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5 Building Structure Vol. 44 No. 12 Jun JGJ TU973 A X Research on several problems in the torsional resisting design of high-rise building structures Xu Peifu Huang Jifeng Chen Fusheng China Academy of Building Research Beijing China Abstract Torsional resisting design is one of the important problems in the design of high-rise building structures. Firstly the major factors influencing the structural torsional response and its control measures were expounded. The necessity to control the period ratio and the rationality of the period ratio control method in Technical specification for concrete structures of tall building JGJ were discussed in terms of avoiding the structural peak torsional response reducing the sensitivity of structural torsional responses to mass eccentricities and identifying the structures lack of stiffness. Secondly the relationship between the period ratio and the structural height was investigated. It was pointed out that for the flexural or flexural-shearing mixed building structures if the plane layout is same it is valid and reasonable that the decreasing of the period ratio and the increasing of relative torsional stiffness would coincide with the increasing of structural height. At last for the structures that satisfying the assumption of rigid diaphragm it was proved that if the maximum interstorey drift and the ratio of the maximum interstorey drift to the average value is located in the range of code limitations the torsional deformations will be limited in a less magnitude. The torsional deformations in such magnitude may have influence on the torsional resisting strength design of the columns with mega sections and have slight influence on the torsional resisting strength design of the columns with common sections. Keywords period ratio intrinsic torsional resisting property rationality of torsional resisting floor plan torsional response torsional resisting strength GB JGJ JGJ

6 T t T θ r /u-t t /T l e /r A 0. 9 B 2 A

7 . 3 T t = 7 r EI T b 4 l π L 槡 GJ 2. 3 T t μgar 2 = T s 5 l 槡 GJ 2 EI GJ GA μ r L m 1 ~ μgar 2 L 槡 GJ PMSAP3 240 ~ 480m ω b l = 3. 5 EI L 2 1 槡 m ω s l = π μga 2 2L 槡 m ω t = π GJ 3 2Lr 槡 m T t T l ( ) = f r L EI 槡 GJ μgar2 6 槡 GJ r 槡 EI GJ 3

8 cosφ l + sinφ l cosφ k η l 16 4 sin φ l - φ k o 0 φ k φ l π ~ 17 φ k φ l 0 { π } 2 o η k η l - η η Δu 0 h Δv 0 h xoy x y - η Δu 0 4 h η 18 o - η Δv 0 h η 19 x y u 0 v 0 θ 0 i i = 1 2 N u i v i θ i u i = u 0 - θ 0 y i 7 v i = v 0 + θ 0 x i 8 x i y i i h i Δu i h = Δu 0 h - Δθ 0 h y i Δv i h = Δv 0 h + Δθ 0 h x i η - η Δu 0 h - Δθ 0 h y i η η Δv 0 h + Δθ 0 h x i η η x i Δu 0 x i + y i h + y i Δv 0 x i + y i h η 13 k l η k η l - η η k η l η 14 x = rcosφ y = rsinφ r φ 13 o Δu 0 h = η k cosφ k + sinφ k sinφ l sin φ l - φ k + - cosφ l + sinφ l sinφ k η l sin φ l - φ k 15 Δv 0 h - cosφ k + sinφ k cosφ l = η k sin φ l - φ k η Δθ 0 h y i 2η η Δθ 0 h x i 2η 21 x y D x D y - 2η Δθ 0 D y h 2η 22 D y - 2η Δθ 0 D x h 2η D x 23 D = max D x D y - 2η D Δθ 0 h 2η 24 D ξ 1 ξ 2 ( ) ξ ( ) 2η D Δθ 0 h 1-1 ξ 2η D 25

9 GJ dθ 2 dz θ z η ξ T = ( 1-1 T 2ηh ξ ) D bc ( f c /f ) a E dθ 27 f t t dz 4. 1 E /f t C35 E /f t = / f c /f t 10 ( 1-1 T ξ ) 6 300a dθ 28 T bc dz ξ = /3 T /T bc 4. 2 = 1 a cr dθ 29a dz a a cr dθ /dz ( 1-1 2ηh D ξ ) D a cr η b ( ) ξ a b a J ab [ b a ( 1 - b4 4 12a ) ] W t = b2 3a - b 6 GB T bc = 0. 35f t W t 槡 ζf yv A st1 A cor s A 2 cor = 0. 35f t W t 槡 ζf yv ρ v 26 u cor f t W t ζ f yv A st1 A cor u cor s ρ v 1 B x = 16 / x 1 - x 4 /12 x 1 + x 33 x 0 ~ 1 A x B x 0 1 x = 1 ζ = 0. 6 ρ v = 0. 03f c /f yv f c a cr m 60m W t = a 3 /3 J = a 4 T = G = E /2. 4 a cr = f ta x 槡 ζf yv ρ v B x G dθ dz 30 x = b a 31 3 /x - 1 A x = 16 / x 1 - x 4 /

10 m 7. 1m x /m /m 1 / / / / / / / / / m 1 / / /7. 1 ξ a 1-1 2ηh ( ξ ) D ( ) T = GJ dθ dz = GJ 1-1 ξ ( ) r Ga ξ r η r D 2η r D T bc = 0. 35f t W t 槡 ζf yv ρ v A 2 cor u cor f t 槡 ζλ v f c a f t f c a 3 35 M ξ r η r 3. J λ v J C60 J GB S. 50m 3435 ( ) r η JGJ S T η r a 4 36 ξ 52 T bc 431a 3 37 ξ r = 1. 5 η r = 1 GB S. 1 / m 2m T 28kN m 452kN m 2 R ξ r = 1. 1 η r = 1 / m 2m T J kN m 246kN m 1m 2m 4 431kN m R kN m JGJ S. T bc GB S

11 Building Structure Vol. 44 No. 12 Jun B B m H - TU973 A X Structural design on block B of China-ASEAN Trade and Logistics Center Pang Shaohua Lai Lingli Tong Yanmei Meng Wenliu Li Jian Guangxi Hualan Design & Consulting Group Nanning China Abstract The block B of China-ASEAN Trade and Logistics Center is an out-of-codes high-rise building with the height of m. Reinforced concrete frame-core wall with rectangular concrete filled steel tube columns was adopted. The columns are inclined in the south and north according to the building elevation. There is a truss strengthening layer. In order to verify the reliability of structural design the static elastic analysis and the elastic-plastic analysis on wind and seismic action analysis were carried out. Keywords structural design out-of-codes high-rise building rectangular concrete filled steel tube column elastic-plastic analysis m 74. 5m 7 - B 4. 2m 4. 5m 42m 45 ~ 29m m m kN /m m B m m g Ⅱ m m ~ 6 5m 5. 7m q pa = 3 000kPa 1 500mm 2 500mm 8 ~ 12m 2 500mm C mm 8 ~ 20m H m 1 2 psh1987@ 163. com

12 ~ 13m 110 ~ 130mm C30 42m ~ 45m ~ 29m /42 = 5. 6 JGJ m / = m m N 3m M 1 / 瑏瑦 1 / ~ 900mm 16 ~ 45mm Q345B C ~ 13m 1 ~ 25 0 ~ ~ 47 0 ~ ~ 41 3 H mm Q345B ~ 180mm 250mm C /16. 8 = mm 300mm 250 ~ 300mm 40 ~ 50m

13 . - B B GB C < 1 /100 < 1 /100 < 1 /100 /s < 1 /100 T 1 Y 6 T 2 X T 3 T 4 Y T 5 X SATWE ETABS T 6 Y ETABS SATWE ~ /670 GB /1 470 X 1 /1 195 Y 1 /2 015 X 1 /1 846 Y ~ ~ 1. 15

14 X Y ~ 30 X ~ Y ~ ETABS a x = m /s 2 a y = m /s 2 a x = m /s 2 a y = m /s 2 10 X 1 /481 Y 4 1 /321 1 / ~ 13 STRAT 4 El Centro L WE- WASHINGTON-82 SOUTH-CALI mm /s 2 CQC 3 CQC 8 ~ 10 SOUTH-CALI-67 WE-WASHINGTON % ~ 20% El Centro 2 L % 5 1 PUSH & EPDA CQC X 1 /380 Y 1 /213 1 /120 2 STRAT 1 250mm /s 2 11

15 . - B JGJ S GB S GB S J ANSYS M R J. M M J J M

16 Building Structure Vol. 44 No. 12 Jun KC B TU973 A X Structural design and analysis of a high-rise apartment building in Kunming Lei Wenjun Architectural Design Research Institute of SCUT Guangzhou China Abstract The project of KC plot on the Beijing Road in Kunming is a high-rise apartment building which is located in high intensity seismic region and the height of which exceeds the B level of requirements of the code. The main contents of the out-of-code design were introduced. The gradually-changed length shear wall structural system was focused. This structural system has both the advantages of shear wall structure with well seismic performance and the frame supported shear wall structure with good using function. Meanwhile it avoids part of shortcomings of the two systems. The analysis results of performance-based seismic design method show that the expected seismic performance targets can be fulfilled. Keywords high-rise building shear wall structure performance-based seismic design gradually-changed length 1 1 KC m m 7 1 Q ml 4 2 m 2 l m Q h al Q pl 4 3 l + 4 Q h m a l + 5 Q pl 4 6 Q el 4 7 C 1 d B 240m /s 50m 4. 6 m 2 Ⅱ 50 Ⅱ m g kN /m 2 C 2 1 jackmanlei@ 163. com

17 mm 93. 1MPa 250mm kPa 1. 2 ~ 1. 8m 300 ~ 450mm ~ kN 2 ~ 250mm mm mm 180mm X H K N Q 7 ~ 11 4m 4. 7 ~ 7m 450mm 250mm 600 ~ ~ 5 K d /mm /kn ZH C ZH C ZH C ZH C m 33m GB JGJ C SATWE ETABS 3 6 ~ 6 4 5

18 ETABS SATWE g m % K 130m X 1 /965 u /h Y 1 / % 1 /1 000 X EJ d /GH 2 = > 2. 7 Y 4. 2 EJ d /GH 2 = > SATWE ETABS /t /kn X Y X Y /s T 1 T 2 T / / / / X X Y Y T 3 /T X Y CQC /kn usacao1n 2 EI Centro 3 S TH3TG045 5 TH4TG045 1 S cxxa50a62 /kn /% /kn /% /kn /% /kn /% /kn /% /kn /% /kn /% /kn /% CQC 5 5 X Y γ RE 1. 0 SATWE

19 PUSH&EPDA P-Δ CQC X 7 Y X 8 ~ 10 X 1 /170 1 /179 1 /120 JGJ m 7m 7 Y kN m ETABS 287kN /kpa / kn m /kn / kn m

20 /kn / kn m /kn / kn m MPa ETABS % 6 10 SAP /kpa 14 /kpa

21 V s < f y A s /γ RE V s f y A s B 1. KC R J GB S JGJ S S GB S GB S M J % 7. M

22 Building Structure Vol. 44 No. 12 Jun TU A X Design and construction on the podium level of Canton Tower Luo Qin Zhou Ding Han Jianqiang Guangzhou Design Institute Guangzhou China Abstract The podium level of Canton Tower as the landscape square and heavy fire truck covering field adopts large column-span structure with double waffle slabs. The equivalent loads of fire truck of beam slab and column members were discussed. The overall model including the podium level was described as well as the pavement of the fire truck road on the podium level. Design and construction measures were adopted including post-cast stripe prestressed beam strengthening slab reinforcement and construction and maintenance. No crack was found on the podium level after adopting design and construction measures. Keywords fire truck load temperature stress post-cast stripe prestress m - 5m 24 ± 0. 00m m 454m 610m 6. 8m 80m 234m 234m 10. 6m 8m 10. 6m 16m 21. 2m 16m 1 m MN /m SAP2000 ANSYS 4 SATWE luoqin@ gzdi. net

23 . 19 / 5 300mm 3 P 1 = 180kN P 2 = 260kN 440kN 4 20 P 2 = 280kN ~ ± 0. 00m m 3m 4. 2m 3. 3m 3. 6m g m 3m 4 P e = SAP /4 = 70kN GB SATWE ANSYS kN m mm 700mm 20kN /m 2 GB kN /m t M xmax = αql 2 0 q 50kN /m 2

24 A 1 A 2 A 3 A 4 B 1 B 2 / kn m / kn /m 2 / kn m / kn /m 2 / kn m / kn /m 2 / kn m / kn /m 2 / kn m / kn /m 2 / kn m / kn /m 2 5 a b kN / m kN X Y SATWE kN /m kN /m 2 X Y kN 20kN /m 2 /kn 2 X Y kN A 1 A 4 A 2 A 3 B 1 B 2 6 a b kN /m A 1 A 2 B 1 A 4 A 3 B kN /m 2 9 a A 1 A m 92. 7kN A 2 A kN B 1 B 2 9 b 13. 2kN 9 a 20kN /m kN9 b 20kN /m 2 984kN kN /m 2 20kN /m 2 7 X C / kn m / kn /m X Y m

25 m 5m 2. 5m Y D 4. 2 C ~ ~ 21m kN /m mm C m 2 SAP2000 ± m 4. 5kN /m 2 16m 21. 2m 16m m 16. 2kN /m 2 X Y PREC 800 ~ ~ 25m PMCAD

26 PREC PREC PREC SATWE Ⅰ s f ptk = 1 860MPa 1 395MPa 90% mm 12 20kN /m R GB S GB S M mm 5. M International Journal of High-Rise Buildings CTBUH CTBUH 1239 A ysliu@ tongji. edu. cn

27 Building Structure Vol. 44 No. 12 Jun ETABS MIDAS Building TU375 TU318 A X Analysis and design method of temperature variation effect on Jining Chuangyi Building Qian Xiaojun Wang Jiefu Wang Yonggang China Shanghai Architectural Design & Research Institute Co. Ltd. Shanghai China Abstract Due to architectural facade and functional restrictions there are no expansion joints in two directions of Jining Chuangyi Building which is a bilateral overlong reinforced concrete structure. The finite element software ETABS and MIDAS Building were used in integral modeling and calculations and temperature variation effect was analyzed in detail. The general temperature variation selection method and reduction method of structural temperature-drop effect were introduced. The distribution features of structural temperature variation effect were obtained. Based on the analysis results corresponding measures were taken to solve the adverse effects of temperature variation effect in this project in order to meet the requirements of the code. The method in analysis of temperature variation effect is clear in concept and convenient in design providing reference for similar engineering practice. Keywords overlong reinforced concrete structure temperature variation effect general temperature variation expansion joint m 4. 2m 18m 32. 1m m 9m 9m 6 Ⅲ 8. 1 m 2 187m 113m - 8 GB zaitian007@ 126. com

28 Δ T - k = T s min - T 0 max T s min T s min mm - 11 T 0 max 250mm 130mm 150mm 150mm ~ ~ 400mm Δ T - k = = ETABS V T s max MIDAS Building 2013 Δ T + k = T s max - T 0 max = = ε = % 2 2

29 ETABS 5 N ETABS 0. 2 ε = = α c = / Δ T c = ε /α c = X ΔT = Δ T - k + Δ T c = ETABS MIDAS Building 0. 5m ~ 6 6 N mm 1 ~ 4 Y 1 ~ 2 6 1

30 X mm MPa 4 Y 1 2 7mm MPa 3 12mm 1mm 3 /mm 1 4 ETABS 6 N MIDAS Building ETABS MIDAS Building ~ 18 6 N X Y X Y 659 ETABS MIDAS Building 669kN kn m X Y kN ETABS kN m X MIDAS Building Y X Y X Y kN 7 ~ ~ 22 6 N X Y 7 1 X /MPa 8 2 X /MPa 9 3 X /MPa 10 4 X /MPa 11 1 Y /MPa 12 2 Y /MPa

31 /kn 14 6 /kn 15 6 / kn m 16 N /kn 17 N /kn 18 N / kn m 19 6 /MPa 20 6 /MPa 21 N /MPa 22 N /MPa 3. 0MPa MPa = MPa 3. 4 GB GB

32 A s = A s /mm /MPa /kn /mm A s = A s HRB400 f y = 360MPa 1. 4 ETABS MIDAS Building 2 3 GB m J J M J % 5% 15% DBJT /09YG101 3% PRC 5% 15%

33 Building Structure Vol. 44 No. 12 Jun m - - TU318 A X Structural design on a declining frame-shear wall Wang Guoxun Zhou Zhen Shanghai Huadu Architecture & Urban Design Co. Ltd. Shanghai China Abstract The main building of Xiangyang Administration Center is a 12-story building above ground with the height of 48. 1m. The reinforced concrete frame and shear wall is adopted in the building. According to the facade shape and plane layout of the building the two rows of declining frame around the outside building are used. Some single-span frames exist around the open atrium. The influence of the declining frame on the whole structure and the performance-based seismic design of the key members and the declining frame were introduced. Based on the method of performance-base seismic design the elastic analysis under frequent earthquake performance analysis of key members under intermediate earthquake and elastic-plastic analysis under rare earthquake were carried out. Because of the overlong structure temperature action was considered during structure design. The analysis results show that the structure can meet the design goals. Keywords declining frame-shear wall single-span frame performance-based seismic design temperature effect g 5. 1m m 3. 9m Ⅱ kN /m 2 50 B 2 80m 105m m hnlywgx@ 163. com

34 /m mm 3 30% 180m 25m /m 7 C40 C30 HRB mm 200mm 800mm 600mm 400mm 600mm 300mm 550mm m ~

35 SATWE T 3 /T 1 = < SATWE MIDAS Building T 1 Y /s T 2 X T X 1 / /4 599 Y 1 / /3 870 X 1 / / Y 1 / / /800 1 / ~ SATWE MIDAS Building X Y 1 Y % X

36 ~ 9 / N /mm M PMM JGJ Taft San Fernando s / / kN Taft ~ 6s 6s % Q-7 58cm cm % 0. 8% 4. 3 MIDAS Building 6s 30% 2% 8% S v /kn R v /kn S v /R v Q-1 C Q-2 C Q-3 C Q-4 C Q-5 C Q-6 C Q-7 C s

37 Z1 Z2 3 90% 1. 5% % 0. 5 f tk 0. 1% f tk 2f tk 6 /kn 4 2f tk X Y X Y 4. 8MPa 11 Z Z % 2f tk f tk ± 1. 0X Y /kn Q Q Q Q Q Q Q Q % 11 / N /mm f tk f tk 2. 9MPa

38 mm ~ 8 / N /mm MPa m GB ~ = = /kpa S = γ G S GK + ψ T γ T S TK γ G S GK ψ T 0. 1 GB γ T S S TK 2 JGJ S = = J J X mm J

39 Building Structure Vol. 44 No. 12 Jun m - TU A X Structural design of vertical components in Qingdao International Shipping Center Chen He Chen Hui Jiang Shilin Bai Zongkun Shandong Tongyuan Design Group Co. Ltd. Jinan China Abstract The main building of Qingdao International Shipping Center which has the height of meters adopts hybrid structural system of concrete-filled steel tubular frame and reinforced concrete core wall. The design of the super tall building was illustrated briefly in terms of structural system and performance-based seismic design. The design of concretefilled steel tubular columns curved walls shrinkage and creep in vertical components design of the super tall building were analyzed and introduced in details. In conclusion further suggestions on applying seismic performance objectives and the effects of vertical components' creep and shrinkage to structural design were proposed. Keywords super tall building performance-based seimic design concrete-filled steel tubular column curved wall design creep shrinkage 1 C40 ~ C H H m m m m 2 /mm m m m 5 ~ m ~ ~ m - - Q345B C50 C ~ ~ ~ ~ ~ ~ ~ ~ g Ⅱ kN /m C B 220m 1 ~ @ 163. com

40 XTRACT P-M h /500 h /250 h /125 3 h % PMSAP ETABS XTRACT UCFyber P-M MIDAS /FEA Q345B C60 MIDAS / FEA von Mises X Y

41 von Mises / N /mm SAP2000 CEB-FIP kN /m ~ kN /m kN /m 2 MIDAS /FEA von Mises PMSAP 7d 1 /7d PMSAP 10 MIDAS /FEA 73% 5 3d SAP2000 7

42 /mm /m Z W % /mm /m Z W Δ Z W Δ Z W Δ Z W Δ PMSAP XTRACT MIDAS /FEA JGJ S M

43 V s < f y A s /γ RE V s f y A s B 1. KC R J GB S JGJ S S GB S GB S M J % 7. M

44 Building Structure Vol. 44 No. 12 Jun TU351 A X Study on dynamic performance of the rigid-flexible suspension structure Fang Zhao Liu Hongbing Liu Yang School of Mechanics Civil Engineering and Architecture Northwestern Polytechnical University Xi'an China Abstract A rigid-flexible suspension structure with a new connection type of suspenders was put forward. The threedimensional finite element model of this structure was established and the model analysis was conducted. Based on the consideration of the material nonlinearity the elastic time-history analysis of the model under the frequent earthquake and the elastic-plastic time-history analysis of the model under the rare earthquake were conducted. The dynamic performance of the structure was obtained and it was compared with that of structures with current connection type of suspenders. The result shows that compared with structural system with current connection type of suspenders the new structural system can reduce seismic response of the major structure under both the frequent earthquake and the rare earthquake and it has better seismic performance. Keywords rigid-flexible suspension structure nonlinearity time-history analysis seismic performance 0 1 a 1 1 b - 1 c phoenix. fang@ 163. com

45 cm c Mu + C S u + K S + K A u = - MIu g 1 u u u 5 u g M 4 Taft El Centro C S K S I K A 35gal 7 X Y Z Newmark-β 3 c 3 2 Mu + C S u + K S u = - MIu g 2 /mm Taft El Centro K A m 6m 50c 100mm 5 ANSYS m 7m C MPa 2 500kg /m 3 Q Shell MPa 7 840kg /m 3 Beam MISO BISO von Mises 2 1 /Hz m H

46 Taft Y /Hz X Y X Y gal Taft 4 4 /m 4 Taft El Centro % 60% s

47 Taft El Centro σ tp f td 3 6 El Centro 3461 σ tp f td f td = 1. 65MPa σ tp > f td von Mises von Mises mm 0. 3mm 4 1 c 35gal 7 El Centro 6 El Centro σ tp /MPa σ tp /MPa σ tp /MPa σ tp /MPa σ tp /MPa El Centro 7 σ tp s s 1 c 620gal

48 El Centro t /s σ tp /MPa t /s σ tp /MPa t /s σ tp /MPa t /s σ tp /MPa t /s σ tp /MPa s von Mises s von Mises 7 2s von Mises MPa Q345 σ 170MPa von Mises 7 El Centro von Mises C40 HRB335 von Mises 9MPa s 0% ~ 20%

49 . - B JGJ S GB S GB S J ANSYS M R J. M M J J M

50 Building Structure Vol. 44 No. 12 Jun TU TU A X Effect of foundation stiffness on temperature analysis of a pedestrian bridge Yang Bifeng Zhang Yu Gu Li CCDI Group Shanghai China Abstract Foundation stiffness is a critical factor in overlong structure temperature action analysis which should be obtained by field measurement. According to the temperature action analysis of some overlong pedestrian bridge the actual foundation stiffness can be calculated by the lateral and vertical load test of piles. Different internal force distributions of fixed supports linear spring supports and nonlinear spring supports were compared. The results show that the fixed supports have brought excessive constrain to some high stiffness structural members such as concrete core shear wall and have changed the configurations of temperature internal forces which are quite different from the actual conditions. The limitations of some assumptions about foundation stiffness were discussed. The specific suggestions on the proper value of foundation stiffness were given. Keywords overlong structure foundation stiffness temperature action lateral stiffness vertical stiffness pile m 8m 150m 1 C40 750mm 300mm 560mm PHC 42 ~ 45m yang. bifeng@ ccdi. com. cn

51 JGJ C 20 ~ 30m /m /m R h = η i η r R ha + m h2 c B c ' χ 2 n 1 n 0a m m 1 2 E. 5-4 ~ ~ ~ 70-2mm ~ 200mm kN /m 4 ~ 5m 3

52 m kN /m mm 10mm SAP V

53 C % 200% 2 50 C A X Y 200% 730kN /m 100% 46% 550kN m /m 180kN m /m 2 / kn m / 10-3 rad /mm / kn m A / 10-3 rad /mm kn m /m 500kN /m 1m 4 703mm mm

54 mm 2. D SANTIAGO HERN NDEZ ARTURO N FONT N JUAN C PEREZZ N et al. Design optimization of steel 4 portal frames J. Advances in Engineering Software CECS S HUU TAI THAI SEUNG EOCK KIM. Nonlinear 2 inelastic analysis of space frames J. Journal of Constructional Steel Research J J J ZL P D. M % 2 C MPa J M J J GB S JGJ S J J

55 Building Structure Vol. 44 No. 12 Jun TU A X Structural design on the main stadium of Guangxi Sports Center Pang Shaohua Tong Yanmei Lai Lingli Zhong Yi Zhou Qi Guangxi Hualan Design & Consulting Group Nanning China Abstract The structure system of the main stadium of Guangxi Sports Center and the steel structural design of the canopy were introduced. The structure arrangement and joint design were simplified with the use of the spatial steel tube truss which is composed of the planar truss and the lunar supporting. In order to verify the reliability of structural design the static elastic analysis wind and seismic action analysis temperature action analysis buckling stability analysis analysis and experiment of the key joints were carried out. Keywords Guangxi Sports Center spatial steel tube truss buckling stability analysis joint experiment m m SAP m 8. 0m 8. 0 ~ 10. 8m 120m 40 ~ 50m SAP C ~ ~ ~ com

56 Π 8. 1m 20. 8m 5 Π m 250 ~ 300mm 3m 6 H 250mm m 400mm m 150mm Π 5 6

57 m 30 ~ 49m 25. 5m 320m 80m 63. 0m m m ~ 30m 9. 0m m 60m m 7m 8 ~ 9 m 460m Q345B Q235B ~ ~ ~ ~ ~ ~ ~ g 9 10

58 w 0 = 0. 40kN /m m B μ z = mm 18MPa 40m B 30 μ z = mm 52MPa β z = mm 4MPa μ s = ± ~ H

59 SAP Z MPa 290MPa ~ /mm SAP K K > K > ~ 20 K = ~ ~ 30 K = ~ K > X Y Z X Y Z X Y Z X Y X Y

60 m 7. 1m x /m /m 1 / / / / / / / / / m 1 / / /7. 1 ξ a 1-1 2ηh ( ξ ) D ( ) T = GJ dθ dz = GJ 1-1 ξ ( ) r Ga ξ r η r D 2η r D T bc = 0. 35f t W t 槡 ζf yv ρ v A 2 cor u cor f t 槡 ζλ v f c a f t f c a 3 35 M ξ r η r 3. J λ v J C60 J GB S. 50m 3435 ( ) r η JGJ S T η r a 4 36 ξ 52 T bc 431a 3 37 ξ r = 1. 5 η r = 1 GB S. 1 / m 2m T 28kN m 452kN m 2 R ξ r = 1. 1 η r = 1 / m 2m T J kN m 246kN m 1m 2m 4 431kN m R kN m JGJ S. T bc GB S

61 Building Structure Vol. 44 No. 12 Jun TU318 A X Key technical problems on main structural design of Chenzhou Stadium Chen Yu Wang Siqing Huang Chun Zhu Liang Hunan Provincial Architectural Design Institute Changsha China Abstract The major structure of Chenzhou Stadium adopts reinforced concrete frame structure and the roof adopts spatial steel truss structure. With consideration of the synergism of concrete and steel structure it is necessary to analyze the overall structure. The design of super long structure and the determination of effective length factor of steel arc column are important but difficult in the overall structure analysis and calculation. The calculated results show that cooling load leads to major tensile stresses in the floor and the tensile stresses concentrate on the opening in the floor. The in-plane effective length factor of steel arc column and its out-plane effective length factor fall in between the value obtained when two ends are ideally rigid connected and the value obtained when one end is hinged and the other end is rigid connected. Keywords stadium structural design buckling analysis super long structure effective length factor simplified model m m m 2 253m 214m 193m 141m m C30 Q345B 695m 瑏瑥 瑑瑠 瑒瑦 瑓瑩 瑖瑤 瑘瑧 6 2 ± m @ qq. com

62 /s m ± m 4 5 3

63 . 55 ε y t = ε y 1 - e -bt 1 b m 45% / 2 T 1 = mm mm ± 15 ± 25 50% 1. 2L a L a ~ MPa 0. 5 ~ 0. 8MPa 38% cm ~ 2. 3MPa 1 ~ 1. 2MPa 2. 89MPa 1. 52MPa C30 f t = 1. 43MPa ± 15 ± ε y 2 6 ε y = ε 0 y n /MPa M i i = 1 ε 0 y ε 0 y = M i i = 1 ~ n 0. 5 ε y = ε y t /MPa

64 /kn / kn m 6 100

65 . 57 P cr = π 2 EI / μl 2 μ = 槡 π 2 EI /P cr l m m J M GB S M m m 70 m m 90m58m 78m m

66 Building Structure Vol. 44 No. 12 Jun TU318 A X Structural design on roof of Chenzhou Stadium Wang Siqing Chen Yu Chen Feng Hunan Provincial Architectural Design Institute Changsha China Abstract The roof of Chenzhou Stadium adopts large-span cantilever steel truss structure. On basis of its large span and irregular shape the system arrangement of this structure was elaborated. Through finite element analysis the force deformation modality and buckling system of the roof structure were discussed. The choice of the support type and the measures of reducing the horizontal thrust on the support were also introduced. According to the analysis of the fixed hinged support and elastic-support roof structure under static force and seismic action the effect of the synergistic work of the top and bottom structures to the seismic performance of the roof was discussed. The result shows that this roof structure is a rational system with strong integrity and good seismic performance. Keywords steel roof structural design buckling analysis large-span cantilever structure elastic-support m m 6. 5m m m m m 2. 0m Q345B com

67 ΔT = ± Z 6 /s /413 4 MIDAS /Gen SAP g Ⅱ /mm / / / / / / /413

68 MIDAS /Gen ~ /

69 m kN /cm /s ZHJ m ~ ξ i = S Ei S Si ξ i i S Si i 1 S Ei i 7 ~ 11 ξ Y ξ Z S EY S EZ L

70 ZHJ01 7 ZHJ01 8 ZHJ01 9 ZHJ01 10 ZHJ01 ξ Y -L 11 ZHJ01 ξ Z -L ξ ξ ξ ξ 9 1 ξ 2 4 ξ

71 y x x + y y VON KARMAN T SECHLER E E DONNELL L H. I W The strength of thin plates in compression R. New 10% York American Society of Mechanical Engineers D J ECCS TC7. R GB /T S GB S ANSYS 5 - W I 0. 8% ~ 8. 1% J D R GB S JGJ S

72 Building Structure Vol. 44 No. 12 Jun TU TU398 A X Study on collaborative working performance of suspend-dome with stacked arch of the roof and the main concrete frame in Chiping Gymnasium Chen Kun 1 2 Yu Jinghai 2 3 Yan Xiangyu 2 3 Wang Yawen 2 1 School of Civil Engineering Tianjin University Tianjin China 2 Architectural Design and Research Institute of Tianjin University Tianjin China 3 Tianjin Steel Building Structure Engineering Center Tianjin China Abstract Three models of Chiping Gymnasium which are suspend-dome with stacked arch structure of the roof the main concrete frame structure and the collaborative working assembly structure were built respectively by finite element analysis software. The differences of structural performances of suspend-dome with stacked arch and the main concrete frame with partial model and integrated model were also compared. The result shows that the calculation results of roof structure by using partial model can meet the precision requirements under static loads the internal force of the main concrete frame column and ring beam is rather safe the lateral displacement and base shear force obtained by two models show great difference under seismic loads in order to ensure the safety of earthquake-resistant design the integrated model is preferable when seismic loads are considered as controlling factors. Keywords Chiping Gymnasium suspend-dome with stacked arch structure assembled modeling analysis isolated modeling analysis collaborative working m m 14. 0m m m m * 1 * 13ZCZDSF xy_yan2005@ 163. com

73 m kN s Ⅲ mm Q345B C % 2 MIDAS /Gen 1% DL kn /m 2 B g T + T m 24 1 /4 DL WL T + /% /% /% F x /kn F y /kn F z /kn M x / kn m M y / kn m DL WL T + - / 100% 2 2 3

74 DL T - T + /% /% /% /kn / kn m /m T - DL T - T + /% /% /% /m /kn /kn / % / kn m /kn /% /%

75 GB / X Y 7 X Y X Y X Y / s U x 1. 3% % 0 0 U 6 y % % 0 U z R z % % X Y X Y U x 95. 2% 95. 2% 92. 9% 12. 8% 0. 86% 0. 84% / s U y 88. 4% 88. 8% 88. 3% 6. 7% 6. 7% 0 U x 75. 1% 0. 3% % 0 0 U z 28. 6% 31. 2% % 0. 25% 0 U y 0. 3% 76. 5% % 0 U z R z 85. 9% 85. 9% 76. 4% 77. 6% 77. 6% 77. 4% R z % % U x 78. 2% 78. 5% % 15. 3% 0. 84% 8 U y 3. 4% 79. 9% % 31. 0% 0 X Y U z 16. 5% 16. 5% % 15. 9% 0 R z 85. 4% 85. 4% 68. 4% 77. 7% 77. 7% 77. 4% 3 1 / / / / U x U y U z R z X Y Z 2 1 / / / / U x U y U y R z X Y Z 1 1 / / / /

76 V x /kn V y /kn V z /kn 1. X J S J. Y M. Z J LIU HONGBO CHEN ZHIHUA. Influence of cable sliding on the stability of suspen-dome with stacked arches structures J. Advanced Steel Construction MIDAS /Gen J J % J S J J D GB GB /T GB GB /T GB GB /T GB GB GB GB GB GB GB/T GB /T JGJ /T JGJ JGJ JGJ /T

77 Building Structure Vol. 44 No. 12 Jun * CIES NSW SAP2000 ANSYS TU A X Design and research on a trimmed irregular single-layer Kiewitt spherical reticulated shell structure Chen Qingjun He Sheng 1 Chen Yingrui 4 Lai Hongtao 5 Yu Chenjie 1 1 School of Civil and Transportation Engineering South China University of Technology Guangzhou China 2 State Key Laboratory of Subtropical Building Science South China University of Technology Guangzhou China 3 CIES School of Civil and Environmental Engineering The University of New South Wales Sydney NSW 2052 Australia 4 Guangzhou Design Center Beijing Institute of Architectural Design Guangzhou China 5 Architecture Design & Research Institute South China University of Technology Guangzhou China Abstract Design and research of a trimmed irregular Kiewitt spherical reticulated shell structure were studied. Firstly the structural characteristics of this reticulated shell structure the load type and design information were briefly introduced. Then the finite element software SAP2000 was used to analyze and compare the reticulated shell structure models with or without the openings. The parametric analysis of variational cross-sections of the support arch beam at the opening edge was carried out. The influences of the irregularity caused by the openings of the reticulated shell and the stiffness variation of the support arch beams on the shell bearing capacity member internal force distribution law vibration characteristics and buckling modes were studied. Finally the finite element program ANSYS was used to perform the nonlinear stability analysis on the irregular shell and the instability problems with nonlinearities of both geometric and material were researched. The analysis results provide reference for the optimization design of the reticulated shell structure and the arch beams. Keywords irregular Kiewitt spherical reticulated shell structure opening nonlinear stability analysis m 2 36m m 4. 5m 0. 05g 0. 50kN /m 2 50 C Ⅱ * ZC ZZ0026 qjchen@ scut. edu. cn

78 Q345B GB SAP SAP2000 Excel 4 SAP2000 API a 4 θ A-A B-B b φ SAP2000 ANSYS D g = 1. 5kN /m 2 S0 L q = 0. 5kN /m 2 W1 ~ W4 1 /6 E x E y T ± 30 SAP x y z

79 S1 3 S2 ~ S4 1 S0 1 S S S S S0 S0 ~ S4 5 φ = S0 ~ S3 S S1 S2 S3 S D + L 3 Δ y Δ z y z S0 ~ S2 S3 S4 Δ z Δ y S0 ~ S2 S1 S0 7% /mm 3 S0 S1 S2 S3 S4 Δ z Δ y Δ z S1 S4 B-B A-A B-B S0 S D + L 5 A-A B-B 6 7 A-A S0 S0 ~ S3 10% S4 S D + L n

80 W4 B-B S0 A-A S0 S4 B-B 6 S S0 SAP2000 D L S1 ~ S3 4 S0 A-A S1 4 D + L A-A W1 W2 W3 W4 φ = 90 S4 8 b S1 D + L W3 W4 Y W S1 S4 5 S4 3 /s 4 T 1 T 2 T 3 T 4 S S S S S W4 D + L W4 S0 ~ S4 5 9 D + L + W4 SAP A-A 9 D + L + W4

81 ANSYS Beam MPa kg /m 3 345MPa K 0 + λ K σ ψ = 0 1 λ ψ K 0 K σ Block-Lanczos D + L S0 S S S S S S S0 S1 3 S0 S1 5 S0 S1 5 S1 S1 S0 S % S1 ~ S S4 S1 S S / / S1 ~ S % S1 ~ S4 -

82 J J J J S J SAP2000API NET J J GB S. S1 S S1 9 JGJ S b k r T = 1 - 槡 2r + b k 槡 4r 2 - b k M = 90. 3kN m W t h w b = b2 6 3h - b = mm 3 = = 1. 8 < 4 T 0. 8W t = 2. 3 < 0. 25f c = @ 150ξ = J D f t W t 槡 ξ f yv A st1 A cor /s = > T = kn m RC - J RC - J J

83 Building Structure Vol. 44 No. 12 Jun * TU A X Experimental study on seismic performance of the castellated portal frame of light-weight steel Su Yisheng 1 4 Zheng Shufang 2 Li Qiliang 3 Chen Zongping College of Civil Engineering and Architecture Guangxi University Nanning China 2 Xingjian College of Science and Liberal Arts Guangxi University Nanning China 3 Guangxi Hualan Design & Consulting Group Architectural Design Institute Nanning China 4 Key Laboratory of Disaster Prevention and Structural Safety of China Ministry of Education Guangxi University Nanning China Abstract In order to study the seismic performance of the castellated portal frame of light-weight steel the low cyclic reversed loading experiment was performed for this new structure type. Two specimens were designed and three influential parameters were considered including the opening forms the opening ratio and stiffener in the joint region. The failure mode the load-displacement curve and the bearing capacity were obtained from the test and the relationship of the structural performance such as the energy dissipation capacity the ductility and stiffness degradation with the variable parameters were studied. The results of study show that the castellated portal frame of light-weight steel is destructed by loading the castellated holes around the beam and column near the distal joints to form the plastic hinge which presents excellent ductility. The energy dissipation capacity of the castellated portal frame of light-weight steel is less than that of the hexagon form portal frame but the seismic performance of the castellated portal frame of light-weight steel with circle opening forms is better than that the hexagon from portal frame. The stiffness and the limit bearing capacity decrease when the web opening ratio of structure increases. Due to weak stress in the joint region the stiffener should not be considered in the design of joints and joints could be designed according to the common joints. The results can provide reference for further research and application of the castellated portal frame of light-weight steel. Keywords castellated component portal frame light-weight steel structure seismic performance H 3 * DX02 suyisheng@ sina. com

84 CSPF-1 CSPF % 31. 3% 1 Q235 I m 1. 34m GB M16 CECS /mm f y /MPa f u /MPa E s /MPa f y /f u 2 μ /% H CSPF CSPF H H H kN GB /T / MTS 250kN MTS ± 250mm /3 0. 3kN /m kN /m 2 3

85 MTS - P-Δ 85% DH-3815N kN 10% CSPF-1 12 CSPF-2 13 Δ y /mm 1 Δ y 3 3Δ y 4Δ y 5Δ y 3Δ y 4Δ y 5Δ y 6Δ y 3 5 CSPF-1 6 CSPF-2

86 . 77 P-Δ CSPF-1 4 CSPF-1 CSPF-2 CSPF-1 8 CSPF CSPF-2 8 CSPF-1 CSPF P-Δ P-Δ 7 P-Δ CSPF-2 1 CSPF-1 4Δ y CSPF-1 CSPF μ 2 CSPF-1 μ Δ μ Δ = CSPF-2 Δ u /Δ y Δ u 85% 3 P-Δ Δ y 7 P-Δ 8

87 P y P u 4 CSPF-1 CSPF-2 P y /kn Δ y /mm P u /kn Δ u /mm μ Δ 珔 5Δ μ Δ = y CSPF-2 CSPF-1 CSPF K CSPF P-Δ h e h e = 2π 1 S ABC + SCDA S ΔOBE + S ΔODF 9 9 mm 2 10 mm CSPF-2 CSPF-1 5 CSPF-2 2 CSPF-1 CSPF-1 CSPF-2 CSPF Δ y CSPF % 43. 0% CSPF ) ) h e SABC + SCDA S ΔOBE + S ΔODF h e Δ y Δ y CSPF-1 3Δ y Δ y Δ y Δ y Δ y CSPF-2 3Δ y Δ y ) ) 11

88 . 79 CSPF με CSPF-2 968με CSPF P-θ castellated beams J. Journal of Constructional Steel Research rad 3. M rad J J J P-θ KERDAL D NETHERCOT D A. J Failure modes for J D J KATO B CHEN W F NAKAO M. Effects of joint-panel shear deformation on frames J. Journal of Constructional Steel Research

89 Building Structure Vol. 44 No. 12 Jun * TU A X Experimental study on seismic performance of joints in the castellated portal frame of light-weight steel Zheng Shufang 1 Su Yisheng 2 3 Zhang Wen 2 Li Qiliang 4 1 Xingjian College of Science and Liberal Arts Guangxi University Nanning China 2 College of Civil Engineering and Architecture Guangxi University Nanning China 3 Key Laboratory of Disaster Prevention and Safety Engineering in Guangxi Nanning China 4 Guangxi Hualan Design & Consulting Group Architectural Design Institute Nanning China Abstract In order to study the seismic performance of joints in the castellated portal frame of light-weight steel the lowcyclic reversed loading experiment was performed for this new structure type. The experiment members include four castellated joints and one original steel solid-web joint considering three variable parameters including connection form of joints stiffeners layout in joint region and the distance from the center of hole to joint region. From the test the failure mode the load-displacement curve and the bearing capacity were obtained and the relationships of the structural performances such as the energy dissipation capacity the ductility and stiffness degradation and so on with the variable parameters were given. The results show that the castellated joints have the advantages of high bearing capacity and high stiffness but the energy dissipation is weak compared with the original steel solid-web joint. The connection types of joints and the distance from the center of hole to joint region have great effect on the energy dissipation of the castellated joints and the stiffeners in joint region has little effect. Keywords castellated component portal frame joint light-weight steel structure seismic performance Γ 1 FWJD-1 FWJD-2 FWJD * DX02 suyisheng@ sina. com

90 . 81 FWJD-4 SFJD I25a mm 250mm mm mm 1 430mm 300mm d /mm e /mm H b t w t /mm FWJD H FWJD H FWJD H FWJD H SFJD H d e kN FCS 3 10% Δ y

91 DH mm d e FWJD-1 FWJD-3 SFJD 4Δ y ~ 5Δ y + 6Δ y - e e FWJD-2 7 FWJD-4 FWJD-1 FWJD-3

92 SFJD /kn /mm /kn /mm FWJD FWJD FWJD FWJD SFJD FWJD-4 SFJD 75% FWJD-4 FWJD-2 FWJD K j = n i = 1 ± Q i j n i = 1 ± Δ i j j i i n Q i j j i Δ i j j i 9

93 FWJD-2 FWJD-4 FWJD-1 FWJD μ μ = Δ u /Δ y Δ u Δ y ~ 5 FWJD-1 FWJD-3 1. M FWJD-1 FWJD-2 FWJD-3 FWJD-4 SFJD Δ /mm μ J h e 3. J SOLTANI M R BOUCHAIER A MIMOUNE M Nonlinear FE analysis of the ultimate behavior of steel castellated beams J. Journal of Constructional Steel Research ANDY B T GRONDIN G Y CHENG J R. Cyclic loading of end plate moment connections J. Canada Journal of Civil Engineering J h e J SFJD 8. J D M M Γ 12. J

94 Building Structure Vol. 44 No. 12 Jun TU318 A X Finite element analysis on through type joints of concrete-filled steel tublar composite column and RC beam with concentrated large openings Chen Qin Chen Long Zhang Wei Wang Xingfa Liu Jun Huang Junhai Hong Kong Hua Yi Design Consultants S. Z. Ltd. Shenzhen China Abstract Through type joints of concrete-filled steel tublar composite column and RC beam with large openings are applied in the design for an out of code high-rise building. Because of the small intersection angles between RC beams the openings on the wall of steel tubes are concentrated and the spacing between openings is small therefore the stress concentration is prone to appear. It is the key point during the joints design to take some necessary strengthening measures to ensure the seismic behavior of such joints. Finite element analysis results demonstrate that the seismic behavior of the joints with large openings can achieve the desired performance target by applying rational vertical and circumferential stiffening plates on the wall of steel tubes. Keywords concrete-filled steel tublar composite column through type joint with large opening seismic behavior finite element analysis ~ ~ chenqin@ huayidesign. com

95 με mm MPa με C3D8R S4R 48% T3D2 105mm SJJ1 ~ SJJ SJJ5 SJJ6 50 ~ 150mm HJJ 4 C60 C30 Q345B mm 80mm HRB % 1. 55% 3 2 ABAQUS CECS ABAQUS 5 ξ MPa 4 196με MPa 2

96 α max α max 6 CCS CCS3-AN CCS3-TE 2. 8 CCS CCS1 CCS3 CCS1 ξ % CCS3 ξ % 7 CCS C CCS1 5 6 CCS Q345B CCS3 295MPa 325MPa von Mises 7 - CCS1-AN CCS1-TE CCS MPa 2 87MPa CCS1 199MPa1

97 von Mises /MPa 9 2 von Mises /MPa 140MPa MPa 1 247MPa ~ MPa 7 ~ MPa MPa % ~ MPa SJJ2 SJJ3 155MPa2 3 1 SJJ5 SJJ6 130MPa MPa 2 3 SJJ5 SJJ6 230MPa MPa MPa MPa MPa MPa 2 300MPa 7%

98 /MPa /MPa /MPa /MPa 14 1 /MPa MPa MPa 28MPa a MPa

99 C J J S D CECS S M J J JGJ S m Y ARMANI 45 ~ m t m m/s 42 Y

100 Building Structure Vol. 44 No. 12 Jun ANSYS - TU TU A X Bending design research of ring beam joint with RC beam and circular concrete-filled steel tubular column Ge Sen Nie Sufei Song Hongyuan College of Civil Engineering and Mechanics Huazhong University of Science and Technology Wuhan China Abstract Software ANSYS was used to build the finite element models of ring beam joint with RC beam and circular concrete-filled steel tubular column. The stress distribution laws of the reinforcement and concrete of the ring beam were studied. By simplifying stress distribution in the compression zone of ring beam bending capacity design formulas were derived providing a new method for the design of the ring beam joint. The main conclusions are as follows. The maximum torque cross-section of ring beam and maximum force cross-section of ring rebar are all located at the side position of the frame beam. The torsion value of ring beam under bending moment is in inverse proportion with the ratio of frame beam width and tube radius. Keywords ring beam joint finite element analysis stress distribution bending capacity 0 α β 1 4 SAP gesen_7@ 163. com

101 kN 310kN ANSYS E1 Solid65 Link8 2 - Targe170 Conta mm 1 /4 100mm 20mm @ mm C /4 X Y 1 000kN 500kN 5% Newton- Raphson X 4 X 3 /MPa

102 /MPa 5 /MPa 槡 2r + b k M q 2 0 x 1 = 1 h 0 - x /2 2 h 0 x 6 a b k q 0 槡 2r - b k 槡 2r > b k 3 x 1 x 1 = x q 0 6 b

103 M q 0 = 2 h 0 - x /2 槡 2r + b k x 7 a 90 T max = 1 - θ 0 ~ b F s 2θ q 0 F r T 7 F rmax = 2b k T max = 1 - 槡 4r b k M 11 F s = 2F r sinθ 3 槡 2r + b k r F s F k M = 2 Tcosθ + F r h 0 - x sinθ 4 2 2r A sr = A sk 12 2 ~ 4 F r 槡 2r + b k T A sr A sk 1 θ 0 < θ < arcsin b k 2r 10 b k b k r F rmax 2 θ 45 arcsin b k < θ < 45 2r F s = b k 槡 2-2sinθ r rsinθ - b k 槡 2r - b k 2 q 0x 5 F s θ F s F s ' q 0 xrcosθ 1-2rsinθ - b k > 0 6 槡 2r - b k 6 F s F r F r θ = arcsin b k 2r F r F rmax1 F rmax1 = b kxq 0 2sinθ = 2rM 槡 2r + b k h 0 - x /2 7 θ T max 2b k 槡 2r + b k M /2cosθ 2b k r = 1 - 槡 2r + b k 槡 4r M b k 3 θ 45 θ = 45 F rmax2 M F rmax2 = 槡 2 h 0 - x /2 9 槡 2r > b k 2rM 槡 2r + b k h 0 - x /2 = 2r 槡 2r + b k F k mm C30 700kN m 300N /mm 2 1 A k = 4 090mm 2 2r A sr = A sk = 3 732mm 2 槡 2r + b k

104 J J J J S J SAP2000API NET J J GB S. S1 S S1 9 JGJ S b k r T = 1 - 槡 2r + b k 槡 4r 2 - b k M = 90. 3kN m W t h w b = b2 6 3h - b = mm 3 = = 1. 8 < 4 T 0. 8W t = 2. 3 < 0. 25f c = @ 150ξ = J D f t W t 槡 ξ f yv A st1 A cor /s = > T = kn m RC - J RC - J J

105 Building Structure Vol. 44 No. 12 Jun * TU A X Experimental study on cross-section mechanical properties of closed profiled sheeting-concrete composite slab Wang Qiuwei Shi Qingxuan Li Weitao School of Civil Engineering Xi'an University of Architecture & Technology Xi'an China Abstract The cross-section mechanical properties of 4 full-size closed profiled sheeting-concrete composite slab specimens were tested according to European Recommendations for the Testing of Profiled Metal Sheets. The load-deflection curve method and ultimate moment method were adopted to determine cross-section properties. The analysis results show that the results obtained by load-deflection curve method are larger than theoretical values and the results obtained by ultimate moment method are in good agreement with theoretical values under the positive loading while results are obvious different under the reverse loading. The main reason is that partial steel in compressed flange fails to function under the reverse loading. Two concepts of whole cross-section property and effective cross-section property were further proposed on the base of results and the suggestions were given that cross-section properties of closed profiled sheeting-concrete composite slab should be separately considered under different loading directions. Keywords closed profiled sheeting-concrete composite slab whole cross-section property effective cross-section property ultimate moment method 0 BY BY Von Karman T I W 3 * JQ7027 wqw0815@ sina. com

106 BY-1 BY-2 BY-3 BY-4 1 /mm /mm mm 40mm 550mm 1. 2 GB /T mm % 0. 15kN 90% 2% f y /MPa f u /MPa E /MPa /% 2 BY kN 7kN 10kN 13kN kN BY-4 6kN kN 10kN 13. 5kN 6 1

107 BY-2 6 BY δ δ = 23PL EI I = 1 296E P δ L3 = αL 3 2 L 1. 3m E MPa I P α α = P /δ P /δ GB L / P P max δ L /250 - P /δ BY I W P /δ / N /mm I /cm 4 W /cm 3 W /cm 3 BY-1 y 1 y 2 BY-2 BY-1 BY-2 BY-3 BY-4 BY y 1 /y / / BY / / W W

108 W ' /cm 3 W ' /cm 3 I /cm4 BY BY BY BY σ max = My max I I W W z = I /y max 3 W ' = M u /σ max W ' = M u /σ max I = W ' y 2 ' I = W ' y 1 ' W z = M u 4 σ max BY M u M u = P max L / gL 2 P max Z 5 - y 1 ' y 2 ' W ' W ' σ max σ max σ max W ' σ max W ' BY BY-1 BY-2 BY-3 BY-4 BY-1 BY-2 BY-3 BY-4 / cm 4 /m - / cm 3 /m / cm 3 /m % % % % % % % % % % % % / cm 4 /m / cm 3 /m / cm 3 /m % % % % % % % % % % % % 5 6

109 y x x + y y VON KARMAN T SECHLER E E DONNELL L H. I W The strength of thin plates in compression R. New 10% York American Society of Mechanical Engineers D J ECCS TC7. R GB /T S GB S ANSYS 5 - W I 0. 8% ~ 8. 1% J D R GB S JGJ S

110 Building Structure Vol. 44 No. 12 Jun * TU394 A X Study of prestressed steel frame structural system with overall cable-supported plan Yang Siqi Guo Junyuan Tang Baijian Civil Engineering Department Jiangsu University of Science and Technology Zhenjiang China Abstract Based on the existing study of portal frame and prestressed technology the prestressed steel frame structural system with overall cable-supported plan was proposed and prestressed knee-braced structural system was added compared with prestressed cable-supported steel frame. By the numerical analysis method the working mechanism of prestressed steel frame structural system with overall cable-supported plan under various working conditions was studied. The mechanism performance of the structure was compared with portal steel frame and prestressed cable-supported steel frame. The study shows that the cable-supported part has great influence on force and deformation properties of the steel frame under vertical load. The knee-braced part effectively improves force and deformation properties under the wind load and improves the lateral resistance performance of the steel frame to a certain extent. In conclusion prestressed steel frame structural system with overall cable-supported plan is suitable for the structure supported a large proportion of wind load in the whole loads. Keywords portal steel frame prestressed cable-support knee-brace / a GF 30m 8. 4m 10% 2 H H Q345 3 b 2 PCSF 60 br1 S1 SAP mm 2 3 c 10 KBF * 2012-K2-28 1% mulan_sunny@ 126. com

111 . 101 br m br1 S2 S1 3 d CSKBF kN /m kN /m kN /m % % % kN /m % kN /m % kN /m % % S1 66kN S2 116kN % % % % %

112 % % % % D W 1. 2D L % % D L D W D L W D L W SAP % a 1. 2D L mm mm mm mm 12 b 1. 2D W mm mm

113 mm 2. D SANTIAGO HERN NDEZ ARTURO N FONT N JUAN C PEREZZ N et al. Design optimization of steel 4 portal frames J. Advances in Engineering Software CECS S HUU TAI THAI SEUNG EOCK KIM. Nonlinear 2 inelastic analysis of space frames J. Journal of Constructional Steel Research J J J ZL P D. M % 2 C MPa J M J J GB S JGJ S J J

114 Building Structure Vol. 44 No. 12 Jun * ANSYS von Mises - 40 ~ ~ 80 2 TU333 A X Solar radiation temperature action on stresses of a large flat-bottom squat steel silos for alumina Yang Yinghua Ma Yue School of Civil Engineering Xi'an University of Architecture and Technology Xi'an China Abstract Hoop axial and von Mises equivalent stresses under non-uniform temperature field caused by solar radiation were analyzed by using ANSYS program. Silo wall stresses under uniform temperature field variations and solely storage loads were compared with those under solar radiation. It is shown that solar radiation stresses are the most significant among all the thermal stresses and the maximal thermal stresses all occur at the bottom of the silos. The maximal hoop stress under solar radiation at - 40 ~ - 10 could reach 11 times that by solely storage loads while the maximal axial stress under solar radiation at 50 ~ 80 could be 2 times that due to storage loads. Therefore solar radiation effects should be properly considered in the design of such silos. Keywords steel silo solar radiation temperature action thermal stress stiffened shell finite element analysis m GB GB % ~ 8% GB * 11JK0945 xauat. 4 edu. cn

115 mm 20 ~ 29m m m L φ L Q235B t φ 0 < φ < < φ < 360 t φ = t max - t min cosφ + t min 90 φ 270 t φ = t min Shell181 φ 1 t φ φ Beam188 t max t min X Y Z φ = 0 ~ ~ 360 φ = 0 80 φ = 90 ~ ~ ~ - 10 t max = t min = ANSYS APDL D = 28m H = 29m GB θ tanθ = f = 215MPa E = MPa kg /m / W /mm ANSYS X Y ~ ~ a ~ ~ a H /D = 29 /28 = < kN P hk = kγs P fk = μkγs γ 2m γ = 12kN /m 3 μ 2mm 28mm

116 H = 0m μ = S k α = 30 k = tan 2 ( 45 - α / 2 ) = H = 0m ~ MPa 50 ~ b MPa 50 ~ ~ MPa MPa % 5. 9% MPa 16. 5% 46. 4% 1 5 H = 0m φ 4 4 a 0 ~ 180 ~ a H = 0m 50 ~ ~ ~ ~ MPa H = 0m ~ ~ MPa - 40 ~ φ 50 ~ MPa 5 b MPa 50 ~ ~ MPa MPa H = 0m - 40 ~ % 7. 4% MPa 11. 4MPa b

117 H = 0m 7 a - 40 H = 0m MPa - 40 ~ MPa H = 0m 55MPa H = 0m ~ MPa H = 0m MPa 50 ~ b MPa 2 50 ~ MPa H = 0m 5 H = 0m 50 ~ MPa MPa MPa von Mises 8 von Mises 6 7 H = 0m

118 a 0-40 ~ MPa von Mises H = 0m 35. 9% 18. 4% MPa 50 ~ MPa - 40 ~ MPa 50 ~ ~ MPa 22. 9% 16. 9% 8 b 40 < φ < 180 von Mises ~ H = 0m 50 ~ - 10 von Mises φ = MPa - 40 ~ MPa 50 ~ % 48. 6% 9 H = 0m von Mises 9 a H = 0m 50 ~ 80 von Mises φ = 0 von Mises von Mises 8 von Mises 9 H = 0m von Mises 10 /m 11 /m

119 b 50 ~ φ = ~ - 10 H = 0m von Mises φ = 0 3 von Mises 50 ~ ~ H = 0m - 10 von Mises von Mises 4. 2 von Mises φ = ~ mm mm φ = 0-40 ~ mm 1 GB S mm GB S. von Mises φ = C / / ab 4. J. 50 ~ ~ mm 50 ~ 80 J H = 1m φ = 0-40 ~ 6. J H = 1m φ = cd D YANG YINGHUA ZHANG YAN. Temperature effects on the buckling of large flat-bottom squat steel silos for 50 ~ ~ - 10 alumina C / /Advances in Steel Structures. Nanjing mm Southeast University Press ~ J H = 1m φ = 0-40 ~ H = 1. 5m φ = 90 J J S φ = H = 0m www. zpad. cc

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