設(shè)計(jì)-中、上交刪本次城建學(xué)院辦公樓位于擬建建筑總面計(jì)為

ThisGraduatingdesignisofJinanchengjiancollegeofficebuilding,with4300squaremetersofproposedbuildingarea,53.1meteroftotallength,16.2moftotalwidth,andits3.6m’sstoreyinthebottom，others3.3m’sstorey.Theareafortificationintensityissevendegrees,seismicgradeIV,adoptstheframestructure,meetsseismicandfireprotectionrequirements.Thebuildingalsouseflexibleadvantageofframeslayout,anditsgraphicdesignmakesthebuildingshape,richinspacechanges.Theentiredesignprocessincludesarchitecturaldesignandstructuredesigntwoparts,including:toconceivedrawingsbuildingandarchitecture,toestimatethestructurelayoutofplatesectionofbeamsandcolumns,topaintingarchitecturaldrawings,toproceedloadstatistics,tocheckcreviceanddowithframeforcecalculation,internalcombinations,todesignthestaircase,tocheckthesidemoving,todrawethestructureconstruction,etc.Theentiredesignprocesswhichisoftheorywithpractice,makesfulluseofthemajortheoreticalknowledge,intheUniversityforfouryearsandmakesour alknowledgeandtheorylevelhasbeengreatlyimproved.Thegradutiondesigntrainsourcomprehensiveysis,independentandproblemsolvingskillsaswellaspractical,detailed,strict,serious,hard-workingstylewhichisnecessaryinourworkaftergraduationlaidasolidfoundation.目錄前 建筑設(shè)計(jì) 平面設(shè) 平面組合設(shè)計(jì) 立面設(shè)計(jì) 剖面設(shè) 樓板層與地面 基礎(chǔ)與地基 其他設(shè)計(jì) 結(jié)構(gòu)設(shè)計(jì) 工程概況 框架梁計(jì)算簡圖及梁柱線剛 豎向荷載及其內(nèi)力計(jì) 風(fēng)荷載內(nèi)力計(jì) 作用及內(nèi)力計(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)論 致 參考文獻(xiàn) 附錄 本工程為城建學(xué)院行政辦公樓設(shè)計(jì)，建筑物總高度為18.3m，底層層高為3.6m，其3.3m，600mm，120mm，450mm。本設(shè)計(jì)的基礎(chǔ)均采用獨(dú)立基礎(chǔ)，基礎(chǔ)地面面積為3m4m，基礎(chǔ)的高度為1m散水設(shè)本設(shè)計(jì)的散水的寬度為800mm。女兒墻本設(shè)計(jì)的女兒墻高度為1500mm4300m25工程概127.5℃，2.2℃23、雨季施工起止日期：71～930日4、冬季施工起止日期：125～次年35日地質(zhì)條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/E439/E0.5m。荷2、抗震設(shè)防烈度是6度，設(shè)計(jì)分組是第三組，設(shè)計(jì)基本加速度值是0.05g345技術(shù)經(jīng)濟(jì)條1、交通條件：本工程在市郊，可利用永久性公路，工具為汽車2現(xiàn)場水、電源情況：工地附近有自來水和高壓線可以使用34材料選C30HRB400墻體：墻采用灰砂磚其尺寸為240mm×120mm×60mm,重度=18kN/㎡ 鋼塑門窗=0.35kN/㎡門：=0.2kN/結(jié)構(gòu)選120確定框架計(jì)算簡3.6m，4.7m，其余各層柱高都是從樓面算至上一層的樓面（即層高）3.3m，由此可繪出框架計(jì)算簡圖如下圖：主梁取b×h=300mm×600mm次梁取b×h=200mm×600mm基礎(chǔ)梁取b×h=250mm×550mm框架柱取b×h=2.1框架梁柱的線剛度計(jì)I=2左邊跨梁

=EI/l=3.0×107kN/㎡×2×

=4.9×104i右邊跨=4.9×104kN.m=i1中跨梁：i中跨梁=EI/l=3.0×107kN/㎡×2×12×0.2×0.63/2.4m=9×1041上部層各柱：i=3.0×107N/㎡×0.64/3.3×12=9.8×1041底層柱 i=3.0×107N/㎡×0.64/4.7×12=6.89×104令i左上層=1.0i左右邊跨

4.9104k4

9.810ki中跨梁

9104k9.8104k

i底層

6.89104k9.8104k

2.2恒載標(biāo)準(zhǔn)值計(jì)

1.0kN/1515

0.04m×14kN/m3=0.56kN/抹灰層：10

0.12m25kN/m33kN/0.01m×17kN/m30.17kN/

抹灰層：10

==合計(jì)抹灰層：10

=

b×h300㎜×600

0.6m

0.01m[.×2次梁尺寸b×h=200㎜×600

0.6m

0.01m[.×2基礎(chǔ)梁尺寸b×h=250㎜×550抹灰層：10

0.55m0.01m[.×2

b×h=600㎜×600柱自重

0.01m×0.6m×4×17kN/m3=縱墻 0.9m×0.24m×18kN/m3=水泥粉刷

(3.3m2.1m0.36kN/㎡外水泥粉刷外涂涂料 3.3m.×.5縱墻 4.7m0.6m×

(4.7m2.1m0.50kN/㎡.×.N/

縱墻 .×.mNm3水泥粉刷 活荷載標(biāo)準(zhǔn)值計(jì)樓面：2.0kN/㎡走廊：2.5kN/

合計(jì)13.6kN/mSk=0.30kN/豎向荷載作用下框架內(nèi)力計(jì)（1）?。?）7.5m，22.3(kN/（2）A-B恒載 6.89kN/㎡×(1-活載 0.5×(1-2×0.282+0.283)×1.88×2=1.57恒載 4.33kN/㎡×(1-活載 2.0×(1-梁自重 3.81kN/A-B軸間框架荷載為屋面梁 恒載=梁自重+板傳荷載=3.81kN/m+22.41kN/m活荷載=板傳荷載樓面梁 恒載=梁自重+板傳荷載=3.81活荷載=板傳荷載（3）B-CB-C軸間框架荷載為屋面梁：恒載=梁自重=3.81活荷載=板傳荷載（4）C-D軸間框架荷載等于A-B軸間框架荷女兒墻自重：（1500，100=0.24m×1.5m×18kN/m3+25kN/㎡×0.1m×0.24m+(1.6m×2+0.24m)×0.5kN/=8.8kN/m×7.5m+3.81kN/m×(7.5m-0.6m)+6.89kN/m×1.88m×8

+(22.41KN/m×4

×6.6m+2.6kN/m×45

1

=0.58

4

=5.66kN/m×(7.5m-0.6m)+3.81kN/m×(7.5m-0.6m)＋6.89kN/m×1.88m×8×7.5m×2+(14.09kN/m×4

×6.6m+2.6×6.6×4

+13.6kN/m×6.6m×4

=2.0kN/m×1.88m×8

×7.5m×2+6.51kN/m×4

（6）B8

×4

+2.6kN/m×6.6m×4

=0.5kN/m×1.88m×2×7.5m×8

+1.57kN/m×6.6m×2×4

8×7.5m×2+(14.09kN/m×6.6m×4

+2.6kN/m×6.6m×4

+5.66kN/m×6.6m×14×2+3.82kN/m×7.5m×1.2m=2kN/m2×1.88m×5×7.5m×2+6.51kN/m×1×2×6.6m+2kN/m2

=2.88kN/m×(7.5m-0.6m)+13.6×（7.5m-0.6m）=113.71（7）CB（8）DA2.4使用彎矩二次分配法計(jì)算框架彎A-B：26.22kN/m標(biāo)準(zhǔn)層：17.9kN/mB-C：3.81kN/m標(biāo)準(zhǔn)層：3.81kN/mC-D：26.22kN/m標(biāo)準(zhǔn)層2.5活荷載作用下受力圖2.9彎矩二次分配后恒載作用下框架彎矩圖2.102.11恒載作用下調(diào)幅后彎矩圖2.12活載作用下調(diào)幅后彎矩圖（5）

VVqNV52.16集中風(fēng)荷載標(biāo)準(zhǔn)Wk=zsz0hihjB/2.4離地高z/mw0m2hjwk側(cè)移

2.52~5Di 2Di12/(KN/ccA/DB/C2.6Dic0.52Di12/(KN/ccA/DB/C風(fēng)荷載作用下框架側(cè)移計(jì)uj

jj

ujnjnuujj1

表2.7Wj/Vj/D/(KNuj/uj/54321uuj層間側(cè)移最大值：1/3917＜1/550（滿足要求風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)框架在風(fēng)荷載（從左向右吹）D第i層第m柱所分配的剪力為 DimV,VW D 0123表2.8A/Diγ500040003000200-10-0表2.9B/Ciγ500040003000200-1000

i i中柱處的梁：

b +M b

+M

i左

i左

Mb總j=Mc下j+1+Mc上表2.10A/D層ViD(KN/Dim/(KN/m)VimMc上/(KNmMc下)(KNMb總/(KNm)54321表2.11B/C層ViD(KN/Dim/(KN/m)VimγMc上/(KNmMc下)(KNMb左Mb右)(KN54321表2.12層梁端剪力柱軸力ABBCCDVbCDABCDVbAB543212.172.18風(fēng)荷載作用下剪力圖2.19重力荷載代表值計(jì)集中于各樓層標(biāo)高處的重力荷載代表值Gi①屋面恒載 ②50%不上人屋面活荷載 ③縱梁自重 ④橫梁自重 ⑤半層柱自重 ⑥⑦女兒墻自重 共計(jì)①樓面恒載 ②50%樓面均布活荷載 ③縱梁自重 ④橫梁自重 ⑤樓面上下各半層柱自重 ⑥共計(jì)：①樓面橫載 ②50%樓面均布活荷載 ③縱梁自重 ④橫梁自重 ⑤樓面上下各半層柱自重 ⑥樓面上下各半層墻體自重：5.66KN/m×7.5m＋13.6KN/m×(7.5m×2＋13.2m)×共計(jì) 2.20橫向框架側(cè)移剛度計(jì)ibicD

12ic2.13剛橫梁線度ibNblEcl1.5Ecl2Ecl52.14柱線剛度icmmNmm2bmm2mm4EcIcN2-1表2.15表2.16kib（一般層k（一般層 kDciEIC kib（底層k0.5（底層 kkki1kki1kkckki1kcki1i2i3表2.18A/D

iiEIC kkc 2Dicc50.640.630.620.610.6表2.19B/CiiEIC kkc 2Di12/cc50.640.630.620.610.6橫向水平作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)

UT表2.21?54321頂點(diǎn)位移自振周期11.7

橫向作用計(jì)算及樓層剪力計(jì)在b類場地，6度設(shè)防烈度，結(jié)構(gòu)的特征周期T和影響系數(shù)Tgamax=0.04（最大影響系數(shù)FEK1Geq即GeqTg11因?yàn)?.4T=1.40.4s=0.56s>T=0.432s,所以不考慮頂部附加作用1gFEK1Geq=0.037表2.22各層橫 作用及樓 剪HinGiHi/543281各質(zhì)點(diǎn)水平作用及了樓層剪力沿屋高分布圖2.21各質(zhì)點(diǎn)作用分布圖neh水 作用下框架位移計(jì)算nehn(uVD、un

(u)、

i 表2.23橫向水平作用下的位移計(jì)uie=uii51.48×10-42.64×10-33.55×10-24.15×10-15.55×10-5.55×10-4<1/550=1.82103uh=1/550D水 作用下的內(nèi)力計(jì)m，n，K查表得到柱反彎點(diǎn)系數(shù)yo據(jù)上下橫梁線剛度比值來查得修正值y1，根據(jù)上下層高度變化查得修正值y2，y3高度表 水平作用下A/D軸框架柱剪力和梁端彎∑)McMc54321表 水 作用下B/C軸框架柱剪力和梁端彎層號m∑N 54321圖2.22水平荷載作用下框架彎矩圖2.232.24各柱邊緣處內(nèi)力計(jì)MMVb，VV 作用MMVb，V 表2.26各柱邊緣處彎矩剪力及軸力值MVMVMVMVMVMVMVMVA005DA004DA003DA20DA1D 000000

表2.27內(nèi)力基本組合表（恒載SGK活載SQK左風(fēng)SwK右風(fēng)｝5層左MV--M--V--MV4層MV--M--V--MV3層MV--M--V--右右MV2層右M--VMVM--V--M--左VM中V1M--V表2.28內(nèi)力基本組合表（活載SwKSwK5層右MV--MVMV4層左MVMVMV3層左MVV-2層右M--VM--V00M--V-0M--左V0M--中V001M--V-0000000表2.29內(nèi)力基本組合表（A層截內(nèi)SGKSQK左風(fēng)次力 SEhK5層上下M-8.27-10.8810.88N1.90-1.811.81V--3.35-13.11-13.11M--2.78-32.38-32.38N1.90-1.811.81V--3.35-13.11-13.114層上下M-13.85-26.7926.79-N6.00-11.2511.25V--6.47-23.10-23.10M--7.51-49.43-49.43N6.00-11.2511.25V--6.47-23.10-23.103層上下M -16.8516.85-45.8945.89-N-1239.56-167.77-12.1212.12-26.5726.57V- - 9.31-9.3130.80-30.80M- -10.7813.87-13.8755.74-55.74N-1270.61-160.26-12.1212.12-26.5726.57V- - 9.31-9.3130.80-30.802上M-21.99-54.0154.01-層下VV 層下層下VV 層下 - 12.15-12.15- -13.9818.1-18.10-1689.45-231.67-20.9620.96-- - 12.15-12.15 -26.3126.31-17.86-2076.64-316.99-32.317.24-58.28

- - -2962.886-2921.2724-2344.2371-- - 20.72-20.725.21-5.21 - - - -- - 71.07-71.076.61-6.61 - - - --2120.87-302.81-32.332.3-58.2858.28- - -2996.11- -2382.1199-- - 20.72-20.725.21-5.21 - - - -表 內(nèi)力基本組合表（框架B柱5層上下V- -5.80--346.63-22.19- -377.68-22.19- 16.16-4.494.49-7.31-2.422.42--8.043.07-3.07-10.376.99-6.997.31-2.422.42--8.043.07-3.074層上下V- -9.85--680.53-112.73- -711.58-112.73- 28.75-9.109.10-25.79-10.9810.98--15.545.40-5.40-22.5311.61-11.6125.79-10.9810.98--15.545.40-5.403層上下V- -9.31--989.88-203.16- -1020.93-203.16- 37.56-13.6513.65-54.46-24.2224.22--22.367.20-7.20-36.2214.16-14.1654.46-24.2224.22--22.367.20-7.202層上M- -9.66--1325.91-293.58- 48.13-15.4015.40-96.80-40.1840.18--29.178.48-8.48 -48.13-1356.96-293.58-96.80-下MV 下MV 層下- - -66.1566.15-

- - - -1666.28-384.26-148.6417.24-61.1961.19-2750.9104-2611.5712-2662.3576-2523.0184-1963.19315- 31.35-31.357.87-7.87 - - - -81.218.41-18.41 - - -1710.51-384.26-148.64148.64-61.1961.19 31.35-31.357.87-7.87 - - -

fc=14.3N/mm2,ft=1.43N/mm2

f270N/mm

fy360N/

y框架柱的正截面設(shè)yNmaxNNfN

3187.06 =0.619≤[0.9]14.3N/mm26002mmcA取h0=600mm-hw560mm

Vmax 則0.25f

0.251.014.3N/mm2600mm560mmc A

fbh

14.3N/mm2600mm560mm0.518 1 01NbNMN最不利內(nèi)力： M1M

53KN/75.15KN/

IA IA

34-12×M1Mlc

27.14

e

75.15KNm103eamax20mm,50030eie0ea=25.55mm+20mm=eeha75.55mm600mm40mm N-b1 0.65bNe0.431fcbh02(1b)(h0as'

1hs y'0a'hs y'0a'mins sA s s5層：從柱的內(nèi)力組合表可見,對于NbN為大偏壓，選用M大N小的組合。最不利內(nèi)力組合：M=111.6kN.m M167.62KNmM 111.6KN/IA IA

34-12×M1Mlc

19.05

eM111.6KNm103 eamax20mm,50030eie0eaeeha219.87mm600mm40mmi

Nf

1 hsssfy'0a'hsssfy'0a'mins sA s s1層：Nmax l0/b cysfAfA /.m2cys=5292.22kN>NmaxA

1層：最不利內(nèi)力組

Hn

2

4.2>3，則因 fc

/.3

ftbh00.07N可不進(jìn)行斜截面受剪承載力計(jì)算，按構(gòu)造配箍，采用復(fù)式箍4?10@2505層：最不利內(nèi)力組合

2.95<3，則因?yàn)?.3

A0.314.3N/mm2600mm21544.4KN

ftbh00.07N框架梁截面配筋設(shè)1層：跨中截 118.28106sfbh2=1.014.3N/mm300mm5602mm2111

1212

fsA1fsy

1.014.3N/mm2300mm560mm360N/

45

max0.2% f y 4?16（As804mm）2表 梁AB和梁BC各截面受彎承載力配筋計(jì)算5A1fcbh0 ymm21A1fcbh0 ymm21 Vb

按構(gòu)造要求配箍筋取5 Vb

按構(gòu)造要求配箍筋取雙肢箍ABBC 2.32梁AB與梁BC各截面的斜截面受剪承載力配層5151VbAsvVb0.7ftbh 1.25fyvh00基礎(chǔ)尺寸及埋置深A(yù)fak240kpa1m，19.8KNm3。

=d=1.65m,100C10 受壓基礎(chǔ)初步估算基礎(chǔ)面dd0.6m17.8KN/m31.05m19.8KN/m3 m

19.07KN/md1

fafakdmd0.5240kpa1.019.07KN/m3(1.65m0.5m)A Nk

fa

2b=3m,l=4m,b=3m≦3m,fa值不變。Gk

Ad20KN/m312m21.65mNkGk2334.1KN396KNe Mk 90.01kNm0.0333mNk Gk

.130

k

)

)

NkGk(16e)2730.1KN(160.033m)216.25kpa1.2

k

pk

pkmaxpk2

238.77kpa216.25kpa227.51kpa2

fa N=

V=e NG

N(16e)j N(16e)j PjPjmax取as h0C30級混凝 ftatbt hpabat2h0600mmaatab

600mm2520mm2A(bbth)l(lab)2 Flpj

253.61kpa2.16m20.7hpftamh0基礎(chǔ)底板配筋計(jì)長邊選取柱邊緣截 基礎(chǔ)受力鋼筋采用HPB300級鋼

yf270N/yM1P(ll)2(2bb) 1p(bb)2(2ll) A MI

0.9h0fs Ms

2069.98mm選用12@125(

3691mm2另一方向選用12@150(基礎(chǔ)底板承載力驗(yàn)

2262mm2e

90.01kNm0.039m Nk(16e)k

NkGk(16e)k pkmax205.89kpa1.2fa在這里，我要為幫助過我的所有人[1],梁興文.混凝土結(jié)構(gòu)原理.:高等教育李國強(qiáng),.建筑結(jié)構(gòu)抗震設(shè)計(jì).:中國建筑工業(yè)同濟(jì)大學(xué),西安建筑科技大學(xué),東南大學(xué),重慶建筑大學(xué).房屋建筑學(xué).:中國建筑工業(yè),1999.陳希哲.土力學(xué)地礎(chǔ).:,.建筑工程制圖.:同濟(jì)大學(xué)萬.土木工程制圖.:高等教育梁興文,史慶軒.土木工程專業(yè)畢業(yè)設(shè)計(jì)指導(dǎo).:科學(xué),蘇三慶.高等學(xué)校建筑工程專業(yè)畢業(yè)設(shè)計(jì)指導(dǎo).:中國建筑工業(yè)球.結(jié)構(gòu)力學(xué).:高等教育中民建設(shè)部.建筑結(jié)構(gòu)荷載規(guī)范.:中國建筑工業(yè)中民建設(shè)部.層民用建筑設(shè)計(jì)防火規(guī)范（GB50045-1912）.:中國建筑工業(yè),2001.中民建設(shè)部.建筑地礎(chǔ)設(shè)計(jì)規(guī)范（GB50007-2012）.:中國建筑工業(yè),2002.中民建設(shè)部.建筑抗震設(shè)計(jì)規(guī)范（GB50011－2008）.:中國建筑工業(yè),2002.中民建設(shè)部.混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500010-2012）.:中國建筑工業(yè),2002.中民建設(shè)部.混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB50010-2012）.:中國建 ConcretestructurereinforcementStructureinthelong-termnaturalenvironmentandundertheuseenvironment'sfunction,itsfunctionisweakeninevitablygradually,ourstructuralengineering'sdutynotjustmustfinishthebuildingearlierperiodtheprojectwork,butmustbeablethescienceappraisalstructuredamageobjectivelawandthedegree,andadoptstheeffectivemethodguaranteestructurethesecurityuse,thatthestructurereinforcementwill eanimportantwork.Whatmayforeseewillbethe21stcentury,thehumanbuildingalsobytheconcretestructure,thesteelstructure,thebricking-upstructureandsoonprimarily,thepresentstageIwillthinkusinthestructurereinforcementthisaspectresearchshouldalsotakethisasthemainbreakthroughdirection.ConcretestructureConcretestructure'sreinforcementdividesintothedirectreinforcementandreinforcestwokindsindirectly,whenthedesignmayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethodandthenecessarytechnology.thedirectreinforcement'sgeneralmethod1）EnlargesthesectionreinforcementlawAddstheconcretescast-in-placelevelinthereinforcedconcretememberinbendingcompressionzone,mayincreasethesectioneffectiveheight,theexpansioncrosssectionalarea,thusenhancesthecomponentrightsectionanti-curved,theobliquesectionanti-cutsabilityandthesectionrigidity,playsthereinforcementreinforcementtherole.Inthesuitablemusclescope,theconcreteschangecurvedthecomponentrightsectionsupportingcapacityincreasealongwiththeareaofreinforcementandtheintensityenhance.Intheoriginalcomponentrightsectionratioofreinforcementnottoohighsituation,increasesthemainreinforcementareatobepossibletoproposetheplateaucomponentrightsectionanti-curvedsupportingcapacityeffectively.Ispulledinthesectiontheareatoaddthecast-in-placeconcretejackettoincreasethecomponentsection,throughnewCanadapartialandoriginalcomponentjointwork,butenhancesthecomponentsupportingcapacityeffectively,improvementnormaloperationalperformance.Enlargesthesectionreinforcementlawconstructioncraftsimply,compatible,andhasthematuredesignandtheconstructionexperience;IssuitableinLiang,theboard,thecolumn,thewallandthegeneralstructureconcretesreinforcement;Butsceneconstruction'swetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.ReplacementconcretesreinforcementThislaw'smeritwithenlargesthemethodofsectionstobeclose,andafterreinforcing,doesnotaffectbuilding'sclearance,butsimilarexistenceconstructionwetoperatingtime ing;Issuitablesomewhatloworhasconcretescarrier'sandsoonseriousLiang,columninthecompressionzoneconcretesintensitythecakingoutsourcingsectionreinforcementOutsidetheBaotouSteelFactoryreinforcementiswrapsinthesectionorthesteelplateisreinforcedcomponent'soutside,outsidetheBaotouSteelFactoryreinforcesreinforcedconcreteLiangtousethewetoutsourcinglawgenerally,namelyusestheepoxyresinificationtobeinthemilkandsoonmethodswithtoreinforcethesectiontheconstructioncommissiontocakeawhole,afterthereinforcementcomponent,becauseispulledwiththecompressedsteelcrosssectionalarealargescaleenhancement,thereforerightsectionsupportingcapacityandsectionrigiditylargescaleenhancement.ThislawalsosaidthatthewetoutsideBaotouSteelFactoryreinforcementlaw,thestressisreliable,theconstructionissimple,thesceneworkloadissmall,butisbigwiththesteelty,andusesinabovenotsuitably600Cinthenon-protection'ssituationthehightemperatureplace;Issuitabledoesnotallowintheuseobviouslytoincreasetheoriginalcomponentsectionsize,butrequeststosharpenitsbearingcapacitylargescaletheconcretestructurereinforcement.SticksthesteelreinforcementOutsidethereinforcedconcretememberinbendingsticksthesteelreinforcementis(rightsectionispulledinthecomponentsupportingcapacityinsufficientsectorarea,rightsectioncompressionzoneorobliquesection)thesuperficialgluesteelplate,likethismayenhanceisreinforcedcomponent'ssupportingcapacity,andconstructsconveniently.Thislawconstructionisfast,thescenenotwetworkoronlyhastheplasteringandsoonfewwetworks,toproducesissmallwiththelifeinfluence,andafterreinforcing,isnotremarkabletotheoriginalstructureoutwardappearanceandtheoriginalclearanceaffects,butthereinforcementeffectisdecidedtoagreatextentbythegummycraftandtheoperationallevel;Issuitableinthewithstandingstaticfunction,andisinthenormalhumidityenvironmenttobendorthetensionmemberreinforcement.GluefibrereinforcementplasticreinforcementOutsidepastesthetextilefiberreinforcementispasteswiththecementingmaterialthefibrereinforcementcompoundmaterialsinisreinforcedthecomponenttopulltheregion,causesitwithtoreinforcethesectionjointwork,achievessharpensthecomponentbearingcapacitythegoal.Besideshasgluesthesteelplatesimilarmerit,butalsohasanticorrosivemuddy,bearsmoistly,doesnotincreasetheself-weightofstructurenearly,durably,themaintenancecostlowstatusmerit,butneedsspecialfireprotectionprocessing,issuitableineachkindofstressnatureconcretestructurecomponentandthegeneralconstruction.Thislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;suitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.ReelingThislaw'sgoodandbadpointswithenlargethemethodofsectionstobeclose;suitablereinforcementwhichisinsufficientintheconcretestructurecomponentobliquesectionsupportingcapacity,ormustexertthecrosswisebindingforcetothecompressionalmemberthesituation.FangboltanchorThislawissuitableintheconcretesintensityrankistheC20~C60concretesload-bearingmembertransformation,thereinforcement;Itisnotsuitableforalreadytheabovestructurewhichandthelightqualitystructuremakesdecentseriously.Theindirectreinforcement'sgeneralPre-stressedreinforcementThepre-stressedhorizontaltensionbarreinforcesconcretesmemberinbending,becausethepre-stressedandincreasestheexteriorloadthecombinedaction,inthetensionbarhastheaxialtension,thisstrengtheccentrictransmitsonthecomponentthroughthepoleendanchor(,whentensionbarandLiangboardbottomsurfaceclosefitting,tensionbarcanlookfortunetogetherwithcomponent,thisfashionhaspartialpressurestotransmitdirectlyforcomponentbottomsurface),hastheeccentriccompressionfunctioninthecomponent,thisfunctionhas ethebendingmomentwhichoutsidetheparttheloadproduces,reducedoutsidetheloadeffect,thussharpenedcomponent'santi-curvedability.Atthesametime,becausethetensionbarpassestocomponent'spressurefunction,thecomponentcrackdevelopmentcanalleviate,thecontrol,theobliquesectionanti-tocutthesupportingcapacityalsoalongwithitenhancement.Asaresultofthehorizontalliftingstem'sfunction,theoriginalcomponent'ssectionstresscharacteristicbyreceivedbendsturnedtheeccentriccompression,therefore,afterthereinforcement,component'ssupportingcapacitywasmainlydecidedinbendsundertheconditiontheoriginalcomponent'ssupportingcapacity。Afterthereinforcedconcretecomponentusesunderthepre-stressedtosupportthetypetensionbarreinforcementdecides,formsonebytoreinforcethecomponentandundersupportsthecompoundultrastaticallydeterminatestructuresystemwhichthetypetensionbariscomposed,undertheoutsideloadandthepre-stressedcombinedaction,inthetensionbarhastheaxialforceandthrough(nextsupportsandpoleendanchorspot)withcomponent'scombiningsitetransmitsforisreinforcedthecomponent,hascounter-balancedoutsidetheparttheload,changedtheoriginalcomponentsectionendogenicforcecharacteristic,thussharpenedcomponent'sbearingcapacity.Thislawcanreduceisreinforcedcomponent'sstresslevel,notonlycausesthereinforcementeffecttobegood,moreovercanalsothegreatscopeenhancethestructureoverallsupportingcapacity,butafterreinforcing,hascertaininfluencetotheoriginalstructureoutwardappearance;Issuitableaswellasisunderthehighstress,thehighstrainedconditionconcretescomponent'sreinforcementinthegreatspanortheheavystructurereinforcement,butinthenon-protection'ssituation,cannotuseinthetemperatureabove600Cintheenvironment,isalsonotsuitableusesintheconcreteshrinkagecontinuousvariationbigIncreasesthesupportingreinforcementTheadditionpivotreinforcementlawisthroughthereducedmemberinbendingeffectivespan,achievesthereducedfunction,inisreinforcedonthecomponenttocarrytheeffect,raisesthestructureloadbearinglevelthegoal.Thislawsimplereliable,buteasytoharmbuilding'soriginalconditionandtheusefunction,possiblyandreducesusesthespace;Issuitableintheconcretetermpermissionconcretestructurereinforcement.Hasgenerallywiththeconcretestructurereinforcementtransformationnecessaryuse'sTherequesttradestheItisthejoist(eithertruss)opensthecolumn(orwall),thejoistterminalandthejoisttradestechnologiesandsooncolumntocallgenerally;Belongstoonekindofcomprehensivetechnology,bytherelatedstructurereinforcement,thesuperstructuregoesagainstriseswithtorepositionaswellasabandonstechnologiesandsooncomponentdemolitiontobecomposed;Issuitableinhadbuilding'sreinforcementtransformation;Compareswiththetraditionalpractices,hastheconstructiontimetobeshort,theexpenselow,affectsandsoonmeritsslightlytothelifeandtheproduction,butishightothespecification,mustcompletebytheskilledworker,canensurethesecurity.PlantsthemuscleItisoneitemissimpleanddirecttotheconcretestructure,theeffectiveconnectionandtheanchortechnology;Mayimplanttheordinarysteelbar,mayalsoimplantthebolttypeanchormuscle;Haswidelyappliedinhadbuilding'sreinforcementimprovementproject,forexample:Intheconstructionleaksburiesthesteelbarorthesteelbardeviationdesignsthepositiontherecovery,thecomponentincreasesthesectionreinforcementtomakeupthemuscle,thesuperstructureexpandscross,goesagainstrisestoLiang,column'slengtheningbyjoining,thehousesuperimposedlayerterminalandthehigh-riseconstructionadditionshearingforcewallplantsthemuscleandsoon.CrackpatchingAccordingtotheconcretescrack'scause,thecharacterandthesize,usesealdifferentlyprotectthemethodtocarryonpatching,onekindofskillwhichcausesthestructurebecausetocrackreducestheusefunctionwhichandthedurabilitycanrestore;Issuitableinhadinthebuildingeachkindofcrackprocessing,buttothestresscrack,besidespatching,stillshouldusethecorrespondingreinforcementmeasure.Theinternalpatchinglawiswiththeforcingpumpthecementingmaterialpressureconcretescrack,renderstheyoungorupandcominggenerationtosewupthefunction,andmakestheoriginalstructurethroughitscementationtorestoretheintegrity,thismethodissuitableforthecrackopeningisbig,anddurableandsoonisinfluentialtothestructureintegrityandthesecurity,orhasrequestandsoonwaterproofanti-seepagecrackpatching.CarbonizedconcretesrepairItisreferstothroughrestorestheconcretesthealkalinity(inactivation)orincreasesitsimpedancetoenablethesteelbarcorrosionwhichthecarbonizationcreatestoobtaincontainmentConcretessurfacetreatmentItisreferstousescleaningupconcretessurfacestains,theoilmark,theresidualaswellastheotherattaentandsoonchemistrymethod,mechanicalmethod,sandblastingmethod,vacuumcleaningmethod,injectionmethodskill.CoagulationmantleofsoilsealItisreferstousesflexiblemethodsandsoonaquasealbackfill,polymergrouting,paintfilmtocarryonthewaterproofingtotheconcretes,moisture-proofandagainstcrackprocessingtechnology.Likethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.OtherLikethestructure,thecomponentshiftthetechnology,theadjustmentstructurebasefrequencytechnologyandsoon.Bricking-upBricking-upstructurereinforcementmethod:Thebricking-upstructure'sreinforcementdividesintowhenthedirectreinforcementandreinforcestwokindsindirectly,thedesign,mayactaccordingtotheactualconditionandtheoperationrequirementschoicebeingsuitablemethod.suitableforthebricking-upstructuredirectreinforcementoutsidereinforcedconcretesuperimposedlayerreinforcementThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritistheconstructioncraftsimple,compatible,afterthebricking-upreinforcement,thesupportingcapacityhasenhancesgreatly,andhasthematuredesignandtheconstructionexperience;Issuitableinthecolumn,thebeltwallwallreinforcement;Its ingisthesceneconstructionwetoperatingtimeislong,toproduceshascertaininfluencewiththelife,andafterreinforcingthebuildingclearancehascertainreduction.outsidereinforcedconcretemortarsuperimposedlayerreinforcementThislawbelongstothecompoundsectionreinforcementmethodonekind.Itsmeritandoutsidethereinforcedconcretethesuperimposedlayerreinforcementlawisclose,butenhancesthesupportingcapacitytobeinferiortotheformer;Issuitableinthebricking-upwallreinforcement,sometimesalsousesinoutsidethereinforcedconcretewhenthesuperimposedlayerreinforcementbeltengagedcolumnwallthebothsidesputonthewallstirruptheseal.theadditionholdstheengagedcolumnreinforcementThislawbelongsenlargesthesectionreinforcementmethodonekind.Itsmeritthesuperimposedlayerreinforcementlawisalsoclosewiththereinforcedconcreteoutside,butthesupportingcapacityenhanceslimitedly,anddifficulttosatisfytheearthquakerequest,generallyonlyinpeneseismiccountrysuitableforthebricking-upstructureindirectreinforcementmethod1）non-cakingoutsourcingsectionreinforcementlawThislawbelongstothetraditionalreinforcementmethod,itsmeritistheconstructionissimple,thesceneworkloadandthewetworkarefew,thestressismorereliable;Issuitableindoesnotallowtoincreasetheoriginalcomponentsectionsize,actuallyrequeststoenhancethesectionsupportingcapacitylargescalethebricking-upcolumn'sreinforcement;Itsingishighforthereinforcementexpense,andmustusethesimilarsteelstructuretheprotectivepre-stressedstayrodreinforcementThislawcanthegreatscopesharpenthebricking-upcolumn'sbearingcapacity,andthereinforcementeffectisreliable;Issuitableprocessesthehighstress,thehighstrainedconditionbricking-upstructurereinforcementinthereinforcement;Its ingcannotuseinthetemperatureinthe600Caboveenvironment.bricking-upstructureconstructivityreinforcementandadditiongridWhenthegridestablishmentdoesnotmeetthepresentdesigncoderequirement,eithertheverticalcrosswallinterfacepointnipsrubshastheobviousflaw,wheneitherthehouseintegrityisbad,shouldadditionallybuildthegridtocarryonthereinforcementadditionallybuildstheLiangpadWhenunderthesummerbeamthebricksettingthewallpresentsbyunderthepartialsquashorthesummerbeamthepartialverticalsplit,