GB Karman Kaimal Davenport 1 TSI IFA300 GB PSI 2001 DTCnet GB Hz 20 s a b α = Fig. 2 Mean wind veloc

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1 檮檮檮檮檮檮檮檮檮檮檮檮檮檮檮檮檮檮殑檮檮殑殑殑 * EXPERIMENTAL INVESTIGATION ON WIND LOAD CHARACTERISTICS OF ROOF STRUCTURE FOR JILIN RAILWAY STATION Zhang Mingliang 1 Li Qiusheng College of Civil EngineeringHunan UniversityChangsha China 2. Department of Building and ConstructionCity University of Hong KongHongkongChina Abstract Based on the wind-tunnel test of rigid model of Jilin Railway Stationthe mean and fluctuating pressure coefficientsthe lift coefficients of the roof were presented and discussed with and without the surrounding buildings. Analyses of the characteristics of the local shape coefficient distributions and wind-induced responses were conducted. It was found that negative pressures suctionsoccurred on the railway station roof in generalthe values of the lift coefficients of the roof were negativeand high negative pressure coefficients occurred on the eavescantilevered roof and the bulge part of the roof on the main station building. Relatively smaller suctions occurred on the platform awnings of the station because of open surrounding configurations there. The surrounding buildings have some shielding effect on the local shape coefficients of the roofbut can not ignore the situation where they are increased in some areas. Wind-induced responses were significant on the corner of platform awningscantilevered roof and the bulge part of the roof. The conclusions obtained from this study are expected to be useful in the wind-resistant design of long-span steel roof structures with complex shapes. Keywords railway stationwind tunnel testlift coefficientshape coefficientwind-induced response m 72 m 367 m 175 m 43 m 1 17 m * E - mailzml@ hnu. edu. cn Industrial Construction Vol. 42 No

College of Civil EngineeringHunan UniversityChangsha 410082China 2.

2 GB Karman Kaimal Davenport 1 TSI IFA300 GB PSI 2001 DTCnet GB Hz 20 s a b α = Fig. 2 Mean wind velocity and turbulence intensity profiles in the wind tunnel test Fig. 1 1 Wind tunnel scaled modelwith surrounding buildings Davenport Kaimail Karman m 2 m 20 m ABS GB C 5% α = C z 0. 6 m v m / s m 30 n / u z 28 ns v n/ σ n z u z S v n 0 ~ 360 σ Fig. 3 Wind speed PSD at top of the model 1 200

1 1 Wind tunnel scaled modelwith surrounding buildings Davenport - - - Kaimail 2 - -- -- -Karman 3 2. 1 2.

3 5 C prms 4 Fig. 4 Typical measuring point distribution on the wind tunnel scaled model of Jilin railway station Fig. 5 5 Definition of wind attack angles 3 μ smax μ smin μ smin 1 c pi t = p C it- p f 1 p 0 - p c pi t i C槇 p da cosθ C p i t f = A p 0 p A θ C槇 p Δc pi t = p u i t- p d i t 2 p 0 - p Δc pi t i p u i t p d i t M y + C y'+ K y = Pt 8 槡 C prms = N 125 k = 1 C pik - C p 2 / N - 1 C pik i N 3 C pmax C pmin C pmax = C p + gc prms 4a C pmin = C p - gc prms 4b C p g 13 g = 3. 5 rms μ si ( ) z μ si = C r pi z i 2α 5 C pi α z i z r 6 μ s = n μ si A i i = 1 6 n A i i = C pi 7 Pt c pi t j 1 2 q j + 2ξ j ω j q' j + ω 2 j q j = F jt 3 M j 9

p d i t 2 p 0 - p Δc pi t i p u i t p d i t M y + C y'+ K y = Pt 8 槡 C prms = N 125 k = 1 C pik - C p 2 / N - 1 C pik i N 3 C pmax C pmin C pmax = C p + gc prms 4a

4 M j j F j t 210 j F j t = L1 L2 0 0 px y tφ j x ydxdy 10 px y t x y φ j x y j L 1 L 2 j F j t C Fj t C Fj t = F jt Q H B j 11 β = Q H = 1 2 ρv2 H B j = L 1 L2 0 0 φ 2 j x ydxdy C Fj t Q H j 珔 a j 珔 a j = F j M j 2πf j 2 = Q H C Fj ^q j = m j 2πf j 2 Q H C Fj m j 2πf j 2 [ ] 1 + π f j S Fjf j 4ξ j σ 2 Fj 1 2 q j 12a 12b M j j m j ξ j j f j j 6 f js Fj f j j σ 2 Fj a β = 210 b β = 240 Fig. 6 Contour of the mean wind pressure coefficients for the critical wind direction f j σ Fj j 6 σ y = N ^q 2 j φ 2 j x y j = 1 槡 σ y = N ω 4 j φ 2 j x y^q 2 j 14 j = 1 槡 β =

σ 2 Fj 1 2 q j 12a 12b M j j m j ξ j j f j j 6 f js Fj f j j σ 2 Fj a β = 210 b β = 240 Fig.

5 ~ Fig. 8 Variation of mean wind pressure coefficients a b of typical measuring points with azimuths Fig. 7 Contours of the worst negative mean wind pressure coefficients distributions on the roof a b * A01 C15 A01 C15 A03 C18 A03 C18 A09 C19 A09 C19 A15 C20 A15 C20 3 A ~ % 8b C15 8 8a 127

6 165 ~ 345 A01 β = 180 9b a b * A01 C15 A01 C15 A03 C18 A03 C18 A09 C19 A09 C19 A15 C20 9 A15 C20 Fig. 9 Variation of fluctuating wind pressure coefficients of typical measuring point with azimuths C15 A03 C % A a C15 11b A ~ a 1 A %

Fig. 9 Variation of fluctuating wind pressure coefficients of typical measuring

7 a b * C15 A01 C15 A01 C18 A03 A03 C18 C19 A09 C19 A09 C20 A15 10 C20 A15 Fig. 10 Variation of the mean local shape coefficients of typical measuring points with azimuths 31% C % 15. 5% Table 1 Local shape coefficients of typical points / % / % A A A A C C C C a b * C15 A01 C15 A01 C18 A03 C18A03 C19 A09 C19 A09 C20 A15 C20 A ~ ~ Fig. 11 Variation of the minimum local shape coefficients of typical measurign points with azimuths 3 129

3 A15-0. 97-0. 78 19. 6-1. 48-1. 38 6. 8 C15-2. 01-2. 68-33. 3-4. 33-5. 00-15. 5 C18-1. 79-1. 40 21. 8-2. 77-2. 39 13. 7 C19-1. 54-1. 26 18. 2-3. 29-2. 57 21. 9 C20-1. 47-1. 46 0. 7-2. 50-2. 55-2.

8 12 38% a b * Fig. 12 Variation of lift coefficients of net wind pressure on roofs with azimuths % Table 2 Comparison of wind-induced responses of typical point 9 / / / / / / mm mm % m s - 2 m s - 2 A A A A C C C C % 2 β = β = GB S. 2. J J

96 0. 034 0. 031 9. 68 A09 0. 288 0. 559-48. 48 0. 007 0. 014-50. 00 A15 0. 975 1. 170-16. 67 0. 025 0. 030-16. 67 C15 1. 534 1. 286 19. 28 0. 240 0. 193 24. 35 C18 0. 761 0.

9 % 80% 100% 1. R % 2. J J J GB GB M. S. S J. J Fu J YXie Z NLi Q S. Equivalent Static Wind Loads on Long- Span Roof Structures J. Journal of Structural Engineering Li CLi Q SHuang S Het al. Large Eddy Simulation of Wind Loads on a Long-Span Spatial Lattice Roof J. Wind and Structures J J American Society of Civil Engineers. Wind Tunnel Studies of 7. Buildings and StructuresASCE Manuals and Reports on J Engineering Practice No. 67Task Committee on Wind Tunnel 8. Testing of Buildings and Structures M. Aerodynamics J Committee Aerospace Division ER H. M. J load loading

Large Eddy Simulation of Wind Loads on a Long-Span Spatial Lattice Roof J. Wind and Structures2010 131 57-82. 20022012 1423-1428. 11. J. 2005 23 2 183-187. 12. J. 20033610 7-14.

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LaDefense Arch Petronas Towers 2009 CCTV MOMA Newmark Hahn Liu 8 Heredia - Zavoni Barranco 9 Heredia - Zavoni Leyva 39 6 2011 12 Journal of Fuzhou University Natural Science Edition Vol 39 No 6 Dec 2011 DOI CNKI 35-1117 /N 20111220 0901 002 1000-2243 2011 06-0923 - 07 350108 105 m 14 69% TU311 3 A Seismic analysis of