TheAnbeileKindergartenDesign,atotalconstructionareaof2647.08squaremeters,thebottomareafor984.96m2,mygraduationdesigntopic.Constructionofthemainlayeristhree,buildingatotalheightof9.8m,soundbodyactivityroomheightis3.6m,andindividuallydesignedrooms,theareais153.9mm.Insideandoutsideelevation0.450m,longitudinallength57.6m,transverselengthis17.1m.Thewholestructureofreinforcedconcreteframestructure.Seismicfortificationintensityis6degrees,thetablesseismicgradethreeaccordingtotheseismicfortificationintensityof7degree,designforthethirdearthquakegroup.Includingarchitecturaldesignandstructuralpartsetc..Mainstructureofhorizontalbearingframe,usethestairsrunningdoublebeamtypestairs,loadcalculationinselectingasuitableproductframeworkstiffnesscalculationofframebeamcolumnsectionsizeandline;thesecondarybendingmomentdistributionmethodtocalculatethedeadandliveloadinternalforceandwindloadunderlateralshifttest,calculationofinternalforcecombination,framebeamcolumnreinforcement,foundationreinforcementwithseismicactionandnotconsideringtheearthquake.FramereinforcedwithHRB400steel,stirrupwithreinforcedHPB300,stairchoosesreinforcedconcreteslabstairsandfoundationselectionofreinforcedconcretecolumntheindependentfoundation.UsingthesoftwareAuto,CADandPKPMwasdrawingarchitecturalplansandconstructionplans.:reinforcedconcrete,seismicaction,thecombinationofinternalforces,independentfoundatio前 建筑設 建筑設計原 建筑方案選擇和體型設 總平面設 立面設 地質條 剖面設 基礎設 結構設 結構選 豎向荷載計 恒活載計 豎向荷載內力計 風荷載及側移計 抗震計 內力組 截面設計與配筋計 基礎設 結論 致 參考文獻 附 建筑設計依270mm。地形、地質條件和烈設計方案600mm。3工程平面室內空間以及地面、和構件細部，要考慮人們的使用和審美要求樓梯3.6m有助于疏散人群，避免擁擠。每個踏步的高度為150mm，寬度為270mm。要設置小孩的門窗門窗的高度要按規范嚴格來設計，設計的門的高度為2100mm，寬度為900mm及0.6-1.2m窗高為2.1m，及其他的房間窗臺高度為900mm，衛生間的窗戶的窗臺高3.0000.4503m800mm。1.1f（kPa（MPa（kN/m3厚度（m1——27.6/318.7/439/600mm。衛生間的地面標高低于本層60mm，為的是能將衛生間內的水及時有效排出。每層衛生間的地面標高低于房間60mm,房間的凈高和層高滿足活動、采光、通風的要求，同時考慮結構高度及其布置方式的影響，建筑經濟效果，室內空間比例等；室內外地面高差設為-0.45m，其確定主要考慮以下幾種要求：內外聯系方便，防水、防工程概況青島市安貝樂，位于郊建筑面積：2647.083.0m，0.6KN/0.2KN/（GB50009-2001）結構施工圖結構設計總說明：11:30，1屋面梁平法施工圖，屋面樓板配筋圖：1:100材料選用HRB400，HPB300200mm窗：鋼塑門窗門：木門結構選型及布置120mm120mm框架計算簡圖及梁柱線剛3.95m3.0m，計算簡圖如下圖。2.1主梁b基礎梁bI2I0

2.1邊框架梁取I左邊跨梁i左邊

l2.810720.3

7.2126.67104KNi右邊

6.67104KNm左邊i中左邊

l2.810720.25

2.7125.4104KNi2.81070.4

3121.99104KNi2.81070.4

令左上層柱i1.0i

6.671041.99104

5.41041.99104底層 1.511041.99104底層恒載標準值（1）防水層：30KN/KN/找平層：150.015×20KN/m3KN/找平層：150.015×20KN/m3KN/找坡層：403‰0.4m×14KN/m3KN/保溫層：800.08m×14.5KN/m3KN/結構層：1200.12m×25KN/m3KN/抹灰層：100.01m×17KN/m3KN/合計KN/（2）KN/結構層：1200.12m×25KN/m3KN/抹灰層：100.01m×17KN/m3KN/合計KN/ 1.16KN/㎡結構層：120厚現澆鋼筋混凝土板 0.12m×25KN/m3=3.0KN/㎡抹灰層：10厚混合砂漿 0.01m×17KN/m3=0.17KN/㎡合計：4.33KN/㎡b×h=300×700 抹灰層 0.01m×[﹙0.7m-0.12m﹚×2+0.3m]×17KN/m3合計：4.60基礎梁b×h=250×400梁自重 25KN/m3b×h=400×400柱自重 25KN/m3抹灰層 0.01m×0.4m×4×17KN/m3合計：4.27縱 0.6m×0.20m×5.5KN/m3=0.66鋼塑 0.35KN/㎡×2.1m=0.74水泥粉刷內（3.0m-2.1m)×0.36KN/㎡=0.32水刷石 （3.0m-2.1m)×0.5KN/㎡=0.45KN/m合計 2.17縱 （3.95m-2.1m-0.7m)×0.20m×5.5KN/m3=1.27鋼塑 0.35KN/㎡×2.1m=0.74水泥粉刷 （3.95m-2.1m)×0.50KN/㎡=0.93KN/m水刷石 （3.95m-2.1m)×0.36KN/㎡=0.67KN/m合計 3.61(7)縱 3.0m×0.20m×5.5KN/m3=3.3木 0.2KN/㎡水泥粉刷 3.0m×0.36KN/㎡×2=2.16KN/m合計 5.88縱 ﹙3.0m-0.7m-2.1m)×0.20m×5.5KN/m3=1.27木 0.2KN/㎡水泥粉刷 ﹙3.95m-2.1m)×0.36KN/㎡=0.67KN/m合計 2.36活荷載標準值計 樓 2.0KN/走 2.0KN/雪荷載：Sk=1.0×0.2KN/㎡=0.2KN/計算2.2A-B軸間框屋面板傳荷載：板傳至梁上的三角形或梯形荷載等效為均布荷恒載 6.79×1.5×[1-2×522+523]×2=18.79KN/m活載 0.5KN/㎡×1.5m×[1-2522+523]×2=1.38KN/m恒載 4.33×1.5×[1-21.57.22+1.57.23活載 2.0×1.5×2×[1-21.57.22+1.57.23梁自重 A-B屋面梁：恒載=梁自重+板傳荷載=4.60kN/m+18.79kN/m活荷載=板傳荷 樓面梁：恒載=梁自重+板傳荷載=活荷載=板傳荷 B-C軸間框恒載 6.79KN/㎡活載 (2)恒載 3.72KN/㎡活載 梁自重 B-C屋面梁：恒載=梁自重+板傳荷載=4.60kN/m+11.46kN/m活荷載=板傳荷 樓面梁：恒載=梁自重+板傳荷載=活荷載=板傳荷 C-D軸間框恒載 6.79KN/㎡×1.5m×0.92×2=18.79KN/0.5KN/㎡恒載 活載 梁自重 A-B屋面梁：恒載=梁自重+板傳荷載=4.60kN/m+18.79kN/m=23.39kN/m；活荷載=板傳荷 樓面梁：恒載=梁自重+板傳荷載=4.60kN/m+11.98kN/m=16.58kN/m；活荷載=板傳荷 5.53kN/mA/D軸柱縱向集中荷載的女兒墻自重（800，100=2.38KN/m×3m＋4.6KN/m×(3m-=0.5KN/㎡=2.17（3.0-0.4）+4.6×（3.0-=3.61×（3.0-0.4）+2.5×（3-B/C軸柱縱向集中荷載的=4.6KN/m×(3m-=0.5KN/㎡=4.6（3.0-0.4）+5.88×（3.0-=5.24×（3.0-0.4）+2.5×（3-

2.3恒荷載標準值作用下內力A-B軸：頂層23.39KN/m，標準層：16.58KN/m；B-C軸：頂層16.06KN/m，標準層：10.88KN/m；C-D23.39KN/m，標準層2.4Ml23.397.27.212101.04KNMr101.04KN標準層梁Ml16.587.27.21271.63KNmM10.882.72.7126.61KNmMr71.63KN二次彎矩分配法計算框架2.230-----------------------20-------------------------------15-----------------------------ABCD活荷載作用下梁端彎矩計A-B軸：頂層1.38KN/m，標準層1.38KN/mB-C軸：頂層0.84KN/m，標準層0.84KN/mC-D1.38KN/m，2.5屋面梁Ml1.387.27.2125.96KNmM0.842.72.7120.13KNmMr5.96KNM0.13KNMr5.96KN2.3層-----------------------層-------------------------------層-----------------------------2.6(KN·m)（左右彎矩對稱）0.85，2.72.7（KN·m)V=Vq

（KN（Vq=ql/2(梁上均布荷載引起的剪力Vm=（MM右）/l（Vm柱軸力（V:梁端剪力，P：節點集中力及柱自重2.9恒荷載剪力圖2.10（KN·m)2.11（KN·m)2.12（KN)風荷

2.13（KN)wwhhB zsz w0=0.6KN/㎡，查表得s1.3zhihj上層柱高B=7.2m2.4離地高度zw0/kN/m2hi/hj/Wk/風荷載下位移計2.5橫向底層Dic0.52Dci12/kN/chABCDD 表 橫向2-3層D值的計ic2Dci12/kN/chABCDD 風荷載下框架側移ujVjVj——第jDiy——第juj——第j2.7Wj/Vj/D/(kN/uj/uj/h321nnuujj層間側移最大值 滿足要求風荷載下框架內力VimDimVi2.8邊柱（A中柱（B3a1y1a1y1a2y2a2y2a3y3a3y32a1y1a1y1a2y2a2y2a3y3a3y31a1y1a1y1a2y2a2y2a3y3a3y3表 風荷載作用下A/D軸框架柱剪力和梁端彎矩的計ViD()(/DVimhMcMcMb321表 風荷載作用下B/C軸框架柱剪力和梁端彎矩的計ViD(()/DVim/KhMcMcMbMb3212.14（KN·m)2.15（KN)

2.16重力荷載代表值Gi計縱梁自重下半層墻體自重G3=1259.91KN(2)50%活荷載=（6-0.2）×（17.1-縱梁自重上下半層墻體自重=2.17625.88622.17(7.242.72共計G2（3）樓面恒載=4.33×（6-0.2）×（17.1-縱梁自重共計G1=1294.14KN2.17橫向框架側移剛度D

12ic計算，c I0為梁矩形部分的截面慣性矩表 橫梁線剛度ib計算E(Nmm2cbll3-2.76.665.46.661表 柱線剛度ic計算hcENmm2cbhmm2EcIcN2-1.991表 柱抗側移剛度kib（一般層k（一般層 kDciEIC kib（底層k0.5（底層 kki1ki1i2i3 kkki1k k2.14表 A/D柱抗側移剛度計算bhkEIc 104KN=kc 2D=kCc30.420.410.4表 B/C抗側移剛度計算b2kEIc =kc 2D=kCc30.420.410.42.17ZA321

D1168756975541.73D2D32D1橫向水平作用下內力計算及側移計2.18Gi/DiKN對位移321頂點位移ui=0.0609m，

DiDi

=0.294s(框架結構非承重墻影響系數T取橫 作用計算及樓 剪力計二類場地，6度設防烈度，設計分組為三組，查表得結構的特征周期Tg影響系數max結構總水平作用標準值FEKGeqcGi=0.85×3955.2=3361.92KN0.1<T1=0.294s<Tg=0.45s 2=1.012maxFEK又1.4Tg=0.63s>T1=0.274s,故不考慮頂部附加作用Fi

GinnGiHi

表2.19各層橫 作用及樓 剪GiHinGkHK321nj—1—圖2.18各質點分布 圖2.19剪力沿房屋高度分布水 作用下位移計

nn

nnu

uik

ehih表2.20橫向水 作用下的位移計VijFi/ituj321驗算e

水平作用下的內力計算2.21邊柱（A中柱（B3a1y1a1y1a2y2a2y2a3y3a3y32a1y1a1y1a2y2a2y2a3y3a3y31a1y1a1y1a2y2a2y2a3y3a3y32.22（KN)及彎矩值DV V yMijVijbMuV(1 3/-2/-1/-

V1yh；下柱

ii2.23各梁柱彎矩剪力及軸力值層次梁別MlbMrbVb/NA-)/7.2=-3--2---- 7---1---圖2.20水 作用下彎矩圖圖 作用下梁端剪力內力組 M-V

圖 作用下柱軸力圖邊Mb:

2Vq2q：V：與MM：2.24層截恒載內活載內內風載內柱軸線柱邊緣柱軸線柱邊緣柱軸線柱邊緣柱軸線柱邊緣MVMVMVMVMVMVMVMV3AD2AD1AD2.25AB不考慮荷載作3層左M---58-------5V4-2-95中M6-4-69764右M---8-6-6-2-2-8---V---2--7------2層左M--2-5--2-8-2-8--V5-7-4738中M57-25-右M---9-5-8-6-6-4---V---7-4-------1層左M--8-9--8-2--V-7-9288中M93-15-8右M---7-9-6--8-2--V---7-9-------2.26BC不考慮荷載作考慮荷載作用3層左M--6-9--------V6-4-679中M--0000-------右M---6-9-------V---4-6-------2層左M---3-------V56-6-242中M--0000-------右M---3-9----6--V---6-2-------1層左M----------V56-8-28826-中M--0000-------右M---9-9------V---8-2------1.1SW表 ASW不考慮荷載作考慮荷載作1.35SGK1.4CSQ1.4W 3層上M21-7-4N3-2-28V--3-58-------下M59-8-9N3-2-28V--3-58-------2層上M-9-5-N-9-446V---9----4-6-下M789--5-N-9-446V---9----4-6-1層上M28-6-7---N-6-364V-5--48----下M57-3---8-N-6-364V-5--48----截活層面 恒

左風右風左震

2.28B次位

S

1.2SGK

1.4W

KK置左 右 左 右

-------M92--64----N54646--V4313-------M47--46---N54646--V4313-----M55------N1-8-V57-1-----M55-----3層下上2層下N1--8V57--1-1層上M-5-8-9-5--6-N6-6-564V74-6----下M-5-4-5---6-N86-6-564V74-6----截面設計與配筋 混凝土強度C25：f11.9N/mm2，f1.27N/mm2, 1.78N

f360N/mm2, 400N/

f270N/mm2, 300N/ 2.29 12-4-6-9-2.30承載力調整系數梁0.150.15框架柱配筋計(1)b

fEs①軸壓比驗算（以B）Nmax767.13KNNNfN

0.4030.9chw3550.9 0.25cfcbh00.251.011.9400355422.45KNNb1fcbh0b11.94003550.518875.32KN為大偏心受壓。取c1.0l01.0HM=114.62KN·mM165.550.57M IA1/12400IA1/124003412M1M234120.57M=-27.53KN·m，N=767.13KN

0.18IA1/12400IA1/124003412M1M234120.18表 柱的正截面配筋計Mb400400有無組合M（KN有無內力組合彎矩M（KN軸壓比要求 Nmax fcl01.0Hl0/eM eamax(20,h/eie0eeh (0.518)f 1 Nefbh2(10.5AA' 1 f(ha （按構造配筋（按構造配筋440.55（滿足0.55（滿足0.2（滿足0.2（滿足表 柱的斜截面配筋計b400組合控制截面Hn3.95 5.563,取320.355截面尺寸驗算REVc0.2c31.62KN<0.2×1×11.9×400355=337.96KN（滿足0.3fc571.2KN>472.62KNAsv V1.75fbh0.07N fhREc 1c yv0 4框架梁配筋計AB(300mm×700mm)1s

fbh

1.011.9

1 11

0.0712sA112s f

1.011.93006000.07

max0.2%,45 f%

bh316（As603mm2AB（1）Vb=122.87KN0.25cfcbh00.25111.9300660589.05KNVb（滿足要求按構造要求配筋，雙肢箍Φ8@350表2.33框架截面計層號3層支座左截支座右截面面M/----- fbhsc11As1f /s 1層M/----- fbhsc11A1fcbho y /s3355342.3431310.25c 589.05589.05589.05589.05Asv(Vb0.7ftbho 1.25f設計采用柱下獨立基礎，以B軸柱為例，持力層為粘土層， 240KN/c基礎埋置深度d1.5m,基礎高度h1000m,C25f11.9KNcyHRB400，f360KNym d 粘土 19.8KN/m3，回填土 17.8KN/m3，2.0,m d 基礎尺寸及埋置深2.23B如圖所示，C10100mm估 面 dm

A0

Nkf

1.92按方形基礎設計，取ab2.4m3m計算壓力(B柱為例Mk114.62KNm,Nk472.63KN,Vk基礎回填土重Gk1.5e

114.6239.531.00.239

Gk

171.07 Pk,maxNkGk

6e

P

k,min

l PPk,maxPk

持力層承載力Pk111.76kPa

178.53fa279.6kPa1.2fatas=60mm,h0=1000-60=940mmC25f=1.27Nmm2tatac400mm(柱寬， am4002280/2

Abac

lath2 2

02 2

hp0.7hpft(bch0)0.70.9831.27400940940Fl2.9.3筋計M1la22bb

12.40.4222.4

j

j 178.5344.98503.64KNyHRB400,f360Ny

Ml

s選用16@120（A=1676mm2s2.9.4震計Mk27.53KNm,Nk767.13KN,Vke MkGk

0.029m6

6e

0.629

P

k,min

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學四年的學習生活結束，也代表著我即將步入人生更大的舞臺，著更大的競爭,再AutoCAD、天正建筑、PKPM、word 1、騰智明，朱金銓編著.《混凝土結構及砌體結構》.中國建筑工業2、莫海鴻，楊小平.《基礎工程》.中國建筑工業3、朱彥鵬主編.《混凝土結構設計原理》.重慶大 4、黃雙華主編.《房屋結構設計》.重慶大學5《建筑抗震設計規范 GB50011-2010.中國建筑工業6《混凝土結構設計規范 GB50010－2010.中國建筑工業7《建筑地礎設計規范》GB50007－2002.中國建筑工業8《建筑抗震設防分類標準》GB50223－95.中國建筑工業9《建筑結構荷載規范》GB50009－2001.中國建筑工業10《建筑地礎設計規范》GB50007－2002.中國建筑工業11《托兒所、建筑設計規范》JGJ39-12、建筑模數協調統一標準GBJ2-13、建筑采光設計標準GB/T50033-BuildingconstructionconcretecrackofpreventionandprocessingConcrete'sising1kindisanticipatebythefreestonebone,cement,waterandothermixturebutformationoftheinadditionmaterialofqualitybrittlenessnotandallmaterial.Becausetheconcreteconstructiontransformwithoneself,controletc.aseriesproblem,hardenmodelofintheconcreteexistencenumeroustinyhole,spiritcaveandtinycrack,isexactlybecausethesebeginningstartblemishofexistencejustmaketheconcretepresentonesomenotandallthecharacteristicofquality.Thetinycrackisakindofharmlesscrackandacceptconcreteheavy,defendShenandalittlebitotherusefunctionnotacreationtoendanger.Butaftertheconcretebesubjectedtolotuscarry,differenceintemperatureetc.function,tinycrackwouldcontinuouslyofexpandwithconnect,endformationwecanseewithouttheaidofinstrumentsofmacroviewthecrackbealsothecrackthattheconcreteoftensayintheengineering.ConcretebuildingandGoupieceusuallyalltakesewertomakeof,becauseofcrackofexistenceanddevelopmentusuallymakeinnerpartofreinforcingbaretc.materialcreationdecay,lowerreinforcedconcretematerialofloadingability,durableandanti-Shenability,influencebuildingofexternalappearance,servicelife,severitywillthreatarrivepeople'slifeandpropertysafety.Alotofallofcrashofengineeringsisbecauseoftheunsteadydevelopmentofthecrackwiththeresultthat.Modernagescienceresearchwithagreatdealofoftheconcreteengineeringpractice,intheconcreteengineeringcrackproblemisineluctable,alsoacceptableincertainlyofthescopejustneedtoadoptvalidofmeasurewillitendangerdegreecontrolatcertainofscopeinside.Thereinforcedconcretenormisalsoexplicitprovision:Somestructureatplaceofdissimilarityundertheconditionallowexistencecertainthecrackofwidth.Butatunderconstructionshouldasfaraspossibleadoptavalidmeasurecontrolcrackcreation,makethestructuredon'tappearcrackpossiblyorasfaraspossibledecreasecrackofamountandwidth,particularlywanttoasfaraspossibleavoidharmfulcrackofemergence,insureengineeringqualitythus.Concretecrackcreationofthereasonbealotofandhavealreadytransformedtocauseofcrack:Suchastemperaturevariety,constringency,inflation,theasymmetrysinktosinketc.reasoncauseofcrack;Haveoutsidecarrythecrackthatthefunctioncause;Protectedenvironmentnotappropriatethecracketc.causedwithchemicaleffect.Wantdifferentiationtotreatintheactualengineering,work°outaproblemaccordingtotheactualcircumstance.IntheconcreteengineeringthefamiliarcrackandtheStemSuocrackandStemtheSuocrackmuchappearaftertheconcreteprotectbeoverofaperiodoftimeorconcretesprinkletobuildtocompletebehindofaroundaweek.InthecementsyruphumidityofevaporatewouldcreationstemSuo,andthiskindofconstringencyiscan'tnegative.StemSuocrackofthecreationbemainisbecauseofconcreteinsideoutsidehumidityevaporatedegreedissimilaritybutcausetotransformdissimilarityofresult:Theconcreteissubjectedtoexteriorconditionofinfluence,surfacehumiditylossleadquick,transformbigger,innerpartdegreeofhumidityvarietysmallertransformsmaller,biggersurfacestemtheSuotransformtobesubjectedtoconcreteinnerpartcontrol,creationmorebigpullshoulddintbutcrack.Therelativehumidityismorelow,cementsyrupbodystemSuomorebig,stemtheSuocrackbemoreeasycreation.StemtheSuocrackismuchsurfaceparallellinesformorthenetshallowthincrack,widthmanybetween0.05-0.2mm,theflatsurfacepartmuchseeinthebigphysicalvolumeconcreteandfollowitmoreinthinnerbeamplankshorttodistribute.StemSuocrackusuallytheanti-Shenofinfluenceconcrete,causethedurableoftherusteclipseinfluenceconcreteofreinforcingbar,underthefunctionofthewaterpressuredintwouldcreationthewaterpowersplitcrackinfluenceconcreteofloadingdintetc..ConcretestemtheSuobemainwithwaterashoftheconcreteratio,thedosageofthecomposition,cementofcement,gathertoanticipateofthedosageofthepropertyanddosage,inadditionetc.relevant.Mainpreventionmeasure:Whilebeingtochoosetousetheconstringencytysmallercement,generallowhotwatermireandpowderashfromstovecementintheadoption,lowerthedosageofcement.TwoisaconcreteofstemtheSuobesubjectedtowaterashratioofinfluencemorebig,waterashratiomorebig,stemSuomorebig,sointheconcretematchtheratiothedesignshouldasfaraspossiblecontrolgoodwaterashratioofchoosetouse,theChanaddinthememodationofreducewater.Threeisstrictcontrolconcretemixblendwithunderconstructionofmatchratio,useofconcretewatertyabsolutecan'tbiginmatchratiodesigngivesettleofusewaterty.Fouristheearlierperiodwhichstrengthenconcretetoprotect,andappropriateextensionprotectofconcretetime.Winterconstructionwanttobeappropriateextensionconcreteheatpreservationtooverlaytime,andTu2Shuaprotecttoprotect.Fiveisaconstitutionthe modationisintheconcretestructureoftheconstringencysew.TheSuconstringencycrackandSuconstringencyistheconcreteisbeforecondense,surfacebecauseoflosewaterquickerbutcreationofconstringency.TheSuconstringencycrackisgeneralatdryheatorstrongwindtheweatherappear,crack'smuchpresentinginthecenterbreadth,bothendsbeinthecenterthinandthelengthbedifferent,witheachothernotcoherentappearance.Shortercrackgenerallong20-30cm,thelongercrackcanreachtoa2-3m,breadth1-5mm.Itcreationofmainreasonis:TheconcreteiseventuallyalmosthavingnostrengthorstrengthbeforetheNingverysmall,perhapsconcretejusteventuallyNingbutstrengthveryhour,besubjectedtoheatorcomparestrongwinddintofinfluence,theconcretesurfacelosewatertoleadquick,resultininthecapillarycreationbiggernegativepressbutmakeaconcretephysicalvolumesharplyconstringency,butatthistimethestrengthofconcreteagaincan'tresistitsconstringency,thereforecreationcracked.TheinfluenceconcreteSuconstringencyopenthemainfactorofcracktohavewaterashratio,concreteofcondensetime,environmenttemperature,windvelocity,relativehumidity...etc..Mainpreventionmeasure:OneischoosetousestemtheSuovaluesmallerhigherHuosoursaltoftheearlierperiodstrengthorcommontheHuosourbrinemire.Twoisstrictthecontrolwaterashratio,theChanaddtoefficientlyreducewatertoincrementthecollapseofconcretefalladegreeandwitheasy,decreasecementandwaterofdosage.Threeistobeforebuildingconcrete,waterbasiclevelandtemplateeventosoakthrough.Fourisintimetooverlaytheperhapsdampgrassmatoftheplasticsthinfilm,hempsliceetc.,keepconcreteeventuallybeforetheNingsurfaceismoist,perhapsspraytoprotectetc.tocarryonprotectintheconcretesurface.Fiveisintheheatandstrongwindtheweathertowanttoestablishtohidesunandblockbreezefacilities,protectintime.SinktosinkcrackandThecreationwhichsinktosinkcrackisbecauseofthestructurefoundationsoilqualitynotandevenly,loosesoftorreturntofillsoildishonestorsoakinwaterbutresultintheasymmetrysinktodeclinewiththeresultthat;Perhapsbecauseoftemplatejustdegreeshortage,thetemplateproppeduptooncebeapartfrombigorpropupbottomloosemoveetc.tocause,especiallyatwinter,thetemplatepropupatjellysoilup,jellythesoilturnjellyempresscreationasymmetrytosinktodeclineandcauseconcretestructurecreationcrack.Thiskindcrackmanyisdeepenterorpiercethroughsexcrack,italignmenthavesomethingtodowithsinkingtosinkacircumstance,generalfollowwithgroundperpendicularorpresent30°s-45°Capedirectiondevelopment,biggersinktosinkcrack,usuallyhavecertainofwrong,crackwidthusuallywithsinktodeclinetydirectproportionrelation.Crackwidthundertheinfluenceoftemperaturevarietysmaller.Thefoundationaftertransformstabilitysinktosinkcrackalsobasictendinstability.Mainpreventionmeasure:Oneisrightnessloosesoftsoil,returntofillsoilfoundationaconstructionattheupperpartstructurefrontshouldcarryonnecessityofHangsolidwithreinforce.Twoisthestrengththatassurancetemplateisenoughandjustdegree,andpropupfirm,andmakethefoundationbesubjectedtodinteven.Threeiskeepconcretefromsprinkleinfusingthefoundationintheprocessissoakbywater.Fouristimethattemplatetoredowntocan'tbetooearly,andwanttonoticetodismantleamoldorderofsequence.Fiveisatjellysoiltoptaketoestablishtemplatetonoticetoadoptcertainofpreventionmeasure.TemperaturecrackandTemperaturecrackmuchtheoccurrenceisinbigsurfaceordifferenceintemperaturevarietyofthephysicalvolumeconcretecomparetheearthareaoftheconcretestructure.Concreteaftersprinklingtobuild,inthehardeningtheprocess,cementwaterturnacreationagreatdealofofwaterturnhot,.(bethecementdosageisinthe350-550kg/m3,eachsignsquarethericeconcretewillreleaseacaloriesof17500-27500kJandmakeconcreteinternalthusthetemperaturerisetoreachto70℃orsoevenhigher)Becausethephysicalvolumeofconcretebemorebig,agreatdealofofwaterturnhotaccumulateattheconcreteinnerpartbutnoteasysendforth,causeinnerpartthetemperaturehoick,buttheconcretesurfacespreadhotmorequick,soformationinsideoutsideofbiggerdifferenceintemperature,thebiggerdifferenceintemperatureresultininnerpartandexteriorhotthedegreeofthebulgecoldSuodissimilarity,makeconcretesurfacecreationcertainofpullshoulddint.Whenpullshoulddintexceedtheanti-ofconcretepullstrengthextremelimit,concretesurfacemeetingcreationcrack,thiskindofcrackmuchoccurrenceaftertheconcreteunderconstructionperiod.Intheconcreteofunderconstructionbedifferenceinvarietymorebig,perhapsisaconcretetobesubjectedtoassaultofcoldwaveetc.,willcauseconcretesurfacethetemperaturesharplydescend,butcreationconstringency,surfaceconstringencyoftheconcretebesubjectedtoinnerpartconcreteofcontrol,creationverybigofpullshoulddintbutcreationcrack,thiskindofcrackusuallyjustinmoreshallowscopeoftheconcretesurfacecreation.Thealignmentofthetemperaturecrackusuallynonesettleregulation,bigareastructurethecrackoftenmaneuverinterleave;Thesizebiggerstructureofthebeamplanklength,thecrackrunparallelwithshortsidemore;Thoroughwithpiercethroughsexoftemperaturecrackgeneralandshortsidedirectionparallelismorcloseparallelism,crackalonglongsidecentthesegmentappear,inthecentermoreairtight.Crackwidththesizebedifferent,besubjectedtotemperaturevarietyinfluencemoreobvious,wintercomparebreadth,summermorenarrow.Theconcretetemperaturecrackthattheheatinflationcauseisusuallyinthecenterthethickbothendsbethin,butcoldSuocrackofthickthinvarietynottooobvious.Theemergenceofthethiskindcrackwillcausetherusteclipseofreinforcingbar,thecarbonizationofconcrete,theanti-jellywhichlowerconcretemelt,anti-tiredandanti-Shenabilityetc..Mainpreventionmeasure:Oneisasfaraspossiblechoosetouselowhotormediumhotwatermire,likemineralresiduecement,powderashfromstovecement...etc..Twoisadecreasecementdosage,cementdosageasfaraspossiblethecontrolisinthe450kg/m3following.Threeistolowerwaterashratio,waterashofthegeneralconcreteratiocontrolbelow0.6.Fourisimprovementtheboneanticipateclasstogotogetherwith,theChanaddpowderashfromstoveorefficientlyreducewateretc.tocometoreducecementdosageandlowerwatertoturnhot.Fiveisanimprovementconcreteofmixblendtoprocessacraft,lowersprinkleofconcretetobuildtemperature.SixistheinadditionthattheChanaddahaveoffixedamounttoreducewaterandincreaseSu,slowNingetc.functionintheconcrete,improvementtheconcretemixtomatchathingofmobility,protectwater,lowerwatertoturnhot,postponehotFengofemergencetime.Sevenistheheatseasonsprinkletobuildcantheadoptiontaketoestablishtohidesunplanketc.assistancemeasurecontrolconcreteofWenSheng,lowertosprinkletemperatureofbuildtheconcrete.Eightisthetemperatureofbigphysicalvolumeconcreteshouldthedintrelatetostructuresize,concretestructuresizemorebig,temperatureshoulddintmorebig,sowantreasonablearrangementconstructionworkpreface,layering,centthepiecesprinkletobuild,fortheconvenienceofinspreadhot,letupcontrol.Nineisatgreatinnerpartconstitutionofthephysicalvolumeconcretecooloffpi,coldwaterperhapscoldaircooloff,letupconcreteofinsideoutsidedifferenceintemperature.Tenisthesupervisionwhichstrengthenconcretetemperature,adopttocooloffintime,protectionmeasure.11istoreservetemperatureconstringencytosew.12istoletuptocontrol,sprinkleproperbeforebuildingconcreteintheJirockandoldconcretetopbuilda5mmorsosandmatalayerorusageasphaltetc.materialTu2Shua.13istostrengthenconcretetoprotect,theconcreteaftersprinklebuildusemoistgrassLianintime,hempslice'setc.overlay,andattentionsprinklewatertoprotect,appropriateextensionprotecttime,assurancetheconcretesurfacebeslow-movingcooloff.Atthecoldseason,concretesurfaceshouldconstitutionheatpreservationmeasure,inordertopreventcoldwaveassault.14istheallocationbealittleamountintheconcreteofreinforcingbarperhapsaddfibermaterialconcreteoftemperaturecrackcontrolatcertainofscopeinside.CrackandpreventionthatthechemicalreactionAlkalibone'santicipatingthecrackthatreactioncrackandreinforcingbarrusteclipsecauseisthemostfamiliarinthereinforcedconcretestructureofbecauseofchemicalreactionbutcauseofcrack.Theconcreteblendafuturereunioncreationsomealkalescenceion,theseionwithsomeactivitytheboneanticipatecreationchemicalreactionandabsorbsurroundingsenvironmentinofwaterbutthephysicalvolumeenlarge,makeconcretecrisploose,inflationopencrack.Inthiskindofcrackgeneralemergenceconcretestructureusageperiod,onceappearverydifficultremediable,soshouldatunderconstructionadoptvalidthemeasurecarryonprevention.Mainofpreventionmeasure:Whilebeingtochoosetoanticipatewiththealkaliactivitysmallfreestonebone.Twoistheinadditionwhichchoosetouselowlyemirewithlowalkaliorhavenoalkali.ThreeistheChanwhichchoosetouse modationwithanticipatetorepresskalibonetoanticipatereaction.Becausetheconcretesprinkletobuild,flapDaobadperhapsisareinforcingbarprotectionlayerthinner,theharmfulmaterialgetintoconcretetomakereinforcingbarcreationrusteclipse,thereinforcingbarphysicalvolumeoftherusteclipseinflation,causeconcretebulgecrack,thecrackofthiskindtypemuchisacracklengthways,followthepositionofreinforcingbarappear.Usuallyofpreventmeasurefromhave:Oneisassurancereinforcingbarprotectionthethicknessofthelayer.Twoisaconcreteclasstogotogetherwithtowantgood.Threeisaconcrete