.2柱8.2.1驗(yàn)算尺寸1、設(shè)計條件：混凝土選用C30，fc=14.3N/mm2，ft=1.43N/mm2；縱向受力鋼筋HRB400，fy=f'柱截面尺寸為500mm×500mm，取as=40mm，h0邊柱和中柱的最小配筋面積為Amin=0.7%×52、軸壓比查規(guī)范可得：三級框架的框架柱，軸壓比應(yīng)該小于0.85，計算時取不考慮調(diào)整的彎矩、剪力、軸力組合設(shè)計值。表8-3柱的軸壓比驗(yàn)算表柱號層數(shù)b/mm?0f(N/mm)N/kNN/fA4500.00460.0014.30452.840.143500.00460.0014.30955.320.292500.00460.0014.301506.210.461500.00460.0014.302065.630.63B4500.00460.0014.30685.940.213500.00460.0014.301294.950.392500.00460.0014.301903.480.581500.00460.0014.302520.070.77C4500.00460.0014.30679.970.213500.00460.0014.301283.690.392500.00460.0014.301887.410.571500.00460.0014.302500.410.76D4500.00460.0014.30682.520.213500.00460.0014.301284.610.392500.00460.0014.301886.700.571500.00460.0014.302498.060.768.2.2正截面承載力選取首層A柱下端進(jìn)行計算，計算過程如下：1、Mmax=316.69kN·m，Nmax=2085.軸向力對截面重心的偏心距：e附加偏心距：e初始偏心距：e柱的計算長度：l長細(xì)比：l∵5<l0/偏心受壓構(gòu)件截面曲率修正系數(shù)：ξηηe=A'(9-1)小偏心：ξ=(9-3)大偏心：ξ=(9-4)式中：β1鋼筋面積計算按上式計算，ξ=A'故按構(gòu)造配筋每側(cè)選配4C22,單側(cè)配筋率ρ=因此柱全截面配筋率ρ=AN軸=0.9φfN=2085.04kN<3710.00kN因?yàn)槊恳粚用恳桓南露溯S力及彎矩皆大于上端軸力及彎矩，因此各柱皆按下端內(nèi)力進(jìn)行截面設(shè)計計算。按上式子計算時，應(yīng)滿足N>ξbα若不滿足，按構(gòu)造配筋進(jìn)行計算,其余柱配筋見下表。表8-4柱的偏心距增大系數(shù)相關(guān)計算柱號層數(shù)MNeeelξξηη偏心形式A4132.80452.84293.2620.00313.266.401.003.951.17366.38大387.13963.3790.4420.00110.446.401.001.861.23135.41小2102.091520.5067.1420.0087.146.401.001.181.18102.96小1316.692085.04151.8920.00171.898.601.000.861.12192.72大B440.76685.9459.4220.0079.426.401.002.611.44114.49小374.031309.6356.5320.0076.536.401.001.361.2494.90小2100.491939.8651.8020.0071.806.401.000.921.1784.20小1289.892577.21112.4820.00132.488.601.000.691.13149.34大C449.49679.9772.7820.0092.786.401.002.631.38128.16小3115.731296.9889.2320.00109.236.401.001.381.17127.78小2157.601921.7882.0120.00102.016.401.000.931.12114.53小1288.092554.82112.7620.00132.768.601.000.701.13149.77大D449.49682.5272.5120.0092.516.401.002.621.38127.76小3115.731297.7989.1720.00109.176.401.001.381.17127.71小2157.601921.1582.0320.00102.036.401.000.931.12114.56小1288.092552.73112.8620.00132.868.601.000.701.13149.87大表8-5柱的正截面配筋計算柱號層次Nξ偏心形式A'選配實(shí)配

A單側(cè)配筋率ρ%全截面配筋率ρ%A4452.841703.70大94.184C2215200.1.322963.371703.70小/4C2215200.1.3231520.501703.70大-388.324C2215200.1.3212085.041703.70大47.064C2215200.1.32B4685.941703.70小/4C2215200.1.3231309.631703.70小/4C2215200.1.3221939.861703.70小/4C2215200.1.3212577.211703.70小103.784C2215200.1.32C4679.971703.70小/4C2215200.1.3231296.981703.70小/4C2215200.1.3221921.781703.70小/4C2215200.1.3212554.821703.70小91.444C2215200.1.32D4682.521703.70小/4C2215200.1.3231297.791703.70小/4C2215200.1.3221921.151703.70小/4C2215200.1.3212552.731703.70小90.954C2215200.1.32注：N<ξbα1fc8.2.3斜截面承載力V(9-5)V?(9-6)表8-6柱的斜截面驗(yàn)算柱號層數(shù)N/kNV/kNM/kN·m?0λ1.75A4452.8467.44132.80460.003.00175.593963.3771.0187.13460.002.67224.2721520.5089.48102.09460.002.48271.8312085.04160.16316.69460.003.00289.85B4685.9462.0840.76460.001.43284.8831309.63119.9974.03460.001.34337.6521939.86161.97100.49460.001.35380.7212577.21231.55289.89460.002.72335.13C4679.9770.5249.49460.001.53275.1031296.98132.61115.73460.001.90289.2621921.78178.60157.60460.001.92331.6412554.82240.08288.09460.002.61338.28D4682.5270.5249.49460.001.53275.2831297.79132.61115.73460.001.90289.3221921.15178.60157.60460.001.92331.6012552.73240.07288.09460.002.61338.13根據(jù)上表可得，V均小于1.75λ+1.0柱端加密區(qū)箍筋最大間距=min8d，150，取100mm；加密區(qū)長度=maxb，H底層柱柱根的箍筋加密區(qū)長度不小于該層柱子凈高的1/3，取值1500mm。箍筋加密區(qū)的最小體積配筋率：ρ非加密區(qū)箍筋間距<15d，取s=200mm表8-7柱的斜截面配筋計算柱號層數(shù)b/mm?0N/kNN/fλρ（%）選配配筋率加密區(qū)非加密區(qū)加密區(qū)非加密區(qū)A4500.00460.00452.840.140.060.322A12@1002A12@2000.750.383500.00460.00963.370.290.060.322A12@1002A12@2000.750.382500.00460.001520.500.460.090.482A12@1002A12@2000.750.381500.00460.002085.040.630.110.582A12@1002A12@2000.750.38B4500.00460.00685.940.210.060.322A12@1002A12@2000.750.383500.00460.001309.630.400.070.372A12@1002A12@2000.750.382500.00460.001939.860.590.110.582A12@1002A12@2000.750.381500.00460.002577.210.780.150.792A12@1002A12@2000.750.38C4500.00460.00679.970.210.060.322A12@1002A12@2000.750.383500.00460.001296.980.390.070.372A12@1002A12@2000.750.382500.00460.001921.780.580.110.582A12@1002A12@2000.750.381500.00460.002554.820.780.150.792A12@1002A12@2000.750.38D4500.00460.00682.520.210.060.322A12@1002A12@2000.750.383500.00460.001297.790.390.070.372A12@1002A12@2000.750.382500.00460.001921.150.580.110.582A12@1002A12@2000.750.381500.00460.002552.730.780.150.792A12@1002A12@2000.750.38第9章設(shè)計屋面板、樓面板9.1配筋圖11-1樓面板劃分圖9.1.2計算內(nèi)力（1）荷載設(shè)計值計算gqqg+g+q（2）計算跨度內(nèi)跨：l0=lc(軸線間距離)邊跨：l0=lc+600/4（3）彎矩計算（3.1）A區(qū)板：l01=4m，l02=6m，l01/l02=0.67周邊固定時：l01、l02方向的跨中彎矩系數(shù)分別為：0.035，0.0102l01、l02方向的支座彎矩系數(shù)分別為：-0.0754，-0.0571周邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0723，0.0281m1=(0.035+0.2×0.0102)（g+q/2）l012+(0.0723+0.2×0.0281)q=(0.035+0.2×0.0102)×7.20×42+(0.0723+0.2×0.0281)×2.6×42=7.53kN·mm2=(0.0102+0.2×0.035)（g+q/2）l012+(0.0281+0.2×0.0723)q=(0.0102+0.2×0.035)×7.20×42+(0.0723+0.2×0.0281)×2.6×42=5.22kN·mmm（3.2）B區(qū)板：l01=4m，l02=6.15m，l01/l02=0.65三邊固支、一邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0364，0.0120l01、l02方向的支座彎矩系數(shù)分別為：-0.0787，-0.0572周邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0750，0.0271m1=(0.0364+0.2×0.0120)（g+q/2）l012+(0.0750+0.2×0.0271)q=(0.0364+0.2×0.0120)×7.20×42+(0.0750+0.2×0.0271)×2.6×42=7.82kN·mm2=(0.0120+0.2×0.0364)（g+q/2）l012+(0.0271+0.2×0.0750)q=(0.0120+0.2×0.0364)×7.20×42+(0.0271+0.2×0.0750)×2.6×42=2.75kN·mmmm（3.3）C區(qū)板：l01=4.15m，l02=6m，l01/l02=0.69三邊固支、一邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0196，0.0378l01、l02方向的支座彎矩系數(shù)分別為：-0.0750，-0.0916周邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0966,0.0291m1=(0.0196+0.2×0.0378)（g+q/2）l012+(0.0966+0.2×0.0291)q=(0.0196+0.2×0.0378)×7.20×4.152+(0.0966+0.2×0.0291)×2.6×4.152=7.96kN·mm2=(0.0378+0.2×0.0196)（g+q/2）l012+(0.0291+0.2×0.0966)q=(0.0378+0.2×0.0196)×7.20×4.152+(0.0291+0.2×0.0966)×2.6×4.152=7.34kN·mmmm（3.4）D區(qū)板：l01=4.15m，l02=6.15m，l01/l02=0.67鄰邊固支、鄰邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0452，0.0188l01、l02方向的支座彎矩系數(shù)分別為：-0.1024，-0.0774周邊簡支時：l01、l02方向的跨中彎矩系數(shù)分別為：0.0723，0.0281m1=(0.0452+0.2×0.0188)（g+q/2）l012+(0.0723+0.2×0.0281)q=(0.0452+0.2×0.0188)×7.20×4.152+(0.0723+0.2×0.0281)×2.6×4.152=9.56kN·mm2=(0.0188+0.2×0.0452)（g+q/2）l012+(0.0281+0.2×0.0723)q=(0.0188+0.2×0.0452)×7.20×4.152+(0.0281+0.2×0.0723)×2.6×4.152=3.91kN·mmmmm9.1.3設(shè)計截面（1）有效高度一類環(huán)境類別混凝土板的最小保護(hù)層厚度為15mm，假定選用C10鋼筋，則l01方向跨中截面的有效高度h0=120-15-5=100mm，l02方向跨中截面的有效高度h0=100-10=90mm。（2）配筋截面配筋按下式進(jìn)行計算A(10-1)樓面板截面配筋的計算結(jié)果見表9-1。表9-1樓面板配筋計算截面h0(m)M(kN·m)As(mm2)配筋實(shí)有As(mm2)跨中A區(qū)格l01方向4.07.53214.98C8@150335.33l02方向6.05.22164.91C6@150188.67B區(qū)格l01方向4.07.82223.51C8@150335.33l02方向6.152.7585.91C6@150188.67C區(qū)格l01方向4.157.96227.63C8@150335.33l02方向6.07.34234.22C8@150335.33D區(qū)格l01方向4.159.56275.08C8@150335.33l02方向6.153.91122.79C6@150188.67支座A-A8.95256.92C8@150335.33A-A11.82343.16C10@150523.33A-B11.82343.16C8@150335.33A-C8.95256.92C8@150335.33B-B8.97257.51C8@150335.33B-D8.97257.51C8@150335.33C-D12.66368.79C10@150523.339.2計算屋面板的配筋屋面永久荷載標(biāo)準(zhǔn)值樓面g1=5.83kN/m2，屋面活荷載標(biāo)準(zhǔn)值q1=4.0N/m2，，gqqg+g+q屋面板的配筋計算與樓面板系數(shù)相同，只是荷載不同，計算如下。表10-1樓面板配筋計算截面h0(m)M(kN·m)As(mm2)配筋實(shí)有As(mm2)跨中A區(qū)格l01方向4.08.92256.03C8@150335.33l02方向6.05.88186.34C6@150188.67B區(qū)格l01方向4.09.29267.03C8@150335.33l02方向6.154.71148.45C6@150188.67C區(qū)格l01方向4.159.07260.49C8@150335.33l02方向6.09.06291.52C8@150335.33D區(qū)格l01方向4.1511.57335.56C10@150523.33l02方向6.156.50206.59C8@150335.33支座A-A14.71432.11C10@150523.33A-B14.71432.11C10@150523.33A-C11.14322.54C10@150523.33B-B11.16323.14C10@150523.33B-D11.16323.14C10@150523.33C-D15.75464.68C10@150523.33第10章基礎(chǔ)設(shè)計10.1設(shè)計資料10.1.1設(shè)計資料混凝土強(qiáng)度等級選用C20，鋼筋強(qiáng)度等級選用HPB300，因?yàn)榈诙油翞榉圪|(zhì)粘土，承載能力良好，選擇為持力層。因?yàn)槌至拥穆裆钶^淺，所以采用柱下獨(dú)立基礎(chǔ)，下鋪100mmC10混凝土墊層。10.2基礎(chǔ)梁10.2.1設(shè)計資料混凝土強(qiáng)度等級選用C30,受力鋼筋選擇HRB400，箍筋選用HPB300，截面尺寸為500mm×600mm，保護(hù)層厚度取40mm。10.2.2荷載內(nèi)力計算梁自重：g1=25×0.5×0.6×1.05=7.86kN/m梁上墻體自重：g2=1.5×0.25×25=9.38kN/m梁上均布荷載設(shè)計值：q=1.2（g1+g2）=1.2（7.86+9.38）=20.69kN/m跨中彎矩：M中=1/12ql2=1/12×20.69×7.5支座剪力：V=1/2ql=77.59kN支座彎矩：M=1/12ql210.2.3配筋計算1、正截面承載力（1）跨中截面αξ=1?A選配鋼筋2C22，As=760mmρ=760500×560=0.271%>0.2%（2）支座截面：αξ=1?A選用鋼筋2C22,ρ=760500×560=0.271%>0.2%2、斜截面承載力（1）截面尺寸?w=?跨高比：l/h=7.5/0.6=12.5<250.2βcf截面符合條件。（2）配箍的驗(yàn)算箍筋選用HPB300級鋼筋，fy=f'0.42f則只需按構(gòu)造配筋即可。按構(gòu)造配筋，選用雙肢箍A12@200ρ=滿足要求。10.3邊柱基礎(chǔ)10.3.1荷載計算選A柱柱下荷載進(jìn)行計算標(biāo)準(zhǔn)組合：①恒載+活載+0.6×左震②恒載+活載+0.6×右震基本組合：③1.2恒載+1.4活載+0.6×1.4左震④1.2恒載+1.4活載+0.6×1.4右震⑤1.35恒載+1.4×0.7活載表10-1邊柱荷載內(nèi)力組合表內(nèi)力恒載活載左震右震內(nèi)力組合①②③④⑤M-42.50-20.14-255.98255.98-216.2390.95-294.22135.83-77.11N1188.43470.66-113.10113.101591.231726.951990.042180.042065.63V-14.82-6.83170.65-170.6580.74-124.04116.00-170.69-26.70由上表可知：最不利標(biāo)準(zhǔn)組合M=-216.23kN·m，N=1591.23kN，V=80.74kN最不利基本組合M=-294.22kN·m，N=1990.04kN，V=116.00kN10.3.2基礎(chǔ)尺寸1、先按中心荷載初算基底尺寸（1）由于所選基礎(chǔ)類型的條基，故基礎(chǔ)埋深從室內(nèi)地坪起算，初設(shè)為1.5m，本結(jié)構(gòu)室內(nèi)地坪為±0.00，故基底標(biāo)高為-1.500m。（2）地基承載力特征值的確定雜填土重度γm=16kN/查得修正系數(shù)為：ηb=0.5，因?yàn)榛A(chǔ)埋深范圍內(nèi)均為粉質(zhì)黏土，所以地基土的平均重度為17.7kN/m經(jīng)過修正后的地基承載力特征值為：f上式中，fak（3）基地面積初算A2、調(diào)整系數(shù)A=1.2初選基礎(chǔ)尺寸為3.5m×3.5m=12.25m2，需要進(jìn)行寬度修正。f'A確定基礎(chǔ)尺寸為3.5m×3.5m，A=12.25m23、基礎(chǔ)邊緣的最大以及最小應(yīng)力計算：基礎(chǔ)及臺階上土重：G外縱墻及基礎(chǔ)梁重：G基礎(chǔ)底面的截面模量：W=基底邊緣最大、最小應(yīng)力：p4、地基承載力驗(yàn)算1p10.3.3基礎(chǔ)沖切破壞驗(yàn)算基礎(chǔ)高度為1000mm，取保護(hù)層厚度為45mm，?01、地基土凈反力設(shè)計值pj：p==為保證設(shè)計的安全，取pj=236.612、柱邊處截面沖切破壞驗(yàn)算A0.73、變階處截面沖切破環(huán)驗(yàn)算基礎(chǔ)分兩級，下階?1=500mm，?，b1沖切力：FA0.7符合要求。10.3.4基底配筋計算1、柱邊截面（Ⅰ-Ⅰ）計算pjmax=236.61kN,pM2、臺階處截面（Ⅱ-Ⅱ）計算pjmax=229.88kN,pMAs1＞As2選配A18@320，A10.4中柱基礎(chǔ)10.4.1荷載計算選B柱柱下荷載進(jìn)行計算標(biāo)準(zhǔn)組合：①恒載+活載+0.6×左震②恒載+活載+0.6×右震基本組合：③1.2恒載+1.4活載+0.6×1.4左震④1.2恒載+1.4活載+0.6×1.4右震⑤1.35恒載+1.4×0.7活載表10-1中柱