PSI - Issue 70

Jaiyash Jaiswal et al. / Procedia Structural Integrity 70 (2025) 596–603

600

0.05

0

0

6

86

26

46

66

-0.05

110

130

150

170

190

210

230

250

270

290

310

334

354

374

394

414

420

-0.1

-0.15

-0.2

Deflection (m)

-0.25

-0.3

Span (m)

E=1.65E08

E=1.96E08

E=2.1E08

Fig.2. Variation in deflection of longitudinal girder with span for different cable elasticity

26000 27000 28000 29000 30000 31000 32000 33000 34000 35000

3200 3300 3400 3500 3600 3700 3800 3900 4000

m)

Tower Base moment (kN-m)

E=1.65E08 E=1.96E08 E=2.1E08

E=1.65E08 E=1.96E08 E=2.1E08

Modulus of elasticity

Max. girder bending moment (kN

Modulus of elasticity

Fig.4. Variation in Max. girder bending moment for different cable elasticity

Fig.3. Variation in Tower base moment for different cable elasticity

270 280 290 300 310 320 330 340 350 360 370

0.115 0.12 0.125 0.13 0.135 0.14 0.145 0.15 0.155

Tower top deflection (m)

Shear force Tower base (kN)

E=1.65E08

E=1.96E08

E=2.1E08

E=1.65E08 E=1.96E08 E=2.1E08

Modulus of elasticity

Modulus of elasticity

Fig.5. Variation in Tower top deflection for different cable elasticity

Fig.6. Variation in Tower base shear force for different cable elasticity