某商住楼框架结构设计

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图2-12 地震作用下框架轴力图（KN）

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2.9.3 恒荷载标准值作用下的内力计算

采用力矩二次分配法计算值见表2-10。

表2-10 梁与柱线刚度计算值

截面尺寸 编号 (m) 左0.2×0.45 2跨度/高度 (m) 线刚度(KN?m) 相对线刚度 3.3 4.2 4.5 2.07×10 2.17×104 1.52×104 41.78 1.87 1.31 1—8层梁 中0.2×0.45 右0.2×0.45 3—8层柱 二层柱 底层柱 0.4×0.4 0.4×0.4 0.4×0.4 2.9 4.8 5.8 2.21×104 1.33×104 1.16×104 1.91 1.15 1.00 节点分配系数计算（以3——7层边节点为例）。 计算简图如图2-13。

上

柱 下 柱

图2-13 分配系数计算图

右梁

?上柱?i上柱i上柱1.91??0.34

?i下柱?i右梁1.91?1.91?1.78i下柱1.91??0.34

?i下柱?i右梁1.91?1.91?1.78i上柱1.78??0.32

?i下柱?i右梁1.91?1.91?1.78?下柱?i上柱?右梁?i上柱

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表2-18 节点分配系数?计算值

节点 层号 8 3-7 2 1 节点 层号 8 3-7 2 1

左梁 0.41 0.26 0.29 0.38 上柱 0 0.34 0.39 0.29 K 下柱 0.52 0.34 0.24 0.26 G 上柱 0 0.37 0.44 0.33 下柱 0.59 0.37 0.27 0.29 左梁 0.36 0.26 0.30 0.35 上柱 0 0.27 0.31 0.22 右梁 0.48 0.32 0.37 0.45 左梁 0.32 0.24 0.26 0.31 上柱 0 0.26 0.28 0.20 J 下柱 0.34 0.26 0.17 0.17 F 下柱 0.38 0.27 0.18 0.19 右梁 0.26 0.20 0.21 0.24 右梁 0.34 0.24 0.29 0.32 采用简化方法计算结构内力和位移，竖向力作用下内力计算采用结构力学求解器计算。

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恒载作用下的杆端内力值

------------------------------------------------------------------------------------------ 杆端 1 杆端 2

---------------------------------------- --------------------------------------- 单元码 轴力 剪力 弯矩 轴力 剪力 弯矩

------------------------------------------------------------------------------------------ 1 -184.302497 -1.31108625 2.81358943 -184.302497 -1.31108625 -4.79071084 2 -484.895513 -0.71637872 1.66382152 -484.895513 -0.71637872 -2.49117503 3 -607.724408 -0.75721260 1.74276704 -607.724408 -0.75721260 -2.64906606 4 -296.601579 2.78466231 -5.10485780 -296.601579 2.78466231 11.0461836 5 -155.903050 -2.52887713 6.80871346 -155.903050 -2.52887713 -5.32989675 6 -408.160220 -1.53766325 3.90450289 -408.160220 -1.53766325 -3.47628073 7 -512.665945 -1.37983002 3.74248483 -512.665945 -1.37983002 -2.88069925 8 -251.988783 5.44635330 -15.0305645 -251.988783 5.44635330 11.1119313 9 -133.393755 -3.82517095 5.55372102 -133.393755 -3.82517095 -5.53927474 10 -349.947077 -2.80514432 4.12291396 -349.947077 -2.80514432 -4.01200457 11 -440.181501 -1.80052130 2.58175075 -440.181501 -1.80052130 -2.63976100 12 -216.309665 8.43082821 -12.4110570 -216.309665 8.43082821 12.0383447 13 -110.813300 -3.75580946 5.43164021 -110.813300 -3.75580946 -5.46020723 14 -291.786545 -2.64348006 3.81514402 -291.786545 -2.64348006 -3.85094814 15 -367.847155 -1.79752721 2.59628162 -367.847155 -1.79752721 -2.61654728 16 -180.498998 8.19681050 -11.8527127 -180.498998 8.19681050 11.9180376 17 -88.2693869 -3.75254537 5.45267396 -88.2693869 -3.75254537 -5.42970762 18 -233.609133 -2.66620967 3.86854211 -233.609133 -2.66620967 -3.86346592 19 -295.479386 -1.77808680 2.59337689 -295.479386 -1.77808680 -2.56307482 20 -144.702093 8.19684678 -11.9224507 -144.702093 8.19684678 11.8484049 21 -65.7095545 -3.83288128 5.51502529 -65.7095545 -3.83288128 -5.60033042 22 -175.435234 -2.69252731 3.89656594 -175.435234 -2.69252731 -3.91176327 23 -223.137382 -1.88381380 2.67293722 -223.137382 -1.88381380 -2.79012280 24 -108.891827 8.40922602 -12.0460452 -108.891827 8.40922602 12.3407102 25 -43.2067740 -3.45224687 5.22837785 -43.2067740 -3.45224687 -4.78313808 26 -117.250707 -2.48129613 3.70356714 -117.250707 -2.48129613 -3.49219165 27 -150.694751 -1.43367776 2.35098531 -150.694751 -1.43367776 -1.80668018 28 -73.1357673 7.36721747 -11.3374412 -73.1357673 7.36721747 10.0274893 29 -20.3312543 -5.18840531 6.73360636 -20.3312543 -5.18840531 -8.31276905 30 -59.1739182 -3.90427376 5.13991847 -59.1739182 -3.90427376 -6.18247544 31 -78.7509592 -3.28787771 3.87125526 -78.7509592 -3.28787771 -5.66359011 32 -37.1458681 12.3805558 -14.6015347 -37.1458681 12.3805558 21.3020773

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33 1.21779060 28.3994472 -11.5994243 1.21779060 -34.4655527 -21.6084983 34 1.29629517 22.5092946 -10.8836177 1.29629517 -24.9777053 -14.9564954 35 -0.06936264 22.5804550 -10.9709149 -0.06936264 -24.9065449 -14.8089634 36 0.08032990 22.5598324 -10.9447329 0.08032990 -24.9271675 -14.8508357 37 -0.00326538 22.5439136 -10.9128811 -0.00326538 -24.9430863 -14.8715162 38 -0.38063049 22.5027804 -10.8287082 -0.38063049 -24.9842195 -14.9230826 39 1.73616028 22.8755197 -11.5167444 1.73616028 -24.6114802 -14.3810794 40 -5.18840790 20.3312543 -8.31276905 -5.18840790 -25.0437456 -16.0883797 41 2.03907585 42.2697407 -28.0041762 2.03907585 -44.5862592 -32.8688650 42 2.56377792 33.2354370 -22.5556901 2.56377792 -34.0485629 -24.2632546 43 -0.23102188 33.2539876 -22.6361120 -0.23102188 -34.0300123 -24.2657639 44 0.01947403 33.2343251 -22.5910065 0.01947403 -34.0496748 -24.3032408 45 0.10665131 33.2467315 -22.6108676 0.10665131 -34.0372684 -24.2709950 46 -0.59186935 33.2003077 -22.5384131 -0.59186935 -34.0836923 -24.3935207 47 3.15914917 33.4653088 -23.0131895 3.15914917 -33.8186911 -23.7552924 48 -9.09267426 34.1301725 -22.2708551 -9.09267426 -36.4718274 -27.1883304 49 2.66169167 50.4722039 -39.2604158 2.66169167 -44.6127960 -26.0767481 50 2.98447227 38.4358814 -29.7257046 2.98447227 -35.6791185 -23.5229883 51 -0.23401260 38.3043331 -29.5018065 -0.23401260 -35.8106668 -23.8910575 52 0.00003433 38.3180947 -29.5131649 0.00003433 -35.7969052 -23.8404884 53 0.21237946 38.3047348 -29.5070070 0.21237946 -35.8102651 -23.8944501 54 -1.04199982 38.3589394 -29.5346288 -1.04199982 -35.7560605 -23.6781515 55 5.01333618 38.1251008 -29.4332278 5.01333618 -35.9898991 -24.6290240 56 -12.3805618 42.2791318 -32.8519205 -12.3805618 -37.1458681 -21.3020773 ------------------------------------------------------------------------------------------

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某 商 住 楼 框 架 结 构 设 计

专业：土木工程 姓名：蔡锦波 学号：0810611101

指导教师：邓友生

1

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摘 要

本毕业设计工程是武汉市某小区里的商住楼，包括建筑设计和结构设计两部分内容。

一、建筑设计是在总体规划的前提下，根据设计任务书的要求，综合考虑建筑物与周围环境、建筑物的使用功能、流水交通及经济性等问题，依据相关设计规范来确定设计方案，做出建筑的结构形式、建筑平面、剖面及立面设计。

二、结构设计是在建筑物初步设计的基础上确定结构方案；选择合理的结构体系；进行结构布置，并初步估算，确定结构构件尺寸，进行结构计算。在确定框架布局之后，我先进行了层间荷载代表值的计算,接着利用顶点位移法求出自振周期，进而按底部剪力法计算水平荷载（地震荷载、风荷载）的作用，求出在水平荷载作用下的结构内力（弯矩、剪力、轴力）。接着计算竖向荷载（恒载及活荷载）作用下的结构内力，并利用Excel表格找出最不利的一组或几组内力组合，选取最安全的结果计算配筋。此外还进行了基础、楼板及楼梯的设计，利用PKPM电算软件对整体结构进行分析，并绘制相关的结构施工图。

关键词：框架结构；荷载计算；内力计算；内力组合；抗震设计；PKPM

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Abstract

This engineering graduation project includes two parts--- the architecture design and the structure design of a district in Wuhan in commercial and residential building.

1. The architecture design is made under the premise of the overall programming, according to the request of the design mission, in addition, the building and its surroundings, usage function, the transportation and architecture economy and so on are compressively considered. And the project design according to the related design norm confirm the structural form of architecture, the design of the plan views ,the elevation views and the sectional views.

2. The structure design is based on preliminary architecture design, to select the right structure type, precede structure arrangement and sizes of structure components to calculate. When the directions of the frames is determined, firstly the weight of each floor is calculated .Then the vibrate cycle is calculated by utilizing the peak-displacement method, then making the amount of the horizontal load force (seismic load，wind load) can be got by way of the bottom-shear force method. The force can be assigned according to the shearing stiffness of the frames of the different axis. Then the internal force (bending moment, shearing force and axial force ) in the structure under the horizontal loads can be easily calculated. After the determination of the internal force under the dead and live loads, the combination of internal force can be made by using the Excel software, whose purpose is to find one or several sets of the most adverse internal force ，which will be the basis of protracting the reinforcing drawings of the components. Beside that, The designs of the foundation、floor slabs and stairs are also be approached by calculating the internal force and reinforcing . We can use the computer software PKPM to analysis the overall structure. After all，the construction drawings are completed.

Key Words: frame structure；load computation；internal load computation；internal load combination；anti-seismic design；PKPM

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绪 论

湖北省武汉市某商住楼建筑结构设计内容包括建筑设计、结构设计两部份。除计算书部分外还附带建筑施工图和结构施工图对本毕业设计进行说明。

由于是做商住楼建筑结构设计，采用的是框架结构，这样利于形成较大的空间供营业部分使用，采取柱网布置既能满足生产和建筑平面的要求，又可以使结构受力合理，施工方便。

本设计建筑部分根据使用要求进行合理的设计，并符合相应规范等要求。结构设计部分包括合理确定房屋结构形式，作出各层平面结构布置图，结构内力分析及构件设计，根据现行国家设计规范，计算结构荷载及地震作用。手算完成结构一个主轴方向的内力分析，进行框架梁、柱的内力组合，完成构件的截面设计。

毕业设计的三个多月里，在指导老师的帮助下，经过资料查阅、建筑绘图、设计计算、论文撰写以及外文的翻译，加深了对新规范、规程、手册等相关内容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行内力组合的计算时，进一步了解了Excel。在绘图时熟练掌握了AutoCAD和天正建筑，以上所有这些从不同方面达到了毕业设计的目的与要求。

毕业设计是整个大学阶段成果，通过毕业设计能对专业知识进行全方位的考

查，我所采用的是框架结构设计，在计算过程中以手算为主，竖向内力计算采用计算机辅助计算，由于自己的水平有限，设计难免会有不足之处，敬请各位老师批评指正。

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目 录

摘要 ........................................................................................................................................................... 2

Abstract ....................................................................................................................................................... 3

绪论 ........................................................................................................................................................... 4 第1章 建筑设计 ................................................................................................................................ 6 第2章 结构设计 .......................................................................................................................... ......8

2.1 结构平面布置 .............................................................................................................................. 9 2.2 结构造型 ................................................................................................................................ ......9 2.3 框架计算简图及梁柱线刚度 .................................................................................................... 11 2.4 荷载计算 .............................................................................................................................. ......14 2.5 竖向荷载下框架荷载计算 ........................................................................................................ 19 2.6 框架柱荷载计算 .................................................................................................................. ......22 2.7 风荷载计算 ................................................................................................................................ 26 2.8 抗震结构计算 ...................................................................................................................... ......29 2.9 内力计算 .................................................................................................................................... 35 2.10 框架内力组合 ...................................................................................................................... ......77 2.11 梁柱截面设计与配筋计算 ........................................................................................................ 86 2.12 楼板设计 .................................................................................................................................... 96 2.13 基础设计 ............................................................................................................................ ......102 第3章 结论 ......................................................................................................................................... 105 参考文献........................................................................................................................................... ......106 附录 .................................................................................................................................................. ......107

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2.9.2 地震作用下的内力计算

采用D值法进行计算，计算方法与框架在风荷载作用下的内力计算相同。 (1) 各柱端弯矩值的计算

柱上、下端弯矩按下式来计算:

上端：Mcu?VjR?(h?y) 下端：McL?VjR?y

(2) 各梁端弯矩值的计算

?libLuL?Mb?(Mc?Mc)2rib?ib? 计算公式：? r?Mr?(Mu?ML)iblcl?bib?ibr?

地震作用下的杆端内力值

------------------------------------------------------------------------------------------- 杆端 1 杆端 2

---------------------------------------- --------------------------------------- 单元码 轴力 剪力 弯矩 轴力 剪力 弯矩

------------------------------------------------------------------------------------------- 1 66.5547824 9.98952876 -38.9049813 66.5547824 9.98952876 19.0342854 2 10.2049439 12.8017624 -44.3550996 10.2049439 12.8017624 29.8951225 3 -15.1851974 12.7400298 -44.2022897 -15.1851974 12.7400298 29.6898833 4 -61.5745289 9.67867893 -38.1726161 -61.5745289 9.67867893 17.9637216 5 45.9925401 7.73104850 -18.1118590 45.9925401 7.73104850 18.9971737 6 15.0337697 13.6977459 -33.8297869 15.0337697 13.6977459 31.9193938 7 -14.2870238 13.9935564 -34.2659859 -14.2870238 13.9935564 32.9030850 8 -46.7392860 7.82764905 -17.9036961 -46.7392860 7.82764905 19.6690192 9 31.9958230 5.13501697 -5.86544964 31.9958230 5.13501697 9.02609957 10 14.8523460 13.7646286 -19.3800446 14.8523460 13.7646286 20.5373785 11 -11.6217396 15.1289336 -21.2797220 -11.6217396 15.1289336 22.5941854 12 -35.2264294 6.39142076 -7.53132508 -35.2264294 6.39142076 11.0037951 13 22.9703293 4.92293936 -7.00853530 22.9703293 4.92293936 7.26798883 14 12.4554105 11.9807931 -17.4365875 12.4554105 11.9807931 17.3077126 15 -8.87869261 13.6486461 -19.8824842 -8.87869261 13.6486461 19.6985896 16 -26.5470473 6.49762127 -9.32648472 -26.5470473 6.49762127 9.51661698 17 15.5646251 4.31340905 -5.97275077 15.5646251 4.31340905 6.53613549

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18 9.85117546 10.4993365 -15.1351093 9.85117546 10.4993365 15.3129666 19 -6.52062053 12.1845956 -17.5991993 -6.52062053 12.1845956 17.7361280 20 -18.8951800 5.96265874 -8.41600499 -18.8951800 5.96265874 8.87570535 21 9.41956128 3.51222415 -4.50417909 9.41956128 3.51222415 5.68127095 22 7.26480329 8.85020317 -12.4752629 7.26480329 8.85020317 13.1903263 23 -4.54035836 10.5607472 -14.9342892 -4.54035836 10.5607472 15.6918776 24 -12.1440062 5.22682546 -6.95635733 -12.1440062 5.22682546 8.20143650 25 4.66535621 2.43626053 -2.91987343 4.66535621 2.43626053 4.14528209 26 4.64628895 7.06298428 -9.60437353 4.64628895 7.06298428 10.8782808 27 -2.86526029 8.72532331 -11.8560654 -2.86526029 8.72532331 13.4473721 28 -6.44638486 4.39543189 -5.14837052 -6.44638486 4.39543189 7.59838196 29 1.33273476 1.89272224 -2.12539144 1.33273476 1.89272224 3.36350304 30 2.14690368 5.27305775 -6.39808083 2.14690368 5.27305775 8.89378665 31 -1.28764360 6.54726174 -7.73675763 -1.28764360 6.54726174 11.2503014 32 -2.19199485 2.64695827 -2.30728709 -2.19199485 2.64695827 5.36889189 33 0.29848026 -20.5622422 37.1461445 0.29848026 -20.5622422 -30.7092548 34 -0.23396847 -13.9967171 24.8626233 -0.23396847 -13.9967171 -21.3265432 35 -3.15792239 -9.02549364 16.0346348 -3.15792239 -9.02549364 -13.7494941 36 -4.00881510 -6.14506384 11.0403145 -4.00881510 -6.14506384 -9.23839608 37 -3.48046970 -7.40570427 13.2407396 -3.48046970 -7.40570427 -11.1980845 38 -4.45403637 -4.75420507 8.60114438 -4.45403637 -4.75420507 -7.08773235 39 -5.71646171 -3.33262145 6.27067353 -5.71646171 -3.33262145 -4.72697725 40 -14.4672777 -1.33273476 3.36350304 -14.4672777 -1.33273476 -1.03452168 41 -0.59750328 -15.7334164 33.0156546 -0.59750328 -15.7334164 -33.0646941 42 -0.30085114 -14.1781408 29.9728952 -0.30085114 -14.1781408 -29.5752964 43 -1.37408692 -11.4224291 24.2244719 -1.37408692 -11.4224291 -23.7497303 44 -1.99901307 -10.0099394 21.2447375 -1.99901307 -10.0099394 -20.7970079 45 -2.35968171 -8.73143600 18.5498334 -2.35968171 -8.73143600 -18.1221977 46 -2.66681747 -7.37271941 15.7069674 -2.66681747 -7.37271941 -15.2584540 47 -3.92653519 -5.83200671 12.5493844 -3.92653519 -5.83200671 -11.9450437 48 -9.19422001 -3.47963845 7.85926497 -9.19422001 -3.47963845 -6.75521650 49 -1.85102988 -14.8352428 30.8911751 -1.85102988 -14.8352428 -35.8674177 50 -1.43622828 -11.5128566 24.6075106 -1.43622828 -11.5128566 -27.2003443 51 0.10620051 -8.67938205 18.7269393 0.10620051 -8.67938205 -20.3302798 52 -0.53496254 -7.65186733 16.5007810 -0.53496254 -7.65186733 -17.9326219 53 -0.73583328 -6.75117383 14.5482195 -0.73583328 -6.75117383 -15.8320626 54 -0.83139357 -5.69762135 12.2894890 -0.83139357 -5.69762135 -13.3498070 55 -1.74847362 -4.25439001 9.23908601 -1.74847362 -4.25439001 -9.90566906 56 -2.64695827 -2.19199485 4.49508493 -2.64695827 -2.19199485 -5.36889189 -----------------------------------------------------------------------------------------

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图2-10 地震作用下计算简图（KN）

43

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图2-10 地震作用下框架弯矩图

44

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图2-11 地震作用下框架剪力图（KN）

45

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F轴柱 2?1.52?104KN?m?1.14 2?1.33?104KN?m0.363 2514 ?D?3048KN/m?4260KN/m?3588KN/m?2514KN/m?13410KN/m

表2-8 横向底层柱D值计算表 构件名称 i???ib 2ic?c?0.5?i2?i__D??cic12/(KN/m) 2h K轴柱 2.07?104KN?m?1.78 1.16?104KN?m0.613 2495 J轴柱 2.07?104?2.17?104KN?m?3.85 1.16?104KN?m0.744 3019 G轴柱 2.17?104?1.52?104KN?m?3.35 1.16?1041.52?104KN?m?1.38 1.16?104KN?m0.720 2865 F轴柱 0.556 2282 ?D?2495KN/m?3019KN/m?2865KN/m?2282KN/m?10661KN/m

(2) 自振周期计算 因取一木品框架所以Gi?G。 13n表2-8 横向框架顶点位移计算值 层次 8 7 6 5 Gi(KN) ?Gi(KN) 1Di 47995×13 47995×13 47995×13 47995×13 ?i??i?1??Gi D6724.09 5308.40 5308.40 5308.40 6724.09 12032.49 17340.89 22649.29 0.0108 0.0193 0.0265 0.0346 31

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4 3 2 1 5308.40 5308.40 5230.60 7353.60 27957.69 33266.09 38496.69 45848.29 47995×13 47995×13 13410×13 10661×13 0.0422 0.0501 0.2097 0.3117

按顶点位移法计算，取基本周期调整系数?0?0.7，计算公式为：

T1?1.7??0?T=0.98(s)

地震作用系数：6度抗震设防，多遇地震，地震分组为第一组，三类场地有

?max?0.04 Tg?0.35s

取结构阻尼比为： ??0.05

?1?(TgT1)0.9 ?1?(0.350.9)?0.04?0.016 0.98(3) 水平地震作用及框架侧移计算

由于T1?1.4Tg，应考虑顶部附加水平地震作用。 顶部附加水平地震作用系数为： ?n?0.08T1?0.07?0.15 结构总水平地震标准值为：

FEX??1GEq?0.016?0.85?45848.29KN/13?45.21KN

各层水平地震作用标准值可以用以下公式计算：

GHFi?3iiFEK(1??n)?GiHii?1

第一层：

F1?7353.60KN?5.8m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.3 5308.40?22.2?5308.40?25.1?6724.09?28.0 ?45.21?(1?0.15)?1.96KN

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第二层：

F2?5230.60KN?10.6m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.3 5308.40?22.2?5308.40?25.1?6724.09?28.0 ?45.21?(1?0.15)?2.83KN

第三层：

F3?5308.40KN?13.5m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.3 5308.40?22.2?5308.40?25.1?6724.09?28.0 ?45.21?(1?0.15)?3.37KN

第四层：

F4?5308.40KN?16.4m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.35308.40?22.2?5308.40?25.1?6724.09?28.0 ?45.21?(1?0.15)?4.09KN 第五层：

F5?5308.40KN?19.3m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.3 5308.40?22.2?5308.40?25.1?6724.09?28.0 ?45.21?(1?0.15)?4.81KN 第六层：

F6?5308.40KN?22.2m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.35308.40?22.2?5308.40?25.1?6724.09?28.0?45.21?(1?0.15)?5.53KN

第七层：

F7?5308.40KN?25.1m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.35308.40?22.2?5308.40?25.1?6724.09?28.0?45.21?(1?0.15)?6.26KN

第八层：

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F8?6724.09KN?28.0m7353.60?5.8?5230.60?10.6?5308.40?13.5?5308.40?16.4?5308.40?19.35308.40?22.2?5308.40?25.1?6724.09?28.0?45.21?(1?0.15)?9.58KN

?F6??nFEK?0.116?352.87KN?40.93KN?F8??nFEX?0.15?45.21KN?6.78KN

表2-9 水平地震作用下的框架侧移验算表

层次 Fjk Vjk ?Dij ?uj 相对值限值 ?uj/h 8 7 6 5 4 3 2 1 16.36 6.26 5.53 4.81 4.09 3.37 2.83 1.96 16.36 22.62 28.15 32.96 37.09 40.42 43.25 45.21 47995 47995 47995 47995 47995 47995 13410 10661 0.00034 0.00047 0.00059 0.00069 0.00077 0.00084 0.00323 0.00424 0.00012 0.00016 0.00020 0.00024 0.00027 0.00029 0.00067 0.00073 1 550层间最大侧移为0.00073＜

1，满足要求。 550

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2.9 内力计算

2.9.1 风荷载作用下的内力计算

本设计书以图中⑨号轴线横向框架内力计算为例，说明计算方法及过程，其余的框架内力计算从略，采用D值法进行计算。

风载作用下的杆端内力值

-------------------------------------------------------------------------------------------- 杆端 1 杆端 2

---------------------------------------- ---------------------------------------- 单元码 轴力 剪力 弯矩 轴力 剪力 弯矩 --------------------------------------------------------------------------------------------

1 54.1347600 13.6832700 -56.5087572 54.1347600 13.6832700 23.8314215 2 17.7540563 16.6181208 -62.4009471 17.7540563 16.6181208 35.6158013 3 -16.0223402 16.4300254 -60.6444517 -16.0223402 16.4300254 32.1028105 4 -55.8664761 12.7949932 -54.4540592 -55.8664761 12.7949932 19.7220255 5 37.7115773 8.29501149 -21.6615830 37.7115773 8.29501149 30.4763064 6 16.3073846 16.0542589 -38.8432943 16.3073846 16.0542589 43.4950338 7 -12.2743703 17.5320379 -33.6326863 -12.2743703 17.5320379 39.4367932 8 -41.7445915 10.0350543 -15.6932751 -41.7445915 10.0350543 25.9829169 9 26.0367955 6.00594804 -5.90616841 26.0367955 6.00594804 19.2818478 10 12.6914180 14.6982940 -18.6989209 12.6914180 14.6982940 30.1733786 11 -8.71081351 17.3312847 -14.5182936 -8.71081351 17.3312847 26.6337211 12 -30.0174000 7.58086083 -1.53690998 -30.0174000 7.58086083 15.5517574 13 18.0096161 5.09987162 -7.68069367 18.0096161 5.09987162 15.2246632 14 9.14876492 12.4931779 -16.2754417 9.14876492 12.4931779 23.4238503 15 -5.97509163 14.3488175 -13.5055758 -5.97509163 14.3488175 20.7828061 16 -21.1832894 7.37458368 -4.72760981 -21.1832894 7.37458368 12.4094177 17 11.6779480 4.37955091 -6.25820693 11.6779480 4.37955091 12.7047519 18 6.26105689 10.1213116 -13.4628045 6.26105689 10.1213116 19.3103210 19 -3.88905377 11.8698911 -11.1410900 -3.88905377 11.8698911 17.1791143 20 -14.0499511 6.13607825 -3.78651119 -14.0499511 6.13607825 10.4387674 21 6.71433991 3.38479992 -4.15989729 6.71433991 3.38479992 10.4684905 22 3.99925405 7.70742026 -9.66995081 3.99925405 7.70742026 15.4820569

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23 -2.31426135 9.15029453 -7.89430750 -2.31426135 9.15029453 13.8714691 24 -8.39933261 4.77481171 -2.26859678 -8.39933261 4.77481171 8.74616267 25 3.15392426 2.01289720 -1.85465446 3.15392426 2.01289720 8.05609179 26 2.26446103 5.24077887 -5.66879300 2.26446103 5.24077887 11.1672894 27 -1.19294991 6.23315877 -4.43538412 -1.19294991 6.23315877 10.1460040 28 -4.22543539 3.36048444 -0.54662723 -4.22543539 3.36048444 6.99339252 29 0.99940534 0.75324754 0.14435613 0.99940534 0.75324754 4.45285910 30 0.94905102 2.76698926 -2.50827588 0.94905102 2.76698926 7.34986626 31 -0.43808168 3.68533106 -1.66002797 -0.43808168 3.68533106 6.46253247 32 -1.51037468 1.30312982 1.05599404 -1.51037468 1.30312982 3.44695459 33 -2.22174141 -16.4231827 45.4930045 -2.22174141 -16.4231827 -42.5838016 34 -4.01093656 -11.6747818 36.3824749 -4.01093656 -11.6747818 -35.1754698 35 -5.39392358 -8.02717939 26.9625415 -5.39392358 -8.02717939 -26.2240518 36 -6.49524901 -4.96360816 16.8646492 -6.49524901 -4.96360816 -16.3712548 37 -6.08967929 -6.33166805 21.4828701 -6.08967929 -6.33166805 -20.8418579 38 -6.79809728 -3.56041565 12.3231449 -6.79809728 -3.56041565 -11.9520991 39 -7.08035034 -2.15451892 7.91173566 -7.08035034 -2.15451892 -7.71391456 40 -7.75675246 -0.99940534 4.45285910 -7.75675246 -0.99940534 -4.19481698 41 -1.65787949 -17.8698544 31.8752941 -1.65787949 -17.8698544 -32.5571537 42 -2.65497162 -15.2907483 27.0184849 -2.65497162 -15.2907483 -27.3298798 43 -3.18880748 -11.5698325 20.2247685 -3.18880748 -11.5698325 -20.4119754 44 -3.71781296 -9.21937608 16.0447968 -3.71781296 -9.21937608 -16.2070445 45 -4.08135768 -7.22541100 12.6090170 -4.08135768 -7.22541100 -12.7343538 46 -4.33145588 -5.29520867 9.19875080 -4.33145588 -5.29520867 -9.29210810 47 -4.60656073 -3.46992893 5.96165081 -4.60656073 -3.46992893 -6.01390919 48 -4.98976320 -1.94845636 3.15504929 -4.98976320 -1.94845636 -3.21488056 49 -2.75988770 -14.1218845 33.1783431 -2.75988770 -14.1218845 -35.4153007 50 -2.45410156 -11.7271915 26.6252071 -2.45410156 -11.7271915 -27.5198269 51 -0.20605469 -8.83411062 19.7273215 -0.20605469 -8.83411062 -20.2793673 52 -1.23828125 -7.13333822 15.7168516 -1.23828125 -7.13333822 -16.1959289 53 -1.36083984 -5.65061858 12.3390680 -1.36083984 -5.65061858 -12.7073642 54 -1.41406250 -4.17389723 9.01474519 -1.41406250 -4.17389723 -9.29278991 55 -2.05761719 -2.71506070 5.79212283 -2.05761719 -2.71506070 -5.93739848 56 -1.30468750 -1.51037468 3.24765191 -1.30468750 -1.51037468 -3.44695459 --------------------------------------------------------------------------------------------

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图2-6 框架在风荷载作用下计算简图

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图2-7 风载作用下框架弯矩图（KN）

38

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图2-8 风载作用下框架剪力图（KN）

39

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图2-9 风荷载作用下框架轴力图（KN）

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