混凝土结构设计项目报告

'混凝土结构设计项目报告第十小组摘要 该课程项目旨在让学生尝试在结构整体分析的基础上设计结构构件，将学生各章所学的构件设计的知识融入到实际的结构体系中，从而可有效地避免以往构件设计和结构设计相脱节的不足。项目分两个阶段进行，第一阶段是基于承载能力极限状态的结构设计；第二阶段是基于正常使用极限状态的结构设计。本文是第一阶段：承载能力极限状态报告。小组成员通过对软件的学习、对课本知识的熟悉和理解、利用各种途径积极查询相关资料，掌握解决梁配筋的方法，完成了软件结构分析，构件承载力设计，并绘制了梁的施工图。AbstractThecourseprojectisdesignedtoenablestudentstotrytostructuretheoverallanalysisbasedonthedesignofstructuralcomponents,eachchapterthestudentshavelearnedtheknowledgeofcomponentdesignintotheactualstructureofthesystem, whichcaneffectivelyavoidthepreviouscomponentdesignandstructuraldesigndivorcedfromdeficiencies.Theprojecthastwophases,thefirststageisbasedonthecarryingcapacitylimitstateofstructuraldesign;secondstageisbasedonthenormaluseofthelimitstateofstructuraldesign.Thisisthefirstphasereport.Membersofthegroupthroughthesoftware,learning,textbookknowledge,familiarityandunderstanding,usingavarietyofwaystoactivelyqueryrelevantinformation,mastersettlementmethodofreinforcementbeamstocompletethestructuralanalysissoftware,componentbearingcapacityofdesignanddrawingofthebeamconstructionFig.第一阶段：承载能力极限状态报告1.引言 混凝土结构约有150年的历史，与钢、木和砌体结构相比，由于它在物理力学性能、材料来源以及工程造价等方面有许多优点，所以发展速度很快，应用也最广泛。我国是采用混凝土结构最多的国家，应用范围不断扩大，已经从工业与民用建筑、交通设施、水利水电建筑和基础工程扩大到了近海工程、海底建筑、地下建筑、核电站安全壳等领域，甚至已开始构思和实验用于月面建筑。2.项目描述2.1工程资料：本项目取自某五层的钢筋混凝土框架结构，结构平立面布置规整，故可将空间问题平面化，横向框架可简化为2跨、5层的平面结构，计算简图如图1所示。构件的尺寸：内柱:350×400mm外柱:350×350mm边梁:200×500mm中梁:200×400mm荷载标准值：竖向荷载（恒载）竖向荷载（活载）风引起的侧向集中力13.5kN/m8.6kN/m120kN2.2需要完成的工作2.2.1用软件进行结构分析 Ø平面框架的建模Ø刚性楼面约束条件的实现及柱底固结约束的实现Ø荷载的布置(竖向荷载,水平荷载)Ø荷载组合(1)1.35恒+0.7*1.4楼(屋)面活;(2)1.2恒+1.4楼(屋)面活±0.6*1.4风Ø平面框架分析(内力和侧移)Ø自振特性分析(周期,振型)2.2.2构件承载力设计Ø梁的截面设计(1)正截面受弯承载力设计(2)斜截面受剪承载力设计Ø柱的截面设计(1)正截面受弯承载力设计(2)斜截面受剪承载力设计2.2.3绘制梁、柱的施工图3.用Sap2000建立模型 3.1选择轴网3.2确定轴网数量及类型3.3定义截面 3.3作图做出框架 3.4定义荷载模式3.5定义荷载组合 工况一：工况二工况三: 工况四：包络图3.6定义质量源：恒载取100%+活载取50% 施加恒载施加活载 施加风载4.用Sap2000进行结构分析 4.1工况一工况二工况三工况四 4.2自震结果分析 4.3内力计算结果梁的编号弯矩M(KN·m)剪力V(KN)M+maxM-min1-1168.4-313.6173.51-2207.5-231.4231.41-3167.4-312.5173.12-1118.3-264.6154.72-2153.8-198.9183.72-3118.4-264.6154.73-191.2-217.0138.83-295.3-142.4135.83-391.2-217.0138.84-168.5-171.6122.54-243.8-86.391.04-368.5-171.7122.55-169.6-127.0110.85-2—-50.852.45-369.6-127.0110.85.梁的截面设计说明：该部分的混凝土均选用C30混凝土，纵筋均选用HRB400，箍筋未作特别说明均选用HPB300环境设为一类环境，单层钢筋=40mm,双层钢筋梁的编号：第一个数字表示该梁所在的层数，第二个数字表示该梁所处的从左往右数的位置如梁2-3表示二层从左往右数第二根梁1-1梁-M=-313.1KN·m+M=168.4KN·mV=173.5KN取,,,, 下部钢筋：=0.397选筋220+222上部钢筋：=179.9KN·m=133.1KN·m=0.75=0.295=1027mm2=2415mm2选筋525箍筋：=86KN=180ɸ8@1301-2梁–M=259.6KN·mM=207KN·mV=231KN下部钢筋,,,, =0.4144=1086mm2=102.3KN·m=104.7KN·m=1120mm2=2206mm2选筋622上部钢筋：=206.5KN·m=53.1KN·m=0.17=0.19=2773mm2选筋：425+222箍筋：=66KN=113mm（此处由于剪力很大，箍筋用三级钢筋）选筋：ɸ10@1001-3梁 -M=-313.1KN·m+M=168.4KN·mV=173.5KN取,,,,下部钢筋：=0.397选筋：选筋220+222上部钢筋：=179.9KN·m=133.1KN·m=0.75=0.295=1027mm2=2415mm2箍筋：=86KN=180ɸ8@1302-1梁：-M=-264KN·mM=118KN·mV=155KN取=232.2KN·m ,,,,下部钢筋：0.194=0.217800.1mm2选筋416上部钢筋：=112.9KN·m=151.1KN·m=0.234=0.27=927mm2=1731mm2选筋箍筋：=86KN=130mm选筋ɸ8@1302-2梁-M=-198KN·mM=118KN·mV=155KN取=142.2KN·m,,,,下部钢筋： =0.4144=1086mm2=102.3KN·m=48.3KN·m=0.16=0.17=1634mm2选筋225+222上部钢筋：=164KN·m=34.9KN·m=0.11=0.11=2215mm2选筋：320+322箍筋：=66KN=100选筋：ɸ10@100 2-3梁-M=-264KN·mM=118KN·mV=155KN取=232.2KN·m,,,,下部钢筋：0.194=0.217800.1mm2选筋:416上部钢筋：=112.9KN·m=151.1KN·m=0.234=0.27=927mm2=1731mm2选筋箍筋：=86KN=130mm选筋ɸ8@1303-1梁 取-M=-217KN·mM=91.2KN·mV=138KN=232.2KN·m,,,,下部钢筋：0.15=0.164600.0mm2选筋:316上部钢筋：=91.3KN·m=46.7KN·m=0.32=0.24=860mm2=1473mm2选筋325箍筋：=86KN=135mm选筋ɸ6@1303-2梁,,,, -M=-142KN·mM=95.2KN·mV=135.8KN取=142.2KN·m下部钢筋：0.257=0.3865mm2选筋320上部钢筋：=43.7KN·m=0.140.15=80mm=1360mm2选筋：618箍筋：=66KN=223ɸ8@2003-3梁=232.2KN·m,,,,取 =232.2KN·m,,,,下部钢筋：0.15=0.164600.0mm2选筋316上部钢筋：=91.3KN·m=46.7KN·m=0.32=0.24=860mm2=1473mm2选筋：618箍筋：=86KN=135mm选筋ɸ6@1304-1梁-M=-171.6KN·mM=68KN·mV=122KN=232.2KN·m,,,, 取下部钢筋：0.11=0.12436mm2选筋314上部钢筋：=68.4KN·m=102.9KN·m=0.17=0.18=685mm2=1137.6mm2选筋：322箍筋：=86KN=232mm选筋：ɸ8@2004-2梁=142.2KN·m,,,,-M=-86KN·mM=43KN·mV=90.9KN取 下部钢筋：0.12=0.12353mm2选筋216上部钢筋：=46.3KN·m=39.7KN·m=0.11=0.11=746mm2选筋：318箍筋：=66KN=220mm选筋：ɸ8@2004-3梁-M=-171.6KN·mM=68KN·mV=122KN=232.2KN·m,,,,取 下部钢筋：0.11=0.12436mm2选筋：314上部钢筋：=68.4KN·m=102.9KN·m=0.17=0.18=685mm2=1137.6mm2箍筋：=86KN=232mm选筋：ɸ8@2005-1梁-M=-127KN·mM=70KN·mV=110KN=232.2KN·m,,,,取 下部钢筋：0.12=0.12450mm2选筋:314上部钢筋：=70KN·m=57KN·m=0.09=0.1=839mm2选筋416箍筋：=86KN=292mm选筋：ɸ6@2005-2梁-M=-51.4KN·mV=52.4KN=142.2KN·m,,,,取 上部钢筋：0.14=0.15559.4mm2选筋314箍筋：选筋：ɸ6@2005-3梁-M=-127KN·mM=70KN·mV=110KN=232.2KN·m,,,,取下部钢筋：0.12=0.12450mm2选筋314上部钢筋：=70KN·m=57KN·m=0.09=0.1 =839mm2选筋416箍筋：=86KN=292mm选筋：ɸ6@2006.梁截面施工图 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