条形基础计算书

1、A轴柱下条形基础设计9.1基础布置及尺寸确定本设计采用天然地基，地质资料如下表所示，本人计算A轴条形基础表9-1地基土层物理力学指标综合表地质资料土层号厚度(m)土质名称土容重r(kN/m3)承载力待征值fk(kN/m2)0.6杂填土189黄色粉质粘土19130.004.3灰色砂质粘土19120.0011灰色淤泥质粘土18705暗绿色粉质粘土20160未打穿灰色粉细砂19210表9-2A轴柱内力(恒载+活载标准值)统计框架轴编号1,72,3,4,5,6Mk(kNm)6.719.58Nk(kN)364.85521.21Vk(kN)-4.28-6.11MMk=9.58M5+6.71M2=61.32

2、kNm“Nk=521.215364.852=3335.75kN“Vk=-(6.1154.282)=-39.11kN底层墙重："gkl=7.8124.56-7.52.12.40.28560.452.12.46=159.89KN(1)条形基础沿三条纵向柱列分别设置。(2)条形基础两端各伸出柱边外：1 1一l0=一父4.5=1.125m,取1.150m,基础总长：6X4.5+2X1.15=29.3m4 4(3)基础图度h=7501125mm,取h=800mm64'(4)基础梁宽b=柱宽+100=400+100=500mm(5)基础埋深d-0.40.50.8-1.7m(6)基础底宽r

3、m=12.59kN/m218(0.4/20.5)190.2519-100.451.7查规范，因为e>0.85,彳4狐=0,”d=1.0fa=fak+"b(b3)+“drm(d0.5)=130+1.0x12.59尺(1.70.5)=145.11kN/m2cNk+底层墙重3335.75+159.89dB=1.03mlfa-rGd29.3145.11-201.25-100.45取B=2m9.2 基础承载力验算9.2.1 A轴持力层承载力验算基底平均压力:FkGkPk-3335.75159.89201.25100.4529.322_2=89.80kN/m:二fa=145.11kN/mP

4、kMaxFkGkMkFkr=AwGk6%Mk%VkhIB2»cc661.3239.110.8=89.8029.322_2=100.481kN/m二1.2fa=174.13kN/m综上，持力层地基承载力满足。9.3 A轴基础梁设计9.3.1 基础梁荷载计算表9-3A轴内力(恒+活设计值)统计框架轴编号1,72,3,4,5,6(1.35MS载+0.7M.4(1.35旭载+0.7M.4沛载)M(kNm)8.4612.08N(kN)471.25673.21V(kN)-5.39-7.70MM=8.46w2+12.08M5=77.32kNm%N=471.252673.215=4308.55kN%

5、V=5.3927.75=49.28kNPa4308.5529.3=147.05kN/m9.3.2 基础梁内力计算按连续梁求基础梁的内力，又由于基础梁及柱下竖向荷载均为对称，故在计算中利用其对称性，以加速计算过程。按规范规定，在比较均匀的地基上，上部结构刚度较好，荷载分布较均匀，条形基础梁的高度不小于1/6柱距时，地基反力可按直线分布，条形基础梁的内力可按倒置的连续梁计算，即倒梁法。(1)周端弯矩计算M12=1/2ql.2M23=-M32=M34=-M43=一二qlR3:319.28327.01:646.29R4334.722669.44=-1/2147.051.152=97.24KN.mM21

6、=1/8ql2-1/2M12=1/8147.054.52-1/297.24=323.60KN.m1,八2147.054.52=-248.15KN.m12(2)弯矩分配计算按连续梁计算基础梁内力的过程列于下表中0表9-4基础梁内力计算表(3)求支座剪力支座剪力计算剪力位置剪力值V=亘±M(KN)2lV1LV1L=一147.05父1.15=-169.11V1RV1R=(97.24-288.74)/4.5+147.05父4.5/2=288.31V2LV2L=1288.7497.24)/4.5+171.7父4.2/2】=-403.13V2RV2R=(288.68236.58)/4.5+147

7、.05黑4.5/2=342.44V3LV3L=(236.58288.68)/4.5+147.05父4.5/21=-319.28V3RV3R=(236.57-253.92)/4.5+147.05黑4.5/2=327.01V4LV3R=1253.92236.57)/4.5+147.05父4.5/2】=-334.72(4)求支座反力支座反力计算Ri：169.11288.31：457.42R2：403.13342.44:745.57(5)初步计算剪力图(6)弯矩调整计算计算支座反力”与原柱传来的竖向力相差超过5%,边福柱相差457.42-417.25=40.17kNt,中福柱相差745.57-673.

8、21=72.36kNt646.29-673.21=-26.92kN；,669.44-673.21=-3.77KN，把该差值均布分布在相应柱的两侧各1/3跨内作为调整反力，按连续梁计算调整内力q1=40.17/2.65=15.16kN/m(；);q2=72.36/3=24.12kN/m(；);q3=26.92/3=8.97kN/m(T;)q4=3.77/3=1.26kN/m(T)周端弯矩：Mio=1/215.161.152=10.41KN.mM12=10.41KN.m_2_2_2_2_M21=1/8qa(2-a/l)1/8qb(2-b/l)1/2M12=18.84-21.06-5.01=34.8

9、9KN.mM23=qa3(4-3a/l)/12l1/12qa2(6-8a/l3(a/l)2)=1.68-16.58=-14.90KN.mM32=qa3(43a/l)/12l1/12qa2(6-8a/l3(a/l)2)=4.52-6.17=-1.66KN.m322M34=qa(4-3a/l)/12l1/12qa(6-8a/l-3(a/l)=0.246.17=6.41KN.mM43=qa3(4-3a/l)/12l1/12qa2(6-8a/l-3(a/l)2)=T.67-0.87=2.54KN.m表9-5基础梁内力调整表工111111r11J18.97KN/mkZbKIN/ni计算间囹1lb.IbK

10、IS/m24.12KN/ji41S0.150011500,150015001500L1500.15001150011500支座1234分配系数0.430.570.50.5固端弯距Mg(kN-m)10.41-10.4134.89-14.90-1.666.41-2.54运算-8.60-11.39-5.70一2.85-0.811.42-0.812.851.42-0.41-0.210.210.10-0.040.10-0.06>-0.03支座弯矩(KN.m)10.41-10.4128.18-28.53-6.429.550.94弯矩图10.412彳.300.9400梁端剪力(KN)-18.1119.

11、76-27.9926.3711.22-5.774.46M1=-97.2410.41=-86.83KN,m,M2=-288.7028.30=-260.40KN.m_86.83244.58312.48(260.40)图9-1倒梁法求得最终弯矩图(kNm)_'M3=-236.58-8.00-244.58KN,m,M4=-253.920.94=-252.98KN.m各支座剪力：V1L=167.11-18.11=149.00KN.m,V1R=-288,3119.76=-268.55KN.m'V2L=403.13-27.99=375.14KN.m,V2r-342.4426.37-316.0

12、7KN.mV3319.2811.22=330.50KN.m,V3R=-327.01-5.77-332.78KN.m3L,3R(V4L=334,724.46=339.18KN.m各支座反力：R1=149,00268.55=417.55KN,m,R2=375,14316.07=691.21KN.m-''R3=330.50332.78=663.28KN.m,R4=339,182=678.36KN.m所得结果与原轴力相比相差不大，均不超过5%,满足要求，无需再调整。(7)最终内力图根据规范规定，当按倒梁法进行计算时，此时边跨跨中弯矩及第一内支座的弯矩值宜乘以1,2系数。得到最终内力图如

13、下：238.33(198.61)119,73123.44339.18375.14330.50149.00268.55316.07332.78图9-2倒梁法求得最终剪力图(kN)9.3.3 基础梁配筋计算(1)正截面配筋计算基础梁截面尺寸取为500mrK800mm；有效高度h0=h-os=800-40=760mm；混凝土强度等级C30;钢筋为HPB400级钢筋。表9-6基础梁配筋表支座1A跨跨中支座2第二跨跨中支座3第三跨跨中支座4M(kNm)86.83238.33312.48119.73244.58123.44252.44M0s-2fcbhb20.0210.0580.0760.0290.059

14、0.0300.061J7-20ts0.0210.0600.0790.0290.0610.0300.063#bhJc/2A=(mm)fy316.98905.671192.46437.74920.76452.83950.95选取配筋5118411851184118511841185118实际1272101712721017127210171272正截面配筋率：P=1017=0.3%>Pmin=maxb.2%,0.45f"fy=0.2%,满足500800y要求。(2)斜截面配筋箍筋采用，8,四肢箍。hw/b=760/500=1.52<4,0.25-cfcbho0.251.014

15、.3500760=1359KNVmax=375.14KN,ccmax截面尺寸满足要求。0.7ftbh0=0.7父1.43M500M760=391.38KN>Vmax=375.14KN,按构造配筋即可。取PsvuAsv/bSuPsvmn=0.24f"fyv=1.27父10r得Asv/s=0.762,As3s=0.191。因此，配置,8200(近支座处加密,8100),此时Asv1/S=50.30/200=0.252>0.191。9.3.4 翼板的承载力计算计算基底净反力，取竖向最大的一个单元进行计算工M=8.46x2+12.08M5=77.32kNm%N=471.25267

16、3.215=4308.55kN%V=5.3927.75=49.28kN“gl=1.35159.89=215.85KNPMax“Nvgl6MVH=+2=BLLB24308.55215.85677.3249.280.82=83.19KN/M229.329.322PMin“N一三史6MVH4308.55215.85BLLB2-229.3677.3249.280.82=71.23KN/M29.3229.3.5 计算翼板根部的内力及配筋计算翼板根部内力计算(1)翼板根部的剪力:px=pmax1250pmin50=83.19125071.2350=78.71KN/m22000200020002000V=(

17、%axPx)/20.751=(83.1978.71)/20.751=60.71KN(2)翼板根部的最大弯矩：M=(PmaxPx)/20.752/21=(83.1978.71)/20.752/2122.77KN.m9.3.6 翼板底部受力钢筋配置翼板为250mm-400mm变截面板，翼板根部高度为400mm,有效高度h0=h-40=360mm,所需钢筋面积：As-M0.9fyh022.771060.9360360=195.22mm2选用-8200o示配筋393mm2195.22mm29.3.7 翼板斜截面承载力验算0.07fcbh0=0.07x1.43x1000x360=360.36KN>V=60.71KN,根部图度满