4216.816.5m，50226：賓館，框架結(jié)構(gòu)，獨(dú)立基Thisprojectislocatedinthecity,oneho4216.8constructionareaofabout2malways16.5mheight,thebasicstructureisthebasisofconstructionpart.Overaperiodof50years,thesafetylevelofsecuritylevel4categoriesofseismicsafetyoflevel2level,degreeofseismicfortificationintensityofthesecurityofthegroup,theaccelerationoftheeconomicstructure,areasonabledesignthataccordingtothethirdgroup,forsomeamoreattractiveenvironmentforsomediseases,?ndosestandardsandinaccordancewiththerulesofsection,thealphalevelof0.5Sen'scolumn,inadditiontotheporembroidery,thebasetetotheenhancementofthisprocesslculofoundationbeamtecolumnstrengtheningandreinmentprogramofCSRandcontrolinroadcapacityiscalculatedbythecombinationofenandthefield.Keyword:ho,framestructure,independent目錄前言 建筑設(shè)計(jì) 課題背景 建筑做法 結(jié)構(gòu)設(shè) 工程概 設(shè)計(jì)資 結(jié)構(gòu)選 框架計(jì)算簡(jiǎn)圖及線剛 豎向荷載計(jì) 水平風(fēng)荷載計(jì) 抗震計(jì) 內(nèi)力組 截面設(shè)計(jì)與配筋計(jì) 基礎(chǔ)設(shè) 施工組織設(shè) 工程材料進(jìn)場(chǎng)方 施工機(jī)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 結(jié)論 致謝 參考文獻(xiàn) 附錄 氣象風(fēng)向雨季施工起止日期：71～930冬季施工起止日期125～35地質(zhì)條件及地理概工程地質(zhì)概況表1表 各巖土層力學(xué)指標(biāo)匯總f（kPa（MPa（kN/m3厚度（m1——27.6/318.7/439/水文地質(zhì)概況：該地區(qū)的最高水位是－3.6m，常見(jiàn)水位是－3.9m應(yīng)用環(huán)境類別為：二b建設(shè)地點(diǎn)的地理概況：地勢(shì)概況較平坦且周圍無(wú)物影響施工,空地可使用技術(shù)經(jīng)濟(jì)條及設(shè)備。土建工程限期：當(dāng)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墻面121：361：2.581：371：2.551:2.571:0.5:471:1:6門窗山東省青島市，賓館。建筑面積約4216.8m2，5層鋼筋混凝土框架結(jié)構(gòu)，每層3.3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(méi)有腐蝕性b6度，設(shè) 分組為第三組設(shè)計(jì)基本加速度值為0.05g，基本風(fēng)壓w00.60kN/m2地面粗糙度類別為Bs00.20kNm2：混凝土的強(qiáng)度的等級(jí)賓館的梁板所用的混凝土均采用C30的混凝土，與此同時(shí)澆筑柱是所用的混凝土強(qiáng)度等級(jí)也均采用C30級(jí)的混凝土。：HPB235級(jí)的鋼筋。240mm×120mm×60mm,該砌體的重度是=5.5KN/㎡。窗 鋼塑門窗=0.35KN/㎡門：=0.2KN/結(jié)構(gòu)體系選型筋混凝土120樓面結(jié)構(gòu)：全采用現(xiàn)澆鋼筋混凝土120確定框架計(jì)算簡(jiǎn)底層柱高從基礎(chǔ)頂面算至二層樓面，基頂標(biāo)高0.95m，該青島市內(nèi)的賓館的第二層樓面的標(biāo)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(huà)出圖1線剛度主梁b×h=300mm×700mm次梁b×h=250mm×500mm板厚120mm基礎(chǔ)梁框架的線剛度計(jì)注：對(duì)于中框架梁取I=2I 邊框?yàn)镮=1.5I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中跨=1.0，i i右邊i余柱 防水層（剛性）30厚C20細(xì)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 結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 抹灰層：10厚混合砂 0.01m×17KN/m3=0.17KN/合計(jì)：6.89KN/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(jì)：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 0.12m×25KN/m3=3KN/抹灰層：10厚混合砂漿 0.01×17KN/m3=0.17KN/㎡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厚混合砂漿0.01m×[（0.7-0.12m）×2+0.3m]×17KN/合計(jì)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(jì)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 0.01m×0.6m×4×17KN/m3合計(jì) 0.5m×0.24m×5.5N/m3=0.66KN/m (3.3m-2.1m)×0.36KN/㎡=0.432KN/m （3.3m-2.1m）×0.5KN/㎡=0.6KN/m合計(jì)縱墻 （4.25m-0.7m-0.4m-2.1m）×0.24×5.5N/m3=1.386鋁加合金制的窗戶 0.35KN/㎡ (3.3m-2.1m)×0.50kN/㎡=0.6kN/m 合計(jì)①縱墻 (3.3m-0.7m)×0.24m×5.5KN/m3 (3.3m-0.7m)×0.36kN/㎡×2=1.87kN/m合計(jì)② （3.3m-0.7m）×0.24m×5.3KN/m3=3.307KN/m 活荷載標(biāo)準(zhǔn)值計(jì)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(jìn)行計(jì)算，計(jì)算單元寬度是7200mm2AB恒載：6.89kN/㎡×1.8m×[1-2×（0.25）2+（0.25）3]×2=22.08 4.6kN/mA-B架梁屋面梁：恒載=梁自重+板傳荷載=4.6kN/m+22.08kN/m活載=板傳荷 自重+板傳荷載+隔墻自重=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：（1100㎜ 0.24m×1.1m×5.5KN/m3 0.24m+(1.2m×2+0.24m)×0.5KN/㎡=3.37kN/m×7.2m+4.6kN/m×(7.2m-0.6m)+6.89kN/㎡×1.8m×8 7.2m×2+(6.89kN/㎡×1.8m×0.89×7.2m×4

×2+2.55kN/m×7.2m×14最頂上一層柱的活荷載=板傳過(guò)來(lái)的荷載=0.5kN/㎡×1.8m×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/㎡×1.8m×8

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/㎡×1.8m×8

×7.2m×2+（4.33kN/㎡×1.8m×0.89×7.2m×41

×2+2.55kN/m×7.8m×44

)×2+4.33kN/㎡=2kN/㎡×1.8m×8

×7.2m×2+2kN/㎡×1.8m×0.89×7.2m×4×2×2+2kN/㎡=2.5kN/m×(7.2m-0.6m)+5.197kN/m×(7.2m-=50.68（7）CB（8）DD（圖中所標(biāo)示的數(shù)值都是標(biāo)準(zhǔn)值）3注：1、圖中各值的單位為（kN）（kN/m）使用二次彎矩分配法計(jì)算框架彎 載。各樓層的取值見(jiàn)表2表2各樓層橫向 恒、活荷載取值1q2500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·m3----30.52---10.28----11.52---52.33----------------------------------------------------------------------------------4--- ---2.91---- --- ------------------------ ---- ------ ---- ----------------------------------------彎矩分配：在豎向荷載0.85梁端剪力軸力的計(jì) 如下

VVq

ql2

Vm梁端彎矩引起的剪力，VmNV

Ml

M右式中：VP5ABBCAB跨ABBCAB-cNNNN5048083808352808276118-0815826ABBCABBCABBCABVa=-Vb=-Va=-NNN頂N50-0040-0030-0020-0010-00注：1P1456789集中作用在屋面梁和樓面梁節(jié)點(diǎn)處的集中風(fēng)荷載的標(biāo)準(zhǔn)數(shù)值的計(jì)算正如下面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 賓館的建造地面的糙度等級(jí)歸為Bs－sz－風(fēng)振系數(shù) 建筑結(jié)構(gòu)，當(dāng)高度小于30m時(shí)，zhiB7wo/(m2hihjwk/風(fēng)荷載作用下的位移驗(yàn)82~5D ibi-c=-2D=i12/(cchBCDDkN/m9D ibiic-=0.5 2D=i12/(cchABCDD水平荷載作用下青島市賓館框架的層與層間的側(cè)移計(jì)算可按下面所列的式子uj

vvj－該賓館的第jDij－該賓館的第jjjujuj

u=unnwjvjwjvjDujuj54321側(cè)移驗(yàn)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(jì)框架在風(fēng)荷載（左風(fēng)）作用下的內(nèi)力用D值法⑶求這個(gè)賓館設(shè)計(jì)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；⑷求青島 賓館設(shè)計(jì)中框架的各各柱子的軸力數(shù)值、梁的剪力數(shù)值第im

V=Dim

，V= D

i，

y=y0y1y2y3111211Aiy500040003000200-1000表 B軸框架柱反彎點(diǎn)位iy50004000300020001000C彎點(diǎn)BDA1314MC=Vim（1MC=Vimi中柱處的梁

= (Mc + b左M

ii右

下j

c上 b右j= (

+ i

下j

c上邊柱處的梁 Mb總j=Mc下j1+Mc上表 風(fēng)載作用下A軸框架柱剪力和端彎距的計(jì)Vi()(DimVimMcMcMb）54321表14風(fēng)載作用下B軸框架柱剪力和端彎距的計(jì)Vi()()/McMcMbMb5432115層梁端剪力柱軸力ABBCCDABCD5------4------3------2------1------重力荷載代表值計(jì)該抗震計(jì)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(jì)2-41樓面恒載2樓面活載3梁自重 4墻柱自重 合計(jì)1樓面恒載2樓面活載3梁自重 4墻柱自重合計(jì)總重力荷載代表值：7213.81kN9橫向框架側(cè)移剛度的計(jì)（1）線剛度計(jì)①梁的線剛度式中：EclIbIb2.0IO,Ib1.5Io②柱的線剛度式中：Ech表 橫梁線剛度ib計(jì)算KNm2bll1.5Ecl2Ecl3.03004443.0300表 柱線剛度ic計(jì)算KNm2bmm2EcIcKN2-74174

=1/12bh3，梁的線剛度為i

ECIl表 中框架柱的側(cè)移剛度計(jì)?ii2-51D=

由《高規(guī)》附錄B給出的結(jié)構(gòu)水 作用計(jì)算的底部剪力法可按T1 T1，其中UT為結(jié)構(gòu)頂點(diǎn)位移，單位為：m，Gi其計(jì)算為:T1=1.7YT19表 結(jié)構(gòu)頂點(diǎn)假想側(cè)移計(jì)GiVGiDUi-DUi-1n?j= 54321從表中可得水平作用及樓層剪力計(jì)青島市賓館設(shè)計(jì)中，建筑結(jié)構(gòu)的總體的高度≤40m，并且該建筑的質(zhì)量和剛度總水平作用的標(biāo)準(zhǔn)值按FEk=a1Geq式子來(lái)進(jìn)行計(jì)算。0.45s α=(T/T)rηα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(diǎn)的水平 荷載的作用應(yīng)按下式來(lái)進(jìn)行計(jì)算20表20各質(zhì)點(diǎn)橫向水平作用下樓層剪力和彈性位移計(jì)））?ueVi/qe=Due/54321青島 賓館設(shè)計(jì)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]應(yīng)取1/550各質(zhì)點(diǎn)水平 荷載作用及樓層剪力沿高度分布詳情見(jiàn)下圖所示圖 剪力沿高度分布圖（單位水平作用下框架內(nèi)力計(jì)2122MC=Vim（1MC=Vimi中柱處的梁 = (Mc + b左M

ii右

下j

c上 b右j= (

+ i

下j

c上邊柱處的梁 Mb總j=Mc下j1+Mc上表21作用下A軸框架柱剪力和端彎距的計(jì)Vi() VimMcMcMb）54321表 作用下B軸框架柱剪力 端彎距的計(jì)Vi(()/VimMcMcMbMb65449362416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------按規(guī)定，對(duì)于抗震等級(jí)為一、二、三級(jí)的框架梁端剪力設(shè)計(jì)值VV=h(Ml+MrlV MGK

VMA-2V

=VA-2MGK：調(diào)整后的梁邊緣截面彎矩MA：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 賓館設(shè)計(jì)中每一層梁的內(nèi)力組合結(jié)果詳見(jiàn)表格24，表中SGk、SQk兩列中的梁左右兩端的彎矩M取的是經(jīng)過(guò)彎矩調(diào)幅后的彎矩（調(diào)幅系數(shù)是0.85）。根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》GB50011-20015.4.2可知構(gòu)件承載力抗震調(diào)整系數(shù)RE，0.75；0.150.80；0.150.75；0.85。第三種組合：恒載＋活載 荷因各柱軸壓比不小于0.15，故彎矩和軸力的R

取0.801.2。各層柱的內(nèi)力組合結(jié)果詳見(jiàn)表格2524表 柱內(nèi)力基本組合ctct

f=14.3N/

f=1.43N/

f=360N f=270N 26活荷載按樓層的折減系數(shù)12-4-6-27承載力調(diào)整系數(shù)梁0.150.15框架梁配筋計(jì)算AC10選取截面及受力梁端彎矩圖28ⅠⅡⅢⅣⅤ----b×REM(kNM----RE.Mo fbh2 11s0.5(112sARE.M fsy42%(As(2)29ABbREV/0.25cfc0.7ftbh0/ S1.25fyvAsvrREV0.7最小配箍率 0.24 配筋率 框架柱配筋以第一層框架柱B600×600mm,as=35mm,C30cf14.3N/cNmax C取h060035mm因?yàn)?/p>

/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(méi)有水平荷載產(chǎn)生的彎矩，柱的計(jì)算長(zhǎng)度lo=1.0H=4.25memax 600/30 lo/h=4.25/0.6=7.08＜15η=1+1/(1400e/h)(l/h)2ξξ=1+1/(1400×205.06/565)×(4250/600)2

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-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(shí)配320（AA' N第二組內(nèi)力M44.36kNN 在彎矩中沒(méi)有水平荷載產(chǎn)生的彎矩，柱的計(jì)算長(zhǎng)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(shí)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)-4圖 地質(zhì)條件荷載計(jì)基礎(chǔ)梁自重為G=(3.153＋2.5)×(7.2-1100mmａ.120.45/2+0.5+1.2=1.925m,100mmC10100Mk=308.83kNMk=-44.36kN

Nk=1668.79Nk=2493.14

Vk=-90.38Vk=13.25ｂ.按受壓基礎(chǔ)初步估算基底面γ =[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,min PPk,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=1740Pj,min=N/A-M/W=3493.14/(3×6)-A(lach)b(bbch

㎡h0.7hft(bch0)h0 =1920.0＞圖 B柱下獨(dú)立基礎(chǔ)計(jì)算簡(jiǎn)基礎(chǔ)配筋yHRB400f360Nmm2)鋼筋y長(zhǎng)邊方向：MI=aI[(2b+aC)(pj,max+pj,I)+6×(pj,max-

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

長(zhǎng)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(zhǎng)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 青島市賓館設(shè)計(jì)工程的施工現(xiàn)場(chǎng)現(xiàn)有的機(jī)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(chǎng)的個(gè)別的機(jī)械設(shè)備發(fā)生故障、毀壞時(shí)青島市賓館設(shè)計(jì)的工程現(xiàn)場(chǎng)施工的進(jìn)度不至于被延期過(guò)多，以造成對(duì)現(xiàn)場(chǎng)施工質(zhì)量造成不好的干擾。青島市賓館設(shè)計(jì)工程的現(xiàn)場(chǎng)施工之前必須進(jìn)行青島市賓館設(shè)計(jì)所需模板青島市賓館設(shè)計(jì)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＞4m時(shí)框架中的梁的底部應(yīng)該按照其L／500的范圍起拱。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，在柱子模板底部找平，以防止產(chǎn)生蜂窩現(xiàn)象，除此之外還應(yīng)該在柱子的模板上彈出應(yīng)有的外程師的正式的鋼筋青島市賓館設(shè)計(jì)工程的施工現(xiàn)場(chǎng)的鋼筋主要是采納Ⅰ級(jí)鋼和III級(jí)鋼，該工程的35倍時(shí)、并且≥500mm的區(qū)段以內(nèi)的同一根鋼筋上不得有二個(gè)鋼筋接砼工300mm青島市賓館設(shè)計(jì)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(biāo)號(hào)相同的水泥砂漿。內(nèi)墻15mm1：3的水泥砂漿打底，用10mm厚的比例為12的水泥砂漿抹面，最15mm12.5的水泥砂漿，并且每邊的寬度為40mm，對(duì)于高度為2000mm的護(hù)1:1的水泥砂5801的膠噴灑混凝土面，內(nèi)粉刷。外墻青島市賓館設(shè)計(jì)工程中的外墻的裝飾的外粉刷基層處理的具體施工如下B、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)。青島市賓館設(shè)計(jì)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(shí)現(xiàn)平整。青島市賓館設(shè)計(jì)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。樓地面工青島市賓館設(shè)計(jì)工程中樓地面工程中的水磨石的地面：20mm厚的配比為1:3水泥砂漿來(lái)做找平層，15mm厚的配比為12的水泥白石子磨光打蠟，接著用鋼條來(lái)分格。水磨石樓面：首先現(xiàn)澆板40mm厚的C2020mm厚的配比是13來(lái)做的找平層，15mm厚的配比是1:2的白石子磨光打蠟2.本工程屋面防水做法為青島市賓館設(shè)計(jì)工程中屋面的具體現(xiàn)場(chǎng)施工中屋面的防水為II級(jí)防水，屋面現(xiàn)場(chǎng)施1%，30mm厚的擠塑的保溫板，20mm1:3的水泥砂漿找平層，30mm厚的比例是1:3的石灰砂漿層，40mm厚的C30細(xì)石混凝土其內(nèi)配制Φ4的雙向鋼筋，中間的距離是200mm4mm厚的SBS防水卷材面層。找平層施工1.青島市賓館設(shè)計(jì)工程中屋面工程施工中先是在基層上做20mm厚的配合比1:3的水泥砂漿找平層，在找平層上每6000mm6000mm設(shè)置分隔200mm經(jīng)過(guò)兩個(gè)月的時(shí)間,我完成了本次畢業(yè)設(shè)計(jì)─青島市賓館設(shè)計(jì)21GB50011-2010，2GB50010－2002，3GB50007－2002,建筑地礎(chǔ)設(shè)計(jì)規(guī)范4GB50009－2001,5GB50007－2002,建筑地礎(chǔ)設(shè)計(jì)規(guī)范李國(guó)強(qiáng),李杰,蘇小卒編著.建筑結(jié)構(gòu)抗震設(shè)計(jì).第二版.中國(guó)建筑工業(yè)高福聚,李靜編著.多層與建筑結(jié)構(gòu)設(shè)計(jì).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(guó)建筑工業(yè)東南大學(xué),同濟(jì)大學(xué),合編.混凝土結(jié)構(gòu).中國(guó)建筑工業(yè)白順果,崔自治,黨進(jìn)謙主編.土力學(xué).中國(guó)水利水電建筑施工手冊(cè)（上、中、下）BuildingconstructionconcretecrackofpreventionandprocessingDimosi《CANADIANJOURNALOFCIVILENGINEERING：Thecrackproblemofconcreteisawidespreadexistencebutagaindifficultinsolveofengineeringactualproblem,thistextcarriedonastudyysistoalittlebitfamiliarcrackproblemintheconcreteengineering,andaimatconcretethecircumstanceputforwardsomeprevention,processingmeasure.Keyword:ConcretecrackpreventionConcrete'sising1kindisanticipatebythestonebone,cement,waterandothermixturebutformationoftheinadditionmaterialofqualitybrittlenessnotandallmaterial.Becausetheconcreteconstructiontransformwithoneself,controletc.aseriesproblem,hardenmodelofintheconcreteexistencenumeroustinyhole,spiritcaveandtinycrack,isexactlybecausethesebeginningstartblemishofexistencejustmaketheconcretepresentonesomenotandallthecharacteristicofquality.Thetinycrackisakindofharmlesscrackandacceptconcreteheavy,defendShenandalittlebitotherusefunctionnotacreationtoendanger.Butaftertheconcretebesubjectedtolotuscarry,differenceintemperatureetc.function,tinycrackwouldcontinuouslyofexpandwithconnect,endformationwecanseewithouttheaidofinstrumentsofmacroviewthecrackbealsothecrackthattheconcreteoftensayintheengineering.ConcretebuildingandGoupieceusuallyalltakesewertomakeof,becauseofcrackofexistenceanddevelopmentusuallymakeinnerpartofreinforcingbaretc.materialcreationdecay,lowerreindconcretematerialofloadingability,durableandanti-Shenability,influencebuildingofexternalappearance,servicelife,severitywillthreatarrivepeople'slifeandpropertysafety.Alotofallofcrashofengineeringsisbecauseoftheunsteadydevelopmentofthecrackwiththeresultthat.Modernagescienceresearchwithagreatdealofoftheconcreteengineeringpractice,intheconcreteengineeringcrackproblemisineluctable,alsoacceptableincertainlyofthescopejustneedtoadoptvalidofmeasurewillitendangerdegreecontrolatcertainofscopeinside.Thereindconcretenormisalsoexplicitprovision:Somestructureatceofdissimilarityunderconditionallowexistencecertainthecrackofwidth.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,creationmorebigpullshoulddintbutcreationcrack.Therelativehumidityismorelow,cementsyrupbodystemSuomorebig,stemtheSuocrackbemoreeasycreation.StemtheSuocrackismuchsurfaceparallellinesformorthenetshallowthincrack,widthmanybetween0.05-0.2mm,theflatsurfacepartmuchseeinthebigphysicalvolumeconcreteandfollowitmoreinthinnerbeamnkshorttodistribute.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.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.Threeistosprinklebeforebuildingconcrete,waterbasiclevelandtemteeventosoakthrough.Fourisintimetooverlaytheperhapsdampgrassmatofthesticsthinfilm,hempsliceetc.,keepconcreteeventuallybeforetheNingsurfaceismoist,perhapsspraytoprotectetc.tocarryonprotectintheconcretesurface.Fiveisintheheatandstrongwindtheweathertowanttoestablishtohidesunandblockbreezefacilities,protectintime.SinktosinkcrackandThecreationwhichsinktosinkcrackisbecauseofthestructurefoundationsoilqualitynotandevenly,loosesoftorreturntofillsoildishonestorsoakinwaterbutresultintheasymmetrysinktodeclinewiththeresultthat;Perhapsbecauseoftemtejustdegreeshortage,thetemteproppeduptooncebeapartfrombigorpropupbottomloosemoveetc.tocause,especiallyatwinter,thetemtepropupatjellysoilup,jellythesoilturnjellyempresscreationasymmetrytosinktodeclineandcauseconcretestructurecreationcrack.Thiskindcrackmanyisdeepenterorpiercethroughcrack,italignmenthavesomethingtodowithsinkingtosinkacircumstance,generalfollowwithgroundperpendicularorpresent30°s-45°Capedirectiondevelopment,biggersinktosinkcrack,usuallyhavecertainofwrong,crackwidthusuallywithsinktodeclinetydirectproportionrelation.Crackwidthundertheinfluenceoftemperaturevarietysmaller.Thefoundationaftertransformstabilitysinktosinkcrackalsobasictendinstability.Mainpreventionmeasure:Oneisrightnessloosesoftsoil,returntofillsoilfoundationaconstructionattheupperpartstructurefrontshouldcarryonnecessityofHangsolidwithrein.Twoisthestrengththatassurancetemteisenoughandjustdegree,andpropupfirm,makethefoundationbesubjectedtodinteven.Threeiskeepconcretefromsprinkleinfusingthefoundationintheprocessissoakbywater.Fouristimethattemtetoredowntocan'tbetooearly,andwanttonoticetodismantleamoldorderofsequence.Fiveisatjellysoiltoptaketoestablishtemtetonoticetoadoptcertainofpreventionmeasure.TemperaturecrackandTemperaturecrackmuchtheoccurrenceisinbigsurfaceordifferenceintemperaturevarietyofthephysicalvolumeconcretecomparetheearthareaoftheconcretestructure.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,thiskindofcrackusuallyjustinmoreshallowscopeoftheconcretesurfacecreation.Thealignmentofthetemperaturecrackusuallynonesettleregulation,bigareastructurethecrackoftenmaneuverinterleave;Thesizebiggerstructureofthebeamnklength,thecrackrunparallelwithshortsidemore;Thoroughwithpiercethroughoftemperaturecrackgeneralandshortsidedirectionparallelismorcloseparallelism,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,theChanaddpowderashfromstoveorefficientlyreduceetc.tocometoreducecementdosageandlowerwatertoturnhot.Fiveisanimprovementconcreteofmixblendtoprocessacraft,lowersprinkleofconcretetobuildtemperature.SixistheinadditionthattheChanaddahaveoffixedamounttoreducewaterandincreaseSu,slowNingetc.functionintheconcrete,improvementtheconcretemixtomatchathingofmobility,protectwater,lowerwatertoturnhot,postponehotFengofemergencetime.Sevenistheheatseasonsprinkletobuildcantheadoptiontaketoestablishtohidesunnketc.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'santicipatingthecrackthatreactioncrackandreinforcingbarrusteclipsecauseisthemostfamiliarinthereindconcretestructureofbecauseofchemicalreactionbutcauseofcrack.Theconcreteblendafuturereunioncreationsomealkalescenceion,theseionwithsomeactivitytheboneanticipatecreationchemicalreactionandabsorbsurroundingsenvironmentinofwaterbutthephysicalvolumeenlarge,makeconcretecrisploose,inflationopencrack.Inthiskindofcrackgeneralemergenceconcretestructureusageperiod,onceappearverydifficultremediable,soshouldatunderconstructionadoptvalidthemeasurecarryonprevention.Mainofpreventionmeasure:Whilebeingtochoosetoanticipatewiththealkaliactivitysmallstonebone.Twoistheinadditionwhichchoosetouselowlyemirewithlowalkaliorhavenoalkali.ThreeistheChanwhichchoosetomodationwithanticipatetorepressanalkalibonetoanticipateBecausetheconcretesprinkletobuild,flapDaobadperhapsisareinforcingbarprotectionlayerthinner,theharmfulmaterialgetintoconcretetomakereinforcingbarcreationrusteclipse,thereinforcingbarphysicalvolumeoftherusteclipseinflation,causeconcretebulgecrack,thecrackofthiskindtypemuchisacracklengthways,followthe