《中学教学楼多层现浇钢筋混凝土框架结构设计》7700字（论文）

中学教学楼多层现浇钢筋混凝土框架结构设计目录TOC\o"1-2"\h\u30407中学教学楼多层现浇钢筋混凝土框架结构设计 123661.设计任务及基本要求 2193031.1设计原始资料 2325651.2结构设计任务及要求 2322.结构设计 2181282.1结构方案的选择及结构布置 2315141.基础顶面设计标高的确定 3222972.楼板厚度的确定 3252713.次梁截面尺寸确定 36404.主梁截面尺寸确定 3140595.框架柱截面尺寸确定 328856.材料选择 4293317.框架计算简图 49224框架计算简图 5236073.侧移线刚度计算 515244.内力组合 6107724.1横向框架梁的内力组合 8207654.2竖向框架柱的内力组合 1431603框架柱抗震内力基本组合表 18207545.截面设计 1311095.1设计内力 1201401、梁设计内力的选择 1175082、柱设计内力的选择 186085.2梁截面设计 1135525.3框架柱截面设计 318926.基础设计 5658参考文献 6摘要：该建筑物采用现有钢筋混凝土框架的剪力墙，包括五层、现有钢筋混凝土保护层、外部施工采用普通气砌块砌体和外墙装饰。毕业设计过程中主要是结构设计，其中建筑部分主要是对建筑功能进行分区，进一步确定建筑物的平面、立面以及剖面。最后进行内力和截面的设计并计算。关键词：框架结构设计计算正文：1.设计任务及基本要求1.1设计原始资料1.1.1工程概况该工程主体为现浇钢筋混凝土框架结构，建筑面积6775.0㎡，建筑物共5层，底层层高4.2m，标准层层高3.90m，顶层层高3.90m，总高度19.8m，室内外高差0.450m该综合楼拥有办公室、会议室、活动室等。楼内设有2个楼梯，楼梯的布置均符合消防、抗震的要求。1.1.2设计条件该工程重要性等级为四级，本地区极端最高气温39.8℃，极端最低气温-4.3℃。年降雨量1400mm，平均相对湿度75%。主导风向为东南风。拟建场地内无地表水系分布。1.抗震设防烈度：7度设防，设计基本地震加速度值为0.1g；2.基本风压：，B类粗糙度；3.雪荷载标准值：4.结构体系：现浇钢筋混凝土框架结构；5.工程地质条件：拟建场地地形平坦，地层分布较为规律，基础地基承载力按300KN/m2计。1.2结构设计任务及要求1.2.1基本要求：在建筑方案设计的基础上，正确选择合理的结构形式，结构体系及结构布置，掌握多层建筑结构的计算方法和基本构造要求，绘制结构施工图及详图。1.2.2结构设计计算书内容：说明结构方案如何确定的，材料选择。列出结构设计计算过程中采用的计算方法、计算假定、计算原则、计算简图、荷载统计，内力计算，内力组合及计算配筋结果。2.结构设计2.1结构方案的选择及结构布置2.1.1结构方案的确定考虑到现浇钢筋混凝土框架结构建筑平面布置灵活，能够获得较大的使用空间，建筑立面也比较容易处理，可以适应不同房屋造型，故本设计采用现浇钢筋混凝土框架结构。2.1.2基础类型的确定根据施工场地、地基条件、场地周围的环境条件，选择柱下独立基础。2.1.3结构构件截面尺寸和材料的选择1.基础顶面设计标高的确定根据地质资料分析，基础顶面距离室外设计地面为-1.00m。2.楼板厚度的确定根据平面布置，双向板的最大跨度为8100m，按刚度条件，板厚为l/50=8100/50=162mm；按构造要求，现浇钢筋混凝土双向板的厚度为80mm≦h≦160mm；综综合活荷载折减等相关情况考虑，取板厚h=120mm.3.次梁截面尺寸确定根据平面布置，次梁的最大跨度为3900mm，次梁高h=(1/18—1/12)l=(1/18—1/12)3900=216.67mm—325.00mm，取h=400mm；次梁宽b=(1/3—1/2)h=(1/3—1/2)400=133.33mm—200mm，取b=250mm4.主梁截面尺寸确定根据平面布置，主梁的最大跨度为8100mm主梁高h=(1/12—1/8)l=(1/12—1/8)8100=675.00mm—1012.5mm，取h=700mm；主梁宽b=(1/3—1/2)h=(1/3—1/2)700=233.33mm—350mm，取b=250mm5.框架柱截面尺寸确定对于多层框架，无论从受力的角度，还是柱的净高而言，都以底层最为不利。底层层高H=5.20m。柱截面高度取h=(1/15—1/20)H=(1/15—1/20)5200=346.67mm—260mm。又对于抗震设防烈度为7度，房屋高度为19.8m<30m，即抗震等级为四级的框架结构，为保证柱有足够的延性，需要限制柱的轴压比，柱截面面积应满足下式：,其中：对于边柱：N=1.25×(3.90×4.05×14×1000×5)=1382063N，A≧1382063/14.3=96648mm2取bc=400；hc=400mm,则A=160000mm2≧96648mm2对于中柱：N=1.25×(3.90×5.30×14×1000×5)=1808625,A≧1808625/14.3=126477.2727mm2取bc=400；hc=400mm,则A=160000mm2≧126477.2727mm2综合考虑，为方便计算及施工，统一取bc=400；hc=400mm,6.材料选择a)混凝土强度等级：除基础垫层混凝土选用C15，基础及基础以上各层混凝土均选用C30。b)钢筋级别：框架梁、柱，板等主要构件的纵向受力钢筋选择HRB400级钢筋；构造钢筋、箍筋均选用HPB300。7.框架计算简图选取结构平面布置图中第6轴线处框架KJ6作具体计算。假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从室内地坪以下1.00m标高处算至二楼楼面，其它各层柱高均取本层楼面标高算至上一层楼面。结合已经确定的梁柱截面尺寸，框架计算简图如下图：框架计算简图3.侧移线刚度计算基础顶面标高为-1.00m，实际计算时，首层框架柱结构高度在原建筑层高基础上往下增加1.00m的计算长度来作为首层柱的结构计算长度，其它楼层计算高度为楼层建筑层高；框架梁线刚度计算：梁的混凝土强度等级为C30，Ec=3.0×107kN/㎡在框架结构中，现浇板的楼面，板可以作为梁的有效翼缘，这样就增大了梁的有效刚度，有助于减少框架的水平侧移。为考虑这一有利因素，在计算梁的截面惯性矩时，对现浇楼面的中框架梁取I=2.0I0（I0为梁的截面惯性矩））。横梁线刚度，柱线刚度计算结果如下表：框架横梁线刚度类别层次b

/mmh

/mml

/mmI0

/mm4EcI0/l/N·mm1.5EcI0/l

/N·mm2EcI0/l

/N·mm第一跨横梁125070081007.15×1092.65×10103.97×10105.29×1010225070081007.15×1092.65×10103.97×10105.29×10103~425070081007.15×1092.65×10103.97×10105.29×1010525070081007.15×1092.65×10103.97×10105.29×1010第二跨横梁125040025001.33×1091.60×10102.40×10103.20×1010225040025001.33×1091.60×10102.40×10103.20×10103~425040025001.33×1091.60×10102.40×10103.20×1010525040025001.33×1091.60×10102.40×10103.20×1010第三跨横梁125070081007.15×1092.65×10103.97×10105.29×1010225070081007.15×1092.65×10103.97×10105.29×10103~425070081007.15×1092.65×10103.97×10105.29×1010525070081007.15×1092.65×10103.97×10105.29×1010框架柱线刚度层次hc

/mmEc

/(N/mm2)b

/mmh

/mmIc

/mm4EcIc/hc

/N·mm15200300004004002.13×10101.23×101023900300004004002.13×10101.64×10103~43900300004004002.13×10101.64×101053900300004004002.13×10101.64×10104.内力组合1.框架梁的弯矩调幅计算在竖向荷载作用下，需要考虑梁端塑性变形内力重分布而对梁端负弯矩进行调幅，本例中取调幅系数为0.9。梁端负弯矩减小后，应按平衡条件重新计算调幅后的跨中弯矩。取β=0.9对梁进行调幅，调幅计算过程如下表荷载种类层数横向框架梁弯矩标准值（单位：

kN·m）调幅系数调幅后的弯矩（单位：

kN·m）梁左梁右跨中梁左梁右跨中恒载五层第一跨梁-60.1086.90224.380.9-54.09-78.21201.94第二跨梁-42.2742.2714.430.9-38.0538.0512.99四层第一跨梁-96.15111.31230.510.9-86.53-100.18207.46第二跨梁-35.6735.6716.680.9-32.1032.1015.01三层第一跨梁-94.30110.24230.510.9-84.87-99.22207.46第二跨梁-35.9935.9916.680.9-32.3932.3915.01二层第一跨梁-95.69111.19230.510.9-86.12-100.07207.46第二跨梁-35.7135.7116.680.9-32.1432.1415.01底层第一跨梁-88.48111.04254.820.9-79.63-99.94229.33第二跨梁-44.3944.3918.990.9-39.9539.9517.09活载五层第一跨梁-5.846.9714.360.9-5.26-6.2712.93第二跨梁-2.27-16.8240.950.9-2.04-15.1410.86四层第一跨梁-21.7626.2857.450.9-19.59-23.6551.70第二跨梁-8.73-36.838-3.810.9-7.85-33.1543.43三层第一跨梁-23.3027.3957.450.9-20.97-24.6651.70第二跨梁-8.39-34.9823.810.9-7.55-31.4833.43二层第一跨梁-23.4127.4657.450.9-21.07-24.7151.70第二跨梁-8.37-40.8053.810.9-7.53-36.7243.43底层第一跨梁-19.8625.0757.450.9-17.88-22.5651.70第二跨梁-9.27-34.7673.810.9-8.34-31.2903.434.1横向框架梁的内力组合为简化计算，本例采用内力组合法，考虑地震荷载作用下的内力组合：S=1.2重力荷载代表值+1.3水平地震作用不考虑地震作用的组合：以恒荷载为主控制的组合:S=1.35恒荷载+1.5×0.7活荷载以活荷载为主控制的组合:S=1.3恒荷载+1.5（0.7×活荷载+风荷载）以活荷载为主控制的组合:S=1.3恒荷载+1.5（活荷载+0.6×风荷载）在竖向荷载与地震力组合时，跨间最大弯矩采用数解法计算，计算过程见表。上图中：——重力荷载作用下梁端的弯矩；——水平地震作用下梁端的弯矩；——竖向荷载与地震荷载共同作用下梁端反力。

对B点取矩：处截面弯矩为：由，可求的跨间的位置为或将代入任一截面处得弯矩表达式，可得跨间最大弯矩为：或最大弯矩代入数值具体计算过程这里从略，具体计算结果详见下表：注：当时，表示最大弯矩发生在支座处，应取，用计算框架梁非抗震内力基本组合表杆件跨向截面内力荷载种类恒荷载+活荷载恒荷载+活荷载+风荷载恒载活载风荷载永久荷载控制组合1.3恒+1.5（0.7活+风）1.3恒+1.5（活+0.6风）左风右风1.35恒+1.5*0.7活左风右风左风右风五层横梁第一跨梁左端M-54.09-5.264.192.18-78.54-69.55-82.12-74.43-81.97V107.506.950.85-0.85152.42148.32145.77150.94149.41跨中M201.9412.93————286.19梁右端M-78.21-6.272.184.19-112.18-104.99-111.54-109.12-113.05V114.117.23-0.850.85161.65158.56153.32160.77157.62第二跨梁左端M-38.05-2.042.712.18-53.50-48.32-54.88-50.55-54.49V13.180.761.75-1.7518.6020.5615.3219.8516.71跨中M12.990.86————18.43梁右端M-38.05-2.042.182.71-53.50-48.32-54.88-50.55-54.49V13.180.76-1.751.7518.6020.5615.3219.8516.71四层横梁第一跨梁左端M-86.53-19.5913.106.83-137.38-113.40-152.71-130.08-153.66V111.9627.812.66-2.66180.35178.74170.75189.66184.86跨中M207.4651.70————334.35梁右端M111.9627.816.8313.10-160.08-144.82-165.32-159.57-171.87V-100.18-23.65-2.662.66186.57188.99172.59198.72188.89第二跨梁左端M-32.10-7.858.486.83-51.58-39.73-60.23-47.36-59.66V19.833.055.47-5.4729.9737.1720.7735.2625.43跨中M15.013.43————23.86梁右端M-32.10-7.856.838.48-51.58-39.73-60.23-47.36-59.66V19.835.475.47-5.4729.9737.1720.7735.2625.43三层横梁第一跨梁左端M-84.87-20.9721.6711.30-136.59-99.84-164.85-122.28-161.29V111.8627.864.41-4.41180.27181.29168.07191.18183.25跨中M207.4651.70————334.35梁右端M-99.22-24.6611.3021.67-159.83-137.92-171.82-155.80-176.14V115.8028.88-4.414.41186.65194.42167.30201.99185.71第二跨梁左端M-32.39-7.5514.0211.30-51.66-33.09-66.99-43.26-63.61V19.833.059.04-9.0429.9742.5415.4138.4822.21跨中M15.013.43————23.86梁右端M-32.39-7.5511.3014.02-51.66-33.09-66.99-43.26-63.61V19.833.05-9.049.0429.9742.5415.4138.4822.21二层横梁第一跨梁左端M-86.12-21.0730.4015.85-138.38-88.48-179.68-116.20-170.92V111.9227.876.18-6.18180.35184.03165.48192.86181.73跨中M207.4651.70————334.35梁右端M-100.07-24.7115.8530.40-161.04-132.26-179.82-152.89-181.43V115.7428.87-6.186.18186.57199.81161.75205.19182.36第二跨梁左端M-32.14-7.5317.7014.27-51.29-25.90-73.47-38.81-67.34V19.833.0512.68-12.6829.9748.009.9541.7618.93跨中M15.013.43————23.86梁右端M-32.14-7.5314.2717.70-51.29-25.90-73.47-38.81-67.34V19.833.05-12.6812.6829.9748.009.9541.7618.93一层横梁第一跨梁左端M-79.63-17.8839.9320.03-126.27-62.40-182.18-94.40-166.27V123.0527.738.00-8.00195.23201.07177.08208.75194.36跨中M229.3351.70————363.89梁右端M-99.94-22.5620.0339.93-158.60-123.56-183.66-145.73-181.79V128.6229.01-8.008.00204.10221.71173.63225.15196.30第二跨梁左端M-39.95-8.3424.8520.03-62.69-30.64-62.69-46.42-82.48V23.533.0516.03-16.0334.9757.8334.9749.5920.74跨中M17.093.43————26.67梁右端M-39.95-8.3420.0324.85-62.69-30.64-62.69-46.42-82.48V23.533.05-16.0316.0334.9757.8334.9749.5920.74框架梁抗震内力基本组合表杆件跨向截面内力荷载种类内力组合重力荷载地震荷载1.3地震+1.2（重力荷载）左震右震左震右震五层横梁第一跨梁左端M-56.4124.43-24.43-26.95-74.59V109.71-5.215.21106.14117.66跨中M228.78————————梁右端M-80.24-17.7917.79-89.56-54.86V116.245.21-5.21124.33112.81第二跨梁左端M-38.7010.76-10.76-24.34-45.32V13.61-8.618.614.3823.39跨中M14.97————————梁右端M-38.7010.76-10.76-24.34-45.32V13.61-8.618.614.3823.39四层横梁第一跨梁左端M-96.1867.19-67.19-21.06-152.07V125.85-14.6214.62112.22144.52跨中M259.23————————梁右端M-111.94-51.2151.21-150.68-50.82V130.1814.62-14.62-148.93116.63第二跨梁左端M-36.0530.96-30.96-2.26-62.63V21.35-24.7724.77-5.5949.15跨中M18.58————————梁右端M-36.0530.96-30.96-2.26-62.63V21.35-24.7724.77-5.5949.15三层横梁第一跨梁左端M-95.3594.29-94.296.11-177.75V125.79-19.8419.84106.39150.23跨中M259.23————————梁右端M-111.55-66.3866.38-165.12-35.67V130.2419.84-19.84154.76110.92第二跨梁左端M-36.1740.13-40.136.58-71.68V21.35-32.1132.11-13.7057.25跨中M18.58————————梁右端M-36.1740.13-40.136.58-71.68V21.35-32.1132.11-13.7057.25二层横梁第一跨梁左端M-96.66108.57-108.5718.86-192.84V125.85-23.1623.16102.77153.97跨中M259.23————————梁右端M-112.43-79.0679.06-178.27-24.10V130.1823.16-23.16158.38107.19第二跨梁左端M-35.9047.80-47.8014.29-78.91V21.35-38.2438.24-20.4864.03跨中M18.58————————梁右端M-35.9047.80-47.8014.29-78.91V21.35-38.2438.24-20.4864.03一层横梁第一跨梁左端M-88.57152.46-152.4668.93-228.36V136.91-31.9731.97104.33174.98跨中M283.54————————梁右端M-111.22-106.48106.48-203.913.72V143.1331.97-31.97181.31110.66第二跨梁左端M-44.1264.37-64.3723.05-102.47V25.06-51.5051.50-31.3582.46跨中M20.90————————梁右端M-44.1264.37-64.3723.05-102.47V25.06-51.5051.50-31.3582.46注：1.表中弯矩单位为，剪力单位为；4.2竖向框架柱的内力组合框架柱取每层柱顶和柱底两个控制截面。框架柱非抗震内力基本组合表杆件跨向截面内力荷载种类恒荷载+活荷载恒荷载+活荷载+风荷载Mmax及相应的NNmin及相应的MNmax及相应的M恒载活载风荷载永久荷载控制组合1.3恒+1.5（0.7活+风）1.3恒+1.5（活+0.6风）左风右风1.35恒+1.5×0.7活左风右风左风右风NMM顶层柱G柱柱顶M60.105.844.194.1987.2790.5577.9890.6683.1287.274.1987.27N160.339.33-0.85-0.85226.24216.94219.50221.65223.19226.24-0.85226.24柱底M-47.17-9.282.632.63-73.42-65.92-76.20-72.16-78.32-73.423.43-73.42N177.59.33-0.85-0.85249.40239.25241.81243.96245.49249.40-0.85249.40V-27.50-3.88-0.85-0.85-41.20-27.12-52.53-33.95-49.20J柱柱顶M-44.63-4.704.904.90-64.86-55.62-70.30-60.67-69.48-75.564.90-64.86N182.4211.45-0.90-0.90257.49247.89250.45253.55255.09169.39-0.85257.49柱底M41.538.234.014.01-64.1368.6456.6269.9462.7368.814.0164.13N199.5811.45-0.90-0.90280.65270.20272.75275.86277.39184.84-0.85280.65V22.093.32-0.90-0.9033.0744.9119.5041.3226.07四层柱G柱柱顶M48.9812.489.679.6779.2291.2962.2691.1073.68108.239.6779.22N353.4346.65-3.52-3.52526.11503.16513.71526.26532.59384.50-3.52526.11柱底M-44.75-11.298.288.28-72.27-57.61-82.46-67.66-82.57-95.928.28-72.27N370.5946.65-3.52-3.52549.27525.47536.02548.57554.90400.98-3.52549.27V-24.03-6.10-3.52-3.52-38.84-7.69-67.60-22.41-58.36J柱柱顶M-34.11-9.3311.3011.30-55.19-37.19-71.10-48.17-68.51-95.0611.30-55.19N406.6657.23-3.70-3.70605.08583.48594.02611.34617.67407.38-3.52605.08柱底M39.8110.029.689.6863.5676.7947.7575.4958.07101.419.6863.56N423.857.23-3.70-3.70628.24605.78616.33633.65639.98423.86-3.52628.24V18.954.96-3.70-3.7030.4559.81-0.1150.0614.11三层柱G柱柱顶M49.5512.0013.3913.3979.5097.1056.9494.4770.37116.6613.3979.50N546.484.02-7.92-7.92825.90786.69810.46829.25843.51608.35-7.92825.90柱底M-44.32-11.2613.3913.39-71.65-49.36-89.52-62.45-86.55-110.7513.39-71.65N563.5984.02-7.92-7.92849.06809.00832.77851.56865.82624.83-7.92849.06-24.07-5.96-7.92-7.92-38.767.11-82.21-13.44-67.03J柱柱顶M-34.44-8.9815.6415.64-55.30-30.75-77.67-44.18-72.33-108.8915.64-55.30N630.99102.97-8.33-8.33952.74916.52940.28967.61981.87631.93-7.92952.74柱底M39.5210.0015.6415.6463.1585.3438.4180.4552.29114.7815.6463.15N648.15102.97-8.33-8.33975.91938.83962.59989.911004.17648.41-7.92975.91V18.964.87-8.33-8.3330.3774.42-14.8958.755.16二层柱G柱柱顶M51.3712.1517.0117.0182.11105.0654.02100.3269.69126.8617.0182.11N739.49121.39-14.10-14.101125.771067.641109.951130.731156.12835.72-14.101125.77柱底M-53.39-12.4817.0117.01-85.19-57.00-108.04-72.82-103.45-129.1717.01-85.19N756.65121.39-14.10-14.101148.941089.951132.261153.041178.42852.19-14.101148.94V-26.86-6.32-14.10-14.10-42.9015.21-98.32-10.34-78.45J柱柱顶M-35.96-9.0919.8819.88-57.46-26.48-86.12-42.50-78.28-120.1319.88-57.46N855.27148.69-14.84-14.841300.331246.821289.131322.201347.58853.51-14.101300.33柱底M46.8410.9219.8819.8873.93102.1842.5495.1759.38-132.58-19.8873.93N872.43148.69-14.84-14.841323.501269.131311.441344.501369.89869.99-14.101323.50V21.235.13-14.84-14.8433.6989.75-23.7769.361.24底层柱G柱柱顶M35.097.3822.9122.9155.1287.7318.9977.3036.06129.4922.9155.12N956.05158.62-22.10-22.101457.221376.271442.571460.911500.691094.74-22.101457.22柱底M-17.54-3.6928.0128.01-27.5615.33-68.69-3.14-53.55-128.6928.01--27.56N978.93158.62-22.10-22.101488.111406.011472.321490.651530.441116.70-22.101488.11V-10.12-2.13-22.10-22.10-15.9053.31-84.0924.87-57.57J柱柱顶M-19.82-4.8725.0125.01-31.536.63-68.39-10.57-55.58-120.1225.01-31.53N1107.69194.56-22.86-22.861686.051611.131677.441711.951751.731097.54-22.101686.05柱底M9.912.4430.5630.5615.7761.28-30.4044.04-10.97129.8430.5615.77N1130.57194.56-22.86-22.861716.941640.881707.181741.691781.471119.51-22.101716.94V5.721.41-22.86-22.869.1077.61-59.7950.76-31.68框架柱抗震内力基本组合表杆件跨向截面内力荷载种类MmaxNmaxNmin重力荷载地震荷载1.3地震+1.2（重力荷载）左震右震左震右震NMM顶层柱G柱柱顶M62.68-29.8629.8636.39114.0387.274.1987.27N167.29-5.215.21193.98207.53226.24-0.85226.24柱底M-51.6024.43-24.43-30.16-93.69-73.423.43-73.42N184.45-5.215.21214.57228.12249.40-0.85249.40V184.45-5.215.21214.57228.12J柱柱顶M-46.15-34.8934.89-100.74-10.02-75.564.90-64.86N191.89-3.393.39225.86234.68169.39-0.85257.49柱底M45.5228.55-28.5591.7417.5168.814.0164.13N209.05-3.393.39246.45255.27184.84-0.85280.65V23.5116.27-16.2749.367.06四层柱G柱柱顶M-38.80-43.5943.599.65122.99108.239.6779.22N439.03-19.8319.83429.07480.63384.50-3.52526.11柱底M44.8237.33-37.33-11.95-109.00-95.928.28-72.27N456.19-19.8319.83449.66501.22400.98-3.52549.27V21.4420.75-20.75-5.54-59.48J柱柱顶M-38.80-47.2847.28-108.0214.90-95.0611.30-55.19N439.03-13.5413.54509.23544.44407.38-3.52605.08柱底M44.8247.28-47.28115.24-7.68101.419.6863.56N456.19-13.5413.54529.82565.03423.86-3.52628.24V21.4424.24-24.2457.25-5.79三层柱G柱柱顶M55.55-50.7050.700.75132.57116.6613.3979.50N590.7-39.739.7657.3760.4608.35-7.92825.90柱底M-49.9550.70-50.705.97-125.85-110.7513.39-71.65N607.89-39.6739.67677.90781.03624.83-7.92849.06V-27.0526.00-26.001.34-66.26J柱柱顶M-38.94-59.2459.24-123.7430.29-108.8915.64-55.30N686.2-25.825.8789.9857.0631.93-7.92952.74柱底M44.5259.24-59.24130.43-23.59114.7815.6463.15N703.39-25.8125.81810.51877.62648.41-7.92975.91V21.4030.38-30.3865.17-13.82二层柱G柱柱顶M57.45-57.8757.87-6.29144.16126.8617.0182.11N802.48-62.8362.83881.291044.65835.72-14.101125.77柱底M-59.6457.87-57.873.66-146.79-129.1717.01-85.19N819.64-62.8362.83901.881065.24852.19-14.101148.94V-30.0229.68-29.682.55-74.60J柱柱顶M-40.51-67.6267.62-136.5139.29-120.1319.88-57.46N933.37-40.8940.891066.891173.19853.51-14.101300.33柱底M52.3067.62-67.62150.66-25.14-132.58-19.8873.93N950.53-40.8940.891087.481193.79869.99-14.101323.50V950.53-40.8940.891087.481193.79底层柱G柱柱顶M38.78-77.3977.39-54.08147.15129.4922.9155.12N1037.65-94.8094.801121.951368.421094.74-22.101457.22柱底M-19.3994.59-94.5999.71-146.24-128.6928.01--27.56N1060.53-94.8094.801149.401395.881116.70-22.101488.11V23.8033.07-33.0729.57-56.42J柱柱顶M-22.26-84.4684.46-136.5083.09-120.1225.01-31.53N1208.72-60.4160.411371.931529.001097.54-22.101686.05柱底M11.13103.23-103.23147.55-120.84129.8430.5615.77N1231.60-60.4160.411399.381556.461119.51-22.101716.94V6.4236.09-36.0954.63-39.22注：表中的弯矩单位为，轴力单位为。5.截面设计5.1设计内力1、梁设计内力的选择梁利用弯矩与剪力进行截面设计，具体来说，利用弯矩设计纵向钢筋，利用剪力设计箍筋。所以弯矩与剪力不需取同一组工况的内力。分别取最大值为设计内力即可。具体设计内力的选择见下文各个杆件截面设计。2、柱设计内力的选择柱利用弯矩与轴力进行设计，两者是耦合的，不可孤立的选择，所以，两者必须来自于同一种工况。究竟哪一种工况最危险，需要借助于N－M包络图来判断，必要时还要试算，哪一种配筋量大，那么这一组即为设计内力。剪力用于设计箍筋，可以取自不同于弯矩和轴力的工况（即取最大值）。具体设计内力的选择见下文各个杆件截面设计。5.2梁截面设计设计思路：对于边跨梁（因为各个梁截面计算方法相同，仅荷载不同，本文仅取屋面边跨梁进行计算，其余梁截面具体计算过程从略），首先利用跨中正弯矩设计值，以单筋T形截面来配置梁底纵筋（因为跨中梁顶负筋一般配置较少，以单筋截面设计带来的误差较小）；然后根据“跨中梁底纵筋全部锚入支座”的原则确定支座的梁底纵筋，利用支座负弯矩设计值以双筋矩形截面来配置梁顶纵筋。纵筋的截断、锚固以构造要求确定。钢筋采用电渣压力焊接，所以不考虑钢筋的搭接。然后按《高规》有关要求配置抗剪箍筋，验算梁抗剪承载力；对于中跨梁，因其跨中正弯矩较小，所以利用支座负弯矩设计值，以单筋T形截面来配置梁顶纵筋即可。其余操作同边跨梁。（因计算方法一样，本例只选取屋面第一跨框架梁进行计算，其余梁配筋结果详结构图）由以上荷载组合可知，第一跨屋面框架梁跨中弯矩应取286.19KN/m2，梁左端弯矩-78.54KN/m2，剪力152.42KN，梁右端弯矩-112.18KN/m2，剪力161.65KN，具体计算结果如下:设计参数：梁砼：C30（fC=14.3KN/m2ft=1.43KN/m2）纵筋：HRB400（fy=360KN/m2）；箍筋：HPB300（fy=270KN/m2）；纵筋保护层厚：。梁的正截面受弯承载力计算从内力组合表中分别选出屋面层第一跨跨间截面和支座截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。跨中截面计算：286.19KN/m21.0×286.19/(1.0×14.3×250×6652)0.201=1.0×14.3×250×6652×0.201/360=1329mm2实配钢筋3220.57%>0.2%满足要求。第一跨梁左端支座截面计算：-78.54KN/m21.0×-78.54/(1.0×14.3×250×6652)-0.081=1.0×14.3×250×6652×-0.081/360=349mm2实配钢筋3140.57%>0.2%满足要求。第一跨梁右端支座截面计算：-112.18KN/m21.0×-112.18/(1.0×14.3×250×6652)-0.081=1.0×14.3×250×6652×-0.081/360=499mm2实配钢筋3140.37%>0.2%满足要求。梁斜截面受剪承载力计算同样取屋面层第一跨梁进行计算：验算梁截面尺寸0.25×14.3×250×665=594KN>152.42KN截面尺寸满足要求。判别是否需要按计算配置腹筋0.7×1.0×1.43×250×665=166KN>152.42KN只配箍筋不配弯起钢筋(152.42-166)/(1.25×270×665)=-0.062选直径为8的箍筋，两只箍，，，代入上式得S=-1613.053mm,按构造要求进行配筋Φ8@200配箍率=0.201%。且所选箍筋直径和间距均符合构造规定，故选Φ8@100箍筋。因篇幅有限，其余各层梁配筋计算结果具体详结构施工图。5.3框架柱截面设计剪跨比和轴压比验算下表给出了框架柱各层剪跨比和轴压比计算结果，其中剪跨比也可取。表中的都不应考虑承载力抗震调整系数。由下表可见，各柱的