我主要讲述了学院办公楼内容是建筑设计

Mygraduationdesignfocusesonthecollegeofficebuildingdesign.Mydesigncontentmainlyincludesthearchitecturaldesign,structuraldesigntwoparts.Graduationdesignisaseniormajoringincivilengineeringwilllink,IdesigntaskistoQingdaoagriculturaluniversity,collegeofhorticultureofficebuildingdesign.USESengineeringcast-in-placereinforcedconcreteframestructure,thestructurelayerforfivelayer,buildingatotalheightof15.45m,columndistanceof7.8mby4.2m,thelongitudinallengthof46.2m,thelengthofthelateralis18.0m,atotalconstructionareaof4158㎡,alayerofcoveringanareaof831.6㎡.Bythedesigntothetask,fortificationearthquakeintensityis6degrees,thegrouearthquakeisthethirdgroup,thebasicdesignfor0.05gaccelerationvalue,toconsiderinthedesignofearthquakeresistantdesign.Designincludesbuilding,thestructuralpart,foundation,etc.Accordingtothespecificationrequirementsseteachlayeroffloorplanandlayout.Themainbodystructuredesignedhybridbearingframe.Afterforloadcalculationandcomponentsectionestimation,selectedacrosstocalculation,calculationoftaskselectionofsectionsizeandlineincludingbeam-columnstiffnesscalculation;Underdeadload,liveload,windload,earthquakeeffect,thebendingmomentattheendofthesupportingpoints,suchasshearaxialforcecalculation;Frameworkofinternalforcecombination;Beam-columnreinforcementcalculation.FramereinforcedmostlyadoptedⅡreinforcement,stirrupsaremainlyadoptsⅠreinforcement,stairtoreinforcedconcretebeamstair;Butthelimitationofcolumngrid,isthebasisofreinforcedconcreteindependentfoundationundercolumn.Thewholedesignschemeisbasicallyconformtotherequirementsofthedesignandconstruction,thebasicrequirementofoverallsituationcomplywiththedesign.:reinforcedconcretestructure,independentfoundation,designvalueof前 建筑设 建筑设计依 建筑设计说 结构设 工程概 框架计算简图及梁柱线刚 竖向荷载计 抗震计 风荷载计 重力荷载代表值作用下的内力计 内力组 梁柱截面设计与配筋计 基础设 结 致 参考文 附 本设计根据“青岛理工大学琴岛学院土木工程11级青岛园艺学院办公楼上两者的主从关系主体建筑强调整体感但又不是地将所有活动单元毫无区分地240mm建筑功能分1面积可做开敞式大空间办公区也可作中小公共办公用房包括贵宾室、接待室、成果展览室、复印室、资料室等；服务用房包括配电室、值班室等。2、办公楼选办公建筑的选择，应符合当地总体规划的要求办公建筑宜选在工程地质和水文地质有利、市政设施完善且交通和通信方便办公建筑与易燃易爆物品场所和产生噪声、尘烟、散发有害气体等污染源的3当办公建筑与其他建筑共建在同一内或与其他建筑合建时，应满足办公建筑的使用功能和环境要求，分区明确，宜设置单独出。总平面应合理布置设备用房、附属设施和建筑的出。锅炉房、厨房等后 41）用房宜包括普通和。宜包括设计绘图室和研究2）用房宜有良好的天然采光和自然通风，并不宜布置在室。宜有避3）普通应符合下列要求①宜设计成单间式开放式或半开放式特殊需要可设计成单元式、公寓式或酒店式；③机要部门应相对集中，与其他部门宜适当分隔④值班可根据使用需要设置；设有夜间值班室时，宜设卫生间⑤普通每人使用面积不应小于4m，单间净面积不应小于1Om、公共用房宜包括会议室贵宾室接待室公用厕所开水间复印室资料室等、301.802:1，宜有扩声放映多投影灯光控制等设施并应有隔声吸声和外窗遮光措施；2）资料室、阅览室应符合下列要求③和资料查阅间、阅览室应光线充足、通风良好，避免阳光直射及眩光；①应根据需要和使用要求设置接待室接待室应靠近使用部门行政办公建筑的众来访接待室宜靠近出，与主体建筑分开单独设置；；②宜设置茶具室、洗消室、卫生间和贮藏空间等①距离最远工作点不应大于③应设置洗涤池和地漏，并宜设洗涤、茶具和倒茶渣的设施值班室应设置处，宜设收发、电传等服务性空间1）办公建筑的开放式、半开放式，其室内任何一点至最近的安全出口的直线距离不应超过30m。综合楼内的办公部分的疏散出不应与同一楼内对外的商场、营业厅、、餐饮等人员密集场所的疏散出共用。机要室、室和重要库房等隔墙的耐火极限不应小于2h，楼板不应小于1.5h，①底层及半室外窗宜采取安全防范措施30％，并应有良好的气密性、水密性①门洞口宽度不应小于1.OOm，高度不应小于施，室内宜设防盗装置。1.1表1.1走道宽度根据办公建筑分类，的净高应满足：一类办公建筑不应低于2.70m；二类办2.60m；2.50m于2.20m，贮藏间净高不应低于2.OOm。①采用自然通风的，其通风开口面积不应小于房间地板面积的1／20①、会议室宜有天然采光，采光系数的标准值应符合表1.2的规定1.31.2Ⅱ3Ⅲ、视屏、会2Ⅳ复印室、1Ⅴ1.3ⅡⅢ、视屏、会议Ⅳ复印室、Ⅴ平面1200mm会议室与休息间隔设置，便与活动与休息。接待室与贵宾室设在门厅处，在两附近4200mm×7800mm。立面个性。底层层高3.45米，其余各层层高3.00米，利用屋顶的细部设计来增强结构的层次感。采用水刷石外，水泥粉刷内。剖面根据规范规定采光通风的相关要求及建筑的特点除卫生间外房间窗高均为1800mm900mm2100mm,1800mm200mm2.0%，檐沟内0.2%。楼梯280mm，165mm160mm，不用另1000mm。结构工程1、工程名称：青岛园艺学院办公楼2、工程位置：位于青岛市城阳区，规划批准用地选址见下图。2.13、建筑面积：41584、建筑等级：结构安全等级为二级，设计使用年限为50年，耐久等级为二级，环境类别：室内正常环境为一类，与水或土壤接触的环境（主要是基础）为二b类，耐火等级为二级，地础设计等级为丙级。56、层数与层高：53.45m，3.0m89、设计标高±0.00039.480m自然12.2℃，27.5℃23、雨季施工起止日期：71～930日4、冬季施工起止日期：125～35地质1f（MPa（kN/m3f（MPa（kN/m31——27.6/318.7/439/2荷1按照《建筑结构荷载规范》（GB50009-2012）2为6度，设计分组为第三组，设计基本加速度值为0.05g。04w0.60kN005s0.20kNm20技术经济条1、交通条本工程在市区，可利用永久性公路，工具为汽车2现场水、电源情况：工地附近有自来水和高压线可供使用(3）(4）土建工程期315～1015材料选HRB335HPB300600mm×240mm×180mm,重度=7.5kN/㎡窗：钢塑窗=0.35kN/㎡门：=0.2kN/结构选型及12120312045纵向梁：b*h=300*700框架柱确定框架计算3.0m3.45m层高）3.0m，2.1。2.1框架梁柱的线刚度对于中框架梁取 边框为 边跨梁:=EI/l=3.0×10kN/㎡×2×1/12×0.30×0.7/7.8m=6.60×10 中跨梁：=EI/l=3.0×10kN/㎡×2×1/12×0.25×0.5/2.1m=7.44×10 7 4 底层柱：=EI/l kN/㎡×1/12×0.5 标准层：=EI/l=3.0×10kN/㎡×1/12×0.4/3.0m=5.21×10令=1.0 恒载标准值1防水层（刚性）30厚C20细石混凝土防 1.0kN/ 找平层：15厚水泥砂浆 找坡层：40厚水泥石灰焦渣砂浆3‰找平0.04m×14kN/m³=0.56kN/㎡保温层：80厚矿渣水泥 结构层：120厚现浇钢筋混凝土板 抹灰层：10厚混合砂浆 合计：6.59kN/2水磨石地面（1020结构层：120厚现浇钢筋混凝土板 抹灰层：10㎜厚混合砂浆 合计：3.82kN/3面层：20厚水泥砂浆 结构层：120厚现浇钢筋混凝土板 抹灰层：10厚混合砂浆 4纵向梁b×h=300×700梁自 25kN/m³×0.3m×（0.7m-抹灰层：1017kN/m³×0.01m×（0.7m-合计横向中间梁b×h=250×500梁自 25kN/m³×0.25m×（0.5m-抹灰层:10厚混合 17kN/m³×0.01m×（0.5m-合计横向左右梁梁自 25kN/m³×0.3m×（0.7m-抹灰层：1017kN/m³×0.01m×（0.7m-合计基础梁b×h=250×400 b×h=500×500柱自 抹灰层：10厚混合砂 合计6纵墙 铝合金 水刷石外 0.5kN/㎡×1.5m=0.75kN/m水泥粉刷内 0.36kN/㎡×1.5m=0.54kN/m合计纵墙 （3.45-1.8-0.6-铝合金 0.35kN/㎡水刷石 0.5kN/㎡0.36kN/㎡合计7 水泥粉刷内 合计3纵墙 （3.0m-0.6m）×0.24m×7.5kN/m合计活荷载标准值计屋面：不上人屋面：0.5kN/雪荷载：=1.0×0.2kN/㎡=0.2kN/楼面：、会议室取2.0kN/㎡2.5kN/2.5kN/竖向荷载作用下框架内力14.2m，2.22、A-B、C-D 恒载 6.59kN/㎡×2.1m×（1-2×0.32+0.32 活载 0.5kN/㎡×2.1m×（1-2×0.32+0.32 恒载 3.57kN/㎡×2.4m×（1-2×0.32+0.32 活载 2.0kN/㎡×2.4m×（1-2×0.32+0.32梁自重 A-B、C-D=4.55kN/m+24.17kN/m活荷载=板传荷 =4.55活荷载=板传荷 3、B-C恒载 6.59kN/㎡活载 0.5kN/㎡恒载 3.82kN/㎡活载 梁自重 2.2B-C活荷载=板传荷 活荷载=板传荷 4、A、D顶层柱：天沟自重 =2.48kN/m×4.2m+4.55kN/m×(4.2m-顶层柱活荷载=板传荷 =3.54kN/m×(4.2m-0.5m)+4.55kN/m×(4.8m- =2.0kN/m×2.1×5/8×4.82m=11.47kN5、B、C 4.55kN/m（4.2m-0.5m+6.59kN/m×2.1×5/8×4.2m+6.59kN/m（1- 0.5kN/m×2.1×5/8×4.2m+0.5kN/m×（1-0.25

6.8kN/m×（4..m-0.5m）+4.55kN/m×（4.2m-0.5m）+3.57kN/m×2.4×5/8 4.2m+3.82kN/m×（1-0.25+0.25 2.0kN/㎡×2.4×5/8×4.2m+2.5kN/m×（1-0.25+0.256.48kN/m×(4.2m-0.5m)+2.5KN/m×(4.2m-0.5m)2.3受荷总使用分层法计算框架弯12.4恒载作用下框架梁受荷图（ 2.5恒载顶层计算简图（半结构2.1顶层杆端弯矩计算（2.6（ 2.7恒载标准层计算简图（半结构2.2中层杆端弯矩计算（2.8（2.9（半结构2.4底层杆端弯矩计算（2.10（2.11（图 调幅（0.85）后荷载作用下框架弯矩 2.13活载作用下框架梁受荷总图你（ q=0CDi=2.8AB2.14活载顶层计算简图（半结构2.5顶层杆端弯矩计算（2.15顶层弯矩分配图（ 2.16活载中间层计算简图（半结构2.6（图 2.18活载底层计算简图（半结构2.7（2.19底层弯矩分配图（2.20活载作用下弯矩重分配后框架弯矩图（ 2.21（0.85）后活载框架弯矩图（KN.m）1.13已知杆件（梁或柱）2.22。2剪力：VBL+1/2ql+MBA- 轴力：Nl=N+NB-qq

NN N N2.23恒载作用下的最终剪力图（ 6Wkzszw0hihjB/2式中w0w0=0.6kN/sBz——风振系数（30m，1.5hihj22.9。2.9z/w0/kN/m2hi/hj/Wk/0风荷载作用下的位移1、侧移刚度2.102~4层Dic2DcA、DB、C2.11横向底层Dic2DcA、DB、C2、风荷载作用下框架的层间侧移可按下式计算uj

式中Vj——第jDiy——第juj——第jjj

ujj

nnuj

2.12Wj/Vj/D/(kN/uj//h5-4-3-2-1-uuj框架在风荷载作用下的内力用D2.13A、D500040003000200010002.14B、C50004000300020001000MC上Vim(1y).hMc下Vimy.hi左i （Mc

b左 i左i

下j

c上

i右i

（Mc

b右

ii

下j

c上

Mb右jMc下j1Mc上2.15////543212.16////543212.17梁端剪力柱轴力/ABCD543212.275 2.28风荷载（左风）6i层第k2.29风荷载（左风）2.5计算及内力计重力荷载代表值计集中于各楼层标高处的重力荷载代表值Gi顶层重力荷载包括：屋面恒载，50%屋面雪载，梁自重，半层柱自重半层墙体自（包括窗的自重）12.18N84梁自重：628.15kN+681.50kN+37.00kN柱自重：388.19kN+282.33kN50%G1=7328.42kN梁自重：628.15+681.36+37.00柱自重50%纵墙自重20×（3.0-0.7）×0.24×7.5×7.5+（3.0-G2（G3)(G4）=6949.54kN梁自重：628.15+681.36+37.00半层柱自重50%楼面均布活载:天沟自重则集中于五层结构标高处的重力荷载代表值2.302.19 ZA、ZB、横向水平作用下框架结构的内力和侧移10.6~0.7，0.72.20Gi∑GDi对位移位移值543212、横向作用计算及楼层剪力计0.05g。amax=0.04（最大影响系数）40m采用底部剪力法计算水 作用，结构总水 作用标准值按公式

=a1GeqTg<T1=051s<5Tg=2.25sh2=1.0(阻尼调整系数 rα=（）

amax1因为T=0.51g<1.4T,所以不考虑顶部附加作用1gFi

nn

FEK(1表2.21各层横 作用及楼 剪GiGiHinGkHK44321 3、水平作用下框架位移计算n水 作用下框架结构的层间位移ui和顶点位移ui分别按公式(ui)Vi/Dijnnu(ui)k2.22,表中e为各层的层间弹性位移角各质点水平作用及了楼层剪力沿屋高分布图2.31各质点作用分布表2.22横向水 作用下的位移计

Viui i5-4-3-2-1-1/1363<1/550，则满足要求。2.23///i(KNm)543212.24///i(KNm)(KNm)(KNm)(KNm)543212.25梁端剪力柱轴力/ABCD54321图2.32水 (左震)作用下框架弯矩图(单位图2.33水 (左震)作用下框架剪力图(单位图2.34水平(左震)作用下框架轴力图(单位合MMVb，VV 作用下MMVb，V 2.262.272.302.6.2内力2461.2。

2.35=106.14-21.24=84.90则2.26MVMVMVMVMVMVMVMVqqb层层 5左MV--中M--V右M-96V-74左M--6V--中M--V右M--1--9V3左M--8V--8中M1--VR右M--1--2V--1--82左M-8V--7中M--V右M--1--7V--2--7左M--21V--6中M--V右M--6--6V--1--62.28（层恒活左右左右考荷载作左右135SGK14CSQ14WSWK K12SGK14SQ14WSWK [12(S05S)13S 左右左右5左MV--中MV右MV4左MV中MV右MV3左MV中MV右MV2左MV中MV右MV1左MV中MV右MV不考 截层面次位考 不考 截层面次位考 左 右内恒载力135SGK14CSQ14WSW12S14S14K[12(S05S)13S M上N--5V层M--下N--VM上N--4V层M--下N--VM3上N--层V下MN--V2层上MN--V下MN--V1层上MNV下MNV2.30（B

不考 考 置

135S14S14

12S14S14

QSQM--上N--V--M下N--V--4上MN--V--下MN--V--3上MN--V下MN--V2上MN--V下MN--V1上MN--V--下MN--V--t设计与配筋计tyyC30fyy

f=1.43N/mm查表得

f270N/mm2f300N/mm2

=335N/mm=300N/mm以底层Dfc=11.9N/mm2,fy=300N/mm2，fyv=270N/h0has=400-柱的轴压比验Nmax N N

11.9

=0.632<0.9框架柱正截面设Nu1fcbbh0=1.0x11.9x400x355x0.35=591.43kN<N所以底层AM=106.00kNm，N=786.51kN，V=30.87kNx

1

1.011.9 e0

，eaeie0ea134.77201

0.5fcA

=1.21>1.0，故取

=1.21l0计算长度l0=1.0H=3600mm,则

=9<15，故取2=1.0则

l012

36000.81.01400ei/h0h

154.77

400 e1.0118eihas311.60

1400 Nb1 bNe0.431fcbh011bh0as2242591030.351.014.35001.014.3500768.51103311.60.431.011.94003552 1.014.3500 0.80.35355Ne1fcbh010.5

AsAs

fyh0786.51103311.61.011.940035520.40710.5300355318，AsAs

7637630.954%400

稳定系数：0.984框架柱斜截面设

30.87103355

9.673.0，取N786.51kN0.3fcA0.311.94002/1000571.2N=1072.5kN

ftbh0

1.27400355+0.07571.2103故只需按构造配筋。取箍筋8@150，双肢箍（设置复合箍筋） 2

sv1

svmin0.24

0.24 则

400 2.8.21.AC梁截面下部受拉时，翼缘在梁的受拉区，此时截面可按T形截面进行配筋计算；当梁承受ABft=1.27N/mm²fy=300N/mm²h0=h-as=500-ABl0按翼缘高度hf′考虑：bf=2600mmAB hf 1201fcbfhfh02 6652 =1.0x11.9x2600x120x =2023.48KN·M>M=206.86则该TT s 1fcbfh02=1.011.9260066521212

=0.0152<b12 s fysh0=3000.9924665=1044.833

As=1140 bh=300700=0.628%>min >45fy=453002AB支座配筋AM=-207.489kNmM

s=1fcbfh022=1.011.93006651212

=0.2642<b12 s fysh0=3000.8679665=1204.65222+2

As=1256bh

300700=0.60%>min >45fy=45300BM=-105.64kNms

1fcbfh02

1.011.930066521212

=0.069<b12 s fysh03

3000.9653665=548.56As=942bh

300700=0.449%>min >45fy=453002.31ABBC（矩形截面）计算12实配钢筋/343框架梁斜截面设C b=300=1.82<4，C25，fcuk=25N/mm2<50N/mm2,取

=10.25cfcbh0=0.251.011. =593.51kN>V=288.430.7ftbh0=0.71. 由于V0.7ftbh0

fyvnAsv1h0则

V0.71.25

288.43 1.25270

取箍筋8@200，加密区配8@100双肢箍则

2

=0.503，sv

=300200 svmin=0.24fy=0.24270D b=300=1.82<4，C25，fcuk=25N/mm2<50N/mm2,取

=10.25cfcbh0=0.251.011. =593.51kN>V=175.280.7ftbh0=0.71. 按构造配筋：取箍筋8@200，加密区配8@100双肢nAsv1250.3则

250.3250

svmin

f

0.241.270.113%计d=1.5m，100mm，HRB3350.8m土m=18.6kNm3,回填土G=20kNm3.(d=1.0,b图 B柱下独立基础计算简埋置深ａ.271.1+1.0=2.1m,C10100ｂ.按受压基础初步估算基底面fafakdm(d0.5)=240+2×19.2×(2.1-0.5)=3041.2A0

1.2Nk,fa

=30450.5=5.93 a=b=2.6m＜3m,无须宽度修正.Mk=-34.52+2.14=36.66kN

Nk=1021.02

Vk=1.69Gk=20×2.4×2.4×(2.1+0.45×0.5)=267.84ek

MkNk

34.522.141.0kN=1021.02kNl=0.0284m＜6Pk,maxNkGk(16ek

1021.02267.84

1

k,min

PPk,maxPk

=223.87力验Pk=223.87kPa＜faPk,max=239.65kPa＜fa＜1.2取as=60mm,h0=1000-60=940C25

ft1.27N/atac=400ab=400+2×940=2280am=(2280+400)/2=1340㎜

A(lach)b(bbch

220.942.422 =0.1404h=1100.748kN＞

MPn(la)2(2bb 1=

239.652.40.4222.4HRB335(fy300Nmm2

0.9h0f

=0.9940=818.35选用12@125(As=905mm2);另一方向选用12@120(As=905mm2Mk=-82.58kN

Nk=831.51

Vk=21.64ek

MkNk

=l=0.0751m＜6Pk,maxNkGk(16ek

831.51267.84

60.0751

1

{155k,min

2.4

Pkmax=226.69kPa＜1.2faE=1.2afa=1.2×1.3×选粘土层为持力层，fa=240KN/m2，根据地质条件基础埋置深度取为1.7m，取基础高度为600mm。基础采用C25混凝土，fc=11.9KN/m2钢筋选用三级钢筋，fy=300KN/m2。由上部结构600m=18.9kNm3,回填土G=17.8kN/m3.(d=1.0,b 图 B柱下独立基础计算简a.271.1+0.6=1.7m,C10100ｂ.按受压基础初步估算基底面FkGkMk1.2A0FkGkfa a=b=1.8m<3.0C.Mk=-19.46kN

Nk=678.78

Vk=3.09Gk=20×1.8×1.8×(1.7+0.45×0.5)=124.74ek

MkNk

19.46=678.78l=0.0281m＜6Pk,maxNkGk(16ek

60.0281

k,min

PPk,maxPk

=248Pk=268.91kPa＜faPk,max=268.91kPa＜fa＜1.2取as=60mm,h0=600-60=540C25

ft1.27N/atac=400ab=400+2×540=1480am=(1480+400)/2=940㎜

A(lach)b(bbch

220.541.822 =0.2624h=451.2564kN＞

MPn(la)2(2bb 1=

268.911.80.4221.8HRB335fy300Nmm2

0.9h0f

87.84=0.90.54=602.50选用10@120(As=654mm2);另一方向选用10@120(As=654mm2Mk=-59.78kN

Nk=517.87

Vk=14.05ek

MkNk

l=0.0930m＜6Pk,maxNkGk(16ek

60.093

259

2

k,min

Pkmax=259.82kPa＜1.2faE=1.2afa=1.2×1.3×去做，才能真正的体会其中的意义。即使遇到，我们也不会去轻言的放弃，只有坚持不培养了能力和动手能力，很好的将理论学习与实际研究相结合，这为日后尽快融入工个完美的句号，也为将来的人生做了一个很好的铺垫。再次感谢在百忙中抽出时间来为我们答辩的各位老师及评委，民用建筑设计通则GB50325-2005.中国建筑工业办公建筑设计规范JGJ67-2006.中国建筑工业建筑结构荷载规范GB50009-2012.中国建筑工业混凝土结构设计规范GB50010-2010.中国建筑工业建筑抗震设计规范GB50011-2010.中国建筑工业建筑地础设计规范GB50007-2011.中国建筑工业7.混凝土结构设计原理.高等教育8.混凝土结构设.高等教育9舒秋华.房屋建筑学.理工大学10.建筑结构设计.中国建筑工业11.建筑抗震设计.机械工业12张克恭,刘松玉.土力学.中国建筑工业13,杨小平.基础工程.中国建筑工业14建筑设计资料集.中国建筑工业 译文Concretestructurereinforcement：structureinthelong-termnaturalenvironmentandundertheuseenvironment'sitsfunctionisweakeninevitablygradually,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.Ispulledinthesectiontheareatoaddthecast-in-placeconcretejackettoincreasethecomponentsection,throughnewCanadapartialandoriginalcomponentjointwork,butenhancesthecomponentsupportingcapacityeffectively,improvementnormaloperationalperformance.Enlargesthesectionreinforcementlawconstructioncraftsimply,compatible,andhasthematuredesignandtheconstructionexperience;IssuitableinLiang,theboard,thecolumn,thewallandthegeneralstructureconcretesreinforcement;Butsceneconstruction'swetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.ReplacementconcretesreinforcementThislaw'smeritwithenlargesthemethodofsectionstobeclose,andafterreinforcing,doesnotaffectbuilding'sclearance,butsimilarexistenceconstructionwetoperatingtimelonging;Issuitablesomewhatloworhasconcretescarrier'sandsoonseriousdefectLiang,columninthecompressionzoneconcretesintensityreinforcement.thecakingoutsourcingsectionreinforcementOutsidetheBaotouSteelFactoryreinforcementiswrapsinthesectionorthesteelplateisreinforcedcomponent'soutside,outsidetheBaotouSteelFactoryreinforcesreinforcedconcreteLiangtousethewetoutsourcinglawgenerally,namelyusestheepoxyresinificationtobeinthemilkandsoonmethodswithtoreinforcethesectiontheconstructioncommissiontocakeawhole,afterthereinforcementcomponent,becauseispulledwiththecompressedsteelcrosssectionalarealargescaleenhancement,thereforerightsectionsupportingcapacityandsectionrigiditylargescaleThislawalsosaidthatthewetoutsideBaotouSteelFactoryreinforcementlaw,thestressisreliable,theconstructionissimple,thesceneworkloadissmall,butisbigwiththesteelty,andusesinabovenotsuitably600Cinthenon-protection'ssituationthehightemperatureplace;Issuitabledoesnotallowintheuseobviouslytoincreasetheoriginalcomponentsectionsize,butrequeststosharpenitsbearingcapacitylargescaletheconcretestructurereinforcement.SticksthesteelreinforcementOutsidethereinforcedconcretememberinbendingsticksthesteelreinforcementis(rightsectionispulledinthecomponentsupportingcapacityinsufficientsectorarea,rightsectioncompressionzoneorobliquesection)thesuperficialgluesteelplate,likethismayenhanceisreinforcedcomponent'ssupportingcapacity,andconstructsconveniently.Thislawconstructionisfast,thescenenotwetworkoronlyhastheplasteringandsoonfewwetworks,toproducesissmallwiththelifeinfluence,andafterreinforcing,isnotremarkabletotheoriginalstructureoutwardappearanceandtheoriginalclearanceaffects,butthereinforcementeffectisdecidedtoagreatextentbythegummycraftandtheoperationallevel;Issuitableinthewithstandingstaticfunction,andisinthenormalhumidityenvironmenttobendorthetensionmemberreinforcement.GluefibrereinforcementplasticreinforcementOutsidepastesthetextilefiberreinforcementispasteswiththecementingmaterialthefibrereinforcementcompoundmaterialsinisreinforcedthecomponenttopulltheregion,causesitwithtoreinforcethesectionjointwork,achievessharpensthecomponentbearingcapacitythegoal.Besideshasgluesthesteelplatesimilarmerit,butalsohasanticorrosivemuddy,bearsmoistly,doesnotincreasetheself-weightofstructurenearly,durably,themaintenancecostlowstatusmerit,butneedsspecialfireprotectionprocessing,issuitableineachkindofstressnatureconcretestructurecomponentandthegeneralconstruction.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,thecomponentcrackdevelopmentcanalleviate,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,moreovercanalsothegreatscopeenhancethestructureoverallsupportingcapacity,butafterreinforcing,hascertaininfluencetotheoriginalstructureoutwardappearance;Issuitableaswellasisunderthehighstress,thehighstrainedconditionconcretescomponent'sreinforcementinthegreatspanortheheavystructurereinforcement,butinthenon-protection'ssituation,cannotuseinthetemperatureabove600Cintheenvironment,isalsonotsuitableusesintheconcreteshrinkagecontinuousvariationbigstructure.IncreasesthesupportingreinforcementTheadditionpivotreinforcementlawisthroughthereducedmemberinbendingeffectivespan,achievesthereducedfunction,inisreinforcedonthecomponenttocarrytheeffect,raisesthestructureloadbearinglevelthegoal.Thislawsimplereliable,buteasytoharmbuilding'soriginalconditionandtheusefunction,possiblyandreducesusesthespace;Issuitableintheconcretetermpermissionconcretestructurereinforcement.Hasgenerallywiththeconcretestructurereinforcementtransformationnecessaryuse'sTherequesttradestheItisthejoist(eithertruss)opensthecolumn(orwall),thejoistterminalandthejoisttradestechnologiesandsooncolumntocallgenerally;Belongstoonekindofcomprehensivetechnology,bytherelatedstructurereinforcement,thesuperstructuregoesagainstriseswithtorepositionaswellasabandonstechnologiesandsooncomponentdemolitiontobecomposed;Issuitableinhadbuilding'sreinforcementtransformation;Compareswiththetraditionalpractices,hastheconstructiontimetobeshort,theexpenselow,affectsandsoonmeritsslightlytothelifeandtheproduction,butishightothespecification,mustcompletebytheskilledworker,canensurethePlantsthemuscleItisoneitemissimpleanddirecttotheconcretestructure,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,theresidualaswellastheotheratta entandsoonchemistrymethod,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;Its ingisthesceneconstructionwetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.outsidereinforcedconcretemortarsuperimposedlayerreinforcementThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritandoutsidethereinforcedconcretethesuperimposedlayerreinforcementlawisclose,butenhancesthesupportingcapacitytobeinferiortotheformer;Issuitablei