132381平米九层框架宾馆毕业设计酒店宾馆25套计算书

襄 樊 学 院 土 木 工 程 毕 业 设 计第80页1章 建筑设计1.1 建筑设计资料1.工程概况：本项目占地面积为2551.24m2,总建筑面积为13283.1m2,首层和二层层高为4.8m,其余层高为3.3m。 2.建筑设计：本工程为宾馆，9层，布置了西餐厅，中餐厅，风味餐厅，雅座，茶座，娱乐室，客房等多种多功能房间。四部电梯。平面设计力求对称，立面设计力求突出该建筑的特点，线条明晰、简洁、色彩明快、带形窗,立面整洁洗炼。1.2 结构材料设计建筑材料：首层地面使用花岗石地面，（98ZJ001）地24。总厚130mm。首层卫生间使用陶瓷地砖卫生间地面（98ZJ001）地50。总厚182mm。楼面使用胶粘搏型木地板楼面（98ZJ001）楼15。自重0.48kN/m2。屋面使用合成高分子卷材和涂膜防水屋面总厚度180mm。屋3（98ZJ001）卫生间使用陶瓷地砖卫生间楼面（98ZJ001）楼27厚度102mm，自2.26kN/m2。吊顶统一使用顶13（98ZJ001）吊顶(顶层机器用房不吊顶)高度84MM自重0.26kN/m2。内墙装修使用聚氨酯泡沫塑料保温墙面（98ZJ001内墙20）卫生间内墙使用面砖墙面（98ZJ001内墙10）总厚度30mm外墙装修使用花岗石外墙面（98ZJ001外墙14）总厚度50mm散水使用细石混凝土散水（98ZJ001散2）总厚度190mm。一般外墙厚300mm，内墙200mm，特殊墙厚见标注。混凝土强度板、梁取C30，柱子取C50。第2章 结构选型及布置2.1 结构设计概述建筑结构设计是土木工程专业学生的必修专业课,通过本课程的学习,使学生掌握建筑结构设计的设计计算方法,为学习相关课程和毕业设计打下基础。 2.2 结构的材料及尺寸（一）梁柱尺寸1梁高 hb=(1/121/8)lb，三九层梁650mm300mm,建筑突出的部分梁600mm300mm，属于横纵双向承重体系框架梁。2柱截面尺寸本工程为现浇钢筋混凝土结构，7度设防，高度30m，抗震等级为二级，取轴线一榀框架，各柱梁的线刚度经计算后见下图所示。根据地质情况先假设基础顶面距离室外地面为500mm，由此可得底层层高为5.9m，其中在求梁截面惯性矩时考虑到现浇楼板的作用取I=2I0，I0为不考虑楼板翼缘作用的梁截面惯性矩。AB，CD跨梁：BC跨梁：DE，EF跨梁：GF跨梁：3，柱的尺寸确定：此建筑高度大于30m，7度设防，抗震等级二级，则柱的边长，柱的混凝土强度取为C50，（a为考虑地震作用产生的轴力的放大系数，7度时取1.051.1，S为柱的负荷面积，w为单位建筑面积的竖向荷载，框架结构一般取1214kN/m2,Ns为柱截面以上的层数，现取a=1.1,w=14kN/m2）A轴上的柱尺寸：，取柱的截面尺寸为500 mm500mm.B,C轴上的柱尺寸：，取柱的截面尺寸为600mm 600mm；D轴上的柱尺寸：，取柱的截面尺寸600mm600mm.为方面施工，其余柱的截面尺寸统一取为500mm500mm。A轴柱的线刚度：底层柱的线刚度：第二层柱的线刚度：其余层的线刚度：B，C，D 柱的线刚度：第二层柱的线刚度：其余层的柱的线刚度：2.3 计算简图计算简图(取轴线处)框架结构计算简图五轴线所承担的荷载面积：第3章 第轴横向框架内力计算3.1 恒，活荷载内力计算（一）恒荷载计算1屋面做法自重： 2.00kN/m2 100厚混凝土屋面板自重： 0.125=2.50kN/m2 20厚石灰沙浆抹底 0.0217=0.34 kN/m2小计 4.84 kN/m2AB,CD跨框架梁自重及梁侧粉刷：BC跨框架梁自重及梁侧粉刷：因此作用在顶层框架梁上的线荷载为：238层楼面框架梁线荷载标准值：12厚硬木长条地板或拼花地板 立时得黏结剂或XY401胶黏结剂粘贴 20厚1：2水泥沙浆找平 素水泥浆结合层一遍 以上自重：0.48 kN/m2100厚钢筋混凝土楼板0.125=2.50 kN/m220厚石灰沙浆抹底 0.0217=0.34 kN/m2AB,BC,CD框架梁自重及梁侧粉刷：5.25 kN/mAB,CD跨填充墙自重：0.2(3.3-0.65) 19=10.07 kN/m 墙面粉刷：(3.3-0.65) 0.03817=1.71 kN/m 合计：11.78 kN/m2因此作用在中间层38层框架梁上的线荷载为：则Q5B=12.05+7.98=20.03kN312层楼面框架线荷载标准值：由1与2可知，DE，EF与FG跨间的屋面恒荷载为：4.84 kN/m2，其余楼面恒荷载为3.32 kN/m2.AB,BC,CD框架梁自重及梁侧粉刷：5.25 kN/mAB,CD跨填充墙自重：0.2(4.8-0.65) 19=15.77 kN/m 墙面粉刷：(3.3-0.65) 0.03817=1.71 kN/m 合计：17.48 kN/m第二层：DE，EF和FG跨框架梁的自重及梁侧粉刷；则作用在第一，二层AB，BC，CD跨框架梁上的线荷载为：则作用在第二层DE，EF，FG跨框架梁上的线荷载为：第一层DE，EF，FG跨框架梁上的线荷载为：4屋面框架节点集中荷载标准值：边柱框架梁自重： 粉刷：1m高的女儿墙自重： 粉刷：A轴框架梁传来屋面自重：B，C轴框架梁传来屋面荷载：D轴框架梁传来屋面荷载：E轴框架梁传来屋面荷载：F轴框架梁传来屋面荷载：F轴框架梁传来屋面荷载：则顶层边节点与中节点的集中荷载：A轴节点荷载：B，C轴节点荷载：D轴节点荷载：E轴节点荷载：F轴节点荷载：G轴节点荷载：5，楼面框架节点集中荷载标准值：边柱框架梁自重： 粉刷：窗上下墙体自重： 粉刷：窗边墙体自重： 粉刷：钢窗自重：框架柱自重：，粉刷：框架梁传来楼面自重：38层边节点集中荷载中柱框架梁自重：20KN，粉刷：2.34KN内纵墙自重： 粉刷：扣除门洞加门重：框架柱自重：29.7 kN. 粉刷：1.35kN.框架梁传来楼面自重：38层中间层中节点集中荷载：12层框架梁自重：20KN，粉刷：2.34KNA轴与G轴 窗上下墙体自重：粉刷：窗边墙体自重： 粉刷：钢窗自重：框架边柱自重30.6kN,粉刷1.01 kN,中柱自重43.2kN,粉刷1.35kNG轴框架梁传来楼面荷载：F轴框架梁传来楼面荷载：E轴框架梁传来楼面荷载：D轴框架梁传来楼面荷载：内纵墙自重：粉刷：C轴框架梁传来楼面荷载：B轴：内纵墙自重：粉刷扣除门洞加门重：则底层边节点与中节点的集中荷载：A轴节点荷载：B轴节点荷载：C轴节点荷载：D轴节点荷载：E轴节点荷载：F轴节点荷载：G轴节点荷载：楼面活荷载计算活荷载标准值取值：走廊2.5 kN/m2,厨房4 kN/m2，餐厅2.5 kN/m2，雅座与包厢2 kN/m2，卫生间2.5 kN/m2，屋面2 kN/m2则各层楼面活荷载作用下的计算荷载值如下所示：顶层：38层：二层D到G轴线处的屋面一层A到G之间的楼面（三）荷载转换，经分析框架梁所承受屋面以及楼面传来的荷载均为三角形荷载，转换为均布荷载乘以系数5/8，以下是转换为均布荷载后的受力图：恒载图：活荷载图3.2 内力计算3.2.1 恒，活荷载下的内力计算传递过程见下表，其余荷载计算过程省略。恒载顶层弯矩传递表EDEFFEFCFGGFGBGHHGHA分配系数0.6490.3510.1670.310.5230.5230.310.1670.5020.498固端弯矩-152.11152.11-6.016.01-131.06131.06弯矩传递及分配98.7253.3923-24.72-45.89-77.44-12.36-38.7285.6550.7727.3542.8313.68-72.65-91.39-36.331911.266.079.53.04-8.75-16.22-27.36-13.68-4.3810.865.882.94-0.49-0.91-1.54-0.777.564.482.413.781.21-2.13-2.62-1.070.560.330.180.280.09-0.68-1.26-2.12-1.06-0.340.220.120.06-0.01-0.02-0.03-0.020.560.330.190.09-0.09-0.09最终弯矩109.8-109.8126.3-91.7-34.681.745.2-132.494.1-94.1恒载顶层弯矩图恒荷载38层2恒荷载2层弯矩恒荷载底层弯矩图活荷载顶层弯矩图：活荷载38层弯矩图活荷载二层弯矩图活荷载底层弯矩图恒荷载叠加后的弯矩图恒荷载剪力图：恒荷载柱轴力图活荷载叠加后的弯矩图活荷载剪力图活荷载柱轴力图322风荷载作用下的内力计算1， 基本信息：基本风压wo=0.65kN/m2, ,地面粗糙度等级为B类，脉动影响系数=0.84,脉动增大系数=1.37.2， 风荷载标准值：层号1234567891.01.021.111.191.261.321.371.431.471.21.361.431.501.561.621.681.731.781.31.31.31.31.31.31.31.31.3wo0.650.650.650.650.650.650.650.650.651.011.171.341.511.661.811.942.092.213,每层风载：顶层：8层：7层：6层：5层：4层：3层：2层：1层：计算简图：3， 抗侧刚度计算底层，一般层，见抗侧刚度表。4，内力计算风荷载内力计算表：D值法框架弯矩的计算层号轴号Dij(kN/m)Dij(kN/m)Fi(KN)Vj(KN)yh柱端弯矩(kN/m)梁端弯矩(kN/m)上/下MABMBAMBCMCBMCDMDC9A2.04E+0416960029.173.511.167.51/4.077.514.6914.6814.684.6910.61B6.22E+0410.71.4919.37/15.94C6.22E+0410.71.4919.37/15.95D2.48E+044.260.8110.61/3.458A2.04E+0416960085.4310.281.3220.35/13.5724.4217.6155.0455.0417.6130.43B6.22E+0431.331.4956.71/46.68C6.22E+0431.331.4956.71/46.69D2.48E+0412.491.1426.98/14.247A2.04E+04169600138.6316.671.4930.17/24.8443.7433.62105.08105.0833.6254.8B6.22E+0450.841.4992.02/75.75C6.22E+0450.841.4992.02/75.76D2.48E+0420.281.340.56/26.366A2.04E+04169600188.1322.631.4940.96/33.7265.846.36144.89144.8946.3677.36B6.22E+04701.65115.5/115.5C6.22E+04701.65115.5/115.6D2.48E+0425.51.4751/33.155A2.04E+04169600233.9328.141.4950.93/41.9384.6562.3194.75194.7562.395.75B6.22E+0485.791.65141.55/141.55C6.22E+0485.791.65141.55/141.56D2.48E+0434.211.4762.60/50.294A2.04E+04169600275.7733.171.4960.04/49.4210274.75281.74281.7474.75124.11B6.22E+04101.131.65166.86/166.86C6.22E+04101.131.65166.86/166.87D2.48E+0440.347.4773.82/59.33A2.04E+04169600313.3937.71.8255.8/68.61105.286.41270.08270.0886.41143.17B6.22E+04114.931.65189.63/189.63C6.22E+04114.931.65189.63/189.64D2.48E+0445.831.4783.87/67.372A8.20E+03112500353.5425.772.461.85/61.85130.589.47279.66279.6689.4797.08B2.38E+0474.792.4179.5/179.5MDEMEDMEFMFEMFGMGFC2.38E+0474.792.4179.5/179.695.543.3743.3725.7685.86104.09D1.66E+0452.172.4125.21/125.21E1.15E+0436.142.486.74/86.74F1.48E+0446.512.4111.62/111.62G1.38E+0443.372.4104.09/104.091A6.40E+0376290399.8433.543.3685.19/112.6914796.02300.14300.1496.02202.28B1.59E+0483.883.3216.66/216.66MDEMEDMEFMFEMFGMGFC1.59E+0483.333.3216.66/216.67198.995.6395.6353.5178.32219.92D1.31E+0468.661.88276.01/129.08E7.67E+0340.23.3104.52/132.66F8.82E+0346.233.3120.2/152.56G8.50E+0344.553.3115.83/147.02323 地震荷载作用下内力计算1， 重力荷载代表值（恒载+0.5活载）恒载屋面重力值：38层楼盖重力值：2层楼盖重力值：1层楼盖重力值：女儿墙自重：39层框架梁自重：12层框架梁自重：38层框架柱重：（20.63+1.01）10+（29.7+1.35）30=1138.9kN2层框架柱自重：（30+1.01）32+（43.2+1.35）44=2561.18kN1层框架柱自重：（33.1+1.35）44+（36.87+1.01）32=3129.74kN39层标准墙：2层标准墙：1层标准墙：活载屋面:38层楼盖:2层楼盖:一层楼盖:(2510-192)3=6954.69kN2,各层重力荷载代表值:计算简图如下所示:3. 地震作用下的抗侧刚度计算地震抗侧刚度表1轴iacD一层/C0.650.439400二层/C0.530.218500一层/D2.670.6814800二层/D2.180.5221000一层/E2.650.687100二层/E2.160.5210100一层/F1.330.555800二层/F1.080.356800 边框架梁: 7.5m跨:6.0米跨:1.8米跨: 中框架梁：7.5米跨：6.0米跨：2.4米跨：1.8米跨：9.3米跨：由于对称性，可以只算1，3轴线（边框架与中框架）的抗侧刚度值。见地震作用下的抗侧刚度表。4. 各层D值汇总底层：二层：三九层：5顶点位移计算6基本自振周期7基本自振水平地震影响系数设计地震分组第一组，场地类别类，地震加速度0.10g，多遇地震下8结构底部剪力标准值9各层水平地震作用标准值要考虑顶部附加的集中水平地震作用由可知道：10各层水平地震层间剪力楼层最小地震剪力系数比较可知满足要求。11多遇地震下的弹性层间位移楼层himVi(KN)Diueue/h实际位移93.3849.5116960000.000490.000150.0154883.31363.5816960000.000800.000240.0149973.31823.1316960000.001070.000320.0141963.32226.9316960000.001310.000390.0131253.32574.9716960000.001520.000460.0118143.32867.2616960000.001690.000510.0102933.33103.7916960000.001830.000550.008624.83472.213230000.002600.000540.0067715.93753.158990000.004170.000710.0041712五轴的一榀框架内力计算表见抗震内力计算表A轴B轴VyM上M下VyM上M下910.221.1621.8711.7331.161.4956.446.41816.41.3232.4721.6550.011.4990.5274.51721.931.4939.6932.6866.861.49121.0299.62626.791.4948.4839.9281.671.65134.76134.76530.971.4956.0646.1594.441.65155.83155.83434.491.4962.4351.39103.651.65171.02171.02337.331.8255.2567.94113.831.65187.82187.82221.522.451.6551.6562.462.4149.9149.9126.723.3667.8789.7866.383.3172.59219.05E轴F轴VyM上M下VyM上M下9876543230.182.472.4372.4338.842.493.2293.22132.023.3105.6736.8236.823.395.73121.51C轴D轴VyM上M下VyM上M下931.161.4956.446.4112.420.8130.9510.07850.011.4990.5274.5119.941.1443.0722.73766.861.49121.0299.6226.661.353.3234.66681.671.65134.76134.7632.561.365.1242.33594.441.65155.83155.8337.651.4768.8955.344103.651.65171.02171.0241.931.4776.7361.643113.831.65187.82187.8245.391.4783.0666.72262.462.4149.9149.943.572.4104.57104.57166.383.3172.59219.0554.691.88219.85102.82G轴VyM上M下236.222.486.9386.93135.483.392.25117.08剪力图轴力图第4章 第轴横向框架内力组合及配筋计算41 内力组合本章中单位统一为：弯矩kNm，剪力kN，轴力kN。根据前面内力计算结果，为简化计算，取A，B，C，D轴线上的柱进行内力组合，重新排序为C，D，E，F。（以首层柱的配筋配原E，F，G的轴上的柱）即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，每层梁取3个控制截面。柱分为边柱和中柱，每根柱有2个控制截面。内力组合使用的控制截面标于下图。（一）梁内力组合1计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正Gk恒荷载标准值；Qik第i个可变荷载标准值；Qi第i个可变荷载的组合之系数，屋面活荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用内力时计算的是左震作用时的内力，则在下表中有1.2(+0.5)+1.3和1.2(+0.5)-1.3两列，分别代表左震和右震参与组合。（2）因为风荷载效应同地震作用效应相比较小，不起控制作用，因此未参与组合。2左震作用下的内力组合：恒载与活载中的跨中弯矩均为正值，左右截面为负值恒载DC跨BC跨BA跨左截面跨中截面右截面左截面跨中截面右截面左截面跨中截面右截面9109.976.113129.72538.2134.280998142.280.7154.713.510.421.9154.482.8138.27141.881.7153.217.313.624.7154.384.2135.56140.981.5153.416.81323.8154.584135.75142.181.6153.116.913.124154.484.1135.84142.481.5152.816.81323.9154.384.5135.93142.281.9152.219.81321155.1841352150.680147.820.413.220.6155.284.3134.41169.699.6169.735.131.542.5181.2107143.2活载DC跨BC跨BA跨左截面跨中截面右截面左截面跨中截面右截面左截面跨中截面右截面936.42643.610.39.813.644.927.432.284123.244.53.82.76.944.523.839.8740.723.643.95.54.18.144.424.438.6640.723.6445.33.87.844.524.338.7540.823.643.95.23.97.944.524.438.744123.643.85.13.8844.624.438.6340.923.743.66.13.97.144.824.338.4243.822.942.34.73.78.24524.637.8168.139.766.917.210.99.54426.534.9地震作用DC跨BC跨BA跨左截面跨中截面右截面左截面跨中截面右截面左截面跨中截面右截面9-40.1856.39-42.6842.86-56.3921.878-53.1350.39-46.4346.63-50.3944.337-76.0574.51-208.13208.13-65.1361.346-99.7899.62-178.13178.13-56.2581.175-111.2369.74-220.84220.84-69.3495.984-132.0778.44-248.39248.39-78.44108.593-144.786-272.7272.7-86106.642-86.0581-256.67256.67-81119.591-123.3877.4-149.9149.9-77.4119.52梁弯矩内力组合：DC跨中截面DC跨右截面恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.376.1260127.729-131-43.656.39-144.93380.723.20129.328-154.7-44.550.39-182.43381.723.60131.087-153.2-43.974.51-148.43781.523.60130.846-153.4-4499.62-116.17481.623.60130.965-153.1-43.969.74-154.51881.523.60130.844-152.8-43.878.44-142.70881.923.70131.463-152.2-43.686-131.888022.90129.182-147.8-42.381-126.699.639.70175.11-169.7-66.977.4-196.68BC中跨截面BC右跨截面恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.3-25-9.80-43.729-38.2-13.642.86-9.162-10.4-2.70-16.268-21.9-6.946.6324.679-13.6-4.10-22.067-24.7-8.1208.13229.589-13-3.80-20.926-23.8-7.8178.13192.089-13.1-3.90-21.185-24-7.9220.84247.232-13-3.80-20.924-23.9-8248.39283.027-13-3.90-21.063-21-7.1272.7319.37-13.2-3.70-21.32-20.6-8.2256.67319.85-31.5-10.90-53.061-42.5-9.5149.9130.57AB跨中截面AB跨右截面恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.3-134.2-44.980-119.99-99-32.221.87-135.449-154.4-44.582.8-139.948-138.2-39.844.33-163.931-154.3-44.484.2-137.867-135.5-38.661.34-136.898-154.5-44.584-138.56135.7-38.781.17214.181-154.4-44.584.1-138.255-135.8-38.795.98-92.366-154.3-44.684.5-137.754-135.9-38.6108.59-75.953-155.1-44.884-139.643-135-38.4106.64-77.128-155.2-4584.3-139.762-134.4-37.8119.59-76.408-181.2-44107-139.941-143.2-34.9119.52-65.324梁剪力组合：CD跨左截面剪力CD跨右截面剪力恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.3910234.217.3192.779107.736.117.3202.278120.634.723.2223.468123.935.623.2228.687120.734.828.2230.227123.735.628.2234.946120.734.732.6235.86123.735.632.6240.665120.734.836.1240.495123.735.636.1245.214120.734.838.5243.614123.635.638.5248.213120.934.840245.83123.535.540249.92122.635.434.3247.842121.83534.3247.861143.657.331.5293.491143.65731.5293.07BC跨左截面剪力BC跨右截面剪力恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.3911.52.222.846.52918.6522.858.9688.73.29.527.27815.85.89.539.4379.23.447.477.42715.35.647.487.8269.33.479.4119.14615.25.679.4129.359.33.4108.7157.23515.25.6108.7167.3949.33.3135.4191.8415.25.7135.4202.24311.84.1152.2217.76312.74.9152.2219.96212.23.1156.9218.24212.35.9156.9219.4819.17.7176250.5115.31.3176248.98AB跨左截面截面剪力AB跨右截面截面剪力恒载活载地震1.2(+0.5)+1.3恒载活载地震1.2(+0.5)+1.39109.536.915.3202.959100.233.515.3187.038124.435.821.5227.35812034.621.5220.397124.735.926233.77119.734.426225.66124.73630.1239.176119.734.430.1230.935124.73633.5243.