多层钢筋混凝土框架设计(10截面设计)

--72-〔一〕梁截面设计正截面受弯承载力计算条件混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用

=f’y

=300N/mm2

=f’y

=210N/mm。梁的截300×800，300×600两种，则h01=800-35=765mm，h02=600-35=565mm。构造要求γRE=0.75x≤0.35h0x2≤0.35h02=0.35×565=197.75mm支座：0.25%×300×765=573.75mm2>(55×1.43/300)%×300×765=417.83mm20.25%×300×565=423.75mm2>(55×1.43/300)%×300×565=256.09mm2As1min=573.75mm2As2min=423.75mm2跨中：0.2%×300×765=459mm2>(45×1.43/300)%×300×765=341.86mm20.2%×300×565=339mm2>(45×1.43/300)%×300×565=252.48mm2所以：As1min=459mm2As2min=339mm2箍筋的配箍率箍筋的配筋率4〕配筋计算因构造、荷载均对称，故整个框架承受左右对称配筋。当梁下部受拉时，按T形截面掌握。当梁上部受拉时，按矩形截面设计。以第五层AB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。跨中下部受拉，按T 形截面设计。翼缘计算宽度按跨度考虑时，b’f=l/3=7.2/3=2.4m=2400mm；当按梁间间距考虑时，b’f=b+Sn=300+(3900-150-100)=3050mmγRE=0.750.75×132.73=99.55kN•m。 h” 100由于fb”1c f

h”(hf

f)1.014.32400100(765-2

故属第一类截面。s

Ms

99.55106h2 1.014.324007652

0.005，1

0.0051c f 0A fb”h /f 0.0051.014.32400765/300435mm2s 1c f 0 yAsmin=459mm2218，As=509mm2支座〔以左支座为例〕将下部截面的2 18钢筋深入支座，作为支座负弯矩作用下的受压钢筋ss0.75×96.19=72.14kN•m。 72.14106300509(76535)s 1.014.33007652

0.016，0.0160M 72.14106A 329mm2s f(hy 0

a”s

) 300(76535)Asmin=573.75mm2220，As=628mm2全部梁的正截面配筋计算过程与结果见下表。楼层截面M楼层截面M(kN•m)ξA’sAsAs(mm2) (mm2)(mm2)/As s1-72.14<0509329318,7630.67299.550.005435218,509五3-70.61<0509322318,7630.674-44.01<0509201218,5091.052.810.00117218,5091-168.970.001760772320,9420.812145.020.007634222,760四3-156.63<0760715320,9420.814-88.56<0509404218,5091.0535.480.008210218,5091-231.830.0267601059420,12560.612147.860.007647222,760三3-194.590.011760889420,12560.614-121.580.007509555220,6280.81569.640.015414218,5091-265.150.0397601211420,12560.612148.290.007649222,760二3-226.830.0247601036420,12560.614-150.20.009628686320,9420.67598.160.022586220,6281-307.830.0567601405422,15200.612168.830.008739222,760一3-237.750.0287601086422,15200.614-169.20.009760773320,9420.645114.20.025682222,7600.81斜截面受弯承载力计算AB,BC跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。AB跨梁REV0.85109.0592.69kN0.2cfcbh00.21.014.3300765656.37kN故截面尺寸满足要求。20HPB235级钢筋fyv=210N/mm2:0.42ftbh01.25fyv(Asv/s)h00.421.433007651.25210(101/100)765340.66kN92.69kN1.2m2Φ8@150设置满足要求。BC跨梁REV0.8547.1140.04kN0.2cfcbh00.21.014.3300565484.77kN故截面尺寸满足要求。2Φ8@100HPB235级钢筋，则:0.42ftbh01.25fyv(Asv/s)h00.421.433005651.25210(101/100)565251.60kN40.04kN全部梁的斜截面配筋计算结果与结果见下表。楼层梁楼层梁γREV0.2βfbhcc 0加密区实配(kN)(kN)A/ssvsv(1.01)(1.01)(1.01)(1.01)(1.01)(1.01)(1.01)(1.01)(1.01)(1.01)(A/s)ρ(%)(0.224)(0.337)(0.224)(0.337)(0.224)(0.337)(0.224)(0.337)(0.224)(0.337)五AB92.69656.37-0.22BC40.04484.77-0.42四AB171.84656.370.17BC79.08484.77-0.15三AB190.28656.370.26BC113.97484.770.08二AB202.62656.370.32BC143.65484.770.28一AB215.05656.370.38BC162.14484.770.41〔二〕柱截面设计条件f’=360N/mm2

=f’y

=210N/mm2。柱的截面尺寸：底层600×600h01=650-40=610mm，h0=600-40=560mm。构造要求γRE=0.80三级抗震设防要求，框架柱纵筋最小配筋百分率应满足：0.7%，Asmin=0.007×600×560=2352mm2剪跨比和轴压比验算剪跨比宜大于2，三级框架轴压比应小于0.8，从下表中可见均满足要求。楼层五楼层五四三二一柱b(mm)h0(mm)Mc(kN•m)Vc(kN)N(kN)Mc/Vch0N/fcbh0边600560134.4698.52432.32.440.089973中600560138.49103.73496.812.380.103399边600560226176.481030.582.290.21449中600560224.34167.11230.772.400.256154边600560226.58169.81628.892.380.339013中600560262.9206.561964.742.270.408912边600560247.75191.322227.262.310.463549中600560299.49233.682698.642.290.561655边650610378.98156.622858.083.970.504075中650610444.61183.753463.953.970.610931计算要点： γN1① 1b

f1 y

REfbhc

ξ＞ξb时为Es cu小偏心受压柱。②ea20mmh/30两者中的较大值。1ei/h0≥0.3时，δ=1.0ei/h0＜0.3时，δ1=0.2+2.7ei/h0且≤1.0。1l0=0.7l。2⑤l0/h≤15时，δ2

=1.0；l0

/h且≤1.0。m

11400e/hi

(0)2lh 1l

2

m=1.0 Ne

Ne-(1-0.5)fbh2

A”

RE

A”

RE c 0 S 0

s f(hy 0

a)s

S 0 s

f(hy 0

a)s具体计算与配筋过程见以下两表。边柱组合方式边柱组合方式五层四层三层二层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxi 0 i 00M (KNm)107.5779.5140.18180.80154.1011.09181.2681.0642.29198.2089.26N (KN)286.18345.84264.62783.23824.46650.671179.871303.111020.851645.351781.81ξ0.0600.0720.0550.1630.1720.1350.2460.2710.2120.3420.371大小偏心大大大大大大大大大大大e=M/N0375.88229.90151.84230.84186.9117.04153.6362.2141.43120.4650.10e(m(mm)a2020202020202020202020e=e+e395.88249.90171.84250.84206.9137.04173.6382.2161.43140.4670.10h) 0.710.450.310.450.370.070.310.150.110.250.13δ11.01.01.01.01.00.3791.00.5960.4960.8770.538l (m)02.522.522.522.522.522.522.522.522.522.522.52l/h04.24.24.24.24.24.24.24.24.24.24.2δ21.01.01.01.01.01.01.01.01.01.01.0ε1.0571.0901.1311.0901.1091.2301.1301.1631.1821.1411.1732a”/hS0.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.143e(mm)678.38532.40454.34533.34489.41305.57456.13355.62332.59420.20342.20A=A”(mm2)S S103898464380<0<0<0<0<0<0<0实配钢筋4 204 204 204 20面积(mm2)1256125612561256ρ(%)S1.121.121.121.12-77-中柱组合方式中柱组合方式五层四层三层二层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxi 0 i 00M (KNm)110.7966.26110.79179.47121.75160.81210.3268.5210.32239.5971.99N (KN)295.86397.45295.86768.8984.62768.81227.861571.791227.751671.862158.91ξ0.0620.0830.0620.1600.2050.1600.2560.3270.2560.3480.449大小偏心大大大大大大大大大大大e=M/N0374.47166.71374.47233.44123.65209.17171.2943.58171.31143.3133.35e(m(mm)a2020202020202020202020e=e+e394.47186.71394.47253.44143.65229.17191.2963.58191.31163.3153.35h) 0.700.330.700.450.260.410.340.110.340.290.10δ11.01.01.01.00.8931.01.00.5071.00.9870.457l (m)02.522.522.522.522.522.522.522.522.522.522.52l/h04.24.24.24.24.24.24.24.24.24.24.2δ21.01.01.01.01.01.01.01.01.01.01.0ε1.0571.1211.0571.0891.1401.0981.1181.1791.1181.1361.1932a”/hS0.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.143e(mm)676.97469.21676.97535.94423.74511.67473.79334.99473.81445.51323.63A=A”(mm2)S S1070997106986<0<0<0<0<0<0<0实配钢筋4 204 204 204 20面积(mm2)1256125612561256ρ(%)S1.121.121.121.12-78---79-计算要点：γRE=0.85。λ=3。③V 1c RE

(0.2fbhc

)时截面满足要求。N＞0.3fcbh0.3fcbh计算。⑤1.05ftbh00.056N⑤

V时按构造配箍，否则按计算配箍。1

RE c2023mm1000mm。具体计算与配筋过程见以下两表边柱H边柱Hn(m)λ=H/(2h)nγRE CV0(KN)0.2fcbh0(KN)截面是否满足要求1.05fbhλ10.3fcbh(KN)N(KN)0.056Nt 01.05fbhλ1t0+0.056N(ASV)/sλf/fvc yv(%)加密区实配箍筋非加密区五层四层三层二层一层3.53.53.53.55.23.133.133.133.134.2683.74150.01144.33162.62133.13960.96960.96960.96960.961133.99满足满足满足满足满足126.13126.13126.13126.13148.841544.401544.401544.401544.401812.53345.84824.461303.111781.812286.4619.3746.1772.9799.78128.04145.49172.30199.10225.91276.88<0<0<0<0<00.4090.4090.4090.5450.6134Ф10@1004Ф10@1004Ф10@10