ZCH畢業(yè)設(shè)計(jì)之框架配筋計(jì)算

1、第八章框架結(jié)構(gòu)配筋計(jì)算8.1 框架梁柱基本資料框架梁采用強(qiáng)度等級(jí)為C30的混凝土(fc=14.3N/mm2,ft=1.43N/mm2,加=2.01N/mm2);受力主筋采用HRB40C&鋼筋(fy=360N/mm2);梁中箍筋采用HPB23瞰車(chē)岡筋(fy=210N/mm2)?？蚣苤捎脧?qiáng)度等級(jí)為C30的混凝土(fc=14.3N/mm2,ft=1.43N/mm2,ftk=2.01N/mm2),;受力主筋采用HRB40瞅鋼筋(fy=360N/mm2);柱中箍筋采用HPB23致鋼筋(fy=210N/mm2)。8.2 框架梁截面設(shè)計(jì)8.2.1 正截面受彎承載力計(jì)算8.2.1.1 跨中正截面受彎

2、承載力計(jì)算二1fchfbf(ho-bf/2)_M(8.1)：s=M；Lfcbfh2(8.2)=1-,1-2：s(8.3)As=bfhTc/fy(8.4):min=max'：0.215%,(45ft/fy)%)(8.5)As,min=：minbh(8.6)式中：M荷載在該截面產(chǎn)生的彎矩設(shè)計(jì)值；叫當(dāng)混凝土等級(jí)小于C50時(shí)，取1.0。fc混凝土的抗壓強(qiáng)度設(shè)計(jì)值；ft混凝土的抗拉強(qiáng)度設(shè)計(jì)值；相對(duì)受壓區(qū)高度；fy鋼筋的抗拉強(qiáng)度設(shè)計(jì)值；As為受拉區(qū)縱向受力鋼筋的截面面積；:min為受彎構(gòu)件最小配筋率；As,min為受力鋼筋的最小配筋面積；hf'為T(mén)形截面翼緣厚度，取板厚；bf'為T(mén)

3、形截面翼緣計(jì)算寬度；h0為截面計(jì)算局度。1)翼緣計(jì)算寬度的確定按計(jì)算跨度lo考慮：bf'=l/3=7800/3=2600mm按梁肋凈距&考慮：bf'=b+sn=350+5050=5400mm按翼緣高度hf'考慮：h0=h-as=800-40=760mmhf'/h。=120/760=0.16>0.01(止匕項(xiàng)可不考慮)取上面情況的最小值，故bf'=l/3=7800/3=2600mm。2)T形截面，類(lèi)型判斷根據(jù)公式(8.1)有：''一»_._._._._.：ifchfbf(h0-bf/2)1.014.32600120(

4、760-120/2)二3123.12KNmMmax=645.69KNm故本根i框架均為第一類(lèi)T形截面。2)鋼筋面積計(jì)算先計(jì)算一層AC框架梁(350X800)M=455.46KN-m:s=M/:fcbfh；=455.46106/(1.014.326007602)=0.0212=1-.1-2：/=1-、1-20.0212"=0.0214人=bfh0：fc/fy=1.014.326007600.0214/300=2019.26mm22Amin=Pminbh=0.00215父350mmM800mm=601mm下部配筋：622(2281mm2)0上部架立筋按構(gòu)造要求配筋：212(226mm2)

5、。因根據(jù)內(nèi)力彎矩值知，CD跨梁承受負(fù)彎矩，應(yīng)該按矩形截面計(jì)算，其余各層各梁按T形截面計(jì)算，見(jiàn)表8.1和8.2。(8.7)(8.8)8.2.1.2支座正截面受彎承載力計(jì)算s二1fcbhoAs=1皿/fy式中：M荷載在該截面產(chǎn)生的彎矩設(shè)計(jì)值；%當(dāng)混凝土等級(jí)小于C50時(shí)，取1.0,fc混凝土的抗壓強(qiáng)度設(shè)計(jì)值；見(jiàn)公式(8.3);fy鋼筋的抗拉強(qiáng)度設(shè)計(jì)值；As為受拉區(qū)縱向受力鋼筋的截面面積;根據(jù)受力性質(zhì)有支座截面均按矩形截面計(jì)算。支座左截面M=-383.12KNmMifcbh2383.12z21.014.3350760=0.133=1-1-2:s=1-，1-20.133=0.143三b=0.550As=

6、：1fcbh。/fy21.014.3Nmm350mm760mm0.143-2300N/mm2=1809.48mmDmin=maxS.215%,(45ft/fy)%.占0.215%2A=：minbh=0.215%350800=601mm2實(shí)配鋼筋為425(1964mm)支座右截面M=357.01KN-mM357.01_2一_2二1fcbhb1.014.3350760=0.123:=1-.1=2二；=1-.,1-20.123=0.132<b=0.550Asffcbh。/fy21.014.3Nmm350mm760mm0.132300N/mm22=1676.68mm2：min=maxi0.215

7、%,(45ft/fy)%.；=0.215%A=：minbh=0.215%350800=601mm2實(shí)配鋼筋為425(1964mm2)其余梁BG梁CD#截面的支座正截面受彎承載力配筋計(jì)算詳見(jiàn)表8.38.4表8.1框架梁跨中正截面配筋計(jì)算（53）計(jì)算公式梁AC梁DF5M/KNm512.32645.69aifchfbf(hobf/2)3123.123033.89q=M/c(ifcb；h；0.02390.0317J2«s0.02410.0322As=北；Actfc/fy/mm22274.482956.142AS,min=%inbh/mm602602實(shí)配鋼筋/mm422+225(2502)82

8、2(2945)4M/KNm462.70496.01。1fchfbf(h0-bf/2)3123.123123.12%=M/%fcb；h；0.02150.0231=1-M-2o(s0.02180.0234As=£b；hba1fc/fy/mm22051.752201.212AS,min=Rminbh/mm602602實(shí)配鋼筋/mm622(2281)622(2281)3M/KNm464.12466.36«1fchfbf(h0-bf/2)3123.123123.12J=M/%fcb；h；0.02160.02171=1-y1-2as0.02190.0220As=b：h0ctfc/fy/

9、mm22058.082068.142AS,min=Rminbh/mm602602實(shí)配鋼筋/mm2622(2281)622(2281)表8.2框架梁跨中正截面配筋計(jì)算（2、1）計(jì)算公式梁AC梁DF2M/KNm463.51399.41aifchfbf(ho-bf/2)3123.123123.12c(s=M/c(ifcb；ho0.02160.0186=1-/-20ts0.02180.0188As=北；hootfc/fy/mm22055.361768.382As,min=Rminbh/mm602602實(shí)配鋼筋/mm622(2281)622(2281)1M/KNm455.46397.94'

10、9;'aifchfbf(ho_bf/2)3123.123123.12c(s=M/ctifcb；h；0.02120.01851=1-也-2«s0.02140.0187As="；h0afc/fy/mm22019.261761.822AS,min=Rminbh/mm602602實(shí)配鋼筋/mm622(2281)622(2281)表8.3框架梁支座正截面配筋計(jì)算（13層）層次計(jì)算公式梁AC梁cd梁dfb右C左C右跨中D左D右F左1M/(kNm)-383.12357.01P-144.95-47.891129.77-329.38P366.08一，一.2%=M/%fcbho0.13

11、30.1230.2230.0740.2000.1140.127-2as0.1430.1320.2560.0770.2250.1210.136As=3fcbh(o匕/fy/mm21809.481676.681539.43461.111354.211537.921722.61As/mm2602.00602.00301.00301.00301.00602.00602.00實(shí)配鋼筋/mm2425(1964)425(1964)425(1964)225(982)425(1964)425(1964)425(1964)2M/(kNm)-321.87312.02P-130.81-49.311114.63-285

12、.67P314.82_2«s=M/«ifcbho0.1110.1080.2020.0760.1770.0990.109t=1-J-2%0.1180.1140.2280.0790.1960.1040.116AS=口1fcbh0:/fy/mm21500.471451.601366.69475.411176.701321.861465.47As,min/mm2602.00602.00301.00301.00301.00602.00602.00實(shí)配鋼筋/mm2425(1964)425(1964)425(1964)225(982)422(1520)422(1520)422(1520)

13、3M/(kNm)-321.87312.02-130.81-49.311114.63-285.67314.82J=M/«ifcbho0.1110.1080.2020.0760.1770.0990.1091=1-J-20ts0.1180.1140.2280.0790.1960.1040.116As=%fcbho-/fy/mm21500.471451.601366.69475.411176.701321.861465.47As,min/mm2602.00602.00301.00301.00301.00602.00602.00實(shí)配鋼筋/mm425(1964)425(1964)425(1964

14、)225(982)422(1520)422(1520)422(1520)表8.4框架梁支座正截面配筋計(jì)算（4、5層）層次計(jì)算公式梁AC梁CD梁DFB右C左C右跨中D左D右F左4M/(kNm)-218.15231.74-91.32-49.65187.70-219.93213.70一，L.2«s=M/%fcbhb0.0750.0800.1410.0770.1350.0760.074t=1-2«s0.0790.0840.1520.0800.1460.0790.077As=ifcbM/fy/mm995.911060.77915.26478.78875.881004.37974.73

15、As,min/mm2602.00602.00301.00301.00301.00602.00602.00實(shí)配鋼筋/mm2420(1256)420(1256)420(1256)320(942)420(1256)420(1256)420(1256)5M/(kNm)-99.79128.66-74.75-71.8594.82-137.33104.45s=M/%fcbh：0.0350.0450.1150.1110.1460.0480.036W=1-J-2«s0.0350.0460.1230.1180.1590.0490.037As=%fcbf/fy/mm2445.51577.46737.397

16、06.86953.65617.34466.70As,min/mm2602.00602.00301.00301.00301.00602.00602.00實(shí)配鋼筋/mm320(942)320(942)320(942)320(942)320(942)320(942)320(942)8.2.3斜截面受剪承載力計(jì)算當(dāng)跨高比大于2.5時(shí)：Vw0.25Pcfcbh0/?RE(8.9)1A、,V<一(0.42ftbho1.25fyvsvho)(8.10)REs式中：hw矩形截面取有效高度；Pc混凝土強(qiáng)度影響系數(shù)，當(dāng)混凝土等級(jí)不超過(guò)C50時(shí)，取1.0f混凝土的抗拉強(qiáng)度設(shè)計(jì)值；fyV箍筋的抗拉強(qiáng)度設(shè)計(jì)值；A

17、v配置在同一截面內(nèi)箍筋各肢的全部截面面積；S沿構(gòu)件長(zhǎng)度方向箍筋的間距；RE抗震承載力調(diào)整系數(shù)取0.85。一層：AC梁(350X800)V=287.76KN尺寸驗(yàn)算：根據(jù)公式(8.9)有。0.20cfcbh0/re=0.251.014.3350760/0.85-895.01KNV-287.76KN故滿足要求。是否構(gòu)造配箍：J0.42ftbh0=0.42父1.43父350,760=187.95KN<287.76KNRE0.85故必須計(jì)算配箍。具體計(jì)算見(jiàn)表8.5。8.2.4框架橫梁裂縫寬度驗(yàn)算Mksk一0.87h0AsteAs0.5bh丁=1.11.65ftkte二skdeqnidinPidi

18、(8.(11)(8.(12)(8.(13)(8.(14)(8.15)Wmax=2.13(1立0.08送)Este式中：二-sk構(gòu)件裂縫處縱向受拉鋼筋的應(yīng)力;Mk彎矩標(biāo)準(zhǔn)值；As縱向受拉區(qū)鋼筋實(shí)配面積；h0混凝土受壓區(qū)有效圖度；:te有效配筋率；,鋼筋應(yīng)變不均勻系數(shù)；ftk混凝土抗強(qiáng)度標(biāo)準(zhǔn)值；deq受拉區(qū)縱向鋼筋的等效直徑；ni，dini為受拉區(qū)第i種鋼筋，di為為受拉區(qū)第i種鋼筋公稱直徑;一縱向受拉鋼筋相對(duì)粘2系數(shù)，對(duì)變形鋼筋取1.0;Es混凝土的彈性模量；c最外層縱向受拉鋼筋外邊緣到受拉區(qū)底邊的距離；Wmax正截面最大裂縫寬度，應(yīng)該必須小于0.3mm。一層：AC梁（350X800）跨中Mk=

19、358.80KN卻裂縫截面處應(yīng)力/as=0.87356；02281=237.90N/mm2有效配筋率：Pte=-A=2281=0.0160.5bh0.5350800鋼筋應(yīng)變不均勻系數(shù)：中=1.1_1.653k=1._1.65-2.01-0.763:te二sk0.016237.90T2C受拉區(qū)縱向鋼筋的等效直徑nidi622nr.idi一6122正截面最大裂縫寬度：deq237.90220.296mmWmax=2.1一(1.9c0.08dq)=2.10.7632(1.9250.08)Es：te3.01020.016故裂縫寬度滿足要求。其余各層框架橫梁裂縫寬度驗(yàn)算見(jiàn)表8.68.8。表8.5框架梁斜

20、截面配筋計(jì)算梁號(hào)層次V1n廠（0.2Pc所）'REAsvJreV-0.42例s-1.25fyvh°選配雙肢箍筋試算間距S計(jì)算的冬s實(shí)配間距S直徑相應(yīng)面積A單位KNKNmrr/mmmm2mmmmmm/mmmmAC1287.76895.010.425850.32000.503200/10021207.44895.010.0838P50.32000.5031200/1003206.46895.010.079850.32000.503200/100r4-139.10895.01-0.208850.32000.503200/1005199.81895.010.051850.32000.

21、503200/100CD11166.14423.950.694850.31300.773200/100223.48423.95-0.590850.32000.503200/100314.23423.95-0.673850.32000.503200/100r4116.57:423.951-0.6528:50.32000.5031200/1005-84.32423.95-1.559850.31300.773200/100DFri312.06895.010.5298r50.31300.7731200/1002274.28895.010.368850.32000.503200/100r31205.66

22、895.010.075850.32000.503200/1004167.58895.01-0.087850.32000.503200/1005170.33895.01-0.075850.32000.503200/100表8.6框架梁裂縫寬度驗(yàn)算（1、2層）層次計(jì)算公式梁AC梁CD梁DFB右跨中C左C右跨中D左D右跨中F左1Mk/(KN0)301.26358.80283.74115.1937.71102.53260.72316.19287.05實(shí)配鋼筋/mm2196412281P19641964982196411964P22811964仃sk=Mk/0.87h0As/MPa231.99237.9

23、0218.50187.26122.60166.69200.77209.65221.05%=As/0.5bh0.0140.0160.0140.0280.0140.0280.0140.0160.014=1.1-1.65ftk/PtetIsk0.6990.7630.6740.8510.3400.8210.6360.7180.679deq=2nidi2/!nMdi/mm252225252525252220Wmax=2.件(%/Es)(1.9c+0.08deq/te)0.3230.2960.2940.1990.0830.1710.2550.2460.254Wlim0.30.30.30.30.30.30.

24、30.30.32Mk/(KN新)253.56365.13248.84104.4538.6890.97226.88317.43247.69實(shí)配鋼筋/mnm196412281P19641964982196411964P22811964仃sk=Mk/0.87h°As/MPa195.26242.10191.62169.81125.77147.90174.71210.47190.74Pte=As/0.5bh0.0140.0160.0140.0280.0140.0280.0140.0160.014W=1.1-1.65ftk/Pte<Isk0.6230.7690.6140.8260.3590

25、.7850.5670.7190.612deq=2nidi2/ZniVidi/mm252225252525252225Wmax=2.N(UEs)(1.9c+0.08deq/te)0.2430.3040.2350.1750.0900.1450.1980.2470.233Wlim0.30.30.30.30.30.30.30.30.3表8.7框架梁裂縫寬度驗(yàn)算（3、4）層次計(jì)算公式梁AC梁CD梁DFB右跨中C左C右跨中D左D右跨中F左3Mk/(KNa)223.33365.54223.4991.6242.4392.15222.21367.19221.09實(shí)配鋼筋/mn215201228115201520

26、76015201520P22811520仃sk=Mk/0.87h0As/MPa222.21242.37222.37192.45178.27193.56221.10243.46219.99Pte=As/0.5bh0.0110.0160.0110.0220.0110.0220.0110.0160.011=1.1-1.65ftk/PtetIsk0.5580.7690.5590.7870.4250.7890.5560.7710.553deq=2nidi2/!nwidi/mm222222222222222222Wmax=2.仲(/Es)(1.9c+0.08deq/Pe)0.2730.3040.2740.

27、2050.1670.2060.2700.3060.268Wlim0.30.30.30.30.30.30.30.30.34Mk/(KN新)173.82364.45187.0373.6239.1170.60177.19390.82170.10實(shí)配鋼筋/mn2125612281P12561256942125611256P22811256-k=Mk/0.87h°As/MPa209.30241.65225.21187.14132.54179.48213.36259.13204.83Pte=As/0.5bh0.0100.0160.0100.0180.0130.0180.0100.0160.010

28、W=1.1-1.65ftk/PtetIsk0.4760.7680.5200.7110.3680.6940.4880.7910.462deq=Emdi2/ZniVidi/mm202220202020202220Wmax=2.N(，/Es)(1.9c+0.08deq/te)0.2170.3030.2550.1910.0850.1790.2270.3350.206Wlim0.30.30.30.30.30.30.30.30.3表8.8框架梁裂縫寬度驗(yàn)算（5層）層次計(jì)算公式梁AC梁CD梁DFB右跨中C左C右跨中D左D右跨中F左5Mk/（KN新）79.84403.041112.5159.5256.4174

29、.351125.891506.2883.73實(shí)配鋼筋/mm94225029429429429429423041942仃sk=Mk/0.87hoAs/MPa128.19243.63180.64201.74191.20252.001202.12251.79134.43Pte=As/0.5bh0.0100.0180.0100.0130.0130.0130.0100.0220.010中=1.11.65ftk/PteOsk0.0810.8000.3770.6190.5920.7150.4540.8610.128deq=Enidi2/Znwidi/mm202320202020202220Wmax=2.仲（

30、/Es）（1.9c+0.08deq/Pe）0.0230.3090.1480.2180.1980.3150.2000.2930.038Wlim0.30.30.30.30.30.30.30.30.38.3框架柱截面設(shè)計(jì)（A軸柱）8.3.1 柱軸壓比驗(yàn)算軸壓比公式1n=-N-（8.16）fcA式中：N軸力；fc混凝土抗壓強(qiáng)度；Ac一柱截面面積。又因本設(shè)計(jì)在柱截面有變化，故需要驗(yàn)證底層和二層的軸壓比。底層柱（500m由500mmNmax=2157.17kNiaxN215717103軸壓比Nn=-=0.60<0.90（滿足要求）fcA14.3500500二層柱（400m由400mm）Nmax=16

31、03.45kNiax3N16034510軸壓比Nn=N-=0.70<0.90（滿足要求）fcA14.3400400其余各柱的軸壓比在第七章的表7.13和表7.14可查看，均滿足晨-0.9的要求,故在此不在列表計(jì)算了。8.3.2 柱截面尺寸復(fù)核當(dāng)hwE4時(shí)：V三0.20Fcfcbh0/"E（8.17）b式中：V構(gòu)件斜截面上最大剪力設(shè)計(jì)值；艮一一混凝土強(qiáng)度影響系數(shù)，當(dāng)混凝土強(qiáng)度等級(jí)低于C50時(shí)，取1.0fc一一混凝土抗壓強(qiáng)度；b矩形截面的寬度；h0一一矩形截面有效高度。Mh0=500-40=460mm,Vmax=147.47kN（底層）h0=400-40=360mm,Vmax=13

32、0.38kN（二五層）因?yàn)閔w/b=460500=0.92£4所以0.20cfcbh0/RE=0.201.014.3N/mm2500mm460mm/0.85=768.47kN>98.99kN（滿足要求）0.20cfcbh0/RE=0.201.014.3N/mm2400mm360mm/0.85（滿足要求）=484.52kN130.38kN8.3.3正截面受彎承載力計(jì)算由混凝土結(jié)構(gòu)設(shè)計(jì)3,框架結(jié)構(gòu)各層柱的計(jì)算長(zhǎng)度的確定：對(duì)框架柱，當(dāng)采用現(xiàn)澆樓蓋時(shí)底層柱取l0=1.0H;其余各層柱取l0=1.25H當(dāng)水平荷載產(chǎn)生的彎矩設(shè)計(jì)值占總彎矩設(shè)計(jì)值的75犯上時(shí)，框架柱的計(jì)算長(zhǎng)度10可按下列兩個(gè)

33、公式計(jì)算，并取其中的較小值：10=0+0.15(中u+4)1H(8.18)10=(2+0Mn)H(8.19)式中>i柱的上端，下端節(jié)點(diǎn)處交匯的各柱線剛度之和與交匯的各梁剛度之和的比值；,-；min比值中的較小值；H柱的高度，對(duì)底層柱為從基礎(chǔ)頂面到一層樓蓋頂面的高度，對(duì)其余各層柱為上下兩層樓蓋頂之間的高度。根據(jù)大量的理論分析及試驗(yàn)，混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范4(GB50010-2002給出偏心距增大系數(shù)州的計(jì)算公式為：2刈=1+1-2Jbi(8.20)1400ei/h0hQ=(0.5fcAyN(8.21)。2=1.15-0.0也(8.22)h式中：1o構(gòu)件的計(jì)算長(zhǎng)度；h截面圖度；h0截面有效高度；

34、q小偏心受壓構(gòu)件截面曲率修正系數(shù)，當(dāng))大于1.1時(shí)，取4=1.0A構(gòu)件的截面面積；匚2偏心受壓構(gòu)件長(zhǎng)細(xì)比又t截面曲率修正系數(shù)，l°/h<15時(shí)，取匚2=1.0e0=M(8.23)N式中：e0為偏心距；M為彎矩設(shè)計(jì)值；N為軸力設(shè)計(jì)值。20mmea=max(8.24)h/30式中:ea為附加偏心距；h偏心方向截面尺寸。(8.25)e二向ea式中：ei為初始偏心距heze-a2(8.26)式中：e為軸向力至鋼筋合力中心的距離；a為保護(hù)層與鋼筋半徑之和小偏心受壓時(shí):_N-ifcbho一Ne-0.43i3bh0TT30：1fcbh0(：1一b)(hb一1s)(8.27)式中：之為相對(duì)受壓

35、區(qū)高度。As=As=Ne-：1fcbho(1-0.5)式中：人為受拉鋼筋截面面積;大偏心受壓時(shí)：fy(ho-s)為受壓鋼筋截面面積。Nxu：1fcb(8.28)(8.29)式中：x為相受區(qū)高度。一xNe-：1fcbx(h0-As=Asfy(ho-：s)(8.30)式中：A為受拉鋼筋截面面積；A為受壓鋼筋截面面積。本設(shè)計(jì)計(jì)算框架結(jié)構(gòu)時(shí)，只考慮框架平面內(nèi)的彎矩，且柱同一截面分別承受正反彎矩，故在受彎方向取對(duì)稱配筋，非受彎方向構(gòu)造配筋，采用414。這里取一層A柱進(jìn)行計(jì)算，其余計(jì)算板框架各層的柱見(jiàn)表8.98.12。一層A柱：(500X500)從柱的內(nèi)力組合表可見(jiàn)最不利組合為：jM=69.82kNm1M

36、=158.38kNm,Mmax=272.52kNmNmax=1983.18kNNmin=1625.57kNN=1886.14kN計(jì)算第一組內(nèi)力：計(jì)算柱受壓區(qū)相對(duì)高度N1983.18103x=277mm2as=240=80mm：1fcb1.014.3500故=x/h0=277/460=0.603b=0.550因此可判斷為小偏心受壓。柱的計(jì)算長(zhǎng)度l。=1.0H=4.8m69.82kNm103=35mm1983.18kN20mm20mmea=maxah/30=max=20mm1500mm/30eiejea=35mm20mm=55mm20.5fcA0.514.3N/mm500mm500mm八_1983

37、.18kNc0.901因?yàn)镮。/h=4.8m/0.5m=9.6<15,所以G=1.0根據(jù)公式1JV(2121400且hh0二1X140055mm/460mm4800mm)2M0.901".0=1.494500mm)e='Ieiha=1.49455mm2N-b:1fcbhb500mm,40mm=242.50mm24f2：ifcbh0(：1-b)(h0-：s)1b=0.654；As=A=Ne-：1fcbh2(1-0.5)fy("s)1983.18103N242.50nm-14.3N/mn2500mm(460mm20.654(1-0.50.654)300N/mm2(

38、460mm-40mm)-881mm計(jì)算第二組內(nèi)力：1625.57103計(jì)算柱受壓區(qū)相對(duì)高度N=227mm2as=240=80mmsx二二：1fcb1.014.3500c故=x/h0=227/460=0.494b=0.550因此可判斷為大偏心受壓。柱的計(jì)算長(zhǎng)度10=1.0H=4.8m158.38kN*m.310=97mmea=max'1625.57kN20mm=maxh/3020mm=20mm500mm/30ei=eoea=97mm20mm=117mm20.5fcA0.514.3N/mm500mm500mm)八1=c1.101.0N1625.57kN故；=1.0因?yàn)镮。/h=4.8m/0

39、.5m=9.6<15,所以G=1.0根據(jù)公式=1-(7)2121400曳hhe-11140055mm/460mm24800mm<500mm1.01.0=1.258eeih-a=1.258117mm500mm-40mm=307.71mm22xNe-：1fcbx(hg-)A=A'i'2fy(s)300(460-40)1625.57103307.71-1.014.3400227(460-227)2=20mm2計(jì)算第三組內(nèi)力:計(jì)算柱受壓區(qū)相對(duì)高度N1866.14103x261mm2as=240=80mm-1fcb1.014.3500故=x/h0=261/460=0.567b

40、=0.550因此可判斷為小偏心受壓。柱的計(jì)算長(zhǎng)度l0=1.0H=4.8m272.52kNm1爐1866.14kN=146mm20mm'20mmea=max=max=20mmah/30500mm/30ei=向ea=146mm20mm=166mm0.5fcA0.514.3N/mm2500mm500mm八八八1=c0.958N1866.14kN因?yàn)?0/h=4.8m/0.5m=9.6<15,所以Q=1.0根據(jù)公式=111400曳h0-11X1400166mm/460mm24800mm<500mm0.9581.0=1.175ha=1.175166mm2500mm-40mm=355.

41、04mmN-b：1fcbhoNe-0.43：(1一b)(h0Ts)b=0.567b=0.5501fcbhoNe-：1fcbh2(1-0.5)fy(h0Ts)1866.14103N355.04nm-14.3N/mnf500mm(460Tin)20.567(1-0.50.567)300N/mm2(460mm-40mm)=229nnf取三種最不利內(nèi)力計(jì)算配筋最大值，可按構(gòu)造配筋，由于縱向受力鋼筋采用HRB335最小總酉己筋率Pmin=0.8%2Amin=As=As=0.8%500mm500mm/2=1000mm每側(cè)實(shí)配325AS-As-1473mm28.3.4垂直于彎矩作用平面的受壓承載力驗(yàn)算軸心受

42、壓構(gòu)件正截面承載力計(jì)算公式N<0.9中(fcA+fyAA)(8.31)式中：N軸向力設(shè)計(jì)值；：鋼筋混凝土構(gòu)件的穩(wěn)定系數(shù)；f混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值；cA構(gòu)件截面面積；fy鋼筋抗壓強(qiáng)度設(shè)計(jì)值；Aa全部縱向受壓鋼筋截面面積。一層Nmax=1983.18KN卜=4.8/0.5=9.6查表*=0.984b0.9:fcAfyAs=0.90.98414.350050030014732=2417.06KN.Nmax=1983.18KN見(jiàn)表8.98.12。滿足要求。其余8.3.5斜截面受剪承載力計(jì)算Hn2h。(8.32)式中：柱的計(jì)算剪跨比，當(dāng)九1,取1,當(dāng)人3,取3;Hn柱凈高；h0柱有效高度。1.0

43、5AreV-Jtbh0-0.056NAsv“1sfyvh0(8.33)式中：N考慮地震組合作用的柱軸力設(shè)計(jì)值或者拉力值當(dāng)¥re抗震承載力調(diào)整系數(shù)取0.85;Asv同一截面同箍筋截面面積；S沿構(gòu)件長(zhǎng)度方向箍筋的間距；N>0.3fbh時(shí)取0.3fbh；fyv箍筋抗拉強(qiáng)度設(shè)計(jì)值；ft混凝土抗拉強(qiáng)度設(shè)計(jì)值；B截面寬度；h0截面有效高度'M=253.89kN,m一層最不利內(nèi)力組合N=2239.82kN、V=147.47kN因?yàn)榧艨绫染?上5=4.353,所以九二32h020.460因?yàn)?.3fcA=0.3M14.3M500M500=1072.5KN<N,所以N=1072.5

44、kN。aVre-1.05恤-0.056NAsv:"1Sfyvh0147.471030.85-這1.43500460-0.0561072.50103二3-:二0210460按構(gòu)造配箍筋，選用非加密區(qū)2啊0200，加密區(qū)2力0100。其余見(jiàn)表8.138.3.6裂縫寬度驗(yàn)算一層曳=146mm/460mm<0.55,可不驗(yàn)算裂縫寬度。%二層曳=149mm/360mm<0.55,可不驗(yàn)算裂縫寬度。表8.9框架A柱正截面受彎承載力計(jì)算截回五層四層三層二層一層計(jì)算公式NaxNmin|M|maxNnaxNnin|M|maxhaxNmin|M|maxNnaxNnin|M|maxNaxNmi

45、n|M|maxM(kNm)76.9115.96120.7969.4623.23155.3769.8547.44177.0381.3165.69177.0369.82158.38272.52N(kN)375.28303.15326.52777.21598.32697.971201.82899.281084.08:1603.45：1210.811458.88:1983.181625.571866.14X(mm)808080136105122210157190280212255277227261七0.1820.1470.1590.3770.2910.3390.5830.4370.52610.6991

46、0.58810.6310.6540.4940.567大小偏心大大大大大大小大大小小小小大小lo(mm)4.54.54.54.54.54.54.54.54.54.54.54.54.84.84.8eo(mm)205533708939223585316351541213597146ea(mm)202020202020202020202020202020e(mm)22573390109592437873183717414155117166lo/h(mm)11.2511.2511.2511.2511.2511.2511.2511.2511.2511.2511.2511.259.609.609.60ti1.0001.0001.0001.0001.0001.0000.9521.0001.0000.7130.9450.7840.9011.0000.958t2r1.00011.0001.0001.00011.0001.0001.0001.00011.00011.00011.00011.00011.0001.0001.000刀1.1451.4481.0831.2981.5531.1341.3971.4471.1781