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黑龙江八一农垦大学毕业设计1.工程概况黑龙江省某市兴建六层商店住宅,建筑面积4770平方米左右,拟建房屋所在地震动参数,基本雪压,基本风压,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)e1人工填土1152粉质粘土518.8530.930.35101903粘 土1018.524.20.820.40122102.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1层为3.6m,26层为2.8m。填充墙采用陶粒空心砌块砌筑:外墙400mm;内墙200mm。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120mm,梁截面高度按跨度的估算,尺寸见表2,砼强度采用。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纵梁次梁柱截面尺寸可根据式估算。因为抗震烈度为7度,总高度,查表可知该框架结构的抗震等级为二级,其轴压比限值;各层的重力荷载代表值近似取12,由图2.2可知边柱及中柱的负载面积分别为和。由公式可得第一层柱截面面积为边柱 中柱 如取柱截面为正方形,则边柱和中柱截面高度分别为和。根据上述计算结果并综合考虑其它因素,本设计框架柱截面尺寸取值均为,构造柱取。基础采用柱下独立基础,基础埋深标高-2.40m,承台高度取1100mm。框架结构计算简图如图1所示。取顶层柱的形心线作为框架柱的轴线;梁轴线取至板底,层柱高度即为层高,取2.8m;底层柱高度从基础顶面取至一层板底,取4.9m。 图1.框架结构计算简图3.重力荷载计算3.1屋面及楼面的永久荷载标准值屋面(上人): 20厚水泥砂浆找平层 150厚水泥蛭石保温层 100厚钢筋混凝土板 20厚石灰砂浆 合计 4.1115层楼面: 瓷砖地面(包括水泥粗砂打底) 0.55 120厚钢筋混凝土板 V型轻钢龙骨吊顶或20厚水泥砂浆 0.34 合计 3.393.2屋面及楼面可变荷载标准值 上人屋面均布荷载标准值 2.0 楼面活荷载标准值 2.0 屋面雪荷载标准值 3.3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了。具体计算过程从略,计算结果见表3。 表3 梁、柱重力荷载标准值层次构件n1横梁0.30.5251.053.9385.414397.714288.76纵梁0.30.6251.054.7253.012170.10纵梁0.30.6251.054.7252.8452.92柱0.60.6251.059.4504.9663056.13横梁0.30.5251.053.9383.011129.95纵梁0.30.6251.054.7254.816362.88纵梁0.30.6251.054.7252.112119.07续表3纵梁0.30.6251.054.7253.018255.153588.57纵梁0.30.6251.054.7254.816362.88纵梁0.30.6251.054.7252.112119.07纵梁0.30.6251.054.7252.8679.38柱0.60.6251.059.452.8661746.36横梁0.30.5251.053.9385.422467.83横梁0.30.5251.053.9383.022259.91次梁0.30.4251.053.153.2880.64次梁0.30.4251.053.153.5222.05次梁0.30.4251.05 3.155.28131.04次梁0.30.4251.053.153.4664.26 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;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;柱高取层高。外墙为400厚陶粒空心砌块(5),外墙面贴瓷砖(0.5),内墙面为20mm厚抹灰,则外墙单位墙面重力荷载为:;内墙为200厚陶粒空心砌块,两侧均为20mm厚抹灰,则内墙单位面积重力荷载为:1。木门单位面积重力荷载为; 铝合金窗单位面积重力荷载取;钢铁门单位面积重力荷载为。3.4重力荷载代表值(见图4) 集中于各楼层标高处的重力荷载代表值,为计算单元范围内的各楼层楼面上的重力荷载代表值及上下各半层的墙柱等重量。计算时,各可变荷载的组合按规定采用,屋面上的可变荷载均取雪荷载,具体过程略,计算简图见图2。 4.横向框架侧移刚度计算横梁线刚度计算过程见表4;柱线刚度计算见表5。表4 横梁线刚度计算表类别层次AB3600BC6000表5 柱线刚度计算表层次149002800柱的侧移刚度D值按下式计算:。根据梁柱线刚度比的不同,柱可分为中框架中柱和边柱、边框架中柱和边柱以及楼、电梯间柱等,计算结果分别见表6、 表7、表8。表6 中框架柱侧移刚度D值层 次左边柱(18根)右中柱(18根)中柱(18根)10.3540.363119960.5190.421139101.260.5417845787518260.2030.092162920.3380.145256780.720.265469291366066 表7 边框架柱侧移刚度D值层 次A-1,A-15,A-16,A-30D-1,D-15,D-16,D-30B-1,B-15,B-16,B-3010.5910.421139100.3540.363119960.9450.4916193168396260.3380.145256780.2030.092162920.540.21337721318764将上述不同情况下同层框架侧移刚度相加,即得框架各层层间侧移刚度,见表8。由表8可见,故该框架为横向规则框架。表8 横向框架层间侧移刚度D值层 次1234561194642168483016848301684830168483016848305.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64940.394940.39 1684830 2.930 88.5856880.2811820.6716848307.02085.6546880.2818700.95 168483011.1078.6336880.2825581.23 168483015.18067.5326880.2832461.51168483019.27052.3517058.8839520.39119464233.08033.08结构基本自震周期,其中T的量纲为m,取,则 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 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Tg=0.40s 水平地震影响系数最大值 因为,所以不应考虑顶部附加水平地震作用。各质点的水平地震作用: 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Hi(m)Gi(KN)GiHi(KN)Fi(KN)Vi (KN)618.94940.3993373.370.271116.791116.79516.16880.28110772.510.223922.3862039.176413.36880.2891507.720.185765.2082804.384310.56880.2872242.940.146603.9843408.27827.76880.2852978.160.107442.583850.85814.97058.8834588.510.07289.544140.398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。(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和顶点位移按下式计算 和 ,各层的层间弹性位移角,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61116.7916848300.6611.3128000.23652039.17616848301.2110.6528000.43242804.38416848301.669.4428000.59333408.27816848302.027.7828000.72123850.85816848302.295.7628000.81814140.39811946423.473.4749000.708由表可见,最大层间弹性位移角发生在第2层,其值0.8181/550,满足要求,其中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 ; ; 各柱反弯点高度比 本例中底层柱需考虑修正值y2,第二层柱需考虑修正值y1和y3,其余柱均无修正。计算结果见表12。 梁端弯矩、剪力及柱轴力分别按式 ; ; ;计算结果见表12。70表12 各层柱端弯矩及剪力计算层次hi/mVi/kNDijNm右 边 柱中 柱Di1Vi1yDi2Vi2y62.81116.7916848303567817.020.1300.13.16228.463975325.320.1490.0503.872.1652.82039.17616848302567831.080.1310.1510.1957.763975354.440.1490.116.33146.9942.82804.38416848302567842.740.1310.219.6578.63975378.70.1490.2559.03177.0832.83408.27816848302567851.940.1310.3514.2779.53975397.990.1490.35102.89191.0822.83850.85816848302567858.690.1570.698.854.8926711108.390.1730.53206.81183.414.94140.39811946421391048.210.230.95305.8316.12547183.580.4160.9368.5940.59注:表中M的量纲为kNm,V量纲为kN 续表12 层次hi/mVi/kNDijNm边 柱Di1Vi1y63.076111946031654110.540.1300.13.16228.4653.01635.8711946031654122.650.1310.1510.1957.7643.02364.9311946031654132.750.1310.219.6578.633.02944.5311946031654140.770.1310.3514.2779.523.63363.748289631127145.740.1570.698.854.8914.93640.7911095932002265.70.230.95305.8316.1表13梁端弯矩、剪力及柱轴力计算层次边梁边梁柱轴力 LVbLVb右边柱中柱N1左边柱639.60224.7543.617.8828.57710.7166.06.5517.88-11.33-6.55567.31742.0733.630.3942.90916.096.09.8348.27-31.89-16.38499.56462.2283.644.9452.17219.5656.011.9693.21-64.87-28.343127.85779.9113.657.7171.69226.8856.016.43150.92-106.15-44.77231.75619.8483.614.3378.33829.3776.017.95165.25-102.53-62.721278.574174.113.6125.75101.9038.2116.023.35291-204.93-86.07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kNm,V单位N,l的单位为m。.(a)框架弯矩图 (b)梁端剪力及柱轴力图图4 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,基本风压w0=0.40KN/m2。由荷载规范查得(迎风面)和(背风面),B类地区,H/B=18.9/82.9=0.23,查表得: 脉动影响系数=0.42. T1=0.492S ,W0T12=0.097KNS2/m2. 查表得脉动增大系数=1.23。 仍取图4轴线横向框架,其负载宽度4.05m,沿房屋高度分布风荷载标准值 根据各楼层标高处高度Hi查取,沿房屋高度的分布见表14。 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Hi(m)Hi(m)618.91.001.2261.4212.261.41 516.10.8521.1641.3782.081.30413.30.7031.0921.3331.891.18310.50.5561.0141.2831.691.0527.70.4071.01.2101.570.9814.90.2591.01.1341.470.92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,应采用风振系数来考虑风压脉动的影响,本例房屋高度H=18.9m30m,H/B0.23,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F5的计算如下:F5=(2.08+1.3+1.89+1.18)2.81/2 +(2.26-2.08)+(1.41-1.3)2.81/21/3 +(2.08-1.89)+(1.3-1.18)2.81/22/3 =9.45KN (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,由式计算层间剪力Vi,然后依据表6求出轴-4线框架的层间侧移刚度,再按式;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123456Fi(KN)10.977.157.748.599.458.43Vi(KN)52.3341.3634.2126.4717.888.434375188899888998889988899888991.1960.4650.3850.2980.2010.0941.1961.6612.0462.3442.5452.6390.2440.1660.1380.1060.0720.034 由表15可见,风荷载作用下框架最大层间位移角为0.244,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左边梁右边梁柱轴力LVbLVb右边柱中柱N1左边柱64.0750.4896.00.765.6543.5343.62.552-0.76-1.7922.55257.0970.8526.01.32510.9896.8683.64.96-2.085-2.0857.512411.0971.3326.02.07217.46110.9133.67.882-4.157-4.15715.394314.4631.7366.02.7023.78314.8643.610.735-6.857-6.85726.129215.3921.8476.02.8735.593.4943.62.523-9.73-9.7328.652125.6153.0746.04.78268.12342.5773.630.75-14.512-14.5159.4024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。表16 风荷作用各层柱端弯矩及剪力计算层次hi/mVi/kNDijNm左 边 柱中 柱Di1Vi1yDi2Vi2y62.88.4388899162921.540.2030.0550.2374.075469294.450.720.718.8473.61352.817.8843751162923.280.2030.2532.3246.86469299.4390.720.410.57215.85742.826.4743751162924.850.2030.3544.8078.7734692913.9730.720.4517.60621.51832.834.2143751162926.270.2030.457.99.6564692918.0590.720.4522.75427.81122.841.3643751162927.580.2030.64713.7327.4924692921.8340.721.1670.917-9.78114.952.33437511199614.350.3540.83158.43211.8831784521.3441.260.5961.70642.88层次hi/mVi/kNDijNm右 边 柱Di1Vi1y62.88.4388899256782.430.3380.1691.155.65452.817.8843751256785.160.3380.3194.6099.83942.826.4743751256787.650.3380.48.56812.85232.834.2143751256789.880.3380.4512.44915.21522.841.36437512567811.950.3381.20540.319-6.85914.952.33437511391016.640.5910.65953.73227.804续表16(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6.1横向框架内力计算6.1.1计算单元取8轴线横向框架进行计算,计算单元宽度为3.6m,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,代表横梁自重,为均布荷载。对于第6层:=,为房间板传给横梁的梯形荷载,由图7所示,几何关系得图7 横向框架计算单元图8各层梁上作用的恒荷载 = 、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:集中力矩 对25层,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: 对1层: 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。 图9 各层梁上作用的活荷载 在雪荷载作用下: 对于15层: 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63.93814.79614.796045.143.64045.16.77006.7652512.40212.2049.15311.1932.5762.5863.3432.494.89004.87117.5512.2049.15311.1932.5762.5863.3432.494.89004.87表19 横向框架活荷汇总表层 次67.21206.4812.9625.9200.972000.972157.25.46.66.4812.5625.9212.510.972000.9656.1.3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。(a) 恒荷作用下 图10 横向框架弯矩的二次分配法(b)活荷作用下图10 横向框架弯矩的二次分配法(a)恒荷作用下图11竖向荷载作用下框架弯矩图(b)活荷作用下图11 竖向荷载作用下框架弯矩图表20 恒荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力 总 剪 力 柱 轴 力AB 跨BC 跨AB 跨BC 跨AB跨BC跨 A 柱 B 柱C 柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN顶N底N顶N底N顶N底623.3151.0751.07-3.9771.35919.33327.28749.71149.71164.433110.738120.638166.94394.811141.116553.98100.7393.43-6.4642.17847.51660.44491.25298.552203.354229.814369.579396.039277.468303.928453.98100.7393.43-6.272.27947.7160.2591.15198.451322.624349.084598.38624.84440.179466.639353.98100.7393.43-6.272.27947.7160.2591.15198.451441.894468.354827.181853.641602.89629.35253.98100.7393.43-6.292.1447.6960.2791.2998.59561.144587.6041056.1411082.601765.74792.2153.98100.7393.43-6.4041.9947.57660.38491.4498.74680.28706.741285.3651311.825928.74955.2表21 活荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力 总 剪 力 柱 轴 力AB 跨BC 跨AB 跨BC 跨AB跨BC 跨 A 柱 B 柱C 柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN顶=N底N顶=N底N顶=N底66.4825.2025.20-1.9310.1214.5498.41125.32125.07911.02946.69231.55956.4815.6415.05-0.5630.0225.9177.04315.66215.02812.39735.26521.46346.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44136.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44126.4815.6415.05-0.740.0385.747.2215.67815.01212.2235.45821.44716.4815.6415.05-1.1250.085.3557.60515.7214.9711.83535.88521.4056.2横向框架内力组合6.2.1结构抗震等级 结构的抗震等级根据结构类型、地震烈度、房屋高度等因素查表得,本商场框架结构为二级抗震等级。6.2.2框架梁内力组合 本方案考虑了四种内力组合,即,及。此外,对于本方案,这种内力组合与考虑地震作用的组合相比一般较小,对结构设计不起控制作用,故不予考虑。各层梁的内力组合结果见表22,表中,两列中的梁端弯矩为经过调幅后的弯矩(调幅系数取0.8)。6.2.3框架柱内力组合取每层柱顶和柱底两个控制截面进行组合,组合结果以及柱端弯矩设计值的调整见表6.6表6.9。在考虑地震作用效应的组合中,取屋面为雪荷载时的内力进行组合。层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQK一AM-30.461-2.58668.123278.57453.999135.546243.031-300.188-43.708-40.174177.843V47.5765.35530.75125.7521.538107.638-77.378167.84369.58364.588B左M-48.905-5.82542.58174.11-126.453-7.229-216.393123.122-71.847-66.841V60.3847.60530.75125.75126.15840.658180.374-64.83889.12383.108层B右M-105.02-14.34425.62101.896-110.233-181.969-1.62-200.318-156.116-146.101128.706V98.7415.724.78223.35133.801147.19173.174118.706149.019140.496CM95.46213.9593.07438.211129.793138.40154.942129.453142.833134.097V43.03814.974.78223.3579.29865.90968.23722.70473.07172.604跨间MAB75.2646.39111.37153.7248.48162.89MBC230.18174.42299.37189.38272.31201.94三AM-30.553-2.93323.783127.857-7.474-74.06695.843-153.478-44.18-40.77111.797V47.715.75710.73557.7150.28380.341-10.738101.79770.16665.312B左M-48.61-5.01414.86779.911-86.165-44.538-123.91931.908-70.638-65.352V60.257.21210.73557.7197.42667.368113.7381.20388.5582.397层B右M-99.863-15.04814.46371.692-120.655-161.151-26.749-166.548-149.863-140.903121.683V98.45115.6842.716.43136.319143.87979.644111.683148.593140.099C右M88.92614.8381.73626.885125.054129.91560.497112.924134.888127.484V91.15115.0062.716.43134.17126.61104.80872.769138.06130.39跨间MAB68.9831.45151.13270.5634.53157.54MBC176.56148.31218.76153163.87160.03表22框架梁内力组合表续表22层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQK六层AM-25.302-2.015.65439.602-25.261-41.09214.936-62.288-36.168-33.17646.88V19.3334.5492.55217.8825.99533.1412.01436.8830.63929.568B左M36.7557.5733.53424.75449.76159.65612.35260.62357.19254.708V27.2878.4112.55217.8848.09340.94745.77610.9145.24844.52B右-49.586-21.5624.07528.577-83.985-95.395-26.468-82.193-88.503-89.6893.35749.71125.3210.766.5594.03996.16749.74862.52192.43195.103CM43.06122.1420.48910.71681.98783.35738.27159.16780.27482.672V49.71125.0790.766.5595.82893.762.41249.63992.18994.764跨间MAB78.1143.2662.8766.1432.45132.32 MBC96.2793.9494.3784.63150.7293.27表23(a) 横向框架A柱弯矩和轴力组合层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M19.7982.5135.65439.60219.36039.191-19.66357.56129.24027.27657.561-19.66329.240N64.43311.0292.55217.88089.18796.33345.52080.38698.01492.76080.38645.52098.014柱底M-18.324-1.7641.1508.054-22.848-26.068-9.433-25.138-26.501-24.458-25.138-9.433-26.501N110.73811.0292.55217.880144.753151.89987.194122.060160.525148.326122.06087.194160.5255柱顶M16.6712.1879.83959.2639.29236.842-41.79373.76924.69323.06773.769-41.79324.693N203.35412.3977.51248.270250.864271.897141.534235.661286.925261.381235.661141.534286.925柱底M-16.333-1.4394.60927.761-15.162-28.06711.720-42.414-23.489-21.614-42.41411.720-23.489N229.81412.3977.51248.270282.616303.649165.348259.475322.646293.133259.475165.348322.6464柱顶M16.3142.41112.85271.8034.95940.945-54.24085.77524.43522.95285.775-54.24024.435N322.62412.23715.39493.210382.729425.832204.989386.748447.779404.281386.748204.989447.779柱底M-16.333-1.4398.56847.869-9.619-33.60931.325-62.020-23.489-21.614-62.02031.325-23.489N349.08412.23715.39493.210414.481457.584228.803410.562483.500436.033410.562228.803483.5003柱顶M16.3142.41115.21579.9881.65144.253-62.22193.75624.43522.95293.756-62.22124.435N441.89412.23726.129150.92510.824583.985256.064550.358608.794547.405550.358256.064608.794柱底M-17.056-1.47712.44965.444-5.106-39.96447.793-79.823-24.503-22.535-79.82347.793-24.503N468.35412.23726.129150.92542.576615.737279.878574.172644.515579.157574.172279.878644.5152柱顶M17.9602.3542.85933.68815.24534.450-15.62350.06926.60024.84850.069-15.62326.600N561.14412.22028.652165.25650.368730.594349.410671.647769.764690.481671.647349.410769.764柱底M-20.104-1.52640.319198.0230.185-82.708185.908-225.973-28.666-26.261-225.973185.908-28.666N587.60412.22028.652165.25682.120762.346398.105741.825805.485722.233741.825398.105805.485续表23(a) 注:表中M以左侧受拉为正,单位为KN.m。N以受压为正,单位为KN。SQK一列中括号内的数值为屋面作用雪荷载,其它层楼面作用活荷载对应的内力值。表23(b) 横向框架A柱柱端组合弯矩设计值调整层 次 6 5 4 3 2 1截 面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底78.41132.82105.15340.29671.647741.825961.39986.791注:表中弯矩为相应于本层柱净高上、下两端弯矩设计值层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM1柱顶M8.9241.70527.80480.554-25.83052.021-74.39193.16213.75213.09693.162-74.39113.752N680.28011.83559.402291.00749.742916.068356.110961.390930.213832.905961.390356.110930.213柱底M-4.462-0.85353.732155.6868.676-81.773157.209-166.595-6.877-6.549-166.595157.209-6.877N706.74011.83559.402291.00781.494947.820381.511986.791965.934864.657986.791381.511965.934 表24 横向框架A柱剪力组合(KN)层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK 1.4 SQK 6-13.615-1.5282.4317.02-15.075-21.8793.653-29.536-19.908-18.47718.66 5-11.787-1.2955.1631.08-8.733-23.18119.112-41.494-17.2707-15.95726.22 4-11.787-1.3757.6542.74-5.359-26.77930.444-52.899-17.287-16.06933.35 3-33.370-1.3889.8851.94-28.155-55.81919.984-81.299-46.438-41.98739.17 2-13.594-1.38611.9558.69-1.523-34.98344.364-70.081-19.738-18.25362.29 1-1.821-0.34816.6448.2120.624-25.96845.209-48.800-2.806-2.67268.62注: 表中V以绕柱端顺时针为正。为相应于本层柱净高上下两端的剪力设计值。表25(a) 横向框架B柱弯矩和轴力组合层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M27.272 17.487 3.613 25.261 52.150 62.266 7.784 57.043 54.304 57.208 57.043 7.784 54.304 N120.638 46.690 1.792 11.330 207.623 212.640 118.538 140.631 209.551 210.132 140.631 118.538 209.551 柱底M-33.427 -9.288 8.847 61.847 -40.730 -65.501 26.037 -94.565 -54.414 -53.116 -94.565 26.037 -54.414 N166.943 46.692 1.792 11.330 263.192 268.209 160.213 182.307 272.065 265.700 182.307 160.213 272.065 5柱顶M45.172 4.514 15.857 95.424 38.326 82.726 -50.352 135.725 65.496 60.526 135.725 -50.352 65.496 N369.579 35.265 5.427 31.890 485.268 500.464 317.398 379.583 534.197 492.866 379.583 317.398 534.197 柱底M-43.421 -6.271 10.572 63.616 -46.084 -75.685 20.125 -103.926 -64.889 -60.885 -103.926 20.125 -64.889 N396.039 35.265 5.427 31.890 517.020 532.216 341.212 403.397 569.918 524.618 403.397 341.212 569.918 4柱顶M43.421 6.271 21.518 120.289 30.759 91.010 -80.406 169.795 64.889 60.885 169.795 -80.406 64.889 N598.380 35.465 11.237 64.870 751.975 783.439 524.003 658.933 843.278 767.707 658.933 524.003 843.278 柱底M-43.421 -6.271 17.606 98.419 -36.236 -85.533 57.662 -147.050 -64.889 -60.885 -147.050 57.662 -64.889 N624.840 35.465 11.237 64.870 783.727 815.191 549.405 684.334 878.999 799.459 684.334 549.405 878.999 3柱顶M43.421 6.271 27.811 146.192 21.949 99.820 -107.345 196.734 64.889 60.885 196.734 -107.345 64.889 N827.181 35.456 19.272 106.150 1015.275 1069.236 700.717 921.509 1152.150 1042.256 921.509 700.717 1152.150 柱底M-49.879 -6.434 22.754 119.612 -37.007 -100.718 73.424 -175.369 -73.771 -68.862 -175.369 73.424 -73.771 N853.641 35.456 19.272 106.150 1047.027 1100.988 726.118 946.910 1187.871 1074.008 946.910 726.118 1187.871 2柱顶M49.728 6.434 9.781 46.551 54.988 82.375 2.414 99.240 73.567 68.681 99.240 2.414 73.567 N1056.141 35.458 18.922 102.530 1290.520 1343.501 924.284 1137.546 1461.248 1317.010 1137.546 924.284 1461.248 柱底M-46.046 -6.661 70.917 346.879 34.703 -163.864 313.353 -408.156 -68.823 -64.581 -408.156 313.353 -68.823 N1082.601 35.458 18.922 102.530 1322.272 1375.253 949.686 1162.948 1496.969 1348.762 1162.948 949.686 1496.969 续表25(a) 层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK) SQKSQKNNminMNmaxM1柱顶M28.623 3.989 42.88 123.954 -20.100 99.964 -99.519 158.305 42.630 39.932 158.305-99.519 42.630 N1285.365 35.89 44.89 204.930 1529.83 1655.523 1038.048 1464.302 1771.128 1592.677 1464.3021038.048 1771.128 柱底M-14.311 -1.99 61.71 179.111 66.422 -106.355 171.579 -200.972 -21.315 -19.966 -200.972171.579 -21.315 N1311.825 35.89 44.89 204.930 1561.58 1687.275 1063.450 1489.704 1806.849 1624.429 1489.7041063.450 1806.849 注:表中M以左侧受拉为正,单位为KN.m。N以受压为正,单位为KN。SQK一列中括号内的数值为屋面作用雪荷载,其它层楼面作用活荷载对应的内力值。表25(b) 横向框架B柱柱端组合弯矩设计值调整层 次 6 5 4 3 2 1截 面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底157.22104.21303.42344.27155.059551.215921.509946.911137.5461162.9481464.3021489.704注:表中弯矩为相应于本层柱净高上、下两端弯矩设计表27(b) 横向框架C柱柱端组合弯矩设计值调整层 次 6 5 4 3 2 1截 面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底111.2174.3453.82187.34767.29249.16635.627661.28810.634836.035991.3781016.779注:表中弯矩为相应于本层柱净高上、下两端弯矩设计表26 横向框架B柱剪力组合(KN)层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK 1.4 SQK 621.6789.5634.4531.1145.631833.171854.1458-6.518738.828339.401834.27 531.643.8529.43956.856.575430.146285.5894-25.170646.56643.360854.08 431.0154.47913.97378.1163.050823.9264106.0863-46.228246.3492543.488671.5 333.3214.53818.05994.9371.62121.0558124.5878-60.525849.5213546.338483.97 234.2054.67721.834107.2678.161417.0262137.4677-71.689450.8537547.5938114.5 15.8410.81421.83461.8538.7164-22.418865.92695-54.68068.699358.1488181.08注: 表中V以绕柱端顺时针为正。为相应于本层柱净高上下两端的剪力设计值。表28 横向框架C柱剪力组合(KN)层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK 1.4 SQK 6-35.726-14.5662.4310.8-59.862-66.666-28.178-49.238-62.796-63.26434.27 5-39.088-5.4145.1619.72-47.261-61.709-18.389-56.843-58.183-54.48554.08 4-38.024-6.6287.6521.12-44.198-65.618-16.612-57.796-57.960-54.90871.5 3-38.437-6.689.8832.96-41.644-69.308-5.463-69.735-58.570-55.47683.97 2-42.109-7.05911.9537.24-43.683-77.143-4.766-77.384-63.906-60.413114.5 1-9.144-1.47916.6441.5810.253-36.33931.645-49.436-13.823-13.043181.08层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M47.313 27.677 4.075 28.577 89.818 101.228 27.174 82.899 91.550 95.523 82.899 27.174 91.550 N94.811 31.559 0.760 6.550 156.892 159.020 93.145 105.918 159.554 157.956 105.918 93.145 159.554 柱底M-52.719 -13.108 0.237 1.663 -81.282 -81.946 -51.724 -54.967 -84.279 -81.614 -54.967 -51.724 -84.279 N141.116 31.559 0.760 6.550 212.458 214.586 134.820 147.592 222.066 213.522 147.592 134.820 222.066 5柱顶M56.213 6.361 6.860 41.246 66.757 85.965 13.239 93.669 82.249 76.361 93.669 13.239 82.249 N277.468 21.463 2.085 16.380 360.091 365.929 243.409 275.350 396.045 363.010 275.350 243.409 396.045 柱底M-53.234 -8.797 2.324 13.970 -72.943 -79.450 -38.249 -65.490 -80.663 -76.197 -65.490 -38.249 -80.663 N303.928 21.463 2.085 16.380 391.843 397.681 267.223 299.164 431.766 394.762 299.164 267.223 431.766 4柱顶M53.234 9.762 8.773 38.202 65.265 89.830 15.057 89.550 81.628 77.548 89.550 15.057 81.628 N440.179 21.441 4.157 28.340 552.412 564.052 378.178 433.441 615.683 558.232 433.441 378.178 615.683 柱底M-53.234 -8.797 4.807 20.934 -69.467 -82.926 -31.459 -72.280 -80.663 -76.197 -72.280 -31.459 -80.663 N466.639 21.441 4.157 28.340 584.164 595.804 401.992 457.255 651.404 589.984 457.255 401.992 651.404 3柱顶M53.234 9.762 9.656 50.758 64.029 91.066 3.002 108.579 81.628 77.548 108.579 3.002 81.628 N602.890 21.441 6.857 44.770 743.886 763.085 542.505 635.627 835.343 753.485 635.627 542.505 835.343 柱底M-54.390 -8.941 7.900 41.530 -66.725 -88.845 -13.315 -99.697 -82.368 -77.785 -99.697 -13.315 -82.368 N629.350 21.441 6.857 44.770 775.638 794.837 567.907 661.028 871.064 785.237 661.028 567.907 871.064 2柱顶M52.390 9.579 7.492 36.808 65.790 86.767 16.612 93.173 80.306 76.279 93.173 16.612 80.306 N765.740 21.447 9.730 62.720 935.292 962.536 680.176 810.634 1055.196 948.914 810.634 680.176 1055.196 柱底M-65.516 -10.187 13.732 67.464 -73.656 -112.11 2.377 -137.948 -98.634 -92.881 -137.948 2.377 -98.634 N792.200 21.447 9.730 62.720 967.044 994.288 705.578 836.035 1090.917 980.666 836.035 705.578 1090.917 表27(a) 横向框架C柱弯矩和轴力组合续表27(a) 层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM1柱顶M44.807 7.248 11.883 34.432 47.279 80.552 10.684 82.303 67.737 63.916 82.303 10.684 67.737 N928.740 21.405 14.512 86.070 1124.138 1164.772 812.352 991.378 1275.204 1144.455 991.378 812.352 1275.20 柱底M-22.403 -3.624 58.432 169.31 49.848 -113.762 152.836 -199.329 -33.868 -31.957 -199.33 152.836 -33.868 N955.200 21.405 14.512 86.070 1155.890 1196.524 837.754 1016.779 1310.925 1176.207 1016.78 837.754 1310.93 注:表中M以左侧受拉为正,单位为KN.m。N以受压为正,单位为KN。SQK一列中括号内的数值为屋面作用雪荷载,其它层楼面作用活荷载对应的内力值。7.截面设计7.1框架梁 本方案以第一层为例,说明计算方法和过程,各层梁的配筋计算结果见表29和表7.2。 表29框架梁横向钢筋计算表层次截面M(KN.m)As(mm2)实配钢筋As6支座A57.3210603427.28316(603)1.00.421BL68.190603368.21316(603)1.00.421支座Br107.260603547.89316(603)1.00.517C41.340603299.24316(603)1.00.421AB跨67.540.003-333.8316(603)-0.369BC跨127.590.001-547.64316(603)-0.5171支座A-255.758012561552.18520(1570)0.520.67BL-153.647012561081.69520(1271)1.160.82支座Br-168.9012561091.09520(1271)1.160.65C-208.020.14四肢8100(3.14)四肢8150(0.447)BrC128.71570.570.09四肢8100(3.14)四肢8150(0.447)AB跨:故截面满足要求。梁端加密区箍筋取4肢8100,箍筋用HPB235级钢筋()加密区长度取0.85m,非加密区箍筋取4肢8150,箍筋设置满足要求。BC跨:故截面满足要求。加密区长度取0.85m,非加密区箍筋取4肢8150,箍筋设置满足要求。7.2框架柱7.2.1剪跨比和轴压比验算表31柱的剪跨比和轴压比验算柱号层次B、H(mm)Fc(N/mm2)Mc(KN.m)Vc(KN)N(KN)A柱14.376.7534.75162.753.9420.03120.14420.04720.38620.03820.2635,故应考虑偏心矩增大系数。 此为大偏心受压情况再按及相应的M一组计算, 节点上,下端弯距; 此内力组合是非地震作用下的组合情况,且水平荷载等效,故不必进行调整,取 同理可求得: 故按构造配筋,且应满足,单侧配筋率,故选,总配筋率。7.2.3 柱斜截面受剪承载力计算 以第一层柱为例进行计算,有前可知,上柱柱端弯矩设计值 对二级抗震等级,柱底弯矩设计值 则框架柱的剪力设计值 ,满足要求。 其中取较大的柱下端值,而且不应考虑,故为将表25查得的值除以0.8,为将表26查得的值除以0.85。与相应的轴力 取 故该层柱应按构造配置箍筋。柱端加密区的箍筋选用4肢。一层柱底轴压比,查表得柱箍筋最小配箍率特征值,则最小体积配箍率: 取,则,根据构造要求,取加密区箍筋为,加密区位置及长度按规范要求确定。非加密区还应满足,故箍筋取,各层柱箍筋计算结果见表32。表32 框架柱箍筋数量表柱号层次实配箍筋加密区非加密区A柱618.66960.96274.641544.40.442410100410200168.62960.962209.7181544.40.475410100410200B柱634.27960.96356.2761544.40.4424101004102001202.15960.963067.421544.40.581410100410200续表32C柱631.11960.96299.221544.40.442410100410200190.53960.962339.0291544.40.6084101004102007.3框架梁柱节点核芯区截面抗震验算以一层节点为例,由节点两侧梁的弯矩承载力计算节点核芯区的剪力设计值。因节点两侧梁不等高,故计算时取梁的平均高度 ,二级框架梁柱节点核芯区组合的剪力设计值V;应按下式公式确定: 为柱的计算高度,可采用节点上、下柱反弯点之间的距离。(左震)剪力设计值 因,故取,则 满足要求。节点核芯区的承载力按式计算,其中N取二层柱底轴力和二者中的较小者,故取。设节点区配箍为则 故承载力满足要求。.基础设计采用柱下独立基础,根据要求,基础埋深标高取-2.40m,承台高度标高取-1.3m,地质条件见表1.1。.1地基承载力计算及基础底面积确定根据所给地质条件查得基础宽度和深度修正系数,。先不考虑对地基宽度进行修正,地基承载力特征值由计算,而土的加权平均重度 ,所以基础平均埋深.1.1柱以柱为例进行计算,中心荷载作用下基底面积A按下式计算 由于偏心距不大,所以基础底面可按20%增大。故 取6确定基础底的长度L和宽度b由L/b=1.22.0 可取L=3m ,b=2m,不需要对进行修正基础上方回填土重 偏心距 即满足。基底压力 最大基底压力 最小基底压力 满足要求,所以该截面符合要求。A柱设计值: 基底压力 基底附加压力最大值 沉降计算深度 查表得计算厚度.1.2B柱中心荷载作用下基底面积A按下式计算 由于偏心距不大,所以基础底面可按20%增大。故 确定基础底的长度L和宽度b由L/b=1.22.0 可取L=4m ,b=3m地基承载力特征值最终修正值:基础上方回填土重 偏心距 即满足。基底压力 最大基底压力 最小基底压力 满足要求,所以该截面符合要求。基底压力 基底附加压力最大值 沉降计算深度 查表得计算厚度.1.3C柱中心荷载作用下基底面积A按下式计算 确定基础底的长度L和宽度b由L/b=1.22.0 可取L=3m ,b=2.5m地基承载力特征值最终修正值:基础上方回填土重 基底压力 基底附加压力最大值 沉降计算深度 查表得计算厚度。.2用规范法计算基础沉降用规范法计算基础沉降见表33.2.1确定沉降经验系数A柱:.2.2基础最终沉降量B柱: 最终沉降量 C柱: 最终沉降量 .2.3基础的沉降差 .2.4软弱下卧层强度验算持力层粉质粘土的压缩模量Es1=10KPa 下层粘土的压缩模量Es2=12KPa 因此可以认为不存在软弱下卧层。表33规范法计算基础沉降柱号点号ZiL/b2Z/b A001.5010110.670.9768976.8976.80.01716.6123.72.470.69442569.281592.480.01727.0734.530.61322609.440.120.0170.6844.360.015B001.3010110.50.98409849840.01312.7925.42.70.63123408.482424.480.01331.5236.23.10.580349687.520.0110.9645.270.021C001.2010110.670.9612961.2961.20.01812.324.53.00.57962608.216470.01829.6535.33.530.52322672.9664.760.0181.1748.120.024.3基础高度验算按照构造要求,采用锥形基础,初步确定基础尺寸如图基础砼强度采用C30 下设100mm厚强度等级为C10的素混凝土垫层。.3.1A柱抗冲切验算:C柱基础bh=3m2m,由上述两种内力设计值分别求得偏心距基底净反力:柱边基础截面抗冲切验算: 初步选择基础高度h=1100mm, 取 因偏
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