《保定市某小区住宅楼结构设计9300字（论文）》

保定市某小区住宅楼结构设计摘要本设计所选工程为保定市某小区住宅楼，住宅楼共11层，占地面积588.64，住宅楼的建筑总面积为5871.79，建筑建造采用剪力墙结构。本毕业设计内容包括建筑设计与结构设计两部分。设计成果包括手算计算书、CAD建筑结构施工图、PKPM建模以及PKPM电算结果。建筑设计部分包括建筑平面布局、立面设计、剖面设计、绿色建筑设计、防火和疏散设计以及工程做法；结构设计部分包括工程概况、结构的选型与布置、荷载作用以及内力计算、截面设计与配筋。该剪力墙住宅楼建筑设计布局合理，满足功能要求，结构设计进行了刚度计算、竖向荷载计算、风荷载标准值计算、水平地震作用计算、内力设计值计算、剪力墙内力组合和截面设计。通过参考与之相关的各种建筑规范，充分考虑各种情况，设计内容扎实，详尽。通过完成本次毕业设计，我完整的掌握了剪力墙住宅结构的设计方法，进一步熟练掌握了autoCAD与PKPM软件的使用，为以后的工作打好了基础。关键词：剪力墙结构；荷载计算；内力组合；配筋计算目录第1章 建筑设计与工程概况 建筑设计与工程概况1.1建筑设计本住宅楼两梯四户，分别有两部电梯楼梯，满足住宅楼紧急疏散与防火要求，整栋楼坐南朝北，户型布置呈对称分布，一厨两卫两厅三卧，客厅采用横厅布置，带大落地窗与开敞阳台，厨房卧室卫生间均布置铝合金窗，保持对外通风，且采光良好，户型布置，科学合理，居住体验感良好，一楼入口踏步处设置斜坡，方便老人和残疾人进出，平面布局中无凸出，凹进过大，满足规范要求,建筑顶层有电梯设备间与水箱设备间，建筑层高为2.9米，满足规范要求，不会使人居住时产生压抑的感觉，建筑外立面装修、内装修、防水、防火、室内环境控制、节能、太阳能设计、无障碍设计、电梯、安全防护、安全防范设计均符合要求。1.2工程概况保定市某小区11层住宅楼，采用现浇式钢筋混凝土剪力墙结构形式。场地周边地势平坦，交通状况良好。建筑高度32.2，室内外高差为0.30，标准层层高为2.9。地面粗糙程度为C类，保定市地区抗震设防烈度为7度，场地类别为Ⅱ类，设计地震分组为二组，基本风压0.40，基本雪压为0.35。结构的长宽比：满足规范要求，结构高宽比为满足要求。选用现浇楼板，板厚均为100.剪力墙结构选用C30强度的混凝土，钢筋采用HPB235和HPB400,本工程剪力墙采用双排配筋，现浇式剪力墙截面厚度为200，砌块填充墙为200和100两种。剪力墙类型判别与刚度计算2.1剪力墙类型判别在对剪力墙进行刚度计算以前，需判断剪力墙类型，剪力墙按照长宽比分类可分为柱、短肢剪力墙和普通剪力墙。墙面没有开洞的剪力墙为整体剪力墙，开洞的根据开洞大小分为整体小开口墙、双肢或多肢剪力墙和壁式框架。本结构沿着Y轴对称，Y轴方向剪力墙数量更多且布置规律，故对Y轴方向剪力墙进行计算，标准层剪力墙布置如图2.1所示，其中YSW-4、TSW-5、YSW-7、YSW-8为整体墙，YSW-1、YSW-2、YSW-3、YSW-6、的截面特性如表2.1所示。图2.1标准层剪力墙平面布置图2.1.1各墙肢截面特性计算以剪力墙YSW-1为例，计算过程如下墙肢截面面积：墙肢截面惯性矩：截面形心坐标为:组合截面惯性矩为：同理，按照上述过程求出其他墙体的截面特性，如表2.1所示。表2.1各墙肢截面特性(有洞口）各墙肢名称/各截面面积/各截面惯性矩/形心y/组合截面惯性矩I/AAIIYSW-10.110.870.002771.371893.9232.91575=0.98=1.37465YSW-20.650.110.57210.002772.85921.83467=0.76=0.57487YSW-30.420.760.154350.91453.19493.26558=1.18=1.06885YSW-60.120.160.04320.10241.28570.34380=0.28=0.14562.1.2各片剪力墙的连梁折算惯性矩计算在标准层剪力墙的Y方向墙中,剪力墙外墙YSW-1，YSW-2的洞口连梁高度为，其余各墙洞口连梁为，截面剪应力不均匀系数。以剪力墙YSW-1为例，连梁折算惯性矩的计算过程如下：已知塑钢窗的洞口的宽度，连梁的高度，则计算跨度：连梁的截面面积：连梁的截面惯性矩：洞口两侧墙轴线的间距：折算惯性矩：同理，按照上述过程求出其他墙体的连梁折算惯性矩，如表2.2所示。表2.2墙体的连梁折算惯性矩墙号YSW-10.90.51.150.11.20.00210.001343.30.0096YSW-20.90.51.150.11.20.00210.001342.80.0069YSW-30.90.71.250.141.20.00570.002943.850.0022YSW-60.80.71.350.141.20.00570.0031591.70.00322.13剪力墙类型判别已知剪力墙各墙肢截面特性与连梁折算惯性矩，对剪力墙类型进行判别，以YSW-1剪力墙为例由前面计算可知：剪力墙的整体工作系数：查规范可知当且时，此剪力墙为壁式框架；当且时，此剪力墙为整体小开口墙；当且时，此剪力墙为双肢墙。由此可知，剪力墙YSW-1为双肢墙。同理，其他剪力墙类型的判别结果如表2.3所示表2.3各剪力墙的类型判别墙号类型YSW-11.374652.915751.541250.00960.85.53<10双肢墙YSW-20.574871.834671.25980.00690.87.25<10双肢墙YSW-31.068853.265582.1967340.00220.83.00<10双肢墙YSW-60.14560.354800.19820.00330.89.96<10双肢墙2.2剪力墙刚度计算在计算剪力墙的刚度时，可以引入等效刚度的概念，整体墙和双肢剪力墙的等效刚度计算方式不同，所以按剪力墙类别将其分为两部分分别进行计算。2.2.1整体墙的等效刚度计算整体墙YSW-4的等效刚度：表2.4YSW-4,YSW-5,YSW-7的等效刚度墙体YSW-429.10.2×2.90.580.40651.23.01.1829YSW-529.10.2×3.750.750.66021.23.01.9586YSW-729.10.2×5.01.002.08331.23.06.0881YSW-829.10.2×6.81.365.24051.23.014.9852.2.2双肢剪力墙等效刚度计算在计算双肢剪力墙等效刚度时，分均布荷载作用、倒三角形分布荷载作用和顶点集中荷载作用三种荷载情况运用不同的计算方法，由于水平地震作用近似于倒三角形分布，故由倒三角分布荷载的算式进行计算，以剪力墙YSW-1为例。表2.5双肢墙的等效刚度墙体YSW-10.01921.3746524.4730.580.80.0890.980.00496914.4193YSW-20.01380.5748742.0652.560.80.0550.760.0026806.84369YSW-30.00441.068857.2129.000.80.2341.180.0044688.016375YSW-60.00660.145679.4299.270.80.0340.280.0018421.8768852.2.3总剪力墙刚度特征值计算已知各剪力墙的刚度特征值以及在标准层中个剪力墙的数量，可以得出标准层剪力墙特征值的总和。表2.6总剪力墙的刚度墙体墙体类型数量单个墙体的刚度同一墙体的刚度YSW-1双肢墙214.419328.8386135.2552YSW-246.8436927.3748YSW-348.01637532.0655YSW-641.8768857.50754YSW-4整体墙41.118294.47316YSW-541.95867.8344YSw-726.088112.1762Ysw-8114.98514.985荷载作用计算3.1竖向荷载计算3.1.1活荷载标准值本住宅楼为民用建筑，通过查《建筑结构荷载规范》可得楼面均布活荷载标准值为2.0，组合值系数为0.7，频遇值系数为0.5，准永久值系数为0.4；楼梯同上。电梯机房活荷载标准值为7.0，组合值系数为0.9，频遇值系数为0.9，准永久值系数为0.8。建筑屋面为不上人屋面，均布活荷载标准值为0.5，组合值系数为0.7，频遇值系数为0.5，准永久值系数为0.0。3.1.2恒荷载标准值、设计值1.楼面做法与荷载计算100mm厚现浇钢筋混凝土楼板0.1×25=2.5kN/㎡20mm厚B1级挤塑保温板0.02×0.3=0.006kN/㎡30mm厚水泥砂浆面层0.03×25=0.75kN/㎡15mm厚混合砂浆顶层抹灰0.015×17=0.255kN/㎡地面装修自重1.8kN/㎡恒荷载标准值5.311kN/㎡恒荷载设计值1.2×5.311=6.37kN/㎡活荷载设计值1.4×2=2.8kN/㎡2.屋面做法与荷载计算40mm厚C20细石混凝土0.04×20=0.8kN/㎡10mm厚石灰砂浆隔离层0.01×17=0.17kN/㎡三毡四油防水层0.4kN/㎡20mm厚水泥砂浆找平层0.02×20=0.4kN/㎡30mm厚水泥珍珠岩找坡0.03×15=0.45kN/㎡120mm厚挤塑聚苯板保温层0.12×16=1.92kN/㎡100mm厚现浇钢筋混凝土面板0.1×25=2.5kN/㎡恒荷载标准值6.64kN/㎡恒荷载设计值1.2×6.64=7.968kN/㎡活荷载设计值（不上人屋面）1.4×0.5=0.7kN/㎡3.墙体荷载计算（1）外墙10mm厚聚合物抗裂砂浆0.01×20=0.2kN/㎡200mm厚钢筋混凝土墙0.2×25=5.0kN/㎡20mm厚B1级挤塑保温板0.02×0.3=0.006kN/㎡20mm厚水泥砂浆找平层0.02×20=0.4kN/㎡外墙合计5.606kN/㎡（2）内墙：2mm厚石膏砂浆罩面（两面）0.002×14×2=0.058kN/㎡7mm厚石膏砂浆抹平（两面）0.007×14×2=0.196kN/㎡200mm厚钢筋混凝土墙0.20×25=5.0kN/㎡内墙合计5.254kN/㎡（3）内隔墙：2mm厚石膏砂浆罩面（两面）0.002×14×2=0.058kN/㎡7mm厚石膏砂浆抹平（两面）0.007×14×2=0.196kN/㎡200mm厚BIM轻集料隔墙连锁砌块0.2×5.5=1.1kN/㎡内隔墙合计1.354kN/㎡（4）女儿墙：10mm厚聚合物抗裂砂浆0.01×20=0.2kN/㎡200mm厚钢筋混凝土墙0.2×25=5.0kN/㎡20mm厚水泥砂浆找平层0.02×25=0.5kN/㎡女儿墙合计5.7kN/㎡4.门窗重量：木质门0.2kN/㎡钢铁门0.45kN/㎡钢框玻璃窗0.45kN/㎡5.设备重量：电梯及设备重200kN水箱及设备重400kN3.2风荷载标准值计算在结构设计中，风荷载对结构受力的影响比较大，是结构设计的主要控制条件之一，需要计算出垂直作用于结构表面的风荷载标准值，保定市地面粗糙度类别为C类，则地面粗糙度修正系数，其结构阻尼比。已知结构的自振频率：可得：由此计算脉动风荷载的共振分量因子：已知场地粗糙类别为C类，建筑属于高层建筑，可得系数，；查《建筑结构荷载规范》附录G根据相对高度确定。竖直方向的相关系数：水平方向的相关系数：则可由下式计算脉动风荷载的背景分量因子已知峰值因子，10m高度名义段流强度,可求出Z高度处的风振系数：现在求风荷载标准值，然后求各层风压荷载，已知基本风压，查规范可知不同楼层高度对应的风压高度变化系数，由于本建筑平面为矩形，且,查规范可知=1.3,根据表中数据求得结构底部剪力,结构底部弯矩为，具体计算结果见表4.1表3.1建筑风荷载数据计算结果楼层机房36.6110.9591.85427.024.992182.72859961132.20.8800.8360.9061.75624.4671.4545.4328.910930.91774551029.30.8010.7400.8701.6972.945.4326.829786.088501926.40.7210.6960.8301.6872.945.4325.445671.7378656823.50.6420.5220.7891.5422.945.4322.109519.5555248720.60.5630.4220.7481.4622.945.4319.872409.3727393617.70.4840.3580.7011.4182.945.4318.063319.7203232514.80.4040.2700.651.3402.945.4315.828234.2516176411.90.3250.1950.651.2462.945.4314.718175.138283339.00.2460.1210.651.1522.945.4313.607122.464742426.10.1670.0600.651.0762.945.4312.70977.5279304813.20.0870.0200.651.0252.945.4312.10738.7427043.3水平地震作用的计算3.3.1重力荷载代表制的计算1.女儿墙自重计算：总长：总面积：自重：2.剪力墙外墙自重计算：总长：总面积：（去除门窗洞口面积）自重：3.剪力墙内墙自重计算：总长：总面积：（去除门窗洞口面积）自重：4.隔墙自重计算：总长：总面积：自重：5.门窗自重计算：木门面积：自重：钢铁门和防火门面积：自重：塑钢窗面积：自重：6.楼梯电梯间自重计算：楼梯电梯间面积：自重：7.楼板自重计算：楼板面积：自重：8.屋面板自重：9.楼面活荷载：10.雪荷载：已知本建筑结构各部分自重标准值以及各可变荷载组合值系数，可以求出重力荷载代表制G，1层到10层的重力荷载代表值=恒荷载+0.5×楼面活荷载（楼梯电梯自重一般取标准层楼面自重的1.2倍）第11层为顶层，有女儿墙和雪荷载以及电梯设备自重。重力荷载代表值第12层机房的重力荷载代表值图33.1动力计算简图3.3.2结构基本自振周期计算因为建筑屋顶带有突出的设备间，现按照主体的结构顶点位移相等的原则，将电梯间、水箱间的重力荷载代表值通过公式折算到建筑结构主体的顶层，并将各质点的总重代表制转换为作用在建筑主体上的均布荷载，并分别求出两种荷载作用下结构顶点的位移，将两种荷载下的顶点位移相加得出结构顶层侧移值，代入公式中求出建筑结构基本子镇周期。计算过程如下：电梯间的质点重力荷载代表值：转换后均布荷载：在均布荷载作用下结构顶点的位移：在顶点集中力作用下结构顶点位移：荷载作用下建筑结构顶点总位移：故该建筑主体结构的基本自振周期为：（取）3.3.3地震作用计算因为本建筑高度低于4m，所以采用底部剪力法对其进行计算，根据工程概况中的已知条件查《建筑结构荷载规范》可知，，，由求得，，可以求出地震作用影响系数：等效总重力荷载：结构底部剪力：因为所以顶点附加地震作用系数：则标准值:各质点水平地震作用标准值：（计算结果见表3.2）重力荷载代表值的设计值：地震作用产生的底部弯矩：地震作用产生的底部剪力：按照底部总弯矩和总剪力相等的原则，等效的折算成倒三角形核载和顶点集中荷载。倒三角形荷载中的最大荷载集度：顶点集中荷载：表3.2各质点水平地震作用标准值质点12603.436.622084.4440.070519361466.581009116882.6532.2221621.33402.114873412948.09892107444.3329.3218118.869395.759927111595.7658697444.3326.4196530.312356.58914939413.95354187444.3323.5174941.755317.41837157459.33173177444.3320.6153353.198278.24759385731.90043267444.3317.7131764.641239.0768164231.65964357444.3314.8110176.084199.90603822958.60936647444.3311.988587.527160.73526051912.749637444.339.066998.97121.56448271094.08034427444.336.145410.41382.39370495502.601600217444.333.223821.85643.22292719138.313367合计81929.351453409.3952637.09966459453.64543.4结构水平位移的验算3.4.1对风荷载作用下的水平位移进行验算在倒三角形荷载作用下任一点位移：在均布荷载作用下任一点位移：3.4.2对水平地震作用下的水平位移的进行验算在倒三角形荷载作用下任一点的位移：在顶点集中荷载作用下任一点位移：由上表可知，在风荷载作用下位移验算满足要求：在水平地震作用下位移验算满足要求表3.3结构在水平作用下位移验算楼层风荷载作用下水平地震作用下倒三角形荷载均布荷载总位移倒三角形荷载顶点集中荷载总位移113254103092882572262051743102513第4章剪力墙的内力设计值计算4.1水平地震作用下剪力墙内力设计值计算在水平地震作用下，剪力墙结构应分别按倒三角形分布荷载（）和顶点集中荷载()计算内力。倒三角形分布荷载作用下，分别计算总剪力墙的弯矩、剪力和总壁式框架的剪力，计算结果见表5.2。计算公式为：（2）在顶点集中荷载作用下，分别计算总剪力墙弯矩、剪力，计算结果见表4-1。计算公式为：表4.1水平地震作用下总剪力墙、总框架内力计算楼层倒三角的荷载作用下顶点集中荷载作用下总内力Vw/kNVf/kNMw/kN·mVw/kNVf/kNMw/kN·mVw/kNVf/kNMw/kN·m111.0000-501.55469.78410.0513.528313.33062-299.07-514.699500.016112.325100.9125-385.24563.56-540912.326114.53282-277.37-368.537674.4963-5786.67590.7986-211.061258.4-280211.123915.73502-248.670-222.374820.0344-3151.15580.7125-82.45894.362317.49.920416.93855-219.965-76.0499936.74351999.03570.625835.15986.378427.58.718218.14075-196.26370.11261024.3658132.63560.6524162.541053.6160617.5160519.34294-166.562216.275251083.04515796.07550.4456315.451045.3249856.3138520.54514-133.860362.437861112.78324752.87540.3345446.561078.5353195.1103221.74867-117.155508.762341113.56335103.49530.2788516.581035.6470663.9081322.95087-86.4539654.925051085.38446881.11520.182169.5.17985.54603052.7059324.15307-59.7521801.0876611028.26360146.88510.0428898.54918.58750941.5037325.35527-25.0504947.25026942.200174970.455001025.5724.5792873026.644-0.15431103.93404817.892774.5654.2风荷载作用下剪力墙内力设计值计算在风荷载作用下，剪力墙结构应分别按倒三角形分布荷载（）和顶点集中荷载()计算内力。采用以下公式计算：表4.2风荷载作用下总剪力墙、总框架内力计算楼层倒三角的荷载作用下顶点集中荷载作用下总内力Vw/kNVf/kNMw/kN·mVw/kNVf/kNMw/kN·mVw/kNVf/kNMw/kN·m111.0000-501.55469.78410.0513.528313.33062-299.07-514.699500.016112.325100.9125-385.24563.56-540912.326114.53282-277.37-368.537674.4963-5786.67590.7986-211.061258.4-280211.123915.73502-248.670-222.374820.0344-3151.15580.7125-82.45894.362317.49.920416.93855-219.965-76.0499936.74351999.03570.625835.15986.378427.58.718218.14075-196.26370.11261024.3658132.63560.6524162.541053.6160617.5160519.34294-166.562216.275251083.04515796.07550.4456315.451045.3249856.3138520.54514-133.860362.437861112.78324752.87540.3345446.561078.5353195.1103221.74867-117.155508.762341113.56335103.49530.2788516.581035.6470663.9081322.95087-86.4539654.925051085.38446881.11520.182169.5.17985.54603052.7059324.15307-59.7521801.0876611028.26360146.88510.0428898.54918.58750941.5037325.35527-25.0504947.25026942.200174970.455001025.5724.5792873026.644-0.15431103.93404817.892774.5654.3各片剪力墙内力设计值计算根据各片剪力墙等效刚度与总剪力墙刚度的比值，将总剪力墙内力分配给各片剪力墙，求得各片剪力墙等效刚度比，见表4.3。表4.3各片剪力墙等效刚度比墙号EcIeq/×107kN·m2等效刚度比/×107kN·m2XSW-A38.950.2112196.25XSW-F51.010.2762XSW-C3.810.0252XSW-D3.810.0254XSW-E1.950.0156XSW-C13.830.0255YSW-2114.620.0829YSW-224.460.0289YSW-415.1860.033YSW-421.6830.0141YSW-434.010.0265YSW-104.180.0274YSW-11-24.460.0289YSW-119.480.1087YSW-616.150.091YSW-1219.480.1087YSW-86.130.0378YSW-96.710.04089因为手算过程重复，本设计只对整截面墙YSW-4、双肢墙YSW-1进行设计计算，计算公式为：表4.4水平地震作用下各片剪力墙的内力设计值计算楼层总剪力墙内力YSW-1YSW-4Vwi/kNMwi/kN·mVwij/kNMwij/kN·mVwij/kNMwij/kN·m111.0-449.73-111.225-6.5-11.35-6.38-12.21100.9-318.177-5910.225-4.62-94.28-4.53-93.490.8-186.617-3274.705-2.74-56.59-2.69-56.580.7-54.9111875.485-0.8617.06-0.8515.670.676.64768009.0851.02104.770.99101.4760.5208.20715672.5252.9214.362.84208.7650.4339.76624629.3254.79342.444.68334.1640.3471.47134979.9456.67490.456.52479.0730.2603.03146757.5658.55658.878.36643.9520.1734.59160023.33510.43848.5710.2829.6710.0866.1574846.90512.311060.5512.051037.200.01007.1892651.01514.331315.1514.021286.46表4.5风荷载作用下各片剪力墙的内力设计值计算楼层总剪力墙内力YSW-1YSW-4Vwi/kNMwi/kN·mVwij/kNMwij/kN·mVwij/kNMwij/kN·m111.0-449.73-111.225-6.5-11.35-6.38-12.21100.9-318.177-5910.225-4.62-94.28-4.53-93.490.8-186.617-3274.705-2.74-56.59-2.69-56.580.7-54.9111875.485-0.8617.06-0.8515.670.676.64768009.0851.02104.770.99101.4760.5208.20715672.5252.9214.362.84208.7650.4339.76624629.3254.79342.444.68334.1640.3471.47134979.9456.67490.456.52479.0730.2603.03146757.5658.55658.878.36643.9520.1734.59160023.33510.43848.5710.2829.6710.0866.1574846.90512.311060.5512.051037.200.01007.1892651.01514.331315.1514.021286.464.4双肢墙YSW-1内力设计值计算由于整体墙的内力设计值不需要调整，对双肢墙的各肢墙截面内力和连梁内力计算：对墙肢约束弯矩：墙肢轴力：墙肢剪力：连梁的内力设计值:双肢墙在均布荷载作用下墙肢和连梁内力计算结果见表4.6。表4.6YSW-1在均布荷载作用下的连梁内力层次XSW-C内力左肢内力右肢内力连梁内力Vwi/kNMwi/kN·mVwi1/kNMwi1/kN·mNwi1/kNVwi2/kNMwi2/kN·mNwi2/kNVbi1/kNMbi1/kN·m111.000-7.8347.789-5.715832.7223.4981-0.6840.591212.3481.654-2.802100.909-5.9543.487-4.061429.779.58-0.45880.647811.3431.764-1.97590.819-4.0739.178-2.40726.83235.66-0.23320.594410.2281.766-1.14880.729-2.18834.868-0.750823.88431.739-0.0070.5419.1141.764-0.3270.638-0.30930.560.903620.93927.820.21820.4877.9921.7640.50860.5481.57126.2572.55817.99423.90.4430.4346.8811.7641.3550.4583.45121.9544.212415.04919.980.66940.385.7671.7662.12240.3675.33317.6415.868612.10116.060.89530.3274.651.7643.00330.2777.21813.33627.5239.156712.141.12090.2743.5361.7643.87520.187-0.90719.03079.17746.21188.221.34650.222.4251.7544.64710.0960.97314.725310.83173.26694.311.57210.16721.3041.8455.41900.0002.9897.78922.605232.7223.4981.81390.70122.458-12.387.354.5剪力墙竖向荷载作用下的内力计算竖向荷载包括竖向恒载和竖向活载，在竖向荷载作用下可以近似地认为各片剪力墙只受轴力，且规定受压为正，其弯矩和剪力为零。各片剪力墙承受的轴力由墙体自重和楼板传来的荷载两部分组成，其中楼板传来的荷载可以近似按其受荷面积计算，不考虑结构的连续性进行分配计算。在计算墙肢轴力时，以洞口的中线为荷载分界线。1整截面墙YSW-4G1～G11=6451.54kN，G12=5312.0921kNG13=1584.533kN，G14=911.022kN表4.7各墙肢截面面积墙号A/m2YSW-13.0640.156225.368YSW-20.6350.0275YSW-30.8880.0407YSW-40.7660.0352YSW-50.8880.0407YSW-63.0630.1562YSW-720.1001YSW-81.2430.0594表4.8YSW-4非地震时墙体中产生的轴力（KN）楼层楼面恒载墙自重N楼面活载N11顶42.276.3413.513.58底82.3131.4510顶88.54125.21335.5854.24底82.3235.3239顶88.54350.08635.5898.52底82.3460.1968顶88.54552.95935.58134.14底82.3619.0697顶88.54714.03235.58196.14底82.3786.7426顶88.54837.69435.58225.36底82.3947.8155顶88.541029.52335.58295.27底82.31106.6884顶88.541188.45135.58335.69底82.31265.6493顶88.541347.31335.58325.98底82.31423.7522顶88.541506.63735.58433.58底82.31583.1531顶88.541664.42135.58477.69底82.31742.158表4.9YSW-4地震时墙体中产生的轴力（KN）楼层1.2楼(屋)面恒载1.2墙自重1.2(0.5×雪荷载)1.2(0.5×楼面活载)N11顶95.63.9897.064底95.6189.55210顶95.63.98301.191底95.6393.7569顶95.63.98505.351底95.6377.8728顶95.63.98632.522底95.6802.0327顶95.63.98913.715底95.61005.6536顶95.63.981118.216底95.61210.3635顶95.64.143.981321.232底95.61413.7534顶95.63.981526.162底95.61618.6723顶95.63.981730.322底95.61822.8322顶95.63.981934.482底95.62026.9921顶95.63.982138.642底95.62231.152第5章剪力墙的内力组合与截面设计5.1剪力墙内力组合5.1.1整体墙的内力组合表5.1整体墙YSW-4内力组合11顶91.60816.1109.3112.12231.19895.47.1102.312.12323.19底184.14201.8548.0436210.848184.14191.73-34.0192311.27810顶282.25580.458369.8248.0436210.854282.25548.3695319.781-34.019311.280底374.787462.3559.2834180.724374.787412.315-139.019291.3829顶472.903139.5478630.3259.2834180.724472.90366.358540.368-139.019291.379底565.435722.8590.4607150.560565.435632.900-196.527271.4478顶663.550215.698890.8290.4615150.560663.55089.558760.953-196.527271.447底756.082983.35185.556120.430756.082853.485281.471251.5487顶854.198269.5741151.2185.556120.430854.198121.594981.538281.471251.548底946.7301243.7410.58190.3002946.7301074.07558.963220.6496顶1044.84345.68971411.7410.58190.30011044.84134.5931202.12558.963220.649底1137.371504.3633.53560.16891137.371294.651023.45189.755顶1235.48401.6581672.3633.5360.16891235.4829.3681422.701023.45189.75底1328.011764.8854.41730.00591328.011515.231344.95158.7524顶1426.13476.6541932.8854.41730.00591426.1369.361643.291344.95158.972底1518.672025.31183.16-0.12441518.671735.821556.44121.2313顶1616.78536.2582193.21183.22-0.12441616.78259.681863.87126.455121.231底1709.312285.81619.95-30.2541709.311956.401899.94104.7652顶1807.43625.3682453.71619.9-30.2541807.4265.2582084.451899.94104.729底1899.962546.21944.67-60.3841899.962176.982287.4086.00241顶1998.0665.362714.21944.62-60.371998.08285.2942305.052287.6386.0024底2090.612806.82148.68-50.3192090.612397.582543.3575.60195.1.2双肢墙YSW-1的内力组合表5.2双肢墙YSW-1非地震时内力组合11顶96.5316.1112.6313.25232.32896.536.9103.4313.25324.32底180.65196.7556.926204.93180.65187.55-17.6766296.2310顶269.84679.604349.4556.926204.936269.84634.116303.96-17.6766296.232底353.966433.5767.144177.545353.966388.082-113.131278.1439顶443.162143.108586.2767.144177.545443.16261.332504.494-113.131278.14底527.282670.3995.487150.123527.282588.614-165.411260.028顶616.478206.612823.0995.4878150.123616.47888.548705.026-165.411260.02底700.598907.21181.938122.732700.598789.146269.133241.937顶789.794270.111059.8181.938122.732789.794115.76905.558269.133241.93底873.9141143.386.50695.3411873.914989.678521.399213.846顶963.11333.621296.6386.50695.341963.11142.981106.09521.399213.84底1047.231380.8589.19167.9491047.231190.21943.664185.755顶1136.42397.121533.5589.19167.9491136.42170.11306.62943.664185.75底1220.541617.6789.99340.52811220.541390.741235.94157.574顶1309.74460.621770.3789.99340.52811309.74197.411507.151235.94157.77底1393.861854.41088.8513.13691393.861591.271428.2123.463顶1483.05524.132007.11088.9113.13691483.05224.621707.68128.209123.46底1567.172091.21485.94-14.2541567.171791.81740.47108.4912顶1656.37587.632243.91485.94-14.2541656.37251.841908.211740.47108.459底1740.492328.01781.14-41.6451740.491992.332092.7191.4341顶1829.69651.142480.71781.09-41.641829.69279.062108.752092.9291.434底1913.812564.91966.6-32.4951913.812192.872325.3981.979表5.3双肢墙YSW-1地震时内力组合11顶92.6316.1108.739.35228.42892.636.999.539.35320.42底176.75192.8553.026201.03176.75183.65-21.5766292.3310顶265.94679.604345.5553.026201.036265.94634.116300.06-21.5766292.332底350.066429.6763.244173.645350.066384.182-117.031274.2439顶439.262143.108582.3763.244173.645439.26261.332500.594-117.031274.24底523.382666.4991.587146.223523.382584.714-169.311256.128顶612.578206.612819.1991.5878146.223612.57888.548701.126-169.311256.12底696.698903.31178.038118.832696.698785.246265.233238.037顶785.894270.111055.9178.038118.832785.894115.76901.658265.233238.03底870.0141140.0382.60691.4411870.014985.778517.499209.946顶959.21333.621292.7382.60691.441959.21142.981102.19517.499209.94底1043.331376.9585.29164.0491043.331186.31939.764181.855顶1132.52397.121529.6585.29164.0491132.52170.11302.72939.764181.85底1216.641613.7786.09336.62811216.641386.841232.04153.674顶1305.84460.621766.4786.09336.62811305.84197.411503.251232.04153.87底1389.961850.51084.959.23691389.961587.371424.3119.563顶1479.15524.132003.21085.019.23691479.15224.621703.78124.309119.56底1563.272087.31482.04-18.1541563.271787.91736.57104.5912顶1652.47587.632240.01482.04-18.1541652.47251.841904.311736.57104.559底1736.592324.11777.24-45.5451736.591988.432088.8187.5341顶1825.79651.142476.81777.19-45.541825.79279.062104.852089.0287.534底1909.912561.01962.7-36.3951909.912188.972321.4978.0795.2剪力墙截面的设计因为,所以选择建筑的一、二层为底部加强区，已知箍筋与分布钢筋采用HRB335，钢筋设计值为，纵向受力钢筋采用HRB400，钢筋设计值为，剪力墙浇筑选用C30混凝土，轴心抗压强度设计值为，由于混凝土强度等级未超过C50，故取，，已知环境类别为二b类，查规范可知保护层厚度，为节省篇幅，本计算书中以首层剪力墙截面配筋计算过程为例。5.2.1整体墙YSW-4截面设计由于地震作用和风荷载均来自两个方向，故仅选取组合内力的最大绝对值进行计算，即地震时首层内力组合：M=2022.785kN·mN=1983.547kNV=63.4586kN非震时首层内力组合：M=1865.327kN·mN=2235.284kNV=45.7459kN墙肢截面尺寸的验算有效高度：剪跨比:因为剪跨比大于2.2，则：轴压比验算(满足要求)剪力墙正截面偏心受压承载力计算墙体分布钢筋选取双排180，YSW-4为有翼剪力墙，可求得配筋率为（满足最小配筋率要求）假定，则由此可求得截面受压区高度：属于大偏心受压，利用公式Mc==1.0N·mmMsw==N·mm可求得AS=AS’=故按构造要求配筋，取0.06Ac=0.06mm2和513较大值，选取纵筋为513（AS=595mm2）,箍筋为。4.斜截面受剪承载力验算。斜截面受剪承载力特征值按下式计算：因为剪跨比为λ=4.89>2.2故取2.2.故取N=3128.45N计算，水平分布钢筋选取，则由公式可得=1655.254kN>=83.58kN（故满足要求）整截面墙YSW