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[T0003]三层3264平米框架教学楼毕业设计（计算书、建筑、结构图）

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[T0003]三层3264平米框架教学楼毕业设计（计算书、建筑、结构图）.zip

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关键词：: t0003 三层平米框架教学楼毕业设计计算建筑结构图

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2011 年 5月南京1

前言1

内容摘要2

第一章工程概况4

1．1 工程总体概况4

1．2 设计资料4

1．3 承重方案选择4

1．4 结构布置5

第二章确定计算简图6

2.1 框架梁截面尺寸6

2.2 框架柱截面尺寸6

2.3 框架结构计算简图6

第三章荷载代表值7

3.1荷载统计7

3.2 荷载作用计算9

3.3 地震作用下荷载计算12

第四章框架内力计算17

4.1 恒载作用下的框架内力17

4.2 活载作用下的框架内力24

4.3地震作用下横向框架的内力计算28

第五章框架内力组合32

5.1 弯矩调幅32

5.2横向框架梁内力组合33

5.3横向框架柱内力组合36

第六章框架梁、柱截面设计40

6.1框架梁截面设计40

6.2 框架柱截面设计46

第七章楼梯结构设计48

7.1 楼梯板计算48

7.2 平台板计算49

7.3 平台梁计算50

第八章现浇楼盖设计53

8.1现浇楼盖设计54

第九章基础设计56

9.1 荷载计算57

9.2 确定基础底面积58

9.3 基础结构设计（混凝土采用C20）59

第十章科技资料翻译64

参考资料83

前言

毕业设计是大学本科教育培养目标实现的重要阶段，是毕业前的综合学习阶段,是深化、拓宽、综合教和学的重要过程,是对大学期间所学专业理论知识的全面总结。

本组毕业设计题目为《溧阳职业学校一号教学楼框架结构设计》。在毕业设计前期，我温习了《结构力学》、《钢筋混凝土》、《建筑结构抗震设计》等知识，并借阅了《抗震规范》、《混凝土规范》、《荷载规范》等规范。在毕业设计中期，我通过所学的基本理论、专业知识和基本技能进行建筑、结构设计。在设计期间，本组在校成员齐心协力、分工合作，发挥了大家的团队精神。在设计后期，主要进行设计手稿的电脑输入，并得到老师的审批和指正，使我圆满的完成了任务，在此表示衷心的感谢。

毕业设计的三个月里，在指导老师的帮助下，经过资料查阅、设计计算、论文撰写以及外文的翻译，加深了对新规范、规程、手册等相关内容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行内力组合的计算时，进一步了解了Excel。在绘图时熟练掌握了AutoCAD，以上所有这些从不同方面达到了毕业设计的目的与要求。

框架结构设计的计算工作量很大，在计算过程中以手算为主，辅以一些计算软件的校正。由于自己水平有限，难免有不妥和疏忽之处，敬请各位老师批评指正。

2011.5.8

内容摘要

本设计主要进行了结构方案中横向框架3轴框架的抗震设计。在确定框架布局之后，先进行了层间荷载代表值的计算,接着利用顶点位移法求出自震周期，进而按底部剪力法计算水平地震荷载作用下大小，进而求出在水平荷载作用下的结构内力（弯矩、剪力、轴力）。接着计算竖向荷载（恒载及活荷载）作用下的结构内力，。是找出最不利的一组或几组内力组合。选取最安全的结果计算配筋并绘图。此外还进行了结构方案中的室内楼梯的设计。完成了平台板，梯段板，平台梁等构件的内力和配筋计算及施工图绘制。

关键词：框架结构设计抗震设计

Abstract

The purpose of the design is to do the anti-seismic design in the longitudinal frames of axis 3. When the directions of the frames is determined, firstly the weight of each floor is calculated .Then the vibrate cycle is calculated by utilizing the peak-displacement method, then making the amount of the horizontal seismic force can be got by way of the bottom-shear force method. The seismic force can be assigned according to the shearing stiffness of the frames of the different axis. Then the internal force (bending moment, shearing force and axial force ) in the structure under the horizontal loads can be easily calculated. After the determination of the internal force under the dead and live loads, the combination of internal force can be made by using the Excel software, whose purpose is to find one or several sets of the most adverse internal force of the wall limbs and the coterminous girders, which will be the basis of protracting the reinforcing drawings of the components. The design of the stairs is also be approached by calculating the internal force and reinforcing such components as landing slab, step board and landing girder whose shop drawings are completed in the end.

Keywords : frames, structural design, anti-seismic design

第一章工程概况

1．1 工程总体概况

江苏溧阳职业学校一号楼为三层钢筋混凝土框架结构体系，建筑面积约3000 m2 ，层高3.6 m，室内外高差为0.45m，屋面为上人屋面，采用有组织排水。楼盖及屋盖用现浇钢筋混凝土板。建筑设计使用年限50年。

1．2 设计资料

（1）建筑构造

屋面做法：SBS改性沥青防水卷材屋面，屋面保温材料选用聚苯板

楼面作法：水磨石楼面，

内外墙作法：内外墙均选用粉煤灰轻渣空心砌块（390mm×190mm×190mm）

QQ截图20150610113045.jpg

QQ截图20150610113106.jpg

QQ截图20150610113118.jpg

QQ截图20150610113138.jpg

QQ截图20150610113150.jpg

QQ截图20150610113205.jpg

结构图.jpg

内容简介：: 三江学院毕业设计任务书土木工程学院院土木工程专业论文题目溧阳职业学校一号教学楼设计学号姓名起讫日期工作地点指导教师姓名陈礼和协助指导教师姓名院（系）领导签名下发任务书日期： 10 年 10月 10 日一、毕业设计课题名称溧阳职业学校一号教学楼设计二、毕业设计资料1、建筑地点：江苏溧阳；建筑抗震设防烈度：7度建筑场地与工程地质条件详见地质资料2、建筑设计资料（1）建筑平面、层高：详见建筑施工图（2）建筑构造屋面做法：SBS改性沥青防水卷材屋面，作法详见苏J012005 屋面保温材料选用聚苯板楼面作法：水磨石楼面，作法详见苏J012005内外墙作法：内外墙均选用粉煤灰轻渣空心砌块（390mm190mm190mm）内墙作法详见苏J012005，外墙作法详见苏J0120053、选用材料混凝土强度等级上部结构采用C25，基础采用C20；梁柱及基础纵向受力钢筋采用HRB335级钢筋，其余钢筋均采用HPB235级钢筋，钢筋最大直径不超过25mm。三、毕业设计工作内容1、用AUTOCAD绘制所设计课题标准层建筑平面图、剖面图，主立面图。2、设计计算（1）完成标准层楼盖梁板和纵横向框架的构件平面布置，确定板厚和梁柱的截面尺寸，对次梁和框架进行编号，完成标准层楼盖板的内力和配筋计算，绘制结构构件平面图和板的配筋图。（2）完成次梁在恒活荷载作用下的内力和配筋计算，绘制次梁的配筋图。（3）完成一榀框架在恒活荷载和多遇地震作用下的内力计算，多遇地震作用下的层间弹性位移验算，框架梁柱的内力组合及配筋计算，绘制一榀框架的配筋图。（4）完成自选楼梯的内力和配筋计算，绘制楼梯的模板与配筋图。（5）完成柱下基础的设计与配筋计算，绘制基础构件平面布置图及基础详图。（6）用PKPM完成框架结构计算，将电算结果与手算结果进行比较。3、设计成果（1）完成AUTOCAD绘制的建筑施工图两至三张：即所设计课题标准层建筑平面图、剖面图、立面图。（2）完成两至三张手工绘制的结构施工图（2号图）：即一榀框架的配筋图和基础构件平面布置图及基础详图。采用铅笔绘制，要求布置匀称，线条粗细得当，尺寸齐全，文字书写工整符合规格要求，严格按结构制图标准作图。应有必要的施工说明。建议绘图比例：基础结构平面布置为1：100，框架梁柱配筋图和基础详图为1：40或1：50，梁柱配筋剖面图为1：20或1：25。（3）完成AUTOCAD绘制的结构施工图两张：即结构平面布置及板配筋图和楼梯模板及配筋图。要求布置匀称，线条粗细得当，尺寸齐全，严格按结构制图标准作图。建议绘图比例：楼盖结构平面布置及板配筋图为1：100，楼梯详图为1：40或1：50。同时应绘制一张符合施工要求的结构设计及施工总说明。（4）完成结构计算书一份，包括本工程设计计算资料，要求插图和计算过程齐全，书写整齐，条理清楚，装订成册。应包括中文摘要300字左右，外文摘要约250个实词左右。（5）完成英文科技文章翻译一篇。四、毕业设计参考书与资料1 中华人民共和国国家标准：建筑结构荷载规范（GB500092001）；2 中华人民共和国国家标准：混凝土结构设计规范（GB500102002）；3 中华人民共和国国家标准：建筑抗震设计规范（GB500112001）；4 中华人民共和国国家标准：建筑地基基础设计规范（GB500072002）；5 东南大学等主编，混凝土结构（上册、中册），中国建筑工业出版社；6 郭继武主编，建筑抗震设计(第二版)，中国建筑工业出版社；7 金喜平、邓庆阳编，基础工程，机械工业出版社；8 夏建中编，土力学，电力出版社；9 易富民、李学进、李旭鹏编，PKPM建筑结构设计快速入门与使用技巧，大连理工大学出版社。10美Leonard Spiegel ，Reinforced Concrete Design，清华大学出版社；11美Robert Dorsey ，Case Studies in Building Design and Construction，清华大学出版社。1205系列江苏省工程建设标准设计图集施工说明（苏J012005）五、毕业设计进度安排起迄日期工作内容第1周下达任务书，绘制建筑施工图23张；结构平面布置，恒及活荷载设计值作用下柱轴压比的初步验算第2周板及次梁计算，多遇地震作用下框架弹性层间位移验算第3周恒及活荷载标准值作用下的框架内力计算第4周地震作用下的框架内力计算第5周框架梁柱内力组合与配筋计算第6周楼梯的内力和配筋计算第7周柱下基础的设计与配筋计算，英文科技文章翻译第8周绘制楼（屋）面结构平面图及板的配筋图、次梁配筋图、框架配筋图、基础平面布置图及基础配筋图、楼梯模板及配筋图、结构施工总说明第9周电算第10周设计成果整理第1114周评阅第15周答辩河海大学毕业设计说明书作者：学号：系部：专业：题目：溧阳职业学校一号教学楼指导者：评阅者： 2011 年 5月南京土木工程毕业设计目录2011 年 5月南京1前言1内容摘要2第一章工程概况411 工程总体概况412 设计资料413 承重方案选择414 结构布置5第二章确定计算简图62.1 框架梁截面尺寸62.2 框架柱截面尺寸62.3 框架结构计算简图6第三章荷载代表值73.1荷载统计73.2 荷载作用计算93.3 地震作用下荷载计算12第四章框架内力计算174.1 恒载作用下的框架内力174.2 活载作用下的框架内力244.3地震作用下横向框架的内力计算28第五章框架内力组合325.1 弯矩调幅325.2横向框架梁内力组合335.3横向框架柱内力组合36第六章框架梁、柱截面设计406.1框架梁截面设计406.2 框架柱截面设计46第七章楼梯结构设计487.1 楼梯板计算487.2 平台板计算497.3 平台梁计算50第八章现浇楼盖设计538.1现浇楼盖设计54第九章基础设计569.1 荷载计算579.2 确定基础底面积589.3 基础结构设计（混凝土采用C20）59第十章科技资料翻译62参考资料87土木工程毕业设计前言毕业设计是大学本科教育培养目标实现的重要阶段，是毕业前的综合学习阶段,是深化、拓宽、综合教和学的重要过程,是对大学期间所学专业理论知识的全面总结。本组毕业设计题目为溧阳职业学校一号教学楼框架结构设计。在毕业设计前期，我温习了结构力学、钢筋混凝土、建筑结构抗震设计等知识，并借阅了抗震规范、混凝土规范、荷载规范等规范。在毕业设计中期，我通过所学的基本理论、专业知识和基本技能进行建筑、结构设计。在设计期间，本组在校成员齐心协力、分工合作，发挥了大家的团队精神。在设计后期，主要进行设计手稿的电脑输入，并得到老师的审批和指正，使我圆满的完成了任务，在此表示衷心的感谢。毕业设计的三个月里，在指导老师的帮助下，经过资料查阅、设计计算、论文撰写以及外文的翻译，加深了对新规范、规程、手册等相关内容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行内力组合的计算时，进一步了解了Excel。在绘图时熟练掌握了AutoCAD，以上所有这些从不同方面达到了毕业设计的目的与要求。框架结构设计的计算工作量很大，在计算过程中以手算为主，辅以一些计算软件的校正。由于自己水平有限，难免有不妥和疏忽之处，敬请各位老师批评指正。 2011.5.08内容摘要本设计主要进行了结构方案中横向框架3轴框架的抗震设计。在确定框架布局之后，先进行了层间荷载代表值的计算,接着利用顶点位移法求出自震周期，进而按底部剪力法计算水平地震荷载作用下大小，进而求出在水平荷载作用下的结构内力（弯矩、剪力、轴力）。接着计算竖向荷载（恒载及活荷载）作用下的结构内力，。是找出最不利的一组或几组内力组合。选取最安全的结果计算配筋并绘图。此外还进行了结构方案中的室内楼梯的设计。完成了平台板，梯段板，平台梁等构件的内力和配筋计算及施工图绘制。关键词：框架结构设计抗震设计 Abstract The purpose of the design is to do the anti-seismic design in the longitudinal frames of axis 3. When the directions of the frames is determined, firstly the weight of each floor is calculated .Then the vibrate cycle is calculated by utilizing the peak-displacement method, then making the amount of the horizontal seismic force can be got by way of the bottom-shear force method. The seismic force can be assigned according to the shearing stiffness of the frames of the different axis. Then the internal force (bending moment, shearing force and axial force ) in the structure under the horizontal loads can be easily calculated. After the determination of the internal force under the dead and live loads, the combination of internal force can be made by using the Excel software, whose purpose is to find one or several sets of the most adverse internal force of the wall limbs and the coterminous girders, which will be the basis of protracting the reinforcing drawings of the components. The design of the stairs is also be approached by calculating the internal force and reinforcing such components as landing slab, step board and landing girder whose shop drawings are completed in the end.Keywords : frames, structural design, anti-seismic design第一章工程概况11 工程总体概况江苏溧阳职业学校一号楼为三层钢筋混凝土框架结构体系，建筑面积约3000 m2 ，层高3.6 m，室内外高差为0.45m，屋面为上人屋面，采用有组织排水。楼盖及屋盖用现浇钢筋混凝土板。建筑设计使用年限50年。12 设计资料（1）建筑构造屋面做法：SBS改性沥青防水卷材屋面，屋面保温材料选用聚苯板楼面作法：水磨石楼面，内外墙作法：内外墙均选用粉煤灰轻渣空心砌块（390mm190mm190mm）（2）地质资料层次土类平均厚度（m）承载力特征值fak(kPa)重度（KN/m3）土层剪切波速（m/s）1杂填土0.89016.52素填土0.910016.03粉尘沙土6.216019.22004粉土5.714019.01805粉质粘土7.922519.4350注：1、场地土覆盖厚度（地面至剪切波速大于500m/s的土层距离）为66m。 2、常年地下水位在地表下2.0m。（3）基本雪压：0.5kN/m2（4）地震资料：设防烈度为7度，设计基本地震加速度为0.1g，设计地震为第一组。（5）建筑等级：结构安全等级二级，耐火等级级。（6）材料：混凝土强度等级上部结构采用C25，基础采用C20；梁柱及基础纵向受力钢筋采用HRB335级钢筋，其余钢筋均采用HPB235级钢筋，钢筋最大直径不超过25mm。（7）教学楼楼面活载，查建筑结构荷载规范(GB 500092001)，确定楼面活载标准值为2 kN/m2；上人屋面活荷载标准值 2.0 kN/m213 承重方案选择竖向荷载的传力途径：楼板的均布活载和恒载经次梁间接或直接传至主梁，再由主梁传至框架柱，最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径，本教学楼框架的承重方案为横向框架承重方案。9114 结构布置第二章确定计算简图 2.1 框架梁截面尺寸 1主梁高 h=(1/121/8)l ， b = (1/21/3)h横向：AB、CD跨：l=7500mm。h=625937.5mm，取h=700mm ，b =300mm。BC跨： l=3000mm。h=250375mm，取h=400mm ，b =300mm。纵向：l=8100mm。h=6751012.5mm，取h=700mm ，b =250mm。（3）次梁： h=(1/181/15)l h=500 mm b=250 mm2.2 框架柱截面尺寸本工程为现浇钢筋混凝土结构，7度设防，高度30m，抗震等级为二级，取底层柱估算柱尺寸，根据经验荷载为14kN/m2：中柱负荷面积（3/2+7.5/2）8.1=42.525m2。竖向荷载产生的轴力估计值：NV=1442.5253=1786.05 kN。轴力增大系数，中柱1.1，边柱1.2，N=1.11786.05=1964.66kN。AcN/uNfc=1964.66103/(0.811.9)=206371.32mm2。为安全起见，取柱截面尺寸为500mm500mm。2.3 框架结构计算简图第三章荷载代表值3.1荷载统计一、屋面（上人）（苏J01-2005 21+A/7）（1）恒荷载25厚1：2.5水泥砂浆保护层，表面抹光压平： 0.02525=0.63kN/m2隔离层：（SBS改性沥青柔性卷）： 0.4kN/m2高分子卷材（一层）： 0.05 kN/m220厚1：3水泥砂浆找平层： 0.0220=0.4kN/m2120厚钢筋混凝土屋面板： 0.1225=3.0kN/m220厚天棚石灰砂浆抹灰： 0.0217=0.34kN/m2 合计： 5.93kN/m2（2）活荷载和雪荷载上人屋面均布活荷载： 2.0kN/m2（基本雪压0.5KN/m2）合计： 2.0 KN/m2二、楼面（苏J01-2005 5/3）（1）恒荷载1.15厚1:2白水泥白石子（或掺有色石子）磨光打蜡0.27 KN/m22.刷素水泥浆结合层一道20厚1:3水泥砂浆找平层 0.0220=0.4kN/m2120厚现浇钢筋混凝土板 250.12=3.0kN/m220厚天棚石灰砂浆抹灰： 0.0217=0.34kN/m2 楼面恒载: 4.01kN/m2（2）活荷载楼面均布活荷载： 2.0kN/m2 走廊： 2.5kN/m2三、内墙面（苏J01-2005 9/5）刷乳胶漆5厚1:0.3:3水泥石灰膏砂浆粉面 0.00512=0.06kN/m212厚1:1:6水泥石灰膏砂浆打抵 0.01217=0.204kN/m2刷界面处理剂一道粉煤灰轻渣空心砌块 70.19=1.33kN/m2 合计： 1.594kN/m2四、外墙面（苏J01-2005 22/6）外墙涂料饰面聚合物砂浆保温材料3厚专用胶粘剂20厚1:3水泥砂浆找平层 0.02020=0.4kN/m2 12厚1:3水泥砂浆打底扫毛 0.01220=0.24kN/m2刷界面剂处理一道粉煤灰轻渣空心砌块 70.19=1.33kN/m2合计 1.97kN/m2表3-1 2-3层墙重位置墙重kN/m2梁高m钢框玻璃窗kN/m2窗高m层高m均布墙重kN/m跨度m自重kN总重kN外纵墙1.970.40.4523.63.26454.44177.69641.58内纵墙1.5940.43.65.10154.44277.7外横墙1.970.73.65.71318102.83内横墙1.5940.73.64.6311883.36表3-2 底层墙重位置墙重kN/m2梁高m钢框玻璃窗kN/m2窗高m层高m均布墙重kN/m跨度m自重kN总重kN外纵墙1.970.40.452.04.555.13654.44279.6886.72内纵墙1.5940.44.556.61554.44360.12外横墙1.970.74.557.58518136.53内横墙1.5940.74.556.13718110.47五、主梁荷载纵轴梁： 0.70.325=5.25kN/m 横轴梁： AB，CD跨自重0.7 0.325=5.25kN/m 粉刷2（0.7-0.12）0.0217=0.39kN/m 5.64kN/mBC跨自重 0.3 0.425=3kN/m 粉刷 2（0.4-0.12）0.0217=0.19kN/m 3.19kN/m次梁荷载自重0.5 0.2525=3.125kN/m 粉刷2（0.5-0.12）0.0217=0.129kN/m 3.254kN/m六、柱荷载2-3层 0.50.53.625=22.5kN底层 0.50.54.5525=28.44kN七、梁自重纵梁自重 5.2554.444=1143.24kN横向AB,CD 5.257.527=551.25 kN BC 337=63 kN八、柱自重 2-3层每层柱重 22.532=720kN 底层 28.4432=910.1kN九、活荷载统计上人屋面活荷载标准值 2.0 kN/m2 楼面，卫生间活荷载标准值 2.0 kN/m2 走廊，楼梯 2.5 kN/m2 屋面雪荷载 Sk=us0=1.00.5=0.5 kN/m23.2 荷载作用计算一、屋面荷载 1.屋面恒荷载： 5.93kN/m2 梁自重 AB,CD跨： 5.64kN/m BC跨： 3.19kN/m作用在顶层框架梁上的线荷载标准值为；梁自重 g5AB1=g5CD1=5.64kN/m g5BC1=3.19kN/m板传来的荷载g5AB2= g5CD2=5.938.1=48.0kN/m g5BC2=3.193=9.57kN/m2.活载作用在顶层框架梁上的线活载标准值为； g5AB= g5CD=28.1=16.2kN/m g5BC=23=6kN/m二、楼面荷载 1.楼面荷载标准值： 4.01kN/m2 边跨（AB,CD）框架自重：5.64kN/m 中跨（BC） 3.19kN/m 梁自重 gAB1= gCD1=5.6kN/m gBC1=3.19kN/m 板传来荷载 gAB2= gCD2=4.018.1=32.48kN/m gBC2=4.013=12.03kN/m 2.活载 gAB= gCD=28.1=16.2kN/m gBC=2.53=7.5kN/m三、屋面框架节点集中荷载标准值； 1.恒载边跨连系梁自重 0.70.38.125=42.53kN 粉刷 2（0.7-0.12）0.028.117=3.19kN 连系梁传来屋面自重 0.58.10.58.15.93=97.27kN 顶层边节点集中荷载 G5A=G5D=142.99kN 中柱连系梁自重 0.70.38.125=42.53kN 粉刷 2（0.7-0.1）0.028.117=3.19kN 连系梁传来屋面板自重 0.58.10.58.15.93=97.27kN 0.5（8.1+8.1-3）3/25.93=58.71kN 顶层中节点荷载 G5B=G5C=201.67kN 2.活载 Q5A=Q5D=0.58.10.58.12=32.81 kNQ5B=Q5C=32.81+0.5（8.1+8.1-3）3/22=52.61kN四、楼面框架节点集中荷载标准值1.恒载边梁连系梁自重 0.70.38.125=42.53kN 粉刷 2（0.7-0.1）0.028.117=3.19kN 连系梁传来楼面荷载 0.58.10.58.14.01=65.77kN 纵向梁上填充墙 8.13.264=26.44kN 柱自重 22.5kN 28.44kN 中间层边节点集中荷载 160.43kN 底层166.37kN 中柱连系梁自重 0.70.38.125=42.53kN 粉刷 2（0.7-0.1）0.028.117=3.19kN连系梁传来楼面自重 0.58.10.58.14.01=65.77kN 0.5（8.1+8.1-3）3/24.01=48.72kN内纵向梁上填充墙 8.15.101=41.32kN 柱自重 22.5kN 28.44kN 中间层中节点集中荷载 224.03kN 底层229.97kN 2.活载 QA=QD=0.58.10.58.12=32.81kN Q5B=Q5C=32.81+0.5（8.1+8.1-3）3/22.5=57.56kN图3-1 恒载作用下计算简图图3-2 活载作用下计算简图 3.3 地震作用下荷载计算1.建筑物总重力荷载代表值Gi的计算a.集中于屋盖处的质点重力荷载代表值G 350%雪载： 0.50.51854.44 = 244.8kN屋面恒载： 5.931854.44 = 5810.93kN横梁：（5.647.52+3.193）7= 659.19kN纵梁： 5.2554.444=1143.24kN柱重： 0.53222.5= 360kN墙自身重（各层一半） 641.582=320.79kNG 3=8538.91kNb.集中于楼面处的质点重力荷载代表值G 250%楼面活荷载： 0.5（27.554.442+2.5354.44） = 1020.75kN楼面恒载： 4.011854.44= 3929.48 kN梁自重： 1802.43kN墙自重（上下各半层）： 641.58kN柱重（上下各半层）： 720kNG 2-4=8114.24kNc.集中于底层楼面处的质点重力荷载代表值G 150%楼面活荷载： 0.5（27.554.442+2.5354.44） = 1020.75kN楼面恒载： 4.011854.44= 3929.48kN梁自重： 1802.43kN墙自重（上下各半层）： 641.58/2+886.72 /2=764.15kN柱重（上下各半层）： 720/2+910.1/2=815.05kNG 1=8331.86kN结构等效总重力荷载：图3-4 各质点的重力荷载代表值2.地震作用计算：（1）框架柱的抗侧移刚度在计算梁、柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取 I = 2I0；边框架梁取 I = 1.5I0；在装配整体式楼盖中，中框架梁的抗弯惯性矩取I = 1.5I0；边框架梁取I = 1.2I0，I0为框架梁按矩形截面计算的截面惯性矩。表3-4 横梁、柱线刚度杆件截面尺寸Ec(kN/mm2)I0(mm4)I(mm4)L(mm)(kNmm)相对刚度B(mm)H(mm)边框架梁300700308.5810912.8710975005.151071边框架梁300400301.61092.410930002.41070.466中框架梁300700308.5810917.1610975006.861071.332中框架梁300400301.61093.210930003.21070.621底层框架柱500500305.211095.2110945503.441070.668中层框架柱500500305.211095.2110936004.341070.843每层框架柱总的抗侧移刚度见表3-5：表3-5 框架柱横向侧移刚度D值项目根数层柱类型及截面二至三层边框架边柱(500500)1.190.3714.874边框架中柱(500500)1.740.4718.894中框架边柱(500500)1.580.4417.6810中框架中柱(500500)2.320.5421.710底层边框架边柱(500500)1.50.5711.374边框架中柱(500500)2.190.6412.764中框架边柱(500500)1.990.6212.3610中框架中柱(500500)2.920.713.9610ic:梁的线刚度，iz：柱的线刚度。底层： D = 11.374+12.764+12.3610+13.9610=359.72kN/mm二三层：D = 4（14.87+18.89）+（17.68+21.7）10= 528.84kN/mm（2）框架自振周期的计算表3-6 框架顶点假想水平位移计算表层Gi(kN)Gi(kN)D(kN/mm)=Gi/D总位移(mm)38538.918538.91528.8416.15117.128114.2416653.15528.8431.49100.9618331.8624985.01359.7269.4669.46：（考虑结构非承重砖墙影响的折减系数，对于框架取0.6）则自振周期为：（3）地震作用计算根据本工程设防烈度7、类场地土，设计地震分组为第一组，查抗震规范特征周期Tg = 0.35 sec，max = 0.08由于Tg = T1 结构等效总重力荷载：因为T11.4Tg所以无需在此结构顶部附加集中水平地震作用。各楼层的地震作用和地震剪力标准值由表3-7计算列出。表3-7 楼层地震作用和地震剪力标准值计算表层Hi(m)Gi(kN)GiHiFi=GiHiFEk/（GkHk）楼层剪力Vi(kN)311.758538.91100332.19834.07834.0728.158114.2466131.06549.761383.8314.558331.8637909.96315.151698.98（4）多遇水平地震作用下位移验算水平地震作用下框架结构的层间位移（u）i和顶点位移u i分别按下列公式计算：（u）i = Vi/D ij （3-1）u i=（u）k （3-2）各层的层间弹性位移角e=（u）i/hi，根据建筑抗震设计规范，考虑砖填充墙抗侧力作用的框架，层间弹性位移角限值e1/550。计算过程如表3-8所示：表3-8 横向水平地震作用下的位移验算楼层hi (mm)Vi (kN)Di(kN/mm)(ue)(mm)ui（mm）三3600834.07359.722.329.380.000641/550=0.00182二36001383.83359.723.857.060.00107一45501698.98528.843.213.210.00071第四章框架内力计算4.1 恒载作用下的框架内力1.弯矩分配系数计算弯矩分配系数顶层：节点A3 节点B3 节点A2 节点B2 底层：节点A1 节点B1 2.均布等效荷载顶层边跨顶层中跨中间层边跨中间层中跨表4-1均布等效荷载（单位：kN/m）位置AB梁BC梁CD梁323.389.0823.38223.389.0823.38123.389.0823.383.固端弯矩顶层边跨 M5AB=1/1223.687.52=102.3 kN.m顶层中跨 M5BC=1/129.0832=6.8 kN.m中间层边跨 MAB=1/1223.387.52=101 kN.m中间层中跨 MBC=1/129.0832=5.52 kN.m4.纵梁引起柱端附加弯矩边框架纵梁偏向外侧，中框架纵梁偏向内侧顶层外纵梁 MA5=MD5=45.30.125=5.66kN.m (逆时针为正)顶层中纵梁MB5=MC5=58.010.125=7.25kN.m楼层外纵梁MA1=MD1=48.830.125=6.10kN.m楼层中纵梁MB1=MC1=63.140.125=7.89kN.m5.节点不平衡弯矩横向框架的节点不平衡弯矩为通过该节点的各杆件（不包括纵向框架梁）在节点处的固端弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，根据平衡原则，节点弯矩的正方向与杆端弯矩方向相反，一律以逆时针方向为正。顶层：MA5=MD5=102.3+5.66=96.64kN.m MB5=MC5=102.36.87.25=88.25kN.m楼层：MA=MD=101+6.10=94.9kN.m MB=MC=1015.527.89=87.59kN.m6.恒荷载作用下弯矩二次分配7.恒荷载作用下梁端剪力和柱轴力计算表4-2 AB跨梁端剪力（kN）层g(kN/m)(自重作用)q(kN/m)(板传来作用)gl/2u=(l-a)*q/2MAB(kN.m)MBA(kN.m)Mik/lV1/A=gl/2+u-Mik/lVB=-(gl/2+u+Mik/l)35.6448.0332.7642.32-87.2892.680.7574.33-75.8325.6432.4832.7642.32-87.7892.940.7274.36-75.815.6432.4832.7642.32-79.688.21.1973.89-76.27注：l=7.5m a=4.05m表4-3 BC跨梁端剪力（kN）层g(kN/m)(自重作用)q(kN/m)(板传来荷载作用)l(m)gl/2l*q/4VB=gl/2+l*q/4VC=-(gl/2+l*q/4)33.199.5733.656.8910.54-10.5423.1912.0333.656.8910.54-10.5413.1912.0333.656.8910.54-10.54表4-4 AB跨跨中弯矩（kN.m）层g(kN/m)(自重作用)q(kN/m)(板传来作用)gl/2u=(l-a)*q/2MAB(kN.m)Mik/lV1/A=gl/2+u-Mik/lM=gl/2*l/4+u*1.05-MAB- V1/A*l/235.6448.0332.7642.32-87.280.7574.33-76.925.6432.4832.7642.32-87.780.7274.36-76.5115.6432.4832.7642.32-79.61.1973.89-83注：l=7.5m a=4.05m表4-5 BC跨跨中弯矩（kN.m）层g(kN/m)(自重作用)q(kN/m)(板传来荷载作用)l(m)gl/2l*q/4MBC(kN.m)VB=gl/2+l*q/4M=gl/2*l/4+ql/4*l/6-MBc- VB*l/233.199.5733.656.89-13.8210.545.1623.1912.0333.656.89-13.6510.544.9913.1912.0333.656.89-17.2210.548.56表4-6 柱轴力（kN）层边柱A轴、D轴中柱B轴、C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力3柱顶66.0348.8322.5369.9190.72+10.54=101.2663.1422.5503.87柱底392.41526.372柱顶66.0348.8322.5507.2790.72+10.54=101.2663.1422.5690.77柱底529.77713.271柱顶73.8448.8328.44652.4498.53+10.54=109.0763.1428.44885.45柱底682.75915.798.内力图图4.3 恒载作用下横向框架弯矩图（kNm）图4.4 恒载作用下横向框架剪力图（kN）图4.5 恒载作用下横向框架轴力图（kN）4.2 活载作用下的框架内力1.均布等效荷载顶层边跨顶层中跨中间层边跨中间层中跨表4-7均布等效荷载（单位：kN/m）位置AB梁BC梁CD梁37.524.257.5227.524.257.5217.524.257.522.固端弯矩顶层边跨 M5AB=1/127.527.52=32.49 kN.m顶层中跨 M5BC=1/124.2532=2.05 kN.m中间层边跨 MAB=1/127.527.52=32.49 kN.m中间层中跨 MBC=1/124.2532=2.58 kN.m3.纵梁引起柱端附加弯矩边框架纵梁偏向外侧，中框架纵梁偏向内侧顶层外纵梁MA5=MD5=32.810.125=1.27kN.m (逆时针为正)顶层中纵梁MB5=MC5=52.610.125=2.33kN.m楼层外纵梁MA1=MD1=32.810.125=1.27kN.m楼层中纵梁MB1=-MC1=-（20.58.10.58.1+2.5（8.1-2.7+8.1）30.50.5）0.125=2.78kN.m4.节点不平衡弯矩横向框架的节点不平衡弯矩为通过该节点的各杆件（不包括纵向框架梁）在节点处的固端弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，根据平衡原则，节点弯矩的正方向与杆端弯矩方向相反，一律以逆时针方向为正。顶层：MA5=MD5=32.49+1.27=31.22kN.m MB5=MC5=32.492.332.05=28.11kN.m楼层：MA=MD=32.49+1.27=31.22kN.m MB=MC=32.492.582.78=27.13kN.m1. 活荷载作用下弯矩二次分配图4.6 活载作用下横向框架弯矩的二次分配（KNm）6.恒荷载作用下梁端剪力和柱轴力计算表4-8 满跨活载作用下AB跨梁端剪力层q(kN/m)u=(l-a)*q/2MAB(kN.m)MBA(kN.m)Mik/lV1/A=u-Mik/lVB=-(u+Mik/l)316.222.28-27.8230.140.3221.96-22.6216.222.28-27.9930.210.3121.97-22.59116.222.28-25.2928.780.4821.8-22.76注：l=7.5m a=4.05m表4-9 满跨活载作用下BC跨梁端剪力层q(kN/m)l(m)ql/4(kN)VB= ql/4 (kN)VC=-ql/4 (kN)3634.594.59-4.5927.534.594.59-4.5917.534.594.59-4.59表4-10 满跨活载作用下AB跨跨中弯矩层q(kN/m)(板传来荷载作用)u=(l-a)*q/2MAB(kN.m)Mik/lV1/A=u-Mik/lM=u*1.05-MAB- V1/A*l/2316.222.28-27.820.3221.96-27.82216.222.28-27.990.3121.97-27.71116.222.28-25.290.4821.8-29.8注：l=7.5m a=4.05m表4-11 满跨活载作用下BC跨跨中弯矩层q(kN/m)l(m)ql/4(kN)MBC(kN.m)VB= ql/4 (kN)M= ql/4*l/6-MBc- VB*l/23634.59-5.214.591.0827.534.59-5.164.591.0317.534.59-6.274.592.14表4-12 满跨活载作用下柱轴力 (kN)层边柱（A轴）中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力321.9610.1395.9622.6+4.59=27.1922.22143.95221.9710.13128.0622.59+4.59=27.1822.22193.35121.810.13159.9922.76+4.59=27.3522.22242.92图4.7 活载作用下横向框架弯矩图（kNm）图4-8 活载作用下横向框架剪力图（kN）图4-9 活载作用下横向框架轴力图（kN）4.3地震作用下横向框架的内力计算多遇水平地震作用下位移验算水平地震作用下框架结构的层间位移（u）i和顶点位移u i分别按下列公式计算：（u）i = Vi/D ij （3-1）u i=（u）k （3-2）各层的层间弹性位移角e=（u）i/hi，根据建筑抗震设计规范，考虑砖填充墙抗侧力作用的框架，层间弹性位移角限值e1/550。计算过程如表3-8所示：表3-8 横向水平地震作用下的位移验算楼层hi (mm)Vi (kN)Di(kN/mm)(ue)(mm)ui（mm）三3600834.07359.722.329.380.000641/550=0.00182二36001383.83359.723.857.060.00107一45501698.98528.843.213.210.00071满足要求表4-23 各层柱反弯点位置层次柱别Ky02y23y3y3边柱1.580.4510100.45中柱2.320.4910100.492边柱1.580.5101.3500.5中柱2.320.5101.3500.51边柱1.990.650.7400.65中柱2.920.580.7400.582.确定各层中各柱分配到的剪力、柱端弯矩。Vij=DijVi/Dij （4-10）Mbij=Vijxyh （4-11）Muij=Vij（1-y）h （4-12）表4-24 地震作用下框架柱剪力及柱端弯矩层h(m)Vi(kN)D柱别DiVikyM下M上33.6834.07359.72边柱13.6628.610.45-46.35-56.65中柱18.4938.730.49-68.32-71.1123.61383.83359.72边柱13.6633.830.5-60.89-60.89中柱18.4945.790.5-82.42-82.4214.551698.98528.84边柱9.239.80.65-125.47-67.56中柱10.6846.20.58-129.96-94.113.梁端弯矩，剪力，轴力计算Mlb=ilb（Mci+1，j+Mci，j）/（ilb+irb）（4-13）Mrb=irb（Mci+1，j+Mci，j）/（ilb+irb）（4-14）Vb=（Mlb+ Mrb）/l （4-15）Ni=（Vlb- Vrb）k （4-16）具体计算过程见下表：表4-25 梁端弯矩、剪力及柱轴力的计算层次边梁走道梁柱轴力MlbMrblVbMlbMrblVb边柱N中柱N387.1569.567.521.7746.9646.96334.79-43.31-25.462107.2489.997.527.3960.7560.75345-70.7-43.071128.45105.397.532.4871.1471.14352.7-103.18-63.29图4-18 地震作用下弯矩图 V N图4-19 地震作用下框架剪力及柱轴力（kN）第五章框架内力组合5.1 弯矩调幅1、弯矩调幅，取 = 0.9进行调幅，调幅计算过程见下表。 (5-1) (5-2) (5-3)表5-1 弯矩调幅计算恒载层次跨向梁弯矩标准值调幅系数调幅后弯矩标准值Ml0Mr0M中MlMrM三层AB-87.28-92.6876.90.9-78.55-83.4185.9BC-13.82-13.82-5.160.9-12.44-12.44-3.78二层AB-87.78-92.9476.510.9-79-83.6585.55BC-13.65-13.65-4.990.9-12.29-12.29-3.63一层AB-79.6-88.2830.9-71.6479.3891.39BC-17.22-17.22-8.560.9-15.5-15.5-6.34活载三层AB-27.82-30.1427.820.9-25.04-27.1330.72BC-5.21-5.21-1.080.9-4.69-4.69-0.56二层AB-27.99-30.2127.710.9-25.19-27.1930.62BC-5.16-5.16-1.030.9-4.64-4.64-0.51一层AB-25.29-28.7829.80.9-22.76-25.932.5BC-6.27-6.27-2.140.9-5.64-5.64-1.51BC-2.58-2.58-0.510.9-2.32-2.32-0.25一层AB-12.66-14.3314.920.9-11.39-13.4316.27BC-3.15-3.15-1.080.9-2.84-2.84-0.77一般组合采用三种组合形式即可：可变荷载效应控制时：永久荷载效应控制时，5.2横向框架梁内力组合表5-2 横向框架梁内力组合（一般组合）杆件跨向截面内力恒载活荷载1.2恒+1.4活1.35恒+活首层横梁AB跨梁左端M-62.34-19.65-102.32-103.81V71.1321.59115.58117.62跨中M104.6434.93174.47176.19梁右端M-75.88-24.12-124.82-126.56V-75.31-22.97-122.53-124.64BC跨梁左端M-21.71-6.88-35.68-36.19V12.833.6520.5120.97跨中M-11.06-3.6-18.31-18.53梁右端M-21.71-6.88-35.68-36.19V-12.83-3.65-20.51-20.97三层横梁AB跨梁左端M-79-25.19-130.07-131.84V74.3621.97119.99122.36跨中M85.5530.62145.53146.11梁右端M-83.65-27.19-138.45-140.11V-75.8-22.59-122.59-124.92BC跨梁左端M-12.29-4.64-21.24-21.23V10.544.5919.0718.82跨中M-3.63-0.515.07-5.41梁右端M-12.29-4.64-21.24-21.23V-10.54-4.59-19.07-18.82二层横梁AB跨梁左端M-71.64-22.76-117.83-119.47V73.8921.8119.19121.55跨中M91.3932.5155.17123.38梁右端M-79.38-25.9-131.52-133.06V-76.27-22.76-123.39-125.72BC跨梁左端M-15.5-5.64-26.5-26.57V10.544.5919.0718.82跨中M-6.34-1.51-9.72-10.07梁右端M-15.5-5.64-26.5-26.57V-10.54-4.59-19.07-18.82表5-3 横向框架梁内力组合（考虑地震组合）杆件跨向截面内力内力组合恒载地震作用1.2恒+0.5(雪活)+1.3地震作用向左向右向左向右首层横梁AB跨梁左端M-62.3426.91-26.91-44.13-114.1V71.13-6.576.5780.5492.34跨中M104.643.26-3.2652.4744.15梁右端M-75.88-20.420.4-122.06-69.02V-75.31-6.576.57-102.68-85.6BC跨梁左端M-21.7113.77-13.77-8.86-44.66V12.83-10.210.22.5229.04跨中M-11.0600-13.63-13.63梁右端M-21.71-13.7713.77-44.66-8.86V-12.83-10.210.2-29.04-2.52三层横梁AB跨梁左端M-79107.24-107.2429.48-249.34V74.36-27.3927.3966.81138.03跨中M85.558.63-8.63132.25109.81梁右端M-83.65-89.9989.99-233.640.34V-75.8-27.3927.39-140.12-68.9BC跨梁左端M-12.2960.75-60.7561.44-96.51V10.54-4545-43.0973.91跨中M-3.6300-4.66-4.66梁右端M-12.29-60.7560.75-96.5161.44V-10.54-4545-73.9143.09二层横梁AB跨梁左端M-71.64128.45-128.4567.35-266.62V73.89-32.4832.4859.54143.98跨中M91.3911.53-11.53144.18114.2梁右端M-79.38-105.39105.39-248.3825.64V-76.27-32.4832.48-147.39-62.94BC跨梁左端M-15.571.14-71.1470.47-114.49V10.54-52.752.7-53.183.92跨中M-6.3400-8.53-8.53梁右端M-15.5-71.1471.14-114.4970.47V-10.54-52.752.7-83.9253.15.3横向框架柱内力组合表5-4 横向框架柱内力组合(一般组合)杆件跨向恒载活荷载1.2恒+1.4活Nmax及相应的NNmin及相应的MNmax及相应的M三层柱A柱柱顶M40.5513.2667.2275.1755.5668.00N369.9195.96578.24571.55558.05595.34柱底M40.0713.1166.4472.6356.5867.2N392.4195.96529.64598.56585.05625.71B柱柱顶M-35.44-11.07-58.03-68.82-68.82-58.91N503.87143.95806.17782.08782.08824.17柱底M-35.19-10.9957.61-67.94-67.94-58.5N526.37143.95833.17809.08809.08854.55二层柱A柱柱顶M41.5413.5968.8778.955.0469.67N507.27128.06788.00781.92758.24812.87柱底M48.8515.9880.9990.6966.8281.93N529.77128.06815.01808.92785.24843.25B柱柱顶M-36.1-11.26-59.08-73.62-73.62-60.00N690.77193.351099.611065.341065.341125.89柱底M-41.28-12.8667.54-81.86-81.86-68.59N713.27193.351126.611092.331092.331156.26底层柱A柱柱顶M24.668.0540.8655.6123.8641.34N652.44159.991006.911003.39965.641040.78柱底M12.334.0320.4449.35-9.620.68N682.75159.991043.291039.761002.011081.7V-7.63-2.49-11.65-21.64-2.94-12.79B柱柱顶M-21.89-6.86-29.75-57.01-57.01-36.41N885.45242.921402.671357.051357.051438.28柱底M-10.95-3.43-17.94-47.98-47.98-18.21N915.79242.921439.041393.461393.461479.24V6.772.1211.0924.0524.0511.26注：表中画横线数值用于后面的基础设计中。表5-5 横向框架柱内力组合(考虑地震组合)恒载活荷载地震作用1.2恒+1.3地震作用+0.5活|Mmax|及相应的 NNmin及相应的MNmax及相应的M向左向右向左向右三层柱A柱柱顶M40.5513.26-56.6556.65-17.01130.29130.29-17.01130.29N369.9195.96-43.3143.31430.78543.38543.38430.78543.38柱底M40.0713.11-46.3546.35-4.29116.22116.22-4.29116.22392.4195.96-43.3143.31457.78570.38570.38457.78570.38B柱柱顶M-35.44-11.07-71.1171.11-141.7443.15-141.74-141.7443.15N503.87143.95-25.4625.46632.57698.76632.57632.57698.76柱底M-35.19-10.99-68.3268.32-137.7939.84-137.79-137.7939.84N526.37143.95-25.4625.46659.57725.76659.57659.57725.76二层柱A柱柱顶M41.5413.59-60.8960.89-21.13137.19137.19-21.13137.19N507.27128.06-70.770.7579.24763.06763.06579.24763.06柱底M48.8515.98-60.8960.89-10.93147.39147.39-10.93147.39N529.77128.06-70.770.7606.24790.06790.06606.24790.06B柱柱顶M-36.1-11.26-82.4282.42-157.3256.97-157.32-157.3256.97N690.77193.35-43.0743.07861.4973.38861.4861.4973.38柱底M-41.28-12.86-82.4282.42-164.5549.74-164.55-164.5549.74N713.27193.35-43.0743.07888.41000.38888.4888.41000.38底层柱A柱柱顶M24.668.05-67.5667.56-53.4122.26122.26-53.4122.26N652.44159.99-103.18103.18730.36998.63998.63730.36998.63柱底M12.334.03-125.47125.47-145.89180.33180.33-145.89180.33N682.75159.99-103.18103.18766.7310351035766.731035V-7.63-2.4939.8-39.841.08-62.4-62.441.08-62.4B柱柱顶M-21.89-6.86-94.1194.11-152.7691.92-152.76-152.7691.92N885.45242.92-63.2963.291096.271260.821096.271096.271260.82柱底M-10.95-3.43-129.96129.96-184.16153.73-184.16-184.16153.73N915.79242.92-63.2963.291132.681297.231132.681132.681297.23V6.772.1246.2-46.269.47-50.6569.4769.47-50.65注：表中画横线数值用于基础抗震设计中。第六章框架梁、柱截面设计6.1框架梁截面设计注：正截面受弯承载力计算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。表 6-1横梁AB、BC跨正截面受弯承载力计算层混凝土强度等级bh(mm2)截面位置组合内力柱边截面弯矩 (kN.m)h0(mm) (mm2)实际选用(mm2)备注M(kN.m)V(kN)顶层C25300700A3支座-140.33120.49-110.216600.0820.086 685318,As=7630.55跨中146.69146.696600.0140.014 879320,As=9420.55B3支座左-145.84-123.1-115.076600.0860.090 717318,As=7630.55300400B3支座右-28.6525.46-22.293600.0400.041 176214,As=3080.55跨中-5.66-5.663600.0100.010 44214,As=3080.55C3支座左-28.65-25.46-22.293600.0400.041 176214,As=3080.55三层C25300700A2支座-146.5122.00-116.00660 0.0860.090 723318,As=7630.55跨中146.11146.11660 0.0140.014 876320,As=9420.55B2支座左 -151.35-124.51-182.48660 0.1360.146 1172420,As=12560.55300400B2支座右- 31.8726.79-25.17360 0.0450.046 199214,As=3080.55跨中-5.41-5.41360 0.0100.010 42214,As=3080.55C2支座左-31.87-26.79-25.17360 0.0450.046 199214,As=3080.55二层C25300700A1支座-142.45123.17-111.666600.0830.087 695318,As=7630.55跨中155.17155.176600.0140.014 930320,As=9420.55B1支座左-150.72-127.23-118.916600.0880.093 742318,As=7630.55300400B1支座右-41.0929.82-33.643600.0600.062 268214,As=3080.55跨中-10.07-10.073600.0180.018 78214,As=3080.55C1支座左-41.09-29.82-33.643600.0600.062 268214,As=3080.55表 6-2 横梁AB、BC跨正截面抗震验算层混凝土强度等级bh(mm2)截面位置组合内力柱边截面弯矩 (kN.m)h0(mm) (mm2)实际选用(mm2)备注M(kN.m)V(kN)顶层C25300700A3支座-222.59130.67-189.920.75 660 0.1060.112898320,As=942安全跨中132.95132.950.75 560 0.0740.077320,As=942安全B3支座左-206.78-115.43-235.640.75 660 0.1310.1411132322,As=1140安全300400B3支座右-78.7860.64-63.620.75 360 0.0860.090385314,As=461安全跨中-4.86-4.860.75 360 0.0070.007214,As=308安全C3支座左-78.78-130.67-111.450.75 360 0.1500.164702318,As=763安全三层C25300700A2支座-249.34138.03214.830.75 660 0.1200.1281025418,As=1017安全跨中132.25132.250.75 660 0.0740.077320,As=942安全B2支座左-233.64-140.12-268.670.75 660 0.1500.1631306420As=1256安全300400B2支座右-96.5173.91-78.030.75 360 0.1050.111478314,As=461安全跨中-4.66-4.660.75 360 0.0060.006214,As=308安全C2支座左-96.51-73.91-114.990.75 360 0.1550.169727318,As=763安全二层C25300700A1支座-266.62143.98-230.630.75 660 0.1290.1381106322As=1140安全跨中144.18144.180.75 660 0.0800.084320,As=942安全B1支座左-248.38-147.39-285.230.75 660 0.1590.1741395325,As=1473安全300400B1支座右-114.4983.92-93.510.75 360 0.1260.135580316,As=603安全跨中-8.53-8.530.75 360 0.0120.012214,As=308安全C1支座左-114.4983.92-93.510.75 360 0.1260.135580316,As=603安全注：正截面抗震验算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。梁内纵筋由抗震设计要求控制。表中空格处表示按抗震计算的配筋小于按抗弯承载力计算的配筋，取抗弯承载力的配筋。表 6-3横梁AB、BC跨斜截面受剪承载力计算层次混凝土强度等级bh(mm2)斜截面位置组合内力V(kN)h00.25cfcbh0(kN)0. 7ftbh0(kN)选用箍筋(双肢)(kN)备注顶层C25300700A3支座120.49660600.60168.178100316.64安全B3支座左123.1660600.60168.178100316.64安全300400B3支座右25.46360321.7590.098100185.54安全C3支座左25.46360321.7590.098100185.54安全三层C25300700A2支座122.00660600.60168.178100316.64安全B2支座左124.51660600.60168.178100316.64安全300400B2支座右26.79360321.7590.098100185.54安全C2支座左26.79360321.7590.098100185.54安全二层C25300700A1支座123.17660600.60168.178100316.64安全B1支座左127.23660600.60168.178100316.64安全300400B1支座右29.82360321.7590.098100185.54安全C1支座左29.82360321.7590.098100185.54安全表 6-4横梁AB、BC跨斜截面受剪抗震验算层混凝土强度等级bh(mm2)斜截面位置（kN）(kN.m)组合内V(kN)h0 (kN)(kN)选用箍筋(双肢)(kN)备注顶层C25300700A3支座102.37210.78134.57660565.27118.718100293.37B3支座左104.56210.78136.76660565.27118.718100293.37300400B3支座右15.41121.8865.06360302.8263.598100175.88C3支座左15.41121.8865.06360302.8263.598100175.88三层C25300700A3支座102.42263.12142.62660565.27118.718100293.37B3支座左104.51263.12144.71660565.27118.718100293.37300400B3支座右15.41157.9579.76360302.8263.598100175.88C3支座左15.41157.9579.76360302.8263.598100175.88二层C25300700A1支座101.76315.73150.00660565.27118.718100293.37B1支座左105.67315.73153.9160565.27118.718100293.37300400B1支座右15.41184.9690.76360302.8263.598100175.88C1支座左15.41184.9690.76360302.8263.598100175.886.2 框架柱截面设计表6-5框架柱正截面压弯承载力计算(|Mmax|)A柱层次砼强度bhlolo/h柱截面组合内力eoeaeiei/ho12e判断破坏类型bb =0.55大偏压x-2aAs=As(mm2)(x2a)选用钢筋(mm2)备注(mm2)(m)Mmax (kN.m)N(kN)(mm)(mm)(mm)(mm)三层C255005004.59上端75.17571.55131.5220151.520.331.001.00 1.18388.130.18大偏压0.182.80218，As=As=5090.215%9下端72.63598.56121.3420141.340.311.001.00 1.19377.960.18大偏压0.183.710218，As=As=5090.215%二层C255005004.59上端78.9781.92100.9120120.910.261.00 1.00 1.22357.520.24大偏压0.2429.360218，As=As=5090.215%9下端90.69808.92112.1120132.110.291.00 1.00 1.20368.730.25大偏压0.2533.140218，As=As=5090.215%底层C255005004.559.7上端55.611003.3955.422075.420.161.001.00 1.41316.340.31大偏压0.3160.330218，As=As=5090.215%9.7下端49.351039.7647.462067.460.151.001.00 1.46308.380.32大偏压0.3265.420218，As=As=5090.215%表6-6框架柱正截面压弯承载力计算(|Mmax|)B柱层次砼强度bhlolo/h柱截面组合内力eoeaeiei/ho12e判断破坏类型bb =0.55小偏压As=As大偏压x-2aeAs=As(mm2)(x2a)选用钢筋(mm2)备注(mm2)(m)Mmax (kN.m)N(kN)(mm)(mm)(mm)(mm)(mm2)三层C255005004.59上端68.82782.0888.0020108.000.231.001.00 1.25344.610.24大偏压0.2429.380 218，As=As=5090.215%9下端67.94809.0883.9720103.970.231.001.00 1.26340.590.25大偏压0.2533.160218，As=As=5090.215%二层C255005004.59上端73.621065.3469.102089.100.191.00 1.00 1.30325.720.32大偏压0.3269.000218，As=As=5090.215%9下端81.861092.3374.942094.940.211.00 1.00 1.28331.560.33大偏压0.3372.770218，As=As=5090.215%底层C305005004.559.7上端57.011357.0542.012062.010.131.001.00 1.50302.930.41大偏压0.41109.800218，As=As=5090.215%9.7下端47.981393.4634.432054.430.121.001.00 1.57295.350.42大偏压0.42114.890218，As=As=5090.215%表6-11框架柱正截面压弯抗震验算(|Mmax|)A柱层次砼强度bhlolo/h柱截面组合内力eoeaeiei/ho12e判断破坏类型bb =0.55小偏压As=As大偏压x-2aeAs=As(mm2)(x2a)选用钢筋(mm2)备注(mm2)(m)Mmax (kN.m)N(kN)(mm)(mm)(mm)(mm) (mm2)三层C255005004.59上端122.42543.38225.2920245.290.531.001.00 1.11481.910.17大偏压0.17-4.0061.91267218，As=As=5090.215%9下端137.14570.38240.4420260.440.571.001.00 1.10497.050.17大偏压0.17-0.2377.05349218，As=As=5090.215%二层C255005004.59上端137.14763.06179.7220199.720.431.001.00 1.13436.340.23大偏压0.2326.72180218，As=As=5090.215%9下端168.34790.06213.0720233.070.511.001.00 1.11469.690.24大偏压0.2430.50407218，As=As=5090.215%底层C255005004.559.7上端124.94998.63125.1120145.110.321.001.00 1.21386.030.30大偏压0.3059.670218，As=As=5090.215%9.7下端180.331035.00174.2320194.230.421.001.00 1.16435.150.31大偏压0.3164.76390218，As=As=5090.215%表6-12框架柱正截面压弯抗震验算(|Mmax|)B柱层次砼强度bhlolo/h柱截面组合内力eoeaeiei/ho12e判断破坏类型bb =0.55小偏压As=As大偏压x-2aeAs=As(mm2)(x2a)选用钢筋(mm2)备注(mm2)(m)Mmax (kN.m)N(kN)(mm)(mm)(mm)(mm) (mm2)三层C255005004.59上端141.74632.57224.0720244.070.531.001.00 1.11480.680.19大偏压0.198.47326218，As=As=5090.215%9下端137.79659.57208.9120228.910.501.001.00 1.12465.520.20大偏压0.2012.25270218，As=As=5090.215%二层C255005004.59上端157.32861.4182.6320202.630.441.001.00 1.13439.250.26大偏压0.2640.48179.86218，As=As=5090.215%9下端164.55888.4185.2220205.220.451.001.00 1.13441.830.27大偏压0.2744.25407.17218，As=As=5090.215%底层C255005004.559.7上端152.761096.27139.3520159.350.351.001.00 1.19400.260.33大偏压0.3373.320218，As=As=5090.215%9.7下端184.161132.68162.5920182.590.401.001.00 1.17423.500.34大偏压0.3478.42390.38218，As=As=5090.215%第七章楼梯结构设计楼梯间开间为8.1m，进深为7.5m。采用板式楼梯底层，共26级踏步，踏步宽0.28m，其踏步的水平投影长度为120.28=3.36m。二至三层楼梯均为等跑楼梯，共24级踏步，踏步宽0.28m，其踏步的水平投影长度为110.28=3.08m。楼梯的踢面和踏面均采用瓷砖面层，踏面采用防滑处理，底面为水泥砂浆粉刷。混凝土强度等级C25，板采用HPB235钢筋，梁纵筋采用HRB335钢筋。7.1 楼梯板计算板倾斜度 tg=150/300=0.5 cos=0.894设板厚h=120mm，h=1/301/25=118142 mm板厚满足要求取1m宽板带计算。1、荷载计算：梯段板的荷载：荷载种类荷载标准值（KN/m）恒载30厚瓷砖（0.3+0.15）0.55/0.3=0.825三角形踏步0.30.1525/2/0.3=1.875斜板0.1225/0.894=3.356板底抹灰0.0217/0.894=0.38小计6.436活荷载2.5荷载分项系数rG=1.2 rQ=1.4设计值：g=1.26.436=7.723 KN/mq=1.42.5=3.5KN/m基本组合的总荷载设计值 g+q=7.723+3.5=11.223 KN/m2、截面设计：板水平计算跨度跨中最大弯矩 M=（g+q）lo2/10=11.2233.552/10=14.143 KNmh0=120-20=100 mms=M/（fcmbh02）=14.143106/(1.014.310001002)=0.099rs=0.948As=M /（rsfyh0）=14.143106/(0.948210100)=710 mm2选10100,实有As=714 mm2,分布筋8200，7.2 平台板计算设平台板厚h=100mm，取1m宽板带计算。1、荷载计算：平台板的荷载：平台板荷载荷载种类荷载标准值（KN/m）恒载30厚瓷砖0.55100厚混凝土板0.125=2.5板底抹灰0.0217=0.34小计3.39活荷载2.5荷载分项系数rG=1.2 rQ=1.4设计值：g=1.23.39=4.068 KN/mq=1.42.5=3.5KN/m基本组合的总荷载设计值 p= g+q =7.568KN/m2、截面设计：靠窗的平台板：l0=2500-125+100/2=2.125mM=(g+q)l02/8=7.5682.1252/8=4.272 KNms=M/（fcbf，h02）=0.07=1-（1-2s）1/2=0.073As=fcb，h0/fy=267 mm2选8180,实有As=279 mm2,分布筋6200, 支座按构造要求配筋靠走廊的平台板：l0=1400-125+100/2=1.325mM=(g+q)l02/8=7.5681.3252/8=1.661 KNms=M/（fcbf，h02）=0.027=1-（1-2s）1/2=0.027As=fcb，h0/fy=99mm2选6180,实有As=157 mm2,分布筋6200, 支座按构造要求配筋7.3 平台梁计算设平台梁截面 b=250mm h=300mm1、荷载计算：平台梁1的荷载：荷载种类荷载标准值（KN/m）恒载梁自重0.25（0.3-0.1）25=1.2梁侧及底抹灰2（0.3-0.1）+0.250.0217=0.218平台板传来3.39（2.2+0.245）/2=4.144梯段板传来6.4363.3/2=10.619小计16.159设计值：=（1.2+0.218+10.619）1.2=14.423 KN/m=4.1141.2=4.937 KN/m4活荷载：梯段板传来：2.53.3/2=4.125 KN/m平台板传来： KN/m设计值： KN/m KN/m平台梁2的荷载：b=240mm h=300mm平台梁2荷载荷载种类荷载标准值（KN/m）恒载梁自重0.25（0.3-0.1）25=1.2梁侧及底抹灰2（0.3-0.1）+0.250.0217=0.218平台板传来3.39（1.4+0.245）/2=2.789梯段板传来6.4363.3/2=10.619小计14.826设计值：=（1.2+0.218+10.619）1.2=14.423 KN/m=2.7891.2=3.347 KN/m活荷载：梯段板传来：2.53.3/2=4.125 KN/m平台板传来： KN/m设计值： KN/m KN/m2、截面设计：TL1：计算跨度l0=1.05ln=1.05（4.5-0.25）=4.473 ml2支座最大剪力：= = 跨中最大弯矩：M=(g1+q1)l02/8/2+(g2+q2)l02/8=(14.423+4.125) 4.4732/8/2+(4.937+4.27) 4.4732/8=46.22KN截面按倒L形计算，bf，=mm按梁净距考虑不按梁的高度考虑：h0=300-35=265 mm由于取属第一类T形截面。s=M/（fcmbh02）=46.22106/（1.014.37462652）=0.0617rs=0.968As=M /（rsfyh0）=46.22106/（2100.968265）=858 mm2选320实有As=942 mm2受剪承载力计算：截面尺寸满足要求仅需按构造要求配置箍筋选用双肢8200,TL2：计算跨度l0=1.05ln=1.05（4.5-0.24）=4.473 ml2支座最大剪力：= = 跨中最大弯矩：M=(g1+q1)l02/8/2+(g2+q2)l02/8=(14.423+4.125) 4.4732/8/2+(3.347+3.29) 4.4732/8=44.951KN截面按倒L形计算，bf，=mm按梁净距考虑不按梁的高度考虑：h0=300-35=265 mm由于取属第一类T形截面。s=M/（fcmbh02）=44.951106/（1.014.37462652）=0.06rs=0.969As=M /（rsfyh0）=44.951106/（2100.969265）=834 mm2选320实有As=942 mm2受剪承载力计算：截面尺寸满足要求仅需按构造要求配置箍筋选用双肢8200,第八章现浇楼盖设计8.1现浇楼盖设计楼板厚120mm，楼面活荷载标准值2 kN/m2。走廊活荷载标准值2.5 kN/m2。钢筋混凝土板泊松比=1/61、荷载设计值：办公室恒载设计值 g=4.011.2=4.55kN/m2 活载设计值 q=21.4=2.8kN/m2 走廊恒载设计值 g = 1.24.01= 4.55kN/m2 活载设计值 q=2.51.4=3.5kN/m2所以教室部分 p=g + q =4.55+2.8=7.35kN/m2 p,= g + q/2=4.55+2.8/2=5.9kN/m2 p ,= q/2=2.8/2=1.4kN/m2 走廊部分 p=g + q =4.55+3.5=8.0kN/m2 p,= g + q/2=4.55+3.5/2=6.3kN/m2 p ,= q/2=3.5/2=1.75kN/m22、按双向板弹性理论计算区格弯矩：A区格板： lx=3.75m ly=4.05m lx / ly =3.75/4.05=0.625查混凝土与砌体结构设计附表得两邻边固定两邻边简支时的弯矩和四边简支时的系数（表中为弯矩系数）lx/ly支承条件 0.63两邻边固定两邻边简支 0.0508 0.0257 -0.1065 -0.0757四边简支 0.0821 0.0389 3.截面设计板跨中截面两个方向有效高度的确定假定钢筋选用10，则板支座截面有效高度为由于楼盖周边按铰支考虑，因此I角区板的弯矩不折减，而中央区格和的区格板的跨中弯矩和支座弯矩可减少20%，但考虑到本设计中弯矩值均较小，可不做折减。计算配筋时，近似取内力臂系数，表8-1 双向板配筋计算表截面h(mm)M(kNm/m)()配筋情况实配()跨中A 方向904.230110200393 方向1008.4552910150523B 方向901.6411710200393 方向1003.5122010200393C 方向902.8820610200393 方向1006.440110200393D 方向900.896410200393 方向1002.2714210200393支座A-C100-12.6879410100785A-D100-9.0256510140561A-B100-9.0256510140561B-D100-3.6723010200393C-C100-9.5659910130604D-C100-6.8142710180436D-D100-2.6816710200393第九章基础设计9.1 荷载计算按照地基基础设计规范和建筑抗震设计规范的有关规定，上部结构传至基础顶面上的荷载只需按照荷载效应的基本组合来分析确定。混凝土设计强度等级采用C30，基础底板设计采用HRB335钢，fy=300 N/mm，室内外高差为0.45 m，基础埋置深度为1.2m，基础高度600mm。上柱断面为500500，基础部分柱断面保护层加大，两边各增加50，故地下部分柱颈尺寸为600600层次土类平均厚度（m）承载力特征值fak(kPa)重度（KN/m3）土层剪切波速（m/s）1杂填土0.89016.52素填土0.910016.03粉尘沙土6.216019.22004粉土5.714019.01805粉质粘土7.922519.4350基础承载力计算时，应采用荷载标准组合。，取两者中大者。以轴线为计算单元进行基础设计，上部结构传来柱底荷载标准值：表9-1荷载标准组合柱内力恒载活荷载恒k+活kA柱M12.334.0316.36N682.75159.99842.74V-7.63-2.49-10.17B柱M-10.95-3.43-14.38N915.79242.921158.71V6.772.128.89底层墙、基础连系梁传来荷载标准值（连系梁顶面标高同基础顶面）墙重：0.00以上：5.50.23.9=4.29kN/m（粉煤灰轻渣空心砌块，=5.5） 0.00以下：190.240.95=4.33kN/m（采用一般粘土砖，=19）连梁重：（400240）（与纵向轴线距离0.15）柱A基础底面： FK = 842.74 +11.024.5 =892.33kN MK=37.01 +11.024.50.15+16.550.6 = 54.38kNm柱B基础底面： FK =1158.71+11.024.5 = 1208.3kN MK=14.38+11.024.50.15+8.890.6=27.15kNm9.2 确定基础底面积A、D柱下采用钢筋混凝土独立基础，B、C采用钢筋混凝土联合基础，根据地质条件取层粉质粘土层作为持力层，设基础在持力层中的嵌固深度为0.1m，室外埋深1.2，室内埋深1.65 m，（室内外高差0.45m）。1.A柱：（1）初估基底尺寸由于基底尺寸未知，持力层土的承载力特征值先仅考虑深度修正，由于持力层为粉质粘土，故取=1.6=（16.5 1.0+160.5）/1.5=17.4=100+1.617.4(1.5-0.5) = 192.84 = 6.2 设=1.2 =2.27 取b=2.3m，l=2.8m（2）按持力层强度验算基底尺寸：基底形心处竖向力：=892.33+202.32.8(1.5+1.95) = 1114.5基底形心处弯矩： = 54.38 偏心距：= 0.049= 0.47 满足要求。2.B柱：因B、C轴向距仅3，D、E柱分别设为独立基础场地不够，所以将两柱做成双柱联合基础。因为两柱荷载对称，所以联合基础近似按中心受压设计基础，基础埋深1.2。设 l=5.6m，b=3m， A=16.8m2按持力层强度验算基底尺寸：基底形心处竖向力：=1208.3+205.63(1.5+1.65) = 1787.9基底形心处弯矩： = 27.15偏心距：= 0.015= 0.93满足要求。9.3 基础结构设计（混凝土采用C20）1荷载设计值基础结构设计时，需按荷载效应基本组合的设计值进行计算。 A柱：F=1039.76+11.024.51.2=1099.27kN M=49.35+11.024.51.20.15+0.621.64=71.26kN.m（B-C)柱： 2A柱：（1）基底净反力：（2）冲切验算 =1.24m2 基础高度满足要求。（3）配筋=216.26kN.m 选14110 =140.56 kN.m 配14160 注：短边钢筋放在长边钢筋内侧，所以有效计算高度差10mm。3（B-C)柱基基础高度（等厚）（1）基底净反力：（2）冲切验算：计算简图见图9-2。要求，满足要求。图9-2 冲切验算计算简图弯矩和剪力的计算结果（3）纵向内力计算，弯矩和剪力的计算结果见图9-4。（4）抗剪验算柱边剪力：满足要求。（5）纵向配筋计算板底层配筋：折算成每米板宽3596.62/5.6=642选14200 As=770板顶层配筋：按构造配筋10200 As=393（6）横向配筋柱下等效梁宽为：柱边弯矩：折算成每米梁宽2718/3=906选14170，第十章科技资料翻译一、科技资料原文：The bridge crack produced the reason to simply analyse In recent years, the traffic capital construction of our province gets swift and violent development, all parts have built a large number of concrete bridges. In the course of building and using in the bridge, relevant to influence project quality lead of common occurrence report that bridge collapse even because the crack appears The concrete can be said to often have illness coming on while fracturing and frequently-occurring disease , often perplex bridge engineers and technicians. In fact , if take certain design and construction measure, a lot of cracks can be overcome and controlled. For strengthen understanding of concrete bridge crack further, is it prevent project from endanger larger crack to try ones best, this text make an more overall analysis , summary to concrete kind and reason of production , bridge of crack as much as possible, in order to design , construct and find out the feasible method which control the crack , get the result of taking precautions against Yu WeiRan. Concrete bridge crack kind, origin cause of formation In fact, the origin cause of formation of the concrete structure crack is complicated and various, even many kinds of factors influence each other , but every crack has its one or several kinds of main reasons produced . The kind of the concrete bridge crack, on its reason to produce, can roughly divide several kinds as follows :First, load the crack caused Concrete in routine quiet . Is it load to move and crack that produce claim to load the crack under the times of stress bridge, summing up has direct stress cracks , two kinds stress crack onces mainly. Direct stress crack refer to outside load direct crack that stress produce that cause. The reason why the crack produces is as follows, 1, Design the stage of calculating , does not calculate or leaks and calculates partly while calculating in structure; Calculate the model is unreasonable; The structure is supposed and accorded with by strength actually by strength ; Load and calculate or leak and calculate few; Internal force and matching the mistake in computation of muscle; Safety coefficient of structure is not enough. Do not consider the possibility that construct at the time of the structural design; It is insufficient to design the section; It is simply little and assigning the mistake for reinforcing bar to set up; Structure rigidity is insufficient; Construct and deal with improperly; The design drawing can not be explained clearly etc. 2, Construction stage, does not pile up and construct the machines , material limiting ; Is it prefabricate structure structure receive strength characteristic , stand up , is it hang , transport , install to get up at will to understand; Construct not according to the design drawing, alter the construction order of the structure without authorization , change the structure and receive the strength mode; Do not do the tired intensity checking computations under machine vibration and wait to the structure . 3, Using stage, the heavy-duty vehicle which goes beyond the design load passes the bridge; Receive the contact , striking of the vehicle , shipping; Strong wind , heavy snow , earthquake happen , explode etc. Stress crack once means the stress of secondary caused by loading outside produces the crack. The reason why the crack produces is as follows, 1, In design outside load function , because actual working state and routine , structure of thing calculate have discrepancy or is it consider to calculate, thus cause stress once to cause the structure to fracture in some position. Two is it join bridge arch foot is it is it assign X shape reinforcing bar , cut down this place way , section of size design and cut with scissors at the same time to adopt often to design to cut with scissors, theory calculate place this can store curved square in , but reality should is it can resist curved still to cut with scissors, so that present the crack and cause the reinforcing bar corrosion. 2, Bridge structure is it dig trough , turn on hole , set up ox leg ,etc. to need often, difficult to use a accurate one diagrammatic to is it is it calculate to imitate to go on in calculating in routine, set up and receive the strength reinforcing bar in general foundation experience. Studies have shown , after being dug the hole by the strength component , it will produce the diffraction phenomenon that strength flows, intensive near the hole in a utensil, produced the enormous stress to concentrate. In long to step prestressing force of the continuous roof beam , often block the steel bunch according to the needs of section internal force in stepping, set up the anchor head, but can often see the crack in the anchor firm section adjacent place. So if deal with improper, in corner or component form sudden change office , block place to be easy to appear crack strength reinforcing bar of structure the. In the actual project, stress crack once produced the most common reason which loads the crack. Stress crack once belong to one more piece of nature of drawing , splitting off , shearing. Stress crack once is loaded and caused, only seldom calculate according to the routine too, but with modern to calculate constant perfection of means, times of stress crack to can accomplish reasonable checking computations too. For example to such stresses 2 times of producing as prestressing force , creeping ,etc., departments finite element procedure calculates levels pole correctly now, but more difficult 40 years ago. In the design, should pay attention to avoiding structure sudden change (or section sudden change), when it is unable to avoid , should do part deal with , corner for instance, make round horn , sudden change office make into the gradation zone transition, is it is it mix muscle to construct to strengthen at the same time, corner mix again oblique to reinforcing bar , as to large hole in a utensil can set up protecting in the perimeter at the terms of having angle steel. Load the crack characteristic in accordance with loading differently and presenting different characteristics differently. The crack appear person who draw more, the cutting area or the serious position of vibration. Must point out , is it get up cover or have along keep into short crack of direction to appear person who press, often the structure reaches the sign of bearing the weight of strength limit, it is an omen that the structure is destroyed, its reason is often that sectional size is partial and small. Receive the strength way differently according to the structure, the crack characteristic produced is as follows: 1, The centre is drawn. The crack runs through the component cross section , the interval is equal on the whole , and is perpendicular to receiving the strength direction. While adopting the whorl reinforcing bar , lie in the second-class crack near the reinforcing bar between the cracks. 2, The centre is pressed. It is parallel on the short and dense parallel crack which receive the strength direction to appear along the component. 3, Receive curved. Most near the large section from border is it appear and draw into direction vertical crack to begin person who draw curved square, and develop toward neutralization axle gradually. While adopting the whorl reinforcing bar , can see shorter second-class crack among the cracks. When the structure matches muscles less, there are few but wide cracks, fragility destruction may take place in the structure 4, Pressed big and partial. Heavy to press and mix person who draw muscle a less one light to pigeonhole into the component while being partial while being partial, similar to receiving the curved component. 5, Pressed small and partial. Small to press and mix person who draw muscle a more one heavy to pigeonhole into the component while being partial while being partial, similar to the centre and pressed the component. 6, Cut. Press obliquly when the hoop muscle is too dense and destroy, the oblique crack which is greater than 45? direction appears along the belly of roof beam end; Is it is it is it destroy to press to cut to happen when the hoop muscle is proper, underpart is it invite 45? direction parallel oblique crack each other to appear along roof beam end. 7, Sprained. Component one side belly appear many direction oblique crack, 45? of treaty, first, and to launch with spiral direction being adjoint. 8, Washed and cut. 4 side is it invite 45? direction inclined plane draw and split to take place along column cap board, form the tangent plane of washing. 9, Some and is pressed. Some to appear person who press direction roughly parallel large short cracks with pressure. Second, crack caused in temperature change The concrete has nature of expanding with heat and contract with cold, look on as the external environment condition or the structure temperature changes, concrete take place out of shape, if out of shape to restrain from, produce the stress in the structure, produce the temperature crack promptly when exceeding concrete tensile strength in stress. In some being heavy to step foot-path among the bridge , temperature stress can is it go beyond living year stress even to reach. The temperature crack distinguishes the main characteristic of other cracks will be varied with temperature and expanded or closed up. The main factor is as follows, to cause temperature and change 1, Annual difference in temperature. Temperature is changing constantly in four seasons in one year, but change relatively slowly, the impact on structure of the bridge is mainly the vertical displacement which causes the bridge, can prop up seat move or set up flexible mound ,etc. not to construct measure coordinate , through bridge floor expansion joint generally, can cause temperature crack only when the displacement of the structure is limited, for example arched bridge , just bridge etc. The annual difference in temperature of our country generally changes the range with the conduct of the average temperature in the moon of January and July. Considering the creep characteristic of the concrete, the elastic mould amount of concrete should be considered rolling over and reducing when the internal force of the annual difference in temperature is calculated. 2, Rizhao. After being tanned by the sun by the sun to the side of bridge panel , the girder or the pier, temperature is obviously higher than other position, the temperature gradient is presented and distributed by the line shape . Because of restrain oneself function, cause part draw stress to be relatively heavy, the crack appears. Rizhao and following to is it cause structure common reason most , temperature of crack to lower the temperature suddenly 3, Lower the temperature suddenly. Fall heavy rain , cold air attack , sunset ,etc. can cause structure surface temperature suddenly dropped suddenly, but because inside temperature change relatively slow producing temperature gradient. Rizhao and lower the temperature internal force can adopt design specification or consult real bridge materials go on when calculating suddenly, concrete elastic mould amount does not consider converting into and reducing 4, Heat of hydration. Appear in the course of constructing, the large volume concrete (thickness exceeds 2. 0), after building because cement water send out heat, cause inside very much high temperature, the internal and external difference in temperature is too large, cause the surface to appear in the crack. Should according to actual conditions in constructing, is it choose heat of hydration low cement variety to try ones best, limit cement units consumption, reduce the aggregate and enter the temperature of the mould , reduce the internal and external difference in temperature, and lower the temperature slowly , can adopt the circulation cooling system to carry on the inside to dispel the heat in case of necessity, or adopt the thin layer and build it in succession in order to accelerate dispelling the heat. 5, The construction measure is improper at the time of steam maintenance or the winter construction , the concrete is sudden and cold and sudden and hot, internal and external temperature is uneven , apt to appear in the crack. 6, Prefabricate T roof beam horizontal baffle when the installation , prop up seat bury stencil plate with transfer flat stencil plate when welding in advance, if weld measure to be improper, iron pieces of nearby concrete easy to is it fracture to burn. Adopt electric heat piece draw law piece draw prestressing force at the component , prestressing force steel temperature can rise to 350 degrees Centigrade , the concrete component is apt to fracture. Experimental study indicates , are caused the intensity of concrete that the high temperature burns to obviously reduce with rising of temperature by such reasons as the fire ,etc., glueing forming the decline thereupon of strength of reinforcing bar and concrete, tensile strength drop by 50% after concrete temperature reaches 300 degrees Centigrade, compression strength drops by 60%, glueing the strength of forming to drop by 80% of only round reinforcing bar and concrete; Because heat, concrete body dissociate ink evaporate and can produce and shrink sharply in a large amount Third shrink the crack caused In the actual project, it is the most common because concrete shrinks the crack caused. Shrink kind in concrete, plasticity shrink is it it shrinks (is it contract to do ) to be the main reason that the volume of concrete out of shape happens to shrink, shrink spontaneously in addition and the char shrink. Plasticity shrink. About 4 hours after it is built that in the course of constructing , concrete happens, the cement water response is fierce at this moment, the strand takes shape gradually, secrete water and moisture to evaporate sharply, the concrete desiccates and shrinks, it is at the same time conduct oneself with dignity not sinking because aggregate,so when harden concrete yet,it call plasticity shrink. The plasticity shrink producing amount grade is very big, can be up to about 1%. If stopped by the reinforcing bar while the aggregate sinks, form the crack along the reinforcing bar direction. If web , roof beam of T and roof beam of case and carry baseplate hand over office in component vertical to become sectional place, because sink too really to superficial obeying the web direction crack will happen evenly before hardenning. For reducing concrete plasticity shrink,it should control by water dust when being construct than,last long-time mixing, unloading should not too quick, is it is it take closely knit to smash to shake, vertical to become sectional place should divide layer build. Shrink and shrink (do and contract). After the concrete is formed hard , as the top layer moisture is evaporated progressively , the humidity is reduced progressively , the volume of concrete is reduced, is called and shrunk to shrink (do and contract). Because concrete top layer moisture loss soon, it is slow for inside to lose, produce surface shrink heavy , inside shrink a light one even to shrink, it is out of shape to restrain from by the inside concrete for surface to shrink, cause the surface concrete to bear pulling force, when the surface concrete bears pulling force to exceed its tensile strength, produce and shrink the crack. The concrete hardens after-contraction to just shrink and shrink mainly .Such as mix muscle rate heavy component (exceed 3% ), between reinforcing bar and more obvious restraints relatively that concrete shrink, the concrete surface is apt to appear in the full of cracks crackle. Shrink spontaneously. Spontaneous to it shrinks to be concrete in the course of hardenning , cement and water take place ink react, the shrink with have nothing to do by external humidity, and can positive (whether shrink, such as ordinary portland cement concrete), can negative too (whether expand, such as concrete, concrete of slag cement and cement of fly ash). The char shrinks. Between carbon dioxide and hyrate of cement of atmosphere take place out of shape shrink that chemical reaction cause. The char shrinks and could happen only about 50% of humidity, and accelerate with increase of the density of the carbon dioxide. The char shrinks and seldom calculates . The characteristic that the concrete shrinks the crack is that the majority belongs to the surface crack, the crack is relatively detailed in width , and criss-cross, become the full of cracks form , the form does not have any law . Studies have shown , influence concrete shrink main factor of crack as follows, 1, Variety of cement , grade and consumption. Slag cement , quick-hardening cement , low-heat cement concrete contractivity are relatively high, ordinary cement , volcanic ash cement , alumina cement concrete contractivity are relatively low. Cement grade low in addition, unit volume consumption heavy rubing detailed degree heavy, then the concrete shrinks the more greatly, and shrink time is the longer. For example, in order to improve the intensity of the concrete , often adopt and increase the cement consumption method by force while constructing, the result shrinks the stress to obviously strengthen . 2, Variety of aggregate. Such absorbing water rates as the quartz , limestone , cloud rock , granite , feldspar ,etc. are smaller, contractivity is relatively low in the aggregate; And such absorbing water rates as the sandstone , slate , angle amphibolite ,etc. are greater, contractivity is relatively high. Aggregate grains of foot-path heavy to shrink light in addition, water content big to shrink the larger. 3, Water gray than. The heavier water consumption is, the higher water and dust are, the concrete shrinks the more greatly. 4, Mix the pharmaceutical outside. It is the better to mix pharmaceutical water-retaining property outside, then the concrete shrinks the smaller. 5, Maintain the method . Water that good maintenance can accelerate the concrete reacts, obtain the intensity of higher concrete. Keep humidity high , low maintaining time to be the longer temperature when maintaining, then the concrete shrinks the smaller. Steam maintain way than maintain way concrete is it take light to shrink naturall. 6, External environment. The humidity is little, the air drying , temperature are high, the wind speed is large in the atmosphere, then the concrete moisture is evaporated fast, the concrete shrinks the faster. 7, Shake and smash the way and time. Machinery shake way of smashing than make firm by ramming or tamping way concrete contractivity take little by hand. Shaking should determine according to mechanical performance to smash time , are generally suitable for 55s / time. It is too short, shake and can not smash closely knit , it is insufficient or not even in intensity to form the concrete; It is too long, cause and divide storey, thick aggregate sinks to the ground floor, the upper strata that the detailed aggregate stays, the intensity is not even , the upper strata incident shrink the crack. And shrink the crack caused to temperature, worthy of constructing the reinforcing bar againing can obviously improve the resisting the splitting of concrete , structure of especially thin wall (thick 200cm of wall ). Mix muscle should is it adopt light diameter reinforcing bar (8 |? construct 14 |? ) to have priority , little interval assign (whether 10 construct 15cm ) on constructing, the whole section is it mix muscle to be rate unsuitable to be lower than 0 to construct. 3%, can generally adopt 0 . 3%0. 5%. Fourth, crack that causes out of shape of plinth of the ground Because foundation vertical to even to subside or horizontal direction displacement, make the structure produce the additional stress, go beyond resisting the ability of drawing of concrete structure, cause the structure to fracture. The even main reason that subside of the foundation is as follows, 1, Reconnoitres the precision and is not enough for , test the materials inaccuratly in geology. Designing, constructing without fully grasping the geological situation, this is the main reason that cause the ground not to subside evenly . Such as hills area or bridge, district of mountain ridge, hole interval to be too far when reconnoitring, and ground rise and fall big the rock, reconnoitring the report cant fully reflect the real geological situation . 2, The geological difference of the ground is too large. Building it in the bridge of the valley of the ditch of mountain area, geology of the stream place and place on the hillside change larger, even there are weak grounds in the stream, because the soil of the ground does not causes and does not subside evenly with the compressing. 3, The structure loads the difference too big. Under the unanimous terms, when every foundation too heavy to load difference in geological situation, may cause evenly to subside, for example high to fill out soil case shape in the middle part of the culvert than to is it take heavy to load both sides, to subside soon heavy than both sides middle part, case is it might fracture to contain 4, The difference of basic type of structure is great. Unite it in the bridge the samly , mix and use and does not expand the foundation and a foundation with the foundation, or adopt a foundation when a foot-path or a long difference is great at the same time , or adopt the foundation of expanding when basis elevation is widely different at the same time , may cause the ground not to subside evenly too 5, Foundation built by stages. In the newly-built bridge near the foundation of original bridge, if the half a bridge about expressway built by stages, the newly-built bridge loads or the foundation causes the soil of the ground to consolidate again while dealing with, may cause and subside the foundation of original bridge greatly 6, The ground is frozen bloatedly. The ground soil of higher moisture content on terms that lower than zero degree expands because of being icy; Once temperature goes up , the frozen soil is melted, the setting of ground. So the ground is icy or melts causes and does not subside evenly . 7, Bridge foundation put on body, cave with stalactites and stalagmites, activity fault,etc. of coming down at the bad geology, may cause and does not subside evenly . 8, After the bridge is built up , the condition change of original ground . After most natural grounds and artificial grounds are soaked with water, especially usually fill out such soil of special ground as the soil , loess , expanding in the land ,etc., soil body intensity meet water drop, compress out of shape to strengthen. In the soft soil ground , season causes the water table to drop to draw water or arid artificially, the ground soil layer consolidates and sinks again, reduce the buoyancy on the foundation at the same time , shouldering the obstruction of rubing to increase, the foundation is carried on ones shoulder or back and strengthened .Some bridge foundation is it put too shallow to bury, erode , is it dig to wash flood, the foundation might be moved. Ground load change of terms, bridge nearby is it is it abolish square , grit

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