毕业设计—住宅楼结构设计计算书

'梅州市***住宅楼建筑结构设计第1章建筑设计1.1设计资料1.1.1工程概况拟在梅州市区某地建造一幢经济型高层住宅楼，总建筑面积为。该住宅楼地上10层，顶层再设楼梯间、机房和消防水池。各层层高为3.0m，建筑总高度为34.95m，结构总高度为31.45m，框架结构。1.1.2设计条件1、建设地点：梅州市2、全年主导方向东南，基本风压：3、场地条件：第一层：杂填土3m第二层：淤泥质土，软塑，，厚3m第二层：轻亚粘土、可塑，，厚3m第三层：中等风化岩,厚度大于5m地下水位在地面以下8m,对混凝土无侵蚀性4、抗震设防烈度按7度进行设计，场地土为Ⅱ类，设计地震分组为第一组1.1.3建筑指标1、建筑类型：II类2、建筑物安全等级：II级3、耐火等级：II级1.2建筑方案1.2.1该住宅楼长为43.8m，宽为12.6m。建筑总高度为34.95m。设计标高:室内设计标高±0.000m,室外地坪标高-0.450m(室内外采用斜坡道）。1.2.2建筑设计部分：底层主要为停车场、配电室和杂物间等；标准层主要包括卧室，客厅，厨房、饭厅，双卫生间和阳台。大套型为四房两厅，使用面积130平方米，小套型为三房两厅，使用面积110平方米，一层为四户。楼梯为双跑楼梯且分两端设置，电梯设置在建筑中间，载客量为16人。1.2.3建筑装修：1、该住宅墙体部分采用240mm×115mm×53mm的蒸压粉煤灰砖外墙砌200mm厚，20mm厚1：3水泥砂浆打底，外贴10mm厚米黄色釉面砖。内墙砌120mm厚，20mm厚水泥砂浆找平、抹面，刮白色仿瓷涂料两度2、楼地面均用10厚耐磨地砖铺实拍平，素水泥浆插缝，25厚1：4干硬性水泥砂浆，面上撒素水泥，素水泥浆结合层一遍3、屋面100mm加气混凝土隔热层，50厚C20细石混凝土防水层，干铺油毡一遍，1.5厚SBS单组分橡胶防水涂料，20厚1：8水泥陶粒找坡，20厚水泥砂浆找平层4、阳台、厕所地面用10mm厚耐磨防滑砖，25厚水泥砂浆找平层防水层，20mm厚素水泥浆结合层。143 梅州市***住宅楼建筑结构设计第2章结构设计2.1结构方案选型2.1.1结构体系选择及结构布置该结构总高度为31.45m，地震基本烈度为7度，结构布置详见结构布置图143 梅州市***住宅楼建筑结构设计143 梅州市***住宅楼建筑结构设计确定场地类别，结构抗震等级及地震分组1、确定场地类别：场地土类别为Ⅱ类2、结构抗震等级：本设计设防烈度为7度，且本建筑物为A级高度的高层建筑，建筑物高度为，按二级抗震等级计算3、设计地震分组：第一组2.1.2基础选型基础采用人工挖孔灌注桩，一柱一桩2.1.3材料梁柱板的混凝土强度等级用C30；梁柱钢筋等级除箍筋和拉筋为HPB235外，其余均为HRB335；楼板钢筋等级为HPB235。2.2结构基本尺寸确定及截面几何特征2.2.1框架梁截面尺寸主梁截面尺寸：主梁横向跨度为，,，可取跨度较大者进行计算：取取主梁纵向跨度为，，可取跨度较大者进行计算：取取次梁截面尺寸：次梁跨度分别有，，可取跨度较大者进行计算：取取故主要框架梁初选截面尺寸为：（）次梁初选截面尺寸：（）2.2.2框架柱截面尺寸1、根据《高层建筑混凝土设计规程》，矩形截面柱边长，抗震设计时不宜小于，柱截面高宽比不宜大于3，同时，钢混柱轴压比不宜超过0.75。抗震设计时宜采用方柱，根据轴压比确定柱的截面尺寸：——结构单位面积的重量（竖向荷载），取143 梅州市***住宅楼建筑结构设计——验算截面以上楼层层数——验算柱的负荷面积——调整系数，7度设防时中柱取1，边柱取1.1————混凝土轴心抗压强度设计值，C30混凝土——为轴压比限值，框架结构二级抗震时，2、计算柱截面面积：1～2层：3～7层：8～11层：因为进行柱子变截面设计时，相邻柱子截面尽量不要超过50mm，所以：1～2层：3～7层：8～11层：2.2.3板的厚度双向板，短边跨度为4500mm：，取单向板，短边跨度为1800mm：，取2.2.4框架梁、柱线刚度、计算跨度与框架的抗侧刚度1、首层：(为首层层高，为室内外高差，为基础顶至室外地坪高度)其他层：2、跨度：边跨：中跨：3、框架梁、柱线刚度(取②轴计算)（1）梁边跨（AB）143 梅州市***住宅楼建筑结构设计边跨（CD）中跨（BC）（2）柱八～十层：三～七层：二层：首层：框架抗侧刚度、线刚度表表2-1n(层数)i1i2i3i4ichi8-101.601.431.601.723.423.03-71.601.431.601.725.213.021.601.431.601.727.633.011.601.431.601.725.144.45143 梅州市***住宅楼建筑结构设计框架的抗侧刚度：以下为、、值的计算公式：一般层：中柱：，，边柱：，，底层：中柱：，，边柱：，，——柱的线刚度——梁的线刚度——柱高度——抗侧移刚度——考虑节点转动时对柱抗侧移刚度的影响系数——楼层梁柱平均线刚度比2.2.5框架梁柱刚度示意图框架梁柱刚度示意图（单位：）143 梅州市***住宅楼建筑结构设计2.3荷载计算2.3.1恒载取值1、屋面板荷载厚加气砼隔热层C20细石砼防水层1.5mm厚SBS单组分橡胶防水厚1：8水泥陶粒找坡层厚水泥砂浆找平层厚钢筋砼板自重厚板底1：2水泥砂浆抹灰恒荷载共计：2、楼面板荷载厚上等耐磨砖厚1：4干硬性水泥砂浆厚钢筋砼板自重厚板底1：2水泥砂浆抹灰恒荷载共计：3、厨房卫生间阳台荷载10mm厚大面积防滑水磨石25厚1：2水泥砂浆找平防水层100mm厚现浇混凝土楼板厚板底1：2水泥砂浆抹灰木丝板吊顶棚恒荷载共计：143 梅州市***住宅楼建筑结构设计4、墙外墙（）粉煤灰砖自重墙面20厚水泥砂浆贴10厚面砖恒荷载共计：外梁墙上：内墙（）粉煤灰砖自重墙面20厚水泥砂浆恒荷载共计：内梁墙上：5、钢筋砼梁荷载主梁：梁自重梁侧粉刷合计梁自重梁侧粉刷合计次梁：梁自重梁侧粉刷合计143 梅州市***住宅楼建筑结构设计6、上人屋面女儿墙（第10结构层）1.4m高现浇女儿墙自重墙面20厚水泥砂浆贴10厚面砖恒荷载共计：不上人屋面女儿墙（第11结构层）0.5m高现浇女儿墙自重墙面20厚水泥砂浆贴10厚面砖恒荷载共计：2.3.2活载取值1、屋面活荷载上人屋面采用标准值：，不上人屋面采用标准值：2、楼面活荷载楼面（走道、卫生间、客房、楼梯）活荷载标准值：阳台活荷载标准值：电梯机房活载标准值：2.4风荷载作用下的荷载计算及框架内力分析2.4.1风荷载作用下的荷载计算(取②轴框架作为分析对象)，（宽度B取4.05m），基本风压：，风载体型系数，查《荷载规范》得：；房屋高度，风振系数可按下式计算：风压高度系数：按C类地区（有密集建筑群的城市市区）查下表得：表2-2离地高（m）3.456.459.4512.4515.4518.4521.4524.4527.4530.450.740.740.740.740.750.810.860.910.961.00（注：底层高：，其余层高：）框架结构中，=(0.08～0.1)n，n为结构层数，取，查表得：，143 梅州市***住宅楼建筑结构设计风震系数表表2-3离地高度（m）3.456.459.4512.4515.4518.4521.4524.4527.4530.45（）0.020.080.170.270.380.450.670.740.861.0离地高度（m）3.456.459.4512.4515.4518.4521.4524.4527.4530.451.021.071.161.231.311.381.531.551.611.68求风荷载设计值：，十层：，二～九层：一层：风荷载计算表表2-4z(m)μsβzμzω0(kN/m2)A(m2)Fw(kN)30.451.31.681.00.510.9411.9527.451.31.610.960.512.1512.2124.451.31.550.910.512.1511.1421.451.31.530.860.512.1510.3918.451.31.380.810.512.158.8315.451.31.310.750.512.157.7612.451.31.230.740.512.157.199.451.31.160.740.512.156.786.451.31.070.740.512.156.253.451.31.020.740.513.066.41风荷载分布图如图所示：风荷载分布图（单位：kN）143 梅州市***住宅楼建筑结构设计2.4.2风荷载作用下的框架内力分析1、用D值法列表计算各柱剪力所用公式：——柱的相对线刚度——柱高度——抗侧移刚度——考虑节点转动时对柱抗侧移刚度的影响系数——楼层梁柱平均线刚度比（注：一般层：底层：）143 梅州市***住宅楼建筑结构设计各柱线刚度、抗侧刚度表表2-5层数nZ5Z6Z7Z8ΣDk边α边D边k中α中D中k中α中D中k边α边D边100.470.190.870.890.311.410.920.321.460.500.200.914.6590.470.190.870.890.311.410.920.321.460.500.200.914.6580.470.190.870.890.311.410.920.321.460.500.200.914.6570.310.130.900.580.221.530.600.231.600.330.140.975.0060.310.130.900.580.221.530.600.231.600.330.140.975.0050.310.130.900.580.221.530.600.231.600.330.140.975.0040.310.130.900.580.221.530.600.231.600.330.140.975.0030.310.130.900.580.221.530.600.231.600.330.140.975.0020.210.101.020.400.171.730.410.171.730.230.101.025.5010.310.351.090.560.411.280.610.431.340.330.361.124.832、各层柱剪力及柱端弯矩计算所用公式：——总层数——柱所在层数——该柱的层高——柱的反弯点高度值——标准反弯点高度比——上、下层梁线刚度变化时，柱反弯点高度比修正值、——分别为上层柱高与计算层柱高不同、下层柱高与计算层柱高不同时的反弯点高度比修正值其中按均布荷载作用查表143 梅州市***住宅楼建筑结构设计注：本次设计计算得出的弯矩值都按照“顺正逆负”的原则进行“+”“-”号的判断。柱端弯矩计算表表2-6柱层数ΣFw(kN)Dij/ΣDV(kN)mnky0y1y2y3yh(m)h反(m)M上(kN.m)M下(kN.m)Z51011.950.192.2710100.470.230000.233.000.69-5.24-1.57924.160.194.591090.470.330000.333.000.99-9.23-4.54835.30.196.711080.470.380000.383.001.14-12.48-7.65745.690.188.221070.310.360000.363.001.08-15.79-8.88654.520.189.811060.310.400000.403.001.20-17.66-11.78562.280.1811.211050.310.410000.413.001.23-19.84-13.79469.470.1812.501040.310.450000.453.001.35-20.63-16.88376.250.1813.731030.310.450000.453.001.35-22.65-18.53282.50.1915.681020.210.6500-0.080.423.001.26-27.27-19.75188.910.2320.451010.310.8500-0.050.84.453.56-18.20-72.80Z61011.950.33.5910100.890.300000.303.000.90-7.53-3.23924.160.37.251090.890.400000.403.001.20-13.05-8.70835.30.310.591080.890.450000.453.001.35-17.47-14.30745.690.3114.161070.580.400000.403.001.20-25.50-17.00654.520.3116.901060.580.450000.453.001.35-27.89-22.82562.280.3119.311050.580.450000.453.001.35-31.86-26.06469.470.3121.541040.580.450000.453.001.35-35.53-29.07376.250.3123.641030.580.490000.493.001.47-36.17-34.75282.50.3125.581020.400.550000.553.001.65-34.53-42.20188.910.2724.011010.560.730-0.0200.714.453.16-30.98-75.85143 梅州市***住宅楼建筑结构设计续上表柱层数ΣFw(kN)Dij/ΣDV(kN)mnky0y1y2y3yh(m)h反(m)M上(kN.m)M下(kN.m)Z71011.950.313.7010100.920.310000.313.000.93-7.67-3.45924.160.317.491090.920.400000.403.001.20-13.48-8.99835.30.3110.941080.920.450000.453.001.35-18.06-14.77745.690.3214.621070.600.400000.403.001.20-26.32-17.54654.520.3217.451060.600.450000.453.001.35-28.79-23.55562.280.3219.931050.600.450000.453.001.35-32.88-26.90469.470.3222.231040.600.450000.453.001.35-36.68-30.01376.250.3224.401030.600.500000.503.001.50-36.60-36.60282.50.3125.581020.410.5500-0.080.473.001.41-40.66-36.06188.910.2824.891010.610.7000-0.050.654.452.89-38.77-72.01Z81011.950.202.3910100.50.250000.253.000.75-5.38-1.79924.160.204.831090.50.350000.353.001.05-9.42-5.07835.30.207.061080.50.400000.403.001.20-12.71-8.47745.690.198.681070.330.360000.363.001.08-16.67-9.38654.520.1910.361060.330.400000.403.001.20-18.65-12.43562.280.1911.831050.330.420000.423.001.26-20.59-14.91469.470.1913.201040.330.450000.453.001.35-21.78-17.82376.250.1914.491030.330.450000.453.001.35-23.90-19.56282.50.1915.681020.230.620000.623.001.86-17.87-29.16188.910.2320.451010.330.820-0.0200.804.453.56-18.20-72.80143 梅州市***住宅楼建筑结构设计3、各结点梁端弯矩计算（单位：）表2-7结点nMnMn+1M左M右左结点10-5.24001.600105.249-9.23-1.5701.6001010.88-12.48-4.5401.6001017.027-15.79-7.6501.6001023.446-17.66-8.8801.6001026.545-19.84-11.7801.6001031.624-20.63-13.7901.6001034.423-22.65-16.8801.6001039.532-27.27-18.5301.6001045.81-18.20-19.7501.6001037.95中间结点110-7.5301.61.430.530.473.983.559-13.05-3.231.61.430.530.478.607.688-17.47-8.71.61.430.530.4713.8212.357-25.5-14.31.61.430.530.4721.0218.786-27.89-171.61.430.530.4723.7021.195-31.86-22.821.61.430.530.4728.8725.814-35.53-26.061.61.430.530.4732.5229.073-36.17-29.071.61.430.530.4734.4530.792-34.53-34.751.61.430.530.4736.5832.701-30.98-42.21.61.430.530.4738.6434.54中间结点210-7.6701.431.720.450.553.484.199-13.48-3.451.431.720.450.557.699.248-18.06-8.991.431.720.450.5512.2814.777-26.32-14.771.431.720.450.5518.6522.446-28.79-17.541.431.720.450.5521.0325.305-32.88-23.551.431.720.450.5525.6230.814-36.68-26.91.431.720.450.5528.8634.723-36.6-30.011.431.720.450.5530.2436.372-40.66-36.61.431.720.450.5535.0742.191-38.77-36.061.431.720.450.5533.9740.86右结点10-5.3801.720105.3809-9.42-1.791.7201011.2108-12.71-5.071.7201017.7807-16.67-8.471.7201025.1406-18.65-9.381.7201028.0305-20.59-12.431.7201033.0204-21.78-14.911.7201036.6903-23.9-17.821.7201041.7202-17.87-19.561.7201037.4301-18.2-29.161.7201047.360所用公式：143 梅州市***住宅楼建筑结构设计4、风荷载作用下的水平位移验算：位移验算表表2-8层数nh(m)（mm）103.004.6511.950.260.00008793.004.6524.160.520.00017383.004.6535.300.760.00025373.005.0045.690.910.00030363.005.0054.521.090.00036353.005.0062.281.250.00041743.005.0069.471.390.00046333.005.0076.251.530.00051023.005.5082.501.500.00050014.454.8388.911.840.000613Σ31.4511.04计算结果表明：位移很小，层间相对位移小于，5、风荷载作用下梁端剪力和轴向力计算：梁端剪力表表2-9梁端剪力（单位：）层数n104.0254.53.7255.243.982.293.553.481.564.195.382.5794.0254.53.72510.88.64.827.687.693.429.2411.215.4984.0254.53.72517.0213.827.6612.3512.285.4714.7717.788.7474.0254.53.72523.4421.0211.0518.7818.658.3222.4425.1412.7764.0254.53.72526.5423.712.4821.1921.039.3825.328.0314.3254.0254.53.72531.6228.8715.0325.8125.6211.4330.8133.0217.1444.0254.53.72534.4232.5216.6329.0728.8612.8734.7236.6919.1734.0254.53.72539.5334.4518.3830.7930.2413.5636.3741.7220.9624.0254.53.72545.836.5820.4732.735.0715.0642.1937.4321.3714.0254.53.72537.9538.6419.0334.5433.9715.2240.8647.3623.68所用公式：——梁端剪力——梁左端弯矩——梁右端弯矩——梁的计算跨度143 梅州市***住宅楼建筑结构设计柱轴力表表2-10层数nVAB边柱Z16VABVBC中柱Z15VBCVCD中柱Z14VCD边柱Z1310-2.29-2.292.291.560.731.562.57-1.012.572.579-4.82-7.114.823.422.133.425.49-3.085.498.068-7.66-14.777.665.474.325.478.74-6.358.7416.87-11.05-25.8211.058.327.058.3212.77-10.812.7729.576-12.48-38.312.489.3810.159.3814.32-15.7414.3243.895-15.03-53.3315.0311.4313.7511.4317.14-21.4517.1461.034-16.63-69.9616.6312.8717.5112.8719.17-27.7519.1780.23-18.38-88.3418.3813.5622.3313.5620.96-35.1520.96101.162-20.47-108.8120.4715.0627.7415.0621.37-41.4621.37122.531-19.03-127.8419.0315.2231.5515.2223.68-49.9223.68146.21柱剪力表表2-11柱剪力（kN）层数Z16Z15Z14Z13M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)10-5.24-1.572.27-7.53-3.233.59-7.67-3.453.70-5.38-1.792.399-9.23-4.544.59-13.05-8.707.25-13.48-8.997.49-9.42-5.074.838-12.48-7.656.71-17.47-14.3010.59-18.06-14.7710.94-12.71-8.477.067-15.79-8.888.22-25.50-17.0014.16-26.32-17.5414.62-16.67-9.388.686-17.66-11.789.81-27.89-22.8216.90-28.79-23.5517.45-18.65-12.4310.365-19.84-13.7911.21-31.86-26.0619.31-32.88-26.9019.93-20.59-14.9111.834-20.63-16.8812.50-35.53-29.0721.54-36.68-30.0122.23-21.78-17.8213.203-22.65-18.5313.73-36.17-34.7523.64-36.60-36.6024.40-23.90-19.5614.492-27.27-19.7515.68-34.53-42.2025.58-40.66-36.0625.58-17.87-29.1615.681-18.20-72.8020.45-30.98-75.8524.01-38.77-72.0124.89-18.20-72.8020.45143 梅州市***住宅楼建筑结构设计6、绘制风荷载作用下弯矩、剪力和轴向力图：（1）左风荷载作用下的框架弯矩图（右风荷载作用下框架弯矩图与之相反）(单位：)（2）风荷载作用下柱轴向力和剪力图(单位：)（1）左风荷载作用下的框架弯矩图（2）柱轴向力和剪力图(单位：)(单位：)143 梅州市***住宅楼建筑结构设计2.5水平地震荷载作用下的荷载计算及框架内力分析2.5.1各楼层重力荷载代表值计算计算各层重力荷载代表值(注：重力荷载代表值＝结构和构件自重＋50％活荷载)，其中结构和构件自重取楼面上、下1/2层高范围内（屋面处取顶层的一半）的结构及构件自重（包括纵、横梁自重，楼板结构层及构造层，纵、横墙墙体及柱自重）。1、突出屋面顶层（第11结构层）梁自重：板自重：柱自重：墙自重（扣门窗洞重乘以系数0.7）：女儿墙自重：恒载：活载：2、屋面层（第10结构层）梁自重：板自重：柱自重：墙自重（扣门窗洞重乘以系数0.7）：女儿墙自重：恒载：143 梅州市***住宅楼建筑结构设计活载：2、第3标准层(第7～9结构层）梁自重：板自重：柱自重：墙自重（扣门窗洞重乘以系数0.7）：恒载：活载：3、第2标准层(第2～6结构层）梁自重：板自重：柱自重：墙自重（扣门窗洞重乘以系数0.7）：143 梅州市***住宅楼建筑结构设计恒载：活载：4、第1标准层(第1结构层即底层）梁自重：板自重：柱自重：墙自重（扣门窗洞重乘以系数0.7）：恒载：活载：各层作用点位于楼层分隔线（楼板）处，楼梯间突出部分作用点位于该楼层质心：2.5.2水平地震作用下框架的内力分析1、框架自振周期的计算：按《荷载规范》附录E2.2之规定，一般钢筋混凝土框架结构和框剪结构自振周期可按以下公式计算：2、水平地震作用设计值和位移计算该建筑物的抗震设防烈度按7度进行设计，场地土为Ⅱ类，设计地震分组为第一组，查《抗震规范》可知特征周期：，水平地震影响系数最大值：。，建筑结构的阻尼比应取0.05，又地震影响系数曲线得：143 梅州市***住宅楼建筑结构设计因为所以顶部附加地震作用系数。结构总水平地震作用，第十层、楼梯间屋面活荷载不计入：其中按三角形荷载作用查表+，，，，，其中可按倒三角形荷载查表各质点重力荷载代表值（单位：KN）143 梅州市***住宅楼建筑结构设计水平荷载作用下的水平位移验算表表2-12层数hi(m)Gi(kN)Hi(m)GiHi(kN)FekFiVi(kN)uMuNuiui/hiΣD(X104kN/m)Δum(m)um(m)V0H3/EA1B2(X10-6)FnuN(m)ΔuN(m)112.021266.5734.4543633.343447.28117.55117.6510.640.0010.04925665.0580.2800.0070.0010.0561/2019103.006126.2531.45192670.563447.28519.06636.7146.500.0010.04825665.0580.3400.0090.0010.0561/112193.006969.3628.45198278.293447.28534.171170.8846.500.0030.04625665.0580.3000.0080.0030.0541/73983.006969.3625.45177370.213447.28477.841648.7246.500.0040.04425665.0580.2400.0060.0040.0501/54273.006969.3622.45156462.133447.28421.512070.2450.000.0040.04025665.0580.1700.0040.0040.0451/65463.007122.3819.45138530.293447.28373.212443.4450.000.0050.03625665.0580.1600.0040.0050.0401/58953.007122.3816.45117163.153447.28315.642759.0950.000.0060.03125665.0580.1500.0040.0060.0351/71543.007122.3813.4595796.013447.28258.083017.1650.000.0060.02625665.0580.1000.0030.0060.0281/65233.007122.3810.4574428.873447.28200.513217.6850.000.0060.02025665.0580.0500.0010.0060.0211/61223.007122.387.4553061.733447.28142.953360.6355.000.0060.01325665.0580.0400.0010.0060.0141/66214.457236.234.4532201.223447.2886.753447.3848.300.0070.00725665.0580.0300.0010.0070.0081/810Σ33.4771149.01279595.823889.583、各层柱剪力及柱端弯矩计算框架柱剪力和柱端弯矩所用公式：；为柱下端弯矩；为柱上端弯矩。——总层数——该柱的层高——柱的反弯点高度值143 梅州市***住宅楼建筑结构设计柱端弯矩表表2-13柱层数Vi(kN)Dij/ΣDVik(kN)mnky0y1y2y3yh(m)h反(m)M上(kN.m)M下(kN.m)Z510636.710.01911.9110100.470.230.000.000.000.233.000.69-27.52-8.2291170.880.01921.911090.470.350.000.000.000.353.001.05-42.72-23.0081648.720.01930.851080.470.40.000.000.000.43.001.20-55.52-37.0272070.240.01837.261070.310.40.000.000.000.43.001.20-67.08-44.7262443.440.01843.981060.310.40.000.000.000.43.001.20-79.17-52.7852759.090.01849.661050.310.450.000.000.000.453.001.35-81.94-67.0543017.160.01854.311040.310.450.000.000.000.453.001.35-89.61-73.3233217.680.01857.921030.310.50.000.000.000.53.001.50-86.88-86.8823360.630.01962.321020.210.650.000.00-0.080.573.001.71-80.40-106.5713447.380.02377.801010.310.90.000.00-0.050.854.453.78-51.93-294.27Z610636.710.03019.3110100.890.350000.353.001.05-37.65-20.2791170.880.03035.501090.890.40000.43.001.20-63.91-42.6081648.720.03049.991080.890.450000.453.001.35-82.49-67.4972070.240.03163.351070.580.450000.453.001.35-104.53-85.5262443.440.03174.771060.580.450000.453.001.35-123.37-100.9452759.090.03184.431050.580.450000.453.001.35-139.31-113.9843017.160.03192.331040.580.490000.493.001.47-141.26-135.7233217.680.03198.461030.580.50000.53.001.50-147.69-147.6923360.630.031105.711020.40.550000.553.001.65-142.70-174.4213447.380.02791.361010.560.750-0.0200.734.453.25-109.77-296.78143 梅州市***住宅楼建筑结构设计续上表柱层数Vi(kN)Dij/ΣDVik(kN)mnky0y1y2y3yh(m)h反(m)M上(kN.m)M下(kN.m)Z710636.710.03119.9910100.920.360000.3631.08-38.38-21.5991170.880.03136.761090.920.410000.4131.23-65.07-45.2281648.720.03151.771080.920.450000.4531.35-85.41-69.8872070.240.03266.251070.600.450000.4531.35-109.31-89.4362443.440.03278.191060.600.450000.4531.35-129.01-105.5652759.090.03288.291050.600.450000.4531.35-145.68-119.1943017.160.03296.551040.600.50000.531.50-144.82-144.8233217.680.032102.971030.600.50000.531.50-154.45-154.4523360.630.031105.711020.410.5500-0.050.531.50-158.56-158.5613447.380.02895.641010.610.750-0.0500.74.453.12-127.68-297.92Z810636.710.02012.4610100.500.250000.2530.75-28.04-9.3591170.880.02022.911090.500.350000.3531.05-44.68-24.0681648.720.02032.271080.500.40000.431.20-58.08-38.7272070.240.01940.161070.330.40000.431.20-72.29-48.2062443.440.01947.401060.330.410000.4131.23-83.90-58.3152759.090.01953.531050.330.450000.4531.35-88.32-72.2643017.160.01958.531040.330.450000.4531.35-96.58-79.0233217.680.01962.421030.330.50000.531.50-93.63-93.6323360.630.01962.321020.230.6600-0.10.5631.68-82.27-104.7113447.380.02379.941010.330.930-0.05-0.050.834.453.69-60.47-295.26143 梅州市***住宅楼建筑结构设计3、各结点梁端弯矩计算（单位：）。其中，同M右梁端弯矩计算表表2-14结点nMnMn+1M左M右左结点10-27.520.0001.6010.0027.529-42.72-8.2201.6010.0050.948-55.52-23.0001.6010.0078.537-67.08-37.0201.6010.00104.096-79.17-44.7201.6010.00123.885-81.94-52.7801.6010.00134.724-89.61-67.0501.6010.00156.663-86.88-73.3201.6010.00160.192-80.40-86.8801.6010.00167.281-51.93-106.5701.6010.00158.50中间结点110-51.930.001.61.430.530.4727.4224.519-37.65-42.601.61.430.530.4742.3837.888-63.91-67.491.61.430.530.4769.3962.017-82.49-85.521.61.430.530.4788.7279.296-104.53-100.941.61.430.530.47108.5096.975-123.37-113.981.61.430.530.47125.33112.024-139.31-135.721.61.430.530.47145.23129.803-141.26-147.691.61.430.530.47152.58136.372-147.69-174.421.61.430.530.47170.09152.021-142.70-296.781.61.430.530.47232.07207.41中间结点210-38.3801.431.720.450.5517.4220.969-65.07-45.221.431.720.450.5550.0760.228-85.41-69.881.431.720.450.5570.5084.807-109.31-89.431.431.720.450.5590.22108.526-129.01-105.561.431.720.450.55106.49128.085-145.68-119.191.431.720.450.55120.24144.634-144.82-144.821.431.720.450.55131.49158.163-154.45-154.451.431.720.450.55140.23168.672-158.56-158.561.431.720.450.55143.96173.161-127.68-297.921.431.720.450.55193.21232.39右结点10-28.0401.7201028.040.009-44.68-24.061.7201068.740.008-58.08-38.721.7201096.800.007-72.29-48.201.72010120.490.006-83.90-58.311.72010142.210.005-88.32-72.261.72010160.580.004-96.58-79.021.72010175.600.003-93.63-93.631.72010187.270.002-82.27-104.711.72010186.970.001-60.47-295.261.72010355.730.00143 梅州市***住宅楼建筑结构设计5、水平地震作用下梁端剪力和轴向力计算：水平地震作用下的梁端剪力、轴向力如表（单位：）梁端剪力表表2-15梁端剪力层数n104.0254.53.72527.5227.4213.6524.5117.429.3220.9628.0413.1594.0254.53.72550.9442.3823.1837.8850.0719.5460.2268.7434.6284.0254.53.72578.5369.3936.7562.0170.5029.4584.8096.8048.7574.0254.53.725104.0988.7247.9079.2990.2237.67108.52120.4961.4864.0254.53.725123.88108.5057.7396.97106.4945.21128.08142.2172.5654.0254.53.725134.72125.3364.61112.02120.2451.61144.63160.5881.9444.0254.53.725156.66145.2375.00129.80131.4958.06158.16175.6089.6034.0254.53.725160.19152.5877.71136.37140.2361.47168.67187.2795.5524.0254.53.725167.28170.0983.82152.02143.9665.77173.16186.9796.6814.0254.53.725158.50232.0797.04207.41193.2189.03232.39355.73157.89所用公式：——梁端剪力——梁左端弯矩——梁右端弯矩——梁的计算跨度143 梅州市***住宅楼建筑结构设计柱轴力表表2-16柱轴向力层数nVAB边柱Z5VABVBC中柱Z6VBCVCD中柱Z7VCD边柱Z810-13.65-13.6513.659.324.339.3213.15-3.8313.1513.159-23.18-36.8323.1819.547.9719.5434.62-18.9134.6247.778-36.75-73.5836.7529.4515.2729.4548.75-38.2248.7596.527-47.90-121.4947.9037.6725.5137.6761.48-62.0261.48158.006-57.73-179.2257.7345.2138.0345.2172.56-89.3772.56230.565-64.61-243.8364.6151.6151.0351.6181.94-119.6981.94312.504-75.00-318.8375.0058.0667.9658.0689.60-151.2389.60402.093-77.71-396.5477.7161.4784.2061.4795.55-185.3295.55497.652-83.82-408.3683.8265.77102.2565.7796.68-216.2296.68594.331-97.04-577.4097.0489.03110.2689.03157.89-285.08157.89752.21柱剪力表表2-17Z5Z6Z7Z8层数M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)M上(kN.m)M下(kN.m)V(kN)10-27.52-8.2211.91-37.65-20.2719.31-38.38-21.5919.99-28.04-9.3512.469-42.72-23.0021.91-63.91-42.6035.50-65.07-45.2236.76-44.68-24.0622.918-55.52-37.0230.85-82.49-67.4949.99-85.41-69.8851.77-58.08-38.7232.277-67.08-44.7237.26-104.53-85.5263.35-109.31-89.4366.25-72.29-48.2040.166-79.17-52.7843.98-123.37-100.9474.77-129.01-105.5678.19-83.90-58.3147.405-81.94-67.0549.66-139.31-113.9884.43-145.68-119.1988.29-88.32-72.2653.534-89.61-73.3254.31-141.26-135.7292.33-144.82-144.8296.55-96.58-79.0258.533-86.88-86.8857.92-147.69-147.6998.46-154.45-154.45102.97-93.63-93.6362.422-80.40-106.5762.32-142.70-174.42105.71-158.56-158.56105.71-82.27-104.7162.321-134.57-450.5175.46-172.08-465.2596.49-172.08-465.2596.49-134.57-450.5175.46143 梅州市***住宅楼建筑结构设计6、绘制地震荷载作用下弯矩、剪力和轴向力图：（1）左水平地震荷载作用下的框架弯矩图（单位：）（右水平地震荷载作用下的框架弯矩图与其方向相反）（2）水平地震荷载作用下的柱轴力和剪力图（单位：）（1）左水平地震荷载作用下的框架弯矩图（2）柱轴力和剪力图（单位：）（单位：）143 梅州市***住宅楼建筑结构设计2.6竖向荷载作用下的框架内力分析2.6.1梁、柱线刚度比表表2-18构件梁柱位置AB跨BC跨CD跨一层二层三~七层八~十层线刚度1.601.431.725.147.635.213.422.6.2第②轴框架的结构平面布置图标准层结构平面布置图屋面结构平面布置图结构平面布置图（单位：）2.6.3荷载计算1、计算单元。取②号轴线横向框架进行计算，计算单元宽度为4.05m，如结构平面布置图（上图）所示。计算单元范围内的楼板荷载直接传给横向框架梁，当房间内布置有次梁，楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架梁。由于纵向框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。阳台等外挑部分荷载全部转换为集中荷载作用到框架节点上，然后在节点上作用相应力矩。1、荷载计算1）A—B轴间框架梁屋面板传荷载：恒载：143 梅州市***住宅楼建筑结构设计活载：楼面板传荷载：恒载：活载：梁自重：A—B轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+板传荷载=活载=板传荷载=2）B-C轴间框架梁屋面板传荷载：恒载：活载：楼面板传荷载：恒载：（整跨）（较短跨）（较长跨）活载：（整跨）（较短跨）（较长跨）梁自重：143 梅州市***住宅楼建筑结构设计B—C轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=活载=板传荷载=楼面梁：恒载=梁自重+板传荷载整跨：恒载=活载=板传荷载=较短跨：恒载=活载=板传荷载=较长跨：恒载=活载=板传荷载=中间点（e点）集中荷载计算：梁de：恒载：活载：梁ef：恒载：活载：梁df：恒载：活载：梁fg：恒载：活载：143 梅州市***住宅楼建筑结构设计点e集中荷载组合：恒载：活载：3）C—D轴间框架梁屋面板传荷载：恒载：活载：C—D轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=活载=板传荷载=楼面板传荷载：恒载：（cd跨）（de跨）活载：（cd跨）（de短跨）梁自重：C—D轴间框架梁均布荷载为：楼面梁：恒载=梁自重+板传荷载梁cd：恒载=活载=板传荷载=梁de：恒载=活载=板传荷载=中间点（e点）集中荷载计算：恒载：活载：143 梅州市***住宅楼建筑结构设计4)A轴柱纵向集中荷载计算顶层柱：女儿墙自重=顶层柱恒载=女儿墙自重+梁自重+板传荷载=顶层柱活载=板传荷载第8-10标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）第3-7标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）第2标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）第1标准层柱荷载=梁自重+板荷载A柱活载=板传荷载1-10：=5)B轴柱纵向集中荷载计算顶层柱：顶层柱恒载=梁自重+集中荷载+板传荷载=顶层柱活载=板传荷载143 梅州市***住宅楼建筑结构设计=第8-10标准层柱荷载=墙自重+梁自重+板荷载第3-7标准层柱荷载=墙自重+梁自重+板荷载第2层柱荷载=梁自重+板荷载第1层柱荷载=梁自重+板荷载柱活载=板传荷载1-9：4)C轴柱纵向集中荷载计算顶层柱：顶层柱恒载=梁自重+集中荷载+板传荷载顶层柱活载=板传荷载第8-10标准层柱荷载=墙自重+梁自重+板荷载143 梅州市***住宅楼建筑结构设计第3-7标准层柱荷载=墙自重+梁自重+板荷载第2层柱荷载=梁自重+板荷载第1层柱荷载=梁自重+板荷载柱活载=板传荷载1-9：=4)D轴柱纵向集中荷载计算顶层柱：女儿墙自重=顶层柱恒载=女儿墙自重+梁自重+板传荷载=顶层柱活载=板传荷载第8-10标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）143 梅州市***住宅楼建筑结构设计第3-7标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）第2标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）第1标准层柱荷载=墙自重+梁自重+板荷载（门窗洞口重折合成系数0.7）A柱活载=板传荷载1-9：=（3）柱子重量计算：七-十层三-六层二层一层143 梅州市***住宅楼建筑结构设计2.6.4竖向荷载作用下框架结构计算简图恒载作用活载作用143 梅州市***住宅楼建筑结构设计2.6.5利用结构力学求解器计算出竖向荷载作用下框架结构弯矩、剪力、轴力，并绘制恒载作用下的框架弯矩图、框架梁柱剪力图,活载作用下的框架弯矩图、框架梁柱剪力图，荷载布置图示如下：恒载结构求解图活载结构求解图143 梅州市***住宅楼建筑结构设计单元结点布置图143 梅州市***住宅楼建筑结构设计恒荷载内力计算结果表2-19杆端内力值(乘子=1)杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-1286.42076-4.967821327.54387844-1286.42076-4.96782132-14.56292642-1161.82652-14.336131722.3739541-1161.82652-14.3361317-20.63444103-1036.17854-12.631500018.3185053-1036.17854-12.6315000-19.57599494-909.735269-13.849519320.9204578-909.735269-13.8495193-20.62810015-782.491652-14.323412821.5657339-782.491652-14.3234128-21.40450456-654.551768-14.701659622.2437232-654.551768-14.7016596-21.86125567-526.015693-15.946924723.0578449-526.015693-15.9469247-24.78292938-397.094856-14.241175120.5458681-397.094856-14.2411751-22.17765729-268.030962-14.957959923.2742943-268.030962-14.9579599-21.599585610-138.315940-20.325965025.3359008-138.315940-20.3259650-35.641994111-1824.75892-0.01565398-0.18056881-1824.75892-0.01565398-0.2502290112-1641.057810.89221912-1.64855469-1641.057810.892219121.0281026813-1458.33692-0.417150610.85999115-1458.33692-0.41715061-0.3914606614-1276.55583-0.582005940.90563859-1276.55583-0.58200594-0.8403792415-1095.70336-1.098269261.78096615-1095.70336-1.09826926-1.5138416416-915.647746-1.510882372.32891263-915.647746-1.51088237-2.2037344717-736.275928-1.769245592.64549464-736.275928-1.76924559-2.6622421218-557.082235-1.797869192.67412930-557.082235-1.79786919-2.7194782819-378.030712-1.789981233.00251799-378.030712-1.78998123-2.3674257120-199.787647-4.289864814.44639257-199.787647-4.28986481-8.4232018521-1647.309940.58952316-1.44470875-1647.309940.589523161.1786693322-1481.949551.02730270-1.18359922-1481.949551.027302701.8983088823-1317.286822.06439771-2.81605017-1317.286822.064397713.3771429524-1153.264452.45746718-3.27951296-1153.264452.457467184.0928886025-989.8729413.03869543-4.26238979-989.8729413.038695434.8536965026-827.0299353.50049443-4.97243588-827.0299353.500494435.5290474027-664.6570823.94200443-5.53359479-664.6570823.942004436.2924185228-503.4728873.83811459-5.32890606-503.4728873.838114596.1854377129-342.3548843.28991146-5.55035133-342.3548843.289911464.3193830530-181.6543579.48581879-9.24148123-181.6543579.4858187919.215975131-1127.533774.39395213-7.38911022-1127.533774.3939521312.163976732-1018.1304612.4166099-19.2742719-1018.1304612.416609917.975557733-907.55302110.9842529-15.6073446-907.55302110.984252917.345414234-796.19070411.9740581-17.6750234-796.19070411.974058118.247150835-684.06926612.3829866-18.2726301-684.06926612.382986618.876329836-571.29872912.7120475-18.9082139-571.29872912.712047519.227928637-457.97043013.7741659-19.6629656-457.97043013.774165921.659532038-344.31010912.2009297-17.5275333-344.31010912.200929719.0752559杆端1杆端2143 梅州市***住宅楼建筑结构设计单元码轴力剪力弯矩轴力剪力弯矩39-230.58448413.4580297-20.1559800-230.58448413.458029720.218109240-116.28405415.1300110-19.9783961-116.28405415.130011025.4116368419.3683104052.3042363-36.93688059.36831040-51.1417636-34.4956880428.4604373041.2093400-33.09736238.46043730-34.9566599-30.2509323438.0226577638.9637338-27.88866378.02265776-43.6633111-31.438248744-1.7046316353.2079833-38.9529463-1.70463163-50.2380166-32.716016445-0.3952619040.9928755-32.5479048-0.39526190-35.1731244-30.675564746-1.4323569137.9196026-25.9612057-1.43235691-44.7074423-33.5829024471.2180192654.0032721-40.49645281.21801926-49.4427278-30.9193098481.3828746040.8483604-32.21640911.38287460-35.3176395-30.9943872490.9898051237.1347283-24.33773130.98980512-45.4923166-35.0204377500.4738935154.8036169-42.19383410.47389351-48.6423830-29.2552429510.9901568340.7200910-31.87658830.99015683-35.4459090-31.2317788520.4089285836.3756067-22.87650040.40892858-46.2514382-36.5197810530.3782467655.4998840-43.64822780.37824676-47.9461159-27.7853148540.7908598640.6195015-31.62806910.79085986-35.5464984-31.4359121550.3290608635.7265084-21.60977970.32906086-46.9005365-37.7845438561.2452651356.0960750-44.91910051.24526513-47.3499249-26.5521854571.5036283540.5318928-31.40141451.50362835-35.6341071-31.6034965581.0621183435.1687453-20.54085431.06211834-47.4582996-38.890894359-1.7057496156.3508369-45.3287974-1.70574961-47.0951630-25.891882460-1.6771260040.4785299-31.2282538-1.67712600-35.6874700-31.670468961-1.5732361634.9667246-20.0491443-1.57323616-47.6603204-39.1870654620.7167848456.4938936-45.45195150.71678484-46.9521063-25.4141981630.7088968840.4794172-31.13619430.70889688-35.6865827-31.5744169641.2571000134.9014202-19.83862781.25710001-47.7256247-39.2312359655.3680050257.1450225-46.93548645.36800502-46.3009774-24.1629918667.8678885940.3220870-30.97681017.86788859-35.8439129-32.1230184671.6719812634.3266143-18.56215411.67198126-48.3004307-40.196505368-20.325965046.2659402-35.6419941-20.3259650-39.6660597-21.782245169-24.615829843.4415880-30.2054470-24.6158298-44.4884119-32.560800670-15.130011026.9359458-13.3448255-15.1300110-33.1240542-25.4116368-----------------------------------------------------------------------------------------------活荷载内力计算结果表2-20143 梅州市***住宅楼建筑结构设计杆端内力值(乘子=1)杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-361.988296-1.144997421.37999509-361.988296-1.14499742-3.715243412-330.250003-2.978271164.38079400-330.250003-2.97827116-4.554019483-298.146338-2.990337064.31740140-298.146338-2.99033706-4.653609784-265.713444-3.304970004.92775121-265.713444-3.30497000-4.987158795-232.935229-3.544311585.32576287-232.935229-3.54431158-5.307171856-199.860175-3.745992495.63981939-199.860175-3.74599249-5.598158097-166.530179-4.053376195.88697363-166.530179-4.05337619-6.273154948-133.110295-3.704524865.41595319-133.110295-3.70452486-5.697621399-99.6570682-3.840829926.09182880-99.6570682-3.84082992-5.4306609510-65.9072442-5.798982086.98840372-65.9072442-5.79898208-10.408542511-624.878321-0.987225271.07185270-624.878321-0.98722527-3.3212997312-563.987842-3.209595614.64686979-563.987842-3.20959561-4.9819170413-503.080168-3.253621344.58582177-503.080168-3.25362134-5.1750422514-442.131067-3.954264085.85816098-442.131067-3.95426408-6.0046312615-381.149815-4.422087046.56942941-381.149815-4.42208704-6.6968317116-320.146410-4.790001947.18699912-320.146410-4.79000194-7.1830067017-259.115100-5.435051177.85580089-259.115100-5.43505117-8.4493526118-197.991380-4.927911867.11534716-197.991380-4.92791186-7.6683884119-136.726783-5.289428398.23447334-136.726783-5.28942839-7.6338118220-75.5920890-7.042356209.36853160-75.5920890-7.04235620-11.758537021-944.503136-0.04663764-0.49902091-944.503136-0.04663764-0.7065584022-848.199938-0.437467040.70664392-848.199938-0.43746704-0.6057572023-753.3104690.18665024-0.27266969-753.3104690.186650240.2872810324-659.7041540.32272723-0.35834943-659.7041540.322727230.6098322625-567.3047840.57621307-0.77744949-567.3047840.576213070.9511897326-475.9213960.78234902-1.06896459-475.9213960.782349021.2780824627-385.4055520.90184904-1.22713167-385.4055520.901849041.4784154628-295.3894360.95358845-1.25849192-295.3894360.953588451.6022734529-205.7492060.60916604-1.13277396-205.7492060.609166040.6947241730-116.6528333.31681939-2.57560287-116.6528333.316819397.3748553031-433.5997452.17886032-3.96709383-433.5997452.178860325.7288345932-395.5252166.62533381-10.3464629-395.5252166.625333819.5295385033-356.4195236.05730816-8.60603258-356.4195236.057308169.5658919034-316.4013336.93650685-10.2743811-316.4013336.9365068510.535139335-275.5536717.39018554-10.9218744-275.5536717.3901855411.248682236-234.0090187.75364541-11.5553709-234.0090187.7536454111.705565237-191.8796678.58657831-12.2433036-191.8796678.5865783113.516431338-149.4328887.67884826-10.9707075-149.4328887.6788482612.065837239-106.7844428.52109226-12.7241394-106.7844428.5210922612.8391372杆端1杆端2143 梅州市***住宅楼建筑结构设计单元码轴力剪力弯矩轴力剪力弯矩40-63.75883359.52451889-12.6197570-63.75883359.5245188915.9537995411.8332737511.2082935-8.096037411.83327375-10.8417064-7.32620447424.0556440918.4887726-15.29437394.05564409-10.6102273-9.63754721434.4464734917.1929706-11.05074954.44647349-20.0145293-16.0752975440.0120659011.5736643-8.871420880.01206590-10.4763356-6.56703045450.0560916318.8713384-16.13476920.05609163-10.2276615-8.7563962146-0.5680256516.1618066-9.08948372-0.56802565-21.0456933-18.1355710470.3146329411.9028940-9.581360990.31463294-10.1471060-5.89420619481.0152756819.2419950-16.92740941.01527568-9.85700495-7.88108169490.8791986915.2493106-7.235451230.87919869-21.9581893-19.8402730500.2393415812.2482153-10.31292160.23934158-9.80178466-5.17541725510.7071645319.6194668-17.74947790.70716453-9.47953313-7.00452698520.4536786914.4198371-5.617245230.45367869-22.7876628-21.4570137530.2016809212.5450540-10.94699120.20168092-9.50494597-4.56276430540.5695958219.9384592-18.44659510.56959582-9.16054074-6.26617848550.3634598713.7228472-4.246024160.36345987-23.4846527-22.8040531560.3073837012.7999957-11.48513170.30738370-9.25000428-4.03014969570.9524329320.2213057-19.06895720.95243293-8.87769423-5.61573133580.8329329013.1381491-3.110517200.83293290-24.0693508-23.948868959-0.3488513312.8898844-11.6891081-0.34885133-9.16011560-3.8565936760-0.8559906420.4036044-19.4212934-0.85599064-8.69539557-5.1477235261-0.9077300512.8207206-2.41081614-0.90773005-24.3867793-24.4871388620.1363050612.9232270-11.78945010.13630506-9.12677300-3.81689680630.4978215920.5778237-19.71975850.49782159-8.52117627-4.66220179640.8422440012.6190541-1.927154380.84224400-24.5884459-24.7899767651.9581521613.2198239-12.41906461.95815216-8.83017603-3.20080400663.7110799820.7445184-20.20314743.71107998-8.35448151-4.39546422671.0034266312.2418913-1.125137171.00342663-24.9656086-25.458894368-5.7989820812.3172442-10.4085425-5.79898208-9.73275577-4.9811167369-12.841338217.5993332-16.7396537-12.8413382-11.5606667-3.1526540970-9.524518894.362166464.22220122-9.52451889-14.7088335-15.95379951、竖向恒荷载作用下的柱端弯矩计算（弯矩单位：剪力、轴力单位：）所用公式：——计算到梁边缘的柱端弯矩——柱端弯矩——梁对应截面高度——该柱的截面宽度——该柱的截面高度——该柱的高度143 梅州市***住宅楼建筑结构设计恒荷载柱弯矩表表2-21柱号层数柱高柱端弯矩柱端剪力柱轴心力计算到梁边缘的柱端弯矩M上M下V上V下N上N下M上M下柱5103.00-35.6425.34-20.33-20.33-138.32-156.55-43.7725.3493.00-21.6023.27-14.96-14.96-268.03-286.26-27.5823.2783.00-22.1820.55-14.24-14.24-397.09-415.32-27.8720.5573.00-24.7823.06-15.95-15.95-526.02-548.52-31.1623.0663.00-21.8622.24-14.70-14.70-654.55-677.05-27.7422.2453.00-21.4021.57-14.32-14.32-782.49-804.99-27.1321.5743.00-20.6320.92-13.85-13.85-909.74-932.24-26.1720.9233.00-19.5818.32-12.63-12.63-1036.18-1058.68-24.6318.3223.00-20.6322.37-14.34-14.34-1161.83-1189.09-26.3722.3714.45-14.567.54-4.97-4.97-1286.42-1326.80-16.557.54103.00-8.424.45-4.29-4.29-199.79-218.02-10.144.45柱693.00-2.373.00-1.79-1.79-378.03-396.26-3.083.0083.00-2.722.67-1.80-1.80-557.08-575.31-3.442.6773.00-2.662.65-1.77-1.77-736.28-758.78-3.372.6563.00-2.202.33-1.51-1.51-915.65-938.15-2.812.3353.00-1.511.78-1.10-1.10-1095.70-1118.20-1.951.7843.00-0.840.91-0.58-0.58-1276.56-1299.06-1.070.9133.00-0.390.86-0.42-0.42-1458.34-1480.84-0.560.8623.001.03-1.650.890.89-1641.06-1668.321.38-1.6514.45-0.25-0.18-0.02-0.02-1824.76-1865.14-0.26-0.18柱7103.0019.22-9.249.499.49-181.65-199.8823.01-9.2493.004.32-5.553.293.29-342.35-360.585.64-5.5583.006.19-5.333.843.84-503.47-521.707.72-5.3373.006.29-5.533.943.94-664.66-687.167.87-5.5363.005.53-4.973.503.50-827.03-849.536.93-4.9753.004.85-4.263.043.04-989.87-1012.376.07-4.2643.004.09-3.282.462.46-1153.26-1175.765.08-3.2833.003.38-2.822.062.06-1317.29-1339.794.20-2.8223.001.90-1.181.031.03-1481.95-1509.212.31-1.1814.451.18-1.440.590.59-1647.31-1687.691.41-1.44柱8103.0025.41-19.9815.1315.13-116.28-134.5131.46-19.9893.0020.22-20.1613.4613.46-230.58-248.8125.60-20.1683.0019.08-17.5312.2012.20-344.31-362.5423.96-17.5373.0021.66-19.6613.7713.77-457.97-480.4727.17-19.6663.0019.23-18.9112.7112.71-571.30-593.8024.31-18.9153.0018.88-18.2712.3812.38-684.07-706.5723.83-18.2743.0018.25-17.6811.9711.97-796.19-818.6923.04-17.6833.0017.35-15.6110.9810.98-907.55-930.0521.74-15.6123.0017.98-19.2712.4212.42-1018.13-1045.3922.94-19.2714.4512.16-7.394.394.39-1127.53-1167.9113.92-7.39143 梅州市***住宅楼建筑结构设计1、竖向恒荷载作用下的梁端弯矩、剪力调整（弯矩单位：剪力、轴力单位：）调幅后的梁端弯矩等于调幅前的梁端弯矩乘以调幅系数（注：调幅系数为0.8）相关的计算公式：，，，，，（注：——该梁调幅后的梁端剪力；、——该梁调幅前的梁端的剪力；——调幅前的梁端的弯矩；——调幅后的梁端的弯矩；——计算至柱边缘的梁端弯矩；、——计算至柱边缘的梁端弯矩；——梁的计算跨度；——柱的宽度）恒荷载梁弯矩、剪力表表2-22层数位置计算跨度梁端弯矩梁端剪力调幅后弯矩调幅后剪力计算到柱边缘的梁端弯矩计算到柱边缘梁端剪力M左M右V左V右10AB跨4.2-35.6435.6446.27-39.67-28.5128.5146.27-39.67-18.1019.5942.26-35.66BC跨4.5-30.2130.2143.44-44.49-24.1624.1643.44-44.49-14.3914.1539.64-40.69CD跨3.9-13.3413.3426.94-33.12-10.6810.6826.94-33.12-4.623.2224.06-30.259AB跨4.2-46.9446.9457.15-46.30-37.5537.5557.15-46.30-24.6927.1355.05-44.20BC跨4.5-30.9830.9840.32-35.84-24.7824.7840.32-35.84-15.7116.7239.21-34.73CD跨3.9-18.5618.5634.33-48.30-14.8514.8534.33-48.30-7.133.9832.75-46.738AB跨4.2-45.4545.4556.49-46.95-36.3636.3656.49-46.95-23.6525.8054.39-44.85BC跨4.5-31.1431.1440.48-35.69-24.9124.9140.48-35.69-15.8016.8839.37-34.58CD跨3.9-19.8419.8434.90-47.73-15.8715.8734.90-47.73-8.025.1333.33-46.157AB跨4.2-45.3345.3356.35-47.10-36.2636.2656.35-47.10-22.1824.4954.02-44.76BC跨4.5-31.2331.2340.48-35.69-24.9824.9840.48-35.69-14.8616.0639.24-34.45CD跨3.9-20.0520.0534.97-47.66-16.0416.0434.97-47.66-7.304.1233.22-45.916AB跨4.2-44.9244.9256.10-47.35-35.9435.9456.10-47.35-21.9124.1053.76-45.02BC跨4.5-31.4031.4040.53-35.63-25.1225.1240.53-35.63-14.9916.2139.30-34.40CD跨3.9-20.5420.5435.17-47.46-16.4316.4335.17-47.46-7.644.5733.42-45.71143 梅州市***住宅楼建筑结构设计续上表层数位置计算跨度梁端弯矩梁端剪力调幅后弯矩调幅后剪力计算到柱边缘的梁端弯矩计算到柱边缘梁端剪力M左M右V左V右5AB跨4.2-43.6543.6555.50-47.95-34.9234.9255.50-47.95-21.0422.9353.17-45.61BC跨4.5-31.6331.6340.62-35.55-25.3025.3040.62-35.55-15.1516.4239.38-34.31CD跨3.9-21.6121.6135.73-46.90-17.2917.2935.73-46.90-8.365.5633.98-45.154AB跨4.2-42.1942.1954.80-48.64-33.7633.7654.80-48.64-20.0521.5952.47-46.31BC跨4.5-31.8831.8840.72-35.45-25.5025.5040.72-35.45-15.3216.6439.49-34.21CD跨3.9-22.8822.8836.38-46.25-18.3018.3036.38-46.25-9.216.7434.63-44.503AB跨4.2-40.5040.5054.00-49.44-32.4032.4054.00-49.44-18.9020.0451.67-47.11BC跨4.5-32.2232.2240.85-35.32-25.7725.7740.85-35.32-15.5616.9439.61-34.08CD跨3.9-24.3424.3437.13-45.49-19.4719.4737.13-45.49-10.198.1035.39-43.742AB跨4.2-38.9538.9553.21-50.24-31.1631.1653.21-50.24-16.5317.3550.64-47.67BC跨4.5-32.5532.5540.99-35.17-26.0426.0440.99-35.17-14.7716.3739.63-33.81CD跨3.9-25.9625.9637.92-44.71-20.7720.7737.92-44.71-10.348.4736.00-42.791AB跨4.2-36.9436.9452.30-51.14-29.5529.5552.30-51.14-15.1715.4949.74-48.58BC跨4.5-33.1033.1041.21-34.96-26.4826.4841.21-34.96-15.1516.8639.85-33.60CD跨3.9-27.8927.8938.96-43.66-22.3122.3138.96-43.66-11.6010.3037.04-41.74143 梅州市***住宅楼建筑结构设计3、竖向活荷载作用下的柱端弯矩调整（弯矩单位：剪力、轴力单位：）活荷载柱弯矩表表2-23柱号层数柱高柱端弯矩柱端剪力柱轴心力计算到梁边缘的柱端弯矩M上M下V上V下N上N下M上M下柱5103.00-10.416.99-5.80-5.80-65.91-65.91-12.736.9993.00-5.436.09-3.84-3.84-99.66-99.66-6.976.0983.00-5.705.42-3.70-3.70-133.11-133.11-7.185.4273.00-6.275.89-4.05-4.05-166.53-166.53-7.895.8963.00-5.605.64-3.75-3.75-199.86-199.86-7.105.6453.00-5.315.33-3.54-3.54-232.94-232.94-6.725.3343.00-4.994.93-3.30-3.30-265.71-265.71-6.314.9333.00-4.654.32-2.99-2.99-298.15-298.15-5.854.3223.00-4.554.38-2.98-2.98-330.25-330.25-5.754.3814.45-3.721.38-1.14-1.14-361.99-361.99-4.171.38柱6103.00-11.769.37-7.04-7.04-75.59-75.59-14.589.3793.00-7.638.23-5.29-5.29-136.73-136.73-9.758.2383.00-7.677.12-4.93-4.93-197.99-197.99-9.647.1273.00-8.457.86-5.44-5.44-259.12-259.12-10.627.8663.00-7.187.19-4.79-4.79-320.15-320.15-9.107.1953.00-6.706.57-4.42-4.42-381.15-381.15-8.476.5743.00-6.005.86-3.95-3.95-442.13-442.13-7.595.8633.00-5.184.59-3.25-3.25-503.08-503.08-6.484.5923.00-4.984.65-3.21-3.21-563.99-563.99-6.274.6514.45-3.321.07-0.99-0.99-624.88-624.88-3.721.07柱7103.007.37-2.583.323.32-116.65-116.658.70-2.5893.000.69-1.130.610.61-205.75-205.750.94-1.1383.001.60-1.260.950.95-295.39-295.391.98-1.2673.001.48-1.230.900.90-385.41-385.411.84-1.2363.001.28-1.070.780.78-475.92-475.921.59-1.0753.000.95-0.780.580.58-567.30-567.301.18-0.7843.000.61-0.360.320.32-659.70-659.700.74-0.3633.000.29-0.270.190.19-753.31-753.310.36-0.2723.00-0.610.71-0.44-0.44-848.20-848.20-0.780.7114.45-0.71-0.50-0.05-0.05-944.50-944.50-0.73-0.50柱8103.0015.95-12.629.529.52-63.76-63.7619.76-12.6293.0012.84-12.728.528.52-106.78-106.7816.25-12.7283.0012.07-10.977.687.68-149.43-149.4315.14-10.9773.0013.52-12.248.598.59-191.88-191.8816.95-12.2463.0011.71-11.567.757.75-234.01-234.0114.81-11.5653.0011.25-10.927.397.39-275.55-275.5514.20-10.9243.0010.54-10.276.946.94-316.40-316.4013.31-10.2733.009.57-8.616.066.06-356.42-356.4211.99-8.6123.009.53-10.356.636.63-395.53-395.5312.18-10.3514.455.73-3.972.182.18-433.60-433.606.60-3.97143 梅州市***住宅楼建筑结构设计3、竖向活荷载作用下的梁端弯矩、剪力调整（弯矩单位：剪力、轴力单位：）调幅后的梁端弯矩等于调幅前的梁端弯矩乘以调幅系数（注：调幅系数为0.8）相关的计算公式：，，，，，（注：——该梁调幅后的梁端剪力；、——该梁调幅前的梁端的剪力；——调幅前的梁端的弯矩；——调幅后的梁端的弯矩；——计算至柱边缘的梁端弯矩；、——计算至柱边缘的梁端弯矩；——梁的计算跨度；——柱的宽度）活荷载梁弯矩、剪力表表2-24层数位置计算跨度梁端弯矩梁端剪力调幅后弯矩调幅后剪力计算到柱边缘的梁端弯矩计算到柱边缘梁端剪力M左M右V左V右10AB跨4.2-10.41-4.9846.27-39.67-8.33-3.9845.53-40.401.92-13.0744.35-39.22BC跨4.5-16.74-3.1543.44-44.49-13.39-2.5242.56-45.37-3.82-12.7341.10-43.91CD跨3.94.22-15.9526.94-33.123.38-12.7626.33-33.739.30-20.3525.23-32.639AB跨4.2-12.42-3.2057.15-46.30-9.94-2.5656.40-47.042.76-13.1555.22-45.86BC跨4.5-20.20-4.4040.32-35.84-16.16-3.5239.23-36.94-7.34-11.8338.33-36.04CD跨3.9-1.13-25.4634.33-48.30-0.90-20.3732.96-49.666.52-31.5432.08-48.788AB跨4.2-11.79-3.8256.49-46.95-9.43-3.0555.75-47.703.11-13.7854.57-46.51BC跨4.5-19.72-4.6640.48-35.69-15.78-3.7339.40-36.77-6.91-12.0038.50-35.87CD跨3.9-1.93-24.7934.90-47.73-1.54-19.8333.53-49.106.00-30.8832.64-48.217AB跨4.2-11.69-3.8656.35-47.10-9.35-3.0955.61-47.844.55-15.0454.43-46.65BC跨4.5-19.42-5.1540.48-35.69-15.54-4.1239.39-36.78-5.69-13.3138.49-35.88CD跨3.9-2.41-24.4934.97-47.66-1.93-19.5933.59-49.046.47-31.8532.70-48.156AB跨4.2-11.49-4.0356.10-47.35-9.19-3.2255.36-48.094.65-15.2554.18-46.91BC跨4.5-19.07-5.6240.53-35.63-15.26-4.4939.43-36.73-5.40-13.6838.53-35.83CD跨3.9-3.11-23.9535.17-47.46-2.49-19.1633.78-48.855.96-31.3732.89-47.96143 梅州市***住宅楼建筑结构设计续上表层数位置计算跨度梁端弯矩梁端剪力调幅后弯矩调幅后剪力计算到柱边缘的梁端弯矩计算到柱边缘梁端剪力M左M右V左V右5AB跨4.2-10.95-4.5655.50-47.95-8.76-3.6554.76-48.684.93-15.8253.58-47.50BC跨4.5-18.45-6.2740.62-35.55-14.76-5.0139.52-36.64-4.88-14.1738.62-35.74CD跨3.9-4.25-22.8035.73-46.90-3.40-18.2434.34-48.295.19-30.3233.45-47.404AB跨4.2-10.31-5.1854.80-48.64-8.25-4.1454.07-49.385.27-16.4952.88-48.20BC跨4.5-17.75-7.0040.72-35.45-14.20-5.6039.62-36.55-4.29-14.7438.72-35.65CD跨3.9-5.62-21.4636.38-46.25-4.49-17.1734.99-47.644.25-29.0834.10-46.753AB跨4.2-9.58-5.8954.00-49.44-7.67-4.7253.27-50.185.65-17.2652.09-49.00BC跨4.5-16.93-7.8840.85-35.32-13.54-6.3039.75-36.42-3.61-15.4138.85-35.52CD跨3.9-7.24-19.8437.13-45.49-5.79-15.8735.75-46.883.15-27.5934.86-45.992AB跨4.2-8.87-6.5753.21-50.24-7.10-5.2552.47-50.977.33-19.2751.29-49.79BC跨4.5-16.13-8.7640.99-35.17-12.91-7.0139.89-36.28-1.94-16.9838.99-35.38CD跨3.9-9.09-18.1437.92-44.71-7.27-14.5136.52-46.102.77-27.1935.64-45.221AB跨4.2-8.10-7.3352.30-51.14-6.48-5.8651.57-51.887.70-20.1350.39-50.69BC跨4.5-15.29-9.6441.21-34.96-12.24-7.7140.10-36.06-1.21-17.6339.20-35.16CD跨3.9-11.05-16.0838.96-43.66-8.84-12.8637.57-45.051.49-25.2536.69-44.17143 梅州市***住宅楼建筑结构设计恒载作用下的框架弯矩图（单位：）（注：图中括号内数字表示梁调幅后的弯矩值，中跨括号内的为跨中负弯矩）143 梅州市***住宅楼建筑结构设计活载作用下的框架弯矩图（单位：）（注：图中括号内数字表示梁调幅后的弯矩值，中跨括号内的为跨中负弯矩）143 梅州市***住宅楼建筑结构设计恒载作用下的框架剪力、轴力图（单位：）143 梅州市***住宅楼建筑结构设计活载作用下的框架剪力、轴力图（单位：）143 梅州市***住宅楼建筑结构设计2.7第②轴框架梁、柱的内力组合2.7.1框架梁的内力组合(弯矩单位:剪力单位:)表2-25框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震10左边跨梁左截面M-18.101.92-5.2427.52-20.11-15.80-24.39-11.81-21.69-14.5113.13-47.41-47.41V42.2644.352.2913.6587.9795.4845.0139.5192.63-8.1179.4549.4249.42跨中M16.403.960.630.0523.0121.1517.1615.6421.3611.4418.4418.3323.01右截面M19.59-13.073.9827.4212.533.9124.3714.819.7729.4143.22-17.1143.22V-35.66-39.22-2.2913.65-75.74-82.72-38.41-32.91-80.499.17-40.26-70.29-40.26中跨梁左截面M-14.39-3.82-3.5524.51-20.48-18.97-18.65-10.13-22.35-6.4310.66-43.26-43.26V39.6441.101.569.3282.0988.9641.5137.7785.71-6.4370.4449.9449.94跨中M18.087.160.000.0027.7126.6718.0818.0825.8110.3521.6621.6627.71右截面M14.15-12.733.4817.426.29-1.1318.339.974.1624.1426.95-11.3826.95V-40.69-43.91-1.569.32-85.71-93.38-42.56-38.82-89.808.42-52.39-72.90-52.39右边跨梁左截面M-4.629.30-4.1920.962.276.54-9.650.410.90-10.1423.09-23.0323.09V24.0625.232.5713.1550.0754.3427.1420.9854.08-5.9651.1422.2151.14跨中M9.946.14-0.60-3.5417.0917.319.2310.6515.933.959.1216.9017.31右截面M3.22-20.355.3828.04-13.23-21.209.68-3.24-12.9519.3923.89-37.80-37.80V-30.25-32.63-2.5713.15-63.71-69.41-33.33-27.17-68.277.77-32.10-61.03-61.03143 梅州市***住宅楼建筑结构设计表2-26框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震9左边跨梁左截面M-24.692.76-10.8050.94-27.31-21.38-37.65-11.73-33.37-16.0132.72-79.34-79.34V55.0555.224.8223.18112.44121.3160.8349.27119.89-9.79108.1657.1657.16跨中M18.564.231.104.2825.8323.6419.8817.2424.3212.8025.3815.9725.83右截面M27.13-13.158.6042.3821.5111.3537.4516.8122.2232.0467.17-26.0667.17V-44.20-45.86-4.8223.18-91.56-99.23-49.98-38.42-98.9310.53-41.63-92.63-41.63中跨梁左截面M-15.71-7.34-7.6837.88-25.02-24.52-24.93-6.49-31.930.5122.29-61.05-61.05V39.2138.333.4219.5479.2585.2143.3135.1184.30-5.8879.8736.8836.88跨中M20.197.920.000.0030.8829.6920.1920.1928.7411.6424.1524.1530.88右截面M16.72-11.837.6950.0710.132.5225.957.4912.2521.1965.88-44.2765.88V-34.73-36.04-3.4219.54-71.95-77.98-38.83-30.63-77.357.89-31.26-74.24-31.26右边跨梁左截面M-7.136.52-9.2460.22-3.080.69-18.223.96-10.07-4.1962.37-70.11-70.11V32.7532.085.4934.6266.2571.2539.3426.1673.33-7.8386.8710.7110.71跨中M20.2511.76-0.99-4.2634.1834.3619.0721.4331.898.6121.4430.8234.36右截面M3.98-31.5411.2168.74-21.72-33.8717.43-9.47-17.9825.9463.82-87.40-87.40V-46.73-48.78-5.4934.62-97.05-105.27-53.32-40.14-105.3411.88-33.04-109.20-109.20143 梅州市***住宅楼建筑结构设计表2-27框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震8左边跨梁左截面M-23.653.11-17.0278.53-25.77-19.92-44.07-3.23-38.67-8.6364.29-108.48-108.48V54.3954.577.6636.75111.11119.8763.5845.20121.60-12.82122.1041.2541.25跨中M18.884.111.604.5726.1123.8120.8016.9625.0512.7125.9615.9126.11右截面M25.80-13.7813.8269.3919.389.2642.389.2225.8425.7695.24-57.4295.24V-44.85-46.51-7.6636.75-92.89-100.66-54.04-35.66-103.3513.65-27.68-108.53-27.68中跨梁左截面M-15.80-6.91-12.3562.01-24.76-24.09-30.62-0.98-36.605.0048.96-87.47-87.47V39.3738.505.4729.4579.5885.5745.9332.8186.86-8.1291.0226.2326.23跨中M20.318.100.000.0031.1830.0320.3120.3129.0611.5624.3624.3631.18右截面M16.88-12.0012.2870.5010.182.4831.622.1417.1816.5888.43-66.6788.43V-34.58-35.87-5.4729.45-71.63-77.62-41.14-28.02-79.2310.07-20.12-84.91-20.12右边跨梁左截面M-8.026.00-14.7784.80-4.58-0.82-25.749.70-17.491.4588.26-98.30-98.30V33.3332.648.7448.7567.4172.5043.8222.8478.02-11.36103.28-3.98-3.98跨中M19.8411.52-1.51-6.0033.4833.6618.0321.6530.669.0219.0032.2033.66右截面M5.13-30.8817.7896.80-19.78-31.9326.47-16.21-9.0219.2896.17-116.79-116.79V-46.15-48.21-8.7448.75-95.88-104.00-56.64-35.66-107.6615.36-16.63-123.88-123.88143 梅州市***住宅楼建筑结构设计框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震7左边跨梁左截面M-22.184.55-23.44104.09-22.79-16.72-50.315.95-42.58-1.7894.59-134.40-134.40V54.0254.4311.0547.90110.55119.3467.2840.76124.74-16.70133.9328.5528.55跨中M18.704.121.217.6925.9023.6420.1517.2524.4612.9429.2112.3129.21右截面M24.49-15.0421.0288.7216.756.4449.71-0.7330.9518.03114.56-80.62114.56V-44.76-46.65-11.0547.90-92.90-100.74-58.02-31.50-107.0817.56-15.40-120.78-15.40中跨梁左截面M-14.86-5.69-18.7879.29-22.61-21.69-37.407.68-41.2911.5769.51-104.92-104.92V39.2438.498.3237.6779.4285.4349.2229.2689.79-11.3199.9217.0517.05跨中M20.228.090.000.0031.0629.9320.2220.2228.9611.4824.2724.2731.06右截面M16.06-13.3118.6590.228.090.0938.44-6.3221.8310.29108.65-89.84108.65V-34.45-35.88-8.3237.67-71.48-77.51-44.43-24.47-82.1913.29-10.95-93.83-10.95右边跨梁左截面M-7.306.47-22.44108.52-3.330.46-34.2319.63-24.559.95115.31-123.44-123.44V33.2232.7012.7761.4867.3372.4648.5417.9082.33-15.89117.20-18.06-18.06跨中M19.7311.34-1.35-5.9933.2033.3418.1121.3530.528.9418.8231.9833.34右截面M4.12-31.8525.14120.49-21.81-34.1034.29-26.05-3.1311.37120.73-144.34-144.34V-45.91-48.15-12.7761.48-95.54-103.69-61.23-30.59-111.7019.88-2.36-137.61-137.61表2-2143 梅州市***住宅楼建筑结构设计表2-29框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震6左边跨梁左截面M-21.914.65-26.54123.88-22.39-16.33-53.769.94-45.551.73116.68-155.85-155.85V53.7654.1812.4857.73110.02118.7868.7438.78125.75-18.23144.3517.3517.35跨中M18.574.101.427.6925.7323.4920.2716.8724.5312.6129.0812.1629.08右截面M24.10-15.2523.70108.5016.115.8052.54-4.3433.2314.97135.83-102.88135.83V-45.02-46.91-12.4857.73-93.43-101.31-60.00-30.04-109.1619.12-4.97-131.98-4.97中跨梁左截面M-14.99-5.40-21.1996.97-22.52-21.47-40.4210.44-43.7113.7388.98-124.36-124.36V39.3038.539.3845.2179.5385.5450.5628.0491.04-12.44108.308.838.83跨中M20.148.110.000.0030.9829.8720.1420.1428.9011.3824.2024.2030.98右截面M16.21-13.6821.03106.497.96-0.2141.45-9.0324.158.27126.51-107.77126.51V-34.40-35.83-9.3845.21-71.38-77.40-45.66-23.14-83.2314.43-2.58-102.05-2.58右边跨梁左截面M-7.645.96-25.30128.08-4.16-0.49-38.0022.72-28.5313.25136.23-145.55-145.55V33.4232.8914.3272.5667.7372.8950.6016.2484.41-17.57129.68-29.95-29.95跨中M19.5411.12-1.37-7.0732.7932.8817.9021.1830.089.0017.3332.8732.88右截面M4.57-31.3728.03142.21-20.87-33.0738.21-29.070.968.18145.32-167.55-167.55V-45.71-47.96-14.3272.56-95.14-103.26-62.89-28.53-112.9721.5510.13-149.51-149.51143 梅州市***住宅楼建筑结构设计表2-30框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震5左边跨梁左截面M-21.044.93-31.62134.72-21.11-15.12-58.9816.90-49.877.79129.62-166.77-166.77V53.1753.5815.0364.61108.81117.4771.2135.13127.27-20.93151.038.898.89跨中M18.594.001.384.7025.6723.3920.2416.9424.4012.7925.7515.4325.75右截面M22.93-15.8228.87125.3314.233.9557.57-11.7137.028.84152.88-122.84152.88V-45.61-47.50-15.0364.61-94.63-102.61-63.65-27.57-113.1421.921.71-140.431.71中跨梁左截面M-15.15-4.88-25.81112.02-22.28-21.01-46.1215.82-48.3018.00105.63-140.81-140.81V39.3838.6211.4351.6179.7085.7253.1025.6693.43-14.67115.461.921.92跨中M20.078.220.000.0030.9929.9320.0720.0728.9511.1924.1824.1830.99右截面M16.42-14.1725.62120.247.80-0.5847.16-14.3228.794.05141.60-122.93141.60V-34.31-35.74-11.4351.61-71.19-77.20-48.03-20.59-85.2516.634.59-108.954.59右边跨梁左截面M-8.365.19-30.81144.63-5.67-2.13-45.3328.61-36.0319.31153.33-164.86-164.86V33.9833.4517.1481.9468.8774.1254.5513.4188.62-20.66140.84-39.43-39.43跨中M19.3110.86-1.11-7.9832.2932.3417.9820.6429.858.7715.9733.5133.51右截面M5.56-30.3233.02160.58-18.80-30.8245.18-34.068.482.64167.04-186.24-186.24V-45.15-47.40-17.1481.94-94.00-102.03-65.72-24.58-114.8524.5521.28-158.98-158.98143 梅州市***住宅楼建筑结构设计表2-31框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震4左边跨梁左截面M-20.055.27-34.42156.66-19.63-13.73-61.3521.25-51.5311.43154.91-189.74-189.74V52.4752.8816.6375.00107.38115.9372.4332.51127.54-22.60161.41-3.59-3.59跨中M18.583.880.955.7225.5623.2419.7217.4423.8013.3626.8114.2326.81右截面M21.59-16.4932.52145.2312.061.8060.61-17.4338.904.28173.10-146.41173.10V-46.31-48.20-16.6375.00-96.06-104.15-66.27-26.35-116.3323.7112.09-152.9112.09中跨梁左截面M-15.32-4.29-29.07129.80-21.99-20.47-50.2019.56-51.3520.71125.32-160.25-160.25V39.4938.7212.8758.0679.9185.9554.9324.0595.21-16.23122.72-5.02-5.02跨中M20.008.350.000.0031.0130.0220.0020.0029.0210.9824.1824.1831.01右截面M16.64-14.7428.86131.497.59-1.0551.27-17.9931.891.39153.91-135.37153.91V-34.21-35.65-12.8758.06-71.00-76.99-49.65-18.77-86.6118.1911.83-115.9011.83右边跨梁左截面M-9.214.25-34.72158.16-7.48-4.11-50.8732.45-42.1223.70166.89-181.06-181.06V34.6334.1019.1789.6070.2075.5557.6311.6392.16-22.90150.24-46.88-46.88跨中M19.0110.53-0.99-8.7231.6631.6517.8320.1929.328.7014.6833.8733.87M6.74-29.0836.69175.60-16.34-28.1650.77-37.2914.96-1.48185.36-200.96-200.96143 梅州市***住宅楼建筑结构设计右截面V-44.50-46.75-19.1789.60-92.67-100.60-67.50-21.50-115.6926.6930.69-166.44-166.44表2-32框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震3左边跨梁左截面M-18.905.65-39.53160.19-17.93-12.12-66.3428.54-55.4917.69160.13-192.28-192.28V51.6752.0918.3877.71105.76114.1873.7329.61127.78-24.44163.20-7.77-7.77跨中M18.603.842.543.8125.5523.2121.6515.5525.4911.7124.7116.3325.55右截面M20.04-17.2634.45152.589.55-0.6761.38-21.3038.611.47179.25-156.43179.25V-47.11-49.00-18.3877.71-97.69-105.91-69.17-25.05-119.8825.6613.87-157.0913.87中跨梁左截面M-15.56-3.61-30.79136.37-21.70-19.89-52.5121.39-52.7121.59132.64-167.37-167.37V39.6138.8513.5661.4780.1786.2355.8823.3496.21-16.99126.65-8.58-8.58跨中M19.898.490.000.0031.0030.0819.8919.8929.0610.7224.1424.1431.00右截面M16.94-15.4130.24140.237.38-1.5553.23-19.3532.960.92163.49-145.02163.49V-34.08-35.52-13.5661.47-70.73-76.70-50.35-17.81-87.0918.9315.78-119.4615.78左截面M-10.193.15-36.37168.67-9.58-6.41-53.8333.45-46.0725.69176.92-194.15-194.15143 梅州市***住宅楼建筑结构设计右边跨梁V35.3934.8620.9695.5571.7577.2260.5410.2495.68-24.90157.93-52.29-52.29跨中M18.6910.16-2.68-9.3030.9630.8815.4821.9026.7710.6113.5434.0034.00右截面M8.10-27.5941.72187.27-13.46-25.0158.16-41.9623.36-7.16200.30-211.69-211.69V-43.74-45.99-20.9695.55-91.12-98.93-68.89-18.59-116.0528.5738.37-171.84-171.84表2-33框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震2左边跨梁左截面M-16.537.33-45.80167.28-13.68-7.73-71.4938.43-58.0825.02171.14-196.87-196.87V50.6451.2920.4783.82103.85112.1975.2026.08128.14-26.86168.49-15.92-15.92跨中M18.473.864.61-1.4125.4123.1024.0012.9427.629.3218.8521.9527.62右截面M17.35-19.2736.58170.094.63-5.7761.25-26.5536.04-1.34194.81-179.38194.81V-47.67-49.79-20.4783.82-99.03-107.42-72.23-23.11-123.5528.2119.64-164.7719.64中跨梁左截面M-14.77-1.94-32.70152.02-19.35-17.10-54.0124.47-52.1822.64151.48-182.96-182.96V39.6338.9915.0665.7780.3186.4257.7021.5698.00-18.74131.47-13.22-13.22跨中M19.828.620.000.0031.0230.1619.8219.8229.1310.5124.1324.1331.02右截面M16.37-16.9835.07143.965.38-4.0158.45-25.7135.91-3.17166.24-150.48166.24V-33.81-35.38-15.0665.77-70.29-76.27-51.88-15.74-88.2920.6720.85-123.8520.85左截面M-10.342.77-42.19173.16-10.08-7.02-60.9740.29-52.9132.23181.52-199.43-199.43143 梅州市***住宅楼建筑结构设计右边跨梁V36.0035.6421.3796.6873.1478.7761.6410.3697.57-25.57160.17-52.53-52.53跨中M18.259.682.38-6.9130.0329.8721.1115.3931.275.2315.4930.6931.27右截面M8.47-27.1937.43186.97-12.68-24.1653.39-36.4519.53-2.59200.54-210.79-210.79V-42.79-45.22-21.3796.68-89.33-97.05-68.43-17.15-114.7129.1340.95-171.75-171.75表2-33框架梁内力组合表层次梁号截面内力荷载类别内力组合截面控制内力恒活风地震永久荷载控制可变荷载控制地震作用参组①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震1左边跨梁左截面M-15.177.70-37.95158.50-11.74-5.93-60.7130.37-47.8417.50163.03-185.67-185.67V49.7450.3919.0397.04102.02110.2172.5826.90124.71-25.23181.68-31.81-31.81跨中M18.593.87-0.34-36.7925.5623.2318.1819.0022.4014.78-19.9460.9960.99右截面M15.49-20.1338.64232.071.68-8.6761.86-30.8835.48-4.50260.70-249.85260.70V-48.58-50.69-19.0397.04-100.88-109.41-71.42-25.74-123.8826.7232.82-180.6732.82中跨梁左截面M-15.15-1.21-34.54207.41-19.20-16.60-56.6026.30-53.7623.46212.40-243.91-243.91V39.8539.2015.22193.2180.7586.8958.1121.5998.62-18.92271.98-153.08-153.08跨中M19.668.770.000.0030.9630.1819.6619.6629.1310.1924.0524.0530.96右截面M16.86-17.6333.97193.215.42-4.3057.62-23.9034.51-0.79220.58-204.49220.58V-33.60-35.16-15.2289.03-69.85-75.79-51.86-15.34-88.0120.8146.75-149.1146.75143 梅州市***住宅楼建筑结构设计右边跨梁左截面M-11.601.49-40.86232.39-12.67-9.81-60.6337.43-54.1230.92244.77-266.48-266.48V37.0436.6923.68157.8975.2781.0765.468.62102.24-28.16229.06-118.29-118.29跨中M17.899.26-3.25-61.6729.2529.0013.9921.7924.3811.40-45.3290.3690.36右截面M10.30-25.2547.36355.73-8.85-20.0067.13-46.5334.18-13.58388.98-393.63-393.63V-41.74-44.17-23.68157.89-87.19-94.74-70.16-13.32-115.0231.54109.85-237.50-237.50框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震10Z5柱顶M-43.77-12.735.24-27.52-63.22-59.05-37.48-50.06-51.86-35.68-80.41-19.86-80.41-35.68-63.22N138.3265.912.2913.65221.35217.41141.07135.57211.9864.66186.29156.26221.3564.66221.35柱底M25.346.991.57-8.2236.2833.7327.2223.4634.5816.1019.7937.8837.8816.1036.28N156.5565.912.2913.65243.22235.64159.30153.80230.2182.89204.52174.49243.2282.89243.22V-20.33-5.8-2.2711.91-29.27-27.29-23.05-17.61-29.05-11.61-10.13-36.33-36.33-11.61-29.27Z6柱顶M-10.14-14.58-7.53-37.65-24.42-27.64-19.18-1.10-34.0213.74-58.8523.99-58.8513.74-24.42N199.7975.59-0.73-4.33303.24290.50198.91200.67280.64118.94232.82242.35303.24118.94303.24柱底M4.459.37-3.23-20.2713.2115.690.578.3311.08-2.18-13.1631.4331.43-2.1813.21N218.0275.59-0.73-4.33325.12308.73217.14218.90298.87137.17251.05260.58325.12137.17325.12V-4.29-7.043.599.32-11.06-12.740.02-8.60-8.02-0.562.44-18.06-18.06-0.56-11.06Z7M23.018.77.67-38.3834.9233.4532.2113.8140.695.33-14.8669.5869.585.3333.45143 梅州市***住宅楼建筑结构设计柱顶N181.65116.65-1.01-3.83315.97321.63180.44182.86306.5456.76235.76244.19321.6356.76321.63柱底M-9.24-2.583.45-21.59-13.26-12.34-5.10-13.38-8.30-10.18-34.2813.22-34.28-10.18-12.34N199.88116.65-1.01-3.83337.84339.86198.67201.09324.7774.99253.99262.42339.8674.99339.86V9.493.32-3.79.3214.1813.475.0513.939.089.9021.400.9021.409.9013.47Z8柱顶M31.4619.76-5.38-28.0454.3555.1725.0037.9246.9915.9310.5072.1872.1815.9354.35N116.2863.762.5713.15193.09192.79119.36113.20187.9244.64162.63133.70193.0944.64193.09柱底M-19.98-12.62-1.79-9.35-34.58-35.12-22.13-17.83-35.54-4.42-36.58-16.01-36.58-4.42-34.58N134.5163.762.5713.15214.97211.02137.59131.43206.1562.87180.86151.93214.9762.87214.97V15.139.522.3912.4626.1526.5518.0012.2627.992.2733.606.1833.602.2726.152.7.2框架柱的内力组合(弯矩单位:剪力、轴力单位:)2-34表2-35框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震9.00Z5柱顶M-27.58-6.979.23-42.72-38.95-35.94-16.50-38.66-25.14-30.02-78.0615.93-78.06-30.02-38.95N268.0399.667.1136.83405.35387.62276.56259.50383.34152.72358.37277.35405.35152.72405.35柱底M23.276.094.54-2333.0430.5828.7217.8234.7511.791.0251.6251.6211.7933.04N286.2699.667.1136.83427.23405.85294.79277.73401.57170.95376.60295.58427.23170.95427.23V-14.96-3.84-4.5921.91-21.18-19.57-20.47-9.45-24.06-5.867.22-40.98-40.98-5.86-21.18Z6柱顶M-3.08-9.75-13.05-63.91-11.89-14.78-18.7412.58-27.7021.54-78.2662.35-78.2621.54-11.89N378.03136.73-2.13-7.97568.49542.11375.47380.59523.40232.66437.63455.16568.49232.66568.49柱底M38.23-8.7-42.610.5112.88-7.4413.442.493.51-39.7553.9853.983.5110.51N396.26136.73-2.13-7.97590.37560.34393.70398.82541.63250.89455.86473.39590.37250.89590.37V-1.79-5.297.2519.54-6.59-8.146.91-10.490.33-3.9117.06-25.93-25.93-3.91-6.59143 梅州市***住宅楼建筑结构设计Z7柱顶M5.640.9413.48-65.077.566.7721.82-10.5421.21-9.93-65.4777.6977.69-9.936.77N342.35205.75-3.08-18.91583.65589.25338.65346.05561.23123.47424.42466.03589.25123.47589.25柱底M-5.55-1.138.99-45.22-7.61-6.915.24-16.342.94-14.04-55.8643.63-55.86-14.04-6.91N360.58205.75-3.08-18.91605.53607.48356.88364.28579.46141.70442.65484.26607.48141.70607.48V3.290.61-7.4919.544.464.02-5.7012.28-4.1410.7225.09-17.9025.0910.724.02Z8柱顶M25.616.25-9.42-44.6844.3745.1014.3036.9032.9818.22-15.4282.8782.8718.2244.37N230.58106.788.0647.77366.39358.72240.25220.91354.61106.55336.52231.42366.39106.55366.39柱底M-20.16-12.72-5.07-24.06-34.88-35.42-26.24-14.08-39.37-0.95-52.99-0.05-52.99-0.95-34.88N248.81106.788.0647.77388.27376.95258.48239.14372.84124.78354.75249.65388.27124.78388.27V13.468.524.8322.9123.3123.6819.267.6627.88-0.9642.92-7.4842.92-0.9623.31表2-36框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震8.00Z5柱顶M-27.87-7.1812.48-55.52-39.48-36.49-12.89-42.85-22.15-33.59-92.5329.61-92.53-33.59-39.48N397.09133.1114.7773.58588.32556.82414.81379.37556.80237.38544.58382.71588.32237.38588.32柱底M20.555.427.65-37.0229.2127.0529.7311.3734.676.43-17.4663.9863.986.4329.21N415.32133.1114.7773.58610.20575.05433.04397.60575.03255.61562.81400.94610.20255.61610.20V-14.24-3.7-6.7130.85-20.20-18.68-22.29-6.19-25.48-3.0017.85-50.03-50.03-3.00-20.20Z6柱顶M-3.44-9.64-17.47-82.49-12.23-15.01-24.4017.52-32.7225.84-99.0082.48-99.0025.84-12.23N557.08197.99-4.32-15.27834.81794.67551.90562.26766.24347.92639.28672.87834.81347.92834.81柱底M2.677.12-14.3-67.499.1811.21-14.4919.83-5.0810.42-68.0180.4780.4710.429.18N575.31197.99-4.32-15.27856.68812.90570.13580.49784.47366.15657.51691.10856.68366.15856.68V-1.8-4.9310.5929.45-6.30-7.7210.91-14.514.31-7.9128.13-36.66-36.66-7.91-6.30143 梅州市***住宅楼建筑结构设计Z7柱顶M7.721.9818.06-85.4110.9310.1029.39-13.9529.36-13.92-85.24102.66102.66-13.9210.10N503.47295.39-6.35-38.22852.29857.94495.85511.09815.63191.31609.12693.21857.94191.31857.94柱底M-5.33-1.2614.77-69.88-7.45-6.8412.39-23.059.26-19.92-82.8370.91-82.83-19.92-6.84N521.7295.39-6.35-38.22874.17876.17514.08529.32833.86209.54627.35711.44876.17209.54876.17V3.840.95-10.9429.455.414.98-9.2916.97-6.9514.6336.71-28.0836.7114.634.98Z8柱顶M23.9615.14-12.71-58.0841.4742.138.7139.2126.5821.34-32.3695.4295.4221.3441.47N344.31149.4316.896.52538.69523.63364.47324.15523.84164.78525.20312.85538.69164.78538.69柱底M-17.53-10.97-8.47-38.72-30.25-30.69-27.69-7.37-38.533.47-65.6119.58-65.613.47-30.25N362.54149.4316.896.52560.57541.86382.70342.38542.07183.01543.43331.08560.57183.01560.57V12.27.687.0632.2721.0921.4220.673.7328.12-3.7251.54-19.4651.54-3.7221.09表2-37框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震7.00Z5柱顶M-31.16-7.8915.79-67.08-44.02-40.63-12.21-50.11-22.63-39.69-108.8938.68-108.89-39.69-44.02N526.02166.5325.82121.49771.11725.86557.00495.04733.76318.28742.92475.65771.11318.28771.11柱底M23.065.898.88-44.7232.6230.1333.7212.4039.017.11-23.1975.2075.207.1132.62N548.52166.5325.82121.49798.11748.36579.50517.54756.26340.78765.42498.15798.11340.78798.11V-15.95-4.05-8.2237.26-22.54-20.81-25.81-6.09-29.20-2.7023.01-58.96-58.96-2.70-22.54Z6柱顶M-3.37-10.62-25.5-104.53-12.96-16.11-33.9727.23-42.3835.64-123.66106.30-123.6635.64-12.96N736.28259.12-7.05-25.511101.201047.22727.82744.741008.52464.04837.78893.901101.20464.041101.20柱底M2.657.86-17-85.529.7812.08-17.7523.05-7.2212.52-87.49100.65100.6512.529.78N758.78259.12-7.05-25.511128.201069.72750.32767.241031.02486.54860.28916.401128.20486.541128.20143 梅州市***住宅楼建筑结构设计V-1.77-5.4414.1637.67-6.69-8.3015.22-18.767.65-11.1936.95-45.93-45.93-11.19-6.69Z7柱顶M7.871.8426.32-109.3110.9910.0839.45-23.7138.28-22.54-111.45129.03129.03-22.5410.08N664.66385.41-10.8-62.021121.341127.15651.70677.621069.24260.08789.14925.591127.15260.081127.15柱底M-5.53-1.2317.54-89.43-7.67-7.0115.52-26.5812.08-23.14-104.5292.23-104.52-23.14-7.01N687.16385.41-10.8-62.021148.341149.65674.20700.121091.74282.58811.64948.091149.65282.581149.65V3.940.9-14.6237.675.485.02-13.6021.48-10.8818.7645.83-37.0545.8318.765.02Z8柱顶M27.1716.95-16.67-72.2946.8447.517.1747.1727.4726.87-43.87115.16115.1626.87-43.87N457.97191.8829.57158710.74688.23493.45422.49697.14218.80727.71380.11727.71218.80727.71柱底M-19.66-12.24-9.38-48.2-33.87-34.35-30.92-8.40-43.013.69-78.8027.24-78.803.69-78.80N480.47191.8829.57158737.74710.73515.95444.99719.64241.30750.21402.61750.21241.30750.21V13.778.598.6840.1623.7424.0824.193.3532.42-4.8862.24-26.1162.24-4.8862.24表2-38框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震6.00Z5柱顶M-27.74-7.117.66-79.17-39.25-36.26-6.55-48.93-16.34-39.14-118.3855.80-118.38-39.14-39.25N654.55199.8638.3179.22953.34894.38700.51608.59911.76397.34951.62557.34953.34397.34953.34柱底M22.245.6411.78-52.7831.4329.0136.388.1041.053.43-33.0083.1283.123.4331.43N677.05199.8638.3179.22980.34916.88723.01631.09934.26419.84974.12579.84980.34419.84980.34V-14.7-3.75-9.8143.98-20.79-19.20-26.47-2.93-29.34-0.0631.80-64.95-64.95-0.06-20.79Z6柱顶M-2.81-9.1-27.89-123.37-11.02-13.73-36.2830.66-42.7637.14-143.07128.35-143.0737.14-11.02N915.65320.15-10.15-38.031367.711299.83903.47927.831250.45580.851033.891117.561367.71580.851367.71柱底M2.337.19-22.82-100.948.8410.96-25.0529.71-14.5519.21-105.11116.96116.9619.218.84N938.15320.15-10.15-38.031394.711322.33925.97950.331272.95603.351056.391140.061394.71603.351394.71143 梅州市***住宅楼建筑结构设计V-1.51-4.7916.945.21-5.84-7.2618.77-21.7911.57-14.5945.83-53.64-53.64-14.59-5.84Z7柱顶M6.931.5928.79-129.019.658.8441.48-27.6239.74-25.88-134.19149.64149.64-25.888.84N827.03475.92-15.74-89.371392.211398.13808.14845.921324.02330.04966.681163.301398.13330.041398.13柱底M-4.97-1.0723.55-105.56-6.86-6.2523.29-33.2319.31-29.25-121.62110.61-121.62-29.25-6.25N849.53475.92-15.74-89.371419.211420.63830.64868.421346.52352.54989.181185.801420.63352.541420.63V3.50.78-17.4545.214.864.44-17.4424.44-14.5021.5053.62-45.8453.6221.504.44Z8柱顶M24.3114.81-18.65-83.941.6142.081.9346.6920.1628.46-60.58124.01124.0128.46-60.58N571.3234.0143.89230.56882.13852.11623.97518.63871.43271.17941.92434.69941.92271.17941.92柱底M-18.91-11.56-12.43-58.31-32.40-32.78-33.83-3.99-44.827.00-88.8339.45-88.837.00-88.83N593.8234.0143.89230.56909.13874.61646.47541.13893.93293.67964.42457.19964.42293.67964.42V12.717.7510.3647.421.7622.0125.140.2832.27-6.8568.73-35.5668.73-6.8568.73表2-39框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震5.00Z5柱顶M-27.13-6.7219.84-81.94-38.20-35.19-3.32-50.94-12.96-41.30-120.6259.64-120.62-41.30-120.62N782.49232.9453.33243.831134.661062.02846.49718.491091.66473.321167.17630.751167.17473.321167.17柱底M21.575.3313.79-67.0530.3627.9738.125.0242.220.92-49.5297.9997.990.92-49.52N804.99232.9453.33243.831161.661084.52868.99740.991114.16495.821189.67653.251189.67495.821189.67V-14.32-3.54-11.2149.66-20.16-18.57-27.77-0.87-30.251.6138.54-70.72-70.721.6138.54Z6柱顶M-1.95-8.47-31.86-139.31-9.45-12.11-40.1836.28-45.5141.61-159.43147.06-159.4341.61-9.45N1095.7381.15-13.75-51.031635.011553.081079.201112.201492.49698.911230.141342.411635.01698.911635.01柱底M1.786.57-26.06-113.987.659.66-29.4933.05-19.2722.83-120.31130.44130.4422.837.65N1118.2381.15-13.75-51.031662.011575.581101.701134.701514.99721.411252.641364.911662.01721.411662.01143 梅州市***住宅楼建筑结构设计V-1.1-4.4219.3151.61-5.03-6.4022.07-24.2714.98-17.1853.46-60.08-60.08-17.18-5.03Z7柱顶M6.071.1832.88-145.688.287.4945.53-33.3942.85-30.71-153.59166.91166.91-30.717.49N989.87567.3-21.45-119.691664.381670.63964.131015.611579.39400.351141.861405.181670.63400.351670.63柱底M-4.26-0.7826.9-119.19-5.77-5.2028.02-36.5423.95-32.47-135.76126.46-135.76-32.47-5.20N1012.37567.3-21.45-119.691691.381693.13986.631038.111601.89422.851164.361427.681693.13422.851693.13V3.040.58-19.9351.614.143.74-20.8826.96-17.8623.9460.10-53.4460.1023.943.74Z8柱顶M23.8314.2-20.59-88.3240.5240.87-0.8848.5416.9330.73-66.22128.08128.0830.73-66.22N684.07275.5561.03312.51052.351014.73757.31610.831047.58320.561165.60478.101165.60320.561165.60柱底M-18.27-10.92-14.91-72.26-31.10-31.37-36.16-0.38-46.179.63-103.2255.76-103.229.63-103.22N706.57275.5561.03312.51079.351037.23779.81633.331070.08343.061188.10500.601188.10343.061188.10V12.387.3911.8353.5321.0621.2526.58-1.8233.14-8.3874.96-42.8174.96-8.3874.96表2-40框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震4.00Z5柱顶M-26.17-6.3120.63-89.61-36.70-33.74-1.41-50.93-10.70-41.64-127.9069.25-127.90-41.64-127.90N909.74265.7169.96318.831314.881228.59993.69825.791272.26547.221393.31691.881393.31547.221393.31柱底M20.924.9316.88-73.3229.2526.8441.180.6644.47-2.63-57.27104.04104.04-2.63-57.27N932.24265.7169.96318.831341.881251.091016.19848.291294.76569.721415.81714.381415.81569.721415.81V-13.85-3.3-12.554.31-19.39-17.81-28.851.15-30.913.2144.24-75.24-75.243.2144.24Z6柱顶M-1.07-7.59-35.53-141.26-7.66-10.18-43.7141.57-47.6445.50-160.25150.52-160.2545.50-7.66N1276.56442.13-17.51-67.961903.261807.121255.551297.571735.15817.971422.871572.381903.26817.971903.26M0.915.86-29.07-135.726.017.94-33.9735.79-24.1625.98-145.45153.13153.1325.986.01143 梅州市***住宅楼建筑结构设计柱底N1299.06442.13-17.51-67.961930.261829.621278.051320.071757.65840.471445.371594.881930.26840.471930.26V-0.58-3.9521.5458.06-4.01-5.3225.27-26.4318.42-19.5861.31-66.42-66.42-19.58-4.01Z7柱顶M5.080.7436.68-144.826.725.9749.10-38.9445.49-35.33-153.85164.75164.75-35.335.97N1153.26659.7-27.75-151.231938.061944.901119.961186.561835.77470.751316.761649.461944.90470.751944.90柱底M-3.28-0.3630.01-144.82-4.24-3.7132.73-39.2928.74-35.30-162.76155.84-162.76-35.30-3.71N1175.76659.7-27.75-151.231965.061967.401142.461209.061858.27493.251339.261671.961967.40493.251967.40V2.460.32-22.2358.063.222.84-24.2229.14-21.2026.1266.49-61.2566.4926.122.84Z8柱顶M23.0413.31-21.78-96.5838.8339.01-3.1049.1813.8932.19-76.54135.93135.9332.19-76.54N796.19316.480.2402.091221.201175.87892.43699.951224.52367.861396.69512.091396.69367.861396.69柱底M-17.68-10.27-17.82-79.02-29.84-30.00-39.063.70-48.0212.66-109.7464.11-109.7412.66-109.74N818.69316.480.2402.091248.201198.37914.93722.451247.02390.361419.19534.591419.19390.361419.19V11.976.9413.258.5320.1920.3027.81-3.8733.72-9.7879.82-48.9479.82-9.7879.82表2-41框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震3.00Z5柱顶M-24.63-5.8522.65-86.88-34.47-31.652.55-51.81-6.49-42.77-123.1268.01-123.12-42.77-123.12N1036.18298.1588.34396.541493.861393.961142.19930.171453.59618.771621.45749.061621.45618.771621.45柱底M18.324.3218.53-86.8825.6123.5040.56-3.9243.00-6.36-75.09116.05116.05-6.36-75.09N1058.68298.1588.34396.541520.861416.461164.69952.671476.09641.271643.95771.561643.95641.271643.95V-12.63-2.99-13.7357.92-17.67-16.22-29.113.85-30.695.4349.59-77.84-77.845.4349.59Z6柱顶M-0.56-6.48-36.17-147.69-6.12-8.34-43.9642.84-46.6245.50-166.26158.66-166.2645.50-6.12N1458.34503.08-22.33-84.22172.602062.041431.541485.141977.55939.131617.261802.502172.60939.132172.60M0.864.59-34.75-147.694.896.37-40.8442.56-31.7133.43-159.30165.61165.6133.434.89143 梅州市***住宅楼建筑结构设计柱底N1480.84503.08-22.33-84.22199.602084.541454.041507.642000.05961.631639.761825.002199.60961.632199.60V-0.42-3.2523.6461.47-3.23-4.3227.95-28.7921.60-22.4465.57-69.66-69.66-22.44-3.23Z7柱顶M4.20.3636.6-154.455.344.6348.12-39.7244.12-35.72-165.52174.28174.28-35.724.63N1317.29753.31-35.15-185.322213.532221.261275.111359.472092.90541.681490.091897.802221.26541.682221.26柱底M-2.82-0.2736.6-154.45-3.61-3.1441.10-46.7436.42-42.06-172.85166.94-172.85-42.06-3.14N1339.79753.31-35.15-185.322240.532243.761297.611381.972115.40564.181512.591920.302243.76564.182243.76V2.060.19-24.461.472.632.29-27.2231.34-24.0928.2169.77-65.4669.7728.212.29Z8柱顶M21.7411.99-23.9-93.6336.1636.13-6.9450.428.8834.60-75.26130.73130.7334.60-75.26N907.55356.42101.16497.651388.451335.251028.94786.161401.74413.361633.18538.351633.18413.361633.18柱底M-15.61-8.61-19.56-93.63-25.96-25.94-39.087.86-46.0314.81-122.9183.08-122.9114.81-122.91N930.05356.42101.16497.651415.451357.751051.44808.661424.24435.861655.68560.851655.68435.861655.68V10.986.0614.4962.4218.2718.2528.37-6.4133.17-11.2182.67-54.6582.67-11.2182.67表2-42框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震2.00Z5柱顶M-26.37-5.7527.27-80.4-36.47-33.276.35-59.09-3.13-49.61-117.6959.20-117.69-49.61-117.69N1161.83330.25108.81408.361671.611558.131292.401031.261636.01687.651776.15877.761776.15687.651776.15柱底M22.374.3819.75-106.5730.5227.6346.07-1.3348.43-3.69-92.67141.79141.79-3.69-92.67N1189.09330.25108.81408.361704.321585.391319.661058.521663.27714.911803.41905.021803.41714.911803.41V-14.34-2.98-15.6862.32-19.71-17.92-33.164.48-34.495.8152.72-84.38-84.385.8152.72Z6柱顶M1.38-6.27-34.53-142.7-3.61-6.14-40.0642.82-42.6845.44-158.73155.22-158.7345.44-3.61N1641.06563.99-27.74-102.252443.022317.851607.771674.352220.211061.911810.582035.532443.021061.912443.02M-1.654.65-42.2-174.421.933.93-52.2948.99-42.2038.90-191.19192.54192.5438.901.93143 梅州市***住宅楼建筑结构设计柱底N1668.32563.99-27.74-102.252475.742345.111635.031701.612247.471089.171837.842062.792475.741089.172475.74V0.89-3.2125.5865.77-1.63-2.9631.59-29.8125.05-23.2771.63-73.06-73.06-23.27-1.63Z7柱顶M2.31-0.7840.66-158.562.121.3751.10-46.4845.38-40.76-172.50176.34176.34-40.761.37N1481.95848.2-41.46-216.222490.832499.791432.201531.702353.23610.671668.212143.892499.79610.672499.79柱底M-1.180.7136.06-158.56-0.82-0.3342.09-44.4538.53-40.89-175.24173.59-175.24-40.89-0.33N1509.21848.2-41.46-216.222523.542527.051459.461558.962380.49637.931695.472171.152527.05637.932527.05V1.03-0.44-25.5865.770.870.50-29.6731.73-27.0729.1373.16-71.5473.1629.130.50Z8柱顶M22.9412.18-17.87-82.2737.7637.561.5044.3816.7929.09-61.47119.53119.5329.09-61.47N1018.13395.53122.53594.331554.001492.771165.17871.091577.63458.631869.66562.131869.66458.631869.66柱底M-19.27-10.35-29.16-104.71-31.82-31.69-54.2615.72-61.9423.40-139.6390.74-139.6323.40-139.63N1045.39395.53122.53594.331586.711520.031192.43898.351604.89485.891896.92589.391896.92485.891896.92V12.426.6315.6862.3220.4720.3831.24-6.4036.51-11.6784.29-52.8284.29-11.6784.29143 梅州市***住宅楼建筑结构设计框架柱内力组合表层数柱号截面内力荷载类别内力组合MmaxMM恒活风地震永久荷控制可变荷控制地震作用参组NNminNmax①②③③"④④"1.35恒+0.7×1.4活1.2恒+1.4活1.2恒+1.4风1.2恒+0.9×1.4(活+风)1.2(恒+0.5活)+1.3地震1.00Z5柱顶M-16.55-5.7518.2-134.57-24.69-23.455.29-38.39-3.10-30.00-167.45128.60-167.45-30.00-167.45N1286.42330.25127.84577.41821.111682.721439.831133.011781.16791.682086.69816.412086.69791.682086.69柱底M7.544.3872.8-450.5112.7312.8094.90-79.8290.89-75.81-485.83505.29505.29-75.81-485.83N1326.8330.25127.84577.41869.571723.101480.211173.391821.54832.062127.07856.792127.07832.062127.07V-4.97-2.98-20.4575.46-8.47-8.55-29.5119.57-30.2720.3376.55-89.47-89.4720.3376.55Z6柱顶M-0.26-3.72-30.98-172.08-3.44-4.72-37.4436.92-37.7437.22-191.41187.17-191.4137.22-3.44N1824.76624.88-31.55-110.262714.612574.621786.901862.622465.561183.962015.912258.492714.611183.962714.61柱底M-0.181.07-75.85-465.250.681.10-91.2090.84-80.9480.58-511.42512.13512.1380.580.68N1865.14624.88-31.55-110.262763.072615.001827.281903.002505.941224.342056.292298.872763.071224.342763.07V-0.02-0.9924.0189.03-0.86-1.2128.79-28.8324.84-24.8897.42-98.45-98.45-24.88-0.86Z7柱顶M1.41-0.7338.77-172.081.080.5347.93-45.1142.49-39.67-188.24190.33190.33-39.670.53N1647.31944.5-49.92-285.082770.152780.711587.411707.212613.46681.161805.972433.152780.71681.162780.71柱底M-1.44-0.572.01-465.25-2.15-2.0484.97-87.8575.79-78.67-513.47510.09-513.47-78.67-2.04N1687.69944.5-49.92-285.082818.612821.091627.791747.592653.84721.541846.352473.532821.09721.542821.09V0.59-0.05-24.8989.030.670.53-29.2830.46-26.3527.5398.50-97.3798.5027.530.53Z8柱顶M13.926.6-18.2-134.5722.2521.84-7.9235.761.3926.45-130.81165.25165.2526.45-130.81N1127.53433.6146.21752.211717.261647.851302.98952.081753.72501.342171.76516.902171.76501.342171.76柱底M-7.39-3.97-72.8-450.51-12.20-12.15-94.7579.97-90.3075.52-504.94486.19-504.9475.52-504.94N1167.91433.6146.21752.211765.721688.231343.36992.461794.10541.722212.14557.282212.14541.722212.14V4.392.1820.4575.467.107.0128.93-20.1528.83-20.0588.49-77.5388.49-20.0588.49143 梅州市***住宅楼建筑结构设计2.8第②轴框架梁设计具体计算结果见下表：表2-43十层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端47.4123.0143.2243.2627.7126.9523.0917.3137.8014.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.090.040.080.080.050.050.040.030.070.100.050.090.090.050.050.050.030.080.550.550.550.550.550.550.550.550.550.950.980.960.960.970.970.980.980.96336159305306192187160119265选配钢筋3162162162162162162162163164024024024024024024024024020.54%0.54%0.54%0.54%0.54%0.54%0.54%0.54%0.54%143 梅州市***住宅楼建筑结构设计表2-44九层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端79.3425.8367.1761.0530.8865.8870.1134.3687.4014.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.150.050.130.120.060.130.130.070.170.170.050.140.120.060.140.140.070.180.550.550.550.550.550.550.550.550.550.920.970.930.940.970.930.930.970.91585179488440215477511240651选配钢筋3203163163163163163163163209426036036036036036036039421.27%0.81%0.81%0.81%0.81%0.81%0.81%0.81%1.27%143 梅州市***住宅楼建筑结构设计表2-45八层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端108.4826.1195.2487.4731.1888.4398.3033.66116.7914.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.210.050.180.170.060.170.190.060.220.240.050.200.180.060.190.210.070.260.550.550.550.550.550.550.550.550.550.880.970.900.910.970.910.890.970.87831181716651217659742235905选配钢筋3203203203203203203203203209429429429429429429429429421.27%1.27%1.27%1.27%1.27%1.27%1.27%1.27%1.27%143 梅州市***住宅楼建筑结构设计表2-46七层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端134.4029.21114.56104.9231.06108.65123.4433.34144.3414.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.260.060.220.200.060.210.240.060.280.300.060.250.230.060.240.270.070.330.550.550.550.550.550.550.550.550.550.850.970.870.890.970.880.860.970.8310712038858002178329662331169选配钢筋322320320320320320320320322114094294294294294294294211401.54%1.27%1.27%1.27%1.27%1.27%1.27%1.27%1.54%143 梅州市***住宅楼建筑结构设计表2-47六层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端155.8529.08135.83124.3630.98126.51145.5532.88167.5514.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.300.060.260.240.060.240.280.060.320.370.060.310.280.060.280.330.070.400.550.550.550.550.550.550.550.550.550.820.970.850.860.970.860.830.970.801288202108497521699511812301416选配钢筋4222224224222224224222224221520760152015207601520152076015202.05%1.03%2.05%2.05%1.03%2.05%2.05%1.03%2.05%143 梅州市***住宅楼建筑结构设计表2-48五层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端166.7725.75152.88140.8130.99141.60164.8633.51186.2414.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.320.050.290.270.060.270.320.060.360.400.050.360.320.060.320.390.070.460.550.550.550.550.550.550.550.550.550.800.970.820.840.970.840.800.970.77140817912571134216114113862341639选配钢筋4222224224222224224222224221520760152015207601520152076015202.05%1.03%2.05%2.05%1.03%2.05%2.05%1.03%2.05%143 梅州市***住宅楼建筑结构设计表2-49四层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端189.7426.81173.10160.2531.01153.91181.0633.87200.9614.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.360.050.330.310.060.290.350.060.380.480.050.420.380.060.360.450.070.520.550.550.550.550.550.550.550.550.550.760.970.790.810.970.820.780.970.74168418614801336216126815752371835选配钢筋4252224224222224224222224251964760152015207601520152076019642.45%1.03%2.05%2.05%1.03%2.05%2.05%1.03%2.45%143 梅州市***住宅楼建筑结构设计表2-50三层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端192.2825.55179.25167.3731.00163.49194.1534.00201.6914.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.370.050.340.320.060.310.370.070.390.490.050.440.400.060.390.490.070.520.550.550.550.550.550.550.550.550.550.760.970.780.800.970.810.750.970.74171717715531415216137117422381846选配钢筋4252224224222224224222224251964760152015207601520152076019642.45%1.03%2.05%2.05%1.03%2.05%2.05%1.03%2.45%143 梅州市***住宅楼建筑结构设计表2-51二层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端196.8727.62194.81182.9631.02166.24199.4331.27202.7914.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.380.050.370.350.060.320.380.060.390.500.050.500.450.060.400.510.060.530.550.550.550.550.550.550.550.550.550.750.970.750.770.970.800.740.970.74177919217511598216140218142181861选配钢筋4252254254252254254252254251964981196419649811964196498119642.45%1.33%2.45%2.45%1.33%2.45%2.45%1.33%2.45%143 梅州市***住宅楼建筑结构设计一层梁正截面计算配筋控制截面AB跨BC跨CD跨边跨左端边跨跨中边跨右端中跨左端中跨跨中中跨右端边跨左端边跨跨中边跨右端185.6760.99160.70200.9130.96200.58206.4890.36209.6314.314.314.314.314.314.314.314.314.33003003003003003003003003002001400200200150020020013002004004004004004004004004004003030303030303030303703703703703703703703703700.360.120.310.380.060.380.400.170.400.460.120.380.520.060.520.540.190.560.550.550.550.550.550.550.550.550.550.770.940.810.740.970.740.730.900.72163243913411835216183019156751962选配钢筋4252254254252254254252254251964981196419649811964196498119642.45%1.33%2.45%2.45%1.33%2.45%2.45%1.33%2.45%143 梅州市***住宅楼建筑结构设计表2-52十层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)74.2455.1846.7751.3155.4651.20fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)50.350.350.350.350.350.3箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ8@200φ8@200φ8@200φ8@200φ8@200φ8@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)122.93122.93122.93122.93122.93122.93ρsv=nAsv1/bs0.25%0.25%0.25%0.25%0.25%0.25%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%表2-53九层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)65.2866.8660.2564.83109.2165.35fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)50.350.350.350.350.350.3箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ8@200φ8@200φ8@200φ8@200φ8@200φ8@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)122.93122.93122.93122.93122.93122.93ρsv=nAsv1/bs0.25%0.25%0.25%0.25%0.25%0.25%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%143 梅州市***住宅楼建筑结构设计表2-54八层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)69.7271.5460.7865.2487.2383.97fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)50.350.350.350.350.350.3箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ8@200φ8@200φ8@200φ8@200φ8@200φ8@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)122.93122.93122.93122.93122.93122.93ρsv=nAsv1/bs0.25%0.25%0.25%0.25%0.25%0.25%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%表2-55七层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)83.9085.5788.8183.60111.55106.79fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)50.350.350.350.350.350.3箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ8@200φ8@200φ8@200φ8@200φ8@200φ8@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)122.93122.93122.93122.93122.93122.93ρsv=nAsv1/bs0.25%0.25%0.25%0.25%0.25%0.25%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%143 梅州市***住宅楼建筑结构设计表2-56六层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)103.81105.5889.1293.56125.13121.16fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)50.350.350.350.350.350.3箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ8@200φ8@200φ8@200φ8@200φ8@200φ8@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)122.93122.93122.93122.93122.93122.93ρsv=nAsv1/bs0.25%0.25%0.25%0.25%0.25%0.25%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%表2-57五层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)141.10143.13128.92133.32148.36146.00fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)78.578.578.578.578.578.5箍筋根数n222222箍筋间距s(mm)200200200200200200选用箍筋(双肢箍)φ10@200φ10@200φ10@200φ10@200φ10@200φ10@2000.7ftbh0+1.25fyvnAsvh0/s＞V(kN)150.32150.32150.32150.32150.32150.32ρsv=nAsv1/bs0.39%0.39%0.39%0.39%0.39%0.39%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%143 梅州市***住宅楼建筑结构设计表2-58四层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)154.10156.42137.45141.82171.06172.62fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)78.578.578.578.578.578.5箍筋根数n222222箍筋间距s(mm)150150150150150150选用箍筋(双肢箍)φ10@150φ10@150φ10@150φ10@150φ10@150φ10@1500.7ftbh0+1.25fyvnAsvh0/s＞V(kN)175.73175.73175.73175.73175.73175.73ρsv=nAsv1/bs0.52%0.52%0.52%0.52%0.52%0.52%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%表2-59三层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)157.35160.01141.96146.30173.45174.24fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)78.578.578.578.578.578.5箍筋根数n222222箍筋间距s(mm)150150150150150150选用箍筋(双肢箍)φ10@150φ10@150φ10@150φ10@150φ10@150φ10@1500.7ftbh0+1.25fyvnAsvh0/s＞V(kN)175.73175.73175.73175.73175.73175.73ρsv=nAsv1/bs0.52%0.52%0.52%0.52%0.52%0.52%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%143 梅州市***住宅楼建筑结构设计表2-60二层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)164.94167.88147.72151.91171.58174.94fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)78.578.578.578.578.578.5箍筋根数n222222箍筋间距s(mm)150150150150150150选用箍筋(双肢箍)φ10@150φ10@150φ10@150φ10@150φ10@150φ10@1500.7ftbh0+1.25fyvnAsvh0/s＞V(kN)175.73175.73175.73175.73175.73175.73ρsv=nAsv1/bs0.52%0.52%0.52%0.52%0.52%0.52%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%一层梁斜截面配筋控制截面AB跨BC跨CD跨左端右端左端右端左端右端V(kN)152.88160.44164.95166.76169.70173.23fc(N/mm2)14.314.314.314.314.314.3ft(N/mm2)1.431.431.431.431.431.43fyv(N/mm2)210210210210210210b(mm)200200200200200200h0(mm)3703703703703703700.2βcfcbh0/0.85>V(kN)248.99248.99248.99248.99248.99248.99Asv1(mm2)78.578.578.578.578.578.5箍筋根数n222222箍筋间距s(mm)150150150150150150选用箍筋(双肢箍)φ10@150φ10@150φ10@150φ10@150φ10@150φ10@1500.7ftbh0+1.25fyvnAsvh0/s＞V(kN)175.73175.73175.73175.73175.73175.73ρsv=nAsv1/bs0.52%0.52%0.52%0.52%0.52%0.52%ρsvmin=0.26ft/fyv0.18%0.18%0.18%0.18%0.18%0.18%143 梅州市***住宅楼建筑结构设计2.8.1框架横梁正截面承载力计算下面以二层AB边跨左端为例说明计算过程。构件承载力抗震调整系数分别取：梁受弯偏压柱（轴压比大于0.15）受剪（梁、柱、节点）（1）梁截面设计当梁下部受拉时，按T型截面设计，翼缘宽度取1.0m，翼缘厚度取0.10m。当梁上部受拉时，按矩形截面设计。混凝土C30级，，受拉钢筋为Ⅱ级，,箍筋采用I级，。边跨梁左端截面上部受拉钢筋按内力组合求出内力进行计算。，则可得可以，实际配筋425，实配，，而抗震梁端最小，最大配筋率为，满足要求。左端截面下部钢筋按内力组合求出内力进行计算。，则可得可以143 梅州市***住宅楼建筑结构设计，实际配筋422，实配，，而抗震梁端最小，最大配筋率为，满足要求。满足要求满足右端截面上部受拉钢筋按内力组合求出内力进行计算。，则可得可以，实际配筋425，实配，，而抗震梁端最小，最大配筋率为，满足要求。右端截面下部钢筋按内力组合求出内力进行计算。，则可得可以，实际配筋422，实配，143 梅州市***住宅楼建筑结构设计，而抗震梁端最小，最大配筋率为，满足要求。满足要求满足跨中下部钢筋按其弯矩值确定，，相当左端截面下部弯矩组合值，故配225。2.8.2框架横梁斜截面承载力计算根据横梁控制截面的弯矩设计值和剪力调整值，利用受弯构件正截面承载力和斜截面承载力计算公式，算出所需纵筋并进行配筋。下面以二层AB边跨左端为例说明计算过程。运用如下公式：、——分别为梁左、右端逆时针或顺时针方向截面组合的弯矩设计值。——梁剪力增大系数，二级抗震为1.2——梁的净跨——考虑地震作用组合的重力荷载代表值截面计算：计算框架梁的剪力设计值Vb截面满足要求假设梁端加密区应为φ8@100双支箍，此时，143 梅州市***住宅楼建筑结构设计但为满足箍筋肢距要求，采用双肢箍非加密区箍筋为φ8@200。由下式即可得梁端非加密区箍筋配筋率按公式要求，满足要求。143 梅州市***住宅楼建筑结构设计2.9第②轴框架柱设计2.9.1框架柱的配筋由于本工程出现三次变截面，分别是底层至二层、三至七层、八至十层层，故本设计对底层、三层、八层柱进行截面设计，能充分代表其他相应层的截面设计情况。2.9.1.1.柱的截面计算混凝土等级为C30，fc=14.3N/mm2，纵向钢筋为HRB335，fy=300N/mm2，箍筋为HPB235钢筋，fy=210N/mm22.9.1.2.轴压比验算根据《建筑抗震规范》，对于二级抗震等级，轴压比小于0.75。为考虑轴压比过大，需进行轴压比验算。从内力组合表和整个框架的受力情况可以看出，Z7柱所受到的内力最大，故对底层，三层，八层Z7柱进行轴压比验算。底层：（满足）三层：（满足）八层：（满足）2.9.1.3.正截面承载力计算在框架设计中应体现“强柱弱梁”，对于二级框架，梁、柱端弯矩应符合下述公式要求式中：—节点上下柱端顺时针方向截面组合弯矩设计值之和—节点左右两端逆时针或顺时针方向截面组合弯矩设计值之和—柱端弯矩增大系数，二级底柱，中间层取1.5由于地震的往复作用，两个方向的弯矩设计值均应满足要求。当柱子考虑顺时针弯矩之和时，梁应考虑逆时针方向弯矩之和，反之亦然。以底层Z7柱为例：第一层梁与Z7柱节点的梁端弯矩值由内力组合表查得逆时针方向：顺时针方向：取第一层梁与Z7柱节点的柱端弯矩值由内力组合表查得逆时针方向：顺时针方向：取梁端取逆时针，也取逆时针取143 梅州市***住宅楼建筑结构设计将与的差值按柱的弹性分析弯矩值之比分配给节点上下柱端（即I-I，II-II截面）。对底层柱（III-III）截面的弯矩设计值应考虑其增大系数1.5根据C柱内力组合表，选择最不利内力，并考虑承载力调整系数后各截面控制内力如下：I-I截面：M=118.69N=2780.71II-II截面：M=674.10N=2800.90III-III截面：M=770.21N=2821.09对本工程柱底（Ⅲ）进行截面设计，柱子采用对称配筋。当为大偏心受压，按计算当为小偏心受压，按计算其中保护层厚度，修正系数，柱的计算长度为4450mm，，,得,,，取,得偏心增大系数：属于大偏压,采用对称配筋,按公式计算柱截面配筋。柱按构造纵向钢筋配筋面积为：选用：420+420(2513)。143 梅州市***住宅楼建筑结构设计下面以第三层柱Z7为例计算柱的配筋。，满足柱轴压比要求。构件承载力抗震调整系数分别取值，按公式要求：，二级抗震底柱，中间层取1.5则,，柱的计算长度为3000mm，，取，,得,,，取,得偏心增大系数：属于大偏压,采用对称配筋,按公式计算柱截面配筋。柱按构造纵向钢筋配筋面积为：，实配420+420(2513)。下面以第八层柱Z7为例计算柱的配筋。，满足柱轴压比要求。构件承载力抗震调整系数分别取值，按公式要求：，二级抗震底柱，中间层取1.5则,，柱的计算长度为3000mm，，取，,143 梅州市***住宅楼建筑结构设计得,,，取,得偏心增大系数：属于大偏压,采用对称配筋,按公式计算柱截面配筋。柱按构造纵向钢筋配筋面积为：，实配420+420(2513)。2.9.2框架柱的斜截面配筋（以第三层柱为例说明），取按柱端加密区箍筋四肢箍筋配筋,非加密区箍筋满足柱受剪承载力要求。由下式即可得柱端加密区箍筋配筋率﹥0.6%满足要求。﹥0.6%满足要求。其中=0.11根据轴压比规范得。143 梅州市***住宅楼建筑结构设计2.9.3框架柱正截面配筋地震作用参组弯矩分配的计算如下表：柱端弯矩、梁端弯矩值调整表表2-61层数柱号Mb1.5MbM上M下McMc>1.5MbM下/McMb控10Z513.1319.7080.4119.79100.20是0.203.89Z653.8880.8258.8513.1672.01否0.1814.77Z750.0375.0514.8634.2849.14否0.7052.35Z823.8935.8310.5036.5847.08是0.7827.849Z532.7249.0978.0634.75112.81是0.3115.12Z689.46134.1978.2639.75118.01否0.3445.20Z7128.25192.3865.4755.86121.33否0.4688.57Z863.8295.7415.4252.9968.41否0.7774.168Z564.2996.4392.5317.46109.99是0.1615.31Z6144.20216.2999.0068.01167.01否0.4188.08Z7176.69265.0485.2482.83168.07否0.49130.62Z896.17144.2632.3665.6197.97否0.6796.617Z594.59141.89108.8923.19132.08否0.1824.91Z6184.08276.11123.6687.49211.15否0.41114.41Z7223.95335.93111.45104.52215.97否0.48162.58Z8120.73181.1043.8778.80122.67否0.64116.336Z5116.68175.02118.3833.00151.38否0.2238.15Z6224.80337.20143.07105.11248.18否0.42142.81Z7262.74394.11134.19121.62255.81否0.48187.37Z8145.32217.9760.5888.83149.41否0.59129.595Z5129.62194.43120.6249.52170.14否0.2956.59Z6258.52387.77159.43120.31279.74否0.43166.77Z7294.93442.39153.59135.76289.35否0.47207.57143 梅州市***住宅楼建筑结构设计Z8167.04250.5666.22103.22169.44否0.61152.644Z5154.91232.37127.9057.27185.17否0.3171.87Z6298.41447.62160.25145.45305.70否0.48212.97Z7320.80481.20153.85162.76316.61否0.51247.37Z8185.36278.0476.54109.74186.28否0.59163.803Z5160.13240.20123.1275.09198.21否0.3891.00Z6311.89467.84166.26159.30325.56否0.49228.92Z7340.41510.62165.52172.85338.37否0.51260.84Z8200.30300.4575.26122.91198.17否0.62186.352Z5171.14256.71177.6992.67270.36是0.3487.99Z6346.30519.44158.73191.19349.92否0.55283.81Z7347.76521.64172.50175.24347.74否0.50262.87Z8200.54300.8161.47139.63201.10是0.69208.861Z5163.03244.55167.45458.83626.28否0.73179.16Z6361.61542.42191.41511.42702.83是0.73394.69Z7407.06610.59188.24513.47701.71是0.73446.79Z8209.63314.45130.81504.94635.75是0.79249.75143 梅州市***住宅楼建筑结构设计柱配筋计算表表2-62Z510层9层8层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)37.8816.1036.2851.6211.7933.0463.986.4329.21N(kN)243.2282.89243.22427.23170.95427.23610.20255.61610.20eo=M/N(mm)155.73194.17149.16120.8168.9777.34104.8525.1747.87Nb=a1fcbh0ξb/rRE(kN)1813.871813.871813.871813.8718141813.871813.871813.871813.87ea(mm)15.0015.0015.0015.0015.0015.0015.0015.0015.00ei=e0+ea170.73209.17164.16135.8183.9792.34119.8540.1762.87ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.121.101.121.151.241.221.171.511.32ηei191.07229.50184.50156.15104.30112.67140.1960.5183.21e=ηei+h/2-as376.07414.50369.50341.15289.30297.67325.19245.51268.21ξ0.070.030.070.130.050.130.190.080.19判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-32.985.77-44.50-130.22-135.61-264.10-206.16-273.76-456.75配筋As+As′(mm)8Φ208Φ208Φ20143 梅州市***住宅楼建筑结构设计实配A(mm2)251325132513柱配筋计算表表2-63Z57层6层5层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500500500500h(mm)500500500500500500500500500ho(mm)460460460460460460460460460LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)24.917.1132.6238.153.4331.4356.590.9249.52N(kN)798.11340.78798.11980.34419.84980.341189.67495.821189.67eo=M/N(mm)31.2120.8640.8738.928.1632.0647.571.8641.62Nb=a1fcbh0ξb/rRE(kN)2261.192261.192261.192261.192261.192261.192261.192261.192261.19ea(mm)16.6716.6716.6716.6716.6716.6716.6716.6716.67ei=e0+ea47.8837.5357.5455.5924.8348.7264.2318.5258.29ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.391.491.321.331.741.381.292.001.32ηei66.3656.0176.0274.0743.3167.2082.7237.0176.77e=ηei+h/2-as276.36266.01286.02284.07253.31277.20292.72247.01286.77ξ0.190.080.190.240.100.240.290.120.29判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-704.30-378.49-655.36-753.70-488.35-796.42-760.86-583.20-805.74143 梅州市***住宅楼建筑结构设计配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-64Z54层3层2层1层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500550550550550550550h(mm)500500500500500500550550550550550550ho(mm)460460460460460460510510510510510510LO(mm)375037503750375037503750375037503750445044504450as=as"(mm)404040404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.550.550.550.55M(kN·m)71.872.6357.2791.006.3675.09141.793.6992.67179.1675.81106.45N(kN)1415.81569.721415.811643.95641.271643.951803.41714.911803.412127.07832.062127.07eo=M/N(mm)50.764.6240.4555.359.9145.6878.625.1651.3884.2391.1250.05Nb=a1fcbh0b/rRE(kN)2261.192261.192261.192261.192261.192261.192757.672757.672757.672757.672757.672757.67ea(mm)16.6716.6716.6716.6716.6716.6718.3318.3318.3318.3318.3318.33ei=e0+ea67.4321.2957.1172.0226.5862.3496.9523.5069.72102.56109.4568.38ζ11.001.001.001.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.001.001.001.00η1.271.871.321.261.701.301.171.721.241.231.221.35ηei85.9139.7775.6090.5045.0680.82113.8940.4386.65126.41133.3092.23e=ηei+h/2-as295.91249.77285.60300.50255.06290.82348.89275.43321.65361.41368.30327.23ξ0.340.140.340.400.160.400.360.140.360.420.170.42143 梅州市***住宅楼建筑结构设计判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-763.05-645.15-855.75-704.85-688.34-805.87-710.03-803.98-988.72-487.71-469.19-900.25配筋As+As′(mm)8Φ208Φ208Φ208Φ20实配A（mm2）2513251325132513柱配筋计算表表2-65Z610层9层8层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)14.772.1813.2145.203.5110.5188.0810.429.18N(kN)325.12137.17325.12590.37250.89590.37856.68366.15856.68eo=M/N(mm)45.4315.9040.6376.5613.9817.81102.8128.4710.72Nb=a1fcbh0ξb/rRE(kN)1813.871813.871813.871813.8718141813.871813.871813.871813.87ea(mm)15.0015.0015.0015.0015.0015.0015.0015.0015.00ei=e0+ea60.4330.9055.6391.5628.9832.81117.8143.4725.72ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.341.661.371.221.701.621.171.471.79ηei80.7751.2475.97111.9049.3253.15138.1563.8146.06e=ηei+h/2-as265.77236.24260.97296.90234.32238.15323.15248.81231.06143 梅州市***住宅楼建筑结构设计ξ0.100.040.100.180.080.180.260.110.26判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-290.62-163.35-301.85-325.08-289.47-575.08-207.44-365.31-776.05配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-66Z67层6层5层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500500500500h(mm)500500500500500500500500500ho(mm)460460460460460460460460460LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)114.4112.529.78142.8119.218.84166.7722.837.65N(kN)1128.20486.541128.201394.71603.351394.711662.01721.411662.01eo=M/N(mm)101.4125.738.67102.4031.846.34100.3431.654.61Nb=a1fcbh0ξb/rRE(kN)2261.192261.192261.192261.192261.192261.192261.192261.192261.19ea(mm)16.6716.6716.6716.6716.6716.6716.6716.6716.67ei=e0+ea118.0742.4025.34119.0648.5123.00117.0148.3121.27ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.161.441.731.161.381.801.161.381.87ηei136.5660.8843.82137.5566.9941.48135.4966.7939.75143 梅州市***住宅楼建筑结构设计e=ηei+h/2-as346.56270.88253.82347.55276.99251.48345.49276.79249.75ξ0.270.120.270.340.150.340.400.180.40判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-360.50-500.13-1024.79-304.88-571.78-1155.53-227.17-654.29-1237.44配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-67Z64层3层2层1层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500550550550550550550h(mm)500500500500500500550550550550550550ho(mm)460460460460460460510510510510510510LO(mm)375037503750375037503750375037503750445044504450as=as"(mm)404040404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.550.550.550.55M(kN·m)212.9725.986.01165.6133.434.89283.8138.901.93210.6980.580.68N(kN)1930.26840.471930.262199.60961.632199.602475.741089.172475.742763.071224.342763.07eo=M/N(mm)110.3330.913.1275.2934.772.22114.6435.720.7876.2565.820.25Nb=a1fcbh0b/rRE(kN)2261.192261.192261.192261.192261.192261.192757.672757.672757.672757.672757.672757.67ea(mm)16.6716.6716.6716.6716.6716.6718.3318.3318.3318.3318.3318.33ei=e0+ea127.0047.5719.7891.9651.4318.89132.9754.0519.1194.5984.1518.58ζ11.001.001.001.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.001.001.001.00η1.151.391.931.201.361.981.131.311.891.251.282.28143 梅州市***住宅楼建筑结构设计ηei145.4866.0638.26110.4469.9237.37149.9170.9936.05118.43108.0042.43e=ηei+h/2-as355.48276.06248.26320.44279.92247.37384.91305.99271.05353.43343.00277.43ξ0.470.200.470.540.230.540.490.220.490.550.240.55判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′42.53-730.67-1271.51-230.49-771.06-1250.9711.49-918.42-1587.88-251.48-727.55-1443.03配筋As+As′(mm)8Φ208Φ208Φ208Φ20实配A（mm2）2513251325132513柱配筋计算表表2-68Z710层9层8层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)52.3510.1812.3488.5714.046.9182.8319.926.84N(kN)339.8674.9888339.86607.48141.6964607.48876.168209.5368876.168eo=M/N(mm)154.05135.7536.30145.8099.0811.3794.5395.077.81Nb=a1fcbh0ξb/rRE(kN)1813.871813.871813.871813.8718141813.871813.871813.871813.87ea(mm)15.0015.0015.0015.0015.0015.0015.0015.0015.00ei=e0+ea169.05150.7551.30160.80114.0826.37109.53110.0722.81ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00143 梅州市***住宅楼建筑结构设计η1.121.131.401.131.181.771.191.181.89ηei189.38171.0971.63181.14134.4146.71129.87130.4143.15e=ηei+h/2-as374.38356.09256.63366.14319.41231.71314.87315.41228.15ξ0.100.020.100.180.040.180.270.060.27判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-35.49-26.62-323.91-26.71-83.51-615.29-256.79-123.18-804.44配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-69Z77层6层4层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500500500500h(mm)500500500500500500500500500ho(mm)460460460460460460460460460LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)104.5223.147.01121.6229.256.25135.7632.475.20N(kN)1149.652282.58121149.6521420.634352.53561420.6341693.13422.8521693.13eo=M/N(mm)90.9181.906.0985.6182.974.4080.1876.793.07Nb=a1fcbh0ξb/rRE(kN)2261.192261.192261.192261.192261.192261.192261.192261.192261.19ea(mm)16.6716.6716.6716.6716.6716.6716.6716.6716.67ei=e0+ea107.5898.5722.76102.2899.6321.0796.8593.4519.74ζ11.001.001.001.001.001.001.001.001.00143 梅州市***住宅楼建筑结构设计ζ21.001.001.001.001.001.001.001.001.00η1.171.191.811.181.191.881.191.201.94ηei126.06117.0541.24120.76118.1139.55115.33111.9438.22e=ηei+h/2-as336.06327.05251.24330.76328.11249.55325.33321.94248.22ξ0.280.070.280.350.090.350.410.100.41判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-435.21-210.16-1054.33-448.87-251.06-1181.36-429.45-307.16-1258.42配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-70Z74层3层2层1层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500550550550550550550h(mm)500500500500500500550550550550550550ho(mm)460460460460460460510510510510510510LO(mm)375037503750375037503750375037503750445044504450as=as"(mm)404040404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.550.550.550.55M(kN·m)162.7635.303.71172.8542.063.14175.2440.890.33246.7978.672.04N(kN)1967.4493.2541967.42243.762564.17722243.7622527.05637.93082527.052821.09721.54362821.09eo=M/N(mm)82.7371.571.8977.0474.541.4069.3564.100.1387.48109.030.72Nb=a1fcbh0b/rRE(kN)2261.192261.192261.192261.192261.192261.192757.672757.672757.672757.672757.672757.67ea(mm)16.6716.6716.6716.6716.6716.6718.3318.3318.3318.3318.3318.33ei=e0+ea99.4088.2418.5593.7091.2118.0787.6882.4318.46105.82127.3619.06143 梅州市***住宅楼建筑结构设计ζ11.001.001.001.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.001.001.001.00η1.191.212.001.201.202.021.191.211.921.231.192.25ηei117.88106.7237.04112.18109.6936.55104.6199.3735.40129.66151.2142.90e=ηei+h/2-as327.88316.72247.04322.18319.69246.55339.61334.37270.40364.66386.21277.90ξ0.480.120.480.550.140.550.500.130.500.560.140.56判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-275.53-362.31-1285.37-175.09-389.53-1252.59-600.25-518.26-1592.66-29.81-356.54-1418.48配筋As+As′(mm)8Φ208Φ208Φ208Φ20实配A（mm2）2513251325132513柱配筋计算表表2-71Z810层9层8层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)450450450450450450450450450h(mm)450450450450450450450450450ho(mm)410410410410410410410410410LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)36.584.4234.5852.990.9534.8865.613.4730.25N(kN)214.9762.87214.97388.27124.78388.27560.57183.01560.57eo=M/N(mm)170.1470.26160.84136.477.5989.83117.0418.9353.96Nb=a1fcbh0ξb/rRE(kN)1813.871813.871813.871813.8718141813.871813.871813.871813.87ea(mm)15.0015.0015.0015.0015.0015.0015.0015.0015.00143 梅州市***住宅楼建筑结构设计ei=e0+ea185.1485.26175.84151.4722.59104.83132.0433.9368.96ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.111.241.121.131.901.191.151.601.29ηei205.48105.59196.18171.8142.92125.16152.3754.2789.30e=ηei+h/2-as390.48290.59381.18356.81227.92310.16337.37239.27274.30ξ0.070.020.070.120.040.120.170.060.17判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-9.54-52.34-23.95-81.32-156.77-211.84-152.64-210.19-407.46配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-72Z87层6层5层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500500500500h(mm)500500500500500500500500500ho(mm)460460460460460460460460460LO(mm)375037503750375037503750375037503750as=as"(mm)404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.55M(kN·m)78.803.6978.8088.837.0088.83103.229.63103.22N(kN)750.21241.30750.21964.42293.67964.421188.10343.061188.10eo=M/N(mm)105.0415.29105.0492.1123.8392.1186.8828.0686.88Nb=a1fcbh0ξb/rRE(kN)2261.192261.192261.192261.192261.192261.192261.192261.192261.19143 梅州市***住宅楼建筑结构设计ea(mm)16.6716.6716.6716.6716.6716.6716.6716.6716.67ei=e0+ea121.7031.96121.70108.7740.50108.77103.5444.73103.54ζ11.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.00η1.151.581.151.171.461.171.181.411.18ηei140.1950.44140.19127.2658.98127.26122.0263.21122.02e=ηei+h/2-as350.19260.44350.19337.26268.98337.26332.02273.21332.02ξ0.180.060.180.230.070.230.290.080.29判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-323.16-285.06-323.16-421.22-325.53-421.22-463.99-365.06-463.99配筋As+As′(mm)8Φ208Φ208Φ20实配A（mm2）251325132513柱配筋计算表表2-73Z84层3层2层1层组合|M|maxNminNmax|M|maxNminNmax|M|maxNminNmax|M|maxNminNmaxb(mm)500500500500500500550550550550550550h(mm)500500500500500500550550550550550550ho(mm)460460460460460460510510510510510510LO(mm)375037503750375037503750375037503750445044504450as=as"(mm)404040404040404040404040fc(N/mm2)14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30fy"(N/mm2)300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00300.00ξb0.550.550.550.550.550.550.550.550.550.550.550.55M(kN·m)109.7412.66109.74122.9114.81122.91139.6323.40139.63249.7575.52249.75N(kN)1419.19390.361419.191655.68435.861655.681896.92485.891896.922212.14541.722212.14eo=M/N(mm)77.3232.4277.3274.2333.9974.2373.6148.1673.61112.90139.41112.90143 梅州市***住宅楼建筑结构设计Nb=a1fcbh0b/rRE(kN)2261.192261.192261.192261.192261.192261.192757.672757.672757.672757.672757.672757.67ea(mm)16.6716.6716.6716.6716.6716.6718.3318.3318.3318.3318.3318.33ei=e0+ea93.9949.0993.9990.9050.6590.9091.9466.4991.94131.23157.75131.23ζ11.001.001.001.001.001.001.001.001.001.001.001.00ζ21.001.001.001.001.001.001.001.001.001.001.001.00η1.201.381.201.201.361.201.181.251.181.181.151.18ηei112.4767.57112.47109.3869.14109.38108.8783.43108.87155.08181.59155.08e=ηei+h/2-as322.47277.57322.47319.38279.14319.38343.87318.43343.87390.08416.59390.08ξ0.350.090.350.400.110.400.380.100.380.440.110.44判别大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心As=As′-523.81-398.02-523.81-504.50-433.04-504.50-749.63-460.00-749.63-93.08-202.41-93.08配筋As+As′(mm)8Φ208Φ208Φ208Φ20实配A（mm2）2513251325132513143 梅州市***住宅楼建筑结构设计2.9.4框架柱的受剪承载力计算框架柱剪力计算配筋表表2-74柱号层次1.28(M上+M下)/HnN/kNh0/mmλ=（Hn-0.5）/2h0(1.05ftbh0/(λ+1)+0.056N)/0.8/kN>V实配箍筋加密区最小配箍率ρv，min（%）加密区ρsv=nAsv1/bs非加密区ρsv=nAsv1/bsZ51042.73204.524103.05398.704φ10@1001.05%4φ10@2000.52%0.60%948.10376.604103.05398.814φ10@1001.05%4φ10@2000.52%0.60%846.90562.814103.05398.934φ10@1001.05%4φ10@2000.52%0.60%763.19765.424602.72466.654φ10@1000.94%4φ10@2000.47%0.60%672.42974.124602.72466.794φ10@1000.94%4φ10@2000.47%0.60%581.391189.674602.72466.934φ10@1000.94%4φ10@2000.47%0.60%488.591415.814602.72467.084φ10@1000.94%4φ10@2000.47%0.60%394.821643.954602.72467.234φ10@1000.94%4φ10@2000.47%0.60%2143.401803.415102.45540.414φ10@1000.86%4φ10@2000.43%0.60%1210.242127.075103.87498.734φ10@1000.86%4φ10@2000.43%0.60%框架柱剪力计算配筋表表2-75柱号层次1.28(M上+M下)/HnN/kNh0/mmλ=（Hn-0.5）/2h0(1.05ftbh0/(λ+1)+0.056N)/0.8/kN>V实配箍筋加密区最小配箍率ρv，min（%）加密区ρsv=nAsv1/bs非加密区ρsv=nAsv1/bsZ61030.71251.054103.05398.734φ10@1001.05%4φ10@2000.52%0.60%950.32455.864103.05398.864φ10@1001.05%4φ10@2000.52%0.60%871.21657.514103.05398.994φ10@1001.05%4φ10@2000.52%0.60%7101.01860.284602.72466.714φ10@1000.94%4φ10@2000.47%0.60%6118.731056.394602.72466.844φ10@1000.94%4φ10@2000.47%0.60%5133.831252.644602.72466.974φ10@1000.94%4φ10@2000.47%0.60%4146.251445.374602.72467.104φ10@1000.94%4φ10@2000.47%0.60%3155.751639.764602.72467.234φ10@1000.94%4φ10@2000.47%0.60%2185.601837.845102.45540.434φ10@1000.86%4φ10@2000.43%0.60%1235.942056.295103.87498.694φ10@1000.86%4φ10@2000.43%0.60%143 梅州市***住宅楼建筑结构设计框架柱剪力计算配筋表表2-76柱号层次1.28(M上+M下)/HnN/kNh0/mmλ=（Hn-0.5）/2h0(1.05ftbh0/(λ+1)+0.056N)/0.8/kN>V实配箍筋加密区最小配箍率ρv，min（%）加密区ρsv=nAsv1/bs非加密区ρsv=nAsv1/bsZ710253.99299.934103.05398.734φ10@1001.05%4φ10@2000.52%0.60%9442.65551.274103.05398.854φ10@1001.05%4φ10@2000.52%0.60%8627.35802.924103.05398.974φ10@1001.05%4φ10@2000.52%0.60%7811.641058.464602.72466.684φ10@1000.94%4φ10@2000.47%0.60%6989.181311.534602.72466.804φ10@1000.94%4φ10@2000.47%0.60%51164.361564.374602.72466.914φ10@1000.94%4φ10@2000.47%0.60%41339.261819.114602.72467.034φ10@1000.94%4φ10@2000.47%0.60%31512.592080.044602.72467.144φ10@1000.94%4φ10@2000.47%0.60%21695.472350.965102.45540.344φ10@1000.86%4φ10@2000.43%0.60%11846.352366.115103.87498.554φ10@1000.86%4φ10@2000.43%0.60%框架柱剪力计算配筋表表2-77柱号层次1.28(M上+M下)/HnN/kNh0/mmλ=（Hn-0.5）/2h0(1.05ftbh0/(λ+1)+0.056N)/0.8/kN>V实配箍筋加密区最小配箍率ρv，min（%）加密区ρsv=nAsv1/bs非加密区ρsv=nAsv1/bsZ81020.07180.864103.05398.684φ10@1001.05%4φ10@2000.52%0.60%929.17354.754103.05398.794φ10@1001.05%4φ10@2000.52%0.60%841.77543.434103.05398.924φ10@1001.05%4φ10@2000.52%0.60%758.69750.214602.72466.644φ10@1000.94%4φ10@2000.47%0.60%671.48964.424602.72466.784φ10@1000.94%4φ10@2000.47%0.60%581.061188.104602.72466.934φ10@1000.94%4φ10@2000.47%0.60%489.121419.194602.72467.084φ10@1000.94%4φ10@2000.47%0.60%394.801655.684602.72467.244φ10@1000.94%4φ10@2000.47%0.60%2106.661896.925102.45540.474φ10@1000.86%4φ10@2000.43%0.60%1213.422212.145103.87498.794φ10@1000.86%4φ10@2000.43%0.60%143 梅州市***住宅楼建筑结构设计2.9.5框架节点验算（以二层中柱节点为例）因节点两侧梁等高，梁的截面高度为：hb=0.4m中柱二层至三层反弯点间距离为：代入公式得：式中：－梁柱节点核芯区组合的剪力设计值；　　　－梁截面的有效高度，节点两侧梁截面高度不等时可采用平均值；　　　－梁受压钢筋合力点至受压边缘的距离；　　　－柱的计算高度，可采用节点上下柱反弯点之间的距离；　　　－梁的截面高度，节点两侧梁截面高度不等时可采用平均值；　　　－节点剪力增大系数，一级取1.35，二级取1.2；节点受剪承载力计算，代入下式：，满足要求。式中：－对应于组合剪力设计值的上柱组合轴向压力较小值，其取值不应大于柱的截面面积和混凝土轴心抗压强度设计值的乘积的50%，当N为拉力时，取N=0；　－箍筋的抗拉强度设计值；　－混凝土轴心抗拉强度设计值；　－核芯区有效验算宽度范围内同一截面验算方向箍筋的总截面面积；　－箍筋间距。－节点核芯区的截面有效验算宽度；143 梅州市***住宅楼建筑结构设计2.10楼梯设计标准层楼梯平面图标准层楼梯结构的尺寸2.10.1楼梯各层梯段板计算确定板厚：，取，取宽作为计算单元。（1）荷载计算：，恒荷载：踏步板面砖加抹灰重：三角形踏步重：梯段板自重：板带抹灰重：金属栏杆重：──────────────────────────────────恒荷载标准值：恒荷载设计值：活荷载设计值：恒荷载和活荷载合计：（2）内力计算：水平投影计算跨度为：跨中最大弯矩：（3）截面计算：143 梅州市***住宅楼建筑结构设计，，选用（）2.10.5楼梯各层平台板计算取宽作为计算单元，平台板厚90mm。（1）恒载计算恒荷载：板面铺砖加抹灰重：平台板自重：板底抹灰重：──────────────────────────────────恒荷载标准值：恒荷载设计值：活荷载设计值：恒荷载和活荷载合计：（2）内力计算：计算跨度为：跨中最大弯矩：（3）截面计算：，，选用（）2.10.6楼梯各层平台梁计算计算跨度为：估算截面尺寸：，取（1）荷载计算梯段板传来：平台板传来：平台梁自重：平台梁侧抹灰：──────────────────────────────────合计：143 梅州市***住宅楼建筑结构设计（2）内力计算：跨中最大弯矩：支座最大剪力：（3）截面计算：1）受弯承载力计算：按倒L形截面计算，受压翼缘计算取下列数值中的较小值。取，，属于第一类T形截面，，选用（）1）受剪承载力计算：截面尺寸满足要求。仅需按构造要求配置箍筋，选用双肢。配筋示意图如下：143 梅州市***住宅楼建筑结构设计标准层梯段板、平台板配筋示意图标准层平台梁配筋示意图143 梅州市***住宅楼建筑结构设计143 梅州市***住宅楼建筑结构设计2.11楼板设计板配筋计算中，按弹性理论计算弯矩系数表查出各种支撑情况下的弯矩系数，并计算出支座及跨中弯矩，计算公式为：，，，——截面抵抗矩系数——力臂与截面有效高度的比值——截面的宽度——截面有效高度其中可近似取0.95下面以B1说明计算过程。横向框架范围内的板长跨与短跨之比在或之内的板都可按双向板计算，的板按单向板计算。2.11.1设计资料屋面和楼面活荷载，阳台活荷载，屋面板恒荷载，楼面板恒荷载，厨房卫生间阳台恒荷载，采用C30混凝土，板中钢筋采用HPB235钢，按弹性理论进行设计。恒荷载分项系数取1.2，活荷载取1.42.11.2荷载设计值，屋面：，楼面：，2.11.3计算跨度：（轴线间距离）2.11.4板弯矩计算跨中最大弯矩为当支座固定时在作用下的跨中弯矩值，与内支座铰支时在作用下的跨中弯矩值之和。本设计计算时混凝土的泊松比取0.2，支座最大负弯矩为当内支座固定时作用下的支座弯矩。根据不同的支承情况，屋面及楼面板按结构平面布置图的板区格布置进行设计。以标准层楼板1（三边固定一边简支）为例：，查表得：对边区格板的简支边，取或。各区格板分别计算弯矩。2.11.5板截面设计截面有效高度：假定跨中选用钢筋，支座选用钢筋，则短跨l01方向跨中截面的，长跨l02方向跨中截面的，支座截面的，为便于计算，近似取，，截面配筋计算结果及实际配筋如下表所列143 梅州市***住宅楼建筑结构设计板弯矩计算系数表表2-78板号l01l02l01/l02g+q/2qg+q支座情况按支座情况查表四边简支查表m1m2m"1m"2m1m2B13.94.20.936.622.808.02邻边固定邻边简支0.02530.02270.07430.07020.04230.0354B21.82.30.786.622.808.02三边固定一边简支0.02480.01630.06340.05600.04230.0354B32.73.90.696.622.808.02三边固定一边简支0.03480.0090.07720.0570.06810.0294B43.93.91.006.622.808.02邻边固定邻边简支0.02340.02340.06670.06770.03680.0368B51.61.80.896.622.808.02四边固定0.02240.01630.05860.05460.04590.035B64.24.21.006.622.808.02四边固定0.01760.01760.05130.05130.03680.0368B74.24.50.936.622.808.02四边固定0.02130.01670.05640.05360.04230.0354B81.53.70.416.973.508.72四边固定0.00000.00000.00000.00000.00000.0000B92.43.70.656.622.808.02四边固定0.03450.00950.07660.05710.07500.0271B102.03.90.516.622.808.02四边固定0.04020.00400.08300.05700.09620.0178B112.53.00.836.622.808.02四边固定0.02580.01500.06420.05540.05340.0340B123.34.20.796.622.808.02三边固定一边简支0.02170.02920.07100.07700.05600.0332B131.51.80.836.622.808.02四边固定0.02580.01500.06420.05540.05340.0340B141.81.81.006.622.808.02四边固定0.01760.01760.05130.05130.03680.0368B151.83.30.556.622.808.02四边固定0.03850.00560.08140.05710.08920.021B161.23.30.366.622.808.02四边固定0.00000.00000.00000.00000.00000.0000B173.33.90.856.622.808.02三边固定一边简支0.02250.02550.06830.07110.05060.0348B181.54.20.365.92.807.30邻边固定邻边简支0.00000.00000.00000.00000.00000.0000B193.04.20.715.92.807.30邻边固定邻边简支0.04200.01760.09880.07680.06800.0299143 梅州市***住宅楼建筑结构设计各板跨中及支座弯矩值：板跨中、支座弯矩计算表表2-79板号跨中支座M1M2M"1M""1M"2M""2B13.453.044.063.739.068.56B20.720.510.830.651.651.46B32.370.732.521.214.513.33B43.143.143.773.778.148.26B50.540.400.620.511.201.12B62.962.963.563.567.267.26B73.532.824.103.537.987.58B81.920.001.920.381.920.00B91.920.582.040.963.542.64B101.600.211.640.532.661.83B111.530.921.721.233.222.78B122.422.612.943.096.206.73B130.550.330.620.441.161.00B140.540.540.650.651.331.33B151.230.221.270.462.121.48B160.000.000.000.000.000.00B172.392.372.872.855.976.21B180.000.000.000.000.000.00B193.091.313.351.936.495.05计算结果与配筋如下表：板跨中计算配筋表表2-80位置板号h01(mm)h02(mm)M1(kN.m)M2(kN.m)As1(mm2)As2(mm2)配筋1配筋2实配As1实配As2B181733.453.04200.80204.85Φ8@200Φ8@200251251B281730.720.5140.8835.98Φ8@200Φ8@200251251B381732.370.73124.8266.43Φ8@200Φ8@200251251B481733.143.14186.53206.97Φ8@200Φ8@200296251B581730.540.4030.9128.04Φ8@200Φ8@200251251B681732.962.96176.09195.39Φ8@200Φ8@200251251B781733.532.82202.82193.95Φ8@200Φ8@200251251B881731.920.0095.1921.12Φ8@200Φ8@200251251B981731.920.58100.8253.00Φ8@200Φ8@200251251B1081731.600.2181.4128.91Φ8@200Φ8@200296251B1181731.530.9285.0767.30Φ8@200Φ8@200251251B1281732.422.61145.57170.01Φ8@200Φ8@200251251B1381730.550.3330.6324.23Φ8@200Φ8@200251251B1481730.540.5432.3435.89Φ8@200Φ8@200251251B1581731.230.2263.0425.35Φ8@200Φ8@200296251B1681730.000.000.000.00Φ8@200Φ8@200251251B1781732.392.37141.95156.42Φ8@200Φ8@200251251B1881730.000.000.000.00Φ8@200Φ8@200251251B1981733.091.31165.81105.95Φ8@200Φ8@200251251143 梅州市***住宅楼建筑结构设计板支座计算配筋表表2-81位置板号Ho(mm)M(kN.m)As(mm)配筋实配As(mm)支座配筋1-2806.56398.06Φ10@2003932-3806.73390.88Φ10@2003931-5805.95374.85Φ10@2003931-6805.41338.80Φ10@2003932-5806.04363.25Φ10@2003933-4804.54276.31Φ10@2003933-7802.47140.01Φ10@2003935-7802.15104.35Φ10@2003937-8801.9266.22Φ10@2003938-9802.79143.76Φ10@2003935-9804.57297.01Φ10@2003934-8800.66120.75Φ10@2003937-11804.42280.23Φ10@2003936-18800.000.00Φ10@2003936-12804.92263.39Φ10@20039312-13802.64124.82Φ10@20039314-15801.83186.53Φ10@20039312-14802.7830.91Φ10@20039312-12806.73176.09Φ10@20039317-17801.00202.82Φ10@20039315-15801.3395.19Φ10@20039316-17801.48100.82Φ10@2003939-19800.0081.41Φ10@2003932.12基础设计2.12.1工程地质资料地势平坦，场地土为Ⅱ类。自上而下如下：第一层:杂填土3m第二层:淤泥质土,软塑,fk=80kPa,厚3m第三层:轻亚粘土,可塑,fk=120kPa,厚3m第四层:中等风化岩,fk=8.5MPa,厚度大于5m地下水位在地面以下8m,对混凝土无侵蚀性。2.12.2基础方案选型根据工程地质资料，地下水位在地面以下8m，对混凝土无侵蚀性，第四层为中等风化岩，承载力强，深度较浅，选用中风化岩为柱端持力层，因此决定选用人工挖孔灌注桩。2.12.3荷载标准组合值计算计算过程见下表（单位：M为kN·m，N和V为kN）143 梅州市***住宅楼建筑结构设计柱底弯矩、轴力值表表2-82底层截面恒荷载活荷载地震作用MNMNM左N左边柱Z57.541326.81.38361.99-450.51577.4Z8-7.391167.91-3.97433.6-450.51752.21中柱Z6-0.181865.14-3.72624.88-465.25110.26Z7-1.441687.69-0.5944.5-465.25285.08底层柱荷载标准组合值计算表表2-83底层截面恒+0.5活+地震恒+活MmaxNmaxVmaxM左N左M右N右MN边柱Z5-442.282085.20458.74930.408.921688.79458.742085.2075.46Z8-459.892136.92441.14632.50-11.361601.51459.89213.92中柱Z6-467.292287.84463.212067.32-3.902490.02469.292490.0289.03Z7-466.942445.02463.561874.86-1.942632.19466.942632.19从上表可知，Nk=2632.19kN,Mk=469.29kN·m,Vk=89.03kN因此，本桩基础设计只选一桩Z7进行设计，选用最大轴力Z7进行计算。桩位置示意图根据《高层建筑混凝土结构技术规程JGJ3—2002》规定，桩基埋深应取为房屋高度的1/18，即：D=-31.45/18=-1.75m，基础底面埋深承台厚度为1m，且本设计原以设计桩基埋深为2m，满足要求，所以按桩基埋深为2m算。而基础联系梁截面为250mm×500mm，则由基础梁传至承台顶面的轴力为Z7柱：N=4158.27kN2.12.4Z14桩基础设计1、桩身直径d的确定采用灌注桩，混凝土采用C30，，。承台每边挑出，承台的尺寸为。桩顶的轴力标准值：桩身直径确定：由公式，查规范建筑桩基技术规范5.52条可得灌注桩的折减系数为0.8，建筑桩基础重要系数。143 梅州市***住宅楼建筑结构设计，取。2、桩长L的确定设桩底伸入中等风化岩1m，承台锚固长度为100mm，可确定桩长，单桩竖向极限承载力标准值Quk计算为：验算是否需要做扩大头：=πd×1×（14×3+36×3）+πd×0.055×8.5×1+0.400×8.5×πd2/4=3.14×1.0×1×150+[3.14×1.0×0.4675+3.4×1.02×3.14／4]×103=4607.95kN﹥Nmax=2632.19kN（不需要）式中——，为嵌岩段侧阻力和端阻力修正系数，根据嵌岩深径比h/d=0.83查桩基规范表5.2.11可得=0.400，=0.055持力层承载力高于桩身混凝土受压承载力，桩身可按构造要求配筋。3、桩身配筋——按构造配筋纵筋选用，保护层厚度b＝40mm，伸入承台长度为900mm，通长配置。箍筋（螺旋箍）选用，桩顶3m纵筋长度范围加密至，加劲箍。2.12.5承台设计查规范得知对于不小于800mm的大直径桩可用一柱一桩，由地基梁作为双向连系梁连接各桩。采用单桩基础可不设承台,而本次设计按构造设计承台，不必行进验算。混凝土用C30，纵筋双向均匀通长布置，采用。承台保护层厚度为70mm，垫层厚度为100mm，采用C25混凝土。承台尺寸为1600mm×1600mm×1000mm，上下分别配置三向纵筋。2.12.6承台平面图和配筋图承台平面图承台配筋图143 梅州市***住宅楼建筑结构设计2.12.7桩配筋图桩配筋图2.12.8连系梁设计连系梁布置图（选第②轴线进行设计）（1）材料选取：砼C30，受力筋采用HRB335，箍筋采用HPB235。（2）截面尺寸：根据框架梁的截面尺寸，连系梁的截面尺寸均选用250mm×500mm。[b≥250mm，h=(～)=720mm～480mm]（3）荷载计算：连梁自重：0.25×0.50×25＝3.13kN/m120厚墙：18×0.12×（3.9+0.45+1.0-0.6-0.4）+0.02×20×2=10.20kN/m连系梁受拉钢筋最小面积按连接柱子最大轴力的10%作为拉力确定。拉梁承受竖向荷载为受弯构件，计算简图如下：连系梁计算简图143 梅州市***住宅楼建筑结构设计N=10%×4158.27=415.83kN作用连系梁上的均布荷载（梁自重+墙自重）：q=3.13+10.20=13.33kN/m采用力学求解器可以求得支弯矩：（4）配筋计算：e0=M/N=57.59/415.83×103＝138.49mm﹤h/2-as=500/2-35=215mme=e0+h/2-as=138.49+500/2-35＝353.49mmAs′=As=γ0N·e/fy(h0-as)=1.0×415.83×103×353.49/300×（465-35）＝1139mm2故实配422(As=1520mm2)Vmax=0.550ql=0.550×13.33×7.20=52.79kN0.25fcbh0=0.25×14.3×250×465=415.59kNVmax<0.25fcbh0且Vmax<0.7ftbh0=0.7×1.43×250×465=116.37kN故采用构造配筋Φ8@150。连系梁配筋图143 梅州市***住宅楼建筑结构设计2.13GSSAP计算结果总信息、风荷载、层的重量和形心、静载分析的位移、================================================动力分析结果、剪重比、侧向刚度及比值等结构信息====================================================================计算程序:建筑结构通用分析和设计软件GSSAP开发单位:广东省建筑设计研究院深圳市广厦科技有限公司计算时间:2012年05月05日03:21:28--------------------------------------------------------------------项目名称:设计单位:设计:审核:审定:--------------------------------------------------------------------目录:1.结构总体和各层信息2.各层的重量、质心和刚度中心3.各层的柱墙面积、墙长度和建筑面积4.风荷载5.侧向刚度比1.结构总体和各层信息总体信息..........................................................结构总层数:12地下室层数:0有侧约束的地下室层数:0嵌固层最大结构层号:0群房层数:0转换层所在层号:强制薄弱层结构层号:加强层所在的结构层号:结构形式:框架结构材料信息:砼结构结构重要性系数:1.00竖向荷载计算标志:考虑模拟施工考虑重力二阶效应:不考虑梁柱重叠部分简化为刚域:考虑砼柱计算长度系数计算原则:按层梁配筋计算考虑压筋的影响:考虑梁配筋计算考虑板的影响:考虑钢柱计算长度系数有无考虑侧移标志:不考虑墙竖向细分最大尺寸:2.00m墙梁板水平细分最大尺寸:2.00m异形柱结构:不是所有楼层强制采用刚性楼板假定:实际填充墙刚度:周期折减加大地震作用来考虑143 梅州市***住宅楼建筑结构设计计算中考虑楼梯构件的影响:考虑是否为高层结构:高层地震信息..........................................................地震力计算:水平计算竖向振型:不算地震水准:多遇地震设防烈度:7.00场地类别(0,1,2,3,4),-4上海地区为:2地震设计分组:1水平地震影响系数最大值:按规范要求特征周期:按规范要求计算地震作用的结构阻尼比:0.05地震影响系数曲线下降段的衰减指数:按规范要求地震作用方向:0.0,90.0振型计算方法:子空间迭代法振型数:9计算扭转的地震方向:单向考虑偶然偏心:不考虑偶然偏心时质量偏心:5.0%,5.0%框架抗震等级:2剪力墙抗震等级:2构造抗震等级:同抗震等级周期折减系数:0.80全楼地震力放大系数:1.00顶部小塔楼考虑鞭梢效应的放大系数:1.00框架剪力调整:不调整0.2V0调整系数上限:2.00框支柱调整系数上限:5.00性能要求:性能1风导算信息........................................................自动导算风力:计算计算风荷的基本风压:0.50kN/m2承载力设计时风荷载效应放大系数:1.00计算风荷的结构阻尼比:0.05基底相对风为0的标高:0.00m地面粗糙度:2风体形系数分段数:1第1段体形系数最高层号:10第1段体形系数:1.30计算层风荷载的结构基本周期:按经验公式自动计算风作用方向:0.0,90.0,180.0,270.0横风向风振影响:不考虑计算舒适度的基本风压:0.50kN/m2计算舒适度的结构阻尼比:0.02调整信息..........................................................连梁刚度折减系数:0.60中梁(H<800mm)刚度放大系数:1.50中梁(H>=800mm)刚度放大系数:1.00梁负弯矩调幅系数:0.80梁跨中弯矩放大系数:1.00143 梅州市***住宅楼建筑结构设计梁扭矩折减系数:0.40是否要进行墙柱基础活荷载折减标志:不折减考虑活载不利布置:考虑考虑结构使用年限的活载调整系数:1.00组合系数..........................................................恒荷载分项系数:1.20活荷载分项系数:1.40非屋面活载组合值系数:0.70屋面活载组合值系数:0.70活载重力荷载代表值系数:0.50吊车荷载分项系数:1.40吊车荷载组合值系数:0.70吊车重力荷载代表值系数:0.00温度荷载分项系数:1.40温度组合值系数:0.70雪荷载分项系数:1.40雪荷载组合值系数:0.70风荷载分项系数:1.40风荷载组合系数:0.60水平地震荷载分项系数:1.30竖向地震荷载分项系数:0.50非屋面活载准永久值系数:0.40屋面活载准永久值系数:0.40吊车荷载准永久值系数:0.50雪荷载准永久值系数:0.20材料信息..........................................................砼构件的容重:25.0kN/m3梁主筋级别或强度:360.0N/mm2梁箍筋级别或强度:270.0N/mm2柱主筋级别或强度:360.0N/mm2柱箍筋级别或强度:270.0N/mm2墙端暗柱主筋级别或强度:360.0N/mm2墙水平分布筋级别或强度:270.0N/mm2板钢筋级别或强度:270.0N/mm2梁保护层厚度(按2010混规):25mm柱保护层厚度(按2010混规):30mm墙保护层厚度(按2010混规):20mm板保护层厚度(按2010混规):20mm混凝土热膨胀系数(1/℃):1.00e-005钢构件容重:78.0kN/m3钢构件牌号:Q235型钢构件牌号:Q235净截面和毛截面比值:0.9钢热膨胀系数(1/℃):1.20e-005地下室信息........................................................X向基床反力系数:10000kN/m3Y向基床反力系数:10000kN/m3人防设计等级:无人防设计人防地下室层数(<=地下室层数):0143 梅州市***住宅楼建筑结构设计每层几何信息......................................................层号下端层号相对下端层高(m)相对0层层高(m)塔块号101.451.451213.004.451323.007.451433.0010.451543.0013.451653.0016.451763.0019.451873.0022.451983.0025.4511093.0028.45111103.0031.45112113.0034.451每层材料信息(一)..................................................层号剪力墙柱砼等级梁砼等级板砼等级砂浆强度等级砌块强度等级13030257.507.5023030257.507.5033030257.507.5043030257.507.5053030257.507.5063030257.507.5073030257.507.5083030257.507.5093030257.507.50103030257.507.50113030257.507.50123030257.507.50每层材料信息(二)..................................................层号砼斜柱砼斜柱钢管砼柱钢管砼柱钢管砼柱弹性模量抗压设计强度砼弹性模量砼抗压设计强度钢管钢牌号130.00.025.00.01.0230.00.025.00.01.0330.00.025.00.01.0430.00.025.00.01.0530.00.025.00.01.0630.00.025.00.01.0730.00.025.00.01.0830.00.025.00.01.0930.00.025.00.01.01030.00.025.00.01.01130.00.025.00.01.01230.00.025.00.01.0每层墙柱梁板数量..................................................层号塔号梁数柱数墙段数板数111035220021163522074311635220744116352207451163522074143 梅州市***住宅楼建筑结构设计61163522074711645220798116452207991164522079101162522074111123522261121322023122.各层的重量、质心和刚度中心重量=恒载+活载质量=恒载+0.50活载层号塔号恒载(kN)活载(kN)重量(kN)质量(kN)质量比质心(X,Y)(m)刚心(X,Y)(m)偏心率(X,Y)1125140251425143.1241.26323.35241.26723.3990.0000.0042172521209846078561.0041.30323.24841.26824.0910.0030.0693172521209846078561.0041.30323.24841.26824.0910.0030.0694172521209846078561.0041.30323.24841.26824.0910.0030.0695172521209846078561.0041.30323.24841.26824.0910.0030.0696172521209846078560.9941.30323.24841.26824.0910.0030.0697171381274841377751.0041.13923.20541.26824.2170.0100.0848171381274841377751.0041.13923.20541.26824.2170.0100.0849171381274841377750.9341.13923.20541.26824.2170.0100.08410166251240786572450.8641.25223.27941.26824.4450.0010.09911156231275689862610.3141.09723.21541.26724.4620.0130.105121193455198919611.0041.26223.82441.25224.5610.0010.058--------------------------------------------------------------------------------------------------合计:74370124368680680588最大上下层质量比:3.123.各层的柱面积、短肢墙面积、一般墙面积、墙总长、建筑面积、单位面积重量单位面积重量=(恒载+活载)/建筑面积层号塔号柱面积(m2)短肢墙面积(m2)一般墙面积(m2)墙总长(m)建筑面积(m2)单位面积重量(kN/m2)1115.310.004.4422.200.000.002115.310.004.4422.20606.2213.963115.310.004.4422.20606.22143 梅州市***住宅楼建筑结构设计13.964115.310.004.4422.20606.2213.965115.310.004.4422.20606.2213.966115.310.004.4422.20606.2213.967112.790.004.4422.20622.3113.528112.790.004.4422.20622.3113.529112.790.004.4422.20622.3113.5210110.220.004.4422.20606.2212.9711110.220.004.4822.38622.3111.081213.740.004.9224.60110.4618.00-----------------------------------------------------------------------------------------------合计:154.380.0053.80268.986237.0213.924.风荷载层号塔号0度风(kN)90度风(kN)180度风(kN)270度风(kN)1113.7642.2713.7642.272134.4295.6134.4295.613136.24100.2336.24100.234138.35105.7238.35105.725142.56117.1242.56117.126146.39127.4646.39127.467149.98137.1049.98137.108153.41146.2953.41146.299156.74155.2056.74155.2010160.04163.9860.04163.981110.000.000.000.001210.000.000.000.00--------------------------------------------------------------合计:431.891190.98431.891190.985.层刚度比刚度=单位力/位移刚度比=刚度2*层高2/(刚度1*层高1)(高规附录E.0.3),一层时为剪切刚度比0(度)方向.......................................................层号塔号层侧向刚度本层/上层最小比值本层/上三层平均值最小比值地震剪力增大11384937962.610.702.610.801.002171267461.000.701.000.801.003171267451.000.701.000.801.004171267451.000.701.030.801.00143 梅州市***住宅楼建筑结构设计5171267451.000.701.060.801.006171267401.090.701.090.801.007165382991.000.701.030.801.008165382991.000.701.060.801.009165382991.090.701.030.801.0010159755201.000.701.0011159610860.840.701.0012170782171.0090(度)方向.......................................................层号塔号层侧向刚度本层/上层最小比值本层/上三层平均值最小比值地震剪力增大11409228682.600.702.600.801.002175963621.000.701.000.801.003175963601.000.701.000.801.004175963601.000.701.030.801.005175963601.000.701.050.801.006175963551.080.701.080.801.007170338291.000.701.030.801.008170338291.000.701.050.801.009170338291.080.701.130.801.0010164986011.000.701.0011165032381.140.701.0012157149201.00楼层侧向刚度=层剪力/层间位移(抗规3.4.3条文说明)0(度)方向.......................................................层号塔号层侧向刚度本层/上层最小比值本层/上三层平均值最小比值地震剪力增大11184942626.930.709.460.801.002126692671.510.701.800.801.003117645831.230.701.390.801.004114298141.150.701.260.801.005112441461.100.701.210.801.006111280691.110.701.200.801.007110190381.080.701.220.801.00819432221.100.701.370.801.00918590061.210.701.910.801.001017104051.430.701.001114977683.470.701.001211435661.0090(度)方向.......................................................层号塔号层侧向刚度本层/上层最小比值本层/上三层平均值最小比值地震剪力增大11171820947.060.709.860.801.002124338221.570.701.880.801.003115478341.240.701.390.801.004112461201.140.701.240.801.005110922991.090.701.170.801.006110015631.080.701.150.801.00719248571.060.701.160.801.00818729331.070.701.290.801.00918146841.160.701.780.801.001017052891.380.701.00143 梅州市***住宅楼建筑结构设计1115103363.200.701.001211594591.00实际模型下的结构位移--------------------------------------------------------------------1.静力荷载作用下位移2.地震作用下位移1.静力荷载作用下位移工况1--重力恒载层号塔号构件编号Z向最大位移(mm)11柱610.5321柱624.9031柱625.3841柱625.7351柱625.9461柱626.0771柱626.3181柱626.2091柱626.00101柱703.70111柱683.33121柱60.44------------------------------------最大位移=6.31mm(及其层号=7)工况2--重力活载层号塔号构件编号Z向最大位移(mm)11柱60.0521柱620.7831柱680.8741柱680.9651柱681.0361柱681.1071柱681.3881柱681.4291柱681.47101柱701.51111柱681.53121柱70.63------------------------------------最大位移=1.53mm(及其层号=11)工况3--0度风荷载位移与风同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移143 梅州市***住宅楼建筑结构设计构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙530.030.031.001450墙530.030.031.001/9999100.0021柱490.180.181.003000柱510.160.161.001/9999100.0031柱490.390.391.003000柱490.220.221.001/9999100.0041柱490.630.631.003000柱490.240.241.001/9999100.0051柱490.880.881.003000柱490.240.241.001/9999100.0061柱491.111.081.033000柱490.230.231.001/9999100.0071柱491.331.301.033000柱490.220.221.001/9999100.0081柱491.521.491.023000柱40.190.191.001/9999100.0091柱491.681.651.023000柱40.160.161.001/9999100.00101柱491.811.791.023000柱40.140.141.001/9999100.00111柱491.921.901.013000柱40.120.121.001/9999100.00121柱192.042.021.013000柱30.120.121.001/9999100.00----------------------------------------------------------------------------------最大层间位移角=1/9999(及其层号=1)工况4--90度风荷载位移与风同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙540.080.081.001450墙540.080.081.001/9999100.0021柱450.530.531.003000柱470.470.471.001/6331100.0031柱451.201.191.013000柱450.670.671.001/4451100.0041柱451.961.951.013000柱450.760.761.001/3945100.0051柱452.742.721.013000柱450.770.771.001/3886100.0061柱453.473.451.013000柱450.730.731.001/4083100.0071柱454.154.111.013000柱450.680.681.001/4436100.0081柱454.734.691.013000柱450.580.581.001/5153100.0091柱455.215.161.013000柱450.480.481.001/6281100.00143 梅州市***住宅楼建筑结构设计101柱455.595.541.013000柱450.380.381.001/7904100.00111柱455.885.841.013000柱450.300.301.001/9999100.00121柱166.156.121.003000柱30.280.281.001/9999100.00----------------------------------------------------------------------------------最大层间位移角=1/3886(及其层号=5)工况5--180度风荷载位移与风同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙530.030.031.001450墙530.030.031.001/9999100.0021柱490.180.181.003000柱510.160.161.001/9999100.0031柱490.390.391.003000柱510.220.221.001/9999100.0041柱490.630.631.003000柱490.240.241.001/9999100.0051柱490.880.881.003000柱490.240.241.001/9999100.0061柱491.111.081.033000柱490.230.231.001/9999100.0071柱491.331.301.033000柱490.220.221.001/9999100.0081柱491.521.491.023000柱40.190.191.001/9999100.0091柱491.681.651.023000柱340.160.161.001/9999100.00101柱491.811.791.023000柱40.140.141.001/9999100.00111柱491.921.901.013000柱40.120.121.001/9999100.00121柱192.042.021.013000柱30.120.121.001/9999100.00----------------------------------------------------------------------------------最大层间位移角=1/9999(及其层号=1)工况6--270度风荷载位移与风同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙540.080.081.001450墙540.080.081.001/9999100.0021柱450.530.531.003000143 梅州市***住宅楼建筑结构设计柱470.470.471.001/6332100.0031柱451.201.191.013000柱450.670.671.001/4451100.0041柱451.961.951.013000柱450.760.761.001/3945100.0051柱452.742.721.013000柱450.770.771.001/3886100.0061柱453.473.451.013000柱450.730.731.001/4083100.0071柱454.154.111.013000柱450.680.681.001/4436100.0081柱454.734.691.013000柱450.580.581.001/5153100.0091柱455.215.161.013000柱450.480.481.001/6281100.00101柱455.595.541.013000柱450.380.381.001/7904100.00111柱455.885.841.013000柱450.300.301.001/9999100.00121柱166.156.121.003000柱30.280.281.001/9999100.00----------------------------------------------------------------------------------最大层间位移角=1/3886(及其层号=5)2.地震作用下位移工况7--地震方向0度位移与地震同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙530.170.171.001450墙530.170.171.001/8694100.0021柱491.011.011.003000柱510.910.911.001/3310100.0031柱492.292.231.033000柱491.281.251.031/234619.9741柱493.763.671.023000柱491.481.451.021/203316.0851柱495.315.201.023000柱491.561.541.011/192012.7861柱496.856.741.023000柱491.571.561.001/191411.0171柱498.368.261.013000柱41.561.561.001/192110.8281柱499.789.681.013000柱41.501.481.011/20039.1191柱4911.0610.991.013000柱41.401.371.021/21387.51101柱4912.2412.211.003000柱41.331.291.031/226310.85143 梅州市***住宅楼建筑结构设计111柱413.3113.301.003000柱41.191.151.041/251013.88121柱314.4514.431.003000柱191.191.191.011/251030.83----------------------------------------------------------------------------------最大层间位移角=1/1914(及其层号=6)工况8--地震方向90度位移与地震同方向,单位为mm层位移比=最大位移/层平均位移层间位移比=最大层间位移/平均层间位移层号塔号构件编号水平最大位移层平均位移层位移比层高(mm)有害位移构件编号最大层间位移平均层间位移层间位移比层间位移角比例(%)11墙540.160.161.001450墙540.160.161.001/8802100.0021柱451.081.081.013000柱470.970.971.001/3083100.0031柱452.512.501.013000柱451.431.421.011/209814.8941柱454.174.151.013000柱451.671.661.001/18019.9451柱455.915.881.013000柱451.761.751.001/17086.8261柱457.637.601.013000柱451.761.751.001/17095.7571柱459.309.251.013000柱451.731.711.011/17386.2281柱4510.8510.781.013000柱451.621.601.011/18535.5291柱4512.2312.151.013000柱451.481.461.011/20335.00101柱4513.4613.371.013000柱471.331.321.011/22599.24111柱4514.5314.431.013000柱451.161.151.011/25912.34121柱1615.5315.461.003000柱161.101.101.001/27165.66----------------------------------------------------------------------------------最大层间位移角=1/1708(及其层号=5)按弹性方法计算的楼层层间最大位移与层高之比Δu/h:0方向风=1/9999(及其层号=1)90方向风=1/3886(及其层号=5)180方向风=1/9999(及其层号=1)270方向风=1/3886(及其层号=5)0方向地震=1/1914(及其层号=6)90方向地震=1/1708(及其层号=5)参考文献[1]《建筑设计资料集》编委会主编.建筑设计资料集(第二版)[M].中国建筑工业出版社.1999.12.143 梅州市***住宅楼建筑结构设计[2]中华人民共和国建设部建筑设计院主编.旅馆建筑设计规范(JBJ62-90)[M].1990.12.[3]中华人民共和国建设部主编.民用建筑设计通则(GB50352-2005)[M].中国建筑工业出版社.2005.6.[4]中华人民共和国公安部主编.高层民用建筑设计防火规范(GB50045-95)(2005年版)[M].中国计划出版社.2005.10.[5]中华人民共和国建设部主编.建筑制图标准(GB/T50l04-2001)[M].中国计划出版社.2002.4.[6]中华人民共和国建设部主编.混凝土结构设计规范(GB50010-2002)[M].中国建筑工业出版社.2002.3.[7]中华人民共和国建设部主编.砌体结构设计规范(GB50003-2001)[M].中国建筑工业出版社.2002.3.[8]中华人民共和国建设部主编.建筑地基基础设计规范(GB0007-2002)[M].中国建筑工业出版社.2002.3.[9]中国建筑科学研究院主编.建筑桩基技术规范(JGJ94—94)[M].中国建筑工业出版社.1995.9.[10]中华人民共和国建设部主编.高层建筑箱形与筏形基础技术规范(JGJ6—99)[M].中国建筑工业出版社.1999.10.[11]中华人民共和国建设部主编.建筑结构抗震设计规范(GB50011—2001)[M].中国建筑工业出版社.2002.1.[12]中华人民共和国建设部主编.高层建筑混凝土结构技术规程(JGJ3—2002／J186—2002)[M].2002.7.[13]中华人民共和国建设部主编.建筑结构荷载规范(2006年版)(GB50009-2001)[M].中国建筑工业出版社.2006.3.[14]中国建筑标准设计研究院主编.混凝土结构施工图平面整体表示方法制图规则和构造详图(03G101—1)[M].中国计划出版社.2006.4.[15]龙驭球包世华主编.结构力学[M].高等教育出版社.2004.6.[16]赵西安主编.钢筋混凝土高层建筑结构设计[M].中国建筑工业出版社.1995.[17]沈蒲生主编.高层建筑结构设计[M].中国建筑工业出版社.2006.1.[18]王振东，张景吉主编.混凝土及砌体结构[M].中国建筑工业出版社.2003.2.[19]金虹主编.房屋建筑学[M].北京：科学出版社.2002.致谢历时两个月的毕业设计终于要结束了。毕业设计是对大学专业学习的大串联和大运用。让我更系统的熟悉了建筑结构设计的全过程，加强独立分析问题和解决问题的能力。为我在今后的工作和进一步学习打下坚实的基础。这次的毕业设计这可谓是一波三折。我参加了2012年考研，在定建筑方案上略比其他同学慢了一些，所以在整体进度上都比较慢，时间上比较匆忙。其次，在定建筑方案上我是经过再三定夺，考虑众多因素，才定下来的。最后，这次的设计是第一次，所以在经验上也是不够丰富。但这些都不能成为理由，在设计中，我仔细反复的研究任务书的给定条件，同时查阅了有关的书籍资料及规范，完成了设计任务书规定的建筑设计及结构设计。在这次设计中我要特别感谢老师、组员和舍友。尽管我设计进度比较慢，指导老师还是特别细心和耐心地指导出我设计中出现的各种问题。老师指导时间长、质量高、效果好。对于组员，我认为是十分团结、友好的，我们在指导老师的带领下建立了毕业设计指导QQ群和飞信群，用来讨论解决设计中出现的问题。最后，我要十分感谢的是我的舍友，在设计中，我们讨论得最多，同时在同一片屋檐下我们设计愉快，共同学到了很多，这种感觉是值得回味和留恋的。在此，请允许我再次对他们说声：谢谢！***2012年5月5日143'