建环专业毕业设计计算书_图文

1、1. 工程概况黑龙江省某市兴建六层商店住宅,建筑面积6000平方米左右,拟建房屋所在地震动参数08.0max =,40.0T g =,基本雪压-20m 6KN .0S =,基本风压-20m 40KN .0=,地面粗糙度为B 类。地质资料见表1。表1 地质资料编号 土 质土层深度(m KNm (-3 (%e L Ikpa (E skpa (f ak1 人工填土 1 152 粉质粘土 5 18.8 53 0.93 0.35 10 190 3粘 土1018.524.20.82 0.40122102. 结构布置及计算简图根据该房屋的使用功能及建筑设计的要求,进行了建筑平面、立面及剖面设计,其标准层建筑

2、平面、结构平面和剖面示意图分别见图纸。主体结构共6层,层高12层为3.6m ,36层为3m 。填充墙采用陶粒空心砌块砌筑:外墙490mm ;内墙240mm 。窗户均采用铝合金窗,门采用钢门和木门。楼盖及屋面均采用现浇钢筋砼结构,楼板厚度取100mm ,梁截面高度按跨度的1/812/1估算,尺寸见表2,砼强度采用mm 43N .1f ,mm 3KN .14f (C -2t -2c 30=。屋面采用彩钢板屋面。表2 梁截面尺寸(mm 层次混凝土强度等级横梁h b (纵梁h b (次梁h b (6130C500300 600300 500300柱截面尺寸可根据式cN f NA c 估算。因为抗震烈度

3、为7度,总高度30m =,故该框架为横向规则框架。表8 横向框架层间侧移刚度D 值mm /N (层 次1 2 3 4 5 6 i D 110959382896311946031194603119460311946035. 横向水平荷载作用下框架结构的内力和侧移计算5.1 横向水平地震作用下框架结构的内力和侧移计算5.1.1 横向自振周期计算结构顶点的假想位移计算见表9。表9 结构顶点的假想位移计算层 次 KN (G iKN (V i G mm /N (D i mm (i mm (i 6 7484.951 7484.951 1194603 6.266 187.269 5 10151.427 17

4、636.378 1194603 14.763 181.003 4 10151.427 27787.805 1194603 23.261 166.24 3 10151.427 37939.232 1194603 31.759 142.979 2 9943.198 47882.43 828963 57.762 111.22 111434.14359316.573110959353.45853.458结构基本自震周期T T 17.1T =,其中T 的量纲为m ,取7.0T =,则52S .01873.07.07.1T 1=5.1.2 水平地震作用及楼层地震剪力计算本方案结构高度小于40m ,质量和刚

5、度沿高度分布较均匀,变形以剪切型为主,故可用底部剪力法计算水平地震作用。因为是多质点结构,所以KN09.04195 951.7484310151.4279943.19811434.14385.0G 85.0G i eq =+=(设防烈度按7度考虑,场地特征周期分区为二区,场地土为类,查表得: 特征周期T g =0.40s 水平地震影响系数最大值08.0max =0723.008.052.040.0TT 9.0max 9.01g1= = =KN 3.645350419.090723.0G F eq 1EK =因为S 25.0T 56S .04.04.14T .11g =,所以不应考虑顶部附加水平

6、地震作用。 各质点的水平地震作用:(=-=n1j jjii EK n n1j jjii i HG H G 68.4859F 1HG H G F 表10各质点横向水平地震作用及楼层地震剪力计算表层次 H i (m G i (KN G i H i (KN jj i i H G H GF i (KN V i (KN 6 20.5 7484.951 153441.496 0.209 761 761 5 17.5 10151.427 176649.973 0.24 874.872 1635.872 4 14.5 10151.427 147195.692 0.2 729.06 2364.932 3 11.

7、5 10151.427 116741.411 0.159 579.603 2944.535 2 8.5 9943.198 84517.183 0.115 419.209 3363.744 14.911434.14356027.30.076277.0433640.787各质点水平地震作用及楼层地震剪力沿房屋高度的分布如下图3。V6V5V4V3V2V1F6F5F4F3F2F1(a 纵向水平地震作用分布 (b 层间剪力分布 图3 纵向水平地震作用及层间剪力分布图5.1.3 水平地震作用下的位移验算水平地震作用下框架结构的层间位移i 和顶点位移i 按下式计算=s 1j ij i i D /V ( 和

8、kn1k =( ,各层的层间弹性位移角i i e h /=,计算结果如表11。表11 横向水平地震作用下的位移验算层 次 (KN V i mm /N (D i mm (i mm (i (mmh i iie h =6 761 1194603 0.64 13.79 3000 0.213310- 5 1635.872 1194603 1.37 13.15 3000 0.457310- 4 2364.932 1194603 1.98 11.78 3000 0.66310- 3 2944.535 1194603 2.46 9.8 3000 0.082310- 2 3363.744 828963 4.06

9、 7.34 3600 1.127310- 13640.78711095933.283.2849000.67310-由表可见,最大层间弹性位移角发生在第2层,其值1.127310-1/550,满足要求,其中550/1h /=是由弹性层间位移角限值查得。5.1.4 水平地震作用下框架内力计算以4轴线框架内力计算,其余框架计算从略。 框架柱端剪力及弯矩按式i s1j ijijij V DD V =; yh V M ij ij b =h y 1V M ij u ij (-=各柱反弯点高度比321n y y y y y += 本例中底层柱需考虑修正值y 2,第二层柱需考虑修正值y 1和y 3,其余柱均无

10、修正。计算结果见表12。梁端弯矩、剪力及柱轴力分别按式M M (i i i M u ij b j ,1i r b l b l b l b+=+ ; M M (i i i M uij b j ,i i rbl b r b r b +=+ L M M V 2b1b b += ; kni k r b l b i V V (N =+=计算结果见表12。黑龙江八一农垦大学毕业设计10表12 各层柱端弯矩及剪力计算层次h i /mV i /kND ij N m边 柱中 柱D i1V i1-kyb i M1u i M1D i2 V i2-kyb i M 2u i M 26 3.0 761 1194603 1

11、6541 10.54 0.1300.1 3.162 28.46 39753 25.32 0.1490.0503.872.165 3.0 1635.87 1194603 16541 22.65 0.131 0.15 10.19 57.76 39753 54.44 0.149 0.1 16.33 146.994 3.0 2364.93 1194603 16541 32.75 0.131 0.2 19.65 78.6 39753 78.7 0.149 0.25 59.03 177.083 3.0 2944.53 1194603 16541 40.77 0.131 0.35 14.27 79.5 39

12、753 97.99 0.149 0.35 102.89 191.082 3.6 3363.74 828963 11271 45.74 0.157 0.6 98.8 54.89 26711 108.39 0.173 0.53 206.81 183.41 4.9 3640.79 1109593 20022 65.7 0.23 0.95 305.83 16.1 25471 83.58 0.416 0.9 368.59 40.59注:表中M 的量纲为kN m,V 量纲为kN表13梁端弯矩、剪力及柱轴力计算层次 边梁边梁柱轴力l b Mr b M LV bl b Mr b MLV b边柱N 中柱N 1

13、628.4638.76 5.0 13.44 38.76 28.46 5.8 11.59 -13.44 -1.85 5 60.882 80.21 5.0 28.2280.2160.882 5.8 24.33 -41.66 -5.74 4 88.79 103.88 5.0 38.53 103.88 88.79 5.8 33.21 -80.19 -0.42 3 99.15 134.33 5.046.7134.3399.15 5.8 40.26 -126.89-6.862 69.16 152.29 5.0 44.29 152.29 69.16 5.8 38.18 -171.18 -12.97 1114

14、.9133.09 5.049.6133.07114.9 5.8 42.76-220.78 -19.81注:1柱轴力中的负号表示拉力。当为左地震时,左侧两根柱为拉力,对应的右侧两根柱为压力。2表中单位为kN m ,V 单位N ,l 的单位为m 。水平地震作用下框架的弯矩图,梁端剪力图及柱轴力图如下图所示:13.4428.2238.5346.744.29949.6-220.78-171.18-126.89-80.19-41.66-13.4438.7680.21103.88134.33152.29133.07114.969.1699.1588.7960.88228.46305.8398.814.27

15、19.6510.73.1628.4657.7678.679.554.8916.172.16146.99177.08191.08183.440.95210.083.816.3359.03102.89206.81368.5938.7680.21103.88134.33152.29133.0713.4411.5928.2224.3338.5333.2146.740.2644.29938.1849.642.76-13.44-41.66-80.19-126.89-171.18-220.78-1.85-5.746-0.42-6.86-12.97-19.81(a 框架弯矩图 (b 梁端剪力及柱轴力图 图4

16、左地震作用下框架弯矩图、梁端剪力及柱轴力图5.2 横向风荷载作用下框架结构内力和侧移计算5.2.1 风荷载标准值风荷载标准值按式o z s z k =,基本风压w 0=0.40KN/m 2。由荷载规范查得8.0s =(迎风面和5.0s -=(背风面,B 类地区,H/B=23.5/87=0.27,查表得: 脉动影响系数=0.42. T 1=0.52SW 0T 12=0.11KNS 2/m 2. 查表得脉动增大系数=1.23。 HH 42.032.111iz z z z +=+= 仍取图4轴线横向框架,其负载宽度7.2m ,沿房屋高度分布风荷载标准值s z z 0.457.2q(z=根据各楼层标高

17、处高度H i 查取z ,z (q 沿房屋高度的分布见表14。 z (q 沿房屋高度的分布见图5(a 。表14 沿房屋高度分布风荷载标准值层次 H i (m H i (m z z m /KN (z (q 1m /KN (z (q 26 23.5 1.00 1.33 1.388 4.785 2.991 517.5 0.745 1.195 1.322 4.095 2.56 4 14.5 0.617 1.126 1.283 3.745 2.34 3 11.5 0.489 1.024 1.242 3.354 2.097 2 8.5 0.362 1.187 1.187 2.077 1.923 14.90.

18、2091.1081.1082.8721.795荷载规范规定,对于高度大于30m 且高宽比大于1.5的房屋结构,应采用风振系数z 来考虑风压脉动的影响,本例房屋高度H=23.5m30m,H/B0.27,因此,该房屋应不考虑风压脉动的影响。框架结构分析时,应按静力等效原理将分布风荷载转化为节点集中荷载,节点集中荷载见图5(b ,例第5层集中荷载F 5的计算如下:F 5=(4.095+2.56+3.745+2.3431/2+(4.785-4.095+(2.991-2.5631/21/3 +(4.095-3.74+(2.56-2.3431/22/3 =20.25KN17.70620.87716.445

19、18.23320.251.7951.9232.0972.342.544.0953.7453.3543.0772.8724.7852.99122.684(a 风荷载沿房屋高度的分布 (b 等效节点集中风荷载 图5 框架上的风荷载5.2.2 风荷载作用下的水平位移验算根据图5(b 所示水平荷载,由式=ni k k i F V 计算层间剪力V i ,然后依据表6求出轴-4线框架的层间侧移刚度,再按式=s1j ij i i D /V (;kn1k (=计算各层的相对侧移和绝对侧移,计算结果见表15。表15风荷载作用下框架层间剪力及侧移计算层次 1 2 3 4 5 6 F i (KN 17.706 20

20、.887 16.445 18.233 20.25 22.684 V i (KN 116.195 98.489 77.612 61.167 42.934 22.684 N/mm (D65515 49253 72835 72835 72835 72835 (mm i 1.774 1.99 1.066 0.84 0.59 0.311 (mm i 1.774 3.764 4.83 5.67 6.26 6.571 i i h /0.362310- 0.552310- 0.355310- 0.28310- 0.197310- 0.104310-由表15可见,风荷载作用下框架最大层间位移角为0.552310

21、-,远小于1/550,满足规范要求。5.2.3 风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算过程与水平地震作用下的相同。4轴线横向框架在风荷作用下的弯矩,梁端剪力及柱轴力见图6。计算结果见表16表17;表17 风荷作用梁端弯矩剪力及柱轴力计算层次边梁边梁柱轴力l b M r b M LV bl b M r b MLV b边柱N中柱N 16 13.905 41.061 5.0 10.993 23.588 13.905 5.8 6.464 -10.993 -4.529 5 26.408 75.787 5.0 20.439 43.538 26.408 5.8 12.06 -31.432-

22、3.854 37.72695.59 5.0 26.663 54.914 37.726 5.8 15.972 -58.095 -35.2823 42.706 125.26 5.0 33.593 71.959 42.706 5.8 19.77 -91.688 -21.5132 50.962157.6 5.0 41.712 90.536 50.962 5.8 24.396 -133.4-4.1971 57.382 155.52 5.0 212.9 89.339 57.382 5.8 25.297 -346.3 -183.414轴线横向框架在风荷载作用下的弯矩、梁端剪力及柱轴力见图6。黑龙江八一农垦大

23、学毕业设计15表16 风荷作用各层柱端弯矩及剪力计算层次h i /mV i /kND ij N m边 柱中 柱D i1V i1-kyb i M1u i M1D i2 V i2-kyb i M 2u i M 26 3.0 22.684 72835 16541 5.15 0.130 0.1 1.545 13.905 39753 12.38 0.149 0.0503.40364.6495 3.0 42.934 72835 16541 9.75 0.131 0.15 4.388 24.863 39753 23.433 0.149 0.1 12.88 115.9224 3.0 61.167 72835

24、16541 13.891 0.131 0.2 8.335 33.338 39753 33.385 0.149 0.25 45.875 137.6253 3.0 77.612 72835 16541 17.626 0.131 0.35 18.507 34.371 39753 42.36 0.149 0.35 81.493 151.3432 3.6 98.489 49253 11271 22.538 0.157 0.6 48.682 32.455 26711 53.413 0.173 0.53 187.917 166.6431 4.9 116.195 65515 20022 35.51 0.23

25、0.95 165.3 8.7 25471 45.174 0.416 0.9 512.41 56.936-183.402-4.197-21.513-35.282-3.85-4.529-346.296-133.4-91.688-58.095-31.432-10.99325.29721.2924.39641.71219.7733.59315.97226.66312.0620.439 6.46410.993155.514157.598125.25995.9575.78741.061512.41187.91781.49345.87512.883.403210.0856.936166.643151.343

26、137.625115.92264.6498.732.45534.37133.33824.86313.9051.5454.3888.33518.50748.682165.313.90526.40837.76242.70650.96257.38289.33990.53671.95954.91443.53823.588-10.993-31.432-58.095-91.668-133.4-346.29649.644.29946.738.5328.2213.44(a 框架弯矩图 (b 梁端剪力及柱轴力图 图6横向框架在水平风荷载作用下框架弯矩图、梁端剪力及柱轴力图6. 竖向荷载作用下框架结构的内力计算

27、6.1 横向框架内力计算6.1.1 计算单元取4轴线横向框架进行计算,计算单元宽度为7.2m ,如图9所示。由于房间内布置有次梁,故直接传给该框架的楼面荷载如图中的水平阴影线所示,计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架,作用于各节点上。由于纵向框架的中心线与柱的中心线不重合,因此在框架节点上还作用有集中力矩。6.1.2 荷载计算6.1.2.1 恒荷计算在图7中,1q 代表横梁自重,为均布荷载。 对于第6层:1q =KN/m 938.3q 12q 为房间板传给横梁的梯形荷载,由图7所示,几何关系得CBA3454500450022502250112520002

28、000200020002000200060006000图7 横向框架计算单元P 2P 31P 50005800CBA3M M 1q 21q q 12q图8各层梁上作用的恒荷载2q =KN/m 796.1422.74.11q 2= 1P 、2P 分别为由边纵梁、中纵梁直接传给柱的恒载,它包括梁自重、楼板重和女儿墙等的重力荷载,计算如下:188.11KN 32.74.28253.9382.74.7254.1142.725.41.422132.722.7P 1=+=(5KN 08.21511.48.1254.18.125.82.221.83.67.024.7255.08.55.0(3.9384.11

29、242.725.81.422142.722.7P 2=+=(KN 154.1912.7328.42/8.5938.37.24.7254.11242.725.81.422142.722.7P 3=+=( 集中力矩 m .62KN 7323.07.01.188e P M 111=-=( 对35层,1q 包括梁自重和其上横墙自重,为均布荷载。其它荷载计算方法同第6层: 1q =m /KN 413.245.219.8938.3q 1=+=2q =m /KN 204.1222.793.3q 2= KN889.1144.023.3223.327.25.619.82539.32.7725.493.342.7

30、24.51.4228.132.7P 1=+-+=(KN257.2428.1254.18.128.12.228.16.328.50.539.32.7725.493.342.725.41.42218.122.7P 2=+ +=( .347KN6114.023.3223.327.25.619.825.839.32.7725.493.342.724.51.4228.132.7P 3=+-+=(m KN 232.04.98811e P M 111= 0M 1=m KN 25.232.0347.611e P M 333=对2层:m /KN 327.291.319.8938.3q 1=+= m /.204K

31、N 2122.793.3q 2= 136.282KN P 1=KN 143.167P 2=KN 641.137P 3=m KN 26.2723.07.0(282.136e P M 111=-= 0M 2=m KN 53.2723.07.0(641.137e P M 333=-= 对1层:m /KN 974.394.419.8938.3q 1=+=m /.204KN 2122.793.3q 2= KN 488.052P 1=KN 143.167P 2=KN 847.206P 3=m KN 1.4123.07.0(488.205e P M 111=-= 0M 2=m KN 37.4323.07.0

32、(847.206e P M 111=-= 6.1.2.2 活荷载计算活荷载作用下各层框架梁上的荷载分布如图9所示。 12m 2KN .722.70.2q -=2q KN 92.250.228.126.7(P 1= KN22.500.28.122025.88.1254.128.122.7P 2=+=( 3P =25.29m 184.5e P M 111=KNm 0M 1=KNm 044.10e P M 333=KNq 22q 1M M 3ABC58005000P 13P 2P 图9各层梁上作用的活荷载在雪荷载作用下:12m KN 72.02.06.3q -= N 592.2P 1K = 5.02

33、2KN P 2= KN 592.2P 3=m KN 518.0e P M 111= m 0KN M 1=m KN 044.1e P M 333=对于24层: m /125KN .1325.75.3q 2= 625KN .65P 1= 25KN .131P 2= m 484KN .11M 1 对于1层:m /125KN .1325.75.3q 2= 625KN .65P 1= 25KN .131P 2= m 484KN .11M 1 将以上计算结果汇总,见表18,表19。表18 横向框架恒荷汇总表层 次 1q2q1P2P3P1M2M3M63.93814.769188.1215.085 191.1

34、54 37.62 0 38.308 35 24.414 12.204 114.911 242.257 116.147 23 0 23.25 2 29.327 12.204 136.282 167.143 137.641 27.26 0 27.53 139.974 12.204 205.488167.143206.84741.143.37表19 横向框架活荷汇总表层 次 2q1P2P3P1M2M3M6 7.2 25.92 50.22 25.92 5.184 0 10.044 35 7.2 25.92 50.22 25.92 5.184 0 10.044 2 7.2 25.92 50.22 25.

35、92 5.184 0 10.044 17.225.9250.2225.925.18410.0446.1.3 内力计算梁端、柱端弯矩采用弯矩二次分配法计算。弯矩计算过程如图10所示,所得弯矩图如图11所示。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得;柱轴力可由梁端剪力和节点集中力叠加得到,计算柱底轴力还需要考虑柱的自重,如表20和表21所列。140.661110.81497.039-23.2518.46936.939-6.842-1.521-6.842-1.86817.0739.72943.78143.781-43.3716.66334.146-1.09817.045-3

36、.027-15.92311.35235.26840.113-15.92321.8934.146-27.545.60834.09-0.88917.045-2.533-15.33999.22535.796-15.33917.04534.09-23.255.60834.09-0.88917.045-2.533-15.33999.22535.796-15.33917.04534.06-23.25100.28842.19828.342-8.937-8.9373.18917.04534.0934.09-1.47-0.8895.60854.011470.0760.0760.4620.4620.4620.46

37、20.4629.586-13.83717.0456.37840.628-2.234-0.7941.03-38.3084.865-5.67-3.735-12.401-17.331-3.885-9.686 3.331-8.666-2.197-11.34-13.596-2.553 2.804-6.798-9.686-1.778-19.373-19.373-2.091 2.804-9.687-4.9-1.778-19.373-19.373-2.091-20.1314.142 2.804-9.687-4.9-1.778-19.373-19.373-2.0910.4260.515-9.687-9.8-1.

38、587-1.838-1.943-1.277-1.046-1.04618.536-5.511-2.16-1.04621.887-0.9190.400.45745.71632.2761.2180.40632.49-45.7166.4961.052-12.991-45.736-34.1826.822-1.584-8.44110.9440.8114.319-32.4937.62左梁0.861下柱上柱0.1390.139上柱下柱右梁0.7410.120.1580.842左梁右梁下柱上柱0.4570.08623-70.89421.887 4.11910.944-5.511-1.03727.32-68.85

39、80.4570.4570.08621.88710.944-9.52323.3080.4570.4570.08621.88710.944-10.61622.2150.4950.4120.09326.66510.944-12.63824.9710.510.3340.15631.72711.097-4.66938.11521.887 4.11970.89410.94-9.523-1.79223.304-69.622-70.89421.8874.11913.332-10.616-1.99824.603-69.891-81.12822.1945.0115.864-10.519-2.37427.539-7

40、9.769-103.3120.6789.705-3.057-1.42817.621-96.976232327.2641.1-139.126-11.0580.4051.343-140.661-88.113-21.227.94.951-97.093-95.352-24.9180.6614.142-21.1231.8780.10.3320.464-24.1084.9510.0680.4260.426-20.1314.142-97.0390.0680.4260.426-95.352-24.9180.6614.142-97.0390.0680.42670.8940.082.0590.07870.940.

41、0870.8942.0590.07870.940.0870.8942.0590.9371.7920.0860.4580.3820.074-110.81481.1282.5051.08482.164 5.732-17.554.781-15.225-108.7540.9260.104103.314.8530.421104.6998.811-5.5290.10.410.410.0897.0390.07697.0390.4620.450.45(a 恒荷作用下图10 横向框架弯矩的二次分配法3.2773.37316.914-10.04416.914-10.044-10.04416.914-10.0441

42、6.914-16.91411.91-16.91411.91-16.91411.91-16.91411.91-11.91-11.91-11.91-11.91-0.8160.9350.5783.0743.0741.537 1.537-0.2-1.313-1.313-0.247-11.7793.2983.2980.5783.0743.074-0.21.6651.537-1.372-1.372-0.2583.2393.367-11.790.6262.7713.331.573 1.715-0.215-0.282-1.251-1.5033.3643.235-11.7811.0492.2463.431.386-0.26-0.574-0.376-0.176-11.2971.874.24219.115-16.99-1.632-3.2380.010.080.0290.040.5250.344-0.956-2.322-1.661-0.5-0.5211.934-16.888-2.447-3.2440.7510.6260.1210.1410.275-1.161