办公楼结构计算书

第一章建筑设计说明1建筑概况1.1设计题目办公楼1.2建筑面积4562.2㎡1.3建筑总高度18.450m（室外地坪算起）1.4建筑层数五层1.5结构类型框架结构1.6工程概况该工程为五层框架结构体系，建筑面积为4562.2m2，建筑物平面为一字形。走廊宽度3.0m,层高为3.6m，室内外高差0.45m，其它轴网尺寸等详见平面简图。抗震设防6度。2设计资料1建筑要求：总面积4265.2左右，主体建筑5层，层高为3.6m。2结构要求：钢筋混凝土框架结构，现浇钢筋混凝土楼板。3气象资料：基本雪压0.40KN/。基本风压为0.35KN/。4技术要求：满足工程施工图深度要求。3建筑要求建筑等级:耐火等级为Ⅱ级设计使用年限50年4建筑细部设计（1）建筑热工设计应做到因地制宜，保证室内基本的热环境要求，发挥投资的经济效益。（2）建筑体型设计应有利于减少空调与采暖的冷热负荷，做好建筑围护结构的保温和隔热，以利节能。（3）采暖地区的保温隔热标准应符合现行的《民用建筑节能设计标准》的规定。（4）室内应尽量利用天然采光。（5）为满足防火和安全疏散要求，设有两部楼梯。（6）外墙墙身做法：1、墙体为240空心砖；2、刷界面剂处理一道；3、30厚ZL胶粉聚苯颗粒保温砂浆；4、抗裂砂浆；5、刷界面剂处理一道；6、涂塑玻纤网格布一层（首层增加一层涂塑加强网格布）；7、10厚1：3水泥砂浆打底扫毛；8、10厚1：2水泥砂浆粘接层；9、6~12厚面砖（在面砖粘面上随贴随刷一道混凝土界面处理剂，增强粘接）；10、1：1水泥砂浆勾缝或用专用勾缝剂勾缝。内墙墙身做法：1、墙体为加气混凝土砌块；2、刷界面处理剂一道3、15厚1：1：6水泥石灰膏砂浆打底4、10厚1:0.3：3水泥石灰膏砂浆粉面5、刷（喷）内墙涂料楼面做法（自下往上）：1、刷（喷）涂料2、6厚1:2.5水泥砂浆粉面3、6厚1:3水泥砂浆打底4、刷一道素水泥浆（内掺建筑胶）5、现浇钢筋混凝土楼面；6、20厚1:3水泥砂浆找平层；7、10厚1：2水泥砂浆面层。（9）屋面做法（自下往上）：1、刷（喷）涂料；2、6厚1:2.5水泥砂浆粉面；3、6厚1:3水泥砂浆打底；4、刷一道素水泥浆（内掺建筑胶）；5、现浇钢筋混凝土屋面；6、20mm厚水泥砂浆找平层；7、冷底子油一道上铺SBS防水卷材二道；8、40mm厚挤塑聚苯板；9、15mm厚水泥砂浆找平层；10、40mm厚C20细石混凝土防水。（10）门窗做法门厅处为塑钢门，其余为铝合金推拉窗、木门。第二章结构设计说明1结构方案选取1.1竖向承重体系选取选择合理的抗侧力结构体系，进行合理的结构或构件布置，使之具有较大的抗侧刚度和良好的抗风、抗震性能，是结构设计的关键。同时还须综合考虑建筑物高度、用途、经济及施工条件等因素。常见的竖向承重体系包括砖混结构体系、框架结构体系、剪力墙结构体系、框架-剪力墙结构体系及筒体结构体系等。框架结构体系：由梁、柱构件通过节点连接而成，其具有建筑平面布置灵活、造型活泼等优点，可以形成较大的使用空间，易于满足多功能的使用要求。在结构受力性能方面，框架结构属于柔性结构，自振周期长，地震反应较小，经合理设计可具有较好的延性性能。其缺点是结构的抗侧刚度较小，在地震作用下侧向位移较大。本设计为五层的多层结构，根据综合楼的功能使用性进行结构布置。经各方案比较筛选，本工程选用框架结构的竖向承重体系。1.2水平向承重体系选取常见的横向承重体系包括：现浇楼盖、叠合楼盖、预制板楼盖、组合楼盖等。本设计采用现浇肋梁楼盖结构，现浇楼盖可分为肋梁楼盖、密肋楼盖、平板式楼盖和无粘结预应力现浇平板楼盖等。肋梁楼盖结构具有良好的技术经济指标，可以最大限度地节省混凝土和钢筋的用量，能充分发挥材料的作用，结构整体性好，抗震性能好，且结构平面布置灵活，易于满足楼面不规则布置、开洞等要求，容易适用各种复杂的结构平面及各种复杂的楼面荷载。2楼梯方案的选择整体式楼梯按照结构形式和受力特点不同，可分为板式楼梯、梁式楼梯、剪刀式楼梯和圆形楼梯、螺旋楼梯等。其中，应用较为经济的、广泛的是板式楼梯和梁式楼梯，剪刀式楼梯、圆形楼梯和螺旋式楼梯属于空间受力体系，外观美观，但结构受力复杂，设计与施工较困难，用钢量大，造价高，在实际中应用较少。板式楼梯由梯段板、平台板和平台梁组成。梯段板为带有踏步的斜板，其下表面平整，外观轻巧，施工支模方便，但斜板较厚，结构材料用量较多，不经济。故当梯段水平方向跨度小于或等于3.5m时，才宜用板式楼梯。梁式楼梯由踏步板、斜梁、平台板和平台梁组成。踏步板支承与两端的斜梁上，斜梁可设在踏步下面，也可设在踏步上面。根据梯段宽度大小，梁式楼梯的梯段可采用双梁式，也可采用单梁式。一般当梯段水平投影跨度大于3.5m时，用梁式楼梯。结构中的楼梯采用板式楼梯。若采用梁式楼梯，支模困难，施工难度较大。采用梁式楼梯所带来的经济优势主要是钢筋用量较省，采用的楼梯板较薄，混凝土用量也较少，会被人工费抵消。3建筑材料的选择梁柱、基础、楼梯均采用C30的混凝土，用以提高整个结构的强度。由于施工工艺的改进，技术的提高，提高混凝土的强度不会引起整个结构的造价大幅提高。4结构布置计算根据该房屋的使用功能及建筑设计的要求，进行了建筑平面、立面及剖面设计。主体结构为5层，层高为3.6m。填充墙采用240厚的加气混凝土砌块。楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚度为120mm。一般情况下，框架结构是一个空间受力体系。为方便起见，常常忽略结构纵向和横向之间的空间联系，忽略各构件的扭转作用，将纵向框架和横向框架分别按平面框架进行分析计算。由于通常横向框架的间距相同，作用于各横向框架上的荷载相同，框架的抗侧刚度相同，因此，各榀横向框架都将产生相同的内力与变形，结构设计时一般取中间有代表性的一榀横向框架进行分析即可。第三章结构计算书1框架结构计算方法，框架截面尺寸的确定1.1框架计算方法的确定在竖向荷载作用下，规则多层框架的侧移很小，可近似认为侧移为零，可选用力矩分配法进行内力分析。具体步骤如下：①计算各跨梁在竖向荷载作用下的固端弯矩；②计算框架各节点的力矩分配系数；③将各节点的不平衡力矩同时进行分配，并向远端传递，再在各节点分配一次，即可结束。在水平荷载作用下，对于比较规则的、层数不多的框架结构，当柱轴向变形对内力及位移影响不大时，可选用D值法进行内力分析。柱的抗侧移刚度与梁的线刚度有关，柱的反弯点高度与梁柱线刚度比、上下层梁的线刚度比、上下层的层高变化有关。考虑上述因素的影响，对柱的抗侧移刚度和反弯点高度进行修正，就是D值法。1.2框架截面尺寸的确定（1）框架梁的截面一般为矩形，当楼盖为现浇板时，楼板的一部分可作为梁的翼缘，则梁的截面就成为T型或L型。当采用预制楼盖时，为了减少楼盖结构高度和增加建筑净空，梁的截面常取为十字型或花篮型。框架柱的截面常为矩形或正方形。框架梁、柱的截面尺寸应满足承载力、刚度和施工的要求，设计尺寸时可参考以往经验确定，同时满足构造要求。以下给出截面尺寸估算公式：外纵向框架梁：h=(1/8~1/12)L=(1/8~1/12)×4500=375~562.5L—纵向外柱距，取h=500mm，考虑抗震取b=250mm内纵向框架梁：h=(1/8~1/12)L=(1/8~1/12)×4500=375~562.5L—纵向外柱距，取h=500mm，考虑抗震取b=250mm横向边跨梁：h=(1/8~1/12)L=(1/8~1/12)×8500=708.3~1062.5L—纵向柱距，取h=800mm，取b=300mm横向中跨梁：取h=400mm，b=300mm（2）柱的截面尺寸：式中：—根据抗震设防烈度为6度时取0.9；β—边柱取1.3，不等跨内柱取1.25；—各层的重力荷载代表值取14kN/m2；F—柱的负荷面积，如图2-2所示；对于中柱为4.5×(8.5/2+3.0/2)=25.875m2；对于边柱为4.5×8.5/2=19.125m2。图2-2柱的负荷面积边柱中柱如取柱截面为矩形，初选柱的截面尺寸为：边柱为b×h=450mm×450mm=中柱为b×h=450mm×450mm其惯性矩，取楼板厚h=120mm2确定框架计算简图框架的计算单元如图2-1所示，取⑦轴的一榀框架计算。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，故梁跨等于轴线之间的距离。底层柱高从基础顶面算至二层楼层，基顶的标高根据地址条件室内外高差定为-1.00m，一层楼面标高为3.60m，室内外高差为0.45m，故底层的柱子高度为4.60m，其余各层柱高楼面算至上一层楼面(即层高)故均为3.60米。由此给出框架计算简图如图3-2所示。框架截面尺寸见图3.1图3.1框架截面尺寸图3框架柱抗侧移计算3.1框架梁柱的线刚度计算混凝土C30，对于边框架横梁：==1/12×300×8003=0.0128m4中框架横梁：==1/12×300×4003=0.0016m4现浇框架结构梁惯性矩为：中框架梁，边框架梁，线刚度边跨梁中跨梁底层柱其余各层柱令，则其余各层杆件的相对线刚度为：i边跨梁=2.578，i底层柱=0.796，i中跨梁=1.217框架梁柱的相对线刚度如图3-1所示。作为计算各节点杆端弯矩分配系数的依据。图3.2结构计算简图3.2框架柱抗侧移刚度计算具体详见下面的各柱D值及剪力分配系数表：表3-1各柱D值及剪力分配系数表层号及层高柱位置2~5层（3.6m）边柱2.5780.56311678505200.231中柱3.7950.65513582505200.2691层(4.6m)边柱3.2390.7147463312030.239中柱4.7690.7788139312030.2614均布荷载计算4.1屋面恒荷载标准值防水层：(刚性)40厚C30细石防水混凝土找平层：15厚1:3水泥砂浆保温层：40厚挤塑聚苯板防水层：冷底子油一道上铺SBS防水卷材二道找平层：20厚1:3水泥砂浆结构层：120厚现浇钢筋混凝土板抹灰层：12厚水泥沙浆总计：5.31kN/m24.2楼面恒荷载标准值10厚1：2水泥砂浆面层20厚1:3水泥砂浆找平层120厚现浇钢筋混凝土楼面12厚水泥砂浆总计： 4.3构件自重（1）梁自重边跨横梁：b×h=300mm×800mm自重0.80×0.30×25=6.00kN/m抹灰层：12厚水泥砂浆0.012×[(0.80-0.12)×2+0.3]×17=0.34kN/m总计：6.34kN/m内外纵梁b×h=250mm×500mm自重0.5×0.25×25=3.13kN/m抹灰层：12厚水泥砂浆0.012×[(0.50-0.12)×2+0.25]×17=0.21kN/m总计：3.34kN/m中跨横梁b×h=300mm×400mm自重0.4×0.30×25=3.00kN/m抹灰层：12厚水泥砂浆0.012×[(0.40-0.12)×2+0.30]×17=0.18kN/m总计：3.18kN/m（2）柱自重柱自重b×h=450mm×450mm柱自重0.45×0.45×25=5.06kN/m抹灰层：12厚水泥砂浆0.012×0.45×4×17=0.37kN/m总计5.43kN/m墙自重①外纵墙自重：标准层外纵墙自重面砖贴面外墙面水泥粉刷内墙面总计4.10kN/m底层外纵墙自重面砖贴面外墙面水泥粉刷内墙面总计5.26kN/m②内纵墙自重：内纵墙自重水泥粉刷内墙面总计7.28kN/m③内隔墙自重：内纵墙自重水泥粉刷内墙面总计9.67kN/m女儿墙自重女儿墙自重0.3m×0.5m×25KN/m3+0.5m×0.24m×10KN/m3=4.95kN/m面砖贴面外墙面0.8m×0.5KN/m2=0.40kN/m合计5.35kN/m4.4活荷载标准值屋面和楼面荷载标准值根据《建筑结构荷载规范》(GB50009-2001)查得：上人的屋面：0.5kN/m2楼面：教室2.0kN/m2走廊2.5kN/m25竖向荷载下框架受荷总图5.1在A-B及C-D轴内按双向板计算在B-C轴内按双向板计算5.2在A-B轴间框架梁板传至梁上的三角形或梯形荷载等效为均布荷载，荷载的传递示意图如图4-1所示。图5-1板传荷载示意图屋面板传递荷载恒载：5.31×2.25×[1-2×(2.25/8.5)2+(2.25/8.5)3)]×2=20.99kN/m5.31×(4.5/2)×5/8=7.47kN/m活载：0.5×2.25×[1-2×(2.25/8.5)2+(2.25/8.5)3)]×2=1.98kN/m0.5×(4.5/2)×5/8=0.70kN/m楼面板传递荷载恒载：3.84×2.25×[1-2×(2.25/8.5)2+(2.25/8.5)3)]×2=15.18kN/m3.84×(4.5/2)×5/8=5.40kN/m活载：2.0×2.25×[1-2×(2.25/8.5)2+(2.25/8.5)3)]×2=7.91kN/m2.0×(4.5/2)×5/8=2.81kN/m梁自重：6.34kN/m在A-B轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=6.34+20.99=27.33kN/m活载=板传荷载=1.98kN/m楼面梁恒载=梁自重+板传荷载=6.34+15.18=21.52kN/m活载=板传荷载=7.91kN/m5.3在B-C轴间框架梁屋面板传递荷载恒载：5.31×(3.0/2)×5/8×2=9.96kN/m5.31×1.5×[1-2×(1.5/4.5)2+(1.5/4.5)3)]=6.49kN/m活载：0.5×(3.0/2)×5/8×2=0.94kN/m0.50×1.5×[1-2×(1.5/4.5)2+(1.5/4.5)3)]=0.61kN/m楼面板传递荷载恒载：3.84×(3.0/2)×5/8×2=7.20kN/m3.84×1.5×[1-2×(1.5/4.5)2+(1.5/4.5)3)]=4.69kN/m活载：2.5×(3.0/2)×5/8×2=4.69kN/m2.5×1.5×[1-2×(1.5/4.5)2+(1.5/4.5)3)]=3.06kN/m梁自重：3.18kN/m在B-C轴间框架梁均布荷载为屋面梁恒载=梁自重+板传荷载=3.18+9.96=13.14kN/m活载=板传荷载=0.94kN/m楼面梁恒载=梁自重+板传荷载=3.18+7.20=10.34kN/m活载=板传荷载=4.69kN/m5.4C-D轴间框架梁同A-B轴间框架梁5.5A轴柱纵向集中荷载的计算顶层柱：恒载=女儿墙自重+梁自重(纵梁)+板传荷载=5.35×4.5+3.34×(4.5-0.45)+7.47×(4.5-0.45)=67.86kN活载=板传荷载=0.70×(4.5-0.45)=2.84kN标准层柱：恒载=墙自重+梁自重+板传荷载=4.10×(4.5-0.45)+3.34×(4.5-0.45)+5.40×(4.5-0.45)=52.00kN活载=板传荷载=2.81×(4.5-0.45)=11.38kN5.6B轴柱纵向集中荷载的计算顶层柱：恒载=梁自重(纵梁)+板传荷载=3.34×(4.5-0.45)+(7.47+6.49)×(4.5-0.45)=70.07kN活载=板传荷载=(0.61+0.70)×(4.5-0.45)=5.31kN标准层柱：恒载=梁自重+墙自重+板传荷载=3.34×(4.5-0.45)+7.28×(4.5-0.45)+(5.40+4.69)×(4.5-0.45)=83.88kN活载=板传荷载=(3.06+2.81)×(4.5-0.45)=23.77kNC轴柱纵向集中荷载的计算与B轴柱的相同，轴柱纵向集中荷载的计算与A轴柱的相同。框架在竖向荷载作用下的受荷总图如图4-2所示(图中数值均为标准值)图5-2竖向受荷总图(kN)注：带括号者表示活荷载6恒活荷载作用下的弯矩计算表6-1恒（活）线载作用下的跨中及固端弯矩表线载性质楼层位置线载位置线载大小梁计算长度(m)固端弯矩跨中弯矩恒线载屋面边跨27.338.5164.55246.82中跨13.1439.8614.78楼面边跨21.528.5129.57194.35中跨10.3437.7611.63活线载屋面边跨1.988.511.9217.88中跨0.9430.711.06楼面边跨7.918.547.6271.44中跨4.6933.525.287风荷载计算作用在屋面梁和楼面梁节点处的集中风荷载标准值见表7-1：w=βZμSμZω0本地区基本风压为：w0=0.35μZ—风压高度变化系数，地面粗糙度为B类μS—风荷载体型系数。根据建筑物的体型查的μS=1.3βZ—以为房屋总高度小于30米所以βZ=1.0—下层柱高—上层柱高，对顶层为女儿墙的2倍B—迎风面的宽度B=4.5m表7-1集中风荷载标准值离地高度(Z/m)μZβZμSw0(kN/m2)(m)(m)ωk(kN)18.451.24911.30.33314.851.16311.30.38711.251.06011.30.3647.651.00011.30.3854.051.00011.30.309图7-1风荷载作用下荷载分布图(kN)表7-1各层柱反弯点位置、剪力、柱梁端弯矩计算表层号柱号5边柱7.030.2311.626505201.39×10-40.39×10-41.3231.9773.622.723.622.75中柱0.2691.8911.4851.8154.063.321.301.304边柱16.320.2313.772505203.23×10-40.90×10-41.4851.8158.096.6210.818.19中柱0.2694.3871.6051.6958.748.373.873.873边柱24.780.2315.729505204.91×10-41.36×10-41.6501.65011.1711.1717.7914.51中柱0.2696.6631.6501.65012.9912.996.856.852边柱32.770.2317.575505206.49×10-41.41×10-41.6501.65014.7714.7725.9420.49中柱0.2698.8101.6501.65017.1817.189.689.681边柱41.780.2399.9923120313.39×10-42.91×10-41.8151.48517.5421.4332.3124.66中柱0.26110.8971.8151.48519.1223.3711.6411.64图7-4风荷载作用下弯矩图(kN·m)图7-5风荷载作用下剪力图（KN）图7-6风荷载作用下柱轴力图（KN）8内力计算8.1恒（活）载作用下框架的内力恒（活）荷载作用下框架受荷简图如图4-2。8.2恒（活）载作用下框架的弯矩计算竖向荷载作用下的内力一般可采用近似法，有分层法，弯矩二次分配法和迭代法。当框架为少层少跨时，采用弯矩二次分配法较为理想。这里竖向荷载作用下的内力计算采用分层法。竖向荷载作用下，框架的内力分析除活荷载较大的工业与民用建筑。可以不考虑活荷载的不利布置，这样求得的框架内力，梁跨中弯距较考虑活载不利布置法求得的弯局偏低，但当活载占总荷载的比例较小时，其影响很小.若活荷载占总荷载的比例较大时，可在截面配筋时，将跨中弯距乘以1.1~1.2的较大系数。恒荷载作用下的弯矩、剪力可按下面公式求得：根据梁、柱相对线刚度，算出各节点的弯矩分配系数:节点处的弯矩分配系数按相对刚度比计算，如图5-1所示。图8-1A、B轴柱弯矩各层分配系数简图弯矩分配及传递弯矩二次分配法比分层法作了更进一步的简化。在分层法中，用弯矩分配法计算分层单元的杆端弯矩时，任一节点的不平衡弯矩都将影响到节点所在单元中的所有杆件。而弯矩二次分配法假定任一节点的不平衡弯矩只影响至与该节点相交的各杆件的远端。因此可将弯矩分配法的循环次数简化到一次分配、一次传递、再一次分配。梁端柱端弯矩采用弯矩分配法计算。除底层柱外的其于各层柱的相对线刚度乘以0.9。用弯矩分配法计算每一个敞口单元的杆端弯矩，底层柱的传递系数为0.5，其余各层柱的传递系数为1/2。计算过程如表5-1所示：表8-1恒载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2790.7210.5380.2090.254-8.48-151.85151.858.76-9.0844.81115.52-72.04-27.94-34.0212.01-36.0257.76-8.536.7117.30-26.46-10.27-12.5055.05-55.05111.10-37.98-55.600.2180.2180.5630.4450.1730.1730.210-6.50-116.44116.4410.49-7.0824.0224.0261.91-43.98-17.06-17.06-20.7722.4012.01-21.9930.96-13.97-9.14-2.71-2.71-6.99-3.49-1.35-1.35-1.6543.7126.81-83.5299.93-32.39-17.07-29.500.2180.2180.5630.4450.1730.1730.210-6.50-116.44116.4410.490.0024.0224.0261.91-47.13-18.28-18.28-22.2612.0112.01-23.5730.96-8.53-9.13-0.10-0.10-0.25-5.92-2.29-2.29-2.7935.9329.43-78.3594.35-29.11-19.21-25.050.2180.2180.5630.4450.1730.1730.210-6.50-116.44116.4410.49-0.1724.0224.0261.91-47.05-18.25-18.25-22.2212.0112.57-23.5330.96-9.14-8.84-0.23-0.23-0.59-5.77-2.24-2.24-2.7335.7929.85-78.6594.57-29.63-18.84-25.120.2290.1820.5890.4610.1790.1420.218-6.50-116.44116.4410.49-7.0825.1420.0164.80-45.59-17.68-14.07-21.5312.01-22.7932.40-9.132.471.966.36-10.73-4.16-3.31-5.0739.6115.47-68.0892.52-30.97-6.90-33.677.73-3.45表8-2活载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁0.2790.7210.5380.2090.254-0.36-9.939.930.66-0.362.887.42-4.79-1.86-2.263.86-2.403.71-3.02-0.41-1.05-0.37-0.14-0.175.97-5.978.48-4.36-2.800.2010.2180.5630.4450.1730.1730.210-1.42-39.8039.802.97-1.807.718.3821.61-15.58-6.04-6.04-7.361.444.19-7.7910.81-0.93-3.020.430.471.22-3.05-1.18-1.18-1.449.5911.63-24.7631.97-8.16-7.28-10.600.2180.2180.5630.4450.1730.1730.210-1.42-39.8039.802.97-1.808.388.3821.61-15.58-6.04-6.04-7.364.194.19-7.7910.81-3.02-3.02-0.13-0.13-0.33-2.12-0.82-0.82-1.0012.4511.03-26.3132.90-9.89-6.92-10.160.2180.2180.5630.4450.1730.1730.210-1.42-39.8039.802.97-1.808.388.3821.61-15.58-6.04-6.04-7.364.194.39-7.7910.81-3.02-3.13-0.17-0.17-0.44-2.07-0.80-0.80-0.9812.4011.18-26.4232.95-9.87-7.01-10.140.2290.1820.5890.4610.1790.1420.218-1.42-39.8039.802.97-1.808.776.9822.62-16.15-6.26-4.99-7.634.19-8.0811.31-3.020.890.712.29-3.82-1.48-1.18-1.8013.856.27-22.9631.14-10.77-3.20-11.233.14-1.608.3恒活荷载作用下的梁柱端剪力计算在计算中，当已知框架M图求V图以及已知V图求N图时，可采用结构力学取脱离体的方法。如已知杆件（梁或柱）两端的弯矩。其剪力： 表8-3恒（活）线载作用下梁端和柱端剪力计算表荷载性质层数边跨梁（KN）中跨梁（KN）边柱（KN）中柱（KN）V（左）V（右）V（左）V（右）V（上）V（下）V（上）V（下）恒载五100.59-113.7818.17-18.1725.3225.3218.0418.04四80.26-84.1314.16-14.1616.0916.0911.8411.84三80.31-84.0814.16-14.1616.7216.7212.5212.52二80.32-84.0714.16-14.1617.8117.8113.1113.11一79.32-85.0714.16-14.164.744.742.112.11活载五6.72-7.311.13-1.133.993.993.213.21四27.24-28.945.63-5.636.176.174.404.40三27.32-28.875.63-5.636.016.014.304.30二27.32-28.865.63-5.636.426.424.564.56一27.13-29.055.63-5.631.921.920.980.98表8-4A柱的轴力层次A柱轴力剪力传递纵向集中荷载A柱（恒载）A柱（活载）恒荷载活荷载恒荷载活荷载N顶N底N顶N底5100.596.7267.862.84168.45189.629.569.56480.2627.2452.0011.38321.89343.0648.1848.18380.3127.3252.0011.38475.37496.5486.8886.88280.3227.3252.0011.38628.86650.03125.58125.58179.3227.1352.0011.38781.35807.96164.09164.09表8-5B柱的轴力层次B柱轴力剪力传递纵向集中荷载N（恒载）N（活载）恒荷载活荷载恒荷载活荷载N顶N底N顶N底5131.948.4370.077.76202.01223.1816.1916.19498.2934.5752.0032.99373.47394.6483.7583.75398.2434.4952.0032.99544.88566.05151.23151.23298.2334.4952.0032.99716.28737.45218.71218.71199.2334.6852.0032.99888.68915.29286.38286.38图8-2恒载作用下M图(KN•m)图8-3恒载作用下的V图(单位：kN)图8-4恒载作用下N图(kN)图8-5活载作用下M图(KN•m)图8-6活载作用下的V图(单位：kN)图8-7活载作用下N图(kN)9内力组合9.1框架结构梁的内力组合在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯距进行调幅，调幅系数为现浇框架：0.8-0.9，本设计取0.85。9.2框架结构柱的内力组合柱上端控制值截面在梁底，下端在梁顶，应按轴线计算简图所得的柱端内力值换成控制截面的相应值，此计算为简化起见，采用轴线处内力值。计算结果见表6-5。丽水学院学院2012届学生毕业设计PAGE36PAGE49PAGE49表9-1梁内力组合表楼层梁位置截面位置内力种类恒载活(雪)载最大值风荷载可变荷载控制基本组合可变荷载控制基本组合可变荷载控制基本组合永久荷载控制基本组合最大控制内力调幅前①调幅后②调幅前③调幅后④左风⑤左风⑥1.2*②+1.4*④1.2*②+1.4*⑤1.2*②+1.4*⑥1.2*②+0.9*(1.4*④+1.4*⑤)1.2*②+0.9*(1.4*④+1.4*⑥)1.35*②+1.0*④max5左边跨梁左支座M-55.05-46.79-5.97-5.073.62-3.62-63.25-51.08-61.22-57.98-67.10-68.24-68.24V100.59100.596.726.72-0.750.75130.11119.66121.76128.23130.12142.51142.51跨中M144.69166.407.688.830.43-0.43212.04200.29199.07211.35210.26233.47233.47右支座M-111.10-94.43-8.48-7.21-2.752.75-123.42-117.18-109.46-125.88-118.94-134.70-134.70V-113.78-113.78-7.31-7.31-0.750.75-146.77-137.59-135.49-146.69-144.80-160.91-160.91中跨梁左支座M-55.60-47.26-2.80-2.381.30-1.30-60.04-54.89-58.53-58.07-61.34-66.18-66.18V18.1718.171.131.13-0.870.8723.3720.5823.0122.1224.3125.6525.65跨中M-41.97-48.27-1.95-1.660.000.00-60.25-57.93-57.93-60.02-60.02-66.83-66.83右支座M-55.60-47.26-2.80-2.38-1.301.30-60.04-58.53-54.89-61.34-58.07-66.18-66.18V-18.17-18.17-1.13-1.13-0.870.87-23.37-23.01-20.58-24.31-22.12-25.65-25.65右边跨梁左支座M-111.10-94.43-8.48-7.212.75-2.75-123.42-109.46-117.18-118.94-125.88-134.70-134.70V113.78113.787.317.31-0.750.75146.77135.49137.59144.80146.69160.91160.91跨中M144.69166.407.688.83-0.430.43212.04199.07200.29210.26211.35233.47233.47右支座M-55.05-46.79-5.97-5.07-3.623.62-63.25-61.22-51.08-67.10-57.98-68.24-68.24V-100.59-100.59-6.72-6.72-0.750.75-130.11-121.76-119.66-130.12-128.23-142.51-142.514左边跨梁左支座M-83.52-70.99-24.76-21.0510.81-10.81-114.65-70.05-100.32-98.08-125.33-116.88-125.33V80.2680.2627.2427.24-3.773.77134.4691.04101.60125.89135.40135.60135.60跨中M82.9495.3831.3336.031.31-1.31164.90116.30112.62161.51158.20164.80164.90右支座M-99.93-84.94-31.97-27.18-8.188.18-139.97-113.38-90.47-146.48-125.86-141.84-146.48V-84.13-84.13-28.94-28.94-3.773.77-141.47-106.23-95.67-142.17-132.66-142.51-142.51中跨梁左支座M-29.50-25.07-10.60-9.013.86-3.86-42.70-24.68-35.50-36.57-46.31-42.86-46.31V14.1614.165.635.63-2.582.5824.8713.3920.6020.8327.3324.7427.33跨中M-18.88-16.05-6.38-5.420.000.00-26.85-19.25-19.25-26.09-26.09-27.08-27.08右支座M-29.50-25.07-10.60-9.01-3.863.86-42.70-35.50-24.68-46.31-36.57-42.86-46.31V-14.16-14.16-5.63-5.63-2.582.58-24.87-20.60-13.39-27.33-20.83-24.74-27.33右边跨梁左支座M-99.93-84.94-31.97-27.188.18-8.18-139.97-90.47-113.38-125.86-146.48-141.84-146.48V84.1384.1328.9428.94-3.773.77141.4795.67106.23132.66142.17142.51142.51跨中M82.9495.3831.3336.03-1.311.31164.90112.62116.30158.20161.51164.80164.90右支座M-83.52-70.99-24.76-21.05-10.8110.81-114.65-100.32-70.05-125.33-98.08-116.88-125.33V-80.26-80.26-27.24-27.24-3.773.77-134.46-101.60-91.04-135.40-125.89-135.60-135.603左边跨梁左支座M-78.35-66.60-26.31-22.3617.79-17.79-111.23-55.01-104.83-85.68-130.51-112.27-130.51V80.3180.3127.3227.32-3.803.80134.6391.05101.70126.01135.59135.75135.75跨中M88.31101.5630.0134.511.64-1.64170.19124.17119.58167.42163.29171.62171.62右支座M-94.35-80.20-32.95-28.01-14.5214.52-135.45-116.56-75.91-149.82-113.24-136.28-149.82V-84.08-84.08-28.86-28.86-3.803.80-141.30-106.21-95.57-142.05-132.47-142.37-142.37中跨梁左支座M-25.05-21.29-25.05-21.296.86-6.86-55.36-15.95-35.15-43.74-61.02-50.04-61.02V14.1614.165.635.63-4.574.5724.8710.5923.3918.3229.8424.7429.84跨中M-14.43-12.27-5.92-5.030.000.00-21.76-14.72-14.72-21.06-21.06-21.59-21.76右支座M-25.05-21.29-25.05-21.29-6.866.86-55.36-35.15-15.95-61.02-43.74-50.04-61.02V-14.16-14.16-5.63-5.63-4.574.57-24.87-23.39-10.59-29.84-18.32-24.74-29.84右边跨梁左支座M-94.35-80.20-32.95-28.0114.52-14.52-135.45-75.91-116.56-113.24-149.82-136.28-149.82V84.0884.0828.8628.86-3.803.80141.3095.57106.21132.47142.05142.37142.37跨中M88.31101.5630.0134.51-1.641.64170.19119.58124.17163.29167.42171.62171.62右支座M-78.35-66.60-26.31-22.36-17.7917.79-111.23-104.83-55.01-130.51-85.68-112.27-130.51V-80.31-80.31-27.32-27.32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