重力荷载计算.doc

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1、【精品文档】如有侵权，请联系网站删除，仅供学习与交流重力荷载计算.精品文档.重力荷载计算1. 屋面及楼面的永久荷载标准值屋面（上人） 30厚细石混凝土保护层 220.33=0.66kN/ m2三毡四油防水层 0.4kN/ m220厚水泥砂浆找平层 200.02=0.4 kN/ m2150厚水泥蛭石保护层 50.15=0.75 kN/ m2100厚钢筋混凝土板 25 0.1=25kN/ m2V型轻钢龙骨吊顶 0.25k N/ m2合计 4.96 kN/ m2 19层楼面: 瓷砖地面（包括水泥粗砂打底）0.55 kN/ m2100厚钢筋混凝土 25 0.1=2.5kN/ m2V型轻钢龙骨吊顶 0.

2、25k N/ m2合计3.30kN/ m22. 屋面及楼面可变荷载标准值上人屋面均布活荷载标准值 2.0kN/ m2 楼面活荷载标准值 2.0kN/ m2屋面雪荷载标准值 Sk=rSo=1.00.2= 0.2kN/ m23. 梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载；对墙门窗等可计算出单位面积上的重力荷载。具体计算过程从略，计算结果见下表层次构件b/mh/m/（kN/ m3）g（kN/ m）1-10主梁0.300.7251.055.513次梁0.200.50251.052.625柱0.70.7251.0512.863注：1表中为考虑梁、柱的

3、粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量2梁长度取净长；柱长度取层高墙体为240mm厚粘土空心砖，外墙面贴瓷砖（0.5kN/ m2），内墙面为20mm厚抹灰，铝合金窗单位面积重力荷载取0.4 5kN/ m2 则外墙荷载为：（1） 标准层A轴（D）轴：铝合金窗 41.21.20 .45=2.592kN墙自重 0.39（3.6-0.7）7.8-41.21.211.8=77.60kN瓷砖 （3.67.8-41.21.2）0.5= 11.16kN抹灰 （3.67.8-41.21.2）170.02=7.59 kN合计 98.942kN（2） 首层A轴（D）轴：铝合

4、金窗 41.21.20 .45=2.592 kN墙自重 0.39（5.1-0.7）7.8-41.21.211.8=131.433kN瓷砖 （5.17.8-41.21.2）0.5= 17.01kN抹灰 （5.17.8-41.21.2）170.02=11.567kN合计 162.602kN 内墙为240mm粘土空心砖，两侧均为20mm厚抹灰，则内墙荷载为：（3）标准层 B轴（C）轴：铝合金窗 121.20 .45=1.08 kN墙自重 0.24（7.8-2）（3.6-0.7）10.3 =41.58kN抹灰 （3.67.8-41.21.2）170.02= 7.589kN合计 50.249kN4. 竖

5、向荷载框架受力总图1.屋面板传给梁的荷载，本设计屋面板传给梁的荷载传递示意图如下图所示2.A-B轴间框架梁均布荷载为楼面板传恒荷载= 0.57.83.9=15.21kN/ m楼面板传活荷载= 0.57.82=7.8kN / m屋面板传恒荷载= 0.57.84.96=19.344kN/ m屋面板传活荷载= 0.57.82=7.8kN/ m 屋面活荷载与雪荷载不同时考虑，取最大值标准层梁均布荷载= 主梁自重+内墙自重=5.513+4.28（3.6-0.7）=17.925kN/ m顶层梁均布荷载=主梁自重=5.513kN/ m总屋面板传恒荷载= 19.344+5.513=24.857kN/ m总楼面

6、板传恒荷载= 15.21+17.925=33.135 kN/ m3.BC轴间框架梁均布荷载为：楼面板传恒荷载= 3.63.6=12.96kN/ m楼面板传活荷载= 3.62=7.2kN/ m 屋面板传恒荷载= 3.64.96=17.856kN/m屋面板传活荷载= 3.62=7.2kN/ m 屋面活荷载与雪荷载不同时考虑，取最大值标准层梁均布荷载= 主梁自重=5.513kN/ m顶层梁均布荷载=主梁自重=5.513 kN/ m4. CD轴间框架梁由于结构对称布置，故CD轴间框架梁计算同AB轴间框架梁计算5. A轴纵向集中荷载计算： 顶层柱：女儿墙自重（墙高1.1m，0.1m厚的混凝土压顶）=1.

7、10.1911.8+0.10.1925+（1.22+0.19）0.5=4.24kN/ m顶层柱恒荷载=女儿墙重+梁重+板传荷载+次梁重=4.247.8+（7.8-0.7）5.513+（19.3447.8+7.82.625）/2+19.3447.8/2= 233.335kN顶层柱活荷载=板传活荷载=7.8 7.8/2=30.42kN标准层柱恒荷载=墙自重+梁重+板传荷载+次梁重=98.942+（7.8-0.7）5.513+（15.217.8+7.82.625）/2+15.217.8/2=256.43kN标准层柱活荷载=板传活荷载=7.87.8/22=60.84 kN6. B轴纵向集中荷载计算：顶

8、层柱恒荷载=梁重+板传荷载+次梁重=5.513（7.8-0.7）+17.8563.6/2+（7.82.625+19.3447.8）/2=156.962 kN顶层柱活荷载=板传活荷载+次梁板传活荷载=5.13.6/2+7.87.8/22.0=70.02 kN标准层柱恒荷载=墙自重+梁重+板传荷载+次梁重=50.249+（7.8+3.6/2+7.8/2）5.513+12.963.6/2+（7.82.625+15.217.8）/2=217.56kN标准层柱活荷载=板传活荷载=5.13.6/2+7.87.8/22.0=70.02kN7. C轴纵向集中荷载同B轴，D轴纵向集中荷载同A轴8. 竖向荷载下的

9、受荷载图如下图风荷载计算作用在屋面梁和楼面节点处的集中风荷载标准值为 Wk=zs0z（hi+hj）B/2式中，0基本风压，0 =0.55 kN / m2 z风压高度变化系数，因本工程地点在小区内，所以地面粗糙度为C类，z的计算结构见 s=风荷载的体型系数，根据建筑物的体型系数查建筑结构荷载规范得s= z风振系数，基本自振周期对于混凝土结构可用T1=0.09n（n是建筑层数），估算大约为0.9，z=1+z/z, z的计算结构见 hi下层柱高 hj上层柱高 B迎风面宽度，B=7.8m 脉动增大系数，=1.29 脉动影响系数，H/B=41.1/63.6=0.646,C类地面，查规范得=0.435 集

10、中风荷载标准值离地高度z/mzzzs0(kN / m2 )hi/mhj/mWj/ kN37.51.0981.0001.5111.30.553.62.226.83333.91.0510.9041.4831.30.553.63.631.29330.31.0390.8081.4361.30.553.63.629.95526.70.9470.7121.4221.30.553.63.627.03723.10.8900.6161.3881.30.553.63.624.80219.50.8300.521.3521.30.553.63.622.53015.90.7580.4241.3141.30.553.63

11、.619.99712.30.7400.3281.2491.30.553.63.618.5578.70.7400.2321.1761.30.553.63.617.4725.10.7400.1361.1031.30.555.13.619.119水平荷载作用下结构侧移计算1. 风荷载作用下的位移验算 （1）侧移刚度 （2）风荷载作用下框架侧移计算 柱线刚度ic计算层数hc/mmEc/(N/mm2bh/mmmmIc/mm4Ec Ic/l/Nmm151003.25104700700210101.27510112-1036003.25104700700210101.8061011类别Ec/(N/mm2)b

12、h/mmmmIb/mm4l/mmEc Ib/l/Nmm1.5Ec Ib /l/Nmm2.0Ec Ib/l/Nmm主梁AB或（CD）3.151043007008.610978003.47310105.21010106.9461010主梁BC3.151043007008.610936007.52510101.12910111.5051011主梁线刚度ib计算框架柱的侧移刚度D值计算楼层计算简图Kc一般层i2i1i2K=（i1+i2+i3+i4）/2icc =K/(2+K)icici4i3i4底层K=（i1+i2）/icc =(0.5+K)/(2+K)i2i1i2icic横向底层柱D值的计算构建名称

13、 K=（i1+i2）/icc =(0.5+K)/(2+K)D=cic 12/h2 /( kN/ m)A或D轴柱0.4090.37722176B或C轴柱1.7250.59735118 横向2-10层柱D值的计算构建名称 K=i1+i2+i3+i4/2icc =K/(2+K)D=cic 12/h2 /( kN/ m)A或D轴柱0.2880.12621070B或C轴柱1.2180.37863210水平荷载作用下框架的层间侧移可按下式计算 j= Vj/Dj式中，Vj第j层的总剪力Dj第j层所有柱的抗侧移刚度之和j第j层的层间侧移风荷载作用下框架侧移计算层次Wj/ kNVj/ kNDj/(kN / m)

14、 j/ 10-5mj/ h10-51026.83326.83316856015.924.42931.29358.12616856034.489.58829.95588.08116856052.2514.51727.037115.11816856068.2918.97624.802139.9216856083.0123.6522.530162.4516856096.3826.77419.977182.427168560108.2230.06318.557200.984168560119.2433.12217.472218.456168560129.636.00119.119237.5751145

15、88207.3357.59内力计算 为了简化计算，考虑如下几种受荷情况：恒载作用；活荷载满跨布置；风荷载作用（从左向右，或从右向左）；对于两种情况，框架在竖向荷载作用下，采用叠加法计算；对于，框架在水平荷载作用下，采用D值法计算。1 恒荷载标准值作用下的内力计算（1）恒荷载引起的屋面梁的固端弯矩和不平衡弯矩 MgAw，Bw=MgCw，Dw=-1/1224.8577.82=-126.025kN m MgBw，Aw=MgDw，Cw=126.025 kN m MgBw，Cw =-1/1217.863.62-5/965.513.62=-23 kN m MgAw，Bw=（2）标准层楼面的固端弯矩MgBb

16、，Ab=MgDb，Cb =-1/1230.7957.82= -156.13kN mMgAb，Bb=MgCb，Db =156.13kN m MgBb，Cb =-1/1212.963.62-5/965.513.62= -17.72 kN mMgAb，Bb=（3） 恒荷载引起的节点不平衡弯矩MAw=MgAw，+MgAw，Bw =-126.025kN mMBw=Mg BwAw +Mg Bw cw，=126.025-23=103.025 kN mMCw=MgCw，Bw +MgCw Dw =23-126.025=-103.025 kN mMDw，=MgDw，+MgDw，Cw =126.025 kN mMA

17、b=MgAb +MgAb，Bb =156.13kN mMBb=MgBb，Ab +MgBb，C b = 156.13-17.72=138.41kN mMCb=MgCb，Bb +MgCb，Db =17.72-156.13=-138.41kN mMDb=MgDb +MgDb Ab =156.13kN m2. 活荷载标准值作用下的内力计算活荷载与恒荷载的比值小于1，故可采取满跨布置。求得的内力在支座处与最不利荷载位置法求得的内力很相近。可直接进行内力组合，梁的跨中弯矩应乘以1.2的系数予以增大。（1）活荷载引起的固端弯矩 屋面梁处3. 风荷载作用下的内力计算框架在风荷载（从左向右）下的内力用D值法进行

18、计算：各柱反弯点高度各柱反弯点处的剪力值；各柱的杆端弯矩及梁端弯矩各柱的轴力和梁的剪力第i层第m柱所分配的剪力为Vi = Dim Vi/D，Vi=Wj 。框架柱反弯点位置y= y0+y1+y2+y3计算结果见 A或D轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m103.60.2880.0820.312-0.100.100.3941.41893.60.2880.2380.312-0.100.100.551.9883.60.2880.2940.312-0.100.100.6062.18273.60.2880.3440.312-0.100.100.6562.36263.60.2880.39

19、40.312-0.100.100.7062.54253.60.2880.4000.312-0.100.100.7122.56343.60.2880.4440.312-0.100.100.7562.72233.60.2880.4560.312-0.100.100.7682.76523.60.2880.5180.312-0.100.100.8302.98815.10.4090.8000.246-0.050.051.0463.766 B或C轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m103.61.2180.3610.128-0.0390.0390.4891.76093.61.2180.4

20、110.128-0.0390.0390.5391.94083.61.2180.4500.128-0.0390.0390.5782.08173.61.2180.4610.128-0.0390.0390.5892.12063.61.2180.4610.128-0.0390.0390.5892.12053.61.2180.5000.128-0.0390.0390.6282.26143.61.21805000.128-0.0390.0390.6282.26133.61.2180.5000.128-0.0390.0390.6282.26123.61.2180.5000.128-0.0390.0390.6

21、282.26115.11.7250.6140.050-0.0140.0000.652.34框架各柱的杆端弯矩、梁端弯矩按下式计算，计算结果见，柱端轴力和梁端剪力计算结果见，其弯矩、剪力和轴力图分别见 MCT= Vim （1y）h MCB = Vim yh中柱 MbLj =iLb（MCBj+1+MCTj）/( iLb +iRb)MbRj =iRb（MCBj+1+MCTj）/( iLb +iRb)边柱 MbAj = MCBj +MCTj 风荷载作用下框架柱剪力和梁柱端弯矩风荷载作用下A轴框架柱剪力和梁柱端弯矩层号Vi /kNDDimDim /DVim/kNyh/mMCT /（kN m）MCB /（

22、kNm）MbA /(kN m）1026.833168560210700.1253.351.4187.314.757.31931.293168560210700.1253.911.986.337.7411.08829.955168560210700.1253.742.1825.308.1613.04727.037168560210700.1253.382.3624.637.9812.79624.802168560210700.1253.102.5423.287.8811.26522.530168560210700.1252.822.5632.927.2310.80419.977168560210

23、700.1252.502.7222.206.819.43318.557168560210700.1252.322.7651.946.418.75217.472168560210700.1252.182.9881.336.517.74119.119114588221760.1943.713.766-0.6113.975.90风荷载作用下B轴框架柱剪力和梁柱端弯矩层号Vi /kNDDimDim /DVim/kNyh/mMCT /（kN m）MCB /（kNm）MbL/(kN m）MbR /(kN m）1026.833168560632100.37510.061.76018.5117.7124.77

24、11.45931.293168560632100.37511.731.94019.4722.7628.8913.34829.955168560632100.37511.232.08117.0623.3727.6512.78727.037168560632100.37510.142.12015.0021.5024.9711.53624.802168560632100.3759.302.12013.7619.7222.9010.58522.530168560632100.3758.452.26111.3219.1120.819.62419.977168560632100.3757.492.2611

25、0.0316.9318.448.52318.557168560632100.3756.962.2619.3215.7417.147.92217.472168560632100.3756.552.2618.7714.8116.137.45119.119114588351180.3065.852.347.3713.6914.416.65杆件A轴节点弯矩分配系数层数下柱上柱梁右100.8400.16290.460.460.0810.370.530.10杆件B轴节点弯矩分配系数层数下柱上柱梁左梁右100.6200.120.26290.380.380.080.1610.310.430.080.18杆件C

26、轴节点弯矩分配系数层数下柱上柱梁左梁右100.6200.260.12290.380.380.160.0810.310.430.180.08杆件D轴节点弯矩分配系数层数下柱上柱梁左100.8400.16290.460.460.0810.370.530.104. 活荷载标准值作用下的内力计算活荷载与恒荷载的比值小于1，故可采取满跨布置。求得的内力在支座处与最不利荷载位置法求得的内力很相近。可直接进行内力组合，梁的跨中弯矩应乘以1.2的系数予以增大。（1）活荷载引起的固端弯矩 屋面梁处 MgAw，Bw=MgCw，Dw=-1/127.87.82=-39.55kN m MgBw，Aw=MgDw，Cw=3

27、9.55 kN m MgBw，Cw =-5/967.23.62=-4.86 kN m MgAw，Bw=（2）标准层楼面的固端弯矩MgAb，Bb=MgCb，Db =-1/127.87.82= -39.55kN mMgBb，Ab=MgDb，Cb =39.55k kN mMgBb，Cb =-5/967.23.62=-4.86 kN mMgAb，Bb=（4） 恒荷载引起的节点不平衡弯矩MAw=MgAw，+MgAw，Bw =-39.55kN mMBw=Mg BwAw +Mg Bw cw，=39.55-4.86=-34.69 kN mMCw=MgCw，Bw +MgCw Dw =4.86-39.55=34.69 kN mMDw，=MgDw，+MgDw，Cw =39.55 kN mMAb=MgAb +MgAb，Bb =39.55kN mMBb=MgBb，Ab +MgBb，C b = 39.55-4.86=34.69 kN mMCb=MgCb，Bb +MgCb，Db =4.86-39.55= -34.69 kN m