计算书本文主要讲述了幼儿园的内容包括建筑设计

Thedesignprojectforgraduationmainlypresentsthedesignprocedureofkindergarten,includingbuildingdesignandonstructuraldesign.Designprojectforgraduationisspecialfieldofstudyrequiredcourseofcivilengineering.Itisthatthekindergartendesignstooriginallydesign.Thisschemeadoptsthecast-in-ceframestructureofarmoredconcrete.Structurerandorderisfourlayers.Structuretotalheightis7.80-meterandsurfaceareais1985.94-squaremeter,thefloorspaceofgroupfloor992.97m2.Accordingtothedesigningrequirement,theearthquakeintensityis6degreestosetupdefence,thegradeofseismicisthreegrade,andthegroupofearthquakeistwoconsideringseismicdesignDesignprojectincludesstructurepart、constructurepartandfoundation,accordingtoassignmentbookdefineeverylayerblueprintandnearrangeTheagentstructureisatwo-waybearingframehorizontalframeetcAccordingtothedesigningrequirement,theblueprintandthenarestepped.Thecrosswiseload-bearingschemeischosenforthedesign.Aftercalculatingandcomponentsectionestimating,chooseonePinframecalculatetoloadtogoon,considerationsubstanceincludeselectframecolumnsectionmeasurementandthreadrigidity;calculatedeadloadsandliveloadsandseismicactionproduceroofbeamextremityandcolumnextremitybendingmoment、shearandaxlepower;Frameinternalmakeup;Matesteel;StairsmatesteelandfoundationmatesteelcalculateThisofficebuildingadaptLmodelarrangeFramebesubjecttopowersteeladoptⅡlevelandhoopsteeladoptⅠlevel.Thewholeconceptualdesignaccordswiththedesignandstructuredemandbasically,havecertaincreativityandrationality.Throughthedesignofmarketfloorconstruction,anddrawingfloorn,constructedprofileandconstructionaldrawing,Iamfamiliarwiththeprincipledesignofconstruction,andcontrolledthebasicmethodsofcomputationoftheconstructiondesign,andmyworkiscreative.Atthesametime,Ihaveadeeperunderstandingofthefirstseveralyears’professionlearningandthefoundationknowledge,asaresult,myabilitythatyzingandsolvingtheactualproblemsis:reindconcretestructureframestructure,foundation,designvalueofaloadcombination,computationconceptdesignconstructiondesign前 建筑设计 建筑设计依据 建筑设计说明 结构设计 工程概况 框架计算简图及梁柱线刚 竖向荷载计算 抗震计算 风荷载计算 内力组合 梁柱截面设计与配筋计算 基础设计 结 致谢 参考文献 附录 建筑设200mm1.1建筑设设计依1.1.1建筑设计说（2）建筑规—的规模（包括托、幼合建的）分为：大型：1012中型：69小型：55三托儿所、每班人数：15～2021～2520～2526～3031～35（3）选二方便家长接送，避免交通干扰。四能为建筑功能分区、出、室外游戏场地的布置提供必要条件（4）总平面设托儿所、室外游戏场地应满足下列要求—必须设置各班的室外游戏场地。每班的游戏场地面积不应小于60m²。各游戏场地之间宜采取分隔措施。三托所、宜有集中绿化用地面积，并严禁种植、带刺的植物。四托儿所、宜在供应区内设置杂物院，并单独设置对外出。注：１、180、20、1（乳儿班不计）。2、室外共用游戏场地应考虑设置游戏器具、30m贮水深度不超过0.3m（五）（包括厕二服务用房包括医务室、室、晨检室、保育员值宿室、教职工办公三供应用房包括幼儿厨房、室、烧水间、及库房等1.1托儿所、的建筑造型及室内设计应符合幼儿的特点。托儿所1.21.2寝室、喂奶室、医务保键室、50dB，间隔墙及楼板的空气声计权隔声量（RW）40dB，楼板的计权标准化撞击声压级（LnT，W）75dB。1.3m26.60m。楼层活动室宜设置室0.50～0.55m，0.40～0.45m，水龙头的间距为0.80m×.070m，0.16～0.18m，0.25～0.30m。1.4（个（个或位（位（水龙头、个（位1446-2服务用房的使用面积（m²）1.5表 服务用房的使用面室8886间8—托儿所、的厨房与职工厨房合建时，其面积可略小于两部分面积之二厨房内设有主副食加工机械时，可适当增加主副食加工间的使用面积。三因各地 四托儿所、为楼房时，宜设置小型垂直提升食梯1.81.81∶12。0.60m0.11m0.15m，0.26m主体建筑的主要出应设挡风门斗，其双层门中心距离不应小于1.6m。0.60～1.20m二在距地0.70m处，宜加设幼儿拉手。四不应设置门坎和弹簧门。0.60m。楼层无室外阳台1.30m护栏净高不应小于1.20m，内侧不应设有支撑。护栏宜采用垂直线饰，其距0.11m。幼儿经常接触的1.30m以下的室外不应粗糙，室内宜采用光滑易清平面6900×72001500mm，窗宽3.603000×4000。立面设的外部形象和个性。底层层高4.70米，其余各层层高3.60米，以满足音体活动剖面2400，900mm，2100mm。一层门卫室晨检室等用房窗高设为2100mm。采用平屋顶女儿墙内排水，水落管设置在屋顶的两侧；室外活动平台3.0%。楼梯270mm，150mm。梯井净宽为100mm。结构设工程建筑面积：1985.94m250或土壤接触的环境（主要是基础）为二b类，耐火等级为二级，地础设计级为丙级。层数与层高：2层，层高3.6m，音体活动室应满足净高不小于3.6m建筑性质：全日制设计标高:±0.00051.6m自然1.5℃，雨季施工起止日期：71～930冬季施工起止日期：125～35工程地质概况：场地地势平坦，无软弱下卧层，地面粗糙度类别为B表 各岩土层力学指标汇总f（kPa（MPa（kN/m3（m1——27.6/318.7/439/0.5m。使用环境类别：二b荷抗震设防烈度为6度，设计分组为第三组，设计基本加速度值0.05w00.60kN2s00.20kNm2C25技术经济条本工程在市区可利用永久性公路，工具主要是汽车现场水、电源情况：工地附近有自来水和高压线可供使土建工程期限：当年3月15日~10月15材料选HRB335HPB300600mm×200mm×200mm,重度=7.5kN/㎡290mm×290mm×140mm窗：钢塑门窗=0.35kN/㎡门：=0.2kN/㎡结构选型及120120框架梁高度宜取hbhc

=(1/10～1/8)l0bb(1/3～1/2)hb框架柱长边hc(1/12～1/6)H0，且hc400mmbc350mm，柱截面尺寸尚应中跨梁：b×h=250mm×500mm纵向梁：b×h=300mm×600mm基础梁：b×h=250mm×400mm框架柱：b×h=400mm×400mm确定框架计算1.05m，3.6m，4.7m，其余各层柱高从楼面算至上一层楼面（即层高）3.6m，由此可绘出框架计算简图如下图图 梁柱相对线刚度主梁取b×h=300mm×600mm中跨梁b×h=250mm×500mm左边跨b×h=300mm×600mm纵向梁b×h=300mm×600mm基础梁框架梁柱的线刚度对于中框架梁取I=2I 边框为I=1.5I左边跨梁：

=EI/l=2.8×107kN/㎡×2×

中跨梁：i中跨梁1×0.2505m3i右跨梁=1=2.8×107kN/㎡×2×12×0.3×(0.6m)³/7.2m=4.2×1041底层柱： =EI/l=2.8×107kN/㎡×12×(0.4m)ˆ4/4.7m=1.3×104左右底左右底二层： =EI/l=2.8×107kN/㎡×12×(0.4m)ˆ4/3.6m=1.7×104标准层令i左上层标准层4.2104i

1.74.4104

i中跨梁

1.7

i左右底柱1.7

恒载标准值防水层（刚性）30厚C20细石混凝土防 1.0kM/防水层（柔性）三毡四油铺小石 0.4kM/找平层：15厚水泥砂 0.015m×20kN/m3=0.30kN/找平层：15厚水泥砂浆 0.015m×20kN/m3=0.30kN/㎡找坡层：40厚水泥石灰焦渣砂浆3‰找平0.04m×14kN/m3=0.56kM/㎡保温层：80厚矿渣水泥 0.08m×14.5kN/m3=1.16kM/㎡结构层：120厚现浇钢筋混凝土板 0.12m×25kN/m3=3kN/㎡抹灰层：10厚混合砂浆 0.01m×17kN/m3=0.17kN/㎡V型轻钢龙骨吊 0.12kM/合计：7.01kN/水磨石地面（10200.65kN/结构层：120厚现浇钢筋混凝土板 抹灰层：10㎜厚混合砂浆 V型轻钢龙骨吊 0.12kM/合计：3.94kN/大理石面层，水泥砂浆擦缝、30厚1：3干硬性水泥砂浆，面上撒2㎜ 结构层：120厚现浇钢筋混凝土板 0.12m×25kN/m3=3kN/㎡抹灰层：10厚混合砂浆 0.01×17kN/m3=0.17kN/㎡V型轻钢龙骨吊顶 0.12kM/㎡合计：4.45kN/b×h=300×600 25kN/m3×0.3m×（0.6m-0.12m）=3.6kN/m抹灰层：10厚混合砂 合计b×h=250×500 25kN/m3×0.25m×（0.5m-0.12m）=2.38kN/m抹灰层：10厚混合砂 b×h=250×400梁自 25kN/m3b×h=400柱自 25kN/m3×0.4m×0.4m=4抹灰层：10厚混合砂 0.01m×0.4m×4m×17kN/m合计纵墙 0.9m×0.20m×7.5kN/m3=1.35铝合金 0.54水刷石 0.54合计纵墙 （4.7-2.1-0.6-0.4）×0.20×7.5kN/m3=2.4铝合金 0.74水刷石 0.75kN/m水泥粉刷 合计：2.16纵墙 3.0m×0.20m×7.5kN/m：2.16内隔 2.9m×0.20×7.5kN/m3铝合金 0.74合计内隔墙 （4.7-0.9-0.6-0.4）×0.2×7.5kN/m3=4.2铝合金窗 0.74水泥粉 1.15活荷载标准值计楼面：2.0kN/㎡Sk=1.0×0.2kN/㎡=0.2kN/竖向荷载作用下框架内力取(7)轴线横向框架进行计算，计算单元宽度为6.9m，如图2.2所示，该2.2（2）A-B 活载 0.5×(1-恒载 4.45kN/㎡×（1-活载 2.0×（1-2×0.482+0.483）×2×3.45=12梁自重 3.87kN/A-B=42.12kN/m+3.87kN/m=45.99活荷载=板传荷 =26.74kN/m+3.87kN/m=30.61活荷载=板传荷 =12（3）B-C5恒载 7.01kN/㎡×1.65m×8×2=14.465活载 0.5kN/㎡×1.65m×8×2=1.035恒载 4.45kN/㎡×1.65×85活载 2.0kN/m×1.65kN/㎡×8梁自重 2.59B-C=2.59活荷载=板传荷 =2.59kN/m+9.18活荷载=板传荷 （4）C-D恒载 7.01kN/㎡×（1-2×0.482+0.483）×3.45×2=42.12活载 0.5×（1-恒载 4.45kN/㎡×（1-活载 2.0×（1-2×0.482+0.483）×3.45×2=12梁自重 3.87CD`=活荷载=板传荷 =3.87活荷载=板传荷 （5）A顶层柱：女儿墙自重：（1100，100=0.20m×1.1m×7.5kN/m3+25kN/㎡×0.1m×0.20m+(1.1m×2+0.20m)×0.5kN/=3.35kN/m×6.9m+3.87kN/m×(6.9m-顶层柱活荷载=板传荷 =0.5×5/8×3.45×6.9=7.44=3.38×(6.9-0.4)+3.87×(6.9-标准层柱活载=板传活 =4.43kN/m×（6.9m-0.4m）+2.5kN/m×（6.9m-0.4m）=45.05（6）B=3.87kN/m×（6.9m-0.4m）+7.01kN/m×3.45×5/8×6.9+7.01×(1-0.482+0.483)×1.65×6.9=198.86=0.5kN/m×3.45×5/8×6.9+0.5×(1-2×0.482+0.483)×1.65×6.9m×(1- 基础顶面恒载=基础梁自 =2.5kN/m×(6.9-0.4)+6.09×(6.9-（7）C顶层柱恒载=梁自重+板传荷载=0.5×3.45×5/8×6.9+0.5×(1-=2.0×3.45×5/8×6.9+2×(1-=6.09×(6.9-0.4)+2.5×(6.9-（8）D=3.35×6.9+3.87×(6.9- 顶层柱活荷载=板传荷 =99=151.426.9=29.762.3框架梁受荷图2顶 计算简2.6半结构顶层杆端弯矩计算图2.2半结构半结构顶层杆端弯矩计算ABIEF - --放松放放放放放2.7顶层弯矩分配图底层cDABE 0.460.16- -放松放松-74.17-25.80--放松放松- -1.78--放松放松- -0.12--104.16-27.7--2.10底层弯矩分配图2.112.12恒载弯矩调幅后框架弯矩图A-B轴：顶层：3.00kN/m B-C轴：顶层：1.03kN/m C-D轴：顶层：3.00kN/m 2.13顶层计算简图2.14半结构顶层计算简图表2.4顶层杆端弯矩计算ABIEF - -放松放松放松放松放松放松底层半结构底层计算简图2.5CDABE 0.460.16- --放松 放松-29.27-10.18--放松放松-- -0.70--放松 放松- -0.0540.65-10.93--活载底层弯矩分配图2.190.85，调幅后横载和活载弯矩图见以上各

VVq

ql2Vm梁端弯矩引起的剪力，Vm

Ml

M右

NV式中:V2恒载作用下的最终轴力图2.23活载作用下的最终轴力图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(1) 纵梁自重 横梁自重 上下半层柱自重 女儿 G2(3)楼面恒载 50%楼面活 走道活 纵梁自 横梁自 上下各半层柱自 上下各半层墙体自 G2=楼面横荷载+楼面活载50%+梁自重+上下各半层柱自重+上下各 2.24横向框架侧移刚度的计ibicD

12ic计算，式中系数c 由相关表可查得。（根据梁柱的线刚度比k的不同I0为梁矩形部分的截面惯性矩。E2.6横梁线刚度ibENmm2bIll2250柱线刚度ichcENmm2cbhmm2Imm4cEcIcN24001400表 中框和边框架线刚度分布2.9kib（层 （一般层 kDciEIC kib（底层k0.5（底层 k表 柱抗侧移刚度修正系数kkckki1kcki1i2i3kki1kki1kEIc 104 kkc 2D=kCc20.410.4表 B/C抗侧移刚度计算kEIc kkc 2D=kCc20.410.4表 柱总抗侧移刚度计算ZAZD286571133311810586158615014Wkzszw0hihjB/200式中ww=0.6kN/00zs——风荷载体型系数，根据建筑物的体型查得sz——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筑层数）0.24<0.25s，应考虑风压脉动对结构发生顺风向hihj2B——迎风面的宽度，B=6.6m2.20离地高度zw0/kN/m2hi/hj/Wk/风荷载作用下的位移1.侧移刚度0.3风荷载作用下框架的层间侧移可按下式计算uj

2.212Dic2Dci12/kN/chA24.210421.7 B*104*2*1.7 C（4.21044.4104）221.7 D24.210421.7 D kN/m)×2=39980表 22横向底层D值的计ic0.52Dci12/kN/chA4.2104 B4.21044.4104 C4.21044.4104 D4.2104 D 式中Vj——第jDiy——第juj——第jj

jjujnjuj2.242.23Wj/Vj/D/(kN/uj/uj/21uuj=0.004m0.004<1/550(2.24V D yMbV MuV(1 2A8657/39980B11333/39980C11333/39980D8657/399801A5014/21750B5861/21750C D5014/217502.25ND212.30·2.31图图 风荷载下的柱子轴内力组各柱边缘处轴力计MMVb，VV 作用MMVb，V tt

f=11.9N/mm

f=1..27N/mmcc框架

f300N/yyf270N/yy

b以底层Dfc=11.9N/mm2fyv=270N/

fy=300N/mm2h0has=400-选进行截面计算。（M11

M252.49KN 1

844.29M cf 11.9c

0.46IAi IA

l

40.703412M0.5fcA0.511.94004001.131取

C0.70.3

844.29 heah

40013.33mm取

l0 4700001300

/N

/

h

c

0.919 0

20)/360 M=CmnsM由于Cmns0.9191.00.9191.0 取M=1.0×M2=62.94kN.m

Cmnse

62.94 844.29 eie0ea74.552094.55mmei0.3h00.3360108e

h

94.55400/240

A及A Nb1 bNe0.431fcbh011bh0as 844.29103254.550.8

AsAs

Ne1fcbh010.5fyh01031192mm20.002bh320，AsAs

94221.18%0.2%400稳定系数：0.954则Nu0.9fcAfyAs M

3

6.873.0，取

25.4610N844.29kN0.3fcAN=571.2kN

ftbh0故只需按构造配筋。取箍筋Φ8@130，双肢箍（设置复合箍筋）svnAsv1

2

0.19%框架梁配筋计AB梁截面下部受拉时，翼缘在梁的受拉区，此时截面可按TABft=1.27N/mm²fy=300N/mm²h0=h-as=600-AB跨跨中配筋计算（300mm×600mm） s

11fcbf1

=0.27<b

11112s=3000.9123

322,As=1140fysh0=300

AB

面按T1b lb 3

32400800mm3750mm，并取h0=450mm-判别TTf跨内截面0.029f

/

故各跨内截面均属于第一类T支座截面按矩形截面计算，取h0=450mm-跨内截面在负弯矩作用下按矩形截面计算，取h0=450mm- 2.34M/fb' 1cf112Afb'h/ 1cf s实配钢筋343333--M/fb' 1cf11Afb'h/ 1cf 1 s实配钢筋333333梁 Vb0.25fbh

c 按构造要求配筋，取双肢箍2.35ABBC层2121Vb0.25cfcbh0Vb0.7f 2222nAB梁顶 跨中截nSSGKmm0.59.47kNm154.935kNMqf1.78N/mm2,E2105N/mm2,h560mm,A1256mm2

V nd 4 ii

Mq0.87h

154.935106N0.87560mm

253.19N/0s s

0.5300mm

1.78N/ te

0.650.014253.19N/

cr sq(1.9C0.08deq 1.9 2105N/ (1.9

0.197mmminM=-s

fbh

1.011.9300

1cf11112s

=0.2642<bM

As

f

3000.8679222+2

As=1256

0.60%

且45f

451.27BM=-s11

fcbf

105.64h0 1.011.9300h0

=0.069<b

1

s

45f

451.27As

f

105.64 3000.9653ys3

As=942

0.449%

且45f

451.27本工程基础采用柱下独立基础，以一榀框架结构的D计，选粘土层为持力层，fa=260kN/m2，2.1m，取基础1000mmC25，fc=11.9kN/m2fy=300kN/m21000mkNm3,回填土G=17.8kNm3.(d=1.0,b图 B柱下独立基础计算简基础尺寸及埋置深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)=304A

1.2Nkmax

1.2

1.21.2

a=b=2m＜3m,无须宽度修正.Mk=62.94kN

Nk=871.39

Vk=25.72Gk=20×2×2×(2.1+0.45×0.5)=186`ek

Mk =Nk

PPk,maxPk

=871.39186160.032{285

243 Pk=234.37kPa＜fa=260kPaPk,max=285.50kPa＜1.2fa as=60mm,h0=1000-60=940㎜C25

ft1.27N/atac=400

ab=400+2×940=2280am=(2280+400)/2=1340A(lach)b(bbch)2

h 0.7hft(bch0)h01074.33kN

配筋计

MPn(la)2(2bb =1217.8420.42220.35=107.49HRB335(fy300Nmm2

0.9h0f

=423.52选用10 (As=561mm2);另一方向选用10@140(As=561mm2Mk=-62.94kNm

Nk=844.29

Vk=25.46ek

MKNk

844.29

0.061m6

Pk,maxNkGk(16ek)=844.29186160.061{304

2

20997k,min Pkmax=226.69kPa＜1.2faE=1.2afa经过两个月的时间,我完成了本次毕业设计─济南市小设计,本次设计经过了收集整理资料、建筑手绘草图、天正绘图、结构计算、PkPM织设计等过程，使我明确了毕业设计所包含的各项内容，并对设计过程中遇到的问题进行了探讨和解决。在计算机制图的过程中，我更熟练AutoCAD、天正建筑、PkPM等建筑设计软件。 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，参考文［1］郑少瑛．土木工程施工组织［M］.：中国电力［2］黄棠、王效通．结构设计原理(上册)［M］．：中国铁道［3］莫海鸿、．基础工程［M］.：中国建筑工业［5］王萍主编．混凝土结构及砌体结构［M］．大连：大连理工大学［6］张延年．建筑抗震设计［M］．：机械工业［7］朱彦鹏．混凝土结构设计原理［M］．重庆：重庆大学［8］黄双华．房屋结构设计［M］．重庆：.重庆大学［9］陈树华．建筑地础［M］．哈尔滨：哈尔滨工程大学［10］胡乃君．建筑结构课程设计指导［M］．：工业大学，2001［11］贾韵绮、王毅红．工业与民用建筑专业课程设计指南［M］．：中国建筑［12］GB50011-2010．建筑抗震设计规范［S］．：中国建筑工业［13］GB50010－2010．混凝土结构设计规范［S］．：中国建筑工业［14］GB50007－2002．建筑地础设计规范［S］．：中国建筑工业［15］GB50223－9．建筑抗震设防分类标准［S］．：中国建筑工业［16］GB50009－2001．建筑结构荷载规范［S］．：中国建筑工业［17］GB50007－2002．建筑地础设计规范［S］．：中国建筑工业Concretestructurereinment：structureinthelong-termnaturalenvironmentandundertheuseenvironment'sfunction,itsfunctionisweakeninevitablygradually,ourstructuralengineering'sdutynotjustmustfinishthebuildingearlierperiodtheprojectwork,butmustbeablethesciencestructuredamageobjectivelawandthedegree,andadoptstheeffectivemethodguaranteestructurethesecurityuse,thatthestructurereinmentwill eanimportantwork.Whatmayforeseewillbethe21stcentury,thehumanbuildingalsobytheconcretestructure,thesteelstructure,thebricking-upstructureandsoonprimarily,thepresentstageIwillthinkusinthestructurereinmentthisaspectresearchshouldalsotakethisasthemainbreakthroughKeyword：Concretestructurereinmentbricking-upstructurereinsteelstructurereinConcretestructurereinConcretestructure'sreinmentdividesintothedirectreinmentandreinstwokindsindirectly,whenthedesignmayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethodandthenecessarytechnology.thedirectreinment'sgeneralmethod1）EnlargesthesectionreinmentlawAddstheconcretescast-in-celevelinthereindconcretememberinbendingcompressionzone,mayincreasethesectioneffectiveheight,theexpansioncrosssectionalarea,thusenhancesthecomponentrightsectionanti-curved,theobliquesectionanti-cutsabilityandthesectionrigidity,ysthereinmentreinmenttherole.Inthesuitablemusclescope,theconcreteschangecurvedthecomponentrightsectionsupportingcapacityincreasealongwiththeareaofreinmentandtheintensityenhance.theoriginalcomponentrightsectionratioofreinmentnottoohighsituation,increasesthemainreinmentareatobepossibletoproposetheteaucomponentrightsectionanti-curvedsupportingcapacityeffectively.Ispulledinthesectiontheareatoaddthecast-in-ceconcretejackettoincreasethecomponentsection,throughnewCanadapartialandoriginalcomponentjointwork,butenhancesthecomponentsupportingcapacityeffectively,improvementnormaloperationalperformance.Enlargesthesectionreinmentlawconstructioncraftsimply,compatible,andhasthematuredesignandtheconstructionexperience;IssuitableinLiang,theboard,thecolumn,thewallandthegeneralstructureconcretesreinment;Butsceneconstruction'swetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.RecementconcretesreinmentThislaw'smeritwithenlargesthemethodofsectionstobeclose,andafterreinforcing,doesnotaffectbuilding'sclearance,butsimilarexistenceconstructionwetoperatingtimelonging;Issuitablesomewhatloworhasconcretescarrier'sandsoonseriousdefectLiang,columninthecompressionzoneconcretesintensityreinthecakingoutsourcingsectionreinmentOutsidetheBaotouSteelFactoryreinmentiswrapsinthesectionorthesteelteisreindcomponent'soutside,outsidetheBaotouSteelFactoryreinsreindconcreteLiangtousethewetoutsourcinglawgenerally,namelyusestheepoxyresinificationtobeinthemilkandsoonmethodswithtoreinthesectiontheconstructioncommissiontocakeawhole,afterthereinmentcomponent,becauseispulledwiththecompressedsteelcrosssectionalarealargescaleenhancement,thereforerightsectionsupportingcapacityandsectionrigiditylargescaleenhancement.ThislawalsosaidthatthewetoutsideBaotouSteelFactoryreinmentlaw,thestressisreliable,theconstructionissimple,thesceneworkloadissmall,butisbigwiththesteelty,andusesinabovenotsuitably600Cinthenon-protection'ssituationthehightemperaturece;Issuitabledoesnotallowintheuseobviouslytoincreasetheoriginalcomponentsectionsize,butrequeststosharpenitsbearingcapacitylargescaletheconcretestructurereinment.SticksthesteelreinmentOutsidethereindconcretememberinbendingsticksthesteelreinmentis(rightsectionispulledinthecomponentsupportingcapacityinsufficientsectorarea,rightsectioncompressionzoneorobliquesection)thesuperficialgluesteelte,likethismayenhanceisreindcomponent'ssupportingcapacity,andconstructsconveniently.Thislawconstructionisfast,thescenenotwetworkoronlyhasthesteringandsoonfewwetworks,toproducesissmallwiththelifeinfluence,andafterreinforcing,isnotremarkabletotheoriginalstructureoutwardappearanceandtheoriginalclearanceaffects,butthereinmenteffectisdecidedtoagreatextentbythegummycraftandthelevel;Issuitableinthewithstandingstaticfunction,andisinthenormalhumidityenvironmenttobendorthetensionmemberreinment.GluefibrereinmentsticreinmentOutsidepastesthetextilefiberreinmentispasteswiththecementingmaterialthefibrereinmentcompoundmaterialsinisreindthecomponenttopulltheregion,causesitwithtoreinthesectionjointwork,achievessharpensthecomponentbearingcapacitythegoal.Besideshasgluesthesteeltesimilarmerit,butalsohasanticorrosivemuddy,bearsmoistly,doesnotincreasetheself-weightofstructurenearly,durably,themaintenancecostlowstatusmerit,butneedsspecialfireprotectionprocessing,issuitableineachkindofstressnatureconcretestructurecomponentandthegeneralconstruction.Thislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;Issuitablereinmentwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingtothecompressionalmemberthesituation.ReelingThislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;Issuitablereinmentwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingtothecompressionalmemberthesituation.FangboltanchorThislawissuitableintheconcretesintensityrankistheC20~C60concretesload-bearingmembertransformation,thereinment;Itisnotsuitableforalreadytheabovestructurewhichandthelightqualitystructuremakesdecentseriously.Theindirect ment'sgeneral mentThepre-stressedhorizontaltensionbarreinsconcretesmemberinbending,becausethepre-stressedandincreasestheexteriorloadthecombinedaction,inthetensionbarhastheaxialtension,thisstrengtheccentrictransmitsonthecomponentthroughthepoleendanchor(,whentensionbarandLiangboardbottomsurfaceclosefitting,tensionbarcanlookfortunetogetherwithcomponent,thisfashionhaspartialpressurestotransmitdirectlyforcomponentbottomsurface),hastheeccentriccompressionfunctioninthecomponent,thisfunctionhasethebendingmomentwhichoutsidetheparttheloadproduces,reducedoutsidetheloadeffect,thussharpenedcomponent'santi-curvedability.Atthesametime,becausethetensionbarpassestocomponent'spressurefunction,thecomponentcrackdevelopmentcanalleviate,thecontrol,theobliquesectionanti-tocutthesupportingcapacityalsoalongwithitAsaresultofthehorizontalliftingstem'sfunction,theoriginalcomponent'ssectionstresscharacteristicbyreceivedbendsturnedtheeccentriccompression,therefore,afterreinment,component'ssupportingcapacitywasmainlydecidedinbendsundertheconditiontheoriginalcomponent'ssupportingcapacity。Afterthereindconcretecomponentusesunderthepre-stressedtosupportthetypetensionbarreinmentdecides,formsonebytoreinthecomponentandundersupportsthecompoundultrastaticallydeterminatestructuresystemwhichthetypetensionbariscomposed,undertheoutsideloadandthepre-stressedcombinedaction,inthetensionbarhastheaxialandthrough(nextsupportsandpoleendanchorspot)withcomponent'scombiningsitetransmitsforisreindthecomponent,hascounter-balancedoutsidetheparttheload,changedtheoriginalcomponentsectionendogeniccharacteristic,thussharpenedcomponent'sbearingcapacity.Thislawcanreduceisreindcomponent'sstresslevel,notonlycausesthereinmenteffecttobegood,moreovercanalsothegreatscopeenhancethestructureoverallsupportingcapacity,butafterreinforcing,hascertaininfluencetotheoriginalstructureoutwardappearance;Issuitableaswellasisunderthehighstress,thehighstrainedconditionconcretescomponent'sreinmentinthegreatspanortheheavystructurereinment,butinthenon-protection'ssituation,cannotuseinthetemperatureabove600Cintheenvironment,isalsonotsuitableusesintheconcreteshrinkagecontinuousvariationbigstructure.IncreasesthesupportingreinmentTheadditionpivotreinmentlawisthroughthereducedmemberinbendingeffectivespan,achievesthereducedfunction,inisreindonthecomponenttocarrytheeffect,raisesthestructureloadbearinglevelthegoal.Thislawsimplereliable,buteasytoharmbuilding'soriginalconditionandtheusefunction,possiblyandreducesusesthespace;Issuitableintheconcretetermpermissionconcretestructurereinment.Hasgenerallywiththeconcretestructurereinmentnecessaryuse'sTherequesttradestheItisthejoist(eithertruss)opensthecolumn(orwall),thejoistterminalandthejoisttradesandsooncolumntocallgenerally;Belongstoonekindofcomprehensivetechnology,bytherelatedstructurereinment,thesuperstructuregoesagainstriseswithtorepositionaswellasabandonsandsooncomponentdemolitiontobecomposed;Issuitableinhadbuilding'sreinmenttransformation;Compareswiththetraditionalpractices,hastheconstructiontimetobeshort,theexpenselow,affectsandsoonmeritsslightlytothelifeandtheproduction,butishightothespecification,mustcompletebytheskilledworker,canensurethesecurity.2）ntsthemuscleItisoneitemissimpleanddirecttotheconcretestructure,theeffectiveconnectionandtheanchortechnology;Mayimnttheordinarysteelbar,mayalsoimntthebolttypeanchormuscle;Haswidelyappliedinhadbuilding'sreinmentimprovementproject,example:Intheconstructionleaksburiesthesteelbarorthesteelbardeviationdesignsthepositiontherecovery,thecomponentincreasesthesectionreinmenttomakeupthemuscle,thesuperstructureexpandscross,goesagainstrisestoLiang,column'slengtheningbyjoining,thehousesuperimposedlayerterminalandthehigh-riseconstructionadditionshearingwallntsthemuscleandsoon.CrackpatchingAccordingtotheconcretescrack'scause,thecharacterandthesize,usesealdifferentlyprotectthemethodtocarryonpatching,onekindofskillwhichcausesthestructurebecausetocrackreducestheusefunctionwhichandthedurabilitycanrestore;Issuitableinhadinthebuildingeachkindofcrackprocessing,buttothestresscrack,besidespatching,stillshouldusethecorrespondingreinmentmeasure.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-upstructurereinmentmethod:Thebricking-upstructure'sreinmentdividesintowhenthedirectreinmentandreinstwokindsindirectly,thedesign,mayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablesuitableforthebricking-upstructuredirectreinmentoutsidereindconcretesuperimposedlayerreinmentThislawbelongstothecompoundsectionreinmentmethodonekind.Itsmeritistheconstructioncraftsimple,compatible,afterthebricking-upreinment,thesupportingcapacityhasenhancesgreatly,andhasthematuredesignandtheconstructionexperience;Issuitableinthecolumn,thebeltwallwallreinment;Its ingisthesceneconstructionwetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.outsidereindconcretemortarsuperimposedlayerreinmentThislawbelongstothecompoundsectionreinmentmethodonekind.Itsmeritandoutsidethereindconcretethesuperimposedlayerreinmentlawisclose,butenhancesthesupportingcapacitytobeinferiortotheformer;Issuitableinthebricking-upwallreinment,sometimesalsousesinoutsidethereindconcretewhenthesuperimposedlayerreinmentbeltengagedcolumnwallthebothsidesputonthewallstirruptheseal.theadditionholdstheengagedcolumnreinmentThislawbelongsenlargesthesectionreinmentmethodonekind.Itsmeritthesuperimposedlayerreinmentlawisalsoclosewiththereindconcreteoutside,butthesupportingcapacityenhanceslimitedly,anddifficulttosatisfytheearthquakerequest,generallyonlyinpeneseismiccountryapplication.suitableforthebricking-upstructureindirectreinmentmethod1）non-cakingoutsourcingsectionreinmentlawThislawbelongstothetraditionalreinmentmethod,itsmeritistheconstructionissimple,thesceneworkloadandthewetworkarefew,thestressismorereliable;Issuitableindoesnotallowtoincreasetheoriginalcomponentsectionsize,actuallyrequeststoenhancethesectionsupportingcapacitylargescalethebricking-upcolumn'sreinment;Its ishighforthereinmentexpense,andmustusethesimilarsteelstructuretheprotectivepre-stressedstayrodreinmentThislawcanthe