Issue 66

A. J. Abdulridha, Frattura ed Integrità Strutturale, 66 (2023) 273-296; DOI: 10.3221/IGF-ESIS.66.17

percent, respectively. Reduced by 5.85% but increased by 3.0%, the X-brace portion was used when the eccentricity was 1500 mm. The lateral drift of the story rise by 14.01%, 17.85%, and 5.62% when the eccentricity was modified from 0 to 1000 mm and dropped by 15.92%, 5.35%, and 2.16% when the X-brace section was changed. The X-brace cross-section decreased by 0.72% but increased by 1.08% with an eccentricity of 1500 mm. Story lateral displacement increased by 10.69%, 14.18%, and 5.43% and decreased by 18.75%, 15.81%, and 11.9% for 6 story buildings with eccentric X-braces at side positions. To achieve an eccentricity of 1500 mm, a reduction of 4.24% and an increase of 5.4% were applied to the X-brace section. The lateral drift of the story increased by 5.96%, 18.67%, and 0% when the eccentricity varied from 0 to 1000 mm and decreased by 26.49%, 0%, and 10.18% when the eccentricity varied from 0 to 1000 mm due to changes in the X-braces section. For an eccentricity of 1500 mm, we saw a decrease in the X brace area of 1.86% and 3.72%. For the buildings with nine stories with corner X-braces, the story lateral displacement was found to shift by 4.5 percentage points, 2.65 percentage points, 6.67 percentage points, and -3.8 percentage points when the X-brace section was decreased, and by -3.8 percentage points, -4.4 percentage points, -11.4 percentage points, and 12.05% when the X-brace section was raised, all with increasing eccentricity. When the X-brace section was lowered, the story lateral drift changed by -4.73%, 1.48%, 3.94%, and -4%; when it was elevated, the numbers were 4.73%, 2.96%, -10.57%, and 1.61%. A reduction in the X brace section reduces the lateral displacement of the story by 4.65%, 3.18%, 4.39%, and -3.3% as eccentricity rises. In contrast, an increase in the X-brace section reduces the lateral displacement by 1.99%, -1.72%, -9.9%, and 9.07%. Additional variations in the story lateral drift of -5.23%, 0.48%, 1.72%, and -6.3% were caused by reducing the size of the X-brace, whereas increases of 4.3%, 2.89%, -8.58%, and -0.4% were caused by increasing the section of the eccentric X-brace. For the buildings with twelve stories with corner X-braces, the story lateral displacement was found to decrease by 2.99%, 0.41%, 0.88%, and 0.15% when the X-brace section was reduced, 6.5%, 4.75%, 6.43%, and 1.67% when the X-brace section was raised, and by 2.48%, - 0.49%, 0%, and 0.97% when the eccentricity was increased. Additionally, changes in the story lateral drift of 3.98%, 0%, -4.25%, and -6.79% were caused by reducing the size of the X-brace, whereas changes of -1.11%, 0.25%, -2.51% and -0.61% were caused by increasing the section of the X-brace, respectively. For decreasing and increasing X-brace sections with increasing eccentricity, lateral story displacement decreased by 7.81%, 1.11%, 6.5%, and 1.69%, respectively. Alterations in the story lateral drift of 1.52%, 0.51%, -1.07%, and 1.48% were also seen for X-brace sizes decreasing from large to small and of 3.56%, 1.02%, -4.27%, and -4.93% for eccentric X-brace sizes rising.

X-brace position (Corner)

X-brace position (Side)

Δ u max (mm) 201.8 181.9 171.5 160.9 140.6 229.3 199.2 197.2 180.7 165.6 337.5 322.3 316.9 293.3 275.7 387.1 381.0 375.8 362.7 353.8

Maximum Brace force (kN)

Δ u max (mm) 175.9 162.9 158.9 142.8 129.1 224.6 199.4 196.7 181.1 165.6 325.9 315.6 309.1 286.1 272.2 387.3 373.3 367.4 359.6 351.8

Maximum Brace force (kN)

No. of Story

Eccentricity (mm)

Building ID SC6-B12-1 SC6-B15-1 SC6-B16-1 SC6-B20-1 SC6-B25-1 SC6-B12-2 SC6-B15-2 SC6-B16-2 SC6-B20-2 SC6-B25-2 SC6-B12-3 SC6-B15-3 SC6-B16-3 SC6-B20-3 SC6-B25-3 SC6-B12-4 SC6-B15-4 SC6-B16-4 SC6-B20-4 SC6-B25-4

Drift max (mm/mm)

Vmax (kN) 11354.6 11504.9 11354.5 10453.9 10728.8 10628.6 11138.7 11197.2 11043.8 10562.6 7925.4 8400.3 8451.4 8556.2 8889.2 6354.9 6852.0 7042.7 7669.2 8144.8

Eccentricity (mm)

Building ID SS6-B12-1 SS6-B15-1 SS6-B16-1 SS6-B20-1 SS6-B25-1 SS6-B12-2 SS6-B15-2 SS6-B16-2 SS6-B20-2 SS6-B25-2 SS6-B12-3 SS6-B15-3 SS6-B16-3 SS6-B20-3 SS6-B25-3 SS6-B12-4 SS6-B15-4 SS6-B16-4 SS6-B20-4 SS6-B25-4

Drift max (mm/mm)

Vmax (kN) 11257.4 10166.4 9918.9 10698.8 10658.6 10774.4 11153.6 11146.2 10876.3 10067.1 8199.2 8408.9 8321.9 8430.5 8921.7 6364.7 7042.8 6962.9 7824.8 8049.4

0.0179 0.0157 0.0157 0.0150 0.0132 0.0198 0.0177 0.0168 0.0161 0.0159 0.0244 0.0238 0.0231 0.0230 0.0236 0.0273 0.0279 0.0276 0.0268 0.0278

1640.3 1676.4 1657.8 1552.1 1567.9 1931.4 2102.2 2137.9 2190.2 2182.9 2120.2 2358.7 2411.9 2493.2 2637.8 2381.1 2685.2 2783.1 3135.9 3229.0

0.0160 0.0150 0.0151 0.0130 0.0111 0.0197 0.0175 0.0166 0.0169 0.0166 0.0242 0.0231 0.0216 0.0235 0.0238 0.0274 0.0273 0.0269 0.0273 0.0279

1590.2 1442.3 1401.8 1515.0 1512.3 1900.7 2028.5 2043.9 2048.9 1954.4 2104.0 2255.6 2286.7 2409.2 2594.2 2306.7 2653.3 2674.1 3076.8 3290.2

0

0

500

500

6

1000

1000

1500

1500

Table 7: Numerical results for various X-brace sections of the 6-story buildings.

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