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71.48，KNVKNV4.9.50(.21.556.7)9.081.050(.21.556.0189.11????????????右左2)中跨梁：mln5.25.00.3???mKNMmKNMlblb??????????????????4.979)3.252(3.1)8.125.87(2.16.)8.125.87(2.1梁左端：mKNMmKNMrbrb???????????????6.)8.125.87(2.14.)8.125.87(2.1梁右端：取梁端顺时针或逆时针方向弯矩组合的绝对值大者计算梁端剪力62mKNMmKNMbb????????0.54.，KNVV7.973)2.823.09(.21.520.8135.11???????右左(2)二层梁1)边跨梁：mln5.55.00.6???mKNMmKNMlblb??????????????????9.(3.1)61.85.142(2.16.)61.85.142(2.1梁左端：mKNMmKNMrbrb???????????????0.)98.83.543(2.10..1)98.83.543(2.1梁右端：取梁端顺时针或逆时针方向弯矩组合的绝对值大者计算梁端剪力mKNMmKNMbb????????????9...，KNVKNV7.7.50(.21.559.1)31.861.50(.21.559.2158.11????????????右左2)中跨梁：ml...
&&&&&&&&I武汉市青山区行政办公楼毕业设计1工程概况·························································································1&&&&&&&&1.1建设项目名称及概况································································11.2设计资料····················································································11.2.1水文地质资料········································································11.2.2气象资料···············································································11.2.3地震设防要求········································································11.2.4建筑规模和标准····································································12结构选型与布置············································································22.1结构承重方案选择····································································22.2主要构件选型、材料选择和构件尺寸初选····························22.2.1主要构件选型········································································22.2.2材料选择···············································································22.2.3梁尺寸初步估算····································································22.2.4柱尺寸初步估算····································································32.3确定结构计算简图····································································32.3.1计算简图确定········································································32.3.2框架梁、柱线刚度计算·························································4II3荷载计算·························································································53.1恒载计算····················································································53.&&&&&&&&1.1屋面横梁竖向线荷载·····························································53.1.2楼面横梁竖向线荷载·····························································63.1.3屋面框架节点集中荷载·························································73.1.4楼面框架节点集中荷载·························································73.1.5恒载作用下结构计算简图·····················································83.2活载计算····················································································93.2.1活载取值···············································································93.2.2屋面横梁竖向线荷载·····························································93.2.3楼面横梁竖向线荷载·····························································93.2.4屋面框架节点集中荷载·························································93.2.5楼面框架节点集中荷载·························································93.2.6活载作用下结构计算简图···················································103.3风载计算··················································································103.3.1风载计算·············································································103.3.2风载作用下结构计算简图····················································113.3.3框架D值计算······································································113.3.4风荷载作用下框架侧移验算···············································123.4水平地震作用计算··································································133.4.1重力荷载代表值iG计算·······················································133.4.2框架自震周期计算······························································153.4.3地震作用计算······································································153.4.4水平地震作用下计算简图···················································173.4.5抗震变形验算······································································17III4⑩轴框架内力计算······································································184.1恒载作用下框架内力计算······················································184.&&&&&&&&1.1弯矩计算·············································································184.1.2剪力计算·············································································224.1.3轴力计算·············································································224.1.4恒载作用下结构内力图·······················································234.2活载作用下框架内力计算······················································244.2.1弯矩计算·············································································244.2.2剪力计算·············································································274.2.3轴力计算·············································································274.2.4活载作用下结构内力图·······················································284.3风载作用下框架内力计算······················································294.3.1柱的侧移刚度······································································294.3.2楼层中各柱分配到的剪力···················································294.3.3柱反弯点高度修正······························································294.3.4柱杆端弯矩··········································································304.3.5梁端弯矩和梁端剪力···························································304.3.6柱轴力·················································································314.3.7风载作用下结构内力图·······················································324.4水平地震作用下框架内力计算··············································334.4.1楼层中各柱分配到的剪力···················································334.4.2柱反弯点位置确定······························································334.4.3柱杆端弯矩··········································································334.4.4梁端弯矩和梁端剪力···························································344.4.5柱轴力·················································································34IV4.4.6水平地震作用下结构内力图···············································354.50.5(雪载+活载)重力荷载作用下内力计算···························364.5.1屋面横梁竖向线荷载···························································364.5.2楼面横梁竖向线荷载···························································364.5.3屋面框架节点集中荷载·······················································364.5.4楼面框架节点集中荷载·······················································364.5.5弯矩计算·············································································364.5.6剪力计算·············································································404.5.7轴力计算·············································································405内力组合·······················································································415.1控制截面内力··········································································415.&&&&&&&&1.1内力调整·············································································415.1.2梁端弯矩调幅······································································455.2内力组合··················································································475.3有震组合下框架梁、柱控制截面内力调整··························615.3.1框架梁截面内力调整···························································615.3.2框架柱内力调整··································································636框架截面设计··············································································656.1框架梁截面设计······································································656.&&&&&&&&1.1正截面受弯承载力······························································656.1.2斜截面受剪承载力······························································686.2框架柱截面设计······································································706.2.1柱的轴压比和剪跨比验算···················································706.2.2正截面受弯承载力······························································706.2.3斜截面承载力······································································73V7板配筋计算··················································································747.1计算说明··················································································747.2屋面板设计··············································································747.2.1A区格板设计····································································747.2.2B区格板设计····································································757.3楼面板设计··············································································767.3.1A区格板设计····································································767.3.2B区格板设计····································································788楼梯设计·······················································································798.1底层楼梯设计··········································································798.&&&&&&&&1.1梯段板设计··········································································798.1.2平台板设计··········································································798.1.3平台梁设计··········································································808.2标准层楼梯设计······································································818.2.1梯段板设计··········································································818.2.2平台板设计··········································································828.2.3平台梁设计··········································································829基础设计·······················································································849.1基础设计基本资料··································································849.2基础设计用内力······································································849.2.1内力标准组合值··································································849.2.2荷载计算·············································································849.3边柱下独立基础设计······························································859.3.1确定基础底面尺寸······························································85VI9.3.2基础抗冲切验算··································································869.3.3基础底板配筋计算······························································879.4中柱下独立基础设计······························································889.4.1确定基础底面尺寸······························································889.4.2基础抗冲切验算··································································899.4.3基础底板配筋······································································90结论·······························································································92致谢·······························································································93参考文献···························································································94附录1外文参考文献译文··························································95附录2外文参考文献原文························································10011工程概况&&&&&&&&1.1建设项目名称及概况&&&&&&&&（1）项目名称：武汉市青山区行政办公楼(2)建筑面积：约)建筑总高度：22.5m(4)建筑层数：六层(5)结构类型：框架结构(6)该办公楼底层层高3.9m，标准层层高3.6m，女儿墙高0.6m，室内外高差0.45m1.2设计资料1.2.1水文地质资料拟建场地地势平坦，周围无相邻建筑影响，自上而下土层情况为：&&&&&&&&（1）杂填土厚1.0m(2)粘土及微风化岩层20m，承载力为fa=280Kpa(3)地下水位较低，无侵蚀性，不考虑其影响1.2.2气象资料基本风压：2.40mKN基本雪压：2.50mKN1.2.3地震设防要求地震设防烈度为7度，设计时考虑近震影响，拟建场地土类型为中软土，Ⅱ类建筑场地，设计地震分组为第一组。&&&&&&&&1.2.4建筑规模和标准&&&&&&&&（1）建筑规模：约)建筑防火等级：二级(3)屋面防水等级：二级(4)建筑装修等级：中级22结构选型与布置2.1结构承重方案选择根据建筑功能要求及建筑施工布置图，本工程确定采用横向框架承重方案，结构平面布置如图2-1图2-1结构平面布置图2.2主要构件选型、材料选择和构件尺寸初选2.2.1主要构件选型&&&&&&&&（1）梁、板、柱和楼梯结构形式：现浇钢筋混凝土(2)墙体：室内为加气混凝土填充墙，外墙250厚，内墙200厚；女儿墙为240厚砖墙，高600(3)基础：柱下钢筋混凝土独立基础2.2.2材料选择.20.20.06)3((100.343.13.(mKNmKNmKNmmNffHPBmmNffHRBHPBHRBmmNEmNfmNfCCyyyyctc，铝合金窗重：，门重：墙重：：；：级钢筋为级钢筋，分布筋和箍筋主要受力钢筋为；，，：础混凝土标号为梁、板、柱、楼梯和基??????????2.2.3梁尺寸初步估算&&&&&&&&（1）边跨主梁：mmmmlh500~400)151~121(??，取mmbmmh250500??，3(2)中跨主梁：取mmbmmh250350??，(3)纵梁：mmbmmhmmmmlh0)151~121(????，，取2.2.4柱尺寸初步估算图2-2中柱负荷面积简图在初步估算柱截面面积时，应满足qSnNfNAcccc3.1????，，其中n为层数；S为柱承担的楼面荷载面积；q为折算在单位建筑面积上的重力荷载代表值，近似取为214mKN；?为柱轴压比；fc为混凝土抗压强度，本设计柱砼为C30，fc=14.3N/mm2；查《建筑抗震设计规范GB》本设计为三级抗震框架，5.80??；为方便施工和出于安全考虑，边柱截面尺寸同中柱，且每层柱尺寸相同，中柱负荷面积如图2-2中阴影部分所示S=4.2×(3+1.5)=18.90m2，mmAmmAcc..?????????，初选柱尺寸：mmmm.3确定结构计算简图2.3.1计算简图确定取⑩轴框架计算，以框架柱的几何中心轴线作为柱轴线，梁轴线取至板顶即梁顶面，梁跨度为柱几何中心轴线距离，底层柱高从基础顶面算至一层板顶，基础顶面至底层室内地面高度为1.0m，底层柱高mh9.40.19.3???，2~6层柱高为层高即3.6m，框架计算简图如下图2-342.3.2框架梁、柱线刚度计算&&&&&&&&（1）框架柱刚度mmbhI??????底层柱：mmNhIEic?????????09..3中层柱：mmNhIEic?????????06..3(2)框架梁刚度在框架结构中现浇楼板可作为梁的有效翼缘，考虑到这一影响，对中框架取02II?，边框架取0.51II?，0I为矩形截面梁的惯性距边跨主梁：mmbhI??????mmNlIEic??????????...1中跨柱梁：mmbhI??????mmNlIEic??????????.100.322框架梁柱线刚度标于图2-3中图2-3框架结构计算简图(单位mmN??1010)53荷载计算3.1恒载计算本设计板设计为双向板，双向板承受竖向荷载时，直角相交的相邻支承梁是按45°线来划分负荷面积的，故沿短跨方向的支承梁承受板传来的三角形分布荷载，沿长跨方向的支承梁承受板传来的梯形荷载图3-1板支承梁承受的荷载3.&&&&&&&&1.1屋面横梁竖向线荷载屋面恒载20厚水泥砂浆找平0.40202.00??KN/m厚（2%找坡）水泥膨胀珍珠岩5.90.???KN/m2100厚现浇钢筋混凝土板5.22510.0??KN/m215厚板底抹灰0.015×17=0.26KN/m2屋面恒载4.11KN/m2梁自重边跨AB、CD跨0.25×0.5×25=3.13KN/m梁侧粉刷2×(0.5-0.1)×0.02×17=0.27KN/m3.40KN/m2中跨BC跨0.25×0.35×25=2.19KN/m梁侧粉刷2×(0.35-0.1)×0.02×17=0.17KN/m2.36KN/m2作用在顶层框架梁上的线荷载为6mKNgmKNggBCCDAB36.240.3161616???，梁自重：mKNgmKNggBCCDAB3.312.03&&&&&&&&1.146.217.24&&&&&&&&1.???????，板传来荷载：图3-2恒载作用下顶层框架计算简图35.00.622.42?????ABll等效为均布荷载，角形荷载和梯形荷载可作用在屋面横梁上的三mKNgggABABAB17.17)35.035.021(26.(??????????????边跨：中跨：mKNgggBCBCBC07..???????图3-3等效均布恒载计算简图3.1.2楼面横梁竖向线荷载楼面恒载水磨石地面0.65KN/m2100厚钢筋混凝土板0.10×25=2.50KN/m215厚板底粉刷0.015×17=0.26KN/m2楼面恒载3.41KN/m2边跨AB、CD跨梁自重3.40KN/m2中跨BC跨梁自重2.36KN/m27mKNmKNmKN3.852..5)(3.672.30.6)5.06.3(.20????????????墙面粉刷边跨填充墙自重作用在楼面层框架梁上的线荷载：梁重+墙重：mKNgmKNggBCCDAB36.223.983.540.3111?????，板传来荷载：mKNgmKNggBCCDAB23.100.341.332.142.441.3222???????，楼面框架梁上等效均布荷载mKNgggABABAB66.20)35.035.021(32.(323221??????????????边跨：中跨：mKNgggBCBCBC5.783.21???????3.1.3屋面框架节点集中荷载KNKNKN36.110.)(0.4..20.4.250?????????????粉刷边柱连系梁自重KNKNKN0..220.02..244.2.60006????????????粉刷高女儿墙自重连系梁传来屋面自重(0.5×4.2)2×4.11=18.13KN顶层边节点集中荷载KNGGDA9.64266??中柱连系梁自重10.50KN粉刷0.86KN连系梁传来屋面自重(0.5×4.2)2×4.11=18.13KN(4.2-0.5×3)×0.5×3×4.11=16.65KN顶层中节点集中荷载KNGGCB14..4楼面框架节点集中荷载边柱连系梁自重10.50KN粉刷0.86KN铝合金窗重3.0×2.2×0.24=1.58KNKNKNKN16.986..366.2415.20????????????粉刷窗下墙体自重8KNKNKN76.580.)0.32.4(96.)0.32.4(??????????????粉刷窗边墙体自重框架柱自重0.5×0.5×3.6×25=22.5KN连系梁传来楼面自重(0.5×4.2)2×3.41=15.04KN中间层边节点集中荷载KNGGDA.465??中柱连系梁自重10.5KN粉刷0.86KNKNKNKN27..0)4.06.3(2.413..06.3(.24??????????????粉刷纵墙自重扣除门洞重-2.1×1.0×0.2×6.0=-2.52KN门自重2.1×1.0×0.2=0.42KN框架柱自重22.5KN连系梁传来楼面自重(0.5×4.2)2×3.41=15.04KN(4.2-0.5×3)×0.5×3×3.41=13.81KN中间层中节点集中荷载KNGGCB8.885??3.1.5恒载作用下结构计算简图图3-4恒载作用下结构计算简图及等效均布恒载93.2活载计算3.2.1活载取值由《建筑结构荷载规范GB》查得活载取值表3-1活载取值类型不上人屋面楼面走廊雪标准值(KN/m2)0.52.02.50.53.2.2屋面横梁竖向线荷载边跨AB、CD跨：mKNppCDAB1.22.45.066????中跨BC跨：mKNpBC5.10.35.06???屋面框架梁上等效荷载mKNpppABCDAB68.1)35.035.021(1.2)21(3232666??????????????边跨：中跨：mKNppBCBC94.05.1858566?????3.2.3楼面横梁竖向线荷载边跨AB、CD跨：mKNppCDAB4.82.40.2????中跨BC跨：mKNpBC5.70.35.2???楼面框架梁上等效荷载mKNpppABCDAB70.6)35.035.021(4.8)21(3232??????????????边跨：中跨：mKNppBCBC69.45.78585?????3.2.4屋面框架节点集中荷载顶层边节点集中荷载：KNPPDA.36.50.246.5066??????顶层中节点集中荷载：KNPPCB5.49.50.24)36(.5066???????3.2.5楼面框架节点集中荷载中间层边节点集中荷载：KNPPDA.225.02.246.50??????中间层中结点集中荷载：10KNPPCB5.940).243.50(.52).246.50(.02??????????3.2.6活载作用下结构计算简图图3-5活载作用下结构计算简图及等效均布活载3.3风载计算3.3.1风载计算风压标准值计算公式：0wwzsz????为基本风压为风压高度变化系数，为风载体型系数，为风振系数，式中：0wzsz???基本风压204.0mKNw?，地面粗糙度为C类。&&&&&&&&查《荷载规范》知风载体型系数为：迎风面8.0??s，背风面5.0???s，所以计算时3.1??s；0.1??z；风压高度变化系数z?见下表，风压高度变化系数由下表按内插法算得表3-2风压高度变化系数z?)(mhz?00.740.740.740.841.00将风荷载换算成作用于框架每层节点上的集中荷载，HlAAwF???，H：取上层的一半和下层的一半之和，顶层取到女儿墙顶，底层只取一层的一半11A：风荷计算面积；l：柱距，等于4.2m顶层：28.010.24)2.63.60(mA????中间层：212.152.46.3mA???底层：270.162.4)26.3235.4(mA????表3-3风荷载计算表层号)(mzz?)(2mA)(2mKNw)(KNFi622.360..15.120.436.15.120.385.15.120.385.5.120.385.6.700.335.513.3.2风载作用下结构计算简图图3-6风载作用下结构计算简图3.3.3框架D值计算&&&&&&&&（1）梁柱线刚度边跨梁：mmNi???，中跨梁：mmNi???底层柱：mmNi???，中层柱：mmNi???(2)D值计算一般层：KKiiKcb?????22，；底层：KKiiKcb??????2.50，；212hiDc??1)一般层，，边柱：8.105.034.010??????????KmKND..10??????中柱：0.306.034.42).1(2101010????????????，KmKND..30??????2)底层，，边柱：43.061.021.60.?????????KmKND..0??????中柱：53.017...0???????????，KmKND.0??????一般层D值总计mKND01.?????????底层D值总计mKND084.?????????3.3.4风荷载作用下框架侧移验算框架层间水平位移层柱总刚度为第为层间剪力，，其中jDVDVujkjjkjj????《高层建筑混凝土结构技术规程JGJ3-2002》规定，按弹性方法计算的楼层层间13最大位移与层高之比??ehu???，即??hue???，框架结构??5501??e表3-4风荷载作用下框架侧移层号)(mh层高)(KNFi)(KNVi)(mKNDi)(mui?)(mue?63.64.644.643.86×..501&&&&&&&&1.143.86×..×..×..×..×.0089由上表知，楼层间最大弹性位移满足要求3.4水平地震作用计算3.4.1重力荷载代表值iG计算本次设计计算一榀框架的重力荷载代表值，即一榀框架中楼盖及其上、下各一半层高范围内的全部质量，并集中于楼面标高处，顶层为计算到女儿墙顶和屋盖下一半层高范围内&&&&&&&&（1）顶层边跨主梁3.4×6×2=37.56KN中跨主梁2.36×3=7.08KN连系梁11.36×4=45.44KN屋面自重4.11×4.2×15=258.93KN柱4×0.5×22.4=45KN横墙5.83×6×2×0.5=34.98KN外纵墙0.25×1.2×(1.8-0.4)×6×2+0.02×1.2×(1.8-0.4)×17×4=7.32KN内纵墙0.2×3.2×(1.8-0.4)×6×2+0.02×3.2×(1.8-0.4)×17×4+(0.2×&&&&&&&&1.1×1×6+0.02×1×&&&&&&&&1.1×2×17)×2=20.98KN女儿墙13.2×2=26.4KN窗3×(1.8-0.4)×0.24×2=2.02KN门0.3×1×0.2×2=0.12KN?485.83KN14屋面雪载0.5×4.2×15=31.5KNKNG8..84856????(2)中间层边跨主梁37.56KN中跨主梁7.08KN连系梁45.44KN楼面自重3.41×4.2×15=214.83KN柱4×22.5=90KN横墙5.83×6×2=69.96KN外纵墙(9.16+5.76)×2=29.84KN内纵墙(25.27-2.52)×2=45.5KN门0.42×2=0.84KN窗1.58×2=3.16KN?544.21KN活载楼面活载2.0×4.2×12=100.8KN走廊活载2.5×4.2×3=31.5KN?132.3KNKNGGGG6.1.???????(3)底层梁重37.56+7.08+45.44=90.08KN楼面自重214.83KN柱0.5×0.5×(3.6+4.9)/2×25×4=106.25KN横墙重[0.2×(4.25-0.5)×6×6+(4.25-0.5)×0.02×2×17×6]×2=84.6KN外纵墙0.25×1.2×1×6×2+0.02×1.2×1×17×4=5.88KN内纵墙[0.2×(4.25-0.4)×3.2×6+0.02×(4.25-0.4)×3.2×17×2]×2+[0.2×(1.8-0.4)×1×6+0.02×(1.8-0.4)×1×17×2]×2=51.59KN门2.45×1×0.2×2=0.98KN窗2.85×3×0.24×2=4.10KN15?558.31KN活载132.3KNKNG6.1.35581????3.4.2框架自震周期计算用顶点位移法近似计算结构基本周期1T，iTT???.711.70~.60???TT取期折减系数，框架结构：考虑填充墙影响的周，取5.60??T表3-5框架顶点假想水平位移i?计算表层数)(KNGi)(KNGVii??)(mKND?)(mDGii????)(mii????.583.86×.111.943.86×.722.303.86×.332.663.86×.943.023.86×.567.483.06×.1166sTiT4..71.711???????3.4.3地震作用计算由于建筑高度不超过40m，以剪切变形为主且质量和刚度沿高度分布比较均匀，因此在多遇地震作用下的水平地震作用采用底部剪力法计算&&&&&&&&（1）场地类别为Ⅱ类，地震分组为一组，sTg35.0?ggTTT51??，水平地震影响系数max211????????????rgTT，08.0max?????????7.106.005.012，：阻尼调整系数2?，钢筋混凝土结构.0105.02????，9.055.005.09.0???????r，046.008.00.164.035.09.01???????????(2)结构等效总重力荷载KNGGiiieq36.785.01???????，本设计计算的是一榀框架的重力荷载16代表值，考虑到整体情况，结构等效总重力荷载应乘以nn1?予以折减，n为轴线数，本设计n=13，KNGGeqeq0.?????KNGFeqEK6.46.01??????sTTg49.04.11??，故需考虑高阶震型对地震作用的影响，在主体结构顶部质点处附加一个地震作用nF?，EKnnFF???，n?：顶部附加地震作用系数表3-6顶部附加地震作用系数n?Tg(s)T1&1.4TgT1≤1.4TgTg≤0.350.08T1+0.07不考虑0.350.550.08T1－0.02KNFFTEKnnn58...008.007.008.01?????????????，各质点上的地震作用EKnjjjiiiFHGHGF)1(61?????表3-7层间地震剪力计算层