KJ結(jié)構(gòu)設(shè)計(jì)舉例6教學(xué)內(nèi)容

1、Good is good, but better carries it.精益求精，善益求善。KJ結(jié)構(gòu)設(shè)計(jì)舉例6-框架結(jié)構(gòu)課程設(shè)計(jì)任務(wù)及指導(dǎo)書【條件】1.某二層百貨大樓營業(yè)廳柱網(wǎng)平面尺寸如圖所示，采用預(yù)制樓板、現(xiàn)澆框架承重，并選用橫向承重方案。根據(jù)房屋的使用的要求，層高5.1m。軸網(wǎng)尺寸如圖1及圖2所示。基礎(chǔ)頂面標(biāo)高-1.4m，環(huán)境類別為一類。2.該工程地質(zhì)條件為：二類場地，8度，抗震等級二級。地基承載力特征值fak=150KN/m2，不考慮地下水的影響。自然條件為：基本風(fēng)壓wo=0.35KN/m2，基本雪壓S0=0.25KN/m2。3.活荷載：樓面活荷載標(biāo)準(zhǔn)值3.5KN/m2，屋面活荷載標(biāo)準(zhǔn)值

2、0.5KN/m2.4.材料：C25，鋼筋HRB335（d12mm）HPB235（d10mm）5.主要建筑做法：屋面（自上而下）架空層、防水層、找平層、保溫層、預(yù)制空心板、龍骨吊頂；屋面。樓面（自上而下）水磨石地面、細(xì)石砼整澆層、預(yù)制空心板、龍骨吊頂；樓面恒載標(biāo)準(zhǔn)值4.61KN/m2。外縱墻：3.6米鋼框玻璃窗，窗下900高240厚燒結(jié)多孔磚墻，外墻面瓷磚貼面，內(nèi)墻面抹灰。縱墻裝飾恒載標(biāo)準(zhǔn)值0.89KN/m2?？v墻240厚燒結(jié)多孔磚墻恒載標(biāo)準(zhǔn)值4.56KN/m2，鋼框玻璃窗恒載標(biāo)準(zhǔn)值0.45KN/m2?！疽蟆?、當(dāng)不考慮抗震時，選出一榀代表性的橫向框架試進(jìn)行配筋計(jì)算，并按抗震構(gòu)造要求分別用傳統(tǒng)

3、表示法和平面整體表示法繪出該框架的結(jié)構(gòu)施工圖，用2號圖繪出。該成績記入期末15%-20%，同學(xué)們要重視，從事施工很有幫助。2、若同學(xué)們下學(xué)期學(xué)完抗震，試用抗震設(shè)計(jì)原理完成該框架的抗震配筋計(jì)算，似比較二者的配筋。希望同學(xué)們把上述設(shè)計(jì)妥善保存以備后用?！窘狻恳弧⒋_定計(jì)算簡圖計(jì)算單元的選取6m21m見圖3所示梁、柱截面尺寸的確定和剛度的計(jì)算梁截面尺寸、跨度、線剛度計(jì)算見表1-1表1-1層次名稱跨度lb(mm)h（）Ib（mm4）I0（m4）K=ECI0/l一層A1B175003007501.0551010mm41.0551010mm41406276ECB1上同上351666

4、7EC二層A2B27500300750同上同上1406276ECB2C23000300750同上同上3516667EC柱截面尺寸、跨度、線剛度計(jì)算見表1-2表1-2層次名稱計(jì)算高度lb(mm)h（）Ic（mm4）K=ECI0/l抗側(cè)移剛度Dij=Kij12/l2Dij一層A0A16500400*5004.167109641077EC0.275EC2B0BI6500400*4002.133109328205EC二層AIA25100400*5004.167109816993EC0.570EC2B1B25100400*4002.133109418235EC3.相對線剛度i和轉(zhuǎn)動剛度Sij、分配系數(shù)i

5、j計(jì)算的計(jì)算見表1-3表1-3層次節(jié)點(diǎn)桿件名稱相對線剛度iij轉(zhuǎn)動剛度SijSijij一層A1AIAO1.954*1.9534.880.223A1A22.494*2.4934.880.286A1B14.284*4.2834.880.491BIBIB014*136.920.108B1B21.274*1.2736.920.138BIAI4.284*4.2836.920.464B1C110.7210.7236.920.290二層A2A2A12.494*2.4927.080.368A2B24.284*4.2827.080.632B2B2B11.274*1.2732.920.154B2A24.284*4

6、.2832.920.520B2C210.7210.7232.920.326最后計(jì)算梁柱相對線剛度的結(jié)果填入圖5用時方便（三）計(jì)算簡圖的確定見圖4二、豎向荷載標(biāo)準(zhǔn)值計(jì)算：（一）恒載標(biāo)準(zhǔn)值見表2-1表2-1屋面KN/m2樓面KN/m2外縱墻及鋼窗連系梁荷載KN/m框架橫梁承受的荷載KN/m柱自重二層一層6.034.61鋼窗0.45*3.6=1.62縱墻0.9*4.56=4.1裝飾重（5.1-3.6）*0.89=1.34連系梁重25*0.6*25=3.75合計(jì)：10.81屋面：6.03*6+5.63=41.81樓面：4.61*6+5.63=33.29邊柱：0.4*0.5*5.1*25=25.5中柱：

7、0.4*0.4*5.1*25=20.4邊柱：0.4*0.5*6.5*25=32.5中柱：0.4*0.4*6.5*25=26框架橫梁重KN/m25*0.3*0.75=5.63（二）活載標(biāo)準(zhǔn)標(biāo)準(zhǔn)值1、框架橫梁承受的活載：屋面：0.5*6=3KN/m樓面：3.5*6=21KN/m三、豎向荷載的內(nèi)力計(jì)算（一）恒載作用下屋面恒荷載設(shè)計(jì)值41.81*1.2=50.17樓面恒荷載設(shè)計(jì)值33.29*1.2=39.951固端彎矩的計(jì)算見表3-1表3-1層次邊跨中跨二層50.7*7.52/12=235.250.7*32/3=150.5一層39.95*7.52/12=187.539.95*32/3=119.92分配

8、傳遞見圖63求跨中彎矩和支座的剪力計(jì)算簡圖見圖7，計(jì)算過程見表3-2及表3-3表3-2層次邊跨跨中彎矩中跨跨中彎矩二層50.17*7.52/8-（115.58+229.33）/2=180.350.17*62/8-200.66=25.11一層39.95*7.52/8-（124.67+183.67）/2=126.7339.95*62/8-150.89=28.89表3-3層次邊支座剪力邊跨右剪力中跨左、右剪力二層50.17*7.5/2-（229.33-115.58）/7.5=188.14-15.17=172.93188.14+15.17=203.3150.17*6/2=150.51一層39.95*7

9、.5/2-（183.67-124.67）/7.5=149.81-7.78=142149.81+7.78=157.6839.95*6/2=119.854繪彎矩圖見圖9和剪力圖見圖10（二）活載作用下的內(nèi)力計(jì)算1固端彎矩的計(jì)算見表3-4表3-4層次邊跨中跨二層4.2*7.52/12=19.694.2*32/3=12.6一層29.4*7.52/12=137.8129.4*32/3=88.22分配傳遞見圖113求跨中彎矩見表3-5和支座的剪力見表3-6表3-5層次邊跨彎矩中跨彎矩二層4.2*7.52/8-（20.81+20.36）/2=8.954.2*62/8-15.8=3.1一層29.4*7.52/

10、8-（133.21+77.65）/2=101.329.4*62/8-112.25=20.05表3-6層次邊支座剪力邊跨右剪力中跨左、右剪力二層4.2*7.5/2-（20.81-20.36）/7.5=15.75-0.03=15.7215.75+0.03=15.784.2*6/2=12.6一層29.4*7.5/2-（133.21-77.65）/7.5=110.25-3.7=106.55110.25+3.7=113.9529.4*6/2=88.24繪彎矩圖見圖12和剪力圖軸力圖見圖13四、水平風(fēng)荷載作用下的內(nèi)力計(jì)算簡圖見圖141、風(fēng)載計(jì)算Fw2k=zsW0BHs=1.3Wo=0.35B=6二層Fw2

11、k=1.0*1.3*(1.14+1)/2*0.35*5.1/2*6=7.45Z=5.1+6.5z=(1.14+1)/2一層Fw1k=1.0*1.3*(5.1+6.5)/2*0.35*6=15.83Z=6.5z=1其設(shè)計(jì)值Fw2=7.45*1.4=10.43Fw1=15.83*1.4=22.172確定各柱反彎點(diǎn)的高度、層間剪力、各柱剪力見表4-1表4-1層次層間剪力抗側(cè)移剛度DijDij柱剪力反彎點(diǎn)高度二層10.43/2.55一層32.6/4.333計(jì)算左風(fēng)作用下，柱端彎矩繪出柱端彎矩圖見圖154由節(jié)點(diǎn)平衡計(jì)算左風(fēng)作用下，梁端彎矩見圖19并繪出梁端彎矩圖見圖15圖195計(jì)算左風(fēng)作用下，梁端及柱端

12、剪力計(jì)算簡圖見圖8，過程見表4-2并繪出剪力圖表4-2層次一層二層邊跨中跨邊柱中柱6.繪出右風(fēng)作用下的彎矩圖見圖17和剪力圖見圖18五、風(fēng)載作用下的側(cè)移計(jì)算見表5-1表5-1層次Dij相對值限值2層10.430.57*2.8*1040.3271/5001層32.60.55*2.8*1042.12頂點(diǎn)/2.45=1/650六、荷載組合和內(nèi)力組合頂層橫梁內(nèi)力組合表6-1截面邊跨中跨左支座跨中右支座左支座跨中內(nèi)力-MmaxVmax+Mmax-MmaxVmax-MmaxVmax+Mmax恒載eqoac(,1)-115.58172.93180.3-229.33-203.31-200.66150.5125

13、.11屋面活載eqoac(,2)-20.3615.728.95-20.81-15.78-15.812.63.1左風(fēng)eqoac(,3)+8.8-1.44-3.4-2-1.44+4.5-0.830右風(fēng)eqoac(,4)-8.8+1.44+3.4+2+1.44-4.5+0.830內(nèi)力組合恒+活-135.94188.65189.25-250.14-219.09-216.46163.1128.21恒+左風(fēng)-106.78171.49183.7-231.33-204.75-196.16149.6825.11恒+右風(fēng)-124.38174.37176.9-227.33-201.87-205.16151.3425

14、.11橫+0.9（活+風(fēng)）-115.58-0.9（20.36+8.8）=-141.82172.93+0.9（15.72+1.44）=188.37192.42-250-219-219163不利內(nèi)力組合-141.82188.37192.42-250-219-21916328.21一層橫梁內(nèi)力組合表6-2截面邊跨中跨左支座跨中右支座左支座跨中內(nèi)力-MmaxVmax+Mmax-MmaxVmax-MmaxVmax+Mmax恒載eqoac(,1)-124.67142126.73-183.67-157.7-150.89119.928.89屋面活載eqoac(,2)-77.65106.6101.3-133.2

15、1-113.95-112.2588.220.05左風(fēng)eqoac(,3)32.2-5.2412.54-7.13-5.248.942.980右風(fēng)eqoac(,4)-32.2+5.24-12.54+7.13+5.24-8.94-2.980內(nèi)力組合恒+活-202.32248.6228.03-316.88-271.65-263.14208.148.94恒+左風(fēng)-92.47136.76139.27-190.8-162.94-141.96122.8828.89恒+右風(fēng)-156.87147.24114.19-176.54-152.46-159.83116.9228.89橫+活+風(fēng)-223.55243229.1

16、9-310-265-260202不利內(nèi)力組合-223.55248.6229.19-310271.65-260208.128.89橫梁控制截面內(nèi)力設(shè)計(jì)值表6-3位置邊跨中跨左邊支座跨中右邊支座左邊支座跨中MVMMVMVM2層-141.82188.37192.42-250219-21916328.211層-223.55249229.19-310272-26020828.89頂層柱內(nèi)力組合表6-4截面左柱中柱上端下端剪力上端下端剪力內(nèi)力MNMNVMNMNV恒載eqoac(,1)-115.58199.9389.3308.36-40.1728.4380.82-21.25483.129.7活載eqoac(

17、,2)-20.3615.7245.1615.72-12.84.9428.38-1228.383.32左風(fēng)eqoac(,3)8.8-1.44-8.8-1.443.454.50.61-4.50.611.76右風(fēng)eqoac(,4)-8.8+1.448.8+1.44-3.45-4.5-.614.5-0.61-1.76內(nèi)力組合恒+活360215.65134.5324.08-5333.34409.233.25511.513.02134.5324.0833.25511.5136215.6533.34.409.2恒+左風(fēng)106.8198.4980.5306.936.7232.9381.4325.75483.7

18、311.580.5306.925.75483.73106.8198.4932.9381.43恒+右風(fēng)124.4201.498.1309.84-44.152438016.75482.57.998.1309.8416.75482.5124.4201.424380恒+風(fēng)+活eqoac(,1)+eqoac(,2)+eqoac(,4)eqoac(,1)+eqoac(,2)+eqoac(,3)141.82215.4137.8323.85536.9406.936509.214.3eqoac(,1)+eqoac(,2)+eqoac(,4)eqoac(,1)+eqoac(,2)+eqoac(,3)137.832

19、3.836509.2eqoac(,1)+eqoac(,2)+eqoac(,3)eqoac(,1)+eqoac(,2)+eqoac(,4)126212.78122321.228.8405.828508一層柱內(nèi)力組合表6-5截面左柱中柱上端下端剪力上端下端剪力內(nèi)力MNMNVMNMNV恒載eqoac(,1)-35.64450.417.82567-8.2211.57761-5.798702.67活載eqoac(,2)-32.5122.316.8122.3-7.589230.5-4.5230.52.07左風(fēng)eqoac(,3)23.4-5.24-46.8-5.2410.811.572.26-23.142.

20、266.2右風(fēng)eqoac(,4)-23.42.2446.85.24-10.8-11.57-2.2623.14-2.26-6.2內(nèi)力組合恒+活68.1457334.6268915.820.57991.510.311014.7434.6268910.3110168.1457320.57991.5恒+左風(fēng)12.24445.2295622.58239295622987212.24445.223.14763恒+右風(fēng)59.04455.664.6572-19.020.7775917.35868-3.5364.657217.3586859.04455.60.77759恒+風(fēng)+活eqo

21、ac(,1)+eqoac(,2)+eqoac(,4)eqoac(,1)+eqoac(,2)+eqoac(,3)8656575682-2530.196931108010.1eqoac(,1)+eqoac(,2)+eqoac(,4)eqoac(,1)+eqoac(,2)+eqoac(,3)75682311080eqoac(,1)+eqoac(,2)+eqoac(,3)eqoac(,1)+eqoac(,2)+eqoac(,4)44556-9.186729.3966111080二層柱控制截面內(nèi)力設(shè)計(jì)值表6-6位置邊柱11.9*400*4602*0.55=553968800中柱11.9*400*3602

22、*0.55=339292800判斷大偏壓NNb小偏壓NNb大偏壓小偏壓控制截面MNMNMNMN141.82215.436.9406.9134.5324.833.25511.5106.8198.4924380一層柱控制截面內(nèi)力設(shè)計(jì)值表6-7位置邊柱中柱判斷大偏壓NNb小偏壓NNb大偏壓小偏壓控制截面MNMNMNMN8656531108034.668910.31100.512.24445.20.77759七、框架梁和柱配筋計(jì)算（一）橫梁配筋計(jì)算正截面計(jì)算（為計(jì)算方便跨中近似按矩形計(jì)算）2層橫梁配筋計(jì)算表7-1截面邊跨中跨左支座跨中右支座左支座跨中M-141.82192.42-250-21918.2

23、10.0970.1250.171.0.150.01790.1020.1340.1890.1630.018777106014391241142實(shí)配320（942）218+220（1137）520（1570）520（1570）218（509）1層橫梁配筋計(jì)算表7-2截面邊跨中跨左支座跨中右支座左支座跨中M-223.55229.19-310-26028.290.15301450.21201780.01790.1670.1570.2410.1970.0181322124219071559142實(shí)配325（1473）420（1256）425（1964）425（1964）218（509）（二）橫梁斜截面抗剪計(jì)算見表7-3表7-3截面2層1層邊跨中跨邊跨中跨剪力V5514.3258.90.25滿足滿足滿足滿足V箍筋按構(gòu)造VVV28282828由求箍筋的間距S231231231231取S200200200200（三）柱配筋計(jì)算2層柱配筋計(jì)算表7-4位置二層邊柱二層