恒荷载内力计算

1、乌海大学毕业设计四恒荷载内力计算(一)恒荷载计算1. 屋面框架梁线荷载标准值20厚水泥混凝土找平0.02送0=0.46kN/m2240120 厚(1%找坡)膨胀珍珠岩(0.08+0.16) 2 洱=0.546kN/m 四层作法防水层0.36kN/m2100mm厚钢筋混凝土楼板 0.1 25=2.56kN/m220mm厚石灰砂浆抹底 0.02 17=0.34kN/m2屋面恒荷载4.08 kN/m2边框架梁自重 0.3 %.8 25=6kN/m边框架梁粉刷 2(0.8-0.1) 0.02 X7=0.48kN/m中框架梁自重 0.3 0.6 25=4.5kN/m2中框架梁粉刷 2N0.6-0.1)

2、0.03 X7=0.34kN/m则作用于屋面框架梁上线荷载标准值为：g5AB1 =6.48kN/mg5BC1=4.85kN/mg5AB2 =4.08 3.9=15.91kN/mg5BC2=4.08 3=12.24kN/m2. 楼面框架梁线荷载标准值220mm厚水泥砂浆找平 0.02 20=0.46kN/m100mm厚钢筋混凝土楼板 0.1 25=2.5kN/m220mm厚石灰砂浆抹底0.02 17=0.34kN/m2水磨石面层 0.65 kN/m2楼面恒荷载3.89 kN/m2边框架梁自重及粉刷 6.48kN/m中框架梁自重及粉刷 4.85kN/m边跨填充墙自重 0.24 3.6 18=15.

3、55kN/m填充墙粉刷 20.02 217=2.45kN/m则作用于楼面框架梁上线荷载标准值为：gAB1 =6.48+15.55+2.45=24.48kN/mgBC1 =4.85kN/mgAB2=3.89 3.9=15.17kN/mgBC2=3.89 3=11.67kN/m3. 屋面框架节点集中荷载标准值纵向框架梁自重 0.3 %.8 7.8 ：25=46.8kN纵向框架梁粉刷 20.8-0.1) 02 .8 7=3.71kN纵向框架梁传来的屋面恒荷载23.9/2)24.08=31.02kN次梁自重及粉刷 0.6 .2 5X722+2 02 0.6-0.1) 7/2=10.87kN次梁传来的屋

4、面恒荷载(1-2 0.272+0.273) 4.08 3.9 7.2/2=50.06kN1m 高女儿墙自重及粉刷 1 7.8 0.24 18+2X1 7.8 0.02 17=39kN则顶层边节点集中荷载为：G5A=181.46kN纵向框架梁自重及粉刷 46.8+3.71=50.51kN纵向框架梁传来的屋面恒荷载31.02+(1-2 0.192+0.193) 4.08 7.8 3/2=75.64kN次梁自重、粉刷及传来的屋面恒荷载10.87+50.06=60.93kN则顶层中节点集中荷载为：G5B=187.08kN4. 楼面框架节点集中荷载标准值纵向框架梁自重及粉刷51.51kN纵向框架梁传来的

5、楼面恒荷载2 N3.9/2)2 C.89=29.44kN次梁自重及粉刷 10.87kN次梁传来的楼面恒荷载(1-2 0.272+0.273) 3.89 3.9 7.2/2=47.73kN钢窗自重 2 0.4=3.31kN墙体自重(3.6 7.8-2 2.3 1.8) 0.24 18=85.54kN墙面粉刷 2 (3.6 7.8-2 2.3 X.8) 0.02 1.7=13.46kN框架柱自重 0.602 C.6 25=32.4kN柱面粉刷 4 0.6 0.02 为7=0.82kN中间层边柱节点集中荷载为：GA=274.08kN纵向框架梁自重及粉刷50.51kN纵向框架梁传来的楼面恒荷载 29.

6、44+(1-2 0192+0.1923) 3.89 7.8 3/2=71.98kN次梁粉刷、自重及传来的楼面恒荷载10.87+47.73=58.6kN木门自重 2 X1.0 2.6 0.2=1.04Kn墙体自重(3.6 7.8-2 1.0 2.6) 0.24 18=98.84kN墙面粉刷 2 12.5 1.52 =9.38kN m31中间层边跨 Mab= 1 37.74 7.2163.04kN m121中间层中跨 M5bc11.97 1.52 =8.98kN m34 分层计算弯矩（取半结构计算）1）顶层分配系数计算如下3.56 汽43.56 40.9 3.0 47569叫4 =1 一12 =1

7、0.569=0.4313.56 43.56 4 0.9 3.0 43.6 2=0.442J213.6乂23.56 40.9 3.0 43.6 2= 0.223J25 =1 一 21 -23 =1 0.442 0.223 = 0.335内力计算过程如下（单位：kN?m）1-41-22-12-52-30.4310.5690.4420.3350.223-88.0488.04-9.3837.9550.0925.05-22.92-45.84-34.74-23.139.8813.046.52-1.44-2.88-2.19-1.450.620.820.41-0.18-0.14-0.0948.45-48.45

8、71.12-37.07-34.05M图见下页（单位：kN?m）48.4548.45 (171.12/ 134.05(2) , 37.0712.36 |(5)(4) |16.152）中间层分配系数计算如下J31J364 汉 0.9 汉 3.04 0.9 3.0 2 4 3.56= 0.30134 =131 - =1 -0.301 -0.301 =0.3984疋0.9 乂3.04 0.9 3.0 2 4 3.56 2 3.6-0.251= 0.33143.564 0.9 3.0 2 4 3.562 3.6吗4 =1 一2 一 一 叫3 =1 - 0.251-0.251 0.331 = 0.167内

9、力计算过程如下（单位：kN?m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-163.04163.04-8.9849.0849.0864.8832.44-30.87-61.73-46.81-46.81-31.159.299.2912.296.15-1.02-2.04-1.54-1.54-1.030.310.310.400.20-0.07-0.05-0.05-0.0358.6858.68-117.36137.99-48.4-48.4-41.19M图见下页（单位：kN?m）16.1319.56下117.3658.6848.4137

10、.9941.1948.4 19.5616.13 3）底层分配系数计算如下J314汽0.9汉3.04 0.9 3.0 4 2.814 3.56二 0.307364沢2.814 0.9 3.0 4 2.814 3.56-0.32J34 =1 一 1 - .6 =1 - 0.307 - 0.32 =0.3734汇0.9乂3.04 0.9 3.04 2.814 3.56 2 3.6= 0.24842434 7.814 0.9 3.0 4 2.814 3.56 2 3.6二 0.2594 汉 3.564 0.9 3.0 4 2.814 3.56 2 3.6二 0.328吗4 =1 一42 一47 一43

11、 = 1 - 0.248 - 0.259 - 0.328 = 0.165内力计算过程如下（单位：kN?m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-163.04163.04-8.9852.1750.0560.8230.41-30.26-60.51-45.75-47.78-30.439.689.2911.295.65-0.93-1,85-1.40-1.47-0.930.300.290.340.17-0.06-0.04-0.04-0.0362.1559.63121.78136.85-47.19-49.29-40.37M图如下（单

12、位：kN?m）19.8口1)715.73121.78(3)62.15I59.6347.19136.8540.37(5)49.29(6)131.0824.657)5 不平衡弯矩分配计算过程见如下（单位：kN?m）,方框内为原不平衡弯矩左梁上柱下柱右梁7.1311.1319.56-11.135.40-10.73-16.133.60-5.219.4316.15-12.368.8119.56-14.21-8.98-16.134.7619.567.7810.68-16.13-8.037.7819.56-15.57-8.03-16.135.3819.567.6910.54-16.13-8.138.0119

13、.88-15.70-7.73-15.735.3219.5613.565.29-16.13-12.13-6.26-7.304.182.66不平衡弯矩调整之后即可得出恒荷载作用下框架弯矩图，见第29页（单位：kN?m，括号内为调幅后的弯矩值）6.跨中弯矩计算M5Ab 二1 20.28 7.22 -59.5878.25 =62.94kN m8 21 2 1 2 M5BC =沁 4.85 3.012.24 3.0 - 30.45 - -15.81kN m8 121131 57 +147 72M 4AB 37.74 7.22244.56-139.65 =104.91kN m8 2M4BC-1 4.68

14、3.02 丄 11.67 3.02 - 36.43 =14.02 - 36.43 - -22.41kN m8 12M3ab =244.56 -132.92 148.67 =103.77kN m2M3BC =14.02 -35.81 =-21.79kN mM 2ab =244.56133.06 148.672= 103.77kNM 2BC =14.02 -35.87 - -21.85kN mM1ab =244.56 -129.08142.14 =108.95kN m2M1BC =14.02 -37.71 =23.69kN m7.剪力计算59.5868.253.911V5AB6.48 7.2 15

15、.91 (7.2)2.59 130.18 = 62.5kN7.2 222V5BA =130.18-62.5 = 67.68kN1V5BC(4.85 3.0 12.24 1.5) =16.46kN2131 57 -147 223 911V4AB24.48 7.2 15.17 (7.2)2.24255.97.2 222= 125.71kNV4BA= 255.9 -125.7 130.19kNV4BCV 3AB1二 V3BC =V2bc 二 V1BC(4.68 3.0 11.67 1.5)=15.77kNJ32*92-148.671 255.9 =125.76kN27.2V3BA= 255.9-12

16、5.76 =130.14kNV2AB33.6-148.521 255.9 =125.8kN7.2 2V2BA =255.9-125.8 =130.1kN乌海大学毕业设计59.58131.5764.0867.49 一62.94132.9766.46z66.4666.69I133.0678.25乌海大学毕业设计(66.51) -T30.45 (25.88) 15.814(14.23) / 142.47/3I ”53.61104.916.43 (30.97) 2245(20.17) 148.67 b3103.775635.81 (30.44)21.753.43(19.61)148.53 ；/35.8

17、7 (30.49)66.69 7 103.7756.53129.0855.89142.147319108.9559.3231.0824.6521.85(19.67)17.71 (32.05)_ _ = F i23.69r(21.32)l7.8(111.83)7.38(125.89)(112.98)(120.82)(130.74)(126 .25)V(124.52).丄“(124.52)(126.37)V(125.56)V(113.10)(109.72)M图(单位：kN?m)V1AB 129.08-142.14 . 1255.9 =126.14kN7.2 2V1BA =255.9 -126.14

18、 =129.76kN8轴力计算N5At =181.46 62.5 二 243.96kNN5Ab = 243.96 32.4 0.82 = 277.18kNN4At = 243.96 274.08 125.71 = 643.75kNN4Ab =643.75 33.22 =676.97kNN 3At= 643.75 274.08 125.76 = 1043.59kNN 3Ab= 1043.59 33.22 =1076.81kNN2At= 1043.59 274.08 125.8 =1443.47kNN2Ab-1443.47 33.22 =1476.69kNN1At=1443.47 274.08 1

19、26.14 = 1843.69kNN1Ab= 184369 (0.652 5.3 25 0.65 4 5.3 0.02 17=184369 56.87 = 190056kNN 5Bt= 187.08 67.68 16.46 二 271.22kNN 5Bb= 271.22 33.22 =304.44kNN4Bt-271.22 329.75 130.19 15.77 =746.93kNN4Bb-746.93 33.22 =780.15kNN 3Bt-746.93 345.52 130.14 =1222.59kNN 3Bb= 1222.59 33.22 =1255.81kNN2Bt= 1222.59 345.52 130.1 =1698.21