【《H市体育运动学校学生公寓设计》7200字（论文）】

PAGEPAGE3H市体育运动学校学生公寓设计【关键词】：学生公寓；框架结构；无障碍设计目录1.建筑设计说明 11.1工程概况 1设计原始资料 11.2.1气象条件 11.2.2工程地质条件 11.2.3施工条件 11.3设计依据 11.4 11.5 平面设计 11.6 立面设计 31.7 剖面设计 41.8 41.9 41.9.1无障碍设计 41.9.2消防设计 42.结构设计说明 52.1 设计资料 52.1.1工程概况 52.2 结构的选型和布置 52.2.1材料选择 52.2.2梁截面的设计 52.2.3柱的截面尺寸 53.结构设计 73.1 荷载计算 7恒荷载标准值的计算 7活荷载标准值计算 8 8地震作用 133.2 内力计算 17 17 25 313.3 内力组合 35竖向荷载弯矩调幅 36 36 453.4 截面设计 51框架梁截面设计 51框架柱截面设计 553.5 基础设计 72材料选用 72fa 72初步选择基底尺寸 72 73 73 73 74 PAGE676页1.3设计依据建筑设计任务书；规划红线图；相关国家规范。平面设计图1.1底层平面图图1.2标准层平面图图1.3顶层平面图立面设计图1.4正立面图图1.5侧立面图剖面设计

图1.6剖面图无障碍设计消防设计2.结构设计说明设计资料工程概况柱的截面尺寸𝐻𝑖=3.6m(𝑖=1~6)b=h=3.结构设计荷载计算20厚泥浆灰层 20kN/m3×0.02m×(0.5m×4)=0.80kN/m合计：7.05kN/m活荷载标准值计算。屋面板传荷载：

图3.1框架计算单元及板荷载传递BC恒荷载：5.17kN/m2×5/8×1/2×(2.7-0.25)×2=7.917kN/m活荷载：2.00kN/m2×5/8×1/2×(2.7-0.25)×2=3.063kN/mCD活荷载=2.0kN/m2×5/8×1.8m×3.6m×2+2.0kN/m2×(1-2×0.2522+0.2523)×1.8m×(6.6m+0.25m)×1/2×2=38.123kNBD图3.2竖向荷载标准值地震作用1.重力荷载代表值 （3）基本自振周期。T𝑇1=2×0.6×929.684×0.27842该地区场地的特征周期为Tg=0.35s，由规范已知，其最大的受水平地震作用的影响系数为𝛼𝑚𝑎𝑥=0.08，对应于该结构下的自振周期所受的水平地震影响系数为：α𝑇1=0.574s>1.4𝑇𝑔=0.49𝑠顶部附加地震作用系数：𝛿𝑛=0.08𝑇1+0.07=0.08×0.574+0.07=0.11592𝐺𝑒𝑞=0.85i=15G==0.051×5363.565𝑘=273.541𝑘𝑁==0.11592×273.541𝑘=31.709(1−𝛿𝑛)=273.541𝑘𝑁×(1−0.11592)=241.832𝑘𝑁3.5。

𝐹𝑖

=𝐺𝑖𝐻𝑖∑

(1−𝛿𝑛)1.计算分配系数一榀框架节点标号图3.4如下：图3.4框架节点编号图μ22,26=182.315kN/(182.315+182.315+66.663+30.800)kN=0.3942.计算杆件固端弯矩常见荷载作用下杆件的固端弯矩如图3.5所示。3.计算杆端弯矩梁跨中弯矩计算：𝑀中

=𝑀-杆端的分配弯矩传递，框架的各节点在活荷载作用下的弯矩分配，见下表3.8。18.53018.530-6.3218.806-17.18-17.182.92 -2.9217.1817.18-8.8066.321-18.530-18.530-12.419-12.419-5.9023.2828.9188.9180.156-0.15643.1743.17-97.11991.177-42.612-42.612-7.310 7.310

-8.91842.612

-8.918-42.612

-3.2825.90212.41912.419-97.17797.177-43.17-43.17-91.73091.730-4.5464.5460.00.040.9 0.40.90.90.60.60.90.90.4-91.73091.730-4.5464.546 -91.73091.730 37.05937.05917.612-12.641-34.350-34.35-5.840 5.84034.3534.3512.641-17.612-37.059-37.05918.53018.530-6.3218.806-17.18-17.182.92 -2.9217.1817.18-8.8066.321-18.53-18.530-12.419-12.419-5.9023.2828.9188.9180.156-0.15643.1743.17-97.11991.177-42.612-42.612-7.310 7.310

-8.91842.612

-8.918-42.612

-3.2825.90212.41912.419-97.17797.177-43.17-43.170.00.040.90.40.90.90.6 0.60.90.90.40.90.00.0 -91.73091.730 -4.546 4.546 -91.73091.730 37.05937.05917.612-12.641-34.350-34.35-5.840 5.84034.3534.3512.641-17.612-37.059-37.05918.53019.263-6.3218.806-17.18-15.7372.92-4.2310.9112.01-9.947.25-14.91-16.69-12.715-12.715-6.0431.6234.4094.4090.750-1.11-2.87-2.87-1.916.099.139.1342.87443.607-86.48289.518-37.121-23.022-6.716 6.176

23.022

37.121

-89.51886.482-43.607-42.8470. 0.00.7 0. 0.60.5 0. 0.0.60.50.0.7 0. 0.0 -91.73091.730 -4.546 4.546 -91.73091.730 38.52727.61025.592-20.924-31.473-22.58-12.20612.20622.587.55420.924-25.592-27.610-38.52718.5300.00-10.46212.796-17.180.006.103-6.1030.0017.18-12.79610.4620.00-18.530-3.389-2.428-2.250-0.413-0.621-0.445-0.241 0.2410.4450.6210.4132.2502.4283.38953.66825.182-78.8583.189-49.274-23.025-1.890 1.890

23.025

49.274

-83.18978.850-25.18-53.668 1251 -095 0.4 -1.91 𝑉左=−(+𝑀𝑙)/𝑙𝑉右=+(𝑀+𝑀𝑙)/𝑙柱子剪力按下列公式计算：3.9

V=(𝑀上+𝑀下)/𝑙上=𝐹+𝑟+𝑙下=𝐹+𝑟+𝑙+柱自重3.123.13图3.6恒载作用下框架弯矩图图3.7恒载作用下框架梁剪力图图3.8恒载作用下框架柱轴力图1.计算杆件固端弯矩梁跨中弯矩计算：𝑀中

M左+M右=𝑀− M2活荷载作用下的框架各节点弯矩分配以及杆端分配弯矩传递过程如下表3.16所示表3.16活载下弯矩二次分配表上柱 下柱 右梁 左梁 上柱 下柱 右梁 左梁 上柱下柱右梁左梁 上柱 下柱 0.6600.340 0.218 0.594 0.188 0.188 0.5940.2180.340 0.660 0.00-27.64827.648 0.00-1.861 1.861 0.00-27.64827.648 0.0018.2489.400-5.612-15.318-4.8454.8455.585-2.8064.700-4.9992.423-2.423-1.8340.945-0.463-1.262-0.4000.40021.999-20.10926.273-21.579-4.6834.68315.3185.612-9.400 4.999-4.7002.806 -5.5851.2620.463-0.945 1.83421.579-26.27320.109 -21.9990.00.040.9 0.40.90.9 0.6 0.60.90.90.40.90.00.0 -27.64827.648 -2.326 2.326 -27.64827.648 11.17011.1705.308-3.672-9.977-9.997-1.697 1.6979.9979.9973.672-5.308-11.170-11.1709.1245.585-1.8362.654-7.659-4.9990.849-0.8494.9997.659-2.6541.836-5.585-9.124-5.201-5.201-2.4721.3273.6073.6070.613-0.613

-3.60711.38

-3.60714.02

-1.3272.4725.2015.20115.09311.554-26.64827.957

-14.03-11.389-2.561 2.561

-27.95726.648-11.554-15.0930.00.00.9 0.40.90.9 0.6 0.60.90.90.40.90.00.0 -27.64827.648 -2.326 2.326 -27.64827.648 11.1705.308-3.672-9.977-9.997-1.697 1.6979.9979.9973.672-5.308-11.170-11.1705.5855.585-1.8362.654-4.999-4.9990.849-0.8494.9994.999-2.6541.836-5.585-5.585-3.770-3.770-1.7920.9422.5602.5600.435-0.435

-2.560

-2.560

-0.9421.7923.7703.77012.98512.985-25.96827.572-12.42-12.416-2.739 2.73912.4212.42-27.57225.968-12.985-12.9850.4040.4040.192 0.1450.3940.394 0.067 0.0670.3940.3940.1450.1920.4040.404 -27.64827.648 -2.326 2.326 -27.64827.648 11.17011.1705.308-3.672-9.977-9.997-1.697 1.6979.9979.9973.672-5.308-11.170-11.1705.5855.585-1.8362.654-4.999-4.9990.849-0.8494.9994.999-2.6541.836-5.585-5.585-3.770-3.770-1.7920.9422.5602.5600.435-0.435-12.41

-2.56012.41

-2.56012.41

-0.9421.7923.7703.77012.98512.985-25.96827.572

-12.416-2.739 2.739

-27.57225.968-12.985-12.9850.00.040.9 0.40.90.9 0.6 0.60.90.90.40.90.00.0 -27.64827.648 -2.326 2.326 -27.64827.648 11.17011.1705.308-3.672-9.977-9.997-1.697 1.6979.9979.9973.672-5.308-11.170-11.1704.1615.585-1.8362.654-4.999-4.5710.849-0.8494.5714.999-2.6541.836-5.585-4.161-3.196-3.196-1.5190.9582.6032.6030.443-0.443-12.37

-2.6011.96

-2.6012.37

-0.9581.5193.1963.19612.13513.559-25.69527.588

-11.965-2.731 2.731

-27.58825.695-13.559-12.135 0. 0.00.7 0.0.60.5 0. 0.0.60.50.0.7 0. 0.0 -27.64827.648 -2.326 2.326 -27.64827.648 11.6128.3227.714-6.077-9.141-6.558-3.545 3.5456.5589.1416.077-7.714-8.322-11.6124.161 0.00-3.0393.857-4.9990.001.773-1.7730.004.999-3.8573.039 0.00-4.161-0.471-0.338-0.313-0.151-0.228-0.163-0.088 0.0880.1630.2280.1510.3130.3380.47115.3027.984-23.28625.277

-14.368

-6.721-4.186 4.1866.721

14.368

-25.27723.286-7.984-15.302 3.9 -331 3.6 -392 左=𝑀𝑙)/𝑙；右=+𝑀𝑙)/𝑙柱子剪力按下列公式计算：3.17

V=(𝑀上+𝑀下)/𝑙活载作用下边柱轴力如表3.20和3.21图3.9活载作用下框架弯矩图图3.10活载作用下框架梁剪力图图3.11活载作用下框架柱轴力图3.D1.nj

𝐷𝑗∑𝑉𝑛𝑗=𝑉𝑛𝑚∑𝑗=1

𝐷𝑗式中Vn由外荷载产生的第n层层间剪力；Dj该层第j柱的侧移刚度。2.第n层第j根柱的上下柱弯矩：M𝑦𝑛nj3.梁端弯矩由节点平衡可以算出：式中Mbl，MMct，Mibl，i2.可以通过左右弯矩之和比梁跨得梁剪力。3.可以通过自上至下地叠加剪力得出柱轴力。（3.243.253.26层号ABBCL(m)MAB(kN·m)MBA(kN·m)VAB(kN)L(m)MBC(kN·m)MCB(kN·m)VBC(kN)边柱N(kN)中柱N(kN)67.232.54029.5368.6222.749.93449.93436.9888.622-28.36657.280.72465.82220.3542.780.15080.15059.37028.976-67.38247.2115.23094.69029.1562.798.65698.65673.07958.132-96.35837.2151.110122.52338.0052.7114.642114.64284.92096.137-143.27327.2173.226145.95544.3312.7132.112132.11297.861140.468-196.80317.2180.382166.67248.2022.7157.916157.916116.975188.670-265.576图3.12水平地震（左向）作用下框架弯矩图内力组合

图3.13水平地震（左向）作用下框架剪力和轴力图（1）由可变荷载效应控制的组合：1.2𝑆𝐺𝑘+1.4𝑆𝑄𝑘；（2）由永久荷载效应控制的组合：1.35𝑆𝐺𝑘+0.7×1.4𝑆𝑄𝑘。其中 SGk恒载应代值；SQk活荷载效应标准值；2.考虑地震作用效应组合（1）1.0𝑆𝐺𝑘+1.3𝑆𝐸𝑘；（2）1.2𝑆𝐺𝐸1.3𝑆𝐸ℎ。竖向荷载弯矩调幅1.恒载作用下的梁端弯矩调幅PAGE4976页表3.29一层梁的内力组合（逆时针为负，顺时针为正。V使顺时针为正）表3.32四层梁的内力组合（逆时针为负，顺时针为正。V使顺时针为正）楼层跨径内力SGkSQkSEk1.2SGk+1.4SQk1.35SGk+1.4×0.7×SQk左震右震左震右震MmaxMmin|V|max1.0（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEk4边M左-77.741-20.774151.230-122.373-125.309108.471-284.72790.845-302.353108.471-302.353-V左75.61722.817-29.156122.684124.44449.123124.92866.528142.333142.333M右-77.741-22.05894.690-124.170-126.56734.327-211.86716.573-229.62134.327-229.621-V右-77.267-23.263-29.156-125.289-127.108-126.801-50.996-144.581-68.775144.581M中37.81010.71313.42160.37061.54260.61425.71969.24734.35369.24725.719-中M左-5.848-2.19198.656-10.085-10.042121.309-135.196119.921-136.585121.309-136.585-V左10.1025.168-73.07919.35818.702-82.317107.689-79.780110.226110.226M右-5.848-2.191-98.656-10.085-10.042-135.196121.309-136.585119.921121.309-136.585-V右-10.102-5.618-73.079-19.988-19.143-107.91482.092-110.49679.510110.496M中1.2491.2500.0003.2492.9111.8741.8742.2492.2492.2491.874-

楼层柱位置内力SGkSQkSEk1.2SGk+1.4SQk1.35SGk+1.4×0.7×SQk左震右震左震右震NmaxNmin|M|max1.0（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV1边上端M-25.182-7.98497.772-41.396-41.82097.930-156.27892.095-162.112-41.82097.930-162.112N1474.471337.843-188.6702242.3452321.6221398.1221888.6641726.8002217.3422321.6221398.1222217.342V-7.550-2.39553.869-12.413-12.54061.282-78.77759.533-80.527-12.54061.282-80.527下端M12.5913.992-319.61020.69820.910-400.906430.080-397.989432.99720.910-400.906432.997N1522.471337.843-188.6702299.9452386.4221446.1221936.6641784.4002274.9422386.4221446.1222274.942V-7.555-2.39553.869-12.419-12.54661.277-78.78259.527-80.533-12.54661.277-80.533中上端M23.0256.721157.91637.03937.670231.676-178.905236.953-173.62837.670231.676-173.628N1815.536532.702265.5762924.4262973.0222427.1361736.6382843.5132153.0162973.0222427.1362153.016V4.7942.01670.1858.5758.44897.043-85.43998.203-84.2788.44897.043-84.278下端M0.945-3.361-358.130-3.571-2.018-466.305464.834-466.452464.686-2.018-466.305464.686N1863.536532.702265.5762982.0263037.8222475.1361784.6382901.1132210.6163037.8222475.1362210.616V4.7942.01670.1858.5758.44897.043-85.43998.203-84.2788.44897.043-84.278表3.38四层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSEk1.2SGk+1.4SQk1.35SGk+1.4×0.7×SQk左震右震左震右震NmaxNmin|M|max1.0（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV4边上端M-43.170-12.98574.890-69.983-71.00547.695-147.02037.762-156.952-71.00547.695-156.952N722.033171.002-58.1321105.8421142.327731.962883.106893.4691044.6121142.327731.9621044.612V-23.983-7.21437.823-38.879-39.44721.580-76.76016.062-82.278-39.44721.580-82.278下端M43.17012.985-81.21069.98371.005-55.911155.236-45.978165.16871.005-55.911165.168N756.629171.002-58.1321147.3581189.031766.558917.702934.9841086.1281189.031766.5581086.128V-23.983-7.21437.823-38.879-39.44721.580-76.76016.062-82.278-39.44721.580-82.278中上端M42.61212.41698.65668.51769.694177.073-79.433186.837-69.66969.694177.073-69.669N904.650270.94896.3581464.9071486.8071165.389914.8591373.4141122.8831486.8071165.3891122.883V23.6736.89853.09838.06538.71996.149-41.905101.574-36.48138.71996.149-36.481下端M-42.612-12.416-96.330-68.517-69.694-174.04976.409-183.81366.645-69.694-174.04966.645N936.360270.94896.3581502.9591529.6151197.099946.5691411.4661160.9351529.6151197.0991160.935V23.6736.89853.09838.06538.71996.149-41.905101.574-36.48138.71996.149-36.4815076页表3.40六层柱内力组合（逆时针为负，顺时针为正。V使顺时针为正。N：拉为负，压为正）楼层柱位置内力SGkSQkSEk1.2SGk+1.4SQk1.35SGk+1.4×0.7×SQk左震右震左震右震NmaxNmin|M|max1.0（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）-1.3SEkMMMNNNVVV6边上端M-69.627-21.99937.540-114.351-115.555-31.825-129.429-47.950-145.554-115.555-31.825-145.554N220.42060.307-8.622348.934356.668239.365261.782289.480311.897356.668239.365311.897V-33.025-10.30316.043-54.054-54.681-17.321-59.032-24.956-66.668-54.681-17.321-66.668下端M49.26315.093-21.46080.24681.29628.91284.70840.27396.06981.29628.91296.069N255.01660.307-8.622390.449403.372273.961296.378330.995353.412403.372273.961353.412V-33.025-10.30316.043-54.054-54.681-17.321-59.032-24.956-66.668-54.681-17.321-66.668中上端M68.39821.52949.934112.218113.436144.07714.248159.90930.081113.436144.07730.081N295.76595.91328.366489.196493.277380.597306.846449.342375.590493.277380.597375.590V30.0849.14422.51348.90249.57563.9235.38970.85412.32049.57563.92312.320下端M-39.905-11.389-35.220-63.831-65.033-91.3860.187-100.505-8.933-65.033-91.386-8.933N330.36195.91328.366530.711539.982415.193341.442490.857417.105539.982415.193417.105V30.0849.14422.51348.90249.57563.9235.38970.85412.32049.57563.92312.320 PAGE5276页截面设计Aαξ=1−1−2αs=1−𝐴𝑠

bf‘=𝑓𝑦

1.0×14.3×2200×0.0072×560=360

=200𝑚𝑚2最小筋:

={0.25%,55ft

={0.25%,0.22%}

=0.25%𝐴𝑠=200𝑚𝑚2<𝜌𝑚𝑖𝑛𝑏ℎ=0.25%×250×600=375𝑚𝑚2故取𝐴𝑠=375𝑚𝑚2，选取钢筋316，𝐴𝑠=603𝑚𝑚2。B轴支座左侧及右侧，C轴支座左侧及右侧，D轴支座正弯矩作用下的计算过程与此相同。A将A轴支座正弯矩所配316作为受压钢筋，αs‘=40mm𝐴𝑠=

选取钢筋316，𝐴𝑠=603𝑚𝑚2。ℎ0=h−𝑎𝑠=400−40=360𝑚𝑚αξ=1−1−2αs=1−1−2×0.00015=0.00015<𝐴𝑠=

𝛾𝑅𝐸𝑀𝑠(ℎ0–𝛼’)𝑠

0.75×0.09×106=360×(360−40)

=0.5859𝑚𝑚2<𝜌𝑚𝑖𝑛𝑏ℎ=0.2%×250×400=200𝑚𝑚2故取𝐴𝑠=200𝑚𝑚2，选取钢筋316，𝐴𝑠=603𝑚𝑚2。BC按计算跨度考虑b按梁净距考虑b故取bf‘

ℎ0=h−𝑎𝑠=400−40=360𝑚𝑚ℎfα=466.26kN·m＞0.51kN·m故取𝐴𝑠=200𝑚𝑚2，选取钢筋216，𝐴𝑠=402𝑚𝑚2。截面配筋下表3.41所示，框架配筋图见图纸。表3.41框架梁正截面受弯计算层数混凝土强度等级跨b×h(mm×mm)截面一般组合内力考虑地震作用组合内力h0(mm)As(mm2)选配钢筋(mm2)实选面积(mm2)M(kN·m)V(kN)𝛾𝑅𝐸𝑀(kN·m)𝛾𝑅𝐸𝑉(kN)四层C3AB250×600左-65.96090.440-106.68092.45056057031660339.55032.230560375316603中78.12057.590560400316603右-68.590-98.070-94.890-93.98056050731660321.780-33.510560375316603BC250×500左-13.37019.650-38.78045.51036029931660329.930-26.420360239316603中0.510-0.090360200316603右-13.640-19.950-39.000-45.67036030131660329.78026.100360238316603CD250×600左-68.64097.410-94.79094.00056050631660321.86033.520560375316603中78.12057.730560401316603右-66.100-89.280-106.500-92.44056056931660339.700-32.220560201316603第53页，共76页 PAGE5976页跨净 跨ln(m)（gk+0.5qk）（kN）VGb（N𝑀𝑙𝑏（kN·m）𝑀𝑟𝑏（kN·m）(𝑀𝑙+𝑀𝑟)/𝑙𝑏 𝑏 𝑛（kN）组合内力V（kN）AB6.123.25023.250142.24029.04030.910114.91052.730126.520BC2.29.40012.40051.70039.71041.78058.36039.91052.000CD6.123.25080.910126.39052.93030.920114.92029.140142.000AB、CD梁跨高比：l0/h=6.6/0.6=11.0>2.5，𝛾𝑅𝐸=0.85

V≤1γBC梁跨高比：l0/h=2.7/0.4=6.75>2.5，𝛾𝑅𝐸=0.85

V≤1γ。箍筋最小直径：d=8mm