东营石油大学图书馆建筑结构设计-毕业设计计算书

'河南科技大学毕业设计东营石油大学图书馆建筑结构设计摘要本设计建筑为东营石油大学图书馆。图书馆不仅仅是一个阅读的场所，它更是师生交流的平台。本图书馆建筑总高度21.00米，共5层，层高4.2米，采用现浇钢筋混凝土框架结构，抗震等级为三级，抗震设防烈度为7度，整个设计包括建筑设计和结构设计两部分。建筑设计部分，首先根据建筑的使用功能确定建筑的初步布局，包括建筑体形及室内空间布置等，然后结合使用的材料、做法进一步确定具体尺寸和平、立面风格等。具体来说，主要包括建筑平面设计（功能布局及布置思路、房间的布置、卫生间的设计、楼梯布置、柱网布置等）、立面设计、剖面设计（层数层高确定及楼梯设计）、建筑材料设计（屋面做法、楼面做法）、防火设计，并对主要设计规范、尺寸单位、荷载及钢筋混凝土作了附加说明。结构设计部分，首先根据建筑设计、工艺使用要求、材料供应情况以及场地地质条件等确定结构布置方案，然后选取一榀典型框架进行设计计算。在明确计算简图的前提下，进一步确定框架承受的荷载，包括恒载、屋（楼）面活载和地震荷载，在此基础上进行框架内力计算、内力组合、梁、柱和基础等构件的配筋计算以及地震荷载作用下的侧移验算。除此之外，还进行了楼梯设计（梯段板设计、平台板设计及平台梁设计）、屋面板和楼面板的设计。关键词：钢筋混凝土框架结构，图书馆建筑，建筑设计，结构设计III 河南科技大学毕业设计STRUCTURALDESIGNOFDONGYINGPETROLEUMUNIVERSITYLIBRAARYABSTRACTThenameofthebuildingwhichisdesignedisDongyingPetroleumUniversityLibrary.Itisnotonlyaplaceforreading,butalsoaplatformforcommunication.Thepresentprojectisa5-storeylibrarywiththefloorheight4.2mandthetotalheight21.00m.Thefive-layerbuildingisadoptedthecast-in-placereinforcedconcreteframestructure,andtheseismicfortificationintensityis7withtheanti-seismiclevel3.Theentiregraduationprojectdividesintotwoparts,thearchitecturaldesignpartandthestructuraldesignpart.Inthearchitecturaldesignpart,thepreliminarylayoutisfirstdeterminedaccordingtothebuildingfunction,includingtheconformationandtheindoorspatialsetting;thenthedimension,planestyleandelevationstylearechosenconsideringtheengineeringmaterialsandconstructionaldetails.Tobespecific,itincludesthearchitecturalgraphicdesign(thefunctionlayoutandlayoutthinking,theroomarrangementandthedesignoftoilet,stairlayout,column,etc),thefacadedesignlayout,profiledesign(confirmthenumberandtheheightoflayersandthestairdesign),thebuildingmaterialsdesign(roofingapproach,thefloorapproach)andthefirepreventiondesign.Inaddition,instructionsforthemaindesignnormsanddimensions,loadandreinforcedconcreteisgiven.Inthestructuraldesignpart,thearrayofstructureisfirstdeterminedaccordingtoarchitecturaldesign,processdemand,materialsupplyandgeologicalconditions;thenatypicaltransverseIII 河南科技大学毕业设计frameistakentobecomputed.Afterexplicitofthecomputationsketch,theframeworkundertheloadssuchasthedeadload,livingloadontheroof(floor)andtheseismicloadarecalculated.Onthebasisofit,thecalculationoftheinternalforcesoftheframe,thereinforcementcalculationoftheinternalforcecombination,beam,columnsandfoundationaswellasothercomponents,andthelateralseismicloadcheckingarecompleted.Inaddition,thedesignofthestair(ladderperiodofboarddesign,theflatpalletdesignandplatformbeamdesign),thecanopyandotheraccessorycomponentsarealsocompleted.KEYWORDS:reinforcedconcreteframe,librarybuilding,architecturaldesign,structuraldesignIII 河南科技大学毕业设计目录前言1第一章建筑设计说明2§1.1工程概况2§1.2结构选型3§1.3计算简图3§1.4梁柱的截面尺寸6§1.4.1梁的截面尺寸6§1.4.2柱的截面尺寸6§1.5梁柱线刚度计算6第二章荷载计算8§2.1恒载标准值计算8§2.2活载标准值计算10§2.3竖向荷载下框架受荷总图10§2.3.1计算单元10§2.3.2荷载计算11第三章框架内力计算17§3.1恒荷载标准值作用下的内力计算17§3.1.1恒荷载作用下的框架弯矩计算17§3.1.2恒荷载作用下框架的剪力计算22§3.1.3恒荷载作用下框架的轴力计算23§3.2活荷载标准值作用下的内力计算24§3.2.1活荷载作用下的框架弯矩计算24§3.2.2活荷载作用下框架的剪力计算29§3.2.3活荷载作用下框架的轴力计算30§3.3抗震计算31§3.3.1计算重力荷载标准值31§3.3.2水平地震作用下框架的侧移验算33§3.3.3水平地震作用下横向框架的内力计算36第四章框架内力组合41VI 河南科技大学毕业设计第五章截面设计与配筋计算65§5.1框架柱的配筋65§5.1.1轴压比验算65§5.1.2截面尺寸复核65§5.1.3正截面受弯承载力计算66§5.1.4正截面承载力验算88§5.1.5裂缝宽度验算88§5.1.6斜截面受剪承载力计算88§5.2框架梁的配筋90第6章板的配筋计算102§6.1屋面板配筋计算103§6.1.1荷载计算103§6.1.2弯矩计算103§6.2楼面板配筋计算106§6.2.1荷载计算.106§6.2.2弯矩计算107第七章地基基础的设计计算114§7.1基础埋深114§7.3筏板尺寸确定114§7.3.1地基承载力验算114§7.3.2确定板带计算简图115§7.4计算基底净反力117§7.5筏板的配筋计算118第八章楼梯配筋计算120§8.1踏步板（TB-1）计算120§8.1.1荷载计算120§8.1.2内力计算120§8.1.3截面承载力验算121§8.2楼梯斜梁（TL-1）的计算121§8.2.1荷载计算121§8.2.2内力计算121VI 河南科技大学毕业设计§8.2.3截面承载力验算122§8.3休息平台（PB-１）计算123§8.3.1荷载计算123§8.3.2平台板弯矩计算123§8.3.3平台板配筋计算124§8.4平台梁计算124§8.4.1荷载计算124§8.4.2内力计算125§8.4.3平台梁配筋计算125结论127参考文献129致谢130外文资料翻译132英文原文132中文翻译142VI 河南科技大学毕业设计前言土木工程专业的毕业设计是综合性和实践性极强的最后一个教学环节，是理论与实际相结合的训练阶段；是我们运用所学的基础理论、专业知识和基本技能进行建筑、结构设计的重要实践过程，涉及综合运用建筑、结构、施工、设备、给排水和相关学科的基础知识。毕业设计的时间较短，我们土木工程专业的学生本次毕业设计仅需完成该工程的建筑设计及结构设计两部分，侧重于结构计算。通过毕业设计，使我初步了解图书馆建筑的设计原理，熟悉运用建筑规范和国家标准图集，初步掌握建筑设计的基本方法和步骤，了解建筑物的一些细部构造，进一步提高和训练绘图技巧，包括使用计算机绘制建筑图及有关结构计算。在设计中，一方面要把所学的知识运用到设计、施工中去，熟悉国家有关规范、条例和规程并知道如何去查找规范里的相关条文；另一方面，由于现代化建筑一般都具有密度大，高度高，功能多，设备复杂，装修豪华，防火要求和管理自动化水平高等特点，需要各工种交叉配合。因此，通过这次毕业设计，对于扩大我们非本专业知识面也是十分重要的。由于毕业设计是一种初步的尝试，涉及专业比较多，加上条件和水平所限，不可避免地存在疏漏与错误，敬请各位资深专家、教师批评指正。袁晓伟2013/5/22152 河南科技大学毕业设计第一章建筑设计说明§1.1工程概况一、工程名称：石油大学东营校区图书馆建筑结构设计二、建设地点：东营市三、工程概况：本图书馆建筑设计方案平面呈工字形，总建筑面积8964m2，其中地上五层，层高4.2m，地下一层为停车库，层高4.5m。四、地质条件：1.地震烈度：抗震设防烈度为7度；场地类别：Ⅱ类一组；地表粗造度B类。2.工程地质条件：根据某地质勘探部门提供的工程地质勘察报告，该勘察报告主要内容有：地层结构及地层评述，自然地面以下土层依次为：第一层素填土层：底部埋深为0.70-2.30m；第二层粉土层：底部埋深为2.50-4.00m，承载力特征值=140；第三层粘土层：底部埋深为4.50-5.20m，承载力特征值=200；第四层中沙层：底部埋深为5.50-7.30m，承载力特征值=160；第五层粗砂层：底部埋深为7.30-9.80m，承载力特征值=170；第六层含砾粗砂层：底部埋深为17.00-18.40m，承载力特征值=190；第七层含卵砾砂层：底部埋深为25.80-27.00m，承载力特征值=240；第八层粉质粘土：底部埋深为35.00-38.60m，承载力特征值=250；第九层含卵砾砂层：底部未揭穿，最大揭露厚度13.00m152 河南科技大学毕业设计地下水埋深13.30-16.40m，本场区地下水对混凝土结构中钢筋无腐蚀性。一、材料选用：1.混凝土：梁柱板均使用C30混凝土。2.钢筋：纵向受力钢筋采用热轧钢筋HRB400，其余采用热轧钢筋HRB335。3.墙体：外墙采用250厚陶粒空心砌块（5.00），水刷石外墙面（0.50）,水泥粉刷内墙面（0.36）；内墙采用200厚陶粒空心砌块（5.00），水泥粉刷墙面（0.36）；女儿墙采用250厚陶粒空心砌块（5.00），100mm的混凝土压顶（25.00），水刷石墙面（0.50）。4.窗：塑钢窗（0.45）；门：木门（0.20）。§1.2结构选型结构体系选型：采用钢筋混凝土现浇框架结构体系。屋面结构：采用现浇混凝土肋型屋盖，刚柔性结合的屋面，屋面板厚120mm。楼面结构：采用现浇混凝土肋型屋盖，板厚120mm。地下室顶板结构：采用现浇钢筋混凝土肋形楼盖，板厚120mm。楼梯结构：采用钢筋混凝土梁式楼梯。§1.3计算简图结构的平面柱网布置如图1-1，因为图书馆需要较大的开间，结合实际使用要求，布置7200mm×7200mm柱网。选取⑧号轴线上的一榀框架进行计算，框架单元的计算简图如图1-2，框架的轴向尺寸及节点编号如图1-3。152 河南科技大学毕业设计图1-1结构的平面柱网布置152 河南科技大学毕业设计152 河南科技大学毕业设计图1-2框架单元计算简图图1-3框架轴线尺寸152 河南科技大学毕业设计§1.4梁柱的截面尺寸§1.4.1梁的截面尺寸取跨度较大者进行计算，取，取故框架梁的截面尺寸为。其惯性矩为：次梁的截面尺寸为。§1.4.2柱的截面尺寸按层高确定柱截面尺寸。取底层，柱截面尺寸。其惯性矩为：§1.5梁柱线刚度计算(对于中框架梁取)根据公式，可以得出梁柱的线刚度如下：梁：柱：取值作为基础值1.0，酸的梁柱的相对线刚度标于图1-4中。152 河南科技大学毕业设计图1-4梁、柱相对线刚度152 河南科技大学毕业设计第二章荷载计算§2.1恒载标准值计算屋面屋面表层3.72KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10厚混合砂浆0.01m×17KN/m3=0.17KN/m2合计：6.89KN/m2各层走廊楼面水磨石地面0.65KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10厚混合砂浆0.10m×17KN/m3=0.17N/m2合计3.82KN/m2标准层楼面楼面1.16KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10混合砂浆0.01m×17KN/m3=0.17KN/m2合计4.33KN/m2梁自重：b×h=300mm×600mm152 河南科技大学毕业设计梁自重25kN/m3×0.3m×（0.6m-0.12m）=3.6KN/m抹灰层:10厚混合砂0.01m×(0.60m×2＋0.3m)×17KN/m=0.21KN/m合计：3.81KN/m次梁：b×h=250mm×500mm梁自重：25kN/m3×0.25m×（0.50m-0.12m）=2.38KN/m抹灰层：10厚水泥砂浆0.01m×(0.5m×2＋0.25m)×17KN/m=0.17KN/m合计：2.55KN/m柱自重：b×h=600mm×600mm柱自重:25kN/m3×0.6m×0.6m=9.00KN/m抹灰层：10厚混合砂浆抹灰层0.01m×0.6m×4×17kN/m3＝0.41KN/m合计：9.41KN/m外纵墙自重标准层：纵墙：0.9m×0.25m×5.0KN/m3＝1.13KN/m塑钢窗：0.45KN/m2×2.4m＝1.08KN/m水刷石外墙面：（4.2m-2.4m-0.6m）×0.50KN/m2＝0.60KN/m水泥粉刷内墙面：（4.2m-2.4m-0.6m）×0.36KN/m2＝0.43KN/m合计：3.24KN/m底层：152 河南科技大学毕业设计纵墙（4.2m-0.6m）×0.25m×5.0kN/m3=4.50KN/m水刷石外墙面：（4.2m-0.6m）×0.5kN/m3=0.67KN/m水泥粉刷内墙面：（4.2m-0.6m）×0.36kN/m3=1.30KN/m合计7.60KN/m内墙自重内墙：（4.2m-0.6m）×0.2m×5.0kN/m3=3.60KN/m水泥粉刷内外墙面：（4.2m-0.6m）×2×0.36KN/m2＝2.60KN/m合计：6.20KN/m§2.2活载标准值计算屋面和楼面活荷载标准值根据《荷载规范》查得：上人屋面：楼面：藏书库：储藏室：阅览室：办公室：走廊：雪荷载屋面活荷与雪荷载不同时考虑，两者中取大值。§2.3竖向荷载下框架受荷总图152 河南科技大学毕业设计§2.3.1计算单152 河南科技大学毕业设计图2-1横向框架计算单元152 河南科技大学毕业设计§2.3.2荷载计算一、恒荷载计算在图2-2中，，代表横梁自重，为均布荷载，对于第五层和分别为屋面板传给横梁的梯形荷载和三角形荷载，由几何关系可得：为简化计算根据支座截面弯矩相等的原则等效为均布荷载，则图2-2各层梁上作用的恒载,分别为由两边纵梁、中纵梁直接传给柱的恒载，它包括梁自重、屋面板重和女儿墙的重力荷载，计算如下：女儿墙自重（做法：墙高1100mm，100mm的混凝土压顶）：152 河南科技大学毕业设计按此荷载计算方法计算其它各层横向框架恒载，对于第一到四层二、活荷载计算活荷载作用下各层框架梁上的荷载分布如图2-3所示152 河南科技大学毕业设计图2-3各层梁上作用的活载对于第五层对于第一到四层152 河南科技大学毕业设计框架在竖向荷载作用下的受荷总图如图2-4所示。图2-4框架竖向受荷总图注:①图中各值的单位为152 河南科技大学毕业设计②图中数值均为标准值。152 河南科技大学毕业设计第三章框架内力计算§3.1恒荷载标准值作用下的内力计算§3.1.1恒荷载作用下的框架弯矩计算梁的固断弯矩可按下面方法求得：故：根据梁、柱相对线刚度，算出各节点的弯矩分配系数，如下表所示。如点：152 河南科技大学毕业设计用弯矩分配法计算框架内力。传递系数为1/2，各节点分配两次即可。计算结果如表所示。根据计算结果画出恒荷载作用下的弯矩图如图3-1所示。152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱五层刚度系数0.001.000.580.580.001.001.401.400.001.000.580.580.001.00分配系数0.000.630.370.200.000.340.470.470.000.340.200.370.000.63固端弯矩0.000.00-111.89111.890.000.00-12.5512.550.000.00-111.89111.890.000.00分配0.0070.6841.21-19.420.00-33.30-46.6246.620.0033.3019.42-41.210.00-70.68传递0.0014.79-9.7120.600.00-8.5623.31-23.310.008.56-20.609.710.00-14.79分配0.00-3.21-1.87-6.910.00-11.85-16.5916.590.0011.856.911.870.003.21Σ0.0082.26-82.26106.170.00-53.72-52.4552.450.0053.72-106.1782.260.00-82.26四层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递35.3414.79-4.998.62-16.65-8.5611.99-11.9916.658.56-8.624.99-35.34-14.79分配-17.48-17.48-10.190.671.161.161.62-1.62-1.16-1.16-0.6710.1917.4817.48Σ47.4526.90-74.3575.74-32.62-24.53-18.6018.6032.6224.53-75.7474.35-47.45-26.90152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱三层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7914.79-4.998.62-8.56-8.5611.99-11.998.568.56-8.624.99-14.79-14.79分配-9.52-9.52-5.55-0.51-0.88-0.88-1.231.230.880.880.515.559.529.52Σ34.8634.86-69.7174.55-26.56-26.56-21.4421.4426.5626.56-74.5569.71-34.86-34.86二层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7914.79-4.998.62-8.56-8.5611.99-11.998.568.56-8.624.99-14.79-14.79分配-9.52-9.52-5.55-0.51-0.88-0.88-1.231.230.880.880.515.559.529.52Σ34.8634.86-69.7174.55-26.56-26.56-21.4421.4426.5626.56-74.5569.71-34.86-34.86152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱一层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7913.79-4.998.62-8.56-7.8111.99-11.998.568.71-8.624.99-14.79-15.19分配-9.13-9.13-5.32-0.62-1.07-1.07-1.491.180.840.840.495.649.689.68Σ35.2534.24-69.4974.44-26.75-25.99-21.7021.3926.5226.67-74.5869.80-34.71-35.10地下一层刚度系数1.000.930.580.581.000.931.401.401.000.930.580.581.000.93分配系数0.400.370.230.150.260.240.360.360.260.240.150.230.400.37固端弯矩0.000.00-69.3869.380.000.00-8.238.230.000.00-76.4276.420.000.00分配27.5825.7316.08-9.10-15.62-14.57-21.8624.3817.4116.2510.15-17.71-30.37-28.34传递14.790.00-4.558.04-8.560.0012.19-10.938.560.00-8.855.08-14.790.00分配-4.07-3.80-2.37-1.74-2.98-2.78-4.174.012.872.671.672.253.863.60Σ38.3021.93-60.2366.58-27.16-17.35-22.0725.6928.8418.92-73.4566.04-41.31-24.7410.97-8.689.46-12.37152 河南科技大学毕业设计图3-1恒荷载作用下的弯矩图（）§3.1.2恒荷载作用下框架的剪力计算据简图和推倒公式进行计算梁：152 河南科技大学毕业设计柱：恒荷载作用下的剪力图如图3-2所示。图3-2恒荷载作用下的剪力图（）§3.1.3恒荷载作用下框架的轴力计算包括联系梁传来的荷载及柱自重。恒载作用下的轴力图如图3-3所示。152 河南科技大学毕业设计图3-3恒荷载作用下的轴力图（）§3.2活荷载标准值作用下的内力计算与恒荷载标准值作用下的内力计算方法相同。§3.2.1活荷载作用下的框架弯矩计算152 河南科技大学毕业设计用弯矩分配法计算框架内力。传递系数为1/2，各节点分配两次即可。计算结果如下表所示。根据计算结果画出活荷载作用下的弯矩图如图3-4所示。152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱五层刚度系数0.001.000.580.580.001.001.401.400.001.000.580.580.001.00分配系数0.000.630.370.200.000.340.470.470.000.340.200.370.000.63固端弯矩0.000.00-27.6927.690.000.00-2.812.810.000.00-27.6927.690.000.00分配0.0017.4910.20-4.860.00-8.34-11.6811.680.008.344.86-10.200.00-17.49传递0.005.36-2.435.100.00-3.045.84-5.840.008.25-5.102.430.00-13.41分配0.00-1.85-1.08-1.540.00-2.65-3.711.260.000.900.534.040.006.93Σ0.0021.00-21.0026.380.00-14.02-12.369.910.0017.49-27.4023.970.00-23.97四层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递8.755.35-1.773.13-4.17-3.0411.55-4.254.178.25-7.824.81-8.75-13.41分配-4.77-4.77-2.78-1.09-1.88-1.88-2.63-0.13-0.09-0.09-0.053.916.716.71Σ14.7011.30-25.9926.18-12.12-10.98-3.0922.2520.5824.67-67.5062.34-28.84-33.50152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱三层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6227.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.6910.696.23-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.365.36-1.773.12-3.04-3.0411.55-4.258.258.25-7.824.81-13.41-13.41分配-3.47-3.47-2.02-1.26-2.16-2.16-3.02-1.56-1.12-1.12-0.654.978.528.52Σ12.5912.59-25.1826.01-11.26-11.26-3.4920.8123.6423.64-68.0963.40-31.70-31.70二层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.355.36-1.773.13-3.04-3.0411.55-4.258.258.25-7.824.81-13.41-13.41分配-3.46-3.46-2.02-1.26-2.16-2.16-3.03-1.56-1.12-1.12-0.654.978.528.52Σ12.6112.62-25.2326.02-11.27-11.27-3.4920.8123.6423.64-68.0963.40-31.70-31.70152 河南科技大学毕业设计层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱一层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.366.89-1.773.13-3.04-3.9711.55-4.258.258.39-7.824.81-13.41-13.76分配-4.06-4.06-2.37-1.12-1.93-1.93-2.70-1.61-1.15-1.15-0.675.058.668.66Σ12.0313.55-25.5826.16-11.03-11.97-3.1620.7623.6123.75-68.1163.48-31.56-31.92地下一层刚度系数1.000.930.580.581.000.931.401.401.000.930.580.581.000.93分配系数0.400.370.230.150.260.240.360.360.260.240.150.230.400.37固端弯矩0.000.00-34.6534.650.000.00-3.523.520.000.00-69.2569.250.000.00分配13.7712.858.03-4.63-7.95-7.42-11.1323.5016.7915.669.79-16.05-27.52-25.68传递5.360.00-2.324.01-3.040.0011.75-5.568.250.00-8.024.89-13.410.00分配-1.21-1.13-0.71-1.90-3.25-3.03-4.551.911.361.270.791.973.383.16Σ17.9211.72-29.6432.13-14.23-10.45-7.4523.3626.4016.93-66.6960.07-37.55-22.525.86-5.238.47-11.26152 河南科技大学毕业设计图3-4活荷载作用下的弯矩图（）§3.2.2活荷载作用下框架的剪力计算恒荷载作用下的剪力图如图3-5所示。152 河南科技大学毕业设计图3-5活荷载作用下的剪力图（）§3.2.3活荷载作用下框架的轴力计算活载作用下的轴力图如图3-6所示。152 河南科技大学毕业设计图3-6活荷载作用下的轴力图（）§3.3抗震计算§3.3.1计算重力荷载标准值屋（楼）面板重屋面板尺寸标准层走廊楼面尺寸所以标准层楼面尺寸底层走廊楼面尺寸所以底层楼面尺寸屋面板重标准层楼面板重底层楼面板重152 河南科技大学毕业设计墙重女儿墙重标准层外墙重底层外墙重标准层内墙重底层内墙重柱重梁重活载152 河南科技大学毕业设计屋面雪荷载标准层藏书库活荷载标准层其他活荷载底层藏书库活荷载底层其它活荷载以板的中心线为中心，取上层的下半段和下层的上半段为一计算整体，则：§3.3.2水平地震作用下框架的侧移验算梁、柱线刚度计算抗震计算中固定端取处横梁线刚度BC跨梁：CD跨梁：DE跨梁：152 河南科技大学毕业设计柱的线刚度框架柱的侧移刚度D值（表3-1、表3-2）D边柱B0.5840.22611853边柱E0.5840.22611853中柱C1.9840.49826120中柱D1.9840.49826120表3-1二至五层框架柱的侧移刚度D值D边柱B0.5840.42022029边柱E0.5840.42022029中柱C1.9840.62332676中柱D1.9840.62332676表3-2一层框架柱的侧移刚度D值框架自振周期的计算按公式计算水平地震作用标准组和位移的计算多遇地震作用下，设防烈度为7度，查《抗规》表5.1.4-1，152 河南科技大学毕业设计；Ⅱ类场地，设计地震分组为第三组，查《抗规》表5.1.4-2，。，除有专门规定外，建筑结构的阻尼比应取0.05，由地震影响系数曲线，则因为，所以不考虑顶部附加地震作用，。结构总水平作用标准值各层水平地震作用标准值、楼层地震剪力及楼层间位移计算表见表3-3。其中底层（满足）层数5941621.01977365968629759756075680.0024950316.815965078717626075680.0033950312.611973859023526075680.004295038.47982539427466075680.005195034.23991319729438752800.003二层（满足）表3-3、和的计算152 河南科技大学毕业设计横向框架各层水平地震作用和地震剪力如图3-7所示。图3-7§3.3.3水平地震作用下横向框架的内力计算柱剪力和柱端弯矩见表3-4，地震作用下框架弯矩图简图3-8，框架梁端剪力及柱轴力见表3-5。152 河南科技大学毕业设计层数12345边柱B4.24.24.24.24.2294327462352176297587528060756860756860756860756822029118531185311853118530.02520.01950.01950.01950.019574.1653.5545.8634.3619.010.5840.5840.5840.5840.5840.7080.5000.4420.3500.292220.52112.4685.1350.3623.3190.95112.46107.4893.8056.53层数12345边柱C4.24.24.24.24.2294327462352176297587528060756860756860756860756832676261202612026120261200.03730.04300.04300.04300.0430109.77118.08101.1475.7741.931.9841.9841.9841.9841.9840.5520.5000.4990.4490.399254.49247.97211.97142.8970.27206.54247.97212.82175.35105.84152 河南科技大学毕业设计层数12345边柱B4.24.24.24.24.2294327462352176297587528060756860756860756860756832676261202612026120261200.03730.04300.04300.04300.0430109.77118.08101.1475.7741.931.9841.9841.9841.9841.9840.5520.5000.4990.4490.399254.49247.97211.97142.8970.27206.54247.97212.82175.35105.84层数12345边柱B4.24.24.24.24.2294327462352176297587528060756860756860756860756822029118531185311853118530.02520.01950.01950.01950.019574.1653.5545.8634.3619.010.5840.5840.5840.5840.5840.7080.5000.4420.3500.292220.52112.4685.1350.3623.3190.95112.46107.4893.8056.53表3-4框架柱剪力和柱端弯矩标准值注：；为柱下端弯矩；为柱上端弯矩。152 河南科技大学毕业设计层数12345BC跨梁端剪力7.27.27.27.27.2203.41197.59157.84117.1156.53133.63135.22104.5872.2131.1246.8146.2236.4526.2912.17层数12345CD跨梁端剪力3.03.03.03.03.0320.88324.72251.13173.4174.72320.88324.72251.13173.4174.72213.92216.48167.42115.6149.81层数12345DE跨梁端剪力7.27.27.27.27.2133.63135.22104.5872.2131.12203.41197.59157.84117.1156.5346.8146.2236.4526.2912.17152 河南科技大学毕业设计层数12345柱轴力边柱B-167.94-121.13-74.91-38.46-12.17中柱C-595.30-428.19-257.93-126.96-37.64中柱D+595.30+428.19+257.93+126.96+37.64边柱E+167.94+121.13+74.91+38.46+12.17表-5梁端剪力和柱轴力图3-8地震作用下框架弯矩图152 河南科技大学毕业设计第四章框架内力计算各种荷载作用情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。其中在恒载作用下，对梁端负弯矩进行调幅，调幅系数为0.8，而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩，调整后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即。在活载作用下，采用满跨布置荷载的方法，对梁端负弯矩进行调幅，调幅系数也为0.8，而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩。但在满跨布置荷载时，求得的梁的跨中弯矩比最不利荷载位置法的计算结果要小，因此对跨中弯矩应乘以1.1的系数予以增大。调整后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即。分别考虑恒荷载和活荷载有可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力值应取自支座边缘处，为此，进行组合前，应先计算各控制截面处的（支座边缘处的）内力值。梁支座边缘处的内力值：式中-支座边缘截面的弯矩标准值；-支座边缘截面的剪力标准值；-梁柱中线交点处的弯矩标准值；-与相应的梁柱中线交点处的剪力标准值；-梁单位长度的均布荷载标准值；-梁端支座宽度（即柱截面高度）。152 河南科技大学毕业设计柱上端控制截面在上层的梁底，柱下端控制截面在下层梁顶。按轴线计算简图算得的柱端内力值，宜换算到控制截面处的值。恒载作用下梁端弯矩调幅和调幅后剪力计算（调幅系数0.8）编号层次调幅前跨度荷载调幅后M左M右M中M左M右M中BC跨582.26106.1773.627.2025.9065.8184.9492.46474.3575.7439.597.2017.6959.4860.5957.32369.7174.5542.507.2017.6955.7759.6457.32269.7174.5542.507.2017.6955.7759.6457.32169.4974.4442.677.2017.6955.5959.5557.32-160.2366.5840.667.2016.0648.1853.2653.34CD跨552.4552.45-33.633.0016.7341.9641.969.41418.6018.60-6.263.0010.9714.8814.886.17321.4421.44-9.103.0010.9717.1517.156.17221.4421.44-9.103.0010.9717.1517.156.17121.7021.39-9.203.0010.9717.3617.116.17-122.0725.69-11.543.0010.9717.6620.556.17DE跨5106.1782.2673.627.2025.9084.9465.8192.46475.7474.3539.597.2017.6960.5959.4857.32374.5569.7142.507.2017.6959.6455.7757.32274.5569.7142.507.2017.6959.6455.7757.32174.5869.8042.447.2017.6959.6655.8457.32-173.4566.0444.897.2017.6958.7652.8358.84恒荷载作用下梁端弯矩调幅计算表152 河南科技大学毕业设计活载作用下梁端弯矩调幅和调幅后剪力计算（调幅系数0.8）编号层次调幅前跨度荷载调幅后M左M右M中M左M右M中BC跨521.0026.3817.857.206.4116.8021.1024.84425.9926.1815.457.206.4120.7920.9422.74325.1826.0115.947.206.4120.1420.8123.17225.2326.0215.917.206.4120.1820.8223.14125.5826.1615.677.206.4120.4620.9322.92-129.6432.1321.087.208.0223.7125.7029.99CD跨512.369.91-6.923.003.759.897.932.1143.0922.25-7.393.004.692.4717.802.6433.4920.81-6.873.004.692.7916.652.6423.4920.81-6.873.004.692.7916.652.6413.1620.76-6.683.004.692.5316.612.64-17.4523.36-10.133.004.695.9618.692.64DE跨527.4023.9715.857.206.4121.9219.1823.09467.5062.3438.957.2016.0354.0049.8757.13368.0963.4038.137.2016.0354.4750.7256.41268.0963.4038.137.2016.0354.4750.7256.41168.1163.4838.087.2016.0354.4950.7856.36-166.6960.0740.497.2016.0353.3548.0658.49活荷载作用下梁端弯矩调幅计算表梁、柱的内力组合如下表：152 河南科技大学毕业设计梁控制截面弯矩和剪力值层次位置截面荷载类型五层BC跨左恒载65.8190.580.638.6425.9082.81活载16.8022.480.610.066.4120.56地震56.5312.170.652.880.0012.17右恒载84.9498.900.655.2725.9091.13活载21.1023.670.614.006.4121.75地震31.1212.170.627.470.0012.17CD跨左恒载41.9625.100.634.4316.7320.08活载9.896.280.68.013.755.16地震74.7249.810.659.780.0049.81右恒载41.9625.100.634.4316.7320.08活载7.934.970.66.443.753.85地震74.7249.810.659.780.0049.81DE跨左恒载84.9495.900.656.1725.9088.13活载21.9223.460.614.886.4121.54地震31.1212.170.627.470.0012.17右恒载65.8190.580.638.6425.9082.81活载19.1822.690.612.376.4120.77地震56.5312.170.652.880.0012.17152 河南科技大学毕业设计梁控制截面弯矩和剪力值层次位置截面荷载类型四层BC跨左恒载59.4863.530.640.4217.6958.22活载20.7923.050.613.886.4121.13地震117.1126.290.6109.220.0026.29右恒载60.5963.840.641.4417.6958.53活载20.9423.100.614.016.4121.18地震72.2126.290.664.320.0026.29CD跨左恒载14.8816.460.69.9410.9713.17活载2.471.930.61.894.690.52地震173.41115.610.6138.730.00115.61右恒载14.8816.460.69.9410.9713.17活载17.8012.140.614.164.6910.73地震173.41115.610.6138.730.00115.61DE跨左恒载60.5963.840.641.4417.6958.53活载54.0058.280.636.5216.0353.47地震72.2126.290.664.320.0026.29右恒载59.4863.530.640.4217.6958.22活载49.8757.130.632.7316.0352.32地震117.1126.290.6109.220.0026.29152 河南科技大学毕业设计梁控制截面弯矩和剪力值层次位置截面荷载类型三层BC跨左恒载55.7763.150.636.8317.6957.84活载20.1422.980.613.256.4121.06地震157.8436.450.6146.910.0036.45右恒载59.6464.220.640.3717.6958.91活载20.8123.170.613.866.4121.25地震104.5836.450.693.650.0036.45CD跨左恒载17.1516.460.612.2110.9713.17活载2.792.420.62.064.691.01地震251.13167.420.6200.900.00167.42右恒载17.1516.460.612.2110.9713.17活载16.6511.650.613.164.6910.24地震251.13167.420.6200.900.00167.42DE跨左恒载59.6464.220.640.3717.6958.91活载54.4758.230.637.0016.0353.42地震104.5836.450.693.650.0036.45右恒载55.7763.150.636.8317.6957.84活载50.7257.190.633.5616.0352.38地震157.8436.450.6146.910.0036.45152 河南科技大学毕业设计梁控制截面弯矩和剪力值层次位置截面荷载类型二层BC跨左恒载55.7763.150.636.8317.6957.84活载20.1822.990.613.286.4121.07地震197.5946.220.6183.720.0046.22右恒载59.6464.220.640.3717.6958.91活载20.8223.160.613.876.4121.24地震135.2246.220.6121.350.0046.22CD跨左恒载17.1516.460.612.2110.9713.17活载2.792.420.62.064.691.01地震324.72216.480.6259.780.00216.48右恒载17.1516.460.612.2110.9713.17活载16.6511.650.613.164.6910.24地震324.72216.480.6259.780.00216.48DE跨左恒载59.6464.220.640.3717.6958.91活载54.4758.230.637.0016.0353.42地震135.2246.220.6121.350.0046.22右恒载55.7763.150.636.8317.6957.84活载50.7257.190.633.5616.0352.38地震197.5946.220.6183.720.0046.22152 河南科技大学毕业设计梁控制截面弯矩和剪力值层次位置截面荷载类型一层BC跨左恒载55.5963.130.636.6517.6957.82活载20.4623.010.613.566.4121.09地震203.4146.810.6189.370.0046.81右恒载59.5564.230.640.2817.6958.92活载20.9323.140.613.996.4121.22地震133.6346.810.6119.590.0046.81CD跨左恒载17.3616.540.612.4010.9713.25活载2.532.340.61.834.690.93地震320.88213.920.6256.700.00213.92右恒载17.1116.370.612.2010.9713.08活载16.6111.730.613.094.6910.32地震320.88213.920.6256.700.00213.92DE跨左恒载59.6664.220.640.3917.6958.91活载54.4958.220.637.0216.0353.41地震133.6346.810.6119.590.0046.81右恒载55.8463.150.636.9017.6957.84活载50.7857.190.633.6216.0352.38地震203.4146.810.6189.370.0046.81152 河南科技大学毕业设计表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载5楼楼顶横梁内力组合BCBM-38.64-10.0652.88-52.88-60.45-62.0216.34-121.15V82.8120.56-12.1712.17128.16131.9495.89127.53跨中M92.4624.8412.71-12.71145.73149.16142.38109.33C左M-55.27-14.00-27.4727.47-85.92-88.33-110.44-39.01V-91.13-21.75-12.1712.17-139.81-144.34-138.23-106.59CDC右M-34.43-8.0159.78-59.78-52.53-54.3331.59-123.84V20.085.16-49.8149.8131.3232.16-37.5691.95跨中M9.412.110.000.0014.2514.7712.5612.56D左M-34.43-6.44-59.7859.78-50.33-52.79-122.8932.53V-20.08-3.85-49.8149.81-29.49-30.88-91.1638.35DED右M-56.17-14.8822.47-22.47-88.24-90.41-47.12-105.54V88.1321.54-12.1712.17135.91140.08102.86134.50跨中M92.4623.09-12.7112.71143.28147.45108.28141.33EM-38.64-12.37-52.8852.88-63.69-64.29-122.5314.95V-82.81-20.77-12.1712.17-128.45-132.15-127.66-96.01152 河南科技大学毕业设计表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载4楼楼顶横梁内力组合BCBM-40.42-13.88109.22-109.22-67.94-68.1785.15-198.82V58.2221.13-26.2826.2999.4599.3048.38116.72跨中M57.3222.7422.45-22.45100.6299.67111.6153.24C左M-41.44-14.01-64.3264.32-69.34-69.67-141.7525.48V-58.53-21.18-26.2926.29-99.89-99.77-117.12-48.77CDC右M-9.94-1.89138.73-138.73-14.57-15.27167.29-193.41V13.170.52-115.61115.6116.5318.29-134.18166.41跨中M6.172.640.000.0011.1010.928.998.99D左M-9.94-14.16-138.73138.73-31.75-27.30-200.77159.93V-13.17-10.73-115.61115.61-30.83-28.29-172.54128.05DED右M-41.44-36.5264.32-64.32-100.86-91.7311.98-155.26V58.5353.47-26.2926.29145.09131.4268.14136.50跨中M57.3257.13-22.4522.45148.77133.3773.88132.25EM-40.42-32.73-109.22109.22-94.33-86.64-210.1373.84V-58.22-52.32-26.2926.29-143.11-129.87-135.43-67.08152 河南科技大学毕业设计表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载3楼楼顶横梁内力组合BCBM-36.83-13.25146.91-146.91-62.75-62.71138.84-243.13V57.8421.06-36.4536.4598.8998.7234.66129.43跨中M57.3223.1726.63-26.63101.22100.09117.3148.07C左M-40.37-13.86-153.65153.65-67.85-68.08-256.51142.99V-58.91-21.25-36.4536.45-100.44-100.35-130.83-36.06CDC右M-12.21-2.06200.90-200.90-17.54-18.50245.28-277.06V13.171.01-167.42167.4217.2218.77-201.24234.06跨中M6.172.640.000.0011.1010.928.998.99D左M-12.21-13.16-200.90200.90-33.08-29.38-283.72238.62V-13.17-10.24-167.42167.42-30.14-27.81-239.59195.70DED右M-40.37-37.0093.65-93.65-100.24-90.7651.10-192.39V58.9153.42-36.4536.45145.48131.8855.36150.13跨中M57.3256.41-26.6326.63147.76132.6668.01137.25EM-36.83-33.56-146.91146.91-91.18-82.61-255.32126.65V-57.84-52.38-36.4536.45-142.74-129.42-148.22-53.45152 河南科技大学毕业设计表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载2楼楼顶横梁内力组合BCBM-36.83-13.28183.72-183.72-62.79-62.73186.67-291.00V57.8421.07-46.2246.2298.9198.7321.96142.14跨中M57.3223.1431.19-31.19101.18100.06123.2242.12C左M-40.37-13.87-121.35121.35-67.86-68.09-214.52100.99V-58.91-21.24-46.2246.22-100.43-100.34-143.52-23.35CDC右M-12.21-2.06259.78-259.78-17.54-18.50321.83-353.60V13.171.01-216.48216.4817.2218.77-265.01297.83跨中M6.172.640.000.0011.1010.928.998.99D左M-12.21-13.16-259.78259.78-33.08-29.38-360.26315.17V-13.17-10.24-216.48216.48-30.14-27.81-303.37259.48DED右M-40.37-37.00121.35-121.35-100.24-90.7687.11-228.40V58.9153.42-46.2246.22145.48131.8842.66162.83跨中M57.3256.41-31.1931.19147.76132.6662.08143.18EM-36.83-33.56-183.72183.72-91.18-82.61-303.17174.50V-57.38-52.38-46.2246.22-142.19-128.80-160.37-40.20152 河南科技大学毕业设计表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载1楼楼顶横梁内力组合BCBM-36.56-13.56189.37-189.37-62.86-62.64194.17-298.19V57.8221.09-46.8146.8198.9198.7321.19142.89跨中M57.3222.9234.89-34.89100.8799.84127.8937.18C左M-40.28-13.99-119.59119.59-67.92-68.09-212.2098.74V-58.92-21.22-46.8146.81-100.41-100.34-144.29-22.58CDC右M-12.40-1.83256.70-256.70-17.44-18.53317.73-349.69V13.250.93-213.92213.9217.2018.80-261.64294.55跨中M6.172.640.000.0011.1010.928.998.99D左M-12.20-13.09-256.70256.70-32.97-29.30-356.20311.22V-13.08-10.32-213.92213.92-30.14-27.77-299.98256.21DED右M-40.39-37.02119.59-119.59-100.30-90.8184.79-226.15V58.9153.41-46.8146.81145.47131.8741.89163.59跨中M57.3256.36-34.8934.89147.69132.6157.24147.96EM-36.90-33.62-189.37189.37-91.35-82.76-310.63181.73V-57.84-52.38-46.8146.81-142.74-129.42-161.69-39.98152 河南科技大学毕业设计B柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V五层柱顶M82.2621.0056.53-56.53128.11184.8037.82131.63184.80131.6337.82N260.1254.8812.17-12.17388.98360.89329.25404.94360.89404.94329.25柱底M47.4514.7023.31-23.3177.5296.0635.4678.4696.0678.4635.46N299.6454.8812.17-12.17436.40408.32376.68458.30408.32458.30376.68V-30.88-8.5019.01-19.01-48.96-17.45-66.87-50.02-17.45-50.02-66.87四层柱顶M26.9011.3093.80-93.8048.10161.00-82.8847.39161.0047.39-82.88N488.64110.3338.46-38.46740.83702.56602.57767.79702.56767.79602.57柱底M34.8612.6050.36-50.3659.47114.86-16.0859.41114.8659.41-16.08N528.16110.3338.46-38.46788.25749.99649.99821.14749.99821.14649.99V-14.70-5.6934.32-34.32-25.6123.56-65.68-25.4323.56-25.43-65.68三层柱顶M34.8612.60107.48-107.4859.47189.12-90.3359.41189.1259.41-90.33N716.78165.7274.91-74.911092.141056.95862.191130.061056.951130.06862.19柱底M34.8612.6185.13-85.1359.49160.07-61.2759.42160.0759.42-61.27N756.30165.7274.91-74.911139.571104.38909.611183.411104.381183.41909.61V-16.60-6.0045.86-45.86-28.3236.10-83.14-28.2936.10-28.29-83.14152 河南科技大学毕业设计B柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V二层柱顶M34.8612.62112.46-112.4659.50195.60-96.7959.43195.6059.43-96.79N944.92221.11121.13-121.131443.461424.041109.101492.331424.041492.331109.10柱底M35.2512.03112.46-112.4659.14195.72-96.6859.38195.7259.38-96.68N984.44221.11121.13-121.131490.881471.461156.531545.681471.461545.681156.53V-16.69-5.8753.55-53.55-28.2546.07-93.17-28.2946.07-28.29-93.17一层柱顶M34.2413.5590.95-90.9560.06167.45-69.0259.50167.4559.50-69.02N1173.04276.52167.94-167.941794.781791.881355.241854.591791.881854.591355.24柱底M38.3017.92220.52-220.5271.05343.39-229.9669.27343.3969.27-229.96N1212.56276.52167.94-167.941842.201839.311402.661907.951839.311907.951402.66V-17.27-7.4974.16-74.16-31.2271.19-121.63-30.6671.19-30.66-121.63152 河南科技大学毕业设计C柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V五层柱顶M53.7214.02105.84-105.8484.09210.47-64.7286.26210.4786.26-64.72N325.4679.4537.64-37.64501.78487.15389.29517.23487.15517.23389.29柱底M32.6212.1270.27-70.2756.11137.77-44.9455.91137.7755.91-44.94N364.9879.4537.64-37.64549.21534.58436.71570.58534.58570.58436.71V20.566.2241.93-41.9333.3882.91-26.1133.8582.9133.85-26.11四层柱顶M24.5310.98175.35-175.3544.81263.98-191.9343.88263.9843.88-191.93N622.95158.25126.96-126.96969.091007.54677.44996.071007.54996.07677.44柱底M26.5611.26142.89-142.8947.64224.39-147.1346.89224.3946.89-147.13N662.47158.25126.96-126.961016.511054.96724.871049.421054.961049.42724.87V12.165.3075.77-75.7722.01116.28-80.7321.61116.2821.61-80.73三层柱顶M26.5611.26212.82-212.8247.64315.29-238.0446.89315.29315.29-238.04N920.81237.62257.93-257.931437.641582.85912.241475.961582.851582.85912.24柱底M26.5611.27211.97-211.9747.65314.20-236.9346.90314.20314.20-236.93N960.33237.62257.93-257.931485.061630.28959.661529.311630.281630.28959.66V12.655.36101.14-101.1422.69149.88-113.0922.33149.88149.88-113.09152 河南科技大学毕业设计C柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V二层柱顶M26.5611.27247.97-247.9747.65361.00-283.7346.90361.00361.00-283.73N1218.68316.98428.19-428.191906.192209.251095.961955.862209.252209.251095.96柱底M26.7511.03247.97-247.9747.54361.08-283.6446.92361.08361.08-283.64N1258.20316.98428.19-428.191953.612256.681143.382009.212256.682256.681143.38V12.695.31118.08-118.0822.66171.92-135.0922.34171.92171.92-135.09一层柱顶M26.0011.97206.54-206.5447.96306.88-230.1246.83306.88306.88-230.12N1516.64396.24595.30-595.302374.702831.601283.822435.782831.602831.601283.82柱底M27.1614.23254.49-254.4952.51371.97-289.7150.61371.97371.97-289.71N1556.16396.24595.30-595.302422.132879.031331.252489.132879.032879.031331.25V12.666.24109.77-109.7723.92161.63-123.7723.20161.63161.63-123.77152 河南科技大学毕业设计D柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V五层柱顶M53.7217.49105.84-105.8488.95212.55-62.6389.66212.5589.66-62.63N325.4677.9337.64-37.64499.65486.24388.38515.74486.24515.74388.38柱底M32.6220.5870.27-70.2767.96142.84-39.8664.21142.8464.21-39.86N364.9877.9337.64-37.64547.08533.67435.80569.09533.67569.09435.80V-20.56-9.0641.93-41.93-37.3624.40-84.62-36.6424.40-36.64-84.62四层柱顶M24.5324.67175.35-175.3563.97272.19-183.7257.29272.1963.9757.29N622.95250.73126.96-126.961098.561063.03732.931086.701063.031098.561086.70柱底M26.5623.64142.89-142.8964.97231.81-139.7059.02231.8164.9759.02N662.47250.73126.96-126.961145.991110.45780.351140.051110.451145.991140.05V-12.16-11.5075.77-75.77-30.7077.00-120.00-27.6977.00-30.70-27.69三层柱顶M26.5626.64212.82-212.8269.17324.52-228.8161.96324.5269.17-228.81N920.81423.00257.93-257.931697.171694.081023.461657.631694.081697.171023.46柱底M26.5623.64211.97-211.9764.97321.62-229.5159.02321.6264.97-229.51N960.33423.00257.93-257.931744.601741.511070.891710.991741.511744.601070.89V-12.65-11.97101.14-101.14-31.94109.12-153.84-28.81109.12-31.94-153.84152 河南科技大学毕业设计D柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V二层柱顶M26.5623.64247.97-247.9764.97368.42-276.3159.02368.42368.42-276.31N1218.68595.26428.19-428.192295.782376.221262.932228.572376.222376.221262.93柱底M26.5223.61247.97-247.9764.88368.35-276.3758.94368.35368.35-276.37N1258.20595.26428.19-428.192343.202423.641310.352281.922423.642423.641310.35V-12.64-11.25118.08-118.08-30.92131.59-175.42-28.09131.59131.59-175.42一层柱顶M26.6723.75206.54-206.5465.25314.76-222.2559.28314.76314.76-222.25N1516.46767.59595.30-595.302894.383054.201506.422799.463054.203054.201506.42柱底M28.8426.40254.49-254.4971.57381.29-280.3964.81381.29381.29-280.39N1555.98767.59595.30-595.302941.803101.621553.842852.813101.623101.621553.84V-13.22-11.94109.77-109.77-32.58119.68-165.72-29.54119.68119.68-165.72152 河南科技大学毕业设计E柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V五层柱顶M82.2623.9756.53-56.53132.27186.5839.61134.54186.58134.5439.61N260.1255.0912.17-12.17389.27361.02329.38405.15361.02405.15329.38柱底M47.4528.8423.31-23.3197.32104.5543.9492.32104.5592.3243.94N299.6455.0912.17-12.17436.69408.44376.80458.50408.44458.50376.80V30.8812.5719.01-19.0154.6669.3219.8954.0169.3254.0119.89四层柱顶M26.9033.5093.80-93.8079.18174.32-69.5669.15174.3279.18-69.56N488.64193.2338.46-38.46856.89752.30652.31849.03752.30856.89652.31柱底M34.8631.7050.36-50.3686.21126.32-4.6278.13126.3286.21-4.62N528.16193.2338.46-38.46904.31799.73699.73902.38799.73904.31699.73V14.7015.5234.32-34.3239.3871.58-17.6635.0671.5839.38-17.66三层柱顶M34.8631.70107.48-107.4886.21200.58-78.8778.13200.5886.21-78.87N716.78331.4274.91-74.911324.121156.37961.611292.441156.371324.12961.61柱底M34.8631.7085.13-85.1386.21171.52-49.8278.13171.5286.21-49.82N756.30331.4274.91-74.911371.551203.801009.031345.801203.801371.551009.03V16.6015.1045.86-45.8641.0588.59-30.6437.2088.5941.05-30.64152 河南科技大学毕业设计E柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V二层柱顶M34.8631.70112.46-112.4686.21207.05-85.3578.13207.0586.21-85.35N944.92469.60121.13-121.131791.341573.131258.201735.851573.131791.341258.20柱底M34.7131.56112.46-112.4685.84206.79-85.6177.79206.7985.84-85.61N984.44469.60121.13-121.131838.771620.561305.621789.201620.561838.771305.62V16.5615.0653.55-53.5540.9698.53-40.7037.1298.5340.96-40.70一层柱顶M35.1031.9290.95-90.9586.81179.51-56.9678.67179.5186.81-56.96N1173.06607.80167.94-167.942258.591990.671554.032179.281990.672258.591554.03柱底M41.3137.55220.52-220.52102.14358.78-214.5792.57358.78102.14-214.57N1212.58607.80167.94-167.942306.022038.101601.452232.632038.102306.021601.45V18.1916.5474.16-74.1644.99128.16-64.6540.77128.1644.99-64.65152 河南科技大学毕业设计梁端剪力设计值调整（五层）杆件号BC121.1539.017.2025.906.41125.73152.43CD123.8432.533.0016.733.7533.4996.04DE47.12122.537.2025.906.41125.73154.01梁端剪力设计值调整（四层）杆件号BC85.15141.757.2017.696.4190.27128.08CD167.29200.773.0010.974.6923.97171.19DE155.2673.847.2017.6916.03111.05149.23152 河南科技大学毕业设计梁端剪力设计值调整（三层）杆件号BC138.84256.517.2017.696.4190.27156.16CD245.28283.723.0010.974.6923.97235.57DE192.39126.657.2017.6916.03111.05164.22梁端剪力设计值调整（二层）杆件号BC186.67214.527.2017.696.4190.27157.13CD321.83360.263.0010.974.6923.97296.80DE228.40174.507.2017.6916.03111.05178.20152 河南科技大学毕业设计梁端剪力设计值调整（一层）杆件号BC194.17212.207.2017.696.4190.27157.99CD317.73356.203.0010.974.6923.97293.54DE226.15181.737.2017.6916.03111.05179.03152 河南科技大学毕业设计第五章截面设计与配筋计算混凝土强度：梁：C30，柱：C30，钢筋强度：§5.1框架柱的配筋柱的配筋采用对称式配筋（以利于不同方向风荷载的作用）柱截面：，§5.1.1轴压比验算底层柱：轴压比：满足要求。§5.1.2截面尺寸复核取，因为所以满足要求。152 河南科技大学毕业设计§5.1.3正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋取一层B柱为例进行计算，如下:选择如下组合形式1.2恒+1.4活因为轴压比：不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩的影响。所以取=因为，所以，所以152 河南科技大学毕业设计，属于大偏心受压边柱的最小配筋率按构造配筋实配6A25，计算结果如下表所示：152 河南科技大学毕业设计一层柱子正截面配筋计算表柱子BC60.06167.45-69.0259.5047.96306.88-230.1246.8371.05343.39-229.9669.2752.51371.97-289.7150.611842.201839.311402.661907.952422.132879.031331.252489.131.001.001.001.001.000.891.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.571.161.181.591.801.201.141.831.101.001.001.111.261.001.001.2877.99343.39-229.9677.1466.10371.97-289.7164.662511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大小大大152河南科技大学毕业设计152 河南科技大学毕业设计42.34186.70163.9540.4327.29129.20217.6225.980.070.300.270.070.040.210.350.0462.34206.70183.9560.4347.29149.20237.6245.98327.34471.70448.95325.43312.29414.20502.62310.980.380.380.290.390.500.590.270.512520.002520.002520.002520.002160.002160.002160.002160.00计算-417.37695.49271.88-421.95-415.541009.99538.29-406.82配置2520.002520.002520.002520.002160.002160.002160.002160.00实配钢筋6A25（2945）6A22（2281）152河南科技大学毕业设计152 河南科技大学毕业设计一层柱子正截面配筋计算表柱子DE65.25314.76-222.2559.2886.81179.51-56.9678.6771.57381.29-280.3964.81102.14358.78-214.5792.572941.803101.621553.842852.812306.022038.101601.452232.630.870.831.000.901.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.661.191.171.701.521.171.221.541.161.001.001.191.061.001.001.0883.00381.29-280.3977.25108.50358.78-214.5799.882511.112511.112511.112511.112511.112511.112511.112511.11偏心情况小小大小大大大大152河南科技大学毕业设计152 河南科技大学毕业设计28.22122.93180.4527.0847.05176.04133.9844.740.050.200.290.040.080.290.220.0748.22142.93200.4547.0868.72196.04153.9864.74313.22407.93465.45312.08358.72461.04418.98329.740.660.630.320.630.480.420.330.462160.002160.002160.002160.002520.002520.002520.002520.00计算-353.711186.87456.54-414.07-1.21762.07174.06-305.87配置2160.002160.002160.002160.002520.002520.002520.002520.00实配钢筋6A22（2281）6A25（2945）152河南科技大学毕业设计152 河南科技大学毕业设计二层柱子正截面配筋计算表柱子BC59.14195.60-96.6859.3847.54361.00-283.6446.9059.50195.72-96.7959.4347.65361.08-283.7346.921490.881471.461156.531545.681953.612256.681143.382009.211.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.561.221.321.571.751.181.121.771.091.001.001.101.221.001.001.2464.78195.72-96.7965.2858.36361.08-283.7358.052511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计43.45133.0183.6942.2429.87160.00248.1528.890.070.220.140.070.050.260.400.0563.45153.01103.6962.2449.87180.00268.1548.89328.45418.01368.69327.24314.87445.00533.15313.890.310.300.240.320.400.470.240.412520.002520.002520.002520.002160.002160.002160.002160.00计算-437.44114.97-222.96-444.16-500.40792.55564.94-500.13配置2520.002520.002520.002520.002160.002160.002160.002160.00实配钢筋6A25（2945）6A22（2281）152河南科技大学毕业设计152 河南科技大学毕业设计二层柱子正截面配筋计算表柱子DE64.88368.35-276.3158.9485.84206.79-85.3577.7964.97368.42-276.3759.0286.21207.05-85.6178.132343.202423.641310.352281.921838.771620.561305.621789.201.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.701.191.141.731.501.231.391.521.191.001.001.211.051.001.001.0777.19368.42-276.3771.2990.37207.05-85.6183.272511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计32.94152.01210.9131.2449.15127.7665.5746.540.050.250.340.050.080.210.110.0852.94172.01230.9151.2470.82147.7685.5766.54317.94437.01495.91316.24360.82412.76350.57331.540.480.500.270.470.380.330.270.372160.002160.002160.002160.002520.002520.002520.002520.00计算-384.15852.35487.40-418.85-159.75140.17-311.26-393.12配置2160.002160.002160.002160.002520.002520.002520.002520.00实配钢筋6A22（2281）6A25（2945）152河南科技大学毕业设计152 河南科技大学毕业设计三层柱子正截面配筋计算表柱子BC59.47160.07-61.2759.4147.64314.20-236.9346.8959.49189.12-90.3359.4247.65315.29-238.0446.901139.571104.38909.611183.411485.061630.28959.661529.311.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.461.171.281.471.641.161.121.661.021.001.001.031.151.001.001.1660.83189.12-90.3361.3154.66315.29-238.0454.392511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计53.38171.2599.3151.8136.81193.40248.0535.570.090.280.160.080.060.310.400.0673.38191.25119.3171.8156.81213.40268.0555.57338.38456.25384.31336.81321.81478.40533.05320.570.240.230.190.240.310.340.200.322520.002520.002520.002520.002160.002160.002160.002160.00计算-368.43180.79-161.53-379.88-478.87592.87437.85-487.33配置2520.002520.002520.002520.002160.002160.002160.002160.00实配钢筋6A25（2945）6A22（2281）152河南科技大学毕业设计152 河南科技大学毕业设计三层柱子正截面配筋计算表柱子DE64.97321.62-228.8159.0286.21171.52-49.8278.1369.17324.52-229.5161.9686.21200.58-78.8778.131744.601741.511070.891710.991371.551203.801009.031345.801.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.561.161.141.591.401.181.341.431.091.001.001.111.001.001.001.0075.43324.52-229.5169.0586.21200.58-78.8778.132511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计43.24186.34214.3240.3562.86166.6278.1658.050.070.300.350.070.100.270.130.0963.24206.34234.3260.3584.53186.6298.1678.05328.24471.34499.32325.35374.53451.62363.16343.050.360.360.220.350.280.250.210.282160.002160.002160.002160.002520.002520.002520.002520.00计算-423.35621.27361.40-447.58-170.81198.10-248.21-352.24配置2160.002160.002160.002160.002520.002520.002520.002520.00实配钢筋6A22（2281）6A25（2945）152河南科技大学毕业设计152 河南科技大学毕业设计四层柱子正截面配筋计算表柱子BC48.10114.86-16.0847.3944.81224.39-147.1343.8859.47161.00-82.8859.4147.64263.98-191.9346.89788.25749.99649.99821.141016.511054.96724.871049.421.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.351.141.231.361.501.121.121.511.001.001.001.001.051.001.001.0659.47161.00-82.8859.4149.94263.98-191.9349.712511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计75.45214.67127.5172.3549.13250.23264.7847.370.120.350.210.120.080.410.430.0895.45234.67147.5192.3569.13270.23284.7867.37360.45499.67412.51357.35334.13535.23549.78332.370.160.150.130.170.210.220.150.222520.002520.002520.002520.002160.002160.002160.002160.00计算-238.32205.21-72.93-253.42-372.24511.45346.92-385.02配置2520.002520.002520.002520.002160.002160.002160.002160.00实配钢筋6A25（2945）6A22（2281）152河南科技大学毕业设计152 河南科技大学毕业设计四层柱子正截面配筋计算表柱子DE63.97231.81-139.7057.2979.18126.32-4.6269.1564.97272.19-183.7259.0286.21174.32-69.5678.131145.991110.45780.351140.05904.31799.73699.73902.381.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.431.131.131.461.291.141.281.311.001.001.001.021.001.001.001.0065.21272.19-183.7260.4786.21174.32-69.5678.132511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计56.90245.12235.4353.0495.33217.9799.4186.580.090.400.380.090.160.350.160.1476.90265.12255.4373.04117.00237.97119.41106.58341.90530.12520.43338.04407.00502.97384.41371.580.240.230.160.240.190.160.140.192160.002160.002160.002160.002520.002520.002520.002520.00计算-352.10527.10286.28-370.12-75.51238.00-153.86-209.72配置2160.002160.002160.002160.002520.002520.002520.002520.00实配钢筋6A22（2281）6A25（2945）152河南科技大学毕业设计152 河南科技大学毕业设计五层柱子正截面配筋计算表柱子BC77.5296.0635.4678.4656.11137.77-44.9455.91128.11184.8037.82131.6384.09210.47-64.7286.26436.40408.32376.68458.30549.21534.58436.71570.581.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.111.071.281.111.191.081.201.191.001.001.001.001.001.001.001.00128.11184.8037.82131.6384.09210.47-64.7286.262511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计293.56452.59100.40287.21153.11393.71148.20151.180.480.740.160.470.250.640.240.25313.56472.59120.40307.21173.11413.71168.20171.18578.56737.59385.40572.21438.11678.71433.20436.180.090.080.080.090.110.110.090.122520.002520.002520.002520.002160.002160.002160.002160.00计算235.89490.64-106.03237.58-13.94524.13-30.08-16.62配置2520.002520.002520.002520.002160.002160.002160.002160.00实配钢筋6A25（2945）6A22（2281）152河南科技大学毕业设计152 河南科技大学毕业设计五层柱子正截面配筋计算表柱子DE67.96142.84-39.8664.2197.32104.5539.6192.3288.95212.55-62.6389.66132.27186.5843.94134.54547.08533.67435.80569.09436.69408.44376.80458.501.001.001.001.001.001.001.001.000.700.700.700.700.700.700.700.705.255.255.255.255.255.255.255.258.758.758.758.758.758.758.758.751.181.081.201.191.101.071.241.111.001.001.001.001.001.001.001.0088.95212.55-62.6389.66132.27186.5843.94134.542511.112511.112511.112511.112511.112511.112511.112511.11偏心情况大大大大大大大大152河南科技大学毕业设计152 河南科技大学毕业设计162.59398.28143.71157.55302.89456.81116.61293.440.260.650.230.260.490.740.190.48182.59418.28163.71177.55324.56476.81136.61313.44447.59683.28428.71442.55614.56741.81401.61578.440.110.110.090.120.090.080.080.092160.002160.002160.002160.002520.002520.002520.002520.00计算7.63533.36-38.29-1.54301.99498.03-80.45249.66配置2160.002160.002160.002160.002520.002520.002520.002520.00实配钢筋6A22（2281）6A25（2945）152河南科技大学毕业设计152 河南科技大学毕业设计§5.1.4正截面承载力验算，查表可得，满足要求。§5.1.5裂缝宽度验算对于的构件可以不进行裂缝宽度验算，由柱子正截面配筋计算可知：第一组内力：，第二组内力：，第三组内力：，第四组内力：，所以不需要进行柱的裂缝宽度验算。§5.1.6斜截面受剪承载力计算计算及配筋结果如下表所示：152 河南科技大学毕业设计层数一层二层三层四层五层荷载组合3101.623101.622423.642423.641744.601744.601145.991145.99569.09569.09165.72165.72175.42175.42153.84153.84120.00120.0084.6284.622.652.652.652.652.652.652.652.652.652.651544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401544.401145.991145.99569.09569.091140.641140.641140.641140.641140.641140.641140.641140.641140.641140.64400.26400.26400.26400.26400.26400.26367.45367.45319.94319.94构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋配筋152 河南科技大学毕业设计§5.2框架梁的配筋梁截面：考虑地震作用的组合，验算混凝土结构构件的承载能力时，均应乘以的承载力抗震调整系数进行调整。三级抗震等级的框架梁端剪力设计值应符合下列规定：；式中：—框架梁端剪力设计值；—考虑地震组合的框架梁左端弯矩设计值；—考虑地震组合的框架梁右端弯矩设计值；—考虑地震组合时的重力荷载代表值产生的剪力设计值，可按简支梁计算确定；—梁的净跨计算结果如下表所示：152 河南科技大学毕业设计框架梁正截面配筋计算层数计算公式截面BCCDDEB跨中C左C右跨中D左D右跨中E五层-121.15149.16-110.44-123.8414.77-122.89-105.54147.45-122.530.750.750.750.750.750.750.750.750.750.0080.0100.0080.0200.0020.0200.0070.0100.0080.0080.0100.0080.0210.0020.0200.0070.0100.008448.59552.84408.78461.3854.53457.80390.58546.47453.72360.00360.00360.00360.00360.00360.00360.00360.00360.00实配钢筋4A2012564A2012564A2012564A2012564A2012564A2012564A2012564A2012564A201256152 河南科技大学毕业设计框架梁正截面配筋计算层数计算公式截面BCCDDEB跨中C左C右跨中D左D右跨中E四层-198.82116.61-141.75-193.4111.10-200.77-155.26148.77-210.130.750.750.750.750.750.750.750.750.750.0140.0080.0100.0320.0020.0330.0110.0100.0140.0140.0080.0100.0320.0020.0340.0110.0100.014738.17431.71525.24724.8740.97752.93575.57551.38780.47360.00360.00360.00360.00360.00360.00360.00360.00360.00实配钢筋4A2215204A2012564A2012564A2215204A2012564A2215204A2012564A2012564A251964152 河南科技大学毕业设计框架梁正截面配筋计算层数计算公式截面BCCDDEB跨中C左C右跨中D左D右跨中E三层-243.13117.31-256.51-277.0611.10-283.72-192.39147.76-255.320.750.750.750.750.750.750.750.750.750.0170.0080.0180.0460.0020.0470.0130.0100.0170.0170.0080.0180.0470.0020.0480.0130.0100.018904.08434.31954.291045.9840.971071.76714.14547.62949.82360.00360.00360.00360.00360.00360.00360.00360.00360.00实配钢筋4A2516944A2012564A2516944A2516944A2012564A2824634A2215204A2012564A251694152 河南科技大学毕业设计框架梁正截面配筋计算层数计算公式截面BCCDDEB跨中C左C右跨中D左D右跨中E二层-291.00123.22-214.52-353.6011.10-360.26-228.40147.76-303.170.750.750.750.750.750.750.750.750.750.0200.0080.0150.0580.0020.0590.0160.0100.0210.0200.0080.0150.0600.0020.0610.0160.0100.0211083.91456.28796.901344.0840.971370.22848.87547.621129.73360.00360.00360.00360.00360.00360.00360.00360.00360.00实配钢筋4A2824634A2012564A2519644A2824634A2012564A2824634A2519644A2012564A282463152 河南科技大学毕业设计框架梁正截面配筋计算层数计算公式截面BCCDDEB跨中C左C右跨中D左D右跨中E一层-298.19127.89-212.20-349.6911.10-356.20-226.15147.76-310.630.750.750.750.750.750.750.750.750.750.0200.0090.0150.0570.0020.0590.0150.0100.0210.0210.0090.0150.0590.0020.0600.0160.0100.0211110.98473.65788.221328.7540.971354.28840.44547.621157.84360.00360.00360.00360.00360.00360.00360.00360.00360.00实配钢筋4A2824634A2012564A2519644A2824634A2012564A2824634A2519644A2012564A201256152 河南科技大学毕业设计框架梁斜截面配筋计算五层计算公式BCCDDE152.3496.04154.01712.90712.90712.900.16<00.17实配箍筋框架梁斜截面配筋计算四层计算公式BCCDDE128.08171.19157.87712.90712.90712.900.040.260.19实配箍筋152 河南科技大学毕业设计框架梁斜截面配筋计算三层计算公式BCCDDE156.16235.57172.86712.90712.90712.900.180.580.27实配箍筋框架梁斜截面配筋计算二层计算公式BCCDDE157.13296.80186.84712.90712.90712.900.190.890.34实配箍筋152 河南科技大学毕业设计框架梁斜截面配筋计算一层计算公式BCCDDE157.99293.54187.67712.90712.90712.900.190.870.34实配箍筋152 河南科技大学毕业设计框架梁裂缝宽度验算层数杆件截面位置五层BCB-121.151256.00196.230.010.6220.000.19跨中149.161256.00241.600.010.7120.000.27C左-110.441256.00178.880.010.5820.000.16CDC右-123.841256.00200.590.010.6320.000.20跨中14.771256.0023.920.010.2016.000.01D左-122.891256.00199.050.010.6320.000.19DED右-105.541256.00170.950.010.5520.000.15跨中147.451256.00238.830.010.7120.000.26E-122.531256.00198.470.010.6320.000.19四层BCB-198.821520.00266.100.020.8120.000.29跨中116.611256.00188.880.010.6020.000.18C左-141.751256.00229.600.010.6920.000.24CDC右-193.411520.00258.860.020.8020.000.28跨中11.101256.0017.980.010.2016.000.00D左-200.771520.00268.710.020.8120.000.29DED右-155.261256.00251.480.010.7320.000.28跨中148.771256.00240.970.010.7120.000.26E-210.131964.00217.660.020.8220.000.21152 河南科技大学毕业设计框架梁裂缝宽度验算层数杆件截面位置三层BCB-243.131964.00251.840.020.8620.000.25跨中117.311256.00190.010.010.6120.000.18C左-256.511964.00265.700.020.8720.000.27CDC右-277.061964.00286.990.020.8920.000.29跨中11.101256.0017.980.010.2016.000.00D左-283.722463.00234.350.030.9020.000.21DED右-192.391520.00257.500.020.8020.000.28跨中147.761256.00239.330.010.7120.000.26E-255.321964.00264.470.020.8720.000.27二层BCB-291.002463.00240.360.030.9020.000.22跨中123.221256.00199.580.010.6320.000.19C左-214.521964.00222.210.020.8320.000.21CDC右-353.602463.00292.070.030.9420.000.28跨中11.101256.0017.980.010.2016.000.00D左-360.262463.00297.570.030.9420.000.28DED右-228.401964.00236.580.020.8520.000.23跨中147.761256.00239.330.010.7120.000.26E-303.172463.00250.410.030.9120.000.23152 河南科技大学毕业设计框架梁裂缝宽度验算层数杆件截面位置一层BCB-298.192463.00246.300.030.9120.000.22跨中127.891256.00207.150.010.6520.000.21C左-212.201964.00219.800.020.8320.000.21CDC右-349.692463.00288.840.030.9320.000.27跨中11.101256.0017.980.010.2016.000.00D左-356.202463.00294.210.030.9420.000.28DED右-226.151964.00234.250.020.8420.000.23跨中147.761256.00239.330.010.7120.000.26E-310.631256.00503.140.010.9120.000.15152 河南科技大学毕业设计第6章板的配筋计算计算简图如图6-1所示图6-1板的计算简图板厚为，楼面及屋面荷载参见荷载统计计算。采用塑性理论进行计算。混凝土：C30（）钢筋：主梁尺寸：次梁尺寸：152 河南科技大学毕业设计§6.1屋面板配筋计算§6.1.1荷载计算恒载标准值恒载设计值活载标准值活载设计值合计：§6.1.2弯矩计算区格板A计算跨度：，按双向板计算，则采用弯起式配筋，跨中钢筋在距支座处弯起一半，故得跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区格板A四周与梁连接，内力折减系数为0.8152 河南科技大学毕业设计则：配筋计算，取有效截面高度：Y方向跨中：Y方向支座：故Y方向选用，支座处选用。X方向跨中：X方向支座：故X方向选用，支座处选用。区格板B计算跨度：，按双向板计算，则152 河南科技大学毕业设计跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区格板B四周与梁连接，内力折减系数为0.8则：配筋计算，取有效截面高度：Y方向跨中：Y方向支座：故Y方向选用，支座处选用。X方向跨中：152 河南科技大学毕业设计X方向支座：故X方向选用，支座处选用。屋面板配筋计算结果如表6-1所示。板截面方向选用配筋实配钢筋A跨中方向3.17111.23251方向0.7328.46251支座方向6.34222.46251方向1.4656.92251B跨中方向2.1776.14251方向0.3312.87251支座方向4.34152.28251方向0.6625.73251表6.1.1屋面板配筋§6.2楼面板配筋计算§6.2.1荷载计算A1:恒载标准值恒载设计值活载标准值活载设计值合计：152 河南科技大学毕业设计A2:恒载标准值恒载设计值活载标准值活载设计值合计：A3:恒载标准值恒载设计活载标准值活载设计值合计：B:恒载标准值恒载设计值活载标准值活载设计值合计：§6.2.2弯矩计算区格板A1计算跨度：，按双向板计算，则152 河南科技大学毕业设计采用弯起式配筋，跨中钢筋在距支座处弯起一半，故得跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区格板A1四周与梁连接，内力折减系数为0.8则：配筋计算，取有效截面高度：Y方向跨中：Y方向支座：故Y方向选用，支座处选用。152 河南科技大学毕业设计X方向跨中：X方向支座：故X方向选用，支座处选用。区格板A2计算跨度：，按双向板计算，则采用弯起式配筋，跨中钢筋在距支座处弯起一半，故得跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区格板A1四周与梁连接，内力折减系数为0.8则：152 河南科技大学毕业设计配筋计算，取有效截面高度：Y方向跨中：Y方向支座：故Y方向选用，支座处选用。X方向跨中：X方向支座：故X方向选用，支座处选用。区格板A3计算跨度：，按双向板计算，则采用弯起式配筋，跨中钢筋在距支座处弯起一半，故得跨内及支座塑性绞线上的总弯矩为：152 河南科技大学毕业设计代入基本公式，由于区格板A1四周与梁连接，内力折减系数为0.8则：配筋计算，取有效截面高度：Y方向跨中：Y方向支座：故Y方向选用，支座处选用。X方向跨中：X方向支座：故X方向选用，支座处选用152 河南科技大学毕业设计。区格板B计算跨度：，按双向板计算，则跨内及支座塑性绞线上的总弯矩为：代入基本公式，由于区格板B四周与梁连接，内力折减系数为0.8则：配筋计算，取有效截面高度：Y方向跨中：152 河南科技大学毕业设计Y方向支座：故Y方向选用，支座处选用。X方向跨中：X方向支座：故X方向选用，支座处选用。楼面板配筋计算结果如表6-2所示。板截面方向选用配筋实配钢筋A1跨中方向2.2779.65251方向0.5220.27251支座方向4.54159.30251方向1.0440.55251A2跨中方向3.41119.65251方向0.7830.41251支座方向6.82239.30251方向1.5660.82251A3跨中方向2.2880.00251方向0.5220.27251支座方向4.56160.00251方向1.0440.55251B跨中方向1.5654.74251152 河南科技大学毕业设计方向0.238.97251支座方向3.12109.47251方向0.4617.93251表6-2楼面板配筋152 河南科技大学毕业设计第七章地基基础的设计计算考虑到调整不均匀沉降，保持结构整体刚性，本工程采用筏板基础。筏板的厚度，同时要满足斜截面及抗冲切强度的要求，筏板基础混凝土采用C20以上，垫层混凝土C10以上。钢筋保护层厚度，混凝土抗渗等级不低于S6，素混凝土垫层厚度为。§7.1基础埋深当采用天然地基时，筏板基础的埋深不宜小于建筑物地面上的高度的1/12，由于工程设置有地下室，取基础埋深为5.0m，满足要求。§7.2筏板厚度的确定本工程采用平板式筏板基础，筏板厚度一般按照每层楼考虑，本工程地上共有五层，但是考虑到基础的抗冲切作用，筏板厚度取为。§7.3筏板尺寸确定本设计只进行了一个方向的一品框架进行计算，在筏板基础设计时，近似取其它基顶荷载与该榀框架基顶荷载相同进行计算。基顶荷载统计如表7-1。则：筏板边向外突出，则§7.3.1地基承载力验算由地基设计资料可知，该筏板基础的持力层为粘土层，地基承载力修正：查表可得：，152 河南科技大学毕业设计柱子荷载类型1.35恒荷载+1.4活荷载B恒载10.977.311458.0123.0115.342452.17活载5.863.91345.61C恒载8.685.781801.0119.0412.683117.45活载5.233.48490.06D恒载9.466.311857.9224.6316.413823.76活载8.475.64939.69E恒载12.378.251443.2632.4621.652992.48活载11.267.51745.77表7-1基部荷载统计筏板重：地基承载力满足要求。§7.3.2确定板带计算简图152 河南科技大学毕业设计根据计算框架模型，选择图7-1所示板带进行计算，配筋计算的内力均采用设计值。图7-1板带计算简图当上部柱分布规则，相邻柱距或相邻柱荷载相差不超过20%,以及柱距小于时，可以采用刚性板条法计算：查《地基基础》，得：C40混凝土：计算单元的截面惯性矩：152 河南科技大学毕业设计所以本工程中的筏板基础可以采用板条法计算。§7.4计算基底净反力由于基底剪力弯矩相对于轴对称，产生的附加反力很小，可以忽略不计。基底总反力柱荷载总和基底平均净反力每单位长度基底平均净反力由以上计算结果可得计算简图如图7-2：图7-2板带计算简图152 河南科技大学毕业设计根据静力平衡，计算各个截面的弯矩和剪力：由计算结构得弯矩图和剪力图如图7-3。图7-3板带截面的剪力和弯矩图§7.5筏板的配筋计算最大正弯矩最大负弯矩采用C40混凝土：，HRB400钢筋：上层：，152 河南科技大学毕业设计下层：，所以：上层选用下层选用152 河南科技大学毕业设计第八章楼梯配筋计算楼梯使用活荷载标准值为，踏步面层采用30mm厚水磨石；底面为20mm厚混合砂浆抹灰层，采用C30混凝土，，；梁中受力钢筋HRB400,。§8.1踏步板（TB-1）计算§8.1.1荷载计算踏步尺寸斜板厚度取则截面平均高度为，取120mm恒荷载：踏步板自重踏步面层重踏步抹灰重合计活荷载§8.1.2内力计算斜梁尺寸选用，则踏步计算宽度为152 河南科技大学毕业设计踏步板跨中弯矩§8.1.3截面承载力验算踏步板截面尺寸故踏步板按照构造配筋，每踏步2Φ8（），踏步内斜板分布钢筋Φ8@300。§8.2楼梯斜梁（TL-1）的计算§8.2.1荷载计算踏步板传荷：恒荷载：斜梁自重斜梁抹灰重§8.2.2内力计算取平台梁截面尺寸,斜梁水平方向计算跨度为：152 河南科技大学毕业设计，斜梁跨中截面弯矩及支座截面剪力为：§8.2.3截面承载力验算斜梁按T形截面进行配筋计算，取翼缘有效宽度按倒L形截面计算按梁的跨度考虑：按翼缘宽度考虑：按翼缘高度考虑：取首先按第一类T形截面进行试算故结构为第一类T形截面故选用2Φ12（）满足受剪要求，按照构造配筋，斜板箍筋采用Φ8@200，。152 河南科技大学毕业设计§8.3休息平台（PB-１）计算§8.3.1荷载计算（平台板厚120mm，做30mm厚水磨石面层，10mm厚混合砂浆抹灰）恒载：平台板自重平台板面层重平台板抹灰恒载合计活载合计合计§8.3.2平台板弯矩计算休息平台按双向板设计：代入基本公式：152 河南科技大学毕业设计§8.3.3平台板配筋计算取截面有效高度,，即可求得。X方向：Y方向：支座：X方向：Y方向：计算钢筋面积如表8-1所示：截面方向选配钢筋实配钢筋区格X方向1.5745.911008@200251Y方向0.5216.89908@200251支座X方向3.1491.811008@200251Y方向1.0430.41908@200251表8-1平台板配筋表§8.4平台梁计算§8.4.1荷载计算斜梁传来的集中力平台板传来的荷载：恒载活载152 河南科技大学毕业设计平台梁自重平台梁抹灰总计§8.4.2内力计算故支座剪力：§8.4.3平台梁配筋计算平台梁按T型进行配筋计算，取图8－1平台梁截面图翼缘有效宽度：按倒L型进行截面设计计算按梁的跨度考虑：按翼缘高度考虑：按梁肋净跨考虑：取判断截面类型：152 河南科技大学毕业设计确定为第一种T型截面。选用，。故按照构造配置箍筋，选用双肢箍，平台梁配筋如下：图8-5平台梁的配筋图152 河南科技大学毕业设计结论毕业设计从开题报告开始，经历了建筑设计，结构设计。写开题报告的过程中，在指导老师的带领下，通过阅读大量的参考文献和中外文资料以及综合所学知识，我认识到每一栋建筑物的设计都应满足其功能、经济及其相应条件下的美观要求。其中满足功能要求是建筑设计的首要任务，它是为人们创造良好的生产与生活环境的关键环节；通过建筑设计，我了解了建筑平面、立面、剖面设计应遵循的设计原则和设计要点；而经过结构设计则收获颇丰，在手算部分使我又重新温习和梳理了一遍框架结构的设计过程，在以后的工作中可以思路更清晰，目标更明确。进行电算的过程虽然困难重重，但终究学会并可以熟练使用了当前进行结构设计必备的计算软件PKPM，这也是今后的工作中不可缺少的。毕业设计是培养和提高独立解决工程实际问题能力的一个重要的教学实践环节，是几年来所学知识的总结提高。以上就是我在这次毕业设计过程中的主要工作，归结起来有以下几点收获：可以综合应用所学基础课、专业基础课及专业课知识和相关技能，熟悉了相关设计规范、手册、标准图以及工程实践中常用的方法，解决了具体的土木工程设计问题，提高了工程应用的综合能力和创新能力。152 河南科技大学毕业设计本设计方案我觉得体现出了自己的一些思路，在建筑设计过程中，在方案设计过程上花费了较长时间，综合考虑结构的合理性和建筑外形的美观性，力求做到结构简单，建筑美观。本设计同样关注环境，关注能源，还有很多不足，有待改善提高。通过本次设计，使我能结合所学的结构、材料、制图、力学等各方面的知识，充分掌握工程设计的原理，切实把理论知识与工程实践相结合，同时还锻炼了我制图、电算软件实际操作能力，使我综合能力有了大幅度的提高，这不仅是大学四年专业知识的综合体现，也为以后更好的、独立的从事建筑这个行业打下基础。152 河南科技大学毕业设计参考文献1国家基本建设委员会建筑科学院.建筑设计资料集.北京：中国建筑工业出版社，20052姜忆南，李世芬.房屋建筑教程.北京：化学工业出版社，20043王则毅,杨盛和.房屋结构抗震.重庆：重庆大学出版社，19994胡兴福,杜绍堂.土木工程结构.北京：科学出版社，20045梁兴文,史庆轩.土木工程专业毕业指导.北京：科学出版社，20046薛素铎，赵均，高向宇.建筑抗震设计.北京：科学出版社，20037钟芳林，侯元恒.建筑构造.北京：科学出版社，20048王路.世界建筑20年.北京：天津大学出版社，20009金虹.建筑构造.北京：清华大学出版社，200510刘云月.公共建筑设计原理.北京：东南大学出版社，200411邱洪兴，舒赣平.建筑结构设计.北京：东南大学出版社，200212沈蒲生.混凝土结构设计.北京：高等教育出版社，200513中华人民共和国国家标准.混凝土结构设计规范（GB50010-2002）.北京：中国建筑工业出版社，200214中华人民共和国国家标准.建筑抗震设计规范（GBJ50011-2001）.北京：中国建筑工业出版社，200115中华人民共和国国家标准.地基基础设计规范（GB5007-2002）.北京：中国建筑工业出版社，2002152 河南科技大学毕业设计16中华人民共和国国家标准.建筑结构荷载规范（GB50009-2001）.北京：中国建筑工业出版社，200117中华人民共和国国家标准.建筑制图标准（GB/T50104-2001）.北京：中国建筑工业出版社，200118中华人民共和国国家标准.医疗建筑设计规范（JGJ67-89）.北京：中国建筑工业出版社，198919中华人民共和国国家标准.建筑结构制图标准（GB/T50105-2001）.北京：中国建筑工业出版社，200120周景星，王洪瑾.基础工程.北京：清华大学出版社，199621邱洪兴，穆保岗.建筑结构设计.北京：东南大学出版社，200222陈保胜.建筑构造资料.北京：中国建筑工业出版社，199423庄牙屏,江见鲸.钢筋混凝土构件设计.北京：地震出版社，199624李爱群,高振世.工程结构抗震设计.北京：中国建筑工业出版社，200425混凝土结构施工图平面整体表示方法制图规则和构造详图(03G101-1).北京：中国建筑标准设计研究所出版，200326混凝土结构施工图平面整体表示方法制图规则和构造详图(03G101-2).北京：中国建筑标准设计研究所出版，2003152 河南科技大学毕业设计致谢在毕业设计即将结束之际，要特别感谢潘老师和陈老师的指导和帮助，不仅对我的设计方案提出了具体的建议，还对设计过程中遇到的困难及时提供解决方法，使这次毕业设计能够顺利进行和完成。感谢本组同学的帮助，我们充分发扬了团结就是力量的优势，相互之间能及时采集到资料、获取新的信息；感谢其他组的同学，在我计算和输入数据到电脑时帮助我解决很多困难，使我的设计能顺利做好。感谢四年来各位老师的辛勤教育和栽培。在此，谨向他们表示真诚的感谢。152 河南科技大学毕业设计外文资料翻译英文原文1ConcretestructurereinforcementConcretestructure"sreinforcementdividesintothedirectreinforcementandreinforcestwokindsindirectly,whenthedesignmayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethodandthenecessarytechnology.1.1thedirectreinforcement"sgeneralmethod1）EnlargesthesectionreinforcementlawAddstheconcretescast-in-placelevelinthereinforcedconcretememberinbendingcompressionzone,mayincreasethesectioneffectiveheight,theexpansioncrosssectionalarea,thusenhancesthecomponentrightsectionanti-curved,theobliquesectionanti-cutsabilityandthesectionrigidity,playsthereinforcementreinforcementtherole.Inthesuitablemusclescope,theconcreteschangecurvedthecomponentrightsectionsupportingcapacityincreasealongwiththeareaofreinforcementandtheintensityenhance.Intheoriginalcomponentrightsectionratioofreinforcementnottoohighsituation,increasesthemainreinforcementareatobepossibletoproposetheplateaucomponentrightsectionanti-curvedsupportingcapacityeffectively.Ispulledinthesectiontheareatoaddthecast-in-placeconcretejackettoincreasethecomponentsection,throughnewCanadapartialandoriginalcomponentjointwork,butenhancesthecomponentsupportingcapacityeffectively,improvementnormaloperationalperformance.Enlargesthesectionreinforcementlawconstructioncraftsimply,compatible,andhasthematuredesignandtheconstructionexperience;152 河南科技大学毕业设计IssuitableinLiang,theboard,thecolumn,thewallandthegeneralstructureconcretesreinforcement;Butsceneconstruction"swetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.2）ReplacementconcretesreinforcementlawThislaw"smeritwithenlargesthemethodofsectionstobeclose,andafterreinforcing,doesnotaffectbuilding"sclearance,butsimilarexistenceconstructionwetoperatingtimelongshortcoming;Issuitablesomewhatloworhasconcretescarrier"sandsoonseriousdefectLiang,columninthecompressionzoneconcretesintensityreinforcement.3）thecakingoutsourcingsectionreinforcementlawOutsidetheBaotouSteelFactoryreinforcementiswrapsinthesectionorthesteelplateisreinforcedcomponent"soutside,outsidetheBaotouSteelFactoryreinforcesreinforcedconcreteLiangtousethewetoutsourcinglawgenerally,namelyusestheepoxyresinificationtobeinthemilkandsoonmethodswithtoreinforcethesectiontheconstructioncommissiontocakeawhole,afterthereinforcementcomponent,becauseispulledwiththecompressedsteelcrosssectionalarealargescaleenhancement,thereforerightsectionsupportingcapacityandsectionrigiditylargescaleenhancement.ThislawalsosaidthatthewetoutsideBaotouSteelFactoryreinforcementlaw,thestressisreliable,theconstructionissimple,thesceneworkloadissmall,butisbigwiththesteelquantity,andusesinabovenotsuitably600Cinthenon-protection"ssituationthehightemperatureplace;Issuitabledoesnotallowintheuseobviouslytoincreasetheoriginalcomponentsectionsize,butrequeststosharpenitsbearingcapacitylargescaletheconcretestructurereinforcement.4）SticksthesteelreinforcementlawOutsidethereinforcedconcretememberinbendingsticksthesteel152 河南科技大学毕业设计reinforcementis(rightsectionispulledinthecomponentsupportingcapacityinsufficientsectorarea,rightsectioncompressionzoneorobliquesection)thesuperficialgluesteelplate,likethismayenhanceisreinforcedcomponent"ssupportingcapacity,andconstructsconveniently.Thislawconstructionisfast,thescenenotwetworkoronlyhastheplasteringandsoonfewwetworks,toproducesissmallwiththelifeinfluence,andafterreinforcing,isnotremarkabletotheoriginalstructureoutwardappearanceandtheoriginalclearanceaffects,butthereinforcementeffectisdecidedtoagreatextentbythegummycraftandtheoperationallevel;Issuitableinthewithstandingstaticfunction,andisinthenormalhumidityenvironmenttobendorthetensionmemberreinforcement.5）GluefibrereinforcementplasticreinforcementlawOutsidepastesthetextilefiberreinforcementispasteswiththecementingmaterialthefibrereinforcementcompoundmaterialsinisreinforcedthecomponenttopulltheregion,causesitwithtoreinforcethesectionjointwork,achievessharpensthecomponentbearingcapacitythegoal.Besideshasgluesthesteelplatesimilarmerit,butalsohasanticorrosivemuddy,bearsmoistly,doesnotincreasetheself-weightofstructurenearly,durably,themaintenancecostlowstatusmerit,butneedsspecialfireprotectionprocessing,issuitableineachkindofstressnatureconcretestructurecomponentandthegeneralconstruction.Thislaw"sgoodandbadpointswithenlargethemethodofsectionstobeclose;Issuitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.6）ReelinglawThislaw"sgoodandbadpointswithenlargethemethodofsections152 河南科技大学毕业设计tobeclose;Issuitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.7）FangboltanchorlawThislawissuitableintheconcretesintensityrankistheC20~C60concretesload-bearingmembertransformation,thereinforcement;Itisnotsuitableforalreadytheabovestructurewhichandthelightqualitystructuremakesdecentseriously.1.2Theindirectreinforcement"sgeneralmethod1）Pre-stressedreinforcementlaw(1)Thepre-stressedhorizontaltensionbarreinforcesconcretesmemberinbending,becausethepre-stressedandincreasestheexteriorloadthecombinedaction,inthetensionbarhastheaxialtension,thisstrengtheccentrictransmitsonthecomponentthroughthepoleendanchor(,whentensionbarandLiangboardbottomsurfaceclosefitting,tensionbarcanlookfortunetogetherwithcomponent,thisfashionhaspartialpressurestotransmitdirectlyforcomponentbottomsurface),hastheeccentriccompressionfunctioninthecomponent,thisfunctionhasovercomethebendingmomentwhichoutsidetheparttheloadproduces,reducedoutsidetheloadeffect,thussharpenedcomponent"santi-curvedability.Atthesametime,becausethetensionbarpassestocomponent"spressurefunction,thecomponentcrackdevelopmentcanalleviate,thecontrol,theobliquesectionanti-tocutthesupportingcapacityalsoalongwithitenhancement.Asaresultofthehorizontalliftingstem"sfunction,theoriginalcomponent"ssectionstresscharacteristicbyreceivedbendsturnedtheeccentriccompression,therefore,afterthereinforcement,component"ssupportingcapacitywasmainlydecidedinbendsundertheconditiontheoriginalcomponent"ssupportingcapacity.(2)Afterthereinforcedconcretecomponentusesunderthe152 河南科技大学毕业设计pre-stressedtosupportthetypetensionbarreinforcementdecides,formsonebytoreinforcethecomponentandundersupportsthecompoundultrastaticallydeterminatestructuresystemwhichthetypetensionbariscomposed,undertheoutsideloadandthepre-stressedcombinedaction,inthetensionbarhastheaxialforceandthrough(nextsupportsandpoleendanchorspot)withcomponent"scombiningsitetransmitsforisreinforcedthecomponent,hascounter-balancedoutsidetheparttheload,changedtheoriginalcomponentsectionendogenicforcecharacteristic,thussharpenedcomponent"sbearingcapacity.Thislawcanreduceisreinforcedcomponent"sstresslevel,notonlycausesthereinforcementeffecttobegood,moreovercanalsothegreatscopeenhancethestructureoverallsupportingcapacity,butafterreinforcing,hascertaininfluencetotheoriginalstructureoutwardappearance;Issuitableaswellasisunderthehighstress,thehighstrainedconditionconcretescomponent"sreinforcementinthegreatspanortheheavystructurereinforcement,butinthenon-protection"ssituation,cannotuseinthetemperatureabove600Cintheenvironment,isalsonotsuitableusesintheconcreteshrinkagecontinuousvariationbigstructure.2）IncreasesthesupportingreinforcementlawTheadditionpivotreinforcementlawisthroughthereducedmemberinbendingeffectivespan,achievesthereducedfunction,inisreinforcedonthecomponenttocarrytheeffect,raisesthestructureloadbearinglevelthegoal.Thislawsimplereliable,buteasytoharmbuilding"soriginalconditionandtheusefunction,possiblyandreducesusesthespace;Issuitableintheconcretetermpermissionconcretestructurereinforcement.1.3Hasgenerallywiththeconcretestructurereinforcementtransformationnecessaryuse"stechnology1）Therequesttradesthetechnology152 河南科技大学毕业设计Itisthejoist(eithertruss)opensthecolumn(orwall),thejoistterminalandthejoisttradestechnologiesandsooncolumntocallgenerally;Belongstoonekindofcomprehensivetechnology,bytherelatedstructurereinforcement,thesuperstructuregoesagainstriseswithtorepositionaswellasabandonstechnologiesandsooncomponentdemolitiontobecomposed;Issuitableinhadbuilding"sreinforcementtransformation;Compareswiththetraditionalpractices,hastheconstructiontimetobeshort,theexpenselow,affectsandsoonmeritsslightlytothelifeandtheproduction,butishightothespecification,mustcompletebytheskilledworker,canensurethesecurity.2）PlantsthemuscletechnologyItisoneitemissimpleanddirecttotheconcretestructure,theeffectiveconnectionandtheanchortechnology;Mayimplanttheordinarysteelbar,mayalsoimplantthebolttypeanchormuscle;Haswidelyappliedinhadbuilding"sreinforcementimprovementproject,forexample:Intheconstructionleaksburiesthesteelbarorthesteelbardeviationdesignsthepositiontherecovery,thecomponentincreasesthesectionreinforcementtomakeupthemuscle,thesuperstructureexpandscross,goesagainstrisestoLiang,column"slengtheningbyjoining,thehousesuperimposedlayerterminalandthehigh-riseconstructionadditionshearingforcewallplantsthemuscleandsoon.3）CrackpatchingtechnologyAccordingtotheconcretescrack"scause,thecharacterandthesize,usesealdifferentlyprotectthemethodtocarryonpatching,onekindofskillwhichcausesthestructurebecausetocrackreducestheusefunctionwhichandthedurabilitycanrestore;Issuitableinhadinthebuildingeachkindofcrackprocessing,buttothestresscrack,besidespatching,stillshouldusethecorrespondingreinforcementmeasure.Theinternalpatchinglawiswiththeforcingpumpthe152 河南科技大学毕业设计cementingmaterialpressureconcretescrack,renderstheyoungorupandcominggenerationtosewupthefunction,andmakestheoriginalstructurethroughitscementationtorestoretheintegrity,thismethodissuitableforthecrackopeningisbig,anddurableandsoonisinfluentialtothestructureintegrityandthesecurity,orhasrequestandsoonwaterproofanti-seepagecrackpatching.4）CarbonizedconcretesrepairtechnologyItisreferstothroughrestorestheconcretesthealkalinity(inactivation)orincreasesitsimpedancetoenablethesteelbarcorrosionwhichthecarbonizationcreatestoobtainthecontainmenttechnology.5）ConcretessurfacetreatmenttechnologyItisreferstousescleaningupconcretessurfacestains,theoilmark,theresidualaswellastheotherattachmentandsoonchemistrymethod,mechanicalmethod,sandblastingmethod,vacuumcleaningmethod,injectionmethodskill.6）CoagulationmantleofsoilsealtechnologyItisreferstousesflexiblemethodsandsoonaquasealbackfill,polymergrouting,paintfilmtocarryonthewaterproofingtotheconcretes,moisture-proofandagainstcrackprocessingtechnology.Likethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.7）OthertechnologiesLikethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.2Bricking-upstructureBricking-upstructurereinforcementmethod:Thebricking-upstructure"sreinforcementdividesintowhenthedirectreinforcementandreinforcestwokindsindirectly,thedesign,mayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethod.152 河南科技大学毕业设计2.1suitableforthebricking-upstructuredirectreinforcementmethod1）outsidereinforcedconcretemortarsuperimposedlayerreinforcementlawThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritandoutsidethereinforcedconcretethesuperimposedlayerreinforcementlawisclose,butenhancesthesupportingcapacitytobeinferiortotheformer;Issuitableinthebricking-upwallreinforcement,sometimesalsousesinoutsidethereinforcedconcretewhenthesuperimposedlayerreinforcementbeltengagedcolumnwallthebothsidesputonthewallstirruptheseal.2）theadditionholdstheengagedcolumnreinforcementlawThislawbelongsenlargesthesectionreinforcementmethodonekind.Itsmeritthesuperimposedlayerreinforcementlawisalsoclosewiththereinforcedconcreteoutside,butthesupportingcapacityenhanceslimitedly,anddifficulttosatisfytheearthquakeresistancerequest,generallyonlyinpeneseismiccountryapplication.2.2suitableforthebricking-upstructureindirectreinforcementmethod1）non-cakingoutsourcingsectionreinforcementlawThislawbelongstothetraditionalreinforcementmethod,itsmeritistheconstructionissimple,thesceneworkloadandthewetworkarefew,thestressismorereliable;Issuitableindoesnotallowtoincreasetheoriginalcomponentsectionsize,actuallyrequeststoenhancethesectionsupportingcapacitylargescalethebricking-upcolumn"sreinforcement;Itsshortcomingishighforthereinforcementexpense,andmustusethesimilarsteelstructuretheprotectivemeasure.2）pre-stressedstayrodreinforcementlawThislawcanthegreatscopesharpenthebricking-upcolumn"sbearingcapacity,andthereinforcementeffectisreliable;Issuitableprocessesthehighstress,thehighstrainedconditionbricking-up152 河南科技大学毕业设计structurereinforcementinthereinforcement;Itsshortcomingcannotuseinthetemperatureinthe600Caboveenvironment.2.3bricking-upstructureconstructivityreinforcementandpatching1）additiongridreinforcementWhenthegridestablishmentdoesnotmeetthepresentdesigncoderequirement,eithertheverticalcrosswallinterfacepointnipsrubshastheobviousflaw,wheneitherthehouseintegrityisbad,shouldadditionallybuildthegridtocarryonthereinforcement2）additionallybuildstheLiangpadreinforcementWhenunderthesummerbeamthebricksettingthewallpresentsbyunderthepartialsquashorthesummerbeamthepartialverticalsplit,shouldadditionallybuildLiangthepadtocarryonthereinforcement.3）thebricking-upopenspartiallybuildsWhenhousepartialbreakagebutafterinvestigatingthoroughlyitsbreakagereasonwhennotyetaffectsload-bearingandthesecurity,mayburstthewallpartialdemolition,andaccordingtoenhancesthemortarstrengthfirst-leveltofillinwiththefullsizedbrickbuilds.4）bricking-upcrackpatchingBeforecarryingoncrackpatching,shouldactaccordingtobricking-upcomponent"sstressfulconditionandcrackfactorsandsooncharacteristic,determinedthatcreatesthebricking-upcrackthereason,withtheaimofcarryingoncrackpatchingtarget-orientedorusingthecorrespondingreinforcementmeasure.3steelstructuresSteelstructurereinforcementmethod:Thesteelstructurereinforcement"smainmethodincludes:Reducestheload,thechangestructurecomputationgraph,toenlargetheoriginalstructuralunitsectionandthejointstrength,theimpedimentfracturegrowthandsoon.Whenhasthematureexperience,mayalsouseotherreinforcementmethod.152 河南科技大学毕业设计1）changesthestructurecomputationgraphThechangestructurecomputationgraph"sreinforcementmethodisreferstousesthechangeloadspreadcondition,thepowertransmissionway,thenodenatureandtheboundarycondition,theadditionattachmentmemberandthesupport,exertsthepre-stressedthatmeasuresandsoonconsiderationspacejointoperationtocarryonthereinforcementtothestructurethemethod2）enlargesthecomponentsectionthereinforcementUsesenlargeswhenthesectionreinforcesthesteellumber,choosesthesectionformtobeadvantageousinthereinforcementspecificationandconsideredalreadyhastheflawandthedamagecondition.3）connectionreinforcementandreinforcingmemberconnectionThesteelstructureconnectionmethod,namelytheweldedjoint,therivet,theordinaryboltandthehighstrengthboldfasteningmethod"schoice,shouldthereasonwhich,thegoal,thestresscondition,thestructureandtheexecutionconditionsneedstoreinforceaccordingtothestructure,andconsidersthestructureoriginalconnectionmethoddetermination.Thesteelstructurereinforcementgeneralusestheweldedjointconnection,thefrictionhighstrengthboldfasteningsuitably,haswhenthebasismayalsousetheweldedjointandthefrictionhighstrengthbolt"smixedconnection.Whenusestheweldedjointconnects,shoulduseaftertheevaluationapprovalweldingprocessandtheconnectionmaterial.4）crackrepairandreinforcementBecausethestructuretheloadaffectsandthechoiceofmaterial,thestructure,themanufacture,theworkrepeatedlyimproperandsoonproduceshastheextensionorbreakstimecrisplythetendentiouscrackdamage,shouldtrytorepair.Beforetherepair,mustanalyzehasthecrackreasonandtheinfluencegravity,adoptstheimprovement152 河南科技大学毕业设计structurepracticalworktarget-orientedorcarriesonthereinforcementthemeasure,toisnotsuitableusestherepairreinforcementthecomponent,shouldgivethedemolitionreplacement.152 河南科技大学毕业设计中文翻译1混凝土结构加固混凝土结构的加固分为直接加固，并加强间接两种，在设计时可根据实际条件和使用要求选择适宜的方法和必要的技术。1.1直接加固的一般方法1）放大段加固法添加混凝土现浇钢筋发生水平弯曲受压区混凝土构件，可能会增加部分有效高度，扩大截面面积，从而提高了组件的右侧部分反弯，斜截面抗切割能力部分刚度，起到加固补强的作用。在适当的肌肉范围，改变混凝土弯曲的组件的右侧部分配套能力，随着钢筋面积和强度的提高增加。在原来的组件的右侧部分钢筋的比例不太高的情况，增加了主要加固面积有可能提出的高原组件的右侧部分抗弯曲能力，有效地支持。拉一节中，通过新的加拿大部分和原构件共同工作的领域添加现浇现浇混凝土外套组成部分增加，但提高了有效成分的配套能力，改善正常的经营业绩。放大段加固法施工工艺简单，兼容，并具有成熟的设计和施工经验，在梁，板，柱，墙和一般结构用混凝土加固;但现场施工的湿作业时间长，对生产与生活有一定的影响，并加强建筑清拆后有一定减少。2）置换混凝土加固法该法与放大优点的部分方法被关闭，并经过加强的，不影响建筑物的清拆，但同样存在施工湿作业时间长的缺点;适合偏低或有混凝土承运人等严重缺陷梁，柱受压区混凝土强度的钢筋。3）粘结外包段加固法152 河南科技大学毕业设计外包头钢铁厂强化是在部分或钢板包裹是钢筋构件的外，境外包头钢铁厂强化钢筋混凝土梁使用湿外包法律一般，即采用环氧树脂化中的牛奶等上与方法，以加强段施工委员会蛋糕一个整体，加固后的组件，因为是压缩钢横截面面积大幅度提高拉，所以右侧部分配套能力和部分刚性大幅度的提高。该法还表示，包头钢铁厂外湿加固法，应力可靠，施工简便，现场工作量小，但与钢材数量大，不宜在上面，在非600℃用途，保护的形势高温场所;适合不允许在使用明显增加原构件截面尺寸。4）粘钢加固法外面的钢筋弯曲混凝土构件粘钢加固是（右边部分被拉到在组件配套能力不足，扇形的面积，右侧部分受压区或斜截面）表面胶钢板，这样可以提高是增强组件的配套能力，和施工方便。该法施工速度快，现场工作或不湿上只有少数湿抹灰工程等，对生产与生活的影响小，经过加强的，是不显着原有结构的外观和原定清拆影响，但加固效果是决定由胶粘工艺和操作水平很大程度上，是在合适的承受静态函数，而在正常的湿度环境是弯曲或拉构件加固。5）粘胶纤维增强塑料加固法外贴纤维加固与胶结材料粘贴在该组件是加强该地区的拉纤维增强复合材料，使其与一节加强联合工作，达到磨练组件承载能力的目的。除了具有类似胶水的钢板的优点，又具有防腐泥泞，耐潮湿，不增加自身结构重量近，耐用，维护费用低等优点，但需要特殊的防火处理，是适合各种应力混凝土结构构件的性质和一般建设。此法的优点和缺点与扩大部分将接近法是适用于钢筋混凝土结构构件的斜截面承载力不足，或必须施加横向约束力的挤压成员的情况。6）缫丝法此法的优点和缺点与扩大部分将接近法是适用于钢筋混凝土结构构件的斜截面承载力不足，或必须施加横向约束力的挤压成员的情况。7）锚杆锚固法方这项法律是在合适的混凝土强度等级为C20的混凝土〜C60的承重成员改造，加固，它已经不适合上述结构，素质结构，光认真适合很体面。1.2间接加固的一般方法1）预应力加固法152 河南科技大学毕业设计（1）强调加强横向拉杆弯曲混凝土的成员，因为前强调，增加外部装入拉杆的共同作用，有轴向张力，通过杆结束这一部分的人数上的偏心传输锚（当拉杆与梁底部表面紧密贴合板，拉杆可以寻找调整与组件一起，这股热潮已分压传输组件底部表面直接），在组件中的偏心压缩功能，这个功能已经克服弯矩以外的部分负荷生产外荷载效应降低，从而激化组件的抗弯曲能力。同时，由于拉杆传递给组件的压力的作用，组件裂纹的发展可以缓解，控制，斜截面反减的配套能力也增强与它一起。作为水平提升干的函数的结果，原来的组件的部分由收到弯曲应力的特点变成了偏心受压，因此，在加固，组件的配套能力，主要是在弯曲决定的条件下，原始组件的配套能力。在钢筋混凝土构件在使用前强调，要支持类型拉杆加固决定，形成一个由组件和加强支持下的复合超静定结构体系的类型拉杆组成，下外荷载和预应力的综合作用，在拉杆具有轴力，并通过与组件的结合的是增强了组件站点发送（未来支持和极端锚固点），已超出部分的负载反平衡，改变了原有构件截面内生力特性，从而激化组件的承载能力。此法可减少是钢筋构件的应力水平，不仅使加固效果好，而且还能大范围提高结构的整体配套能力，但经过加固，有一定的影响，对原结构外观，适合作为以及在高压力，高紧张状态混凝土构件的加固，在大跨度或重型结构加固，但在非保护的情况下，不能使用在上述环境中的600℃的温度，也没有合适的用途不断变化的混凝土收缩大结构。（2）增加配套加固法此外支点加固法的通过在弯曲有效跨度减少成员，达到减少功能，是在组件上进行效果增强，提高了结构承载水平的目的。该法简单可靠，但容易损害建筑物的原貌和使用功能，可能并减少使用空间;是在混凝土结构加固混凝土许可期限合适。与混凝土结构加固改造配套使用的技术1.3Has一般行业的技术要求这是托梁（或桁架）打开列（或墙），终端的托梁和托梁和柱行业的技术叫一般左右;属于一种综合技术由相关结构加固，上层建筑违背与上升重新定位以及放弃等部件拆卸组成技术，适合在有建筑物的加固改造;与传统做法相比，具有施工时间短，费用低，影响和对案情非常轻微对生活和生产，但高到规范，必须完成由熟练的工人，可以确保安全。2）植物的肌肉技术152 河南科技大学毕业设计这是一项很简单和直接的混凝土结构，有效连接和锚固技术;可植入普通钢筋，也可植入螺栓式锚肌肉;已广泛应用在了建筑物的加固改造工程，例如：在施工中泄漏埋钢筋或钢筋偏离设计位置的复苏，组件增加了段加固来弥补肌肉，上层建筑扩大交叉，对上升去梁，柱的通过加入延长，房子叠加终端和层高层建筑剪力墙除了植物的肌肉等。3）裂缝修补技术根据混凝土裂缝的原因，性质和规模，使用印章不同的保护方法进行修补，一种技能，会导致结构，因为打击减少使用功能，和耐久性能恢复;适合于有在建筑物裂缝处理每一种，但对应力裂纹修补之外，还应该使用相应的加固措施。内部修补法与强制泵压混凝土胶凝材料的裂纹，呈现年轻或行动和未来一代缝合功能，使得通过其胶结恢复原来的结构的完整性，这种方法是合适的裂缝开口大，耐用等有影响的结构完整性和安全性，或有防水防渗修补裂缝要求等。4）碳化混凝土修复技术它是指通过恢复到混凝土的碱度或增加其阻抗，使钢筋产生腐蚀，碳化技术得到遏制。5）混凝土表面处理技术它是指采用混凝土表面的污渍清理，油痕，残以及其他附件和化学法，机械法，喷砂法，真空清洗方法，注射的方法技巧等。6）凝血地幔土壤密封技术它是指用灵活的方法和密封剂回填等，聚合物灌浆，漆膜进行的混凝土防水，防潮和防止裂缝处理技术。像结构，组件技术的转移，调整结构基频技术等。7）其他技术像结构，组件技术的转移，调整结构基频技术等。2砌体式结构砌体式结构加固方法：砌体式结构的加固补强到时直接和间接地分为两种强化，设计，可根据实际条件和使用要求选择适宜的方法。2.1适合于砌体式结构直接加固方法152 河南科技大学毕业设计1）外部钢筋混凝土叠合层加固法该法属于复合段加固方法的一种。其优点是施工工艺简单，兼容，后砌体式加固，配套能力已大大提高，并具有成熟的设计和施工经验，在列，带墙壁加固合适，它的缺点是现场施工湿作业时间长，对生产与生活有一定的影响，并加强建筑清拆后有一定减少。在境外的钢筋混凝土叠合层砂浆加固法。该法属于复合段加固方法的一种。它的优点和外部的钢筋混凝土叠合层加固法相近，但提高配套能力不如前者;是在砌体式挡土墙加固合适，有时还使用钢筋混凝土外的加层加固时带从事柱壁在墙上的两个马镫把密封面。2）除持有从事柱加固法该法扩大了部分属于一种加固方法。其优点是加层加固法也是密切与钢筋混凝土以外，但配套能力增强局限的，难以满足抗震要求，一般只在亚震国家申请。2.2适合于砌体式结构的间接加固方法1）非结块外包段加固法该法属于传统的加固方法，其优点是结构简单，现场的工作负荷和湿工作少，强调的是更可靠;适合在不允许增加原构件截面尺寸，其实要求提高部分配套能力的大型砌体式柱的加固，其缺点是费用高的钢筋，而必须使用类似钢结构的防护措施。2）预应力加固法撑杆跳高此法可大范围锐化砌体式柱的承载能力，加固效果可靠，适用于处理高压力，高紧张状态砌体，在钢筋结构加固，其缺点不能使用的温度600℃以上的环境中。2.3砌体式结构构造性加固和修补1）除了加强电网当电网的设立不符合现行设计规范要求，无论是垂直的横墙界面点咬搓有明显的缺陷，诚信的房子时，无论是不好的，应该另外建立电网进行加固。2）增设梁垫加固152 河南科技大学毕业设计当在大梁砖壁设置提出了在部分壁球或大梁部分垂直分割，应加建梁垫进行加固。3）砌体式开启部分基础当房子部分破损，但经过深入调查时，其断裂的原因尚未影响承重和安全性，可以燎原墙部分拆除，并根据对提高砂浆强度的第一级，以填补与全尺寸砖基础。4）砌体行动修补裂缝前裂缝修补携带，应根据砌体式组件的受力状态和裂缝等因素的特点，确定创建砌体式裂纹与裂纹修补目标导向或使用相应的账面目标的原因，加固措施。3钢结构钢结构加固方法：钢结构加固的主要方法包括：减少负荷，改变结构计算图，放大部分和原结构单元的联合力量，裂隙发育障碍等。当有成熟的经验，也可使用其他加固方法。1）改变了结构计算图这项改变结构计算图形的加固方法是指使用更改负载传播的情况，电力传输方式，节点性质和边界条件，除附件成员和支持，发挥了预应力的考虑，措施等空间联合行动进行了加固，结构的方法。2）加大构件截面的加固使用时，加大强化了部分钢材木材，断面形式选择要在加强规范的优势，并认为已经有缺陷和损坏情况。3）连接加固，加强成员连接钢结构连接方法，即焊缝，铆钉，普通螺栓和高强度螺栓连接方法的选择，应该的原因其中，目标，应力状态，结构和执行条件的需要，以加强根据结构，并考虑了结构的原始连接方法测定。钢结构加固一般采用焊接接头连接，高强度螺栓连接摩擦适当的，有基础的时候也可以使用摩擦焊接接头和高强度螺栓的混合连接。当采用焊接接头连接，应使用后评价审批焊接工艺及连接材料。4）裂纹修复与加固152 河南科技大学毕业设计由于结构的负载影响和材料的选择，结构，制造，工作一再不当等生产，并有休息时间延长或清脆的倾向性裂纹损伤，应尽量修复。在修复之前，必须分析了裂缝的原因和影响的严重性，采取切实可行的治理结构的工作目标为导向或进行加固措施，对不适合使用的维修加固的组成部分，应给予拆除更换。152'