r - The Hong Kong Polytechnic University

More documents

Recommendations

Info

The 5th Cross-strait Conference on Structural and Geotechnical Engineering (SGE-5) Hong Kong, China, 13-15 July 2011 超高层建筑两种结构体系的技术与经济比较周红梅叶甲淳谢忠良 ( 浙江省建筑设计研究院 , 浙江杭州 310006) 摘要 : 通过对高度为 118 米、150 米、177 米的三个工程实例 , 分别采用钢筋混凝土框架 - 核心筒结构体系和混合框架 - 钢筋混凝土核心筒混合结构体系进行设计和计算 , 对两种结构体系进行了技术和经济两方面的对比和分析 , 并探讨了两种结构体系随高度增加显现出的规律和经验。关键词 : 钢筋混凝土框架 - 核心筒混合框架 - 钢筋混凝土核心筒钢管混凝土柱双重抗侧力体系对比 TECHNOLOGICAL AND ECONOMIC COMPARISON OF TWO SUPER HIGH-RISE STRCUTURAL SYSTEMS Hongmei Zhou, Jiachun Ye and Zhongliang Xie Zhejiang Prov. Institute of Architectural Design & Research, Hangzhou 310006, China Abstract: The paper provides us with three construction projects in the height of 118, 150 and 177 meters which are designed and calculated on the basis of RC frame-cored tube structure and Mixed frame-RC cored tube structure. Comparison and analysis in the aspects of technology and economy to those two structures have been made, meanwhile the arising regular manners with the rising structural heights have been discussed. Keywords: RC frame-core, mixed frame-RC core, concrete-filled steel tubular column, dual horizontal force resisting system, comparison. 一、引言在我国 100 米 ~200 米的超高层建筑中 , 钢筋混凝土框架 - 核心筒结构体系应用较为广泛。近年来 , 混合框架 - 钢筋混凝土核心筒混合结构体系的应用逐渐增多 , 混合框架或采用钢骨混凝土柱 - 钢梁 , 或采用钢管混凝土柱 - 钢梁等 , 核心筒为钢筋混凝土实腹筒。这两种结构体系各有怎样的优势和缺点 ? 结构性能有怎样的异同 ? 两种体系的材料用量相差多少 ? 综合的经济效益如何 ? 广大设计人员和建设单位在结构方案选择时常常会面临这些问题。本文选择了屋面高度分别为 118 米、150 米、177 米的三个具有较强代表性的工程实例 , 对三幢建筑分别采用钢筋混凝土框架 - 核心筒结构体系 ( 本文以下均简称 “ 混凝土结构体系 ”), 和混合框架 - 钢筋混凝土核心筒结构体系 ( 本文以下均简称 “ 混合结构体系 ”, 混合框架采用钢管混凝土柱 - 钢梁 ) 进行设计和计算分析 , 既对每个工程的两种不同结构体系进行分析和对比 , 也对每种结构体系随高度增加显现出的规律进行探讨 , 并力求从技术和经济两方面对类似超高层建筑的两种结构体系进行一些分析。二、工程实例概况本文选取的工程实例均为地处杭州的已建和在建工程 , 三个项目分别为杭州坤和中心、中华航空大厦和亚包大厦 , 项目的概况、结构平面布置和效果图如下 : -442-
三个项目基本概况对比表主要核心筒建筑建筑核心筒屋面外边与外框工程名称总高度层数外包尺寸 ( 米外包尺寸 ( 米高度柱距离 ( 米 ) ( 米 ) × 米 ) × 米 ) ( 米 ) 标准层高 ( 米 ) 标准层面积 ( 平方米 ) 杭州坤和中心 128 118 32 39.9×39.9 11.8×20.5 10.35 3.45 1500 中华航空大厦 155 150 38 45.6×45.6 18.5×18.5 10.5 3.8 1500 亚包大厦 180 177 46 42.6×42.6 19.5×19.5 10.5 3.95 1818 KZ1 杭州坤和中心坤和中心结构平面布置杭州坤和中心 KZ1 中华航空大厦中华航空大厦结构平面布置 -443-
Page 2 and 3:
Proceedings of the 5th Cross-strait
Page 4 and 5:
SCIENTIFIC COMMITTEE Chairman Jan-M
Page 6 and 7:
ORGANIZING COMMITTEE Co-chairmen Yi
Page 8 and 9:
设计大师金问鲁教授
Page 10 and 11:
TABLE OF CONTENTS Scientific Commit
Page 12 and 13:
J.T. Shi & L. Su Impact of Spatial
Page 14 and 15:
Temperature Effect on Variation of
Page 16 and 17:
Trace Analysis of Mechanical Respon
Page 18 and 19:
Keynote Lectures
Page 20 and 21:
图 1 海峡大桥三个路
Page 22 and 23:
非主通航孔的跨径应
Page 24 and 25:
The 5th Cross-strait Conference on
Page 26 and 27:
图 3 空间结构按单元
Page 28 and 29:
图 7 多面体空间框架
Page 30 and 31:
图 14 内蒙古响沙湾沙
Page 32 and 33:
5.3. MRF3 索穹顶 — 网壳
Page 34 and 35:
图 29 杭州黄龙体育中
Page 36 and 37:
(a) 鸟瞰图 (b) 计算模型
Page 38 and 39:
Page 40 and 41:
As it is conventional, the displace
Page 42 and 43:
⎡ n n ⎤ ⎢q 1 0( z− Li) q0(
Page 44 and 45:
frequencies of interest and the tra
Page 46 and 47:
Another phenomenon observed from Fi
Page 48 and 49:
Page 50 and 51:
刚塑性平面应变极限
Page 52 and 53:
采用数值极限分析法
Page 54 and 55:
为了推测浅埋隧洞破
Page 56 and 57:
鹤梁岩壁面上至今已
Page 58 and 59:
图 6 黄庭坚题铭 “ 元
Page 60 and 61:
图 16 巫山神女图 17 长
Page 62 and 63:
五、历年来研究过的
Page 64 and 65:
在会议结束前给我半
Page 66 and 67:
图 31 院士建议文件的
Page 68 and 69:
科所、重庆交通学院
Page 70 and 71:
图 37 白鹤梁题刻中段
Page 72 and 73:
图 46 上下游水平交通
Page 74 and 75:
图 59 参观廊道安装在
Page 76 and 77:
9.6. 白鹤梁水下博物
Page 78 and 79:
(5) “ 无压容器 ” 水下
Page 80 and 81:
-62-
Page 82 and 83:
-64-
Page 84 and 85:
-66-
Page 86 and 87:
-68-
Page 88 and 89:
Page 90 and 91:
(a) 模型 I (b) 模型 II (c)
Page 92 and 93:
(a) 水平接缝处螺钉松
Page 94 and 95:
表 5 模型 I 在 9 度罕遇
Page 96 and 97:
Page 98 and 99:
1.2. 大型钢结构设计
Page 100 and 101:
5250 5000 i= 0.07 1 i= 0.07 5000 16
Page 102 and 103:
A Pb Pa Pb A Pb Pa Pb Pa Pa ax Pb P
Page 104 and 105:
(a) 预应力索布置 (b) 1/6
Page 106 and 107:
图 23 150m×150m 周边简支
Page 108 and 109:
图 27(a) 自重作用下结
Page 110:
四、结语 150m×150m 空间
Page 113 and 114:
Page 115 and 116:
通过上述技术创新平
Page 117 and 118:
Page 119 and 120:
* θt r1cosθ r2cosθ2 = = (9) * 1
Page 121 and 122:
圖 10 水平軌枕方向之
Page 123 and 124:
圖 19 水平軌枕方向之
Page 125 and 126:
向量 r r &r r 的變化率
Page 127 and 128:
Experimental Program More than 60 l
Page 129 and 130:
failure mode specimens, applying CF
Page 131 and 132:
columns were reinforced with three
Page 133 and 134:
e formed at the column base and the
Page 135 and 136:
Acceleration (g) 1 0.5 0 -0.5 Simul
Page 137 and 138:
Page 139 and 140:
Table 2 Mix Proportion of the PDCC
Page 141 and 142:
observed between the formwork and c
Page 143 and 144:
In the above example, the GFRP with
Page 145 and 146:
构的加固修复 , 二是
Page 147 and 148:
FRP 网格 FRP 筋和索 FRP 布
Page 149 and 150:
(2) 钢筋 - 连续纤维复
Page 151 and 152:
生退化。拉伸强度相
Page 153 and 154:
图 16 两种纤维混杂增
Page 155 and 156:
σ tf 混凝土构件粘结
Page 157 and 158:
新型抗震结构的荷载
Page 159 and 160:
的破坏过程也与柱 C-S
Page 161 and 162:
拉索频率阶数也低于
Page 163 and 164:
A m plitude (m m ) 6000 5000 4000 3
Page 165 and 166:
产工艺进行探索性研
Page 167 and 168:
Girders with Externally Prestressed
Page 169 and 170:
concrete columns were documented by
Page 171 and 172:
fatigue life of steel columns. Xiao
Page 173 and 174:
Figure 11 Relationships between res
Page 175 and 176:
20. Xiao, Y. and Wu, H. (2000). “
Page 177 and 178:
phenomenon, however, cannot be cons
Page 179 and 180:
ase rock; H j ( iω) , H k ( iω) a
Page 181 and 182:
For the coherency loss function bet
Page 183 and 184:
Numerical Results The earthquake-in
Page 185 and 186:
REFERENCES Bi, K., Hao, H. and Ren,
Page 187 and 188:
Page 189 and 190:
Figure 3 Idealised bonded joint mod
Page 191 and 192:
A = 0 1 (6a) B1 = −δ f (6b) f si
Page 193 and 194:
Table 1 Test and predicted flexural
Page 195 and 196:
COMPARISON OF FLEXURAL DEBONDING MO
Page 197 and 198:
Page 199 and 200:
Figure 2 Location of smart aggregat
Page 201 and 202:
Figure 5 Experimental setup Figure
Page 203 and 204:
Figure 15 Impact location on FRP wr
Page 205 and 206:
REFERENCES Bhalla, S. and Soh, C.K.
Page 207 and 208:
Page 209 and 210:
The RVE, occupying a geometrical do
Page 211 and 212:
[ ut ] is the tangential vector if
Page 213 and 214:
extended to the resolution of the n
Page 215 and 216:
469.1m,f m =55%,f I =45% -50 Σ 3 -
Page 217 and 218:
Page 219 and 220:
頭混凝土護蓋敲除 ,
Page 221 and 222:
發生夾片咬合失敗 ,
Page 223 and 224:
會因設計長度不足 ,
Page 225 and 226:
面之反推分析可知 ,
Page 227 and 228:
因此連擋土牆本身之
Page 229 and 230:
⎛τ ⎞ av ⎛amax ⎞⎛σ ⎞ v
Page 231 and 232:
地液化与否初步判别
Page 233 and 234:
等 (2000) [15] 在试验中都
Page 235 and 236:
五、结论剪切波速法
Page 237 and 238:
Page 239 and 240:
钢混凝土相当于将型
Page 241 and 242:
A g — 混凝土毛截面面
Page 243 and 244:
5.1. 大连市体育馆钢
Page 245 and 246:
土梁中设立直线预应
Page 247 and 248:
Page 249 and 250:
混凝土板外侧 , 受力
Page 251 and 252:
试验采用跨中两点对
Page 253 and 254:
为了深入了解槽型钢
Page 255 and 256:
笔者针对已有结合部
Page 257 and 258:
面 , 浇注的混凝土和
Page 259 and 260:
(c) 波形钢腹板工字型
Page 261 and 262:
Page 263 and 264:
Page 265 and 266:
manner for statistical analysis, (i
Page 267 and 268:
3.3.1 Software System for Instrumen
Page 269 and 270:
spectrum is obtained in an approxim
Page 271 and 272:
e carried out once per maintenance
Page 273 and 274:
The monitoring work is composed of
Page 275 and 276:
displacement influence lines and st
Page 277 and 278:
efers to data processing and storag
Page 279 and 280:
Hong Kong Institution of Engineers.
Page 281 and 282:
Monitoring Category Bridge Features
Page 283 and 284:
9 Combination of Above Divided Sect
Page 285 and 286:
Back to Routine Monitoring Not Exce
Page 287 and 288:
Tsing Yi Stonecutters Figure 5 Layo
Page 289 and 290:
Continuous Data Acquisition GPS Tim
Page 291 and 292:
Y(+ve) Y T Temperature Distribution
Page 293 and 294:
Type of Input Data Type of Data Pro
Page 295 and 296:
Page 297 and 298:
Page 299 and 300:
Page 301 and 302:
Tsing Yi Stonecutters Stonecutters
Page 303 and 304:
青衣 Tsing Yi 昂船洲 Stonec
Page 305 and 306:
Accelerometer Fixing of Portable Ac
Page 307 and 308:
Tsing Yi Stonecutters Bridge Stonec
Page 309 and 310:
Structural Health Data Management S
Page 311 and 312:
a mean recurrence interval with ext
Page 313 and 314:
The present study is concerned with
Page 315 and 316:
which all the variables have the sa
Page 317 and 318:
450 35 400 30 350 300 25 ( 1.0E- 6)
Page 319 and 320:
Structural Engineering and Mechanic
Page 321 and 322:
Page 323 and 324:
provided in DBELA, a base rotation
Page 325 and 326:
ξ ( μ − ) 3 eq −ξ0 = C + D 1
Page 327 and 328:
equivalent displacements exceed the
Page 329 and 330:
Displacement (cm) 70 60 50 40 30 20
Page 331 and 332:
it give rather reasonable results,
Page 333 and 334:
RANDOM FIELD AND SPATIAL AVERAGING
Page 335 and 336:
satisfactorily when SOF is large bu
Page 337 and 338:
those of the average shear strength
Page 339 and 340:
then rinsed three times with deioni
Page 341 and 342:
The Freundlich model can be express
Page 343 and 344:
Ministry of Education for their fin
Page 345 and 346:
United States.) The available site
Page 347 and 348:
ACKNOWLEDGMENTS Financial support f
Page 349 and 350:
the author has quoted the outdated
Page 351 and 352:
Figure 5 The geological map of 2000
Page 353 and 354:
Figure 11 Rock cores of vent brecci
Page 355 and 356:
Due to the misidentification of roc
Page 357 and 358:
ACKNOWLEDGEMENT The author would of
Page 359 and 360:
Recently, as the development of fin
Page 361 and 362:
( x ) ( x ) L m ( x ) ( x ) ( x ) L
Page 363 and 364:
Step1: initializing the nonlinear o
Page 365 and 366:
Table 1 The results of limit load m
Page 367 and 368:
Khosravifard, A., Hematiyan, M.R. (
Page 369 and 370:
阿坝州没有水库 , 凉
Page 371 and 372:
汶川地震中属于溃坝
Page 373 and 374:
缝宽约 2mm~5mm; 纵向断
Page 375 and 376:
Page 377 and 378:
Problem with Seismic Hazard Analysi
Page 379 and 380:
INADEQUACY OF TSUNAMI MITIGATION ST
Page 381 and 382:
demonstrated that huge earthquake c
Page 383 and 384:
Page 385 and 386:
三、粮库室内地面沉
Page 387 and 388:
土层的物理力学参数
Page 389 and 390:
笔者对 4# 粮库的沉降
Page 391 and 392:
二国标中主动土压力
Page 393 and 394:
表 3 c =0kPa 时不同的 δ
Page 395 and 396:
的值比公式 (1) 的值小
Page 397 and 398:
[1] 究等方面都有了新
Page 399 and 400:
(3) 根据对隧道典型断
Page 401 and 402:
水平收敛位移 (mm) 12.00
Page 403 and 404:
Page 405 and 406:
THREE PROCEDURES FOR SCALING GROUND
Page 407 and 408:
Peak displacement (m) 84, 50, 16 pe
Page 409 and 410:
CONCLUSIONS Performance-based desig
Page 411 and 412:
Page 413 and 414: Figure 3 Physical diagrams of pile
Page 415 and 416: load-deflection curve at the pile h
Page 417 and 418: 在此选取 Kondner [10] 及 Go
Page 419 and 420: 及附加内力的简单方
Page 421 and 422: The 5th Cross-strait Conference on
Page 423 and 424: The dual is min * w, b, ξξ , s.t
Page 425 and 426: Table 1 The results of example 1 Re
Page 427 and 428: P P P P P P P P P P P P 4 5 4 A 2 4
Page 431 and 432: Figure 2 is a photograph of the int
Page 433 and 434: SHAKING TABLE TEST PROGRAM System i
Page 435 and 436: Force (N) 600 500 400 300 200 100 N
Page 437 and 438: Figure 9 Comparison of SAF-TMD and
Page 441 and 442: 鋼線 , 近期更發展為
Page 443 and 444: 三、吊橋基本資料表
Page 445 and 446: 底端固定型式 □ 夾具
Page 447 and 448: 4.2.3 吊橋扭轉行為之
Page 451 and 452: 由式 (11)~(13) 可求得闭
Page 453 and 454: 3.2 脉动风压时程结构
Page 455 and 456: 4.2 主动控制力分析图
Page 459 and 460: egarded as a serviceability limit s
Page 461 and 462: observed that the measured values c
Page 463: _ Cumulative Frequency of Samples (
Page 467 and 468: 风作用下基底总 X 向 7
Page 469 and 470: 主要技术指标对比表
Page 471 and 472: 六、上部结构材料用
Page 473 and 474: m 2 , 三个项目采用混
Page 475 and 476: STADIUM ROOF BRIEF Jaber Al-Ahmad I
Page 477 and 478: a) 1st modal shape Figure.7 Modal s
Page 481 and 482: 1) 所需的机具设备少
Page 483 and 484: 6.1. 挠度选取典型加
Page 485 and 486: 七、结论通过上述研
Page 487 and 488: where c = cope length,D = beam dept
Page 489 and 490: A post-ultimate stiffness of 200 MP
Page 491 and 492: Table 3 Summary of the variables of
Page 493 and 494: Effects of Web Slenderness (d/t w )
Page 495 and 496: REFERENCES ABAQUS/Standard User’s
Page 497 and 498: 规程 [7]。文献 [2]、[3]
Page 499 and 500: 为探究球节点壁厚对
Page 501 and 502: [4] 王星 , 董石麟 , 完海
Page 503 and 504: 一、前言鋼纜為斜張
Page 505 and 506: 圖 1 愛蘭矮塔斜張橋
Page 507 and 508: 態頻率後 , 由圖 6 可清
Page 509 and 510: 素連接 , 假設兩構件
Page 513 and 514: 图 3 半片梁的有限元
Page 515 and 516:
加固前的钢筋混凝土
Page 517 and 518:
Page 519 and 520:
and a corresponding shear strain of
Page 521 and 522:
Page 523 and 524:
对温度变化效应进行
Page 525 and 526:
典型节点 : 在钢结构
Page 527 and 528:
钢结构第一阶振型为
Page 529 and 530:
(a) 上支座节点 (b) 下支
Page 531 and 532:
上部屋面钢结构下部
Page 533 and 534:
验算 4、6 号线重力荷
Page 535 and 536:
采用 SAP2000, 对各种截
Page 537 and 538:
Page 539 and 540:
高屏溪引橋共包含五
Page 541 and 542:
表 3 由高屏溪斜張橋
Page 543 and 544:
圖 7 垂直撓曲第一振
Page 545 and 546:
表 7 在 P2 橋墩不同沖
show all

r - The Hong Kong Polytechnic University

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?