Idea Transcript
Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement
Final Report December 19, 2008 WJE No. 2008.9901.0
Prepared for: ACI Innovation Task Group 6 (ITG-6) High Strength Steel Reinforcement Prepared by: Wiss, Janney, Elstner Associates, Inc. 10 South LaSalle Street, Suite 2600 Chicago, Illinois 60603 312.372.0555 tel | 312.372.0873 fax
MECHANICAL PROPERTIES OF ASTM A1035 HIGH STRENGTH STEEL BAR REINFORCEMENT
Scott K. Graham Project Associate
Conrad Paulson Project Manager and Principal
Final Report December 19, 2008 WJE No. 2008.9901.0 Prepared for: ACI Innovation Task Group 6 (ITG-6) High Strength Steel Reinforcement Prepared by: Wiss, Janney, Elstner Associates, Inc. 10 South LaSalle Street, Suite 2600 Chicago, Illinois 60603 312.372.0555 tel | 312.372.0873 fax
TABLE OF CONTENTS Introduction ................................................................................................................................................... 1 Description of ASTM A1035 Reinforcing Bars ........................................................................................... 1 Reinforcing Bar Verification .................................................................................................................. 2 Test Plan and Test Procedures ...................................................................................................................... 3 Test Plan ................................................................................................................................................. 3 Test Procedures ...................................................................................................................................... 3 Monotonic Tension Tests ................................................................................................................. 3 Monotonic Compression Tests ........................................................................................................ 4 Modulus of Elasticity Tests ............................................................................................................. 4 Laboratory Accreditation and Test Machine Certification ..................................................................... 5 Test Results ................................................................................................................................................... 5 Monotonic Tension Tests ....................................................................................................................... 5 Modulus of Elasticity Tests .................................................................................................................... 5 Monotonic Compression Tests ............................................................................................................... 5 Summary ....................................................................................................................................................... 6 Appendix A Appendix B Appendix C Appendix D Appendix E
Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement INTRODUCTION Wiss, Janney, Elstner Associates, Inc. (WJE) has conducted a series of laboratory tests to measure the tensile and compressive properties of deformed steel reinforcing bars manufactured according to ASTM A1035, Standard Specifications for Deformed and Plain, Low-carbon, Chromium, Steel Bars for Concrete Reinforcement. At the request of the American Concrete Institute’s Innovation Task Group 6 (ACI ITG-6) - High Strength Steel Reinforcement, a testing program was planned to obtain basic mechanical property characteristics of ASTM A1035 reinforcement, including tensile strength, compressive strength, and modulus of elasticity in tension. WJE has provided the testing and reporting services to ACI ITG-6 on a pro bono basis. These tests were conducted under the WJE inhouse research program. The senior author of this report holds Voting Membership on ACI ITG-6. At the request of ACI ITG-6, MMFX Steel Corporation of America (MMFX) provided WJE with samples of ASTM A1035 deformed reinforcing bars. The samples were provided with the understanding that the test data was to be submitted to ACI ITG-6 for the Task Group’s use. A further purpose of the testing reported herein is to provide a reference source of data on this type of reinforcing bar for the public domain.
DESCRIPTION OF ASTM A1035 REINFORCING BARS When compared to ASTM A615 reinforcing steel, ASTM A1035 reinforcing steel is characterized by low carbon content (specified maximum of 0.15 percent) and high chromium content (specified minimum of 8 percent and specified maximum of 10.9 percent). Being low in carbon and high in chromium, the steel has a much higher tensile strength than ASTM A615 steel. Figure 1 compares actual stress-strain curves for representative samples of ASTM A1035 (Grades 100 and 120) reinforcing bars to similar curves for samples of ASTM A615 (Grades 60 and 75) and ASTM A706 bars. The curves for the ASTM A1035 bars are from the tests reported herein; the remaining stressstrain curves shown in the figure were recorded during various previous testing programs carried out at WJE laboratories. As characterized by the tests reported herein, the stress-strain curves shown in Figure 1 for representative ASTM A1035 bars of both grades exhibit a linear stress-strain relationship up to a proportional limit that lies in the range of 60 ksi to 80 ksi. The curves for ASTM A1035 bars do not exhibit a well-defined yield plateau. The curves reach actual tensile strengths in the range of 155 ksi to 170 ksi at strains in the range of 0.04 to 0.06 in./in. (4 to 6 percent). Final elongation in an 8 inch gauge length across the fracture of the bar is in the range of 0.08 to 0.10 in./in. (8 to 10 percent). The reinforcing bars received by WJE exhibited dual bar markings: one mark as ASTM A1035 reinforcement and second mark as ASTM A615 Grade 75 reinforcement. Review of the ASTM specifications finds that the tensile properties of a bar that satisfies the requirements of ASTM A1035 in either Grade 100 or Grade 120 also satisfies the tensile requirements for ASTM A615 Grade 75 bar. Therefore, the mill certificates for the reinforcement provided to WJE also indicate that the bars conform to the requirements of both specifications.
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 2
180 1200
150 1000
800
90
600
60
Stress (MPa)
Stress (ksi)
120
400 ASTM A 1035 (Grade 120) ASTM A 1035 (Grade 100)
30
200
ASTM A 615 (Grade 75) ASTM A 615 (Grade 60) ASTM A 706
0 0.00
0 0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
Strain (in/in)
Figure 1. Actual stress-strain curves for representative samples of various types and grades of steel reinforcing bars. The forthcoming ACI report, Design Guide for the use of High-strength Steel Bars (ASTM A 103507) for Structural Concrete, should be consulted for further information on ASTM A1035 reinforcing bars. The report is presently (late 2008) under ballot by ACI ITG-6 and is anticipated for future publication.
Reinforcing Bar Verification Copies of the mill certificates for the ASTM A1035 reinforcing bars used in the tests reported herein are provided in Appendix A. Samples of bar from each heat of steel were measured for weight. As summarized in Table 1, the measured weights conformed to the requirements of ASTM A1035, which specifies that actual weight shall be at least 94 percent of nominal weight. Actual area of the reinforcing bar can be assumed to vary from nominal area by the same variation as for actual weight from nominal weight. Nevertheless, stresses reported herein are based on nominal area of the reinforcing bars as specified in ASTM A1035. This approach to reporting stresses in reinforcing bars is specified by ASTM A370 and ASTM A1035.
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 3
Table 1. Weights of Representative Bar Samples Bar Size Designation
ASTM A1035 Grade
5 (16) 8 (25) 8 (25) 11 (36) 11 (36)
120 100 120 100 120
Specified Nominal Weight (lb/ft) 1.043 2.670 2.670 5.313 5.313
Measured Weight (lb/ft) 1.014 2.557 2.646 5.189 5.170
Variance of Measured Weight from Nominal Weight (percent) -2.8% -4.2% -0.9% -2.3% -2.7%
TEST PLAN AND TEST PROCEDURES Test Plan The general test plan matrix is given in Table 2. Monotonic tension tests, monotonic compression tests, and modulus of elasticity tests were planned for each of the indicated bar sizes and grades shown. The original test plan included tests on Grade 100 bars in size No. 5, but this size and grade of bar was not provided to WJE. Table 2. Test Plan Matrix Bar Size Designation
ASTM A1035 Grade
Monotonic Tension Tests: ASTM A370
5 (16) 8 (25) 8 (25) 11 (36) 11 (36)
120 100 120 100 120
2 2 2 3 3
Test Method Modulus of Monotonic Elasticity Tests: Compression Tests: ASTM E111 ASTM E8 Number of Test Specimens 1 1 1 1 1 1 1 1 1 1
Test Procedures Monotonic Tension Tests Test Instrumentation. Specimens were tested monotonically in axial tension in accordance with Standard Test Methods and Definitions for Mechanical Testing of Steel Products, ASTM A370-08a and Standard Terminology Relating to Methods of Mechanical Testing, ASTM E6-08. Two clip-on strain extensometers measured the elongation of each reinforcing bar test specimen away from the gripped zone of the bar. The nominal gage lengths of the two extensometers were 4 inches and 8 inches. The test machine was operated under displacement control. When the test load reached apparent peak stress on the bar, the test machine was temporarily paused and the 4-inch extensometer was removed from the specimen so that the instrument would not be damaged when the specimen fractured. The 8-inch extensometer was designed to remain in place to record strain data through fracture of the test specimen. The electrical signal output from each extensometer, an electrical signal output indicating the test machine load, and an electrical signal output of the crosshead movement were recorded digitally using a computer. Force-elongation plots for all specimens were produced by plotting the digital record. Data were recorded at a rate of one reading approximately every half second throughout the duration of the test.
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 4
Elongation Measurements. Two different elongation measurements were made on the bar after fracture: uniform elongation (ultimate strain) and total (final) elongation.
Uniform elongation was determined by first scribing or punching a series of gage marks onto the central length of the untested specimen at 2-inch intervals over a total length of at least 16 inches. After the test, a measurement was made of the distance between two gage marks having an original gage length of 8 inches and away from the fractured location. The uniform elongation was calculated as the increase in length of the 8-inch gage length. Total elongation after fracture was determined in a similar fashion as percent usable strain with the exception that the elongation measurement was made on the reinforcing bar across gage marks that were approximately centered on the fracture location. These gage marks also had an original gage length of 8 inches. The final elongation was calculated as the increase in length of the 8-inch gage length.
Monotonic Compression Tests Test Instrumentation. Specimens were tested monotonically in axial compression in accordance with Standard Test Methods for Compression Testing of Metallic Materials at Room Temperature, ASTM E9. Two bonded strain gages, with 1/16-inch gage length, were placed on the bar to monitor the localized shortening of the specimen. The gage sensing elements were in the longitudinal direction of the bar and on the central barrel avoiding the deformation lugs. The gages were positioned at the same cross section approximately 180 degrees apart. Two additional bonded strain gages were installed in a circumferential orientation on the central barrel of each specimen, that is, transverse to the longitudinal axis of the bar. These gages were also situated at the same cross section and approximately 180 degrees apart, to monitor hoop or Poisson circumferential strains. The electrical signal output from all gages, an electrical signal indicating the testing machine load, and an electrical signal indicating the crosshead movement were recorded digitally using a computer. Recorded strains from each pair of longitudinal and circumferential gages were averaged during data post-processing. Force-elongation plots for all specimens were produced by plotting the digital record. Modulus of Elasticity Tests Specimens were tested in accordance with Standard Test Method for Young's Modulus, Tangent Modulus, and Chord Modulus, ASTM E111-04. Two clip-on strain extensometers installed approximately 180 degrees apart measured the elongation of each tension test specimen. The nominal gage length of both clip-on extensometers was 8 inches. The average of the output from these two extensometers was used for the calculation of modulus of elasticity. As recommended by Note 7 of ASTM E111-04, three load cycles between a lower preload limit and an upper load limit, where the upper load limit is recommended to be below the proportional limit of the steel, were completed. For the tests reported herein, the lower load limit was approximately 5 ksi and the upper load limit was approximately 60 ksi. The waveform used for these load cycles was a linearly increasing and linearly decreasing load ramp with a loading rate of 60 ksi per minute. A separate modulus of elasticity calculation was made for the increasing and decreasing portion of each load cycle, resulting in a total of six (6) modulus calculations for each test specimen. The modulus calculation consisted of taking the ratio of the change in stress between the upper and lower limits to the average change in elongation of the two extensometers.
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After the modulus of elasticity cyclic loading, each test specimen was monotonically loaded in tension to destruction. The tension test was carried out according to the monotonic tension test procedures described above. At least one of the 8-inch extensometers remained mounted to the test specimen for the tension test, and measurements were made of uniform elongation and total elongation after fracture.
Laboratory Accreditation and Test Machine Certification WJE is an accredited testing laboratory, recognized by International Accreditation Service, Inc. (IAS) under Certificate TL-165. All tests were performed on a 400 kip Tinus Olsen universal test machine having hydraulic grips. The Tinius Olsen test machine is located at the WJE headquarters office in Northbrook, Illinois. Current calibration certificates for the test machine are provided in Appendix B.
TEST RESULTS The tests were carried out at the WJE structural testing laboratory, Northbrook, Illinois, between April and August 2008.
Monotonic Tension Tests The results of the monotonic tension tests are summarized in Table 3. The recorded stress-strain curves for the monotonic tension tests are shown together in Figure 2 for Grade 100 specimens and in Figure 3 for Grade 120 specimens. An individual load-elongation curve for each test can be found in Appendix C. The tensile properties of all specimens summarized in Table 3 conform to the specified tensile requirements of ASTM A1035 for the respective grade of bar. Figure 2 and Figure 3 also graphically indicate the minimum tensile properties specified by ASTM A1035. For each specimen, the slope of the offset line used to determine the 0.2 percent offset yield strength was uniquely established as parallel to the initial slope of the stress-strain curve for the specimen. The offset line for a specimen is show on the plot for the specimen found in Appendix C. The slopes of the offset lines ranged from 26,000 ksi to 29,000 ksi. For the purpose of the representative offset line plotted in Figure 2 and Figure 3, however, the average slope of 27,700 ksi has been used.
Modulus of Elasticity Tests Results of the modulus of elasticity tests are summarized in Table 4. As described previously, elastic modulus was calculated six (6) times for each test, one calculation for each increasing or decreasing load ramp. Plots for each load ramp for each test specimen are provided in Appendix D. Overall, the modulus of elasticity test data summarized in Table 4 are consistent with the value of 29,000 ksi for modulus of elasticity of reinforcing steel as specified by ACI 318.
Monotonic Compression Tests Results of the compression tests are summarized in Table 5. The recorded compressive stress-strain curves for the monotonic compression tests are shown in Figure 4 for both grades of bar. A forceelongation plot was recorded for each test; the plots are presented in Appendix E. Data were recorded until the point where deformation of the specimen damaged the bond of a strain gage to the barrel of the reinforcing bar.
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 6
SUMMARY WJE has conducted a series of laboratory tests to measure mechanical properties of ASTM A1035 high-strength chromium steel reinforcing bars with specified yield strengths of 100,000 psi (Grade 100) and 120,000 psi (Grade 120). The tests were performed in support of the activities of ACI Innovation Task Group 6 (ITG-6) - High Strength Reinforcing Steel. MMFX Steel Corporation of America donated the reinforcing bars that were tested. WJE performed the testing and reporting probono. Table 3. Summary of Monotonic Tension Tests Test I.D. No.
Bar Size
Bar Grade
Bar Area (in2)
Proportional Limit (ksi)
3351 8 100 0.79 3357 8 100 0.79 3354 11 100 1.56 3402 11 100 1.56 3400 11 100 1.56 Spec. Min. Grade 100 3355 5 120 0.31 3404 5 120 0.31 3352 8 120 0.79 3358 8 120 0.79 3353 11 120 1.56 3403 11 120 1.56 3401 11 120 1.56 Spec. Min. Grade 120
57 80 80 80 90 – 67 70 50 75 80 90 90 –
Stress corresponding to extension of 0.0035 in./in. (ksi) 86 93 99 90 94 80 97 97 92 96 95 91 93 90
Total Yield Tensile Uniform strength Strength Elongation Elongation (ksi) (percent) (percent) (0.2% offset) (ksi) 120 155.6 4.0 11.0 122 155.2 4.3 10.2 129 159.7 3.6 129 159.9 9.6 131 159.9 6.0 8.5 100 150 7 – 140 178.4 3.1 7.5 140 177.6 5.0 10.2 130 166.7 4.5 11.0 132 166.5 4.1 10.0 136 173.8 4.2 10.0 143 173.3 12.9 138 173.8 4.4 12.9 120 150 7 –
Table 4. Summary of Modulus of Elasticity Tests Test I.D. Bar No. Size 3357 3400 3404 3358 3401
8 11 5 8 11
Bar Grade 100 100 120 120 120
Bar Area Elastic (Young's) Modulus (in2) (ksi) 0.79 28,500 1.56 28,500 0.31 28,500 0.79 29,000 1.56 29,000
Table 5. Summary of Monotonic Compression Tests Test I.D. No. 3448 3450 3446 3447 3449
Bar Size
Bar Grade
8 11 5 8 11
100 100 120 120 120
Bar Area (in2) 0.79 1.56 0.31 0.79 1.56
Proportional Limit (ksi) 45 80 25 61 69
Stress corresponding to extension of 0.0035 in./in. (ksi) 86 91 90 88 95
Yield strength (0.2 % offset) (ksi) 125 136 136 132 148
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 7
180
150 Spec. Min. Tensile Strength
Stress (ksi)
120
Spec. Min. 0.2% Offset Yield Stress Spec. Min. Final Elongation
90 Spec. Min. 0.35% EUL Stress
60 Test No. 3351 Test No. 3357 Test No. 3354 Test No. 3400
30
Test No. 3402 0.35% Extension 0.2% Of f set Spec. Min. Values
0 0.00
0.01
0.02
0.03
0.04
0.05
0.06
0.07
0.08
Strain (in./in.)
Figure 2. Actual stress-strain curves for ASTM A1035 Grade 100 reinforcing bars. 180
150 Spec. Min. Tensile Strength
Stress (ksi)
120
90
Spec. Min. 0.2% Offset Yield Stress
Spec. Min. Final Elongation Spec. Min. 0.35% EUL Stress
Test No. 3355
60
Test No. 3404 Test No. 3352 Test No. 3358 Test No. 3353
30
Test No. 3401 Test No. 3403 0.35% Extension 0.2% Of f set Spec. Min. Values
0 0.00
0.01
0.02
0.03
0.04
0.05
0.06
0.07
0.08
Strain (in./in.)
Figure 3. Actual stress-strain curves for ASTM A1035 Grade 120 reinforcing bars.
ACI ITG-6: High Strength Steel Reinforcement Mechanical Properties of ASTM A1035 High Strength Steel Bar Reinforcement December 19, 2008 Page 8
210
180
Compressive Stress (ksi)
150
120
90
60 No. 5 GR 120 No. 8 GR 120
30
No. 11 GR 120 No. 8 GR 100 No. 11 GR 100
0 0.00
0.01
0.02
0.03
0.04
0.05
0.06
Compressive Strain (in./in.)
Figure 4. Actual stress-strain curves in compression for ASTM A1035 reinforcing bars.
APPENDIX A
APPENDIX B
APPENDIX C
T t No. N 3351 (N Test (No. 8 8, GR 100) 180
160
140
Stress (ksi)
120
100
80
60
Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% Load 0 35% EUL L d Tensile strength
20
Final fracture 0 0
2
4
6 Strain (percent)
8
10
12
T t No. Test N 3357 (N (No. 8 8, GR 100) 180
160 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
140
Stress (k ksi)
120
100
80
60 Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% EUL Load
20
Tensile strength Final fracture
0 0
2
4
6
8 Strain (percent)
10
12
14
16
Test No. 3354 (No. 11, GR 100) 180
160 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
140
Stress (ksi)
120
100
80
60 Bar Strain (%)
40
Proportional Limit 0.2% Offset Yield 20
0.35% EUL Load Tensile Strength
0 0
2
4
6 Strain (percent)
8
10
12
T t No. N 3402 (N Test (No. 11 11, GR 100) 180
160
140
Stress (ksi)
120
100
80
60
Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% Load 0 35% EUL L d Tensile strength
20
Final fracture 0 0
2
4
6 Strain (percent)
8
10
12
T t No. N 3400 (N Test (No. 11 11, GR 100) 180
160
140
Stress (ksi)
120
100
80
60
Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% Load 0 35% EUL L d Tensile strength
20
Final fracture 0 0
2
4
6
8 Strain (percent)
10
12
14
16
T t No. N 3355 (N Test (No. 5 5, GR 120) 180
160 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
140
Stress (ksi)
120
100
80
60 Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% EUL Load
20
Tensile Strength Final Fracture
0 0
2
4
6 Strain (percent)
8
10
12
T t No. N 3404 (N Test (No. 5 5, GR 120) 180 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
160
140
Stress ((ksi)
120
100
80
60 Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% EUL Load 20
Tensile strength Final fracture
0 0
2
4
6
8 Strain (percent)
10
12
14
16
T t No. N 3352 (N Test (No. 8 8, GR 120) 180
160
140
Stress (ksi)
120
100
80
60 Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% EUL Load
20
Tensile strength Final fracture
0 0
2
4
6 Strain (percent)
8
10
12
T t No. N 3358 (N Test (No. 8 8, GR 120) 180
160 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
140
Stress (ksi)
120
100
80
60 Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% EUL Load
20
Tensile strength Final fracture
0 0
2
4
6
8 Strain (percent)
10
12
14
16
T t No. N 3353 (N Test (No. 11 11, GR 120) 180
160 Unloading due to specimen slipping out of grip. Specimen was regripped and subsequently retested to failure.
140
Stress (ksi)
120
100
80
60
40
Bar Strain (%) Proportional Limit 0.2% Offset Yield
20
0.35% EUL Load 0 0
2
4
6 Strain (percent)
8
10
12
T t No. N 3403 (N Test (No. 11 11, GR 120) 180
160
140
Stress (ksi)
120
100
80
60
Bar Strain (%) Proportional Limit
40
0.2% Offset Yield 0.35% Load 0 35% EUL L d Tensile strength
20
Final fracture 0 0
2
4
6
8 Strain (percent)
10
12
14
16
T t No. N 3401 (N Test (No. 11 11, GR 120) 180 Constriction and subsequent fracture occurred outside of gage length of strain extensometer
160
140
Stress (ksi)
120
100
80
60 Bar Strain (%) Proportional Limit 40
0.2% Offset Yield 0.35% EUL Load
20
Tensile strength Final fracture
0 0
2
4
6
8 Strain (percent)
10
12
14
16
APPENDIX D
El i M d l T N 3357 (N 8 G d 100) Elastic Modulus ‐ Test No. 3357 (No. 8, Grade 100) 60
50
Stress (kssi)
40
30
20
10
Slope of all reference lines = 28,500,000 psi 0 0
1
2
3 Reference Strain (percent)
4
5
6
El i M d l T N 3358 (N 8 G d 120) Elastic Modulus ‐ Test No. 3358 (No. 8, Grade 120) 60
50
Stress (kssi)
40
30
20
10
Slope of all reference lines = 29,000,000 psi 0 0
1
2
3 Reference Strain (percent)
4
5
6
El i M d l T N 3400 (N 11 G d 100) Elastic Modulus ‐ Test No. 3400 (No. 11, Grade 100) 60
50
Stress (kssi)
40
30
20
10
Slope of all reference lines = 28,500,000 psi 0 0
1
2
3 Reference Strain (percent)
4
5
6
El i M d l l Test No. 3401 (No. 11, Grade 120) T N 3401 (N 11 G d 120) Elastic Modululs ‐ 60
50
Stress (kssi)
40
30
20
10
Slope of second 3 reference lines = 31,000,000 psi
Slope of first 3 reference lines = 27,000,000 psi 0 0
1
2
3 Reference train (percent)
4
5
6
El i M d l T N 3404 (N 5 GR 120) Elastic Modulus ‐Test No. 3404 (No. 5, GR 120) 60
50
Stress (kksi)
40
30
20
10
Slope of all reference lines = 28,500,000 psi
0 0
1
2
3 Reference Strain (percent)
4
5
6
APPENDIX E
Test I.D. 3446 (No. 5, Gr 120) 210
180
Stress (ksi))
150
120
90
60
Bar Strain (%) transverse Proportional Limit
30
0.2% Offset Yield 0.35% EUL Load
0 0
1
2
3 Strain (%)
4
5
6
Test I.D. 3447 (No. 8, Gr 120) 210
180
150
Stress (ksi))
120
90
60
Bar Strain (%) transverse Proportional Limit
30
0.2% Offset Yield 0.35% EUL Load
0 0
1
2
3 Strain (%)
4
5
6
Test I.D. 3448 (No. 8, Gr 100) 210
180
Stress (ksi))
150
120
90
60
Bar Strain (%) transverse Proportional Limit
30
0.2% Offset Yield 0.35% EUL Load
0 0
1
2
3 Strain (%)
4
5
6
Test I.D. 3449 (No. 11, Gr 120) 210
180
150
Stress (ksi))
120
90
60
Bar Strain (%) transverse Proportional Limit
30
0.2% Offset Yield 0.35% EUL Load
0 0
1
2
3 Strain (%)
4
5
6
Test I.D. 3450 (No. 11, Gr 100) 210
180
150
Stress (ksi))
120
90
60 Bar Strain (%) transverse Proportional Limit
30
0.2% Offset Yield 0.35% EUL Load
0 0
1
2
3 Strain (%)
4
5
6
7