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'土木工程建筑结构毕业设计-76-
第一章工程概况1.1.设计原始资料1、设计题目:株洲职业技术学院第二学生宿舍2、规模:总建筑面积4278.2m2,层数五层;3、兴建位置:株洲职业技术学院学生公寓小区;4、防火要求:建筑物属一级防火标准;5、建筑标准:1000元/m2(含水电造成价);6、上、下水由城市管网解决;7、电源由城市电网解决;8、气象水文地质条件:①风玫瑰图:夏季盛吹东及东南风,冬季吹东北风;②温度:最热月平均29ºC,最冷月平均13.529ºC;③雨量:年降雨量为1255.1毫米;④地下水:无侵蚀性,在地面以下8米;⑤地质资料:50cm表土以下为亚粘土,地基承载力设计值为210Mpa;9、施工条件:由区级施工单位施工;10、建筑设计图纸:一套完整建筑施工图纸。11、抗震设防烈度7度、第一组,现浇二级框架结构,五层两跨结构,基本风压W=0.46kN/M,地面粗躁程度为B类,地基承载力为210KN/M。12、材料使用:①混凝土:梁、柱和板均使用C30混凝土;基础使用C20。②钢筋:梁、柱受力钢筋采用热轧钢筋HRB400,基础受力钢筋采用热轧钢筋HPB335,板、箍筋均使用HPB235。③墙体:所有墙体采用240厚灰砂砖(18),外墙墙面为瓷砖贴面(0.5),内侧墙面为10mm厚水泥粉刷面(0.36)。④窗:均为铝制玻璃窗(0.4)。⑤门:木门(0.2)。1.2.结构选型1.结构体系选型:采用钢筋混凝土现浇框架结构体系。2.屋面结构:采用现浇钢筋混凝土楼盖,刚柔性相结合的屋面,屋面板厚120mm。3.楼面结构:全部采用现浇钢筋混凝土肋形楼盖,板厚120mm。4.楼梯结构:采用钢筋混凝土梁式楼梯。-76-
第二章结构布置及计算简图2.1.结构布置根据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,其框架结构见下图2.1。图2.12.2.框架结构承重方案的选择竖向荷载的传力途径:楼板的均布活载和恒载经次梁间接或直接传至主梁,再由主梁传至框架柱,最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径,本办公楼框架的承重方案为双向框架承重方案,这可使横向框架整体性和受力性提高,特别适合楼面荷载较大的情况下采用。-76-
2.3.柱网布置(如图2.2)图2.22.4.梁、柱截面尺寸的初步确定2.4.1.梁截面尺寸估算梁截面高度一般取梁跨度的1/8~1/14进行估算,梁宽取梁高的1/2~1/4。本方案中取梁高为500mm,截面宽度取250mm,可得梁的截面初步定为b×h=250×500。2.4.2.柱截面尺寸估算框架柱截面一般都采用矩形或方形截面,在多层建筑中,框架柱的截面宽度按层高的1/12~1/18估算,高度为宽度的1-2倍。可得柱的截面初步定b×h=500500。2.5.框架计算简图及梁柱线刚度2.5.1.确定框架计算简图框架计算简图计算,如图2.3。假定框架柱嵌固于基础顶面,框架梁与柱刚接。由于各层柱的截面尺寸不变,故梁跨等于柱截面形心轴线之间的距离。底层柱高可从基础顶面算至楼面标高处,中间层柱高可从下一层楼面标高算至上一层楼面标高,顶层柱高可从顶层楼面标高算至屋面标高。2.5.2.框架梁柱的线刚度计算对于中框架梁取=2左边跨梁:中跨梁:-76-
右跨梁:底柱:余柱:令,则其余个杆件的相对线刚度图2.3-76-
第三章竖向荷载计算3.1.恒载标准值计算(1)屋面防水层(刚性)30厚C20细石混凝土防水1.0kN/防水层(柔性)三毡四油铺小石子0.4kN/找平层:15厚水泥砂浆0.3kN/找平层:15厚水泥砂浆0.3kN/找坡层:40厚水泥石灰焦渣砂浆3‰找平0.56kN/保温层:80厚矿渣水泥1.16kN/结构层:120厚现浇钢筋混凝土板3kN/抹灰层:10厚混合砂浆0.17kN/合计:6.89kN/(2)各层走廊楼面水磨石地面0.65kN/结构层:120厚现浇钢筋混凝土板3kN/抹灰层:10厚混合砂浆0.17kN/合计:3.82kN/(3)标准层楼面大理石面层,水泥砂浆擦缝,30厚1比3干硬性水泥砂浆,面上撒2厚素水泥,水泥浆结合层一道1.16kN/结构层:120厚现浇钢筋混凝土板3kN/抹灰层:10厚混合砂浆0.17kN/合计:4.33kN/(4)梁自重梁自重抹灰层:10厚混合砂浆0.21kN/m合计:2.59kN/梁自重抹灰层:10厚混合砂浆0.17kN/m合计:1.57kN/-76-
基础梁梁自重抹灰层:10厚混合砂浆0.17kN/m合计:2.42kN/(5)柱自重梁自重抹灰层:10厚混合砂浆0.32kN/m合计:6.59kN/(6)外纵墙自重纵墙铝合金窗0.95kN/m水刷石外墙面0.75kN/m水泥粉刷内墙面0.54kN/m合计:7.42kN/(7)内墙内墙水泥粉刷内墙面2.59kN/m合计:6.05kN/(8)栏杆自重(9)木门单位面积重力荷载:0.2kN/铝合金窗单位面积重力荷载:0.4kN/3.2.活荷载标准值计算(1)屋面和楼面活荷载标准值上人屋面:2.0kN/楼面:洗浴室2.0kN/洗衣房3.0kN/商店2.0kN/活动室2.0kN/走廊2.0kN/楼梯2.0kN/3.3.竖向荷载下框架受荷取3轴线一榀框架作为计算单元(如图3.1)。(1)D-C轴间框架梁屋面板传荷载:板传至梁上的三角形或梯形荷载,为简化计算近似按图3.2方法等效为均布荷载,荷载的传递示意图见图3.3。-76-
图3.1图3.2恒载:活载:楼面板传荷载:恒载:活载:-76-
梁自重:2.59D-C轴间框架梁均布荷载为:屋面梁:恒载=梁自重+板传荷载=2.59+12.92=15.51活载=板传荷载=3.75楼面梁:恒载=梁自重+板传荷载=2.59+8.12=10.71(2)C-B轴间框架梁屋面板传荷载:恒载:图3.3活载:楼面板传荷载:恒载:活载:梁自重:2.59C-B轴间框架梁均布荷载为:屋面梁:恒载=梁自重+板传荷载=2.59+19.53=22.12活载=板传荷载=5.67楼面梁:恒载=梁自重+板传荷载=2.59+12.27=14.86活载=板传荷载=5.67(3)B-A轴间框架梁屋面板传荷载:恒载:活载:楼面板传荷载:恒载:活载:B-A轴间框架梁均布荷载为:-76-
屋面梁:恒载=梁自重+板传荷载=2.59+7.75=10.34活载=板传荷载=2.25楼面梁:恒载=梁自重+板传荷载=2.59+4.30=6.89活载=板传荷载=2.25(4)D轴柱纵向集中荷载的计算顶层柱:女儿墙自重(做法:墙高1200mm,100mm的混凝土压顶):天沟自重:(图3.4)现浇天沟自重:图3.4顶层柱恒载=女儿墙击天沟自重+梁自重+板传荷载(板传荷载:)顶层柱活载=板传活载=标准层柱恒载=墙自重+梁自重+板传荷载=标准层柱活载=板传活载=基础顶面恒载=底层外纵墙自重+基础梁自重=(5)C轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载-76-
顶层柱活载=板传活载=标准层柱恒载=墙自重+梁自重+板传荷载=标准层柱活载=板传活载=基础顶面恒载=底层外纵墙自重+基础梁自重=(6)B轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载顶层柱活载=板传活=标准层柱恒载=墙自重+梁自重+板传荷载=标准层柱活载=板传=基础顶面恒载=底层外纵墙自重+基础梁自重=框架在竖向荷载作用下的受荷总图如图3.5所示。-76-
图3.5-76-
3.4.各质点重力荷载代表值计算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(恒载+0.5活载)。计算过程略,各质点重量见图3.6。图3.6-76-
第四章横向水平荷载计算4.1.风荷载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。为了简化计算,作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁处的等效集中荷载替代。作用在屋面梁和楼面梁节点处的集中风荷载标准值:,。由于建筑高度小于30米,计算过程见表4.1表4.1集中风荷载标准值离地高度16.51.291.01.30.463.32.68.9113.21.091.01.30.463.33.37.749.91.001.01.30.463.33.37.106.61.001.01.30.463.33.37.103.31.001.01.30.463.33.37.104.2.风荷载作用下的位移验算4.2.1.侧移刚度D(见表4.2)表4.2横向2-5层D值的计算构件名称A轴柱0.35518503B轴柱0.46824393-76-
C轴柱0.55628979横向底层D值的计算构件名称A轴柱0.53420426B轴柱0.62023716C轴柱0.686262404.2.2.风荷载作用下框架侧移计算水平荷载作用下框架的层间侧移可按下式计算:(见表4.3)表4.3风荷载作用下框架侧移计算层次58.198.19718850.00011/2896547.7415.93718850.00021/1489137.1023.03718850.00031/1030127.1030.13718850.00041/787317.1037.23703820.00051/6919-76-
侧移验算:层间侧移最大值:1/6919<1/550(满足要求)4.3.地震力计算横向自振周期的计算采用结构顶点的假想位移法。结构顶点假想位移按按以下公式计算:注:ΣDij为第i层的层间侧移刚度;(△u)i为第i层的层间侧移;(△u)k为第k层的层间侧移;s为同层内框架柱的总数。结构顶点的假想侧移计算过程见表4.4表4.4结构顶点的假象侧移计算层号(kN)(kN)(N/mm)(mm)(mm)510988.8110988.8114377007.64108.7649434.1920423.00143770014.21101.1139434.1929857.19143770020.7786.9129434.1939291.38143770027.3366.1419702.3748993.75140764038.8138.81基本自振周期T1(s)可按下式计算:注:1、为结构基本自振周期考虑非承重砖墙影响的折减系数,取0.8。2、为假想把集中在各层楼面处的重力荷载代表值Gi作为水平荷载而算得的结构顶点位移。-76-
4.4.水平地震作用及楼层地震剪力的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,结构等效总重力荷载代表值。计算水平地震影响系数查《建筑抗震规范》得二类场地一组特征周期值Tg=0.35s。设防烈度为7度的结构总的水平地震作用标准值因为,所以不需考虑顶部附加水平地震作用。各质点的水平地震作用:地震作用下各楼层水平地震层间剪力为-76-
计算过程如表4.5表4.5各质点横向水平地震作用及楼层地震剪力计算表层号(m)(kN)(kN·m)(kN)(kN)516.8610988.81185271.340.3622143.362143.36413.569434.19127927.620.2501479.963623.32310.269434.1996794.790.1891119.794743.1126.969434.1965661.960.128759.635502.7413.369702.3732599.960.064377.145879.88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图4.1图4.14.5.多遇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分别按下列公式计算:各层的层间弹性位移角-76-
,根据《建筑抗震规范》,考虑砖填充墙抗侧力作用的框架,层间弹性位移角限值。计算过程如下表4.6表4.6横向水平地震作用下的位移验算层号(kN)(N/mm)(mm)(mm)(mm)52143.3614377001.49115.31533001/221443623.3214377002.52013.82433001/130934743.1114377003.29911.30433001/100025502.7414377003.8278.00433001/86215879.8814076404.1774.17736601/876由此可见,最大层间弹性位移角发生在第二层,1/862<1/550(满足规范要求)。-76-
第五章竖向荷载作用下框架结构的内力计算5.1.内力计算为简化计算,考虑以下单独受荷情况:(1)恒载作用;(2)活载作用;(满布荷载法)对于(1)、(2)情况,框架在竖向荷载作用下,采用迭代法计算。在内力分析前,还应计算节点各杆的弯矩分配系数以及在竖向荷载作用下各杆端的固端弯矩。5.1.1.恒荷载标准值作用下的内力计算根据下式求得节点各杆端的弯矩分配系数,如图5.1所示。均布荷载和集中荷载偏心引起的固端弯矩构成节点不平衡弯矩:根据上述公式计算的梁固端弯矩如图5.1所示。-76-
图5.1-76-
将固端弯矩及节点不平衡弯矩填入后,迭代计算,直至杆端弯矩趋于稳定,最后按下式求得各杆端弯矩,如图5.2所示。图5.2-76-
以上计算中,当已知框架M图求V图时,可采用结构力学取脱离体的方法。如已知杆件两端的弯矩(如图5.3)。其剪力:节点上柱传来的轴力和左、右传来的剪力,,其下柱的轴力:注:剪力所取隔离体产生顺时针转动为正,弯矩以绕杆端顺时针为正,反之为负,轴力以压力为正,拉力为负。图5.3恒荷载标准值作用下的弯矩图、剪力图、轴力图如图5.4、如图5.5、如图5.6所示。-76-
图5.4-76-
图5.5-76-
图5.65.1.2.活荷载标准值作用下的内力计算2.活荷载采用满布荷载法,因此跨中弯矩应乘以1.1-1.2的系数予以增大。其弯矩图、剪力图、轴力图计算方法与恒荷相同,如图5.7、图5.8、图5.9所示。-76-
图5.7-76-
图5.8-76-
图5.9第六章水平荷载作用下框架结构的内力计算6.1.风荷载标准值作用下的内力计算-76-
框架在风荷载(从左向右吹)作用下的内力用D值法(改进的反弯点法)进行计算。其步骤为:(1)求各柱反弯点处的剪力值;(2)求各柱反弯点高度;(3)求各柱的杆端弯矩及梁端弯矩;(4)求各柱的轴力和梁剪力。第i层第m柱所分配的剪力为:。框架反弯点位置,,计算结果如表6.1所示。表6.1D轴框架柱反弯点位置层号h/myyh/m53.301.100.3550000.3551.1743.301.100.4050000.4051.3433.301.100.4550000.4551.5023.301.100.5000000.5001.6513.661.220.6280000.6282.30C轴框架柱反弯点位置层号h/myyh/m53.301.760.3880000.3881.2843.301.760.4380000.4381.4533.301.760.4880000.4881.6123.301.760.5000000.5001.6513.661.950.5740000.5742.10-76-
B轴框架柱反弯点位置层号h/myyh/m53.302.500.4250000.4251.4043.302.500.4500000.4501.4933.302.500.5000000.5001.6523.302.500.5000000.5001.6513.662.770.5500000.5502.01框架各柱的杆端弯矩、梁端弯矩按下式计算。(如图6.1所示)中柱处的梁边柱处的梁图6.1计算过程如下表6.2所示。表6.2-76-
风荷载作用下D轴框架柱剪力和梁柱端弯矩的计算层号yh/m58.1971885185030.2572.111.174.492.474.49415.9371885185030.2574.101.348.055.4810.52323.0371885185030.2575.931.5010.668.9016.14230.1371885185030.2577.761.6512.8012.8021.70137.2370382204260.29010.802.3014.7124.8327.51风荷载作用下C轴框架柱剪力和梁柱端弯矩的计算层号58.1971885243930.3392.781.285.613.563.502.11415.9371885243930.3395.411.4510.037.818.484.26323.0371885243930.3397.811.6113.2012.5913.117.92230.1371885243930.33910.221.6516.8716.8718.3811.28137.2370382237160.33712.552.1019.5626.3622.7716.77风荷载作用下B轴框架柱剪力和梁柱端弯矩的计算层号58.1971885289790.4033.301.406.264.631.654.62415.9371885289790.4036.421.4911.669.544.2911.99323.0371885289790.4039.281.6515.3215.326.5518.30-76-
230.1371885289790.40312.151.6520.0420.049.3226.04137.2370382262400.37313.882.0122.8627.9411.3331.57框架柱轴力与梁剪力的计算结果见下表6.3表6.3风荷载作用下框架柱轴力与梁端剪力层号梁端剪力/kN柱轴力/kNDC跨CB跨BA跨D轴C轴B轴52.660.752.57-2.661.911.91-1.82-1.8246.331.716.66-8.994.626.53-4.95-6.7739.752.8910.17-18.746.8613.39-7.28-14.05213.364.1214.47-32.109.2422.63-10.35-24.40116.765.6217.54-48.8611.1433.77-11.92-36.326.2.水平地震作用下框架内力计算6.2.1.框架柱端剪力及弯矩公式计算注:1.框架柱的标准反弯点高度比。2.为上下层梁线刚度变化时反弯点高度比的修正值。3.、为上下层层高变化时反弯点高度比的修正值。4.框架柱的反弯点高度比。5.底层柱需考虑修正值,二层柱需考虑修正值和,其它柱无修正。下面是横向框架内力的计算表6.4。表6.4-76-
各层D柱端弯矩及剪力计算层号(m)(kN)(N/mm)D柱(N/mm)(kN)y(m)(kN·m)(kN·m)53.302143.3614377001850327.581.100.35532.3258.7143.303623.3214377001850346.631.100.40562.3291.5633.304743.1114377001850361.041.100.45591.66109.7923.305502.7414377001850370.821.100.500116.85116.8513.665879.8814076402042685.321.220.628196.11116.17各层C柱端弯矩及剪力计算层号(m)(kN)(N/mm)C柱(N/mm)(kN)y(m)(kN·m)(kN·m)53.302143.3614377002439336.371.760.38846.5673.4443.303623.3214377002439361.481.760.43888.86114.0133.304743.1114377002439380.471.760.488129.60135.9723.305502.7414377002439393.361.760.500154.05154.0513.665879.8814076402371699.061.950.574208.12154.46-76-
各层B柱端弯矩及剪力计算层号(m)(kN)(N/mm)B柱(N/mm)(kN)y(m)(kN·m)(kN·m)53.302143.3614377002897943.202.500.42560.5981.9843.303623.3214377002897973.032.500.450108.45132.5633.304743.1114377002897995.602.500.500157.75157.7523.305502.74143770028979110.922.500.500183.01183.0113.665879.88140764026240109.612.770.550220.64180.526.2.2.梁端弯矩、剪力及柱轴力计算具体计算过程见下表6.5表6.5梁端弯矩、剪力及柱轴力的计算层号梁端剪力/kN柱轴力/kNDC跨CB跨BA跨D轴C轴B轴-76-
534.849.8433.55-34.8425.0025.00-23.71-23.71474.6922.2679.03-109.5352.4377.43-56.77-80.483104.1330.94108.92-213.6673.19150.62-77.97-158.452128.4939.29139.42-342.1589.20239.82-100.13-258.581141.9542.34148.63-484.1099.61339.43-106.29-364.87地震荷载作用下的弯矩图、剪力图、轴力图如图6.2、如图6.3、如图6.4所示。-76-
图6.2-76-
-76-
第七章内力组合7.1.结构抗震等级结构抗震等级:本工程框架为三级抗震等级。7.2.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下表,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)。梁端剪力增大系数,三级抗震取1.2。为承载力调整系数,具体取值:正截面承载力计算,梁:0.75,偏心受压柱:0.8,斜截面承载力计算,梁、柱:0.85。轴压比小于0.15的偏心受压柱取0.75。-76-
7.3.框架梁内力组合表(见表7.1)表7.1框架梁内力组合表层次截面内力一层M-3.42-0.9627.51233.0229.35-39.98223.68-230.70-5.58-5.45284.54V12.024.17-16.76-141.95-1.4440.08-142.47171.2420.4020.26M-11.70-4.46-22.77-192.82-48.359.03-200.54175.46-20.26-20.28V19.527.0916.76141.9553.4811.24180.38-133.3333.4433.35M-20.30-9.3616.77115.69-15.02-57.2890.32-135.28-36.77-37.46150.31V35.6914.20-5.62-42.3453.6467.80-3.1490.4362.3862.71M-25.16-8.76-11.33-96.00-55.51-26.95-120.1967.01-42.73-42.46V16.4414.155.6242.3444.6430.4870.77-22.8036.3439.54M-20.49-3.6531.57267.5310.59-68.97240.76-280.93-31.31-29.70341.25V20.434.56-17.54-148.638.1652.36-141.07187.4032.1430.90跨间303.280208.240二层M-4.02-1.1621.70123.8821.06-33.63116.64-124.92-6.59-6.45157.75V13.524.45-13.36-74.695.0038.66-66.4798.5922.7022.45M-10.14-3.99-18.38-100.19-40.355.96-108.6186.76-17.68-17.75V18.626.8113.3674.6947.7614.09105.00-60.0731.9531.88M-23.14-9.0211.2860.39-24.92-53.3534.00-83.77-40.26-40.4089.18V35.9314.21-4.12-22.2655.8366.2119.3068.4962.7263.01M-25.01-8.87-9.32-50.90-52.93-29.45-76.1323.13-42.63-42.43-76-
V36.8714.144.1222.2667.2556.8769.4220.2263.9164.04M-20.20-2.9826.04142.254.82-60.81119.17-158.21-30.25-28.41263.75V20.234.09-14.47-79.0311.2047.66-64.61110.0531.4030.00跨间162.17117.56三层M-3.75-1.1116.14172.1114.44-26.24163.93-171.68-6.17-6.05211.74V13.014.36-9.75-104.138.8233.39-99.57130.5621.9221.72M-11.10-4.16-13.11-140.28-35.08-2.04-148.64124.91-19.15-19.14V19.136.909.75104.1343.9419.37138.10-92.0332.7332.62M-22.59-8.947.9284.55-28.39-48.3558.08-106.79-39.44-39.62104.94V35.7714.20-2.89-30.9457.1764.469.5477.9262.4962.80M-25.11-8.84-6.55-70.15-49.52-33.02-94.9741.82-42.74-42.51V37.0314.152.8930.9465.9158.6279.1810.8064.1464.25M-20.82-3.2018.3096.05-5.96-52.0773.47-113.83-31.31-29.46294.36V20.664.25-10.17-108.9217.3342.96-97.12143.6032.1430.74跨间223.03170.65四层M-3.79-1.1410.52208.517.27-19.24199.37-207.22-6.26-6.14255.66V13.134.40-6.33-128.4913.3229.28-126.34157.6222.1321.92M-10.85-4.09-8.48-176.98-28.86-7.49-184.16160.95-18.74-18.75V19.016.866.33128.4939.4323.48164.87-119.0932.5232.42M-22.74-8.954.26106.67-33.20-43.9379.51-128.50-39.65-39.82119.86V35.8114.20-1.71-39.2958.7163.020.3587.1862.5462.85M-25.09-8.87-4.29-89.80-46.69-35.88-114.1360.98-42.74-42.53V36.9914.161.7139.2964.3860.0888.371.5464.1064.21M-23.06-3.1011.9996.00-16.47-46.6971.45-115.75-34.23-32.01314.67V20.434.18-6.66-139.4221.3938.17-131.09177.0331.7630.37跨256.58-76-
间197.45五层M-3.80-0.684.4958.710.24-11.0753.52-60.97-5.81-5.5151.60V16.443.75-2.66-34.8421.1027.80-19.8157.1825.9424.98M-20.19-5.19-3.50-48.52-35.18-26.36-67.8226.80-32.45-31.49V30.107.512.6634.8448.9342.2373.03-3.9748.1546.63M-31.51-8.552.1127.63-45.93-51.24-5.27-59.15-51.09-49.7898.92V53.6914.16-0.75-9.8481.3283.2151.1172.8686.6484.25M-37.94-8.62-1.65-21.58-58.47-54.31-59.06-16.99-59.84-57.60V56.9114.190.759.8487.1285.2376.1654.4191.0288.16M-33.82-4.754.6260.39-40.75-52.3926.30-91.46-50.41-47.2351.09V32.795.33-2.57-33.5542.8349.30-0.9173.2449.6046.81跨间106.9740.71-76-
7.4.跨间最大弯矩的计算1)、计算理论:根据梁端弯矩的组合值及梁上荷载设计值,由平衡条件确定,均布和梯形荷载下,如图7.1。若,说明,其中X为最大正弯矩截面至A支座的距离,则X可由下式求解:将求得的x值代入下式即可得跨间最大正弯矩值:若,说明,则可得跨间最大正弯矩值:若同理,三角形分布荷载和均布荷载作用下,如下图则X可由下式求解:可得跨间最大正弯矩值:第1层DC跨梁:左震-76-
解得X=0.88m,则右震解得X=2.64m,则2)、梁端剪力的调整:抗震设计中,二级框架梁和抗震墙中跨高比大于2.5,其梁端剪力设计值应按下式调整:对于第1层DC跨,梁上荷载设计值:产生的剪力左震:-76-
右震:7.5.柱端弯矩设计值及调整1)D柱:第5层,按《建筑抗震规范》,无需调整。第4层,柱顶轴压柱底轴压第3层,柱顶轴压柱底轴压第2层,柱顶轴压柱底轴压可知,1、2层柱端组合的弯矩设计值应符合下式要求:注:1.为节点上下柱端截面顺时针或逆时针方向组合的弯矩设计值和,上下柱端的弯矩设计值可按弹性分析分配。2.为节点左右梁端截面顺时针或逆时针方向组合的弯矩设计值和。3.柱端弯矩增大系数,三级抗震取1.2。7.6.框架柱内力组合取每层柱顶和柱底两个控制截面,其内力组合结果,弯矩和轴力见表7.2、剪力见表7.3。-76-
横向框架D柱弯矩和轴力组合层次截面内力5柱顶M0.720.32-4.49-58.71-4.396.92-60.2161.901.291.3161.90-60.211.29N93.4414.35-2.66-34.84126.86133.5660.36132.82140.49132.22132.8260.36140.49柱底M-0.99-0.40+2.47+32.321.42-4.8032.47-34.75-1.74-1.75-34.7532.47-1.74N107.5314.35-2.66-34.84143.77150.4773.88146.35159.52149.13146.3573.88159.524柱顶M1.100.46-8.05-91.56-8.2412.04-93.9596.501.951.9696.50-93.9596.50N179.3929.40-8.99-109.53240.98263.6472.42300.24271.58256.43300.2472.42300.24柱底M-0.94-0.44+5.48+62.325.22-8.5963.70-65.93-1.71-1.74-65.9363.70-65.93N193.4829.40-8.99-109.53257.89280.5585.94313.76290.60273.34313.7685.94313.763柱顶M0.840.43-10.66-109.79-11.8814.98-113.17115.191.561.61115.19-113.17115.19N264.8344.36-18.74-213.66350.08397.3053.32497.74401.88379.90497.7453.32497.74柱底M-0.90-0.44+8.90+91.669.58-12.8594.25-96.40-1.66-1.70-96.4094.25-96.40N278.9244.36-18.74-213.66366.99414.2166.85511.26420.90396.81511.2666.85511.262柱顶M0.910.44-12.80-116.85-14.4817.77-120.44122.611.671.71122.61-120.44122.61N350.3959.36-32.10-542.15454.82535.71-198.97928.70532.39503.57928.70-198.97928.70柱底M0.86-0.43+12.80+116.8516.62-15.64122.14-120.900.730.43-120.90122.14-120.90N364.4859.36-32.10-542.15471.72552.62-185.44942.23551.41520.48942.23-185.44942.231柱顶M0.500.26-14.71-116.17-17.6119.46-120.21121.420.940.96121.42-120.21121.42N435.4474.13-48.86-484.10554.37677.50-49.86957.86661.97626.31957.86-49.86957.86柱底M0.25-0.13+24.83+196.1131.42-31.15204.14-203.780.210.12-203.78204.14-203.78N451.0774.13-48.86-484.10573.12696.25-34.85972.07683.07645.07972.07-34.85972.07-76-
表7.2横向框架C柱弯矩和轴力组合层次截面内力5柱顶M14.144.19-5.61-73.4415.1829.32-60.7991.9623.2822.8391.9691.9623.28N190.1957.421.9125.00302.98298.17236.14184.14314.18308.62184.14184.14314.18柱底M-9.92-3.463.5646.56-11.78-20.7537.24-59.61-16.85-16.75-59.61-59.61-16.85N204.2857.421.9125.00319.89315.08249.67197.67333.20325.52197.67197.67333.204柱顶M6.332.84-10.03-114.01-1.4623.81-111.13126.0111.3911.57126.01126.0111.39N333.48114.196.5377.43552.28535.83455.48294.42564.39560.04294.42294.42564.39柱底M-6.96-2.957.8188.86-2.23-21.9184.32-100.51-12.35-12.48-100.51-100.51-12.35N347.57114.196.5377.43569.19552.74469.01307.95583.41576.95307.95307.95583.413柱顶M7.423.01-13.20-135.97-3.9429.33-132.84149.9813.0313.12149.98149.9813.03N476.61171.1413.39150.62804.44770.70696.34383.05814.56811.53383.05383.05814.56柱底M-7.25-2.9612.59129.603.43-28.29126.40-143.16-12.75-12.84-143.16-143.16-12.75N490.70171.1413.39150.62821.35787.61709.86396.57833.59828.44396.57396.57833.592柱顶M7.593.13-16.87-154.05-8.2034.31-151.42169.0013.3813.49169.00169.0013.38N619.78227.8522.63239.821059.341002.31953.77454.941064.551062.73454.94454.941064.55柱底M-8.10-3.3516.87154.057.32-35.20150.83-169.60-14.29-14.41-169.60-169.60-14.29N633.87227.8522.63239.821076.251019.22967.30468.471083.571079.63468.47468.471083.571柱顶M5.162.14-19.56-154.46-15.7633.53-154.66166.629.119.19166.62166.629.11N762.83284.8933.77339.431316.911231.811222.07516.061314.711314.24516.06516.061314.71柱底M-2.58-1.0726.36208.1228.77-37.66213.45-213.45-4.55-4.59-213.45-213.45-4.55N778.46284.8933.77339.431335.661250.561237.08531.061335.811333.00531.06531.061335.81-76-
横向框架B柱弯矩和轴力组合层次截面内力5柱顶M-5.03-4.23-6.26-81.98-19.25-3.48-92.1278.40-11.02-11.96-92.12-92.12-11.96N206.1560.24-1.82-23.71-320.99325.58202.16251.48338.54331.72202.16202.16338.54柱底M3.613.634.6360.59-14.743.0768.22-57.818.509.4168.2268.228.50N220.2460.24-1.82-23.71-337.90342.48215.69265.00357.56348.62215.69215.69357.564柱顶M-2.40-3.11-11.66-132.56-21.497.89-141.66134.07-6.35-7.23-141.66-141.66-6.35N365.60119.19-6.77-80.48580.37597.43324.49491.89612.75605.59324.49324.49612.75柱底M2.613.199.54108.4519.17-4.87116.82-108.756.717.60116.82116.826.71N379.69119.19-6.77-80.48597.28614.34338.01505.41631.77622.49338.01338.01631.773柱顶M-2.76-3.24-15.32-157.75-26.7011.91-168.26159.86-6.97-7.85-168.26-168.26-6.97N525.48178.31-14.05-158.45837.54872.95425.26754.84887.71880.21425.26425.26887.71柱底M2.703.2115.32157.7526.59-12.02168.19-159.936.867.73168.19168.196.86N539.57178.31-14.05-158.45854.45889.86438.79768.36906.73897.12438.79438.79906.732柱顶M-2.83-3.36-20.04-183.01-32.8817.62-194.66186.00-7.18-8.10-194.66-194.66-7.18N685.25237.37-24.40-258.581090.641152.13502.851040.701162.461154.62502.85502.851162.46柱底M3.023.5420.04183.0133.33-17.17194.93-185.747.628.58194.93194.937.62N699.34237.37-24.40-258.581107.551169.04516.381054.231181.481171.53516.38516.381181.481柱顶M-1.92-2.22-22.86-180.52-33.9023.70-190.65184.83-4.81-5.41-190.65-190.65-4.81N844.90296.80-36.32-364.871342.081433.61574.101333.031437.421429.40574.10574.101437.42柱底M0.961.1127.94220.6437.76-32.65230.92-228.012.412.71230.92230.922.41N860.53298.80-36.32-364.871363.361454.89590.071349.001460.521450.96590.07590.071460.52-76-
166.56×1.2-(96.40+122.61)=-19.14kN/m因为上下柱刚度一样,平均分配:上:96.40-19.14/2=86.83kN/m下:122.61-19.14/2=113.04kN/m307.61×1.2-(120.90+121.42)=126.81kN/m根据上下柱刚度比例分配:上:120.90+0.167/(0.167+0.15)×126.81=187.71kN/m下:121.42+0.15/(0.167+0.15)×126.81=181.42kN/m203.78×1.25=254.73kN/m-76-
-76-
(198.18+142.39)×1.2-(100.51+149.98)=158.19kN/m因为上下柱刚度一样,平均分配:上:100.51+158.19/2=179.61kN/m下:149.98+158.19/2=229.08kN/m(144.81+111.69)×1.2-(143.16+169.00)=-4.39kN/m因为上下柱刚度一样,平均分配:上:143.16-4.39/2=140.97kN/m下:169.00-4.39/2=166.81kN/m(267.38+180.37)×1.2-(169.60+166.62)=201.08kN/m根据上下柱刚度比例分配:上:120.90+0.137/(0.137+0.123)×201.08=226.85kN/m下:121.42+0.123/(0.137+0.123)×201.08=216.55kN/m213.45×1.25=266.81kN/m-76-
(126.63+151.77)×1.2-(116.07+168.26)=49.75kN/m因为上下柱刚度一样,平均分配:上:116.07+49.75/2=140.95kN/m下:168.26+49.75/2=193.14kN/m(101.50+210.95)×1.2-(168.19+194.66)=12.09kN/m因为上下柱刚度一样,平均分配:上:168.19+12.09/2=174.24kN/m下:194.66+12.09/2=200.71kN/m(160.25+374.57)×1.2-(194.93+190.65)=256.20kN/m根据上下柱刚度比例分配:上:194.93+0.114/(0.114+0.102)×256.20=330.15kN/m下:190.65+0.102/(0.114+0.102)×256.20=311.63kN/m230.92×1.25=288.65kN/m-76-
横向框架D柱剪力组合(kN)层次5-0.52-0.222.1127.581.76-3.5635.10-36.61-0.92-0.9335.154-0.62-0.271.2446.630.48-2.6559.71-61.53-1.11-1.1259.073-0.53-0.265.9361.056.51-8.4478.57-80.16-0.98-1.0073.462-0.54-0.267.7670.828.80-10.7591.26-92.87-0.99-1.01109.361-0.20-0.1110.8085.3213.23-13.99110.61-111.22-0.38-0.39143.00表7.3横向框架C柱剪力组合(kN)层次5-7.29-2.322.7836.36-8.17-15.1737.13-57.41-12.16-12.0055.124-4.03-1.755.4161.48-0.22-13.8674.04-85.81-7.19-7.29111.133-4.45-1.817.8280.482.23-17.4798.20-111.05-7.82-7.87134.56-76-
2-4.75-1.9610.2293.364.71-21.05114.49-128.24-8.37-8.44133.781-2.11-1.8812.5599.0710.91-20.71125.13-132.45-4.73-5.16158.48横向框架B柱剪力组合(kN)层次52.622.383.3043.2010.301.9860.73-51.595.926.4858.3141.521.916.4273.0312.32-3.8697.91-91.973.964.50100.0131.651.959.2895.6116.13-7.26127.44-121.144.184.71133.5921.772.0912.15110.9220.07-10.55147.57-140.824.485.05193.0410.790.9113.88109.6119.58-15.39143.99-141.001.982.22196.81-76-
第八章截面设计8.1.框架梁第1层AB跨框架梁的计算。8.1.1.梁正截面受弯承载力计算支座弯矩:支座:支座:梁的最不利内力:调整后剪力:①考虑跨间最大弯矩处梁下部受拉时,按T形截面设计;当梁上部受拉时,按矩形截面设计。翼缘计算宽度当:a按跨度考虑,b按梁间距考虑,c按翼缘厚度考梁内纵向钢筋选HRB400级钢筋,,,混凝土C30,,因为属第一类T形截面实配钢筋425,。(满足要求)梁端截面受压区相对高度:符合三级抗震设计要求②考虑两支座处:将下部跨间截面的425钢筋伸入支座,作为支座负弯矩作下的受压钢筋,,再计算相应的受拉钢筋,即-76-
支座D上部,说明富裕,且达不到屈服,可近似取实配钢筋425,。(满足要求)支座上部实配钢筋425,(满足要求)(满足梁的抗震构造要求)8.1.2.梁斜截面受剪承载力计算①验算截面尺寸:故截面尺寸满足要求。②箍筋选择及梁斜截面受剪承载力计算验算是否需要计算配置箍筋:可知,需按计算配箍。梁端加密区箍筋取8@100,用HPB235级钢筋(),根据规范:三级抗震箍筋肢距不应大于250mm和20d,且配有计算受压钢筋超过3根(为4根),所以加密区配四肢箍。则:-76-
加密区长度取1.5h和500mm较大值,本例取750mm,非加密区箍筋取8@200。箍筋配置,满足构造要求配筋图如下图8.1所示图8.1-76-
其它梁的配筋计算见下表8.1表8.1层次截面M(kN/M)计算实配计算实配配箍1层支座D307.611987425(1964)1.003.4加密区双肢8@100非加密区双肢8@200C267.381727425(1964)DC跨间303.281911425(1964)支座C180.371165420(1256)0.812.8加密区双肢8@100非加密区双肢8@200B160.251035418(1017)CB跨间208.241289420(1256)B374.572420428(2463)0.903.1加密区双肢8@100非加密区双肢8@200BA跨间330.5820932层支座D166.5610761.003.3加密区双肢8@100非加密区双肢8@200C144.81935418(1017)DC跨间162.17996418(1017)支座C111.69722416(804)1.133.8加密区双肢8@100非加密区双肢8@200B101.69656CB跨间117.56716416(804)B210.9513631.003.4加密区双肢8@100非加密区双肢8@200BA跨间219.4813613层支座D228.911479422(1520)1.113.8加密区双肢8@100非加密区双肢8@200C198.181280420(1256)DC跨间223.031384支座C142.399201.264.3加密区双肢8@100非加密区双肢8@200B126.63818416(804)CB跨间170.651049418(1017)B151.77980418(1017)1.003.3加密区双肢8@100非加密区双肢8@200BA跨间152.66936418(1017)4层支座D276.3017851.153.9加密区双肢8@100非加密区双肢8@200C245.551586422(1520)DC跨间256.581602C171.3311071.244.2-76-
支座加密区双肢8@100非加密区双肢8@200B152.17983418(1017)CB跨间197.451220420(1256)B154.33997418(1017)1.003.4加密区双肢8@100非加密区双肢8@200BA跨间157.49966418(1017)5层支座D81.29525414(615)1.153.9加密区双肢8@100非加密区双肢8@200C90.42584414(615)DC跨间106.97650支座C78.86509414(615)0.511.7加密区双肢8@100非加密区双肢8@200B78.85509414(615)CB跨间40.71245414(615)B121.94788416(804)0.762.6加密区双肢8@100非加密区双肢8@200BA跨间585414(615)8.2.框架柱8.2.1.柱截面尺寸验算根据《建筑抗震规范》,对于三级抗震等级,剪跨比大于2,轴压比小于0.8。以第1层A柱为例:(C30砼)柱端剪力设计值:表中的不应考虑抗震调整系数,由下表8.2可见各柱的剪跨比和轴压比均满足规范要求。表8.2柱的剪跨比和轴压比验算柱号层次b(mm)D柱550046014.382.5346.87200.633.83>20.061<0.8450046014.3128.6778.76418.353.55>20.127<0.8350046014.3153.5997.95681.683.41>20.207<0.8250046014.3250.28145.811256.313.73>20.382<0.8150046014.3339.64190.671296.093.87>20.394<0.8C柱550046014.3122.6173.49426.523.63>20.130<0.8450046014.3168.01148.17758.922.47>20.231<0.8350046014.3305.44179.411095.133.70>20.333<0.8250046014.3302.47178.371435.003.69>20.436<0.8150046014.3355.75211.311780.883.66>20.541<0.8-76-
B柱550046014.3122.8377.75456.643.43>20.139<0.8450046014.3187.93133.35819.123.06>20.249<0.8350046014.3257.52178.121186.483.14>20.361<0.8250046014.3440.20257.391558.723.72>20.474<0.8150046014.3415.51262.411939.853.44>20.590<0.88.2.2.柱正截面承载力计算先以第1层A柱为例,1)、最不利组合一(调整后):轴向力对截面重心的偏心距:附加偏心距和偏心方向截面尺寸的1/30两者中的较大值,即500/30=16.67mm,故取。柱的计算长度,根据《抗震设计规范》,对于现浇楼盖的底层柱,初始偏心距:因为长细比,取又得为大偏心受压。对称配筋2)、按及相应的M一组计算,此组内力是非地震组合情况,且无水平荷载效应,故不必进行调整。,M=203.78轴向力对截面重心的偏心距:-76-
附加偏心距和偏心方向截面尺寸的1/30两者中的较大值,即:500/30=16.67mm,故取。柱的计算长度,根据《抗震设计规范》,对于现浇楼盖的底层柱,初始偏心距:因为长细比,取又得为大偏心受压。对称配筋8.2.3.柱斜截面受剪承载力计算以第1层A柱为例,框架柱的剪力设计值剪跨比轴压比n=0.394考虑地震作用组合的柱轴向压力设计值取N=1072.5kN-76-
故该层柱应按构造配筋。柱端加密区的箍筋选用4肢10@100。最小配筋率特征值,则最小配筋率柱端加密区长度取500mm和(底层为)较大值。所以加密区长度取柱箍筋的体积配筋率非加密区还应满足是<10d=200mm,故箍筋配置为410@150,柱的配筋如下图8.2,其它配筋见表图8.2表8.3各层柱的配筋计算柱D柱层次12345截面尺寸500X500500X500500X500500X500500X500组合一二一二一二一二一二-76-
M(KN*m)254.73203.78187.71187.71115.19115.1996.5096.5061.901.74N(KN)972.07972.07942.23942.23497.74497.74300.24300.24132.82159.52V(KN)143.00109.3673.4659.0735.15262.05209.64199.22199.22231.43231.43321.41321.41466.0410.9120.0020.0020.0020.0020.0020.0020.0020.0020.0020.003.663.3003.3003.3003.300282.05229.64219.22219.22251.43251.43341.41341.41486.0430.917.327.326.606.606.606.606.606.606.606.601.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0621.0771.0651.0651.0571.0571.0421.0421.0291.462509.66457.32443.53443.53475.74475.74565.72565.72710.35255.220.2960.2960.2960.2960.2960.2960.2960.2960.296<0计算614.70240.00146.65146.65183.50183.50289.36289.36255.06500.00实配单侧416416416416416p1.1%>0.8%1.1%>0.8%1.1%>0.8%1.1%>0.8%1.1%>0.8%偏心判断大大大大大大大大大小配筋加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150柱C柱层次12345截面尺寸500X500500X500500X500500X500500X500组合一二一二一二一二一二M(KN*m)266.814.55226.8514.29229.0812.75179.6112.3591.9616.85N(KN)531.061335.81468.471083.57383.05833.59307.95583.41184.14333.20V(KN)158.48133.78134.56111.1355.12502.413.41484.2413.19598.0415.30583.2421.17499.4050.5720.0020.0020.0020.0020.0020.0020.0020.0020.0020.003.663.303.303.303.30522.4123.41504.2433.19618.0435.30603.2441.17519.4070.57-76-
7.327.326.606.606.606.606.606.606.606.601.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0341.7521.0281.4311.0231.4051.0241.3481.0281.203750.02251.02728.55257.50842.35259.61827.55265.48743.71294.880.296<00.296<00.296<00.296<00.296<0计算1159.11500.00956.00500.001069.99500.00830.06500.00394.24500.00实配单侧420420420418416p1.5%>0.8%1.5%>0.8%1.5%>0.8%1.5%>0.8%1.5%>0.8%偏心判断大小大小大小大小大小配筋加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150柱B柱层次12345截面尺寸500X500500X500500X500500X500500X500组合一二一二一二一二一二M(KN*m)311.638.50330.156.71193.146.86140.957.6292.122.41N(KN)574.10357.56516.38631.77425.26906.73324.491181.48202.161460.52V(KN)196.81193.04133.59100.0158.31542.8123.77639.3510.62454.177.57434.376.45455.681.6520.0020.0020.0020.0020.0020.0020.0020.0020.0020.003.663.303.303.303.30562.8143.77659.3530.62474.1727.57454.3726.45475.6821.657.327.326.606.606.606.606.606.606.606.601.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.0311.331.0271.4671.0371.5191.0391.5411.0371.813790.42268.08886.96254.93701.78251.55681.98250.76703.29249.260.296<00.296<00.296<00.296<00.296<0计算1406.45500.001594.75500.00792.51500.00562.23500.00378.76500.00-76-
实配单侧422422420420420p1.6%>0.8%1.6%>0.8%1.6%>0.8%1.6%>0.8%1.6%>0.8%偏心判断大小大小大小大小大小配筋加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@150加密区4肢10@100,非加密区4肢10@1508.2.4.框架梁柱节点核芯区截面抗震验算第1层中节点的计算,由节点两侧梁的受弯承载力计算节点核芯区的剪力设计值,因为节点两侧梁不等高,计算时取两侧梁的平均高度,即=500mm=465mm二级框架梁柱节点核芯区组合的剪力设计值按下式计算:注:为柱的计算高度,可采用节点上、下柱反弯点之间的距离,即为节点左右梁端逆时针或顺时针方向组合弯矩设计值之和,即剪力设计值节点核芯区截面的抗震验算是按箍筋和混凝土共同抗剪考虑的,设计时,应首先按下式对截面的剪压比予以控制:注:为正交梁的约束影响系数,楼板为现浇,梁柱中心重合,可取1.5。、分别为核芯区截面有效验算宽度、高度。可知,(满足要求)-76-
节点核芯区的受剪承载力按下式计算:注:N取第2层柱底轴力N=531.06/0.75=708.08kN和二者中的较小值,故取该节点配箍为412@60,则其它框架柱核心区截面抗震验算见表8.4表8.4框架柱核心区截面抗震验算表层次12345节点边节点中节点边节点中节点边节点中节点边节点中节点边节点中节点500500500500500500500500500500465465465465465465465465465465Hc3.7513.7513.2603.2603.0563.0562.7262.7262.5912.591Mc371.45597.01281.31342.00196.28454.09372.45555.59196.28225.711078.731445.71958.561379.26885.051083.62704.051009.24560.49992.69500500500500500500500500500500500500500500500500500500500500Q1892.651892.651892.651892.651892.651892.651892.651892.651892.651892.65配箍412@60412@60412@60412@60412@60412@60412@60412@60412@60412@60P1637.731558.981625.731529.721623.731531.531483.741478.511257.291452.85结论合格合格合格合格合格合格合格合格合格合格-76-
第九章楼板设计9.1.楼面梁格布置图(见图9.1)图9.29.2.荷载设计值1)、活荷载标准值:(室内),(走廊)2)、恒荷载标准值:(标准层楼面)(走廊楼面)3)、设计值:(室内)(走廊)(标准层楼面)(走廊楼面)9.3.方案确定(弹性理论)1)、DC跨,-76-
2)、CB跨,均按双向板考虑3)、BA跨,9.4.双向板计算1)、计算跨度:,为轴线距离(梁柱不偏心)A区格板B区格板C区格板2)、弯矩计算①满布荷载时,A、B板:C板:布于板上时A:,B:,C:支撑方式:四边固定。查表得:A:B:C:②间隔布置时,A、B板:C板:布于板上时A:,B:,C:支撑方式:三边简支,一边固定。查表得:A:B:C:③弯矩计算(泊松比v=0.2)A板:-76-
B板:C板:④截面设计截面有效高度:选用8钢筋为受力钢筋,则(短跨)方向跨中截面的(长跨)方向跨中截面的支座截面处均为101mm。截面弯矩设计值:该板四周与梁整浇,故弯矩设计值应按如下调整:-76-
a、A区格跨中截面与A-C支座截面折减20%;b、B区不折减。计算配筋量,取内力臂系数,截面配筋如下表9.1:表9.1双向板配筋表项目项目截面配筋跨中A区格1012.071038@200251931.81908@200251B区格1013.351668@200251932.551278@200251C区格1010.84428@200251930.48248@200251支座D支座方向101-3.811898@200251D-C101-3.811898@200251D-D101-3.291638@200251C支座101-6.173068@150335C支座101-4.852418@200251B支座101-1.55778@200251B支座101-1.07538@2002519.5.次梁计算次梁与主梁整体现浇,混凝土采用C30级,钢筋采用HRB400级;主梁尺寸250mm×500mm,次梁尺寸200mm×400mm;计算跨度9.5.1.荷载恒载:活载:g+q=17.49+10.08=27.57kN/m2)、正截面受弯计算承受正截面的跨中截面按T形截面计算跨中:-76-
计算跨度:由于故属于第一类T形截面次梁同主梁,采用HPB335级钢筋()选配钢筋318(),支座按构造配筋,312(),9.5.2.斜截面受剪承载力计算①验算截面尺寸(属于厚腹梁)截面尺寸符合要求,不需要配腹筋,按构造配筋即可。选用8200双肢箍筋。②验算配筋率(满足)-76-
第十章基础设计10.1.基础采用柱下独立基础基础埋深不宜大于原有建筑物基础埋深且大于于0.5m;阶梯形基础每阶高度宜为300~500mm;混凝土等级不低于C20,选C25;基础保护层厚度40mm;垫层厚度100mm,混凝土强度等级选C10;钢筋选用HRB335级钢筋;室外地坪-0.36m。10.2.独立基础设计(③轴线D柱)边柱:基础处的总弯矩:根据设计任务书中给定的地质资料;亚粘土层为持力层,根据前序的假设,基础顶面标高在室外地面以下1m处,取基础材料为:混凝土强度C20,,垫层采用混凝土强度等级C10,所用钢筋等级为,10.3.基础埋深基础埋深拟定为距地面1.2m,①地基承载力修正重度计算表土亚粘土基础底面以上土的加权重度:先假设基础宽度b≤3m,对地基承载力进行修正如下:②基础底面尺寸的确定:考虑偏心荷载作用应力分布不均匀,将基础底面积初步放大20%,设为正方形基础初选基础底面尺寸为因为,所以不需对地基承载力再进行修正。-76-
③验算荷载偏心距基底处的总竖向力:基底处的总力矩为:偏心距:满足要求④验算基底最大压力⑤调整地面尺寸再验算取b=l=2.7m10.4.基底净反力设计值计算①计算基底净反力净偏心距:基底净反力设计值:②基础高度确定ⅰ柱边截面取因偏心受压基础分两级,下阶ⅱ变阶处截面-76-
10.5.配筋计算柱截面尺寸为基础底面尺寸为,计算基础底板配筋时先取Ⅰ-Ⅰ截面,Ⅲ-Ⅲ截面计算基础1方向的弯矩设计值:比较、,应按配筋,在2.7m范围内配钢筋1114-76-
比较、,应按配筋,在2.7m范围内配钢筋1012边柱基础如下图10.1图10.1-76-
参考资料1、混凝土结构设计原理2、混凝土结构设计3、建筑结构抗震设计4、基础工程5、土力学6、建筑结构荷载规范(GB50009-2001)7、混凝土结构荷载规范(GB50010-2001)8、建筑抗震荷载规范(GB500011-2001)9、高层建筑结构方案优选,中国建筑工业出版社10、钢筋混凝土结构(教材)11、砌体结构(教材)12、砼结构抗震设计(教材)13、钢筋混凝土结构构造手册14、标准图集:中南地区标准图集15、建筑施工(教材)16、建筑施工手册(上、中、下册),中国建筑工业出版社17、简明施工手册,建筑工程出版社18、有关定额:(1)建筑安装工程统一劳动定额;(2)广西建筑工程预算定额(2005年建筑工程消耗量定额)和2005年广西建设工程费用定额;(3)建筑安装工程工期定额;(4)建设工程工程量清单计价规范。19、施工验收规范20、毕业设计手册-76-
致谢白驹过隙,转眼四年的学习生活就将结束了。本设计是在卢卫老师的细心指导下进行完成的。老师严谨的治学态度,无视的工作作风,孜孜不倦的学习精神令我敬佩至深,受益匪浅。在每次设计遇到问题时老师不辞辛苦的讲解才使得我的设计顺利的进行。从设计的选题到资料的搜集直至最后设计的修改的整个过程中,花费了郭老师很多的宝贵时间和精力,在此向导师表示衷心地感谢!导师严谨的治学态度,开拓进取的精神和高度的责任心都将使学生受益终生!还要感谢和我同一设计小组的几位同学,是你们在我平时设计中和我一起探讨问题,并指出我设计上的误区,使我能及时的发现问题把设计顺利的进行下去,没有你们的帮助我不可能这样顺利地结稿,在此表示深深的谢意。-76-'
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