设计-终极工程的建筑面积约3549

单独的一榀框架进行建筑的设计计算。在提前设计好的建筑计算简图和草图的参提以及风压作用下的框架的侧向移动验算，考虑到作用与不考虑时的内力效应组在以上工作整理的基础上，使用AutoCAD，天正PKPM2011等绘图制图软件详细的绘制出建筑设计图和建筑结构工程详图。：钢纲混凝土,框架结构,内力组合Theengineeringconstructionareaofabout3549.60squaremeters,heightof15.6m,theelevationdifferenceofinsideandoutsideof0.45m.Constructiongenerallayoutforaglyph,structureofcast-in-placereinforcedconcreteframestructure,seismicfortificationintensityis7degrees,earthquakeresistantlevelforlevel2.Thewholedesignincludingarchitecturaldesign,structuraldesignandconstructionorganizationdesignthreeparts.Architecturaldesignpart,firstofall,accordingtotheusefunctionofarchitecturedeterminetheinitiallayoutofbuildings,includingthebuildingshapeandinteriorspacelayout,etc.,andthencombinedwithmaterial,practice,furthertodeterminethespecificsizeofpeace,facadestyle.Constructionorganizationdesign,verticaltransportation,hemainstructurecompletedconfigurationtwotowercraneforverticaltransportation.Usingcommercialconcrete,therequirementofcontinuouscastingwithoutconstructionjoints.Adoptmechanicalexcavationearthworkexcavation,artificialstrip,trimming.Reinforcedbymechanicalprocessing,artificialbanding.Outsidescaffoldingscaffolding:framestructurewithdoublerowtubefastenerscaffold,facadewithfederatedeyenetworkclosed;Operatingwithintheframeadoptstoolscaffold.Onthebasisoftheabovework,theuseofmapsoftwareAutoCAD2011,daysandPKPMtheconstructiondiagramandthestructureconstructiondrawing.:reinforcedconcrete,internalforce,前 建筑设 建筑设计说 平面设 剖面设 立面设 楼板层和地 基础和地 交通联系部分的设 其他设 结构设 工程概 框架计算简图及梁柱线刚 竖向荷载计 作用及侧移计 风荷载及侧移计 内力组 梁柱截面设计与配筋计 基础设 结 致 参考文 附 交通联系部分设本设计通联系部分设计能满足下列要求：交通线路简捷明确，联系通行身以及总体环境对单体建筑内外两方面的要求。小不能小于0.5米。天然地基上的基础，一般把埋深在5米以内的叫浅基，超过5米的叫深基。本工程考虑到水位的高度，冰冻线的深度，以及软弱层的深度和范围，确定1.5米深度作为基础埋深，同时照顾到该工程为框架结构，梁柱中心线不重合，将会产生叫大的竖向弯矩，为了提高抗侧刚度，满足向弯矩楼梯设1/25~1/30，其混凝土用量和钢材用量都较多，一般适用于梯段板的水平跨长不超过3M时。室外台置台阶。平台的表面应作成向室外倾斜1-4％的流水坡，以利排水。门和窗的设散水设3%--5%600mm，坡度3%，具体做法为：300厚素土夯实宽L+300，6075号混凝土垫层，201：2工程概2建筑面积：3549.60m50自然条地质条1B各岩土层力学指标见下表2.1工使用，无埋设物，场地类别为二类。3、水文地质概况：最高水位-3.6m，常年水位-3.9m无腐蚀性荷3、基本风压w0.60kN04、基本雪压s00.20kNm2表 各岩土层力学指标汇总(kN/1——27.6/318.7/439/技术经济条材料选柱、梁、楼板的钢筋强度等级按规范查取，混凝土强度等级C30窗：钢塑门窗=0.35kN/㎡门：木门=0.2kN/楼面结构：全部采用现浇钢筋混凝土肋形楼盖，板厚150hb=(1/12～1/8)l0,bb=(1/3～1/2)hb,且hc框架柱长边hc=(1/12～1/6)H0，且hc400mmbc350mm框架柱确定框架计算简-1.1m，3.9m5.0m，其余各层柱高从楼面算至上一层楼面（即层高）故均为3.9m，由此可绘出框架计算简图如下图2.2b×h=300mm×600mmb×h=200mm×500mmb×h=250mm×400mm框架柱框架梁柱的线刚度计左边跨梁：

EI/=3.0107klN/m2210.30.63/7.54.3104kN中跨

EI/l3.0107kN/m2210.30.63/2.4m13.5kN

EI/l3.0107kN/m210.30.63/7.5m4.3104kN

右边跨 EI/l3.0107kN/m210.44/5.0m1.3104kN底

EI/l3.0107kN/m210.44/3.9m1.6104kN令i余柱1.0 4.3104kNm2.69 13.5104kNm

1.6104kN4.3104kNm

1.6104kN1.3104kNmi右跨 1.6104kN 1.6104kN 恒载标准值计(1)屋

找平层：15厚水泥砂浆保温层：80厚矿渣水泥抹灰层：10厚混合砂浆

1.0kN/0.4kN/0.015m20kN/m30.30kN/0.015m20kN/m30.30kN/0.04m14kN/m30.56kN/0.08m14.5kN/m31.16kN/0.15m25kN/m32.5kN/0.01m17kN/m30.17kN/抹灰层：10mm厚混合砂浆

1.16kN/0.15m25kN/m32.5kN/0.01m17kN/m30.17kN/0.65kN/ 0.01m17kN/m30.17kN/bh300mm 25kN/m30.3m(0.6m0.10m)3.75kN/ 0.27kN/bh300mm

25kN/m30.2m(0.5m0.10m)2.0kN/基础梁bh250mmbh400mm

0.20kN/25kN/m30.25m0.4m2.5kN/25kN/m30.4m0.4m4.0kN/0.27kN/：47/m

(3.9m0.6m2.4m)0.24m18kN/m33.89kN/m0.35kN/m20.84kN/(3.9m2.4m)0.5kN/m20.75kN/(3.9m2.4m)0.36kN/m20.54kN/

合计：6.02kN/

(5m0.5m2.4m0.4m)0.24m18kN/m37.34kN/0.84kN/

0.75kN/0.54kN/

合计：9.47kN(3.9m0.5m)0.24m18kN/m314.69kN/：(3.9m0.5m)0.36kN/m222.45kN/合计：17.14kN活荷载标准值计

(3.9m0.6m)0.24m18kN/m314.26kN/(3.9m0.6m)0.36kN/m21.19kN/合计：15.45kN(3.9m0.6m0.4m)0.36kN/m21.04kN/合计：18.32kNk（2）S1.00.2kNm20.2kNk竖向荷载下框架梁内力

6.39kN/m23m(120.420.43)228.52kN/0.5kN/m23m(120.420.43)22.23kN/3.83kN/m21.8528.62kN/82.0kN/m23m(120.420.43)28.93kN/屋面梁：恒载 梁自重+板传荷载=4.02kN/m28.52kN/m21.12kN/活荷载：2.23kN楼面梁：恒载 梁自重+板传自重=4.02kN/m17.10kN/m21.12kN/活荷载：板传活载=8.93kN

6.39kN/m1.2m529.59kN/80.5kN/m1.2m520.75kN/84.02kN/恒载 梁自重+板传荷载=4.02kN/m9.59kN/m13.61kN/活荷载：0.75kN恒载 梁自重+板传荷载=4.02kN/m5.75kN/m9.77kN/活荷载：板传荷载=3.00kN/0.24m0.9m18kN/m325kN/m20.1m0.24m(1.0m20.24m)0.5kN/m25.61kN/886.02kN/m6m4.02kN/m(6.0m0.4m)3.832kN/m23.0m56.0m82.0kNm23.0m56.0m8=9.47kN/m(6.0m0.4m)2.5kN/m6.0m（5）B4.02kN/m(6.0m0.4m)6.39kN/m

53.0m1.2m(120.220.23)3.0m2137.10 =0.5kN/m3.0m50.5kN/m1.2m(120.220.23)238.97 =4.02kN/m(6.0m0.4m) 2 5)1.2(120.220.23)233.83kN/m(3 2.0kN/m3.0m53m1.2(120.20.2)2 =18.32kN/m(6.0m0.4m)2.5kN/m6.0m（6）CB竖向受荷图以及框架梁受荷图见图2.3和图使用分层法计算框架弯A-B轴：顶层 标准层2B-C轴：顶层 标准层22C-D轴：顶层：18.4kN/m 杆端弯矩叠加，不平衡弯矩进行一次分配，得框架弯矩总图如下图A-B轴：顶层 标准层B-C轴：顶层 标准层/固端弯矩（kNm最后弯矩（kNm矩/分配与2.4矩/分配与/固端弯矩（kNm8最后弯矩（kNm矩/分配与矩/分配与杆端弯矩叠加，不平衡弯矩进行一次分配，得框架弯矩总图如下2.8和表左中右左中右43214321梁端剪力：VVq式中:VV2VVMMlNV式中：V梁端剪力 梁端剪力、轴力见下图2.19-图2.22左中右左中右432143212.4作用及侧移计重力荷载代表值集中作用于各楼层标高处的重力荷载代表值 计算。计算过程为屋面恒6.39kNm(51.0m0.24m(17.4m0.24m)50%屋面雪荷0.5(51.0m0.24m(17.4m0.24m0.2kN/m2.2kNm(51.0m0.24m412m4.02kN/m817.40.24)2(7.5m0.24)2(3.9m0.24)外横(17.40.24)(1.950.6)26.02kNm286.72kN/外纵51.00.24(1.950.5)26.02kNm832.85kN/(51.00.24)(1.950.5)217.14kN/m12(19.50.5)17.14kN/m(7.50.24)14(1.950.6)15.45(3.90.24)(1.950.6)215.45女儿5.61(51.017.42柱自4.271.9544366.37楼面恒3.82((51.00.24)3.322.1(51.00.24)50%楼面活载2.0(51.00.24)(17.40.24)0.5梁自重:纵2.2(51.00.24)412横梁4.0217.40.2480.24柱自重4.273.944墙体自重：外纵6.0251.00.24(3.90.5)2外横墙：(17.40.24)(3.90.626.02内纵墙：51.00.24212(3.90.5内横墙：15.457.50.2414(3.90.24)2(3.90.6)5985.27G2G32943.74357.25903.87477.31662.82732.732097.56700.875985.27楼面恒3.8351.00.2450%楼面活2.0(51.00.24)(梁自重:纵梁2.2[(51.00.24)412]横梁4.02[(17.40.2482(0.24)]柱自重4.273.9446.02[(51.00.24)(3.90.5)2][(1.52.414)(1.51.84)(1.5(1.52.42)](6.020.35)外横墙：(1.650.24)(3.90.626.0212.6[(3.90.5)(51.00.24)51.04][2.11.218(12.60.35)内横墙：12.1(7.20.24)210(3.90.6)G12943.74357.25903.87477.31662.82732.732097.56700.875985.2710.48横向框架侧移刚度的计横梁线刚度ib和柱线刚度ic计算分别见下表2.10-2.16：c 据梁柱的线刚度比k的不同）框架结梁构内力计算中，在楼板的协护作用下梁的刚度会bh/lEcl4-13.03002002.081.5表2.12柱线刚度ichcbh/4Ic(mmEcIc(Nmm)2-3.04001.6413.04002.152^4D值的计i0.5 2Di12/(kN/ccD(1032524709020)389600N/2.16Di0.5 2Di12/(kN/ccD(51183643)20288000N/横向水平作用下框架结构的内力和侧移横向框架自振周期计算按质量分布情况简化为无限质量悬臂杆件，导出以直杆顶点位移便是基频公式，如表顶点位移Ti自振周期T1 T53sGi/0akN/层间位移4321横向作用计算及楼层剪力计在Ⅱ类场地，7度设防烈度，设计分组第3组，基本加速度值为0.10g，结构的特征周期Tg0.45s， 影响系数amax0.08（最大影响系数）本工程建筑物FEK1GeqGeq .76 h21.0(阻尼调整系数 gT

0.450g 1.00.0811 0.8851FEK1Geq .90因为：1.4Tg1.40.45s0.63sT10.885s，所以还得顾及结构顶端附加的影响顶部附加作用为FnnFEk .68kNii

Gi

n nGii各质点水 作用及了楼 剪力沿屋高分布如下图HGGiHGkFV4321图2.24底部剪力法的水平作用及层剪水平作用下框架位移计算水平作用下框架结构的层间位移ui和顶点位移ui分别按公 (uiVDij和u(ui)k计算见表，计算过程如下表中e 角hehi水平作用下的侧移计 度h(g0g1g2g3

，根据上下层高度变化查得修正值g2g3。反剪力Vi度hi4321由表中可知最大层间位移发生在第二层，其指为1/588<1/550,满足式中u/h1/5，水平作用下的内力计Dhm，n，Kg0，根据上g1g2g3高度hg0g1g2g3h2.202.21表2.20水平作用下A轴框柱剪力和梁hVDDVkMc(kNMc4321表2.21水平作用下B轴框架柱剪力和梁端弯hVDDVkMc(kNMc4321图2.26水 式中w0w0s1.3数）估算，大约为0.32s>0.25s，应考虑风压脉动对结构发生顺风向风振的影响。 hj计算过程见表2.22。2、5、1风荷载作用下的位移计2、风荷载作用下框架的层间侧移可按下式计算

V 离地高度zw/(kN/m20hi/hj/Wk/表2.23横向2^4层D值的计i0.5 2Di12/(kN/ccA24.31000021.6B2(4.313.5)1000021.6D )238274kN/i0.5 2Di12/(kN/ccA4.3100003.31B(4.313.5)1000013.69D(44805641)220242kN/ jujj

顶点侧移u jWj/Vj/D/(kN/ui/ui/4321uui/h2.5.2风荷载下的弯矩、剪力和轴框架梁的反弯点高度h(g0g1g2g3h。i4000300020001000Vjjujji4000300020001000Mc上Vim(1i

McVimi ) b左 i左i 下j c上 b右 i左i c下j c上

Mb总jMc下j1Mc上ABVbBCVbCDVbABCDVbABVbVbBCVb4321VDDD/VMc(kNMcMb43212.29B/CVDDD/VMc(kNMcMbMb4321在竖向荷载作用 在水平作用MMVb,VV MMVb,V SWKSWK值值值4层左M1.2①0.71.4②0.6-1.2①0.6-V-中M-1.2①0.71.4②0.6V右M1.2①0.6-1.2①0.6-V1层左M1.2①0.71.4②0.6-1.2①0.71.4②0.6-V-中M-1.2①0.71.4②0.6V右M1.2①0.71.4②0.6-1.2①0.71.4②0.6-V SWKSWK值值值4层左M1.2①0.71.4②0.6-1.2①0.6-V-中M--001.2①0.71.4②0.6-V右M1.2①0.6-1.2①0.6-V1层左M1.2①0.71.4②0.6-1.2①0.71.4②0.6-V中M--001.2①0.71.4②0.6-V右M1.2①0.71.4②0.6-1.2①0.71.4②0.6-V SWKSWK值值值4上M-1.2①0.6①0.7②1.41.2①0.71.4②V-下M1.2①0.6-①0.7②1.4-1.2①0.71.4②-N-V-1M-1.2①0.6①0.7②1.41.2①0.71.4②V-M1.2①0.6-①0.7②1.41.2①0.71.4②-N-V--SWKSWK值值值4上M-1.2①0.6①0.7②1.41.2①0.71.4②V-下M1.2①0.6-①0.7②1.4-1.2①0.71.4②-N-V-1M-1.2①0.6①0.7②1.4-1.2①0.71.4②V-M1.2①0.6-①0.7②1.41.2①0.71.4②-N-V--值值值4层左M--1.35①0.71.4②0.7-1.35①0.71.4②0.7-V中M1.35①0.7V右M--1.35①0.71.4②0.7-1.35①0.71.4②0.7-V1层左M--1.35①0.71.4②0.7-1.35①0.71.4②0.7-V中M1.35①0.7V右M--1.35①0.71.4②0.7-1.35①0.71.4②0.7-V值值值4层左M--1.35①0.7-1.35①0.7-V中M--1.35①0.7-V右M--1.35①0.7-1.35①0.7-V1层左MV中M-1.35①0.7-V-右M--1.35①0.7-1.35①0.7-V值值值4上M1.35①1.4①0.71.2①0.7V下M--1.35①1.4-①0.7-1.2①0.7-NV1M1.35①1.4①0.71.2①0.7VM--1.35①1.4-①0.71.2①0.7-NV值值值4上M1.35①①0.71.35①V下M--1.35①-①0.7-1.35①-NV1M1.35①①0.71.35①VM--1.35①-①0.7-1.35①-NV混凝土强度等级 f14.3N/ f1.43N/mm

f360N/mm

f

400N/mmyyyy

f270N/mm

f

300N/mm框架柱正截面计底层柱NmaxN 0.677Nfc 14.3N/mm24002取h0has400mm40mm360mm,Vmax

/b360mm0.94因此0.25fbh0.251.014.3Nmm2400mm360mm514.8kNc BNfbh71.47Nmm2400mm360mm0.5181067kN 1 0M1M

24.93kN120.24kN

0.62

i 3412M

3412(0.62)lc/i5000/115.541.29

103nmax(20mm,400mm/3013.33mm)10a130.7720

h

150.77400mm40mm2 f

660.651031.014.3N/mm2400mm

1 AsA, 1 s fy(h0a,s660.65103310.771.014.340036020.821(10.50.321)360mm(360mmS,AS,minA 0.55%4002mm/2S, M194.55kN.mM 95.86kN1/12400mm1/12400mm3412M

3412(0.99)lc/i5000/115.543.29e

103enmax(20mm,400mm/3013.33mm)e1e0ea83.1220e

h

103.12400mm40mm2 f

1153.261031.014.3N/mm2400mm 1 Nefbh2(1AsA, 1 sfy(h0as,s1153.26103263.121.014.340036020.56(10.50.56)360mm(360mmS,AS,minA 0.55%4002mm/2S,,sAs

6156150.770.55%400M155.14kN.mM 1/12400mm4400mm1/12400mm4400mm3412M

3412(0.79)lc/i3900/115.533.77e

70.0910334.29mmenmax(20mm,400mm/3013.33mm)e1e0ea34.2920e

h

54.29400mm40mm2 f

204.41031.014.3N/mm2400mm

0.0991 Nefbh2(1AsA, 1 sfy(h0as,s204.4103214.291.014.340036020.099(10.50.099)360mm(360mmAS

AS,,

0.55%4002mm/2440mm,sAs

6156150.770.55%400垂直于弯矩作用平面的受压承载力计1NmaxNu0.90.98fcAfy1As12408.57kN框架柱斜截面设0.3fcA0.314.34002686.4kN fbh0.07N V38.2031.0 4层：最不利内力组合M=55.14kN.m，N=224.38KN，V=32.10KN0.3fcA0.314.34002686.4kN fbh0.07N V32.1031.0 B轴：1e0h0130.77mm360mm0.3630.55可不验算4e0h034.29mm360mm0.0950.55可不验算1M 177.66 f 1.014.33001 0.142As

0 0

1.014.33005602

pminmax[0.2%,(45ft/fy)%]As,minpminbh0.002300600360mm下部420（As1256mm2，上部结构按构造要求见表 600.60kN按要求配双肢箍支座左跨中支座右支座左跨中支座右M/(kN-sfbh1 411fbh2As1 f /s,实配钢M/(kN fbh 111fbhAs 1 f /mms,实配钢2.434141Vb(kN(Vb(Vb(Vb(Vb8@8@8@8@Baf240kNm2a基础埋置深度取为1.0+1.1=2.1mfc11.9kNm2C25fy300kNm2。粉质粘土17.8kNm319.8kNm3,回填土。(1.0,0.5) 基础尺寸见图基础尺寸及埋置1.1+1.0=2.1m,C10凝土垫层,两边各伸出100㎜.ｂ.按受压基础初步估算基底面偏心受压，基底面积增大20%A1.2A1.2NK,max 12 7.07m faG 30417.8(2.10.45则 2.66m3m无需宽度修正

ab2.7mMk95.86kMm,Nk1079.79kN,VkGkGAd202.62.7(2.10.450.5)e Nk

(95.862.141.0)kNm0.072m1079.79kN

l0.68m（可以6 N 1079.79 6 172k,max}kk))1.2364.8kPa（Pkl124a以PPk,maxPk

综上所述Pk,max172.26kPaPk,min124.74kPaPkas60mmh0100060940mm。C30ft1.27N/btbc400mm（柱宽b04002940bm(2280400)/21340mmA(lach)b(bbch

PnPn,max(4)2.7(4)2 FlPnAl172.260.52290.7hPftbmh00.7 1100.75kNFl90.07基础底板配筋计PnPk,maxMPn(la)2(2bb 1172.26(2.70.4)2(22.70.4)212.63kN，A M 837.79mm0.9h0f 0.9940选用12@125(As902mm2抗震设Mk67.03kNm,Nk1548.51kN,VKke 67.03kN 0.037k

lNk 1547.51kN N 1548.51 6 27112k,max} k ) )Pk 2.7 230Pk,max271.12kPa1.2faE1.21.3304计的有机关系。作为一栋建筑的设计者。应要眼观六路，处处留心，时刻严会，我的收获也确实很多，更是我人生道浓墨的一笔。求实的教学态度、高度的敬业精神、兢业孜孜以求的工作态度和作风深深的鼓励《民用建筑设计通则》GB50352-《建筑设计防火规范》GB50016-《办公建筑设计规范》JGJ67-GB-T50001-GB50009—《混凝土结构设计规范》GB50010—《建筑地础设计规范》GB50007—《混凝土结构施工图平面表示》《民用建筑工程建筑施工图设计深度图样》（10册）《结构设计资料集（共4册 中国建筑工业王小红.罗建阳.建筑结构CAD—PKPM软件应用[M].：中国建筑工，梁兴文.混凝土结构设计（第二版）[M].：中国建筑工业BuildingconstructionconcretecrackofpreventionandprocessingConcreteisformedbyasandandgravelaggregate,cement,waterandothermaterialsplusmixedheterogeneousbrittlematerials.Hardeningmoldingconcreteduetoconcreteconstructionanddeformationconstraintsonarangeofissues,therearealargenumberofmicro-porosity,and micro-cracks,theconcreteshowingsomeheterogeneityisduetotheexistenceoftheseinitialdefectscharacteristics.Micro-cracksisusuallyaharmlesscrack,theload-bearingconcrete, seepageandotherusefunctiondoesnotcauseharm.Butintheconcretebytheload,temperature,andtheroleofmicro-crackswillcontinuetoexpandandconnectivity,andultima ytheformation ofmacroscopiccracksofourvisible,whichisoftensaidthatthecracksoftheconcreteworks.CommonCracksinConcreteEngineeringandprevention1.ShrinkagecracksandShrinkagecracksmorethan aboutaweek afterperiodoftimeaftertheendoftheconcretecuringorconcretepouring.Shrinkagecracksismainlycausedbythedeformationoftheresultsofdifferentconcreteinsideandoutsidethedifferentlevelsofwaterevaporation.PlasticshrinkagecrackingandPlasticshrinkagecondensationbeforetheconcretesurfaceduetofasterwaterlossresultingfromthecontraction.Plasticshrinkagecrackingisgenerallydryandhotorwindyweather,cracksmostlywideinthemiddle,bothendsofthefineandofvaryinglengths,non-coherentstate.Preventivemeasures:First,chooseahighershrinkagevaluessmallerearlystrengthportlandorordinaryportlandcement.Second,strictcontrolofwater-cementratio,addingsuperplastictoincreaseslumpandworkabilityoftheconcrete,reducingtheamountofcementandwater.Third,priortopouringconcrete,grass-rootsandtemplateswateringevenlysoaked.SubsidencecracksandSubsidencecracksgeneratedduetotheunevenstructureofthefoundationsoil,softorthebackfillfalseorfloodingcausedbydifferentialsettlementdue;ortemplaterigidityisinsufficient,andtemplatesupportspacingistoobigorsupportthebottomofthelooselead,especiallyinthewintertemplatesupportinpermafrost,permafrostthaw,resultingfromdifferentialsettlementandcracks,resultinginconcretestructures.Precautions:First,onthesoftsoil,backfillthelandbasenecessarybeforeconstructionofthesuperstructureshouldbecompactedandreinforcement. Thesecondistoensurethatthetemplateshavesufficientstrengthandstiffness,andthesolidsupportandfoundationforceuniform.Thethirdistopreventtheprocessofconcretingthefoundationtobeimmersedinwater.Templateremovedtooearly,andpayattentiontotheprioritiesofformremoval.Fifth,theerectionofatemplateinthepermafrosttotakecertainprecautions.TemperaturecracksandTemperaturecracksoccurredinthelargerregionofmassconcretesurfaceortemperaturechangesinconcretestructures.Pouringconcreteinthehardeningprocessofcementhydrationtoproducelargeamountsofheatofhydration.Duetothelargesizeoftheconcrete,thehydrationheataccumulationinsidetheconcreteisnoteasydistribution,leadingtoasharpincreaseininternaltemperatureoftheconcretesurfaceheatfaster,thusformingthelargetemperaturedifferenceinsideandoutside,causedbylargetemperaturedifferencebetweeninternalandexternaldifferentdegreesofexpansionandcontraction,sothattheconcretesurfacetoproduceacertaintensilestress.Whenthetensilestressexceedsthetensilestrengthlimitofconcrete,concretesurfacecracks.Themainpreventivemeasures:First,trytouselowheatorhotcement,slagcement,flyashcement.Thesecondistoreducetheamountofcement,theamountofcementtocontrolthe450kg/m3following.Istoreducethewater-cementratio,generallywater-cementratioofconcreteiscontrolledatbelow0.6.Thefourthistoimprovetheamountofcement,aggregategradation,flyashorsuperplastictoreducethelowerheatofhydration.ChemicalreactioncausedbycracksandAlkali-aggregatereactioncracksandcrackscausedbysteelcorrosionisthemostcommonchemicalreactioncausedbycracksinthereinforcedconcretestructure.Vibratorsbadorpouringconcrete, reinforcedprotectivelayeristhinnerandharmfulsubstancesintotheconcretetothesteelfromcorrosion,thecorrodedreinforcementvolumeexpansion,leadingtoconcrete,cracksinthistypeoflongitudinalcracksalongthereinforcementpositions.Theusualprecautions:First,toensurethatthethicknessofthereinforcedlayerofprotection.Concretegradedtobegood.Concretepouringtobevibratingcompaction.Reinforcedsurfacetobepaintedinanti-corrosioncoatings.CrackAppearanceofcrackswillnotonlyaffectthestructuralintegrityandrigidity,alsocausecorrosionofthereinforcement,toacceleratethecarbonationofconcrete,reducingtheconcrete'sdurabilityandtofatigue,impermeabilitycapacity.Therefore,accordingtothenatureandcircumstancesofthecracks,wewanttobetreateddifferentlyinatimelymannertodealwithinordertoensurethesafeuseofthebuilding.GroutingcaulkingblockingGroutingmethodappliestothestructuralintegrityoftheinfluentialorimpermeablerequirementsconcretecrackrepair,itisthecementingmaterialispressedintotheconcretecracksintheuseofpressureequipment,andtheconcreteafterhardeningofthecementingmaterialtoformawhole,andthusplayblockingthepurposeofreinforcement.Commonlyusedinthecementingmaterialgrout,epoxy,polyurethaneandotherchemicalmaterials.Thecaulkingisthemostcommonlyusedcrackblock,itusuallygougesalongthecracks,fillingthemwithplasticorrigidsealingmaterialinthe,inordertoachievethepurposeofclosedcracks.Commonlyusedplasticmaterial