Beams in Shear - Unified Theory of Concrete Structures - page 377

Table 8.2 Comparison of three design methods (UH, ACI and AASHTO) for design example 1

UH ACI AASHTO

s
(#3)
(mm)

s
(#3)
(mm)

s
(#3)
(mm)

V u d
M u

x
(m)

V u
(kN)

M u
(kN m)

V c
(kN)

V s
(kN)

s prov
(mm )

V ci
(kN)

V cw
(kN)

V s
(kN)

s prov
(mm)

( ◦ ) V c

(kN)

V s
(kN)

s prov
(mm)

β

0.457 1 739 352 2481 369 452 105 102

0.797 2 695 595 22.5 3.14 263 509 222 203

0.807 3

693 603 0.928 848 305

1.22 639 877 0.589 825 305 1160 400 310 153 102 22.5 3.14 263 448 253 203

1.83 559 1243 0.363 589 33 519 305 736 400 221 214 203 21.8 3.75 314 308 381 305

2.44 479 1560 0.248 451 82 338 305 519 400 132 358 203 26.6 2.94 246 287 326 305

3.05 400 1828 0.177 356 88 323 305 384 400 60 788 610 30.5 2.59 217 227 350 305

3.66 320 2047 0.126 281 74 356 305 289 400 66 713 610 33.7 2.38 199 156 450 305

4.27 240 2218 0.087 217 49 439 305 216 400 51 934 610 36.4 2.23 187 80 797 559

4.88 160 2340 0.055 157 20 600 406 155 400 23 2103 610 40.8 1.95 163 14 3776 559

5.49 80 2413 0.027 95 406 145 400 610 40.8 1.95 163 559

6.1 2437 406 610 40.8 1.95 163 559

1 Section h /2; 2 section d v ; 3 section d
Note: 1 m = 3.28 ft, 1 kN = 0.225 kips, 1 kN m = 0.74 kip ft, 1 mm = 0.039 in.