5402.1619.10m，結(jié)構(gòu)形式采用框架結(jié)構(gòu)，基礎(chǔ)采用獨立基礎(chǔ)，使用50226：宿舍樓，框架結(jié)構(gòu)，獨立基ThisprojectislocatedinQingdao,isadomatory,thebuildingareaisabout5402.16squaremeters,thebuildinghasatotalofsixlayers,thetotalheightis19.10m,structureadoptsframestructure,thefoundationUSEStheindependentfoundation,usefixednumberofyearThisprojectislocatedinQingdao,isadomatory,thebuildingareaisabout5402.16squaremeters,thebuildinghasatotalofsixlayers,thetotalheightis19.10m,structureadoptsframestructure,thefoundationUSEStheindependentfoundation,usefixednumberofyearis50years,thestructuresafetygradeisgrade2,fireproofgradeisgrade2,theseismicintensityof6degrees,thearchitecturaldesignaremorereasonableeconomy,somefunctionstobeapplied,beautifulmodellingtosome,aremorefittingforenvironment,accordingtotheregulationsandstandardsfordesign.Onthebasisofthecompletefloorplan,elevation,section,inaddition,adetaileddesign.Thedeterminationofstructurecalculationdiagram;Theloadcalculation;Theinternalforceysis;Internalforcecombination;Beamandcolumnsectionreinforcementandfoundationconstructiondrawingdesignandstructure,etc.Amongthem,theinternalforcecalculation,considerthefollowingfourkindsofloadisconstantloadandliveload,windloadandearthquakeaction;Stairchoosesplatestair;Foundationundercolumnindependentfoundation.Whenmakingsectionseismicdesign,followingthestrongshearweakbending,strongcolumnweakbeam,strongnodeweakcomponentdesignprinciple,andsatisfiestherequirementofconstruction.Constructionmustcarryontheconstructionorganizationdesign,mapconstruction:domatory,framestructure,independent前言 建筑設(shè)計 課題背景 建筑做法 結(jié)構(gòu)設(shè) 工程概 設(shè)計資 結(jié)構(gòu)選 框架計算簡圖及梁柱線剛 豎向荷載計 水平風(fēng)荷載計 抗震計 內(nèi)力組 截面設(shè)計與配筋計 基礎(chǔ)設(shè) 施工組織設(shè) 工程材料進場方 施工機械選擇方 主體工程施工方 裝飾工程施工方案 屋面工程施工方案 結(jié)論 致謝 參考文獻 附錄 氣象雨季施工起止日期：71～930125～35地質(zhì)條件及地理概1.11.1f（kPa（MPa（kN/m3厚度（m1——27.6/318.7/439/應(yīng)用環(huán)境類別為：二b（4）建設(shè)地點的地理概況：地勢概況較平坦且周圍無物影響施工,空地可使用，無埋設(shè)物，場地類別為二類。技術(shù)經(jīng)濟條械及設(shè)備。315～1015屋面構(gòu)造做15mm120mm20mm1﹕31﹕82％40mm10020mm1：34SBS樓面構(gòu)造做15120mm3025mm10（300×300）15mm120mm15mm1﹕3瓷磚地面（包括水泥粗紗打底墻身做121：361：2.581：371：2.551:2.571:0.5:471:1:6門窗4216.8m2，53.3水文地質(zhì)概況：青島市的最高水位是－3.6m，該地區(qū)的水質(zhì)沒有腐蝕性b6設(shè) 分組為第三組設(shè)計基 加速度值為0.05g，基本風(fēng)壓w00.60kN/m2地面粗糙度類別為Bs00.20kNm2C30HRB400HPB235240mm×120mm×60mm,該砌體的重度是=5.5KN/㎡。窗：鋼塑門窗=0.35KN/門：=0.2KN/120樓面結(jié)構(gòu)：全采用現(xiàn)澆鋼筋混凝120確定框架計算簡該青島市內(nèi)的賓館的第二層樓面的標高為3.3m，因此，它的最一層的柱的高度為4.25m，其它各層柱高從樓面算至上一層樓面（即層高）3.3m，由此可以繪畫出2.1主梁b×h=300mm×700mm次梁b×h=250mm×500mm板厚120mm基礎(chǔ)梁框架梁柱的線剛度注：對于中框架梁取I=2 邊框為I=1.5左邊跨梁：

=EI/l=3.0×107KN/㎡×1.5×

中跨梁：i中跨梁EI/l=3.0×107KN/㎡×2×

×0.3×0.73/2.4m=21.4×104右邊梁 i右邊跨=EI/l=3.0×107KN/㎡×1.5×

×0.3×0.73/7.2m=5.4×104上部層各柱：i=EI/l=3.0×107KN/底層柱 i=EI/l=3.0×107KN/㎡×

×0.6×0.63/3.3m=9.8×104×0.6×0.63/4.25m=7.62×104令i=1.0，因此剩下的各各桿件的相對線剛度i i 恒載標準值防水層（剛性）30厚C20細石混凝土防 1.0KM/ 0.4KM/㎡找平層：15厚水泥砂 0.015m×20KN/m3=0.30KN/找平層：15厚水泥砂 0.015m×20KN/m3=0.30KN/找坡層：40厚水泥石灰焦渣砂漿3‰找平0.04m×14KN/m3=0.56KM/㎡保溫層：80厚礦渣水泥 0.08m×14.5KN/m3=1.16KM/㎡結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 0.12m×25KN/m3=3KN/㎡抹灰層：10厚混合砂漿 0.01m×17KN/m3=0.17KN/㎡大理石面層，水泥砂漿擦縫、30厚1：3干硬性水泥砂漿，面上撒2㎜ 結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 0.12m×25KN/m3=3KN/㎡抹灰層：10㎜厚混合砂 0.01m×17KN/m3=0.17KN/合計：4.33KN/大理石面層，水泥砂漿擦縫、30厚1：3干硬性水泥砂漿，面上撒2㎜ 結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 0.12m×25KN/m3=3KN/㎡抹灰層：10厚混合砂 0.01×17KN/m3=0.17KN/合計：4.33KN/主梁自重b×h=300×700自重： 25KN/m3×0.3m×（0.7m-0.12m）=4.35KN/m抹灰層：10厚混合砂 0.01m×[（0.7-0.12m）×2+0.3m]×17KN/合計次梁b×h=250×500自重 25KN/m3×0.25m×（0.5m-100.01m×（0.5m-0.12m×2+0.25m]×合計基礎(chǔ)梁b×h=250×400自身的重是 25KN/m3柱尺寸b×h=600×600柱自重： 25KN/m3×0.6m×0.6m=9KN/m抹灰層：10厚混合砂漿 0.01m×0.6m×4×17KN/m3=0.41KN/m合計 0.5m×0.24m×5.5N/m3=0.66KN/m (3.3m-2.1m)×0.36KN/㎡=0.432KN/m外水泥粉刷外涂涂料：（3.3m-2.1m）×0.5KN/㎡=0.6合計縱墻：（4.25m-0.7m-0.4m-2.1m）×0.24×5.5N/m3=1.386 水泥粉刷外涂涂料外：(3.3m-2.1m)×0.50kN/㎡=0.6kN/m水泥粉刷內(nèi) （3.3m-2.1m）×0.36kN/㎡合計：(3.3m-0.7m)×0.36kN/㎡縱墻 (3.3m-0.7m)×0.24m×5.5KN/m：(3.3m-0.7m)×0.36kN/㎡合計：（3.3m-0.7m）×2×0.36KN/㎡內(nèi)隔墻 （3.3m-0.7m）×0.24m×5.3KN/m：（3.3m-0.7m）×2×0.36KN/㎡合計活荷載標準值計不上人屋面：0.5kN/樓面：2.0kN/ 走廊：2.0kN/Sk=1.0×0.2kN/㎡=0.2kN/豎向荷載作用下框架內(nèi)力?、谳S線橫向框架進行計算，計算單元寬度是7200mm2.2AB恒載：6.89kN/㎡×1.8m×[1-2×（0.25）2+（0.25）3]×2=22.08 4.6kN/mA-B軸間框架梁均布荷載為屋面梁：恒載=梁自重+板傳荷載=4.6kN/m+22.08kN/m活載=板傳荷 =4.6kN/m活載=板傳荷 （3）B-CB-C屋面梁：恒載=梁自 活載=板傳荷 樓面梁：恒載=梁自重+隔墻自重=4.6kN/m+5.30kN/m=9.90活載=板傳荷 =0（4）C-DA-B（5）A女兒墻自重（11001000.24m×1.1m×5.5KN/m3 0.5KN/㎡=3.37kN/m×7.2m+4.6kN/m×(7.2m-0.6m)+6.89kN/㎡×1.8m×587.2m×2+(6.89kN/㎡×1.8m×0.89×7.2m×4

×2+2.55kN/m×7.2m×45

最頂上一層柱的活荷載=板傳過來的荷載=0.5kN/㎡81

㎡4

×2）×2=13.87=2.427kN/m×(7.2m-0.6m)+4.6kN/m×(7.2m-0.6m)+4.33kN/1.8m×8

×7.2m×2+（4.33kN/㎡×1.8m×0.89×7.2m×41

×2+2.55kN/m×7.2m×144

2kN/㎡×1.8m×8

×7.2m×2+（2kN/㎡1×2）×2=55.474=3.15kN/m×(7.2m-0.6m)+2.5kN/m×(7.2m-0.6m)=37.31（6）B=4.6kN/m×(7.2m-0.6m)+6.89kN/㎡×1.8m8

kN/㎡×1.8m×0.89×7.2m1×2+2.55kN/m×7.2m1)×2+6.89kN 7.2m=290.170.5kN/㎡×1.8m×8

×7.2m×2+（0.5kN/㎡1×2）×2+0.5kN/㎡4=4.6kN/m(7.2m-0.6m)+5.30kN/m(7.2m-0.6m)+4.33kN/1.8m5×7.2m×2+（4.33kN/㎡×1.8m×0.89×7.2m1×2+2.5581+5.30kN/m×7.8m×

)×2+4.33kN/㎡=2kN/㎡×1.8m8

×7.2m×2+2kN/㎡×1.8m×0.89×7.2m4×2×2+2kN/㎡=2.5kN/m×(7.2m-0.6m)+5.197kN/m×(7.2m-=50.68（7）CB（8）DD（圖中所標示的數(shù)值都是標準值）2.3注：1、圖中各值的單位為（kN）（kN/m）使用二次彎矩分配法計算框架彎

1各樓層的取值見表2.112.112500頂層：M=-1/12ql2=-1/12×26.68×7.22kN·m=-MBA=-M=-1／12ql2=-1／12×4.6×2.42kN·m=-其余層：M1/12ql2=-1/12×23.77×7.22kN·m=-102.69kN·mM=-1／12ql2=-1／12×9.9×2.42kN·m=-頂層：M1/12ql2=-1/12×1.6×7.22kN·m=-6.91kN·m其余層：M1/12ql2=-1/12×6.41×7.22kN·m=-27.69kN·m2.2----30.52---10.28----11.52---52.33----------------------------------------------------------------------------------2.3--- ---2.91---- --- ------------------------ ---- ------ ---- ----------------------------------------彎矩分配：在豎向荷載0.85

VVq

ql2

Vm梁端彎矩引起的剪力，VmNV

M左l

M右式中：VP2.4恒載作用下梁端剪力及柱軸力計算ABBCAB跨ABBCABVa=-b-cNNNN5-2048-40838-9083528-408276118-0815822.5活載作用下梁端剪力、柱軸力計算ABBCABBCABBCABVa=-Vb=-Va=-Vb=-cNNN頂N50-0040-0030-0020-0010-00注：1P12.4恒載彎矩圖2.5調(diào)幅后的恒載彎矩圖2.6活載彎矩圖2.7調(diào)幅后的活載彎矩圖2.8恒載剪力圖2.9恒載軸力圖集中作用在屋面梁和樓面梁節(jié)點處的集中風(fēng)荷載的標準數(shù)值的計算公式正如下面公式所示：wkzszwo（hihj）B/2wowo=0.60kN/m2；z－風(fēng)壓伴隨著高度的變化而變化的高度系數(shù)青島市佳華賓館的建造地面的糙度等級歸為Bs－sz－風(fēng)振系數(shù)，建筑結(jié)構(gòu)，當(dāng)高度小于30m時，zhiB2.6wo/(m2hihjwk/風(fēng)荷載作用下的位移驗2.72~5D ibi-c=-2D=i12/(cchBCDDkN/m2.8橫向底層D ibi-=0.5 2D=i12/(cchABCDD2.水平荷載作用下青島市佳華賓館框架的層與層間的側(cè)移計算可按下面所列的式子進行具體的計算：uj

vvj－該賓館的第jDij－該賓館的第jjjujuj

頂點側(cè)移：u=unnwjwjvjDujuj54321側(cè)移驗算：層間側(cè)移最大值：1/5156< (滿足要求風(fēng)荷載作用下的框架內(nèi)力計框架在風(fēng)荷載（左風(fēng)）作用下的內(nèi)力用D⑶求這個賓館設(shè)計中框架的各各柱子的桿上下兩端的彎距數(shù)值及梁左右兩端的彎距數(shù)值；第im

V=Dim

，V= D

i，

y=y0y1y2y311122.10Aiy500040003000200-10002.11Biy50004000300020001000C軸框架柱反彎點位置同BDA1314MC=Vim（1MC=Vimi中柱處的梁 M

= (M i i

Mc上j (M i

Mc上j邊柱處的梁 Mb總j=Mc下j1+Mc上2.12風(fēng)載作用下AVi((DimVimMcMc543212.13風(fēng)載作用下BVi(()/Vim/kMcMc543212.14層梁端剪力柱軸力ABBCCDABCD5------4------3------2------1------重力荷載代表值計該抗震計算中重力荷載的代表數(shù)值Ga.雪荷載：0.0；b.0.5；1屋面恒載250%屋面活荷載3主梁自重：=4.6kN／m×(7.2m×4+7.2m+7.2m+2.4m-4次梁自重5女兒墻自重6外縱墻自重7內(nèi)隔墻自重8框架柱自重 合計2-41樓面恒載2樓面活載3梁自重 4墻柱自重 合計1樓面恒載2樓面活載3梁自重 4墻柱自重合計總重力荷載代表值：7213.81kN2.10各層重力荷載代表橫向框架側(cè)移剛度的計①梁的線剛度式中：EclIbIb2.0IO,Ib1.5Io②柱的線剛度式中：Ech2.15橫梁線剛度ibKNm2blEcl1.5Ecl2Ecl3004443002.16柱線剛度icmmKNm2bmm2EcIcKN柱2-74174

=1/12bh3，梁的線剛度為i

ECIl2.17?ii2-51D=

由《高規(guī)》附錄B給出的結(jié)構(gòu)水 作用計算的底部剪力法可按公T1 T1，其中UT為結(jié)構(gòu)頂點位移，單位為：m，GiT1=1.7Y192.18GiVGiDUi-DUi-1Dn?j=54321從表中可得水平作用及樓層剪力計總水平作用的標準值按FEk=a1Geq式子來進行計算。0.45s有公式α=(T/Trηα得α

故Geq=0.85×UG1=0.85×7213.81kN=61331.74kN因1.4Tg1.40.45s0.63sT10.46S，因此不用考慮頂部的附加的水 各質(zhì)點的水平的荷載的作用應(yīng)按下式來進行計算2.19表2.19各質(zhì)點橫向水平作用下樓層剪力和彈性位移計Gi?ueVi/qe=Due/54321青島市佳華賓館設(shè)計中鋼筋混凝土框架結(jié)構(gòu)的彈性層間的位移的角限值[qe]1/550各質(zhì)點水平 荷載作用及樓層剪力沿高度分布詳情見下圖所示2.11剪力沿高度分布圖（單位水平作用下框架內(nèi)力計2122MC=Vim（1MC=Vimi中柱處的梁 M

= (M i i

Mc上j (M i

Mc上j邊柱處的梁 Mb總j=Mc下j1+Mc上表2.20作用下A軸框架柱剪力和梁柱端彎距的計Vi(/VimMcMc54321表 作用下B軸框架柱剪力和梁柱端彎距的計Vi((/VimMcMc65449362416表 作用下框架柱軸力與梁端剪層梁端剪力柱軸力ABBCCDABCD5------4------3------2------1------V，V=h(Ml+Mr)/l+

MGK

VMA-2V

=VA-2MA：支座中間截面處彎矩值VGK：調(diào)整后的梁邊緣截面剪力VA：支座中間截面處剪力值bq：等效后的均布荷載2.23，表中SGk、SQk兩筑抗震設(shè)計規(guī)范》GB50011-20015.4.2可知構(gòu)件承載力抗震調(diào)整系數(shù)RE，對于梁0.750.800.85。第三種組合：恒載＋活載 荷

2.232.24cc

f=14.3N/

f=1.43N/tt

fy=360Nf=270N

2 2.25活荷載按樓層的折減系數(shù)12-4-6-2.26承載力調(diào)整系數(shù)梁0.150.15框架梁配筋A(yù)C2.12選取截面及受力梁端彎矩圖2.27ⅠⅡⅢⅣⅤ----b×REM(kNM----RE.Mo fbh2 11s0.5(112sA fsy42%(As2.28ABbREV/ S1.25fyvAsvh0rREV0.7ftbh0最小配箍率 0.24 配筋率 框架柱配筋c以第一層框架柱B600×600mm,as=35mm,C30土,f14.3N/mm2cNmax C取h060035mm因為

/b5650.94所以0.25fbh=0.251.014.3N/mm2600

c

BNfbh

14.3N/mm2600mm565mm0.518 1 01N>Nb，為大偏壓，選M，NM308.83kNm M44.36kNm最不利組合為N 和N M308.83kNm第一組內(nèi)力N 在彎矩中沒有水平荷載產(chǎn)生的彎矩，柱的計算長度lo=1.0H=4.25memax 600/30 eie0ea109.020lo/h=4.25/0.6=7.08＜15η=1+1/(1400e/h)(l/h)2ξ

e=ηei+h/2-as=1.15×205.06+600/2-A=A’=[Ne-αfbh2ξ(1-0.5ξ)]/[f’(h-a’)]=[1668.79×1000×500.82- 1 600×565×565×0.344×(1-0.344×0.5)]／[360×(565-35)]=291.52mm2＜ρ按構(gòu)造配筋，由于縱向筋采用HRB400，最小配筋率 0.5%6002/2900mm2每側(cè)實配320（AA' N第二組內(nèi)力M44.36kNN 在彎矩中沒有水平荷載產(chǎn)生的彎矩，柱的計算長度lo=1.0H=4.25memax 600/30 l/h=4.25/0.6=7.08＜15ξ2=1.0 η=1+1/(1400e/ho)(l/h)2ξ

e=ηei+h/2-as=3.04×32.7+600/2-ξ=(N-ξbα1fcbho)/[﹙Ne-0.43α1fcbh2o﹚/(β1-ξb)(ho-A=A’=[Ne-αfbh2ξ(1-0.5ξ)]/[f’(h-a’)]=[3493.14×1000×364.41- 1 600×565×565×0.6697×(1-0.697×0.5)]／[360×(565-35)]=152.99mm2＜ρ bh按構(gòu)造配筋，由于縱向筋采用HRB400，最小配筋率 0.5%6002/2900mm2每側(cè)實配320（AA' BM30883kNm1N1V 剪跨比λ=M/(Vho)=308.83/(90.38×0.565)=6.06>3(AsV)/S=[V-(1.75ftbh0)/(λ+1)-0.07N]/(fyvh0)=[90.38-(1.75×1.43×565600)/(3+1)-所以按構(gòu)造配筋，取復(fù)式箍筋42.13荷載計基礎(chǔ)梁自重為G=(3.153＋2.5)×(7.2-1100mm12C10邊各沿100Mk=308.83kNMk=-44.36kN

Nk=1668.79Nk=2493.14

Vk=-90.38Vk=13.25②按受壓基礎(chǔ)初步估算基底面γm=[17.8×0.6+19.8×0.7+20.2×2.3+(20.2-10)× η=l/b=2lGk=20×3×6×1.925=693Mk=-44.36kNNk=3493.14Vk=13.25ek

MkNk

=44.36/(3493.14+693)=0.0106m<lPk,maxNkGk(16ek)=4186.14×(1±6×0.0106/6)/(3×6)= k,minPPk,maxPk,min=232.57kPa＜f

Pk,max=235.03kPa＜fa＜1.2faPk,min=230.1kPa＞0取as=60h0=1200-60=1140C30

f1.43N/tatac=600tab=at+2ho=600+2×1140=2880am=(at+ab)/2=(2880+600)/2=1740㎜Pj,min=N/A-M/W=3493.14/(3×6)-A(lach)b(bbch

㎡h =1920.0＞2.14B基礎(chǔ)配筋yHRB400f360Nmm2)鋼筋y長邊方向：MI=aI[(2b+aC)(pj,max+pj,I)+6×(pj,max-

=(b-a)2(2l+a

長邊方向配筋：A=M/(0.9hf O短邊方向配筋：A=M/(0.9hf OS綜上所述：長邊方向選用φ14@200(ASS短邊方向選用φ14@200(AS選用:10@200,As393mm360mm，（滿足要求 青島市佳華賓館設(shè)計工程的施工現(xiàn)場現(xiàn)有的機械設(shè)備的多少必須足以確保足夠施工的需要，以防止施工現(xiàn)場的個別的機械設(shè)備發(fā)生故障、毀壞時青島市佳華賓館設(shè)計的工程現(xiàn)場施工的進度不至于被延期過多，以造成對現(xiàn)場施工質(zhì)量造成不好的干擾。青島市佳華賓館設(shè)計工程的現(xiàn)場施工之前必須進行青島市佳華賓館設(shè)計所模板青島市佳華賓館設(shè)計框架結(jié)構(gòu)中的結(jié)平的承重架立桿間的距離采納1000mm左右，當(dāng)框架中梁的跨度＞4mL／500柱子的模板拼裝之前應(yīng)該清理出柱子根部的等雜物，并且用1:3的水泥砂漿，在程師的正式的鋼筋I(lǐng)II施工現(xiàn)場的成型鋼筋在加工以前，應(yīng)該要審核鋼筋翻樣單、鋼材質(zhì)量保、現(xiàn)場鋼材的復(fù)試報告，等到合格以后才可以下料進行加工使用，現(xiàn)場鋼筋落料時應(yīng)該注意到鋼筋焊接的接頭應(yīng)該按照規(guī)范的規(guī)定進行錯此之外現(xiàn)場鋼筋的焊接接頭還應(yīng)該按照規(guī)范的具體的要求進行隨機抽樣，并且要進行詳細認真的物理試驗，以確保施工的質(zhì)量滿足要求。鋼筋的規(guī)格、進場鋼筋的數(shù)量的多少、鋼筋與鋼筋之間的接頭的質(zhì)量（投料）進行詳細認真的核實配對，這樣就可以放便、順利地進行鋼筋的扎。35≥500mm的區(qū)段以內(nèi)的同一根鋼筋上不得有二個鋼筋接頭。砼工青島市佳華賓館設(shè)計中柱子的施工縫必須要留設(shè)在框架梁的部分50mm厚與混凝土標號相同的水泥砂漿。內(nèi)墻用15mm厚的比例為1：3的水泥砂漿打10mm厚的比例為1:2的水泥砂漿抹面，最后15mm12.5的水泥砂漿，并且每邊的寬度為40mm，對于高度為2000mm的護1:1的水泥砂漿內(nèi)5801的膠噴灑混凝土面，內(nèi)粉刷。外墻②在不相同的墻體的材料的交接處，應(yīng)該釘300mm寬的農(nóng)用的鋼絲網(wǎng)。青島市佳華賓館設(shè)計工程中外墻的括糙應(yīng)該兩遍就成活，第一遍括3mm4mm厚的底糙；第二遍應(yīng)該要粉8mm9mm厚的粉刷，基底的粉刷應(yīng)該要盡量的實現(xiàn)平整。青島市佳華賓館設(shè)計工程中凡是需要做滴水線的部位，在粉滴水線以前應(yīng)該才用水泥砂漿塢10mm厚的鋁槽后方可貼外墻磚。樓地面工泥砂漿來做找平層，15mm厚的配比為1:2的水泥白石子磨光打蠟，接著用鋼條來分格。水磨石樓面：首先現(xiàn)澆板40mm厚的C2020mm厚的配比是13的水泥砂漿來做的找平層，15mm厚的配比是1:2的白石子磨光打蠟，接著用銅條來分格。青島市佳華賓館設(shè)計的廁所間和洗手間的地磚樓面層的地磚的現(xiàn)場施工時應(yīng)該嚴本工程屋面防水做青島市佳華賓館設(shè)計工程中屋面的具體現(xiàn)場施工中屋面的防水為II級防水，屋面現(xiàn)場施是1:3的石灰砂漿層，40mm厚的C30細石混凝土其內(nèi)配制Φ4的雙向鋼筋，中間的距離是200mm4mmSBS防水卷材面層。找平層施青島市佳華賓館設(shè)計工程中屋面工程施工中先是在基層上做20mm厚的配合比是1:3的水泥砂漿找平層，在找平層上每6000mm6000mm設(shè)置分隔縫，并且要求縫寬為200mm。2個月的努力，終于完成了此次設(shè)計鍛煉了我各個方面的能力加深了我對專業(yè)知識的印象，同就一定會有所得。這次的畢業(yè)設(shè)計很好的鍛煉了我們，我會為了自己的美好明天繼續(xù)努力。在這里，我要為幫助過所有人1GB50011-2010，2GB50010－2010，3GB50007－2011,建筑地礎(chǔ)設(shè)計規(guī)范4GB50009－2012,5GB50007－2011,建筑地礎(chǔ)設(shè)計規(guī)范李國強,李杰,蘇小卒編著.建筑結(jié)構(gòu)抗震設(shè)計.第二版.中國建筑工業(yè)高福聚,李靜編著.多層與建筑結(jié)構(gòu)設(shè)計.大學(xué)華南理工大學(xué),浙江大學(xué),湖南大學(xué)合編.基礎(chǔ)工程.中國建筑工業(yè)東南大學(xué),同濟大學(xué),合編.混凝土結(jié)構(gòu).中國建筑工業(yè)白順果,崔自治,黨進謙主編.土力學(xué).中國水利水電建筑施工手冊（上、中、下）BuildingconstructionconcretecrackofpreventionandprocessingDimosi《CANADIANJOURNALOFCIVILENGINEERING：Thecrackproblemofconcreteisawidespreadexistencebutagaindifficultinsolveofengineeringactualproblem,thistextcarriedonastudyysistoalittlebitfamiliarcrackproblemintheconcreteengineering,andaimatconcretethecircumstanceputforwardsomeprevention,processingmeasure.Keyword:ConcretecrackpreventionConcrete'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.Concretecrackcreationofthereasonbealotofandhavealreadytransformedtocausecrack:Suchastemperaturevariety,constringency,inflation,theasymmetrysinktosinketc.reasoncauseofcrack;Haveoutsidecarrythecrackthatthefunctioncause;Protectedenvironmentnotappropriatethecracketc.causedwithchemicaleffect.Wantdifferentiationtotreatintheactualengineering,work°outaproblemaccordingtotheactualcircumstance.IntheconcreteengineeringthefamiliarcrackandtheStemSuocrackandStemtheSuocrackmuchappearaftertheconcreteprotectbeoverofaperiodoftimeorconcretesprinkletobuildtocompletebehindofaroundaweek.InthecementsyruphumidityofevaporatewouldcreationstemSuo,andthiskindofconstringencyiscan'tnegative.StemSuocrackofthecreationbemainisbecauseofconcreteinsideoutsidehumidityevaporatedegreedissimilaritybutcausetotransformdissimilarityofresult:Theconcreteissubjectedtoexteriorconditionofinfluence,surfacehumiditylossleadquick,transformbigger,innerpartdegreeofhumidityvarietysmallertransformsmaller,biggersurfacestemtheSuotransformtobesubjectedtoconcreteinnerpartcontrol,creationmorebigpullshoulddintbutcreationcrack.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.FiveisaconstitutionmodationisintheconcretestructureoftheconstringencyTheSuconstringencycrackandSuconstringencyistheconcreteisbeforecondense,surfacebecauseoflosewaterquickerbutcreationofconstringency.TheSuconstringencycrackisgeneralatdryheatorstrongwindweatherappear,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.Threeistosprinklebeforebuildingconcrete,waterbasiclevelandtemplateeventosoakthrough.Fourisintiverlaytheperhapsdampgrassmatoftheplasticsthinfilm,hempsliceetc.,keepconcreteeventuallybeforetheNingsurfaceismoist,perhapsspraytoprotectetc.tocarryonprotectintheconcretesurface.Fiveisintheheatandstrongwindtheweathertowanttoestablishtohidesunandblockbreezefacilities,protectinSinktosinkcrackandThecreationwhichsinktosinkcrackisbecauseofthestructurefoundationsoilqualitynotandevenly,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.FiveisatjellysoiltoptaketotemplatetonoticetoadoptcertainofpreventionTemperaturecrackandTemperaturecrackmuchtheoccurrenceisinbigsurfaceordifferenceintemperaturevarietyofthephysicalvolumeconcretecomparetheearthareaoftheconcretestructure.Concreteaftersprinklingtobuild,inthehardeningtheprocess,cementwaterturnacreationagreatdealofofwaterturnhot,.(bethecementdosageisinthe350-550kg/m3,eachsignsquarethericeconcretewillreleaseacaloriesof17500-27500kJandmakeconcreteinternalthusthetemperaturerisetoreachto70℃orsoevenhigher)Becausethephysicalvolumeofconcretebemorebig,agreatdealofofwaterturnhotaccumulateattheconcreteinnerpartbutnoteasysendforth,causeinnerpartthetemperaturehoick,buttheconcretesurfacespreadhotmorequick,soformationinsideoutsideofbiggerdifferenceintemperature,thebiggerdifferenceintemperatureresultininnerpartandexteriorhotthedegreeofthebulgecoldSuodissimilarity,makeconcretesurfacecreationcertainofpullshoulddint.Whenpullshoulddintexceedtheanti-ofconcretepullstrengthextremelimit,concretesurfacemeetingcreationcrack,thiskindofcrackmuchoccurrenceaftertheconcreteunderconstructionperiod.Intheconcreteofunderconstructionbedifferenceintemperaturevarietymorebig,perhapsisaconcretetobesubjectedtoassaultofcoldwaveetc.,willcauseconcretesurfacethetemperaturesharplydescend,butcreationconstringency,surfaceconstringencyoftheconcretebesubjectedtoinnerpartconcreteofcontrol,creationverybigofpullshoulddintbutcreationcrack,thiskindofcrackusuallyjustinmoreshallowscopeoftheconcretesurfaceThealignmentofthetemperaturecrackusuallynonesettleregulation,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,lowersprinkleofconcretetotemperature.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.14istheallocationbealittleamountintheconcreteofreinforcingbarperhapsaddfi