设计-最终完美版

前 建筑设 工程概 结构设 结构选型及布 框架截面尺寸初 框架计算简图及梁柱线刚 竖向荷载计 抗震计 风荷载计 内力组 梁柱截面设计与配筋计 基础设 结 致 参考文 附 对知识的巩固和理解，并熟练掌握了制图CAD和结构设计。1.1.2自然（一）为B1.1fak（kPa（MPa（kN/m3厚度（m1——27.6/318.7/E439/E3、水文地质概况：最高水位－3m，常年水位－3.6m,无腐蚀性元0.5m。（二）2、抗震设防烈度为6度，设计分组为第二组，设计房屋基本加速度0.05g。C25。（三）1、本工程在市郊可使用性公路，工具为汽车等2Hn=8400-600=17.34故选取截面b*h=450mm450mm 楼板厚度初选（采向板120mm2.1梁板柱布置图及其尺寸（5确定框架计算梁柱的跨度高，取轴线间距，边梁跨度为8400mm，中间梁跨度为2400m，底 高为3000mm。2.22.3框架梁柱的线刚度I=2

I=1.5bhHmmm12令i左上层柱=1.0i左右边跨

2.253.19

中跨梁i中跨梁

10.53.19

底柱i3.19荷载计5不上人屋面恒表 不上人屋面恒荷载计算㎡11﹕32SBS531：341：656378楼面恒荷

表 楼面恒荷载标准值计算㎡121﹕33378构件自

2.3120.02×（0.6-3457.964.32㎡7（含抹灰门窗竖向荷载下框架受荷总2.42.4第一：A-B 5.644.50.89242.16kN/m活 恒 活 梁自 4.09kN/A-B屋面 恒载=梁自重+板传荷4.0946.25kN/3.738kN/楼面 恒载=梁自重+板传荷50.34kN/第二：B-C恒 5.642.42516.92kN/8 0.52.4251.5kN/m恒 4.392.42513.17kN/8 2.52.4257.5kN/m梁自 4.09kN/B-C屋面 恒载=梁自重+板传荷4.0921.01kN/4.841.5kN/楼面 恒载=梁自重+板传荷载+墙自4.0917.26kN/第三：C-DA-B第四：A女儿墙自重(做法:墙高6000mm,100mm0.240.60180.5KN/2.444kN/2.4444.24.094.25.644.28.18顶层柱活载=板传活载=58=94.54.394.58标准柱活载24.28.158第五：B=4.094.55.6255.640.894.5顶层柱活载

50.50.894.52.2594.54.394.58.454.390.894.58标准柱活载板传活=24.58.452.50.894.52.258活荷

2.4kN/1234565图 恒载作用下框架竖向荷载图 活载作用下框架竖向荷载使用弯矩二次分配法计算A-B253KN/m标准层：-275KN/mB–C10KN/m标准层：-8.3KN/mC-D253KN/m标准层：-标准层弯矩分配图 图 调幅后恒载作用下框架弯矩图活载载作用下梁端弯矩计算：（弯矩二次分配法2.8调幅后活荷载作用下框架弯矩图0.85，调幅后横载和活载弯矩图见以上各图。

VVq式中：Vq

ql2Vm梁端弯矩引起的剪力，Vm

Ml

M右

NV式中:V梁端剪力图 恒载作用下的最终剪力图 活载作用下的最终剪力2.11图 活载作用下的最终轴力各层重力荷载代表值计iG=结构和构配件自重标准值+0.5×iG+0.5×楼面活荷载标准值表 第五层重力荷载代表值计算12345柱67892.61234柱567892.712834柱8562789其中楼面处重力荷载代表值=结构和构配件自重标准值+0.5×2.8543212.13横向框架侧移刚度的计D

c

计算，式中系数c相关表可查得。（根据梁柱的线刚度比k的不同框架结构内力计算中，由于楼板作为框架梁的翼缘参与工作，使得梁的刚度有所提高，通常采用简化方法进行处理。根据翼缘参与工作的程度，现计算矩形I0梁矩形部分的截面惯性矩。2.9kib（层 （一般层 kDciEIC kib（底层k0.5（底层 kkki1kki1kkckki1kkcki1i2i3∑Dibibibib柱300柱3柱3柱300横向水平作用下框架结构的内力和侧移1、横向框架自振周期计算频公式。按式T1

2j

计算周期TD2.11DGiåDi对位移位移值55541736521412、横向作用计算及楼层剪力计在B类场地，6度设防烈度，结构的特征周期T和影响系数Tgamax=0.04（最大影响系数本工程建筑物高度不超过40m,质量和刚度沿高度变化均匀，变形以剪切变形为

=a1Geq

Geq1(Tg1

(0.40)0.90.04因为：Tg<T1=0.2s<5Tg h2=1.0(阻尼调整系数)g

表 各层横 作用及楼 剪Fi

nn

FEK(1GiHinGkHK530439339123661330nj—1—各质点水 作用及了楼 剪力沿屋高分布图2.14各质 作用分布图2.15剪力沿房屋高度分布3、水平作用下框架位移计算水平作用下框n结构的层间位移ui和顶点位移ui分别按公(uiViDij和u(ui)k计算，计算过程如表（11）表中eee

表 横向水 作用下的位移计VijFi/543211/572<1/550=1.82103满足式中uh=1/550D4图2.16荷载作用下框架弯矩52.176节点左右梁端剪力之和即为柱的层间轴力，第i层第kWkzszw0hihjB/200式中ww=0.6kN/00zssz——风振系数，基本自振周期对于钢筋混凝土框架结构可用T10.08n（n层数）0.24<0.25s，应考虑风压脉动对结构发生顺风向风振hihj2B——迎风面的宽度，B=6.6m。2.142.14z/w0/kN/m2hi/hj/Wk/3913361333133风荷载作用下的位移1、侧移刚度0.32

uj

2.15Wj/Vj/D/(kN/uj//h543261uuj层间侧移最大值：4.7763E-05<1/550(风荷载下的弯矩、剪力及轴2.182.19图 风荷载下的柱子轴内力基本组合表（框架梁1.2+1.41.2+1.41.2活+1.41.35*恒活+0.6*风1.2*(恒活)+1.3四跨M-V--MMV--跨M-V-MMV-—跨MV-MM-V跨MVMM-V表 内力基本组合表（框架A/D柱不考虑的组NM（左（右（左（右恒活恒.71.2风（不1.0风（有利1.2（1.4+1.4（不利1.0（1.4+1.4（有利1.2+1.3（不利1.0+1.3（有利4M00008206438726400085N83735252602663M000464644440000556N861M822696296563N002M8-218404252658N002表 内力基本组合表（框架B/C柱不考虑的组NM（左（右（左（右恒活风（不1.0风（有利1.2（1.4+1.4（不利1.0（1.4+1.4（有利1.2+1.3（不利1.0+1.3（有利4M7-2-4151918-41N0288-83555514144939961M2-26-3N6258-886475131494959611M2-5-55157132152N90-05M37-121N90-05

fc=11.9N/m

f=1.27N/mmtyty框架

f360N/以底层A计算长度砼强度等级C25，fc=11.90N/mm2 纵筋级别HRB400，fy=360N/mm2，fy'=360N/mm2箍筋级别HRB400，fy=360N/mm2轴力设计值弯矩设计值Mx=0.00kN.m，My=-Vy=0.00kN，Vx=34.50kN3Abh450450202500mmNc c

1037.001011.9

4b1f b1fE1 E

200000

h0has45040410

0.0713m71.3eamax{20,h/30}eie

e

71.320.0eei

a

91.32

40276.3ei

0.3h

计算相对受压区高度ξ6.2.17-NbNb1fcbhNe bh0asb1b 1fcbh1b1037.001030.51761.0011.94501037.00103276.30.431.0011.9450410

0.51760.800.517641040

1.0011.9450ξ=0.4369ξbξ为Ne1 bhNe1 bh 1 ' asss1037.001032761.0011.945041020.517610.50.5176 360.041040

4425①计算稳定系数l b

5:取稳定系数fcfc

fAs fy

s取As偏压计算配筋:xA:yA=-轴压计算配筋:xA:yA计算配筋结果:xAyAx

=0mm2≤ρ×A=0.0020×202500=405mm2,取

y

=0mm2≤ρ×A=0.0020×202500=405mm2,取

A=2×A+2×A=1620mm2>ρ 6①xh0has45040410x x

34500

λx=5.2>3.0,取hw/b=0.9≤4,Vx

fcbh

0.251.0011.9450410ccN=1037.00kN0.3fcA=0.3×11.9×450×450=722.92kN,VV1.75 b

fyvh34500

1.274504100.07722.9210

0.804mm

箍筋最小配筋率:由于箍筋不加密,故计算箍筋构造配筋s

b2

bhs10h2as

0.0020450104502401045024010

2 0.519hs

hs

故箍筋配筋量:A④y箍筋最小配筋率: 0.519s

b2b2as10h2as10bh

0.00204504502401045024010

27①左侧纵筋:3E16(603mm2ρ=0.30%)As=405mm2②右侧纵筋:3E16(603mm2ρ=0.30%)As=405mm2③上下纵筋:2E12(226mm2ρ=0.11%)As=427mm2>As=405mm2④水平箍筋:E8@200(794mm2/mρ=0.18%)>Asv/s=519mm2/m，⑤竖向箍筋:E8@200(529mm2/mρ=0.12%)>Asv/s=519mm2/m，1AB

IIIIV

V 2.21梁截面下部受拉时，翼缘在梁的受拉区，此时截面可按T算。AB2截面类型:T截面宽度:截面高度:上翼缘计算宽度:h'f=120mm混凝土等级: 受拉纵筋种类: 最小配筋率:受拉纵筋合力点至近边距离:45结构重要性系数:1α1*fc*b'f*h'f*(ho-属于第一类Tb'f*h45ξ=1-sqrt(1-2αs)=1-sqrt(1-2*0.010)=0.010≤ξb=0.5187ρ=0.537％≥ρmin=0.200％,本工程基础采用柱下独立基础，以一榀框架结构的D2.0mC30，fc=14.3KN/m2600计算过程和计算结1标准值:Nk=1208.89,Mkx=-60.00,Mky=-设计值 = Mx=- My=-②承载力验算时,底板总反力标准值(kPa):pkmax=(Nk+Gk)/A+|Mxk|/Wx+|Myk|/Wy=255.50pkmin=(Nk+Gk)/A-|Mxk|/Wx-=182.16pk=(Nk+Gk)/A=218.83各角点反力p1=214.53kPa, p2=182.16kPa, p3=223.13kPa,p4=255.50kPa③强度计算时,底板净反力设计值(kPa):pmax=N/A+|Mx|/Wx+|My|/Wy=290.92pmin=N/A-|Mx|/Wx-=191.92p=N/A=241.42各角点反力p1=235.62kPa, p2=191.92kPa, p3=247.22kPa,p4=290.92kPapk=218.83<fa=240.00kPa,pkmax=255.50<1.2*fa=288.00kPa,抗冲切验算公式Fl<=0.7*βhp*ft*Aq [《地基规范》第8.2.8条](冲切力Fl根据最大净反力pmax计算)第1阶 Fl下 Fl右 Fl上 Fl砼抗冲面积(m2):Aq下=0.41, Aq右=0.41, Aq上=0.41, 弯矩计算公式 [la=计算截面处底板悬挑长度8.2.1第1阶 M下=316.58,M右 M上 M 计算As(mm2/m):As下 As右=759,As上 As左配筋率ρ:ρ下=0.759%,ρ右 ρ上=0.759%,ρ左XE14@200(770mm2/m,0.770%)As=759mm2/mYE14@200(770mm2/m,0.770%)>=20156毕业。在这四一起度过了很多没好的时光，遇到过也的面毕业是一件极其重要的事情，就是毕业设计任务。不仅仅是毕业那么简腾智明、朱金铨.混凝土结构及砌体结构.中国建筑工业黄棠、王效通.结构设计原理(上册).中国铁 莫海鸿、杨小平.基础工程.中国建筑工 王祖华.混凝土及砌体结构.华南理工大 王萍.混凝土结构及砌体结构.大连理工大 张延年.建筑抗震设计.机械工业朱彦鹏.混凝土结构设计原理.重庆大学8.房屋结构设计.重庆大 陈树华.建筑 础.哈尔滨工程大 侯治国.砼结构 工业大 胡乃君.建筑结构课程设计指导 工业大学建筑抗震设计规 GB50011-2010.中国建筑工 混凝土结构设计规 GB50010－2010.中国建筑工 建筑地础设计规范GB50007－2002.中国建筑工 建筑抗震设防分类标准GB50223－95.中国建筑工 建筑结构荷载规范GB50009－2001.中国建筑工 建筑 础设计规范GB50007－2002.中国建筑工 Concretestructurereinforcement：structureinthelong-termnaturalenvironmentandundertheuseenvironment'sfunction,itsfunctionisweakeninevitablygradually,ourstructuralengineering'sdutynotjustmustfinishthebuildingearlierperiodtheprojectwork,butmustbeablethescienceappraisalstructuredamageobjectivelawandthedegree,andadoptstheeffectivemethodguaranteestructurethesecurityuse,thatthestructurereinforcementwill eanimportantwork.Whatmayforeseewillbethe21stcentury,thehumanbuildingalsobytheconcretestructure,thesteelstructure,thebricking-upstructureandsoonprimarily,thepresentstageIwillthinkusinthestructurereinforcementthisaspectresearchshouldalsotakethisasthemainbreakthroughdirection.Keyword：Concretestructurereinforcement bricking-upstructurereinforcement structurereinforcementConcretestructureConcretestructure'sreinforcementdividesintothedirectreinforcementandreinforcestwokindsindirectly,whenthedesignmayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethodandthenecessarytechnology.thedirectreinforcement'sgeneralmethod1）EnlargesthesectionreinforcementlawAddstheconcretescast-in-placelevelinthereinforcedconcretememberinbendingcompressionzone,mayincreasethesectioneffectiveheight,theexpansioncrosssectionalarea,thusenhancesthecomponentrightsectionanti-curved,theobliquesectionanti-cutsabilityandthesectionrigidity,playsthereinforcementreinforcementtherole.Inthesuitablemusclescope,theconcreteschangecurvedthecomponentrightsectionsupportingcapacityincreasealongwiththeareaofreinforcementandtheintensityenhance.Intheoriginalcomponentrightsectionratioofreinforcementnottoohighsituation,increasesthemainreinforcementareatobepossibletoproposetheplateaucomponentrightsectionanti-curvedsupportingcapacityeffectively.Isinthesectiontheareatoaddthecast-in-placeconcretejackettoincreasethecomponentsection,throughnewCanadapartialandoriginalcomponentjointwork,butenhancesthecomponentsupportingcapacityeffectively,improvementnormaloperationalperformance.Enlargesthesectionreinforcementlawconstructioncraftsimply,compatible,andhasthematuredesignandtheconstructionexperience;IssuitableinLiang,theboard,thecolumn,thewallandteralstructureconcretesreinforcement;Butsceneconstruction'swetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.ReplacementconcretesreinforcementThislaw'smeritwithenlargesthemethodofsectionstobeclose,andafterreinforcing,doesnotaffectbuilding'sclearance,butsimilarexistenceconstructionwetoperatingtimelong ing;Issuitablesomewhatloworhasconcretescarrier'sandsoonseriousdefectLiang,columninthecompressionzoneconcretesintensityreinforcement.thecakingoutsourcingsectionreinforcementOutsidetheBaotouSteelFactoryreinforcementiswrapsinthesectionorthesteelplateisreinforcedcomponent'soutside,outsidetheBaotouSteelFactoryreinforcesreinforcedconcreiangtousethewetoutsourcinglawgenerally,namelyusestheepoxyresinificationtobeinthemilkandsoonmethodswithtoreinforcethesectiontheconstructioncommissiontocakeawhole,afterthereinforcementcomponent,becauseispulledwiththecompressedsteelcrosssectionalarealargescaleenhancement,thereforerightsectionsupportingcapacityandsectionrigiditylargescaleenhancement.ThislawalsosaidthatthewetoutsideBaotouSteelFactoryreinforcementlaw,thestressisreliable,theconstructionissimple,thesceneworkloadissmall,butisbigwiththesteelty,andusesinabovenotsuitably600Cinthenon-protection'ssituationthehightemperatureplace;Issuitabledoesnotallowintheuseobviouslytoincreasetheoriginalcomponentsectionsize,butrequeststosharpenitsbearingcapacitylargescaletheconcretestructurereinforcement.SticksthesteelreinforcementOutsidethereinforcedconcretememberinbendingsticksthesteelreinforcementis(rightsectionispulledinthecomponentsupportingcapacityinsufficientsectorarea,rightsectioncompressionzoneorobliquesection)thesuperficialgluesteelplate,likethismayenhanceisreinforcedcomponent'ssupportingcapacity,andconstructsThislawconstructionisfast,thescenenotwetworkoronlyhastheplasteringandsoonfewwetworks,toproducesissmallwiththelifeinfluence,andafterreinforcing,isnotremarkabletotheoriginalstructureoutwardappearanceandtheoriginalclearanceaffects,butthereinforcementeffectisdecidedtoagreatextentbythegummycraftandtheoperationallevel;Issuitableinthewithstandingstaticfunction,andisinthenormalhumidityenvironmenttobendorthetensionmemberGluefibrereinforcementplasticreinforcementOutsidepastesthetextilefiberreinforcementispasteswiththecementingmaterialthefibrereinforcementcompoundmaterialsinisreinforcedthecomponenttopulltheregion,causesitwithtoreinforcethesectionjointwork,achievessharpensthecomponentbearingcapacitythegoal.Besideshasgluesthesteelplatesimilarmerit,butalsohasanticorrosivemuddy,bearsmoistly,doesnotincreasetheself-weightofstructurenearly,durably,themaintenancecostlowstatusmerit,butneedsspecialfireprotectionprocessing,issuitableineachkindofstressnatureconcretestructurecomponentandteralconstruction.Thislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;Issuitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.ReelingThislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;Issuitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.FangboltanchorThislawissuitableintheconcretesintensityrankistheC20~C60concretesload-bearingmembertransformation,thereinforcement;Itisnotsuitableforalreadytheabovestructurewhichandthelightqualitystructuremakesdecentseriously.Theindirectreinforcement'sgeneralPre-stressedreinforcementThepre-stressedhorizontaltensionbarreinforcesconcretesmemberinbending,becausethepre-stressedandincreasestheexteriorloadthecombinedaction,inthetensionbarhastheaxialtension,thisstrengtheccentrictransmitsonthecomponentthroughthepoleendanchor(,whentensionbarandLiangboardbottomsurfaceclosefitting,tensionbarcanlookfortunetogetherwithcomponent,thisfashionhaspartialpressurestotransmitdirectlyforcomponentbottomsurface),hastheeccentriccompressionfunctioninthecomponent,thisfunctionhas ethebendingmomentwhichoutsidetheparttheloadproduces,reducedoutsidetheloadeffect,thussharpenedcomponent'santi-curvedability.Atthesametime,becausethetensionbarpassestocomponent'spressurefunction,thecomponentcrackdevelopmentcleviate,thecontrol,theobliquesectionanti-tocutthesupportingcapacityalsoalongwithitenhancement.Asaresultofthehorizontalliftingstem'sfunction,theoriginalcomponent'ssectionstresscharacteristicbyreceivedbendsturnedtheeccentriccompression,therefore,afterthereinforcement,component'ssupportingcapacitywasmainlydecidedinbendsundertheconditiontheoriginalcomponent'ssupportingcapacity。Afterthereinforcedconcretecomponentusesunderthepre-stressedtosupportthetypetensionbarreinforcementdecides,formsonebytoreinforcethecomponentandundersupportsthecompoundultrastaticallydeterminatestructuresystemwhichthetypetensionbariscomposed,undertheoutsideloadandthepre-stressedcombinedaction,inthetensionbarhastheaxialforceandthrough(nextsupportsandpoleendanchorspot)withcomponent'scombiningsitetransmitsforisreinforcedthecomponent,hascounter-balancedoutsidetheparttheload,changedtheoriginalcomponentsectionendogenicforcecharacteristic,thussharpenedcomponent'sbearingcapacity.Thislawcanreduceisreinforcedcomponent'sstresslevel,notonlycausesthereinforcementeffecttobegood,moreovercsothegreatscopeenhancethestructureoverallsupportingcapacity,butafterreinforcing,hascertaininfluencetotheoriginalstructureoutwardappearance;Issuitableaswellasisunderthehighstress,thehighstrainedconditionconcretescomponent'sreinforcementinthegreatspanortheheavystructurereinforcement,butinthenon-protection'ssituation,cannotuseinthetemperatureabove600Cintheenvironment,isalsonotsuitableusesintheconcreteshrinkagecontinuousvariationbigstructure.IncreasesthesupportingreinforcementTheadditionpivotreinforcementlawisthroughthereducedmemberinbendingeffectivespan,achievesthereducedfunction,inisreinforcedonthecomponenttocarrytheeffect,raisesthestructureloadbearinglevelthegoal.Thislawsimplereliable,buteasytoharmbuilding'soriginalconditionandtheusefunction,possiblyandreducesusesthespace;Issuitableintheconcretetermpermissionconcretestructurereinforcement.Hasgenerallywiththeconcretestructurereinforcementtransformationnecessaryuse'stechnologyTherequesttradestheItisthejoist(eithertruss)opensthecolumn(orwall),thejoistterminalandthejoisttradestechnologiesandsooncolumntocallgenerally;Belongstoonekindofcomprehensivetechnology,bytherelatedstructurereinforcement,thesuperstructuregoesagainstriseswithtorepositionaswellasabandonstechnologiesandsooncomponentdemolitiontobecomposed;Issuitableinhadbuilding'sreinforcementtransformation;Compareswiththetraditionalpractices,hastheconstructiontimetobeshort,theexpenselow,affectsandsoonmeritsslightlytothelifeandtheproduction,butishightothespecification,mustcompletebytheskilledworker,canensurethesecurity.PlantsthemuscleItisoneitemissimpleanddirecttotheconcretestructure,theeffectiveconnectionandtheanchortechnology;Mayimplanttheordinarysteelbar,mayalsoimplantthebolttypeanchormuscle;Haswidelyappliedinhadbuilding'sreinforcementimprovementproject,forexample:Intheconstructionleaksburiesthesteelbarorthesteelbardeviationdesignsthepositiontherecovery,thecomponentincreasesthesectionreinforcementtomakeupthemuscle,thesuperstructureexpandscross,goesagainstrisestoLiang,column'slengtheningbyjoining,thehousesuperimposedlayerterminalandthehigh-riseconstructionadditionshearingforcewallplantsthemuscleandsoon.CrackpatchingAccordingtotheconcretescrack'scause,thecharacterandthesize,usesealdifferentlyprotectthemethodtocarryonpatching,onekindofskillwhichcausesthestructurebecausetocrackreducestheusefunctionwhichandthedurabilitycanrestore;Issuitableinhadinthebuildingeachkindofcrackprocessing,buttothestresscrack,besidespatching,stillshouldusethecorrespondingreinforcementmeasure.Theinternalpatchinglawiswiththeforcingpumpthecementingmaterialpressureconcretescrack,renderstheyoungorupandcominggenerationtosewupthefunction,andmakestheoriginalstructurethroughitscementationtorestoretheintegrity,thismethodissuitableforthecrackopeningisbig,anddurableandsoonisinfluentialtothestructureintegrityandthesecurity,orhasrequestandsoonwaterproofanti-seepagecrackpatching.CarbonizedconcretesrepairItisreferstothroughrestorestheconcretesthealkalinity(inactivation)orincreasesitsimpedancetoenablethesteelbarcorrosionwhichthecarbonizationcreatestoobtainthecontainmenttechnology.ConcretessurfacetreatmentItisreferstousescleaningupconcretessurfacestains,theoilmark,theresidualaswellastheotherattaentandsoonchemistrymethod,mechanicalmethod,sandblastingmethod,vacuumcleaningmethod,injectionmethodskill.CoagulationmantleofsoilsealItisreferstousesflexiblemethodsandsoonaquasealbackfill,polymergrouting,paintfilmtocarryonthewaterproofingtotheconcretes,moisture-proofandagainstcrackprocessingtechnology.Likethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.OtherLikethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.Bricking-upBricking-upstructurereinforcementmethod:Thebricking-upstructure'sreinforcementdividesintowhenthedirectreinforcementandreinforcestwokindsindirectly,thedesign,mayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethod.suitableforthebricking-upstructuredirectreinforcementoutsidereinforcedconcretesuperimposedlayerreinforcementThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritistheconstructioncraftsimple,compatible,afterthebricking-upreinforcement,thesupportingcapacityhasenhancesgreatly,andhasthematuredesignandtheconstructionexperience;Issuitableinthecolumn,thebeltwallwallreinforcement; ingisthesceneconstructionwetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainoutsidereinforcedconcretemortarsuperimposedlayerreinforcementThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritandoutsidethereinforcedconcretethesuperimposedlayerreinforcementlawisclose,butenhancesthesupportingcapacitytobeinferiortotheformer;Issuitableinthebricking-upwallreinforcement,sometimesalsousesinoutsidethereinforcedconcretewhenthesuperimposedlayerreinforcementbeltengagedcolumnwallthebothsidesputonthewallstirruptheseal.theadditionholdstheengagedcolumnreinforcementThislawbelongsenlargesthesectionreinforcementmethodonekind.Itsmeritthesuperimposedlayerreinforcementlawisalsoclosewiththereinforcedconcreteoutside,butthesupportingcapacityenhanceslimitedly,anddifficulttosatisfytheearthquakerequest,generallyonlyinpeneseismiccountryapplication.suitableforthebricking-upstructureindirectreinforcementmethod1）non-cakingoutsourcingsectionreinforcementlawThislawbelongstothetraditionalreinforcementmethod,itsmeritistheconstructionissimple,thesceneworkloadandthewetworkarefew,thestressismorereliable;Issuitableindoesnotallowtoincreasetheoriginalcomponentsectionsize,actuallyrequeststoenhancethesectionsupportingcapacitylargescalethebricking-upcolumn'sreinforcement;Its ingishighforthereinforcementexpense,andmustusethesimilarsteelstructuretheprotectivemeasure.pre-stressedstayrodreinforcementThislawcanthegreatscopesharpenthebricking-upcolumn'sbearingcapacity,andthereinforcementeffectisreliable;Issuitableprocessesthehighstress,thehighstrainedconditionbricking-upstructurereinforcementinthereinforcement;Itsingcannotuseinthetemperatureinthe600Cabovebricking-upstructureconstructivityreinforcementandadditiongridWhenthegridestablishmentdoesnotmeetthepresentdesigncoderequirement,eithertheverticalcrosswallinterfacepointnipsrubshastheobviousflaw,wheneitherthehouseintegrityisbad,shouldadditionallybuildthegridtocarryontheadditionallybuildstheLiangpadWhenunderthesummerbeamthebricksettingthewallpresentsbyunderthepartialsquashorthesummerbeamthepartialverticalsplit,shouldadditionallybuildLiangthepadtocarryonthereinforcement.thebricking-upopenspartiallyWhenhousepartialbreakagebutafterinvestigatingthoroughlyitsbreakagereasonwhennotyetaffectsload-bearingandthesecurity,mayburstthewallpartialdemolition,andaccordingtoenhancesthemortarstrength-leveltofillinwiththefullsizedbrickbuilds.bricking-upcrackBeforecarryingoncrackpatching,shouldactaccordingtobricking-upcomponent'sstressfulconditionandcrackfacto