12/11/09 12/11/09 12/11/09

148

K&C_Batch#0(FreshConcreteMixtureEvaluation) Final NVC-1 Mix Material Properties for Mix Design Material Description Bulk Specific Gravity Absorption S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Placitas C33 Fine Aggregate 2.593 1.5 S.G. Placitas C33 Intermediate Agg 2.564 1.7 S.G. Placitas C33 Coarse Aggregate 2.597 1.1

Aggregate Proportions from Optimization (%) Coarse Agg. X1 24% Inter. Agg X2 40% Fine Agg. X3 36%

Fine Aggregate (X3) Placitas 965 5.97 573 0.221 Intermediate Agg. (X2) Placitas 1073 6.70 636 0.248 Coarse Aggregate (X1) Placitas 644 3.97 382 0.147

Air entrainment (6.5%) Grace AT60 18 oz 1.75 725 mL 0.065 HRWR BASF Glenium 3030 44 oz 1709 mL VMA BASF Rheomac ------

Total Aggregate 3691 2190 Total Volume 27.00 1.000

Sand/Total Aggregate 0.36

149 7-Day Modulus of Rupture - NVC-1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #6 NVC1B #8

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.080 29.170

Specimen Width (0.001 in.), b1 5.984 5.984

Specimen Width (0.001 in.), b2 5.984 5.984

Average Specimen Width (0.001 in.), bAVG 5.9843 5.9840

Specimen Depth (0.001 in.), h1 5.984 6.024

Yield (ft3)

Specimen Depth (0.001 in.), h2 5.984 6.024

Average Specimen Depth (0.001 in.), hAVG 5.9840 6.0240

Specimen Length, L 22.01 22.018

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 6090.8 6604.9

3 Unit Weight (kg/m ): 2329 2243

Modulus of Rupture (psi), MOR 512 547 Mean (psi) 530 Std. Dev. (psi) 25.36

Modulus of Rupture (MPa), MOR 3.53 3.77 Mean (psi) 3.65 Std. Dev. (psi) 0.17 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Rick Grahn Rick Grahn Mahmoud Taha Date: 12/18/09 12/18/09 12/18/09 150 28-Day Modulus of Rupture - NVC_1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #7 NVC1B #9

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.535 29.410

Specimen Width (0.001 in.), b1 6.024 6.065

Specimen Width (0.001 in.), b2 6.055 6.048

Average Specimen Width (0.001 in.), bAVG 6.0393 6.0563

Specimen Depth (0.001 in.), h1 6.044 6.075

Specimen Depth (0.001 in.), h2 6.089 6.011

Average Specimen Depth (0.001 in.), hAVG 6.0663 6.0430

Specimen Length, L (in) 22 22

Span Length, Lo (in) 18 18

Maximum Applied Load (lbf), P 8839.6 8562.7

3 Unit Weight (kg/m ): 2236 2229

Modulus of Rupture (psi), MOR 716 697 Mean (psi) 706 Std. Dev. (psi) 13.46

Modulus of Rupture (MPa), MOR 4.94 4.80 Mean (psi) 4.87 Std. Dev. (psi) 0.09 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Jacob Hays Mahmoud Taha Date: 01/08/10 01/08/10 01/08/10 151 90-Day Modulus of Rupture - NVC_1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #3 NVC1B #4

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.395 29.270

Specimen Width (0.001 in.), b1 6.031 6.000

Specimen Width (0.001 in.), b2 5.969 6.000

Average Specimen Width (0.001 in.), bAVG 6.0000 6.0000

Specimen Depth (0.001 in.), h1 6.000 6.031

Specimen Depth (0.001 in.), h2 6.000 6.031

Average Specimen Depth (0.001 in.), hAVG 6.0000 6.0312

Specimen Length, L (in) 22 22

Span Length, Lo (in) 18 18

Maximum Applied Load (lbf), P 9571.2 9808.5

3 Unit Weight (kg/m ): 2262 2244

Modulus of Rupture (psi), MOR 798 809 Mean (psi) 803 Std. Dev. (psi) 8.01

Modulus of Rupture (MPa), MOR 5.50 5.58 Mean (psi) 5.54 Std. Dev. (psi) 0.06 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Jacob Hays Date: 03/11/10 03/11/10 03/11/10 152 180-Day Modulus of Rupture - NVC_1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #1 NVC1B #2

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.620 28.775

Specimen Width (0.001 in.), b1 6.180 6.000

Specimen Width (0.001 in.), b2 6.150 6.000

Average Specimen Width (0.001 in.), bAVG 6.1645 6.0000

Specimen Depth (0.001 in.), h1 5.987 6.031

Specimen Depth (0.001 in.), h2 6.012 6.031

Average Specimen Depth (0.001 in.), hAVG 5.9995 6.0312

Specimen Length, L (in) 22 22

Span Length, Lo (in) 18 18

Maximum Applied Load (lbf), P 9893.5 9950.9

3 Unit Weight (kg/m ): 2218 2206

Modulus of Rupture (psi), MOR 803 821 Mean (psi) 812 Std. Dev. (psi) 12.79

Modulus of Rupture (MPa), MOR 5.53 5.66 Mean (psi) 5.60 Std. Dev. (psi) 0.09 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 06/09/10 06/11/10 06/11/10 153 365-Day Modulus of Rupture - NVC_1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #1

Specimen Age: 365-day

Curing History: 23°C Tank Cure

Mass (kg): 29.620

Specimen Width (0.001 in.), b1 6.180

Specimen Width (0.001 in.), b2 6.150

Average Specimen Width (0.001 in.), bAVG 6.1645

Specimen Depth (0.001 in.), h1 5.987

Specimen Depth (0.001 in.), h2 6.012

Average Specimen Depth (0.001 in.), hAVG 5.9995

Specimen Length, L (in) 22

Span Length, Lo (in) 18

Maximum Applied Load (lbf), P 10678

3 Unit Weight (kg/m ): 2218

Modulus of Rupture (psi), MOR 866 Mean (psi) 866 Std. Dev. (psi) #DIV/0!

Modulus of Rupture (MPa), MOR 5.97 Mean (psi) 5.97 Std. Dev. (psi) #DIV/0! 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 12/18/10 12/18/10 12/18/10 154 7-Day Q.C. Compressive Strengths - NVC-1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N:

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) tape measure S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1B #3 NVC1B #4 NVC1B #6

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.730 3.725 3.730

Diameter (nearest 0.001in.), D 4.010 4.021 4.018

Length (nearest 0.001, in.), L1 8.000 8.000 8.000

Length (nearest 0.001, in.), L2 8.000 8.000 8.000

Length (nearest 0.001, in.), L3 8.031 8.000 8.000

Length (nearest 0.001, in.), L4 8.031 8.031 8.031

Average Length, LAVG 8.0155 8.0078 8.0078

2 3 Cross Sectional Area (in. ), AYield (ft ) 12.6293 12.6987 12.6797

3 Unit Weight (lb/ft ) 140.4 139.6 139.9

3 Unit Weight (kg/m ) 2249 2235 2242

Maximum Applied Load ( lbf ), P 49379 48864 48924

Compressive Strength (psi), S 3910 3848 3858 Mean (psi) 3872 Std. Dev. (psi) 33 Compressive Strength (MPa), S 26.96 26.53 26.60 Mean (Mpa) 26.68 Std. Dev. (Mpa) 0.23 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Rick Grahn Jacob Hays Mahmoud Taha Date: 12/18/09 12/18/09 12/18/09 155 7-Day Tensile Strengths - NVC-1 Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) tape measure S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #42 NVC1A #24 NVC1A #30

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.490 3.475 3.430

Diameter (nearest 0.001in.), D 4.009 4.015 4.008

Length (nearest 0.001, in.), L1 7.500 7.469 7.438

Length (nearest 0.001, in.), L2 7.625 7.469 7.500

Length (nearest 0.001, in.), L3 7.563 7.594 7.438

Length (nearest 0.001, in.), L4 7.563 7.625 7.406

3 Average Length, LAVGYield (ft ) 7.5625 7.5393 7.4453

2 Cross Sectional Area (in. ), A 12.6230 12.6608 12.6167

3 Unit Weight (lb/ft ) 139.3 138.7 139.1

3 Unit Weight (kg/m ) 2231 2222 2228

Maximum Applied Load ( lbf ), P 3900 3625 2985

Tensile Strength (psi), S 309 286 237 Mean (psi) 277 Std. Dev. (psi) 37.02 Tensile Strength (MPa), S 2.13 1.97 1.63 Mean (Mpa) 1.91 Std. Dev. (Mpa) 0.26 Type of Fracture: top 1/3 center center

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Jacob Hays M.M. Taha Date: 12/14/09 12/14/09 12/15/09

156 28-Day Tensile Strengths - NVC_1 Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #32 NVC1A #26 NVC1A #41

Sample Age: 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.415 3.580 3.520

Diameter (nearest 0.001in.), D 4.013 4.021 4.020

Length (nearest 0.001, in.), L1 7.437 7.807 7.646

Length (nearest 0.001, in.), L2 7.446 7.792 7.661

Length (nearest 0.001, in.), L3 7.442 7.776 7.683

Length (nearest 0.001, in.), L4 7.446 7.792 7.659

Average Length, LAVG 7.4428 7.7918 7.6623

2 Cross Sectional Area (in. ), A 12.6482 12.6987 12.6923

3 Unit Weight (lb/ft ) 138.2 137.8 137.9

3 Unit Weight (kg/m ) 2214 2208 2209

Maximum Applied Load ( lbf ), P 3200 3236

Tensile Strength (psi), S 252 255 Mean (psi) 253 Std. Dev. (psi) 2.09 Tensile Strength (MPa), S 0.00 1.74 1.76 Mean (Mpa) 1.75 Std. Dev. (Mpa) 0.01 Type of Fracture: CAP center center

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Jacob Hays Mahmoud Taha Date: 01/04/10 01/04/10 01/05/10

157 90-Day Tensile Strengths - NVC_1 Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #18 NVC1A #27 NVC1A #36

Sample Age: 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.590 3.575 3.650

Diameter (nearest 0.001in.), D 4.021 4.001 4.000

Length (nearest 0.001, in.), L1 7.688 7.688 7.844

Length (nearest 0.001, in.), L2 7.688 7.688 7.844

Length (nearest 0.001, in.), L3 7.688 7.688 7.844

Length (nearest 0.001, in.), L4 7.688 7.688 7.844

Average Length, LAVG 7.6875 7.6875 7.8440

2 Cross Sectional Area (in. ), A 12.6987 12.5727 12.5664

3 Unit Weight (lb/ft ) 140.1 140.9 141.1

3 Unit Weight (kg/m ) 2244 2257 2260

Maximum Applied Load ( lbf ), P 5180 5340 Epoxy Failure

Tensile Strength (psi), S 408 425 Mean (psi) 416 Std. Dev. (psi) 11.89 Tensile Strength (MPa), S 2.81 2.93 0.00 Mean (Mpa) 2.87 Std. Dev. (Mpa) 0.08 Type of Fracture: middle third top third cap

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Rick Grahn Jacob Hays Mahmoud Taha Date: 03/08/10 03/08/10 03/08/10

158 180-Day Tensile Strengths - NVC_1 Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #10 NVC1A #12 NVC1A #7

Sample Age: 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.500 3.575 3.530

Diameter (nearest 0.001in.), D 4.013 4.026 4.017

Length (nearest 0.001, in.), L1 7.587 7.680 7.498

Length (nearest 0.001, in.), L2 7.557 7.655 7.502

Length (nearest 0.001, in.), L3 7.589 7.675 7.500

Length (nearest 0.001, in.), L4 7.587 7.676 7.485

Average Length, LAVG 7.5800 7.6715 7.4963

2 Cross Sectional Area (in. ), A 12.6482 12.7303 12.6734

3 Unit Weight (lb/ft ) 139.1 139.5 141.6

3 Unit Weight (kg/m ) 2228 2234 2267

Maximum Applied Load ( lbf ), P 4980 5620 Epoxy Failure

Tensile Strength (psi), S 394 441 Mean (psi) 418 Std. Dev. (psi) 33.75 Tensile Strength (MPa), S 2.71 3.04 0.00 Mean (Mpa) 2.88 Std. Dev. (Mpa) 0.23 Type of Fracture: Center top third cap

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/10/10 06/10/10 06/10/10

159 7-Day Compressive Strengths - NVC-1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) tape measure S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #22 NVC1A #40 NVC1A #39

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.700 3.715 3.690

Diameter (nearest 0.001in.), D 4.019 4.014 4.021

Length (nearest 0.001, in.), L1 7.969 8.000 8.000

Length (nearest 0.001, in.), L2 7.969 8.000 7.969

Length (nearest 0.001, in.), L3 8.000 8.000 7.969

Length (nearest 0.001, in.), L4 8.000 8.000 7.969

Average Length, LAVG 7.9845 8.0000 7.9768

2 3 Cross Sectional Area (in. ), AYield (ft ) 12.6860 12.6545 12.6987

3 Unit Weight (lb/ft ) 139.2 139.8 138.8

3 Unit Weight (kg/m ) 2229 2239 2223

Maximum Applied Load ( lbf ), P 50882 47955 48410

Compressive Strength (psi), S 4011 3790 3812

Compressive Strength (MPa), S 27.65 26.13 26.28

Type of Fracture (circle): a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar Mean (psi) 3871 Std. Dev. (psi) 122 Mean (Mpa) 26.67 A=p(D)2/4 Std. Dev. (MPa) 0.84 S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 12/14/09 12/14/09 12/15/09

160 28-Day Compressive Strengths - NVC_1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #23 NVC1A #29 NVC1A #37 NVC1A #43

Sample Age: 28-day 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.725 3.740 3.705 3.720

Diameter (nearest 0.001in.), D 4.023 4.025 4.001 4.010

Length (nearest 0.001, in.), L1 8.058 8.050 8.082 8.044

Length (nearest 0.001, in.), L2 8.060 8.041 8.076 8.054

Length (nearest 0.001, in.), L3 8.062 8.067 8.081 8.056

Length (nearest 0.001, in.), L4 8.060 8.064 8.084 8.069

Average Length, LAVG 8.0596 8.0554 8.0805 8.0553

2 Cross Sectional Area (in. ), A 12.7113 12.7239 12.5727 12.6293

3 Unit Weight (lb/ft ) 138.5 139.0 138.9 139.3

3 Unit Weight (kg/m ) 2219 2227 2225 2231

Maximum Applied Load ( lbf ), P 56597 59266 57803 54955

Compressive Strength (psi), S 4452 4658 4598 4351

Compressive Strength (MPa), S 30.70 32.11 31.70 30.00

Mean (psi) 4467 Std. Dev. (psi) 124 Mean (Mpa) 30.8 Std. Dev. (MPa) 0.9 A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Rick Grahn Jacob Hays Mahmoud Taha Date: 01/04/10 01/04/10 01/05/10

161 90-Day Compressive Strengths - NVC_1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #6 NVC1A #9 NVC1A #38

Sample Age: 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.730 3.745 3.735

Diameter (nearest 0.001in.), D 4.019 4.024 4.025

Length (nearest 0.001, in.), L1 8.068 8.072 8.048

Length (nearest 0.001, in.), L2 8.068 8.066 8.027

Length (nearest 0.001, in.), L3 8.053 8.064 8.030

Length (nearest 0.001, in.), L4 8.066 8.080 8.036

Average Length, LAVG 8.0635 8.0704 8.0351

2 Cross Sectional Area (in. ), A 12.6860 12.7176 12.7239

3 Unit Weight (lb/ft ) 138.9 139.0 139.2

3 Unit Weight (kg/m ) 2225 2227 2229

Maximum Applied Load ( lbf ), P 72872 70598 71033

Compressive Strength (psi), S 5744 5551 5583

Compressive Strength (MPa), S 39.61 38.27 38.49

Mean (psi) 5663 Std. Dev. (psi) 114 Mean (Mpa) 39.0 Std. Dev. (MPa) 0.8 A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 03/08/10 03/08/10 03/08/10

162 180-Day Compressive Strengths - NVC_1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #20 NVC1A #5 NVC1A #1

Sample Age: 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.730 3.750 3.760

Diameter (nearest 0.001in.), D 3.996 4.012 4.046

Length (nearest 0.001, in.), L1 8.076 8.115 8.101

Length (nearest 0.001, in.), L2 8.072 8.103 8.100

Length (nearest 0.001, in.), L3 8.076 8.115 8.099

Length (nearest 0.001, in.), L4 8.070 8.110 8.100

Average Length, LAVG 8.0734 8.1105 8.0996

2 Cross Sectional Area (in. ), A 12.5413 12.6419 12.8571

3 Unit Weight (lb/ft ) 140.3 139.3 137.5

3 Unit Weight (kg/m ) 2248 2232 2203

Maximum Applied Load ( lbf ), P 88910 94495 90709

Compressive Strength (psi), S 7089 7475 7055

Compressive Strength (MPa), S 48.88 51.54 48.64

Mean (psi) 7072 Std. Dev. (psi) 24 Mean (Mpa) 48.7 Std. Dev. (MPa) 0.2 A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 06/07/10 06/07/10 06/07/10

163 365-Day Compressive Strengths - NVC_1 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #2 NVC1A #13 NVC1A #31

Sample Age: 365-day 365-day 365-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.756 3.741 3.730

Diameter (nearest 0.001in.), D 4.027 4.007 4.013

Length (nearest 0.001, in.), L1 8.131 8.108 8.099

Length (nearest 0.001, in.), L2 8.132 8.107 8.092

Length (nearest 0.001, in.), L3 8.121 8.100 8.098

Length (nearest 0.001, in.), L4 8.124 8.102 8.096

Average Length, LAVG 8.1270 8.1039 8.0959

2 Cross Sectional Area (in. ), A 12.7334 12.6104 12.6450

3 Unit Weight (lb/ft ) 138.3 139.5 138.8

3 Unit Weight (kg/m ) 2215 2234 2223

Maximum Applied Load ( lbf ), P 87011 85904 94704

Compressive Strength (psi), S 6833 6812 7489

Compressive Strength (MPa), S 47.11 46.97 51.64

Mean (psi) 7161 Std. Dev. (psi) 464 Mean (Mpa) 49.3 Std. Dev. (MPa) 3.2 A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/14/10 12/14/10 12/14/10

164 7-Day Static Modulus - NVC-1 - Cylinder #39 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #39) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.69 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.021 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.021 2000 0.00035 0.00005 3.12E-05 5.35E-06 157.50 4000 0.0007 0.00015 6.25E-05 1.61E-05 314.99

Diameter Average (nearest 0.01in.), Davg 4.021 6000 0.0011 0.00025 9.82E-05 2.68E-05 472.49 8000 0.00145 0.00035 1.29E-04 3.75E-05 629.99 Length (nearest 0.1in.), L 7.9768 10000 0.00195 0.00045 1.74E-04 4.82E-05 787.48 12000 0.0024 0.0005 2.14E-04 5.35E-05 944.98

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0029 0.00055 2.59E-04 5.89E-05 1102.48 16000 0.00345 0.00065 3.08E-04 6.96E-05 1259.98

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.004 0.00075 3.57E-04 8.03E-05 1417.47 20000 0.0046 0.00085 4.11E-04 9.10E-05 1574.97

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

3 Tran. GageYield to mid(ft ) yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 138.8 Curing History: curing room Concrete Strength (psi): 3812 Variable Definitions Modulus of Elasticity #1 (psi): 3493836 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 24.1

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.21

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 12/14/2009 12/14/2009 12/15/2009

165 7-Day Static Modulus - NVC_1 - Cylinder #40 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #40) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.715 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.014 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.014 2000 0.0004 0.00005 3.57E-05 5.35E-06 158.04668 4000 0.00085 0.0001 7.59E-05 1.07E-05 316.093361

Diameter Average (nearest 0.01in.), Davg 4.014 6000 0.00135 0.00015 1.21E-04 1.61E-05 474.140041 8000 0.0018 0.00025 1.61E-04 2.68E-05 632.186721 Length (nearest 0.1in.), L 8 10000 0.0023 0.00035 2.05E-04 3.75E-05 790.233401 12000 0.0028 0.00045 2.50E-04 4.82E-05 948.280082

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00335 0.0005 2.99E-04 5.35E-05 1106.32676 16000 0.0039 0.00055 3.48E-04 5.89E-05 1264.37344

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0044 0.00065 3.93E-04 6.96E-05 1422.42012 20000 0.005 0.00075 4.46E-04 8.03E-05 1580.4668

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 139.8 Curing History: curing room Concrete Strength (psi): 3790 Variable Definitions Modulus of Elasticity #1 (psi): 3588936 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 24.7

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Mahmoud Taha Date: 12/14/2009 12/14/2009 12/15/2009

166 28-Day Static Modulus - NVC_1 - Cylinder #37 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #37) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.705 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.001 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.001 2000 0.0002 0 1.79E-05 0.00E+00 159.075395 4000 0.0006 0.00005 5.36E-05 5.35E-06 318.150791

Diameter Average (nearest 0.01in.), Davg 4.001 6000 0.00095 0.00005 8.48E-05 5.35E-06 477.226186 8000 0.0013 0.0001 1.16E-04 1.07E-05 636.301582 Length (nearest 0.1in.), L 8.0805 10000 0.0017 0.00015 1.52E-04 1.61E-05 795.376977 12000 0.00215 0.0002 1.92E-04 2.14E-05 954.452373

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0026 0.0003 2.32E-04 3.21E-05 1113.52777 16000 0.00315 0.00035 2.81E-04 3.75E-05 1272.60316

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0036 0.00045 3.21E-04 4.82E-05 1431.67856 20000 0.0041 0.0005 3.66E-04 5.35E-05 1590.75395

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0046 0.00055 0.00041 5.89E-05 1749.82935 23156 0.0049 0.0006 0.00044 6.42E-05 1841.77493

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 139.8 Curing History: curing room Concrete Strength (psi): 4598 Variable Definitions Modulus of Elasticity #1 (psi): 3932866 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 27.1

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.15

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Mahmoud Taha Date: 1/4/2010 1/4/2010 1/5/2010

167 28-Day Static Modulus - NVC_1 - Cylinder #43 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #43) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.72 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.01 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.01 2000 0.00025 0 2.23E-05 0.00E+00 158.362143 4000 0.00055 0.00005 4.91E-05 5.35E-06 316.724285

Diameter Average (nearest 0.01in.), Davg 4.01 6000 0.001 0.00015 8.93E-05 1.61E-05 475.086428 8000 0.00135 0.00015 1.21E-04 1.61E-05 633.44857 Length (nearest 0.1in.), L 8.0553 10000 0.00175 0.00025 1.56E-04 2.68E-05 791.810713 12000 0.0021 0.0003 1.87E-04 3.21E-05 950.172856

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00255 0.00035 2.28E-04 3.75E-05 1108.535 16000 0.0029 0.0004 2.59E-04 4.28E-05 1266.89714

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00335 0.00045 2.99E-04 4.82E-05 1425.25928 20000 0.0038 0.00055 3.39E-04 5.89E-05 1583.62143

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0042 0.0006 0.00037 6.42E-05 1741.98357 23176 0.00445 0.00065 0.00040 6.96E-05 1835.10051

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 139.8 Curing History: curing room Concrete Strength (psi): 4351 Variable Definitions Modulus of Elasticity #1 (psi): 4372725 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.1

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Mahmoud Taha Date: 1/4/2010 1/4/2010 1/5/2010

168 90-Day Static Modulus - NVC_1 - Cylinder #6 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #6) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.73 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.019 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.019 2000 0.00025 0 2.23E-05 0.00E+00 157.653676 4000 0.00055 0.0001 4.91E-05 1.07E-05 315.307352

Diameter Average (nearest 0.01in.), Davg 4.019 6000 0.00085 0.00015 7.59E-05 1.61E-05 472.961028 8000 0.00125 0.0002 1.12E-04 2.14E-05 630.614704 Length (nearest 0.1in.), L 8.0635 10000 0.0016 0.00025 1.43E-04 2.68E-05 788.268381 12000 0.002 0.0003 1.79E-04 3.21E-05 945.922057

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00235 0.0004 2.10E-04 4.28E-05 1103.57573 16000 0.0028 0.0005 2.50E-04 5.35E-05 1261.22941

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00315 0.00055 2.81E-04 5.89E-05 1418.88308 20000 0.00355 0.0006 3.17E-04 6.42E-05 1576.53676

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00395 0.00065 0.00035 6.96E-05 1734.19044 24000 0.0044 0.0007 0.00039 7.49E-05 1891.84411

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00475 0.0008 0.000424018 8.56336E-05 2049.49779 28000 0.0052 0.0008 0.000464188 8.56336E-05 2207.15147

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 138.9 Curing History: curing room Concrete Strength (psi): 5744 Variable Definitions Modulus of Elasticity #1 (psi): 4567595 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.5

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 3/8/2010 3/8/2010 3/8/2010

169 90-Day Static Modulus - NVC_1 - Cylinder #9 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #9) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.745 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.024 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.024 2000 0.0002 0 1.79E-05 0.00E+00 157.262136 4000 0.0005 0.00005 4.46E-05 5.35E-06 314.524272

Diameter Average (nearest 0.01in.), Davg 4.024 6000 0.0009 0.0001 8.03E-05 1.07E-05 471.786408 8000 0.0013 0.00015 1.16E-04 1.61E-05 629.048544 Length (nearest 0.1in.), L 8.0704 10000 0.00165 0.0002 1.47E-04 2.14E-05 786.31068 12000 0.0021 0.0003 1.87E-04 3.21E-05 943.572816

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0025 0.00035 2.23E-04 3.75E-05 1100.83495 16000 0.0029 0.0004 2.59E-04 4.28E-05 1258.09709

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0033 0.00045 2.95E-04 4.82E-05 1415.35922 20000 0.0037 0.0005 3.30E-04 5.35E-05 1572.62136

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00415 0.00055 0.00037 5.89E-05 1729.8835 24000 0.00455 0.0006 0.00041 6.42E-05 1887.14563

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00505 0.00065 0.000450798 6.95773E-05 2044.40777 28000 0.00545 0.00075 0.000486505 8.02815E-05 2201.6699

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 139 Curing History: curing room Concrete Strength (psi): 5551 Variable Definitions Modulus of Elasticity #1 (psi): 4323309 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 29.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.17

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 3/8/2010 3/8/2010 3/8/2010

170 180-Day Static Modulus - NVC_1 - Cylinder #20 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #20) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.73 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.996 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.996 2000 0.00025 0.00005 2.23E-05 5.35E-06 157.262136 4000 0.0006 0.0001 5.36E-05 1.07E-05 314.524272

Diameter Average (nearest 0.01in.), Davg 3.996 6000 0.00085 0.0002 7.59E-05 2.14E-05 471.786408 8000 0.00115 0.0004 1.03E-04 4.28E-05 629.048544 Length (nearest 0.1in.), L 8.0734 10000 0.00145 0.00035 1.29E-04 3.75E-05 786.31068 12000 0.00185 0.00045 1.65E-04 4.82E-05 943.572816

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0021 0.0005 1.87E-04 5.35E-05 1100.83495 16000 0.00245 0.00055 2.19E-04 5.89E-05 1258.09709

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0028 0.00065 2.50E-04 6.96E-05 1415.35922 20000 0.0031 0.00075 2.77E-04 8.03E-05 1572.62136

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0035 0.0008 0.00031 8.56E-05 1729.8835 24000 0.00385 0.00085 0.00034 9.10E-05 1887.14563

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00425 0.0009 0.000379385 9.63378E-05 2044.40777 28000 0.0045 0.00095 0.000401701 0.00010169 2201.6699

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0049 0.00105 0.000437408 0.000112394 2358.93204 32000 0.00525 0.0011 0.000468652 0.000117746 2516.19418 34000 0.0057 0.00115 0.000508822 0.000123098 2673.45631 Specimen Defects: none 36000 0.0061 0.00125 0.000544528 0.000133803 2830.71845

Sample Age: 180-day Density (pcf): 140 Curing History: curing room Concrete Strength (psi): 7072 Variable Definitions Modulus of Elasticity #1 (psi): 5088067 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 35.1

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.25

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/7/2010 6/7/2010 6/7/2010

171 365-Day Static Modulus - NVC_1 - Cylinder #2 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #2) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.756 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.027 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.027 3000 0.0005 0 4.46E-05 0.00E+00 235.541868 6000 0.001 0.00005 8.93E-05 5.35E-06 471.083735

Diameter Average (nearest 0.01in.), Davg 4.027 9000 0.0016 0.00005 1.43E-04 5.35E-06 706.625603 12000 0.0021 0.0001 1.87E-04 1.07E-05 942.16747 Length (nearest 0.1in.), L 8.0734 15000 0.00265 0.0002 2.37E-04 2.14E-05 1177.70934 18000 0.0031 0.0003 2.77E-04 3.21E-05 1413.25121

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0037 0.0004 3.30E-04 4.28E-05 1648.79307 24000 0.0042 0.00045 3.75E-04 4.82E-05 1884.33494

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.0046 0.00055 4.11E-04 5.89E-05 2119.87681 30000 0.00535 0.00065 4.78E-04 6.96E-05 2355.41868

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.0058 0.0008 0.00052 8.56E-05 2590.96054 36000 0.00645 0.00085 0.00058 9.10E-05 2826.50241

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 38000 0.0069 0.0009 0.000615942 9.63378E-05 2983.53032

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 140.3 Curing History: curing room Concrete Strength (psi): 7152 Variable Definitions Modulus of Elasticity #1 (psi): 4439406 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.6

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.16

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/18/2010 12/22/2010 12/22/2010

172 365-Day Static Modulus - NVC_1 - Cylinder #13 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC Batch#1 (cylinder #13) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.741 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.007 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.007 3000 0.0004 0 3.57E-05 0.00E+00 237.899039 6000 0.001 0.0001 8.93E-05 1.07E-05 475.798079

Diameter Average (nearest 0.01in.), Davg 4.007 9000 0.00145 0.00015 1.29E-04 1.61E-05 713.697118 12000 0.00195 0.0002 1.74E-04 2.14E-05 951.596158 Length (nearest 0.1in.), L 8.0734 15000 0.00245 0.0003 2.19E-04 3.21E-05 1189.4952 18000 0.00305 0.00035 2.72E-04 3.75E-05 1427.39424

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0035 0.00045 3.12E-04 4.82E-05 1665.29328 24000 0.00405 0.0005 3.62E-04 5.35E-05 1903.19232

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00465 0.0006 4.15E-04 6.42E-05 2141.09135 30000 0.00515 0.0007 4.60E-04 7.49E-05 2378.99039

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.0058 0.0008 0.00052 8.56E-05 2616.88943 36000 0.0064 0.0009 0.00057 9.63E-05 2854.78847

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 38000 0.00675 0.001 0.000602552 0.000107042 3013.38783

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 139.3 Curing History: curing room Concrete Strength (psi): 7152 Variable Definitions Modulus of Elasticity #1 (psi): 4592491 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.6

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.17

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/18/2010 12/22/2010 12/22/2010

173 7 - Day Dynamic Modulus - NVC-1 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Tape Measure S/N:

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #22 NVC1A #40 NVC1A #39

Sample Age: 7-day 7-day 7-day

Cure History: curing room curing room curing room

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 7.9845 8.0000 7.9768

3 x (0.0254 m/in.)Yield =(ft ) 0.20281 m 0.20320 m 0.20261 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.019 4.014 4.021

x (0.0254 m/in.) = 0.10208 m 0.10196 m 0.10213 m

Mass, m (nearest 0.005 kg): 3.700 3.715 3.690

Transit Time: T (ms): 46.7 46.6 46.3

x (1 s/106 ms) = 46.7E-6 s 46.6E-6 s 46.3E-6 s

Pulse Velocity:

V = L/T 4343 m/s 4361 m/s 4376 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2229 kg/m 2239 kg/m 2223 kg/m

Elastic Modulus:

2 E = rV /K 42.0 GPa 42.6 GPa 42.6 GPa Mean (GPa) 42.4 Std. Dev. (GPa) 0.31 (K = 1 for cylindrical specimens)

2 2 2 E 6.10E+06 lb/in 6.18E+06 lb/in 6.17E+06 lb/in Mean (psi) 6.1E+06 Std. Dev. (psi) 55376.08822 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Jacob Hays Jacob Hays Mahmoud Taha Date: 12/14/09 12/14/09 12/15/09

174 28 - Day Dynamic Modulus - NVC_1 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Tape Measure S/N:

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #23 NVC1A #29 NVC1A #37

Sample Age: 28-day 28-day 28-day

Cure History: curing room curing room curing room

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0596 8.0554 8.0805

x (0.0254 m/in.) = 0.20471 m 0.20461 m 0.20524 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.019 4.014 4.021

x (0.0254 m/in.) = 0.10208 m 0.10196 m 0.10213 m

Mass, m (nearest 0.005 kg): 3.700 3.715 3.690

Transit Time: T (ms): 45.2 44.9 44.9

x (1 s/106 ms) = 45.2E-6 s 44.9E-6 s 44.9E-6 s

Pulse Velocity:

V = L/T 4529 m/s 4557 m/s 4571 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2208 kg/m 2224 kg/m 2194 kg/m

Elastic Modulus:

2 E = rV /K 45.3 GPa 46.2 GPa 45.9 GPa Mean (GPa) 45.8 Std. Dev. (GPa) 0.45 (K = 1 for cylindrical specimens)

2 2 2 E 6.57E+06 lb/in 6.70E+06 lb/in 6.65E+06 lb/in Mean (psi) 6.6E+06 Std. Dev. (psi) 9.07E-02 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Rick Grahn Jacob Hays Mahmoud Taha Date: 01/04/10 01/04/10 01/05/10

175 90 - Day Dynamic Modulus - NVC_1 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Tape Measure S/N:

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #6 NVC1A #9 NVC1A #38

Sample Age: 90-day 90-day 90-day

Cure History: curing room curing room curing room

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0635 8.0704 8.0351

x (0.0254 m/in.) = 0.20481 m 0.20499 m 0.20409 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.019 4.024 4.025

x (0.0254 m/in.) = 0.10208 m 0.10221 m 0.10224 m

Mass, m (nearest 0.005 kg): 3.730 3.745 3.735

Transit Time: T (ms): 44.6 45.2 44.8

x (1 s/106 ms) = 44.6E-6 s 45.2E-6 s 44.8E-6 s

Pulse Velocity:

V = L/T 4592 m/s 4535 m/s 4556 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2225 kg/m 2227 kg/m 2229 kg/m

Elastic Modulus:

2 E = rV /K 46.9 GPa 45.8 GPa 46.3 GPa Mean (GPa) 46.3 Std. Dev. (GPa) 0.57 (K = 1 for cylindrical specimens)

2 2 2 E 6.81E+06 lb/in 6.64E+06 lb/in 6.71E+06 lb/in Mean (psi) 6.7E+06 Std. Dev. (psi) 1.16E-01 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 03/08/10 03/08/10 03/08/10

176 180 - Day Dynamic Modulus - NVC_1 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #20 NVC1A #5 NVC1A #1

Sample Age: 180-day 180-day 180-day

Cure History: curing room curing room curing room

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0734 8.1105 8.0996

x (0.0254 m/in.) = 0.20506 m 0.20601 m 0.20573 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 3.996 4.012 4.046

x (0.0254 m/in.) = 0.10150 m 0.10190 m 0.10277 m

Mass, m (nearest 0.005 kg): 3.730 3.750 3.760

Transit Time: T (ms): 44.4 44.5 44.7

x (1 s/106 ms) = 44.4E-6 s 44.5E-6 s 44.7E-6 s

Pulse Velocity:

V = L/T 4619 m/s 4629 m/s 4602 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2248 kg/m 2232 kg/m 2203 kg/m

Elastic Modulus:

2 E = rV /K 48.0 GPa 47.8 GPa 46.7 GPa Mean (GPa) 47.5 Std. Dev. (GPa) 0.71 (K = 1 for cylindrical specimens)

2 2 2 E 6.96E+06 lb/in 6.94E+06 lb/in 6.77E+06 lb/in Mean (psi) 6.9E+06 Std. Dev. (psi) 1.26E-02 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 06/07/10 06/07/10 06/07/10

177 365 - Day Dynamic Modulus - NVC_1 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Mitutoyo Digimatic Caliper S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC1A #2 NVC1A #13 NVC1A #31

Sample Age: 365-day 365-day 365-day

Cure History: curing room curing room curing room

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1270 8.1039 8.0959

x (0.0254 m/in.) = 0.20643 m 0.20584 m 0.20564 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.027 4.007 4.013

x (0.0254 m/in.) = 0.10227 m 0.10178 m 0.10192 m

Mass, m (nearest 0.005 kg): 3.756 3.741 3.730

Transit Time: T (ms): 42.6 42.9 42.8

x (1 s/106 ms) = 42.6E-6 s 42.9E-6 s 42.8E-6 s

Pulse Velocity:

V = L/T 4846 m/s 4798 m/s 4805 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2215 kg/m 2234 kg/m 2223 kg/m

Elastic Modulus:

2 E = rV /K 52.0 GPa 51.4 GPa 51.3 GPa Mean (GPa) 51.6 Std. Dev. (GPa) 0.37 (K = 1 for cylindrical specimens)

2 2 2 E 7.54E+06 lb/in 7.46E+06 lb/in 7.44E+06 lb/in Mean (psi) 7.5E+06 Std. Dev. (psi) 5.93E-02 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/18/10 12/21/10 12/21/10

178 SCC1 Final Mix

Material Description Bulk Specific Gravity Absorption S.G. Rio Grande Type 1/2 Cement 3.15 S.G. SRMG Class F - Fly Ash 1.99 S.G. Placitas C33 Fine Aggregate 2.593 1.5 S.G. Placitas C33 Intermediate Agg 2.564 1.7 S.G. Placitas C33 Coarse Aggregate 2.597 1.1

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.45 Fine Agg. X3 0.55

Batch Weight Absolute Volume Batch Weight Absolute Volume Component Source (lbs/yd3) (yd3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 520.0 2.646 308.5 0.098 Fly Ash - Class F SRMG 130.0 1.047 77.1 0.039 Water 267.0 4.279 158.4 0.158

Fine Aggregate (X3) Placitas 1531.1 9.463 908.3 0.350 Intermediate Agg. (X2) Placitas 1249.8 7.811 741.4 0.289 Coarse Aggregate (X1) Placitas 0.0 0 0 0

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106 oz --- 4140 mL ---

Total Batch Weight 3697.9 2194 Total Volume 27.00 1.000

Sand/Total Aggregate 0.55

w/c 0.411 s/A 0.55 Fly Ash % 0.25

Batch #1A - 12-22-09 Fresh Properties Slump Flow See Flowability Tab Volumetric Air Content 6.80% Target >6.0% Unit Weight (lb/ft3) 137.3 2199 kg/m3 Yield (ft3) 6.597 0.1868 m3 Gravimetric Air Content 5.70% o Temperature ( C) 23.8

Batch #1B - 1-5-10 Fresh Properties Slump Flow See Flowability Tab Volumetric Air Content 8.20% Target >6.0% 3 Unit Weight (lb/ft ) 133.8 2143 kg/m3 Yield (ft3) 7.840 0.222 m3 Final Check Gravimetric Air Content 8.10% Mahmoud Taha o Temperature ( C) 23.2

179 SCC1 Batch A Freshly Mixed Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O: 22.9

Sample I.D.: Batch SCC1A (22 DEC 09) Fine Aggregate: 22.0

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: 21.5 Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %: 25

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C: 20

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.597 0.0000 1.10 0.00 0.00 (ASTM C231) Intermediate Agg 139.90 2.564 0.0546 1.70 3.67 142.66 Fine Aggregate 171.44 2.593 0.0661 1.50 4.22 176.10 Pressuremeter I.D.: Water 29.91 1.000 0.0299 ------22.31 Y486 Cement 58.24 3.150 0.0185 ------58.24 Fly Ash 14.55 2.000 0.0073 14.55 AE 0.0030 1.000 0.0000 HRWR 1.5260 1.050 0.0015 VMA 0.7870 1.000 0.0008

Total Weight, W1 416.36 ------Initital Pressure Line: Total Volume, V 0.1786 6.31 ft3 --- 2 Total Batch Weight 413.86 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2331.26 145.53 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.347 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 6.8 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 See Slump Flow 23.8 Weight of Measure + Concrete (kg): 19.100 15 Weight of Measure (kg): 3.555 30 Weight of Concrete, Wc (kg): 15.545 45 Unit Weight of Concrete, W (lb/ft3): 137.30 60 Unit Weight of Concrete, W (kg/m3): 2199 75 Yield, Y (m3): 0.1893 90 Air Content, A (%): 5.66 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Jacob Hays Jacob Hays Jacob Hays Rocky Poor Poor Poor Date: 12/22/09 12/22/09 12/22/09

180

K&C_Batch#0(FreshConcreteMixtureEvaluation) SCC1 Batch B Freshly Mixed Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O: 24.8

Sample I.D.: Batch SCC1B (5 JAN 10) Fine Aggregate: 21.0

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: 21.0 Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %: 20

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C: 17.6

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.597 0.0000 1.10 0.00 0.00 (ASTM C231) Intermediate Agg 162.00 2.564 0.0632 1.70 2.87 163.89 Fine Aggregate 198.51 2.593 0.0766 1.50 6.47 208.37 Pressuremeter I.D.: Water 34.63 1.000 0.0346 ------22.37 Y486 Cement 67.45 3.150 0.0214 ------67.45 Fly Ash 16.85 2.000 0.0084 16.85 AE 0.0036 1.000 0.0000 HRWR 1.7670 1.050 0.0017 VMA 0.9110 1.000 0.0009

Total Weight, W1 482.12 ------Initital Pressure Line: Total Volume, V 0.2068 7.30 ft3 --- 2 Total Batch Weight 478.93 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2331.30 145.54 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.294 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 8.2 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 See Slump Flow 23.2 Weight of Measure + Concrete (kg): 18.700 15 Weight of Measure (kg): 3.555 30 Weight of Concrete, Wc (kg): 15.145 45 Unit Weight of Concrete, W (lb/ft3): 133.77 60 Unit Weight of Concrete, W (kg/m3): 2143 75 Yield, Y (m3): 0.2250 90 Air Content, A (%): 8.09 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: R. Grahn J. Hays R. Grahn J. Hays Rocky Poor Poor Poor Date: 01/05/10 01/05/10 01/05/10

181

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC 1A Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: Batch SCC 1A 22 Dec 09

Slump-flow

dm (mm)= 855 dn (mm)= 814 then dr (mm)= 834.5

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No, Concrete is slightly less stable than desireable, but less than 1mm ring.

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 76 75 76 75.67

H2 74.33

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 530 530 530 530.00

H1 80.00

PA (H2/H1)= 0.93

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/22/2009 12/22/2009 12/22/2009

182 Batch SCC 1B Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: Batch SCC 1B (5 JAN 10)

Slump-flow

dm (mm)= 780 dn (mm)= 780 then dr (mm)= 780

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? Yes but under 1 mm

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 75 73 73 73.67

H2 76.33

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 529 530 529 529.33

H1 80.67

PA (H2/H1)= 0.95 Final Check Mahmoud Taha Test By: Calculations By: Checked By: Signature: R. Grahn J. Hays J. Hays Date: 1/5/2010 1/5/2010 1/5/2010

183 SCC1 Final Mix

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.45 Fine Agg. X3 0.55

Fine Aggregate (X3) Placitas 1531.1 9.463 908.3 0.350 Intermediate Agg. (X2) Placitas 1249.8 7.811 741.4 0.289 Coarse Aggregate (X1) Placitas 0.0 0 0 0

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106 oz --- 4140 mL ---

Total Batch Weight 3697.9 2194 Total Volume 27.00 1.000

Sand/Total Aggregate 0.55

w/c 0.411 s/A 0.55 Fly Ash % 0.25

184 7-Day Modulus of Rupture - SCC 1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1_1B #10 SCC1_1B #7

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.355 28.400

Specimen Width (0.001 in.), b1 5.981 6.014

Specimen Width (0.001 in.), b2 6.028 6.023

Average Specimen Width (0.001 in.), bAVG 6.0043 6.0185

Specimen Depth (0.001 in.), h1 6.045 6.044

Specimen Depth (0.001 in.), h2 6.054 6.058

Average Specimen Depth (0.001 in.), hAVG 6.0490 6.0508

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 5695.5 5200

Unit Weight (kg/m3): 2242 2163

Modulus of Rupture (psi), MOR 467 425 Mean (psi) 446 Std. Dev. (psi) 29.59

Modulus of Rupture (MPa), MOR 3.22 2.93 Mean (psi) 3.07 Std. Dev. (psi) 0.20 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: Rick Grahn Rick Grahn Mahmoud Taha Date: 01/12/10 01/12/10

185 28-Day Modulus of Rupture - SCC 1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1_1B #1 SCC1_1B #6 SCC1_1B #9

Specimen Age: 28-day 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.250 28.600 29.560

Specimen Width (0.001 in.), b1 6.036 5.982 6.100

Specimen Width (0.001 in.), b2 6.038 5.998 6.099

Average Specimen Width (0.001 in.), bAVG 6.0368 5.9900 6.0993

Specimen Depth (0.001 in.), h1 6.059 6.030 6.000

Specimen Depth (0.001 in.), h2 6.058 6.012 5.998

Average Specimen Depth (0.001 in.), hAVG 6.0583 6.0208 5.9988

Specimen Length, L 22.00 22.00 22

Span Length, Lo 18.00 18.00 18.00

Maximum Applied Load (lbf), P 6864.3 6496 8819.8

Unit Weight (kg/m3): 2218 2200 2241

Modulus of Rupture (psi), MOR 558 539 723 Mean (psi) 640 Std. Dev. (psi) 117.14

Modulus of Rupture (MPa), MOR 3.84 3.71 4.99 Mean (psi) 4.42 Std. Dev. (psi) 0.81 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 02/02/10 02/02/10 02/02/10

186 90-Day Modulus of Rupture - SCC 1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1_1B #3 SCC1_1B #5

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.080 29.655

Specimen Width (0.001 in.), b1 6.000 6.031

Specimen Width (0.001 in.), b2 6.000 6.000

Average Specimen Width (0.001 in.), bAVG 6.0000 6.0156

Specimen Depth (0.001 in.), h1 6.000 6.000

Specimen Depth (0.001 in.), h2 6.000 6.000

Average Specimen Depth (0.001 in.), hAVG 6.0000 6.0000

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 7880 8622

Unit Weight (kg/m3): 2241 2279

Modulus of Rupture (psi), MOR 657 717 Mean (psi) 687 Std. Dev. (psi) 42.40

Modulus of Rupture (MPa), MOR 4.53 4.94 Mean (psi) 4.73 Std. Dev. (psi) 0.29 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Date: 03/28/10 03/28/10 03/28/10

187 180-Day Modulus of Rupture - SCC 1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1_1B #2 SCC1_1B #8

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.515 29.195

Specimen Width (0.001 in.), b1 6.154 5.969

Specimen Width (0.001 in.), b2 6.103 5.958

Average Specimen Width (0.001 in.), bAVG 6.1283 5.9635

Specimen Depth (0.001 in.), h1 6.036 6.040

Specimen Depth (0.001 in.), h2 6.076 6.062

Average Specimen Depth (0.001 in.), hAVG 6.0558 6.0508

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 9136.2 8978

Unit Weight (kg/m3): 2206 2244

Modulus of Rupture (psi), MOR 732 740 Mean (psi) 736 Std. Dev. (psi) 5.95

Modulus of Rupture (MPa), MOR 5.05 5.10 Mean (psi) 5.07 Std. Dev. (psi) 0.04 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 06/28/10 06/28/10 06/28/10

188 365-Day Modulus of Rupture - SCC 1 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1_1B #4

Specimen Age: 365-day

Curing History: 23°C Tank Cure

Mass (kg): 29.950

Specimen Width (0.001 in.), b1 6.135

Specimen Width (0.001 in.), b2 6.090

Average Specimen Width (0.001 in.), bAVG 6.1125

Specimen Depth (0.001 in.), h1 5.995

Specimen Depth (0.001 in.), h2 5.940

Average Specimen Depth (0.001 in.), hAVG 5.9675

Specimen Length, L 22.00

Span Length, Lo 18.00

Maximum Applied Load (lbf), P 9200.2

Unit Weight (kg/m3): 2278

Modulus of Rupture (psi), MOR 761 Mean (psi) 761 Std. Dev. (psi) #DIV/0!

Modulus of Rupture (MPa), MOR 5.25 Mean (psi) 5.25 Std. Dev. (psi) #DIV/0! 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 01/21/11 01/21/11 01/21/11

189 Batch SCC 1B 28 Day Quality Control Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1B (2 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Mitutoyo 12" S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #4 SCC1A #6 SCC1A #2

Sample Age: 28-day 28-day 28-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.565 3.565 3.585

Diameter (nearest 0.001in.), D 4.022 4.021 4.012

Length (nearest 0.001, in.), L1 8.044 8.033 8.051

Length (nearest 0.001, in.), L2 8.086 8.013 8.073

Length (nearest 0.001, in.), L3 8.037 8.019 8.066

Length (nearest 0.001, in.), L4 8.047 8.022 8.072

Average Length, LAVG 8.054 8.022 8.066

Cross Sectional Area (in.2), A 12.7050 12.6987 12.6419

Unit Weight (lb/ft3) 132.7 133.3 133.9

Unit Weight (kg/m3) 2126 2136 2146

Maximum Applied Load ( lbf ), P 54328 52810 53808

Compressive Strength (psi), S 4276 4159 4256 Average: 4230 psi Std Dev: 63 psi Compressive Strength (MPa), S 29.48 28.67 29.35

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 02/02/10 02/02/10 02/02/10

190 Batch SCC 1A 7 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A (29 DEC 09)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 1A #4 SCC 1A #3 SCC 1A #29

Sample Age: 8-day 8-day 8-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W ------

Diameter (nearest 0.001in.), D 4.024 4.025 4.017

Length (nearest 0.001, in.), L1 ------

Length (nearest 0.001, in.), L2 ------

Length (nearest 0.001, in.), L3 ------

Length (nearest 0.001, in.), L4 ------

Average Length, LAVG ------

Cross Sectional Area (in.2), A 12.7176 12.7239 12.6734

Unit Weight (lb/ft3) ------

Unit Weight (kg/m3) ------

Maximum Applied Load ( lbf ), P 4310 4340 4850

Tensile Strength (psi), S 339 341 383 Average: 354 Std Dev: 25 Tensile Strength (MPa), S 2.34 2.35 2.64

Type of Fracture: Top 1/4 Top 1/3 Top 1/3

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 12/30/09 12/30/09 12/30/09

191 Batch SCC 1A 28 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A (1 JAN 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 1A #9 SCC 1A #31 SCC 1A #38

Sample Age: 28-day 28-day 28-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W 3.620 3.515 3.675

Diameter (nearest 0.001in.), D 4.016 4.019 4.023

Length (nearest 0.001, in.), L1 7.693 7.659 7.767

Length (nearest 0.001, in.), L2 7.690 7.647 7.764

Length (nearest 0.001, in.), L3 7.679 7.636 7.782

Length (nearest 0.001, in.), L4 7.674 7.638 7.794

Average Length, LAVG 7.6835 7.6446 7.7765

Cross Sectional Area (in.2), A 12.6671 12.6860 12.7113

Unit Weight (lb/ft3) 141.7 138.1 141.6

Unit Weight (kg/m3) 2270 2212 2269

Maximum Applied Load ( lbf ), P 4600 4570 4510

Tensile Strength (psi), S 363 360 355

Tensile Strength (MPa), S 2.50 2.48 2.45

Type of Fracture: Top 1/3 Mid 1/3 Top 1/3

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: J. Hays/R. Grahn J. Hays Rick Grahn Date: 01/19/10 01/21/10 1/21/2010

192 Batch SCC 1A 90 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A 90-day

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 1A #7 SCC 1A #34 SCC 1A #35

Sample Age: 90-day 90-day 90-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W 3.575 3.610 3.555

Diameter (nearest 0.001in.), D 4.021 4.025 4.025

Length (nearest 0.001, in.), L1 7.775 7.779 7.601

Length (nearest 0.001, in.), L2 7.870 7.705 7.603

Length (nearest 0.001, in.), L3 7.870 7.705 7.604

Length (nearest 0.001, in.), L4 7.688 7.772 7.610

Average Length, LAVG 7.8006 7.7403 7.6043

Cross Sectional Area (in.2), A 12.6987 12.7239 12.7239

Unit Weight (lb/ft3) 137.5 139.6 140.0

Unit Weight (kg/m3) 2202 2237 2242

Maximum Applied Load ( lbf ), P 4930 Epoxy Failure 4550

Tensile Strength (psi), S 388 358

Tensile Strength (MPa), S 2.68 2.47

Type of Fracture: Top 1/3 Cap Top 1/3

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: J. Hays/R. Grahn J. Hays Rick Grahn Date: 03/23/10 03/23/10 3/24/2010

193 Batch SCC 1A 7 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A (29 DEC 09)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #6 SCC1A #28 SCC1A #18

Sample Age: 7-day 7-day 7-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.640 3.670 3.570

Diameter (nearest 0.001in.), D 4.020 4.021 4.004

Length (nearest 0.001, in.), L1 7.875 7.883 7.856

Length (nearest 0.001, in.), L2 7.878 7.942 7.857

Length (nearest 0.001, in.), L3 7.890 7.908 7.873

Length (nearest 0.001, in.), L4 7.895 7.893 7.880

Average Length, LAVG 7.885 7.907 7.867

Cross Sectional Area (in.2), A 12.6923 12.6987 12.5915

Unit Weight (lb/ft3) 138.6 139.3 137.3

Unit Weight (kg/m3) 2220 2231 2199

Maximum Applied Load ( lbf ), P 47737 49379 49517

Compressive Strength (psi), S 3761 3889 3933 Average: 3861 psi Std Dev: 89 psi Compressive Strength (MPa), S 25.93 26.81 27.11

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Aaron Reinhardt Jacob Hays Jacob Hays Mahmoud Taha Date: 12/29/09 12/29/09 12/29/09

194 Batch SCC 1A 28 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A (19 JAN 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #23 SCC1A #33 SCC1A #40

Sample Age: 28-day 28-day 28-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.655 3.650 3.725

Diameter (nearest 0.001in.), D 4.020 4.021 4.017

Length (nearest 0.001, in.), L1 7.899 8.024 7.988

Length (nearest 0.001, in.), L2 7.978 8.008 8.004

Length (nearest 0.001, in.), L3 7.988 8.019 8.014

Length (nearest 0.001, in.), L4 8.015 7.963 8.018

Average Length, LAVG 7.970 8.003 8.006

Cross Sectional Area (in.2), A 12.6923 12.6987 12.6734

Unit Weight (lb/ft3) 137.6 136.8 139.9

Unit Weight (kg/m3) 2205 2192 2240

Maximum Applied Load ( lbf ), P 62885 59781 59840

Compressive Strength (psi), S 4955 4708 4722 Average: 4795 psi Std Dev: 139 psi Compressive Strength (MPa), S 34.16 32.46 32.55

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: J. Hays/R. Grahn J. Hays Rick Grahn Date: 01/19/10 01/21/10 1/21/2010

195 Batch SCC 1A 90 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #26 SCC1A #30 SCC1A #37

Sample Age: 90-day 90-day 90-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.665 3.375 3.595

Diameter (nearest 0.001in.), D 4.016 4.025 4.032

Length (nearest 0.001, in.), L1 7.835 7.322 7.693

Length (nearest 0.001, in.), L2 7.842 7.301 7.694

Length (nearest 0.001, in.), L3 7.837 7.352 7.694

Length (nearest 0.001, in.), L4 7.829 7.328 7.770

Average Length, LAVG 7.836 7.326 7.713

Cross Sectional Area (in.2), A 12.6671 12.7239 12.7682

Unit Weight (lb/ft3) 140.7 137.9 139.1

Unit Weight (kg/m3) 2253 2210 2228

Maximum Applied Load ( lbf ), P 82008 79813 74671

Compressive Strength (psi), S 6474 6273 5848 Average: 6198 psi Std Dev: 320 psi Compressive Strength (MPa), S 44.64 43.25 40.32

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: J. Hays/R. Grahn J. Hays Rick Grahn Date: 03/23/10 03/23/10 3/24/2010

196 Batch SCC 1A 180 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #10 SCC1A #15 SCC1A #16

Sample Age: 180-day 180-day 180-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.750 3.754 3.656

Diameter (nearest 0.001in.), D 4.008 3.997 4.001

Length (nearest 0.001, in.), L1 8.065 8.042 7.965

Length (nearest 0.001, in.), L2 8.109 8.059 7.827

Length (nearest 0.001, in.), L3 8.081 8.039 7.967

Length (nearest 0.001, in.), L4 8.063 8.030 7.976

Average Length, LAVG 8.079 8.042 7.934

Cross Sectional Area (in.2), A 12.6167 12.5444 12.5727

Unit Weight (lb/ft3) 140.1 141.8 139.6

Unit Weight (kg/m3) 2245 2271 2237

Maximum Applied Load ( lbf ), P 90630 93181 92424

Compressive Strength (psi), S 7183 7428 7351 Average: 7321 psi Std Dev: 125 psi Compressive Strength (MPa), S 49.53 51.21 50.68

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 06/28/10 06/28/10 06/28/10

197 Batch SCC 1A 365 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #20 SCC1A #19 SCC1A #22

Sample Age: 365-day 365-day 365-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.758 3.739 3.651

Diameter (nearest 0.001in.), D 4.010 4.009 4.011

Length (nearest 0.001, in.), L1 8.071 8.042 8.031

Length (nearest 0.001, in.), L2 8.023 8.041 8.033

Length (nearest 0.001, in.), L3 8.043 8.046 8.023

Length (nearest 0.001, in.), L4 8.067 8.045 8.026

Average Length, LAVG 8.051 8.043 8.028

Cross Sectional Area (in.2), A 12.6293 12.6198 12.6324

Unit Weight (lb/ft3) 140.8 140.3 137.1

Unit Weight (kg/m3) 2255 2248 2197

Maximum Applied Load ( lbf ), P 105220 93636 94902

Compressive Strength (psi), S 8331 7420 7513 Average: 7755 psi Std Dev: 502 psi Compressive Strength (MPa), S 57.44 51.16 51.80

Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/21/10 12/21/10 12/21/10

198 Batch SCC 1A 7 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #18 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.57 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.004 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 1000 0.0002 0 1.78534E-05 0 79.4

Diameter Two (nearest 0.01in.), D2 4.004 2000 0.0004 0.00005 3.57068E-05 5.37483E-06 158.8 3000 0.0006 0.00005 5.35602E-05 5.37483E-06 238.3

Diameter Average (nearest 0.01in.), Davg 4.004 4000 0.0008 0.0001 7.14136E-05 1.07497E-05 317.7 5000 0.00105 0.0001 9.37303E-05 1.07497E-05 397.1 Length (nearest 0.1in.), L 7.867 6000 0.0013 0.00015 0.000116047 1.61245E-05 476.5 7000 0.00145 0.00015 0.000129437 1.61245E-05 555.9

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 8000 0.0017 0.0002 0.000151754 2.14993E-05 635.3 9000 0.00195 0.00025 0.000174071 2.68741E-05 714.8

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 10000 0.00225 0.00025 0.000200851 2.68741E-05 794.2 12000 0.00265 0.00035 0.000236557 3.76238E-05 953.0

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 14000 0.00305 0.0004 0.000272264 4.29986E-05 1111.9 16000 0.0036 0.0005 0.000321361 5.37483E-05 1270.7

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 18000 0.0041 0.00055 0.000365995 5.91231E-05 1429.5 19320 0.00455 0.0006 0.000406165 6.44979E-05 1534.4

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 139.3 Curing History: 23 C Tank Concrete Strength (psi): 3861 Variable Definitions Modulus of Elasticity #1 (psi): 3639077 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 24.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.166

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Aaron Reinhardt Jacob Hays Jacob Hays Mahmoud Taha Date: 12/29/2009 12/30/2009 12/30/2009

199

SCC1_Batch1AB Batch SCC 1A 28 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #23 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.655 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.02 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.02 2000 0.00035 0 3.12434E-05 0 157.6 4000 0.00075 0.00005 6.69502E-05 5.37483E-06 315.2

Diameter Average (nearest 0.01in.), Davg 4.02 6000 0.00115 0.0001 0.000102657 1.07497E-05 472.7 8000 0.00165 0.0002 0.00014729 2.14993E-05 630.3 Length (nearest 0.1in.), L 7.97 10000 0.00205 0.0003 0.000182997 3.2249E-05 787.9 12000 0.00255 0.00035 0.000227631 3.76238E-05 945.5

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00295 0.0004 0.000263338 4.29986E-05 1103.0 16000 0.00345 0.00045 0.000307971 4.83734E-05 1260.6

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0039 0.0005 0.000348141 5.37483E-05 1418.2 20000 0.0043 0.0006 0.000383848 6.44979E-05 1575.8

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0049 0.0007 0.000437408 7.52476E-05 1733.3 24066 0.0055 0.0008 0.000490968 8.59972E-05 1896.1

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 139.3 Curing History: 23 C Tank Concrete Strength (psi): 4795 Variable Definitions Modulus of Elasticity #1 (psi): 3942523 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 26.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.195

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Jacob Hays Date: 1/19/2010 1/21/2010 1/21/2010

200

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #40 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.725 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.017 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.017 2000 0.0003 0.00005 2.67801E-05 5.37483E-06 158.8 4000 0.0006 0.00005 5.35602E-05 5.37483E-06 317.7

Diameter Average (nearest 0.01in.), Davg 4.017 6000 0.00095 0.0001 8.48036E-05 1.07497E-05 476.5 8000 0.00125 0.00015 0.000111584 1.61245E-05 635.3 Length (nearest 0.1in.), L 8.006 10000 0.00165 0.0002 0.00014729 2.14993E-05 794.2 12000 0.0024 0.00025 0.000214241 2.68741E-05 953.0

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0024 0.00035 0.000214241 3.76238E-05 1111.9 16000 0.0028 0.0004 0.000249947 4.29986E-05 1270.7

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00325 0.00045 0.000290118 4.83734E-05 1429.5 20000 0.00365 0.0005 0.000325824 5.37483E-05 1588.4

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0041 0.00055 0.000365995 5.91231E-05 1747.2 24007 0.0046 0.0006 0.000410628 6.44979E-05 1906.6

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 139.3 Curing History: 23 C Tank Concrete Strength (psi): 4795 Variable Definitions Modulus of Elasticity #1 (psi): 4406000 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 30.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.164

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Rick Grahn Date: 1/19/2010 1/21/2010 1/21/2010

201

SCC1_Batch1AB Batch SCC 1A 90 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #24 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.61 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.024 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.024 3000 0.0004 0.00005 3.57068E-05 5.37483E-06 235.9 6000 0.0008 0.0001 7.14136E-05 1.07497E-05 471.8

Diameter Average (nearest 0.01in.), Davg 4.024 9000 0.0013 0.0002 0.000116047 2.14993E-05 707.7 12000 0.0018 0.00025 0.000160681 2.68741E-05 943.6 Length (nearest 0.1in.), L 7.604 15000 0.00235 0.00035 0.000209777 3.76238E-05 1179.5 18000 0.00285 0.0004 0.000254411 4.29986E-05 1415.4

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00335 0.00045 0.000299044 4.83734E-05 1651.3 24000 0.00395 0.00055 0.000352604 5.91231E-05 1887.1

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00445 0.00065 0.000397238 6.98727E-05 2123.0 30000 0.005 0.0007 0.000446335 7.52476E-05 2358.9

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 32000 0.00555 0.0008 0.000495432 8.59972E-05 2516.2

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 139.3 Curing History: 23 C Tank Concrete Strength (psi): 6198 Variable Definitions Modulus of Elasticity #1 (psi): 5119306 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 34.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.181

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Rick Grahn Date: 3/23/2010 3/23/2010 3/23/2010

202

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #37 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.595 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.032 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0.00000 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.032 3000 0.00045 0.00005 4.01701E-05 5.37483E-06 235.0 6000 0.00110 0.00015 9.81937E-05 1.61245E-05 469.9

Diameter Average (nearest 0.01in.), Davg 4.032 9000 0.00160 0.0002 0.000142827 2.14993E-05 704.9 12000 0.00210 0.00025 0.000187461 2.68741E-05 939.8 Length (nearest 0.1in.), L 7.713 15000 0.00270 0.00035 0.000241021 3.76238E-05 1174.8 18000 0.00320 0.0004 0.000285654 4.29986E-05 1409.7

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00380 0.00045 0.000339214 4.83734E-05 1644.7 24000 0.00435 0.00055 0.000388311 5.91231E-05 1879.7

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00485 0.00065 0.000432945 6.98727E-05 2114.6 30000 0.00555 0.00075 0.000495432 8.06224E-05 2349.6

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 32000 0.00600 0.00085 0.000535602 9.1372E-05 2506.2

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 139.1 Curing History: 23 C Tank Concrete Strength (psi): 6198 Variable Definitions Modulus of Elasticity #1 (psi): 4677209 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 31.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.188

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Rick Grahn Date: 3/23/2010 3/23/2010 3/23/2010

203

SCC1_Batch1AB Batch SCC 1A 180 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #10 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.75 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.008 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0.00000 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.008 3000 0.00050 0.00005 4.46335E-05 5.37483E-06 237.8 6000 0.00100 0.0001 8.9267E-05 1.07497E-05 475.6

Diameter Average (nearest 0.01in.), Davg 4.008 9000 0.00150 0.0002 0.0001339 2.14993E-05 713.3 12000 0.00200 0.00025 0.000178534 2.68741E-05 951.1 Length (nearest 0.1in.), L 7.604 15000 0.00250 0.00035 0.000223167 3.76238E-05 1188.9 18000 0.00300 0.0004 0.000267801 4.29986E-05 1426.7

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00355 0.00045 0.000316898 4.83734E-05 1664.5 24000 0.00405 0.00055 0.000361531 5.91231E-05 1902.2

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00455 0.00065 0.000406165 6.98727E-05 2140.0 30000 0.00505 0.0007 0.000450798 7.52476E-05 2377.8

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00555 0.0008 0.000495432 8.59972E-05 2615.6 36000 0.00605 0.00085 0.000540065 9.1372E-05 2853.4

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 139.3 Curing History: 23 C Tank Concrete Strength (psi): 7321 Variable Definitions Modulus of Elasticity #1 (psi): 5337217 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 36.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.175

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 6/28/2010 6/28/2010 6/28/2010

204

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #15 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.595 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.032 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0.00000 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.032 3000 0.00045 0.00005 4.01701E-05 5.37483E-06 235.0 6000 0.00100 0.0001 8.9267E-05 1.07497E-05 469.9

Diameter Average (nearest 0.01in.), Davg 4.032 9000 0.00150 0.0002 0.0001339 2.14993E-05 704.9 12000 0.00200 0.00025 0.000178534 2.68741E-05 939.8 Length (nearest 0.1in.), L 7.713 15000 0.00265 0.00035 0.000236557 3.76238E-05 1174.8 18000 0.00310 0.0004 0.000276728 4.29986E-05 1409.7

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00355 0.00045 0.000316898 4.83734E-05 1644.7 24000 0.00420 0.00055 0.000374921 5.91231E-05 1879.7

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00460 0.00065 0.000410628 6.98727E-05 2114.6 30000 0.00505 0.0007 0.000450798 7.52476E-05 2349.6

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00555 0.0008 0.000495432 8.59972E-05 2584.5 36000 0.00615 0.00085 0.000548992 9.1372E-05 2819.5

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 139.1 Curing History: 23 C Tank Concrete Strength (psi): 7321 Variable Definitions Modulus of Elasticity #1 (psi): 5274840 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 35.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.181

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 6/28/2010 6/28/2010 6/28/2010

205

SCC1_Batch1AB Batch SCC 1A 365 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #20 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.758 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.01 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0.00000 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.01 3000 0.00045 0 4.01701E-05 0 237.5 6000 0.00095 0.00005 8.48036E-05 5.37483E-06 475.1

Diameter Average (nearest 0.01in.), Davg 4.01 9000 0.00155 0.0001 0.000138364 1.07497E-05 712.6 12000 0.00195 0.0001 0.000174071 1.07497E-05 950.2 Length (nearest 0.1in.), L 8.051 15000 0.00245 0.00015 0.000218704 1.61245E-05 1187.7 18000 0.00290 0.00025 0.000258874 2.68741E-05 1425.3

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00335 0.00035 0.000299044 3.76238E-05 1662.8 24000 0.00384 0.0004 0.000342785 4.29986E-05 1900.3

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00435 0.0005 0.000388311 5.37483E-05 2137.9 30000 0.00490 0.00055 0.000437408 5.91231E-05 2375.4

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00435 0.0007 0.000388311 7.52476E-05 2613.0 36000 0.00590 0.0008 0.000526675 8.59972E-05 2850.5

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 39000 0.0064 0.00085 0.000571309 9.1372E-05 3088.1

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 140.8 Curing History: 23 C Tank Concrete Strength (psi): 7755 Variable Definitions Modulus of Elasticity #1 (psi): 5468007 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 37.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.180

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

206

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 1A #19 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.739 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.009 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0.00000 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.009 3000 0.00035 0 3.12434E-05 0 237.7 6000 0.00085 0.00005 7.58769E-05 5.37483E-06 475.3

Diameter Average (nearest 0.01in.), Davg 4.009 9000 0.00135 0.0001 0.00012051 1.07497E-05 713.0 12000 0.00180 0.0002 0.000160681 2.14993E-05 950.6 Length (nearest 0.1in.), L 8.043 15000 0.00240 0.00025 0.000214241 2.68741E-05 1188.3 18000 0.00285 0.00035 0.000254411 3.76238E-05 1426.0

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00335 0.0004 0.000299044 4.29986E-05 1663.6 24000 0.00380 0.0005 0.000339214 5.37483E-05 1901.3

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00430 0.00065 0.000383848 6.98727E-05 2139.0 30000 0.00485 0.0007 0.000432945 7.52476E-05 2376.6

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00530 0.00075 0.000473115 8.06224E-05 2614.3 36000 0.00585 0.00085 0.000522212 9.1372E-05 2851.9

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 39000 0.0064 0.0009 0.000571309 9.67469E-05 3089.6

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 140.3 Curing History: 23 C Tank Concrete Strength (psi): 7755 Variable Definitions Modulus of Elasticity #1 (psi): 5470735 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 37.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.186

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

207

SCC1_Batch1AB Batch SCC1A 7 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 1A (29 DEC 09)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #6 SCC1A #28 SCC1A #18

Sample Age: 7-day 7-day 7-day

Cure History: 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 7.8845 7.9065 7.8665

x (0.0254 m/in.) = 0.20027 m 0.20083 m 0.19981 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.020 4.021 4.004

x (0.0254 m/in.) = 0.10211 m 0.10213 m 0.10170 m

Mass, m (nearest 0.005 kg): 3.640 3.670 3.570

Transit Time: T (ms): 45.7 45.1 45.6

x (1 s/106 ms) = 45.7E-6 s 45.1E-6 s 45.6E-6 s

Pulse Velocity:

V = L/T 4382 m/s 4453 m/s 4382 m/s

Mass Density:

2 r = m/(pLD /4) 2220 kg/m3 2231 kg/m3 2199 kg/m3

Elastic Modulus:

E = rV2/K 42.6 GPa 44.2 GPa 42.2 GPa Average: 43.0 Gpa Std Dev: 1.1 Gpa (K = 1 for cylindrical specimens)

E 6.18E+06 lb/in2 6.41E+06 lb/in2 6.12E+06 lb/in2 Average: 6.2E+06 psi Std Dev: 1.5E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 12/29/09 12/29/09 12/29/09

208 Batch SCC1A 28 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 1A (19 JAN 10)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #23 SCC1A #33 SCC1A #40

Sample Age: 28-day 28-day 28-day

Cure History: 23o C tank 23o C tank 23o C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 7.9699 8.0033 8.0058

x (0.0254 m/in.) = 0.20243 m 0.20328 m 0.20335 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.020 4.021 4.017

x (0.0254 m/in.) = 0.10211 m 0.10213 m 0.10203 m

Mass, m (nearest 0.005 kg): 3.655 3.650 3.725

Transit Time: T (ms): 45.2 46 45.4

x (1 s/106 ms) = 45.2E-6 s 46.0E-6 s 45.4E-6 s

Pulse Velocity:

V = L/T 4479 m/s 4419 m/s 4479 m/s

Mass Density:

2 r = m/(pLD /4) 2205 kg/m3 2192 kg/m3 2240 kg/m3

Elastic Modulus:

E = rV2/K 44.2 GPa 42.8 GPa 44.9 GPa Average: 44.0 Gpa Std Dev: 1.1 Gpa (K = 1 for cylindrical specimens)

E 6.41E+06 lb/in2 6.21E+06 lb/in2 6.52E+06 lb/in2 Average: 6.4E+06 psi Std Dev: 1.6E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: R Grahn J Hays Rick Grahn Date: 01/19/10 01/21/10 1/21/2010

209 Batch SCC1A 90 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #26 SCC1A #30 SCC1A #37

Sample Age: 90-day 90-day 90-day

Cure History: 23o C tank 23o C tank 23o C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 7.8360 7.3260 7.7130

x (0.0254 m/in.) = 0.19903 m 0.18608 m 0.19591 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.016 4.025 4.032

x (0.0254 m/in.) = 0.10201 m 0.10224 m 0.10241 m

Mass, m (nearest 0.005 kg): 3.665 3.375 3.595

Transit Time: T (ms): 43.4 41.2 42.5

x (1 s/106 ms) = 43.4E-6 s 41.2E-6 s 42.5E-6 s

Pulse Velocity:

V = L/T 4586 m/s 4517 m/s 4610 m/s

Mass Density:

2 r = m/(pLD /4) 2253 kg/m3 2209 kg/m3 2228 kg/m3

Elastic Modulus:

E = rV2/K 47.4 GPa 45.1 GPa 47.3 GPa Average: 46.6 Gpa Std Dev: 1.3 Gpa (K = 1 for cylindrical specimens)

E 6.87E+06 lb/in2 6.54E+06 lb/in2 6.87E+06 lb/in2 Average: 6.8E+06 psi Std Dev: 1.9E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: R. Grahn J Hays Rick Grahn Date: 03/23/10 03/23/10 3/25/2010

210 Batch SCC1A 180 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #10 SCC1A #15 SCC1A #16

Sample Age: 180-day 180-day 180-day

Cure History: 23o C tank 23o C tank 23o C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 8.079 8.042 7.934

x (0.0254 m/in.) = 0.205 0.204 0.202 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.008 3.997 4.001

x (0.0254 m/in.) = 0.10180 m 0.10151 m 0.10163 m

Mass, m (nearest 0.005 kg): 3.750 3.754 3.656

Transit Time: T (ms): 44.5 44.2 44.4

x (1 s/106 ms) = 44.5E-6 s 44.2E-6 s 44.4E-6 s

Pulse Velocity:

V = L/T 4612 m/s 4622 m/s 4539 m/s

Mass Density:

2 r = m/(pLD /4) 2245 kg/m3 2271 kg/m3 2237 kg/m3

Elastic Modulus:

E = rV2/K 47.7 GPa 48.5 GPa 46.1 GPa Average: 47.4 Gpa Std Dev: 1.2 Gpa (K = 1 for cylindrical specimens)

E 6.92E+06 lb/in2 7.03E+06 lb/in2 6.68E+06 lb/in2 Average: 6.9E+06 psi Std Dev: 1.8E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 06/28/10 06/28/10 06/28/10

211 Batch SCC1A 365 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 1A

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC1A #20 SCC1A #19 SCC1A #22

Sample Age: 365-day 365-day 365-day

Cure History: 23o C tank 23o C tank 23o C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 8.051 8.043 8.028

x (0.0254 m/in.) = 0.204 0.204 0.204 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.010 4.009 4.011

x (0.0254 m/in.) = 0.10185 m 0.10182 m 0.10187 m

Mass, m (nearest 0.005 kg): 3.758 3.739 3.651

Transit Time: T (ms): 42 42.2 42.7

x (1 s/106 ms) = 42.0E-6 s 42.2E-6 s 42.7E-6 s

Pulse Velocity:

V = L/T 4869 m/s 4841 m/s 4775 m/s

Mass Density:

2 r = m/(pLD /4) 2255 kg/m3 2248 kg/m3 2197 kg/m3

Elastic Modulus:

E = rV2/K 53.5 GPa 52.7 GPa 50.1 GPa Average: 52.1 Gpa Std Dev: 1.8 Gpa (K = 1 for cylindrical specimens)

E 7.75E+06 lb/in2 7.64E+06 lb/in2 7.27E+06 lb/in2 Average: 7.6E+06 psi Std Dev: 2.6E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/21/10 12/21/10 12/21/10

212 SCC2 Final Mix Material Description Bulk Specific Gravity Absorption S.G. Rio Grande Type 1/2 Cement 3.15 S.G. SRMG Class F - Fly Ash 1.99 S.G. Placitas C33 Fine Aggregate 2.593 1.5 S.G. Placitas C33 Intermediate Agg 2.564 1.7 S.G. Placitas C33 Coarse Aggregate 2.597 1.1

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.45 Fine Agg. X3 0.55

Batch Weight Absolute Volume Absolute Volume Component Source Batch Weight (kg/m3) (lbs/yd3) (ft3) (m3) Cement Type 1-2 Rio Grande 499.7 2.542 296.5 0.094 Fly Ash - Class F SRMG 199.9 1.610 118.6 0.060 Water 280.4 4.494 166.4 0.166 0.0 Fine Aggregate (X3) Placitas 1471.4 9.094 872.9 0.337 Intermediate Agg. (X2) Placitas 1201.1 7.507 712.6 0.278 Coarse Aggregate (X1) Placitas 0.0 0.000 0 0

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106oz --- 4140 mL ---

Total Batch Weight 3652.5 2167 Total Volume 27.00 1.000

Sand/Total Aggregate 0.55

w/c 0.401 Volume Cement Paste s/A 0.55 0.385 Fly Ash % 0.4

Batch #2A - 1-25-10 Fresh Properties Slump Flow 79cm >60cm Volumetric Air Content 7.80% 6%

Batch #2B - 2-18-10 Fresh Properties Slump Flow 77.5cm >60cm Volumetric Air Content 8.60% 6%

Batch #2C - 2-15-10 Fresh Properties Slump Flow 77cm >60cm Volumetric Air Content 7.80% 6%

213 SCC2 Batch A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O: 23.0

Sample I.D.: Batch SCC2A (25 JAN 10) Fine Aggregate: 20.0

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: 20.0 Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %: 13

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C: 13

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.597 0.0000 1.10 0.00 0.00 (ASTM C231) Intermediate Agg 88.51 2.564 0.0345 1.70 3.12 89.37 Fine Aggregate 108.44 2.593 0.0418 1.50 4.51 111.66 Pressuremeter I.D.: Water 20.67 1.000 0.0207 ------16.48 Y486 Cement 36.84 3.150 0.0117 ------36.84 Fly Ash 14.74 2.000 0.0074 14.74 AE 0.0046 1.000 0.0000 HRWR 0.9560 1.050 0.0009 VMA 0.5180 1.000 0.0005

Total Weight, W1 270.68 ------Initital Pressure Line: Total Volume, V 0.1175 4.15 ft3 --- 2 Total Batch Weight 269.10 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2303.47 143.80 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.338 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.8 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 See Slump Flow 22.0 Weight of Measure + Concrete (kg): 18.790 15 Weight of Measure (kg): 3.555 30 Weight of Concrete, Wc (kg): 15.235 45 Unit Weight of Concrete, W (lb/ft3): 134.56 60 Unit Weight of Concrete, W (kg/m3): 2156 75 Yield, Y (m3): 0.1256 90 Air Content, A (%): 6.42 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Jacob Hays Rick Grahn Jacob Hays Rocky Poor Poor Poor Date: 01/25/10 01/25/10 01/26/10

4.4 0.125

214

K&C_Batch#0(FreshConcreteMixtureEvaluation) SCC2 Batch B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: Batch SCC2B Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.597 0.0000 1.10 0.00 0.00 (ASTM C231) Intermediate Agg 138.08 2.564 0.0539 1.70 3.45 139.88 Fine Aggregate 169.19 2.593 0.0652 1.50 4.13 173.58 Pressuremeter I.D.: Water 32.25 1.000 0.0323 ------25.93 Y486 Cement 57.47 3.150 0.0182 ------57.47 Fly Ash 23.00 2.000 0.0115 23.00 AE 0.0070 1.000 0.0000 HRWR 1.4920 1.050 0.0014 VMA 0.8070 1.000 0.0008

Total Weight, W1 422.30 ------Initital Pressure Line: Total Volume, V 0.1833 6.47 ft3 --- 2 Total Batch Weight 419.85 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2303.46 143.80 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.346 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 4 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 See Slump Flow Weight of Measure + Concrete (kg): 19.200 15 Weight of Measure (kg): 3.555 30 Weight of Concrete, Wc (kg): 15.645 45 Unit Weight of Concrete, W (lb/ft3): 138.18 60 Unit Weight of Concrete, W (kg/m3): 2214 75 Yield, Y (m3): 0.1908 90 Air Content, A (%): 3.90 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: R. Grahn J. Hays R. Grahn J. Hays Rocky Poor Poor Poor Date: 01/05/10 01/05/10 01/05/10

215

K&C_Batch#0(FreshConcreteMixtureEvaluation) SCC2 Batch C Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: Batch SCC2C Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Placitas)

Fine Aggregate: C33 Fine Agg. (Placitas) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.597 0.0000 1.10 0.00 0.00 (ASTM C231) Intermediate Agg 102.71 2.564 0.0401 1.70 3.05 103.64 Fine Aggregate 125.83 2.593 0.0485 1.50 6.40 131.95 Pressuremeter I.D.: Water 23.98 1.000 0.0240 ------16.63 Y486 Cement 42.73 3.150 0.0136 ------42.73 Fly Ash 17.09 2.000 0.0085 17.09 AE 0.0052 1.000 0.0000 HRWR 1.1093 1.050 0.0011 VMA 0.6003 1.000 0.0006

Total Weight, W1 314.05 ------Initital Pressure Line: Total Volume, V 0.1363 4.81 ft3 --- 2 Total Batch Weight 312.03 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2303.51 143.80 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.299 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: Y486 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Fall 2008 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2496 0 See Slump Flow Weight of Measure + Concrete (kg): 18.700 15 Weight of Measure (kg): 3.555 30 Weight of Concrete, Wc (kg): 15.145 45 Unit Weight of Concrete, W (lb/ft3): 133.77 60 Unit Weight of Concrete, W (kg/m3): 2143 75 Yield, Y (m3): 0.1466 90 Air Content, A (%): 6.98 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: R. Grahn J. Hays R. Grahn J. Hays Rocky Poor Poor Poor Date:

216

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC 2A Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: Batch SCC 2A (25 JAN 10)

Slump-flow

dm (mm)= 780 dn (mm)= 800 then dr (mm)= 790

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? Yes but under 1 mm

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 74 72 74 73.33

H2 76.67

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 528 528 527 527.67

H1 82.33

PA (H2/H1)= 0.93

Test By: Calculations By: Checked By: Signature: R. Grahn J. Hays Date: 1/25/2010 1/25/2010 1/26/2010

217 Batch SCC 2B Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: Batch SCC 2B (18 FEB 10)

Slump-flow

dm (mm)= 770 dn (mm)= 780 then dr (mm)= 775

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 73 73 74 73.33

H2 76.67

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 530 527 529 528.67

H1 81.33

PA (H2/H1)= 0.94

Test By: Calculations By: Checked By: Signature: R. Grahn J. Hays J. Hays Date: 2/18/2010 2/18/2010 2/18/2010

218 Batch SCC 2C Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: Batch SCC 2C (15 FEB 10)

Slump-flow

dm (mm)= 760 dn (mm)= 780 then dr (mm)= 770

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 71 70 71 70.67

H2 79.33

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 528 526 526 526.67

H1 83.33

PA (H2/H1)= 0.95

Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 2/15/2010 2/15/2010 2/15/2010

219 SCC2 Final Mix Material Description Bulk Specific Gravity Absorption S.G. Rio Grande Type 1/2 Cement 3.15 S.G. SRMG Class F - Fly Ash 1.99 S.G. Placitas C33 Fine Aggregate 2.593 1.5 S.G. Placitas C33 Intermediate Agg 2.564 1.7 S.G. Placitas C33 Coarse Aggregate 2.597 1.1

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.45 Fine Agg. X3 0.55

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106oz --- 4140 mL ---

Total Batch Weight 3652.5 2167 Total Volume 27.00 1.000

Sand/Total Aggregate 0.55

w/c 0.401 Volume Cement Paste s/A 0.55 0.385 Fly Ash % 0.4

Batch #2A - 1-25-10 Fresh Properties Slump Flow 79cm >60cm Volumetric Air Content 7.80% 6%

Batch #2B - 2-18-10 Fresh Properties Slump Flow 77.5cm >60cm Volumetric Air Content 8.60% 6%

Batch #2C - 2-15-10 Fresh Properties Slump Flow 77cm >60cm Volumetric Air Content 7.80% 6%

220 7-Day Modulus of Rupture - SCC 2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2B #7 SCC2B #5

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.390 28.120

Specimen Width (0.001 in.), b1 6.0075 6.0095

Specimen Width (0.001 in.), b2 6.0075 6.0095

Average Specimen Width (0.001 in.), bAVG 6.0075 6.0095

Specimen Depth (0.001 in.), h1 6.0305 5.945

Specimen Depth (0.001 in.), h2 6.0305 5.945

Average Specimen Depth (0.001 in.), hAVG 6.0305 5.9452

Specimen Length, L 22.06 22.06

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 5616.2 5991.9

Unit Weight (kg/m3): 2168 2177

Modulus of Rupture (psi), MOR 463 508 Mean (psi) 485 Std. Dev. (psi) 31.86

Modulus of Rupture (MPa), MOR 3.19 3.50 Mean (MPa) 3.35 Std. Dev. (MPa) 0.22 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 02/25/10 02/25/10 02/25/10

221 28-Day Modulus of Rupture - SCC 2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2B #6 SCC2B #4

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.010 28.575

Specimen Width (0.001 in.), b1 5.9375 6.0000

Specimen Width (0.001 in.), b2 5.9688 5.9688

Average Specimen Width (0.001 in.), bAVG 5.9531 5.9844

Specimen Depth (0.001 in.), h1 6.0000 6.000

Specimen Depth (0.001 in.), h2 6.0000 6.000

Average Specimen Depth (0.001 in.), hAVG 6.0000 6.0000

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 7277.3 8127.8

Unit Weight (kg/m3): 2175 2207

Modulus of Rupture (psi), MOR 611 679 Mean (psi) 645 Std. Dev. (psi) 47.99

Modulus of Rupture (MPa), MOR 4.21 4.68 Mean (MPa) 4.45 Std. Dev. (MPa) 0.33 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 03/18/10 03/18/10 03/19/10

222 90-Day Modulus of Rupture - SCC 2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2B #3 SCC2B #2

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.005 28.440

Specimen Width (0.001 in.), b1 6.0130 6.1005

Specimen Width (0.001 in.), b2 6.0050 6.0390

Average Specimen Width (0.001 in.), bAVG 6.0090 6.0698

Specimen Depth (0.001 in.), h1 6.0435 6.040

Specimen Depth (0.001 in.), h2 5.9855 6.021

Average Specimen Depth (0.001 in.), hAVG 6.0145 6.0303

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 8760.5 8938.4

Unit Weight (kg/m3): 2149 2155

Modulus of Rupture (psi), MOR 725 729 Mean (psi) 727 Std. Dev. (psi) 2.48

Modulus of Rupture (MPa), MOR 5.00 5.03 Mean (MPa) 5.01 Std. Dev. (MPa) 0.02 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 05/19/10 05/19/10 05/19/10

223 180-Day Modulus of Rupture - SCC 2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2B #8 SCC2B #10

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.165 28.770

Specimen Width (0.001 in.), b1 5.9350 6.1005

Specimen Width (0.001 in.), b2 5.9495 6.0390

Average Specimen Width (0.001 in.), bAVG 5.9423 6.0698

Specimen Depth (0.001 in.), h1 6.0690 6.040

Specimen Depth (0.001 in.), h2 6.0535 6.021

Average Specimen Depth (0.001 in.), hAVG 6.0613 6.0303

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 8622 8167.2

Unit Weight (kg/m3): 2169 2180

Modulus of Rupture (psi), MOR 711 666 Mean (psi) 688 Std. Dev. (psi) 31.71

Modulus of Rupture (MPa), MOR 4.90 4.59 Mean (MPa) 4.75 Std. Dev. (MPa) 0.22 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Date: 07/19/10 07/19/10 07/19/10

224 365-Day Modulus of Rupture - SCC 2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2B #1 SCC2B #9

Specimen Age: 365-day 365-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.010 28.170

Specimen Width (0.001 in.), b1 6.1125 6.2110

Specimen Width (0.001 in.), b2 6.0955 6.1550

Average Specimen Width (0.001 in.), bAVG 6.1040 6.1830

Specimen Depth (0.001 in.), h1 6.0800 6.022

Specimen Depth (0.001 in.), h2 6.0440 6.003

Average Specimen Depth (0.001 in.), hAVG 6.0620 6.0123

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 9980.1 8559.8

Unit Weight (kg/m3): 2100 2102

Modulus of Rupture (psi), MOR 801 689 Mean (psi) 745 Std. Dev. (psi) 78.83

Modulus of Rupture (MPa), MOR 5.52 4.75 Mean (MPa) 5.14 Std. Dev. (MPa) 0.54 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 02/25/11 02/25/11 02/25/11

225 Batch SCC 2C 7 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2C (22 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 C #3 SCC2 C #6 SCC2 C #12

Sample Age: 7-day 7-day 7-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.505 3.535 3.478

Diameter (nearest 0.001in.), D 4.019 4.023 4.009

Length (nearest 0.001, in.), L1 8.017 8.106 8.037

Length (nearest 0.001, in.), L2 8.023 8.095 8.048

Length (nearest 0.001, in.), L3 8.037 8.105 8.053

Length (nearest 0.001, in.), L4 8.017 8.106 8.048

Average Length, LAVG 8.023 8.103 8.046

Cross Sectional Area (in.2), A 12.6860 12.7113 12.6230

Unit Weight (lb/ft3) 131.2 130.7 130.5

Unit Weight (kg/m3) 2101 2094 2090

Maximum Applied Load ( lbf ), P 41211 41469 41607

Compressive Strength (psi), S 3249 3262 3296 Average: 3269 psi Std Dev: 24 psi Compressive Strength (MPa), S 22.40 22.49 22.73

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 02/22/10 02/24/10 2/24/2010

226 Batch SCC 2C 28 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A (22 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 C #2 SCC2 C #11 SCC2 C #14

Sample Age: 28-day 28-day 28-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.535 3.510 3.495

Diameter (nearest 0.001in.), D 4.014 4.009 4.022

Length (nearest 0.001, in.), L1 8.034 8.061 8.095

Length (nearest 0.001, in.), L2 8.024 8.050 8.063

Length (nearest 0.001, in.), L3 8.029 8.020 8.023

Length (nearest 0.001, in.), L4 8.029 8.026 8.040

Average Length, LAVG 8.029 8.039 8.055

Cross Sectional Area (in.2), A 12.6545 12.6230 12.7050

Unit Weight (lb/ft3) 132.5 131.8 130.1

Unit Weight (kg/m3) 2123 2111 2084

Maximum Applied Load ( lbf ), P 56023 56636 55252

Compressive Strength (psi), S 4427 4487 4349 Average: 4421 psi Std Dev: 69 psi Compressive Strength (MPa), S 30.52 30.93 29.98

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone COV 1.6%

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Rick Grahn Jacob Hays Date: 03/15/10 03/15/10 3/16/2010

227 Batch SCC 2B 7 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2C (25 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 B #1 SCC2 B #4 SCC2 B #6

Sample Age: 7-day 7-day 7-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.540 3.600 3.650

Diameter (nearest 0.001in.), D 4.011 4.024 4.027

Length (nearest 0.001, in.), L1 7.888 7.935 7.969

Length (nearest 0.001, in.), L2 7.911 7.936 7.990

Length (nearest 0.001, in.), L3 7.882 7.986 7.966

Length (nearest 0.001, in.), L4 7.904 7.958 8.005

Average Length, LAVG 7.896 7.954 7.983

Cross Sectional Area (in.2), A 12.6356 12.7176 12.7366

Unit Weight (lb/ft3) 135.2 135.6 136.8

Unit Weight (kg/m3) 2165 2172 2191

Maximum Applied Load ( lbf ), P 40339 41008 41185

Compressive Strength (psi), S 3192 3225 3234 Average: 3217 psi Std Dev: 22 psi Compressive Strength (MPa), S 22.01 22.23 22.29

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 02/25/10 02/25/10 2/25/2010

228 Batch SCC 2B 28 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2C

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 B #2 SCC2 B #5 SCC2 B #8

Sample Age: 28-day 28-day 28-day

Cure History: 23o C tank 23o C tank 23o C tank

Mass (kg), W 3.435 3.405 3.440

Diameter (nearest 0.001in.), D 4.011 4.003 4.022

Length (nearest 0.001, in.), L1 7.594 7.563 7.563

Length (nearest 0.001, in.), L2 7.563 7.563 7.563

Length (nearest 0.001, in.), L3 7.563 7.563 7.563

Length (nearest 0.001, in.), L4 7.594 7.563 7.563

Average Length, LAVG 7.578 7.563 7.563

Cross Sectional Area (in.2), A 12.6356 12.5852 12.7050

Unit Weight (lb/ft3) 136.7 136.3 136.4

Unit Weight (kg/m3) 2189 2183 2185

Maximum Applied Load ( lbf ), P 55568 57961 58456

Compressive Strength (psi), S 4398 4605 4601 Average: 4535 psi Std Dev: 119 psi Compressive Strength (MPa), S 30.32 31.75 31.72

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 03/18/10 03/18/10 3/19/2010

229 Batch SCC 2A 7 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 2A #1 SCC 2A #4 SCC 2A #7

Sample Age: 7-day 7-day 7-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W 3.390 3.370 3.270

Diameter (nearest 0.001in.), D 4.008 4.007 4.024

Length (nearest 0.001, in.), L1 7.710 7.646 7.436

Length (nearest 0.001, in.), L2 7.675 7.636 7.451

Length (nearest 0.001, in.), L3 7.681 7.655 7.452

Length (nearest 0.001, in.), L4 7.656 7.653 7.475

Average Length, LAVG 7.6805 7.6474 7.4535

Cross Sectional Area (in.2), A 12.6167 12.6104 12.7176

Unit Weight (lb/ft3) 133.3 133.1 131.4

Unit Weight (kg/m3) 2135 2133 2105

Maximum Applied Load ( lbf ), P 4130 4100 Epoxy failure

Tensile Strength (psi), S 327 325 Average: 326 Std Dev: 2 Tensile Strength (MPa), S 2.26 2.24 0.00

Type of Fracture: Top 1/4 Top 1/3 cap

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 02/01/10 02/01/10 02/01/10

230 Batch SCC 2A 28 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 2A #25 SCC 2A #28 SCC 2A #39

Sample Age: 28-day 28-day 28-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W 3.295 3.395 3.390

Diameter (nearest 0.001in.), D 4.002 4.029 4.019

Length (nearest 0.001, in.), L1 7.404 7.589 7.532

Length (nearest 0.001, in.), L2 7.410 7.610 7.522

Length (nearest 0.001, in.), L3 7.355 7.600 7.529

Length (nearest 0.001, in.), L4 7.350 7.590 7.507

Average Length, LAVG 7.3796 7.5973 7.5225

Cross Sectional Area (in.2), A 12.5789 12.7492 12.6860

Unit Weight (lb/ft3) 135.2 133.5 135.3

Unit Weight (kg/m3) 2166 2139 2168

Maximum Applied Load ( lbf ), P Epoxy failure 4430 Epoxy failure

Tensile Strength (psi), S 347 Average: 347 Std Dev: Tensile Strength (MPa), S 2.40 0.00

Type of Fracture: cap Top 1/3 cap

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 02/22/10 02/22/10 02/22/10

231 Batch SCC 2A 90 Day Tensile Strength Department of Civil Engineering Tensile Strength of Cylindrical Concrete Specimens University of New Mexico Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC 2A #8 SCC 2A #23 SCC 2A #20

Sample Age: 90-day 90-day 90-day

Cure History: 23o C Tank 23o C Tank 23o C Tank

Mass (kg), W 3.500 3.505 3.475

Diameter (nearest 0.001in.), D 4.024 4.017 4.020

Length (nearest 0.001, in.), L1 7.750 7.750 7.770

Length (nearest 0.001, in.), L2 7.750 7.750 7.780

Length (nearest 0.001, in.), L3 7.750 7.750 7.800

Length (nearest 0.001, in.), L4 7.750 7.750 7.780

Average Length, LAVG 7.7500 7.7500 7.7825

Cross Sectional Area (in.2), A 12.7176 12.6734 12.6923

Unit Weight (lb/ft3) 135.3 135.9 134.0

Unit Weight (kg/m3) 2167 2178 2147

Maximum Applied Load ( lbf ), P Epoxy failure 4350 4680

Tensile Strength (psi), S 343 369 Average: 356 Std Dev: 18 Tensile Strength (MPa), S 2.37 2.54

Type of Fracture: cap Top 1/3 cap

A=p(D)2/4 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 04/28/10 04/28/10 04/28/10

232 Batch SCC 2A 7 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A (2 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #10 SCC2 A #31 SCC2 A #15 SCC2 A #43

Sample Age: 7-day 7-day 7-day 7-day

o o o o Cure History: 23 C tank 23 C tank 23 C tank 23 C tank

Mass (kg), W 3.605 3.625 3.605 3.555

Diameter (nearest 0.001in.), D 4.005 4.025 4.020 4.020

Length (nearest 0.001, in.), L1 8.085 8.056 8.023 8.030

Length (nearest 0.001, in.), L2 8.011 8.088 8.050 8.037

Length (nearest 0.001, in.), L3 8.090 8.078 8.027 8.075

Length (nearest 0.001, in.), L4 8.085 8.065 8.055 8.033

Average Length, LAVG 8.068 8.072 8.039 8.044

2 Cross Sectional Area (in. ), A 12.5978 12.7239 12.6923 12.6923

3 Unit Weight (lb/ft ) 135.1 134.5 134.6 132.7

3 Unit Weight (kg/m ) 2164 2154 2156 2125

Maximum Applied Load ( lbf ), P 44455 41449 45048 39491

Compressive Strength (psi), S 3529 3258 3549 3111 Average: 3362 psi Std Dev: 213 psi Compressive Strength (MPa), S 24.33 22.46 24.47 21.45

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 02/02/10 02/03/10 2/3/2010

233 Batch SCC 2A 28 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A (22 FEB 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #27 SCC2 A #22 SCC2 A #4 SCC2 A #40

Sample Age: 28-day 28-day 28-day 28-day

o o o o Cure History: 23 C tank 23 C tank 23 C tank 23 C tank

Mass (kg), W 3.460 3.625 3.620 3.520

Diameter (nearest 0.001in.), D 4.020 4.016 4.022 4.018

Length (nearest 0.001, in.), L1 7.686 8.037 8.055 8.032

Length (nearest 0.001, in.), L2 7.705 8.034 8.040 8.009

Length (nearest 0.001, in.), L3 7.594 8.036 8.027 8.014

Length (nearest 0.001, in.), L4 7.611 8.046 8.017 8.023

Average Length, LAVG 7.649 8.038 8.035 8.020

2 Cross Sectional Area (in. ), A 12.6923 12.6671 12.7050 12.6797

3 Unit Weight (lb/ft ) 135.8 135.6 135.1 131.9

3 Unit Weight (kg/m ) 2175 2173 2164 2112

Maximum Applied Load ( lbf ), P 53927 55034 58040 53255

Compressive Strength (psi), S 4249 4345 4568 4200 Average: 4340 psi Std Dev: 163 psi Compressive Strength (MPa), S 29.29 29.96 31.50 28.96

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone COV 3.8%

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 02/22/10 02/24/10 2/24/2010

234 Batch SCC 2A 90 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A ( 26 APR 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #29 SCC2 A #33 SCC2 A #26

Sample Age: 90-day 90-day 90-day

o o o Cure History: 23 C tank 23 C tank 23 C tank

Mass (kg), W 3.450 3.605 3.665

Diameter (nearest 0.001in.), D 4.025 4.001 4.003

Length (nearest 0.001, in.), L1 7.611 8.088 8.053

Length (nearest 0.001, in.), L2 7.705 8.100 8.035

Length (nearest 0.001, in.), L3 7.686 8.090 8.047

Length (nearest 0.001, in.), L4 7.590 8.087 8.048

Average Length, LAVG 7.648 8.091 8.045

2 Cross Sectional Area (in. ), A 12.7239 12.5727 12.5852

3 Unit Weight (lb/ft ) 135.1 135.0 137.9

3 Unit Weight (kg/m ) 2163 2163 2209

Maximum Applied Load ( lbf ), P 75245 71248 75008

Compressive Strength (psi), S 5914 5667 5960 Average: 5847 psi Std Dev: 158 psi Compressive Strength (MPa), S 40.77 39.07 41.09

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone COV 2.7%

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 04/28/10 04/28/10 2/24/2010

235 Batch SCC 2A 180 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A ( 20 JUL 10)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #5 SCC2 A #7 SCC2 A #18

Sample Age: 180-day 180-day 180-day

o o o Cure History: 23 C tank 23 C tank 23 C tank

Mass (kg), W 3.678 3.533 3.602

Diameter (nearest 0.001in.), D 4.041 4.014 4.006

Length (nearest 0.001, in.), L1 8.064 8.096 8.024

Length (nearest 0.001, in.), L2 8.035 8.088 8.044

Length (nearest 0.001, in.), L3 8.033 8.089 8.023

Length (nearest 0.001, in.), L4 8.037 8.090 8.034

Average Length, LAVG 8.042 8.091 8.031

2 Cross Sectional Area (in. ), A 12.8221 12.6545 12.6010

3 Unit Weight (lb/ft ) 135.9 131.5 135.6

3 Unit Weight (kg/m ) 2177 2106 2172

Maximum Applied Load ( lbf ), P 90353 78943 87130

Compressive Strength (psi), S 7047 6238 6915 Average: 6733 psi Std Dev: 434 psi Compressive Strength (MPa), S 48.58 43.01 47.67

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone COV 6.4%

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 07/20/10 07/20/10 07/20/10

236 Batch SCC 2A 365 Day Compressive Strength Results Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

SCC 2A ( 13 JAN 11)

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #16 SCC2 A #14 SCC2 A #45 SCC2 A #38

Sample Age: 365-day 365-day 365-day 365-day

o o o o Cure History: 23 C tank 23 C tank 23 C tank 23 C tank

Mass (kg), W 3.561 3.612 3.664 3.593

Diameter (nearest 0.001in.), D 4.035 4.024 4.062 4.020

Length (nearest 0.001, in.), L1 8.007 8.092 8.141 8.120

Length (nearest 0.001, in.), L2 8.040 8.091 8.133 8.135

Length (nearest 0.001, in.), L3 8.060 8.092 8.193 8.128

Length (nearest 0.001, in.), L4 8.009 8.091 8.177 8.124

Average Length, LAVG 8.029 8.091 8.161 8.126

2 Cross Sectional Area (in. ), A 12.7872 12.7145 12.9589 12.6923

3 Unit Weight (lb/ft ) 132.1 133.8 132.0 132.7

3 Unit Weight (kg/m ) 2117 2143 2114 2126

Maximum Applied Load ( lbf ), P 83175 77717 87268 79813

Compressive Strength (psi), S 6505 6112 6734 6288 Average: 6410 psi Std Dev: 269 psi Compressive Strength (MPa), S 44.85 42.14 46.43 43.36

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone COV 4.2%

b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 01/31/11 01/31/11 01/31/11

237 Batch SCC 2A 7 Day Static Modulus of Elasticity Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 2A #10 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.605 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.005 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.005 2000 0.0003 0.00005 2.67801E-05 5.37348E-06 158.8 4000 0.00075 0.0001 6.69502E-05 1.0747E-05 317.5

Diameter Average (nearest 0.01in.), Davg 4.005 6000 0.0012 0.00015 0.00010712 1.61205E-05 476.3 8000 0.00165 0.00025 0.00014729 2.68674E-05 635.0 Length (nearest 0.1in.), L 8 10000 0.0021 0.00035 0.000187461 3.76144E-05 793.8 12000 0.0027 0.00045 0.000241021 4.83614E-05 952.5

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.003 0.0005 0.000267801 5.37348E-05 1111.3 16000 0.00365 0.00055 0.000325824 5.91083E-05 1270.1

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 0 0 0.0 0 0 0.0

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 0 0 0.0 0 0 0.0

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 0 0 0.0 0 0 0.0

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 135.1 Curing History: 23 C Tank Concrete Strength (psi): 3529 Variable Definitions Modulus of Elasticity #1 (psi): 4029029 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 27.4

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.214

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 2/2/2010 2/3/2010 2/3/2010

238

SCC2_Batch_ABC Batch SCC 2A 7 Day Static Modulus of Elasticity Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 2A #15 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.605 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.02 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.02 2000 0.0002 0.00005 1.78534E-05 5.37348E-06 157.6 4000 0.00055 0.0001 4.90968E-05 1.0747E-05 315.2

Diameter Average (nearest 0.01in.), Davg 4.02 6000 0.00095 0.00015 8.48036E-05 1.61205E-05 472.7 8000 0.00155 0.00025 0.000138364 2.68674E-05 630.3 Length (nearest 0.1in.), L 8 10000 0.002 0.00035 0.000178534 3.76144E-05 787.9 12000 0.0025 0.0004 0.000223167 4.29879E-05 945.5

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.003 0.00045 0.000267801 4.83614E-05 1103.0 16000 0.00345 0.0005 0.000307971 5.37348E-05 1260.6

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 0 0 0.0 0 0 0.0

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 0 0 0.0 0 0 0.0

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 0 0 0.0 0 0 0.0

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 135.1 Curing History: 23 C Tank Concrete Strength (psi): 3529 Variable Definitions Modulus of Elasticity #1 (psi): 4275778 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 29.1

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.208

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 2/2/2010 2/2/2010 2/2/2010

239

SCC2_Batch_ABC Batch SCC 2A 28 Day Static Modulus of Elasticity Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 2A #4 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.62 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.022 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.022 2000 0.00035 0 3.12434E-05 0 157.4 4000 0.0008 0.0001 7.14136E-05 1.0747E-05 314.8

Diameter Average (nearest 0.01in.), Davg 4.022 6000 0.00115 0.00015 0.000102657 1.61205E-05 472.3 8000 0.00165 0.0002 0.00014729 2.14939E-05 629.7 Length (nearest 0.1in.), L 8 10000 0.0021 0.0003 0.000187461 3.22409E-05 787.1 12000 0.00255 0.0004 0.000227631 4.29879E-05 944.5

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0031 0.0005 0.000276728 5.37348E-05 1101.9 16000 0.00355 0.00055 0.000316898 5.91083E-05 1259.3

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00405 0.0006 0.000361531 6.44818E-05 1416.8 20000 0.0046 0.0007 0.000410628 7.52288E-05 1574.2

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 21500 0.005 0.0008 0.000446335 8.59757E-05 1692.2 0 0 0.0

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 0 0 0.0 0 0 0.0

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 135.1 Curing History: 23 C Tank Concrete Strength (psi): 4568 Variable Definitions Modulus of Elasticity #1 (psi): 4269748 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 29.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.217

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 2/22/2010 2/24/2010 2/24/2010

240

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 2A #22 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.625 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.016 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.016 2000 0.00035 0 3.12434E-05 0 157.9 4000 0.0008 0.00005 7.14136E-05 5.37348E-06 315.8

Diameter Average (nearest 0.01in.), Davg 4.016 6000 0.00135 0.00015 0.00012051 1.61205E-05 473.7 8000 0.0019 0.0002 0.000169607 2.14939E-05 631.6 Length (nearest 0.1in.), L 8 10000 0.0023 0.00025 0.000205314 2.68674E-05 789.4 12000 0.0028 0.00035 0.000249947 3.76144E-05 947.3

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0034 0.0004 0.000303508 4.29879E-05 1105.2 16000 0.004 0.00055 0.000357068 5.91083E-05 1263.1

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0047 0.00065 0.000419555 6.98553E-05 1421.0 20000 0.0051 0.0007 0.000455261 7.52288E-05 1578.9

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 21500 0.0052 0.00075 0.000464188 8.06023E-05 1697.3 0 0 0.0

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 0 0 0.0 0 0 0.0

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 135.1 Curing History: 23 C Tank Concrete Strength (psi): 4345 Variable Definitions Modulus of Elasticity #1 (psi): 4097920 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 27.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.195

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 2/22/2010 2/24/2010 2/24/2010

241

SCC2_Batch_ABC Batch SCC 2A 90 Day Static Modulus of Elasticity Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:166433

Sample I.D.: SCC 2A #26 Compressometer/Extensometer I.D.: S/N:B4

Sample Weight (kg): 3.665 Longitudinal Dial Gage I.D.: S/N:000701193

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:971045110

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:3

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:4361318-4XY

Diameter One (nearest 0.01 in.), D1 4.003 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0 0 0.0

Diameter Two (nearest 0.01in.), D2 4.003 3000 0.0003 0.00005 2.67801E-05 5.37348E-06 238.4 6000 0.00125 0.0001 0.000111584 1.0747E-05 476.7

Diameter Average (nearest 0.01in.), Davg 4.003 9000 0.0019 0.0002 0.000169607 2.14939E-05 715.1 12000 0.0025 0.0003 0.000223167 3.22409E-05 953.5 Length (nearest 0.1in.), L 8 15000 0.0031 0.0004 0.000276728 4.29879E-05 1191.9 18000 0.0037 0.0005 0.000330288 5.37348E-05 1430.2

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0043 0.0006 0.000383848 6.44818E-05 1668.6 24000 0.0048 0.00065 0.000428481 6.98553E-05 1907.0

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.0055 0.0007 0.000490968 7.52288E-05 2145.4 29000 0.0058 0.0008 0.000517748 8.59757E-05 2304.3

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 137.9 Curing History: 23 C Tank Concrete Strength (psi): 5960 Variable Definitions Modulus of Elasticity #1 (psi): 4926343 Machine Applied Load (lbf), P Modulus of Elasticity #2 (GPa): 33.5

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.184

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Rick Grahn Jacob Hays Rick Grahn Jacob Hays Date: 4/28/2010 4/28/2010 4/28/2010

242

SCC2_Batch_ABC Batch SCC 2A 180 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC 2A (cylinder #5) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.678 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.045 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.045 2000 0.00025 0 2.23E-05 0.00E+00 158.76 4000 0.0005 0.00005 4.46E-05 5.37E-06 317.52

Diameter Average (nearest 0.01in.), Davg 4.045 6000 0.00085 0.0001 7.59E-05 1.07E-05 476.27 8000 0.0012 0.0002 1.07E-04 2.15E-05 635.03 Length (nearest 0.1in.), L 8.042 10000 0.00145 0.00025 1.29E-04 2.69E-05 793.79 12000 0.00175 0.00035 1.56E-04 3.76E-05 952.55

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0021 0.00035 1.87E-04 3.76E-05 1111.30 16000 0.00245 0.0004 2.19E-04 4.30E-05 1270.06

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0028 0.00045 2.50E-04 4.84E-05 1428.82 20000 0.0031 0.0005 2.77E-04 5.37E-05 1587.58

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0035 0.0006 3.12E-04 6.45E-05 1746.34 24000 0.00385 0.00065 3.44E-04 6.99E-05 1905.09

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 26000 0.00425 0.00075 3.79E-04 8.06E-05 2063.85 28000 0.0046 0.0008 4.11E-04 8.60E-05 2222.61

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00505 0.00085 4.51E-04 9.13E-05 2381.37 32000 0.0054 0.00095 4.82E-04 1.02E-04 2540.12 34000 0.0059 0.0011 5.27E-04 1.18E-04 2698.88 Specimen Defects: none 36000 0.00605 0.0011 5.40E-04 1.18E-04 2857.64

Sample Age: 180-day Density (pcf): 135.6 Curing History: curing room Concrete Strength (psi): 2172 Variable Definitions Modulus of Elasticity #1 (psi): 5507192 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 37.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.24

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/19/2010 7/19/2010 7/19/2010

243

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC 2A (cylinder #7) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.533 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.014 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.014 2000 0.00055 0 4.91E-05 0.00E+00 158.76 4000 0.0009 0.00005 8.03E-05 5.37E-06 317.52

Diameter Average (nearest 0.01in.), Davg 4.014 6000 0.0013 0.0001 1.16E-04 1.07E-05 476.27 8000 0.0017 0.00015 1.52E-04 1.61E-05 635.03 Length (nearest 0.1in.), L 8.091 10000 0.0022 0.0002 1.96E-04 2.15E-05 793.79 12000 0.00255 0.0003 2.28E-04 3.22E-05 952.55

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.003 0.0004 2.68E-04 4.30E-05 1111.30 16000 0.0034 0.00045 3.04E-04 4.84E-05 1270.06

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00385 0.0005 3.44E-04 5.37E-05 1428.82 20000 0.00425 0.0006 3.79E-04 6.45E-05 1587.58

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00465 0.00065 4.15E-04 6.99E-05 1746.34 24000 0.00505 0.0007 4.51E-04 7.52E-05 1905.09

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97 26000 0.0055 0.0008 4.91E-04 8.60E-05 2063.85 28000 0.00595 0.00085 5.31E-04 9.13E-05 2222.61

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00645 0.0009 5.76E-04 9.67E-05 2381.37 32000 0.00695 0.001 6.20E-04 1.07E-04 2540.12 34000 0.00745 0.00105 6.65E-04 1.13E-04 2698.88 Specimen Defects: none 36000 0.00765 0.0011 6.83E-04 1.18E-04 2857.64

Sample Age: 180-day Density (pcf): 131.5 Curing History: curing room Concrete Strength (psi): 2106 Variable Definitions Modulus of Elasticity #1 (psi): 4264364 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 29.4

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/19/2010 7/19/2010 7/19/2010

244

SCC2_Batch_ABC Batch SCC 2A 365 Day Static Modulus of Elasticity Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC 2A (cylinder #14) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.612 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.0235 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0.0

Diameter Two (nearest 0.01in.), D2 4.0235 3000 0.0006 0.00005 5.36E-05 5.37E-06 236.0 6000 0.0012 0.00015 1.07E-04 1.61E-05 471.9

Diameter Average (nearest 0.01in.), Davg 4.0235 9000 0.00185 0.0003 1.65E-04 3.22E-05 707.9 12000 0.0024 0.0004 2.14E-04 4.30E-05 943.8 Length (nearest 0.1in.), L 8.091 15000 0.00295 0.00045 2.63E-04 4.84E-05 1179.8 18000 0.00355 0.00055 3.17E-04 5.91E-05 1415.7

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0041 0.00065 3.66E-04 6.99E-05 1651.7 24000 0.0047 0.00075 4.20E-04 8.06E-05 1887.6

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00525 0.00085 4.69E-04 9.13E-05 2123.6 30000 0.0059 0.00095 5.27E-04 1.02E-04 2359.5

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 31000 0.006 0.001 5.36E-04 1.07E-04 2438.2

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 133.8 Curing History: curing room Concrete Strength (psi): 2143 Variable Definitions Modulus of Elasticity #1 (psi): 4535027 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.21

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Jacob Hays Date: 1/13/2011 1/13/2011 1/13/2011

245

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC 2A (cylinder #45) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.664 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage): End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.062 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0.0

Diameter Two (nearest 0.01in.), D2 4.062 3000 0.0006 0 5.36E-05 0.00E+00 231.5 6000 0.0011 0.0001 9.82E-05 1.07E-05 463.0

Diameter Average (nearest 0.01in.), Davg 4.062 9000 0.0017 0.0002 1.52E-04 2.15E-05 694.5 12000 0.00225 0.00025 2.01E-04 2.69E-05 926.0 Length (nearest 0.1in.), L 8.161 15000 0.00285 0.00035 2.54E-04 3.76E-05 1157.5 18000 0.00345 0.00045 3.08E-04 4.84E-05 1389.0

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00395 0.00055 3.53E-04 5.91E-05 1620.5 24000 0.0046 0.00065 4.11E-04 6.99E-05 1852.0

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.0052 0.0007 4.64E-04 7.52E-05 2083.5 30000 0.0057 0.0008 5.09E-04 8.60E-05 2315.0

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 31000 0.00595 0.0008 5.31E-04 8.60E-05 2392.2

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr 3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 365-day Density (pcf): 132.0 Curing History: curing room Concrete Strength (psi): 2114 Variable Definitions Modulus of Elasticity #1 (psi): 4490744 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Jacob Hays Date: 1/31/2011 1/31/2011 1/31/2011

246

SCC2_Batch_ABC Batch SCC2A 7 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 2A (2 FEB 10)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2A #10 SCC2A #31 SCC2A #15 SCC2A #43

Sample Age: 7-day 7-day 7-day 7-day

Cure History: 23 C tank 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none none

Cylindrical Specimen: yes yes yes yes

Length, L (nearest 0.005 in.) *: 8.0680 8.0720 8.0390 8.0440

x (0.0254 m/in.) = 0.20493 m 0.20503 0.20419 m 0.20432 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.005 4.025 4.020 4.020

x (0.0254 m/in.) = 0.10173 m 0.10224 0.10211 m 0.10211 m

Mass, m (nearest 0.005 kg): 3.605 3.625 3.605 3.555

Transit Time: T (ms): 47.3 47.5 47 48.9

x (1 s/106 ms) = 47.3E-6 s 47.5E-6 47.0E-6 s 48.9E-6 s

Pulse Velocity:

V = L/T 4332 m/s 4316 4344 m/s 4178 m/s

Mass Density:

2 r = m/(pLD /4) 2164 kg/m3 2154 2156 kg/m3 2125 kg/m3

Elastic Modulus:

E = rV2/K 40.6 GPa 40.1 40.7 GPa 37.1 GPa Average: 39.5 Gpa Std Dev: 2.1 Gpa (K = 1 for cylindrical specimens)

E 5.89E+06 lb/in2 5.82E+06 5.90E+06 lb/in2 5.38E+06 lb/in2 Average: 5.7E+06 psi Std Dev: 3.0E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Date: 02/02/10 02/03/10 02/03/10

247 Batch SCC2A 28 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 2A (22 FEB 10)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2A #27 SCC2A #22 SCC2A #4 SCC2A #40

Sample Age: 28-day 28-day 28-day 28-day

Cure History: 23 C tank 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none none

Cylindrical Specimen: yes yes yes yes

Length, L (nearest 0.005 in.) *: 7.6490 8.0380 8.0350 8.0200

x (0.0254 m/in.) = 0.19428 m 0.20417 0.20409 m 0.20371 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.020 4.016 4.022 4.018

x (0.0254 m/in.) = 0.10211 m 0.10201 0.10216 m 0.10206 m

Mass, m (nearest 0.005 kg): 3.605 3.625 3.605 3.555

Transit Time: T (ms): 43.7 46.7 46.5 47.1

x (1 s/106 ms) = 43.7E-6 s 46.7E-6 46.5E-6 s 47.1E-6 s

Pulse Velocity:

V = L/T 4446 m/s 4372 4389 m/s 4325 m/s

Mass Density:

2 r = m/(pLD /4) 2266 kg/m3 2173 2155 kg/m3 2133 kg/m3

Elastic Modulus:

E = rV2/K 44.8 GPa 41.5 41.5 GPa 39.9 GPa Average: 42.1 Gpa Std Dev: 2.5 Gpa (K = 1 for cylindrical specimens)

E 6.50E+06 lb/in2 6.02E+06 6.02E+06 lb/in2 5.79E+06 lb/in2 Average: 6.1E+06 psi Std Dev: 3.6E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Date: 02/22/10 02/24/10 02/24/10

248 Batch SCC2A 90 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 2A (26 APR 10)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #29 SCC2 A #33 SCC2 A #26

Sample Age: 90-day 90-day 90-day

Cure History: 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 7.6480 8.0911 8.0454

x (0.0254 m/in.) = 0.19426 m 0.20551 m 0.20435 m m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.025 4.001 4.003

x (0.0254 m/in.) = 0.10224 m 0.10163 m 0.10168 m m

Mass, m (nearest 0.005 kg): 3.450 3.605 3.665

Transit Time: T (ms): 43.4 46.3 46.4

x (1 s/106 ms) = 43.4E-6 s 46.3E-6 s 46.4E-6 s s

Pulse Velocity:

V = L/T 4476 m/s 4439 4404 m/s

Mass Density:

2 r = m/(pLD /4) 2163 kg/m3 2163 2209 kg/m3

Elastic Modulus:

E = rV2/K 43.3 GPa 42.6 42.8 GPa Average: 43.1 Gpa Std Dev: 0.4 Gpa (K = 1 for cylindrical specimens)

E 6.29E+06 lb/in2 6.18E+06 6.21E+06 lb/in2 Average: 6.3E+06 psi Std Dev: 5.1E+04 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Date: 04/28/10 04/28/10 04/28/10

249 Batch SCC2A 180 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 2A ( 20 JUL 10)

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #5 SCC2 A #7 SCC2 A #18

Sample Age: 180-day 180-day 180-day

Cure History: 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 8.0423 8.0908 8.0310

x (0.0254 m/in.) = 0.20427 m 0.20551 m 0.20399 m m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.041 4.014 4.006

x (0.0254 m/in.) = 0.10263 m 0.10196 m 0.10174 m m

Mass, m (nearest 0.005 kg): 3.678 3.533 3.602

Transit Time: T (ms): 43.5 45.4 42.2

x (1 s/106 ms) = 43.5E-6 s 45.4E-6 s 42.2E-6 s s

Pulse Velocity:

V = L/T 4696 m/s 4527 4834 m/s

Mass Density:

2 r = m/(pLD /4) 2177 kg/m3 2106 2172 kg/m3

Elastic Modulus:

E = rV2/K 48.0 GPa 43.1 50.8 GPa Average: 49.4 Gpa Std Dev: 1.9 Gpa (K = 1 for cylindrical specimens)

E 6.96E+06 lb/in2 6.26E+06 7.36E+06 lb/in2 Average: 7.2E+06 psi Std Dev: 2.8E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 07/20/10 07/20/10 07/20/10

250 Batch SCC2A 365 Day Dynamic Modulus of Elasticity Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

SCC 2A

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper DIGAMATIC S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC2 A #14 SCC2 A #45 SCC2 A #38

Sample Age: 365-day 365-day 365-day

Cure History: 23 C tank 23 C tank 23 C tank

Specimen Defects: none none none

Cylindrical Specimen: yes yes yes

Length, L (nearest 0.005 in.) *: 8.0913 8.1610 8.1264

x (0.0254 m/in.) = 0.20552 m 0.20729 m 0.20641 m m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.024 4.062 4.020

x (0.0254 m/in.) = 0.10220 m 0.10317 m 0.10211 m m

Mass, m (nearest 0.005 kg): 3.612 3.664 3.593

Transit Time: T (ms): 45 45.2 45.7

x (1 s/106 ms) = 45.0E-6 s 45.2E-6 s 45.7E-6 s s

Pulse Velocity:

V = L/T 4567 m/s 4586 4517 m/s

Mass Density:

2 r = m/(pLD /4) 2143 kg/m3 2114 2126 kg/m3

Elastic Modulus:

E = rV2/K 44.7 GPa 44.5 43.4 GPa Average: 44.0 Gpa Std Dev: 0.9 Gpa (K = 1 for cylindrical specimens)

E 6.48E+06 lb/in2 6.45E+06 6.29E+06 lb/in2 Average: 6.4E+06 psi Std Dev: 1.4E+05 psi E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 01/31/11 01/31/11 01/31/11

251 NVC2 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.673 0.95

Aggregate Proportions(%) Coarse Agg. X1 0.4 Inter. Agg X2 0.1 Fine Agg. X3 0.5

Absolute Batch Absolute Batch Weight Component Source Volume Weight Volume (lbs/yd3) (ft3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 466 2.37 276 0.088 Fly Ash - Class F SRMG 116 0.93 69 0.035 Water 241 3.85 143 0.143

Fine Aggregate (X3) Griego 1497 9.11 888 0.337 Intermediate Agg. (X2) Griego 299 1.80 177 0.067 Coarse Aggregate (X1) Griego 1197 7.18 710 0.266

Air entrainment (6.5%) 12 oz 1.75 490 mL 0.065 HRWR Glenium 56 oz 2176 mL VMA ------

Total Batch Weight 2993 2263 Total Volume 26.99 0.999

Sand/Total Aggregate 0.50

w/c 0.414 s/A 0.50 Fly Ash % 25%

Batch #2A - 7-9-10 Fresh Properties Slump (in) 3 Air Content 7.40% Target >6.0% Unit Weight (lb/ft3) 141.61 Yield (ft3) 5.082 Gravimetric Air Content 6.20% o Temperature ( F) 77.0

Batch #2B - 7-10-10 Fresh Properties Slump (in) 2.75 Volumetric Air Content 7.80% Target >6.0% Unit Weight (lb/ft3) 140.33 Yield (ft3) 5.128 Gravimetric Air Content 7.10% o Temperature ( F) 81.0

Batch #2C - 8-13-10 Fresh Properties Slump (in) 3.5 Volumetric Air Content 7.50% Target >6.0% 3 Unit Weight (lb/ft ) 140.64 Yield (ft3) 2.006 Final Check Gravimetric Air Content 6.80% Mahmoud Taha o Temperature ( F) 75.2

252 NVC2A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: NVC2 Batch A (9 JUL 10) Fine Aggregate:

Coarse Aggregate: C33 #57 Coarse Agg. (Griego) Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.:

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 102.29 2.673 0.0383 0.97 1.21 102.53 (ASTM C231) Intermediate Agg 25.55 2.661 0.0096 1.36 1.44 25.57 Fine Aggregate 127.92 2.634 0.0486 1.05 2.96 130.37 Pressuremeter I.D.: Water 20.55 1.000 0.0206 ------17.80 CA-0500 Cement 39.79 3.150 0.0126 ------39.79 Fly Ash 9.90 1.990 0.0050 9.90 AE 0.0707 1.000 0.0001 HRWR 0.3141 1.050 0.0003 VMA 0.0000 1.000 0.0000

Total Weight, W1 326.39 ------Initital Pressure Line: Total Volume, V 0.1350 4.77 ft3 --- 3 Total Batch Weight 325.95 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2418.32 150.97 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.369 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): \ a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.4 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (in) Temp. (oC) Volume of Measure, V (ft3): 0.2494 0 3.0 25.0 Weight of Measure + Concrete (kg): 19.875 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 16.020 45 Unit Weight of Concrete, W (lb/ft3): 141.61 60 Unit Weight of Concrete, W (kg/m3): 2268 75 Yield, Y (m3): 0.1439 90 Air Content, A (%): 6.20 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Hays, Griffin Jacob Hays Jacob Hays Rocky Poor Poor Poor Date: 07/09/10 07/09/10 07/09/10

253

K&C_Batch#0(FreshConcreteMixtureEvaluation) NVC2B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: NVC2 Batch B (10 JUL 10) Fine Aggregate:

Coarse Aggregate: C33 #57 Coarse Agg. (Griego) Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.:

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 102.29 2.673 0.0383 0.97 1.67 103.00 (ASTM C231) Intermediate Agg 25.55 2.661 0.0096 1.36 1.89 25.69 Fine Aggregate 127.92 2.634 0.0486 1.05 4.52 132.36 Pressuremeter I.D.: Water 20.55 1.000 0.0206 ------15.10 CA-0500 Cement 39.79 3.150 0.0126 ------39.79 Fly Ash 9.90 1.990 0.0050 9.90 AE 0.0707 1.000 0.0001 HRWR 0.3141 1.050 0.0003 VMA 0.0000 1.000 0.0000

Total Weight, W1 326.39 ------Initital Pressure Line: Total Volume, V 0.1350 4.77 ft3 --- 3 Total Batch Weight 325.84 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2418.32 150.97 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.339 \ Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.8 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: Hays, Griffin Rick Grahn Jacob Hays Rocky Poor Poor Poor Date: 07/10/10 07/10/10 07/10/10

254

K&C_Batch#0(FreshConcreteMixtureEvaluation) NVC2 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.673 0.95

Aggregate Proportions(%) Coarse Agg. X1 0.4 Inter. Agg X2 0.1 Fine Agg. X3 0.5

Fine Aggregate (X3) Griego 1497 9.11 888 0.337 Intermediate Agg. (X2) Griego 299 1.80 177 0.067 Coarse Aggregate (X1) Griego 1197 7.18 710 0.266

Air entrainment (6.5%) Grace AT-60 12 oz 1.75 490 mL 0.065 HRWR BASF Glenium 3030 56 oz 2176 mL VMA BASF Rheomac ------

Total Batch Weight 2993 2263 Total Volume 26.99 0.999

Sand/Total Aggregate 0.50

w/c 0.414 s/A 0.50 Fly Ash % 25%

Batch #2A - 7-9-10 Fresh Properties Slump (in) 3 Air Content 7.40% Target >6.0% Unit Weight (lb/ft3) 141.61 Yield (ft3) 5.082 Gravimetric Air Content 6.20% o Temperature ( F) 77.0

Batch #2B - 7-10-10 Fresh Properties Slump (in) 2.75 Volumetric Air Content 7.80% Target >6.0% Unit Weight (lb/ft3) 140.33 Yield (ft3) 5.128 Gravimetric Air Content 7.10% o Temperature ( F) 81.0

255 7-Day Modulus of Rupture - NVC-2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #2 NVC2B #3

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.660 30.080

Specimen Width (0.001 in.), b1 6.106 6.110

Specimen Width (0.001 in.), b2 6.099 6.109

Average Specimen Width (0.001 in.), bAVG 6.1023 6.1093

Specimen Depth (0.001 in.), h1 6.082 6.085

Specimen Depth (0.001 in.), h2 6.054 6.085

Average Specimen Depth (0.001 in.), hAVG 6.0678 6.0848

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 5912.8 5831.6

3 Unit Weight (kg/m ): 2222 2245

Modulus of Rupture (psi), MOR 474 464 Mean (psi) 469 Std. Dev. (psi) 6.82

Modulus of Rupture (MPa), MOR 3.27 3.20 Mean (psi) 3.23 Std. Dev. (psi) 0.05 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin J. Hays J. Hays Mahmoud Taha Date: 07/17/10 07/17/10 07/17/10 256 28-Day Modulus of Rupture - NVC-2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #4 NVC2B #7

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.945 29.810

Specimen Width (0.001 in.), b1 6.147 6.155

Specimen Width (0.001 in.), b2 6.145 6.100

Average Specimen Width (0.001 in.), bAVG 6.1460 6.1275

Specimen Depth (0.001 in.), h1 6.071 6.085

Specimen Depth (0.001 in.), h2 6.090 6.085

Average Specimen Depth (0.001 in.), hAVG 6.0805 6.0848

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 7573.9 7297.1

3 Unit Weight (kg/m ): 2223 2218

Modulus of Rupture (psi), MOR 600 579 Mean (psi) 589 Std. Dev. (psi) 14.84

Modulus of Rupture (MPa), MOR 4.14 3.99 Mean (psi) 4.06 Std. Dev. (psi) 0.10 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin J. Hays J. Hays Mahmoud Taha Date: 08/06/10 08/06/10 08/06/10 257 90-Day Modulus of Rupture - NVC-2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #1 NVC2B #5

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.100 30.175

Specimen Width (0.001 in.), b1 6.086 6.110

Specimen Width (0.001 in.), b2 6.039 6.045

Average Specimen Width (0.001 in.), bAVG 6.0625 6.0770

Specimen Depth (0.001 in.), h1 6.112 6.072

Specimen Depth (0.001 in.), h2 6.094 6.080

Average Specimen Depth (0.001 in.), hAVG 6.1028 6.0758

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 7593.7 8345.2

3 Unit Weight (kg/m ): 2257 2267

Modulus of Rupture (psi), MOR 605 670 Mean (psi) 637 Std. Dev. (psi) 45.42

Modulus of Rupture (MPa), MOR 4.17 4.62 Mean (psi) 4.40 Std. Dev. (psi) 0.31 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 10/13/10 10/13/10 10/13/10 258 180-Day Modulus of Rupture - NVC-2 Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #6

Specimen Age: 180-day

Curing History: 23°C Tank Cure

Mass (kg): 29.950

Specimen Width (0.001 in.), b1 6.127

Specimen Width (0.001 in.), b2 6.127

Average Specimen Width (0.001 in.), bAVG 6.1268

Specimen Depth (0.001 in.), h1 6.093

Specimen Depth (0.001 in.), h2 6.173

Average Specimen Depth (0.001 in.), hAVG 6.1330

Specimen Length, L 22.00

Span Length, Lo 18.00

Maximum Applied Load (lbf), P 9689.9

3 Unit Weight (kg/m ): 2211

Modulus of Rupture (psi), MOR 757 Mean (psi) 757 Std. Dev. (psi) NA

Modulus of Rupture (MPa), MOR 5.22 Mean (psi) 5.22 Std. Dev. (psi) #DIV/0! 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 01/19/11 01/19/11 01/19/11 259 7-Day Q.C. Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #1 NVC2B #2 NVC2B #3

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.787 3.785 3.786

Diameter (nearest 0.001in.), D 4.045 4.018 4.023

Length (nearest 0.001, in.), L1 8.099 8.126 8.202

Length (nearest 0.001, in.), L2 8.106 8.116 8.108

Length (nearest 0.001, in.), L3 8.120 8.115 8.113

Length (nearest 0.001, in.), L4 8.157 8.140 8.134

Average Length, LAVG 8.1203 8.1241 8.1389

2 Cross Sectional Area (in. ), A 12.8507 12.6797 12.7113

3 Unit Weight (lb/ft ) 138.3 140.0 139.4

3 Unit Weight (kg/m ) 2215 2242 2233

Maximum Applied Load ( lbf ), P 40302 39748 39491

Compressive Strength (psi), S 3136 3135 3107 Mean (psi) 3126 Std. Dev. (psi) 17 Compressive Strength (MPa), S 21.62 21.61 21.42 Mean (Mpa) 21.54 Std. Dev. (Mpa) 0.11 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 07/17/10 07/17/10 07/17/10 260 28-Day Q.C. Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2B #4 NVC2B #6 NVC2B #5

Sample Age: 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.812 3.788 3.788

Diameter (nearest 0.001in.), D 4.015 4.000 3.999

Length (nearest 0.001, in.), L1 8.079 8.045 8.078

Length (nearest 0.001, in.), L2 8.094 8.061 8.093

Length (nearest 0.001, in.), L3 8.085 8.090 8.085

Length (nearest 0.001, in.), L4 8.104 8.084 8.097

Average Length, LAVG 8.0901 8.0695 8.0883

2 Cross Sectional Area (in. ), A 12.6608 12.5632 12.5569

3 Unit Weight (lb/ft ) 141.8 142.3 142.1

3 Unit Weight (kg/m ) 2271 2280 2276

Maximum Applied Load ( lbf ), P 53531 53156 52958

Compressive Strength (psi), S 4228 4231 4217 Mean (psi) 4226 Std. Dev. (psi) 7 Compressive Strength (MPa), S 29.15 29.17 29.08 Mean (Mpa) 29.11 Std. Dev. (Mpa) 0.05 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 08/06/10 08/06/10 08/06/10 261 7-Day Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #34 NVC2A #42 NVC2A #39 NVC2A #43

Sample Age: 7-day 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.751 3.767 3.759 3.732

Diameter (nearest 0.001in.), D 4.008 4.027 4.008 4.036

Length (nearest 0.001, in.), L1 8.072 8.118 8.127 8.129

Length (nearest 0.001, in.), L2 8.088 8.129 8.103 8.071

Length (nearest 0.001, in.), L3 8.082 8.128 8.098 8.073

Length (nearest 0.001, in.), L4 8.085 8.114 8.125 8.157

Average Length, LAVG 8.0815 8.1219 8.1133 8.1071

2 Cross Sectional Area (in. ), A 12.6135 12.7366 12.6135 12.7936

3 Unit Weight (lb/ft ) 140.2 138.7 139.9 137.1

3 Unit Weight (kg/m ) 2246 2222 2242 2196

Maximum Applied Load ( lbf ), P 40895 38522 30355 40500

Compressive Strength (psi), S 3242 3025 2407 3166

Compressive Strength (MPa), S 22.35 20.85 16.59 21.83

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 2960 Std. Dev. (psi) 380 Mean (Mpa) 20.39 A=p(D)2/4 Std. Dev. (MPa) 2.62 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 07/16/10 07/16/10 07/16/10

262 28-Day Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in 1005543 S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #31 NVC2A #32 NVC2A #37

Sample Age: 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.783 3.766 3.794

Diameter (nearest 0.001in.), D 3.994 4.015 4.019

Length (nearest 0.001, in.), L1 8.073 8.128 8.125

Length (nearest 0.001, in.), L2 8.072 8.121 8.135

Length (nearest 0.001, in.), L3 8.084 8.138 8.128

Length (nearest 0.001, in.), L4 8.069 8.126 8.113

Average Length, LAVG 8.0743 8.1281 8.1251

2 Cross Sectional Area (in. ), A 12.5287 12.6576 12.6860

3 Unit Weight (lb/ft ) 142.5 139.4 140.2

3 Unit Weight (kg/m ) 2282 2234 2246

Maximum Applied Load ( lbf ), P 52464 53149 49023

Compressive Strength (psi), S 4188 4199 3864

Compressive Strength (MPa), S 28.87 28.95 26.64

Type of Fracture (circle): a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar Mean (psi) 4084 Std. Dev. (psi) 190 Mean (Mpa) 28.14 A=p(D)2/4 Std. Dev. (MPa) 1.31 S=P/A Test By: Calculations By: Checked By: Signature: J. Hays A. Griffin Jacob Hays Jacob Hays Date: 08/05/10 08/05/10 08/05/10

263 90-Day Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in 1005543 S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #6 NVC2A #13 NVC2A #14 NVC2A #33

Sample Age: 90-day 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.771 3.761 3.780 3.746

Diameter (nearest 0.001in.), D 4.009 3.988 4.005 4.008

Length (nearest 0.001, in.), L1 8.104 8.143 8.142 8.121

Length (nearest 0.001, in.), L2 8.110 8.138 8.112 8.120

Length (nearest 0.001, in.), L3 8.103 8.138 8.121 8.127

Length (nearest 0.001, in.), L4 8.097 8.136 8.123 8.125

Average Length, LAVG 8.1034 8.1386 8.1244 8.1231

2 Cross Sectional Area (in. ), A 12.6230 12.4911 12.5978 12.6167

3 Unit Weight (lb/ft ) 140.4 140.9 140.7 139.2

3 Unit Weight (kg/m ) 2250 2258 2254 2230

Maximum Applied Load ( lbf ), P 63993 59952 67770 58039

Compressive Strength (psi), S 5070 4800 5380 4600

Compressive Strength (MPa), S 34.95 33.09 37.09 31.72

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 4962 Std. Dev. (psi) 338 Mean (Mpa) 34.19 A=p(D)2/4 Std. Dev. (MPa) 2.33 S=P/A Test By: Calculations By: Checked By: Signature: J. Hays A. Griffin Jacob Hays Jacob Hays Date: 10/11/10 10/11/10 10/11/10

264 180-Day Compressive Strengths - NVC-2 Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in 1005543 S/N:

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #3 NVC2A #25 NVC2A #8 NVC2A #27

Sample Age: 180-day 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.783 3.785 3.792 3.756

Diameter (nearest 0.001in.), D 4.006 3.989 4.004 4.003

Length (nearest 0.001, in.), L1 8.108 8.133 8.195 8.120

Length (nearest 0.001, in.), L2 8.107 8.130 8.173 8.135

Length (nearest 0.001, in.), L3 8.132 8.130 8.149 8.101

Length (nearest 0.001, in.), L4 8.168 8.130 8.165 8.130

Average Length, LAVG 8.1283 8.1304 8.1704 8.1215

2 Cross Sectional Area (in. ), A 12.6010 12.4974 12.5915 12.5852

3 Unit Weight (lb/ft ) 140.7 141.9 140.4 140.0

3 Unit Weight (kg/m ) 2254 2273 2249 2242

Maximum Applied Load ( lbf ), P 61600 66465 60354 64981

Compressive Strength (psi), S 4889 5318 4793 5163

Compressive Strength (MPa), S 33.71 36.67 33.05 35.60

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 5041 Std. Dev. (psi) 243 Mean (Mpa) 34.73 A=p(D)2/4 Std. Dev. (MPa) 1.67 S=P/A Test By: Calculations By: Checked By: Signature: J. Hays R. Grahn Jacob Hays Jacob Hays Date: 01/13/11 01/13/11 01/13/11

265 7-Day Static Modulus - NVC-2 - Cylinder #43 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #43) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.732 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.036 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.036 2000 0.0004 0.00005 3.57E-05 5.33E-06 156.33 4000 0.00105 0.00005 9.37E-05 5.33E-06 312.66

Diameter Average (nearest 0.01in.), Davg 4.036 6000 0.00155 0.0001 1.38E-04 1.07E-05 468.99 8000 0.00205 0.00015 1.83E-04 1.60E-05 625.31 Length (nearest 0.1in.), L 8.107 10000 0.00265 0.00025 2.37E-04 2.67E-05 781.64 12000 0.00315 0.00035 2.81E-04 3.73E-05 937.97

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0036 0.0004 3.21E-04 4.27E-05 1094.30 16000 0.00425 0.0005 3.79E-04 5.33E-05 1250.63

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 137.1 Curing History: curing room Concrete Strength (psi): 2196 Variable Definitions Modulus of Elasticity #1 (psi): 3322252 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 22.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.15

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/16/2010 7/16/2010 7/16/2010

266 7-Day Static Modulus - NVC-2 - Cylinder #39 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #39) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.759 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.0075 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.0075 2000 0.0003 0 2.68E-05 0.00E+00 156.33 4000 0.00065 0.0001 5.80E-05 1.07E-05 312.66

Diameter Average (nearest 0.01in.), Davg 4.0075 6000 0.0011 0.00015 9.82E-05 1.60E-05 468.99 8000 0.00155 0.0002 1.38E-04 2.13E-05 625.31 Length (nearest 0.1in.), L 8.1133 10000 0.00215 0.00025 1.92E-04 2.67E-05 781.64 12000 0.0028 0.00035 2.50E-04 3.73E-05 937.97

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0034 0.00045 3.04E-04 4.80E-05 1094.30 16000 0.00385 0.0005 3.44E-04 5.33E-05 1250.63

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 139.9 Curing History: curing room Concrete Strength (psi): 2241 Variable Definitions Modulus of Elasticity #1 (psi): 3193875 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 22.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.15

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/16/2010 7/16/2010 7/16/2010

267 28-Day Static Modulus - NVC-2 - Cylinder #40 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #40) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.732 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.994 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.994 2000 0.00035 0.00005 3.12E-05 5.33E-06 159.63 4000 0.0008 0.0001 7.14E-05 1.07E-05 319.27

Diameter Average (nearest 0.01in.), Davg 3.994 6000 0.00115 0.00015 1.03E-04 1.60E-05 478.90 8000 0.0016 0.0002 1.43E-04 2.13E-05 638.53 Length (nearest 0.1in.), L 8.107 10000 0.002 0.00025 1.79E-04 2.67E-05 798.17 12000 0.00245 0.0003 2.19E-04 3.20E-05 957.80

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00295 0.00045 2.63E-04 4.80E-05 1117.43 16000 0.00335 0.0005 2.99E-04 5.33E-05 1277.07

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00375 0.00055 3.35E-04 5.87E-05 1436.70 20000 0.00415 0.0006 3.70E-04 6.40E-05 1596.33

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0045 0.0006 0.000401701 6.39865E-05 1755.97

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 140.0 Curing History: curing room Concrete Strength (psi): 2242 Variable Definitions Modulus of Elasticity #1 (psi): 4538893 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.17

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 8/5/2010 8/5/2010 8/5/2010

268 28-Day Static Modulus - NVC-2 - Cylinder #11 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #11) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.732 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.9905 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.9905 2000 0.00035 0.00005 3.12E-05 5.33E-06 159.91 4000 0.001 0.0001 8.93E-05 1.07E-05 319.83

Diameter Average (nearest 0.01in.), Davg 3.9905 6000 0.0014 0.0001 1.25E-04 1.07E-05 479.74 8000 0.00195 0.00015 1.74E-04 1.60E-05 639.65 Length (nearest 0.1in.), L 8.107 10000 0.00235 0.00035 2.10E-04 3.73E-05 799.57 12000 0.00265 0.0004 2.37E-04 4.27E-05 959.48

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.003 0.0004 2.68E-04 4.27E-05 1119.40 16000 0.00345 0.00045 3.08E-04 4.80E-05 1279.31

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00405 0.00045 3.62E-04 4.80E-05 1439.22 20000 0.0044 0.0005 3.93E-04 5.33E-05 1599.14

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00465 0.00055 0.000415091 5.86543E-05 1759.05

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 28-day Density (pcf): 140.2 Curing History: curing room Concrete Strength (psi): 2246 Variable Definitions Modulus of Elasticity #1 (psi): 4380099 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.15

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 8/5/2010 8/5/2010 8/5/2010

269 90-Day Static Modulus - NVC-2 - Cylinder #33 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #33) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.736 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.008 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.008 2000 0.0005 0 4.46E-05 0.00E+00 158.520228 4000 0.0012 0.00015 1.07E-04 1.60E-05 317.040456

Diameter Average (nearest 0.01in.), Davg 4.008 6000 0.0016 0.0002 1.43E-04 2.13E-05 475.560684 8000 0.00195 0.00025 1.74E-04 2.67E-05 634.080912 Length (nearest 0.1in.), L 8.107 10000 0.0024 0.00025 2.14E-04 2.67E-05 792.60114 12000 0.00275 0.0004 2.45E-04 4.27E-05 951.121369

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0032 0.0045 2.86E-04 4.80E-04 1109.6416 16000 0.00355 0.0005 3.17E-04 5.33E-05 1268.16182

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0039 0.0006 3.48E-04 6.40E-05 1426.68205 20000 0.0043 0.00065 3.84E-04 6.93E-05 1585.20228

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00465 0.0007 0.000415091 7.4651E-05 1743.72251 24000 0.0052 0.00075 0.000464188 7.99832E-05 1902.24274

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0055 0.0008 0.000490968 8.53154E-05 2060.76297

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 139.1 Curing History: curing room Concrete Strength (psi): 2229 Variable Definitions Modulus of Elasticity #1 (psi): 4313786 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 29.7

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 10/13/2010 10/13/2010 10/13/2010

270 90-Day Static Modulus - NVC-2 - Cylinder #14 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #14) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.78 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.005 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.005 2000 0.0004 0 3.57E-05 0.00E+00 158.520228 4000 0.0008 0.00005 7.14E-05 5.33E-06 317.040456

Diameter Average (nearest 0.01in.), Davg 4.005 6000 0.0012 0.0001 1.07E-04 1.07E-05 475.560684 8000 0.0016 0.0001 1.43E-04 1.07E-05 634.080912 Length (nearest 0.1in.), L 8.1244 10000 0.002 0.0002 1.79E-04 2.13E-05 792.60114 12000 0.00245 0.0002 2.19E-04 2.13E-05 951.121369

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00285 0.0003 2.54E-04 3.20E-05 1109.6416 16000 0.0033 0.00035 2.95E-04 3.73E-05 1268.16182

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0037 0.0004 3.30E-04 4.27E-05 1426.68205 20000 0.00415 0.00045 3.70E-04 4.80E-05 1585.20228

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00455 0.0005 0.000406165 5.33221E-05 1743.72251 24000 0.00505 0.0006 0.000450798 6.39865E-05 1902.24274

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0054 0.00065 0.000482042 6.93187E-05 2060.76297

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 90-day Density (pcf): 140.7 Curing History: curing room Concrete Strength (psi): 2254 Variable Definitions Modulus of Elasticity #1 (psi): 4402916 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.16

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 10/13/2010 10/13/2010 10/13/2010

271 180-Day Static Modulus - NVC-2 - Cylinder #25 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #25) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.785 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.989 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.989 3000 0.0005 0 4.46E-05 0.00E+00 240.050879 6000 0.00105 0.00005 9.37E-05 5.33E-06 480.101758

Diameter Average (nearest 0.01in.), Davg 3.989 9000 0.0017 0.00015 1.52E-04 1.60E-05 720.152637 12000 0.00235 0.00025 2.10E-04 2.67E-05 960.203516 Length (nearest 0.1in.), L 8.1244 15000 0.0029 0.00035 2.59E-04 3.73E-05 1200.2544 18000 0.00345 0.00045 3.08E-04 4.80E-05 1440.30527

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0041 0.0006 3.66E-04 6.40E-05 1680.35615 24000 0.00475 0.0007 4.24E-04 7.47E-05 1920.40703

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 142.0 Curing History: curing room Concrete Strength (psi): 2275 Variable Definitions Modulus of Elasticity #1 (psi): 4492714 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.20

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Jacob Hays Date: 1/13/2011 1/13/2011 1/13/2011

272 180-Day Static Modulus - NVC-2 - Cylinder #3 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: NVC2A (cylinder #3) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.783 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.006 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.006 3000 0.00055 0.00005 4.91E-05 5.33E-06 238.017826 6000 0.0011 0.0001 9.82E-05 1.07E-05 476.035651

Diameter Average (nearest 0.01in.), Davg 4.006 9000 0.0016 0.0002 1.43E-04 2.13E-05 714.053477 12000 0.00215 0.0003 1.92E-04 3.20E-05 952.071302 Length (nearest 0.1in.), L 8.1244 15000 0.00265 0.0004 2.37E-04 4.27E-05 1190.08913 18000 0.00315 0.0005 2.81E-04 5.33E-05 1428.10695

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0038 0.00055 3.39E-04 5.87E-05 1666.12478 24000 0.0043 0.00065 3.84E-04 6.93E-05 1904.1426

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 140.7 Curing History: curing room Concrete Strength (psi): 2254 Variable Definitions Modulus of Elasticity #1 (psi): 4990670 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 34.4

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Rick Grahn Jacob Hays Jacob Hays Date: 1/13/2011 1/13/2011 1/13/2011

273 7 - Day Dynamic Modulus - NVC-2 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #34 NVC2A #42 NVC2A #39

Sample Age: 7-day 7-day 7-day

Cure History: curing room curing room curing room

Specimen Defects:

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0815 8.1219 8.1133

x (0.0254 m/in.) = 0.20527 m 0.20630 m 0.20608 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.008 4.027 4.008

x (0.0254 m/in.) = 0.10179 m 0.10229 m 0.10179 m

Mass, m (nearest 0.005 kg): 3.751 3.767 3.759

Transit Time: T (ms): 46.7 45.2 47

x (1 s/106 ms) = 46.7E-6 s 45.2E-6 s 47.0E-6 s

Pulse Velocity:

V = L/T 4396 m/s 4564 m/s 4385 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2246 kg/m 2222 kg/m 2242 kg/m

Elastic Modulus:

2 E = rV /K 43.4 GPa 46.3 GPa 43.1 GPa Mean (GPa) 44.3 Std. Dev. (GPa) 1.77 (K = 1 for cylindrical specimens)

2 2 2 E 6.29E+06 lb/in 6.71E+06 lb/in 6.25E+06 lb/in Mean (psi) 6.4E+06 Std. Dev. (psi) 297976.85 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: J. Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 07/16/10 07/16/10 07/16/10

274 28 - Day Dynamic Modulus - NVC-2 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #31 NVC2A #32 NVC2A #37

Sample Age: 28-day 28-day 28-day

Cure History: curing room curing room curing room

Specimen Defects: 3.783 3.766 3.794

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0743 8.1281 8.1251

x (0.0254 m/in.) = 0.20509 m 0.20645 m 0.20638 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 3.994 4.0145 4.019

x (0.0254 m/in.) = 0.10145 m 0.10197 m 0.10208 m

Mass, m (nearest 0.005 kg): 3.751 3.767 3.759

Transit Time: T (ms): 44.6 44 44.5

x (1 s/106 ms) = 44.6E-6 s 44.0E-6 s 44.5E-6 s

Pulse Velocity:

V = L/T 4598 m/s 4692 m/s 4638 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2263 kg/m 2234 kg/m 2225 kg/m

Elastic Modulus:

2 E = rV /K 47.8 GPa 49.2 GPa 47.9 GPa Mean (GPa) 48.3 Std. Dev. (GPa) 0.77 (K = 1 for cylindrical specimens)

2 2 2 E 6.94E+06 lb/in 7.13E+06 lb/in 6.94E+06 lb/in Mean (psi) 7.0E+06 Std. Dev. (psi) 138042.331 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 08/05/10 08/05/10 06/01/10

275 90 - Day Dynamic Modulus - NVC-2 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #6 NVC2A #13 NVC2A #14

Sample Age: 90-day 90-day 90-day

Cure History: curing room curing room curing room

Specimen Defects: 3.771 3.761 3.780

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1034 8.1386 8.1244

x (0.0254 m/in.) = 0.20583 m 0.20672 m 0.20636 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.009 3.988 4.005

x (0.0254 m/in.) = 0.10183 m 0.10130 m 0.10173 m

Mass, m (nearest 0.005 kg): 3.771 3.761 3.780

Transit Time: T (ms): 45.1 45.1 45.3

x (1 s/106 ms) = 45.1E-6 s 45.1E-6 s 45.3E-6 s

Pulse Velocity:

V = L/T 4564 m/s 4584 m/s 4555 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2250 kg/m 2258 kg/m 2254 kg/m

Elastic Modulus:

2 E = rV /K 46.9 GPa 47.4 GPa 46.8 GPa Mean (GPa) 47.0 Std. Dev. (GPa) 0.36 (K = 1 for cylindrical specimens)

2 2 2 E 6.80E+06 lb/in 6.88E+06 lb/in 6.78E+06 lb/in Mean (psi) 6.8E+06 Std. Dev. (psi) 58933.9276 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: J. Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 10/13/10 10/13/10 10/13/10

276 180 - Day Dynamic Modulus - NVC-2 Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: NVC2A #3 NVC2A #25 NVC2A #8

Sample Age: 180-day 180-day 180-day

Cure History: curing room curing room curing room

Specimen Defects: no no no

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1283 8.1304 8.1704

x (0.0254 m/in.) = 0.20646 m 0.20651 m 0.20753 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.0055 3.989 4.004

x (0.0254 m/in.) = 0.10174 m 0.10132 m 0.10170 m

Mass, m (nearest 0.005 kg): 3.783 3.785 3.792

Transit Time: T (ms): 43.8 43.7 43.6

x (1 s/106 ms) = 43.8E-6 s 43.7E-6 s 43.6E-6 s

Pulse Velocity:

V = L/T 4714 m/s 4726 m/s 4760 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2254 kg/m 2273 kg/m 2249 kg/m

Elastic Modulus:

2 E = rV /K 50.1 GPa 50.8 GPa 51.0 GPa Mean (GPa) 50.6 Std. Dev. (GPa) 0.46 (K = 1 for cylindrical specimens)

2 2 2 E 7.26E+06 lb/in 7.36E+06 lb/in 7.39E+06 lb/in Mean (psi) 7.3E+06 Std. Dev. (psi) 70413.769 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: J. Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 01/13/11 01/13/11 10/13/11

277 SCC3 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Absolute Batch Absolute Batch Weight Component Source Volume Weight Volume (lbs/yd3) (ft3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 563.7 2.868 334 0.106 Fly Ash - Class F SRMG 113.5 0.914 67 0.034 Water 241.1 3.864 143 0.143

Fine Aggregate (X3) Griego 1935.6 11.776 1148 0.436 Intermediate Agg. (X2) Griego 968.3 5.831 574 0.216 Coarse Aggregate (X1) Griego 0.0 0 0 0.000

Air entrainment (6.5%) 0.44 oz 1.75 17 mL 0.065 HRWR Glenium 197 oz 7650 mL VMA 106 oz --- 4140 mL ---

Total Batch Weight 3822.2 2267 Total Volume 27.00 1.000

Sand/Total Aggregate 0.67

w/c 0.356 s/A 0.67 Fly Ash % 20%

Batch #3A - 6-2-10 Fresh Properties Slump Flow (in) 26.75 Air Content 7.20% Target >6.0% Unit Weight (lb/ft3) 140.5 Yield (ft3) 5.178 Gravimetric Air Content 6.60% o Temperature ( F) 79.0

Batch #3B - 6-3-10 Fresh Properties Slump Flow (in) 26 Volumetric Air Content 7.40% Target >6.0% Unit Weight (lb/ft3) 139.2 Yield (ft3) 4.783 Gravimetric Air Content 7.50% o Temperature ( F) 78.9

Batch #3C - 6-7-10 Fresh Properties Slump Flow (in) 26.5 Volumetric Air Content 8.60% Target >6.0% 3 Unit Weight (lb/ft ) 137.28 Yield (ft3) 5.056 Final Check Gravimetric Air Content 8.74% Mahmoud Taha o Temperature ( F) 80.1

278 Batch SCC3A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC3 Batch A (2 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 82.60 2.661 0.0310 1.36 0.24 81.67 Fine Aggregate 165.10 2.634 0.0627 1.05 1.00 165.02 Pressuremeter I.D.: Water 20.40 1.000 0.0204 ------21.40 CA-0500 Cement 48.00 3.150 0.0152 ------48.00 Fly Ash 9.70 2.000 0.0049 9.70 AE 0.0025 1.000 0.0000 HRWR 1.1040 1.050 0.0011 VMA 0.5980 1.000 0.0006

Total Weight, W1 327.50 ------Initital Pressure Line: Total Volume, V 0.1359 4.80 ft3 --- 3 Total Batch Weight 325.79 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2410.58 150.49 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.355 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.2 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (68 cm) 26.1 Weight of Measure + Concrete (kg): 19.750 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.895 45 Unit Weight of Concrete, W (lb/ft3): 140.51 60 Unit Weight of Concrete, W (kg/m3): 2251 75 Yield, Y (m3): 0.1455 90 Air Content, A (%): 6.63 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: R. Grahn J. Hays R. Grahn J. Hays Rocky Poor Poor Poor Date: 06/02/10 06/02/10 06/02/10

279

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC3B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC3 Batch B (3 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 76.10 2.661 0.0286 1.36 0.36 75.34 Fine Aggregate 152.20 2.634 0.0578 1.05 0.57 151.47 Pressuremeter I.D.: Water 18.90 1.000 0.0189 ------20.38 CA-0500 Cement 44.30 3.150 0.0141 ------44.30 Fly Ash 8.90 2.000 0.0045 8.90 AE 0.0023 1.000 0.0000 HRWR 1.0180 1.050 0.0010 VMA 0.5510 1.000 0.0006

Total Weight, W1 301.97 ------Initital Pressure Line: Total Volume, V 0.1253 4.43 ft3 --- 3 Total Batch Weight 300.39 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2409.65 150.43 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.369 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.4 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (66 cm) 26.7 Weight of Measure + Concrete (kg): 19.600 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.745 45 Unit Weight of Concrete, W (lb/ft3): 139.18 60 Unit Weight of Concrete, W (kg/m3): 2229 75 Yield, Y (m3): 0.1354 90 Air Content, A (%): 7.48 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: R. Grahn J. Hays R. Grahn J. Hays Rocky Poor Poor Poor Date: 06/03/10 06/03/10 06/03/10

280

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC 3A Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC3A (2 JUN 10)

Slump-flow

dm (mm)= 685 dn (mm)= 675 then dr (mm)= 680

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 75 76 77 76.00

H2 74.00

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 518 521 519 519.33

H1 90.67

PA (H2/H1)= 0.82

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 6/2/2010 6/2/2010 6/2/2010

281 Batch SCC 3B Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC3A (3 JUN 10)

Slump-flow

dm (mm)= 660 dn (mm)= 660 then dr (mm)= 660

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 77 78 77 77.33

H2 72.67

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 519 518 519 518.67

H1 91.33

PA (H2/H1)= 0.80 Final Check Mahmoud Taha Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin J. Hays J. Hays Date: 6/3/2010 6/3/2010 6/3/2010

282 SCC3 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Fine Aggregate (X3) Griego 1935.6 11.776 1148 0.436 Intermediate Agg. (X2) Griego 968.3 5.831 574 0.216 Coarse Aggregate (X1) Griego 0.0 0 0 0.000

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106 oz --- 4140 mL ---

Total Batch Weight 3822.2 2267 Total Volume 27.00 1.000

Sand/Total Aggregate 0.67

w/c 0.356 s/A 0.67 Fly Ash % 20%

Batch #3A - 6-2-10 Fresh Properties Slump Flow (in) 26.75 Air Content 7.20% Target >6.0% Unit Weight (lb/ft3) 140.5 Yield (ft3) 5.178 Gravimetric Air Content 6.60% o Temperature ( F) 79.0

Batch #3B - 6-3-10 Fresh Properties Slump Flow (in) 26 Volumetric Air Content 7.40% Target >6.0% Unit Weight (lb/ft3) 139.2 Yield (ft3) 4.783 Gravimetric Air Content 7.50% o Temperature ( F) 78.9

283 7-Day Modulus of Rupture - SCC3B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #10 SCC3B #6

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 28.700 29.700

Specimen Width (0.001 in.), b1 5.950 5.995

Specimen Width (0.001 in.), b2 5.958 5.969

Average Specimen Width (0.001 in.), bAVG 5.9540 5.9818

Specimen Depth (0.001 in.), h1 5.983 6.019

Specimen Depth (0.001 in.), h2 5.989 5.995

Average Specimen Depth (0.001 in.), hAVG 5.9860 6.0070

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 7910.1 8544.7

3 Unit Weight (kg/m ): 2234 2293

Modulus of Rupture (psi), MOR 667 713 Mean (psi) 690 Std. Dev. (psi) 31.95

Modulus of Rupture (MPa), MOR 4.60 4.91 Mean (psi) 4.76 Std. Dev. (psi) 0.22 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 06/10/10 06/10/10 06/10/10 284 28-Day Modulus of Rupture - SCC3B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #4 SCC3B #7

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.700 29.610

Specimen Width (0.001 in.), b1 5.981 6.045

Specimen Width (0.001 in.), b2 6.001 6.018

Average Specimen Width (0.001 in.), bAVG 5.9910 6.0313

Specimen Depth (0.001 in.), h1 6.032 6.046

Specimen Depth (0.001 in.), h2 6.062 6.025

Average Specimen Depth (0.001 in.), hAVG 6.0470 6.0353

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 10560 9966.8

3 Unit Weight (kg/m ): 2274 2256

Modulus of Rupture (psi), MOR 868 817 Mean (psi) 842 Std. Dev. (psi) 36.09

Modulus of Rupture (MPa), MOR 5.98 5.63 Mean (psi) 5.81 Std. Dev. (psi) 0.25 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: Griffin / Hays J. Hays J. Hays Mahmoud Taha Date: 07/01/10 07/01/10 07/01/10 285 90-Day Modulus of Rupture - SCC3B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #5 SCC3B #1

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.790 30.030

Specimen Width (0.001 in.), b1 6.015 6.035

Specimen Width (0.001 in.), b2 6.006 6.035

Average Specimen Width (0.001 in.), bAVG 6.0103 6.0348

Specimen Depth (0.001 in.), h1 6.088 6.023

Specimen Depth (0.001 in.), h2 6.035 6.027

Average Specimen Depth (0.001 in.), hAVG 6.0615 6.0250

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 11291 10678

3 Unit Weight (kg/m ): 2268 2291

Modulus of Rupture (psi), MOR 920 877 Mean (psi) 899 Std. Dev. (psi) 30.38

Modulus of Rupture (MPa), MOR 6.35 6.05 Mean (psi) 6.20 Std. Dev. (psi) 0.21 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: Griffin / Hays J. Hays J. Hays Mahmoud Taha Date: 09/01/10 09/01/10 09/01/10 286 180-Day Modulus of Rupture - SCC3B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #2 SCC3B #3

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.390 30.080

Specimen Width (0.001 in.), b1 6.073 6.031

Specimen Width (0.001 in.), b2 6.005 6.073

Average Specimen Width (0.001 in.), bAVG 6.0385 6.0520

Specimen Depth (0.001 in.), h1 6.064 6.056

Specimen Depth (0.001 in.), h2 6.075 6.086

Average Specimen Depth (0.001 in.), hAVG 6.0693 6.0710

Specimen Length, L 22.00 22

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 13882 13190

3 Unit Weight (kg/m ): 2300 2271

Modulus of Rupture (psi), MOR 1123 1064 Mean (psi) 1094 Std. Dev. (psi) 41.71

Modulus of Rupture (MPa), MOR 7.75 7.34 Mean (psi) 7.54 Std. Dev. (psi) 0.29 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 12/23/10 12/23/10 12/23/10 287 7-Day Q.C. Compressive Strengths - SCC3B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #5 SCC3B #1 SCC3B #4

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.880 3.855 3.870

Diameter (nearest 0.001in.), D 4.050 4.013 4.000

Length (nearest 0.001, in.), L1 8.075 8.034 8.066

Length (nearest 0.001, in.), L2 8.068 8.040 8.035

Length (nearest 0.001, in.), L3 8.065 8.050 8.025

Length (nearest 0.001, in.), L4 8.077 8.035 8.037

Average Length, LAVG 8.0713 8.0395 8.0408

2 Cross Sectional Area (in. ), A 12.8825 12.6450 12.5664

3 Unit Weight (lb/ft ) 142.2 144.5 145.9

3 Unit Weight (kg/m ) 2277 2314 2337

Maximum Applied Load ( lbf ), P 70973 67078 74276

Compressive Strength (psi), S 5509 5305 5911 Mean (psi) 5575 Std. Dev. (psi) 308 Compressive Strength (MPa), S 37.99 36.57 40.75 Mean (Mpa) 38.41 Std. Dev. (Mpa) 2.12 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: J. Hays A. Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/10/10 06/10/10 06/10/10 288 28-Day Q.C. Compressive Strengths - SCC3B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3B #2 SCC3B #6

Sample Age: 28-day 28-day

Cure History: curing tank curing tank

Mass (kg), W 3.953 3.943

Diameter (nearest 0.001in.), D 4.025 4.018

Length (nearest 0.001, in.), L1 8.146 8.114

Length (nearest 0.001, in.), L2 8.140 8.112

Length (nearest 0.001, in.), L3 8.165 8.100

Length (nearest 0.001, in.), L4 8.132 8.118

Average Length, LAVG 8.1455 8.1106

2 Cross Sectional Area (in. ), A 12.7239 12.6797

3 Unit Weight (lb/ft ) 145.3 146.1

3 Unit Weight (kg/m ) 2327 2340

Maximum Applied Load ( lbf ), P 92262 95001

Compressive Strength (psi), S 7251 7492 Mean (psi) 7372 Std. Dev. (psi) 171 Compressive Strength (MPa), S 49.99 51.66 Mean (Mpa) 50.79 Std. Dev. (Mpa) 1.18 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: Griffin / Hays J. Hays J. Hays Date: 07/01/10 07/01/10 7/1/2010 289 7-Day Compressive Strengths - SCC3A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #28 SCC3A #27 SCC3A #21 SCC3A #23

Sample Age: 7-day 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.860 3.850 3.860 3.905

Diameter (nearest 0.001in.), D 4.003 4.000 3.998 4.000

Length (nearest 0.001, in.), L1 8.045 8.076 8.183 8.102

Length (nearest 0.001, in.), L2 8.056 8.055 8.078 8.093

Length (nearest 0.001, in.), L3 8.043 8.072 8.081 8.103

Length (nearest 0.001, in.), L4 8.060 8.032 8.080 8.101

Average Length, LAVG 8.0508 8.0586 8.1050 8.0995

2 Cross Sectional Area (in. ), A 12.5821 12.5664 12.5538 12.5664

3 Unit Weight (lb/ft ) 145.2 144.8 144.5 146.2

3 Unit Weight (kg/m ) 2325 2320 2315 2341

Maximum Applied Load ( lbf ), P 73801 76313 69352 78013

Compressive Strength (psi), S 5866 6073 5524 6208

Compressive Strength (MPa), S 40.44 41.87 38.09 42.80

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 5918 Std. Dev. (psi) 298 Mean (Mpa) 40.77 A=p(D)2/4 Std. Dev. (MPa) 2.05 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin J. Hays Jacob Hays Jacob Hays Date: 06/09/10 06/09/10 06/09/10

290 28-Day Compressive Strengths - SCC3A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #13 SCC3A #16 SCC3A #12 SCC3A #32

Sample Age: 28-day 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.853 3.816 3.891 3.825

Diameter (nearest 0.001in.), D 3.974 3.944 3.986 4.004

Length (nearest 0.001, in.), L1 8.130 8.060 8.017 8.076

Length (nearest 0.001, in.), L2 8.086 8.107 8.033 8.080

Length (nearest 0.001, in.), L3 8.070 8.041 8.073 8.086

Length (nearest 0.001, in.), L4 8.090 8.035 8.066 8.074

Average Length, LAVG 8.0936 8.0606 8.0470 8.0790

2 Cross Sectional Area (in. ), A 12.4035 12.2170 12.4786 12.5915

3 Unit Weight (lb/ft ) 146.2 147.6 147.6 143.2

3 Unit Weight (kg/m ) 2342 2365 2365 2295

Maximum Applied Load ( lbf ), P 94230 87980 93240 101150

Compressive Strength (psi), S 7597 7201 7472 8033

Compressive Strength (MPa), S 52.38 49.65 51.52 55.39

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 7576 Std. Dev. (psi) 202 Mean (Mpa) 52.20 A=p(D)2/4 Std. Dev. (MPa) 1.39 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 07/01/10 07/01/10 07/01/10

291 90-Day Compressive Strengths - SCC3A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #4 SCC3A #18 SCC3A #26

Sample Age: 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.879 3.892 3.981

Diameter (nearest 0.001in.), D 4.009 4.008 4.023

Length (nearest 0.001, in.), L1 8.091 8.042 8.123

Length (nearest 0.001, in.), L2 8.088 8.041 8.114

Length (nearest 0.001, in.), L3 8.091 8.058 8.121

Length (nearest 0.001, in.), L4 8.087 8.050 8.120

Average Length, LAVG 8.0890 8.0476 8.1193

2 Cross Sectional Area (in. ), A 12.6230 12.6135 12.7081

3 Unit Weight (lb/ft ) 144.7 146.1 147.0

3 Unit Weight (kg/m ) 2318 2340 2354

Maximum Applied Load ( lbf ), P 109707 113820 109570

Compressive Strength (psi), S 8691 9024 8622

Compressive Strength (MPa), S 59.92 62.22 59.45

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 8779 Std. Dev. (psi) 215 Mean (Mpa) 60.49 A=p(D)2/4 Std. Dev. (MPa) 1.48 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 09/01/10 09/01/10 09/01/10

292 180-Day Compressive Strengths - SCC3A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #19 SCC3A #37 SCC3A #30

Sample Age: 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.902 3.916 3.867

Diameter (nearest 0.001in.), D 4.013 4.032 4.008

Length (nearest 0.001, in.), L1 8.119 8.083 8.134

Length (nearest 0.001, in.), L2 8.120 8.068 8.184

Length (nearest 0.001, in.), L3 8.105 8.074 8.095

Length (nearest 0.001, in.), L4 8.111 8.054 8.111

Average Length, LAVG 8.1138 8.0694 8.1308

2 Cross Sectional Area (in. ), A 12.6482 12.7651 12.6135

3 Unit Weight (lb/ft ) 144.8 144.8 143.6

3 Unit Weight (kg/m ) 2320 2320 2301

Maximum Applied Load ( lbf ), P 104370 98619 96602

Compressive Strength (psi), S 8252 7726 7659

Compressive Strength (MPa), S 56.89 53.27 52.80

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 7879 Std. Dev. (psi) 325 Mean (Mpa) 54.28 A=p(D)2/4 Std. Dev. (MPa) 2.24 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/21/10 12/21/10 12/21/10

293 7-Day Static Modulus - SCC3A #28 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #28) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.86 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.0025 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.0025 2000 0.00015 0.00005 1.34E-05 5.38E-06 158.96 4000 0.00055 0.0001 4.91E-05 1.08E-05 317.91

Diameter Average (nearest 0.01in.), Davg 4.0025 6000 0.0013 0.0002 1.16E-04 2.15E-05 476.87 8000 0.00165 0.00025 1.47E-04 2.69E-05 635.82 Length (nearest 0.1in.), L 8.0508 10000 0.00205 0.0003 1.83E-04 3.23E-05 794.78 12000 0.0025 0.0004 2.23E-04 4.30E-05 953.74

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0029 0.00045 2.59E-04 4.84E-05 1112.6933 16000 0.0033 0.0006 2.95E-04 6.45E-05 1271.65

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00375 0.00065 3.35E-04 6.99E-05 1430.61 20000 0.00414 0.0007 3.70E-04 7.53E-05 1589.56

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0047 0.00075 4.20E-04 8.06526E-05 1748.52 24000 0.0052 0.00075 4.64E-04 8.07E-05 1907.47

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0056 0.0008 5.00E-04 8.60E-05 2066.43

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 145.2 Curing History: curing room Concrete Strength (psi): 5918 Variable Definitions Modulus of Elasticity #1 (psi): 3886503 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 26.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.17

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/9/2010 6/9/2010 6/9/2010

294 7-Day Static Modulus - SCC3A #27 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #27) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.85 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4 2000 0.00035 0.0001 3.12E-05 1.08E-05 159.154943 4000 0.0007 0.0001 6.25E-05 1.08E-05 318.309886

Diameter Average (nearest 0.01in.), Davg 4 6000 0.00105 0.00015 9.37E-05 1.61E-05 477.464829 8000 0.0014 0.0002 1.25E-04 2.15E-05 636.619772 Length (nearest 0.1in.), L 8.0586 10000 0.0018 0.00025 1.61E-04 2.69E-05 795.774715 12000 0.00225 0.0003 2.01E-04 3.23E-05 954.929659

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00265 0.00035 2.37E-04 3.76E-05 1114.0846 16000 0.003 0.0004 2.68E-04 4.30E-05 1273.23954

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0034 0.00045 3.04E-04 4.84E-05 1432.39449 20000 0.0038 0.00045 3.39E-04 4.84E-05 1591.54943

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00425 0.00055 3.79E-04 5.91452E-05 1750.70437 24000 0.0047 0.0006 4.20E-04 6.45E-05 1909.85932

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0051 0.00065 4.55E-04 6.99E-05 2069.01426 28000 0.00555 0.0007 0.000495432 7.52758E-05 2228.1692

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 144.8 Curing History: curing room Concrete Strength (psi): 5918 Variable Definitions Modulus of Elasticity #1 (psi): 4287660 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 29.5

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.14

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/9/2010 6/9/2010 6/9/2010

295 28-Day Static Modulus - SCC3A #16 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #16) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.86 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.994 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.994 2000 0.0004 0 3.57E-05 0.00E+00 159.633484 4000 0.00075 0.00005 6.70E-05 5.38E-06 319.266969

Diameter Average (nearest 0.01in.), Davg 3.994 6000 0.00114 0.0001 1.02E-04 1.08E-05 478.900453 8000 0.0015 0.00011 1.34E-04 1.18E-05 638.533937 Length (nearest 0.1in.), L 8.0508 10000 0.00185 0.00015 1.65E-04 1.61E-05 798.167422 12000 0.00215 0.00025 1.92E-04 2.69E-05 957.800906

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00255 0.0003 2.28E-04 3.23E-05 1117.43439 16000 0.00295 0.00035 2.63E-04 3.76E-05 1277.06787

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00325 0.0004 2.90E-04 4.30E-05 1436.70136 20000 0.0037 0.00045 3.30E-04 4.84E-05 1596.33484

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00405 0.0005 3.62E-04 5.37684E-05 1755.96833 24000 0.0045 0.00055 4.02E-04 5.91E-05 1915.60181

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00485 0.0006 4.33E-04 6.45E-05 2075.2353 28000 0.00525 0.00075 0.000468652 8.06526E-05 2234.86878

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00565 0.0008 0.000504358 8.60294E-05 2394.50227 32000 0.00605 0.00085 0.000540065 9.14063E-05 2554.13575 34000 0.00615 0.00085 0.000548992 9.14063E-05 2713.76923 Specimen Defects: none

Sample Age: 28-day Density (pcf): 145.2 Curing History: curing room Concrete Strength (psi): 5918 Variable Definitions Modulus of Elasticity #1 (psi): 5118593 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 35.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/30/2010 6/30/2010 6/30/2010

296 28-Day Static Modulus - SCC3A #31 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #27) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.85 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4 2000 0.00035 0 3.12E-05 0.00E+00 159.154943 4000 0.0007 0.00005 6.25E-05 5.38E-06 318.309886

Diameter Average (nearest 0.01in.), Davg 4 6000 0.001 0.00005 8.93E-05 5.38E-06 477.464829 8000 0.0014 0.00015 1.25E-04 1.61E-05 636.619772 Length (nearest 0.1in.), L 8.0586 10000 0.00175 0.0002 1.56E-04 2.15E-05 795.774715 12000 0.0021 0.00025 1.87E-04 2.69E-05 954.929659

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0025 0.0003 2.23E-04 3.23E-05 1114.0846 16000 0.00285 0.00035 2.54E-04 3.76E-05 1273.23954

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0032 0.0004 2.86E-04 4.30E-05 1432.39449 20000 0.0035 0.00045 3.12E-04 4.84E-05 1591.54943

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.004 0.00055 3.57E-04 5.91452E-05 1750.70437 24000 0.0043 0.00055 3.84E-04 5.91E-05 1909.85932

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0047 0.00065 4.20E-04 6.99E-05 2069.01426 28000 0.0051 0.0007 0.000455261 7.52758E-05 2228.1692

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00555 0.00075 0.000495432 8.06526E-05 2387.32415 32000 0.0059 0.0008 0.000526675 8.60294E-05 2546.47909 34000 0.0064 0.0009 0.000571309 9.67831E-05 2705.63403 Specimen Defects: none

Sample Age: 28-day Density (pcf): 144.8 Curing History: curing room Concrete Strength (psi): 5918 Variable Definitions Modulus of Elasticity #1 (psi): 4579484 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.6

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/30/2010 6/30/2010 6/30/2010

297 90-Day Static Modulus - SCC3A #4 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #4) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.879 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.009 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.009 2000 0.0003 0 2.68E-05 0.00E+00 158.441156 4000 0.00055 0.00005 4.91E-05 5.38E-06 316.882312

Diameter Average (nearest 0.01in.), Davg 4.009 6000 0.00075 0.0001 6.70E-05 1.08E-05 475.323467 8000 0.00115 0.0001 1.03E-04 1.08E-05 633.764623 Length (nearest 0.1in.), L 8.0508 10000 0.0024 0.00015 2.14E-04 1.61E-05 792.205779 12000 0.0017 0.0002 1.52E-04 2.15E-05 950.646935

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0022 0.00025 1.96E-04 2.69E-05 1109.08809 16000 0.00255 0.0003 2.28E-04 3.23E-05 1267.52925

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00295 0.00035 2.63E-04 3.76E-05 1425.9704 20000 0.00335 0.0004 2.99E-04 4.30E-05 1584.41156

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0037 0.00045 3.30E-04 4.84E-05 1742.85271 24000 0.00405 0.0005 3.62E-04 5.38E-05 1901.29387

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0044 0.0005 3.93E-04 5.38E-05 2059.73503 28000 0.00465 0.00075 4.15E-04 8.07E-05 2218.17618

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.005 0.0008 4.46E-04 8.60E-05 2376.61734 32000 0.00545 0.00085 4.87E-04 9.14E-05 2535.05849 34000 0.00595 0.0009 5.31E-04 9.68E-05 2693.49965 Specimen Defects: none 36000 0.00625 0.0009 5.58E-04 9.68E-05 2851.9408 38000 0.00665 0.0009 5.94E-04 9.68E-05 3010.38196 Sample Age: 90-day 40000 0.007 0.00095 6.25E-04 1.02E-04 3168.82312 42000 0.0074 0.001 6.61E-04 1.08E-04 3327.26427 Curing History: curing room 44000 0.0078 0.00105 6.96E-04 1.13E-04 3485.70543

Variable Definitions

Machine Applied Load (lbf), P

Longitudinal Gage Reading (0.0001 in.), G long

Longitudinal Strain (in./in.), elong

Transverse Gage Reading (0.0001in.), G tran Density (pcf): 145.2

Transverse Strain (in./in.), etran Concrete Strength (psi): 8779

Compressive Stress (psi), s Modulus of Elasticity #1 (psi): 4903156

D1 and D2 are measured @ right angles to each Modulus of Elasticity #1 (Gpa): 33.8 other near the center of the length of the specimen

Davg=(D1+D2)/2 Poisson's Ratio #1: 0.17 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] Poisson's Ratio #2: 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 9/1/2010 9/1/2010 9/1/2010

298 90-Day Static Modulus - SCC3A #4 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #4) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.879 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.009 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.009 2000 0.0004 0.00005 3.57E-05 5.38E-06 158.441156 4000 0.00075 0.0001 6.70E-05 1.08E-05 316.882312

Diameter Average (nearest 0.01in.), Davg 4.009 6000 0.0011 0.0002 9.82E-05 2.15E-05 475.323467 8000 0.00145 0.0002 1.29E-04 2.15E-05 633.764623 Length (nearest 0.1in.), L 8.0508 10000 0.00175 0.0003 1.56E-04 3.23E-05 792.205779 12000 0.0021 0.00035 1.87E-04 3.76E-05 950.646935

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0024 0.0004 2.14E-04 4.30E-05 1109.08809 16000 0.00275 0.0004 2.45E-04 4.30E-05 1267.52925

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0031 0.00045 2.77E-04 4.84E-05 1425.9704 20000 0.0034 0.0005 3.04E-04 5.38E-05 1584.41156

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00375 0.00055 3.35E-04 5.91E-05 1742.85271 24000 0.004 0.0006 3.57E-04 6.45E-05 1901.29387

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00475 0.00065 4.24E-04 6.99E-05 2059.73503 28000 0.0051 0.0007 4.55E-04 7.53E-05 2218.17618

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0055 0.00075 4.91E-04 8.07E-05 2376.61734 32000 0.00585 0.0008 5.22E-04 8.60E-05 2535.05849 34000 0.0062 0.00085 5.53E-04 9.14E-05 2693.49965 Specimen Defects: none 36000 0.00655 0.0009 5.85E-04 9.68E-05 2851.9408 38000 0.0069 0.001 6.16E-04 1.08E-04 3010.38196 Sample Age: 90-day 40000 0.00725 0.00105 6.47E-04 1.13E-04 3168.82312 42000 0.00765 0.0011 6.83E-04 1.18E-04 3327.26427 Curing History: curing room 44000 0.00785 0.00115 7.01E-04 1.24E-04 3485.70543

Variable Definitions

Machine Applied Load (lbf), P

Longitudinal Gage Reading (0.0001 in.), G long

Longitudinal Strain (in./in.), elong

Transverse Gage Reading (0.0001in.), G tran Density (pcf): 145.2

Transverse Strain (in./in.), etran Concrete Strength (psi): 8779

Compressive Stress (psi), s Modulus of Elasticity #1 (psi): 5113003

D1 and D2 are measured @ right angles to each Modulus of Elasticity #1 (Gpa): 35.2 other near the center of the length of the specimen

Davg=(D1+D2)/2 Poisson's Ratio #1: 0.18 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] Poisson's Ratio #2: 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 9/1/2010 9/1/2010 9/1/2010

299 180-Day Static Modulus - SCC3A #19 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #19) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.902 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.123 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.123 3000 0.00045 0.00005 4.02E-05 5.38E-06 237.661734 6000 0.001 0.0001 8.93E-05 1.08E-05 475.323467

Diameter Average (nearest 0.01in.), Davg 4.123 9000 0.0016 0.00015 1.43E-04 1.61E-05 712.985201 12000 0.0021 0.0002 1.87E-04 2.15E-05 950.646935 Length (nearest 0.1in.), L 8.1138 15000 0.00255 0.0003 2.28E-04 3.23E-05 1188.30867 18000 0.00315 0.00035 2.81E-04 3.76E-05 1425.9704

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0036 0.0004 3.21E-04 4.30E-05 1663.63214 24000 0.004 0.0005 3.57E-04 5.38E-05 1901.29387

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.0045 0.00055 4.02E-04 5.91E-05 2138.9556 30000 0.00495 0.00065 4.42E-04 6.99E-05 2376.61734

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00555 0.00075 4.95E-04 8.07E-05 2614.27907 36000 0.00595 0.0008 5.31E-04 8.60E-05 2851.9408

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.00635 0.00085 5.67E-04 9.14E-05 3089.60254

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day

Curing History: curing room

Variable Definitions

Machine Applied Load (lbf), P

Longitudinal Gage Reading (0.0001 in.), G long

Longitudinal Strain (in./in.), elong

Transverse Gage Reading (0.0001in.), G tran Density (pcf): 144.8

Transverse Strain (in./in.), etran Concrete Strength (psi): 7879

Compressive Stress (psi), s Modulus of Elasticity #1 (psi): 5517979

D1 and D2 are measured @ right angles to each Modulus of Elasticity #1 (Gpa): 38.0 other near the center of the length of the specimen

Davg=(D1+D2)/2 Poisson's Ratio #1: 0.17 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] Poisson's Ratio #2: 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/22/2010 12/22/2010 12/22/2010

300 180-Day Static Modulus - SCC3A #37 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC3A (cylinder #37) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.916 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.0315 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.0315 3000 0.0006 0.00005 5.36E-05 5.38E-06 237.661734 6000 0.00105 0.0001 9.37E-05 1.08E-05 475.323467

Diameter Average (nearest 0.01in.), Davg 4.0315 9000 0.0015 0.00015 1.34E-04 1.61E-05 712.985201 12000 0.00205 0.00025 1.83E-04 2.69E-05 950.646935 Length (nearest 0.1in.), L 8.0694 15000 0.0025 0.0003 2.23E-04 3.23E-05 1188.30867 18000 0.00295 0.00035 2.63E-04 3.76E-05 1425.9704

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0034 0.0004 3.04E-04 4.30E-05 1663.63214 24000 0.0039 0.00045 3.48E-04 4.84E-05 1901.29387

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00445 0.00055 3.97E-04 5.91E-05 2138.9556 30000 0.00495 0.00065 4.42E-04 6.99E-05 2376.61734

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.0054 0.0007 4.82E-04 7.53E-05 2614.27907 36000 0.006 0.0008 5.36E-04 8.60E-05 2851.9408

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.0065 0.0009 5.80E-04 9.68E-05 3089.60254

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day

Curing History: curing room

Variable Definitions

Machine Applied Load (lbf), P

Longitudinal Gage Reading (0.0001 in.), G long

Longitudinal Strain (in./in.), elong

Transverse Gage Reading (0.0001in.), G tran Density (pcf): 144.8

Transverse Strain (in./in.), etran Concrete Strength (psi): 7879

Compressive Stress (psi), s Modulus of Elasticity #1 (psi): 5378633

D1 and D2 are measured @ right angles to each Modulus of Elasticity #1 (Gpa): 37.1 other near the center of the length of the specimen

Davg=(D1+D2)/2 Poisson's Ratio #1: 0.17 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] Poisson's Ratio #2: 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/22/2010 12/22/2010 12/22/2010

301 7 - Day Dynamic Modulus - SCC3A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #28 SCC3A #27 SCC3A #21

Sample Age: 7-day 7-day 7-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0508 8.0586 8.1050

x (0.0254 m/in.) = 0.20449 m 0.20469 m 0.20587 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.003 4.000 3.998

x (0.0254 m/in.) = 0.10166 m 0.10160 m 0.10155 m

Mass, m (nearest 0.005 kg): 3.860 3.850 3.860

Transit Time: T (ms): 44.5 44.3 44.4

x (1 s/106 ms) = 44.5E-6 s 44.3E-6 s 44.4E-6 s

Pulse Velocity:

V = L/T 4595 m/s 4621 m/s 4637 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2325 kg/m 2320 kg/m 2315 kg/m

Elastic Modulus:

2 E = rV /K 49.1 GPa 49.5 GPa 49.8 GPa Mean (GPa) 49.5 Std. Dev. (GPa) 0.34 (K = 1 for cylindrical specimens)

2 2 2 E 7.12E+06 lb/in 7.18E+06 lb/in 7.22E+06 lb/in Mean (psi) 7.2E+06 Std. Dev. (psi) 43710.9353 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/09/10 06/09/10 06/09/10

302 28 - Day Dynamic Modulus - SCC3A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #13 SCC3A #16 SCC3A #12

Sample Age: 28-day 28-day 28-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0936 8.0606 8.0470

x (0.0254 m/in.) = 0.20558 m 0.20474 m 0.20439 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 3.974 3.944 3.986

x (0.0254 m/in.) = 0.10094 m 0.10018 m 0.10124 m

Mass, m (nearest 0.005 kg): 3.853 3.816 3.891

Transit Time: T (ms): 42.9 42.8 43.2

x (1 s/106 ms) = 42.9E-6 s 42.8E-6 s 43.2E-6 s

Pulse Velocity:

V = L/T 4792 m/s 4784 m/s 4731 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2342 kg/m 2365 kg/m 2365 kg/m

Elastic Modulus:

2 E = rV /K 53.8 GPa 54.1 GPa 52.9 GPa Mean (GPa) 53.6 Std. Dev. (GPa) 0.61 (K = 1 for cylindrical specimens)

2 2 2 E 7.80E+06 lb/in 7.85E+06 lb/in 7.68E+06 lb/in Mean (psi) 7.8E+06 Std. Dev. (psi) 33682.669 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/30/10 07/01/10 07/01/10

303 90 - Day Dynamic Modulus - SCC3A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #13 SCC3A #16 SCC3A #12

Sample Age: 28-day 28-day 28-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0936 8.0606 8.0470

x (0.0254 m/in.) = 0.20558 m 0.20474 m 0.20439 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 3.974 3.944 3.986

x (0.0254 m/in.) = 0.10094 m 0.10018 m 0.10124 m

Mass, m (nearest 0.005 kg): 3.853 3.816 3.891

Transit Time: T (ms): 42.9 42.8 43.2

x (1 s/106 ms) = 42.9E-6 s 42.8E-6 s 43.2E-6 s

Pulse Velocity:

V = L/T 4792 m/s 4784 m/s 4731 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2342 kg/m 2365 kg/m 2365 kg/m

Elastic Modulus: NO DATA 2 E = rV /K 53.8 GPa 54.1 GPa 52.9 GPa Mean (GPa) 53.6 Std. Dev. (GPa) 0.61 (K = 1 for cylindrical specimens)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/30/10 07/01/10 07/01/10

304 180 - Day Dynamic Modulus - SCC3A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC3A #19 SCC3A #37 SCC3A #30

Sample Age: 180-day 180-day 180-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1138 8.0694 8.1308

x (0.0254 m/in.) = 0.20609 m 0.20496 m 0.20652 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.013 4.032 4.008

x (0.0254 m/in.) = 0.10193 m 0.10240 m 0.10179 m

Mass, m (nearest 0.005 kg): 3.902 3.916 3.867

Transit Time: T (ms): 41 41.6 41.3

x (1 s/106 ms) = 41.0E-6 s 41.6E-6 s 41.3E-6 s

Pulse Velocity:

V = L/T 5027 m/s 4927 m/s 5001 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2320 kg/m 2320 kg/m 2301 kg/m

Elastic Modulus:

2 E = rV /K 58.6 GPa 56.3 GPa 57.5 GPa Mean (GPa) 57.5 Std. Dev. (GPa) 1.15 (K = 1 for cylindrical specimens)

2 2 2 E 8.50E+06 lb/in 8.17E+06 lb/in 8.34E+06 lb/in Mean (psi) 8.3E+06 Std. Dev. (psi) 236658.938 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 12/22/10 12/22/10 12/22/10

305 SCC4 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Absolute Batch Absolute Batch Weight Component Source Volume Weight Volume (lbs/yd3) (ft3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 526.7 2.680 312 0.099 Fly Ash - Class F SRMG 158.0 1.273 94 0.047 Water 244.2 3.913 145 0.145

Fine Aggregate (X3) Griego 1912.2 11.634 1134 0.431 Intermediate Agg. (X2) Griego 955.6 5.755 567 0.213 Coarse Aggregate (X1) Griego 0.0 0 0 0.000

Air entrainment (6.5%) 0.44 oz 1.75 17 mL 0.065 HRWR Glenium 197 oz 7650 mL VMA 106 oz --- 4140 mL ---

Total Batch Weight 3796.8 2252 Total Volume 27.00 1.000

Sand/Total Aggregate 0.67

w/c 0.357 s/A 0.67 Fly Ash % 30%

Batch #4A - 6-9-10 Fresh Properties Slump Flow (in) 28 Air Content 6.80% Target >6.0% Unit Weight (lb/ft3) 140.5 Yield (ft3) 5.127 Gravimetric Air Content 5.90% o Temperature ( F) 77.4

Batch #4B - 6-10-10 Fresh Properties Slump Flow (in) 28 Volumetric Air Content 7.60% Target >6.0% Unit Weight (lb/ft3) 139.6 Yield (ft3) 4.956 Gravimetric Air Content 6.60% o Temperature ( F) 75.2

Batch #3C - 6-15-10 Fresh Properties Slump Flow (in) 28 Volumetric Air Content 5.80% Target >6.0% 3 Unit Weight (lb/ft ) 142.76 Yield (ft3) 4.847 Final Check Gravimetric Air Content 4.50% Mahmoud Taha o Temperature ( F) 77.4

306 Batch SCC4A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC4 Batch A (9 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 81.80 2.661 0.0307 1.36 1.63 82.02 Fine Aggregate 163.71 2.634 0.0622 1.05 3.61 167.90 Pressuremeter I.D.: Water 20.95 1.000 0.0210 ------16.43 CA-0500 Cement 45.10 3.150 0.0143 ------45.10 Fly Ash 13.53 2.000 0.0068 13.53 AE 0.0025 1.000 0.0000 HRWR 1.1040 1.050 0.0011 VMA 0.5970 1.000 0.0006

Total Weight, W1 326.79 ------Initital Pressure Line: Total Volume, V 0.1366 4.82 ft3 --- 3 Total Batch Weight 324.98 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2392.75 149.37 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.286 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 6.8 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (71 cm) 25.2 Weight of Measure + Concrete (kg): 19.750 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.895 45 Unit Weight of Concrete, W (lb/ft3): 140.51 60 Unit Weight of Concrete, W (kg/m3): 2251 75 Yield, Y (m3): 0.1452 90 Air Content, A (%): 5.94 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: J. Hays A. Griffin J. Hays J. Hays Rocky Poor Poor Poor Date: 06/09/10 06/09/10 06/09/10

307

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC4B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC4 Batch B (10 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 78.60 2.661 0.0295 1.36 1.08 78.38 Fine Aggregate 157.30 2.634 0.0597 1.05 2.89 160.19 Pressuremeter I.D.: Water 20.05 1.000 0.0201 ------17.32 CA-0500 Cement 43.30 3.150 0.0137 ------43.30 Fly Ash 13.00 2.000 0.0065 13.00 AE 0.0024 1.000 0.0000 HRWR 1.0608 1.050 0.0010 VMA 0.5740 1.000 0.0006

Total Weight, W1 313.89 ------Initital Pressure Line: Total Volume, V 0.1311 4.63 ft3 --- 3 Total Batch Weight 312.20 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2393.54 149.42 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.305 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 7.6 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (70 cm) 24.0 Weight of Measure + Concrete (kg): 19.650 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.795 45 Unit Weight of Concrete, W (lb/ft3): 139.62 60 Unit Weight of Concrete, W (kg/m3): 2237 75 Yield, Y (m3): 0.1403 90 Air Content, A (%): 6.56 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: J. Hays A. Griffin J. Hays J. Hays Rocky Poor Poor Poor Date: 06/09/10 06/09/10 06/09/10

308

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC 4A Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC4A (9 JUN 10)

Slump-flow

dm (mm)= 715 dn (mm)= 705 then dr (mm)= 710

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? Slight ring < 1mm VSI = 1

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 80 78 79 79.00

H2 71.00

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 529 526 530 528.33

H1 81.67

PA (H2/H1)= 0.87

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 6/9/2010 6/9/2010 6/9/2010

309 Batch SCC 4B Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC4A (10 JUN 10)

Slump-flow

dm (mm)= 700 dn (mm)= 700 then dr (mm)= 700

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 75 82 78 78.33

H2 71.67

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 527 525 523 525.00

H1 85.00

PA (H2/H1)= 0.84 Final Check Mahmoud Taha Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin J. Hays J. Hays Date: 6/10/2010 6/10/2010 6/10/2010

310 SCC4 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Fine Aggregate (X3) Griego 1912.2 11.634 1134 0.431 Intermediate Agg. (X2) Griego 955.6 5.755 567 0.213 Coarse Aggregate (X1) Griego 0.0 0 0 0.000

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106 oz --- 4140 mL ---

Total Batch Weight 3796.8 2252 Total Volume 27.00 1.000

Sand/Total Aggregate 0.67

w/c 0.357 s/A 0.67 Fly Ash % 30%

Batch #4A - 6-9-10 Fresh Properties Slump Flow (in) 28 Air Content 6.80% Target >6.0% Unit Weight (lb/ft3) 140.5 Yield (ft3) 5.127 Gravimetric Air Content 5.90% o Temperature ( F) 77.4

Batch #4B - 6-10-10 Fresh Properties Slump Flow (in) 28 Volumetric Air Content 7.60% Target >6.0% Unit Weight (lb/ft3) 139.6 Yield (ft3) 4.956 Gravimetric Air Content 6.60% o Temperature ( F) 75.2

311 7-Day Modulus of Rupture - SCC4B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #3 SCC4B #7

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.190 29.155

Specimen Width (0.001 in.), b1 5.970 5.955

Specimen Width (0.001 in.), b2 5.998 5.950

Average Specimen Width (0.001 in.), bAVG 5.9840 5.9523

Specimen Depth (0.001 in.), h1 6.015 6.006

Specimen Depth (0.001 in.), h2 6.025 6.004

Average Specimen Depth (0.001 in.), hAVG 6.0200 6.0051

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 8997.8 7692.6

3 Unit Weight (kg/m ): 2325 2262

Modulus of Rupture (psi), MOR 747 645 Mean (psi) 696 Std. Dev. (psi) 71.94

Modulus of Rupture (MPa), MOR 5.15 4.45 Mean (psi) 4.80 Std. Dev. (psi) 0.50 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 06/17/10 06/17/10 06/17/10 312 28-Day Modulus of Rupture - SCC4B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #2 SCC4B #4

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.855 29.045

Specimen Width (0.001 in.), b1 5.962 5.890

Specimen Width (0.001 in.), b2 6.001 5.990

Average Specimen Width (0.001 in.), bAVG 5.9815 5.9400

Specimen Depth (0.001 in.), h1 6.042 6.080

Specimen Depth (0.001 in.), h2 6.035 6.075

Average Specimen Depth (0.001 in.), hAVG 6.0385 6.0775

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 8978 9709.7

3 Unit Weight (kg/m ): 2293 2232

Modulus of Rupture (psi), MOR 741 797 Mean (psi) 769 Std. Dev. (psi) 39.36

Modulus of Rupture (MPa), MOR 5.11 5.49 Mean (psi) 5.30 Std. Dev. (psi) 0.27 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin J. Hays J. Hays Mahmoud Taha Date: 07/08/10 07/08/10 07/08/10 313 90-Day Modulus of Rupture - SCC4B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #6

Specimen Age: 90-day

Curing History: 23°C Tank Cure

Mass (kg): 29.185

Specimen Width (0.001 in.), b1 5.944

Specimen Width (0.001 in.), b2 5.987

Average Specimen Width (0.001 in.), bAVG 5.9653

Specimen Depth (0.001 in.), h1 5.995

Specimen Depth (0.001 in.), h2 5.953

Average Specimen Depth (0.001 in.), hAVG 5.9740

Specimen Length, L 22.00

Span Length, Lo 18.00

Maximum Applied Load (lbf), P 11627

3 Unit Weight (kg/m ): 2272

Modulus of Rupture (psi), MOR 983 Mean (psi) 983 Std. Dev. (psi)

Modulus of Rupture (MPa), MOR 6.78 Mean (psi) 6.78 Std. Dev. (psi) 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin J. Hays J. Hays Mahmoud Taha Date: 09/10/10 09/10/10 09/10/10 314 180-Day Modulus of Rupture - SCC4B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #4 SCC4B #1

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 29.385 30.540

Specimen Width (0.001 in.), b1 6.008 6.028

Specimen Width (0.001 in.), b2 5.994 6.033

Average Specimen Width (0.001 in.), bAVG 6.0010 6.0300

Specimen Depth (0.001 in.), h1 6.038 6.087

Specimen Depth (0.001 in.), h2 6.049 6.022

Average Specimen Depth (0.001 in.), hAVG 6.0435 6.0545

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 15088 17441

3 Unit Weight (kg/m ): 2247 2320

Modulus of Rupture (psi), MOR 1239 1420 Mean (psi) 1330 Std. Dev. (psi) 128.11

Modulus of Rupture (MPa), MOR 8.54 9.79 Mean (psi) 9.17 Std. Dev. (psi) 0.88 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 12/23/10 12/23/10 12/23/10 315 7-Day Q.C. Compressive Strengths - SCC4B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #6 SCC4B #1

Sample Age: 7-day 7-day

Cure History: curing tank curing tank

Mass (kg), W 3.850 3.840

Diameter (nearest 0.001in.), D 3.989 4.010

Length (nearest 0.001, in.), L1 8.080 8.072

Length (nearest 0.001, in.), L2 8.068 8.077

Length (nearest 0.001, in.), L3 8.065 8.056

Length (nearest 0.001, in.), L4 8.077 8.085

Average Length, LAVG 8.0725 8.0725

2 Cross Sectional Area (in. ), A 12.4974 12.6261

3 Unit Weight (lb/ft ) 145.4 143.5

3 Unit Weight (kg/m ) 2329 2299

Maximum Applied Load ( lbf ), P 53096 49695

Compressive Strength (psi), S 4249 3936 Mean (psi) 4092 Std. Dev. (psi) 221 Compressive Strength (MPa), S 29.29 27.14 Mean (Mpa) 28.20 Std. Dev. (Mpa) 1.52 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: A. Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/17/10 06/17/10 06/17/10 316 28-Day Q.C. Compressive Strengths - SCC4B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4B #3 SCC4B #4

Sample Age: 28-day 28-day

Cure History: curing tank curing tank

Mass (kg), W 3.863 3.881

Diameter (nearest 0.001in.), D 4.033 4.035

Length (nearest 0.001, in.), L1 8.046 8.099

Length (nearest 0.001, in.), L2 8.050 8.085

Length (nearest 0.001, in.), L3 8.065 8.080

Length (nearest 0.001, in.), L4 8.065 8.085

Average Length, LAVG 8.0565 8.0873

2 Cross Sectional Area (in. ), A 12.7746 12.7872

3 Unit Weight (lb/ft ) 143.0 143.0

3 Unit Weight (kg/m ) 2291 2290

Maximum Applied Load ( lbf ), P 90413 89045

Compressive Strength (psi), S 7078 6964 Mean (psi) 7021 Std. Dev. (psi) 81 Compressive Strength (MPa), S 48.80 48.01 Mean (Mpa) 48.37 Std. Dev. (Mpa) 0.56 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: A. Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/17/10 06/17/10 06/17/10 317 7-Day Compressive Strengths - SCC4A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #10 SCC4A #19 SCC4A #43 SCC4A #45

Sample Age: 7-day 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.866 3.843 3.861 3.803

Diameter (nearest 0.001in.), D 4.040 4.004 4.015 4.018

Length (nearest 0.001, in.), L1 8.018 8.080 8.062 8.086

Length (nearest 0.001, in.), L2 8.012 8.081 8.063 8.075

Length (nearest 0.001, in.), L3 8.015 8.125 8.063 8.085

Length (nearest 0.001, in.), L4 8.018 8.075 8.057 8.087

Average Length, LAVG 8.0156 8.0903 8.0611 8.0831

2 Cross Sectional Area (in. ), A 12.8190 12.5884 12.6608 12.6797

3 Unit Weight (lb/ft ) 143.3 143.8 144.1 141.4

3 Unit Weight (kg/m ) 2296 2303 2309 2264

Maximum Applied Load ( lbf ), P 53116 49260 50664 47836

Compressive Strength (psi), S 4144 3913 4002 3773

Compressive Strength (MPa), S 28.57 26.98 27.59 26.01

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 3958 Std. Dev. (psi) 156 Mean (Mpa) 27.27 A=p(D)2/4 Std. Dev. (MPa) 1.07 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin J. Hays Jacob Hays Jacob Hays Date: 06/16/10 06/16/10 06/16/10

318 28-Day Compressive Strengths - SCC4A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #55 SCC4A #22 SCC4A #23 SCC4A #27

Sample Age: 28-day 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.898 3.830 3.851 3.829

Diameter (nearest 0.001in.), D 4.021 4.046 4.052 4.056

Length (nearest 0.001, in.), L1 8.109 8.071 8.128 8.079

Length (nearest 0.001, in.), L2 8.108 8.068 8.135 8.051

Length (nearest 0.001, in.), L3 8.110 8.083 8.130 8.075

Length (nearest 0.001, in.), L4 8.109 8.069 8.090 8.087

Average Length, LAVG 8.1090 8.0728 8.1208 8.0730

2 Cross Sectional Area (in. ), A 12.6987 12.8571 12.8952 12.9207

3 Unit Weight (lb/ft ) 144.2 140.6 140.1 139.8

3 Unit Weight (kg/m ) 2310 2252 2244 2240

Maximum Applied Load ( lbf ), P 88771 90333 79378 84658

Compressive Strength (psi), S 6991 7026 6156 6552

Compressive Strength (MPa), S 48.20 48.44 42.44 45.18

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 6681 Std. Dev. (psi) 411 Mean (Mpa) 46.03 A=p(D)2/4 Std. Dev. (MPa) 2.83 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin J. Hays Jacob Hays Jacob Hays Date: 07/07/10 07/07/10 07/07/10

319 90-Day Compressive Strengths - SCC4A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #3 SCC4A #37 SCC4A #2

Sample Age: 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.895 3.866 3.870

Diameter (nearest 0.001in.), D 4.019 4.036 4.032

Length (nearest 0.001, in.), L1 8.110 8.017 8.125

Length (nearest 0.001, in.), L2 8.106 8.010 8.138

Length (nearest 0.001, in.), L3 8.130 8.020 8.129

Length (nearest 0.001, in.), L4 8.107 8.019 8.096

Average Length, LAVG 8.1133 8.0166 8.1220

2 Cross Sectional Area (in. ), A 12.6860 12.7936 12.7682

3 Unit Weight (lb/ft ) 144.2 143.6 142.2

3 Unit Weight (kg/m ) 2309 2300 2277

Maximum Applied Load ( lbf ), P 97967 102330 106600

Compressive Strength (psi), S 7722 7999 8349

Compressive Strength (MPa), S 53.24 55.15 57.56

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 8023 Std. Dev. (psi) 314 Mean (Mpa) 55.28 A=p(D)2/4 Std. Dev. (MPa) 2.16 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin J. Hays Jacob Hays Jacob Hays Date: 09/10/10 09/10/10 09/10/10

320 180-Day Compressive Strengths - SCC4A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #4 SCC4A #33 SCC4A #39

Sample Age: 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.893 3.879 3.870

Diameter (nearest 0.001in.), D 4.012 4.018 4.020

Length (nearest 0.001, in.), L1 8.162 8.122 8.101

Length (nearest 0.001, in.), L2 8.059 8.114 8.165

Length (nearest 0.001, in.), L3 8.044 8.050 8.093

Length (nearest 0.001, in.), L4 8.033 8.060 8.101

Average Length, LAVG 8.0741 8.0865 8.1146

2 Cross Sectional Area (in. ), A 12.6438 12.6797 12.6892

3 Unit Weight (lb/ft ) 145.3 144.1 143.2

3 Unit Weight (kg/m ) 2327 2309 2294

Maximum Applied Load ( lbf ), P 100260 107080 100590

Compressive Strength (psi), S 7930 8445 7927

Compressive Strength (MPa), S 54.67 58.23 54.66

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 8101 Std. Dev. (psi) 298 Mean (Mpa) 55.81 A=p(D)2/4 Std. Dev. (MPa) 2.05 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/21/10 12/21/10 12/21/10

321 7-Day Static Modulus - SCC4A #45 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #45) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.018 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.018 2000 0.0003 0.00005 2.68E-05 5.36E-06 157.73 4000 0.0006 0.00015 5.36E-05 1.61E-05 315.46

Diameter Average (nearest 0.01in.), Davg 4.018 6000 0.00095 0.00025 8.48E-05 2.68E-05 473.20 8000 0.0013 0.0003 1.16E-04 3.21E-05 630.93 Length (nearest 0.1in.), L 8.0813 10000 0.0017 0.00035 1.52E-04 3.75E-05 788.66 12000 0.002 0.0004 1.79E-04 4.28E-05 946.39

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00245 0.0005 2.19E-04 5.36E-05 1104.12512 16000 0.0028 0.00055 2.50E-04 5.89E-05 1261.86

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0032 0.00065 2.86E-04 6.96E-05 1419.59 20000 0.0036 0.0007 3.21E-04 7.50E-05 1577.32

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 141.3 Curing History: curing room Concrete Strength (psi): 3958 Variable Definitions Modulus of Elasticity #1 (psi): 4650104 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 32.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.22

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/16/2010 6/16/2010 6/16/2010

322 7-Day Static Modulus - SCC4A #19 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #19) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.843 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.004 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.004 2000 0.0003 0.00005 2.68E-05 5.36E-06 158.83711 4000 0.0007 0.0001 6.25E-05 1.07E-05 317.67422

Diameter Average (nearest 0.01in.), Davg 4.004 6000 0.00105 0.0002 9.37E-05 2.14E-05 476.51133 8000 0.0014 0.0002 1.25E-04 2.14E-05 635.34844 Length (nearest 0.1in.), L 8.0903 10000 0.00175 0.0003 1.56E-04 3.21E-05 794.18555 12000 0.0021 0.00035 1.87E-04 3.75E-05 953.02266

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0025 0.0004 2.23E-04 4.28E-05 1111.85977 16000 0.0029 0.00045 2.59E-04 4.82E-05 1270.69688

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0033 0.00055 2.95E-04 5.89E-05 1429.53399 20000 0.00365 0.0006 3.26E-04 6.43E-05 1588.3711

Hinge to mid yoke supports (nearest 0.01in.), Eh 3

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 143.8 Curing History: curing room Concrete Strength (psi): 3958 Variable Definitions Modulus of Elasticity #1 (psi): 4606905 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.7

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 6/9/2010 6/9/2010 6/9/2010

323 28-Day Static Modulus - SCC4A #27 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #27) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.018 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.018 2000 0.0002 0 1.79E-05 0.00E+00 157.73216 4000 0.0006 0.0001 5.36E-05 1.07E-05 315.464319

Diameter Average (nearest 0.01in.), Davg 4.018 6000 0.00085 0.0001 5.00E+00 1.07E-05 473.196479 8000 0.0012 0.00015 1.07E-04 1.61E-05 630.928638 Length (nearest 0.1in.), L 8.0813 10000 0.0016 0.0002 1.43E-04 2.14E-05 788.660798 12000 0.00195 0.0003 1.74E-04 3.21E-05 946.392957

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0023 0.0004 2.05E-04 4.28E-05 1104.12512 16000 0.00265 0.00045 2.37E-04 4.82E-05 1261.85728

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0031 0.0005 2.77E-04 5.36E-05 1419.58944 20000 0.0034 0.00055 3.04E-04 5.89E-05 1577.3216

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0039 0.0006 3.48E-04 6.42732E-05 1735.05376 24000 0.0042 0.00065 3.75E-04 6.96E-05 1892.78591

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00475 0.0007 4.24E-04 7.50E-05 2050.51807 28000 0.00505 0.00075 0.000450798 8.03415E-05 2208.25023

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00555 0.00085 0.000495432 9.10537E-05 2365.98239 32000 0.00595 0.0009 0.000531138 9.64098E-05 2523.71455 34000 0.00645 0.001 0.000575772 0.000107122 2681.44671 Specimen Defects: none 36000 0.00675 0.00105 6.03E-04 1.12E-04 2839.17887

Sample Age: 28-day Density (pcf): 141.3 Curing History: curing room Concrete Strength (psi): 6681 Variable Definitions Modulus of Elasticity #1 (psi): 4567379 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.5

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 7/8/2010 7/8/2010 7/8/2010

324 28-Day Static Modulus - SCC4A #23 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #23) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.018 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.018 2000 0.00025 0.00005 2.23E-05 5.36E-06 157.73 4000 0.00065 0.0001 5.80E-05 1.07E-05 315.46

Diameter Average (nearest 0.01in.), Davg 4.018 6000 0.00085 0.00015 5.00E+00 1.61E-05 473.20 8000 0.0012 0.00015 1.07E-04 1.61E-05 630.93 Length (nearest 0.1in.), L 8.0813 10000 0.00155 0.0002 1.38E-04 2.14E-05 788.66 12000 0.00195 0.0003 1.74E-04 3.21E-05 946.39

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0023 0.00035 2.05E-04 3.75E-05 1104.13 16000 0.00265 0.00045 2.37E-04 4.82E-05 1261.86

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0031 0.00045 2.77E-04 4.82E-05 1419.59 20000 0.0034 0.00055 3.04E-04 5.89E-05 1577.32

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0038 0.00055 3.39E-04 5.89171E-05 1735.05 24000 0.00415 0.0006 3.70E-04 6.43E-05 1892.79

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00455 0.00065 4.06E-04 6.96E-05 2050.52 28000 0.005 0.0007 0.000446335 7.49854E-05 2208.25

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0055 0.00075 0.000490968 8.03415E-05 2365.98 32000 0.00595 0.00075 0.000531138 8.03415E-05 2523.71 34000 0.0064 0.0008 0.000571309 8.56976E-05 2681.45 Specimen Defects: none 36000 0.0068 0.00095 6.07E-04 1.02E-04 2839.18

Sample Age: 28-day Density (pcf): 141.3 Curing History: curing room Concrete Strength (psi): 6681 Variable Definitions Modulus of Elasticity #1 (psi): 4530781 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.16

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 7/8/2010 7/8/2010 7/8/2010

325 90-Day Static Modulus - SCC4A #37 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #37) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.036 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.036 2000 0.00035 0.00005 3.12E-05 5.36E-06 156.33 4000 0.00065 0.0001 5.80E-05 1.07E-05 312.66

Diameter Average (nearest 0.01in.), Davg 4.036 6000 0.001 0.00015 8.93E-05 1.61E-05 468.99 8000 0.00135 0.0002 1.21E-04 2.14E-05 625.31 Length (nearest 0.1in.), L 8.0813 10000 0.0017 0.0002 1.52E-04 2.14E-05 781.64 12000 0.00205 0.0002 1.83E-04 2.14E-05 937.97

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0024 0.00025 2.14E-04 2.68E-05 1094.30 16000 0.00275 0.0004 2.45E-04 4.28E-05 1250.63

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00305 0.0004 2.72E-04 4.28E-05 1406.96 20000 0.00345 0.00045 3.08E-04 4.82E-05 1563.28

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00375 0.0005 3.35E-04 5.36E-05 1719.61 24000 0.00415 0.00055 3.70E-04 5.89E-05 1875.94

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0045 0.00055 4.02E-04 5.89E-05 2032.27 28000 0.00485 0.0006 4.33E-04 6.43E-05 2188.60

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0052 0.00065 4.64E-04 6.96E-05 2344.93 32000 0.00555 0.0007 4.95E-04 7.50E-05 2501.25 34000 0.006 0.00075 5.36E-04 8.03E-05 2657.58 Specimen Defects: none 36000 0.0063 0.0008 5.62E-04 8.57E-05 2813.91 38000 0.0068 0.00085 6.07E-04 9.11E-05 2970.23903 Sample Age: 90-day 40000 0.0069 0.0009 6.16E-04 9.64E-05 3126.57 Density (pcf): 143.6 Curing History: curing room Concrete Strength (psi): 8023 Variable Definitions Modulus of Elasticity #1 (psi): 4972083 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 34.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.15

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 9/10/2010 9/10/2010 9/10/2010

326 90-Day Static Modulus - SCC4A #2 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #2) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.032 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.032 2000 0.00035 0.00005 3.12E-05 5.36E-06 156.638699 4000 0.0006 0.00005 5.36E-05 5.36E-06 313.277398

Diameter Average (nearest 0.01in.), Davg 4.032 6000 0.00095 0.0001 8.48E-05 1.07E-05 469.916097 8000 0.0012 0.00015 1.07E-04 1.61E-05 626.554796 Length (nearest 0.1in.), L 8.112 10000 0.00155 0.00015 1.38E-04 1.61E-05 783.193495 12000 0.0018 0.0002 1.61E-04 2.14E-05 939.832194

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00215 0.0002 1.92E-04 2.14E-05 1096.47089 16000 0.00245 0.0003 2.19E-04 3.21E-05 1253.10959

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0028 0.00035 2.50E-04 3.75E-05 1409.74829 20000 0.00315 0.0004 2.81E-04 4.28E-05 1566.38699

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.0034 0.00035 3.04E-04 3.75E-05 1723.02569 24000 0.0038 0.00055 3.39E-04 5.89E-05 1879.66439

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00415 0.0007 3.70E-04 7.50E-05 2036.30309 28000 0.0045 0.00065 4.02E-04 6.96E-05 2192.94179

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0048 0.0008 4.28E-04 8.57E-05 2349.58049 32000 0.0051 0.00095 4.55E-04 1.02E-04 2506.21918 34000 0.0055 0.00095 4.91E-04 1.02E-04 2662.85788 Specimen Defects: none 36000 0.0058 0.001 5.18E-04 1.07E-04 2819.49658 38000 0.00635 0.001 5.67E-04 1.07E-04 2976.13528 Sample Age: 90-day 40000 0.0069 0.00105 6.16E-04 1.12E-04 3132.77398 Density (pcf): 142.2 Curing History: curing room Concrete Strength (psi): 8023 Variable Definitions Modulus of Elasticity #1 (psi): 4981953 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 34.3

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 9/10/2010 9/10/2010 9/10/2010

327 180-Day Static Modulus - SCC4A #4 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #4) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.893 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.012 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.012 3000 0.0004 0 3.57E-05 0.00E+00 234.958049 6000 0.0007 0.0001 6.25E-05 1.07E-05 469.916097

Diameter Average (nearest 0.01in.), Davg 4.012 9000 0.0011 0.00015 9.82E-05 1.61E-05 704.874146 12000 0.00155 0.0002 1.38E-04 2.14E-05 939.832194 Length (nearest 0.1in.), L 8.112 15000 0.00205 0.00025 1.83E-04 2.68E-05 1174.79024 18000 0.00245 0.00035 2.19E-04 3.75E-05 1409.74829

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.003 0.00045 2.68E-04 4.82E-05 1644.70634 24000 0.00355 0.0005 3.17E-04 5.36E-05 1879.66439

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00415 0.0006 3.70E-04 6.43E-05 2114.62244 30000 0.0046 0.00065 4.11E-04 6.96E-05 2349.58049

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00515 0.0007 4.60E-04 7.50E-05 2584.53853 36000 0.0057 0.0008 5.09E-04 8.57E-05 2819.49658

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.00625 0.0009 5.58E-04 9.64E-05 3054.45463 41000 0.0066 0.00095 5.89E-04 1.02E-04 3211.09333

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 145.3 Curing History: curing room Concrete Strength (psi): 8101 Variable Definitions Modulus of Elasticity #1 (psi): 5084145 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 35.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.17

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

328 180-Day Static Modulus - SCC4A #33 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC4A (cylinder #33) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.879 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.018 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.018 3000 0.00055 0.00005 4.91E-05 5.36E-06 234.958049 6000 0.00105 0.0001 9.37E-05 1.07E-05 469.916097

Diameter Average (nearest 0.01in.), Davg 4.018 9000 0.00155 0.00015 1.38E-04 1.61E-05 704.874146 12000 0.00195 0.0002 1.74E-04 2.14E-05 939.832194 Length (nearest 0.1in.), L 8.0865 15000 0.00235 0.0003 2.10E-04 3.21E-05 1174.79024 18000 0.0029 0.0004 2.59E-04 4.28E-05 1409.74829

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00325 0.00045 2.90E-04 4.82E-05 1644.70634 24000 0.0038 0.0005 3.39E-04 5.36E-05 1879.66439

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00425 0.0006 3.79E-04 6.43E-05 2114.62244 30000 0.0047 0.00075 4.20E-04 8.03E-05 2349.58049

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.0052 0.0008 4.64E-04 8.57E-05 2584.53853 36000 0.00575 0.0009 5.13E-04 9.64E-05 2819.49658

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.00625 0.00095 5.58E-04 1.02E-04 3054.45463 41000 0.0066 0.001 5.89E-04 1.07E-04 3211.09333

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 180-day Density (pcf): 144.1 Curing History: curing room Concrete Strength (psi): 8101 Variable Definitions Modulus of Elasticity #1 (psi): 5519928 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 38.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

329 7 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #10 SCC4A #19 SCC4A #43

Sample Age: 7-day 7-day 7-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0156 8.0903 8.0611

x (0.0254 m/in.) = 0.20360 m 0.20549 m 0.20475 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.040 4.004 4.015

x (0.0254 m/in.) = 0.10262 m 0.10169 m 0.10198 m

Mass, m (nearest 0.005 kg): 3.866 3.843 3.861

Transit Time: T (ms): 44.5 44.1 44.2

x (1 s/106 ms) = 44.5E-6 s 44.1E-6 s 44.2E-6 s

Pulse Velocity:

V = L/T 4575 m/s 4660 m/s 4632 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2296 kg/m 2303 kg/m 2309 kg/m

Elastic Modulus:

2 E = rV /K 48.1 GPa 50.0 GPa 49.5 GPa Mean (GPa) 49.2 Std. Dev. (GPa) 1.01 (K = 1 for cylindrical specimens)

2 2 2 E 6.97E+06 lb/in 7.25E+06 lb/in 7.19E+06 lb/in Mean (psi) 7.1E+06 Std. Dev. (psi) 198643.352 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 06/15/10 06/15/10 06/15/10

330 28 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #55 SCC4A #22 SCC4A #23

Sample Age: 28-day 28-day 28-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1090 8.0728 8.1208

x (0.0254 m/in.) = 0.20597 m 0.20505 m 0.20627 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.021 4.046 4.052

x (0.0254 m/in.) = 0.10213 m 0.10277 m 0.10292 m

Mass, m (nearest 0.005 kg): 3.898 3.830 3.851

Transit Time: T (ms): 42.3 42.4 43.3

x (1 s/106 ms) = 42.3E-6 s 42.4E-6 s 43.3E-6 s

Pulse Velocity:

V = L/T 4869 m/s 4836 m/s 4764 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2310 kg/m 2252 kg/m 2244 kg/m

Elastic Modulus:

2 E = rV /K 54.8 GPa 52.7 GPa 50.9 GPa Mean (GPa) 52.8 Std. Dev. (GPa) 1.93 (K = 1 for cylindrical specimens)

2 2 2 E 7.94E+06 lb/in 7.64E+06 lb/in 7.39E+06 lb/in Mean (psi) 7.7E+06 Std. Dev. (psi) 215914.513 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 07/07/10 07/07/10 07/07/10

331 90 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #3 SCC4A #37 SCC4A #2

Sample Age: 90-day 90-day 90-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1133 8.0166 8.1220

x (0.0254 m/in.) = 0.20608 m 0.20362 m 0.20630 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.019 4.036 4.032

x (0.0254 m/in.) = 0.10208 m 0.10251 m 0.10241 m

Mass, m (nearest 0.005 kg): 3.895 3.866 3.870

Transit Time: T (ms):

x (1 s/106 ms) = 000.0E+0 s 000.0E+0 s 000.0E+0 s

Pulse Velocity:

V = L/T #DIV/0! m/s #DIV/0! m/s #DIV/0! m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2309 kg/m 2300 kg/m 2277 kg/m

Elastic Modulus: No Data 2 E = rV /K #DIV/0! GPa #DIV/0! GPa #DIV/0! GPa Mean (GPa) #DIV/0! Std. Dev. (GPa) #DIV/0! (K = 1 for cylindrical specimens)

2 2 2 E #DIV/0! lb/in #DIV/0! lb/in #DIV/0! lb/in Mean (psi) #DIV/0! Std. Dev. (psi) #DIV/0! E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 07/07/10 07/07/10 07/07/10

332 180 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC4A #4 SCC4A #33 SCC4A #39

Sample Age: 180-day 180-day 180-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0741 8.0865 8.1146

x (0.0254 m/in.) = 0.20508 m 0.20540 m 0.20611 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.012 4.018 4.020

x (0.0254 m/in.) = 0.10191 m 0.10206 m 0.10210 m

Mass, m (nearest 0.005 kg): 3.893 3.879 3.870

Transit Time: T (ms): 40.6 41.1 41.2

x (1 s/106 ms) = 40.6E-6 s 41.1E-6 s 41.2E-6 s

Pulse Velocity:

V = L/T 5051 m/s 4997 m/s 5003 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2327 kg/m 2309 kg/m 2294 kg/m

Elastic Modulus:

2 E = rV /K 59.4 GPa 57.7 GPa 57.4 GPa Mean (GPa) 58.1 Std. Dev. (GPa) 1.07 (K = 1 for cylindrical specimens)

2 2 2 E 8.61E+06 lb/in 8.36E+06 lb/in 8.33E+06 lb/in Mean (psi) 8.4E+06 Std. Dev. (psi) 176369.866 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: Jacob Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 12/21/10 12/21/10 12/21/10

333 SCC5 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Batch Absolute Batch Weight Absolute Component Source Weight Volume (lbs/yd3) Volume (ft3) (kg/m3) (m3) Cement Type 1-2 Rio Grande 509 2.590 302.0 0.096 Fly Ash - Class F SRMG 204 1.640 120.8 0.061 Water 240 3.838 142.1 0.142

Fine Aggregate (X3) Griego 1887 11.482 1119.4 0.425 Intermediate Agg. (X2) Griego 943 5.680 559.4 0.210 Coarse Aggregate (X1) Griego 0.0 0 0 0

Air entrainment (6.5%) 0.44 oz 1.75 17 mL 0.065 HRWR Glenium 197 oz 7650 mL VMA 106 oz --- 4140 mL ---

Total Batch Weight 3782.5 2244 Total Volume 27.0 1.00

Sand/Total Aggregate 0.67

w/c 0.336 s/A 0.67 Fly Ash % 40%

Batch #5A - 6-24-10 Fresh Properties Slump Flow 26.5 Air Content 7.90% Target >6.0% Unit Weight (lb/ft3) 137.6 Yield (ft3) 5.216 Gravimetric Air Content 7.66% o Temperature ( F) 75.7

Batch #5B - 6-25-10 Fresh Properties Slump Flow 28 Volumetric Air Content 6.60% Target >6.0% Unit Weight (lb/ft3) 139.8 Yield (ft3) 5.135 Gravimetric Air Content 6.20% o Temperature ( F) 78.1

Batch #5C - 8-12-10 Fresh Properties Slump Flow 28.5 Volumetric Air Content 6.70% Target >6.0% 3 Unit Weight (lb/ft ) 139.27 Yield (ft3) 5.253 Final Check Gravimetric Air Content 6.53% Mahmoud Taha o Temperature ( F) 76.3

334 Batch SCC5A Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC5 Batch A (24 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 80.70 2.661 0.0303 1.36 0.90 80.33 Fine Aggregate 161.60 2.634 0.0614 1.05 2.69 164.25 Pressuremeter I.D.: Water 20.50 1.000 0.0205 ------18.18 CA-0500 Cement 43.60 3.150 0.0138 ------43.60 Fly Ash 17.40 2.000 0.0087 17.40 AE 0.0025 1.000 0.0000 HRWR 1.1040 1.050 0.0011 VMA 0.5970 1.000 0.0006

Total Weight, W1 325.50 ------Initital Pressure Line: Total Volume, V 0.1364 4.82 ft3 --- 3 Total Batch Weight 323.75 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2386.90 149.01 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.293 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 8.2 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (66.5 cm) 24.3 Weight of Measure + Concrete (kg): 19.420 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.565 45 Unit Weight of Concrete, W (lb/ft3): 137.59 60 Unit Weight of Concrete, W (kg/m3): 2204 75 Yield, Y (m3): 0.1477 90 Air Content, A (%): 7.66 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: J. Hays A. Griffin J. Hays A. Griffin J. Hays Rocky Poor Poor Poor Date: 06/24/10 06/24/10 06/24/10

335

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC5B Freshly Mixed Concrete Properties Concrete Mixture Evaluation Dept. of Civil Engineering University of New Mexico Albuquerque, New Mexico Material Temperatures (°C) Project: NMDOT SCC Project H2O:

Sample I.D.: SCC5 Batch B (25 JUN 2010) Fine Aggregate:

Coarse Aggregate: N/A Cement: Rio Grande Type 1/2 Intermediate Agg.: Intermediate Aggregate: C33 #8 Inter. Agg. (Griego)

Fine Aggregate: C33 Fine Agg. (Griego) Coarse Agg.: N/A

BATCH QUANTITIES 1-day Cure Humidity & Temperature

Scale I.D.: Toledo Panther Scale S/N: 5175371-5LB R.H., %:

Scale I.D.: Toledo 2186 Scale S/N: 2113486-2TG Temperature, °C:

Scale I.D.: Toledo 8522 Scale S/N: 4361318-4XV AIR CONTENT BY Dry Weight (kg) Sp. Gr. (Buld Dry) Volume (m3) Absorption (%) Moisture Content (%) a Adjusted Weight (kg) b PRESSURE METER Coarse Aggregate 0.00 2.657 0.0000 0.95 0.00 0.00 (ASTM C231) Intermediate Agg 80.70 2.661 0.0303 1.36 1.63 80.92 Fine Aggregate 161.60 2.634 0.0614 1.05 4.07 166.48 Pressuremeter I.D.: Water 20.50 1.000 0.0205 ------15.25 CA-0500 Cement 43.60 3.150 0.0138 ------43.60 Fly Ash 17.40 2.000 0.0087 17.40 AE 0.0025 1.000 0.0000 HRWR 1.1040 1.050 0.0011 VMA 0.5970 1.000 0.0006

Total Weight, W1 325.50 ------Initital Pressure Line: Total Volume, V 0.1364 4.82 ft3 --- 3 Total Batch Weight 323.65 Cal to 5% O.K. Theoretical Density (air free basis), T (kg/m3): 2386.90 149.01 lb/ft3 YES NO Volume = [Weight/(Specific Gravity)/1000] Actual w/c ratio c : 0.256 Theoretical Density (air free basis) = W1/V Apparent Air Content, A1 (%): a Moisture Contents from Test Samples: b Theoretical Adjusted Batch Weight for Moisture Content and Absorption of Aggregates to Maintain Desired w/c. 6.6 c Actual Water/Cement ratio (w/c) Reflects Lack of Adustment for Moisture Content and Absorption of Aggregates

UNIT WEIGHT, YIELD & AIR CONTENT (Gravimetric) SLUMP (ASTM C143) (ASTM C138) FRESH CONCRETE TEMPERATURE (ASTM C1064) Scale I.D.: Toledo 8522 Scale S/N: 431318-4XV Temp. I.D.: Omega HH501DK (Type K) Slump Cone I.D.: SC2 Yield Bucket I.D.: CA-0500 Length Measurement I.D.: "Metric Tape (SI)" Calibration Date: Spring 2010 Time (min) Slump (cm) Temp. (C) Volume of Measure, V (ft3): 0.2494 0 Slump Flow (71 cm) 25.6 Weight of Measure + Concrete (kg): 19.665 15 Weight of Measure (kg): 3.855 30 Weight of Concrete, Wc (kg): 15.810 45 Unit Weight of Concrete, W (lb/ft3): 139.75 60 Unit Weight of Concrete, W (kg/m3): 2239 75 Yield, Y (m3): 0.1454 90 Air Content, A (%): 6.21 105 Calculations: 120 W=2.2046*Wc/V 3 Y = W1/W, W in kg/m Appearance: Workability: Placeability: Pumpability: A =[(T - W)/T]*100 Sandy Good Good Good Test By: Calculations By: Checked By: Good Fair Fair Fair Signature: J. Hays A. Griffin J. Hays A. Griffin J. Hays Rocky Poor Poor Poor Date: 06/24/10 06/24/10 06/24/10

336

K&C_Batch#0(FreshConcreteMixtureEvaluation) Batch SCC 5A Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC5A (24 JUN 10)

Slump-flow

dm (mm)= 660 dn (mm)= 673 then dr (mm)= 666.5

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? No

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 73 74 76 74.33

H2 75.67

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 519 517 519 518.33

H1 91.67

PA (H2/H1)= 0.83

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 6/24/2010 6/24/2010 6/24/2010

337 Batch SCC 5B Flowability Tests

Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC5B (25 JUN 10)

Slump-flow

dm (mm)= 686 dn (mm)= 680 then dr (mm)= 683

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? Slight < 2mm ring

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 75 78 78 77.00

H2 73.00

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 520 525 526 523.67

H1 86.33

PA (H2/H1)= 0.85 Final Check Mahmoud Taha Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin J. Hays J. Hays Date: 6/10/2010 6/10/2010 6/10/2010

338 Batch SCC 5C Flowability Tests Standard Test Method for Civil Engineering Materials Laboratory SCC Flowability Tests Department of Civil Engineering University of New Mexico

Project: NMDOT SCC Project Equipment Used:

Slump cone #: 2

Sample ID: SCC5C (12 AUG 10)

Slump-flow

dm (mm)= 724 dn (mm)= 730 then dr (mm)= 727

Dose cement mortar segregate from the coarse aggregate to give a ring of mortar extending beyond the coarse aggregate? Slight < 2mm ring

Dose segregated coarse aggregate observed in the central area? No Passing Ability (L-Box): Height of horizontal section (mm)= 150

DH1 DH2 DH3 Ave. DH 79 78 79 78.67

H2 71.33

Height of vertical section (mm)= 610

DHa DHb DHc Ave. DH 520 520 523 521.00

H1 89.00

PA (H2/H1)= 0.80 Final Check Mahmoud Taha Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin J. Hays J. Hays Date: 8/12/2010 8/12/2010 8/12/2010

339 SCC5 Mix Design Material Properties for Mix Design Bulk Specific Gravity Material Description Absorption (SSD) S.G. Rio Grande Type 1/2 Cement 3.150 S.G. SRMG Class F - Fly Ash 1.990 S.G. Griego C33 Fine Aggregate 2.634 1.05 S.G. Griego C33 Intermediate Agg 2.661 1.36 S.G. Griego C33 Coarse Aggregate 2.657 0.95

Aggregate Proportions(%) Coarse Agg. X1 0 Inter. Agg X2 0.33 Fine Agg. X3 0.67

Fine Aggregate (X3) Griego 1887 11.482 1119.4 0.425 Intermediate Agg. (X2) Griego 943 5.680 559.4 0.210 Coarse Aggregate (X1) Griego 0.0 0 0 0

Air entrainment (6.5%) Grace AT-60 0.44 oz 1.75 17 mL 0.065 HRWR BASF Glenium 3030 197 oz 7650 mL VMA BASF Rheomac 106 oz --- 4140 mL ---

Total Batch Weight 3782.5 2244 Total Volume 27.0 1.00

Sand/Total Aggregate 0.67

w/c 0.336 s/A 0.67 Fly Ash % 40%

Batch #5A - 6-24-10 Fresh Properties Slump Flow 26.5 Air Content 7.90% Target >6.0% Unit Weight (lb/ft3) 137.6 Yield (ft3) 5.216 Gravimetric Air Content 7.66% o Temperature ( F) 75.7

Batch #5B - 6-25-10 Fresh Properties Slump Flow 28 Volumetric Air Content 6.60% Target >6.0% Unit Weight (lb/ft3) 139.8 Yield (ft3) 5.135 Gravimetric Air Content 6.20% o Temperature ( F) 78.1

340 7-Day Modulus of Rupture - SCC5B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #5 SCC5B #6

Specimen Age: 7-day 7-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.120 30.040

Specimen Width (0.001 in.), b1 6.077 6.060

Specimen Width (0.001 in.), b2 6.075 6.020

Average Specimen Width (0.001 in.), bAVG 6.0758 6.0398

Specimen Depth (0.001 in.), h1 6.021 6.090

Specimen Depth (0.001 in.), h2 6.028 6.042

Average Specimen Depth (0.001 in.), hAVG 6.0245 6.0658

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 8483.6 8900.8

3 Unit Weight (kg/m ): 2282 2274

Modulus of Rupture (psi), MOR 692 721 Mean (psi) 707 Std. Dev. (psi) 20.14

Modulus of Rupture (MPa), MOR 4.77 4.97 Mean (psi) 4.87 Std. Dev. (psi) 0.14 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: A. Griffin J. Hays J. Hays Mahmoud Taha Date: 07/02/10 07/02/10 07/02/10 341 28-Day Modulus of Rupture - SCC5B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #2 SCC5B #7

Specimen Age: 28-day 28-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.125 30.115

Specimen Width (0.001 in.), b1 6.024 6.021

Specimen Width (0.001 in.), b2 6.087 6.029

Average Specimen Width (0.001 in.), bAVG 6.0555 6.0250

Specimen Depth (0.001 in.), h1 6.025 6.028

Specimen Depth (0.001 in.), h2 6.003 6.046

Average Specimen Depth (0.001 in.), hAVG 6.0138 6.0370

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 12102 12774

3 Unit Weight (kg/m ): 2295 2297

Modulus of Rupture (psi), MOR 995 1047 Mean (psi) 1021 Std. Dev. (psi) 37.09

Modulus of Rupture (MPa), MOR 6.86 7.22 Mean (psi) 7.04 Std. Dev. (psi) 0.26 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 07/23/10 07/23/10 07/23/10 342 90-Day Modulus of Rupture - SCC5B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #1 SCC5B #8

Specimen Age: 90-day 90-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.430 30.250

Specimen Width (0.001 in.), b1 6.070 6.012

Specimen Width (0.001 in.), b2 6.117 6.023

Average Specimen Width (0.001 in.), bAVG 6.0930 6.0175

Specimen Depth (0.001 in.), h1 6.052 6.034

Specimen Depth (0.001 in.), h2 6.018 6.003

Average Specimen Depth (0.001 in.), hAVG 6.0348 6.0185

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 11825 14280

3 Unit Weight (kg/m ): 2296 2317

Modulus of Rupture (psi), MOR 959 1179 Mean (psi) 1069 Std. Dev. (psi) 155.58

Modulus of Rupture (MPa), MOR 6.61 8.13 Mean (psi) 7.37 Std. Dev. (psi) 1.07 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 09/22/10 09/22/10 09/22/10 343 180-Day Modulus of Rupture - SCC5B Standard Test Method for Department of Civil Engineering Flexural Strength of Concrete University of New Mexico (Using Simple Beam with Third-Point Loading) Albuquerque, NM ASTM C 78

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #3 SCC5B #4

Specimen Age: 180-day 180-day

Curing History: 23°C Tank Cure 23°C Tank Cure

Mass (kg): 30.130 30.395

Specimen Width (0.001 in.), b1 6.041 6.060

Specimen Width (0.001 in.), b2 6.063 6.051

Average Specimen Width (0.001 in.), bAVG 6.0518 6.0553

Specimen Depth (0.001 in.), h1 6.060 6.101

Specimen Depth (0.001 in.), h2 6.009 6.068

Average Specimen Depth (0.001 in.), hAVG 6.0343 6.0843

Specimen Length, L 22.00 22.00

Span Length, Lo 18.00 18.00

Maximum Applied Load (lbf), P 14752 16196

3 Unit Weight (kg/m ): 2289 2288

Modulus of Rupture (psi), MOR 1205 1301 Mean (psi) 1253 Std. Dev. (psi) 67.56

Modulus of Rupture (MPa), MOR 8.31 8.97 Mean (psi) 8.64 Std. Dev. (psi) 0.47 2 MOR=PLo/bAVGhAVG (equation valid for tension fracture in middle third of span length) b & h measured at fracture location

Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 12/23/10 12/23/10 12/23/10 344 7-Day Q.C. Compressive Strengths - SCC5B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #2 SCC5B #4 SCC5B #5

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.881 3.875 3.877

Diameter (nearest 0.001in.), D 4.023 4.005 4.032

Length (nearest 0.001, in.), L1 8.098 8.053 8.085

Length (nearest 0.001, in.), L2 8.096 8.066 8.074

Length (nearest 0.001, in.), L3 8.099 8.061 8.075

Length (nearest 0.001, in.), L4 8.077 8.085 8.089

Average Length, LAVG 8.0925 8.0663 8.0806

2 Cross Sectional Area (in. ), A 12.7113 12.5978 12.7682

3 Unit Weight (lb/ft ) 143.7 145.3 143.2

3 Unit Weight (kg/m ) 2302 2327 2293

Maximum Applied Load ( lbf ), P 61738 66623 66821

Compressive Strength (psi), S 4857 5288 5233 Mean (psi) 5073 Std. Dev. (psi) 305 Compressive Strength (MPa), S 33.49 36.46 36.08 Mean (Mpa) 34.95 Std. Dev. (Mpa) 2.10 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: A. Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 07/02/10 07/02/10 07/02/10 345 28-Day Q.C. Compressive Strengths - SCC5B Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5B #1 SCC5B #3

Sample Age: 28-day 28-day

Cure History: curing tank curing tank

Mass (kg), W 3.896 3.894

Diameter (nearest 0.001in.), D 4.010 4.015

Length (nearest 0.001, in.), L1 8.199 8.091

Length (nearest 0.001, in.), L2 8.073 8.066

Length (nearest 0.001, in.), L3 8.068 8.066

Length (nearest 0.001, in.), L4 8.156 8.140

Average Length, LAVG 8.1240 8.0908

2 Cross Sectional Area (in. ), A 12.6293 12.6608

3 Unit Weight (lb/ft ) 144.7 144.8

3 Unit Weight (kg/m ) 2317 2320

Maximum Applied Load ( lbf ), P 97314 93300

Compressive Strength (psi), S 7705 7369 Mean (psi) 7537 Std. Dev. (psi) 238 Compressive Strength (MPa), S 53.13 50.81 Mean (Mpa) 51.93 Std. Dev. (Mpa) 1.64 Type of Fracture (circle): a) Cone a) Cone a) Cone

b) Cone & Split b) Cone & Split b) Cone & Split

c) Cone & Shear c) Cone & Shear c) Cone & Shear

d) Shear d) Shear d) Shear

A=p(D)2/4 e) Columnar e) Columnar e) Columnar S=P/A Test By: Calculations By: Checked By: Final Check Signature: J. Hays J. Hays J. Hays Mahmoud Taha Date: 07/23/10 07/23/10 07/23/10 346 7-Day Compressive Strengths - SCC5A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #1 SCC5A #26 SCC5A #3

Sample Age: 7-day 7-day 7-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.887 3.848 3.836

Diameter (nearest 0.001in.), D 4.000 3.965 3.987

Length (nearest 0.001, in.), L1 8.130 8.060 8.017

Length (nearest 0.001, in.), L2 8.055 8.108 8.033

Length (nearest 0.001, in.), L3 8.070 8.041 8.073

Length (nearest 0.001, in.), L4 8.090 8.035 8.066

Average Length, LAVG 8.0860 8.0608 8.0470

2 Cross Sectional Area (in. ), A 12.5664 12.3443 12.4817

3 Unit Weight (lb/ft ) 145.7 147.3 145.5

3 Unit Weight (kg/m ) 2334 2360 2331

Maximum Applied Load ( lbf ), P 63775 67928 67434

Compressive Strength (psi), S 5075 5503 5403

Compressive Strength (MPa), S 34.99 37.94 37.25

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 5327 Std. Dev. (psi) 224 Mean (Mpa) 36.70 A=p(D)2/4 Std. Dev. (MPa) 1.54 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin Jacob Hays Jacob Hays Date: 07/01/10 07/01/10 07/01/10

347 28-Day Compressive Strengths - SCC5A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #8 SCC5A #27 SCC5A #15 SCC5A #15

Sample Age: 28-day 28-day 28-day 28-day

Cure History: curing tank curing tank curing tank curing tank

Mass (kg), W 3.814 3.842 3.859 3.857

Diameter (nearest 0.001in.), D 4.012 4.022 4.020 4.025

Length (nearest 0.001, in.), L1 8.113 8.036 8.112 8.051

Length (nearest 0.001, in.), L2 8.114 8.056 8.145 8.099

Length (nearest 0.001, in.), L3 8.112 8.056 8.124 8.072

Length (nearest 0.001, in.), L4 8.108 8.052 8.108 8.063

Average Length, LAVG 8.1116 8.0496 8.1219 8.0710

2 Cross Sectional Area (in. ), A 12.6419 12.7050 12.6923 12.7239

3 Unit Weight (lb/ft ) 141.7 143.1 142.6 143.1

3 Unit Weight (kg/m ) 2270 2292 2284 2292

Maximum Applied Load ( lbf ), P 87604 88949 91520 91955

Compressive Strength (psi), S 6930 7001 7211 7227

Compressive Strength (MPa), S 47.78 48.27 49.72 49.83

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 7047 Std. Dev. (psi) 146 Mean (Mpa) 48.55 A=p(D)2/4 Std. Dev. (MPa) 1.01 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin Jacob Hays Jacob Hays Date: 07/22/10 07/22/10 07/22/10

348 90-Day Compressive Strengths - SCC5A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #4 SCC5A #9 SCC5A #24

Sample Age: 90-day 90-day 90-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.798 3.813 3.833

Diameter (nearest 0.001in.), D 4.008 3.996 4.009

Length (nearest 0.001, in.), L1 8.117 8.102 8.077

Length (nearest 0.001, in.), L2 8.109 8.110 8.082

Length (nearest 0.001, in.), L3 8.104 8.107 8.082

Length (nearest 0.001, in.), L4 8.109 8.093 8.108

Average Length, LAVG 8.1096 8.1027 8.0869

2 Cross Sectional Area (in. ), A 12.6157 12.5381 12.6230

3 Unit Weight (lb/ft ) 141.4 143.0 143.0

3 Unit Weight (kg/m ) 2265 2290 2291

Maximum Applied Load ( lbf ), P 111550 95534 105890

Compressive Strength (psi), S 8842 7619 8389

Compressive Strength (MPa), S 60.96 52.53 57.84

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 8283 Std. Dev. (psi) 618 Mean (Mpa) 57.07 A=p(D)2/4 Std. Dev. (MPa) 4.26 S=P/A Test By: Calculations By: Checked By: Signature: A. Griffin Jacob Hays Jacob Hays Date: 09/20/10 09/20/10 09/20/10

349 180-Day Compressive Strengths - SCC5A Standard Test Method for Department of Civil Engineering Compressive Strength of Cylindrical Concrete Specimens University of New Mexico ASTM C39 Albuquerque, New Mexico

Project: NMDOT SCC Project

Equipment Used:

Compression Machine I.D.: Forney QC-400-D S/N: UNM 166433 (84035)

Measurement I.D. (diameter) Pi-Tape (2 in - 12 in. diam.) S/N: 02010573

Measurement I.D. (length) Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass) Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #12 SCC5A #25 SCC5A #37

Sample Age: 180-day 180-day 180-day

Cure History: curing tank curing tank curing tank

Mass (kg), W 3.823 3.809 3.830

Diameter (nearest 0.001in.), D 4.006 3.991 3.998

Length (nearest 0.001, in.), L1 8.098 8.083 8.106

Length (nearest 0.001, in.), L2 8.085 8.095 8.201

Length (nearest 0.001, in.), L3 8.085 8.100 8.095

Length (nearest 0.001, in.), L4 8.088 8.140 8.104

Average Length, LAVG 8.0889 8.1044 8.1261

2 Cross Sectional Area (in. ), A 12.6010 12.5068 12.5538

3 Unit Weight (lb/ft ) 142.9 143.2 143.0

3 Unit Weight (kg/m ) 2289 2293 2291

Maximum Applied Load ( lbf ), P 124280 127190 110280

Compressive Strength (psi), S 9863 10170 8785

Compressive Strength (MPa), S 68.00 70.12 60.57

Type of Fracture (circle): a) Cone a) Cone a) Cone a) Cone b) Cone & Split b) Cone & Split b) Cone & Split b) Cone & Split c) Cone & Shear c) Cone & Shear c) Cone & Shear c) Cone & Shear d) Shear d) Shear d) Shear d) Shear e) Columnar e) Columnar e) Columnar e) Columnar Mean (psi) 9606 Std. Dev. (psi) 727 Mean (Mpa) 66.18 A=p(D)2/4 Std. Dev. (MPa) 5.01 S=P/A Test By: Calculations By: Checked By: Signature: Jacob Hays Jacob Hays Jacob Hays Date: 12/21/10 12/21/10 12/21/10

350 7-Day Static Modulus - SCC5A #1 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #1) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.803 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.018 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.018 2000 0.00025 0.00005 2.23E-05 5.36E-06 157.73 4000 0.00055 0.00005 4.91E-05 5.36E-06 315.46

Diameter Average (nearest 0.01in.), Davg 4.018 6000 0.0009 0.0001 8.03E-05 1.07E-05 473.20 8000 0.0012 0.00015 1.07E-04 1.61E-05 630.93 Length (nearest 0.1in.), L 8.0813 10000 0.0015 0.0002 1.34E-04 2.14E-05 788.66 12000 0.00185 0.00025 1.65E-04 2.68E-05 946.39

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.002 0.0003 1.79E-04 3.21E-05 1104.12512 16000 0.0025 0.00035 2.23E-04 3.75E-05 1261.86

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00295 0.00045 2.63E-04 4.82E-05 1419.59 20000 0.0033 0.0005 2.95E-04 5.36E-05 1577.32

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00375 0.00055 3.35E-04 5.89171E-05 1735.05 24000 0.0041 0.0006 3.66E-04 6.42732E-05 1892.79

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00465 0.00075 4.15E-04 8.03E-05 2050.52

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 145.1 Curing History: curing room Concrete Strength (psi): 5327 Variable Definitions Modulus of Elasticity #1 (psi): 4752382 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 32.7

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.21

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 7/1/2010 7/1/2010 7/1/2010

351 7-Day Static Modulus - SCC5A #26 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #26 Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.843 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.004 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.004 2000 0.00035 0.00005 3.12E-05 5.36E-06 158.83711 4000 0.00065 0.0001 5.80E-05 1.07E-05 317.67422

Diameter Average (nearest 0.01in.), Davg 4.004 6000 0.0011 0.0002 9.82E-05 2.14E-05 476.51133 8000 0.00145 0.0002 1.29E-04 2.14E-05 635.34844 Length (nearest 0.1in.), L 8.0903 10000 0.0019 0.0003 1.70E-04 3.21E-05 794.18555 12000 0.00225 0.00035 2.01E-04 3.75E-05 953.02266

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00265 0.0004 2.37E-04 4.28E-05 1111.85977 16000 0.00305 0.00045 2.72E-04 4.82E-05 1270.69688

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0035 0.00055 3.12E-04 5.89E-05 1429.53399 20000 0.00385 0.0006 3.44E-04 6.43E-05 1588.3711

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00425 0.00065 3.79E-04 6.96293E-05 1747.20821 24000 0.00465 0.00075 4.15E-04 8.03E-05 1906.04532

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00515 0.0008 4.60E-04 8.57E-05 2064.88243

Effective Gage Length (nearest 0.01 in.), Lo 5.52

Specimen Defects: none

Sample Age: 7-day Density (pcf): 143.8 Curing History: curing room Concrete Strength (psi): 5327 Variable Definitions Modulus of Elasticity #1 (psi): 4264345 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 29.4

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Andrew Griffin Jacob Hays Jacob Hays Jacob Hays Date: 7/1/2010 7/1/2010 7/1/2010

352 28-Day Static Modulus - SCC5A - Cylinder #15 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #15) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.859 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.02 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.02 2000 0.00035 0.00005 3.12E-05 5.36E-06 157.58 4000 0.0007 0.0001 6.25E-05 1.07E-05 315.15

Diameter Average (nearest 0.01in.), Davg 4.02 6000 0.0011 0.00015 9.82E-05 1.61E-05 472.73 8000 0.00145 0.0002 1.29E-04 2.14E-05 630.30 Length (nearest 0.1in.), L 8.1219 10000 0.00185 0.00025 1.65E-04 2.68E-05 787.88 12000 0.0022 0.0003 1.96E-04 3.21E-05 945.45

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00255 0.00035 2.28E-04 3.75E-05 1103.03 16000 0.00295 0.0004 2.63E-04 4.28E-05 1260.60

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.00325 0.00045 2.90E-04 4.82E-05 1418.18 20000 0.0037 0.0005 3.30E-04 5.36E-05 1575.75

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.004 0.00055 3.57E-04 5.89E-05 1733.33 24000 0.00445 0.00065 3.97E-04 6.96E-05 1890.90

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00485 0.0007 4.33E-04 7.50E-05 2048.48 28000 0.0053 0.00085 4.73E-04 9.11E-05 2206.05

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.00565 0.00085 5.04E-04 9.11E-05 2363.63 32000 0.0061 0.0009 5.45E-04 9.64E-05 2521.20 34000 0.00645 0.00095 5.76E-04 1.02E-04 2678.78 Specimen Defects: none 36000 0.0069 0.00105 6.16E-04 1.12E-04 2836.35

Sample Age: 28-day Density (pcf): 142.6 Curing History: curing room Concrete Strength (psi): 7047 Variable Definitions Modulus of Elasticity #1 (psi): 4454880 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.7

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/22/2010 7/22/2010 7/22/2010

353 28-Day Static Modulus - SCC5A - Cylinder #27 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #27) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.842 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.022 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.022 2000 0.00025 0 2.23E-05 0.00E+00 157.42 4000 0.0006 0.00005 5.36E-05 5.36E-06 314.84

Diameter Average (nearest 0.01in.), Davg 4.022 6000 0.0009 0.0001 8.03E-05 1.07E-05 472.26 8000 0.00135 0.00015 1.21E-04 1.61E-05 629.67 Length (nearest 0.1in.), L 8.0496 10000 0.00165 0.0002 1.47E-04 2.14E-05 787.09 12000 0.0021 0.00025 1.87E-04 2.68E-05 944.51

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0025 0.00035 2.23E-04 3.75E-05 1101.93 16000 0.00285 0.0004 2.54E-04 4.28E-05 1259.35

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0032 0.00045 2.86E-04 4.82E-05 1416.77 20000 0.00365 0.0005 3.26E-04 5.36E-05 1574.19

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.004 0.00055 3.57E-04 5.89E-05 1731.60 24000 0.0045 0.00065 4.02E-04 6.96E-05 1889.02

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0048 0.0007 4.28E-04 7.50E-05 2046.44 28000 0.0053 0.00075 4.73E-04 8.03E-05 2203.86

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0057 0.0008 5.09E-04 8.57E-05 2361.28 32000 0.00615 0.0009 5.49E-04 9.64E-05 2518.70 34000 0.0066 0.00095 5.89E-04 1.02E-04 2676.12 Specimen Defects: none 36000 0.00705 0.0011 6.29E-04 1.18E-04 2833.53

Sample Age: 28-day Density (pcf): 143.1 Curing History: curing room Concrete Strength (psi): 7047 Variable Definitions Modulus of Elasticity #1 (psi): 4347588 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 30.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 7/22/2010 7/22/2010 7/22/2010

354 90-Day Static Modulus - SCC5A - Cylinder #24 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #24) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.833 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.009 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.009 2000 0.0004 0.00005 3.57E-05 5.36E-06 158.441156 4000 0.0007 0.0001 6.25E-05 1.07E-05 316.882312

Diameter Average (nearest 0.01in.), Davg 4.009 6000 0.001 0.00015 8.93E-05 1.61E-05 475.323467 8000 0.00135 0.0002 1.21E-04 2.14E-05 633.764623 Length (nearest 0.1in.), L 8.1219 10000 0.00165 0.0003 1.47E-04 3.21E-05 792.205779 12000 0.002 0.00035 1.79E-04 3.75E-05 950.646935

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.0023 0.0004 2.05E-04 4.28E-05 1109.08809 16000 0.003 0.00045 2.68E-04 4.82E-05 1267.52925

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0034 0.0005 3.04E-04 5.36E-05 1425.9704 20000 0.00375 0.00055 3.35E-04 5.89E-05 1584.41156

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00415 0.0006 3.70E-04 6.43E-05 1742.85271 24000 0.00455 0.00065 4.06E-04 6.96E-05 1901.29387

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.0048 0.0007 4.28E-04 7.50E-05 2059.73503 28000 0.0053 0.00075 4.73E-04 8.03E-05 2218.17618

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0056 0.0008 5.00E-04 8.57E-05 2376.61734 32000 0.00605 0.00085 5.40E-04 9.11E-05 2535.05849 34000 0.0064 0.001 5.71E-04 1.07E-04 2693.49965 Specimen Defects: none 36000 0.00675 0.00105 6.03E-04 1.12E-04 2851.9408 38000 0.0071 0.0011 6.34E-04 1.18E-04 3010.38196 Sample Age: 90-day Density (pcf): 143.0 Curing History: curing room Concrete Strength (psi): 8200 Variable Definitions Modulus of Elasticity #1 (psi): 4613773 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 31.8

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 9/24/2010 9/24/2010 9/24/2010

355 90-Day Static Modulus - SCC5A - Cylinder #4 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #4) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.798 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.008 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.008 2000 0.0003 0 2.68E-05 0.00E+00 158.520228 4000 0.00065 0 5.80E-05 0.00E+00 317.040456

Diameter Average (nearest 0.01in.), Davg 4.008 6000 0.00095 0.00005 8.48E-05 5.36E-06 475.560684 8000 0.0013 0.00015 1.16E-04 1.61E-05 634.080912 Length (nearest 0.1in.), L 8.117 10000 0.00165 0.0002 1.47E-04 2.14E-05 792.60114 12000 0.002 0.00025 1.79E-04 2.68E-05 951.121369

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 14000 0.00235 0.0003 2.10E-04 3.21E-05 1109.6416 16000 0.0027 0.00035 2.41E-04 3.75E-05 1268.16182

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 18000 0.0031 0.00045 2.77E-04 4.82E-05 1426.68205 20000 0.0034 0.00045 3.04E-04 4.82E-05 1585.20228

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 22000 0.00375 0.00055 3.35E-04 5.89E-05 1743.72251 24000 0.00405 0.0006 3.62E-04 6.43E-05 1902.24274

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 26000 0.00445 0.00065 3.97E-04 6.96E-05 2060.76297 28000 0.0048 0.0007 4.28E-04 7.50E-05 2219.28319

Effective Gage Length (nearest 0.01 in.), Lo 5.52 30000 0.0051 0.0007 4.55E-04 7.50E-05 2377.80342 32000 0.00555 0.00075 4.95E-04 8.03E-05 2536.32365 34000 0.0059 0.00075 5.27E-04 8.03E-05 2694.84388 Specimen Defects: none 36000 0.0063 0.0008 5.62E-04 8.57E-05 2853.36411 38000 0.0067 0.00095 5.98E-04 1.02E-04 3011.88433 Sample Age: 90-day Density (pcf): 141.3 Curing History: curing room Concrete Strength (psi): 8283 Variable Definitions Modulus of Elasticity #1 (psi): 4916803 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 33.9

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.19

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 9/24/2010 9/24/2010 9/24/2010

356 180-Day Static Modulus - SCC5A - Cylinder #12 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #12) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.823 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 4.0055 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 4.0055 3000 0.00055 0 4.91E-05 0.00E+00 238.077252 6000 0.00105 0.00005 9.37E-05 5.36E-06 476.154504

Diameter Average (nearest 0.01in.), Davg 4.0055 9000 0.0015 0.0001 1.34E-04 1.07E-05 714.231756 12000 0.00205 0.00015 1.83E-04 1.61E-05 952.309008 Length (nearest 0.1in.), L 8.0889 15000 0.0025 0.00025 2.23E-04 2.68E-05 1190.38626 18000 0.00305 0.00035 2.72E-04 3.75E-05 1428.46351

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.0035 0.0004 3.12E-04 4.28E-05 1666.54076 24000 0.0039 0.00045 3.48E-04 4.82E-05 1904.61802

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.00445 0.0005 3.97E-04 5.36E-05 2142.69527 30000 0.00485 0.0006 4.33E-04 6.43E-05 2380.77252

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.0054 0.00065 4.82E-04 6.96E-05 2618.84977 36000 0.00585 0.00075 5.22E-04 8.03E-05 2856.92702

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.00635 0.00085 5.67E-04 9.11E-05 3095.00428 42000 0.0069 0.0009 6.16E-04 9.64E-05 3333.08153

Effective Gage Length (nearest 0.01 in.), Lo 5.52 45000 0.0073 0.001 6.52E-04 1.07E-04 3571.15878

Specimen Defects: none

Sample Age: 180-day Density (pcf): 142.9 Curing History: curing room Concrete Strength (psi): 8283 Variable Definitions Modulus of Elasticity #1 (psi): 5539912 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 38.2

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.18

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

357 180-Day Static Modulus - SCC5A - Cylinder #25 Standard Test Method for ATR Institute Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression University of New Mexico ASTM C469 Albuquerque, New Mexico

Project: NMDOT SCC Project Equipment Used:

Compression Machine I.D.: S/N:

Sample I.D.: SCC5A (cylinder #25) Compressometer/Extensometer I.D.: S/N:

Sample Weight (kg): 3.809 Longitudinal Dial Gage I.D.: S/N:

Perpendicularity Evaluation: Transverse Dial Gage I.D.: S/N:

End 1: rise (in.) over run (diameter, in.) Angle (deg): Measurement I.D. (length): S/N:

End 2: rise (in.) over run (diameter, in.) Angle (deg): Caliper I.D. (diameter): S/N:

Planeness(0.002 in. feeler gage):End 1: O.K. End 2: O.K. Machinist Scale I.D. (0.01 in.): S/N: Not O.K. Not O.K. Scale I.D.: S/N:

Diameter One (nearest 0.01 in.), D1 3.991 P (lbf) G long (0.0001 in.) G tran (0.0001 in.) elong (in./in.) etran(in./in.) s (psi) 0 0 0 0.00E+00 0.00E+00 0

Diameter Two (nearest 0.01in.), D2 3.991 3000 0.0004 0 3.57E-05 0.00E+00 239.810347 6000 0.00085 0.00005 7.59E-05 5.36E-06 479.620694

Diameter Average (nearest 0.01in.), Davg 3.991 9000 0.00135 0.00015 1.21E-04 1.61E-05 719.431041 12000 0.0018 0.00025 1.61E-04 2.68E-05 959.241389 Length (nearest 0.1in.), L 8.1044 15000 0.0023 0.00035 2.05E-04 3.75E-05 1199.05174 18000 0.00275 0.0004 2.45E-04 4.28E-05 1438.86208

Pivot rod to yoke supports (nearest 0.01in.), Er 3.74 21000 0.00325 0.00045 2.90E-04 4.82E-05 1678.67243 24000 0.00375 0.0005 3.35E-04 5.36E-05 1918.48278

Long. Gage to yoke supports (nearest 0.01in.), Eg 3.85 27000 0.0042 0.0006 3.75E-04 6.43E-05 2158.29312 30000 0.00475 0.0007 4.24E-04 7.50E-05 2398.10347

Hinge to mid yoke supports (nearest 0.01in.), Eh 3 33000 0.00525 0.00075 4.69E-04 8.03E-05 2637.91382 36000 0.00575 0.00085 5.13E-04 9.11E-05 2877.72417

Tran. Gage to mid yoke supports (nearest 0.01in.), Egtr3.97 39000 0.0063 0.00095 5.62E-04 1.02E-04 3117.53451 42000 0.00675 0.001 6.03E-04 1.07E-04 3357.34486

Effective Gage Length (nearest 0.01 in.), Lo 5.52 45000 0.0072 0.00115 6.43E-04 1.23E-04 3597.15521

Specimen Defects: none

Sample Age: 180-day Density (pcf): 143.1 Curing History: curing room Concrete Strength (psi): 8283 Variable Definitions Modulus of Elasticity #1 (psi): 5664281 Machine Applied Load (lbf), P Modulus of Elasticity #1 (Gpa): 39.0

Longitudinal Gage Reading (0.0001 in.), G long Poisson's Ratio #1: 0.21

Longitudinal Strain (in./in.), elong Poisson's Ratio #2:

Transverse Gage Reading (0.0001in.), G tran

Transverse Strain (in./in.), etran

Compressive Stress (psi), s

D1 and D2 are measured @ right angles to each other near the center of the length of the specimen

Davg=(D1+D2)/2 elong=(GlongEr)/[(Er + Eg) (Lo)] etran=(GtranEh)/[(Eh + Egtr) (Davg)] 2 s=P/A where A=pDavg /4

Test By: Calculations By: Checked By: Signature: Jacob Hays Andrew Griffin Jacob Hays Jacob Hays Date: 12/21/2010 12/21/2010 12/21/2010

358 7 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #1 SCC5A #26 SCC5A #3

Sample Age: 7-day 7-day 7-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0860 8.0608 8.0470

x (0.0254 m/in.) = 0.20538 m 0.20474 m 0.20439 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.000 3.965 3.987

x (0.0254 m/in.) = 0.10160 m 0.10070 m 0.10126 m

Mass, m (nearest 0.005 kg): 3.887 3.848 3.836

Transit Time: T (ms): 44.7 44.4 44.3

x (1 s/106 ms) = 44.7E-6 s 44.4E-6 s 44.3E-6 s

Pulse Velocity:

V = L/T 4595 m/s 4611 m/s 4614 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2334 kg/m 2360 kg/m 2331 kg/m

Elastic Modulus:

2 E = rV /K 49.3 GPa 50.2 GPa 49.6 GPa Mean (GPa) 49.7 Std. Dev. (GPa) 0.45 (K = 1 for cylindrical specimens)

2 2 2 E 7.15E+06 lb/in 7.28E+06 lb/in 7.20E+06 lb/in Mean (psi) 7.2E+06 Std. Dev. (psi) 92240.5649 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 07/01/10 07/01/10 07/01/10

359 28 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #8 SCC5A #27 SCC5A #15

Sample Age: 28-day 28-day 28-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.1116 8.0496 8.1219

x (0.0254 m/in.) = 0.20604 m 0.20446 m 0.20630 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.012 4.022 4.020

x (0.0254 m/in.) = 0.10190 m 0.10216 m 0.10211 m

Mass, m (nearest 0.005 kg): 3.814 3.842 3.859

Transit Time: T (ms): 43.5 43.5 43.3

x (1 s/106 ms) = 43.5E-6 s 43.5E-6 s 43.3E-6 s

Pulse Velocity:

V = L/T 4736 m/s 4700 m/s 4764 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2270 kg/m 2292 kg/m 2284 kg/m

Elastic Modulus:

2 E = rV /K 50.9 GPa 50.6 GPa 51.9 GPa Mean (GPa) 51.1 Std. Dev. (GPa) 0.63 (K = 1 for cylindrical specimens)

2 2 2 E 7.38E+06 lb/in 7.35E+06 lb/in 7.52E+06 lb/in Mean (psi) 7.4E+06 Std. Dev. (psi) 27795.1514 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: A Griffin Jacob Hays Jacob Hays Mahmoud Taha Date: 07/22/10 07/22/10 07/22/10

360 180 - Day Dynamic Modulus - SCC4A Standard Test Method for Department of Civl Engineering Pulse Velocity Through Concrete University of New Mexico ASTM C597 Albuquerque, NM

Project: NMDOT SCC Project

Equipment Used:

Pulse Velocity Unit I.D.: CNS Farnell Pundit 6 S/N: 01/04/64692

Calibration Bar I.D.: CNS Farnell (25.6 ms) S/N: 2565

Transducer Pair I.D.: CNS Farnell S/N: 15399 & 15404

Frequency (kHz): 54 kHz

Measurement I.D. (diameter): Pi-Tape (2 in - 12 in) S/N: 02010573

Measurement I.D. (length): Caliper, Mitutoyo 12 in S/N: 1005543

Scale I.D. (mass): Toledo 8522 S/N: 4361318-4XV

Sample I.D.: SCC5A #12 SCC5A #25 SCC5A #37

Sample Age: 180-day 180-day 180-day

o o o Cure History: 23 C Curing Tank 23 C Curing Tank 23 C Curing Tank

Specimen Defects: none none none

Cylindrical Specimen:

Length, L (nearest 0.005 in.) *: 8.0889 8.1044 8.1261

x (0.0254 m/in.) = 0.20546 m 0.20585 m 0.20640 m

* Distance Between Transducers

Diameter, D (nearest 0.05 in.): 4.006 3.991 3.998

x (0.0254 m/in.) = 0.10174 m 0.10136 m 0.10155 m

Mass, m (nearest 0.005 kg): 3.823 3.809 3.830

Transit Time: T (ms): 40.9 41 40.9

x (1 s/106 ms) = 40.9E-6 s 41.0E-6 s 40.9E-6 s

Pulse Velocity:

V = L/T 5023 m/s 5021 m/s 5047 m/s

Mass Density:

2 3 3 3 r = m/(pLD /4) 2289 kg/m 2293 kg/m 2291 kg/m

Elastic Modulus:

2 E = rV /K 57.8 GPa 57.8 GPa 58.3 GPa Mean (GPa) 58.0 Std. Dev. (GPa) 0.33 (K = 1 for cylindrical specimens)

2 2 2 E 8.38E+06 lb/in 8.38E+06 lb/in 8.46E+06 lb/in Mean (psi) 8.4E+06 Std. Dev. (psi) 5128.16172 E (lb/in2) = E (Pa) * (0.3048 m /12 in)2 * (1 lb /4.448 N) (Note: 0.3048 m = 12 in., 4.448222 N = 1 lb)

Test By: Calculations By: Checked By: Final Check Signature: J. Hays Jacob Hays Jacob Hays Mahmoud Taha Date: 12/21/10 12/21/10 12/21/10

361

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