ML15299A146

Enclosure B, Bechtel Report No. 25593-000-G83-GEG-00016-000, Effect of Laminar Cracks on Splice Capacity of No. 11 Bars Based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building. Part 2 of 7

ML15299A146
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Site:	Davis Besse
Issue date:	07/30/2012
From:	Liano R, Munshi J, Reilly R Bechtel Power Corp
To:	Office of Nuclear Reactor Regulation
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ML15299A142	List: L-15-328, Enclosure B, Bechtel Report No. 25593-000-G83-GEG-00016-000, Effect of Laminar Cracks on Splice Capacity of No. 11 Bars Based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building. Part 7 of 7 ML15299A143 ML15299A144 ML15299A146 ML15299A147 ML15299A148 ML15299A149 ML15299A150
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L-15-328 25593-000-G83-GEG-00016-000
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Ybi9-UUU-Uj-(jI:U-uUU~Th-UUU Mage U:J or 1114 Effect of Laminar Cracks on Splice Capacity of, No. 11 Bars based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building Appendix A Purdue University Test Report rpmeta.nw.qn, in v.p-I v. ~ ~ fl,.Lrnn.-

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(-UUU I-'age U4 Ot 1 114 AN INVESTIGATION OF THE EFFECT OF LAMINAR CRACKS ON STRENGTH OF UNCONFINED LAP SPLICES OF#11 REINFORCING BARS A Report Submitted to First Energy Nuclear Operating Company Oak Harbor, Ohio by MtA.Sozen and Santiago Pujol 12 July 2012 Bowen Laboratory West Lafayette, IN ii REDACTED VERSION bb9M-UUU-UdJ-UL__U-UUUlb-UUU r-age Yt O011114-TABLE OF CONTENTS

SUMMARY

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6 1. Introductory Remarks.............................................................................................

7 2. Object and Scope...............................................................................

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7 3. Materials.........................................................................................................

10 4. Observed Relationship between Applied Load and Deflection

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10 5. Crack Development

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11 6. Maximum Reinforcement Stress Attained ..............................

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14 7. Conclusions......................................................................................................

14 21 REDACTED VERSION bbHt-UUU-UU5-UbI-U-UUU1 u-UUU i'ags Va O0" 1 114 TABLES Table 1. Concrete...................................................................................................

16 Table 2. Reinforcement............................................................................................

17 Table 3. Summary of Results ......................................................................................

18 FIGURES Figure 1 Overall Properties of The Test Girders .................................................................

19 Figure 2 Test Girder, Series A .....................................................................................

20 Figure 3 Test Girder Series B ......................................................................................

20 Figure 4 Cross-Sectional Dimensions of Series A and B Girders ...............................................

2:1 Figure 5 Photograph of One of The Cantilevered Segments of A Test Girder ................................

21 Figure 6 Flexural Cracks and Bursting Cracks....................................................................

22 Figure 7 West Elevation of Test Girder A4. Initial Loading. Applied Load = 36 kip...........................

23 Figure 8 East Elevation of Test Girder A4. Initial Loading. Applied Load = 36 kip............................

23 Figure 9 West Elevation of Test Girder A4 Reloaded to 36 kip.................................................

24 Figure 10 East Elevation of Test Girder A4 Reloaded to 36 kip ................................................

24 Figure 1:1 West Elevation of Test Girder A4 Reloaded to 42 kip ...............................................

25 Figure :12 East Elevation of Test Girder A4 Reloaded to 42 kip ................................................

25 Figure 13 Load-Deflection Plot for Test Girder Al ..............................................................

26 Figure :14 Load-Deflection Plot for Test Girder A2 ..............................................................

27 Figure 15 Load-Deflection Plot for Test Girder A2 ..............................................................

28 Figure 16 Load-Deflection Plot for Test Girder A4 ..............................................................

29 Figure 17 Load-Deflection Plot for Test Girder AS ..............................................................

30 Figure :18 Load-Deflection Plot for Test Girder A6 ..............................................................

3:1 Figure :19 Load-Deflection Plot for Test Girder Bi1..............................................................

32 Figure 20 Load-Deflection Plot for test Girder B2...............................................................

33 Figure 2:1 Load-Deflection Plot for Test Girder B3 ..............................................................

34 Figure 22 Load-Deflection Plot for Test Girder B4 ..............................................................

35 Figure 23 Load-Deflection Plot for Test Girder B5S..............................................................

36 Figure 24 Load-Deflection Plot for Test Girder B6 ..............................................................

37 Figure 25 Qualitative Illustration of Internal Stresses Leading to Bursting Cracks ...........................

38 Figure 26 Optotrak Targets on Series A Girders................................................................

39 Figure 27 Optotrak Targets on Series B Girders.................................................................

40 Figure 28 Selected Regions for Maximum Bursting Crack Widths in Series A Girders......................

41 Figure 29 Selected Regions for Maximum Bursting Crack Widths in Series B Girders.......................

41 Figure 30 Longitudinal Strains at Level of Reinforcement, First Loading of Series A Girders ...............

42 Figure 31 Longitudinal Strains at Level of Reinforcement, First Loading of Series B Girders ...............

43 Figure 32 Longitudinal Strains at Level of Reinforcement, Reloading of Series A Girders ..................

44 31 REDACTED VERSION

H~age U(o1 11 14 Figure 33 Longitudinal Strains at Level of Reinforcement, Reloading of Series B Girders ..................

45 Figure 34 Transverse Deformations, First Loading of Series A Girders........................................

46 Figure 35 Transverse Deformations, First Loading of Series B Girders........................................

47 Figure 36 Transverse Deformations, Reloading of Series A Girders...........................................

48 Figure 37 Transverse Deformations, Reloading of Series B Girders...........................................

49 Figure 38 Representative Cracks, Test Series A .................................................................

50 Figure 39 Representative Cracks, Test Series B .................................................................

51 Figure 40 Recorded Maximum Surface Widths (in thousands of an inch) (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-i ......................................................

52 Figure 41 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-2............................................................................

52 Figure 42 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-3............................................................................

53 Figure 43 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-4............................................................................

53 Figure 44 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-S ...........................................................................

54 Figure 45 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-6............................................................................

54 Figure 46 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-i ...........................................................................

55 Figure 47 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-2............................................................................

55 Figure 48 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-3............................................................................

56 Figure 49 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-4............................................................................

56 Figure 50 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-S ...........................................................................

57 Figure Si Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-6............................................................................

57 Figure 52 Comparison of crack-width measurements and measured vertical deformations, test series A... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .... ..5 Figure S3 Comparison of crack-width measurements and measured vertical deformations, test series B.... .......................................................................................................................

59 Figure S4 Moment and Shear Diagrams .........................................................................

60 Figure 55 Maximum Unit Stress Reached by Spliced Reinforcement

.........................................

61 I REDACTED VERSION bbUL-UUU-Lji-UW'L-UUUI b-UUU l-'age UJd at 1114 APPEN DICES 1. Concrete Strength on Test Day 2. Casting Data and As-Built Dimensions

3. Curing 4. Reinforcement Strength 5. Maximum Reinf. Stress Series A 6. Maximum Reinf. Stress Series B 7. Crack Pattern and Width Data 8. Approved Test Procedure 9. Direct Deflection Reads 10. Calibration Certificates

11. Additional Photos 12. Instrumentation Logs REDACTED VERSION bb3-UUU-UdtJi-U5:lU-UUU~tb-UUU l-'age U Or" 11 14

SUMMARY

The object of the experimental investigation reported was to study the effect of laminar cracks on the strength of unconfined lap splices of #11 Grade-GO reinforcing bars embedded in concrete.

The study focused on the influence of pre-existing laminar cracks on the strength of lap splices for #11 bars. The planned variables for the study were the length of the splice and the loading program. Twelve girders with lap splices were tested in two series, A and B, of six. Series A had 120-in long splices and series B had 79-in, splices. Concrete strength was not a planned variable.

Concrete mixes were selected to produce a concrete strength at 28 days not exceeding 6000 psi. Measured concrete strength at time of test varied from approximately 4500 to 6000 psi. Yield stress of the reinforcing bars was 66 ksi.In each series, two girders were loaded monotonically to failure. The two series A girders (A-2 and A-3)reached their yield capacities and then failed in flexure to resist a maximum moment of 487 k-ft. The two series B girders also reached their yield capacities and had splice failure at maximum moments of 425 k-ft (Girder B1) and 427 k-ft (Girder B4).In series A, the remaining four girders were loaded to a deflection beyond yield, unloaded, and then loaded, with pre-existing laminar cracks, to failure. Maximum moments resisted were 481 k-ft(Girder Al), 479 k-ft (Girder A4), 480 k-ft (Girder AS), and 466 k-ft (Girder A6).In series B, the four were loaded to yield, unloaded, and then loaded, with pre-existing laminar cracks, to failure. Maximum moments resisted were 418 k-ft (Girder B2), 426 k-ft (Girder B3), 435 k-ft (Gird~er B5), and 435 k-ft (Girder B6).Load-deflection relationships recorded for the 12 girders are presented in Fig. 13 through 24.Reinforcement stresses developed at splice ends are listed in Table 3. For girders with 120-in splices maximum reinforcement stress attained at ends of splice ranged from 77 to 80 ksi. For girders with 79-in. splices, the range was 69 to 72 ksi.Differences between the load-deflection responses of initially uncracked and pre-cracked girders were found to be negligible.

Strain measurements and observed distribution of bursting (laminar) cracks confirmed that most, if not all, of the force transfer from one bar to another occurred in the end of the splice over a length of approximately 20 in.(<15 bar diameters).

In this region of high bond-stress demand, cracks paralleling the spliced bars opened at as low as one fourth of the maximum load in all girders tested. In the four specimens that were unloaded and reloaded, the measured maximum residual widths of these cracks at zero applied load were 0.08 in for series A and 0.015 for series B.All load-deflection curves measured had two common characteristics:

(1) Yield moment of the section was developed after appearance of laminar bursting cracks at low loads and at zero load in the case of the reloaded girders, and (2) all girders tested demonstrated a definite capability to maintain strength 61 REDACTED VERSION

Mage 1UU Or 1114 with increase in deflection beyond yield. The latter characteristic satisfies the traditional demand of professional consensus documents for cases where the loads may be dynamic and/or not known closely.1. Introductory Remarks Since the publication of Abrams's monumental study of bond between concrete and steel 1 the engineering profession has been aware of the fact that, in transferring stress to concrete, deformed bars tend to cause bursting stresses in the concrete.

The cracks caused by bursting stresses reach the surface of the concrete in which a deformed bar is embedded in a random pattern and tend to parallel the bar causing the stress. Their appearance on the surface of the concrete is a cause for concern.What if such cracks develop without the influence of bursting stresses related to bond? How much bond stress can a reinforcing bar develop in cracked concrete with the cracks approximating the trajectory of the bar? The experimental investigation described in this report was undertaken to answer this question within a limited domain of variables: "If lap splices of#11l Grade 60 bars with three-in, cover happen to be in concrete having laminar cracks along the plane of the splices, what is the limit to the tensile force that can be transferred from one bar to the other?" The investigation was carried out at Bowen Laboratory for Large-Scale Civil Engineering Research, West Lafayette, IN. to address this question.2. Object and Scope The object of the investigation reported was to study the effect of cracks on the strength of lapped splices of#11l Grade-60 reinforcing bars embedded in concrete.

The cracks in question are laminar cracks, or cracks that lie in a plane that coincides with or is parallel and close to the axis of the spliced bars. The fundamental question for the investigation was to determine what level of tensile stress spliced #11 bars could develop if the surrounding concrete already has such cracks.The test specimens were of a type used usually for testing splices (Fig. 1). They were large-scale girders with rectangular sections.

They were simply supported at two points equidistant to the center of the specimen and loaded at two points, outside the reactions, also equidistant to the center of the specimen.

A total of 12 specimens were tested under static loading, test durations ranging from three to six hours. Six of these (Series A) had 120-in splices (nominally 85 bar diameters) and the remaining six (Series B) had 79-in splices (nominally 56 bar diameters)..

In each of series A and B, loading was applied continually to failure in two test girders. In the remaining four, loading was first carried to or beyond yielding.

Then the load was reduced to zero to be increased again until failure occurred.Abrams, Duff A., "Tests of Bond between Concrete and Steel," Bulletin #71, Engineering Experiment Station, University of Illinois, Urbana, 1913, 245 pp.71 REDACTED VERSION

wags JUl10? 1'14 Concrete strength was not a planned variable in the program. For the test girders with the 120-in splices concrete strength, determined using standard 6x12-in. cylinders, varied from approximately 5000 to 6000 psi. For those with 79-in. splices, it varied from approximately 4500 to 5500 psi (Table 1).Appendix 1 includes details about the tests of concrete samples.Yield stress and strength of the #11 bars were determined to be 66 ksi and 103 ksi, respectively.

Limiting strain, measured over a gage length including the part of the bar that fractured, ranged from 14 to 19 %(Table 2).In addition to load and deflection measurements, crack patterns and widths as well as longitudinal and transverse deformations of the test girders were recorded.

Failure characteristics of the test girders were captured by a high-speed camera operating at 5,000 frames per second.Following sections contain brief descriptions of the materials, construction and instrumentation of the test girders. Detailed information on those topics is provided in the appendices of this report. The observed behavior of the test girders is described in terms of measured load-deflection relationships, recorded crack-width developments, and calculated reinforcement stresses.2.1 Experimental Outline As mentioned in the preceding section, two series of six tests were conducted, one with 120-in, splices and the other with 79-in, splices. Specimens A were cast in groups of three on 17 April 2012 and on 24 April 2012. Specimens B were also cast in groups of three, the first cast being on 10 April 2012 and the second on 30 April.Because of the concern resulting from early cylinder tests that the concrete strength might surpass 6,000 psi at the intended time of test, specimens of Series B were tested first, during the period 10 through 25 May 2012. Specimens of Series A were tested afterwards during the period 30 May through 8 June 2012. Test dates are listed in Table 1.The planned variables in the tests were the length of the splice (79 or 120 in.) and the loading program.Two specimens in each series were subjected to increasing applied loads at each loading stage of 6, 12, 18, 24, 30, and 36 kips. Above 36 kips, load increments were determined by measured displacement.

Four of the specimens in series A were subjected to loading in increments of 6 kips to yield and then to a mid-span deflection of 0.9 in, unloading, and reloading to failure. In series B, the four specimens were loaded to 36 kip in 6-kip increments, unloaded, and then loaded to failure.Load and deflection measurements were obtained continuously in each test. Deflections were also measured by dial gages whenever loading was stopped. An Optotrak tracking system was used to measure deformations of the girder after each load increment until there was a threat of failure. Crack patterns and widths were recorded up to a loading stage which was considered to be safe for those making the measurements.

This limit, stated in terms of applied load, varied from 30 to 41 kip. Still photographs of the test specimen were taken at all loading stages.Profile dimensions of the specimen in Series A and B are shown in Fig. 2 and 3 REDACTED VERSION

UU1b-UUU -'age "1U2 0!" 1114 Properties of the girder cross section were based on four considerations.

The first was to have more than one lap splice to simulate the interaction of adjacent lap splices. Two splices were used.The second was to have a minimum cover of 3 in. that translated to a clear distance of 6 in. between the two splices and led to a cross-sectional width of (4x3+4x1.41) in. The width of the girder section was made 17 5/8 in.The third was to produce a bursting crack in the horizontal plane that would intersect both splices. To increase the probability of a bursting crack in the horizontal plane and given that cracking tends to occur in the direction in which cover is smaller, the desired minimum side cover of 3 in. was used on the outside bars of the splices and a cover of 5 in. was used on top.The fourth condition was to make sure that with four #11 bars the section would have a moderate reinforcement ratio not exceeding 1.5 %. An overall depth of 30 in. satisfied that requirement.

The resulting cross-section is shown in Fig.4. Girders of Series A and B had the same-cross sectional dimensions and the same reinforcement.

Each girder in series A had a total length of 39 ft .The lap splice length was 120 in. as indicated in Fig. 2. Ends of the splice were each at three ft from the closer support.The cantilevered portions of the girder measured li ft 6 in. in length. Loads were applied on each cantilever segment at 10 ft from the support.Each girder in series B had a total length of 34 ft 4 in. Length of the lap splice was 79 in. and was located as shown in Fig. 3. The ends of the splice were each at three ft from the closer support. The cantilevered segments of the girder were 10 ft 10 1/22 in. long. Loads were applied on each cantilever segment at 9 ft 8 '1/2 in. from the supports.To make certain that shear or bond problems did not occur in the cantilevered segments of the girder, they were equipped with post-tensioned external stirrups comprising pairs of 3-in, channels at each end and two 5/8in-diameter rods. Figure 4 shows the external stirrups.

There were 12 of them on each cantilevered segment placed at equal spacing. Post-tensioning forces in the external stirrups were not measured.Measured dimensions of test specimens and test setup, obtained before testing, are listed in Appendix 2.Load was applied through the use of two 60-kip hydraulic center-hole rams near each end of the girder.The rams were supported by a custom-built steel channel. One of the rams on each side was in series with a load cell. A l0x4-in, tube supported the two rams.REDACTED VERSION bbW-UUU-Ltii-(.PL.-UUUllb-UUU

-'age IU3 O 1 1114 3. Materials (a) Concrete Concrete used in the specimens was mixed and delivered to the laboratory by Irving Materials Inc. of West Lafayette, IN. Each girder and related cylinders were cast using concrete from a single truck. The mix proportions by weight were SComponent Weight of Component

/ Weight of Cement Cement 1 Fine Aggregate

2.4 Coarse

Aggregate (max. size = 11/4/ in.) 2.6 Water 0.55 Target air entrainment was 5%. As concrete was being placed, temperature, air content, and slump of the mix were measured.

Air temperature was recorded.

Target moist curing was seven days but the curing period was reduced for some specimens as a result of early cylinder tests that indicated high strength .Detailed information for each casting is included in Appendix 2. Information about curing is given in Appendix 3.(b) Steel All #11 reinforcing bars came from the same heat. Stress-strain properties of the bars are included in Appendix 4.4. Observed Relationships between Applied Load and Deflection Figures 13 through 24 contain the measured load-deflection relationships of the 12 test girders. The reported deflection is the relative movement (deflection up considered to be positive) of girder mid-span with respect to the supports.

The reported load is the load applied near the end of the cantilever section.It is important to note that a direct comparison of the measured load-deflection curves of girders in series A and B is not justified because of (1) the difference in middle spans (16 ft for girders A and 12 ft 7 in. for girders B), (2) the slight difference in the lever arms of the applied loads (10 ft for girders A and 9 ft 8 1/ in. for girders B) and (3) the difference in the initial selfweight moment (45.8 kip-ft for girders A and 41.7 kip-ft for girders B).All load-deflection curves measured had two common characteristics:

(1) Yield moment of the section was developed after appearance of laminar bursting cracks at low loads and at zero load in the case of the reloaded girders, and (2) all girders tested demonstrated a definite capability to maintain strength with increase in deflection beyond yield. The latter characteristic satisfies the traditional demand of professional consensus documents for cases where the loads may be dynamic and/or not known closely.Considering the Series A girders only, the similar behavior of A2 and A3 is not unexpected.

These girders 101 REDACTED VERSION

h'age 1U4 ot 1 114 had similar reinforcement, similar concrete strength ( 6030 and 5890 psi), similar spans and they were loaded to failure similarly.

In both cases failure was initiated by failure of concrete in flexural compression after yielding of reinforcement at the supports.

It is of interest to note that the overall behavior of test girders Al, A4, A5, and A6 that were loaded, unloaded, and reloaded to failure differed very little from those of A2 and A3 even though the failures of these four girders were initiated by bond.In fact one could not identify easily the ones that were reloaded by studying the shapes of the envelope curves. Girders in series A all had the same yield deflection (approx. 1/2/ in.) and similar maximum mid-span deflections (ranging from 1.4 to 1.8 in.).Inspection of Fig. 19 through 24 yields similar conclusions for the responses of girders of series B. For this series, the yield deflection was approximately 1/3 in. and maximum deflection ranged from a little below 0.5 in. (Girder Bi) to above 0.6 in. (Girder B6). The range in concrete strength from 4460 to 5460 psi would not be expected to have a perceptible influence on the yield deflection.

The three test girders with relatively low concrete strengths (Girders Bi, B2, and B3) did have the lower maximum deflections but the maximum recorded value of "'0.47 in. for Bi with a concrete compressive strength of 4460 psi was not that much lower than that of B5 that had a concrete compressive strength of 5260 psi (0.55 in.)Maximum applied loads for series A ranged from 42 to 44.1 kip. This range was from 39.7 to 40.6 for series B. In fact, on the basis of maximum applied load alone, it is hard to discriminate the results for series B vis-a-vis those of series A.The narrow ranges of measured peak loads indicate consistency and that the sample size (6 repetitions) was proper.5. Crack Development Changes in crack patterns and widths were recorded in detail and are reported completely in Appendix 7. Observed development of flexural crack patterns and thicknesses was consistent with what is normally expected in reinforced concrete beams responding primarily to flexure. As seen in Fig. 6, flexural cracks occurred at a spacing of approximately twice the top cover or ~'10 in. It is also seen that the cracks near mid-span did not reach as far towards the compressed edge of the girder as the ones near the support. This was an indication that the lap splice was effective, with most of the force transfer occurring.near its ends as discussed later. All four bars were participating in load resistance.

In the range of linear response to flexure, the neutral axis depth increases with increase in the reinforcement ratio. Even though the total tensile force in the reinforcement at mid-span was comparable to that at the support, the amount of reinforcement was twice as much. This was reflected in the relative lengths of the flexural cracks at mid-span and at the support.Examples of crack patterns observed are shown in Fig.7 through 12 and Appendix 11.REDACTED VERSION

H'age 1Ub at 1114 Cracks of primary interest in this study are those caused by the bursting stresses related to high bond demand. Appendix 7 contains records of their development in detail for every one of the 12 girders tested.Figure 6 that shows typical flexural cracks also shows the bursting cracks that traverse the beam surface horizontally at or near the level of the reinforcement.

A descriptive metaphor for their formation is provided by visualizing the bars as thin walled pressurized tubes embedded in concrete as illustrated in Fig. 25 The internal pressure causes circumferential tensile stresses in the concrete around the tube that decrease with distance as shown ideally in the figure. The crack is initiated in the weakest plane which corresponds to the plane resulting in the minimum cover. The crack is initiated in the immediate surface of the tube and progresses out as the pressure in the tube increases.

It is also relevant to note that a bursting crack can exist next to the reinforcement but not be visible on the surface of the girder.The projection of this metaphor to the test girders suggests that the bursting crack would occur on a horizontal plane intersecting the reinforcement and that the surface width of the crack is likely to be smaller than its width next to the spliced bars. It also provides an introduction to develop an understanding of the bond phenomena observed in the test girders by combining three sets of measurements:

(1) Longitudinal strain distribution at reinforcement level, (2) vertical deformation of the girder, and (3) distribution of widths of the bursting cracks.The first two sets of data were obtained from movements of targets attached to the test girder and monitored using the Optotrak, an optical system for determining the coordinates of the targets in three dimensions.

The locations of the targets in specimens of series A and B are shown in Fig. 26 and 27.The distributions of measured strain along the splices are shown in Fig. 30 through 33. Figures 30 and 31 contain the data from the initial loadings.

Figures 32 and 33 include the data from reloadings of four of the girders in each of series A and B.Despite the inherent scatter, the longitudinal-strain data show that there was a dominant pattern in strain distribution along the splice. In the first loadings, rapid change in strain occurred primarily in the outer 20-in, segments of the splice as indicated by the slopes of the plotted curves in Fig. 30 and 31.Recognizing that the bars within the splice remain in the linear range of response, the slope of the strain distribution becomes a measure of the rate of stress change. Optotrak measurements identify that the critical segments of the splice where most of the force transfer from bar to bar took place were the outer 20-in, lengths.Because four girders in each series were unloaded and reloaded, Fig. 32 and 33 contain four plots. These sets of data confirm that, in general, the middle 80 in. of the 120-in, splices and the middle ~40 in. of the 79-in, splices were essentially inert.Measured vertical deformations of the test girders are shown in Fig. 34 and 35. The results included in these figures confirm that the regions of relatively large vertical deformation occurred in the outer 20 in.of the splices for both the 79 and 120-in, splices. An aspect of these vertical-deformation measurements is of special interest.

Normalweight-aggregate concrete is expected to have a short-time tensile-strain 12i REDACTED VERSION bt)Y:-UUU-(iS3-ULUI(-UUUltb-UUU I-'age luti OT 1114 capacity not exceeding 0.0002. The vertical deformation measurements were made over a gage length of 26 in. Any reliable measurement of tensile extension exceeding 0.005 may be interpreted to indicate the presence of cracks. It is plausible to infer from Fig. 34 and 35 that bursting cracks did exist in the outer 20-in, segments of the splices. Most of the tensile force transfer between the spliced bars occurred in splice segments with bursting cracks.In the following paragraphs, measured widths of bursting cracks are discussed with perspectives provided by the horizontal strain and vertical deformation measurements made.Lacking a generally accepted index value such as the intensity scale used for earthquake damage to Organize and define data susceptible to scatter, the main generalization that can be made about crack-width observations made in this study is that measurable (0.005 in. or more in thickness) bursting cracks of limited length (six to 12 in.) occurred at low loads on the order of one fourth of the maximum load resisted.

Bursting cracks reached levels in excess of 0.1 in. at loads approaching the maximum load. At such levels of load, bursting cracks meandering along the level of the reinforcement covered virtually the entire test span. Representative bursting cracks are shown in Fig. 38 and 39.To organize the observed bursting-crack widths for discussion, it was decided to divide the middle span into six regions A through F as shown in Fig. 28 and 29. The selection of the lengths of the regions was influenced by the arrangement of the Optotrak targets (Fig. 26 & 27). Selected lengths of regions A through F are shown in Fig. 28 for series A and in Fig. 29 for series B.Maximum widths of the horizontal cracks in the selected regions at selected values of the applied load are shown in Fig. 40 through 51. The horizontal-axis legend shows the distance from mid-span to the center of the region in inches. The legend on the right-hand side of the plot indicates the applied load at which the readings were recorded.

The numbers at the peaks of the "cones"~ indicate the maximum crack width in thousandths of an inch.Given the randomness of the tensile strength of concrete and the tensile-stress demands set up by bond, one does not expect uniform results in the charts shown in Fig. 40 through 51. Nevertheless, certain trends may be inferred from the charts. Again, the bursting cracks were wider at the splice .ends and at the supports.

These trends are confirmed by the vertical deformations shown in Fig. 34 and 35.Comparisons of measured vertical deformations and measured cracks widths are shown in Fig. 52 and 53. At the maximum loads shown in Fig. 40 through 51, the maximum crack width reached 0.15 in. (Fig.40).Bringing together the observed data from measurements of longitudinal strain, vertical deformation, and crack-width distribution, it becomes clear that most if not all of the force transfer in the splice took place in regions with bursting cracks. With that knowledge, the mean unit bond strength evaluation on the basis of assuming the bond stress to be distributed uniformly along the splice would seem irrelevant.

However, to place the results obtained in the realm of common practice, unit bond stresses were calculated.

The mean unit bond strength obtained from the tests was for the 120-in splices and 4.44/f. for the 79-in splices. The decrease in mean bond strength with increase in length of splice is REDACTED VERSION bbEiJ-UUU-Ubi;-USILU-UUUIb-UUU Page 1U/ ot 1114 consistent with the observation that most of the stress transfer through bond occurred within approximately 15 bar diameters from each splice end. It is of interest to note that the ratio of the observed mean bond strengths, 0.70, is close to the ratio of the splice lengths, 0.66.6. Maximum Reinforcement Stresses Attained As documented in detail in Appendices 5 and 6 maximum tensile stresses achieved at the ends of the splice were computed based on the moment at the end of the splice and cross-sectional properties of the test girder. Fig. 54 shows the distribution of bending moments. The calculated stresses are shown in Table 3.The minimum tensile stress attained in the reinforcement at the end of the splice was 69 ksi (Test Girder 82) and the maximum was 80 ksi (Test Girders A2 and A3)7. Conclusions Two girders in each of Series A and B were loaded monotonically to failure.Four girders of series A were loaded to a deflection of 0.9 in. (approximately twice the yield deflection) and the unloaded to be reloaded to failure. Four girders of series B were loaded to yield, unloaded and reloaded to failure.At the start of reloading, lengths of approximately 15 bar diameters at each end of each splice were populated with bursting cracks along the splices. Most of the force transfer between spliced bars occurred within these lengths.The two series of tests conducted were designed to address the question:

what is the limit to the tensile force that can be resited by lap splices of #11 Grade 60 bars with three-in, cover and in concrete having laminar cracks near the plane of the splices? In both series, laminar bursting cracks formed at a fraction of the yield load in all test girders. The difference between the strength and behavior of the girders loaded directly to failure and those unloaded after reaching or exceeding yield and reloaded was negligible.

The existence of laminar cracks at the beginning of loading did not change the strength of the splices. The ratio of the limiting deflection to the yield deflection was approximately three in Series A with 120-in, splices and two in Series B with 79-in, splices.As listed below and illustrated in Fig. 55, maximum reinforcement stresses in the test girders loaded to failure after having been loaded to develop bursting (laminar) cracks and reloaded differed negligibly from those in girders loaded monotonically to failure.141 REDACTED VERSION bOWi-UUU-UUi-U~U-UUUTh-UUU Hugs ThU 0? ~1'I4 Test Girder Type of Loading A2 A3 B1 R4 Al A4 A5 A6 B32 133 135 136 Mo noto nic Monotonic M onoto nic Monotonic Maximum Reinforcement Stress at Splice End 79 ksi 80 ksi 71 ksi 70 ksi Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking 79 ks~i 79 ksi 79 ksi 77 ksi 69 ksi 70 ksi 72 ksi 72 ksi 15 s REDACTED VERSION

I-age 1UY ot 1114-TAB LES Table 1 Concrete Test Girder Cast Tested Concrete Concrete Lap Length Designation Compressive Splitting Strength Cylinder Strength psi psi in.Al 17 April 2012 4iJune 2012 5270 480 120 A2 17 April 2012 1 June 2012 6030 500 120 A3 17 April 2012 30 May 2012 5890 480 120 A4 24 April 2012 8iJune 2012 5110 440 120 AS 24 April 2012 7iJune 2012 5240 440 120 A6 24 April 2012 5iJune 2012 5490 450 120 Bi 10April 20l2 i0OMay 2l012 4460 450 79 B2 10 April 2012 23 May 2012 4800 480 79 B3 10 April 2012 21 May 2012 4780 420 79 B4 30 April 2012 14 May 2012 5460 490 79 B5 30OApril 20l2 17 May 2012 5260 480 79 B6 30 April 2012 25 May 2012 5230 450 79 Table 2 Reinforcement 161 REDACTED VERSION bb'Wi-UUU-UU-SI-UL-UUU1W-UUU i'age 11U 0a" 11 Bar Designation

1. 11 Nominal Diameter, in. 1.41 Nominal Area, in 2 1.56 Nominal Perimeter, in. 4.43 Unit Weight, lbf/ft 5.31 Yield Stress*, ksi 66 Strength*, ksi 103 Limiting Strain in 8 in., % 14,18,19* Note: means from tests of three coupons 171 REDACTED VERSION age 11 1 OT 1 114 Table 3 Summary of Results Test Girder Concrete Concrete Lap Maximum Maximum Maximum Caic. Caic.Designation Splitting iCompressive Length Applied Moment Moment Reinf. Reinf.Strength Strength Load at at Stress Stress (Tensile)

Support Splice at at End Support Splice End psi psi in. kip kip*ft kip*ft ksi ksi Al 480 5270 120 43.5 481 470 81 79 A2 500 6030 120 44.1 487 476 82 80 A3 480 5890 120 44.1 487 476 82 80 A4 440 5110 120 43.3 479 468 81 79 A5 440 5240 120 43.4 480 469 81 79 A6 450 5490 120 42.0 466 455 78 77 Bi 450 4460 79 39.5 425 417 72 71 B2 480 4800 79 38.9 419 419 71 69 B3 420 4780 79 39.7 427 419 72 70 B4 490 5460 79 39.7 427 419 71 70 B5 480 5260 79 40.6 436 428 73 72 B6 450 5230 79 40.6 436 428 73 72 18j REDACTED VERSION

I-age 1 1Z OT 111l4 FIGURES-A4.pp/ed Load Length, of Lap Splice Support Figure 1 Overall Properties of The Test Girders i~j REDACTED VERSION 191

)bj6-UUU-UJ-UW'-U-UU~lt-UUU t"age 11L JOf 1114 Externa Shear Reint A\I Load Cell HYd. Ram hi liii rB I II 1.1 L L LLi W"-~ e~JI l__ _ _I'6 4 l77 L B L-1'6 3' -- --10 --- ---4-1--- (f -----(Lap Spice Leungth)39.-1 Figure 2 Test Girder, Series A E Sear RnalXlrB Hyd. Ram-L Eli iitimmiimr izEtflflELhl

~-9'-8.5" -3'L B 3' I-.-.5-- 9---5"[-- Tr Bea (Lap Splice Length)34-4" Test Senies B Figure 3 Test Girder Series B 201 REDACTED VERSION 2ol

rfage 1 14 OT 1l14#11"--r Dia.B-B 30"A-A Figure 4 Cross-Sectional Dimensions of Series A and B Girders 1I-gure b i-notograpn oT une oT i ne cantlleverecl begments or #A i est uircuer 21 REDACTED VERSION 211 Figure 6 Flexural Cracks and Bursting Cracks 221 REDACTED VERSION Figure 7 West Elevation ot Test CGirder A4. Initial Loading. Applied Load = 3b kip tGirder A4. Initial Loading. Applied Load = 36 kip 231 REDACTED VERSION Figure 9 West Elevation of Test Girder A4 Reloaded to 36 kip-U I~ .. UI Figure 10 East Elevation of Test Girder A4 Reloaded to 36 kip 241 REDACTED VERSION Figure 11 West Elevation of Test Girder A4 Reloaded to 42 kip Figure 12 East Elevation of Test Girder A4 Reloaded to 42 kip 25l REDACTED VERSION Test Girder Al 50 45 ..40-' 2520 5.0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Deflection, in.Figure 13 Load-Deflection Plot for Test Girder Al 26[REDACTED VERSION

, Test Girder A2 50 45 .... ' .... .40 "U 30 30 /-I 25.~20 5 0 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Deflection at Mid-Span, in.Figure 14 Load-Deflection Plot for Test Girder A2 271 REDACTED VERSION TEST GIRDER A3 50 45_. , ,, , ,, *40 3.530-o"._-_ 20 10s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 15 Load-Deflection Plot for Test Girder A3 281 REDACTED VERSION Test Girder A4 50 45___30..J 25._ 20 g._ _-_ __ _ ___ __ _ _0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 16 Load-Deflection Plot for Test Girder A4 z9j REDACTED VERSION Test Girder AS 50 45 ...40 -_____"='

___" _ "_____-', 25, -20 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 17 Load-Deflection Plot for Test Girder A5 3oj REDACTED VERSION Test Girder A6 50 45 40- -..35___ 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 18 Load-Deflection Plot for Test Girder A6 311 REDACTED VERSION Test Girder B1 50 40

• 0 o.2 15 0-0.00 Figre 9 LadDeflection alt Mid-Tspan Gin. eB 0.60 0.70 0.80 Figure 19 Load-Deflection Plot for Test Girder Bi 321 REDACTED VERSION Test Girder B2 45 40 35 30 125 10 5J*0 Figre 0 LadDeflection alt Mid-tspan GindeB 0.6 0.7 0.8 Figure 20 Load-Deflection Plot for test Girder B2 331 REDACTED VERSION Test Girder B3 45 40 35 30 125 10 15 10/0 0.1 Figre 1 LadDeflection alt Mid-Tspan Gin. eB 0.6 0.7 0.8 Figure 21 Load-Deflection Plot for Test Girder B3 REDACTED VERSION Test Girder B4 50 45 40 35 30-J 2520 15 10 5 0 Figre 2 LadDeflection alt Mid-Tspan Gin.eB 0.6 0.7 0.8 Figure 22 Load-Deflection Plot for Test Girder B4 3sl REDACTED VERSION Test Girder B5 50 45 40 35"i 30 20 15 10 5 0 0.00 0.10 0.60 0.20 0.30 0.40 0.50 Deflection at Mid-Span, in.0.70 0.80 Figure 23 Load-Deflection Plot for Test Girder B5 361 REDACTED VERSION Figure 24 Load-Deflection Plot for Test Girder B6 371I REDACTED VERSION

..4 .4 ...' "Z S 4.. .4 ",* A"*, ,4* .4 4 4* ..1 4.4.'7 4 a*. '3'4.4.4.* .a.* '3* '7 A A 4 4 ¢*Figure 25 Qualitative Illustration of Internal Stresses Leading to Bursting Cracks 381 REDACTED VERSION F F***4,'U'U lW lu u

• w 1--1.4 Nw~'1 I I I I-- __ _ L _,I. ._-_I. -._- E -. .-,, I .= -- , .I -+ L*l-----------

4 ~ I ~- I ~ I I

• I I I I ~1 -U I ~- I I- I ~ I -+ I, , la)! :1 :

_ 4@5 .) -] IO'10u.16*ad Figure 26 Optotrak Targets on Series A Girders 391 REDACTED VERSION 4-I '1 A N 11 P I U'7 NB 40 441E4*4E 45 ,5-4~I~q-F-q~I-4 I 4 1 I 1: I I 41 -4 I -I I-4 I -~ U -I I I~4 I -~ I m m m m m = -C",--~ I -II 4 I -I I-~ I -,E -I I 1-41 -~ I -m m m m m = -I I ifl iF*J S*f7v ~ i#5 m4 Noiti I'4 0"1 1 * -E .i I I ,~ I I k. I ,-, U -I. I 14 I I. ---= I u Front -z N9 12 1I __.Fiue2 po trkTresolSre idr 401 REDACTED VERSION DbUS-UUU-LUd3-G~t--UUUlth-UUU

-'age 1J4 ot 1114 Series A C A B D E F I_ _1 .... I ... 1~ 1 I End o4 Splice-fz~zz~---- 4ft 2in. --.-j--- 4ft 2in. ----lft 8in l ft 8in -2 ft 2in. --j--+ --2ft 2in.16 ft Figure 28 Selected Regions for Maximum Bursting Crack Widths in Series A Girders Series B I A 8 C D E F I I11111111-

... ... ..Ii I I I I I I I It ir- , "- "- -_I 1-I&,d a Splice.4-.~ft 2ft5t 6/n-lft7in lfthin--4--- 2f :2 t2/2in 31 122 7 in Figure 29 Selected Regions for Maximum Bursting Crack Widths in Series B Girders 411 REDACTED VERSION

l-'age 1~3b at 1 114.0 a, so a,.0 a, 5<Distanoe to M idspan [in.]Distance to Midspan [in.]...0kip-2 kip S24 kip-36 kip 64 41 kip... kip-- 2kip>(~E24 kip-36 kip 14 41 kip.0f.0 a, so a,-5o...0kip-- 12 kip S24 kip-36 kip 50 Distance to Midspan [in.]-50...0kip-- l2 kip S24 kip i 36 kip 6440 kip Distance to Midspan [in.]s0.0 a, (3'0 so~0 C.0 a, C-5 (3 so 0C n Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- 12 kip S24 kip-36 kip 64' 40 kip...Okip--12 kip>eE24 kip-36 kip 64 40 kip 421 Figure 30 Longitudinal Strains'at Level of Reinforcement, First Loading of Series A Girders 421 REDACTED VERSION

I-'age 1ib Ot 1 114.7 ii.0 S Os a, Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- 12 kip S24 kip 8O 30 kip-36 kip... kip-- 12 kip> 24 kip@O 30 kip-36 kip.0 04"S.0 00 S'4 a 20 4-40 -20 Distance to Midspan [in.]...Okip-- 12 kip N--X 24 kip CO 30 kip-36 kip-40 -20 0 20 40 Distance to Midspan [in.]... kip--l2kip S24 kip Oe 30 kip-36 kip Test Girder B-5 Ld = 79 in.).0 Os.0'.2'4 a, a Distance to Midspan [in.]Distance to Midspan [in.]... kip-- 12kip S24 kip 8B 30 kip-36 kip... kip-- 12 kip S24 kip ee 30 kip-36 kip 431 Figure 31 Longitudinal Strains at Level of Reinforcement, First Loading of Series B Girders 431 REDACTED VERSION bbt:i;-UUU-Ud;i-UEU--UUU1Us-UUU P~age iii oT" 1114 05 C No Reload Distance to Midspan [in.]...0kip-- l2kip e<24 kip-36 kip fl42 kip C 0 0 No Reload-5t...Okip-l2 kip>--( 24 kip-36 kip fl@ 42 kip 50 Distance to Midspan [in.].5 Os-J C 5<Cd)a 0 S CM.5 05 C 0 Distance to Midspan [in.]Distance to Midspan [in.]...0kip --- l2 kip EX24 kip-36 kip fl 42 kip...Okip-l2 kip e*24 kip-36 kip fl41 kip Figure 32 Longitudinal Strains at Level of Reinforcement, Reloading of Series A Girders REDACTED VERSION

I--'age 1i 15ot 11"14 Test Girder B-2 (Ld = 79 in.)C7 No Reload-40 -20 25 45 Distance to Midspan [in.]...Okip-- 12 kip S24 kip-36 kip Test Girder B-3 (Id = 79 in.)C'C*04'0 C No Reload Distance to Midspsn [in.]...Okip-- 12 kip S24 kip-36 kip Test Girder B-5 Ld = 79 in.)Test Girder B-6 (1d = 79 in.)CO C'C C Os C'C C C 40 Distance to Midspan [in.]Distance to Midspan [in.]...0kip-- 12 kip S24 kip--32 kip...Okip-- 12 kip S24 kip-36 kip Figure 33 Longitudinal Strains at Level of Reinforcement, Reloading of Series B Girders 4s1 REDACTED VERSION bi-UUU-U~i-U~ti-UUU1b-UUU I-sage 1~ 011114 Test Girder A-i (Ld = 120 in.)Test Girder A-2 (Ld =120 in.).0>.0 i Distance to M idspan [in.]Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip41 kip...0kip-- t2 kip ses 24 kip-36 kip 6, 41 kip Test Girder A-4 (Ld =120 in.).0 C Teat Girder A-3 (Ld = 120 in.)0.1 0.05*0.-55 Distance to Midspan [in.]50 Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip....O0kip*--12 kip S24 kip-36 kip 6440 kip Teat Girder A-5 (Ld = i20 in.)Teat Girder A-6 (Ld = 120 in.).0 C.0 CO-50 55-50t 55 Distance to M idspan [in.]Distance to Midspan [in.]Okip i2kip~E~E 24 kip-36 kip 64 40 kip...0kip--12 kip24 kip-36 kip 6440 kip Figure 34 Transverse Deformations, First Loading of Series A Girders 461 REDACTED VERSION

I-age 14U. OT 1114.0 0 0.01 Test Girder B-I (Ld =79 in.)...............

-40 .-00 20 40 Distance to Midspan [in.]...0kip--12 kip S24 kip Oee 30 kip-36 kip Test Girder B-2 (Ld =79 in.).0 C=0-40 -20 20 40 Distance to Midspan [in.]...0kip-- I2kip e<24 kip OSS 30 kip-36 kip.0 0 0*0 Test Beam B-3 (Ld = 79 in.)0.I Test Girder B-4 (Ld = 79 in.)0..0 C-40 -20 0 Distance to Midspan [in.]...Okip-- 2kip M'-< 24 kip 0.0 30 kip-36 kip 20 40-40 -20 0 Distance to Midspan [in.]...0kip-2 kip S24 kip O.e 30 kip-36 kip 3338 kip 20 40 Test Girder B-5 (Ld = 79 in.).0 0=0 0.l.0 0=40 0.0 Test Girder B-6 (Ld = 79 in.).Z I-40 -20 20 40 Distance to M idpspa [in.]...0kip-- l2 kip~X24 kip O.e 30 kip-36 kip-40 -20 0 Distance to Midspan [in.]...Okip-- 12 kip S24 kip CC 30 kip-36 kip 20 40 Figure 35 Transverse Deformations, First Loading of Series B3 Girders REDACTED VERSION

I-age 141 OT 1'114 Test Girder A-I (Ld = 120 in.).51 No Reload Distance to Midspan [in.]...0kip-- 12 kip S24 kip-- 36 kip mm42 kip Test Girder A-4 (Ld =120 in.)5..51 C No Reload Distance to Midspan [in.]...0kip-- 12 kip N- 24 kip-- 36 kip 60'42 kip Test Girder A-5 (Ld = 120 in.)Test Girder A-6 (Ld = 120 in.).51 Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- t2kip S24 kip-- 36 kip 60'42 kip...Okip-2 kip S24 kip-- 36 kip 041 kip 481 Figure 36 Transverse Deformations, Reloading of Series A Girders 481 REDACTED VERSION

rage 142 or 1114.Test Girder B-2 (Ld = 79 in.).C oE-n 0.0I No Reload 40-40 -20 20 45 Distance to M idspan [in.]...Okip-- 12 kip S24 kip-36 kip Test Beamn B-3 (Ld =79 in.)C;>0.t 0.05'-40 -00 20 No Reload 40 Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip Test Girder B-5 (Ld =79 in.)Test Girder B-6 (Ld = 79 in.).C S Si C C S 45 0.1 0.0i 0.05--A 0-40 -20 20 40 Distance to Midspan [in.]S..0kip-- 12 kip S24 kip--32 kip-40 -20 0 Distance to Midspan [in.]S..0kip-- 12 kip24 kip-36 kip 20 40 Figure 37 Transverse Deformations, Reloading of Series B Girders REDACTED VERSION

I-'age 143$ 0O1" 114 Girder A-i. Load = 36 kiD (reload).Girder A-3, Load = 36 kip.A-5, Load = 4u Kip. uiraer /A-b, Loaa = 4b Kip ireioaa, Figure 38 Representative Cracks, Test Series A.501 REDACTED VERSION bb=J..-UUU-UdJL:-UtUL-UUUIb-UUU M-age 144 OT 1 114 Girder B-3, Load = 36 kip (reload).

Girder B-6, Load = 36 kip (reload).Figure 39 Representative Cracks, Test Series B 51l REDACTED VERSION

-UUUI b-UUU I-'age 0! 1114 A-I Maximum Widths of Bursting Cracks 160 140-J120 N 8060 .... 20 ....0-100 ink--11-36 k-*--38 k---*--41 k--k -Reload-,0-36 k -Reload-801 in -6(0 in -40 in -20 in 0 in 21) in Distance from Midspan 40 in 60 in 80 in (O)0in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 40 Recorded Maximum Surface Widths (in thousands of an inch) (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-i.A-2 Maximum Widths of Bursting Cracks 70. .. ..60-50 S40 I- 30-a 20 10-4-- 30 k-m--36 k*38 k-,r---41 k 0 .. ....... .................. ........... ..... ...... ..............-100 in -50 in -6(1 in -40 in -20 in 0 in 20 in 40 in 60 in 80 in Distance from Midspan 100 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 41 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-2.521 REDACTED VERSION 30i-UUU-U(J-t-LUIL-UUUIb-UUU 1-'age 0t 1 114 A-3 Maximum Widths of Bursting Cracks 40 35 30 25 S20.m 15-.-I- 14 k30k-*-36 k-i00 in -80 in -60 in -40 in -20 in 0 in 21) in Distance from Midspan 40 in 60 in 80 in l O i Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 42 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-3.A-4 Maximum Widths of Bursting Cracks 1 01 0 0 ... ... ... .. .... ... ....... .. .. ... .. .... ..... .... .... ......... .. ... .. ...90__80= 70.g 60 so40 S30 20 10-4--30k-536 k 38 k-*-40 k-"-0 k -Reload-436 k -Reload-100 in -80 in -60 in -40 in -20 in 0 in 20 in 40 in Distance from Midspan 601 in 80 n 100 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 43 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-4 s I REDACTED VERSION

F-'ge 14/ Ot 1114 A-5 Maximum Widths of Bursting Cracks 9070'p 60 .........

...20 10 0-100 io -8(0 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan-430 k-U-36 k-*L-- 38 k40 kk -Reload-@36 k -Reload 40 in 60 in 80 in 0 0 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 44 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-5.A-6 Maximum Widths of Bursting Cracks 7 0 ... .... ... ...: ...... .... .. ... ..60 O40 I-30-0 20 10k--11--36 k-*-- 38 k-->(-40 k--k -Reload--4--36 6 -Reload-I00 in -80 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan 40 in 60 in 80 in I00 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 45 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-6.REDACTED VERSION I-sage 1 ot 1114 B-I Maximum Widths of Bursting Cracks 40 025 ......--2 0 .. ..........

....-80 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan--4-- 18 k--U!- 24k--e- 30 k-a----36 k 40 in 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 46 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-i.B-2 Maximum Widths of Bursting Cracks 4 0.. .... ........ ... ... ....35 30"6 2520----30k-Ull- 36 kk-* Reload--)<'-36 k -Reload-80 in -60 in -40 in -20 in 0Sin 20 in 40 in 60 in 80 in Distance from Midspan Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 47 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-2.5 I REDACTED VERSION D

I-'age 14Sf Ot ii 14 B-3 Maximum Widths of Bursting Cracks 30 B2o 15 10-80 in-.-30 k--,U-36 k..k -Reloadk -Reload-60 in -40 in -20 in 0 in 20 in Distance from Midspan 40Oin 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 48 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-3.B-4 Maximum Widths of Bursting Cracks 2 5 .........! ........ ............ ..... ... ......__ 20"us--k-U11--24 k30 k-.+36 k S-8(0 in -60 in -40 in -20 in 0 in 20 in 40 in 60 in 8(0 in Distance from Midspan Horizontal axis of chart indicates distances of strip centers from mid-span ... .Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 49 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-4.561 REDACTED VERSION

b3-UUJU I-'age 1 bU ot 1114 B-5 Maximum Widths of Bursting Cracks 30 25*~ 20 Is 10--4--- 30 k--U-- 36 kk -Reloadk -Reload-811 in -611 in -41) in -2(1 in 0I in 211 in Distance from Midspan 40) in 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 50 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-S.B-6 Maximum Widths of Bursting Cracks 25__20 A 1 U 5 0-8o i--4-- 30 k--I-- 36 kk -Reload-~- 36 k -Reload ((in 0Gin 20(Distance from Midspan 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 51 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-6.57I REDACTED VERSION

r'-age 101 0? 1114 Test Girder A- I (41 kip)Test Girder A-2 (41 kip)g 0=at o6.0.50 0 Distance to M idspan [ in.]0,0 Vertical Deformation

[Gage l~ength =26 in.j 00© M ax M easured Crack Width 50 Distance to Midspan [in.]ZSVertical Deformation

[Gage Length = 26 in.]00 Max Measured Crack Width Test Girder A-3 (36 kip)Test Girder A-4 (40 kip)at o2.0 5.I.2.2 at 2.0 555-at 0 Distance to M idspan [in.]-Vertical Deformation

[Gage Length =26 in.]00 Max¢ Measured Crack Width-50 o Distance to M idspan [in.]3,3 Vertical Deformation

[Gage Length =26 in.]00 Max Measured Crack Width Test Girder A-5 (40 kip)Test Girder A-6 (40 kip).2 at E.0 0-at 0.2 at 2-at.50 0 Distance to Midspan [in.]IS Vertical Deformation

[Gage Lenght 26 in.]00 Max Measured Cmck Width 55 50 Distance to Midspan [in.]SIVertical

[)etbrmation

[Gage Length =26 in.]0 0 M a~x M easured Crack Width Figure 52 Comparison of crack-width measurements and measured vertical deformations, test series A.581 REDACTED VERSION

re-'age I1::2 Of 1 114 Test Girder B3-I (36 kip)lest Girder B-2 (36 kip).4 E 0-a.4 a 0-a 0 051 01.05 JC 0 0 40 20 0 Distance to Midspan [ in.-Vertical Deformation

[(;age length = 26 inj 00 Max. Measured Crack Width 40 20 0 Distance to M idspan [in.-Vrt icad D~eformta ion iGagetIength

= 26 in.00 Max. Measured Crack Width 20 4 Test Beam B-3 (36 kip)Test Girder B-4 (36 kip)a a-a:1.0.I a 0 o .051-0)01-0 C 0 40 20 0 Distance to M idspan [in.]-V~ticat Deformat ion [Giagetlngth

= 26 inI 00 Max. Measured Crack Width 20 40-40 -20 0 l)istanee to M idspan [in.j-Vertical t)eformat ion [(;age Length 26 in.]00 Max. Measured Crack Width 20 4 Test (jirder B3-5 (36 kip)l'est Girder B3-6 (36 kip)0-I a>a a.0 a C 0.05S-s 0 -2 20 40 Distance to M idspan [min vertical Deformation iciage L~ength = 26 min 00 Max. Measured Crack Width 40 -20 0 t)istance to M idspan iin.j-Verticaj tDeformat ion [Gage Lenght =26 in.00 Max. Measured Crack Width Figure 53 Comparison of crack-width measurements and measured vertical deformations, test series B.591 REDACTED VERSION bb-UUU-(d-UI-U-UUUIb-UUU 1btJ 0? 1114 FREE-BODY DIAGRAM*it it iti SHEAR DIAGRAM

• .lShear Caused by Selfweight Shear Caused by Applied Load MOMENT DIAGRAM/Moment Caused by Setfweight Moment Caused by Applied Load Figure 54 Moment and Shear Diagrams 601 REDACTED VERSION 6ol

b5-UUU t-'age 1 b40 oT 1114 Reinforcement Stress Developed by Splice, ksi 90 80 70 60 50 40 30 20 10 0 A2 A3 A1 A4 A5A6 B1 B4 Test Girder ID's B2 B3 B5 B6 Figure 55 Maximum Unit Stress Reached by Spliced Reinforcement 611 REDACTED VERSION

b-UUU I-'age 1 b 01" 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER Al Cast Tested 17 April 2012 4 June 2012 (A1 :=5020 5500 5190 5460 5220 5210 psi mean(A1) = 5.27.ksi stdev(A1)

= 0.17.ksi stdev(A1)

~ 31 mean (Al)max(A1) = 5.50 x 10 3.psi min(A1) = 5.02 x 10 3.psi TEST GIRDER A2 Cast Tested 17 April 2012 4 June 2012 (A2 :=5620 5860 6460 6330 6120 psi\mean(A2) = 6.03.ksi stdev(A2)

= 0.3. ksi COV2 stdev(A2)

CV mean( A2)max(A2) = 6.46 x 103 *psi min(A2) = 5.62 x 10 3.psi Sheet 1 of 4 1-1 REDACTED VERSION bbi~-UUU-ULiJ--(.5"L-UUUI~h-UUU I-'age ltb5 0? 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER A3 Cast Tested 30 May 2012 (6000 6010 5820 5840 5830 5850 psi mean(A3) = 5.89. ksi stdev(A3)

=0.08. ksi stdev(A3)COV3 : mean(A3) COV3 = 1.4.%max(A3) = 6.01 x 10 3.psi min(A3) =5.82 x 13psi TEST GIRDER A4 Cast Tested 30 April 2012 22 May 2012/A4 :=5240 5270 4950 4870 5240 psi mean(A4) = 5.11-ksi stdev(A4)

=0.15.ksi COV4 stdev(A4)

CV mean(A4)max(A4) = 5.27 x 103-psi min(A4) = 4.87xx 10 3.psi Sheet 2 of 4 1-2 REDACTED VERSION bbJ0-UUU-iJ-U L-U-UUUl t0-UUU r-age 1lb/ 0? 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER A5 Cast Tested 30 April 2012 17 May 2012 ( 5320>A5 :=5430 5110 5360 4750 psi mean(A5) = 5.24. ksi p.5470)stdev(A5)

= 0.25.ksi stdev(A5)COV5 : mean(A5) COV5 S ..max(A5) = 5.47 x 10 3.psi min(A5) =4.75 x 103-s TEST GIRDER A6 Cast 24 Tested 25 May 2012 (5170>A6 :=5640 5370 5690 5530 5570 psi mean(A6) = 5.49. ksi stdev(A6)

=0.18.ksi COV6 stdev(A6)mean(A6)COV6 =32 max(A6) = 5.69 x 10 3.psi min(A6) = 5.17xx 10 3.psi Sheet 3 of 4 1-3 REDACTED VERSION

1 b-UUUJ t-age 1 bd oT 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 CONCRETE COMPRESSIVE STRENGTH

SUMMARY

Smean(A1)mean(A2)mean(A3)mean(A4)mean(A5)mean(A6)x : r1 2 3 4 5 fc/6033 5892 5115 5240 5495j.psi Mean Concrete Strength psi x Test Girders B Sheet 4 of 4 1-4 REDACTED VERSION bbJ-UUU4~-ULSLi-,1--UUUlI-UUU I-gage 0a" 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B1 Cast 10 April 2012 Tested 10 May 2012 B1i: f4250 4520 4720 4400 4300\4600 psi mean(B1) = 4.46.ksi stdev(Bl)

= 0.17-ksi stdev(B1)COV1i: mean(B1)max(Bl) =4.72 x 103 psi min(Bl) = 4.25 x 103ps COV1 = 0.04 TEST GIRDER B2 Cast 10 April 2012 Tested 23 May 2012 (5080>B2 : 4730 4970 4660 4710.psi\4680)mean(B2) = 4.80.ksi stdev(B2)

=0.16.ksi stdev(B2)COV2 :-: mean(B2)COV2 = 0.03 max(B2) = 5.08 x 103 s min(B2) = 4.66 x 103psi Sheet 1 of 4 1-5 REDACTED VERSION bbJL-UUU-.5iti-UL-U-UUUIb-UUU r~age lmU Or 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B3 Cast 10 April 2012 Tested 21 May 2012 B3 : r4540 4910 4760 4960 4860 psi mean(B3)stdev(B3)= 4.78.ksi-0.14.ksi'I stdev (B3)COV3 : mean(B3)COV3 =0.03 max(B3)min(B3)= 4.96 x 103 psi= 4.54x 103psi TEST GIRDER B5 Cast 30 April 2012 Tested 14 May 2012 B4 :5160 5710 5540 5230.psi mean(B4) = 5.46.ksi stdev(B4)

= 0.20.ksi stdev(B4)COV4 : mean( B4)COV4 =0.04 max(B4) =5.71 x 103 psi min(B4) =5.16x 103psi Sheet 2 of 4 1-6 REDACTED VERSION

Iwage lhi Ot 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B5 Cast 30 April 2012 Tested 17 May 2012 B5 :)5340 5350 5160 5370.psi mean(B5) = 5.26.ksi stdev(B5)

=0.10.ksi stdev (B5)COV5 .mean(B5) COV5 0.02 max(B5) = 5.37 x 103psi min(B5) --5.12x 103psi TEST GIRDER B6 Cast 30 April 2012 Tested 25 May 2012 B6 : f5130 5460 5130 5220 5320 psi psi mean(B6) = 5.23.ksi stdev (B6) = 0.12. ksi stdev (B6)COV6 : mean(B6)COV6 -- 0.02 max(B6) = 5.46 x 103 psi rain(B6) :5.12 x 103psi Sheet 3 of 4 1-7 REDACTED VERSION

I-gage 1tiZ OT 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 CONCRETE COMPRESSIVE STRENGTH

SUMMARY

4.46 x 103 (fV :

mean(B2)mean(B3)mean (B4)mean (B5)mean(B6)X : 2 3 4 5 f'c 4.80 x 103 4.78x x 1 3 5.46xx 10 3 5.26xx 103 psi 5.23 x 103)Mean Concrete Strength"'a".PC psi Eu""U', 5500 5000 4500 4000 3500 3000 2500 2000 1500 1000 500 U U'I 1 2 3 4 5 6 x Test Girders B Sheet 4 of 4 1-8 REDACTED VERSION FENOC PROJECT CONCRETE TENSILE STRENGTH GIRDER 81 tlind, Date Diam 1 in.1 10-May-12 6.03 2 10-May-12 6.05 3 10-May-12 6.04 4 10-May-12 6.05 S 10-May-12 6.04 6 10-May-12 6.01 GIRDER B2 1 23-May-12 5.95 2 23-May-12 5.97 3 23-May-12 5.95 4 23-May-12 5.95 S 23-May-12 5.96 6 23-May-12 5.96 GIRDER 83 1 21-May-12 6.05 2 21-May-12 6.04 3 21-May-12 6.05 4 21-May-12 6.03 5 21-May-12 6.04 6 21-May-12 6.05 GIRDER B4 1 14-May-12 5.93 2 14-May-12 5.94 3 14-May-12 5.94 4 14-May-12 5.94 5 14-May-12 5.94 6 14-May-12 5.93 GIRDER 85 1 17-May-12 5.96 2 17-May-12 5.95 3 17-May-12 5.95 4 17-May-12 5.96 5 17-May-12 5.96 6 17-May-12 5.95 GIRDER 86 1 25-May-12 5.95 2 25-May-12 5.96 3 25-May-12 5.96 4 25-May-12 5.94 5 25-May-12 5.95 6 25-May-12 5.97 Diam 2 Diam 3 Mean D Length 1 Length 2 Mean L 5.99 6.01 5.98 5.99 6.00 6.00 6.00 6.04 6.05 6.03 6.04 6.05 in.6.03 6.04 6.04 6.05 6.03 6.01 6.04 6.05 6.04 6.05 6.03 6.05 5.96 5.96 5.97 5.94 5.96 5.95 6.04 6.04 6.06 6.06 6.05 6.07 6.06 6.05 6.06 6.05 6.05 6.06 6.04 6.05 6.03 6.04 6.04 6.02 in.6.03 6.05 6.04 6.05 6.04 6.01 5.99 6.01 5.99 6.00 6.00 6.00 6.00 6.01 6.02 6.00 6.01 6.02 5.99 5.99 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 5.99 6.00 6.00 5.99 5.99 6.00 in. in. in.12.10 12.00 12.05 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.10 12.05 12.00 12.10 12.05 12.00 12.10 12.05 12.00 12.00 12.00 12.00 11.90 11.95 12.00 12.00 12.00 12.10 12.10 12.10 11.90 12.00 11.95 12.00 12.00 12.00 12.00 12.10 12.05 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.05 12.05 12.05 12.05 12.05 12.05 12.00 12.00 12.00 12.05 12.00 12.03 12.00 12.00 12.00 12.00 12.05 12.03 12.00 12.00 12.00 12.00 11.90 11.95 12.00 12.00 12.00 12.10 12.00 12.05 12.10 12.10 12.10 12.00 12.10 12.05 30-May-12 Measured Max. Force Ibf 44,320 61,910 45,350 50,500 58,460 44,720 49,810 48,200 52,890 60,360 62,970 49,490 Mean Tensile Tensile Strength Strength 48,840 42,010 44,800 48,410 49,470 53,510 52,080 55,050 56,490 52,570 53,690 59,530 57,310 52,820 51,370 53,620 52,730 54,540 49,690 53,150 49,780 45,810 46,720 65,270 psi 388 543 398 441 512 393 441 427 468 530 559 437 430 371 395 428 436 472 462 488 499 465 475 526 504 465 454 473 466 481 440 472 440 404 410 575 psi 477 446 422 486 5.99 6.00 5.99 5.99 6.00 6.00 5.98 6.00 6.01 5.99 5.99 6.00 474 457 1-9 REDACTED VERSION bbWi-UUU-LUU-L*I::U*UUU1¢W-UUU p-age 1U4 0?" 1114 FENOC PROJECT CNRTTESLTST30-May-12 Measured Tensile Mean Tensile Spenimen ID Cylinder Dare Diumerer, 8 Length, I Man Furce Strengthr Strength in in Ibf psi psi A-i 1 14-Jun-12 6.00 22 44820 414 2 14-Jur-l2 6.00 12 51610 490 3 14-Jun-10 6.00 12 61200 376 4 14-Jun-12 6.00 12 03470 473 S 24-Jun-12 6.00 12 48730 431 6 24-Jan-12 4.00 02 17470 008 480 A-2 1 1-Jun-12 4,00 12 32370 463 2 1-Jun-12 6,00 12 31870 494 0 1-Jun-12 6,00 12 49830 441 4 1-Jun-12 6.00 22 51740 417 5 1-Jan-12 6,00 12 63370 166 6 1-Jan-12 6.00 12 63780 164 1 00 A-3 1 30-May-12 6.00 12 48060 421 O 30-May-12 4.00 12 04133 515 3 30-May-22 6.00 12 19030 122 4 30-May-12 6.00 02 30300 400 S 30-May-12 6.00 12 51200 488 6 30-May-12 8.00 12 11630 492 480-41 8-Jun-12 6.00 12 33000 477 2 8-Jun-12 6.00 12 04940 478 3 8-Jun-12 6.00 12 47500 424 4 8-Jun-12 6.00 12 40800 414 0 8-Jun-12 0.00 12 48890 441 6 8-Jun-12 6.00 10 48000 425 A-S 1 7-Jan-12 6.00 12 83340 160 2 7-Jan-12 6.00 12 51980 460 3 7-Jun-12 6.03 12 44430 303 4 7-Jun-02 6.00 12 41100 367 0 7-Jun-12 6.03 12 54300 461 6 7-Jun-12 60-g 12 45220 400 448 A-0 1 5-Jun-17 6.00 12 57870 512 2 5-Jun-12 6.00 12 10780 440 3 1-Jun-12 6.00 10 41618 400 5 -Jun-12 6.00 10 96820 002 S 5-Jun-12 6.00 12 45170 403 6 5-Jun-12 6.00 12 46060 414 6-1 1 10-May-12 6.00 12 44320 397 2 10-May-12 6.00 12 01010 147 3 10-May-12 4-00 12 45300 481 4 10-May-12 9.00 12 50030 447 5 10-May-12 0.00 12 08400 117 8 10-May-12 6.90 12 44720 395 410-21 23-May-12 6.00 12 49818 440 0 23-May-12 6.00 12 48200 426 3 23-May-12 6.00 12 52800 408 4 23-May-12 6.00 12 08380 534 5 23-May-12 6.00 12 62970 597 6 23-May-12 6.00 12 49490 436 460 8-3 1 21-May-12 6.00 12 48840 402 2 21-May-12 6.00 12 42011 371 3 21-May-12 6.00 12 44800 396 4 21-May-12 0.00 12 48410 420 9 21-May-12 6.00 12 49470 437 0 21-May-12 8.00 12 53110 473-41 14-May-12 6.00 12 12080 460 2 14-May-12 6.00 12 15050 487 3 14-May-12 6.00 12 16490 499 4 14-May-12 6.00 12 52570 465 5 14-May-12 8.00 12 03690 475 6 14-May-12 6.00 12 59130 526 851 17-May-12 4.00 12 97310 307 2 17-May-10 9.00 12 52820 407 3 17-May-12 6.00 10 51070 494 4 17-May-12 6.00 12 53620 474 5 17-May-12 6.00 12 02739 466 6 17-May-12 6.00 12 14540 482 661 25-May-12 6.00 12 49960 411 2 25-May-12 6.00 12 13110 470 3 25-May-12 6.00 12 43970 440 4 21-May-12 6.00 12 45810 491 5 21-May-12 6.00 12 40720 413 6 21-May-12 6.00 12 65270 577 450 1 -10 REDACTED VERSION

h'age o011114 Project: Tests to Determine the Behavior of Spliced #11 Bars Casting Documentation v.1 (Rev. 03/30/ 2012)Specimen:.

tA--i Sheet l of 1 General Information Date J Disp Ticket Num Truck No. Time on Ticket Tieof Arrival Temp. in Lab H/ll-I _____________ l's o°Measurements made upon arrival of concrete Slump (ASTM C143 -lOn) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter_____ 0 __ __-_Time 2 Result 2 Time 2 , Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b)Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cont.2 " Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting ________Layer 1 placed Layer 1 vibration Lae 2 placed Layer 2 vibration Top surface struck Truck Departing complete complete off Lab l~5o-lN vr IH- -oV' I oS ___o ___Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plasticV5C'. t-kh4 j O'301'M. L0"3s f t 0' '-h'l I' Mst-Recorded by ISignature Date Time Checked by Signature Date Time Checked by Signature Date Time"Tefollowing ASrTM standa~rds andspe wll befollowed during casting: C172-10, C192-07, C470-09 2-I REDACTED VERSION t~wj-uuu-UbJ-ULU-UUU1b-UUU wage 1db oT 1114 Truck Driver 1669 2140 Load Size Mix Code 6.50 CYDS 1008"Userr Returned.Disp Ticket Mum Ticket-ID 1856981 0 Oty Mix Age Seq D Time Date 12:29 4/17/12 Load ID 1105 M ateilal STONE-S STONE-4 SAND3-2f C..EMENTf WATER AIR Design gty 9401 lb 1435 lb 588 lb 323.2 lb.81310C Required$153 lb 413313 lb 3822 lb 1417.7 lb Batched 3815 lb*140')10 lb 311.11 a%Var % Mcl1ture-n.74%-n.42% 6.8DM-n.18%-1.1t%-0.25%Actual Wat 75 gi 168.0ng Actual Lod Slirni: 25239 lb Design WIC: n.558 , 0.551 T 5.013 In S Water ln Truclv 0.0 lb Ac~u..Waer:

Deslgrl 251.7 gI 0.0 Ibjl~oad TrlmWater:

Actual 2495S gI To Add: 0.01 WbI Cit 23 gI I 2-2 REDACTED VERSION

,oTo o.n°.o= =x=°° 6=.0o°(ncrete Delivery Ticket 11111 IPlant # JTicket Number Truck Load Size Mix ! Slump Use Date Customer SSold To ITax CodeI Driver iProject No. tOrder No.SDeliver Address P0R. Number Job No:) i SLoad Total Ordered auanrtyi Product Codel Product Description Unit Price Amount-1\ -.-,. , -" Cutmrs ReUest iliN. alns Raing '- 1 I Subtotal ' ,1=.On Job Time JFinish PourThne ..ii -'! -!H ! ;; Toal I Ii PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigne hereby authories Irving Materials, Inc. to use private proet for mnaking the delivr sw her on an asue ful resosblt fo an daag or rjwy du to th Prmie.The undersigned agrees to reimburse said Company for loss of time and equipment by reason ot such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: \ ...Ii Concrete -Sand -Gravel -Stone "We're ProudaOf Our Work" General offce (317) 326-3101 I Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet i of 2 Concrete As-built Dimensions Section 1 2 3 4 5 6 78 B -B 1 T'7 3'0 -VJ7 1'JL. _ _-_ __"-_c-c .. -, "o- ,, '-/ "- , E-E r1 '4." tV-1 -L.F-F ' Y7 -q ,,40 ,

Recorded by. Signature Date Time Cheke by-Sgntue at Time%Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2- 4 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: " I'i I Sheet 2 of 2 Concrete As-built Dimensions Key -Series A Section 1 2 3 4 5 6 7 8 Plan 39'-0" 39'-0" 39'-0" 39'-0" N/A N/A N/A N/A B-B 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A C-C 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A D-D 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A E-E 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A F-F 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A SectionConcrete As-built Dimensions Key -Series B 1 2 3 4 5 6 7 8 Plan 34'-4" 34'-4" 34'-4" 34'-4" N/A N/A N/A N/A B-B 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A C-C 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A D-D 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A E-E 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A F-F 17-5/8" 30" 17-5/8" 30"2 -5 N/A N/A N/A N/A 141114, I I I~~-fI I 111111111 i fffl 111111111__ILLLLLLLLL J.I -'1 q. **~~*~~4-41 II'C- ',iC LJ CLA E ~1AtI& Vi.NORTH LIIIIIIIII 1111111111 I I lp.

• 4 .9. 4. 4. 4. 4. 4. 4.\I Ix.LA5I RA T" R Behavior of Lap Splices of No, 11 Drawn by: IV'AA Checked by: I~t'R P__URDU E U NIVER..SiT Y Reinforcing Bars Date: 2-6 REDACTED VERSION I SOUTH SOUTH I_ _ _ _ _ _ _ _ _!Top Plan 2 Spa. @3'. -' 60" Ea.--'3-KB C D -KE F Profile*For section B-B through F-F see Sheet 3 of 3 I" ~ ~3...;NORTH NORTH I 4~I-Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP.,PU RDU U NiVE,-ST YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-7 REDACTED VERSION 1 I NORTH SOUTH SOUTH-I.I NORTH-~2=!Top Plan 2 Spa.@ 3'"39"5' 'Profile*For section B-B through F-F see Sheet 3 of 3 3I I , _A NORTH Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4 LABO ATO Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP" ..........

.=Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-8 REDACTED VERSION I 4 Section B-B, C-C, D-D, E-E & F-F*Facing North I )BO E -Drawing:

Concrete As-built Sections Sheet: 4 of 4 LA OR TO Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP P g .DUE. gN i E.R:S T YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-9 REDACTED VERSION A-i Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:.

Sheet I of 2 Formwork As-built Dimensions 4 5 Signature 2-10 A-I Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B 2' , SOUTH I 2 3!NORTH6 5 4 _I- -Section A-A 2 Spa. @3 3 F A!I A.B L~c K D[KeKLF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Sheet: I of 3 Experimental Investigation of 1Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars ]Date: 04/04/2012 2-12 REDACTED VERSION 2 SOUTH I 3 I I NORTH I " ' .I-6 Section A-A 4 L h i i 2 Spa. @3 3 F A L1[JJ J A L~Bc Lo EU*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3BOWENLABORAToRy Project: .Experimental I'nvestigation of Drawn by: BPR Checked by:: SP.........

of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-13 REDACTED VERSION

.... , 8 i=81 6 4 5 4 5 7 3 7 1-Vv-3 1-I-3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR~Checked by: SP Date: 04/04/2012 ,J.-A-2-14 REDACTED VERSION

I-sage 1 fu ot 1V14 Project: Tests to Determine the Behavior of Spliced #11 Bars Specimen:

A -2 Casting Documentation v.1 (Rev. 03/30/2012)

Sheet 1 of 1______________General Information Date Disp Ticket Num Truck No. Time on Tice Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 ,Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb) _______________

Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.___ __ 4. ILS.. * /cs4a Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Cone.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during .and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recorded by Signature Date Time Checked by Signature Date Time Checked by igaueDate Time*Th foloig ATM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2-15 REDACTED VERSION

~i-UUU-Udi-UEU-UUU1b-UUU i-'age ThU 011114 ae t1 Trtuck'1982 D rive r 1076 User USer Returned Disp Ticket Num Ticket iD 1658982 0 Time Date 15:25 4/17/12 Load ID 1106 Load Size Mix Code 6.50 CYDS 1006 M ate~rta STONE-B BTONE-4 SAND-fl CEMENT WATER AIR 1435 lb 588 lb 323.2 lb Required 81593 lb.3822 lb 1417.7 lb 30.J58 az BEtched 38213t lb: 3815 lb 14186.0 lb 30.58 or% Vr5&%M olxre-0.74%-n.42 6.813M-0.18%Mix Age Actaml Wat 760 Seq D Actual Load Slump: Nw'n Batcha 1/2Z5243 lb W/C 0.550 WatezImtf n551i T 6.00 In # WaterlInTruck nn0 lb AdjustWater:

Design 251t.7 gI 0.0 lb Load TrlrWater.

Actual 250.0 g To.Acd: 1.8 gI 0.0 WI A 2-16 REDACTED VERSION bbJ-UUU-UdJ-U3r-LU-UUUltb-UUU

-'age 1 1 Remit To: P0O. Box 7048, Group #21inaoiI460-08 cr t De v ry T k tl llt lrving Mlaterials, Inc.IPlant # Truck Load Size Mix Slump Use Date Customer ISold To ITax CodeI Driver iProject No. Order No.IDeliver Address P RO. Number Job ILoad Quantit Total Ordered Quantit Product Codel Product Description Unit Price Amount I at r A ed I I ° --t l lu p M a e I I I Customer's Request I I I No. Gallons Reading I IISubtotal :;: Tax O0n Job lTime IFne ~rTm ,. , Total !;*PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to wtiich water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irvu-ig Materials, Inc. to use private property for making the delivery shown here on and assumes fill responslt for any dam~age or inJury due to th premse.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker servce charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additonl information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: x-al.l'i !l!iill!!

H ii![!! llIt Concrete -Sand -Gravel -Stone "We're ProudTOf Our Work" General Ofrace (317) 326-3101 U©U , Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2Concrete As-built Dimensions 4 5 Signature U U 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012,)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B U

--BO~tV 1 Specimen A-p-LBORTORY Behavior ofLap Splices of No. 11 U R DU E U NI VE R SIT"Y I Reinforcing Bars 2 -20 REDACTED VERSION U 0 1 L I r, SOUTH SOUTH I Top Plan 2 Spa. @3' 60 E .3'L Q Lc Profile*For section B-B through F-F see Sheet 3 of 3' ~ ~3 , -NORTH NORTH ,ill i 4 Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4AOATRY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URDU E U-NI'VE Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-21 REDACTED VERSION SOUTH 7 I*1 NORTH I- --Top Plan 2 Spa. @Profile*For section B-B through F-F see Sheet 3 of 3 I-3 SOUTH I NORTH-I.4*1 Bottom Plan Series B Concrete As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -22 REDACTED VERSION U 0 U"I m m 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Drawing: Concrete As-built Sections Sheet: 4 of 4RATR-Y..,.

.. .Project: Experimental Investigation of Drawn by: BPR Checked by: SP P U D U .UN i- ERiS-iT YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -23 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet ilof 2 Formwork As-built Dimensions 4 5 Signature A-~2 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1](Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 14 57 JII 2 I I 3 =1I SOUTH' '2 3 I NORTH.' I 6 I I-5 4 4 -I Section A-A 2 Spa. @3, 3 F A L I A KBKLc LD LELF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts PURDUE, Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -26 REDACTED VERSION I Io I-2 3 SOUTH E NORTH6 1__-I" 5 4 -Section A-A 2 Spa. @3, 3 F A It A

• For section B-B through F-F see Sheet 3 of 3 Series B Series B Formwork As-builts Sheet: of 3 Experimental Investigation of Drawn by: BPR Checked by: SP C apacity o f Lap S plices o f N o .__ _ _ _ _ _ _ _ _I __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _11 Reinforcing Bars Date: j04/04/2012 2 -27 REDACTED VERSION

-. 88--', 8 --i 4 5 WW 2 6 7 6 4 5 7 I -~-3 1-*-3 I-Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -28 REDACTED VERSION

I-age ThlS 01 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Specimen:

A-'3 Casting Documentation v.1 (Rev. 03/30/ 2012)Sheet i of 1______________General Information Date Disp Ticket Num Truck No. JTime on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)TimeI Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb) ________________

Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting _______Lae 1pacd Layer 1 vibration 2place a"yer 2 vibration Top surface struck Truck Departing Lyrpled complete Layer 2 /complete/

off ,iLab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic __________

burlap with water plastic Recorded by Signature' Date Time Checked by Signature Date Time Checked by Signature Date Time ,*The following ASTM standards and specifications will be followed during casting: C172-10, C192:07, C470-09 2 -29 REDACTED VERSION

-UUU-(~-(~LU-UUU1ti-UUU

-'age Th4 Ot 1114 Truck Driver 1639 2463 Load Size Mix Code 6.50 CYDH 1006 User Re tu ned Disp Ticket Num Ticket ID 1658983 0 Oty Mix Age Seq D Time Date 15:57 4/17/12 Load ID 1107 STONE-S STON",-4 8AN'D-23 WA.TER AIR 949] lb -629] lb t 143S lb -323.2 lb J.8910 /Required 61S9 lb 3822 lb 1417.7 lb 39IS8 ox Bzdched 31992 ax-99% V L" % &M se-9.42%{ 6.S9%M t .33%-1.119%76 g 168.n g boad S1ump: lN'km Stche* 1 Z2SS9 lb DeslgnWfr

..n539 WMeriCmeI n.942 T 6.lU9 In

• Water lnTruclv nnD lb A~u~stWatern Oe~gn 291.7 gI nn9 lblLoad TrlrnWaier.

Actual 249.3 gI ToAdd: 2.3 gl 2 -30 REDACTED VERSION

I--aae lit:tb 14 RmtTo:P.O.

Box 704, Group #2 concrete Delivery Ticket f j Indinapois, N 4607-748Irvtng Materias, Inc.IPlant # ITicket Numbed Truck Load Size Mix Slump Use Date ! Customer SSold To ITax Codel Driver Project NO. Order No.I Delivey Address P.O. Number Job No)O:i:i ILoad Quantit Total Ordered Quan Product Codel Product Description Unit Price (AmountI[Water Added At r" ota! Slump Meter I y!" Tax[OnJob Time !Rs~~r Tme -'1 ., K, k ;' Total J: I I PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumres full responsibility for any damage or injury due to the premies.The undersigned agrees to reimburse said Company tor loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker servie charges as a result SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Date Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.

..DELIVERY NOTICE: Seller deliveries beyond the public right of way.- Buiyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the c~rtactor~or property owner or agents. J NOTICE: MY SIGNATURE BELOW* IND(ATES ,TFAT I HAVE READ THE HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and

/ ...I-, Concrete -Sand -Gravel -Stone "We're Proud Of Our Work" General Office (317) 326-3101

/0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:

..A.-- ".Sheet 1 of 2 Concrete As-built Dimensions 4 S 3e70 U©&A-3 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1*(Rev. 04/04/2012)

Specimer 3" Sheet 2 of 2 Concrete As-built Dimensions KeV Series A 4 5 Concrete As-built Dimensions Key -Series B U©,~ ~111 111111Illllllllll 1I1111111II I11111111II"= '- -"'-Ceit!,.:. , Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -34 REDACTED VERSION U U 1-I SOUTH SOUTH 2i Top Plan 2 Spa. @3' ' 60" Ea. 3'KLK Kc L LEULF Profile*For section B-B through F-F see Sheet 3 of 3 3 -'I NORTH NORTH I d.i 4 Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4RA. TRY Prject Experimental Investigation of Drawn by: BR Cekdby: S P U .D". E N IV ER:S.ITYCapacity of Lap Splices of No.PUD E NVEST 11 Reinforcing Bars Date: .04104/2012 2 -35 REDACTED VERSION Q9 0 1 SOUTH SOUTH-I NORTH 2,-i Top Plan 2 Spa. @3' 39.5" Ea. =' '3'Profile*For section B-B through F-F see Sheet 3 of 3 I- " NORTH I q 4 Bottom Plan*JB ENDrawing:

Series B Concrete As-builts Sheet: 3 of 4O-T R Project: Experimental Investigation of Drawn by: BPR Checked by: SP.P URDU-E U NIVE RSITY Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -36 REDACTED VERSION U©li I II 4 2 Section B-B, C-C, D-D, E-E & F-F_____ _____ _____ ____ _____ _____ ____ ____*Facing North_ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _Drawing: Concrete As-built Sections Sheet: " 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP ,P URDU g NiVERi~i:.'I.

YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -37 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: A-3 Sheet 1 of 2 Formwork As-built Dimensions Section 1 2 3 4 5 6 78 B-B g-o& Q 3 g-X 3o-Yg 3-'k 17-Ya Recorded by: Signature Date Time Checke by: Sgnatur Date ie Checked by: Signature=

Date Time Comments:

..1,2, *See formwork as-built drawings' for dimension locations 2 -38 Project: Tests to Determine the.Behavior of Spliced #11 Bars A-3 As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2.Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B I 2 3 2 3 "1 SOUTH T I.... I I I INORTH I ' .' I-" 6 I d 5 Section A-A 2 Spa. @4 _b I 3, 3 ,F A L I, A LBKLc LD L E L F*For section B-B through F-F see Sheet 3 of 3 Series AO E'i Drawing: Series A Formwork As-builts Sheet: 1 of 3B .. .Project:

Experimental Investigation of Drawn by: BPR Checked by: SP P U RDU E U N ivERSITY Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -40 REDACTED VERSION

-I "'1,1 3 1 SOUTH A 6 4-! 5 _1_, 4 -Section A-A 2 Spa. @3'- -

'" '-F3'KBK RD RER NORTH A K LoL L K*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3 , TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITYCaatofappcsoN.

S11 Reinforcing Bars Date: 04/04/2012 2 -41 REDACTED VERSION

-K 8 -4 5 6 I 1-7 6 4 5 7 It 2 --VqlP' VV-3 1--3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 LA' BORATORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP k of Lap Splices of No.1.1 Reinforcing Bars Date: 04/04/2012 2 -42 REDACTED VERSION bbiJ-UUU-S.i-UEU-L-UUU'Ib-UUU I-age 2U1 Ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2 -(CaSltlng Vata and As-kui~lt Uimensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:

v Sheet 1 of 1 K)0©_____________General Information Date [Disp Ticket Num Truck No. }_Time on Ticket_ Time of Arrival Temp. in Lab______ ______1 J 12_'qorM Measurements made upon arrival of concrete Slump (ASTM C143 -l0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale t, IL q .5"f 13: _______o ___ __ __ __ __Unit Weight (ASTM C138 -lob) ________________

Time 1 Wt. of Cont.t Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont._____ ____._S 44.k, __ ,_I_ I Times of actions during and after casting________

Layer 1 vibration Lyr2vbainTpsraesrc rc eatn Layer 1 placed Layer 2 placed Lyr2vbainTpsraesrc rc eatn complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recofrde by~ fr :,~ Signature DateM Time_Rhecored by Signature -Date Time Checked by Signature Date Time*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -43 REDACTED VERSION bbWU;-UUU-U~tSi-USh_-UUU1 W-UUU P'age ZUW 0?T 114 Appendix 2-Uu~sting Uutm ana As-~I~ult uamensions

+/-1635 D rive r 1867 Load Size Mix Code 6.50 CYDE 1008 User User Ret~urned Batched b 80 lb b 1578.0 lb z 31onn oz Disp Ticket Num Ticket. ID Time Date 1859188 0 12:26 4/24/12 Oty Mix Age Seq Load ID D 1310 Ma=terial STON'E-8 SAND-fl VEMENT WATER AIR Design Oty'940 lb 6:20 lb 1435 lb 588 lb 323.2 lb.80 10 Reqired 6110 II 4030 11 3841!!r 3522 I1 1587.8 II 30.68 c qbVar% Moisture Actua Wat-0.8256 M-0.74%-n.41% 5.503% MI 61 gi-n.44%-0.62% 189.1 gI I-Actua Load Nu'n Batcrhes I 25245 lb Design W10: 0.550 Watedceme'te 0].552 T 6.g00 In # Watr rlnTruct no0 lb uW e.0.0 IblILoad TdmWater: Actual 2503 gI ToAdd: C-4 I.A gJ'3 2 -44 REDACTED VERSION

To: P0o. Box 704, Group #2° °' i° " jeverv Ticket ___m___Indianapolis, IN 46207-7048

_ ____, Irving I'aterials, SPlant # llicket Truck I Load Size Mix Slump Use Date I Customer ISold To ITax Code! Driver Project NO. Order No.[Deiiver Address IP.O. Number/Job No.) : SLoad Quantity J Total Ordered Quantit Product Code Product Description Unit Price Amount mer's Request ~ --7~NO. Gallons Reedlng ~1I.4 Subtotal L Tax PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes lrvng Materials, Inc. to use p~rvate property for mak~ing the deivr shw hee on an assmes i resoblt for an daag or inur due to th rme.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to paint of delivery and is responsible for any needed wrecker service charges assa result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEUVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb. sidewalk, driveway, or any property of th 9 contracto" or property owner or agents.NOTICE: MY SIGNATURE BELOW INDIC TBS THAT I HAVE READ THE WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: --.-'. " 'x___I Jll)! 111111 JIIIIJIIII1111 JIH~ ll ll UIIJIII ...llIl l/I-0 o ...Concrete -Sand -Gravel -Stone "We're Prouct3f Our Work" General Office (317) 326-3101 U 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimen:

' "'Sheet ilof 2 Concrete As-built Dimensions Signature U©Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specime rn: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 41 1 Concrete As-built Dimensions Key -Series B U 0 0_ J. I 111111'I tl 9-tq _ ' .pl " 4 IL .'II~~e' i I I I I I I I I i I I I I I I

• I=II~111111111 111111I1 1 NORTH-U. ~ .-. 45 1 1 1 1 1 1 1 d-II~J II~S-"4'~1/4 t~~~ -~? L~oci.L Ce-i I'" 16 f- wl/aGL~l~.I I -Y '_.lcI-IT -I v t i* ,, I *fF lilIllIll

[A L * ~ * ~* 4. 4. 4. 4.J LA L. _ i6, ]r "l1J LABIOR 4 ORY Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -48 REDACTED VERSION 0 0'4 b I SOUTH SOUTH' 2 Top Plan 2 Spa. @3' '- = =60" Ea. --3'Profile**For section B-B through F-F see Sheet 3 of 3 NORTH NORTH[ , , 4 Bottom Plan.OJiI'Drawing:

Series A Concrete As-builts Sheet: 2 of 4TOR:Y: Project: Experimental Investigation of Drawn by: BPR Checked by: SP* J[ .

of Lap Splices of No.,, S11 Reinforcing Bars Date: 04/04/2012 2 -49 REDACTED VERSION U 0 1 SOUTH SOUTH F I NORTH J ~2 Top Plan 2 Spa. @C 39.5" Ea.-- 3'F Profile*For section B-B through F-F see Sheet 3 of 3 I-_____________

NORTH NORTH Bottom PlanB W-N1 Drawing: Series B Concrete As-builts Sheet: 3 of 4O;RA T"ORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDU UNIVERSIT Ca pacity of La pSplices of No.11 Reinforcing Bars Date: 04/04/2012 2 -50 REDACTED VERSION 4" 2 Seto B-B C-,D-,EE, -I rwn: [ oceeA-ul Scin he:4o Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.j _I___11 Reinforcing Bars JDate: j04/04/2012 2-51 REDACTED VERSION (9 Project: Tests to Determine the*Behavior of Spliced #11 Bars 0 0 As-built Dimensions v.1 (Rev. 04/04/2012)

Specimer In: Sheet i of 2 Formwork As-built Dimensions 4 lH s/i,-O Signature U 0 Sheet 2 of 2 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B i_ 1 I-I 2 I =I I 3 "1 SOUTH I 2 3 I I I NORTH I " --' I= 6 I 5 4 I Section A-A 2 Spa. @3, 3, F A 11[IJ A LB KC K D L E L F*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: ISeries A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -54 REDACTED VERSION

'- 2 I I SOUTH I H --- 21 I I NORTH I " .,, I!-- 6 I.1_-1'--- 5 4 -Section A-A 2 Spa.@ 3'3'- ---39.5" Ea.--- --,--3-KB C -RE -RF A A LoK LD EU*For section B-B through F-F see Sheet 3 of 3 Series B i J E ", : Drawing: Series B Formkwvork As-builts Sheet: 2 of 3 Project: Experimental investigation of Drawn by: BPR Checked by: SP-- ' .. .. -" "-'="Capacity of Lai0 Splices of No.11 Reinforcing Bars Date: 04/04/2012 REDACTED VERSION I"= 8 '4 5 6 1-6 7 I I i 'W 1--3 L Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-builtSections Sheet: 3 of 3 S, OWEN______B__T__RY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITY'Cpcto~p~lcsfo

1.1 Reinforcing

Bars Date: 04/04/2012 2 -56 REDACTED VERSION

-'age Z21 ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendilx 2 -Casting uata and As-Built Ulmensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen: Sheet Ilof 1____________

____________General Information SDate Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab______ ~59II 1T3 I~O(62 0 Measurements made upon arrival of concrete Slump (ASTM C143 -I~a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter j:25 4 -Time 2 Result 2 Time 2 Result 2 S/N of Scale r ', Unit Weight (ASTM C138 -l0b) ________________

Time 1 Wt. of Cant.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont._____ _ _ _ _ _ _ _ _ _ _ _Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting________

LaerI laed Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing Lae lcd complete Lae lcd complete off Lab-Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recorded by Time Checked by Signature Date Time Checked by Signature Date Time Comments:

CO.qc. T7-~.i : *The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -57 REDACTED VERSION

I-mge aZZ Ot 1114 Apni itn liEdA-LItumnin Appendix 2 -Casting L)ata and As-Built Ulmenslons 1693 Load 6.50 STONE-S STONE-4 CEMENT WA.TER AIR Driver 2774 Size Mix Code CYDS 1008 Use r USe r Disp Ticket Mum 1859191 Ticket ID 0 Time Date 13:01 4/24/12 Load ID 1313 Re~turned Qty Mix Age S eq D* 'I:Mgn ty 1435 lb: 323.2 lb.80n10 Required!,6110' lb.4030] lb>581 lb)3822 lb 1 587.8 lb 30.58 <a ..Etc.... edI I00 b 30].50 azMalilure Acttm W~t-11az% Id-0].74%-n.41% 5.505G 5 1 0-n.05%-n.49 183.3 g-r0 ;55&/Actuzml Lmo:d Nuirn Etches: 1 2526"2 lb Des;1gn W10: 0.5 WaterlC:emen+/-

0.5 T 6.00 In # WaterlnTr.clc 0.0lIb Design 251.7 g 0.0 l IbLaad Tim Wate.* Actual 250.6 gI ToAddl 0.0 Ib ! caE 1.2 gl j--A D 2 -58 REDACTED VERSION Indianapolis, IN 46207-7048 R s ~ L .L~d k ~ k yIrvngm Ilaterials.

Inc.IPlant # T'licket Number Truck Load Size ] Mix Slump Use *.' Date Customer Isold To ITax CodeI Driver Project No. [Order No.[De/ive /Address P0R. Number...".... ..... .... :

..-; Job -; !:;SLoad Quantity Total Ordered Quantit Product code[ Product Description

/ Unit Price I-Amount//

I iI Total ]Slump Meter :i7Request i i iNo. Gallons Reading I I I I I Subtotal -IOn JOb Time IFinish Pour Time -i; i ; .. .... ....; :! I -: '7..... Toax PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumes full responsibility for any damage or injury due to the prenises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTiCE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By:_____ 111111 Ij/!IIjIiIX II 11~~a iN IIliillH iil ll lllU!ll Concrete -Sand -Gravel -Stone PrniirI9Of Our Work" General Office (317) 326-3101 R E U 0 0 A-s Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v,1.(Rev. 04/04/2012)

Specimen 1: Sheet 1 of 2 Concrete As-built Dimensions 41 5 y~:jI ~Signature 0 0 A-S Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimi en: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B 0 0 Lo.. Q $ NORTH' --- '"V 0 ~L 1. .1. .1.1.4444~iri 1 1 i i ___________________

1 1 1 1 1 D' I.I 4444444 .1' -'s Ll .+,,. ' 1 Specimen A -I of LABORAORy, Behavior of Lap Splices of No. 11 Drawn by: Checked by: PQ UE R.UNER ]T Reinforcing BarsDae 2 -62 REDACTED VERSION 0 0 1 SOUTH SOUTH r .Top Plan 2 Spa. @3' "-60" Ea. -' ' 3'Profile*For section B-B through F-F see Sheet 3 of 3 NORTH NORTH!4 Bottom Plan Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11. Reinforcing Bars Date: 04/04/2012 2 -63 REDACTED VERSION 0 C©1 I I I f i SOUTH I NORTH I-, 2-Top Plan 2 Spa. 3'--39.5" Ea.-- -3 Profile*For section B-B through F-F see Sheet 3 of 3'- ~3! Vl m m I SOUTH SNORTH 4 Bottom Plan ,Drawing:

Series B Concrete As-builts Sheet: 3 of 4 LAB RA RY Project: Experimental Investigation of Drawn by: BPR Checked by:! SP:,P U RD,::-E N iE of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -64 REDACTED VERSION U U 0l , , 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built SectiOns Sheet: 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -65 REDACTED VERSION U O 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2 Formwork As-built Dimensions 4 5 Signature Signature 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -series B I--I I 2 I I.* SOUTH 2 3 I* ' " I I NORTH= 6 I 5 4 -!Section A-A 2 Spa. @3, 3 ,F A kL J I A K B KC L D KEKLF J*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -68 REDACTED VERSION I .2 3.I-..SOUTH v I I ,, I I L NORTH I," ' .r I. 6 Section A-A 4I 2Spa. @3, 3 F A I A BLo L EU*For section B-B through F-F see Sheet 3 of 3 Series B , WE Drawing: Series B Formwork As-builts Sheet: 2 of 3AS RA O Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP ,P URDULiE U.NIlV ERSiT Y Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -69 REDACTED VERSION 45 5 6 7 6 IA Kl WV VV 1--3 I Section C-C, D-D, & E-E* Facing North Section B-B & F-F*Facing North r r Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No._ _ _ __ocigBasDae 04__0__ _ _ _2 2 -70 REDACTED VERSION

I-age 2J:l at 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2-Casting Vata and As-~uiIt Lilmenslons Casting Documentation v.1 (Rev. 03/30/2012)

Specimen: Sheet l of 1 General Information

.)Date JDisp Ticket Num Truck No. Time on Ticket Time of Arria Temp. in Lab dl w Measurements made upon arrival of concrete Slump (ASTM C143 -lOa) '\Air Content (ASTM C:231 -10)Time 1 Result 1 ie Result 1 S/N of Air Meter~OS ! ~ 2I~ jj~ ~ -~-~.4-Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C:138 -10b)1 Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.i Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of C~onc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting________

1 lcd Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Lyrcomplete Lae lcd complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plasticz2' tWMv T:GPM Recorded by Signature Date Time S, v I --Checked by Signature Date Time" , Checked by Signature Date Time Comments: ---**The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2-71 REDACTED VERSION

W-UUU rags C3b 0O1 114 Appendix 2 -Lilting [JatE End As-built iimensions T ruck, 1639 Drive r 2463 User Returned Disp Ticket Mum 1659193 Ticket ID 0 Time Date 13:51 4/24/12 Load ID 1315 Load Size Mix Code 6.50 CYDS 1006 Oty Mix Age Seq D M ateril S"rONE,,-4 S,,f'f-4-23 CMEM E,'WATER AIRlb 6114011 lb*14'351I0 %---. 9341 lb 53Ib-. ,., 38"22 lb 323.2 lb 1.587.8 lb.812 /0 .3,158 o Batched 1576.0 lb% VarM" olsture Actual Wat-1182% MI-1174%-n141% 5.515M 61 0l-'1.89 Actual Load S1ump: wwJn Batcha 2.9295 lb "115512 6.01] in C Wf:l'lnTrucft Wte led~mei n1544 T K I Adua 2512L1 0 ToAdd: 1.7 0l Ar a>2 -72 REDACTED VERSION

t-'age Zlit 051114 Appendix i -Lasting uata and As-ttuiit Utmensions Remit To: P.0. Box 7048, Group #2 f'f llr~z Indianapolis, IN 46207-7048

j. L.PF~,LdLIW i cke imi Irving Mlattulalls.

Inc.IPlant # ITicket Truck Load Size I Mix I Slump Use ,* Date Customer I LSold TO ITax CodeI Driver Project No. Order No.FDeliver Address " " P.O. Number~~~~~Job : -: ILoad Quantity Total Ordered Quantit Produc code Product Description Unit Price Amount/I .....Totale A ISlump Meter .. .. I I I ~~~~~No. Gallons RaigISboa Tax jOn Job Time FInish Pour Time -~l i'. .' , , "'. Total [ :, p 3 PROPERTY DAMAGE RELEASE /WARNINg-Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The underige hereby authorizes Irving Materials, Inc. to use private property for making the deivt showni here on and assumes full responsibility for any damage or injury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responlsible for any needed wrecker service charges as a result.SAFElY WARNING: Keep away from children.

Contains Portland Cement. Irrtaing to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the ocintractor or property owner or agents.NOTICE: MY SIGNATURE BELOWJDICATES T;HAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.:release, Load and Terms Accepted By: l l!!lJ IIIJll lll!! ! IJi! , iJtil Jlllf !1111 llJII fJIr fill Cocre=te-Sand -Gae -stone "We're ProtfdOf Our Work" General Office (317) 326-3101 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (REv. 04/04/2012)

Specimen:

AG(Sheet 1 of 2 Concrete As-built Dimensions Section 12 34 5678 B-B "" " " 'E-E '4, F-F 1"9- 4 ( "0"- S, I'- aO" v"--Recorded by: Signature Date lime Checked by: Signature Date lime e~ei __ ___ ____ ___ ___ ___ ___ /97 2 _ ___Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2 -74 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:

A(Sheet 2 of 2 Concrete As-built Dimensions Key -Series A Concrete As-built Dimensions Key -Series B REDACTED VERSION NORTH 44, I1-g\~U'q 1.11 111 111______________________

N8R~I ~ * * * *~. * ....I-s ._L"//o-! II'Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -76 REDACTED VERSION I-.-1 SOUTH SOUTH i'" 2 Top Plan 2 Spa. @3' ' ---6016 Ea. -- -' 3'KBRC D-,E -F , LBK Lc L LEULF Profile*For section B-B through F-F see Sheet 3 of 3 3 NORTH NORTH I 4 Bottom Plan I Drawing: Series A Concrete As-builts Sheet: 2 of 4LBO A OR I Project: Experimental Investigation of Drawn by: BPR Checked by: SP PUgR DU U-'

Ca pacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2- 77 REDACTED VERSION 1 SOUTH I NORTH" ~2 " Top Plan 2 Spa. @3' -- --39.5" Ea. ='= 3 Profile*For section B-B through F-F see Sheet 3 of.3 NORTH SOUTH SOUTH NORTH 4 Bottom Plan Series B Concrete As-builts Sheet: 3 of 4.4-Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR Checked by: SP Date: 04/04/2012 2 -78 REDACTED VERSION

-1 4 2 Section B-B, C-C, D-D, E-E & F-F*Facinq North Drawing: Concrete As-built Sections Sheet: 4 of 4 BORA TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP....URDU iTYCapacity of Lap Splices of No.ii Reinforcing Bars Date: 04104/2012 2 -79 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars 0 C Spoomen" As-built Dimensions v.1 (Rev. 04/04/2012)

Sheet i of 2 Formwork As-built Dimensions 41 5 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B U U I!2 I I I 3i SOUTH r I.... ,. IlI NORTH* .,. I 6 5 4 .Section A-A 2 Spa. @3, 3, F A I L B LC L D L.ELF A*For section B-B through F-F see Sheet 3 of 3 Series A Drawing;:

Series A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -82 REDACTED VERSION

©I-I SOUTH I I I 2 3 3 NORTH I I_ 6 4.5-4 -Section A-A 2 Spa. @3, 3.F A A KL C oLD ELF L*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -83 REDACTED VERSION U 6 7 II 4 5 7 3 1-3 Section C-C, D-D, & E-E**Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 VLABORA TORY U RD UN IVE RSITY Experimental Investigation of IDrawn by: BPR IChecked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -84 REDACTED VERSION

h-UUU r~age 24Y ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix L -Casting Vata and As-iBuilt Ulmensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:, Sheet l of 1______________General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -lOa) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter 1:. _____. __ JI' I = 5 ' /Time 2 Result 2 Time 2 Result 2 S/N of Scale SUnit Weight (ASTM C138 -lOb) ________________

Time 1 Wt. of Cont.1 Total Wt. z Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.,__ _ , __ __,,, ~4J Time 2 Wt. of Cont.2 Total Wt. 2 iWt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont., Times of actions during and after casting Layer 1 Vibration Layer 2 vibration Top surface struck Truck, Departing Layer 1 placed copee Layer 2 placed cmlt f a Lifting Inserts Covered with Plastic rmvd Covered with Burlap doused Covered with Placed plastic burlap with water plastic Reore bSgatr Dat Tim Rhecred by Signature Date Time Checked by Signature Date Timei Commer ts: / /*The following ASTM standards and specifications will be followed during casting: C172-1.0, C192-07, C470-09 2 -85 REDACTED VERSION

I-age 27,u ot 1114 ApndxI-asngaaadASultUenon Appen(:llX L -Lasting Uata and As-I:lullt Ulmenslons A.Truck- Driver 1982 107E Load Size Mix Code 5.75 1008 User Returned Dlsp Ticket Hum 1858848 Ticket iD Time Date 12:23 4,/10/12 Load ID 972 840 lb 520 lb 143w lb 5~8 lb 3232 lb~0 IC 3:381 lb" 14453 lb: B~cl1ed S3~ lb 38~ lb 8540 lb 3375 lb 14220 lb 2~.S0 oz-0.83% M 6S~-027% 500%M-0.18%-o 3~%-23%Mix Age ACUJ ,= 4 Seq D 22603 lb Desl~1W'C:

0I.S50 0..61 T" /In W Water~nTruc:

0.0 lb A 2227 Acta 22i.3 To^dd 2 -86 REDACTED VERSION bbJ-UUU-Ut5J-ULtiL-UUU1 b-UUU I~age 2t 1" at 1114 AppenOlx 2 -Castin Uta an Ulmensions Indianapolis, IN 46207-7048 n r t ~ 1 eyT c e Irving Mlaterials.

Inc.Plant # Ticket Number Truck Load Size Mix Slump Use Date Customer Sold To Tax Code Driver Proect No. Order No.Delivery Address RO. Number Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount W~g d~ tI I I °Tota oo1MO~ I I I I uo ITotal~a PROPERTY DAMAGE RELEASE / WARNING -Irritating TohThe Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which waler or any other material has been added by the purchaser or at his request.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to idenltify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway tram public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. irritating la the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. 1f irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance ot exposed aggregate.

integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: x 0 WY-I-c'J Zoncrete -Sand -Gravel.- stone "We're Proud-Of Our Work" General offce (317) 326-3101

w~age zb ot 1114 Appenamx l -Lastin( Lata ana Oimensions IninCoioI 4277ncrete De very Ticket imi Imau Plant # icket Numbe Truck Load Size Mix [ Slump Use ,A Date Customer Sold TO 'Tax Code] Driver Pro ect No. -;Order NO.Deliver Address RO. Number JobNOJ Load Quaty Total Ordered Quanty Product CodeI Product Description Unit Price AmountI I j TNota UU ..... I I I I Tax I~~u ITm oa PROPERTY DAMAGE RELEASE / WARNING -lrrttaflng To The Skin and Eyes

Dear CLstomer -The Seller is not repnil for slumps,

strength or quality of Concrete to which, water or any other material has beern added by the purchaser or at his request.The unesge agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from anty and all claims, demands and suits for or on account of or In any manner caused by or arising from prvt prpet deir.The undersigned assumes responsibilIty for a sutable roadway from public highway to point of delvery and Is repnil fo an nede wrae sevc chre as a reut SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protectlon.

Prolonged contact may cause bums. In case of contact with ski or eyes, flush thoroughly with wae If irritation persists, get medical attenio. For additional Information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate.

integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes respnsbility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Trmls Accepted By: x cv, Concrete -S,,d -Gravel,- Stone "We're Proud Of Our Work" Ge.eral offic (317) 32-3101 U fo-1 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet Ilof 2-C Concrete As-built Dimensions 4 5 t I]_el%0" so')II~o U 0 U Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A-4 1 5 Concrete As-built Dimensions Key -Series B K)0 0 r-r .t fF IFFFFFF1 I I IIHHH1 NORTH......L. ....... 7 -! NORTH esA-I1 I 0 d" Le_-\\5o T'I4 Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2-91 REDACTED VERSION U OD C)1 r SOUTH SOUTH.I- 2 Top Plan*~2 Spa. @i'LB KC PrI LE UF'*For section B-B through F-F see Sheet 3 of 3 I" * -3 NORTH NORTH 4* .I I-Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4 4JgB5OWEN'iORA""TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITY"" Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -92 REDACTED VERSION U 0 ,-'I SOUTH I NORTH I- 2-!Top Plan 2 Spa. @3' '- '= 39.5" Ea.--.-----3 KB KC RD -RE RF Profile*For section B-B through F-F see Sheet 3 of 3 SOUTH D I NORTH 4 Bottom Plan E ;] , A,1Drawing:

Series B Concrete As-builts Sheet: 3 of 4 Project: Experimental Investigation of Drawn by: BPR Checked by: SP P UR DU E U N IV E R Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -93 REDACTED VERSION K)0 V-I 1 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.I 11 Reinforcing Bars Date: 04/04/2012 2 -94 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:.

Sheet l of 2 Formwork As-built Dimensions Section _________________

1 2 3 4 56 78 A-Aorded by: Signature Date Tim B-Bkdby Sgatr Date____Time_

Rhecred by: Signature Date Time Comments:*See formwork as-built drawings for dimension locations-

J I SOUTH 1 2 3 I_I-NORTH I-" 6 5 4 -Section A-A 2 Spa. @3, 31 F A A KBKLc L D KEKLF*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: Series A Formwork As-builts Sheet: 1 of 3_/,ABOR 4T'ORY 1 .Project:

Experimental Investigation of Drawn by: BPR Checked by: SP P URD UE U NIV Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -96 REDACTED VERSION I I _ 23 I 3 "1 SOUTHI i., NORTH I I S6 I1 Section A-A 4 .2 Spa. @3, 31 ,F-L~ii A KBLCKDLELF

• For section B-B through F-F see Sheet 3 of 3 Series BJBOWEN Drawing: Series B Formwork As-builts Sheet: 2 of 3 Project: Experimental Investigation of Drawn by: BPR Checked by: SP PUD EUIVRIYCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -97 REDACTED VERSION 8 8 8 6 4 4 5 6 4 2 =I"V VW 7-3 5 7 1-1-I--3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2- 98 REDACTED VERSION bbY3-UUU-U~~LUt3£1t-UUUltb-UUU I-age 2bi~ ol" 1"114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix I -Casting Vata and As-ESuIIt Uimensrons Casting Documentation v.1 (Rev. 03/30/2012)

W -Z Specimen:__

Sheet l of 1 General Information Date jDisp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -l0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb)Time 1 Wt. of C:ont.1 Total Wt. z Wt. of C:onc.1 Result 1 = Wt. of C:onc./Vol.

of C:ont.Time 2 Wt. of Cont.2 Total Wt 2 Wt. of C:onc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Layer 1 placed copet ayer 2 placed cmlt f a Lifting Inserts: Covered with latcrmvd Covered with Burlap doused C:overed with Placed plastic Patcrmvdburlap with water plastic Recore by Sintr DaeTm by Signature IDate Time3:o0 C:hecked by Signature Date Time*The following ASTM standards and specifications will be followed during casting: C1272-10, C:192-07, C470-09 2 -99 REDACTED VERSION

I-age Ztb4 01' 1114 Apeix2-atngUaanA-uitienis Appendix Z -Lasting uata and AS-BUIlt Ulmenslons Truck Driver 1839 24G3 Load Size Mix Code 5.75 CYDE 1006 u~ r Returned Disp Tizket Num 18581353 Ticke: ID 0 Time Date 13:48 4/10/12 Load ID 977 Qty Mix AMe Seq D 3TON~E-4 CEMENT A.IR 620] lb 143"5 lb 323.2 lb R~Ar~I 5405 lb 3565 lb 3664 lb 3351 lb 14458 lb 27.05 ~z Bi~crld 536..0 lb 3365 lb 1442.0 lb-n.27% -D 47%-0.27%Q Z22343 ib D~igni 0.550 WVefCemelt n.5'52'6n0 In ~

0.0 lb Des1~~ 2227 ~0.0 lbLa~d Thm~r~.Act 222.1 ToY 2 -100 REDACTED VERSION

1-age 2b~b OT 1114 Appenldix 1- Lastmn Uata and Ulmenslons

eIt~:O o74,Gop2ndianapolis.

IN 46207-7048C o ncrete uenvery Ticket imi Irvtag Flttterlais.

Inc.Plant # Ticket Number Truck Load Size Mix Slump, Use Date Customer Sold To Tax Code Driver Project No. Order No.Delivery Address P0. Number?Job No)i Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount Cuaon -Reus IN.Galn RI, BII I Subota Tax)n Job "itme Finish Pour Thiota II PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The unesge hereb authorizes lrg Mateial, to use prvt prcopet fo mrnakg the delvery show~n here on arid assu'me fu repniblt fo wn daag or iur du to th prre.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or anising from private property delivery.The undersigned assumes repniiity for a suitable roadway from public highway to point of delivery and is resposil for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. lmteting to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, gel medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Matenal Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, end all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk.driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.;lelesse, Load and Tocrns Accepted By:~U)~~0 cv, rnr~J i ,oncrete -Sand -Gravel -Stone "We're Proudf Of Our Work" General offce (317) 326-3101]if

l-fage ot 1114 AppenalOx i -C.asting ua~ta ano Llmenislons ndaaliI420-Concrete Delivery Ticket imi~tdgIn, el ab. ta =.Plant # ocket Numbed Truck Load Size Mbx Slump Use Date Customer Sold TO ITax CodeI Driver Pr ojct NO. Order NO.Address P RO. Number S Job No.)Load Quantit Total Ordered 0ua Proty ct CodeI Product Description Unit Price Amount'"-- I I ' No"a o I / I I Sboa I I PROPERTY DAMAGE RELEASE / WARNING -Irritatng To The Skin and Eyes Deer Customer -The Seller is not reposbl for slumps. strength or qualtty of concrete to which waetr or an ote aera ha bee ade by th pucae or a hs reqes The undesge hereby hvtng Mateills, inc. to use pivat p operty ta mnaking flhe derivery showni hare on mu inwe U reprely, an damag or dut th premse The unesge agrees to reimburse said Company for loss of time and equlpmentl by reason of such devt an als to idntf an sa hams sa Copn fro an an al claims, demands and suits for or on account of or in any caused by or arisng from prvt property deivr.The undersige asue responsibit for a suitable roadway frm puli~c highway to pixnt of delivery mu Is repnl fo an nede wrce sevc chre as a reul SAFETY WARNING; Keep away fromnchildren.

Contains Portland Cement. Irrtating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thruhy with water. If Iriato persist, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (M~SDS) available upon request, PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral colring, stamped and decorative surfacing, and alt other forms of architectural and design concrete.dDELIVRY NOTICE: Seller responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any pt onrcor or property owner or agents.NOTICE: MY BECV INDICATES THT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.m.Loede~UAOcq~Y

--~I ~Illl liNt 11111 11111 1111! 11111 11111 lull Ihi liii-U.,'-4 I~D-ce)-c'J:oncete- Sa., -G;ra,,l,-

Stone "We're Proud Of Our Work" eneral offic (317) 326-310 K)0 0 g-2 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimer 1: Sheet 1 of 2-Concrete As-built Dimensions Section________

12 34 5 6 78 Plan 3L --'...,L1/4 " 5q~f! J-D- , 7- " o 1.7'- %" o -./, Recorded by: Signature Date Time Checed by-Sgntue at Time.Checked by: Signature-Date Time Comments:*See concrete as-built drawings for dimension locations 2 -103 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: , Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B Q 0 1%,,111111 CAA iaZi..-.........

I I I I 111111111 I I NORTH , .L ..IL 4 4~4~~4 .4 4..... 4... *1 I I ii ~4e~t~/&Il1V~te9~'+/-'/s

~- I 1~LI SOJTh 1%IIA=Specimen Behavior of Lap Splices of No. .11 Reinforcing Bars 2 -105 REDACTED VERSION U 0 I.II SOUTH NORTH L~Top Plan 2 Spa.@3' ' '-60" Ea. ' -- 3'Profile*For section B-B through F-F see Sheet 3 of 3 3 NORTH NORTH SOUTH I.4*1 Bottom Plan Drawing: Series A Concrete As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -106 REDACTED.

VERSION

<., 0 2)I m I I-I LI I I I =*SOUTH SOUTI-INORTH 2 -I Top Plan 2 Spa. 3'3' ---39.5" -3 Profile*For section B-B through F-F see Sheet 3 of 3'- ~3 I-A NOT I d Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4______________

1. IORY UE U NIVE RSIiTY Project: Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR~Checked by: SP Date: 04/04/2012

____________________________

i _______ ____________________

I ____________________________

2 -107 REDACTED VERSION U 0 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North T Concrete As-built Sections Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by:i SP Capacity of Lap Splices of No.__________________________________

11 Reinforcing Bars Date: 04/04/2012 2- 108 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2 Formwork As-built Dimensions Section _____________

___123 4 5 678 A-A W 7~ A.A________

lw" 1 _______B-B 23,1/2 _,,______ Chce y SgaueDate Time Comments: 2-13*See formwork as-built drawings for dimension locations I-I 2 3_SOUTH I , .,I q NORTH I 6 4 -I Section A-A 2 Spa. @3, 3 F A i J i I I KBKLc A L D L*EL[F*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: Series A Formwork As-builts Sheet: 1 of 3BOWENLBRTORY Project: EprmnaIneiaioof Drawn by: BPR Checked by: SP P U RDU E U N IV=' =E RS Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-110 REDACTED VERSION

• 1-- 2 3 "1 SOUTH i-1,,--T -,2I I I NORTH I " * .I 6-8_1, 5_1_--,7 4 Section A-A 2 Spa. @3, 3 F AL~A UBUCKOLEUF

• For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3 TORY, Project: EprmnaInetatoof Drawn by: BPR Checked by: S PUDU UNIVERS===IT Capacity of Lap Splices of No.S11 ReinforcingBars Date: 04/04/2012 2-111..REDACTED VERSION S88"-- 8 ;i 6 4 5 VV2 7 7 I Ii-3 3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-112 REDACTED VERSION

b-UUU I-'age (1 0?ol 1114 Project: Tests to Determine ,the Behavior of Spliced #11 Bars Appendix 2 -Casting LUata and As-13uit Vlmenslons Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:

}-t' 3 Sheet I of I______________General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made up3on arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231. -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lob) ________________

Time 1 Wt. of Cont.1 Total Wt.* 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of-Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./VoI.

of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration

!Top surface Struck Truck Departing Layer 1 placed copee Layer 2 placed cmlt f a Lifting Inserts Covered with Covered with Burlap doused Covered with.Plastic removed Placed plastic burlap with water plastic Recored b hSigatur DaeTm Rhecred by Signature Date Time Checked by Signature Date Time Comments:

,-i-- -foW>*The following ASTM standards and specifications will be followed during casting: C172,10, C192-07, C470-09 2- 113 REDACTED VERSION bbUu-UUU J-LU-LSIjL-UUUlrb-UUU I-'age ;"/s oa" 1 114 ApedxI-atngaaanASultienon Appendix Z -tasting Uata an(3 AS-I::lullt L)lmenslons rruck Driver 1839 2463 Load Size Mix Code 5.75 CYDS 100~8 User user Returned Disp Tizket Num 1858861 Tic1ket ID 0 Time Date 14:54 4/'10/12 Load ID 985 OtyQt 1435 It, , 323 lb/3,. lb: /Requ4red 8664 lb 27.a;14360. lb-*a83%i M-0.4%Mix Age 43 17:1 3 zleq D ACfl~ t'D'l 1 /ad 22338 lb rDe~gnWIC:

0..5J]

05 n Titn 3 0.n lb Ve.0:.0: iO I Lo 221.4 gI ToAdl8 1.3 ~2-114 REDACTED VERSION 3-uu--1,4 Appen diu u-La-uuunUaeta ah i nsins Tc e~emit To: PU. B~ox 7048, Group #2 Co crecD rfr Indianapolis, IN 46207-7048 W Ti ck Inrfnl IiMaterials, Inc.Plant # Ticket Number Truck Load Size Mix Slump Use Date Customer Sold To Tax Code Driver Project No. Order No.Delivery Address PRO. Number~Job No.)Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount Wa...Piti

-At I II I Toa Iump'-e I I I I !PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.Teundesine hereby auhlie ivig Maeil, Inc. to use priate property for maui tte d~eliey shown here on an asue U repnidt fo an daag or s'x du to th prmie.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or anising from pnivate property delivery.The untdersigned assumes resposiiity for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear wubber boots, gloves and eye protection.

Prolonged contact ma cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional informato regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTtCE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloning, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public night of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.te~easa, Load arid Thrms Accepted By.x ('I"oncrete -Sand- Gravel -Stone "We're Proud- Of Our Work"GeelOfie(1)3610 General Office (317) 326-3101 Ybi9-UUU-Uj-(jI:U-uUU~Th-UUU Mage U:J or 1114 Effect of Laminar Cracks on Splice Capacity of, No. 11 Bars based on Testing Conducted at Purdue University and University of Kansas for Davis-Besse Shield Building Appendix A Purdue University Test Report rpmeta.nw.qn, in v.p-I v. ~ ~ fl,.Lrnn.-

rnv~ti,4n..tia-,*

-,r.rJ ir~- nr..r~rn*a-,L-.,,.-.+., OIrIfl~IJI II Lt1.* JULLII LIE I'..q .JI ~.Ih Utj4* L~ LUlL LU Bcchtcl and it d comp~nic:vwhich 5hall vrr~cn All right ;rc d eR~,LRe~~chtcl partywit;.'ho0ut Bcchtci':; r'o r';J A-i REDACTED VERSION bbu-UUU j-u.iLt-.1-.-UUUti

(-UUU I-'age U4 Ot 1 114 AN INVESTIGATION OF THE EFFECT OF LAMINAR CRACKS ON STRENGTH OF UNCONFINED LAP SPLICES OF#11 REINFORCING BARS A Report Submitted to First Energy Nuclear Operating Company Oak Harbor, Ohio by MtA.Sozen and Santiago Pujol 12 July 2012 Bowen Laboratory West Lafayette, IN ii REDACTED VERSION bb9M-UUU-UdJ-UL__U-UUUlb-UUU r-age Yt O011114-TABLE OF CONTENTS

SUMMARY

............................................................................................................

6 1. Introductory Remarks.............................................................................................

7 2. Object and Scope...............................................................................

..................

7 3. Materials.........................................................................................................

10 4. Observed Relationship between Applied Load and Deflection

.............................................

10 5. Crack Development

..................................

...........................................................

11 6. Maximum Reinforcement Stress Attained ..............................

.....................................

14 7. Conclusions......................................................................................................

14 21 REDACTED VERSION bbHt-UUU-UU5-UbI-U-UUU1 u-UUU i'ags Va O0" 1 114 TABLES Table 1. Concrete...................................................................................................

16 Table 2. Reinforcement............................................................................................

17 Table 3. Summary of Results ......................................................................................

18 FIGURES Figure 1 Overall Properties of The Test Girders .................................................................

19 Figure 2 Test Girder, Series A .....................................................................................

20 Figure 3 Test Girder Series B ......................................................................................

20 Figure 4 Cross-Sectional Dimensions of Series A and B Girders ...............................................

2:1 Figure 5 Photograph of One of The Cantilevered Segments of A Test Girder ................................

21 Figure 6 Flexural Cracks and Bursting Cracks....................................................................

22 Figure 7 West Elevation of Test Girder A4. Initial Loading. Applied Load = 36 kip...........................

23 Figure 8 East Elevation of Test Girder A4. Initial Loading. Applied Load = 36 kip............................

23 Figure 9 West Elevation of Test Girder A4 Reloaded to 36 kip.................................................

24 Figure 10 East Elevation of Test Girder A4 Reloaded to 36 kip ................................................

24 Figure 1:1 West Elevation of Test Girder A4 Reloaded to 42 kip ...............................................

25 Figure :12 East Elevation of Test Girder A4 Reloaded to 42 kip ................................................

25 Figure 13 Load-Deflection Plot for Test Girder Al ..............................................................

26 Figure :14 Load-Deflection Plot for Test Girder A2 ..............................................................

27 Figure 15 Load-Deflection Plot for Test Girder A2 ..............................................................

28 Figure 16 Load-Deflection Plot for Test Girder A4 ..............................................................

29 Figure 17 Load-Deflection Plot for Test Girder AS ..............................................................

30 Figure :18 Load-Deflection Plot for Test Girder A6 ..............................................................

3:1 Figure :19 Load-Deflection Plot for Test Girder Bi1..............................................................

32 Figure 20 Load-Deflection Plot for test Girder B2...............................................................

33 Figure 2:1 Load-Deflection Plot for Test Girder B3 ..............................................................

34 Figure 22 Load-Deflection Plot for Test Girder B4 ..............................................................

35 Figure 23 Load-Deflection Plot for Test Girder B5S..............................................................

36 Figure 24 Load-Deflection Plot for Test Girder B6 ..............................................................

37 Figure 25 Qualitative Illustration of Internal Stresses Leading to Bursting Cracks ...........................

38 Figure 26 Optotrak Targets on Series A Girders................................................................

39 Figure 27 Optotrak Targets on Series B Girders.................................................................

40 Figure 28 Selected Regions for Maximum Bursting Crack Widths in Series A Girders......................

41 Figure 29 Selected Regions for Maximum Bursting Crack Widths in Series B Girders.......................

41 Figure 30 Longitudinal Strains at Level of Reinforcement, First Loading of Series A Girders ...............

42 Figure 31 Longitudinal Strains at Level of Reinforcement, First Loading of Series B Girders ...............

43 Figure 32 Longitudinal Strains at Level of Reinforcement, Reloading of Series A Girders ..................

44 31 REDACTED VERSION

H~age U(o1 11 14 Figure 33 Longitudinal Strains at Level of Reinforcement, Reloading of Series B Girders ..................

45 Figure 34 Transverse Deformations, First Loading of Series A Girders........................................

46 Figure 35 Transverse Deformations, First Loading of Series B Girders........................................

47 Figure 36 Transverse Deformations, Reloading of Series A Girders...........................................

48 Figure 37 Transverse Deformations, Reloading of Series B Girders...........................................

49 Figure 38 Representative Cracks, Test Series A .................................................................

50 Figure 39 Representative Cracks, Test Series B .................................................................

51 Figure 40 Recorded Maximum Surface Widths (in thousands of an inch) (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-i ......................................................

52 Figure 41 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-2............................................................................

52 Figure 42 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-3............................................................................

53 Figure 43 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-4............................................................................

53 Figure 44 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-S ...........................................................................

54 Figure 45 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-6............................................................................

54 Figure 46 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-i ...........................................................................

55 Figure 47 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-2............................................................................

55 Figure 48 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-3............................................................................

56 Figure 49 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-4............................................................................

56 Figure 50 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-S ...........................................................................

57 Figure Si Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-6............................................................................

57 Figure 52 Comparison of crack-width measurements and measured vertical deformations, test series A... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. .. ... .. .. .. .. .. ... .. .... ..5 Figure S3 Comparison of crack-width measurements and measured vertical deformations, test series B.... .......................................................................................................................

59 Figure S4 Moment and Shear Diagrams .........................................................................

60 Figure 55 Maximum Unit Stress Reached by Spliced Reinforcement

.........................................

61 I REDACTED VERSION bbUL-UUU-Lji-UW'L-UUUI b-UUU l-'age UJd at 1114 APPEN DICES 1. Concrete Strength on Test Day 2. Casting Data and As-Built Dimensions

3. Curing 4. Reinforcement Strength 5. Maximum Reinf. Stress Series A 6. Maximum Reinf. Stress Series B 7. Crack Pattern and Width Data 8. Approved Test Procedure 9. Direct Deflection Reads 10. Calibration Certificates

11. Additional Photos 12. Instrumentation Logs REDACTED VERSION bb3-UUU-UdtJi-U5:lU-UUU~tb-UUU l-'age U Or" 11 14

SUMMARY

The object of the experimental investigation reported was to study the effect of laminar cracks on the strength of unconfined lap splices of #11 Grade-GO reinforcing bars embedded in concrete.

The study focused on the influence of pre-existing laminar cracks on the strength of lap splices for #11 bars. The planned variables for the study were the length of the splice and the loading program. Twelve girders with lap splices were tested in two series, A and B, of six. Series A had 120-in long splices and series B had 79-in, splices. Concrete strength was not a planned variable.

Concrete mixes were selected to produce a concrete strength at 28 days not exceeding 6000 psi. Measured concrete strength at time of test varied from approximately 4500 to 6000 psi. Yield stress of the reinforcing bars was 66 ksi.In each series, two girders were loaded monotonically to failure. The two series A girders (A-2 and A-3)reached their yield capacities and then failed in flexure to resist a maximum moment of 487 k-ft. The two series B girders also reached their yield capacities and had splice failure at maximum moments of 425 k-ft (Girder B1) and 427 k-ft (Girder B4).In series A, the remaining four girders were loaded to a deflection beyond yield, unloaded, and then loaded, with pre-existing laminar cracks, to failure. Maximum moments resisted were 481 k-ft(Girder Al), 479 k-ft (Girder A4), 480 k-ft (Girder AS), and 466 k-ft (Girder A6).In series B, the four were loaded to yield, unloaded, and then loaded, with pre-existing laminar cracks, to failure. Maximum moments resisted were 418 k-ft (Girder B2), 426 k-ft (Girder B3), 435 k-ft (Gird~er B5), and 435 k-ft (Girder B6).Load-deflection relationships recorded for the 12 girders are presented in Fig. 13 through 24.Reinforcement stresses developed at splice ends are listed in Table 3. For girders with 120-in splices maximum reinforcement stress attained at ends of splice ranged from 77 to 80 ksi. For girders with 79-in. splices, the range was 69 to 72 ksi.Differences between the load-deflection responses of initially uncracked and pre-cracked girders were found to be negligible.

Strain measurements and observed distribution of bursting (laminar) cracks confirmed that most, if not all, of the force transfer from one bar to another occurred in the end of the splice over a length of approximately 20 in.(<15 bar diameters).

In this region of high bond-stress demand, cracks paralleling the spliced bars opened at as low as one fourth of the maximum load in all girders tested. In the four specimens that were unloaded and reloaded, the measured maximum residual widths of these cracks at zero applied load were 0.08 in for series A and 0.015 for series B.All load-deflection curves measured had two common characteristics:

(1) Yield moment of the section was developed after appearance of laminar bursting cracks at low loads and at zero load in the case of the reloaded girders, and (2) all girders tested demonstrated a definite capability to maintain strength 61 REDACTED VERSION

Mage 1UU Or 1114 with increase in deflection beyond yield. The latter characteristic satisfies the traditional demand of professional consensus documents for cases where the loads may be dynamic and/or not known closely.1. Introductory Remarks Since the publication of Abrams's monumental study of bond between concrete and steel 1 the engineering profession has been aware of the fact that, in transferring stress to concrete, deformed bars tend to cause bursting stresses in the concrete.

The cracks caused by bursting stresses reach the surface of the concrete in which a deformed bar is embedded in a random pattern and tend to parallel the bar causing the stress. Their appearance on the surface of the concrete is a cause for concern.What if such cracks develop without the influence of bursting stresses related to bond? How much bond stress can a reinforcing bar develop in cracked concrete with the cracks approximating the trajectory of the bar? The experimental investigation described in this report was undertaken to answer this question within a limited domain of variables: "If lap splices of#11l Grade 60 bars with three-in, cover happen to be in concrete having laminar cracks along the plane of the splices, what is the limit to the tensile force that can be transferred from one bar to the other?" The investigation was carried out at Bowen Laboratory for Large-Scale Civil Engineering Research, West Lafayette, IN. to address this question.2. Object and Scope The object of the investigation reported was to study the effect of cracks on the strength of lapped splices of#11l Grade-60 reinforcing bars embedded in concrete.

The cracks in question are laminar cracks, or cracks that lie in a plane that coincides with or is parallel and close to the axis of the spliced bars. The fundamental question for the investigation was to determine what level of tensile stress spliced #11 bars could develop if the surrounding concrete already has such cracks.The test specimens were of a type used usually for testing splices (Fig. 1). They were large-scale girders with rectangular sections.

They were simply supported at two points equidistant to the center of the specimen and loaded at two points, outside the reactions, also equidistant to the center of the specimen.

A total of 12 specimens were tested under static loading, test durations ranging from three to six hours. Six of these (Series A) had 120-in splices (nominally 85 bar diameters) and the remaining six (Series B) had 79-in splices (nominally 56 bar diameters)..

In each of series A and B, loading was applied continually to failure in two test girders. In the remaining four, loading was first carried to or beyond yielding.

Then the load was reduced to zero to be increased again until failure occurred.Abrams, Duff A., "Tests of Bond between Concrete and Steel," Bulletin #71, Engineering Experiment Station, University of Illinois, Urbana, 1913, 245 pp.71 REDACTED VERSION

wags JUl10? 1'14 Concrete strength was not a planned variable in the program. For the test girders with the 120-in splices concrete strength, determined using standard 6x12-in. cylinders, varied from approximately 5000 to 6000 psi. For those with 79-in. splices, it varied from approximately 4500 to 5500 psi (Table 1).Appendix 1 includes details about the tests of concrete samples.Yield stress and strength of the #11 bars were determined to be 66 ksi and 103 ksi, respectively.

Limiting strain, measured over a gage length including the part of the bar that fractured, ranged from 14 to 19 %(Table 2).In addition to load and deflection measurements, crack patterns and widths as well as longitudinal and transverse deformations of the test girders were recorded.

Failure characteristics of the test girders were captured by a high-speed camera operating at 5,000 frames per second.Following sections contain brief descriptions of the materials, construction and instrumentation of the test girders. Detailed information on those topics is provided in the appendices of this report. The observed behavior of the test girders is described in terms of measured load-deflection relationships, recorded crack-width developments, and calculated reinforcement stresses.2.1 Experimental Outline As mentioned in the preceding section, two series of six tests were conducted, one with 120-in, splices and the other with 79-in, splices. Specimens A were cast in groups of three on 17 April 2012 and on 24 April 2012. Specimens B were also cast in groups of three, the first cast being on 10 April 2012 and the second on 30 April.Because of the concern resulting from early cylinder tests that the concrete strength might surpass 6,000 psi at the intended time of test, specimens of Series B were tested first, during the period 10 through 25 May 2012. Specimens of Series A were tested afterwards during the period 30 May through 8 June 2012. Test dates are listed in Table 1.The planned variables in the tests were the length of the splice (79 or 120 in.) and the loading program.Two specimens in each series were subjected to increasing applied loads at each loading stage of 6, 12, 18, 24, 30, and 36 kips. Above 36 kips, load increments were determined by measured displacement.

Four of the specimens in series A were subjected to loading in increments of 6 kips to yield and then to a mid-span deflection of 0.9 in, unloading, and reloading to failure. In series B, the four specimens were loaded to 36 kip in 6-kip increments, unloaded, and then loaded to failure.Load and deflection measurements were obtained continuously in each test. Deflections were also measured by dial gages whenever loading was stopped. An Optotrak tracking system was used to measure deformations of the girder after each load increment until there was a threat of failure. Crack patterns and widths were recorded up to a loading stage which was considered to be safe for those making the measurements.

This limit, stated in terms of applied load, varied from 30 to 41 kip. Still photographs of the test specimen were taken at all loading stages.Profile dimensions of the specimen in Series A and B are shown in Fig. 2 and 3 REDACTED VERSION

UU1b-UUU -'age "1U2 0!" 1114 Properties of the girder cross section were based on four considerations.

The first was to have more than one lap splice to simulate the interaction of adjacent lap splices. Two splices were used.The second was to have a minimum cover of 3 in. that translated to a clear distance of 6 in. between the two splices and led to a cross-sectional width of (4x3+4x1.41) in. The width of the girder section was made 17 5/8 in.The third was to produce a bursting crack in the horizontal plane that would intersect both splices. To increase the probability of a bursting crack in the horizontal plane and given that cracking tends to occur in the direction in which cover is smaller, the desired minimum side cover of 3 in. was used on the outside bars of the splices and a cover of 5 in. was used on top.The fourth condition was to make sure that with four #11 bars the section would have a moderate reinforcement ratio not exceeding 1.5 %. An overall depth of 30 in. satisfied that requirement.

The resulting cross-section is shown in Fig.4. Girders of Series A and B had the same-cross sectional dimensions and the same reinforcement.

Each girder in series A had a total length of 39 ft .The lap splice length was 120 in. as indicated in Fig. 2. Ends of the splice were each at three ft from the closer support.The cantilevered portions of the girder measured li ft 6 in. in length. Loads were applied on each cantilever segment at 10 ft from the support.Each girder in series B had a total length of 34 ft 4 in. Length of the lap splice was 79 in. and was located as shown in Fig. 3. The ends of the splice were each at three ft from the closer support. The cantilevered segments of the girder were 10 ft 10 1/22 in. long. Loads were applied on each cantilever segment at 9 ft 8 '1/2 in. from the supports.To make certain that shear or bond problems did not occur in the cantilevered segments of the girder, they were equipped with post-tensioned external stirrups comprising pairs of 3-in, channels at each end and two 5/8in-diameter rods. Figure 4 shows the external stirrups.

There were 12 of them on each cantilevered segment placed at equal spacing. Post-tensioning forces in the external stirrups were not measured.Measured dimensions of test specimens and test setup, obtained before testing, are listed in Appendix 2.Load was applied through the use of two 60-kip hydraulic center-hole rams near each end of the girder.The rams were supported by a custom-built steel channel. One of the rams on each side was in series with a load cell. A l0x4-in, tube supported the two rams.REDACTED VERSION bbW-UUU-Ltii-(.PL.-UUUllb-UUU

-'age IU3 O 1 1114 3. Materials (a) Concrete Concrete used in the specimens was mixed and delivered to the laboratory by Irving Materials Inc. of West Lafayette, IN. Each girder and related cylinders were cast using concrete from a single truck. The mix proportions by weight were SComponent Weight of Component

/ Weight of Cement Cement 1 Fine Aggregate

2.4 Coarse

Aggregate (max. size = 11/4/ in.) 2.6 Water 0.55 Target air entrainment was 5%. As concrete was being placed, temperature, air content, and slump of the mix were measured.

Air temperature was recorded.

Target moist curing was seven days but the curing period was reduced for some specimens as a result of early cylinder tests that indicated high strength .Detailed information for each casting is included in Appendix 2. Information about curing is given in Appendix 3.(b) Steel All #11 reinforcing bars came from the same heat. Stress-strain properties of the bars are included in Appendix 4.4. Observed Relationships between Applied Load and Deflection Figures 13 through 24 contain the measured load-deflection relationships of the 12 test girders. The reported deflection is the relative movement (deflection up considered to be positive) of girder mid-span with respect to the supports.

The reported load is the load applied near the end of the cantilever section.It is important to note that a direct comparison of the measured load-deflection curves of girders in series A and B is not justified because of (1) the difference in middle spans (16 ft for girders A and 12 ft 7 in. for girders B), (2) the slight difference in the lever arms of the applied loads (10 ft for girders A and 9 ft 8 1/ in. for girders B) and (3) the difference in the initial selfweight moment (45.8 kip-ft for girders A and 41.7 kip-ft for girders B).All load-deflection curves measured had two common characteristics:

(1) Yield moment of the section was developed after appearance of laminar bursting cracks at low loads and at zero load in the case of the reloaded girders, and (2) all girders tested demonstrated a definite capability to maintain strength with increase in deflection beyond yield. The latter characteristic satisfies the traditional demand of professional consensus documents for cases where the loads may be dynamic and/or not known closely.Considering the Series A girders only, the similar behavior of A2 and A3 is not unexpected.

These girders 101 REDACTED VERSION

h'age 1U4 ot 1 114 had similar reinforcement, similar concrete strength ( 6030 and 5890 psi), similar spans and they were loaded to failure similarly.

In both cases failure was initiated by failure of concrete in flexural compression after yielding of reinforcement at the supports.

It is of interest to note that the overall behavior of test girders Al, A4, A5, and A6 that were loaded, unloaded, and reloaded to failure differed very little from those of A2 and A3 even though the failures of these four girders were initiated by bond.In fact one could not identify easily the ones that were reloaded by studying the shapes of the envelope curves. Girders in series A all had the same yield deflection (approx. 1/2/ in.) and similar maximum mid-span deflections (ranging from 1.4 to 1.8 in.).Inspection of Fig. 19 through 24 yields similar conclusions for the responses of girders of series B. For this series, the yield deflection was approximately 1/3 in. and maximum deflection ranged from a little below 0.5 in. (Girder Bi) to above 0.6 in. (Girder B6). The range in concrete strength from 4460 to 5460 psi would not be expected to have a perceptible influence on the yield deflection.

The three test girders with relatively low concrete strengths (Girders Bi, B2, and B3) did have the lower maximum deflections but the maximum recorded value of "'0.47 in. for Bi with a concrete compressive strength of 4460 psi was not that much lower than that of B5 that had a concrete compressive strength of 5260 psi (0.55 in.)Maximum applied loads for series A ranged from 42 to 44.1 kip. This range was from 39.7 to 40.6 for series B. In fact, on the basis of maximum applied load alone, it is hard to discriminate the results for series B vis-a-vis those of series A.The narrow ranges of measured peak loads indicate consistency and that the sample size (6 repetitions) was proper.5. Crack Development Changes in crack patterns and widths were recorded in detail and are reported completely in Appendix 7. Observed development of flexural crack patterns and thicknesses was consistent with what is normally expected in reinforced concrete beams responding primarily to flexure. As seen in Fig. 6, flexural cracks occurred at a spacing of approximately twice the top cover or ~'10 in. It is also seen that the cracks near mid-span did not reach as far towards the compressed edge of the girder as the ones near the support. This was an indication that the lap splice was effective, with most of the force transfer occurring.near its ends as discussed later. All four bars were participating in load resistance.

In the range of linear response to flexure, the neutral axis depth increases with increase in the reinforcement ratio. Even though the total tensile force in the reinforcement at mid-span was comparable to that at the support, the amount of reinforcement was twice as much. This was reflected in the relative lengths of the flexural cracks at mid-span and at the support.Examples of crack patterns observed are shown in Fig.7 through 12 and Appendix 11.REDACTED VERSION

H'age 1Ub at 1114 Cracks of primary interest in this study are those caused by the bursting stresses related to high bond demand. Appendix 7 contains records of their development in detail for every one of the 12 girders tested.Figure 6 that shows typical flexural cracks also shows the bursting cracks that traverse the beam surface horizontally at or near the level of the reinforcement.

A descriptive metaphor for their formation is provided by visualizing the bars as thin walled pressurized tubes embedded in concrete as illustrated in Fig. 25 The internal pressure causes circumferential tensile stresses in the concrete around the tube that decrease with distance as shown ideally in the figure. The crack is initiated in the weakest plane which corresponds to the plane resulting in the minimum cover. The crack is initiated in the immediate surface of the tube and progresses out as the pressure in the tube increases.

It is also relevant to note that a bursting crack can exist next to the reinforcement but not be visible on the surface of the girder.The projection of this metaphor to the test girders suggests that the bursting crack would occur on a horizontal plane intersecting the reinforcement and that the surface width of the crack is likely to be smaller than its width next to the spliced bars. It also provides an introduction to develop an understanding of the bond phenomena observed in the test girders by combining three sets of measurements:

(1) Longitudinal strain distribution at reinforcement level, (2) vertical deformation of the girder, and (3) distribution of widths of the bursting cracks.The first two sets of data were obtained from movements of targets attached to the test girder and monitored using the Optotrak, an optical system for determining the coordinates of the targets in three dimensions.

The locations of the targets in specimens of series A and B are shown in Fig. 26 and 27.The distributions of measured strain along the splices are shown in Fig. 30 through 33. Figures 30 and 31 contain the data from the initial loadings.

Figures 32 and 33 include the data from reloadings of four of the girders in each of series A and B.Despite the inherent scatter, the longitudinal-strain data show that there was a dominant pattern in strain distribution along the splice. In the first loadings, rapid change in strain occurred primarily in the outer 20-in, segments of the splice as indicated by the slopes of the plotted curves in Fig. 30 and 31.Recognizing that the bars within the splice remain in the linear range of response, the slope of the strain distribution becomes a measure of the rate of stress change. Optotrak measurements identify that the critical segments of the splice where most of the force transfer from bar to bar took place were the outer 20-in, lengths.Because four girders in each series were unloaded and reloaded, Fig. 32 and 33 contain four plots. These sets of data confirm that, in general, the middle 80 in. of the 120-in, splices and the middle ~40 in. of the 79-in, splices were essentially inert.Measured vertical deformations of the test girders are shown in Fig. 34 and 35. The results included in these figures confirm that the regions of relatively large vertical deformation occurred in the outer 20 in.of the splices for both the 79 and 120-in, splices. An aspect of these vertical-deformation measurements is of special interest.

Normalweight-aggregate concrete is expected to have a short-time tensile-strain 12i REDACTED VERSION bt)Y:-UUU-(iS3-ULUI(-UUUltb-UUU I-'age luti OT 1114 capacity not exceeding 0.0002. The vertical deformation measurements were made over a gage length of 26 in. Any reliable measurement of tensile extension exceeding 0.005 may be interpreted to indicate the presence of cracks. It is plausible to infer from Fig. 34 and 35 that bursting cracks did exist in the outer 20-in, segments of the splices. Most of the tensile force transfer between the spliced bars occurred in splice segments with bursting cracks.In the following paragraphs, measured widths of bursting cracks are discussed with perspectives provided by the horizontal strain and vertical deformation measurements made.Lacking a generally accepted index value such as the intensity scale used for earthquake damage to Organize and define data susceptible to scatter, the main generalization that can be made about crack-width observations made in this study is that measurable (0.005 in. or more in thickness) bursting cracks of limited length (six to 12 in.) occurred at low loads on the order of one fourth of the maximum load resisted.

Bursting cracks reached levels in excess of 0.1 in. at loads approaching the maximum load. At such levels of load, bursting cracks meandering along the level of the reinforcement covered virtually the entire test span. Representative bursting cracks are shown in Fig. 38 and 39.To organize the observed bursting-crack widths for discussion, it was decided to divide the middle span into six regions A through F as shown in Fig. 28 and 29. The selection of the lengths of the regions was influenced by the arrangement of the Optotrak targets (Fig. 26 & 27). Selected lengths of regions A through F are shown in Fig. 28 for series A and in Fig. 29 for series B.Maximum widths of the horizontal cracks in the selected regions at selected values of the applied load are shown in Fig. 40 through 51. The horizontal-axis legend shows the distance from mid-span to the center of the region in inches. The legend on the right-hand side of the plot indicates the applied load at which the readings were recorded.

The numbers at the peaks of the "cones"~ indicate the maximum crack width in thousandths of an inch.Given the randomness of the tensile strength of concrete and the tensile-stress demands set up by bond, one does not expect uniform results in the charts shown in Fig. 40 through 51. Nevertheless, certain trends may be inferred from the charts. Again, the bursting cracks were wider at the splice .ends and at the supports.

These trends are confirmed by the vertical deformations shown in Fig. 34 and 35.Comparisons of measured vertical deformations and measured cracks widths are shown in Fig. 52 and 53. At the maximum loads shown in Fig. 40 through 51, the maximum crack width reached 0.15 in. (Fig.40).Bringing together the observed data from measurements of longitudinal strain, vertical deformation, and crack-width distribution, it becomes clear that most if not all of the force transfer in the splice took place in regions with bursting cracks. With that knowledge, the mean unit bond strength evaluation on the basis of assuming the bond stress to be distributed uniformly along the splice would seem irrelevant.

However, to place the results obtained in the realm of common practice, unit bond stresses were calculated.

The mean unit bond strength obtained from the tests was for the 120-in splices and 4.44/f. for the 79-in splices. The decrease in mean bond strength with increase in length of splice is REDACTED VERSION bbEiJ-UUU-Ubi;-USILU-UUUIb-UUU Page 1U/ ot 1114 consistent with the observation that most of the stress transfer through bond occurred within approximately 15 bar diameters from each splice end. It is of interest to note that the ratio of the observed mean bond strengths, 0.70, is close to the ratio of the splice lengths, 0.66.6. Maximum Reinforcement Stresses Attained As documented in detail in Appendices 5 and 6 maximum tensile stresses achieved at the ends of the splice were computed based on the moment at the end of the splice and cross-sectional properties of the test girder. Fig. 54 shows the distribution of bending moments. The calculated stresses are shown in Table 3.The minimum tensile stress attained in the reinforcement at the end of the splice was 69 ksi (Test Girder 82) and the maximum was 80 ksi (Test Girders A2 and A3)7. Conclusions Two girders in each of Series A and B were loaded monotonically to failure.Four girders of series A were loaded to a deflection of 0.9 in. (approximately twice the yield deflection) and the unloaded to be reloaded to failure. Four girders of series B were loaded to yield, unloaded and reloaded to failure.At the start of reloading, lengths of approximately 15 bar diameters at each end of each splice were populated with bursting cracks along the splices. Most of the force transfer between spliced bars occurred within these lengths.The two series of tests conducted were designed to address the question:

what is the limit to the tensile force that can be resited by lap splices of #11 Grade 60 bars with three-in, cover and in concrete having laminar cracks near the plane of the splices? In both series, laminar bursting cracks formed at a fraction of the yield load in all test girders. The difference between the strength and behavior of the girders loaded directly to failure and those unloaded after reaching or exceeding yield and reloaded was negligible.

The existence of laminar cracks at the beginning of loading did not change the strength of the splices. The ratio of the limiting deflection to the yield deflection was approximately three in Series A with 120-in, splices and two in Series B with 79-in, splices.As listed below and illustrated in Fig. 55, maximum reinforcement stresses in the test girders loaded to failure after having been loaded to develop bursting (laminar) cracks and reloaded differed negligibly from those in girders loaded monotonically to failure.141 REDACTED VERSION bOWi-UUU-UUi-U~U-UUUTh-UUU Hugs ThU 0? ~1'I4 Test Girder Type of Loading A2 A3 B1 R4 Al A4 A5 A6 B32 133 135 136 Mo noto nic Monotonic M onoto nic Monotonic Maximum Reinforcement Stress at Splice End 79 ksi 80 ksi 71 ksi 70 ksi Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking Reloaded after Laminar Cracking 79 ks~i 79 ksi 79 ksi 77 ksi 69 ksi 70 ksi 72 ksi 72 ksi 15 s REDACTED VERSION

I-age 1UY ot 1114-TAB LES Table 1 Concrete Test Girder Cast Tested Concrete Concrete Lap Length Designation Compressive Splitting Strength Cylinder Strength psi psi in.Al 17 April 2012 4iJune 2012 5270 480 120 A2 17 April 2012 1 June 2012 6030 500 120 A3 17 April 2012 30 May 2012 5890 480 120 A4 24 April 2012 8iJune 2012 5110 440 120 AS 24 April 2012 7iJune 2012 5240 440 120 A6 24 April 2012 5iJune 2012 5490 450 120 Bi 10April 20l2 i0OMay 2l012 4460 450 79 B2 10 April 2012 23 May 2012 4800 480 79 B3 10 April 2012 21 May 2012 4780 420 79 B4 30 April 2012 14 May 2012 5460 490 79 B5 30OApril 20l2 17 May 2012 5260 480 79 B6 30 April 2012 25 May 2012 5230 450 79 Table 2 Reinforcement 161 REDACTED VERSION bb'Wi-UUU-UU-SI-UL-UUU1W-UUU i'age 11U 0a" 11 Bar Designation

1. 11 Nominal Diameter, in. 1.41 Nominal Area, in 2 1.56 Nominal Perimeter, in. 4.43 Unit Weight, lbf/ft 5.31 Yield Stress*, ksi 66 Strength*, ksi 103 Limiting Strain in 8 in., % 14,18,19* Note: means from tests of three coupons 171 REDACTED VERSION age 11 1 OT 1 114 Table 3 Summary of Results Test Girder Concrete Concrete Lap Maximum Maximum Maximum Caic. Caic.Designation Splitting iCompressive Length Applied Moment Moment Reinf. Reinf.Strength Strength Load at at Stress Stress (Tensile)

Support Splice at at End Support Splice End psi psi in. kip kip*ft kip*ft ksi ksi Al 480 5270 120 43.5 481 470 81 79 A2 500 6030 120 44.1 487 476 82 80 A3 480 5890 120 44.1 487 476 82 80 A4 440 5110 120 43.3 479 468 81 79 A5 440 5240 120 43.4 480 469 81 79 A6 450 5490 120 42.0 466 455 78 77 Bi 450 4460 79 39.5 425 417 72 71 B2 480 4800 79 38.9 419 419 71 69 B3 420 4780 79 39.7 427 419 72 70 B4 490 5460 79 39.7 427 419 71 70 B5 480 5260 79 40.6 436 428 73 72 B6 450 5230 79 40.6 436 428 73 72 18j REDACTED VERSION

I-age 1 1Z OT 111l4 FIGURES-A4.pp/ed Load Length, of Lap Splice Support Figure 1 Overall Properties of The Test Girders i~j REDACTED VERSION 191

)bj6-UUU-UJ-UW'-U-UU~lt-UUU t"age 11L JOf 1114 Externa Shear Reint A\I Load Cell HYd. Ram hi liii rB I II 1.1 L L LLi W"-~ e~JI l__ _ _I'6 4 l77 L B L-1'6 3' -- --10 --- ---4-1--- (f -----(Lap Spice Leungth)39.-1 Figure 2 Test Girder, Series A E Sear RnalXlrB Hyd. Ram-L Eli iitimmiimr izEtflflELhl

~-9'-8.5" -3'L B 3' I-.-.5-- 9---5"[-- Tr Bea (Lap Splice Length)34-4" Test Senies B Figure 3 Test Girder Series B 201 REDACTED VERSION 2ol

rfage 1 14 OT 1l14#11"--r Dia.B-B 30"A-A Figure 4 Cross-Sectional Dimensions of Series A and B Girders 1I-gure b i-notograpn oT une oT i ne cantlleverecl begments or #A i est uircuer 21 REDACTED VERSION 211 Figure 6 Flexural Cracks and Bursting Cracks 221 REDACTED VERSION Figure 7 West Elevation ot Test CGirder A4. Initial Loading. Applied Load = 3b kip tGirder A4. Initial Loading. Applied Load = 36 kip 231 REDACTED VERSION Figure 9 West Elevation of Test Girder A4 Reloaded to 36 kip-U I~ .. UI Figure 10 East Elevation of Test Girder A4 Reloaded to 36 kip 241 REDACTED VERSION Figure 11 West Elevation of Test Girder A4 Reloaded to 42 kip Figure 12 East Elevation of Test Girder A4 Reloaded to 42 kip 25l REDACTED VERSION Test Girder Al 50 45 ..40-' 2520 5.0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Deflection, in.Figure 13 Load-Deflection Plot for Test Girder Al 26[REDACTED VERSION

, Test Girder A2 50 45 .... ' .... .40 "U 30 30 /-I 25.~20 5 0 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Deflection at Mid-Span, in.Figure 14 Load-Deflection Plot for Test Girder A2 271 REDACTED VERSION TEST GIRDER A3 50 45_. , ,, , ,, *40 3.530-o"._-_ 20 10s 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 15 Load-Deflection Plot for Test Girder A3 281 REDACTED VERSION Test Girder A4 50 45___30..J 25._ 20 g._ _-_ __ _ ___ __ _ _0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 16 Load-Deflection Plot for Test Girder A4 z9j REDACTED VERSION Test Girder AS 50 45 ...40 -_____"='

___" _ "_____-', 25, -20 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 17 Load-Deflection Plot for Test Girder A5 3oj REDACTED VERSION Test Girder A6 50 45 40- -..35___ 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 Mid-Span Deflection, in.Figure 18 Load-Deflection Plot for Test Girder A6 311 REDACTED VERSION Test Girder B1 50 40

• 0 o.2 15 0-0.00 Figre 9 LadDeflection alt Mid-Tspan Gin. eB 0.60 0.70 0.80 Figure 19 Load-Deflection Plot for Test Girder Bi 321 REDACTED VERSION Test Girder B2 45 40 35 30 125 10 5J*0 Figre 0 LadDeflection alt Mid-tspan GindeB 0.6 0.7 0.8 Figure 20 Load-Deflection Plot for test Girder B2 331 REDACTED VERSION Test Girder B3 45 40 35 30 125 10 15 10/0 0.1 Figre 1 LadDeflection alt Mid-Tspan Gin. eB 0.6 0.7 0.8 Figure 21 Load-Deflection Plot for Test Girder B3 REDACTED VERSION Test Girder B4 50 45 40 35 30-J 2520 15 10 5 0 Figre 2 LadDeflection alt Mid-Tspan Gin.eB 0.6 0.7 0.8 Figure 22 Load-Deflection Plot for Test Girder B4 3sl REDACTED VERSION Test Girder B5 50 45 40 35"i 30 20 15 10 5 0 0.00 0.10 0.60 0.20 0.30 0.40 0.50 Deflection at Mid-Span, in.0.70 0.80 Figure 23 Load-Deflection Plot for Test Girder B5 361 REDACTED VERSION Figure 24 Load-Deflection Plot for Test Girder B6 371I REDACTED VERSION

..4 .4 ...' "Z S 4.. .4 ",* A"*, ,4* .4 4 4* ..1 4.4.'7 4 a*. '3'4.4.4.* .a.* '3* '7 A A 4 4 ¢*Figure 25 Qualitative Illustration of Internal Stresses Leading to Bursting Cracks 381 REDACTED VERSION F F***4,'U'U lW lu u

• w 1--1.4 Nw~'1 I I I I-- __ _ L _,I. ._-_I. -._- E -. .-,, I .= -- , .I -+ L*l-----------

4 ~ I ~- I ~ I I

• I I I I ~1 -U I ~- I I- I ~ I -+ I, , la)! :1 :

_ 4@5 .) -] IO'10u.16*ad Figure 26 Optotrak Targets on Series A Girders 391 REDACTED VERSION 4-I '1 A N 11 P I U'7 NB 40 441E4*4E 45 ,5-4~I~q-F-q~I-4 I 4 1 I 1: I I 41 -4 I -I I-4 I -~ U -I I I~4 I -~ I m m m m m = -C",--~ I -II 4 I -I I-~ I -,E -I I 1-41 -~ I -m m m m m = -I I ifl iF*J S*f7v ~ i#5 m4 Noiti I'4 0"1 1 * -E .i I I ,~ I I k. I ,-, U -I. I 14 I I. ---= I u Front -z N9 12 1I __.Fiue2 po trkTresolSre idr 401 REDACTED VERSION DbUS-UUU-LUd3-G~t--UUUlth-UUU

-'age 1J4 ot 1114 Series A C A B D E F I_ _1 .... I ... 1~ 1 I End o4 Splice-fz~zz~---- 4ft 2in. --.-j--- 4ft 2in. ----lft 8in l ft 8in -2 ft 2in. --j--+ --2ft 2in.16 ft Figure 28 Selected Regions for Maximum Bursting Crack Widths in Series A Girders Series B I A 8 C D E F I I11111111-

... ... ..Ii I I I I I I I It ir- , "- "- -_I 1-I&,d a Splice.4-.~ft 2ft5t 6/n-lft7in lfthin--4--- 2f :2 t2/2in 31 122 7 in Figure 29 Selected Regions for Maximum Bursting Crack Widths in Series B Girders 411 REDACTED VERSION

l-'age 1~3b at 1 114.0 a, so a,.0 a, 5<Distanoe to M idspan [in.]Distance to Midspan [in.]...0kip-2 kip S24 kip-36 kip 64 41 kip... kip-- 2kip>(~E24 kip-36 kip 14 41 kip.0f.0 a, so a,-5o...0kip-- 12 kip S24 kip-36 kip 50 Distance to Midspan [in.]-50...0kip-- l2 kip S24 kip i 36 kip 6440 kip Distance to Midspan [in.]s0.0 a, (3'0 so~0 C.0 a, C-5 (3 so 0C n Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- 12 kip S24 kip-36 kip 64' 40 kip...Okip--12 kip>eE24 kip-36 kip 64 40 kip 421 Figure 30 Longitudinal Strains'at Level of Reinforcement, First Loading of Series A Girders 421 REDACTED VERSION

I-'age 1ib Ot 1 114.7 ii.0 S Os a, Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- 12 kip S24 kip 8O 30 kip-36 kip... kip-- 12 kip> 24 kip@O 30 kip-36 kip.0 04"S.0 00 S'4 a 20 4-40 -20 Distance to Midspan [in.]...Okip-- 12 kip N--X 24 kip CO 30 kip-36 kip-40 -20 0 20 40 Distance to Midspan [in.]... kip--l2kip S24 kip Oe 30 kip-36 kip Test Girder B-5 Ld = 79 in.).0 Os.0'.2'4 a, a Distance to Midspan [in.]Distance to Midspan [in.]... kip-- 12kip S24 kip 8B 30 kip-36 kip... kip-- 12 kip S24 kip ee 30 kip-36 kip 431 Figure 31 Longitudinal Strains at Level of Reinforcement, First Loading of Series B Girders 431 REDACTED VERSION bbt:i;-UUU-Ud;i-UEU--UUU1Us-UUU P~age iii oT" 1114 05 C No Reload Distance to Midspan [in.]...0kip-- l2kip e<24 kip-36 kip fl42 kip C 0 0 No Reload-5t...Okip-l2 kip>--( 24 kip-36 kip fl@ 42 kip 50 Distance to Midspan [in.].5 Os-J C 5<Cd)a 0 S CM.5 05 C 0 Distance to Midspan [in.]Distance to Midspan [in.]...0kip --- l2 kip EX24 kip-36 kip fl 42 kip...Okip-l2 kip e*24 kip-36 kip fl41 kip Figure 32 Longitudinal Strains at Level of Reinforcement, Reloading of Series A Girders REDACTED VERSION

I--'age 1i 15ot 11"14 Test Girder B-2 (Ld = 79 in.)C7 No Reload-40 -20 25 45 Distance to Midspan [in.]...Okip-- 12 kip S24 kip-36 kip Test Girder B-3 (Id = 79 in.)C'C*04'0 C No Reload Distance to Midspsn [in.]...Okip-- 12 kip S24 kip-36 kip Test Girder B-5 Ld = 79 in.)Test Girder B-6 (1d = 79 in.)CO C'C C Os C'C C C 40 Distance to Midspan [in.]Distance to Midspan [in.]...0kip-- 12 kip S24 kip--32 kip...Okip-- 12 kip S24 kip-36 kip Figure 33 Longitudinal Strains at Level of Reinforcement, Reloading of Series B Girders 4s1 REDACTED VERSION bi-UUU-U~i-U~ti-UUU1b-UUU I-sage 1~ 011114 Test Girder A-i (Ld = 120 in.)Test Girder A-2 (Ld =120 in.).0>.0 i Distance to M idspan [in.]Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip41 kip...0kip-- t2 kip ses 24 kip-36 kip 6, 41 kip Test Girder A-4 (Ld =120 in.).0 C Teat Girder A-3 (Ld = 120 in.)0.1 0.05*0.-55 Distance to Midspan [in.]50 Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip....O0kip*--12 kip S24 kip-36 kip 6440 kip Teat Girder A-5 (Ld = i20 in.)Teat Girder A-6 (Ld = 120 in.).0 C.0 CO-50 55-50t 55 Distance to M idspan [in.]Distance to Midspan [in.]Okip i2kip~E~E 24 kip-36 kip 64 40 kip...0kip--12 kip24 kip-36 kip 6440 kip Figure 34 Transverse Deformations, First Loading of Series A Girders 461 REDACTED VERSION

I-age 14U. OT 1114.0 0 0.01 Test Girder B-I (Ld =79 in.)...............

-40 .-00 20 40 Distance to Midspan [in.]...0kip--12 kip S24 kip Oee 30 kip-36 kip Test Girder B-2 (Ld =79 in.).0 C=0-40 -20 20 40 Distance to Midspan [in.]...0kip-- I2kip e<24 kip OSS 30 kip-36 kip.0 0 0*0 Test Beam B-3 (Ld = 79 in.)0.I Test Girder B-4 (Ld = 79 in.)0..0 C-40 -20 0 Distance to Midspan [in.]...Okip-- 2kip M'-< 24 kip 0.0 30 kip-36 kip 20 40-40 -20 0 Distance to Midspan [in.]...0kip-2 kip S24 kip O.e 30 kip-36 kip 3338 kip 20 40 Test Girder B-5 (Ld = 79 in.).0 0=0 0.l.0 0=40 0.0 Test Girder B-6 (Ld = 79 in.).Z I-40 -20 20 40 Distance to M idpspa [in.]...0kip-- l2 kip~X24 kip O.e 30 kip-36 kip-40 -20 0 Distance to Midspan [in.]...Okip-- 12 kip S24 kip CC 30 kip-36 kip 20 40 Figure 35 Transverse Deformations, First Loading of Series B3 Girders REDACTED VERSION

I-age 141 OT 1'114 Test Girder A-I (Ld = 120 in.).51 No Reload Distance to Midspan [in.]...0kip-- 12 kip S24 kip-- 36 kip mm42 kip Test Girder A-4 (Ld =120 in.)5..51 C No Reload Distance to Midspan [in.]...0kip-- 12 kip N- 24 kip-- 36 kip 60'42 kip Test Girder A-5 (Ld = 120 in.)Test Girder A-6 (Ld = 120 in.).51 Distance to Midspan [in.]Distance to Midspan [in.]...Okip-- t2kip S24 kip-- 36 kip 60'42 kip...Okip-2 kip S24 kip-- 36 kip 041 kip 481 Figure 36 Transverse Deformations, Reloading of Series A Girders 481 REDACTED VERSION

rage 142 or 1114.Test Girder B-2 (Ld = 79 in.).C oE-n 0.0I No Reload 40-40 -20 20 45 Distance to M idspan [in.]...Okip-- 12 kip S24 kip-36 kip Test Beamn B-3 (Ld =79 in.)C;>0.t 0.05'-40 -00 20 No Reload 40 Distance to Midspan [in.]...0kip-- 12 kip S24 kip-36 kip Test Girder B-5 (Ld =79 in.)Test Girder B-6 (Ld = 79 in.).C S Si C C S 45 0.1 0.0i 0.05--A 0-40 -20 20 40 Distance to Midspan [in.]S..0kip-- 12 kip S24 kip--32 kip-40 -20 0 Distance to Midspan [in.]S..0kip-- 12 kip24 kip-36 kip 20 40 Figure 37 Transverse Deformations, Reloading of Series B Girders REDACTED VERSION

I-'age 143$ 0O1" 114 Girder A-i. Load = 36 kiD (reload).Girder A-3, Load = 36 kip.A-5, Load = 4u Kip. uiraer /A-b, Loaa = 4b Kip ireioaa, Figure 38 Representative Cracks, Test Series A.501 REDACTED VERSION bb=J..-UUU-UdJL:-UtUL-UUUIb-UUU M-age 144 OT 1 114 Girder B-3, Load = 36 kip (reload).

Girder B-6, Load = 36 kip (reload).Figure 39 Representative Cracks, Test Series B 51l REDACTED VERSION

-UUUI b-UUU I-'age 0! 1114 A-I Maximum Widths of Bursting Cracks 160 140-J120 N 8060 .... 20 ....0-100 ink--11-36 k-*--38 k---*--41 k--k -Reload-,0-36 k -Reload-801 in -6(0 in -40 in -20 in 0 in 21) in Distance from Midspan 40 in 60 in 80 in (O)0in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 40 Recorded Maximum Surface Widths (in thousands of an inch) (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-i.A-2 Maximum Widths of Bursting Cracks 70. .. ..60-50 S40 I- 30-a 20 10-4-- 30 k-m--36 k*38 k-,r---41 k 0 .. ....... .................. ........... ..... ...... ..............-100 in -50 in -6(1 in -40 in -20 in 0 in 20 in 40 in 60 in 80 in Distance from Midspan 100 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 41 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-2.521 REDACTED VERSION 30i-UUU-U(J-t-LUIL-UUUIb-UUU 1-'age 0t 1 114 A-3 Maximum Widths of Bursting Cracks 40 35 30 25 S20.m 15-.-I- 14 k30k-*-36 k-i00 in -80 in -60 in -40 in -20 in 0 in 21) in Distance from Midspan 40 in 60 in 80 in l O i Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 42 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-3.A-4 Maximum Widths of Bursting Cracks 1 01 0 0 ... ... ... .. .... ... ....... .. .. ... .. .... ..... .... .... ......... .. ... .. ...90__80= 70.g 60 so40 S30 20 10-4--30k-536 k 38 k-*-40 k-"-0 k -Reload-436 k -Reload-100 in -80 in -60 in -40 in -20 in 0 in 20 in 40 in Distance from Midspan 601 in 80 n 100 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 43 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-4 s I REDACTED VERSION

F-'ge 14/ Ot 1114 A-5 Maximum Widths of Bursting Cracks 9070'p 60 .........

...20 10 0-100 io -8(0 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan-430 k-U-36 k-*L-- 38 k40 kk -Reload-@36 k -Reload 40 in 60 in 80 in 0 0 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 44 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-5.A-6 Maximum Widths of Bursting Cracks 7 0 ... .... ... ...: ...... .... .. ... ..60 O40 I-30-0 20 10k--11--36 k-*-- 38 k-->(-40 k--k -Reload--4--36 6 -Reload-I00 in -80 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan 40 in 60 in 80 in I00 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 50, 20, and 26 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 45 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder A-6.REDACTED VERSION I-sage 1 ot 1114 B-I Maximum Widths of Bursting Cracks 40 025 ......--2 0 .. ..........

....-80 in -60 in -40 in -20 in 0 in 20 in Distance from Midspan--4-- 18 k--U!- 24k--e- 30 k-a----36 k 40 in 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 46 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-i.B-2 Maximum Widths of Bursting Cracks 4 0.. .... ........ ... ... ....35 30"6 2520----30k-Ull- 36 kk-* Reload--)<'-36 k -Reload-80 in -60 in -40 in -20 in 0Sin 20 in 40 in 60 in 80 in Distance from Midspan Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 47 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-2.5 I REDACTED VERSION D

I-'age 14Sf Ot ii 14 B-3 Maximum Widths of Bursting Cracks 30 B2o 15 10-80 in-.-30 k--,U-36 k..k -Reloadk -Reload-60 in -40 in -20 in 0 in 20 in Distance from Midspan 40Oin 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 48 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-3.B-4 Maximum Widths of Bursting Cracks 2 5 .........! ........ ............ ..... ... ......__ 20"us--k-U11--24 k30 k-.+36 k S-8(0 in -60 in -40 in -20 in 0 in 20 in 40 in 60 in 8(0 in Distance from Midspan Horizontal axis of chart indicates distances of strip centers from mid-span ... .Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 49 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-4.561 REDACTED VERSION

b3-UUJU I-'age 1 bU ot 1114 B-5 Maximum Widths of Bursting Cracks 30 25*~ 20 Is 10--4--- 30 k--U-- 36 kk -Reloadk -Reload-811 in -611 in -41) in -2(1 in 0I in 211 in Distance from Midspan 40) in 60 in 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 50 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-S.B-6 Maximum Widths of Bursting Cracks 25__20 A 1 U 5 0-8o i--4-- 30 k--I-- 36 kk -Reload-~- 36 k -Reload ((in 0Gin 20(Distance from Midspan 80 in Horizontal axis of chart indicates distances of strip centers from mid-span Maximum crack widths measured in each strip at selected applied loads (legend on right) are listed in the chart."0 k -Reload" refers to unloaded state of the girder before reloading.

Strip widths are 30, 19, and 26.5 in. on each side of mid-span.Value 1 indicates existence of a crack not exceeding 0.004 in. in thickness.

Figure 51 Recorded Maximum Surface Widths (in thousands of an inch) of Bursting Cracks at Reinforcement Level, Test Girder B-6.57I REDACTED VERSION

r'-age 101 0? 1114 Test Girder A- I (41 kip)Test Girder A-2 (41 kip)g 0=at o6.0.50 0 Distance to M idspan [ in.]0,0 Vertical Deformation

[Gage l~ength =26 in.j 00© M ax M easured Crack Width 50 Distance to Midspan [in.]ZSVertical Deformation

[Gage Length = 26 in.]00 Max Measured Crack Width Test Girder A-3 (36 kip)Test Girder A-4 (40 kip)at o2.0 5.I.2.2 at 2.0 555-at 0 Distance to M idspan [in.]-Vertical Deformation

[Gage Length =26 in.]00 Max¢ Measured Crack Width-50 o Distance to M idspan [in.]3,3 Vertical Deformation

[Gage Length =26 in.]00 Max Measured Crack Width Test Girder A-5 (40 kip)Test Girder A-6 (40 kip).2 at E.0 0-at 0.2 at 2-at.50 0 Distance to Midspan [in.]IS Vertical Deformation

[Gage Lenght 26 in.]00 Max Measured Cmck Width 55 50 Distance to Midspan [in.]SIVertical

[)etbrmation

[Gage Length =26 in.]0 0 M a~x M easured Crack Width Figure 52 Comparison of crack-width measurements and measured vertical deformations, test series A.581 REDACTED VERSION

re-'age I1::2 Of 1 114 Test Girder B3-I (36 kip)lest Girder B-2 (36 kip).4 E 0-a.4 a 0-a 0 051 01.05 JC 0 0 40 20 0 Distance to Midspan [ in.-Vertical Deformation

[(;age length = 26 inj 00 Max. Measured Crack Width 40 20 0 Distance to M idspan [in.-Vrt icad D~eformta ion iGagetIength

= 26 in.00 Max. Measured Crack Width 20 4 Test Beam B-3 (36 kip)Test Girder B-4 (36 kip)a a-a:1.0.I a 0 o .051-0)01-0 C 0 40 20 0 Distance to M idspan [in.]-V~ticat Deformat ion [Giagetlngth

= 26 inI 00 Max. Measured Crack Width 20 40-40 -20 0 l)istanee to M idspan [in.j-Vertical t)eformat ion [(;age Length 26 in.]00 Max. Measured Crack Width 20 4 Test (jirder B3-5 (36 kip)l'est Girder B3-6 (36 kip)0-I a>a a.0 a C 0.05S-s 0 -2 20 40 Distance to M idspan [min vertical Deformation iciage L~ength = 26 min 00 Max. Measured Crack Width 40 -20 0 t)istance to M idspan iin.j-Verticaj tDeformat ion [Gage Lenght =26 in.00 Max. Measured Crack Width Figure 53 Comparison of crack-width measurements and measured vertical deformations, test series B.591 REDACTED VERSION bb-UUU-(d-UI-U-UUUIb-UUU 1btJ 0? 1114 FREE-BODY DIAGRAM*it it iti SHEAR DIAGRAM

• .lShear Caused by Selfweight Shear Caused by Applied Load MOMENT DIAGRAM/Moment Caused by Setfweight Moment Caused by Applied Load Figure 54 Moment and Shear Diagrams 601 REDACTED VERSION 6ol

b5-UUU t-'age 1 b40 oT 1114 Reinforcement Stress Developed by Splice, ksi 90 80 70 60 50 40 30 20 10 0 A2 A3 A1 A4 A5A6 B1 B4 Test Girder ID's B2 B3 B5 B6 Figure 55 Maximum Unit Stress Reached by Spliced Reinforcement 611 REDACTED VERSION

b-UUU I-'age 1 b 01" 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER Al Cast Tested 17 April 2012 4 June 2012 (A1 :=5020 5500 5190 5460 5220 5210 psi mean(A1) = 5.27.ksi stdev(A1)

= 0.17.ksi stdev(A1)

~ 31 mean (Al)max(A1) = 5.50 x 10 3.psi min(A1) = 5.02 x 10 3.psi TEST GIRDER A2 Cast Tested 17 April 2012 4 June 2012 (A2 :=5620 5860 6460 6330 6120 psi\mean(A2) = 6.03.ksi stdev(A2)

= 0.3. ksi COV2 stdev(A2)

CV mean( A2)max(A2) = 6.46 x 103 *psi min(A2) = 5.62 x 10 3.psi Sheet 1 of 4 1-1 REDACTED VERSION bbi~-UUU-ULiJ--(.5"L-UUUI~h-UUU I-'age ltb5 0? 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER A3 Cast Tested 30 May 2012 (6000 6010 5820 5840 5830 5850 psi mean(A3) = 5.89. ksi stdev(A3)

=0.08. ksi stdev(A3)COV3 : mean(A3) COV3 = 1.4.%max(A3) = 6.01 x 10 3.psi min(A3) =5.82 x 13psi TEST GIRDER A4 Cast Tested 30 April 2012 22 May 2012/A4 :=5240 5270 4950 4870 5240 psi mean(A4) = 5.11-ksi stdev(A4)

=0.15.ksi COV4 stdev(A4)

CV mean(A4)max(A4) = 5.27 x 103-psi min(A4) = 4.87xx 10 3.psi Sheet 2 of 4 1-2 REDACTED VERSION bbJ0-UUU-iJ-U L-U-UUUl t0-UUU r-age 1lb/ 0? 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER A5 Cast Tested 30 April 2012 17 May 2012 ( 5320>A5 :=5430 5110 5360 4750 psi mean(A5) = 5.24. ksi p.5470)stdev(A5)

= 0.25.ksi stdev(A5)COV5 : mean(A5) COV5 S ..max(A5) = 5.47 x 10 3.psi min(A5) =4.75 x 103-s TEST GIRDER A6 Cast 24 Tested 25 May 2012 (5170>A6 :=5640 5370 5690 5530 5570 psi mean(A6) = 5.49. ksi stdev(A6)

=0.18.ksi COV6 stdev(A6)mean(A6)COV6 =32 max(A6) = 5.69 x 10 3.psi min(A6) = 5.17xx 10 3.psi Sheet 3 of 4 1-3 REDACTED VERSION

1 b-UUUJ t-age 1 bd oT 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 CONCRETE COMPRESSIVE STRENGTH

SUMMARY

Smean(A1)mean(A2)mean(A3)mean(A4)mean(A5)mean(A6)x : r1 2 3 4 5 fc/6033 5892 5115 5240 5495j.psi Mean Concrete Strength psi x Test Girders B Sheet 4 of 4 1-4 REDACTED VERSION bbJ-UUU4~-ULSLi-,1--UUUlI-UUU I-gage 0a" 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B1 Cast 10 April 2012 Tested 10 May 2012 B1i: f4250 4520 4720 4400 4300\4600 psi mean(B1) = 4.46.ksi stdev(Bl)

= 0.17-ksi stdev(B1)COV1i: mean(B1)max(Bl) =4.72 x 103 psi min(Bl) = 4.25 x 103ps COV1 = 0.04 TEST GIRDER B2 Cast 10 April 2012 Tested 23 May 2012 (5080>B2 : 4730 4970 4660 4710.psi\4680)mean(B2) = 4.80.ksi stdev(B2)

=0.16.ksi stdev(B2)COV2 :-: mean(B2)COV2 = 0.03 max(B2) = 5.08 x 103 s min(B2) = 4.66 x 103psi Sheet 1 of 4 1-5 REDACTED VERSION bbJL-UUU-.5iti-UL-U-UUUIb-UUU r~age lmU Or 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B3 Cast 10 April 2012 Tested 21 May 2012 B3 : r4540 4910 4760 4960 4860 psi mean(B3)stdev(B3)= 4.78.ksi-0.14.ksi'I stdev (B3)COV3 : mean(B3)COV3 =0.03 max(B3)min(B3)= 4.96 x 103 psi= 4.54x 103psi TEST GIRDER B5 Cast 30 April 2012 Tested 14 May 2012 B4 :5160 5710 5540 5230.psi mean(B4) = 5.46.ksi stdev(B4)

= 0.20.ksi stdev(B4)COV4 : mean( B4)COV4 =0.04 max(B4) =5.71 x 103 psi min(B4) =5.16x 103psi Sheet 2 of 4 1-6 REDACTED VERSION

Iwage lhi Ot 1114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 TEST GIRDER B5 Cast 30 April 2012 Tested 17 May 2012 B5 :)5340 5350 5160 5370.psi mean(B5) = 5.26.ksi stdev(B5)

=0.10.ksi stdev (B5)COV5 .mean(B5) COV5 0.02 max(B5) = 5.37 x 103psi min(B5) --5.12x 103psi TEST GIRDER B6 Cast 30 April 2012 Tested 25 May 2012 B6 : f5130 5460 5130 5220 5320 psi psi mean(B6) = 5.23.ksi stdev (B6) = 0.12. ksi stdev (B6)COV6 : mean(B6)COV6 -- 0.02 max(B6) = 5.46 x 103 psi rain(B6) :5.12 x 103psi Sheet 3 of 4 1-7 REDACTED VERSION

I-gage 1tiZ OT 1 114 FENOC PROJECT 2012

SUMMARY

CONCRETE STRENGTH 25 May 2012 CONCRETE COMPRESSIVE STRENGTH

SUMMARY

4.46 x 103 (fV :

mean(B2)mean(B3)mean (B4)mean (B5)mean(B6)X : 2 3 4 5 f'c 4.80 x 103 4.78x x 1 3 5.46xx 10 3 5.26xx 103 psi 5.23 x 103)Mean Concrete Strength"'a".PC psi Eu""U', 5500 5000 4500 4000 3500 3000 2500 2000 1500 1000 500 U U'I 1 2 3 4 5 6 x Test Girders B Sheet 4 of 4 1-8 REDACTED VERSION FENOC PROJECT CONCRETE TENSILE STRENGTH GIRDER 81 tlind, Date Diam 1 in.1 10-May-12 6.03 2 10-May-12 6.05 3 10-May-12 6.04 4 10-May-12 6.05 S 10-May-12 6.04 6 10-May-12 6.01 GIRDER B2 1 23-May-12 5.95 2 23-May-12 5.97 3 23-May-12 5.95 4 23-May-12 5.95 S 23-May-12 5.96 6 23-May-12 5.96 GIRDER 83 1 21-May-12 6.05 2 21-May-12 6.04 3 21-May-12 6.05 4 21-May-12 6.03 5 21-May-12 6.04 6 21-May-12 6.05 GIRDER B4 1 14-May-12 5.93 2 14-May-12 5.94 3 14-May-12 5.94 4 14-May-12 5.94 5 14-May-12 5.94 6 14-May-12 5.93 GIRDER 85 1 17-May-12 5.96 2 17-May-12 5.95 3 17-May-12 5.95 4 17-May-12 5.96 5 17-May-12 5.96 6 17-May-12 5.95 GIRDER 86 1 25-May-12 5.95 2 25-May-12 5.96 3 25-May-12 5.96 4 25-May-12 5.94 5 25-May-12 5.95 6 25-May-12 5.97 Diam 2 Diam 3 Mean D Length 1 Length 2 Mean L 5.99 6.01 5.98 5.99 6.00 6.00 6.00 6.04 6.05 6.03 6.04 6.05 in.6.03 6.04 6.04 6.05 6.03 6.01 6.04 6.05 6.04 6.05 6.03 6.05 5.96 5.96 5.97 5.94 5.96 5.95 6.04 6.04 6.06 6.06 6.05 6.07 6.06 6.05 6.06 6.05 6.05 6.06 6.04 6.05 6.03 6.04 6.04 6.02 in.6.03 6.05 6.04 6.05 6.04 6.01 5.99 6.01 5.99 6.00 6.00 6.00 6.00 6.01 6.02 6.00 6.01 6.02 5.99 5.99 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 5.99 6.00 6.00 5.99 5.99 6.00 in. in. in.12.10 12.00 12.05 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.10 12.05 12.00 12.10 12.05 12.00 12.10 12.05 12.00 12.00 12.00 12.00 11.90 11.95 12.00 12.00 12.00 12.10 12.10 12.10 11.90 12.00 11.95 12.00 12.00 12.00 12.00 12.10 12.05 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.05 12.05 12.05 12.05 12.05 12.05 12.00 12.00 12.00 12.05 12.00 12.03 12.00 12.00 12.00 12.00 12.05 12.03 12.00 12.00 12.00 12.00 11.90 11.95 12.00 12.00 12.00 12.10 12.00 12.05 12.10 12.10 12.10 12.00 12.10 12.05 30-May-12 Measured Max. Force Ibf 44,320 61,910 45,350 50,500 58,460 44,720 49,810 48,200 52,890 60,360 62,970 49,490 Mean Tensile Tensile Strength Strength 48,840 42,010 44,800 48,410 49,470 53,510 52,080 55,050 56,490 52,570 53,690 59,530 57,310 52,820 51,370 53,620 52,730 54,540 49,690 53,150 49,780 45,810 46,720 65,270 psi 388 543 398 441 512 393 441 427 468 530 559 437 430 371 395 428 436 472 462 488 499 465 475 526 504 465 454 473 466 481 440 472 440 404 410 575 psi 477 446 422 486 5.99 6.00 5.99 5.99 6.00 6.00 5.98 6.00 6.01 5.99 5.99 6.00 474 457 1-9 REDACTED VERSION bbWi-UUU-LUU-L*I::U*UUU1¢W-UUU p-age 1U4 0?" 1114 FENOC PROJECT CNRTTESLTST30-May-12 Measured Tensile Mean Tensile Spenimen ID Cylinder Dare Diumerer, 8 Length, I Man Furce Strengthr Strength in in Ibf psi psi A-i 1 14-Jun-12 6.00 22 44820 414 2 14-Jur-l2 6.00 12 51610 490 3 14-Jun-10 6.00 12 61200 376 4 14-Jun-12 6.00 12 03470 473 S 24-Jun-12 6.00 12 48730 431 6 24-Jan-12 4.00 02 17470 008 480 A-2 1 1-Jun-12 4,00 12 32370 463 2 1-Jun-12 6,00 12 31870 494 0 1-Jun-12 6,00 12 49830 441 4 1-Jun-12 6.00 22 51740 417 5 1-Jan-12 6,00 12 63370 166 6 1-Jan-12 6.00 12 63780 164 1 00 A-3 1 30-May-12 6.00 12 48060 421 O 30-May-12 4.00 12 04133 515 3 30-May-22 6.00 12 19030 122 4 30-May-12 6.00 02 30300 400 S 30-May-12 6.00 12 51200 488 6 30-May-12 8.00 12 11630 492 480-41 8-Jun-12 6.00 12 33000 477 2 8-Jun-12 6.00 12 04940 478 3 8-Jun-12 6.00 12 47500 424 4 8-Jun-12 6.00 12 40800 414 0 8-Jun-12 0.00 12 48890 441 6 8-Jun-12 6.00 10 48000 425 A-S 1 7-Jan-12 6.00 12 83340 160 2 7-Jan-12 6.00 12 51980 460 3 7-Jun-12 6.03 12 44430 303 4 7-Jun-02 6.00 12 41100 367 0 7-Jun-12 6.03 12 54300 461 6 7-Jun-12 60-g 12 45220 400 448 A-0 1 5-Jun-17 6.00 12 57870 512 2 5-Jun-12 6.00 12 10780 440 3 1-Jun-12 6.00 10 41618 400 5 -Jun-12 6.00 10 96820 002 S 5-Jun-12 6.00 12 45170 403 6 5-Jun-12 6.00 12 46060 414 6-1 1 10-May-12 6.00 12 44320 397 2 10-May-12 6.00 12 01010 147 3 10-May-12 4-00 12 45300 481 4 10-May-12 9.00 12 50030 447 5 10-May-12 0.00 12 08400 117 8 10-May-12 6.90 12 44720 395 410-21 23-May-12 6.00 12 49818 440 0 23-May-12 6.00 12 48200 426 3 23-May-12 6.00 12 52800 408 4 23-May-12 6.00 12 08380 534 5 23-May-12 6.00 12 62970 597 6 23-May-12 6.00 12 49490 436 460 8-3 1 21-May-12 6.00 12 48840 402 2 21-May-12 6.00 12 42011 371 3 21-May-12 6.00 12 44800 396 4 21-May-12 0.00 12 48410 420 9 21-May-12 6.00 12 49470 437 0 21-May-12 8.00 12 53110 473-41 14-May-12 6.00 12 12080 460 2 14-May-12 6.00 12 15050 487 3 14-May-12 6.00 12 16490 499 4 14-May-12 6.00 12 52570 465 5 14-May-12 8.00 12 03690 475 6 14-May-12 6.00 12 59130 526 851 17-May-12 4.00 12 97310 307 2 17-May-10 9.00 12 52820 407 3 17-May-12 6.00 10 51070 494 4 17-May-12 6.00 12 53620 474 5 17-May-12 6.00 12 02739 466 6 17-May-12 6.00 12 14540 482 661 25-May-12 6.00 12 49960 411 2 25-May-12 6.00 12 13110 470 3 25-May-12 6.00 12 43970 440 4 21-May-12 6.00 12 45810 491 5 21-May-12 6.00 12 40720 413 6 21-May-12 6.00 12 65270 577 450 1 -10 REDACTED VERSION

h'age o011114 Project: Tests to Determine the Behavior of Spliced #11 Bars Casting Documentation v.1 (Rev. 03/30/ 2012)Specimen:.

tA--i Sheet l of 1 General Information Date J Disp Ticket Num Truck No. Time on Ticket Tieof Arrival Temp. in Lab H/ll-I _____________ l's o°Measurements made upon arrival of concrete Slump (ASTM C143 -lOn) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter_____ 0 __ __-_Time 2 Result 2 Time 2 , Result 2 S/N of Scale Unit Weight (ASTM C138 -l0b)Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cont.2 " Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting ________Layer 1 placed Layer 1 vibration Lae 2 placed Layer 2 vibration Top surface struck Truck Departing complete complete off Lab l~5o-lN vr IH- -oV' I oS ___o ___Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plasticV5C'. t-kh4 j O'301'M. L0"3s f t 0' '-h'l I' Mst-Recorded by ISignature Date Time Checked by Signature Date Time Checked by Signature Date Time"Tefollowing ASrTM standa~rds andspe wll befollowed during casting: C172-10, C192-07, C470-09 2-I REDACTED VERSION t~wj-uuu-UbJ-ULU-UUU1b-UUU wage 1db oT 1114 Truck Driver 1669 2140 Load Size Mix Code 6.50 CYDS 1008"Userr Returned.Disp Ticket Mum Ticket-ID 1856981 0 Oty Mix Age Seq D Time Date 12:29 4/17/12 Load ID 1105 M ateilal STONE-S STONE-4 SAND3-2f C..EMENTf WATER AIR Design gty 9401 lb 1435 lb 588 lb 323.2 lb.81310C Required$153 lb 413313 lb 3822 lb 1417.7 lb Batched 3815 lb*140')10 lb 311.11 a%Var % Mcl1ture-n.74%-n.42% 6.8DM-n.18%-1.1t%-0.25%Actual Wat 75 gi 168.0ng Actual Lod Slirni: 25239 lb Design WIC: n.558 , 0.551 T 5.013 In S Water ln Truclv 0.0 lb Ac~u..Waer:

Deslgrl 251.7 gI 0.0 Ibjl~oad TrlmWater:

Actual 2495S gI To Add: 0.01 WbI Cit 23 gI I 2-2 REDACTED VERSION

,oTo o.n°.o= =x=°° 6=.0o°(ncrete Delivery Ticket 11111 IPlant # JTicket Number Truck Load Size Mix ! Slump Use Date Customer SSold To ITax CodeI Driver iProject No. tOrder No.SDeliver Address P0R. Number Job No:) i SLoad Total Ordered auanrtyi Product Codel Product Description Unit Price Amount-1\ -.-,. , -" Cutmrs ReUest iliN. alns Raing '- 1 I Subtotal ' ,1=.On Job Time JFinish PourThne ..ii -'! -!H ! ;; Toal I Ii PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigne hereby authories Irving Materials, Inc. to use private proet for mnaking the delivr sw her on an asue ful resosblt fo an daag or rjwy du to th Prmie.The undersigned agrees to reimburse said Company for loss of time and equipment by reason ot such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: \ ...Ii Concrete -Sand -Gravel -Stone "We're ProudaOf Our Work" General offce (317) 326-3101 I Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet i of 2 Concrete As-built Dimensions Section 1 2 3 4 5 6 78 B -B 1 T'7 3'0 -VJ7 1'JL. _ _-_ __"-_c-c .. -, "o- ,, '-/ "- , E-E r1 '4." tV-1 -L.F-F ' Y7 -q ,,40 ,

Recorded by. Signature Date Time Cheke by-Sgntue at Time%Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2- 4 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: " I'i I Sheet 2 of 2 Concrete As-built Dimensions Key -Series A Section 1 2 3 4 5 6 7 8 Plan 39'-0" 39'-0" 39'-0" 39'-0" N/A N/A N/A N/A B-B 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A C-C 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A D-D 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A E-E 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A F-F 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A SectionConcrete As-built Dimensions Key -Series B 1 2 3 4 5 6 7 8 Plan 34'-4" 34'-4" 34'-4" 34'-4" N/A N/A N/A N/A B-B 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A C-C 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A D-D 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A E-E 17-5/8" 30" 17-5/8" 30" N/A N/A N/A N/A F-F 17-5/8" 30" 17-5/8" 30"2 -5 N/A N/A N/A N/A 141114, I I I~~-fI I 111111111 i fffl 111111111__ILLLLLLLLL J.I -'1 q. **~~*~~4-41 II'C- ',iC LJ CLA E ~1AtI& Vi.NORTH LIIIIIIIII 1111111111 I I lp.

• 4 .9. 4. 4. 4. 4. 4. 4.\I Ix.LA5I RA T" R Behavior of Lap Splices of No, 11 Drawn by: IV'AA Checked by: I~t'R P__URDU E U NIVER..SiT Y Reinforcing Bars Date: 2-6 REDACTED VERSION I SOUTH SOUTH I_ _ _ _ _ _ _ _ _!Top Plan 2 Spa. @3'. -' 60" Ea.--'3-KB C D -KE F Profile*For section B-B through F-F see Sheet 3 of 3 I" ~ ~3...;NORTH NORTH I 4~I-Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP.,PU RDU U NiVE,-ST YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-7 REDACTED VERSION 1 I NORTH SOUTH SOUTH-I.I NORTH-~2=!Top Plan 2 Spa.@ 3'"39"5' 'Profile*For section B-B through F-F see Sheet 3 of 3 3I I , _A NORTH Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4 LABO ATO Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP" ..........

.=Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-8 REDACTED VERSION I 4 Section B-B, C-C, D-D, E-E & F-F*Facing North I )BO E -Drawing:

Concrete As-built Sections Sheet: 4 of 4 LA OR TO Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP P g .DUE. gN i E.R:S T YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-9 REDACTED VERSION A-i Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:.

Sheet I of 2 Formwork As-built Dimensions 4 5 Signature 2-10 A-I Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B 2' , SOUTH I 2 3!NORTH6 5 4 _I- -Section A-A 2 Spa. @3 3 F A!I A.B L~c K D[KeKLF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Sheet: I of 3 Experimental Investigation of 1Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars ]Date: 04/04/2012 2-12 REDACTED VERSION 2 SOUTH I 3 I I NORTH I " ' .I-6 Section A-A 4 L h i i 2 Spa. @3 3 F A L1[JJ J A L~Bc Lo EU*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3BOWENLABORAToRy Project: .Experimental I'nvestigation of Drawn by: BPR Checked by:: SP.........

of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-13 REDACTED VERSION

.... , 8 i=81 6 4 5 4 5 7 3 7 1-Vv-3 1-I-3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR~Checked by: SP Date: 04/04/2012 ,J.-A-2-14 REDACTED VERSION

I-sage 1 fu ot 1V14 Project: Tests to Determine the Behavior of Spliced #11 Bars Specimen:

A -2 Casting Documentation v.1 (Rev. 03/30/2012)

Sheet 1 of 1______________General Information Date Disp Ticket Num Truck No. Time on Tice Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 ,Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb) _______________

Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.___ __ 4. ILS.. * /cs4a Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Cone.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during .and after casting Lae lcd Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recorded by Signature Date Time Checked by Signature Date Time Checked by igaueDate Time*Th foloig ATM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2-15 REDACTED VERSION

~i-UUU-Udi-UEU-UUU1b-UUU i-'age ThU 011114 ae t1 Trtuck'1982 D rive r 1076 User USer Returned Disp Ticket Num Ticket iD 1658982 0 Time Date 15:25 4/17/12 Load ID 1106 Load Size Mix Code 6.50 CYDS 1006 M ate~rta STONE-B BTONE-4 SAND-fl CEMENT WATER AIR 1435 lb 588 lb 323.2 lb Required 81593 lb.3822 lb 1417.7 lb 30.J58 az BEtched 38213t lb: 3815 lb 14186.0 lb 30.58 or% Vr5&%M olxre-0.74%-n.42 6.813M-0.18%Mix Age Actaml Wat 760 Seq D Actual Load Slump: Nw'n Batcha 1/2Z5243 lb W/C 0.550 WatezImtf n551i T 6.00 In # WaterlInTruck nn0 lb AdjustWater:

Design 251t.7 gI 0.0 lb Load TrlrWater.

Actual 250.0 g To.Acd: 1.8 gI 0.0 WI A 2-16 REDACTED VERSION bbJ-UUU-UdJ-U3r-LU-UUUltb-UUU

-'age 1 1 Remit To: P0O. Box 7048, Group #21inaoiI460-08 cr t De v ry T k tl llt lrving Mlaterials, Inc.IPlant # Truck Load Size Mix Slump Use Date Customer ISold To ITax CodeI Driver iProject No. Order No.IDeliver Address P RO. Number Job ILoad Quantit Total Ordered Quantit Product Codel Product Description Unit Price Amount I at r A ed I I ° --t l lu p M a e I I I Customer's Request I I I No. Gallons Reading I IISubtotal :;: Tax O0n Job lTime IFne ~rTm ,. , Total !;*PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to wtiich water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irvu-ig Materials, Inc. to use private property for making the delivery shown here on and assumes fill responslt for any dam~age or inJury due to th premse.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker servce charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additonl information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: x-al.l'i !l!iill!!

H ii![!! llIt Concrete -Sand -Gravel -Stone "We're ProudTOf Our Work" General Ofrace (317) 326-3101 U©U , Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2Concrete As-built Dimensions 4 5 Signature U U 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012,)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B U

--BO~tV 1 Specimen A-p-LBORTORY Behavior ofLap Splices of No. 11 U R DU E U NI VE R SIT"Y I Reinforcing Bars 2 -20 REDACTED VERSION U 0 1 L I r, SOUTH SOUTH I Top Plan 2 Spa. @3' 60 E .3'L Q Lc Profile*For section B-B through F-F see Sheet 3 of 3' ~ ~3 , -NORTH NORTH ,ill i 4 Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4AOATRY Project: Experimental Investigation of Drawn by: BPR Checked by: SP P URDU E U-NI'VE Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-21 REDACTED VERSION SOUTH 7 I*1 NORTH I- --Top Plan 2 Spa. @Profile*For section B-B through F-F see Sheet 3 of 3 I-3 SOUTH I NORTH-I.4*1 Bottom Plan Series B Concrete As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -22 REDACTED VERSION U 0 U"I m m 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Drawing: Concrete As-built Sections Sheet: 4 of 4RATR-Y..,.

.. .Project: Experimental Investigation of Drawn by: BPR Checked by: SP P U D U .UN i- ERiS-iT YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -23 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet ilof 2 Formwork As-built Dimensions 4 5 Signature A-~2 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1](Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 14 57 JII 2 I I 3 =1I SOUTH' '2 3 I NORTH.' I 6 I I-5 4 4 -I Section A-A 2 Spa. @3, 3 F A L I A KBKLc LD LELF*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts PURDUE, Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -26 REDACTED VERSION I Io I-2 3 SOUTH E NORTH6 1__-I" 5 4 -Section A-A 2 Spa. @3, 3 F A It A

• For section B-B through F-F see Sheet 3 of 3 Series B Series B Formwork As-builts Sheet: of 3 Experimental Investigation of Drawn by: BPR Checked by: SP C apacity o f Lap S plices o f N o .__ _ _ _ _ _ _ _ _I __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _11 Reinforcing Bars Date: j04/04/2012 2 -27 REDACTED VERSION

-. 88--', 8 --i 4 5 WW 2 6 7 6 4 5 7 I -~-3 1-*-3 I-Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -28 REDACTED VERSION

I-age ThlS 01 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Specimen:

A-'3 Casting Documentation v.1 (Rev. 03/30/ 2012)Sheet i of 1______________General Information Date Disp Ticket Num Truck No. JTime on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231 -10)TimeI Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb) ________________

Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting _______Lae 1pacd Layer 1 vibration 2place a"yer 2 vibration Top surface struck Truck Departing Lyrpled complete Layer 2 /complete/

off ,iLab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic __________

burlap with water plastic Recorded by Signature' Date Time Checked by Signature Date Time Checked by Signature Date Time ,*The following ASTM standards and specifications will be followed during casting: C172-10, C192:07, C470-09 2 -29 REDACTED VERSION

-UUU-(~-(~LU-UUU1ti-UUU

-'age Th4 Ot 1114 Truck Driver 1639 2463 Load Size Mix Code 6.50 CYDH 1006 User Re tu ned Disp Ticket Num Ticket ID 1658983 0 Oty Mix Age Seq D Time Date 15:57 4/17/12 Load ID 1107 STONE-S STON",-4 8AN'D-23 WA.TER AIR 949] lb -629] lb t 143S lb -323.2 lb J.8910 /Required 61S9 lb 3822 lb 1417.7 lb 39IS8 ox Bzdched 31992 ax-99% V L" % &M se-9.42%{ 6.S9%M t .33%-1.119%76 g 168.n g boad S1ump: lN'km Stche* 1 Z2SS9 lb DeslgnWfr

..n539 WMeriCmeI n.942 T 6.lU9 In

• Water lnTruclv nnD lb A~u~stWatern Oe~gn 291.7 gI nn9 lblLoad TrlrnWaier.

Actual 249.3 gI ToAdd: 2.3 gl 2 -30 REDACTED VERSION

I--aae lit:tb 14 RmtTo:P.O.

Box 704, Group #2 concrete Delivery Ticket f j Indinapois, N 4607-748Irvtng Materias, Inc.IPlant # ITicket Numbed Truck Load Size Mix Slump Use Date ! Customer SSold To ITax Codel Driver Project NO. Order No.I Delivey Address P.O. Number Job No)O:i:i ILoad Quantit Total Ordered Quan Product Codel Product Description Unit Price (AmountI[Water Added At r" ota! Slump Meter I y!" Tax[OnJob Time !Rs~~r Tme -'1 ., K, k ;' Total J: I I PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumres full responsibility for any damage or injury due to the premies.The undersigned agrees to reimburse said Company tor loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker servie charges as a result SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Date Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.

..DELIVERY NOTICE: Seller deliveries beyond the public right of way.- Buiyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the c~rtactor~or property owner or agents. J NOTICE: MY SIGNATURE BELOW* IND(ATES ,TFAT I HAVE READ THE HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and

/ ...I-, Concrete -Sand -Gravel -Stone "We're Proud Of Our Work" General Office (317) 326-3101

/0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:

..A.-- ".Sheet 1 of 2 Concrete As-built Dimensions 4 S 3e70 U©&A-3 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1*(Rev. 04/04/2012)

Specimer 3" Sheet 2 of 2 Concrete As-built Dimensions KeV Series A 4 5 Concrete As-built Dimensions Key -Series B U©,~ ~111 111111Illllllllll 1I1111111II I11111111II"= '- -"'-Ceit!,.:. , Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -34 REDACTED VERSION U U 1-I SOUTH SOUTH 2i Top Plan 2 Spa. @3' ' 60" Ea. 3'KLK Kc L LEULF Profile*For section B-B through F-F see Sheet 3 of 3 3 -'I NORTH NORTH I d.i 4 Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4RA. TRY Prject Experimental Investigation of Drawn by: BR Cekdby: S P U .D". E N IV ER:S.ITYCapacity of Lap Splices of No.PUD E NVEST 11 Reinforcing Bars Date: .04104/2012 2 -35 REDACTED VERSION Q9 0 1 SOUTH SOUTH-I NORTH 2,-i Top Plan 2 Spa. @3' 39.5" Ea. =' '3'Profile*For section B-B through F-F see Sheet 3 of 3 I- " NORTH I q 4 Bottom Plan*JB ENDrawing:

Series B Concrete As-builts Sheet: 3 of 4O-T R Project: Experimental Investigation of Drawn by: BPR Checked by: SP.P URDU-E U NIVE RSITY Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -36 REDACTED VERSION U©li I II 4 2 Section B-B, C-C, D-D, E-E & F-F_____ _____ _____ ____ _____ _____ ____ ____*Facing North_ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _Drawing: Concrete As-built Sections Sheet: " 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP ,P URDU g NiVERi~i:.'I.

YCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -37 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: A-3 Sheet 1 of 2 Formwork As-built Dimensions Section 1 2 3 4 5 6 78 B-B g-o& Q 3 g-X 3o-Yg 3-'k 17-Ya Recorded by: Signature Date Time Checke by: Sgnatur Date ie Checked by: Signature=

Date Time Comments:

..1,2, *See formwork as-built drawings' for dimension locations 2 -38 Project: Tests to Determine the.Behavior of Spliced #11 Bars A-3 As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2.Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B I 2 3 2 3 "1 SOUTH T I.... I I I INORTH I ' .' I-" 6 I d 5 Section A-A 2 Spa. @4 _b I 3, 3 ,F A L I, A LBKLc LD L E L F*For section B-B through F-F see Sheet 3 of 3 Series AO E'i Drawing: Series A Formwork As-builts Sheet: 1 of 3B .. .Project:

Experimental Investigation of Drawn by: BPR Checked by: SP P U RDU E U N ivERSITY Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -40 REDACTED VERSION

-I "'1,1 3 1 SOUTH A 6 4-! 5 _1_, 4 -Section A-A 2 Spa. @3'- -

'" '-F3'KBK RD RER NORTH A K LoL L K*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3 , TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITYCaatofappcsoN.

S11 Reinforcing Bars Date: 04/04/2012 2 -41 REDACTED VERSION

-K 8 -4 5 6 I 1-7 6 4 5 7 It 2 --VqlP' VV-3 1--3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 LA' BORATORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP k of Lap Splices of No.1.1 Reinforcing Bars Date: 04/04/2012 2 -42 REDACTED VERSION bbiJ-UUU-S.i-UEU-L-UUU'Ib-UUU I-age 2U1 Ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2 -(CaSltlng Vata and As-kui~lt Uimensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:

v Sheet 1 of 1 K)0©_____________General Information Date [Disp Ticket Num Truck No. }_Time on Ticket_ Time of Arrival Temp. in Lab______ ______1 J 12_'qorM Measurements made upon arrival of concrete Slump (ASTM C143 -l0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale t, IL q .5"f 13: _______o ___ __ __ __ __Unit Weight (ASTM C138 -lob) ________________

Time 1 Wt. of Cont.t Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont._____ ____._S 44.k, __ ,_I_ I Times of actions during and after casting________

Layer 1 vibration Lyr2vbainTpsraesrc rc eatn Layer 1 placed Layer 2 placed Lyr2vbainTpsraesrc rc eatn complete complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recofrde by~ fr :,~ Signature DateM Time_Rhecored by Signature -Date Time Checked by Signature Date Time*The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -43 REDACTED VERSION bbWU;-UUU-U~tSi-USh_-UUU1 W-UUU P'age ZUW 0?T 114 Appendix 2-Uu~sting Uutm ana As-~I~ult uamensions

+/-1635 D rive r 1867 Load Size Mix Code 6.50 CYDE 1008 User User Ret~urned Batched b 80 lb b 1578.0 lb z 31onn oz Disp Ticket Num Ticket. ID Time Date 1859188 0 12:26 4/24/12 Oty Mix Age Seq Load ID D 1310 Ma=terial STON'E-8 SAND-fl VEMENT WATER AIR Design Oty'940 lb 6:20 lb 1435 lb 588 lb 323.2 lb.80 10 Reqired 6110 II 4030 11 3841!!r 3522 I1 1587.8 II 30.68 c qbVar% Moisture Actua Wat-0.8256 M-0.74%-n.41% 5.503% MI 61 gi-n.44%-0.62% 189.1 gI I-Actua Load Nu'n Batcrhes I 25245 lb Design W10: 0.550 Watedceme'te 0].552 T 6.g00 In # Watr rlnTruct no0 lb uW e.0.0 IblILoad TdmWater: Actual 2503 gI ToAdd: C-4 I.A gJ'3 2 -44 REDACTED VERSION

To: P0o. Box 704, Group #2° °' i° " jeverv Ticket ___m___Indianapolis, IN 46207-7048

_ ____, Irving I'aterials, SPlant # llicket Truck I Load Size Mix Slump Use Date I Customer ISold To ITax Code! Driver Project NO. Order No.[Deiiver Address IP.O. Number/Job No.) : SLoad Quantity J Total Ordered Quantit Product Code Product Description Unit Price Amount mer's Request ~ --7~NO. Gallons Reedlng ~1I.4 Subtotal L Tax PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes lrvng Materials, Inc. to use p~rvate property for mak~ing the deivr shw hee on an assmes i resoblt for an daag or inur due to th rme.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to paint of delivery and is responsible for any needed wrecker service charges assa result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DEUVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb. sidewalk, driveway, or any property of th 9 contracto" or property owner or agents.NOTICE: MY SIGNATURE BELOW INDIC TBS THAT I HAVE READ THE WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: --.-'. " 'x___I Jll)! 111111 JIIIIJIIII1111 JIH~ ll ll UIIJIII ...llIl l/I-0 o ...Concrete -Sand -Gravel -Stone "We're Prouct3f Our Work" General Office (317) 326-3101 U 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimen:

' "'Sheet ilof 2 Concrete As-built Dimensions Signature U©Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specime rn: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 41 1 Concrete As-built Dimensions Key -Series B U 0 0_ J. I 111111'I tl 9-tq _ ' .pl " 4 IL .'II~~e' i I I I I I I I I i I I I I I I

• I=II~111111111 111111I1 1 NORTH-U. ~ .-. 45 1 1 1 1 1 1 1 d-II~J II~S-"4'~1/4 t~~~ -~? L~oci.L Ce-i I'" 16 f- wl/aGL~l~.I I -Y '_.lcI-IT -I v t i* ,, I *fF lilIllIll

[A L * ~ * ~* 4. 4. 4. 4.J LA L. _ i6, ]r "l1J LABIOR 4 ORY Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -48 REDACTED VERSION 0 0'4 b I SOUTH SOUTH' 2 Top Plan 2 Spa. @3' '- = =60" Ea. --3'Profile**For section B-B through F-F see Sheet 3 of 3 NORTH NORTH[ , , 4 Bottom Plan.OJiI'Drawing:

Series A Concrete As-builts Sheet: 2 of 4TOR:Y: Project: Experimental Investigation of Drawn by: BPR Checked by: SP* J[ .

of Lap Splices of No.,, S11 Reinforcing Bars Date: 04/04/2012 2 -49 REDACTED VERSION U 0 1 SOUTH SOUTH F I NORTH J ~2 Top Plan 2 Spa. @C 39.5" Ea.-- 3'F Profile*For section B-B through F-F see Sheet 3 of 3 I-_____________

NORTH NORTH Bottom PlanB W-N1 Drawing: Series B Concrete As-builts Sheet: 3 of 4O;RA T"ORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDU UNIVERSIT Ca pacity of La pSplices of No.11 Reinforcing Bars Date: 04/04/2012 2 -50 REDACTED VERSION 4" 2 Seto B-B C-,D-,EE, -I rwn: [ oceeA-ul Scin he:4o Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.j _I___11 Reinforcing Bars JDate: j04/04/2012 2-51 REDACTED VERSION (9 Project: Tests to Determine the*Behavior of Spliced #11 Bars 0 0 As-built Dimensions v.1 (Rev. 04/04/2012)

Specimer In: Sheet i of 2 Formwork As-built Dimensions 4 lH s/i,-O Signature U 0 Sheet 2 of 2 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B i_ 1 I-I 2 I =I I 3 "1 SOUTH I 2 3 I I I NORTH I " --' I= 6 I 5 4 I Section A-A 2 Spa. @3, 3, F A 11[IJ A LB KC K D L E L F*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: ISeries A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -54 REDACTED VERSION

'- 2 I I SOUTH I H --- 21 I I NORTH I " .,, I!-- 6 I.1_-1'--- 5 4 -Section A-A 2 Spa.@ 3'3'- ---39.5" Ea.--- --,--3-KB C -RE -RF A A LoK LD EU*For section B-B through F-F see Sheet 3 of 3 Series B i J E ", : Drawing: Series B Formkwvork As-builts Sheet: 2 of 3 Project: Experimental investigation of Drawn by: BPR Checked by: SP-- ' .. .. -" "-'="Capacity of Lai0 Splices of No.11 Reinforcing Bars Date: 04/04/2012 REDACTED VERSION I"= 8 '4 5 6 1-6 7 I I i 'W 1--3 L Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Drawing: Formwork As-builtSections Sheet: 3 of 3 S, OWEN______B__T__RY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITY'Cpcto~p~lcsfo

1.1 Reinforcing

Bars Date: 04/04/2012 2 -56 REDACTED VERSION

-'age Z21 ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendilx 2 -Casting uata and As-Built Ulmensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen: Sheet Ilof 1____________

____________General Information SDate Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab______ ~59II 1T3 I~O(62 0 Measurements made upon arrival of concrete Slump (ASTM C143 -I~a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter j:25 4 -Time 2 Result 2 Time 2 Result 2 S/N of Scale r ', Unit Weight (ASTM C138 -l0b) ________________

Time 1 Wt. of Cant.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont._____ _ _ _ _ _ _ _ _ _ _ _Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting________

LaerI laed Layer 1 vibration Lae lcd Layer 2 vibration Top surface struck Truck Departing Lae lcd complete Lae lcd complete off Lab-Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plastic Recorded by Time Checked by Signature Date Time Checked by Signature Date Time Comments:

CO.qc. T7-~.i : *The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2 -57 REDACTED VERSION

I-mge aZZ Ot 1114 Apni itn liEdA-LItumnin Appendix 2 -Casting L)ata and As-Built Ulmenslons 1693 Load 6.50 STONE-S STONE-4 CEMENT WA.TER AIR Driver 2774 Size Mix Code CYDS 1008 Use r USe r Disp Ticket Mum 1859191 Ticket ID 0 Time Date 13:01 4/24/12 Load ID 1313 Re~turned Qty Mix Age S eq D* 'I:Mgn ty 1435 lb: 323.2 lb.80n10 Required!,6110' lb.4030] lb>581 lb)3822 lb 1 587.8 lb 30.58 <a ..Etc.... edI I00 b 30].50 azMalilure Acttm W~t-11az% Id-0].74%-n.41% 5.505G 5 1 0-n.05%-n.49 183.3 g-r0 ;55&/Actuzml Lmo:d Nuirn Etches: 1 2526"2 lb Des;1gn W10: 0.5 WaterlC:emen+/-

0.5 T 6.00 In # WaterlnTr.clc 0.0lIb Design 251.7 g 0.0 l IbLaad Tim Wate.* Actual 250.6 gI ToAddl 0.0 Ib ! caE 1.2 gl j--A D 2 -58 REDACTED VERSION Indianapolis, IN 46207-7048 R s ~ L .L~d k ~ k yIrvngm Ilaterials.

Inc.IPlant # T'licket Number Truck Load Size ] Mix Slump Use *.' Date Customer Isold To ITax CodeI Driver Project No. [Order No.[De/ive /Address P0R. Number...".... ..... .... :

..-; Job -; !:;SLoad Quantity Total Ordered Quantit Product code[ Product Description

/ Unit Price I-Amount//

I iI Total ]Slump Meter :i7Request i i iNo. Gallons Reading I I I I I Subtotal -IOn JOb Time IFinish Pour Time -i; i ; .. .... ....; :! I -: '7..... Toax PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The undersigned hereby authorizes Irving Materials, Inc. to use private property for making the delivery shown here on and assumes full responsibility for any damage or injury due to the prenises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTiCE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By:_____ 111111 Ij/!IIjIiIX II 11~~a iN IIliillH iil ll lllU!ll Concrete -Sand -Gravel -Stone PrniirI9Of Our Work" General Office (317) 326-3101 R E U 0 0 A-s Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v,1.(Rev. 04/04/2012)

Specimen 1: Sheet 1 of 2 Concrete As-built Dimensions 41 5 y~:jI ~Signature 0 0 A-S Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimi en: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B 0 0 Lo.. Q $ NORTH' --- '"V 0 ~L 1. .1. .1.1.4444~iri 1 1 i i ___________________

1 1 1 1 1 D' I.I 4444444 .1' -'s Ll .+,,. ' 1 Specimen A -I of LABORAORy, Behavior of Lap Splices of No. 11 Drawn by: Checked by: PQ UE R.UNER ]T Reinforcing BarsDae 2 -62 REDACTED VERSION 0 0 1 SOUTH SOUTH r .Top Plan 2 Spa. @3' "-60" Ea. -' ' 3'Profile*For section B-B through F-F see Sheet 3 of 3 NORTH NORTH!4 Bottom Plan Series A Concrete As-builts Sheet: 2 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11. Reinforcing Bars Date: 04/04/2012 2 -63 REDACTED VERSION 0 C©1 I I I f i SOUTH I NORTH I-, 2-Top Plan 2 Spa. 3'--39.5" Ea.-- -3 Profile*For section B-B through F-F see Sheet 3 of 3'- ~3! Vl m m I SOUTH SNORTH 4 Bottom Plan ,Drawing:

Series B Concrete As-builts Sheet: 3 of 4 LAB RA RY Project: Experimental Investigation of Drawn by: BPR Checked by:! SP:,P U RD,::-E N iE of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -64 REDACTED VERSION U U 0l , , 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built SectiOns Sheet: 4 of 4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -65 REDACTED VERSION U O 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2 Formwork As-built Dimensions 4 5 Signature Signature 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -series B I--I I 2 I I.* SOUTH 2 3 I* ' " I I NORTH= 6 I 5 4 -!Section A-A 2 Spa. @3, 3 ,F A kL J I A K B KC L D KEKLF J*For section B-B through F-F see Sheet 3 of 3 Series A Series A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -68 REDACTED VERSION I .2 3.I-..SOUTH v I I ,, I I L NORTH I," ' .r I. 6 Section A-A 4I 2Spa. @3, 3 F A I A BLo L EU*For section B-B through F-F see Sheet 3 of 3 Series B , WE Drawing: Series B Formwork As-builts Sheet: 2 of 3AS RA O Y Project: Experimental Investigation of Drawn by: BPR Checked by: SP ,P URDULiE U.NIlV ERSiT Y Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -69 REDACTED VERSION 45 5 6 7 6 IA Kl WV VV 1--3 I Section C-C, D-D, & E-E* Facing North Section B-B & F-F*Facing North r r Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No._ _ _ __ocigBasDae 04__0__ _ _ _2 2 -70 REDACTED VERSION

I-age 2J:l at 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix 2-Casting Vata and As-~uiIt Lilmenslons Casting Documentation v.1 (Rev. 03/30/2012)

Specimen: Sheet l of 1 General Information

.)Date JDisp Ticket Num Truck No. Time on Ticket Time of Arria Temp. in Lab dl w Measurements made upon arrival of concrete Slump (ASTM C143 -lOa) '\Air Content (ASTM C:231 -10)Time 1 Result 1 ie Result 1 S/N of Air Meter~OS ! ~ 2I~ jj~ ~ -~-~.4-Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C:138 -10b)1 Time 1 Wt. of Cont.1 Total Wt. 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.i Time 2 Wt. of Cant.2 Total Wt. 2 Wt. of C~onc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting________

1 lcd Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Lyrcomplete Lae lcd complete off Lab Lifting Inserts Covered with Plastic removed Covered with Burlap doused Covered with Placed plastic burlap with water plasticz2' tWMv T:GPM Recorded by Signature Date Time S, v I --Checked by Signature Date Time" , Checked by Signature Date Time Comments: ---**The following ASTM standards and specifications will be followed during casting: C172-10, C192-07, C470-09 2-71 REDACTED VERSION

W-UUU rags C3b 0O1 114 Appendix 2 -Lilting [JatE End As-built iimensions T ruck, 1639 Drive r 2463 User Returned Disp Ticket Mum 1659193 Ticket ID 0 Time Date 13:51 4/24/12 Load ID 1315 Load Size Mix Code 6.50 CYDS 1006 Oty Mix Age Seq D M ateril S"rONE,,-4 S,,f'f-4-23 CMEM E,'WATER AIRlb 6114011 lb*14'351I0 %---. 9341 lb 53Ib-. ,., 38"22 lb 323.2 lb 1.587.8 lb.812 /0 .3,158 o Batched 1576.0 lb% VarM" olsture Actual Wat-1182% MI-1174%-n141% 5.515M 61 0l-'1.89 Actual Load S1ump: wwJn Batcha 2.9295 lb "115512 6.01] in C Wf:l'lnTrucft Wte led~mei n1544 T K I Adua 2512L1 0 ToAdd: 1.7 0l Ar a>2 -72 REDACTED VERSION

t-'age Zlit 051114 Appendix i -Lasting uata and As-ttuiit Utmensions Remit To: P.0. Box 7048, Group #2 f'f llr~z Indianapolis, IN 46207-7048

j. L.PF~,LdLIW i cke imi Irving Mlattulalls.

Inc.IPlant # ITicket Truck Load Size I Mix I Slump Use ,* Date Customer I LSold TO ITax CodeI Driver Project No. Order No.FDeliver Address " " P.O. Number~~~~~Job : -: ILoad Quantity Total Ordered Quantit Produc code Product Description Unit Price Amount/I .....Totale A ISlump Meter .. .. I I I ~~~~~No. Gallons RaigISboa Tax jOn Job Time FInish Pour Time -~l i'. .' , , "'. Total [ :, p 3 PROPERTY DAMAGE RELEASE /WARNINg-Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The underige hereby authorizes Irving Materials, Inc. to use private property for making the deivt showni here on and assumes full responsibility for any damage or injury due to the premises.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway from public highway to point of delivery and is responlsible for any needed wrecker service charges as a result.SAFElY WARNING: Keep away from children.

Contains Portland Cement. Irrtaing to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause burns. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the ocintractor or property owner or agents.NOTICE: MY SIGNATURE BELOWJDICATES T;HAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.:release, Load and Terms Accepted By: l l!!lJ IIIJll lll!! ! IJi! , iJtil Jlllf !1111 llJII fJIr fill Cocre=te-Sand -Gae -stone "We're ProtfdOf Our Work" General Office (317) 326-3101 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (REv. 04/04/2012)

Specimen:

AG(Sheet 1 of 2 Concrete As-built Dimensions Section 12 34 5678 B-B "" " " 'E-E '4, F-F 1"9- 4 ( "0"- S, I'- aO" v"--Recorded by: Signature Date lime Checked by: Signature Date lime e~ei __ ___ ____ ___ ___ ___ ___ /97 2 _ ___Checked by: Signature Date Time Comments:*See concrete as-built drawings for dimension locations 2 -74 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:

A(Sheet 2 of 2 Concrete As-built Dimensions Key -Series A Concrete As-built Dimensions Key -Series B REDACTED VERSION NORTH 44, I1-g\~U'q 1.11 111 111______________________

N8R~I ~ * * * *~. * ....I-s ._L"//o-! II'Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2 -76 REDACTED VERSION I-.-1 SOUTH SOUTH i'" 2 Top Plan 2 Spa. @3' ' ---6016 Ea. -- -' 3'KBRC D-,E -F , LBK Lc L LEULF Profile*For section B-B through F-F see Sheet 3 of 3 3 NORTH NORTH I 4 Bottom Plan I Drawing: Series A Concrete As-builts Sheet: 2 of 4LBO A OR I Project: Experimental Investigation of Drawn by: BPR Checked by: SP PUgR DU U-'

Ca pacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2- 77 REDACTED VERSION 1 SOUTH I NORTH" ~2 " Top Plan 2 Spa. @3' -- --39.5" Ea. ='= 3 Profile*For section B-B through F-F see Sheet 3 of.3 NORTH SOUTH SOUTH NORTH 4 Bottom Plan Series B Concrete As-builts Sheet: 3 of 4.4-Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR Checked by: SP Date: 04/04/2012 2 -78 REDACTED VERSION

-1 4 2 Section B-B, C-C, D-D, E-E & F-F*Facinq North Drawing: Concrete As-built Sections Sheet: 4 of 4 BORA TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP....URDU iTYCapacity of Lap Splices of No.ii Reinforcing Bars Date: 04104/2012 2 -79 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars 0 C Spoomen" As-built Dimensions v.1 (Rev. 04/04/2012)

Sheet i of 2 Formwork As-built Dimensions 41 5 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Formwork As-built Dimensions Key -Series A 4 5 Formwork As-built Dimensions Key -Series B U U I!2 I I I 3i SOUTH r I.... ,. IlI NORTH* .,. I 6 5 4 .Section A-A 2 Spa. @3, 3, F A I L B LC L D L.ELF A*For section B-B through F-F see Sheet 3 of 3 Series A Drawing;:

Series A Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -82 REDACTED VERSION

©I-I SOUTH I I I 2 3 3 NORTH I I_ 6 4.5-4 -Section A-A 2 Spa. @3, 3.F A A KL C oLD ELF L*For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -83 REDACTED VERSION U 6 7 II 4 5 7 3 1-3 Section C-C, D-D, & E-E**Facing North Section B-B & F-F*Facing North Drawing: Formwork As-built Sections Sheet: 3 of 3 VLABORA TORY U RD UN IVE RSITY Experimental Investigation of IDrawn by: BPR IChecked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -84 REDACTED VERSION

h-UUU r~age 24Y ot 1114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix L -Casting Vata and As-iBuilt Ulmensions Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:, Sheet l of 1______________General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -lOa) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter 1:. _____. __ JI' I = 5 ' /Time 2 Result 2 Time 2 Result 2 S/N of Scale SUnit Weight (ASTM C138 -lOb) ________________

Time 1 Wt. of Cont.1 Total Wt. z Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.,__ _ , __ __,,, ~4J Time 2 Wt. of Cont.2 Total Wt. 2 iWt. of Conc.2 Result2 = Wt. of Conc./Vol.

of Cont., Times of actions during and after casting Layer 1 Vibration Layer 2 vibration Top surface struck Truck, Departing Layer 1 placed copee Layer 2 placed cmlt f a Lifting Inserts Covered with Plastic rmvd Covered with Burlap doused Covered with Placed plastic burlap with water plastic Reore bSgatr Dat Tim Rhecred by Signature Date Time Checked by Signature Date Timei Commer ts: / /*The following ASTM standards and specifications will be followed during casting: C172-1.0, C192-07, C470-09 2 -85 REDACTED VERSION

I-age 27,u ot 1114 ApndxI-asngaaadASultUenon Appen(:llX L -Lasting Uata and As-I:lullt Ulmenslons A.Truck- Driver 1982 107E Load Size Mix Code 5.75 1008 User Returned Dlsp Ticket Hum 1858848 Ticket iD Time Date 12:23 4,/10/12 Load ID 972 840 lb 520 lb 143w lb 5~8 lb 3232 lb~0 IC 3:381 lb" 14453 lb: B~cl1ed S3~ lb 38~ lb 8540 lb 3375 lb 14220 lb 2~.S0 oz-0.83% M 6S~-027% 500%M-0.18%-o 3~%-23%Mix Age ACUJ ,= 4 Seq D 22603 lb Desl~1W'C:

0I.S50 0..61 T" /In W Water~nTruc:

0.0 lb A 2227 Acta 22i.3 To^dd 2 -86 REDACTED VERSION bbJ-UUU-Ut5J-ULtiL-UUU1 b-UUU I~age 2t 1" at 1114 AppenOlx 2 -Castin Uta an Ulmensions Indianapolis, IN 46207-7048 n r t ~ 1 eyT c e Irving Mlaterials.

Inc.Plant # Ticket Number Truck Load Size Mix Slump Use Date Customer Sold To Tax Code Driver Proect No. Order No.Delivery Address RO. Number Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount W~g d~ tI I I °Tota oo1MO~ I I I I uo ITotal~a PROPERTY DAMAGE RELEASE / WARNING -Irritating TohThe Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which waler or any other material has been added by the purchaser or at his request.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to idenltify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or arising from private property delivery.The undersigned assumes responsibility for a suitable roadway tram public highway to point of delivery and is responsible for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. irritating la the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. 1f irritation persists, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance ot exposed aggregate.

integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Terms Accepted By: x 0 WY-I-c'J Zoncrete -Sand -Gravel.- stone "We're Proud-Of Our Work" General offce (317) 326-3101

w~age zb ot 1114 Appenamx l -Lastin( Lata ana Oimensions IninCoioI 4277ncrete De very Ticket imi Imau Plant # icket Numbe Truck Load Size Mix [ Slump Use ,A Date Customer Sold TO 'Tax Code] Driver Pro ect No. -;Order NO.Deliver Address RO. Number JobNOJ Load Quaty Total Ordered Quanty Product CodeI Product Description Unit Price AmountI I j TNota UU ..... I I I I Tax I~~u ITm oa PROPERTY DAMAGE RELEASE / WARNING -lrrttaflng To The Skin and Eyes

Dear CLstomer -The Seller is not repnil for slumps,

strength or quality of Concrete to which, water or any other material has beern added by the purchaser or at his request.The unesge agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from anty and all claims, demands and suits for or on account of or In any manner caused by or arising from prvt prpet deir.The undersigned assumes responsibilIty for a sutable roadway from public highway to point of delvery and Is repnil fo an nede wrae sevc chre as a reut SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear rubber boots, gloves and eye protectlon.

Prolonged contact may cause bums. In case of contact with ski or eyes, flush thoroughly with wae If irritation persists, get medical attenio. For additional Information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate.

integral coloring, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes respnsbility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.Release, Load and Trmls Accepted By: x cv, Concrete -S,,d -Gravel,- Stone "We're Proud Of Our Work" Ge.eral offic (317) 32-3101 U fo-1 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet Ilof 2-C Concrete As-built Dimensions 4 5 t I]_el%0" so')II~o U 0 U Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 2 of 2 Concrete As-built Dimensions Key -Series A-4 1 5 Concrete As-built Dimensions Key -Series B K)0 0 r-r .t fF IFFFFFF1 I I IIHHH1 NORTH......L. ....... 7 -! NORTH esA-I1 I 0 d" Le_-\\5o T'I4 Specimen Behavior of Lap Splices of No. 11 Reinforcing Bars 2-91 REDACTED VERSION U OD C)1 r SOUTH SOUTH.I- 2 Top Plan*~2 Spa. @i'LB KC PrI LE UF'*For section B-B through F-F see Sheet 3 of 3 I" * -3 NORTH NORTH 4* .I I-Bottom Plan Drawing: Series A Concrete As-builts Sheet: 2 of 4 4JgB5OWEN'iORA""TORY Project: Experimental Investigation of Drawn by: BPR Checked by: SP PURDUE UNIVERSITY"" Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -92 REDACTED VERSION U 0 ,-'I SOUTH I NORTH I- 2-!Top Plan 2 Spa. @3' '- '= 39.5" Ea.--.-----3 KB KC RD -RE RF Profile*For section B-B through F-F see Sheet 3 of 3 SOUTH D I NORTH 4 Bottom Plan E ;] , A,1Drawing:

Series B Concrete As-builts Sheet: 3 of 4 Project: Experimental Investigation of Drawn by: BPR Checked by: SP P UR DU E U N IV E R Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -93 REDACTED VERSION K)0 V-I 1 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North Concrete As-built Sections Sheet: 4 of4 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.I 11 Reinforcing Bars Date: 04/04/2012 2 -94 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen:.

Sheet l of 2 Formwork As-built Dimensions Section _________________

1 2 3 4 56 78 A-Aorded by: Signature Date Tim B-Bkdby Sgatr Date____Time_

Rhecred by: Signature Date Time Comments:*See formwork as-built drawings for dimension locations-

J I SOUTH 1 2 3 I_I-NORTH I-" 6 5 4 -Section A-A 2 Spa. @3, 31 F A A KBKLc L D KEKLF*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: Series A Formwork As-builts Sheet: 1 of 3_/,ABOR 4T'ORY 1 .Project:

Experimental Investigation of Drawn by: BPR Checked by: SP P URD UE U NIV Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -96 REDACTED VERSION I I _ 23 I 3 "1 SOUTHI i., NORTH I I S6 I1 Section A-A 4 .2 Spa. @3, 31 ,F-L~ii A KBLCKDLELF

• For section B-B through F-F see Sheet 3 of 3 Series BJBOWEN Drawing: Series B Formwork As-builts Sheet: 2 of 3 Project: Experimental Investigation of Drawn by: BPR Checked by: SP PUD EUIVRIYCapacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2 -97 REDACTED VERSION 8 8 8 6 4 4 5 6 4 2 =I"V VW 7-3 5 7 1-1-I--3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built Sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2- 98 REDACTED VERSION bbY3-UUU-U~~LUt3£1t-UUUltb-UUU I-age 2bi~ ol" 1"114 Project: Tests to Determine the Behavior of Spliced #11 Bars Appendix I -Casting Vata and As-ESuIIt Uimensrons Casting Documentation v.1 (Rev. 03/30/2012)

W -Z Specimen:__

Sheet l of 1 General Information Date jDisp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made upon arrival of concrete Slump (ASTM C143 -l0a) Air Content (ASTM C231 -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lOb)Time 1 Wt. of C:ont.1 Total Wt. z Wt. of C:onc.1 Result 1 = Wt. of C:onc./Vol.

of C:ont.Time 2 Wt. of Cont.2 Total Wt 2 Wt. of C:onc.2 Result2 = Wt. of Conc./Vol.

of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration Top surface struck Truck Departing Layer 1 placed copet ayer 2 placed cmlt f a Lifting Inserts: Covered with latcrmvd Covered with Burlap doused C:overed with Placed plastic Patcrmvdburlap with water plastic Recore by Sintr DaeTm by Signature IDate Time3:o0 C:hecked by Signature Date Time*The following ASTM standards and specifications will be followed during casting: C1272-10, C:192-07, C470-09 2 -99 REDACTED VERSION

I-age Ztb4 01' 1114 Apeix2-atngUaanA-uitienis Appendix Z -Lasting uata and AS-BUIlt Ulmenslons Truck Driver 1839 24G3 Load Size Mix Code 5.75 CYDE 1006 u~ r Returned Disp Tizket Num 18581353 Ticke: ID 0 Time Date 13:48 4/10/12 Load ID 977 Qty Mix AMe Seq D 3TON~E-4 CEMENT A.IR 620] lb 143"5 lb 323.2 lb R~Ar~I 5405 lb 3565 lb 3664 lb 3351 lb 14458 lb 27.05 ~z Bi~crld 536..0 lb 3365 lb 1442.0 lb-n.27% -D 47%-0.27%Q Z22343 ib D~igni 0.550 WVefCemelt n.5'52'6n0 In ~

0.0 lb Des1~~ 2227 ~0.0 lbLa~d Thm~r~.Act 222.1 ToY 2 -100 REDACTED VERSION

1-age 2b~b OT 1114 Appenldix 1- Lastmn Uata and Ulmenslons

eIt~:O o74,Gop2ndianapolis.

IN 46207-7048C o ncrete uenvery Ticket imi Irvtag Flttterlais.

Inc.Plant # Ticket Number Truck Load Size Mix Slump, Use Date Customer Sold To Tax Code Driver Project No. Order No.Delivery Address P0. Number?Job No)i Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount Cuaon -Reus IN.Galn RI, BII I Subota Tax)n Job "itme Finish Pour Thiota II PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.The unesge hereb authorizes lrg Mateial, to use prvt prcopet fo mrnakg the delvery show~n here on arid assu'me fu repniblt fo wn daag or iur du to th prre.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or anising from private property delivery.The undersigned assumes repniiity for a suitable roadway from public highway to point of delivery and is resposil for any needed wrecker service charges as a result.SAFETY WARNING: Keep away from children.

Contains Portland Cement. lmteting to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, gel medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Matenal Data Safety Sheet (MSDS) available upon request.PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloring, stamped and decorative surfacing, end all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk.driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.;lelesse, Load and Tocrns Accepted By:~U)~~0 cv, rnr~J i ,oncrete -Sand -Gravel -Stone "We're Proudf Of Our Work" General offce (317) 326-3101]if

l-fage ot 1114 AppenalOx i -C.asting ua~ta ano Llmenislons ndaaliI420-Concrete Delivery Ticket imi~tdgIn, el ab. ta =.Plant # ocket Numbed Truck Load Size Mbx Slump Use Date Customer Sold TO ITax CodeI Driver Pr ojct NO. Order NO.Address P RO. Number S Job No.)Load Quantit Total Ordered 0ua Proty ct CodeI Product Description Unit Price Amount'"-- I I ' No"a o I / I I Sboa I I PROPERTY DAMAGE RELEASE / WARNING -Irritatng To The Skin and Eyes Deer Customer -The Seller is not reposbl for slumps. strength or qualtty of concrete to which waetr or an ote aera ha bee ade by th pucae or a hs reqes The undesge hereby hvtng Mateills, inc. to use pivat p operty ta mnaking flhe derivery showni hare on mu inwe U reprely, an damag or dut th premse The unesge agrees to reimburse said Company for loss of time and equlpmentl by reason of such devt an als to idntf an sa hams sa Copn fro an an al claims, demands and suits for or on account of or in any caused by or arisng from prvt property deivr.The undersige asue responsibit for a suitable roadway frm puli~c highway to pixnt of delivery mu Is repnl fo an nede wrce sevc chre as a reul SAFETY WARNING; Keep away fromnchildren.

Contains Portland Cement. Irrtating to the skin and eyes. Wear rubber boots, gloves and eye protection.

Prolonged contact may cause bums. In case of contact with skin or eyes, flush thruhy with water. If Iriato persist, get medical attention.

For additional information regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (M~SDS) available upon request, PRODUCT NOTICE: Seller will not be held responsible for the final appearance of exposed aggregate, integral colring, stamped and decorative surfacing, and alt other forms of architectural and design concrete.dDELIVRY NOTICE: Seller responsibility for deliveries beyond the public right of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any pt onrcor or property owner or agents.NOTICE: MY BECV INDICATES THT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.m.Loede~UAOcq~Y

--~I ~Illl liNt 11111 11111 1111! 11111 11111 lull Ihi liii-U.,'-4 I~D-ce)-c'J:oncete- Sa., -G;ra,,l,-

Stone "We're Proud Of Our Work" eneral offic (317) 326-310 K)0 0 g-2 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/ 2012)Specimer 1: Sheet 1 of 2-Concrete As-built Dimensions Section________

12 34 5 6 78 Plan 3L --'...,L1/4 " 5q~f! J-D- , 7- " o 1.7'- %" o -./, Recorded by: Signature Date Time Checed by-Sgntue at Time.Checked by: Signature-Date Time Comments:*See concrete as-built drawings for dimension locations 2 -103 0 0 Project: Tests to Determine the Behavior of Spliced #11 Bars Setup and As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: , Sheet 2 of 2 Concrete As-built Dimensions Key -Series A 4 5 Concrete As-built Dimensions Key -Series B Q 0 1%,,111111 CAA iaZi..-.........

I I I I 111111111 I I NORTH , .L ..IL 4 4~4~~4 .4 4..... 4... *1 I I ii ~4e~t~/&Il1V~te9~'+/-'/s

~- I 1~LI SOJTh 1%IIA=Specimen Behavior of Lap Splices of No. .11 Reinforcing Bars 2 -105 REDACTED VERSION U 0 I.II SOUTH NORTH L~Top Plan 2 Spa.@3' ' '-60" Ea. ' -- 3'Profile*For section B-B through F-F see Sheet 3 of 3 3 NORTH NORTH SOUTH I.4*1 Bottom Plan Drawing: Series A Concrete As-builts Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars 2 -106 REDACTED.

VERSION

<., 0 2)I m I I-I LI I I I =*SOUTH SOUTI-INORTH 2 -I Top Plan 2 Spa. 3'3' ---39.5" -3 Profile*For section B-B through F-F see Sheet 3 of 3'- ~3 I-A NOT I d Bottom Plan Drawing: Series B Concrete As-builts Sheet: 3 of 4______________

1. IORY UE U NIVE RSIiTY Project: Experimental Investigation of Capacity of Lap Splices of No.11 Reinforcing Bars Drawn by: BPR~Checked by: SP Date: 04/04/2012

____________________________

i _______ ____________________

I ____________________________

2 -107 REDACTED VERSION U 0 4 2 Section B-B, C-C, D-D, E-E & F-F*Facing North T Concrete As-built Sections Sheet: of 4 Experimental Investigation of Drawn by: BPR Checked by:i SP Capacity of Lap Splices of No.__________________________________

11 Reinforcing Bars Date: 04/04/2012 2- 108 REDACTED VERSION Project: Tests to Determine the Behavior of Spliced #11 Bars As-built Dimensions v.1 (Rev. 04/04/2012)

Specimen: Sheet 1 of 2 Formwork As-built Dimensions Section _____________

___123 4 5 678 A-A W 7~ A.A________

lw" 1 _______B-B 23,1/2 _,,______ Chce y SgaueDate Time Comments: 2-13*See formwork as-built drawings for dimension locations I-I 2 3_SOUTH I , .,I q NORTH I 6 4 -I Section A-A 2 Spa. @3, 3 F A i J i I I KBKLc A L D L*EL[F*For section B-B through F-F see Sheet 3 of 3 Series A Drawing: Series A Formwork As-builts Sheet: 1 of 3BOWENLBRTORY Project: EprmnaIneiaioof Drawn by: BPR Checked by: SP P U RDU E U N IV=' =E RS Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-110 REDACTED VERSION

• 1-- 2 3 "1 SOUTH i-1,,--T -,2I I I NORTH I " * .I 6-8_1, 5_1_--,7 4 Section A-A 2 Spa. @3, 3 F AL~A UBUCKOLEUF

• For section B-B through F-F see Sheet 3 of 3 Series B Drawing: Series B Formwork As-builts Sheet: 2 of 3 TORY, Project: EprmnaInetatoof Drawn by: BPR Checked by: S PUDU UNIVERS===IT Capacity of Lap Splices of No.S11 ReinforcingBars Date: 04/04/2012 2-111..REDACTED VERSION S88"-- 8 ;i 6 4 5 VV2 7 7 I Ii-3 3 Section C-C, D-D, & E-E*Facing North Section B-B & F-F*Facing North Formwork As-built sections Sheet: 3 of 3 Experimental Investigation of Drawn by: BPR Checked by: SP Capacity of Lap Splices of No.11 Reinforcing Bars Date: 04/04/2012 2-112 REDACTED VERSION

b-UUU I-'age (1 0?ol 1114 Project: Tests to Determine ,the Behavior of Spliced #11 Bars Appendix 2 -Casting LUata and As-13uit Vlmenslons Casting Documentation v.1 (Rev. 03/30/2012)

Specimen:

}-t' 3 Sheet I of I______________General Information Date Disp Ticket Num Truck No. Time on Ticket Time of Arrival Temp. in Lab Measurements made up3on arrival of concrete Slump (ASTM C143 -10a) Air Content (ASTM C231. -10)Time 1 Result 1 Time 1 Result 1 S/N of Air Meter Time 2 Result 2 Time 2 Result 2 S/N of Scale Unit Weight (ASTM C138 -lob) ________________

Time 1 Wt. of Cont.1 Total Wt.* 1 Wt. of Conc.1 Result 1 = Wt. of Conc./Vol.

of Cont.Time 2 Wt. of-Cont.2 Total Wt. 2 Wt. of Conc.2 Result2 = Wt. of Conc./VoI.

of Cont.Times of actions during and after casting Layer 1 vibration Layer 2 vibration

!Top surface Struck Truck Departing Layer 1 placed copee Layer 2 placed cmlt f a Lifting Inserts Covered with Covered with Burlap doused Covered with.Plastic removed Placed plastic burlap with water plastic Recored b hSigatur DaeTm Rhecred by Signature Date Time Checked by Signature Date Time Comments:

,-i-- -foW>*The following ASTM standards and specifications will be followed during casting: C172,10, C192-07, C470-09 2- 113 REDACTED VERSION bbUu-UUU J-LU-LSIjL-UUUlrb-UUU I-'age ;"/s oa" 1 114 ApedxI-atngaaanASultienon Appendix Z -tasting Uata an(3 AS-I::lullt L)lmenslons rruck Driver 1839 2463 Load Size Mix Code 5.75 CYDS 100~8 User user Returned Disp Tizket Num 1858861 Tic1ket ID 0 Time Date 14:54 4/'10/12 Load ID 985 OtyQt 1435 It, , 323 lb/3,. lb: /Requ4red 8664 lb 27.a;14360. lb-*a83%i M-0.4%Mix Age 43 17:1 3 zleq D ACfl~ t'D'l 1 /ad 22338 lb rDe~gnWIC:

0..5J]

05 n Titn 3 0.n lb Ve.0:.0: iO I Lo 221.4 gI ToAdl8 1.3 ~2-114 REDACTED VERSION 3-uu--1,4 Appen diu u-La-uuunUaeta ah i nsins Tc e~emit To: PU. B~ox 7048, Group #2 Co crecD rfr Indianapolis, IN 46207-7048 W Ti ck Inrfnl IiMaterials, Inc.Plant # Ticket Number Truck Load Size Mix Slump Use Date Customer Sold To Tax Code Driver Project No. Order No.Delivery Address PRO. Number~Job No.)Load Quantity Total Ordered Quantity Product Code Product Description Unit Price Amount Wa...Piti

-At I II I Toa Iump'-e I I I I !PROPERTY DAMAGE RELEASE / WARNING -Irritating To The Skin and Eyes Dear Customer -The Seller is not responsible for slumps, strength or quality of concrete to which water or any other material has been added by the purchaser or at his request.Teundesine hereby auhlie ivig Maeil, Inc. to use priate property for maui tte d~eliey shown here on an asue U repnidt fo an daag or s'x du to th prmie.The undersigned agrees to reimburse said Company for loss of time and equipment by reason of such delivery and also to identify and save harmless said Company from any and all claims, demands and suits for or on account of or in any manner caused by or anising from pnivate property delivery.The untdersigned assumes resposiiity for a suitable roadway from public highway to point of delivery and is responsible for any needed wrecker service charges as a result SAFETY WARNING: Keep away from children.

Contains Portland Cement. Irritating to the skin and eyes. Wear wubber boots, gloves and eye protection.

Prolonged contact ma cause bums. In case of contact with skin or eyes, flush thoroughly with water. If irritation persists, get medical attention.

For additional informato regarding the HAZARDS OF READY MIX CONCRETE, consult the Material Data Safety Sheet (MSDS) available upon request.PRODUCT NOTtCE: Seller will not be held responsible for the final appearance of exposed aggregate, integral coloning, stamped and decorative surfacing, and all other forms of architectural and design concrete.DELIVERY NOTICE: Seller assumes no responsibility for deliveries beyond the public night of way. Buyer assumes responsibility for damages including but not limited to curb, sidewalk, driveway, or any property of the contractor or property owner or agents.NOTICE: MY SIGNATURE BELOW INDICATES THAT I HAVE READ THE SAFETY AND HEALTH WARNING NOTICE AND ACCEPTANCE OF THE LOAD.te~easa, Load arid Thrms Accepted By.x ('I"oncrete -Sand- Gravel -Stone "We're Proud- Of Our Work"GeelOfie(1)3610 General Office (317) 326-3101