PROPERTIES TABLE: SPIRAL-REINFORCED
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No. Specimen Name Comments Diameter  Cross-Section Cross-Section Code Ag Cover to Ctr. of  Hoop Bar Area Core Length Lsplice f'c # Longitudinal Bars Diameter Long. Bars fy Long. Bars fsu Long. Bars rho Long.  % Hoop Spacing, Sv Diameter, Spiral  fy, Spiral rho Spiral   % Configuration P  Pe/(f'c*Ag) P-D Failure Type Included Lmeas Lbeam Lbottom Pvariation Code Hysteresis Code
1 Davey 1975, No. 1 Specimen had pier cap,eccentric vertical load 500 O 2 203800 20.25 170554 2750 0 33.2 20 18.4 373 564 2.61 65 6.5 312 0.44 HH 380 0.06 1 1.00 1 2000 0 0.00 0 1
2 Davey 1975, No. 2 Specimen had pier cap,eccentric vertical load 500 O 2 203800 20.25 170554 1750 0 34.8 20 18.4 371 562 2.61 65 6.5 312 0.44 HH 380 0.05 1 1.00 1 2000 0 0.00 0 1
3 Davey 1975, No. 3 Specimen had pier cap,eccentric vertical load 500 O 2 203800 20.25 170554 3250 0 33.8 20 18.4 373 563 2.61 65 6.5 342 0.44 HH 380 0.06 1 1.00 1 2000 0 0.00 0 1
4 Munro et al. 1976, No. 1 Specimen had pier cap,not tested to failure 500 O 2 207100 20.25 171654 2730 0 40.0 20 18.4 305 411 2.57 34 8.0 389 1.26 HH 26.4 0.00 1 1.00 0 2730 0 0.00 0 1
5 Ng et al. 1978, No. 2 Specimen had pier cap, continuation of Munro dynamic test 250 O 2 51700 10.80 42565 1340 0 35.1 10 13.0 305 411 2.57 14 4.4 263 1.87 HH 16.9 0.01 1 1.00 1 1340 0 0.00 0 1
6 Ng et al. 1978, No. 3 Specimen had pier cap 250 O 2 50100 10.20 42969 930 0 33.0 10 12.0 294 396 2.26 10 4.3 207 2.48 HH 550 0.33 1 1.00 0 930 0 0.00 0 1
7 Ang et al. 1981, No. 1   400 O 2 132600 16.00 109858 1600 0 26.0 16 16.0 308 465 2.43 40 6.0 308 0.76 DE 680 0.20 2 1.00 0 1600 0 0.00 0 1
8 Ang et al 1981, No. 2   400 O 2 132600 18.00 109858 1600 0 28.5 16 16.0 308 465 2.43 55 10.0 280 1.53 DE 2111 0.56 2 1.00 0 1600 0 0.00 0 1
9 Potangaroa et al. 1979, No. 1 tested C108 to m=8 600 O 2 298000 25.00 246301 1200 0 28.4 16 24.0 303 409 2.43 75 10.0 300 0.75 DE 1920 0.23 2 1.00 0 1200 0 0.00 0 1
10 Potangaroa et al. 1979, No. 3   600 O 2 298000 25.00 246301 1200 0 26.6 16 24.0 303 409 2.43 50 10.0 300 1.12 DE 4300 0.54 2 3.00 0 1200 0 0.00 0 1
11 Potangaroa et al. 1979, No. 4 tested to m=8 600 O 2 298000 25.00 246301 1200 0 32.9 16 24.0 303 409 2.43 70 10.0 423 0.80 DE 3785 0.39 2 1.00 0 1200 0 0.00 0 1
12 Potangaroa et al. 1979, No. 5A tested to m=8 600 O 2 298000 28.00 246301 1200 0 32.5 16 24.0 307 414 2.43 55 16.0 280 2.61 DE 3385 0.35 2 1.00 0 1200 0 0.00 0 1
13 Potangaroa et al. 1979, No. 5B Continued testing of Specimen 5a, but with increased axial load 600 O 2 298000 28.00 246301 1200 0 32.5 16 24.0 307 414 2.43 55 16.0 280 2.61 DE 6770 0.70 2 1.00 1 1200 0 0.00 0 1
14 Ang et al. 1985, No. 1 Flexible base, axial load=0 400 C 0 125700 18.00 107521 800 0 37.5 20 16.0 436 674 3.20 60 6.0 328 0.51 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
15 Ang et al. 1985, No. 2 Flexible base, axial load=0 400 C 0 125700 18.00 107521 800 0 37.2 20 16.0 296 457 3.20 60 6.0 328 0.51 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
16 Ang et al. 1985, No. 3 Flexible base, axial load=0 400 C 0 125700 18.00 107521 1000 0 36.0 20 16.0 436 674 3.20 60 6.0 328 0.51 CFB 0 0.00 2 3.00 0 1000 1905 0.00 0 1
17 Ang et al. 1985, No. 4 Flexible base, axial load=0 400 C 0 125700 20.00 107521 800 0 30.6 20 16.0 436 674 3.20 165 10.0 316 0.51 CFB 0 0.00 2 2.00 0 800 1905 0.00 0 1
18 Ang et al. 1985, No. 5 Flexible base, axial load=0 400 C 0 125700 18.00 107521 800 0 31.1 20 16.0 436 674 3.20 40 6.0 328 0.76 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
19 Ang et al. 1985, No. 6 Flexible base, axial load=0 400 C 0 125700 18.00 107521 600 0 30.1 20 16.0 436 674 3.20 60 6.0 328 0.51 CFB 0 0.00 2 2.00 0 600 1905 0.00 0 1
20 Ang et al. 1985, No. 7 Flexible base, axial load=0 400 C 0 125700 18.00 107521 800 0 29.5 20 16.0 448 693 3.20 80 6.0 372 0.38 CFB 0 0.00 2 2.00 0 800 1905 0.00 0 1
21 Ang et al. 1985, No. 8 Flexible base 400 C 0 125700 18.00 107521 800 0 28.7 20 16.0 448 693 3.20 30 6.0 372 1.02 CFB 721 0.20 2 3.00 0 800 1905 0.00 0 1
22 Ang et al. 1985, No. 9 Flexible base 400 C 0 125700 18.00 107521 1000 0 29.9 20 16.0 448 693 3.20 30 6.0 372 1.02 CFB 751 0.20 2 1.00 0 1000 1905 0.00 0 1
23 Ang et al. 1985, No. 10 Flexible base 400 C 0 125700 21.00 107521 800 0 31.2 20 16.0 448 693 3.20 120 12.0 332 1.02 CFB 784 0.20 2 3.00 0 800 1905 0.00 0 1
24 Ang et al. 1985, No. 11 Flexible base 400 C 0 125700 18.00 107521 800 0 29.9 20 16.0 448 693 3.20 60 6.0 372 0.51 CFB 751 0.20 2 3.00 0 800 1905 0.00 0 1
25 Ang et al. 1985, No. 12 Flexible base, axial load lowered after m=1.5 400 C 0 125700 18.00 107521 600 0 28.6 20 16.0 436 674 3.20 30 6.0 328 1.02 CFB 359 0.10 2 3.00 0 600 1905 0.00 0 1
26 Ang et al. 1985, No. 13 Flexible base 400 C 0 125700 18.00 107521 800 0 36.2 20 16.0 436 679 3.20 30 6.0 326 1.02 CFB 455 0.10 2 3.00 0 800 1905 0.00 0 1
27 Ang et al. 1985, No. 14 Flexible base,axial load=0 400 C 0 125700 18.00 107521 800 0 33.7 9 24.0 424 671 3.24 60 6.0 326 0.51 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
28 Ang et al. 1985, No. 15 Flexible base,axial load=0 400 C 0 125700 18.00 107521 800 0 34.8 12 16.0 436 679 1.92 60 6.0 326 0.51 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
29 Ang et al. 1985, No. 16 Flexible base 400 C 0 125700 18.00 107521 800 0 33.4 20 16.0 436 679 3.20 60 6.0 326 0.51 CFB 420 0.10 2 2.00 0 800 1905 0.00 0 1
30 Ang et al. 1985, No. 17 Flexible base 400 C 0 125700 18.00 107521 1000 0 34.3 20 16.0 436 679 3.20 60 6.0 326 0.51 CFB 431 0.10 2 3.00 0 1000 1905 0.00 0 1
31 Ang et al. 1985, No. 18 Flexible base 400 C 0 125700 18.00 107521 600 0 35.0 20 16.0 436 674 3.20 60 6.0 326 0.51 CFB 440 0.10 2 2.00 0 600 1905 0.00 0 1
32 Ang et al. 1985, No. 19 Flexible base 400 C 0 125700 18.00 107521 600 0 34.4 20 16.0 436 679 3.20 80 6.0 326 0.38 CFB 432 0.10 2 2.00 0 600 1905 0.00 0 1
33 Ang et al. 1985, No. 20 Flexible base 400 C 0 125700 18.00 107521 700 0 36.7 20 16.0 482 758 3.20 80 6.0 326 0.38 CFB 807 0.17 2 2.00 0 700 1905 0.00 0 1
34 Ang et al. 1985, No. 21 Flexible base,loaded monotonically up to m=6,axial load=0 400 C 0 125700 18.00 107521 800 0 33.2 20 16.0 436 679 3.20 80 6.0 326 0.38 CFB 0 0.00 2 2.00 0 800 1905 0.00 0 1
35 Ang et al. 1985, No. 22 Flexible base, axial load=0 400 C 0 125700 20.00 107521 800 0 30.9 20 16.0 436 679 3.20 220 10.0 310 0.39 CFB 0 0.00 2 2.00 0 800 1905 0.00 0 1
36 Ang et al. 1985, No. 23 Flexible base, axial load=0 400 C 0 125700 21.00 107521 800 0 32.3 20 16.0 436 679 3.20 160 12.0 332 0.76 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
37 Ang et al. 1985, No. 24 Flexible base, axial load=0 400 C 0 125700 20.00 107521 800 0 33.1 20 16.0 436 679 3.20 110 10.0 310 0.77 CFB 0 0.00 2 3.00 0 800 1905 0.00 0 1
38 Ang et al. 1985, No. 25 Flexible base, axial load=0, no spiral reinf. 400 C 0 125700 “ " 600 0 32.8 20 16.0 296 457 3.20 “ 0.0 “ 0.00 CFB 0 0.00 2 2.00 1 600 1905 0.00 0 1
39 Zahn et al. 1986, No. 5 f'c not reported for test day. 28-day strength reported  400 O 2 132600 18.00 109858 1600 0 32.3 16 16.0 337 491 2.43 135 10.0 466 0.62 DE 555 0.13 2 1.00 0 1600 0 0.00 0 1
40 Zahn et al. 1986, No. 6 f'c not reported for test day. 28-day strength reported  400 O 2 132600 18.00 109858 1600 0 27.0 16 16.0 337 491 2.43 75 10.0 466 1.12 DE 2080 0.58 2 1.00 0 1600 0 0.00 0 1
41 Watson & Park 1989, No 10   400 O 2 132600 17.00 109858 1600 0 40.0 12 16.0 474 633.3 1.82 84 8.0 372 0.64 DE 2652 0.50 2 1.00 0 1600 0 0.00 0 1
42 Watson & Park 1989, No 11   400 O 2 132600 18.00 109858 1600 0 39.0 12 16.0 474 633.3 1.82 57 10.0 338 1.47 DE 3620 0.70 2 1.00 0 1600 0 0.00 0 1
43 Wong et al. 1990, No. 1 Axial load reduced after failure 400 C 0 125700 20.00 107521 800 0 38.0 20 16.0 423 577 3.20 60 10.0 300 1.42 C 907 0.19 2 1.00 0 800 0 0.00 0 1
44 Wong et al. 1990, No. 2 Axial load reduced after failure 400 C 0 125700 18.00 107521 800 0 37.0 20 16.0 475 625 3.20 65 6.0 340 0.47 C 1813 0.39 2 3.00 0 800 0 0.00 0 1
45 Wong et al. 1990, No. 3   400 C 0 125700 20.00 107521 800 0 37.0 20 16.0 475 625 3.20 60 10.0 300 1.42 C 1813 0.39 2 1.00 0 800 0 0.00 0 1
46 Petrovski & Ristic 1984, M1E1 Unknown P-D configuration 307 C 0 74000 36.00 45617 1910 0 38.8 12 12.0 240 “ 1.83 75 6.0 240 0.63 C 145 0.05 0 1.00 1 1910 0 0.00 0 1
47 Petrovsky & Ristic 1984, M1E2 Unknown P-D configuration 307 C 0 74000 36.00 45617 1910 0 36.2 12 12.0 240 “ 1.83 75 6.0 240 0.63 C 254 0.09 0 1.00 1 1910 0 0.00 0 1
48 Petrovsky & Ristic 1984, M2E1 Unknown P-D configuration 307 C 0 74000 36.00 45617 900 0 35.9 12 12.0 240 “ 1.83 75 6.0 240 0.63 C 145 0.05 0 3.00 1 900 0 0.00 0 1
49 Petrovsky & Ristic 1984, M2E2 Unknown P-D configuration 307 C 0 74000 36.00 45617 895 0 34.4 12 12.0 240 “ 1.83 75 6.0 240 0.63 C 254 0.10 0 3.00 1 895 0 0.00 0 1
50 Lim et al. 1990, Con1   152 C 0 18200 10.20 14384 1140 0 34.5 8 12.7 448 “ 5.57 22 3.7 620 1.45 C 151 0.24 1 1.00 0 1140 0 0.00 0 1
51 Lim et al. 1990, Con1   152 C 0 18200 10.20 14384 570 0 34.5 8 12.7 448 “ 5.57 22 3.7 620 1.45 C 151 0.24 1 1.00 0 570 0 0.00 0 1
52 Lim et al. 1990, Con1   152 C 0 18200 10.20 14384 570 0 34.5 8 12.7 448 “ 5.57 22 3.7 620 1.45 C 220 0.35 1 1.00 0 570 0 0.00 0 1
53 NIST, Full Scale Flexure   1520 C 0 1824000 58.70 1580333 9140 0 35.8 25 43.0 475 “ 1.99 89 15.9 493 0.63 C 4450 0.07 2 1.00 0 9140 0 0.00 0 1
54 NIST, Full Scale Shear   1520 C 0 1824000 60.30 1580221 4570 0 34.3 25 43.0 475 “ 1.99 54 19.1 435 1.49 C 4450 0.07 2 1.00 0 4570 0 0.00 0 1
55 NIST, Model N1   250 C 0 48700 9.90 42730 750 0 24.1 25 7.0 446 “ 1.98 9 3.1 441 1.41 C 120 0.10 2 1.00 0 750 0 0.00 0 1
56 NIST, Model N2   250 C 0 48700 9.90 42730 750 0 23.1 25 7.0 446 “ 1.98 9 3.1 441 1.41 C 239 0.21 2 1.00 0 750 0 0.00 0 1
57 NIST, Model N3   250 C 0 48700 9.70 42748 1500 0 25.4 25 7.0 446 “ 1.98 14 2.7 476 0.68 C 120 0.10 2 1.00 0 1500 0 0.00 0 1
58 NIST, Model N4   250 C 0 48700 9.90 42730 750 0 24.4 25 7.0 446 “ 1.98 9 3.1 441 1.41 C 120 0.10 2 1.00 0 750 0 0.00 0 1
59 NIST, Model N5   250 C 0 48700 9.90 42730 750 0 24.3 25 7.0 446 “ 1.98 9 3.1 441 1.41 C 239 0.20 2 1.00 0 750 0 0.00 0 1
60 NIST, Model N6   250 C 0 48700 9.70 42748 1500 0 23.3 25 7.0 446 “ 1.98 14 2.7 476 0.68 C 120 0.11 2 1.00 0 1500 0 0.00 0 1
61 BRI No. 2 (Japan), spbaa1 Possible joint rotation, confined with welded wire hoops, square cross-section 250 S 1 62500 40.00 25165 375 0 26.5 4 9.6 399 “ 0.45 50 8.9 355 2.84 DC 184 0.11 2 1.00 0 375 0 0.00 0 1
62 BRI No. 3 (Japan), ws21bs square cross-section, L/D = 1 250 S 1 62500 40.00 25165 250 0 26.5 8 9.5 375 “ 1.01 33 8.9 334.5 4.27 DC 322 0.19 2 3.00 0 250 0 0.00 0 1
63 BRI No. 3 (Japan), ws22bs square cross-section 250 S 1 62500 38.00 25447 500 0 31.6 8 9.5 375 “ 1.01 63 5.9 366 1.01 DC 322 0.16 2 1.00 0 500 0 0.00 0 1
64 BRI No. 3 (Japan), ws25bs square cross-section, L/D = 1 250 S 1 62500 40.00 25165 250 0 26.5 8 12.7 382 “ 1.70 46 8.9 334.5 3.12 DC 161 0.10 2 3.00 0 250 0 0.00 0 1
65 BRI No. 3 (Japan), ws26bs square cross-section 250 S 1 62500 37.00 25447 500 0 31.6 8 12.7 382 “ 1.70 37 3.9 386.5 0.75 DC 161 0.08 2 3.00 0 500 0 0.00 0 1
66 BRI No. 3 (Japan), ws27bs square cross-section 250 S 1 62500 40.00 25165 500 0 31.6 8 15.9 345 “ 2.57 42 8.9 334.5 3.41 DC 322 0.16 2 1.00 0 500 0 0.00 0 1
67 Arakawa et al. 1987, No. 1 axial load=0 275 O 2 62700 20.00 45617 300 0 28.8 12 16.0 366 “ 3.85 100 6.0 368 0.47 DC 0 0.00 1 2.00 0 300 0 0.00 0 1
68 Arakawa et al. 1987, No. 2 axial load=0 275 O 2 62700 20.00 45617 300 0 29.3 12 16.0 366 “ 3.85 50 6.0 368 0.94 DC 0 0.00 1 2.00 0 300 0 0.00 0 1
69 Arakawa et al. 1987, No. 3 no spiral reinforcement 275 O 2 62700 23.00 " 300 0 28.6 12 16.0 366 “ 3.85 “ 0.0 “ 0.00 DC 215 0.12 1 2.00 0 300 0 0.00 0 1
70 Arakawa et al. 1987, No. 4   275 O 2 62700 20.00 45617 300 0 29.8 12 16.0 366 “ 3.85 100 6.0 368 0.47 DC 215 0.12 1 2.00 0 300 0 0.00 0 1
71 Arakawa et al. 1987, No. 6   275 O 2 62700 20.00 45617 300 0 28.6 12 16.0 366 “ 3.85 50 6.0 368 0.94 DC 215 0.12 1 2.00 0 300 0 0.00 0 1
72 Arakawa et al. 1987, No. 8   275 O 2 62700 20.00 45617 300 0 31.4 12 16.0 366 “ 3.85 35 6.0 368 1.34 DC 215 0.11 1 2.00 0 300 0 0.00 0 1
73 Arakawa et al. 1987, No. 9   275 O 2 62700 20.00 45617 300 0 30.5 16 16.0 366 “ 5.13 50 6.0 368 0.94 DC 215 0.11 1 2.00 0 300 0 0.00 0 1
74 Arakawa et al. 1987, No. 10   275 O 2 62700 20.00 45617 300 0 30.2 8 16.0 366 “ 2.57 50 6.0 368 0.94 DC 215 0.11 1 3.00 0 300 0 0.00 0 1
75 Arakawa et al. 1987, No. 11 no spiral reinforcement 275 O 2 62700 23.00 " 300 0 28.7 12 16.0 366 “ 3.85 “ 0.0 “ 0.00 DC 430 0.24 1 2.00 0 300 0 0.00 0 1
76 Arakawa et al. 1987, No. 12   275 O 2 62700 20.00 45617 300 0 27.8 12 16.0 366 “ 3.85 100 6.0 368 0.47 DC 430 0.25 1 2.00 0 300 0 0.00 0 1
77 Arakawa et al. 1987, No. 13   275 O 2 62700 20.00 45617 300 0 30.5 12 16.0 366 “ 3.85 50 6.0 368 0.94 DC 430 0.22 1 2.00 0 300 0 0.00 0 1
78 Arakawa et al. 1987, No. 14   275 O 2 62700 20.00 45617 300 0 31.3 12 16.0 366 “ 3.85 35 6.0 368 1.34 DC 430 0.22 1 2.00 0 300 0 0.00 0 1
79 Arakawa et al. 1988, No. 15 axial load=0 275 O 2 62700 20.00 45617 450 0 32.0 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 0 0.00 1 3.00 0 450 0 0.00 0 1
80 Arakawa et al. 1988, No. 16 axial load=0 275 O 2 62700 20.00 45617 450 0 31.3 12 16.0 363 “ 3.85 35 6.0 381 1.34 DC 0 0.00 1 1.00 0 450 0 0.00 0 1
81 Arakawa et al. 1988, No. 17   275 O 2 62700 20.00 45617 300 0 31.3 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 215 0.11 1 2.00 0 300 0 0.00 0 1
82 Arakawa et al. 1988, No. 18 no spiral reinforcement 275 O 2 62700 23.00 " 450 0 31.1 12 16.0 363 “ 3.85 “ 0.0 “ 0.00 DC 215 0.11 1 2.00 0 450 0 0.00 0 1
83 Arakawa et al. 1988, No. 19   275 O 2 62700 20.00 45617 450 0 31.2 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 215 0.11 1 2.00 0 450 0 0.00 0 1
84 Arakawa et al. 1988, No. 20   275 O 2 62700 20.00 45617 450 0 29.3 12 16.0 363 “ 3.85 35 6.0 381 1.34 DC 215 0.12 1 1.00 0 450 0 0.00 0 1
85 Arakawa et al. 1988, No. 21   275 O 2 62700 20.00 45617 600 0 30.5 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 215 0.11 1 1.00 0 600 0 0.00 0 1
86 Arakawa et al. 1988, No. 22   275 O 2 62700 20.00 45617 450 0 20.5 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 215 0.17 1 2.00 0 450 0 0.00 0 1
87 Arakawa et al. 1988, No. 23   275 O 2 62700 20.00 45617 450 0 42.2 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 215 0.08 1 3.00 0 450 0 0.00 0 1
88 Arakawa et al. 1988, No. 24   275 O 2 62700 20.00 45617 300 0 31.1 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 430 0.22 1 2.00 0 300 0 0.00 0 1
89 Arakawa et al. 1988, No. 25   275 O 2 62700 20.00 45617 450 0 29.7 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 430 0.23 1 2.00 0 450 0 0.00 0 1
90 Arakawa et al. 1988, No. 26   275 O 2 62700 20.00 45617 600 0 30.9 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 430 0.22 1 1.00 0 600 0 0.00 0 1
91 Arakawa et al. 1988, No. 27   275 O 2 62700 20.00 45617 450 0 18.9 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 430 0.36 1 2.00 0 450 0 0.00 0 1
92 Arakawa et al. 1988, No. 28   275 O 2 62700 20.00 45617 450 0 41.3 12 16.0 363 “ 3.85 75 6.0 381 0.63 DC 430 0.17 1 2.00 0 450 0 0.00 0 1
93 Kunnath et al. 1997, A2   305 C 0 73062 14.50 61575 1372 0 29.0 21 9.5 448 690 2.04 19 4.0 434 0.94 C 200 0.09 2 1.00 0 1372 0 0.00 0 1
94 Kunnath et al. 1997, A3   305 C 0 73062 14.50 61575 1372 0 29.0 21 9.5 448 690 2.04 19 4.0 434 0.94 C 200 0.09 2 1.00 0 1372 0 0.00 0 1
95 Kunnath et al. 1997, A4   305 C 0 73062 14.50 61575 1372 0 35.5 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
96 Kunnath et al. 1997, A5   305 C 0 73062 14.50 61575 1372 0 35.5 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
97 Kunnath et al. 1997, A6   305 C 0 73062 14.50 61575 1372 0 35.5 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
98 Kunnath et al. 1997, A7   305 C 0 73062 14.50 61575 1372 0 32.8 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
99 Kunnath et al. 1997, A8   305 C 0 73062 14.50 61575 1372 0 32.8 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
100 Kunnath et al. 1997, A9   305 C 0 73062 14.50 61575 1372 0 32.5 21 9.5 448 690 2.04 19 4.0 434 0.94 C 222 0.09 2 1.00 0 1372 0 0.00 0 1
101 Kunnath et al. 1997, A10   305 C 0 73062 14.50 61575 1372 0 27.0 21 9.5 448 690 2.04 19 4.0 434 0.94 C 200 0.10 2 1.00 0 1372 0 0.00 0 1
102 Kunnath et al. 1997, A11   305 C 0 73062 14.50 61575 1372 0 27.0 21 9.5 448 690 2.04 19 4.0 434 0.94 C 200 0.10 2 1.00 0 1372 0 0.00 0 1
103 Kunnath et al. 1997, A12   305 C 0 73062 14.50 61575 1372 0 27.0 21 9.5 448 690 2.04 19 4.0 434 0.94 C 200 0.10 2 1.00 0 1372 0 0.00 0 1
104 Benzoni & Priestley 1994, NR1   610 C 0 292099 15.88 268415 914.5 0 30.0 12 12.7 462 “ 0.52 76.2 6.4 361 0.28 C 503 0.06 1 3.00 0 914.5 0 0.00 0 1
105 Benzoni & Priestley 1994, NR2   610 C 0 292099 15.88 268415 914.5 0 30.0 24 12.7 462 “ 1.04 127 6.4 361 0.17 C 503 0.06 1 3.00 0 914.5 0 0.00 0 1
106 Hose et al., 1997, SRPH1   610 C 0 292099 27.76 249831 3660 0 41.1 20 22.23 455 746 2.66 57 9.5 414 0.89 C 1780 0.15 1 1.00 0 3660 0 0.00 0 1
107 Vu et al. 1998, NH1   457 C 0 164030 24.76 136572 910 0 38.3 20 15.875 427.5 “ 2.41 60 9.5 430.2 1.14 DC 1928 0.31 1 1.00 0 910 0 0.00 0 1
108 Vu et al. 1998, NH2   457 C 0 164030 24.76 136572 910 0 39.2 20 15.875 427.5 “ 2.41 60 9.5 430.2 1.14 DC -634 -0.10 1 3.00 0 910 0 0.00 0 1
109 Vu et al. 1998, NH3   457 C 0 164030 24.76 136572 910 0 39.4 20 15.875 427.5 “ 2.41 60 9.5 430.2 1.14 DC 970 0.15 1 1.00 0 910 0 0.00 0 1
110 Vu et al. 1998, NH4   457 C 0 164030 26.35 136572 910 0 35.0 30 19.05 468.2 “ 5.21 45 12.7 434.4 2.70 DC 850 0.15 1 3.00 0 910 0 0.00 0 1
111 Vu et al. 1998, NH5   457 C 0 164030 24.76 136572 910 0 35.2 20 15.875 507.5 “ 2.41 80 9.5 448.2 0.85 DC -490 -0.08 1 3.00 0 910 0 0.00 0 1
112 Vu et al. 1998, NH6   457 C 0 164030 26.35 136572 910 0 35.0 30 19.05 486.2 “ 5.21 40 12.7 434.4 3.04 DC 1914 0.33 1 1.00 0 910 0 0.00 0 1
113 Kowalsky et al. 1996, FL1 lightweight concrete 457 C 0 164030 30.16 129589 3656 0 36.6 30 15.875 477 “ 3.62 76 9.5 445 0.92 C 1780 0.30 1 1.00 1 3656 0 0.00 0 1
114 Kowalsky et al. 1996, FL2 lightweight concrete 457 C 0 164030 30.16 129589 3656 0 40.0 30 15.875 477 “ 3.62 51 6.4 437 0.60 C 1780 0.27 1 1.00 1 3656 0 0.00 0 1
115 Kowalsky et al. 1996, FL3 normal-weight concrete 457 C 0 164030 30.16 129589 3656 0 38.6 30 15.875 477 “ 3.62 76 9.5 445 0.92 C 1780 0.28 1 1.00 0 3656 0 0.00 0 1
116 Lehman et al. 1998, 415   609.6 C 0 291864 22.23 256512 2438.4 0 31.0 22 15.875 461.965 630 1.49 31.75 6.4 606.76 0.70 C 653.856 0.07 3 1.00 0 2438.4 0 450.00 0 1
117 Lehman et al. 1998, 815   609.6 C 0 291864 22.23 256512 4876.8 0 31.0 22 15.875 461.965 630 1.49 31.75 6.4 606.76 0.70 C 653.856 0.07 3 1.00 0 4876.8 0 450.00 0 1
118 Lehman et al. 1998, 1015   609.6 C 0 291864 22.23 256512 6096 0 31.0 22 15.875 461.965 630 1.49 31.75 6.4 606.76 0.70 C 653.856 0.07 3 1.00 0 6096 0 450.00 0 1
119 Lehman et al.1998, 407   609.6 C 0 291864 22.23 256512 2438.4 0 31.0 11 15.875 461.965 630 0.75 31.75 6.4 606.76 0.70 C 653.856 0.07 3 1.00 0 2438.4 0 450.00 0 1
120 Lehman et al. 1998, 430  Longitudinal bars were bundled in two layers 609.6 C 0 291864 22.23 256512 2438.4 0 31.0 44 15.875 461.965 630 2.98 31.75 6.4 606.76 0.70 C 653.856 0.07 3 1.00 0 2438.4 0 450.00 0 1
121 Calderone et al. 2000, 328   609.6 C 0 291864 28.58 245246 1828.8 0 34.5 28 19.05 441.28 602 2.73 25.4 6.4 606.76 0.89 C 911.84 0.09 3 1.00 0 1828.8 0 450.00 0 1
122 Calderone et al. 2000, 828  0.9% hoop steel provided up to 3 feet from base. Remaining height has 0.45% hoop steel 609.6 C 0 291864 28.58 245246 4876.8 0 34.5 28 19.05 441.28 602 2.73 25.4 6.4 606.76 0.89 C 911.84 0.09 3 1.00 0 4876.8 0 450.00 0 1
123 Calderone et al. 2000,1028 0.9% hoop steel provided up to 4 feet from base. Remaining height has 0.45% hoop steel 609.6 C 0 291864 28.58 245246 6096 0 34.5 28 19.05 441.28 602 2.73 25.4 6.4 606.76 0.89 C 911.84 0.09 3 1.00 0 6096 0 450.00 0 1
124 Sritharan et al. 1996, IC1 Flexible base, joint damage 600 C 0 282743 30.16 236891 1800 0 31.4 14 22.225 448 739 1.92 97 9.5 431 0.54 C 400 0.05 1 4.00 1 1800 0 0.00 0 1
125 Sritharan et al. 1996, IC2 Flexible base, prestressed cap beam 600 C 0 282743 30.16 236891 1800 0 34.6 14 22.225 448 739 1.92 97 9.5 431 0.54 C 400 0.04 1 1.00 1 1800 0 0.00 0 1
126 Sritharan et al. 1996, IC3 Flexible base, prestressed cap beam 600 C 0 282743 30.16 236891 1800 0 33.0 14 22.225 461 775 1.92 64 9.5 434 0.81 C 400 0.04 1 1.00 1 1800 0 0.00 0 1
127 Saatcioglu & Baingo 1999, RC1 Large intial offset 250 C 0 49087 13.75 41548 1645 0 65.0 8 16 419 “ 3.28 50 7.5 1000 1.54 C 1000 0.31 3 1.00 1 1645 0 600.00 0 1
128 Saatcioglu & Baingo 1999, RC2 Large intial offset 250 C 0 49087 15.65 41548 1645 0 65.0 8 16 419 “ 3.28 50 11.3 420 3.49 C 1000 0.31 3 1.00 1 1645 0 600.00 0 1
129 Saatcioglu & Baingo 1999, RC3 Excluded because does not work with Mander Concrete Model 250 C 0 49087 13.75 41548 1645 0 90.0 8 16 419 “ 3.28 50 7.5 1000 1.54 C 1850 0.42 3 1.00 1 1645 0 600.00 0 1
130 Saatcioglu & Baingo 1999, RC4   250 C 0 49087 14.00 41548 1645 0 90.0 8 16 419 “ 3.28 50 8.0 580 1.75 C 1850 0.42 3 1.00 1 1645 0 600.00 0 1
131 Saatcioglu & Baingo 1999, RC6   250 C 0 49087 15.65 41548 1645 0 90.0 8 16 419 “ 3.28 100 11.3 420 1.74 C 1850 0.42 3 1.00 1 1645 0 600.00 0 1
132 Saatcioglu & Baingo 1999, RC7   250 C 0 49087 13.75 41548 1645 0 90.0 8 16 419 “ 3.28 50 7.5 1000 1.54 C 925 0.21 3 1.00 1 1645 0 600.00 0 1
133 Saatcioglu & Baingo 1999, RC8 Column confined with individual circular hoops 250 C 0 49087 13.75 41548 1645 0 90.0 8 16 419 “ 3.28 50 7.5 1000 1.54 C 1850 0.42 3 1.00 1 1645 0 600.00 0 1
134 Saatcioglu & Baingo 1999, RC9 Specimen had no cover to longitudinal reinforcement 250 C 0 49087 13.75 42932 1645 0 90.0 8 16 419 “ 3.28 50 11.3 420 3.43 C 1850 0.42 3 1.00 1 1645 0 600.00 0 1
135 Nelson & Price 2000, Col1 Axial load varies, individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 56.2 10 16.0 470 723.5 0.99 102 4.5 455 0.13 C 1223 0.13 3 3.00 0 1524 0 609.60 1 1
136 Nelson & Price 2000, Col2 Individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 56.3 10 16.0 470 723.5 0.99 102 4.5 455 0.13 C 1139 0.11 3 1.00 0 1524 0 609.60 1 1
137 Nelson & Price 2000, Col3 Individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 57.0 10 16.0 470 723.5 0.99 102 4.5 455 0.13 C 1139 0.10 3 3.00 0 1524 0 609.60 1 1
138 Nelson & Price 2000, Col4 Individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 52.7 10 16.0 470 723.5 0.99 102 4.5 455 0.13 C 1139 0.11 3 3.00 0 1524 0 609.60 1 1
139 Nelson & Price 2003, Col5 Individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 36.3 10 16.0 426 735.9 0.99 102 4.5 455 0.13 C 747 0.10 3 3.00 0 1524 0 609.60 1 1
140 Nelson & Price 2003, Col6 Individual hoops with 4-inch overlap 508 C 0 202683 21.31 173421 1524 0 40.5 10 16.0 426 735.9 0.99 102 4.5 455 0.13 C 818 0.10 3 3.00 0 1524 0 609.60 1 1
141 Henry 1998, 415p   609.6 C 0 291864 22.23 256512 2438.4 0 37.2 22 15.875 462 “ 1.49 31.75 6.4 606.76 0.70 C 1308 0.12 3 1.00 0 2438.4 0 450.00 0 1
142 Henry 1998, 415s   609.6 C 0 291864 22.23 256512 2438.4 0 37.2 22 15.875 462 “ 1.49 63.5 6.4 606.76 0.35 C 654 0.06 3 1.00 0 2438.4 0 450.00 0 1
143 Chai, Priestley, and Seible 1991, Test 3 Retrofitted columns were tested also.  Unknown concrete cover 609.6 C 0 291864 20.00 260531 3657 0 32.6 26 19.05 315.1 497.8 2.54 127 6.4 351.6 0.17 C 1779 0.19 3 1.00 0 3657 0 480.00 0 1
144 Soderstrom 2001,C1 fy not measured for spiral.  Assumed to be 60 ksi. 419 O 2 145483 55.60 79086 1968.5 0 60.6 8 22.2 429.5 717 2.13 50.8 9.5 413.7 1.77 C 0 0.00 2 1.00 0 1968.5 0 180.00 0 1
145 Soderstrom 2001,C2 fy not measured for spiral.  Assumed to be 60 ksi. 419 O 2 145483 55.60 79086 1968.5 0 62.6 8 22.2 429.5 717 2.13 50.8 9.5 413.7 1.77 C 0 0.00 2 1.00 0 1968.5 0 180.00 0 1
146 Soderstrom 2001,C3 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 429.5 717 2.13 50.8 10.0 413.7 1.93 C 0 0.00 2 1.00 1 1968.5 0 180.00 0 1
147 Soderstrom 2001,C4 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 429.5 717 2.13 50.8 10.0 413.7 1.93 C 987.5 0.10 2 1.00 1 1968.5 0 180.00 0 1
148 Graff, 2001,C5 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 491.6 820.5 2.13 50.8 10.0 413.7 1.93 C 987.5 0.10 2 1.00 1 1968.5 0 180.00 0 1
149 Graff, 2001,C6 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 506 710.2 2.13 50.8 10.0 413.7 1.93 C 987.5 0.10 2 1.00 1 1968.5 0 180.00 0 1
150 Graff, 2001,C7 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 506 710.2 2.13 50.8 10.0 413.7 1.93 C 987.5 0.10 2 1.00 1 1968.5 0 180.00 0 1
151 Graff, 2001,C8 PSC pile-wharf connection.  fy not measured for spiral.  Assumed to be 60 ksi.  f'c not reported for test day. 28-day strength reported  419 O 2 145483.00 55.8 79103 1968.5 0 69.6 8 22.2 491.6 820.5 2.13 50.8 10.0 413.7 1.93 C 987.5 0.10 2 1.00 1 1968.5 0 180.00 0 1
152 Kowalsky & Moyer, 2001, 1   457.2 O 2 164173.22 12.7 146438 2438.4 0 32.7 12 19.05 565.37032 696.37076 2.08 76.2 9.5 434.37 0.92 C 231.3 0.04 1 1.00 0 2438.4 0 0.00 0 1
153 Kowalsky & Moyer, 2001, 2   457.2 O 2 164173.22 12.7 146438 2438.4 0 34.2 12 19.05 565.37032 696.37076 2.08 76.2 9.5 434.37 0.92 C 231.3 0.04 1 1.00 0 2438.4 0 0.00 0 1
154 Kowalsky & Moyer, 2001, 3   457.2 O 2 164173.22 12.7 146438 2438.4 0 31.7 12 19.05 565.37032 696.37076 2.08 76.2 9.5 434.37 0.92 C 231.3 0.04 1 1.00 0 2438.4 0 0.00 0 1
155 Kowalsky & Moyer, 2001, 4   457.2 O 2 164173.22 12.7 146438 2438.4 0 33.9 12 19.05 565.37032 696.37076 2.08 76.2 9.5 434.37 0.92 C 231.3 0.04 1 1.00 0 2438.4 0 0.00 0 1
156 Coffman et al. 1993, Column 1 Spliced longitudinal reinforcement, reference column. 457.2 C 0 164173.22 38.1 119781 2863.85 660.4 22.0 9 19.05 379 " 1.56 305 9.5 379 0.24 C 700.0 0.19 3 1.00 0 2863.85 0 127.00 0 1
157 Hamilton, 2002, UCI1 Cross-section D 406.4 C 0 129717.11 14.9606 114009 1854.2 0 36.5 12 12.7 458.5 646.0 1.17 31.75 4.5 691.5 0.53 C 0.0 0.00 1 1.00 0 1854.2 0 419.10 0 1
158 Hamilton, 2002, UCI2 Cross-section D 406.4 C 0 129717.11 14.9606 114009 1854.2 0 36.5 12 12.7 458.5 646.0 1.17 31.75 4.5 691.5 0.53 C 0.0 0.00 1 1.00 0 1854.2 0 419.10 0 1
159 Hamilton, 2002, UCI3 Cross-section B, Monotonic 406.4 C 0 129717.11 10.4394 119485 1047.75 0 34.7 14 12.7 458.5 646.0 1.37 171.45 4.5 691.5 0.10 C 0.0 0.00 1 3.00 0 1047.75 0 482.60 0 1
160 Hamilton, 2002, UCI4 Cross-section B 406.4 C 0 129717.11 10.4394 119485 1047.75 0 34.7 14 12.7 458.5 646.0 1.37 171.45 4.5 691.5 0.10 C 0.0 0.00 1 3.00 0 1047.75 0 482.60 0 1
161 Hamilton, 2002, UCI5 Cross-section SD 406.4 C 0 129717.11 10.4394 119485 1047.75 0 35.4 12 12.7 458.5 646.0 1.17 63.5 4.5 691.5 0.26 C 0.0 0.00 1 3.00 0 1047.75 0 482.60 0 1
162 Hamilton, 2002, UCI6 Cross-section D 406.4 C 0 129717.11 14.9606 114009 1854.2 0 35.6 12 12.7 458.5 646.0 1.17 31.75 4.5 691.5 0.53 C 0.0 0.00 1 1.00 0 1854.2 0 419.10 0 1
163 McDaniel, 1997, S1 Experimenter noted additional ductility to column due to added curvature instrumentation 609.6 C 0 291863.51 18.632 272025 1219.2 0 29.8 20 15.875 454.0 729.6 1.36 101.6 4.9 200.0 0.13 C 18.8 0.00 2 2.00 1 1219.2 0 457.20 0 1
164 McDaniel, 1997, S1-2   609.6 C 0 291863.51 18.632 272025 1219.2 0 26.8 20 15.875 454.0 729.6 1.36 101.6 4.9 200.0 0.13 C 18.8 0.00 2 2.00 0 1219.2 0 457.20 0 1
165 McDaniel, 1997, S2   609.6 C 0 291863.51 18.632 272025 1219.2 0 31.2 20 15.875 437.6 688.0 1.36 101.6 4.9 200.0 0.13 C 18.8 0.00 2 2.00 0 1219.2 0 457.20 0 1
166 Ohtaki et al, 1997, L1 excluded - still adding info 1828.8 C 0 2626771.57 57.15 2447524 3658 0 29.6 24 43 508.0 797.0 1.33 304.8 12.7 298.0 0.10 C 355.9 0.00 2 2.00 0 3657.6 0 1219.20 0 0
167 Iwasaki, 1985, P-26 assume 10% increase in steel yield strength, calc spacing 500 S 1 250000.00 24 204304 1162.5 0 38.2 40 13 324.5     25 9.0 259.6 1.02 C 0.0 0.00 1 2.00 0 1162.5 0 0.00 0 0
168 Iwasaki, 1985, P-30 assume 10% increase in steel yield strength, calc spacing 564 C 0 249832.01 24 266256 1000 0 39.8 40 13 324.5     250 9.0 259.6 0.10 C 0.0 0.00 1 2.00 0 1000 0 0.00 0 0
169 Xiao et al, 1999, CS-A Cyclic F-D data not available 610 C 0 292246.66 28.2 246301 915 0 37.1 20 19.01 303.0 - 2.00 150 6.4 303.0   DC 655.0 0.10 1 3.00 0 915 0 0.00 0 0
170 Benzoni et al, 1996, CS1 Cyclic F-D data not available 460 C 0 166190.25 18.415 144896 910 0 29.3 20 15.96 462.0 - 2.50 95.3 6.4 369.0   DC 1690.0 0.35 1 3.00 0 910 0 0.00 0 0
171 Benzoni et al, 1996, CS2 Cyclic F-D data not available 460 C 0 166190.25 18.415 144896 910 0 35.8 20 15.96 462.0 - 2.50 95.3 6.4 369.0   DC -512.0 -0.09 1 3.00 0 910 0 0.00 0 0
172 Benzoni et al, 1996, CS3 Cyclic F-D data not available 460 C 0 166190.25 18.415 144896 910 0 37.0 20 15.96 462.0 - 2.50 95.3 6.4 369.0   DC 1690.0 0.35 1 3.00 1 910 0 0.00 1 0
173 Benzoni et al, 1996, CS4 Cyclic F-D data not available 460 C 0 166190.25 18.415 144896 910 0 32.3 30 19.01 534.0 - 5.00 95.3 6.4 369.0   DC 1690.0 0.35 1 3.00 1 910 0 0.00 1 0
174 Verma et al, 1993, 1 Cyclic F-D data not available 609.6 C 0 291863.51 17.145 265722 1219.2 0 31.0 26 19.01 324.1 - 2.53 127 6.4 358.5 0.17 DC 591.9 0.06 1 3.00 0 1219.2 0 0.00 0 0
175 Verma et al, 1993, 3 Cyclic F-D data not available 609.6 C 0 291863.51 17.145 265722 1219.2 0 34.5 26 19.01 324.1 - 2.53 127 6.4 324.1 0.17 DC 1780.0 0.18 1 3.00 0 1219.2 0 0.00 0 0
176 Verma et al, 1993, 5 Cyclic F-D data not available 609.6 C 0 291863.51 17.145 265722 1219.2 0 35.9 26 19.01 468.9 - 2.53 127 6.4 324.1 0.17 DC 591.9 0.06 1 2.00 0 1219.2 0 0.00 0 0
177 Verma et al, 1993, 7 Cyclic F-D data not available 609.6 C 0 291863.51 17.145 265722 914.4 0 30.7 26 19.01 468.9 - 2.53 127 6.4 324.1 0.17 DC 591.9 0.06 1 2.00 0 914.4 0 0.00 0 0
Notation  
f'c Characteristic compressive strength of concrete (MPa)
fy Long. Bars Yield stress of longitudinal reinforcement (MPa)
fy, Spiral Yield stress of transverse reinforcement (MPa)
fsu Long. Bars Ultimate steel strength (MPa). "  " indicates that fsu was not reported. 
Diameter  Diameter of column (mm) (Note:In case of square and octagonal sections D refers to the largest circle that can be inscribed in the section)
Length Length of equivalent cantilever (mm)
P  Axial load (kN)
Diameter, Spiral  Diameter of spiral reinforcement (mm)
Hoop Spacing, Sv Spacing of transverse reinforcement (mm)
Cover to Ctr. of  Hoop Bar Distance between outer surface of column and center of spiral reinforcement (mm). If there is no spiral, cover is taken as distance between outer surface and outside of longitudinal reinforcement
Longitudinal Bars Number of longitudinal reinforcing bars
  Diameter Long. Bars Diameter of longitudinal reinforcement bars (mm)
  Ag Gross sectional area (mm2)
  rho Spiral   % Volumetric transverse reinforcement ratio (%)
  rho Long.  % Longitudinal reinforcement ratio (%)
  Area Core Sectional area (mm2) circumscribed by spiral/hoop reinforcement. Diameter taken as distance from center to center of spiral
Hysteresis Code 1 if Hysteresis Available, 0 if only Envelope Available
Pvary Code 0 if Constant Axial Load 1 if Varying Axial Load
 
Cross-Section P-D Codes Configuration
  1 : Feff Provided HH : Cantilever with Hammer head
O : Octagonal 2 : Shear Provided C : Cantilever Failure  Code
C : Circular 3 :P  Ram rotation decreases V DC : Double Cantilever Flexure 1
S : Square 4 : P Ram rotation increases V DE : Double Ended Shear 2
   0 : Not defined in report CFB : Cantilever with Flexible Base Flexure-Shear 3
Joint 4
Last Updated on 04/06/2003
By Haili Camarillo