六层宿舍楼建筑结构设计 127页

'六层宿舍楼建筑结构设计1建筑设计1.1平面设计1.1.1使用部分房间平面设计使用房间平面设计的要求主要：1)房间的面积、形状、尺寸要满足室内使用活动和家具、设备合理布置的要求。2)门窗的大小和位置应考虑房间的出入方便、疏散安全、采光通风良好。3)房间的构成应使结构构造布置合理、施工方便，有利于房间之间的组合，所用材料要符合相应的建筑标准。4)室内空间以及顶棚、地面、各个墙面和构件细部要考虑人们的使用和审美要求。房间设计一共有7间寝室。设计要点：1）面积满足人体活动、家具及使用家具所占空间、交通路线所占空间要求。2）形状采用矩形，以便灵活布置家具、施工和统一开间和进深。1.1.2辅助房间平面设计辅助房间与使用房间联系密切，管道比较多，尽量集中布置，形状面积、尺寸和使用人数、设备尺寸、数量有关。129 卫生间的主要功能有便溺、洗面、洗浴、洗衣，兼顾白天和夜间使用，并且要有良好的通风和排水。1.1.3交通联系部分设计（1）楼梯设计楼梯的功能是垂直交通、楼层之间的安全疏散，每单元设一部楼梯，楼梯间开间3.9m和4.5m，进深6m。（2）门窗设计门窗设计要满足采光通风要求、保证安全疏散、考虑墙面布置家具、建筑立面的美观。门宽度取决于人流安全疏散、家具搬运，房间门宽度取1m,卫生间门宽度取0.80m，高度为2.1m。窗台高度取0.9m，窗的高度满足采光通风要求，宽度由窗地比确定，卧室、厨房不小于1/7，楼梯间不小于1/12。1.2剖面设计建筑剖面表示建筑物在垂直方向的房屋各部分的组合关系。剖面设计主要分析建筑物各部分应有的高度、层数、建筑空间的组合和利用，以及建筑剖面中的结构、构造关系。本宿舍楼每层层高均为3m。对于易积水且经常用水冲洗的房间，如卫生间地面应低于同层其它房间地面20－50mm，以防溢水。窗台的高度主要根据室内使用要求、人体尺度和家具设备的高度来确定，窗台高度取0.9mm，窗台的构造处理上注意防水。1.3建筑体型和立面设计129 建筑物在满足使用要求的同时，它们的体型、立面以及内外空间组合等还会给人们在精神上以某种感受，建筑物的体型和立面，即房屋的外部形象必须受内部使用功能和技术经济条件所制约，并受基地环境群体规划等外界因素的影响。2结构布置2.1工程概况本工程为宿舍楼结构设计，框架结构，建筑面积1736.6m2，层数为6层。主要功能：每层住房、卫生间等。设计时要考虑采光、通风、防火等内容，同时必须满足现行相关规范要求。2.2气象资料（1）基本风压：WO=0.4KN/M2（2）基本雪压：So=0.65KN/M22.3水文地质资料（1）建筑物场所位于冲积平原上，地形平坦，无不良地质现象存在；（2）粉土层：该层强度较高，但厚度不大，只有1.5~2.0米，按照8个土样试验的平均值：孔隙比e=0.6(δ=0.08)；含水量W=20%（δ=0.1）；重度γ=19KN/m3.。压缩模量ES=6Mpa；fK=180Kpa；（3）细砂层：有2.5m，较松散，含水量较高，挖基坑时可能出现流砂现象，通过对20个标准惯入试验数据的统计，标惯锤击数N63.5=10；重度γ=18KW/m3，压缩ES=2Mpa；fk=100Kpa；（4）卵石层：很密实，厚度超过20M，钻探钻进时极困难，标准惯入试验时，锤击惯入很困难，卵石孔隙中由中细砂填充，属密实的卵石层，卵石重度γ=22KW/m3，压缩模量ES=30Mpa；fk=350Kpa；（5）地下水位标高为198.50米，距地表1.5米，水源较丰富，无侵蚀性；129 2.4抗震设防烈度（1）抗震设防烈度7度，设计地震分组第一组，设计基本地震加速度值为0.10g[3]；（2）材料：混凝土采用C30、C20，纵向钢筋采用HRB335或HRB400，箍筋及现浇板中钢筋采用HPB235。2.5荷载资料（1）宿舍楼楼面活载，查《建筑结构荷载规范》[2]，确定楼面活载标准值为2KN/M2（2）不上人屋面：活载标准值为0.7KN/M2（3）屋面构造：35mm厚490mm×490mm的C30预制钢筋混凝土架空板、防水层、20mm厚1：3水泥砂浆找平层，现浇钢筋混凝土屋面板、12mm厚纸筋石灰粉平顶。（4）楼面构造：水泥楼面：1：2水泥砂浆面层压实抹光、15mm厚1：3水泥砂浆找平层、现浇钢筋混凝土屋面板、12mm厚纸筋石灰粉平顶。（5）围护墙：围护墙采用200mm厚非承重空心砖（190mm×190mm×90mm，重度3.6KN/M2），M5混合砂浆砌筑，双面粉刷（重度3.6KN/M2），每开间采用2700mm×1800mm（b×h）通用长塑钢窗。3荷载计算3.1确定计算简图本工程横向框架计算单元取第8轴线，框架的计算简图假定底层柱下端固定于基础，按工程地质资料提供的数据，查《建筑抗震设计规范》[3]可判断该场地为2类场地土，地质条件好初步确定本工程基础采用柱下条形基础，挖去所有的杂填土，基础置于第二层粉质黏土层上，柱子的高度底层为h1=3+2.5-0.5=5m，二—六层柱高h2—129 h8=3m，柱节点刚接，横梁的计算跨度取柱中心至中心间距离，三跨分别为：L=6m、2.4m、6m。计算简图如图3-1[1]图3-1计算简图3.2梁、柱截面尺寸3.2.1框架柱：构造柱均为500mm500mm3.2.2梁：横向框架梁：AB、CE跨：250mm600mm、BC跨：250mm600mm。纵向连系梁：250mm500mm。3.3材料强度等级混凝土：板采用C30，柱梁采用C30，钢筋直径12mm的采用HRB335钢筋，其余采用HPB235钢筋[1]。129 3.4荷载计算以轴线横向框架为计算分析对象。3.4.1屋面横梁竖向线荷载标准值（1）恒载（图3-2a）图3-2a恒载图屋面恒载标准值[1]：35厚架空隔热板：0.05×25=0.875KN/㎡防水层：0.4KN/㎡129 20厚1：3水泥砂浆找平层：0.02×20=0.4KN/㎡120厚钢筋混凝土现浇板：0.12×25=3KN/㎡12厚纸筋石灰粉平顶：0.012×16=0.192KN/㎡4.87KN/㎡梁自重：0.25×0.6×25=3.75KN/㎡梁测粉刷：2×（0.6-0.1）×0.02×17=0.34KN/㎡4.09KN/㎡作用在顶层框架梁上的线恒荷载标准值为：梁自重：板传来的荷载：（2）活载（图3-2b）作用在顶层框架梁上的活荷载标准值为：3.4.2楼面横梁竖向线荷载标准值[1]（1）恒载（图3-2a）25厚水泥砂浆面层0.025×20=0.5KN/㎡120厚钢筋混凝土现浇板0.12×25=2.75KN/㎡12厚板底粉刷KN/㎡楼面恒载标准值：3.192KN/㎡129 框架梁自重:4.09KN/m作用在楼面层框架梁上的线恒荷载标准值为：梁自重：板传来的荷载：（2）活载（图3-2b）图3-2b活载图楼面活载：3.4.3屋面框架节点集中荷载标准值[1]（图3-3）129 图3-3恒载顶层集中力(1)恒载边跨连系梁自重：0.25×0.5×3.9×25=12.19KN粉刷：2×（0.5-0.1）×0.02×3.9×17=1.06KN1.3高女儿墙：1.3×3.9×3.6=18.25KN粉刷：1.3×2×0.02×3.9×17=3.45KN连系梁传来屋面自重：0.5×3.9×3.9×0.5×4.87=18.52KN顶层边节点集中荷载：中柱连系梁自重：粉刷：连系梁传来屋面自重：顶层中节点集中荷载：（2）活载129 2.4.4楼面框架节点集中荷载标准值[1]（图3-4）图3-4恒载中间层节点集中力（1）恒载边柱连系梁自重：12.19KN粉刷：1.06KN连系梁传来楼面自重：12.14KN25.39KN中间层边节点集中荷载：框架柱自重：129 中柱连系梁自重：12.19KN粉刷[2]：1.06KN连系梁传来楼面自重：35.73KN中间层中节点集中荷载：柱传来集中荷载:（2）活载3.4.5风荷载已知基本风压，地面粗糙度属B类，按荷载规范（1）风载体型系数：迎风面为0.8，背风面为了-0.5，因结构高度H=16.6m＜30m（从室外地面算起），取风振系数=1.0，计算过程如表3-1所示，风荷载图见图3-5。表3-1风荷载计算层次Z（m）(KN/㎡)A(㎡)(KN)61.01.31.251.250.410.927.09851.01.31.141.140.411.76.9441.01.31.01.00.411.76.0831.01.31.01.00.411.76.0821.01.31.01.00.411.76.0811.01.30.90.90.413.496.31129 图3-5横向框架上的风荷载3.4.6地震作用(1)建筑物总重力荷载代表值的计算（粉刷重度忽略）顶层总重力荷载代表值：50%雪载：20.1×2.4×0.65×50%=94.07KN屋面恒载：4.47×20.1×6×2+4.87×20.1×2.4＝1409.57KN横梁：（4.09×6×2+4.09×2.4）×6＝353.78KN纵梁：（12.19+1.06）×5×2+（12.19+0.6）×5×2＝265KN女儿墙：1.3×3.6×（20.1+14.4）×2=322.92KN柱重：0.5×0.5×25×1.5×7+0.5×0.5×25×1.5×37=412.5KN横墙：（3.9×1.5-2.7×0.9）×8×3.6+3.9×1.5×3.6×10+4.5×1.5×3.6×129 2=357.7KN纵墙：（3.9×1.5-2.7×0.9）×8×3.6+3+(4.5×1.5-2.7×0.9)×2×3.6×8+4.5×1.5×3.6×1=322.32KN铝合金窗[2]：10×2.7×1.8×0.5×0.4=9.72KN=3547.2KN集中于三至八层处的重力荷载代表值～：50%楼面活荷载：0.5×2.0×20.1×14.4＝290.24KN屋面恒载：3.192×20.1×6×2+3.190×20.1×2.4＝923.9KN横梁：353.38KN纵梁：265KN柱重：412.5×2=825KN横墙：357.7×2＝715.4KN纵墙：322.32×2＝644.64KN铝合金窗[2]：9.72×2＝19.44KN集中于二层处重力荷载代表值：50%楼面活载：290.24KN楼面恒载：923.9KN横梁：353.28KN纵梁：265KN129 柱重：0.5×0.5×25×（2.3+1.5）×7+0.5×0.5×25×（2.3+1.5）×37=1045KN横墙：357.7+357.7×2.3/1.5=906.17KN纵墙：322.32+322.32×2.3/1.5=816.5KN钢窗：19.44KN=4619.63KN（2）地震作用计算框架柱的抗侧移刚度：在计算梁、柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取；边框架梁取；在装配整体式楼盖中，中框架梁的抗弯惯性矩取；边框架梁取；为框架梁按矩形截面计算的截面惯性矩[4]。横梁、柱线刚度见表3-2，每层框架柱总的抗侧移刚度见表3-3。表3-2横梁、柱线刚度杆件截面尺寸i=相对刚度B（㎜）H（㎜）边框架梁250600304.5×6.75×60003.375×1边框架梁250600304.5×6.75×24008.44×2.5中框架梁250600304.5×6.75×60004.5×1.333中框架梁250600304.5×6.75×240011.25×3.333底层框柱1500500304.5×6.75×60003.39×1.00中层框柱1500500304.5×6.75×30005.20×1.540129 表3-3框架柱横向侧移刚度D值项目或或（KN/㎜）根数层柱类型及截面二至六层边框架边柱（500×500）1.810.4821.704边框架中柱（500×500）1.810.3716.728中框架边柱（500×500）2.410.5538.134中框架中柱（500×500）1.580.4430.518底层边框架边柱（500×500）3.620.7350.614边框架中柱（500×500）2.360.6645.768中框架边柱（500×500）4.830.7854.084中框架中柱（500×500）3.150.7149.238注：为梁的线刚度，为柱的线刚度。二～五层：=50.16×4+45.76×8+54.08×4+49.23×8=1178.68KN/㎜底层：=（21.70+38.13）×4+（16.72+30.51）×8=617.16KN/㎜框架自振周期的计算[5]：采用顶点位移法计算其自振周期（s）。结构在策略荷载代表值作用下的顶点假想位移计算见表2-4。局部突出屋面的楼梯间、电梯机房对主体结构顶点位移的影响不计。129 表3-4框架顶点假想水平位移计算表层（KN）（KN）（KN/㎜）=总位移（㎜）63547.23547.2617.165.60114.63540377584.1617.1612.29109.034403711621.1617.1618.8396.743403715658.1617.1625.3777.912403719695.1617.1631.9152.5414619.6324314.731178.6820.6320.63取折减系数=0.6，则T=1.70=1.7×0.6×=0.337s[5]地震作用计算由抗震规范采用底部剪力法计算水平地震作用。本结构所在场地为7度设防，第一组，二类场地，查表得=0.35，=0.08。结构等效总重力荷载：因,故需要考虑框架顶部附加集中力作用框架横向水平地震作用标准值即底部剪力按下式计算:各楼层地震作用和地震剪力标准值由表3-5计算列出，图示见图3-6.0.091×1715.4=166.33KN129 主体结构顶层（第五层）水平地震作用为：[6]在计算第五层层间剪力时，考虑鞭梢计算效应，其剪力设计值乘以3倍矛以放大，但放大部份仅用于本层地震作用效应分析而不下传，计算数据见表3-5表3-5楼层地震作用和地震剪力标准值计算表层（m）(KN)或(KN)619.63547.269525.12596.9596.9516.6403767014.2359.9956.8413.6403754903.2249.91206.7310.6403742792.2229.81436.527.6403730681.2164.81601.3154619.6321250.3114.11715.44框架内力计算4.1恒载作用下的框架内力4.1.1弯矩分配系数根据上面的原则，可计算出本例横向框架各杆件的杆端弯矩分配系数，由于该框架为对称结构，取框架的一半进行简化计算[1]，如图4-1。129 图4-1横向框架承担的恒载节点A1：（相对线刚度见表3-2）129 节点B1：节点A2：节点B2：节点A6：129 节点B6：（A3、B3）（A4、B4）（A5、B5）与相应的（A2、B2）相同。4.1.2杆件固端弯矩计算杆件固端弯矩时应带符号，杆端弯矩一律以顺时针方向为正[7]，如图4-2。图4-2杆端及节点弯矩正方向（1）横梁固端弯矩顶层横梁：自重作用：板传来的恒载作用：129 二～六层横梁：自重作用：板传来的恒载作用：（2）纵梁引起柱端附加弯矩顶层外纵梁：楼层外纵梁：顶层中纵梁：楼层中纵梁：4.1.3节点不平衡弯矩129 横向框架的节点不平衡弯矩为通过该节点的各杆件（不包括纵向框架梁）在节点处的固端弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，根据平衡原则，节点弯矩的正方向与杆端弯矩方向相反，一律以逆时针方向为正[1]，如图4-2。节点A6的不平衡弯矩：本例计算的横向框架的节点不平衡弯矩如图4-1。4.1.4内力计算根据对称原则，只计算FE、ED跨。在进行弯矩分配时，应将节点不平衡弯矩反号后再进行杆件弯矩分配。节点弯矩使相交于该节点杆件的近端产生弯矩，同时也使各杆件的远端产生弯矩，近端产生的弯矩通过节点弯矩分配确定，远端产生的弯矩由传递系数C（近端弯矩与远端弯矩的比值）确定。恒载弯矩分配过程如图4-3，恒载作用下弯矩图4-4，梁剪力、柱轴力见图4-5[1]。129 图4-3恒载弯矩分配过程129 图3-4恒载作用下弯矩图129 图3-5恒载作用下梁剪力、柱轴力根据所求出的梁端弯矩再通过平衡条件，即可求出恒载作用下梁剪力、柱轴力，结果见表4-1～表4-4。表4-1AB跨梁端剪力（KN）层q(KN/m)g(KN/m)A(m)L(m)U=(l-a)q/2KN/mKN/m615.954.091.95612.2732.30-34.4446.051.9442.63-46.51512.454.091.95612.2725.21-28.3734.531.0336.45-38.51129 412.454.091.95612.2725.21-30.7434.90.6936.79-38.17312.454.091.95612.2725.21-30.4734.510.6736.81-38.15212.454.091.95612.2725.21-3134.30.5536.81-38.03112.454.091.95612.2725.21-26.8137.091.7135.77-39.19注：=-(+)=-表4-2BC跨梁端剪力（KN）层q（KN/m）g（KN/mL(m)gl/2ql/4=gl/2+ql/4=-gl/2-ql/469.824.092.44.915.8910.8-10.857.664.092.44.914.609.51-9.5147.664.092.44.914.609.51-9.5137.664.092.44.914.609.51-9.5127.664.092.44.914.609.51-9.5117.664.092.44.914.609.51-9.51（注：）表4-3AB跨跨中弯矩（KN）层qgaLgL/2uM615.954.091.95612.2732.30-34.441.9442.63-41.13512.454.091.95612.2725.21-28.371.0336.45-36.10412.454.091.95612.2725.21-30.740.6936.79-34.75312.454.091.95612.2725.21-30.470.6736.81-35.08212.454.091.95612.2725.21-310.5536.93-34.91112.454.091.95612.2725.21-26.811.7135.77-35.62表4-4柱轴力（KN）层边柱（F轴E轴）中柱（E轴D轴）横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力6柱顶42.6353.4718.7596.157.3147.518.75104.85129 柱底114.81123.65柱顶36.4525.3918.75176.6648.0235.7318.75207.35柱底195.41226.14柱顶36.7925.3918.75257.3947.735.7318.75309.53柱底276.35328.283柱顶36.8135.3918.75338.5447.6635.7318.75411.67柱底357.29430.422柱顶36.9325.3918.75419.6147.5435.7318.75513.69柱底438.36532.441柱顶35.7725.3928.75499.5248.735.7328.75616.87柱底528.27645.624.2活载作用下的框架内力注意：各不得荷载布置时计算简图不一定是对称形式，为方便近似采用对称结构对称荷载形式简化计算[8]。4.2.1梁固端弯矩（1）顶层（2）二～五层横梁129 4.2.2纵梁偏心引起柱端附加弯矩（本例中边框架纵梁偏向外侧）顶层外纵梁：楼层外纵梁：顶层中纵梁：（仅BC跨作用活载）楼层中纵梁：（仅BC跨作用活载）4.2.3本工程考虑如下四种最不利组合[9]。1.顶层边跨梁中弯矩最大，如图4-6129 .图4-6活载不利布置a2.顶层边柱柱顶左侧及柱底右侧受拉最大弯矩，如图3-7.图4-7活载不利布置b129 3.顶层边跨梁梁端最大负弯矩，如图4-8.图4-8活载不利布置c4.活载满跨布置，如图4-9.图4-9活载不利布置d129 4.2.4各节点不平衡弯矩（注意：若计算某跨梁端的最大负弯矩，不可以这样统一！）当AB跨布置活载时：当BC跨布置活载时：当AB跨和BC跨均布置活载时：4.2.5内力计算：采用“迭代法”计算[8]，迭代计算次序同恒载，如图4-10、图4-13、图4-16、图4-24.活载（a）布作用下梁弯矩、剪力、轴力如图4-11、图4-12。活载（b）布作用下梁弯矩、剪力、轴力如图4-14、图4-15。活载（c）布作用下梁弯矩、剪力、轴力如图4-17、图4-18。活载满布作用下梁弯矩、剪力、轴力如图4-20、图4-21。129 图4-10活载a迭代过程129 图4-11活载a弯矩图129 图4-12活载a剪力、轴力129 图4-13活载b迭代过程129 图4-14活载b弯矩129 图4-15活载b剪力、轴力129 图4-16活载c迭代过程129 图4-17活载c弯矩129 图4-18活载c剪力、轴力129 图4-19活载c剪力、轴力129 图4-20满跨活载弯矩129 图4-21满跨活载剪力、轴力根据所求出的梁端弯矩，再通过平衡条件，即右求出恒载作用下的梁剪力、柱轴力，结果见表4-5～表4-20。129 表4-5(A)活载作用下梁剪力AB跨梁端剪力（KN）层q(KN/m)a(m)U=(6-a)q/2KN/mKN/m62.731.955.53-3.574.620.185.35-5.71501.950-0.220.720.08-0.08-0.0847.81.9515.80-13.6416.350.4515.35-16.25301.950-1.690.83-0.140.14-0.1427.81.9515.8-13.7516.360.4415.36-16.24101.950-0.990.51-0.080.080.08注：表4-6活载A作用下BC跨梁端剪力层q(KN/m)L（m）ql/4(KN)=ql/4=-ql/4602.400054.82.42.882.88-2.88402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表4-7活载A作用下AB跨跨中弯矩（KN）层qaLU=(l-a)×q/2M62.731.9565.53-3.570.185.35-6.67501.9560-0.220.08-0.080.4647.81.95615.8-13.640.4515.3529.81301.9560-1.69-0.140.14-2.1127.81.95615.8-13.750.4415.36-15.74101.9560-0.99-0.080.08-1.23129 注:=u-表4-8活载A作用下柱轴力（KN）层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力65.352.668.015.714.9310.645-0.087.67.520.0814.0914.17415.357.622.9516.2514.0930.3430.147.67.740.1414.0914.23215.367.622.9616.2414.0930.3310.087.67.680.0814.0914.17表4-9(B)活载作用下梁剪力AB跨梁端剪力（KN）层q(KN/m)a(m)U=(6-a)q/2KN/mKN/m62.731.955.53-5.285.850.15.43-5.6357.81.9515.80-14.5316.320.3915.41-16.1947.81.9515.80-1.516.770.8814.92-16.68301.950-13.5416.120.43-0.43-0.43201.950-1.670.6-0.18-0.83-0.8317.81.9515.8-12.5917.550.8315.98-15.62表4-10活载B作用下BC跨梁端剪力层q(KN/m)L（m）ql/4(KN)=ql/4=-ql/4602.4000502.4000402.400034.82.42.882.88-2.88129 24.82.42.882.88-2.88102.4000表4-11活载B作用下AB跨跨中弯矩（KN）层qaLU=(l-a)×q/2M62.731.9565.53-5.280.15.43-5.6357.81.95615.8-14.530.3015.5016.1047.81.95615.8-1.510.8814.92-26.66301.9560-13.540.43-0.4314.83201.9560-1.67-0.18-0.1815.0817.81.95615.8-12.590.8316.63-29.68注:=u-表4-12活载B作用下柱轴力（KN）层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力65.432.668.095.634.9310.56515.417.623.0116.1914.0930.28414.927.623.5216.6814.0930.773-0.437.67.170.4314.0914.522-0.837.66.770.8314.0914.92115.987.624.5815.6214.0929.71表4-13(C)活载作用下梁剪力AB跨梁端剪力（KN）层q(KN/m)a(m)U=(6-a)q/2KN/mKN/m6`2.731.955.53-5.245.810.15.43-5.6357.81.9515.80-14.0016.790.4715.33-16.27129 401.950-1.670.22-0.24-0.24-0.2437.81.9515.8-13.3916.660.5515.25-16.35201.950-1.890.1-0.30-0.30-0.3017.81.9515.8-13.1617.970.6715.13-16.47表4-14活载C作用下BC跨梁端剪力层q(KN/m)L（m）ql/4(KN)=ql/4=-ql/4602.400054.82.42.882.88-2.88402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表4-15活载C作用下AB跨跨中弯矩（KN）层qaLU=(l-a)×q/2M62.731.9565.53-5.240.15.43-5.2457.81.95615.8-14.000.4715.33-15.4401.9560-1.67-0.24-0.24-0.2437.81.95615.8-13.390.5515.25-15.77201.9560-1.89-0.30-0.302.7917.81.95615.8-13.760.6715.13-15.04注:=u-表4-16活载C作用下柱轴力（KN）层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力65.432.668.095.634.9310.56129 515.337.623.9316.2714.0930.364-0.247.67.360.2414.0914.33315.257.622.8516.3514.0930.442-0.307.67.300.3014.0914.39115.137.622.7316.4714.0930.56表4-17满跨活载作用下梁剪力AB跨梁端剪力（KN）层q(KN/m)a(m)U=(6-a)q/2KN/mKN/m6`2.731.955.53-4.925.920.175.36-5.757.81.9515.80-15.2416.910.2815.52-16.0847.81.9515.80-15.2417.010.3015.50-16.1037.81.9515.8-15.2416.970.2915.51-16.0927.81.9515.8-15.2416.950.2615.24-16.0617.81.9515.8-15.2418.110.7615.04-17.56表4-18满跨活载作用下BC跨梁端剪力层q(KN/m)L（m）ql/4(KN)=ql/4=-ql/461.682.41.011.01-1.0154.82.42.882.88-2.8844.82.42.882.88-2.8834.82.42.882.88-2.8824.82.42.882.88-2.8814.82.42.882.88-2.88表4-19满跨活载作用下AB跨跨中弯矩（KN）层qaLU=(l-a)×q/2M62.731.9565.53-4.920.175.36-5.35129 57.81.95615.8-15.240.2815.52-14.7347.81.95615.8-15.240.3015.50-14.6737.81.95615.8-15.220.2915.51-14.7227.81.95615.8-15.440.2615.54-14.5917.81.95615.8-13.560.7615.04-14.97注:=u-表4-20满跨活载作用下柱轴力（KN）层边柱(A轴)中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力65.432.668.025.634.9313.51515.527.631.1418.9614.0946.56415.507.654.2418.9814.0979.69315.517.677.3518.9714.09112.81215.547.6100.4918.9414.09145.9115.047.6123.1320.4414.09180.434.3风荷载作用下的位移、内力计算4.3.1框架侧移[7]表4-21风载作用下框架侧移层层高（m）(KN)(KN)(KN/㎜)=/(㎜)总侧移=（㎜）637.107.1036.70.193.85536.9414.0436.70.383.66436.0820.1236.70.553.28336.0826.1236.70.712.73236.0832.2836.70.882.47136.3138.5933.91.140.71129 4.3.2层间侧移：=0.71/0.85=0.84㎜相对侧移：=0.84/3900=1/4643<1/4004.3.3项点侧移侧移Δ=3.85/0.85=4.53㎜相对侧移Δ/H=4.53/18900=1/4172<1/500(满足要求)4.3.4水平风载作用下框架层间剪力[12]（图4-22）图4-22水平风荷载作用下框架层间剪力4.3.5水平风载作用下框架弯矩（图4-23）129 图4-23风荷载作用框架弯矩4.3.6水平风载作用下框架梁剪力、柱轴力（图4-24）129 图4-29风荷载作用框架剪力、柱轴力表4-22各层柱反弯点位置层次柱别K6边柱2.41-0100.420.42中柱1.58-0100.380.385边柱2.4110100.450.45中柱1.5810100.430.434边柱2.4110100.470.47中柱1.5810100.450.453边柱2.4110100.500.50中柱1.8510100.480.482边柱2.41101.300.500.50129 中柱1.85101.300.500.501边柱4.830.770－00.550.55中柱3.150.770－00.620.62表4-23风载作用下梁端、跨中弯矩和剪力层次柱别M下KN/mM上KN/m节点左右梁线刚度比边跨梁端弯矩中跨梁端弯矩风载作用下梁端剪力边跨梁跨中弯矩（KN/m）左梁右梁6边柱-2.48-3.4303.43-0.87-0.82中柱-1.80-2.940.401.84.6-0.87-3.835边柱-5.27-6.4408.92-1.83-3.44中柱-4.02-5.340.402.045.1-1.83-4.254边柱-7.88-8.89014.16-2.90-5.45中柱-6.03-7.380.403.268.14-2.90-6.783边柱-10.92-10.90018.8-3.85-7.24中柱-8.38-9.080.404.3210.79-3.85-8.992边柱-13.46-13.46024.38-4.98-9.46中柱-10.76-10.760.405.4713.67-4.98-11.391边柱-21.66-17.73031.19-6.36-12.2中柱-22.22-13.620.406.9717.41-6.36-14.51表4-24风荷载作用下框架柱剪力及柱端弯矩层次h柱别上下637.1137.28边柱38.13-1.970.42-2.48-3.43中柱30.51-1.580.38-1.80-2.945314.04137.28边柱38.13-3.900.45-5.27-6.44中柱30.51-3.120.43-4.02-5.344320.12137.28边柱38.13-5.590.47-7.88-8.89中柱30.51-4.470.45-6.03-7.383326.2137.28边柱38.13-7.280.5-10.92-10.92129 中柱30.51-5.820.48-8.38-9.082332.28137.28边柱38.13-8.970.5-13.46-13.46中柱30.51-7.170.5-10.76-10.7613.938.59137.28边柱54.08-10.100.55-21.66-17.73中柱49.23-9.190.62-22.22-13.62表4-25风载作用下柱轴力层次柱别M上（KN/m）M下（KN/m）风载作用下梁端剪力柱轴力左右6边柱-2.48-3.43-0.87-0.87中柱-1.80-2.94-0.87-3.83-2.965边柱-5.27-6.44-1.83-2.7中柱-4.02-5.34-1.83-4.25-5.384边柱-7.88-8.89-2.90-5.6中柱-6.03-7.38-2.90-6.78-9.263边柱-10.92-10.92-3.85-9.45中柱-8.38-9.08-3.85-8.99-14.42边柱-13.46-13.46-4.98-14.25中柱-10.76-10.76-4.98-11.39-20.871边柱-21.66-17.73-6.36-20.61中柱-22.22-13.62-6.36-14.51-28.964.4地震作用下横向框架的内力计算4.4.10.5（雪+活）重力荷载作用下横向框架的内力计算按《建筑抗震设计规范》，计算重力荷载代表值时，顶层用雪荷载，其他层取用活荷载，当雪荷载与活荷载相差不大时可近似按满跨活荷载布置。（1）横梁线荷载计算顶层横梁：雪载：129 边跨0.65×3.9×0.5＝1.27KN/m中间跨0.65×2.4×0.5＝0.78KN/m二至六层横梁：活载：边跨7.8×0.5＝3.9KN/m中间跨4.8×0.5＝2.4KN/m顶层中纵梁：楼层外纵梁：顶层中纵梁：楼层中纵梁：（3）计算简图（见4-25）129 图4-30固端弯矩（4）固端弯矩顶层横梁：129 二～六层横梁：（5）不平衡弯矩（6）弯矩分配计算（采用迭代法）弯矩分配过程如图4-26.0.5（雪+活）作用下梁、柱弯矩见图4-27，梁剪力、柱轴力见图4-28.表4-260.5(雪+活)作用下AB跨梁端剪力标准值层qal61.271.9562.57-2.342.770.072.5-2.6453.91.9567.9-7.328.310.177.73-8.0743.91.9567.9-7.448.440.177.73-8.0733.91.9567.9-7.478.310.147.76-8.0423.91.9567.9-7.437.28-0.037.93-7.8713.91.9567.9-6.678.840.367.54-8.26129 表4-270.5(雪+活)作用下BC跨梁端剪力标准值层qlql/460.782.40.470.47-0.4752.42.41.441.44-1.4442.42.41.441.44-1.4432.42.41.441.44-1.4422.42.41.441.44-1.4412.42.41.441.44-1.44表4-280.5（雪+活）作用下AB跨跨中弯矩（KN·m）层qal61.271.9562.57-2.342.772.5-2.4653.91.9567.9-7.318.317.73-7.5843.91.9567.9-7.448.447.73-7.4633.91.9567.9-7.478.317.76-7.5223.91.9567.9-7.437.287.93-8.0713.91.9567.9-6.678.847.54-7.66注：表4-290.5（雪+活）作用下柱轴力标准值（KN）层边柱（A轴）中柱（B轴）横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力62.51.333.833.112.6310.7357.733.815.369.517.6227.8347.733.826.899.517.6244.9937.763.838.459.517.6262.0927.933.861.749.517.6279.0317.543.873.289.707.6296.34129 图4-260.5（雪+活）作用下迭代计算129 图4-270.5（雪+活）作用下杆端弯矩129 图4-280.5（雪+活）作用下框架柱轴力、梁剪力4.4.2地震作用下横向框架的内力计算地震作用下框架柱剪力及柱端弯矩计算过程，梁端弯矩计算过程，梁剪力和轴力计算过程，地震作用下框架弯矩见图4-29，框架梁剪力、柱轴力见图4-30。129 图4-29地震作用框架弯矩129 图4-30地震作用框架剪力、柱轴力表4-30地震作用下横向框架柱剪力及柱端弯矩层次层间剪力KN总剪力柱别h6596.9596.9617.16边柱38.12-36.880.423-47.58-64.17中柱30.51-29.510.38-33.64-54.895359.9956.9617.16边柱38.13-59.120.453-79.81-97.55中柱30.51-47.310.43-61.03-80.90129 4249.91206.7617.16边柱38.13-74.550.473-105.12-118.53中柱30.51-59.650.45-80.53-98.423229.81436.5802.95边柱38.13-88.750.53-133.3-133.13中柱30.51-70.180.48-101.06-109.482164.81601.3617.16边柱38.13-98.930.503-148.40-148.40中柱30.51-79.160.50-118.74-118.741114.11715.41178.68边柱38.13-55.490.585-148.02-107.21中柱30.51-44.900.62-126.63-77.6注：地震作用下按倒三角分布水平力考虑，根据对称只算A、B轴表4-31地震作用下梁端弯矩层次柱别结点左右梁线刚度比边跨梁端弯矩中跨梁端弯矩地震作用下梁端剪力边跨跨中弯矩左梁右梁6边柱-47.58-64.170.0064.17-15.34-18.15中柱-33.64-54.890.4027.8769.68-15.34-58.075边柱-79.81-97.550.00145.13-29.65-56.19中柱-61.03-80.900.4032.7581.79-29.65-68.164边柱-105.12-118.530.00198.34-40.65-76.39中柱-80.53-98.420.4045.56113.89-40.65-94.913边柱-133.3-133.130.00238.25-48.76-91.98中柱-101.06-109.480.4054.29135.72-48.76-113.12边柱-148.40-148.400.00281.53-57.39-109.37中柱-118.74-118.740.4062.8157-57.39-130.831边柱-148.02-107.210.00255.61-51.96-99.75中柱-126.63-77.60.4056.12140.22-51.96-116.85129 表4-32地震作用下梁剪力、柱轴力层次柱别地震作用下梁端剪力柱轴力6边柱-47.58-64.17-15.34-15.34中柱-33.64-54.89-15.34-58.07-42.735边柱-79.81-97.55-29.65-44.99中柱-61.03-80.90-29.65-68.16-81.244边柱-105.12-118.53-40.65-85.64中柱-80.53-98.42-40.65-94.91-135.53边柱-133.3-133.13-48.76-134.4中柱-101.06-109.48-48.76-113.1-199.842边柱-148.40-148.40-57.39-191.79中柱-118.74-118.74-57.39-130.83-273.291边柱-148.02-107.21-51.96-243.75中柱-126.63-77.6-51.96-116.85-338.185框架内力组合5.1弯矩调幅取=0.9对梁进行调幅，调幅计算过程见表5-1。本章各内力组合时单位及方向：（1）柱的内力及梁的剪力仍沿用结构力学的规定：柱弯矩M（KN·m）顺时针为正，逆时针为负；梁、柱轴力N（KN）受压为正，受拉为负；梁柱剪力V（KN）顺时针为正，逆时针为负。（2）梁的弯矩方向以下部受拉为正，上部受压为负。（与前几章规定不同）表5-1弯矩调幅计算129 荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值MlMrM0MLMRM恒载顶层AB-34.44-46.0541.130.9-31.00-41.4545.15BC-22.44-22.4415.190.9-20.20-20.2917.43六层AB-28.37-34.5436.100.9-25.53-31.0939.25BC-14.23-14.237.510.9-12.81-12.879.03五层AB-30.74-34.934.750.9-27.67-30.4138.03BC-12.85-12.876.260.9-11.57-11.577.55四层AB-30.47-34.5135.080.9-27.42-31.0638.33BC-12.87-12.876.250.9-11.58-11.587.54三层AB-31-34.334.910.9-27.9-30.8738.19BC-13.04-13.046.420.9-11.74-11.747.72二层AB-26.81-37.0935.620.9-24.13-33.8438.82BC-20.46-20.4613.840.9-18.41-18.4115.89活载a顶层AB-3.57-4.626.670.9-3.21-4.617.08BC-2.73-2.732.730.9-2.46-2.463.00六层AB-0.22-0.72-0.460.9-0.20-0.65-0.41BC0.50.52.700.90.450.45-2.65五层AB-13.64-16.35-29.810.9-12.28-14.72-28.31BC-6.33-6.336.330.9-5.70-5.706.96四层AB-1.69-0.832.110.9-1.52-0.732.24BC0.800.80-3.10.90.720.72-3.02三层AB-13.75-16.3615.740.9-12.38-14.7217.25BC-6.26-6.266.260.9-5.63-5.636.89二层AB-0.99-0.511.230.9-0.89-0.461.31BC1.321.32-3.600.91.191.19-3.73活载b顶层AB-5.28-5.855.200.9-4.75-5.275.76BC-1.85-1.851.750.9-1.67-1.6720.25六层AB-14.53-16.32-15.430.9-13.08-14.69-13.89BC-5.67-5.675.670.9-5.10-5.106.24129 五层AB-1.51-6.7726.660.9-1.36-6.0927.07BC0.890.89-3.190.90.800.80-3.10四层AB-13.54-16.12-14.830.9-12.19-14.51-13.35BC-6.24-6.246.240.9-5.62-5.626.86三层AB-1.67-0.629.680.9-1.50-0.5429.79BC0.860.86-3.160.90.770.77-3.07二层AB-12.59-17.55-15.080.9-11.33-15.80-13.57BC-10.16-10.1610.160.9-9.14-9.1411.18荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值MlMrM0MLMRM活载c顶层AB-5.24-5.815.240.9-4.72-5.235.79BC-1.9-1.91.90.9-1.71-1.712.09六层AB-14.0-16.79-15.410.9-12.6-15.11-13.87BC-6.4-6.44.10.9-5.76-5.764.74五层AB-1.67-0.2229.860.9-1.50-0.2029.95BC1.591.59-1.590.91.431.43-1.75四层AB-13.39-16.66-15.040.9-12.05-15.00-13.54BC-6.89-6.894.590.9-6.206.205.28三层AB-1.89-0.130.610.9-1.70-0.0930.71BC1.581.58-1.580.91.421.42-1.42二层AB-13.16-17.97-15.770.9-11.84-16.17-14.21BC-10.56-10.468.410.9-9.41-9.419.46活载d顶层AB-4.92-5.925.350.9-4.43-5.335.89BC-1.76-1.760.960.9-1.58-1.581.14六层AB-15.24-16.9114.720.9-13.72-15.2216.34BC-5.68-5.683.380.9-5.11-5.113.95五层AB-15.24-16.9114.720.9-13.72-15.3116.28BC-5.51-5.513.210.9-4.96-4.963.76四层AB-15.22-16.9514.720.9-13.70-15.2616.33129 BC-5.36-5.363.060.9-4.82-4.823.60三层AB-15.44-16.9714.590.9-13.90-15.2716.21BC-5.42-5.423.120.9-4.88-4.883.66二层AB-13.56-18.1114.970.9-12.20-16.3016.55BC-8.74-8.746.440.9-7.87-7.877.310.5（雪载+活载）顶层AB-2.34-2.772.460.9-2.11-2.492.72BC-1.04-1.04-0.670.9-0.94-0.94-0.57六层AB-7.32-8.317.580.9-6.59-7.488.36BC-2.81-2.811.660.9-2.53-2.531.94五层AB-7.44-8.447.460.9-6.70-7.608.25BC-2.66-2.661.510.9-2.42-2.421.78四层AB-7.47-8.317.520.9-6.72-7.488.31BC-2.69-2.691.540.9-2.42-2.421.91三层AB-7.42-7.288.070.9-6.69-6.558.81BC-2.22-2.221.130.9-2.00-2.001.35二层AB-6.67-8.847.660.9-6.00-7.968.44BC-4.42-4.423.270.9-3.98-3.983.715.2荷载组合一般组合采用三种组合形式即可（见表5-2、表5-4）：（1）可变荷载效应控制时：1.2恒+1.4活1.2恒+0.9（活+风）×1.4（2）永久荷载效应控制时：1.35恒+0.7活×1.41.35恒+活（注：以上荷载均为标准值）考虑地震作用的组合见表5-3、表5-4129 东海科学技术学院本科毕业论文正文表5-2横向框架梁内力组合（一般组合）（单位M：KN.m；V：KN）杆件跨向载面内力荷载种类内力组合恒载活荷载最大风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风顶层横梁AB跨梁左端M-31-4.752.48-2.48-43.85-40.06-49.17-46.6V42.635.43-0.870.8758.7656.9261.1762.98跨中M45.157.080.82-0.8264.0964.1362.0768.03梁右端M-41.45-5.331.8-1.8-57.20-54.19-58.72-61.29V-46.51-5.71-0.870.87-63.81-64.10-61.91-68.50BC跨梁左端M-20.2-2.464.6-4.6-59.23-21.54-33.14-29.73V10.810.1-3.833.83-27.6820.8630.5124.68跨中M-17.4320.2500-49.27-46.43-46.43-43.78梁右端M-20.29-2.46-4.64.6-27.79-33.24-21.65-29.85V-10.8-10.1-3.823.82-27.1-30.50-20.8724.68六层横梁AB跨梁左端M-25.53-13.728.92-8.92-49.84-36.68-59.16-48.19V36.4515.52-1.831.8365.4760.9965.6064.73跨中M39.2516.343.44-3.4469.9872.0263.3569.33梁右端M-31.09-15.22-2.042.04-58.62-59.06-53.91-57.19V-38.51-16.08-1.831.83-68.72-68.78-67.17-68.07BC跨梁左端M-12.81-5.765.1-5.1-23.45-16.20-29.06-22.40V9.512.88-4.254.2515.449.6920.3915.72跨中M9.036.240019.5718.7018.7018.43梁右端M-12.87-5.76-5.15.1-23.51-29.13-16.2823.13V-9.51-2.88-4.25-4.25-15.44-20.40-9.69-15.72129 东海科学技术学院本科毕业论文正文表5-2横向框架梁内力组合（一般组合）（单位M：KN.m；V：KN）杆件跨向载面内力荷载种类内力组合恒载活荷载最大风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风五层横梁AB跨梁左端M-27.63-13.7214.16-14.16-52.41-32.73-68.26-51.07V36.7915.50-2.902.9064.8560.0267.3365.17跨中M38.0329.955.45-5.4587.5790.2476.5181.29梁右端M-31.41-15.31-3.263.26-59.13-61.09-52.88-57.71V-38.19-16.68-2.902.90-69.16-70.47-63.17-68.21BC跨梁左端M-11.57-5.78.14-8.14-21.86-10.81-31.32-21.32V9.51-2.88-6.786.7815.446.5023.5815.72跨中M7.556.960018.8017.8317.8317.15梁右端M-11.57-5.7-8.148.14-21.86-31.32-10.81-21.32V-9.51-2.88-6.786.78-15.44-23.58-6.50-15.72四层横梁AB跨梁左端M-27.42-13.7018.8-18.8-52.08-26.48-72.85-50.72V36.8115.51-3.853.8565.8958.8668.5765.20跨中M38.3316.337.24-7.2468.8675.6957.4568.08梁右端M-31.06-15.26-4.324.32-58.64-61.94-51.06-57.19V-38.15-16.09-3.853.85-68.31-70.70-61.20-67.59BC跨梁左端M-11.58-5.6210.79-10.79-21.76-8.11-35.30-21.75V9.512.88-8.998.9915.443.7126.3715.72跨中M7.546.820018.6017.6417.6417.00梁右端M-11.58-5.62-10.7910.79-5.22-19.687.51-9.43V-9.51-2.88-8.998.99-15.44-26.37-3.71-15.72129 东海科学技术学院本科毕业论文正文表5-2横向框架梁内力组合（一般组合）（单位M：KN.m；V：KN）杆件跨向载面内力荷载种类内力组合恒载活荷载最大风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风三层横梁AB跨梁左端M-27.9-12.3824.38-24.38-50.80-20.28-81.71-51.57V36.8316.10-4.984.9866.7458.2170.7665.82跨中M38.1829.799.46-9.4687..5295.2771.4381.27梁右端M-30.87-15.27-5.475.47-58.42-63.18-49.39-56.94V38.03-16.24-4.984.98-68.37-72.37-59.82-67.58BC跨梁左端M-11.74-5.6313.67-13.67-21.97-3.96-38.41-21.48V9.512.88-11.3911.3915.440.6929.3915.72跨中M7.726.890018.9117.9517.9517.31梁右端M-11.74-5.63-13.6713.67-21.97-38.41-3.96-21.49V-9.51-2.88-11.3911.39-15.44-29.39-0.69-15.72二层横梁AB跨梁左端M-24.13-12.2031.19-31.19-46.04-5.03-83.63-44.78V35.7715.07-6.366.3663.9853.8669.8963.33跨中M38.8216.5512.2-12.269.7585.8152.0768.96梁右端M-33.82-16.30-6.976.97-63.41-69.90-52.34-61.96V-39.19-17.56-6.366.36-71.61-77.17-61.14-70.47BC跨梁左端M-18.41-9.4117.41-17.41-35.27-12.01-55.88-34.26V9.512.88-14.5114.5115.44-3.2433.3215.72跨中M15.8911.180034.7233.1533.1530.91梁右端M-18.41-9.41-17.4117.41-35.27-55.89-12.01-34.26V-9.51-2.88-14.5114.51-15.44-33.323.24-15.72129 东海科学技术学院本科毕业论文正文表5-3横向框架梁内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合恒载0.5(雪+活）地震作用1.2［恒+0.5（雪+活）+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-31-2.1164.17-64.1760.37-139.84V42.632.5-15.3415.3430.2378.09跨中M45.152.7218.15-18.1585.7629.13梁右端M-41.45-2.49-27.8727.87-96.21-9.25V-46.51-2.64-15.3415.34-82.67-34.81BC跨梁左端M-20.2-0.9469.68-69.6883.33-134.07V10.80.47-58.0758.07-77.07104.11跨中M-17.43-0.5700-21.6-21.6梁右端M-20.29-0.94-69.6869.68-134.1883.22V-10.8-0.47-58.0758.07-104.1177.07六层横梁AB跨梁左端M-25.53-6.59145.13-145.13187.86-264.95V36.457.73-29.6529.656.7699.27跨中M39.258.3656.19-56.19144.79-30.52梁右端M-31.09-7.48-32.7532.75-97.354.81V-38.51-8.07-29.6529.65-102.15-9.64BC跨梁左端M-12.81-2.5381.79-81.79109.18-146.0V9.511.44-68.1668.16-93.97120.25跨中M9.031.940013.1613.16梁右端M-12.87-2.53-81.7981.79-146.07109.11V-9.51-1.44-68.1668.16-119.4793.19129 东海科学技术学院本科毕业论文正文表5-3横向框架梁内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合恒载0.5(雪+活）地震作用1.2［恒+0.5（雪+活）+1.3地震作用向左向右向左向右五层横梁AB跨梁左端M-27.63-6.70198.34-198.34268.17-350.65V36.797.73-40.6540.65-9.99116.84跨中M38.038.2576.39-76.39174.70-63.63梁右端M-31.41-7.60-45.5645.56-117.8924.26V-38.19-8.07-40.6540.65-118.97.93BC跨梁左端M-11.57-2.39113.89-113.89160.92-194.42V9.511.44-94.9194.91-134.92161.20跨中M7.551.780011.2011.20梁右端M-11.57-2.39-113.89113.89-194.42160.92V-9.51-1.44-94.9194.91-161.20134.92四层横梁AB跨梁左端M-27.42-6.72238.25-238.25330.7-412.64V36.817.76-48.7648.76-22.58129.55跨中M38.338.3191.98-91.98199.46-87.52梁右端M-31.06-7.48-54.2954.29-140.5428.84V-38.15-8.04-48.7648.76-131.4920.64BC跨梁左端M-11.58-2.42135.72-135.72194.92-228.52V9.511.44-113.1113.1-163.30189.58跨中M7.541.810011.2211.22梁右端M-11.58-2.42-135.72135.72-247.57211.67V-9.51-1.44-113.1113.1-189.58163.30129 东海科学技术学院本科毕业论文正文表5-3横向框架梁内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合恒载0.5(雪+活）地震作用1.2［恒+0.5（雪+活）+1.3地震作用向左向右向左向右三层横梁AB跨梁左端M-27.9-6.69281.53-281.53397.68-480.69V36.837.93-57.3957.39-35.82143.24跨中M38.188.81109.37-109.37227-114.23梁右端M-30.87-6.55-62.862.8-142.8753.06V38.03-7.87-57.3957.39-144.6134.45BC跨梁左端M-11.74-2.00157-157228.43-261.64V9.511.44-130.83130.83-190.95217.23跨中M7.721.350010.9210.92梁右端M-11.74-2.00-157157-261.41228.43V-9.51-1.44-130.83130.83261.45190.95二层横梁AB跨梁左端M-24.13-6.00255.61-255.61362.60-434.91V35.777.54-51.9651.96-29.09133.03跨中M38.828.4499.75-99.75212.32-98.80梁右端M-33.82-7.96-56.1256.12-137.6837.41V-39.19-8.26-51.9651.96-139.0024.12BC跨梁左端M-18.41-3.98140.22-140.22186.74-250.75V9.511.44-116.85116.85-169.15195.43跨中M15.893.710023.5223.52梁右端M-18.41-3.98-140.22140.22250.75-186.74V-9.51-1.44-116.85116.85-195.43169.15129 东海科学技术学院本科毕业论文正文表5-4横向框架内力组合（一般组合）杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风顶层柱A柱柱顶M30.435.26-3.433.4343.8838.8247.4746.3447.4738.8246.34N96.18.09-8.078.07126.65124.42126.61137.83137.83124.42137.83柱底M14.198.77-2.482.4829.3124.9531.2027.9331.2024.9527.93N114.858.09-0.870.87149.15146.92149.11163.14163.14146.92163.14B柱柱顶M-20.03-4.07-2.942.94-29.73-32.87-25.46-31.11-32.87-32.87-31.11N104.8513.51-2.962.96144.73139.11146.57155.06155.06139.11155.06柱底M-16.67-5.9-1.81.8-28.26-29.71-25.17-28.40-29.71-29.71-28.40N123.613.51-2.962.96167.23161.61169.07180.37180.37161.61180.37五层柱A柱柱顶M19.397.51-6.446.4433.7824.6240.8533.6940.8524.6233.69N176.6631.14-2.72.7234.80247.83254.63269.63269.63243.80269.63柱底M17.097.45-5.275.2730.9423.2536.5430.5236.5423.2530.52N195.4131.14-2.72.7278.09270.33277.13266.94278.09266.94266.94B柱柱顶M-12.8-5.56-5.345.34-23.14-29.09-15.64-22.84-29.09-29.09-22.84N207.3546.56-5.385.38314300.71314.26326.48326.48300.71326.48柱底M-12.55-5.09-4.024.02-22.19-26.54-16.41-22.03-26.54-26.54-22.03N226.146.56-5.385.38336.5323.21336.76351.80351.80323.21351.80129 东海科学技术学院本科毕业论文正文表5-4横向框架内力组合（一般组合）杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风四层柱A柱柱顶M15.927.22-8.098.0929.2118.0138.3928.7138.3918.0128.70N257.3954.24-5.65.6384.80370.15384.27401.73401.73370.15401.73柱底M16.457.88-7.887.8830.7719.7439.6030.0939.6019.7430.09N276.3454.24-5.65.6407.54392.89407.01427.30427.30392.89427.30B柱柱顶M-11.47-5.73-7.387.38-21.79-30.28-11.69-21.21-30.28-30.28-21.21N309.5379.69-9.269.26507.10481.86505.20514.46514.46481.86514.46柱底M-11.6-5.28-6.036.03-21.37-28.17-12.98-20.94-28.17-28.17-20.94N328.2879.69-9.269.26505.50480.59508.10522.89522.89480.59522.89三层柱A柱柱顶M16.297.27-10.9210.9229.7314.9542.4729.2642.4714.9529.26N338.5477.35-9.459.45514.54491.80515.62534.38534.38491.80534.38柱底M15.597.17-10.9210.9228.7513.9841.5028.2241.5013.9828.22N357.2977.35-9.459.45537.04514.30538.12559.69559.69514.30559.69B柱柱顶M-12.87-5.25-9.089.08-22.79-33.50-10.62-22.65-33.50-33.50-22.65N411.67112.81-14.414.4651.94618.00654.29668.56668.56618.00668.56柱底M-11.64-5.28-8.388.38-21.36-31.18-10.06-20.99-31.18-31.18-20.99N430.42112.81-14.414.4674.44640.50676.79693.88693.88640.50693.88129 东海科学技术学院本科毕业论文正文杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载活载最大值风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风二层柱A柱柱顶M17.687.92-13.4613.4632.3014.2448.1531.7948.1514.2431.79N419.61100.49-14.2514.25644.32612.19648.10666.96666.96612.19666.96柱底M19.678.79-13.4613.4635.9117.7251.6435.3451.6417.7235.34N438.36100.49-14.2514.25666.72634.69670.60692.28692.28634.69692.28B柱柱顶M13.045.21-10.7610.7622.948.6635.7722.8135.778.6622.81N513.69145.9-20.8120.81902.39774.04826.48839.38902.39774.04839.38柱底M-11.09-5.1-10.7610.76-20.45-33.29-6.18-20.07-33.29-33.29-20.07N532.44145.9-20.8120.81843.19796.54848.98864.69864.69796.54864.69底层柱A柱柱顶M9.415.3-17.7317.7318.71-4.3740.3118.0040.31-4.3718.00N499.52123.13-20.6120.61771.81728.60780.54797.48791.48728.60797.48柱底M4.717.68-21.6621.6667.27-11.9642.6214.0467.27-11.9614.04N528.27123.13-20.6120.61806.31763.10815.04836.29836.29763.10836.29V3.071.73-10.1010.106.11-6.8618.595.8718.59-6.865.89B柱柱顶M-4.69-5.1-13.6213.62-89.94-29.225.11-11.73-89.94-89.94-11.73N616.87180.43-28.9628.96933.85931.101004.081013.201013.20931.101013.20柱底M-2.35-1.47-22.2222.224.88-32.6723.33-4.64-32.67-32.67-4.64N645.62180.43-28.9628.961027.35965.601038.581052.011052.01965.601052.01V2.920.96-9.199.194.85-6.8716.294.9016.29-6.874.90129 东海科学技术学院本科毕业论文正文表5-5横向框架柱内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载0.5（雪+活地震作用1.2［恒+0.5（雪+活）］+1.3地震向左向右向左向右顶层柱A柱柱顶M30.432.29-64.1764.17-60.84139.37139.37-60.84139.37N96.13.83-15.3415.3495.99143.85143.8595.99143.85柱底M14.193.19-47.5747.57-53.3795.0895.09-53.3795.08N114.853.83-15.3415.34118.49166.35166.35166.35166.35B柱柱顶M-20.01-1.65-54.8954.89-111.6459.61-111.64-111.6459.61N104.8510.73-42.7342.7372.04205.35205.3572.04205.35柱底M-16.67-2.24-33.6433.64-75.1729.79-75.17-75.1729.79N123.610.73-42.7342.7394.54227.85227.8594.54227.85五层柱A柱柱底M19.393.85-97.5597.55-124.29180.07180.07-124.29180.07N176.6615.36-44.9944.99160.24300.61300.61160.24300.61柱底M17.093.63-79.8179.81-99.64149.37149.37-99.64149.37N195.4115.36-44.9944.99182.74323.11323.11182.74323.11B柱柱顶M-12.8-2.73-80.980.9-283.08-30.67-283.08-283.08-30.67N207.3527.86-81.2481.24155.52408.99408.99155.52408.99柱底M-12.55-2.65-61.0361.03-113.4576.97-113.45-113.4576.97N226.127.86-81.2481.24177.89431.37431.34117.89431.37129 东海科学技术学院本科毕业论文正文表5-5横向框架柱内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载0.5（雪+活地震作用1.2［恒+0.5（雪+活）］+1.3地震向左向右向左向右四层柱A柱柱顶M15.923.51-118.53118.53-161.59208.22208.22-161.59208.22N257.3926.89-85.6485.64207.54474.73474.73207.54474.73柱底M16.453.63-105.12105.12-139.91188.10188.10-139.91188.10N276.3426.89-85.6485.64230.28497.47497.47230.28497.47B柱柱顶M-11.47-2.6-98.4298.42-170.42136.65-170.42-170.42136.65N309.5344.99-135.5135.5214.13636.89636.89214.13636.89柱底M-11.6-8.31-80.5380.53-149.52101.73-149.52101.73101.73N328.2844.99-135.5135.5236.54659.30659.30236.54659.30三层柱A柱柱底M16.293.55-133.13133.13-183.87231.49231.49-183.87231.49N338.5438.45-134.4134.4242.72662.05662.05242.73662.05柱底M15.593.34-13.13-13.132.2343.2043.202.232.23N357.2938.45-134.4134.4265.22684.55684.55265.22684.55B柱柱顶M-12.87-2.45-109.48109.48-189.17152.40-189.17-189.17152.40N411.6762.09-199.84199.84256.76880.26880.26256.76880.76柱底M-11.64-2.27-101.06101.06-174.35140.96-174.35-174.35140.76N430.4262.09-199.84199.84279.29902.76902.76279.26902.76129 东海科学技术学院本科毕业论文正文表5-5横向框架柱内力组合（考虑地震组合）杆件跨向载面内力荷载种类内力组合及相应的N及相应的M及相应的M恒载0.5（雪+活地震作用1.2［恒+0.5（雪+活）］+1.3地震向左向右向左向右二层柱A柱柱顶M17.683.8-148.40148.40-205.73257.28257.27-205.73257.28N419.6161.74-191.79191.79278.42876.81876.81278.42876.81柱底M19.674.3-148.40148.40-202.74260.27260.27-202.76260.27N438.3661.74-191.79191.79297.33895.71895.71297.33895.71B柱柱顶M13.04-2.21-118.71118.71-172.24198.23198.23-172.24198.23N513.6979.02-273.29273.29284.921137.581137.58284.921137.58柱底M-11.09-2.34-118.74118.74-201.35169.12-201.35-201.35169.12N532.4479.02-273.29273.29307.421160.081160.08307.421160.08底层柱A柱柱底M9.412.08-107.21107.21-153.46181.04181.04-153.46181.04N499.5273.28-243.75243.75307.111067.611067.61307.111067.61柱底M4.711.04-148.05148.05-224.06237.86237.86-224.06237.86N528.2773.28-243.75243.75341.611102.111102.11341.611102.11V3.070.68-27.7327.73-38.7647.7647.76-38.7647.76B柱柱顶M-4.69-1.07-77.677.6-127.97114.14-127.97-127.97114.14N616.8796.34-338.18338.18328.291383.411383.41328.291383.29柱底M-2.35-3.27-126.63126.63-204.29190.80-204.29-204.29190.80N645.6296.34-338.18338.18362.791417.911417.91362.791417.912.920.94-30.9830.98-43.7952.9652.96-43.70129 东海科学技术学院本科毕业论文正文6框架梁、柱截面设计表6-1横梁ABBC跨正截面受弯承载力计算横梁AB、BC跨正截面受弯承载力计算层砼等级b*h截面位置组合内力柱边截面弯矩h0　　实际选用备注MV顶层C30250*600A6支座-49.1761.17-33.885600.0380.039183212，As=As"=226<0.35跨中68.0368.035600.0180.018610414，As=As"=615<0.35B6支座左-61.2968.50-78.425600.0600.063280214，As=As"=308<0.35250*600B6支座右-33.1430.51-25.515600.0770.080231214，As=As"=308<0.35跨中-43.78-43.785600.0220.028561316，As=As"=603<0.35C6支座左-21.65-20.87-26.875600.0790.086246316，As=As"=603<0.35五层C30250*600A5支座-59.1665.10-42.765600.0630.070356216，As=As"=402<0.35跨中69.9869.985600.0160.016499316，As=As"=603<0.35129 东海科学技术学院本科毕业论文正文B5支座左-53.91-64.17-69.955600.0720.081382216，As=As"=402<0.35250*600B5支座右-29.0620.39-23.965600.0680.079201212，As=As"=226<0.35跨中19.5119.515600.0210.023436316，As=As"=603<0.35C5支座左-16.28-9.69-18.705600.1030.108325312，As=As"=339<0.35二层C30250*600A1支座-83.6369.89-66.165600.0830.096420316，As=As"=603<0.35跨中52.0752.075600.0200.025523316，As=As"=603<0.35B1支座左-52.34-61.14-67.635600.0720.082299312，As=As"=339<0.35250*600B1支座右-55.8833.32-47.555600.0930.110319312，As=As"=339<0.35跨中34.7234.725600.0150.016603316，As=As"=603<0.35C1支座左-12.013.24-11.25600.0960.123389216，As=As"=402<0.35注：跨中截面(跨中截面计算[10])129 东海科学技术学院本科毕业论文正文表6-2横梁ABBC跨正截面抗震验算横梁ABBC跨正截面抗震验算层砼等级b*h截面位置组合内力柱边截面弯矩h0实际选用备注MV顶层C30250*600A6支座-139.8478.09-120.320.755600.0270.027373216，As=402安全跨中29.1329.130.755600.0060.006安全B6支座左-9.25-34.81-17.950.755600.0520.054240214，A=308安全250*600B6支座右-134.07104.11-104.040.755600.0560.057247214，A=308安全跨中-21.6-21.60.755600.0050.005安全C6支座左83.2277.07102.490.755600.0900.094234310，A=236安全五层C30250*600A5支座-264.9599.27-240.130.755600.0900.094568316，As=603安全跨中-30.52-30.520.755600.0080.008安全B5支座左4.81-9.642.40.755600.0620.064489316，As=603安全250*600B5支座右-14.60120.25-116.040.755600.1340.145356216，As=402安全跨中13.1613.160.755600.0010.001安全C5支座左109.1193.19132.410.755600.2140.244399216，As=402安全二层C30250*600A1支座-434.91133.03-401.650.755600.1110.118792416，As=804安全跨中-98.90-98.900.755600.0100.010安全B1支座左37.4124.1243.440.755600.0360.037721318，As=763安全250*600B1支座右-250.75195.43-201.890.755600.1820.203603316，As=603安全跨中23.5223.520.755600.0020.002安全129 东海科学技术学院本科毕业论文正文C1支座左-156.74169.15-114.450.755600.2860.347759318，As=763安全表6-3横梁AB、BC跨斜截面受剪承载力计算层次砼等级B*H斜截面位置组合内力h0选用箍筋备注顶层C30250*600A6支座61.17560500.50140.14φ8/10@110351.4安全B6支座左68.5560500.50140.14φ8/10@110351.4安全250*600B6支座右30.51560500.50140.14φ8/10@110351.4安全C6支座左20.87560500.50140.14φ8/10@110351.4安全四层C30250*600A3支座65.60560500.50140.14φ8/10@110351.4安全B3支座左64.17560500.50140.14φ8/10@110351.4安全250*600B3支座右20.39560500.50140.14φ8/10@110351.4安全C3支座左9.69560500.50140.14φ8/10@110351.4安全二层C30250*600A1支座6.89560500.50140.14φ8/10@110351.4安全B1支座左61.14560500.50140.14φ8/10@110351.4安全250*600B1支座右33.32560500.50140.14φ8/10@110351.4安全C1支座左3.24560500.50140.14φ8/10@110351.4安全129 东海科学技术学院本科毕业论文正文表6-4横梁AB、BC跨斜截面受剪抗震验算层砼等级B*H斜截面位置V组合内力　　选用箍筋Vcs备注顶层C30250*600A6支座133.70132.6574.48560533.87112.11φ8/10@110431.16B6支座左142.34132.6583.06560533.87112.11φ8/10@110431.16250*600B6支座右55.66167.1844.17560533.87112.11φ8/10@110431.16C6支座左55.66167.1844.17560533.87112.11φ8/10@110431.16六层C30250*600A5支座124.50238.5596.75560533.87112.11φ8/10@110431.16B5支座左130.70338.3599.63560533.87112.11φ8/10@110431.16250*600B5支座右20.4212.7252.16560533.87112.11φ8/10@110431.16C5支座左20.4212.7252.16560533.87112.11φ8/10@110431.16二层C30250*600A1支座69.94257.0199.09560533.87112.11φ8/10@110431.16129 东海科学技术学院本科毕业论文正文B1支座左74.43257.01104.06560533.87112.11φ8/10@110431.16250*600B1支座右31.43341.375.71560533.87112.11φ8/10@110431.16C1支座左31.43341.375.71560533.87112.11φ8/10@110431.16表6-5框架柱正截面压弯承载力计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端47.47137.83344.4120364.410.791.01.01.19485.307.8下端31.20163.14191.2520211.250.461.01.01.15434.56二层C30500*5003.97.8上端48.15166.96288.4520308.450.551.01.01.30328.167.8下端51.64692.2874.592094.590.210.951.01.30329.35底层C30500*500510上端40.31791.4850.932070.930.150.731.01.53301.2010下端67.27836.2980.4420100.440.220.891.01.52298.72B顶层C30500*5003.97.8上端32.87155.06211.9820231.980.501.01.01.15451.247.8下端29.71129.71229.0820248.280.451.01.01.18402.51二层C30500*5003.97.8上端35.77902.3939.642059.640.130.851.01.40304.727.8下端33.29864.6938.502058.500.130.871.01.40308.72底层C30500*500510上端89.941013.2088.7720108.770.240.731.01.53265.2910下端32.671052.0131.052051.010.110.71.01.52260.83129 东海科学技术学院本科毕业论文正文表6-5（续）框架柱正截面压弯承载力计算（）判断破坏类型小偏压大偏压选用钢筋备注174.31-604.78大偏压0.14-42.36260314，As=As"=461ｐ>0.2﹪121.62-597.75大偏压0.15-40.59198314，As=As"=461ｐ>0.2﹪-5.83-287.39不破坏320314，As=As"=461ｐ>0.2﹪2.50-284.77大偏压0.3838.5445314，As=As"=461ｐ>0.2﹪-47.32-154.49不破坏320314，As=As"=461ｐ>0.2﹪-82.43-132.21不破坏320314，As=As"=461ｐ>0.2﹪121.34-563.78大偏压0.16-39.42183314，As=As"=461ｐ>0.2﹪89.35-582.58大偏压0.15-40.59198314，As=As"=461ｐ>0.2﹪-30.53-221.74不破坏320314，As=As"=461ｐ>0.2﹪-27.61-200.73不破坏320314，As=As"=461ｐ>0.2﹪-58.74-8.97不破坏320314，As=As"=461ｐ>0.2﹪-70.4337.52不破坏320314，As=As"=461ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-6框架柱正截面压弯承载力计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端38.82124.42312.0120332.010.591.01.01.18437.247.8下端24.95146.92169.8220189.820.340.991.01.19388.33二层C30500*5003.97.8上端14.24612.1923.262043.260.080.411.01.43246.007.8下端17.72634.6927.922047.920.090.431.01.44252.34底层C30500*500510上端4.37726.606.012026.010.050.351.01.72203.910下端11.96763.1015.672035.670.060.371.01.63235.80B顶层C30500*5003.97.8上端32.87139.11236.2920256.290.461.01.01.18450.377.8下端29.71129.71229.0520249.050.441.01.01.19393.45二层C30500*5003.97.8上端8.66174.0449.762067.760.120.621.01.39287.937.8下端6.18796.547.762027.760.050.351.01.39293.45底层C30500*500510上端89.94931.1096.6020116.600.210.791.01.62276.3910下端32.67965.6033.832053.800.100.591.01.62283.74注：柱轴压比验算[11]129 东海科学技术学院本科毕业论文正文表6-6（续）框架柱正截面压弯承载力计算（）判断破坏类型小偏压大偏压选用钢筋备注148.36-599.15大偏压0.12-42.36172同表5-5ｐ>0.2﹪123.64-603.17大偏压0.13-38.94154同表5-5ｐ>0.2﹪-42.87-402.72不破坏320同表5-5ｐ>0.2﹪-36.83-329.27不破坏320同表5-5ｐ>0.2﹪-78.23-254.36不破坏320同表5-5ｐ>0.2﹪-49.32-192.72不破坏320同表5-5ｐ>0.2﹪163.17-600.23大偏压0.5062.45＜0同表5-5ｐ>0.2﹪116.74-584.36大偏压0.15-35.71126同表5-5ｐ>0.2﹪11.72-246.77大偏压0.14-38.47183同表5-5ｐ>0.2﹪15.26-254.14大偏压0.17-35.27119同表5-5ｐ>0.2﹪-11.62-60.94不破坏3200.19-32.25108同表5-5ｐ>0.2﹪-20.23-26.03不破坏320同表5-5ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-7框架柱正截面压弯承载力计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端46.34137.83336.2120356.210.641.01.01.14507.217.8下端27.93163.14171.2020191.290.341.01.01.17408.07二层C30500*5003.97.8上端31.79666.9659.372079.370.140.871.01.35279.877.8下端35.44692.2851.052071.050.130.891.01.35267.20底层C30500*500510上端18.00797.4822.572042.570.080.601.01.53281.3210下端14.04836.2916.792036.790.070.501.01.67272.91B顶层C30500*5003.97.8上端31.11155.06200.6320220.630.391.01.01.19384.937.8下端28.40180.37157.4520177.450.321.01.01.27384.72二层C30500*5003.97.8上端22.81839.3827.172047.170.080.701.01.37264.127.8下端20.07864.6923.212043.210.080.731.01.43258.79底层C30500*500510上端11.731013.2011.582031.580.060.521.01.60234.7510下端4.641052.014.42024.40.040.481.01.72257.86129 东海科学技术学院本科毕业论文正文表6-7（续）框架柱正截面压弯承载力计算（）判断破坏类型小偏压大偏压选用钢筋备注175.87-599.72大偏压0.14-37.81232同表5-5ｐ>0.2﹪120.88-563.34大偏压0.15-32.69144同表5-5ｐ>0.2﹪-3.54-287.74不破坏320同表5-5ｐ>0.2﹪2.67-284.74大偏压0.17-30.73138同表5-5ｐ>0.2﹪-45.06-159.43不破坏320同表5-5ｐ>0.2﹪-72.39-151.23不破坏320同表5-5ｐ>0.2﹪120.45-559.70大偏压0.18-29.48120同表5-5ｐ>0.2﹪75.27-556.07大偏压0.12-38.9989同表5-5ｐ>0.2﹪-34.25-194.07不破坏320同表5-5ｐ>0.2﹪-27.67178.08不破坏320同表5-5ｐ>0.2﹪-59.56-5.28不破坏320同表5-5ｐ>0.2﹪-63.4825.75不破坏320同表5-5ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-8框架柱正截面压弯抗震计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端239.37143.85166.4020186.400.41111.09600.737.8下端195.08166.38117.2420137.250.30111.12502.33二层C30500*5003.97.8上端457.28876.8152.152072.150.16111.17307.597.8下端1260.27895.71140.720160.700.35111.14367.24底层C30500*500510上端1181.041067.61110.6220130.620.28111.26372.4210下端1237.861102.11112.3120132.310.29111.25642.08B顶层C30500*5003.97.8上端911.64205.35443.9420463.941.01111.09523.027.8下端175.17227.8576.882096.880.21111.14415.37二层C30500*5003.97.8上端798.231137.5470.172090.170.20111.18423.727.8下端1201.351160.08103.5520123.560.27111.19415.38底层C30500*500510上端1127.971383.4181.5320101.540.22111.25402.1510下端1204.291417.9184.9320104.930.23111.32421.34129 东海科学技术学院本科毕业论文正文表6-8续框架柱正截面压弯抗震计算（）判断破坏类型小偏压大偏压选用钢筋备注203.02-609.05大偏压0.084-50.29393318，As=As"763ｐ>0.2﹪153.56-460.68大偏压0.094-48.2632.5318，As=As"763ｐ>0.2﹪84.26-252.77大偏压0.27817.31305318，As=As"763ｐ>0.2﹪183.04-549.11大偏压0.28717.71612318，As=As"763ｐ>0.2﹪164.42-493.26大偏压0.36749.76456318，As=As"763ｐ>0.2﹪165.23-495.68大偏压0.38958.92559318，As=As"763ｐ>0.2﹪505.53-519.16大偏压0.092-56.62394318，As=As"763ｐ>0.2﹪110.28-330.85大偏压0.099-48.27304318，As=As"763ｐ>0.2﹪106.24-318.72大偏压0.27311.20386318，As=As"763ｐ>0.2﹪146.88-440.63大偏压0.29417.50392318，As=As"763ｐ>0.2﹪126.77-380.30大偏压0.35344.10514318，As=As"763ｐ>0.2﹪138.35-415.04大偏压0.45945.78673318，As=As"763ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-9框架柱正截面压弯抗震计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端60.8495.99633.8220653.821.42111.12432.287.8下端53.37118.49450.4220470.421.02111.09212.76二层C30500*5003.97.8上端205.73278.43738.8920758.891.65111.18595.497.8下端202.76297.33681.9420701.941.53111.07451.08底层C30500*500510上端153.46307.11499.6920519.691.13111.05245.6710下端224.36341.61656.7720676.771.47111.15478.29B顶层C30500*5003.97.8上端111.6472.041549.69201569.691.41111.22415.027.8下端75.1794.54795.1120815.111.77111.18661.83二层C30500*5003.97.8上端172.24284.92604.5220624.521.36111.13405.717.8下端201.35307.42654.9720674.971.47111.20509.96底层C30500*500510上端127.97328.29389.8120409.810.89111.09146.6910下端204.29362.79563.1120583.111.27111.23417.23129 东海科学技术学院本科毕业论文正文表6-9（续）框架柱正截面压弯抗震计算（）判断破坏类型小偏压大偏压选用钢筋备注-58.51-435.88不破坏320同表5-8ｐ>0.2﹪-36.56-313.61不破坏320同表5-8ｐ>0.2﹪74.83-505.93大偏压0.173-10.23376同表5-8ｐ>0.2﹪60.39-467.96大偏压0.163-8.37685同表5-8ｐ>0.2﹪39.85-346.46大偏压0.1939.28368同表5-8ｐ>0.2﹪63.11-451.18大偏压0.25712.63495同表5-8ｐ>0.2﹪176.78-146.46大偏压0.350-45.23396同表5-8ｐ>0.2﹪81.46-543.41大偏压0.283-43.23297同表5-8ｐ>0.2﹪55.85-416.35大偏压0.40713.20389同表5-8ｐ>0.2﹪66.28-449.98大偏压0.29316.83375同表5-8ｐ>0.2﹪29.95-273.21大偏压0.37744.53526同表5-8ｐ>0.2﹪57.00-388.74大偏压0.40048.60654同表5-8ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-10框架柱正截面压弯抗震计算（）柱层次砼B*HL0l0/h柱截面组合内力M最大NA顶层C30500*5003.97.8上端139.37143.85968.8620988.862.15111.09659.247.8下端95.08166.35571.5720591.571.29111.13394.38二层C30500*5003.97.8上端257.28876.81293.4320313.430.68111.19208.957.8下端260.27895.71290.5720310.570.68111.15207.05底层C30500*500510上端181.041067.11169.6520189.650.41111.32126.4410下端237.861102.11215.8220235.820.51111.26157.21B顶层C30500*5003.97.8上端59.61205.35290.2820310.280.67111.34344.767.8下端29.76227.85130.6120150.610.33111.36167.35二层C30500*5003.97.8上端198.231137.58174.2620194.260.42111.29215.847.8下端169.121160.08145.7820165.780.36111.28184.20底层C30500*500510上端114.141383.4182.5120102.510.22111.30113.9010下端190.81417.91134.5620154.560.34111.33171.74129 东海科学技术学院本科毕业论文正文表6-10（续）框架柱正截面压弯抗震计算（）判断破坏类型小偏压大偏压选用钢筋备注930.66-630.66大偏压0.081-56.31393同表5-8ｐ>0.2﹪521.27-521.27大偏压0.086-4836282同表5-8ｐ>0.2﹪225.78-374.22大偏压0.13214.73302同表5-8ｐ>0.2﹪209.96-390.04大偏压0.22815.28567同表5-8ｐ>0.2﹪103.14-396.86大偏压0.24758.86483同表5-8ｐ>0.2﹪149.93-250.07大偏压0.34055.36629同表5-8ｐ>0.2﹪268.58-531.42不破坏320同表5-8ｐ>0.2﹪157.63-642.37不破坏320同表5-8ｐ>0.2﹪103.40-396.60大偏压0.34327.4315同表5-8ｐ>0.2﹪165.00-235.00大偏压0.44229.8329同表5-8ｐ>0.2﹪113.94-33.94大偏压0.34469.33359同表5-8ｐ>0.2﹪158.36-41.64大偏压0.54868.86688同表5-8ｐ>0.2﹪129 东海科学技术学院本科毕业论文正文表6-11层间弹性侧移验算层次hVi∑Di63596.9617.160.975.4553956.9617.161.555.45431206.7617.161.965.45331436.5617.162.335.45231601.3617.162.595.45151715.41178.681.468.367楼梯结构设计计算本例题工程采用现浇钢筋混凝土板式楼梯，设计混凝土强度等级为C30，梯板钢筋为HPB235钢，梯梁钢筋为HRB335钢，活荷载标准值为2KN/㎡，楼梯栏杆采用金属栏杆[14]。楼梯平面布置见图7-1，踏步装修做法见图7-2。图7-1楼梯平面布置129 东海科学技术学院本科毕业论文正文图7-2踏步详图7.1梯段板计算7.1.1荷载计算板厚取，为梯段板跨度=300×9+800+200/2=3600㎜板厚取，取130，，取1m宽板带为计算单元踏步板自重（图7-2部分A）：（0.1565+0.3065）/2×0.3×1×25/0.3×1.2=6.95KN/m踏步地面重（图7-2部分B）：（0.3+0.15）×0.02×1×20/0.3×1.2=0.72KN/m底板抹灰重（图7-2部分C）0.336×0.2×1×17/0.3×1.2=0.46KN/m活载：1×0.3×2.5/0.3×1.4=3.50KN/m=11.75KN/m7.1.2内力计算：7.1.3配筋计算板的有效高度=h-20=130-20=110㎜，混凝土抗压设计强度129 东海科学技术学院本科毕业论文正文钢筋抗拉强度设计值选用Ф10@110梯段板抗剪，因=0.7×1.1×1000×110=84700N>18.91KN满足抗剪要求。支座构造配Ф10@200。7.2休息平台板计算接简支板计算，简图如图7-3以板宽1m为计算单元，计算跨度近似取：l=2500-200/2=2400㎜，板厚取100㎜7.2.1荷载计算面层0.02×1×20×1.2=0.48KN/m板自重0.1×1×25×1.2=3KN/m板底粉刷0.02×1×17×1.2=0.408KN/m活载2.5×1×1.4=3.5KN/m=7.388KN/m7.2.2内力计算7.2.3配筋计算129 东海科学技术学院本科毕业论文正文选用Ф8@1507.3梯段梁TL1计算截面高度h=l/12=4500/12=375，取400高，宽取2007.3.1荷载计算梯段板传11.75×3.375/2=19.83KN/m休息平台板传7.388×2.4/2=8.87KN/m梁自重0.2×0.4×25×1.05×1.2=2.52KN/m=31.22KN/m7.3.2内力计算7.3.3配筋计算钢筋采用HRB335钢，选用318,＝0.25×1.0×14.3×200×365129 东海科学技术学院本科毕业论文正文=260975N=261KN>＝0.7×1.1×200×365=56.21N〉故需按构造配置腹筋即可。只配箍筋而不用弯起钢筋采用Ф6@150，实有配箍率（可以）Vcs=+1.25=0.7×1.1×200×365+1.25×210×2×28.3/150×365=92.36KN＞71.66KNTL2与TL1配筋相同。8现浇楼面板设计本例题工程楼盖均为整体现浇，楼板布置示意图如图8-1。图8-1楼面板布置示意图129 东海科学技术学院本科毕业论文正文根据楼面结构布置情况，楼面板均为双向板，板厚h1≥l/50=3900/50=78mmh2≥l/50=4500/50=90mm,本工程宿舍均取100mm，=100-20=80mm。本工程楼板按弹性理论方法计算内力，并考虑活荷载不利布置的影响。8.1跨中最大弯矩将总荷载q=g+p分成两部分：q＇＝g+1/2pq＇＇=1/2p当板的各区格均受q＇时（图8-2b），可近似地认为板都嵌固在中间支座上，亦即内部区格的板可按四边固定的单块板进行计算[15]。当q＇＇在一区格中向上作用而在相邻的区格中向下作用时（图8-2c），近似符合反对称关系，可认为中间支座的弯矩等于零，亦即内部区格的板按四边简支的单板进行计算。将上述两种情况叠加可得跨内最大弯矩[1]。图8-2跨中最大弯矩活荷载不利布置129 东海科学技术学院本科毕业论文正文8.2求支座中点最大弯矩仅当活荷载和静荷载全部满布在各区格时，可近似求得支座中点固端弯矩，然后与相邻的支座中点固端弯矩平均，可得该支座的中点最大弯矩[14]。宿舍部分：恒载设计值g=3.192×1.2=3.83KN/㎡,活载设计值p=2×1.4=2.8KN/㎡走道部分：恒载设计值g=3.192×1.2=3.83KN/㎡活载设计值p=2.0×1.4=2.8KN/㎡故宿舍部分：q=3.83+2.8=6.63KN/㎡则q＇＝3.83+1.4=5.23KN/㎡q＇＇=1/2×2.8=1.4KN/㎡故走道部分：q=3.83+2.8=6.63KN/㎡则q＇＝3.83+1.4/2=4.53KN/㎡q＇＇=1/2×2.8=1.4KN/㎡钢筋混凝土泊桑比可取1/6。8.3A区格8.3.1求跨内最大弯矩，[15]q＇作用下查表（四边固定）得，当=0时换算成=1/6时，可利用公式q＇＇作用下查表（邻边简支、邻边固定）得，当=0时129 东海科学技术学院本科毕业论文正文换算成=1/6时叠加后：8.3.2支座中点固端弯矩，q作用下查表（四边固定）得，当=08.4E区格8.4.1求跨内最大弯矩，[15]q＇作用下查表（四边固定）得，当=0时换算成=1/6时，可利用公式129 东海科学技术学院本科毕业论文正文作用下查表（四边简支）得，当=0时换算成=1/6时叠加后：8.4.2求支座中点固端弯矩，q作用下查表（四边固定）得，当=0时根据内力确定配筋，应以实配钢筋面积与计算所需面积相近最为经济，但考虑到实际施工的可行性，应使选用钢筋的直径和间距种类尽可能少，同一块板同方向支座和跨中钢筋间距最好一致。本例中E板块y向实配钢筋与计算需要钢筋的面积相差较多，是为了使楼板y向能拉通。同样，在A板块和E板块相交的支座处，偏安全的按A板块支座弯矩进行配筋[1]。楼面板的最终配筋见表8-1各表8-2。表8-1板跨中配筋计算截面位置M4.8262.5490.6331.9270.0120.0060.0020.0050.0120.0060.0020.005129 东海科学技术学院本科毕业论文正文71.65822869实配钢筋()Ф6/8@100As=393Ф6/8@100As=393Ф6/8@100As=393Ф6/8@100As=393表8-2支座配筋计算截面位置X方向Y向[A][E][A][E]M10.0022.2157.893.1280.1050.0360.0830.0620.1110.0370.0870.064529141415244实配钢筋()Ф10@125As=628Ф6/8@100As=393Ф10@125As=628Ф6/8@100As=3939基础设计按照《地基基础设计规范》和《建筑抗震设计规范》的有关规定，上部结构抟至基础顶面上的荷载只需按照荷载效应的基本组合来分析确定。采用柱下条形基础，混凝土设计强度等级采用C30，基础底板设计采用HRB335、HRB235钢筋，基础埋深2.5m，持力层的承载力特征值为f=100KN/㎡。9.1荷载计算基础承载力计算时，应采用荷载标准组合。恒k=0.9(活k+风k)或恒k+活k，取两者中大者。以轴线为计算单元进行基础设计[1]，上部结构传来柱荷载标准值为（表5-4）：边柱柱底：=4.71+0.9（7.68+21.66）=31.12KN·m=528.27+0.9（123.13+20.61）=657.64KN129 东海科学技术学院本科毕业论文正文=-3.07+0.9（1.73+10.10）=7.58KN由于恒k+0.9（活k+风k）<恒k+活k，则组合采用（恒k+活k）。中柱柱底：=-2.35-1.47=-3.82KN·m=645.62+180.43=826.05KN=2.92+0.96=3.88KN底层墙、基础连系梁传来荷载[15]墙重：±0.000以上：3.6×0.2×3.0=2.16KN/m±0.000以下：19×0.24×1.6=7.30KN/m连梁重：（500×240）25×0.5×0.24=3KN/m∑=2.16+7.30+3=12.46KN/m（偏心距0.1mm）柱A基础底面：=657.64+12.46×3.9=706.23KN=32.12+12.46×3.9×0.1+7.58×0.55=41.15KN·m柱B基础底面：=826.05+12.46×3.9=874.64KN=-3.82-12.46×3.9×0.1-3.88×0.55=-10.81KN·m9.2基础截面确定取②细沙为持力层，设基础在持力层中深度为0.2m。设天然地面绝对标高处为室外地面，则室外埋深1.6m。室内埋深为2.5m。（高差0.9m）见图9-1.129 东海科学技术学院本科毕业论文正文图9-1土层分布及埋深9.2.1A柱.（1）、初估基底尺寸，取ηd=1.9γm=（19×1.5+18×0.1）/1.6=18.94KN/m3fa=fak+ηd×γm×（d-0.5）=180+1.9×18.94×（1.6-0.5）=219.58KPaA≥=1.1×706.23/(219.58-20×0.5×(1.6+2.5))=4.35m设l/b=1.3b==1.83取b=1.8m，l=2.4m（2）、按持力层强度验算基底尺寸基底形心处竖向力：∑Fk=706.23+20×2.4×1.8×0.5×（1.6+2.5）=883.35KN基底形心处弯矩：∑Mk=40.15KN.m偏心距：e=∑Mk/∑Fk=40.15/883.35=0.045＜l/6=0.4Pk=∑Fk/A=883.35/（1.8×2.4）=204.48KPa＜fa=219.58KPaPkmax=Pk（1+6e/l）=204.48（1+6×0.045/2.4）=227.48KPa＜1.2fa=263.50KPa满足要求。（3）、按软卧层强度验算基底尺寸软卧层顶面处土的自重应力129 东海科学技术学院本科毕业论文正文Pcz=19×1.5+18×1.5+12×1=67.5KPaγm=Pcz/（d+z）=67.5/（1.2+2.4）=16.88KN/m3ηd=1.0faz=100+1×16.88×（4-0.5）=188.62KPaEs1/Es2=6/2=3z/b=2.4/1.8=1.33＞0.5所以θ=23º软卧层顶面处附加应力Pz=(Pk-Pco)*l*b/((l+2ztanθ)*(b+2ztanθ))=60.82KPaPcz+Pz=67.5+60.82=128.32KPa＜fa=188.62KPa所以满足要求。22.59.2.3抗震验算（1）、A柱：上部传来的竖向力：528.27+73.28+243.75=845.23KN底层墙：12.46×3.9=48.59KN竖向力：Nk=893.89KN上部传来的弯矩：4.71+1.04+148.05=153.8KN底层墙：12.46×3.9×0.1=4.86KN弯矩：Mk=158.66KN柱底剪力：Vk=-3.07-0.68-27.73=-31.48KN（B-C）柱：上部传来的竖向力：（645.62+96.34+338.18）×2=2160KN底层墙：12.46×3.9×2=91.19KNFk=2257.47KNA柱基础持力层强度验算基底形心处竖向力：∑Mk=1128.41KPa弯矩：∑Mk=177.55KN.m偏心距：e=177.55/1128.41=0.16mPk=180.83KPa＜fae=241.54KPaPmax=247.60KPa，Pmin=114.06KPaPkmax=247.60KPa＜1.2fae=289.85KPa（B-C）柱基：∑Fk=2594.97KPa,Pk=∑Fk/（l.b）+192.22KPa＜fae=241.54KPa129 东海科学技术学院本科毕业论文正文所以满足要求。9.3地基变形验算tanθ=(6-4)/15=0.133,θ=7º＜10º所以不需要验算地基变形。9.4基础结构设计9.4.1荷载设计值A柱：F=836.29+12.46×3.9×1.6=914.04KNM=14.04+12.46×3.9×1.6×0.1+0.60×5.87=25.34KN.m（B-C）柱：FB=FC=1052.01+12.46×3.9×1.6=1129.76KNMB=-MC=4.64×12.46×3.9×1.6×0.1+0.60×4.90=39.02KN.m9.4.2A柱(1)基底净反力：Pj=F/A=146.48KPaPjmax=F/A+M/W=157.48KPaPjmin=F/A-M/W=146.48KPa基底剖面尺寸示意图见图9-3图9-3基础剖面尺寸示意图(2)冲切验算129 东海科学技术学院本科毕业论文正文βhp=1.0，at=500mm，at+2ho=500+2×505=1510mm＜b=2400mmat=1510mm，am=（at+ab）/2=1005mm所以A1=（l/2-at/2-ho）b-（b/2-bc/2-ho）=1.11mFl=PjmaxAl=174.80KN0.7βhp=746.06＞Fl基地高度满足要求（3）、PjI=152.51KPaMI=152.04KN.mAsI=1115mm选12φ12As=942mmMⅡ=130.30KN.mAsⅡ=975mm²按照构造钢筋间距要求配14φ12.As=1582mm²9.4.3（B-C）柱基基础高度：H=600mm（等厚）（1）、基底净反力：Pj=F/(lb)=167.37KPa（2）、冲切验算：计算简图见图9-4图9-4冲切验算计算简图要求F1≤0.7βhpac=ab=0.5mum=（ac+ho）×4=4.02mβhp=1.0，ft=1.43N/mm²129 东海科学技术学院本科毕业论文正文Fl=FB-(ac+2ho)²Pj=748.14KN0.7βhp2032.13KN＞Fl所以满足要求。（3）、纵向内力计算bPj=3×167.37=502.11KN/m，弯矩和剪力的计算结果见图9-5图9-5弯矩和剪力的计算结果（4）、抗剪验算柱边剪力：Vmax=522.28KNβhs=1.00.7βhp=0.7×1.0×1.43×3×505=1516.52KN＞Vmax所以满足要求。（5）、纵向配筋计算板底层配筋：As=M/==2209mm²选φ14@180板底配筋：按构造配筋：φ10@180（6）、横向配筋：柱下等效梁宽为：ac+2×0.75×0.505=1.26m129 东海科学技术学院本科毕业论文正文柱边弯矩：M=FB/b×0.5×（b-bc）²/4=294.21KN.mAs=2219mm²选7φ20129 东海科学技术学院本科毕业论文参考文献[参考文献][1]混凝土框架结构设计［M］.中国建筑工业出版社，2008[2]GB50009-2001，建筑结构荷载规范［S］[3]GBJ50011-2001，建筑抗震设计规范［S］[4]王则毅、杨盛和，等.房屋结构抗震[M].第4版.重庆大学出版社,1999：35-47[5]大崎顺彦.建筑物抗震设计法（毛春茂等译）[M].北京：冶金工业出版社.1990；24-86[6]GB/T50104-2001，建筑制图标准［S］[7]邓颖.建筑与环境对话的相对性[J].江苏建筑,2001(4):2-4.[8]乌家培.建筑框架结构[M].2003年版.清华大学出版社，27—3O[9]Emilio.Rosenbueth.Design.of.Earthquake.Resistant.Structures[z].PentechPressLtd,1980.[10]NeilWexlerandFeng-BaoLin.SteelDesignGuideSeries14:StaggeredTrussFramingSystems[J].AISC,2002(1):17-19.[11]吕西林.高层建筑结构[M].武汉:武汉理工大学出版社,1998：50-62.[12]沃尔夫冈许勒尔.竖向建筑结构手册[M].袁勇,译.北京:中国建筑工业出版社,2002：37-44.[13]罗国强,罗刚.建筑施工中的结构问题[M].中国水利水电出版社.，2002：23-56[14]卢循.建筑结构[M].第2版.中国建筑工业出版社，2003：63-74.GB5007-2002，地基基础设计规范［S］[15]GB5007-2002，地基基础设计规范［S］.129 东海科学技术学院本科毕业论文小结小结这次毕业设计把我大学四年所学的知识得到了一次综合性的运用，使我对大学四年所学的又有了进一步的了解。我设计的题目是六层宿舍楼建筑结构设计，我做这个毕业设计主要思路是：1先对工程概况了解、2结构的选型、3计算简图、4框架内力计算、5框架内力组合、6梁、柱截面设计、6楼梯结构设计计算、7现浇板设计、8、基础计算。下面简述下各个部分：1.工程概况该建筑位于舟山市。总建筑面积1736㎡，总共6层，层高均为3.0m，室内外高差0.90m建筑耐火等级：二级基本雪压：0.65kN/m2,基本风压：0.4kN/m2地面粗糙度B类。结构形式：框架结构抗震：抗震设防烈度为7度，设计地震分组一组，设计基本地震加速度0.10g,Ⅱ类场地土，抗震等级为三级。2、结构选型本设计为宿舍楼框架结构设计框架结构一般用于≤7层的建筑，其整体性和抗震性均好于混合结构，且使房屋平面布置灵活，可提供较大的使用空间，也可构成丰富多变的立面造型。3.计算简图确立4.框架内力计算（1）、竖向荷载作用下框架内力计算计算方法：弯矩分配法该方法的计算假定：假定某一节点不平衡弯矩只对与该节点相交的各杆件的远端有影响。（2）、水平荷载作用下框架内力及侧移计算框架内力计算方法：D值法5.框架内力组合弯矩调幅竖向荷载作用下，可考虑框架梁塑性变形产生的内力重分布，所以对梁端弯矩乘以调幅系数进行调幅，一般取0.8～0.9。框架梁端负弯矩调幅后，梁跨中弯矩按平衡条件相应增大6.框架梁、柱截面设计计算出框架梁柱控制截面内力后，应分别按无地震作用效应组合内力和有地震作用效应组合内力进行截面设计，截面设计时分别采用下列设计表达式，实际配筋取两者中计算出的较大值：经查《建筑抗震设计规范》知本设计列题框架的抗震等级是129 东海科学技术学院本科毕业论文小结三级，所以在计算地震作用下梁、柱的配筋时需要对梁、柱内力进行调整。A、框架梁截面设计框架梁的截面设计包括正截面抗弯承载力设计和斜截面抗剪承载力设计，然后再根据构造要求统一调整和布置纵向钢筋和箍筋。抗震设计中要确保框架梁、柱“强剪弱弯”，其组合的剪力设计值按《抗规》进行调整。B、框架柱截面设计框架柱在压（拉）力、弯矩、剪力的共同作用下，纵筋按正截面抗弯承载力设计，箍筋按斜截面抗剪承载力进行设计，此外为了使柱具有一定的延伸性，要控制柱的轴压比。7.楼板、楼梯配筋楼板为双向板，楼梯为板式楼梯进行配筋计算。8、基础设计主要分：荷载计算、确定基础底面面积、抗震验算、地基变形验算、基础结构设计以上为我对本次设计的总结129 东海科学技术学院本科毕业论文致谢致谢业设计即将结束，大学的学生生活也到这里要结束了。回顾四年大学生活的点点滴滴，有欢笑、有悲伤。这些都是我大学路上的色彩，身边的同学和老师，正是因为他们互相帮助，才使我可以慢慢成长。在这里我深深的感谢他们的陪伴。在这次毕业设计中，我首先要感谢我的指导老师，对我的教导让我终身受益。在毕业设计过程中，和同学之间的讨论，不仅增进我们的感情，还让我意识到团结协助的重要性，所以我要好好的感谢他们。最重要的是我还要深深地感谢我的父母，他们默默的支持我完成了我的大学。不管是经济上的，还是精神上的，都有了很大的帮助，我要好好的感谢下他们。致谢人：刘斌129 东海科学技术学院本科毕业论文外文文献附录1：英文原文SupplyinganddrainingwaterinhospitalconstructionAbstract:Withthefactthatmodernmedicinesciencepromptnessdevelops,newtechnique,thenewarmamentariumarecontinuingwithoutend,modernizedmedicaltreatmenttherebyconsonantwiththatisbuildingahospital,arealsoareconfrontedwithnewdesignideaandnewtechnologyapplying.Disregardingsecondaryhospitalbuildingfunction,whatwhosegetsalongenvironment,still,finclausethehospitalbuildsequipmentandisequippedwithsystem,therequestiswithoutexceptionhigherandhigher.Becauseofitistoensuredailyworklivingnotonlyneedtherapidandintenseliferelevancerecoveringfromtheillness,avoidingcrippling,rescuing,andpromotewithgivingtreatmenttoapatient.Notonlythedesignaccomplishingtothespecialfielddrainingawaywaterneedtosatisfytherequestbeingunlikeafunctioninhospitalbuildingonequipment,butalsosafetyisbeobligedtoreliable.Followingisbuiltaccordingtothehospital.Keywords:Thehospitalconstructionequipmentandequipmentsystem;Safe;Thewatersupply,waterdrainagesystemdesign1、HOSPITALGIVESASEWERAGE1)Modernizedhospitalequipmentandequipmentsystemcontentisnumerous,thefunctionispeculiar,therequestisveryhigh.Exceptdemandingtosweartocontinuesupplyingwiththeusewateraccordingwithqualitylevelsufficiently,needmoreaccordingtodemandofdifferentmedicaltreatmentinstrumentanddifferentadministrativeortehcnicalofficetowaterquality,waterpressure,thewatertemperature,classifysettingupwatertreatmentsystemandbeinprogresstosystemtoincreasepressurereduction.2)Thehospitaloperatingrooms,thedeliveryroomoperationthewaterhygiene,salivawashinghandsbyshowerbathwater,thedentistrydentistrychairoughttoadoptthewaterpurifyingdegassing.Inthehomelandfewarelarge-scale,thehigh129 东海科学技术学院本科毕业论文外文文献rankhospitalcentresuppliesaroom,thecentredisinfectinghasalsoadoptedtopurifythewaterdisinfecting,nowthatsweartotherebenodust,thesterility,toremovethepathopoiesiasource,toavoidtheblockageinfecting,cuttingdownequipmentmicrotubule.3)Hospitalpreparationroomspreparationuseswatertoadoptdistilledwater,andsetsupinmakingdistilledwatersystemtohavepartpressureboostfacilities.Thehandicraftrespondstoaccordingtodifferenthospitalpreparationhandicraftbutfixesconcretesystemdistilledwater,shouldsatisfydemandofwhosehandicrafttowaterquality,wateryield,waterpressureactinclosecoordinationthatthepreparationhandicraftreservescorrespondingtodrain-pipeandallocationchilledwatercirculatorysystembythespecialfielddrainingawaywater.4)Hospitaloperatingrooms,deliveryrooms,babyrooms,supplyrooms,medicaltreatmentofthedermatologicaldepartmentwards,dooremergencycall,curesskilleveryadministrativeortehcnicalofficeandtherequestdifferencethatthestaffandworkerlogisticsbranchsuppliestohotwaterneedtosetuphotwaterrespectivelysupplyingsystemmore.Ordinarycircumstancesdooremergencycall,curesskilladministrativeortehcnicaloffice,centresupplyaroom,thestaffandworkerlogisticsbranchsupplieshotwatertowatersupplytheregulartime,thecomparisonsupplyingtimeisconsistent.Thehospitalisbasedonmajorpartatpresentfinancialresources,wardbuildinghotwatersuppliesbasictotheregulartime,oughttobethat24hssupplyhotwaterjudgingfromlong-termanglebut.Operatingroom,thedeliveryroomoperationwashhands,thehygienehbythefactthattheshowerbathoughttobe24supplieshotwater,moreovertheblockofwood5)Considersbeautificationtotheenvironment,isinadvisabletoadoptthesteamboiledwaterstove,completelyeradicatesoccurrencearousedthewardbuildingpantryinnerfloormoistness,avoidedinteriorwallmustinessphenomenonbyleakorsparsesteamwaterimplementaerofluxusthereby.Thehospitaldisregardssize,boiledwatersuppliestoshouldadoptautomationvolumeortheelectricityboiledwaterstove,ageneraldiseaseareaconsidersone,volumeascertainsthataccordingtousingcondition.Thefirsteasytoprotectlaborismanaged,twoissupplyingensuringthattothepatient,improvestheinternalenvironmentofwardatthesametime.6)Especiallyinfectingthesectionwardeverydooremergencycalladministrativeortehcnicaloffice,everyconsultingroom,thehandmovementwatercuringaroom,washingabasinshouldsetupmistakechew,mayadoptelbowstyle,kneestyleor129 东海科学技术学院本科毕业论文外文文献dyadicswitchofpedal.Ifusingthedyadicswitchofpedaltomustusetheproductguardingagainstleakage,theflooristoavoidusingaplaceoftendamp,makesthepatient,themedicalpersonnelslipdown,anaccidenthappened.Operationwaitsfortheoperatingroom,thedeliveryroomtowashhandsshouldadopttheconstanttemperaturemuddywatervalve,theconstanttemperaturetoproducewater,takingasanexampleinfraredrayinducedelectromagneticvalvecontrolmodeforfine.Cureskillpartcontrollaboratory,laboratoryofadministrativeortehcnicalofficehavethepeculiarrequest,waterchewstheformshouldascertainwhosewateraccordingtoeveryadministrativeortehcnicalofficecomingfunctionalrequestchewing.7)Manyadministrativeortehcnicaloffice,especiallydownstreampipelinessuchaspicklingbath,thepooldisinfecting,developpoolinadministrativeortehcnicalofficesuchascheckingtheroom,thecontrollaboratory,emittingsectionrespondstoofhospitalsareadopttobeabletobeartherottenPVC2Udrainingoffsilentstocktube.8)Pairoffilth,wastewaterofallkindsmustclassifystrictlyaccordingtothecountryinconnectionwiththeeffluentstandard,thefieldcarryingoutapertinencywithdifferenttreatmenthandicraftdealswithandhandles.9)Usesafunctiontoneedsincethemodernhospitalneedstobesatisfiedwithnotonly,wantstothinkthattheinterioroutsideenvironmentisbeautifultooatthesametime.Thebuildingneedsespeciallydooremergencycall,curesskillsometimesbecauseofmedicaltreatmentfunction,givethehorizontalstrokedrainingawaywater,erectatubearrangetoliescatteredcomparatively,morebrightdewisininterior,warmthepipelineexchangingspecialfieldupinadditionsometimes,makethepipelinethattheroominnerclearlyshowsmorethanthecorrectorrequirednumber,bothinelegant,andaffecthygiene.Thisdemandsrightawayintheprocessofengineeringdesign,therationalarrangementthestructureformshouldfullyutilizenotbeingthesameasiscarriedout,needstomakethevariouspipelineconcealarrangementtothefullaccordingtothefunction,paysattentiontobeautifulbefittingone"spositionorsuitedtotheoccasionundernotaffectingthepremisebeingputintouse.Certainly,theserequirethatbuildingstructurespecialfieldisdense.Tieroffurredceilingsandthebasementtopsometimesareeveryspecialfieldpipelineaggregationfield,everyspecialfieldnormandrequesthavingeveryspecialfield,eachsometimesarrangesifthebuildingdesignsmiddleintheward,whoseresulteitherincreasebuildingstoreyheight,orcannotattendtoonethingwithoutneglecting129 东海科学技术学院本科毕业论文外文文献another.Forovercomingthisoneabuse,shouldthinkingeneralthatbiggerfluepipearrangementbeinthemostsuperjacent,it"sonthedownpartisthatseveralspecialfieldarrangementpropsupthepublicspacebeinginchargeof,downpartistoarrangetogivedrainingoff,drivingforce,strong,weakelectricityeverysystemtodoatubeagain.Suchisarrangedthanformarrangementisothercomparativelyeconomical,pragmatic.10)Exchangersformschoice.Inthesystemthetraditionhospitalhotwaterissupplied,peopleadoptvolumemainlydyadicexchanger.Havebeentothinkthatwhatbeprovidedsteamamountsandhotwatersuppliestheadjustmentamountsdispatchingvaluebetweenmaximumvaluemainly,havediminishedasteamboilerdesigningamounts,havedecreasedbyboilerroomZhanfieldarea,havesavedonetimeinvestment.Peopledemandsbutmorehighly,andmorehighly,especiallytheexamplediscoveringarmygroupbacteriumpathopoiesiainlifehotwatertowaterqualitynow,thealtitudearousingpeopletakesseriously.Beabacteriummainlybecauseofinthewater55~Cistheeasiesttobreedanarmygroupin30~C~,WHO(WHO)isrecommendedbyforthispurpose:"Hotwaterrespondstoin60~CuseAndcycleatleastabove50~C.Comeifsomeusers,needtofallto40~Cor50~Corsowiththefaucetwatertemperature,tocometruebeingabletouseathermoregulationtoblendavalveatthistime.ThegrowthbeingatemperatureBuLiYupneumoniadiplococcussweartostorewater,isaregulatingvalve"sturntoshouldsetuptheplaceclosingdownandsuspendingoperationofpointindrawingnear".Thisbeespeciallyimportanttothehospital.Becauseofbeinginhospitaltheweakhavingdisease,ifbacteriumofarmygrouphappenedwithinthehospitalistobeharmfulforpatienttotreatandrecoverfromtheillness,thehospitalhasagraveresponsibility.Atpresentsmallhospitalwithinthehospitalespeciallyalittleconditionisrelativelypoor,includethepartarealevelhospital,24unablehssupplyhotwater,andvolumethedyadicconverterinnerwatertemperatureistouseechelonininsideofexchanger,thewatertemperatureverydifficulttomakekeepsin60~Corso.Thereby,leadtovolumeproducethebacteriumofarmygroupinthepipelinesupplyinghotwatersystemwithindyadicexchanger,changeahospitalusingtheexchangerformtorespondtobeataskoftoppriority.Adopthalftobetoheatupstyleorbeadyadichotexchanger,makewhosehotwatersupplythesystemwatertemperaturekeepingthewatersupplybeinginprogressinallabove60~Careaallthetime,occurrencepropagating,completelyeradicatingthebacteriumofarmygroupin129 东海科学技术学院本科毕业论文外文文献ordertoavoidingthebacteriumofarmygroup.2、MULTILAYERWATERSUPPLYSYSTEMAtpresent,greatmajoritycitiesmunicipaladministrationpipenetworkpressurecanmaintainabove2kilogramsinthehomeland,takeplaceindividualsmalltownwaterpressurecanreach4kilogramseven.Thepressuretherefore,buildingthemunicipaladministrationpipenetwork"stothesamemultilayerhasbeenalreadysufficient,hasbeeninasmalltownespeciallysincebutmunicipaladministrationpipenetworkwateryieldsupplyingwater,waterpressurefluctuationarebigger.Haveseveralkindsthefollowingtypesmainlyforovercometheseshortcomings,multilayerwatersupplysystemdesign.1)Directwatersupplytypeisthatpressure,directwatersupply,sortmakinguseofmunicipaladministrationpipenetworkdirectlyapplytoslightlyhighareaofmunicipaladministrationpipenetworkpressureorhigherrangeofwaterworksvicinitypressureinner.Theshortcomingitiswateryield,waterpressuretobeabletonotensurethat.Thiswatersupplyschemeeconomyfunctionisverygoodbut,tolesspipenetworkofscale,doesnotneedanyotherequipmentormeasure.2)Waterboxwatersupplytypeshaveledmunicipaladministrationpipenetworkwatertoroofwaterbox,discrepancyinelevation,gravitydependingonawaterboxandusingthewaterappliancehavesuppliedwater,haveovercomewaterpressurewateryieldblockofwoodstabilityandthen.Sincebut,secondarypollution,moreover,waterboxvolumethatthewaterboxthereexistsinpossibilityisbigger,thiswaydoesnotencouragetherefore.3)Waterboxes,pipenetworksallyselfwithatypewhentheordinarytimewateryieldwaterpressureissufficient,unnecessarywaterenterstheroofwaterboxwhencoveringwatersupply,overpressureaswithanetdirectlyfrommunicipaladministration,thinkthatthewaterboxsupplieswatertotheconsumerbygravityautomationwhenpressureorthewateryieldisinsufficient.Themainforcewhoisthatregulardirectnesssupplieswateronphysicsstructurestretchesthetopcut-overwaterbox,setsupandoneexhalentsiphonfromthewaterbox.Oweaschemethevolumehavingdiminishedawaterbox,andmakewaternotneedtoenterawaterbox129 东海科学技术学院本科毕业论文外文文献stayingthisonestep,hygienereliabilityincreaseby.Theproblemis(thatthemunicipaladministrationnowpipenetworkcanaccomplish)butiflongtimestabilivoltsupplieswater,thewatersojourntimeinwaterboxisonthecontrarygreatlyincreaseby,easiertobecontaminated.And,thewaterboxallmustreadjustoneselftoacertainextentinthebuildinginallusagewaterboxessystemmosthigherplace,attractivelooksbeingabletoaffectabuildinginsomeoccasion,thephysicaldesignbuildingeven.4)Pressurejarssupplywatersinceinsecurewaterboxfactor,reasonwhyusethejarsealingoffreliablepressuretoreplace,andthepressurejardoesnotneed,highpositionlaydown,attractivelooksandstructurenotaffectingabuildingbearing,godownwellverymuchoverthepastfewyears.Pressurejarsystemrequiresthatthewaterpumpandautocontrolsystemhavetofitbut,feasiblecostincreasesbytosomeextent.However,inthelateyearswhosemarketpricealreadyletsmanyconsumersbeabletochoose.Systematicpressurejarprincipleistomakeuseofawaterpumpwatercompressiontobesenttoreceivethepipenetworkbuildingtheinside,thinksthatwaterentersthepressurejar,reachescertainpressuretime,waterpumpmotorstoppageorreducesthespeedwhenpressureistoobig,Whilepressureissmallerthanregulationvalue,thepressurejarconveyswatertotheoutsideandstartsthewaterpumporaccelerationatthesametime(frequencyconversionwaterpump).3、Conclusion(1)modernhospitalequipmentandvariouscontentequipmentsystem,specialfunction,demanding.Thehospitaleachroomofwaterrequiredalsomoredemanding.(2)mostcitymunicipaldomesticpipelinepressurecanbemaintainedin2kg,individualinthesmalltownsofwaterpressurecanevenuptofourkilograms.Fortheaveragemultistorybuildingsmunicipalpipelinepressureisenough,butbecausethemunicipalwatersupply,waterhydraulicpipewatervolatile,especiallyinsmalltowns.129 东海科学技术学院本科毕业论文中文文献附录2：中文译文医院建筑给水排水刘斌（浙江海洋学院船舶与建筑工程学院，浙江舟山316004）【摘要】随着现代医学科学的迅速发展,新技术、新医疗设备层出不穷,从而与之相符的现代化医疗建筑———医院,也面临着新的设计理念和新技术的运用。无论从医院建筑物功能、其所处的环境,还是医院建筑设备及装备系统,要求均愈来愈高。因为它不仅是保障日常工作生活的需要,而且与救治病人、促进康复、避免致残、挽救生命紧密相关。作为给排水专业的设计不仅需要满足医院建筑中设备上不同功能的要求,而且必须安全可靠。下面根据医院建筑中有关给水、排水各系统设计,从社会不断发展和超前的理念方面谈几点体会【关键词】医院建筑设备及装备系统;安全可靠;给水、排水各系统设计一医院给排水系统1)现代化医院的设备及装备系统内容繁多,功能特殊,要求很高。除了要求保证持续供给充分符合质量标准的用水外,更需要根据不同的医疗仪器以及不同科室对水质、水压、水温的要求,分门别类设置水处理系统和对系统进行增减压。2)医院的手术室、产房的手术洗手水、卫生通过淋浴水、牙科的牙科椅的口水宜采用净化消毒水。国内一些大型的、级别高的医院中心供应室,消毒中心也采用了净化消毒水,既保证无尘、无菌,消除致病源,避免感染,又减少设备微细管道的阻塞。3)医院制剂室的制剂用水采用蒸馏水,并在制蒸馏水系统中设有局部增压设施。具体制蒸馏水工艺应根据不同医院制剂工艺而定,给排水专业应密切配合制剂工艺预留给排水管和配置相应的冷却水循环系统,满足其工艺对水质、水量、水压的要求。　4)医院手术室、产房、婴儿室、供应室、皮肤科的医疗病房,门急诊、医技各科室和职工后勤部门对热水供应的要求差异较大,需要分别设置热水供应系统。一般情况门急诊、医技科室、中心供应室、职工后勤部门供应热水为定时供水,供应时间比较一致。大部分医院根据目前的财力,病房楼的热水供应基本为定时,而从长远角度来看,应该是24h供应热水。手术室、产房的手术洗手,卫生通过的淋浴器应该为24h供应热水,而且不能有任何间断,热水供应安全可靠,水温基本控制在人的正常体温37℃左右,故一般热水供应宜单独成为一个系统,以确保供应热水系统万无一失。5)129 东海科学技术学院本科毕业论文中文文献考虑到环境的美化,不宜采用蒸汽开水炉,从而杜绝蒸汽泄漏或疏水器排气所引起病房楼的备餐间内地面的潮湿,避免内墙发霉现象的发生。医院不管大小,开水供应都应采用自动容积或电开水炉,一般一个病区考虑一台,容积根据使用情况确定。一是便于护工管理;二是保证对病员的供应,同时改善病房内部的环境。6)各门急诊科室,尤其是传染科病房各诊室、治疗室、洗涤盆应设非手动水咀,可采用肘式、膝式或脚踏式开关。如使用脚踏式开关一定要使用防渗漏的产品,以免使用处地面经常潮湿,使病员、医务人员滑倒,发生事故。手术室、产房手术等洗手应采用恒温混水阀,恒温出水,以红外线感应电磁阀控制方式为好。医技科室的部分化验室、实验室有特殊要求,水咀应根据各科室功能的要求来确定其水咀的形式。7)医院的许多科室,尤其是检验室、化验室、放射科等科室中的酸洗池、消毒池、洗片池等下水管道应采用耐腐的PVC2U排水塑料管。8)对各类污、废水必须严格按国家有关排放标准分门别类,用不同的处理工艺进行针对性地处置和处理。9)由于现代医院不仅要满足使用功能需要,同时还要考虑室内外环境美观。尤其是门急诊、医技楼往往由于医疗功能需要,给排水横、立管布置较为散乱,较多的明露在室内,有时加之暖通专业的管道,使房间内明露的管道过多,既不雅观,又影响卫生。这就要求在工程设计过程中,应充分利用不同的结构形式进行合理布置,根据功能需要尽量使各种管道隐蔽布置,在不影响使用的前提下,注意美观得体。当然,这些需要建筑结构专业密切配合和结构形式的合理。另外,随着医院建筑中设备及装备系统增多,管道的数量大大增加,合理、综合布置各系统在平面吊顶内的管道则能降低建筑层高,减少投资。如在病房楼设计中,往往首层吊顶和地下室顶部为各专业管道的集合地,各专业有各专业的规范和要求,往往各自布置,其结果要么增加建筑层高,要么顾此失彼。为了克服这一弊端,一般应考虑将较大的风管布置在最上方,其下方为几个专业布置支管的公用空间,再下方是布置给排水、动力、强、弱电各系统干管。这样布置比其他形式布置较为经济、实用。10)热交换器形式的选择。传统的医院热水供应系统中,人们基本上采用容积式热交换器。主要是考虑所提供蒸汽量与热水供应最大值之间差值的调节量,减小了蒸汽锅炉设计量,减少了锅炉房占地面积,节约了一次性投资。然而现在人们对水质要求愈来愈高,尤其是生活热水中发现军团菌致病的实例,引起人们的高度重视。主要是因为在30℃～55℃水中最容易繁殖军团菌,为此世界卫生组织(WHO)推荐:“热水应在60℃以上储存,并至少在50℃以上循环。如某些使用者,需要将水龙头水温降至40℃或50℃左右,这时可以使用调温混合阀来实现。为保证蓄水温度不利于肺炎双球菌的生长,该调节阀应设定在靠近关停点的地方”。这点对医院尤为重要。因为住院的是有病的弱者,如在医院内发生军团菌则不利于病员治疗与康复,医院责任重大。目前医院内尤其是一些条件较差的小医院,包括部分区级医院,不能24h供应热水,并且容积式交换器内水温是以梯形状态分布,在热交换器内部很难使水温保持在60℃129 东海科学技术学院本科毕业论文中文文献左右。从而导致容积式热交换器内供应热水系统管道中产生军团菌,改变医院使用热交换器形式应是当务之急。采用半即热式或即热式热交换器,使其热水供应系统水温始终保持在60℃以上区域进行供水,以避免军团菌滋生,杜绝军团菌的发生。二多层给水系统目前，国内大多数城市的市政管网压力可以维持在2公斤以上，个别小城镇的出水压力甚至可以达到4公斤。因此，对于一般的多层建筑市政管网的压力已经足够了，但是由于市政管网的供水水量、水压波动较大，尤其在小城镇。为了克服这些缺点，多层给水系统的设计主要有以下几种类型。1）直接供水型就是直接利用市政管网的压力，直接供水，一般适用于市政管网压力稍高的地区或水厂附近压力较高的范围内。缺点就是水量、水压不能保证。但是，对于规模较小的管网这种供水方案的经济性能很好，不需要任何其他设备或措施。2）水箱供水型将市政管网的水引至屋顶水箱，然后靠水箱与用水器具的高差，重力供水，克服了水压水量的不稳定性。但是，由于水箱可能存在的二次污染，而且，水箱体积较大，因此这种方式不提倡。3）水箱、管网联合型平时水量水压足够时，直接由市政网供水，超压时，多余水进入屋顶水箱，当压力或水量不足时，水箱靠重力自动向用户供水。物理结构上就是正常的直接供水的主干管伸顶接入水箱，并由水箱设一出水管。该方案减小了水箱的体积，并使水不需要都进入水箱停留这一步骤，卫生可靠性增加。但是问题就是如果长时间的稳压供水（现在的市政管网可以办到的），水箱中的水的停留时间反而大大增加，更容易受污染。而且，所有使用水箱的系统中水箱都必须放在建筑的最高处，在某些场合会影响建筑的美观，甚至建筑的结构设计。4）气压罐供水由于水箱的不安全因素，所以用密封可靠的气压罐代替，而且，气压罐不需要高位摆放，不影响建筑美观与结构承重，近几年很受欢迎。但是气压罐系统需要水泵和自动控制系统得配合，使得成本有所增加。不过，近年其市场价格已经让很多用户能够选择。气压罐系统的原理就是利用水泵将水加压送进建筑内部管网，当压力过大时，水进入气压罐，达到一定压力时，水泵停车或减速；当压力小于规定值时，气压罐向外输水并同时启动水泵或加速（变频水泵）。3、结论（1）现代化医院的设备及装备系统内容繁多,功能特殊,要求很高。医院各个房间对水质的要求也较为苛刻。（2）国内大多数城市的市政管网压力可以维持在2公斤以上，个别小城镇的出水压力甚至可以达到4公斤。对于一般的多层建筑市政管网的压力已经足够了，但是由于市政管网的供水水量、水压波动较大，尤其在小城镇。129'