重力荷载计算.docx

1、重力荷载计算重力荷载计算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/ m2 20厚水泥砂浆找平层 200.02=0.4 kN/ m2 150厚水泥蛭石保护层 50.15=0.75 kN/ m2 100厚钢筋混凝土板 25 0.1=25kN/ m2 V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/ m2 100厚钢筋混凝土 25 0.1=2.5kN/ m2V型轻钢龙骨吊顶 0.25k N/ m2 合计 3.30kN/ m22.

2、 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/ m2 3. 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、柱的粉刷层重力荷载而对其重力荷载的增大系数；

3、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：铝合金窗 41.21.20 .45=2.59

4、2 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. 竖向荷载框架受力总图1.屋面板传给梁的荷载

5、，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总楼面板传恒荷载= 15.21+17.925=

6、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）=1.10.1911.8+0.10.1925+

7、（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：顶层柱恒荷载=梁重+板传荷载+次梁重=5.

8、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. 竖向荷载下的受荷载图如下图风荷载计算作用在屋面梁和楼

9、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 集中风荷载标准值离地高度z/mzzzs0(

10、kN / m2 )hi/mhj/mWj/ kN37.51.0981.0001.5111.30.553.62.226.83333.91.0510.9041.4831.30.553.63.631.29330.31.0390.8081.4361.30.553.63.629.95526.70.9470.7121.4221.30.553.63.627.03723.10.8900.6161.3881.30.553.63.624.80219.50.8300.521.3521.30.553.63.622.53015.90.7580.4241.3141.30.553.63.619.99712.30.7400.3

11、281.2491.30.553.63.618.5578.70.7400.2321.1761.30.553.63.617.4725.10.7400.1361.1031.30.555.13.619.119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)bh/mmmmIb/mm4l/mmEc I

12、b/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 K=（i1+i2）/icc =(0.

13、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) j/ 10-5mj/ h10-51

14、026.83326.83316856015.924.42931.29358.12616856034.489.58829.95588.08116856052.2514.51727.037115.11816856068.2918.97624.802139.9216856083.0123.6522.530162.4516856096.3826.77419.977182.427168560108.2230.06318.557200.984168560119.2433.12217.472218.456168560129.636.00119.119237.575114588207.3357.59内力计算

15、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，Ab=MgDb，Cb =-1/12

16、30.7957.82= -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 mMAb=MgAb +MgAb，Bb =1

17、56.13kN 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值法进行计算：各柱反弯点高度各柱反弯点处的剪

18、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/m103.60.2880.0820.312-0.100.100.3941.41893.60.2880.2380.312-0.100.100.551.9883.60.2880.2940.312-0.100.100.6062.18273.60.2880.3440.312-0.100.100.6562.36263.60.2880.3940.312-0.100.100.7

19、062.54253.60.2880.4000.312-0.100.100.7122.56343.60.2880.4440.312-0.100.100.7562.72233.60.2880.4560.312-0.100.100.7682.76523.60.2880.5180.312-0.100.100.8302.98815.10.4090.8000.246-0.050.051.0463.766 B或C轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m103.61.2180.3610.128-0.0390.0390.4891.76093.61.2180.4110.128-0.0390.039

20、0.5391.94083.61.2180.4500.128-0.0390.0390.5782.08173.61.2180.4610.128-0.0390.0390.5892.12063.61.2180.4610.128-0.0390.0390.5892.12053.61.2180.5000.128-0.0390.0390.6282.26143.61.21805000.128-0.0390.0390.6282.26133.61.2180.5000.128-0.0390.0390.6282.26123.61.2180.5000.128-0.0390.0390.6282.26115.11.7250.

21、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 /（kNm）MbA /(kN m）102

22、6.833168560210700.1253.351.4187.314.757.31931.293168560210700.1253.911.986.337.7411.08829.955168560210700.1253.742.1825.308.1613.04727.037168560210700.1253.382.3624.637.9812.79624.802168560210700.1253.102.5423.287.8811.26522.530168560210700.1252.822.5632.927.2310.80419.977168560210700.1252.502.7222.

23、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）1026.833168560632100.37510.061.76018.5117.7124.7711.45931.29316856

24、0632100.37511.731.94019.4722.7628.8913.34829.955168560632100.37511.232.08117.0623.3727.6512.78727.037168560632100.37510.142.12015.0021.5024.9711.53624.802168560632100.3759.302.12013.7619.7222.9010.58522.530168560632100.3758.452.26111.3219.1120.819.62419.977168560632100.3757.492.26110.0316.9318.448.52318.557168560632100.3756.962.2619.3215.7417.147.92217.472168560632100.3756.552.2618.7714.8116.137.45119.119114588351180.3065.852.347.3713.6914.416.65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100.62