1、剪力墙结构设计计算书剪力墙结构设计计算1.工程概况某高层住宅为现浇剪力墙结构,地上 19层,地下2层,层高2.7m,地上部 分内外墙厚度均为200mm,平面布置如附图1所示,各层层高及重力荷载代表 值如附图2所示。墙体混凝土强度等级1至6层为C40;其余各层均为C35。佛 山地区,抗震设计设防烈度为 7度,设计基本地震加速度值为0.1g,n类场地, 设计抗震等级为二级。计算水平地震作用下结构横向剪力墙的内力和位移, 验算墙JLQ7 层的截面承载力。附图1墙平面2.墙截面特征计算及平面剪力墙类别判断JLQ20JLQ1各道横墙截面特征列于表1表3。外墙门窗洞口的连梁高附图2计算简度均为450mm,
2、内墙门窗洞口连梁高度均为 700mm。外墙连梁惯性矩为1 Ibi。 0.2 0.45I * 3 m4=1.52 10m412 内墙连梁惯性矩为1 3 4 3 4Ibio 0.2 0.7 m =5.72 10 m12连梁的计算跨度为Lj二Lj。号。JLQ1的整体性系数计算120.80,Tj 0.3743m4, H =20 2.7m =54m,代入后得=54 f x 0.00943 =20.2。hllj Lj . 0.8 2.7 0.3743I =12.598m4, I a =1 =12.598 m4 -0.3743 m4 =12.2237 m412.2237m412.598m4= 0.97,查表
3、得Z =0.9694,属于壁式框架JLQ2: Ii = 2.0353m4,-=0.80,120.8 2.7 2.03530.00716= 7.554 4 4 4I = 15.033m4, I a = I -汀=15.033 m -2.0353 m4 =12.9977 m4二 0.865,26.06 m4427.665 m= 0.94,查表得 Z =0.973,属于小开口整体墙。JLQ4 墙,Af =10.95 2.7m2 = 29.56m2,他二 11 2m2 = 4m2Aop 4 m2 =0.135: 0.16,属整体墙。Af 29.56JLQ5墙也属整体墙;JLQ6: I j = 0.49
4、34m4 , =0.80 ,12:=54, 0.02851 =30.595Y0.8 汉 2.7 汇 0.49344 4 4 4I =5.195m , IA =1 一口 j =5.195m -0.4934m =4.7016 m44.7016m属于小开口整体墙。厂=0.905,查表得 Z =0.949,5.195m4JJLQ7也属于小开口整体墙。壁式框架JLQ1和联肢墙JLQ2均按带刚域杆件的框架计算,抗侧移刚度 D 为:3JLQ1、JLQ2、的连梁1厂咚 m4= 1.518 10” m4,当混凝土强度等12级为C40时El b =49335kN m2 , C35时Elb =47817kN m2。
5、连梁杆端刚度如附 表6所示,JLQ1、JLQ2墙各层D值如附表7所示。附表1各片剪力墙截面特征(墙厚均 200mm)墙号各墙肢截面面积/m2各墙肢截面惯性矩/m 4组合截面惯性矩I /m4AAA3AI112I3I4JLQ10.300.240.500.240.056250.02880.260420.028812.598TA =1.28Eh =0.37427JLQ20.980.240.281.9610.02880.0457315.0331A =1.50Eh =2.0353JLQ30.7440.220.220.6960.8580.02220.0222 0.702427.665工A =1.88龙h =
6、1.6048JLQ40.7960.4140.581.05070.14780.406520.764A =1.79Eli =1.605JLQ50.650.710.57210.74568.498工A =1.36丈h =1.318JLQ60.140.530.440.00570.31020.17755.1952龙 A =1.11刊=0.4934JLQ70.8820.260.141.492940.03660.005728.834HA =1.282Uh =1.472附表2 JLQ1墙截面特征计算洞口Li /mhb 匚1 . 4Ibj /ml 3 / 3Lj / ma / m2 . 2 ai /m1呵/m3L
7、31+3l匚丿211.130.3980.6780.001031.4432.255.0630.0036121.430.3150.7710.001172.9243.059.3030.0037232.030.2220.8710.001328.3653.6513.3230.00210I = 0.00943附表3 JLQ2墙截面特征计算洞口Li / mhbLi1i / 4Ibj /mL3ai /m2 f 2 ai / m峥/m3L;1+3/ 2丄丿12.030.2220.8710.001328.3654.8523.520.0037121.130.3980.6780.001031.4432.204.840
8、.00345工= 0.00716附表4 JLQ3墙截面特征计算洞口Li / mhbLi1 . 4Ibj /mLj/m3a / mai2 / m21 a2号/m3L;1+31比 12丿11.250.560.5150.002951.9533.3110.960.0165621.10.6360.4520.002591.3311.853.420.0066531.350.5190.5530.003162.4603.2910.820.013901 = 0.03711附表5 JLQ6墙截面特征计算洞口Li /mhb 匚1 . 4Ibj /mI 3 / 3Lj / mai /m2 . 2 ai / m1 a21
9、号 /m3L31+31丿211.460.3080.9190.005263.112.8758.2660.0139820.980.4590.7750.004330.943.17510.0810.014631 = 0.02851附表6连梁杆端刚度编 号连 梁 号abl丿P=34.071“ m =01715,取九=1.5 v EhVw3hw0 45.28 1.0kN m11 (纵、横向分布钢筋均为 8200双排。(3)正截面偏心受压承载力计算 墙体分布筋8200双排,-82 500 500Aw =2 -100.5 mm 251.25mm2,端部为 HRB335 钢筋,4 200 200b =0.544
10、,对称配筋As = A;,按矩形截面计算得RE Nw Asw f yw hw 0x =:1 fcbwhu 1.5Aswfyw0.85 101.7 103 251.25 210 550mm1 19.1 200 550 1.5 251.25 210= 35.12mm : bhw。=0.544 550mm = 299.2mm属于大偏心。12 Asw f ywMsw=;(hw0-1.5x)-2hw012 251.25 210550-1.5 35.12 N mm2550= 11.87 106N mmM c = r f4x hwo -仝.2君 35 12、=1 19.1 200 35.12 1550 N
11、mmI 2丿= 71.43 1 06N mmRE IMw Nw hwo 一 ; M sw 一 M cf y hwo - a0.85 4.07 106 101.71 103 550- 75 11.87 10-71.43 1062 mm1 I 2丿300 550-15二负值按构造要求, = A =0.0125人=0.0125 200 300mm2 = 750mm2,实配416,箍筋 8150b(4)连梁承载力验算一层连梁的剪力为Vb 二 Nw3(1)-Nw32198.19-167.05 = 31.14kN,Lc/hb = 0.75m/0.45m=1.67: 2.5,斜截面受剪承载力应满足1 ( A
12、 vb EhVb 0.38ftbbhb0 0.9fyv 竺 hb0;RE I S 丿当采用箍筋 10100时,则1 F 157 X|.0.381.7仆 200汉 415 + 0. 210汉*415 :1.2 1.3 31.14kN =48.58kN : 100 kN1000=99.89mm-208.33kN连梁弯矩:Mb 訥“ =31.14 kN m=11.68kN m2 2A 丄 Eh REMb =1.3 0.75 11.68 106 fyo-a) 300 (415-35)若按最小配筋率则可算出:2A =0.00257 200 70359.8mm2由于99.89359.8,按一般混凝土框架梁构造配筋,故取 人二AS = 359.8mm2实配上下各216 402mm2.
copyright@ 2008-2022 冰豆网网站版权所有
经营许可证编号:鄂ICP备2022015515号-1