單獨(dú)的一榀框架進(jìn)行建筑的設(shè)計(jì)計(jì)算。在提前設(shè)計(jì)好的建筑計(jì)算簡(jiǎn)圖和草圖的參提以及風(fēng)壓作用下的框架的側(cè)向移動(dòng)驗(yàn)算，考慮到作用與不考慮時(shí)的內(nèi)力效應(yīng)組在以上工作整理的基礎(chǔ)上，使用AutoCAD，天正PKPM2011等繪圖制圖軟件詳細(xì)的繪制出建筑設(shè)計(jì)圖和建筑結(jié)構(gòu)工程詳圖。：鋼綱混凝土,框架結(jié)構(gòu),內(nèi)力組合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 建筑設(shè) 建筑設(shè)計(jì)說(shuō) 平面設(shè) 剖面設(shè) 立面設(shè) 樓板層和地 基礎(chǔ)和地 交通聯(lián)系部分的設(shè) 其他設(shè) 結(jié)構(gòu)設(shè) 工程概 框架計(jì)算簡(jiǎn)圖及梁柱線剛 豎向荷載計(jì) 作用及側(cè)移計(jì) 風(fēng)荷載及側(cè)移計(jì) 內(nèi)力組 梁柱截面設(shè)計(jì)與配筋計(jì) 基礎(chǔ)設(shè) 結(jié) 致 參考文 附 交通聯(lián)系部分設(shè)本設(shè)計(jì)通聯(lián)系部分設(shè)計(jì)能滿足下列要求：交通線路簡(jiǎn)捷明確，聯(lián)系通行身以及總體環(huán)境對(duì)單體建筑內(nèi)外兩方面的要求。小不能小于0.5米。天然地基上的基礎(chǔ)，一般把埋深在5米以?xún)?nèi)的叫淺基，超過(guò)5米的叫深基。本工程考慮到水位的高度，冰凍線的深度，以及軟弱層的深度和范圍，確定1.5米深度作為基礎(chǔ)埋深，同時(shí)照顧到該工程為框架結(jié)構(gòu)，梁柱中心線不重合，將會(huì)產(chǎn)生叫大的豎向彎矩，為了提高抗側(cè)剛度，滿足向彎矩樓梯設(shè)1/25~1/30，其混凝土用量和鋼材用量都較多，一般適用于梯段板的水平跨長(zhǎng)不超過(guò)3M時(shí)。室外臺(tái)置臺(tái)階。平臺(tái)的表面應(yīng)作成向室外傾斜1-4％的流水坡，以利排水。門(mén)和窗的設(shè)散水設(shè)3%--5%600mm，坡度3%，具體做法為：300厚素土夯實(shí)寬L+300，6075號(hào)混凝土墊層，201：2工程概2建筑面積：3549.60m50自然條地質(zhì)條1B各巖土層力學(xué)指標(biāo)見(jiàn)下表2.1工使用，無(wú)埋設(shè)物，場(chǎng)地類(lèi)別為二類(lèi)。3、水文地質(zhì)概況：最高水位-3.6m，常年水位-3.9m無(wú)腐蝕性荷3、基本風(fēng)壓w0.60kN04、基本雪壓s00.20kNm2表 各巖土層力學(xué)指標(biāo)匯總(kN/1——27.6/318.7/439/技術(shù)經(jīng)濟(jì)條材料選柱、梁、樓板的鋼筋強(qiáng)度等級(jí)按規(guī)范查取，混凝土強(qiáng)度等級(jí)C30窗：鋼塑門(mén)窗=0.35kN/㎡門(mén)：木門(mén)=0.2kN/樓面結(jié)構(gòu)：全部采用現(xiàn)澆鋼筋混凝土肋形樓蓋，板厚150hb=(1/12～1/8)l0,bb=(1/3～1/2)hb,且hc框架柱長(zhǎng)邊hc=(1/12～1/6)H0，且hc400mmbc350mm框架柱確定框架計(jì)算簡(jiǎn)-1.1m，3.9m5.0m，其余各層柱高從樓面算至上一層樓面（即層高）故均為3.9m，由此可繪出框架計(jì)算簡(jiǎn)圖如下圖2.2b×h=300mm×600mmb×h=200mm×500mmb×h=250mm×400mm框架柱框架梁柱的線剛度計(jì)左邊跨梁：

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

右邊跨 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 恒載標(biāo)準(zhǔn)值計(jì)(1)屋

找平層：15厚水泥砂漿保溫層：80厚礦渣水泥抹灰層：10厚混合砂漿

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/抹灰層：10mm厚混合砂漿

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/基礎(chǔ)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/

合計(jì)：6.02kN/

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

0.75kN/0.54kN/

合計(jì)：9.47kN(3.9m0.5m)0.24m18kN/m314.69kN/：(3.9m0.5m)0.36kN/m222.45kN/合計(jì)：17.14kN活荷載標(biāo)準(zhǔn)值計(jì)

(3.9m0.6m)0.24m18kN/m314.26kN/(3.9m0.6m)0.36kN/m21.19kN/合計(jì)：15.45kN(3.9m0.6m0.4m)0.36kN/m21.04kN/合計(jì)：18.32kNk（2）S1.00.2kNm20.2kNk豎向荷載下框架梁內(nèi)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：恒載 梁自重+板傳荷載=4.02kN/m28.52kN/m21.12kN/活荷載：2.23kN樓面梁：恒載 梁自重+板傳自重=4.02kN/m17.10kN/m21.12kN/活荷載：板傳活載=8.93kN

6.39kN/m1.2m529.59kN/80.5kN/m1.2m520.75kN/84.02kN/恒載 梁自重+板傳荷載=4.02kN/m9.59kN/m13.61kN/活荷載：0.75kN恒載 梁自重+板傳荷載=4.02kN/m5.75kN/m9.77kN/活荷載：板傳荷載=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豎向受荷圖以及框架梁受荷圖見(jiàn)圖2.3和圖使用分層法計(jì)算框架彎A-B軸：頂層 標(biāo)準(zhǔn)層2B-C軸：頂層 標(biāo)準(zhǔn)層22C-D軸：頂層：18.4kN/m 桿端彎矩疊加，不平衡彎矩進(jìn)行一次分配，得框架彎矩總圖如下圖A-B軸：頂層 標(biāo)準(zhǔn)層B-C軸：頂層 標(biāo)準(zhǔn)層/固端彎矩（kNm最后彎矩（kNm矩/分配與2.4矩/分配與/固端彎矩（kNm8最后彎矩（kNm矩/分配與矩/分配與桿端彎矩疊加，不平衡彎矩進(jìn)行一次分配，得框架彎矩總圖如下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、軸力見(jiàn)下圖2.19-圖2.22左中右左中右432143212.4作用及側(cè)移計(jì)重力荷載代表值集中作用于各樓層標(biāo)高處的重力荷載代表值 計(jì)算。計(jì)算過(guò)程為屋面恒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)外橫(17.40.24)(1.950.6)26.02kNm286.72kN/外縱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女兒5.61(51.017.42柱自4.271.9544366.37樓面恒3.82((51.00.24)3.322.1(51.00.24)50%樓面活載2.0(51.00.24)(17.40.24)0.5梁自重:縱2.2(51.00.24)412橫梁4.0217.40.2480.24柱自重4.273.944墻體自重：外縱6.0251.00.24(3.90.5)2外橫墻：(17.40.24)(3.90.626.02內(nèi)縱墻：51.00.24212(3.90.5內(nèi)橫墻：15.457.50.2414(3.90.24)2(3.90.6)5985.27G2G32943.74357.25903.87477.31662.82732.732097.56700.875985.27樓面恒3.8351.00.2450%樓面活2.0(51.00.24)(梁自重:縱梁2.2[(51.00.24)412]橫梁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)外橫墻：(1.650.24)(3.90.626.0212.6[(3.90.5)(51.00.24)51.04][2.11.218(12.60.35)內(nèi)橫墻：12.1(7.20.24)210(3.90.6)G12943.74357.25903.87477.31662.82732.732097.56700.875985.2710.48橫向框架側(cè)移剛度的計(jì)橫梁線剛度ib和柱線剛度ic計(jì)算分別見(jiàn)下表2.10-2.16：c 據(jù)梁柱的線剛度比k的不同）框架結(jié)梁構(gòu)內(nèi)力計(jì)算中，在樓板的協(xié)護(hù)作用下梁的剛度會(huì)bh/lEcl4-13.03002002.081.5表2.12柱線剛度ichcbh/4Ic(mmEcIc(Nmm)2-3.04001.6413.04002.152^4D值的計(jì)i0.5 2Di12/(kN/ccD(1032524709020)389600N/2.16Di0.5 2Di12/(kN/ccD(51183643)20288000N/橫向水平作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移橫向框架自振周期計(jì)算按質(zhì)量分布情況簡(jiǎn)化為無(wú)限質(zhì)量懸臂桿件，導(dǎo)出以直桿頂點(diǎn)位移便是基頻公式，如表頂點(diǎn)位移Ti自振周期T1 T53sGi/0akN/層間位移4321橫向作用計(jì)算及樓層剪力計(jì)在Ⅱ類(lèi)場(chǎng)地，7度設(shè)防烈度，設(shè)計(jì)分組第3組，基本加速度值為0.10g，結(jié)構(gòu)的特征周期Tg0.45s， 影響系數(shù)amax0.08（最大影響系數(shù)）本工程建筑物FEK1GeqGeq .76 h21.0(阻尼調(diào)整系數(shù) gT

0.450g 1.00.0811 0.8851FEK1Geq .90因?yàn)椋?.4Tg1.40.45s0.63sT10.885s，所以還得顧及結(jié)構(gòu)頂端附加的影響頂部附加作用為FnnFEk .68kNii

Gi

n nGii各質(zhì)點(diǎn)水 作用及了樓 剪力沿屋高分布如下圖HGGiHGkFV4321圖2.24底部剪力法的水平作用及層剪水平作用下框架位移計(jì)算水平作用下框架結(jié)構(gòu)的層間位移ui和頂點(diǎn)位移ui分別按公 (uiVDij和u(ui)k計(jì)算見(jiàn)表，計(jì)算過(guò)程如下表中e 角hehi水平作用下的側(cè)移計(jì) 度h(g0g1g2g3

，根據(jù)上下層高度變化查得修正值g2g3。反剪力Vi度hi4321由表中可知最大層間位移發(fā)生在第二層，其指為1/588<1/550,滿足式中u/h1/5，水平作用下的內(nèi)力計(jì)Dhm，n，Kg0，根據(jù)上g1g2g3高度hg0g1g2g3h2.202.21表2.20水平作用下A軸框柱剪力和梁hVDDVkMc(kNMc4321表2.21水平作用下B軸框架柱剪力和梁端彎hVDDVkMc(kNMc4321圖2.26水 式中w0w0s1.3數(shù)）估算，大約為0.32s>0.25s，應(yīng)考慮風(fēng)壓脈動(dòng)對(duì)結(jié)構(gòu)發(fā)生順風(fēng)向風(fēng)振的影響。 hj計(jì)算過(guò)程見(jiàn)表2.22。2、5、1風(fēng)荷載作用下的位移計(jì)2、風(fēng)荷載作用下框架的層間側(cè)移可按下式計(jì)算

V 離地高度zw/(kN/m20hi/hj/Wk/表2.23橫向2^4層D值的計(jì)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

頂點(diǎn)側(cè)移u jWj/Vj/D/(kN/ui/ui/4321uui/h2.5.2風(fēng)荷載下的彎矩、剪力和軸框架梁的反彎點(diǎn)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總jMc下j1Mc上ABVbBCVbCDVbABCDVbABVbVbBCVb4321VDDD/VMc(kNMcMb43212.29B/CVDDD/VMc(kNMcMbMb4321在豎向荷載作用 在水平作用MMVb,VV MMVb,V SWKSWK值值值4層左M1.2①0.71.4②0.6-1.2①0.6-V-中M-1.2①0.71.4②0.6V右M1.2①0.6-1.2①0.6-V1層左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層左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層左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層左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層左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層左M--1.35①0.7-1.35①0.7-V中M--1.35①0.7-V右M--1.35①0.7-1.35①0.7-V1層左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混凝土強(qiáng)度等級(jí) f14.3N/ f1.43N/mm

f360N/mm

f

400N/mmyyyy

f270N/mm

f

300N/mm框架柱正截面計(jì)底層柱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垂直于彎矩作用平面的受壓承載力計(jì)1NmaxNu0.90.98fcAfy1As12408.57kN框架柱斜截面設(shè)0.3fcA0.314.34002686.4kN fbh0.07N V38.2031.0 4層：最不利內(nèi)力組合M=55.14kN.m，N=224.38KN，V=32.10KN0.3fcA0.314.34002686.4kN fbh0.07N V32.1031.0 B軸：1e0h0130.77mm360mm0.3630.55可不驗(yàn)算4e0h034.29mm360mm0.0950.55可不驗(yàn)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，上部結(jié)構(gòu)按構(gòu)造要求見(jiàn)表 600.60kN按要求配雙肢箍支座左跨中支座右支座左跨中支座右M/(kN-sfbh1 411fbh2As1 f /s,實(shí)配鋼M/(kN fbh 111fbhAs 1 f /mms,實(shí)配鋼2.434141Vb(kN(Vb(Vb(Vb(Vb8@8@8@8@Baf240kNm2a基礎(chǔ)埋置深度取為1.0+1.1=2.1mfc11.9kNm2C25fy300kNm2。粉質(zhì)粘土17.8kNm319.8kNm3,回填土。(1.0,0.5) 基礎(chǔ)尺寸見(jiàn)圖基礎(chǔ)尺寸及埋置1.1+1.0=2.1m,C10凝土墊層,兩邊各伸出100㎜.ｂ.按受壓基礎(chǔ)初步估算基底面偏心受壓，基底面積增大20%A1.2A1.2NK,max 12 7.07m faG 30417.8(2.10.45則 2.66m3m無(wú)需寬度修正

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

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

PnPn,max(4)2.7(4)2 FlPnAl172.260.52290.7hPftbmh00.7 1100.75kNFl90.07基礎(chǔ)底板配筋計(jì)PnPk,maxMPn(la)2(2bb 1172.26(2.70.4)2(22.70.4)212.63kN，A M 837.79mm0.9h0f 0.9940選用12@125(As902mm2抗震設(shè)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計(jì)的有機(jī)關(guān)系。作為一棟建筑的設(shè)計(jì)者。應(yīng)要眼觀六路，處處留心，時(shí)刻嚴(yán)會(huì)，我的收獲也確實(shí)很多，更是我人生道濃墨的一筆。求實(shí)的教學(xué)態(tài)度、高度的敬業(yè)精神、兢業(yè)孜孜以求的工作態(tài)度和作風(fēng)深深的鼓勵(lì)《民用建筑設(shè)計(jì)通則》GB50352-《建筑設(shè)計(jì)防火規(guī)范》GB50016-《辦公建筑設(shè)計(jì)規(guī)范》JGJ67-GB-T50001-GB50009—《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010—《建筑地礎(chǔ)設(shè)計(jì)規(guī)范》GB50007—《混凝土結(jié)構(gòu)施工圖平面表示》《民用建筑工程建筑施工圖設(shè)計(jì)深度圖樣》（10冊(cè)）《結(jié)構(gòu)設(shè)計(jì)資料集（共4冊(cè) 中國(guó)建筑工業(yè)王小紅.羅建陽(yáng).建筑結(jié)構(gòu)CAD—PKPM軟件應(yīng)用[M].：中國(guó)建筑工，梁興文.混凝土結(jié)構(gòu)設(shè)計(jì)（第二版）[M].：中國(guó)建筑工業(yè)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