宾馆框架结构设计土木工程设计说明

1、 . PAGE81 / NUMPAGES90密级：XXXXXXX宾馆设计XXXXXXBridge Design毕业设计（论文）原创性声明和使用授权说明原创性声明本人重承诺：所呈交的毕业设计（论文），是我个人在指导教师的指导下进行的研究工作与取得的成果。尽我所知，除文中特别加以标注和致的地方外，不包含其他人或组织已经发表或公布过的研究成果，也不包含我为获得与其它教育机构的学位或学历而使用过的材料。对本研究提供过帮助和做出过贡献的个人或集体，均已在文中作了明确的说明并表示了意。作 者 签 名：日 期：指导教师签名： 日期：使用授权说明本人完全了解大学关于收集、保存、使用毕业设计（论文）的规定，即：

2、按照学校要求提交毕业设计（论文）的印刷本和电子版本；学校有权保存毕业设计（论文）的印刷本和电子版，并提供目录检索与阅览服务；学校可以采用影印、缩印、数字化或其它复制手段保存论文；在不以赢利为目的前提下，学校可以公布论文的部分或全部容。作者签名： 日 期：摘 要此次毕业设计是宾馆设计，为现浇钢筋混凝土框架结构。本工程位于市和平区某一地段，建筑物外形为L形，中间做圆弧形处理。总占地面积约为1200平方米。设计使用年限为50年，耐火等级II级，采光等级为II级，抗震等级为三级。建筑设计上该方案平面形式有明显变化，外观更加大气、美观，视觉效果较佳。空间宽敞明亮，给人以舒服的感觉。设计使用年限为50年，

3、耐火等级II级，采光等级为II级，抗震等级为三级。结构设计上该方案柱网对称布置，柱距合理，结构整体性强。并进行手算与电算。手算包括：荷载计算、力计算、力组合、梁截面设计和配筋计算、框架柱截面设计和配筋计算，基础设计等。荷载计算分为竖向荷载计算和水平荷载计算，竖向荷载作用下的框架力计算采用的是分层法。计算水平荷载的作用采用的是“D值法”电算部分由广厦计算，绘制结构施工图。在整个毕业设计过程中，把大学四年的所学知识结合运用在一起，并且要求我们要有分析解决问题的能力，使我受益匪浅。关键词：框架结构；钢筋混凝土；结构设计；荷载组合AbstractAccording to the hotel desig

4、n specifications and other relevant standards and design requirements, and provide geological data, the design of the framework of the hotel. The main contents include: Architectural Design and structural design of two parts.Building design, this scheme is a L shape, a total of six layer. Building p

5、lane fully consider the lighting requirements.Building layout two staircase two elevator, in order to meet the requirements of fire evacuation. Structural grid neat comparison, bright and spacious space, give a person with comfortable feeling.The structural design, select a frame for hand calculatio

6、n, the remaining part of computerization complete. Hand portion includes: design, architecture design, as well as other parts of the design; structure layout and design method of determining, load calculation, internal force calculation, internal force combination, beam section design and reinforcem

7、ent calculation, frame column section design and reinforcement calculation, infrastructure design. Calculation of load includes: dead load, live load, wind load and earthquake load calculation. The internal force of frame under vertical load is calculated using a hierarchical method. Calculation of

8、horizontal loads using the D value method. Calculation of horizontal seismic action, using vertex displacement method to determine the vibration cycle, the base shear method to calculate the seismic shear of floor, then the D value method to calculate the internal force of frame under horizontal ear

9、thquake action. Which are attached to the frame bending moment, shear and axial force and beam column internal force combination table. Calculation of internal forces of frame is completed, the load combination, the most unfavorable load combination cross section design. According to the requirement

10、s of frame beam, column reinforcement calculation, and consider the end of the beam, column under earthquake stirrup encrypts district construction 第1章建筑设计说明1.1 设计资料1.1.1场地情况：建筑场地如下图1-1所示。酒店东西方向占地面积730.08平方米，南北方向占地面积346.32平方米，连接两个部分的弧形面积为140平方米，总占地面积约为1200平方米。图1-1 场地布置情况图1.1.2 场地地质条件：表1-1 场地地质条件表序号岩

11、 土分 类土层深度(m)厚度围(m)地基承载力fk(kPa)土的容重(kN/m3)桩端土承载力设计值qp(kPa)桩周土摩擦力设计值qs(kPa)1杂填土0.00.50.516.1102粉 土0.51.51.011017.5203中 砂1.53.01.522617.01300304砾 砂3.06.53.530018.32200405圆 砾6.512.86.350019.33600551.2 工程概况1 工程名称：浩宇宾馆。结构形式为L形现浇钢筋混凝土框架结构，层数为6层，层高底层4.2m，其他层均为3.6m，现浇楼板，基础为柱下独立基础。2 基本雪压，基本风压。冻结深度-1.2m。楼面活荷载，

12、屋面活荷载(不上人)。3 抗震设计烈度为：7度；场地类别：II类；设计使用年限：50年；使用环境类别：一类；结构耐火等级：二级。第2章结构设计说明2.1结构平面布置结构平面布置如图2-1所示，各梁柱截面尺寸确定如下：手算的一榀框架为3-3轴。图2-1 结构平面布置图2.2 梁截面初选框架梁尺寸选择：边跨（AB，CD跨）：取h=（1/81/12）l=（1/81/12）6600=550825mm 取h=500mm，取b=250mm中跨（BC跨）：取h=（1/81/12）l=（1/81/12）2400=200300 mmb250，取b=250mm，h=400mm边柱（A轴，D轴）联系梁，取bh= 2

13、50mm500mm边柱（B轴，C轴）联系梁，取bh= 250mm400mm框架柱尺寸选择柱截面：均为bh=500mm500mm，现浇楼板厚：取100mm2.3梁柱刚度计算在计算梁线刚度时，考虑楼板对梁线刚度的有利影响，即板作为翼缘工作，在工程上，为简化计算，通常梁均按矩形截面计算惯性矩，然后乘以增大系数。中框架梁，I=2.0 边跨框架梁 I=1.5梁采用C25砼，=2.8kN/，=1/12（），i=EI/L。i单位（）柱采用C30砼，=3.0kN/，i=EI/h各梁柱构件的线刚度经计算后列于下图如图2-3所示，图2-3 结构计算简图第3章 荷载计算3.1 恒荷载计算3.1.1 屋面恒荷载计算屋

14、面框架梁线荷载标准值改性沥青防水层 0.3KN/m220mm厚1：2水泥砂浆找平0.02m20 =0.4KN/m2100140mm厚（2%找坡） （0.10+0.14）/27 =0.84KN/m280mm厚苯板保温 0.082.0=0.56KN/m2100mm厚钢筋砼楼板 0.0125 =2.5KN/m220mm厚纸筋石灰抹底 0.0216 =0.32KN/m24.52KN/m2边跨（AB CD）框架梁自重 (考虑梁上抹灰取梁自重26) 0.250.526=3.25KN/m2中跨BC跨框架梁自 0.250.426=2.60KN/m2因此作用在顶层框架梁上的线荷载为：3.1.2 楼面恒荷载计算楼

15、面框架梁线荷载标准值25mm厚水泥砂浆面层 0.02520=0.5KN/m2100mm厚现浇钢筋混凝土楼板 0.125=2.5KN/m215mm厚纸筋石灰抹底 0.01516=0.24KN/m23.24KN/m2边跨框架梁自重与梁侧粉刷 3.25KN/m边跨填充墙自重 0.37(3.6-0.5)19 =21.79KN/m墙面粉刷 (3.6-0.5)0.02217 =2.108KN/m中跨框架梁与粉刷 2.6KN/m因此作用在中间层框架梁上的线荷载为：3.1.3屋面框架节点集中荷载标准值 （考虑梁粉刷，取梁自重26）边柱连系梁自重： 0.250.53.926=12.68KN900mm女儿墙自重：

16、 0.93.90.2419=16.01KN 粉刷： 0.90.0223.917=2.39KN连系梁传来屋面自重： 1/23.91/23.94.52=17.19KN顶层边节点集中荷载：中柱连系梁自重：0.250.43.926=10.14KN连系梁传来屋面自重： 1/2(3.9+3.9-2.4)1.24.52=14.64KN 1/23.910954.52=17.19KN顶层中节点集中荷载：3.1.4楼面框架节点集中荷载标准值边柱连系梁自重与粉刷： 12.68KN墙自重： 0.37(3.9-0.5)(3.6-0.5)-1.81.519=55.12KN墙粉刷： 0.022(3.9-0.5)3.1-1.

17、817=5.33KN 窗自重： 1.81.50.3=0.81KN 柱自重： 0.50.53.627=24.3KN连系梁穿了楼面自重： 1/23.91/23.93.24=12.3KN中间层边节点： 中柱连系梁自重： 0.250.43.926=10.14KN墙重： (3.6-0.4)3.4-1.80.9-0.92.10.3719=51.81KN粉刷： 0.022(3.9-0.4)3.4-1.80.9-0.92.117=5.01KN窗重： 1.80.90.6=0.49KN门重; 0.92.10.2=.38KN连系梁传来自重： 1/23.91/23.93.24=12.32KN 1/2（3.9+3.9-

18、2.4）1.23.24=10.5KN中间层中节点： 3.2 楼面活荷载计算楼面活荷载作用下的结构计算简图如图3-5所示图中各荷载与计算如下：根据荷载规查得：不上人屋面：0.5KN/m2楼面：2.0 KN/m2走廊：2.5 KN/m23.2.1屋面活载计算屋面线荷载：P6AB=P6CD=0.53.=1.95KN/mP6BC=0.52.4=1.2KN/m屋面集中荷载：P6A=P6D=1/23.91/23.90.5=1.90KNP6D=P6C=1/2(3.9+3.9-2.4)120.5+1/43.93.90.5=3.52KN3.2.2楼面活载计算楼面线荷载：PAB=PCD=2.03.9=7.8KN/

19、mPBC=2.52.4=6KN/m楼面集中荷载：PA=PD=1/23.93.91/22.0=7.6KNPB=PC=21/21/23.93.9+1/2(3.9+3.9-2.4)1.22.5=15.7KN 图3-1 恒荷载作用下的结构简图 图3-2 活荷载作用下结构计算简图力计算4.1恒载荷载作用下的弯矩计算4.1.1等效均布荷载的计算1.在恒载作用下将梯形荷载转化成等效均布荷载（都是双向版）屋面三角形荷载折减系数 楼面2.活载作用下将梯形与三角形荷载转化成等效均布荷载屋面楼面框架计算简图 图4-1框架计算简图4.1.2 用弯矩分配法，计算梁、柱端弯矩1.梁固端弯矩梁端弯矩以绕杆端顺时针为正，反之

20、为负。 表4-1 竖向荷载作用下框架梁的固端弯矩 荷 载 部 位 边跨 中跨 跨 度 均布 荷载 固端弯矩 跨 度 均布 荷载 固端弯矩 左 右 左 右 恒 载 顶层 6.618.3466.5766.571.19.384.502.25其他层 6.638.32139.1139.11.27.463.581.79 活 载 顶层 6.61.676.066.061.20.750.360.18其他层 6.66.6824.8424.841.23.751.80.92.力分配系数的计算梁线刚度见下图： 图4-2框架梁柱线刚度 图4-3框架结构取半 表4-2力分配系数见下表 分配系数层 顶层 a0.276-0.7

21、24- b-0.1310.181-0.688 标准层 m0.160.420.430.077- n-0.1070.4080.408底层 c0.170.4470.383- d-0.0820.1140.4330.3713.恒载作用下的弯矩分配 图4-4恒载作用下顶层弯矩分配 图4-5恒载作用下标准层弯矩分配 图4-5恒载作用下标准层弯矩分配4.恒载作用下各层弯矩图： 图4-6 恒载作用下顶层弯矩图 图4-7 恒载作用下标准层弯矩图 图4-8 恒载作用下底层弯矩图 图4-9恒载作用下的弯矩图 将各层分层法求得弯矩图叠加，由于分层法误差各节点不一定平衡，为提高精度，将不平衡节点再分配一次进行修正。 表4

22、-3 不平衡节点修正表 0.724 0.276 0.131 0.688 0.181 20.27 20.01 71.88 51.61 66.99 69.48 17.52 -14.68 5.59 2.62 -13.77 -3.62 57.2 57.2 69.61 55.71 13.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10737.4736.957881.07121.6139.3576.5180.0319.76-15.74-15.745.992.94-15.08-15.08-3.9562.2665.33127.59142.1961.4364.9515

23、.81上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10740.5441.4781.0781.07121.6139.3580.0380.0319.7664.0564.05128.1142.5463.1163.1115.32上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.10741.941.881.0782.3121.6139.3580.0381.3619.76-17.6-17.66.73.23-17.05-17.05-4.4763.4764.83128.3142.5862.98664.3115.29上柱下柱右梁左梁上

24、柱下柱右梁0.4470.3830.170.820.4330.3710.11420.31 20.0285.1555.59120.43139.3184.0351.8420.44-9.08-7.783.451.61-8.67-7.43-2.2876.0747.81123.88140.9575.3647.4318.164.1.3 梁在实际分布荷载作用下按简支梁计算的跨中弯矩 表4-4恒载作用下边跨跨中弯矩的计算层（AB跨）M左M右Gab1GAB2VAM中657.269.613.2517.63117.8540.605127.59142.1927.1512.64116.7773.774128.1142.5

25、427.1512.64116.7973.323128.1142.5427.1512.64116.7973.322128.3142.5827.1512.64116.8273.231 123.88140.9227.1512.61116.4076.26 表4-5恒载作用中跨跨跨中弯矩的计算 层（BC跨）M左M右Gab1GAB2M中613.913.92.617.6340.60515.8115.812.612.6473.7745.325.322.612.6473.32315.3215.322.612.6473.32215.2915.292.612.6473.231 18.1618.162.612.647

26、6.264.1.4框架结构在恒载作用下弯矩图 图4-10 恒载作用下框架结构弯矩图4.2活载荷载作用下的弯矩计算4.1.1用弯矩分配法，计算梁、柱端弯矩1.活载作用下的弯矩分配图4-11活载作用下顶层弯矩分配图4-11活载作用下标准层弯矩分配图4-12活载作用下底层弯矩分配2.活载作用下各层弯矩图图4-13活载作用下顶层弯矩图图4-14活载作用下标准层弯矩图图4-15活载作用下底层弯矩图3.将各层弯矩图叠加得到活载作用下的弯矩图图4-16活载作用下弯矩图对活载作用下各个不平衡节点进行修正 表4-6对不平衡节点修正上柱下柱右梁左梁上柱下柱右梁0.7240.2760.1310.6880.1813.

27、613.418.314.76.097.951.55-2.611.00.44-2.35-0.625.75.76.535.60.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.1075.215.0112.4414.4521.6824.9711.7413.644.6-2.19-2.190.830.39-2.04-2.04-0.5410.2512.2622.5125.369.711.64.06上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.1077.226.5514.4514.4521.6824.9713.4613.464.

28、6-3.03-3.031.160.51-2.67-2.67-0.7011.421.4222.8425.4810.7910.793.9上柱下柱右梁左梁上柱下柱右梁0.420.420.160.0770.4080.4080.1077.487.314.4514.7121.6824.9713.6414.034.6-3.14-3.141.20.56-2.98-2.98-0.7811.3111.5722.8825.5210.6611.053.82上柱下柱右梁左梁上柱下柱右梁0.4470.3830.170.0820.4330.370.1143.584.0115.219.9121.5424.914.819.44

29、.7-1.60-1.370.610.02-2.04-1.47-0.4613.618.522.1524.9212.777.914.244.1.2 梁在实际分布荷载作用下按简支梁计算的跨中弯矩表4-6活载作用下边跨跨中弯矩的计算层（AB跨）M左M右Gab1VAM中65.76.531.954.413.28522.5125.367.817.713.59422.4825.487.817.6813.56322.4825.487.817.6813.56222.8825.537.817.7313.321 22.1524.927.817.7113.99 表4-7活载作用下中跨跨中弯矩的计算层（BC跨）M左M右G

30、ab1M中60.930.931.20.35454.064.0661.1843.93.961.0233.93.961.0223.823.8260.941 4.244.2461.364.1.3框架结构在活载作用下弯矩图图4-17活载作用下最终弯矩图4.3恒载与活载作用下梁剪力与柱轴力计算4.3.1梁端剪力计算1.恒载作用下弯矩 表4-8恒载作用下弯矩 楼层AB跨BC跨左端中间右端左端 中间MMMMM6-57.240.6069.61-13.90.965-127.5973.77142.199-15.8164-128.173.32142.54-15.325.513-128.173.32142.54-15

31、.325.512-128.373.23142.58-15.295.481-12.8873.26140.95-18.168.35 表4-9活载作用下弯矩 楼层AB跨BC跨左端中间右端左端 中间MMMMM6-5.73.286.53-0.930.355-22.913.5925.36-4.061.184-22.4813.562.48-3.91.023-22.4813.5625.48-3.91.022-22.8813.3225.53-3.820.941-22.1513.9924.92-4.241.362.梁端剪力均布荷载下: V=Vqb/2 表4-10恒载作用下边跨梁端剪力AB跨梁端剪力层qkN/mLm

32、qL/2（kN）(kN)(kN)(kN)（kN）(kN)618.346.660.511.8858.6462.454.0657.82538.326.6126.462.21124.25128.67114.67119.09438.326.6126.462.19124.27128.65114.69119.07338.326.6126.462.19124.27128.65114.69119.07238.326.6126.462.16124.3128.62114.72119.04138.326.6126.462.59123.87129.05114.29119.47 表4-11恒载作用下中跨梁端剪力BC跨梁

33、端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)69.382.411.26011.2611.262.352.3557.468.958.958.957.097.094321 表4-12活载作用下边跨梁端剪力AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)61.676.65.510135.385.644.925.2256.686.622.040.4321.6122.4719.9424.1446.686.622.040.4521.5922.4919.9224.1636.686.622.040.4521.5922.4919.9224.

34、1626.686.622.040.4021.6422.4419.9724.1116.686.622.00.4221.6222.4619.9524.13 表4-13活载作用下中跨梁端剪力AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)60.752.40.900.90.90.710.7153.754.54.54.53.563.56424.16324.16224.11124.134.4柱轴力和剪力4.4.1恒载作用下的柱轴力和剪力 表4-14恒载作用下边柱轴力和剪力层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）6115

35、8.6438.4724.397.1197.11-33.1822121.41121.41533124.2561.4724.318.72282.83-35.9444210.02331.43455124.2761.4724.3185.74468.57-35.4266210.04541.47377124.2761.4724.3185.74654.31-35.4288210.04751.54299124.361.4724.3185.70840.01-39.141010210.0096111111123.87107.9928.35231.861071.87-15.181212260.211221.72柱重

36、： 首层：6.754.2=28.35KN 其他层：6.753.6=24.3KN纵向荷载：=4.521/23.93.91/20.625+3.253.9+180.240.9 3.9=38.47KN=3.241/23.93.91/20.625+3.253.+(3.6-0.5)4.293.9-.291.81.8+0.3+1.81.5=61.47KN=3.243.93.9/40.425+3.25-3.9+(4.2-0.5)7.40-3.9-7.40 1.81.5+0.31.81.5=107.99KN 表4-15恒载作用下中柱轴力和剪力层截面横 梁剪 力（kN）横 梁剪 力 （kN）纵 向荷 载（kN）柱

37、 重（kN）（kN）中 柱轴 力（kN）中柱剪 力（kN）61162.411.2649.8624.3123.52123.5232.5422147.82147.82533128.678.9575.0124.3212.66336.1835.5744236.96384.78455128.658.9575.0124.3212.61548.7835.0666236.91621.69377128.658.9575.0124.3212.61761.435.0288236.91858.6299128.628.9575.0124.3212.58973.9838.801010236.881095.48111111

38、29.058.95123.8328.35261.31235.8115.061212290.181358.66折减系数纵向荷载：=4.521/43.93.90.625+3.253.9+180.240.93.9+(3.9+3.9-2.4)1.2/24.520.778=49.86KN=3.241/43.93.90.625+3.253.9+(3.6-0.5)4.293.9-4.291.80.9+0.31.80.9=75.01KN=3.241/43.93.90.625+3.253.9+（4.2-0.5）7.43.9-7.41.80.9+8.17=123.834.4.2活载作用下柱轴力剪力表4-16活载作

39、用在柱轴力层截面(kN)纵向荷载 kNA柱轴力(kN)A柱剪力(kN)(kN)(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)611225.381.196.574.435.640.92.458.994.255334421.614.7532.56.5822.474.59.7945.56.224556621.594.559.096.3422.494.59.7982.535.993778821.594.785.436.3122.494.59.9119.315.96299101021.644.75111.826.9922.444.59.79156.046.6111111121221.62451

40、38.192.8222.464.59.79192.792.63纵向荷载：=0.51/43.93.90.625=1.19KN=2.01/43.93.90.625=4.75KN=0.51/43.93.9.625=0.5(3.9-2.4+3.9)1.21/2 0.778=2.45KN=2.01/43.90.90.625+2.01.2/25.40.778=9.79KN 4-18框架结构在恒载作用下梁剪力、柱轴力图4-1框架结构在活载作用下梁剪力、柱轴力图第5章风荷载计算5.1风荷载标准值计算计算公式为：风荷载标准值 风压标准值 风荷载体形系数风压高度变化系数 z高处的风振系数L形且平面建筑，迎风面=0

41、.8，背风面=-0.5，=0.8+0.5=1.3因H=22.2m30m =1.0 基本风压（）0.45KN/将风荷载换算成作用于框架每层节点上的集中荷载（z为框架节点至室外地面高度，A为一榀框架各层节点的受风面积） 表5-1风荷载换算成作用于框架每层节点上的集中荷载层数Z（m）（kN/m2）A（m2）Pw（kN）61.01.332.658.88240.4514.047.2551.01.319.050.8210.4514.046.7441.01.319.050.7490.4514.046.1831.01.311.850.740.4514.046.7821.01.38.250.740.4514.0

42、46.781131.34.650.740.4514.06.97 图5-1风荷载计算简图 表5-2 线刚度调整楼层K一般层K=(i1+i2+i3+i4)/2ic=K/(2+K)底层K=(i1+i2)/ic=(0.5+K)/(2+K)表5-3框架柱抗侧刚度层号柱编号Ic（）KD()26A4.330.380.161.8446.174B4.330.910.311.243C4.330.910.311.243D4.330.380.161.8441A3.710.440.390.9843.255B3.711.060.11.287C3.711.060.511.287D3.710.440.390.9845.2风荷

43、载作用下柱剪力计算 表5-4框架柱剪力层号水平荷载层间剪力DA/DB/DC/DD/VAVBVCVD67.257.250.2990.2010.2010.2992.171.461.462.1756.7413.990.2990.2010.2010.2994.182.812.814.1846.1820.10.2990.2010.2010.2996.034.544.546.0336.7826.950.2990.2010.2010.2998.065.425.428.0626.7833.730.2990.2010.2010.29910.086.786.7810.0816.9740.70.3020.3950.

44、3950.30212.298.188.1812.29 表5-5各柱反弯点高度比层号ZA=ZDZB=ZCKY0Y1Y2Y3YKY0Y1Y2Y3Y60.380.1080000.1080.910.350000.3550.380.290000.290.910.400000.4040.380.350000.350.910.450000.4530.380.440000.440.910.460000.4520.380.510000.510.910.500000.510.440.780000.781.060.650000.65 表5-6框架柱端弯矩 层号ZA=ZDZB=ZC60.3890.746.971.29

45、61.893.3651.0444.3610.681.444.056.1741.2607.614.111.627.358.9531.58412.7714.261.628.8910.7321.8618.117.81.812.2012.2013.27610.2611.362.7322.3312.02 表5-7框架梁端弯矩层号LABLBCMABMBAVABMBCVB651.7910.59.4414.512.08573.2921.9014.4230.2425.24108.430.022141.4634.553118.4238.7223.8153.4844.572144.4841.6628.2057.53

46、47.941126.5242.5525.6158.7548.965.3风荷载作用下弯矩剪力图图5-2 风荷载作用下弯矩图 图5-3 风荷载作用下框架梁柱剪力图第6章地震荷载计算6.1地震荷载计算6.1.1各层重力代表值的计算梁重：纵梁A D： 260.50.25=3.25KN/m2 纵梁B C： 260.40.25=2.6KN/m2 横梁 ： 260.50.25=3.25KN/m2 走廊横梁： 260.40.25=2.6KN/m2墙重 （砌体与抹灰之和） 外墙：底层 180.37=6.66KN/m2 其他层 9.60.37=3.55KN/m2 墙：底层 180.24=4.2KN/m2 其他层

47、9.60.224=2.30KN/m2 抹灰 外墙面抹灰 200mm厚水泥砂浆 0.4KN/m2 外墙面与墙面抹灰， 20mm厚水泥砂浆，0.34KN/m2总墙重 外墙：底层 6.66+0.4+0.34=7.4KN/m2 其他层 3.5+0.4+0.34=4.29KN/m2 墙：底层 4.32+0.342=5.0KN/m2 其他层 2.3+0.342=2.98KN/m2柱子 （考虑到柱子的抹灰，取柱子自重27KN/） 270.50.5=6.75KN/m门 0.2 KN/m2 窗 0.3KN/m2图6-1 重力荷载代表值计算简图六层上半层女儿墙： 3.920.240.918=30.33kN屋面：

48、3.9（6.62+2.4）4.25=275.0kN纵梁： 3.923.25+3.922.6=45.63kN横梁： 6.623.25=42.9kN走廊横梁： 2.42.6=6.24kN柱子： 43.6/26.75=48.6kN外墙： （3.9-0.5）2（3.6/2-0.5）4.29-(1.5+0.9-3.6/2)21.84.29=28.66kN纵墙： （3.9-0.5）2（3.6/2-0.4）2.98-(3.6/2-1.5)0.94+1.80.92 2.98=15.5kN横墙： (6.6-0.5)(3.62-0.5)22.98=47.26kN外墙窗： 0.621.80.3=0.65kN墙窗：

49、1.80.920.3=0.972kN门： (3.6/-1.5)0.940.2=0.22kN=541.96kN六层下半层柱子： 43.6/26.75=48.6kN外墙： （3.9-0.5）23.6/24.29-（3.6/2-0.9）1.84.292=24.02kN纵墙： （3.9-0.5）23.6/22.98-3.6/20.942.98=9.06kN横墙： （6.6-0.5）3.6/222.98=65.44kN外墙窗： 0.91.80.32=0.97kN门： 3.6/20.90.24=0.58kN=148.67kN五层上半层 楼面： 3.9（6.62+2.4）3.24=197.12kN纵梁： 3

50、.923.25+3.922.6=45.63kN横梁： 6.623.25=42.9kN走廊横梁： 2.42.6=4.24kN柱子： 43.6/26.75=48.6kN外墙： 28.66kN纵墙： 15.50kN横墙： 47.26kN=433.75kN五层下半层=六层下半层 =148.67kN四层上半层=五层上半层=三层上半层=二层上半层 =433.75kN四层下半层=三次下半层=二层下半层 =148.67kN一次上半层：楼面： 3.9（6.62+2.4）.3.24=197.12kN纵梁： 45.63kN横梁： 42.9kN柱子： 44.2/26.75=56.7kN外墙： （3.9-0.5）2（4

51、.2/2-0.5）4.29-（4.2/2-1.8）21.84.29=46.16kN纵墙： （3.9-0.5）2（4.2/2-0.4)2.98-1.80.922.98=27.83kN横墙： (6.5-0.5)2(4.2/2-0.5)2.98=58.17kN外墙窗： (4.22-1.8)/21.80.3=0.32kN墙窗： 1.80.90.32=0.97kN=475.8kNG=Gi+0.5活G6=541.96+0.53.9(6.62+2.4)0.5=557.17kNG5=148.67+433.75+0.5(3.96.622+3.92.42.5)=645.6kNG4=645.6kNG3=645.6k

52、NG2=645.6kNG1=148.67+475.8+0.5(3.96.622.0+3.92.42.5)=687.65kNG=3827.22kNA=3.9(6.62+2.4)6 =305.04m2G/A=12.55满足6.1.2地震荷载计算 建筑物高度22.201.4Tg=0.49s，且Tg0.35s需要附加顶部集中力n=0.08T1+0.07=0.118=n=0.118159.4=18.81KN各楼层水平地震作用标准值 ： 表6-3各楼层水平地震作用标准值层号Vi622.2557.1712369.1714.0590.2553.9653.96518.6645.612008.16140.590.

53、2433.7487.7415645.69684140.590.2028.12115.82311.4645.67359.84140.590.1521.09136.9127.9645.6503.68140.590.1014.06150.9714.2687.65288.13140.590.057.02157.99各楼层最小剪力验算：VEKi，min=0.016VEK5，min=53.960.016557.17=8.911kNVEK4，min=87.70.016（557.17+645.6）=19.24kN其他层验算从略，都满足要求地址荷载作用下框架柱剪力计算： 表6-4 框架柱剪力计算 层号层间剪力D

54、A/DB/DC/DD/VAVBVCVD653.960.2990.2010.2010.29916.1310.8510.8516.13587.70.2990.2010.2010.29926.2217.6317.6326.224115.820.2990.2010.2010.29934.6323.2823.2834.633136.910.2990.2010.2010.29940.9427.5227.5240.942150.970.2990.2010.2010.29945.1430.3430.3445.141157.990.3020.3950.3950.30247.2431.7631.7647.24表6

55、-5框架柱端弯矩计算楼层ZA=ZDZB=ZC60.3896.2751.791.29614.0625.0051.04427.3767.021.4425.3938.0841.26035.8981.031.6237.7146.0931.58464.8582.531.6244.854.4921.8682.8779.631.854.6154.6113.276154.7543.652.7386.7046.69 表6-7框架梁端弯矩剪力计算楼层LABLBCMABMBAVABMBCVB651.7910.59.4414.512.08573.2921.9014.4230.2425.24108.430.022141

56、.4634.553118.4238.7223.8153.4844.572144.4841.6628.2057.5347.941126.5242.5525.6158.7548.966.2地震荷载作用下弯矩剪力图、柱轴力图 图6-3 地震荷载作用下框架结构弯矩图 图6-4地震荷载作用下梁柱剪力图 图6-5 地震荷载作用下柱的轴力图第7章力组合7.1将恒载与活载作用下轴线处的弯矩剪力换算成梁端柱边的剪力 表7-1在恒载作用下将AB跨弯矩剪力换算梁端柱边层数gb/2gb/2618.340.254.58558.64-5.7254.06-43.6962.4-69.6157.82-55.16538.320.

57、259.58124.25-127.59114.67-98.92128.67-142.19119.09-112.42438.320.259.58124.27-128.1114.69-95.60128.65-142.54119.07-112.77338.320.259.58124.27-128.1114.69-99.43128.65-142.54119.07-112.77238.320.25.58124.3-128.3114.72-99.62128.62-142.58119.04-112.82138.320.259.58123.97-123.88114.29-95.31129.05-140.951

58、19.47-110.08 表7-2在恒载作用下将BC跨弯矩剪力换算梁端柱边层gb/2gb/269.380.252.3511.26-13.98.91-11.6757.460.251.878.95-15.817.08-14.0447.460.251.878.95-15.327.08-13.5537.460.251.878.95-15.327.08-13.5527.460.251.878.95-15.287.08-13.5217.460.251.877.95-18.167.08-16.39 表7-3在活载作用下将AB跨弯矩剪力换算梁端柱边层数gb/2gb/261.676.250.425.3-5.74

59、.96-4.465.64-6.535.22-5.2356.680.251.6721.61-22.5919.94-17.6122.47-25.3624.147-19.3346.680.251.6721.59-22.4819.92-17.5022.49-25.4824.1619.4436.80.241.6721.59-22.4819.92-17.5022.49-25.4824.16-19.4426.680.251.6721.64-22.8819.97-17.8922.44-25.5324.11-19.5016.680.251.6721.62-22.1519.95-17.1622.46-24.922

60、4.13-18.89 表7-4在活载作用下将BC跨弯矩剪力换算梁端柱边层gb/2gb/260.750.250.190.9-0.930.71-0.7553.850.250.944.5-4.063.56-3.1743.850.250.944.5-3.93.56-3.0133.750.250.94.5-3.93.56-3.0123.750.250.94.5-3.82 3.56-2.9313.750.250.944.5-4.243.56-3.357.2将风荷载作用下轴线处的弯矩剪力换算成梁端柱边的剪力 表7-5将AB跨梁端弯矩换算到梁端柱边层数+61.276.971.418.385.480.956.6