架空管道支墩计算书.docx
柱面设计执行规范：q混凝土结构设计规范JHGB5OOIO2O1O),本文简称彳混凝土规范3建筑抗慈设计规范(GB5<M)11-201(».本文简称抗毅烘他3tq筋：d-HPB300;D-HRB335:E-HRB400:F-RRB400：G-HRB500Q-HRBI-400;R-HRBI'5001已知条件及计算要求：(D已知条件:Ia形柱D=325mn计算长度1.-=7.O0m碎遍我等级C30.fc=1430N三5ft=1.43Ni11b;纵筋级别IIRH100.fy=36ONrmfy'=36OWn益筋级别HPB300.fy=270Nm1轴力设计值N=IO.OOkN矩设计值Mx=22.50kN.m.My=O.OOkN.mP-8效应柱端弯矩MXI=O.0OkN.mMx2=0.OOkNMy1.=O.OOkNMy2=0.OOkX剪力设计位Vy=10.OOkN.Vx=O.OOkN(2)计算要求:1 .正截面受压承我力计算2 .斜截面承我力计算内力设计值简图2P-6效应弯矩计算(1)考虑P-6效应X方向药矩设计值:M=M1根混凝土规范6.2.4计算绝对值较大掂附矩为O.C.4ZO.705ft.0.5X14.30X8295810000.00(325.00e,=nrar20.0.I=20.0mwiQ30.0/M=max(1.O,C加IIjI)”=mtx(1.0,0.70×6.17)x22-5O=97.25AVwt=M=97.25(kN.11>)(2)考虑k6效应Y方向弯矩设计值:W=M,根据混凝土知慈6.2.4计算绝对值较大雄弯矩为0C取0.7325.00I=20.0WWi30.0/NI0.5×14.30×82958三711111.1.0.I(X)OO.00-1.00JV7000×1.00/0.001300×+20.0KKXM).-6.17290.0A，二,Mar(1.O,CAM),V=mav(1.0.0.70×6.17)x0.00=0.00'.mM,=M=O.00(kN.m)3受压计算3.1轴压比3.1416×325*=82958mm10.00×IO314.3×829580.800.0+2(XXXX)×0.0033=9.7246m=9724.6m-0.0083.2偏压计算(1)计算相对界限受压区高度5,根据混凝土规范式6.2.7T:=0.5176(2)计笄轴向压力作用点小纲筋合力点距离0：/r=Q=-<jx=325-35=290阴?Af97.25EC=DN10.00eti-m(tx2O,d3O-20.0HrC1.CO+c-9724.6+20.0-9744.6”“”(3)计口配筋由混凝土猊蕊6.2.61=1.00由混凝土规数E.0.4-1,E,0.4-2,E.0.4-3并取等号：(,sin(2r)“1九八(IJ+(-,v八2 ($1.n(r)尸八/(e)+M>(r«,)f<,i",c十八，3 *Jra,三1.25-2上述三式迭代求解可得：a=0.3363,a.=O.5773,=261W3.3轴乐脸算(1)计算稳定系数4»1O_70D32521.5根据混凝土规范表6.2.15:插值计算构件的稳定系数中=0.632(2)计算配筋,根据泡凝土规范公式6.2.15:KH)OX1.O30.9x0.632-14.3x82958360.0-3246,mmJfZA-Onm-'但压计算配筋：A-2619m轴压计算配筋:A<=0nM计好配筋结果：A,=2619m'.=2619n11>3>P.1.,×A=O.0055×82958=456n11>-4受剪计算根据£混凝土规范36.3.15条，圆形截面按照等效惯性矩方柱计算：b=1.76Xr=1.76X163=286m,ho=1.6×r=1.60×1.63=26011m972456802+02-37.40+100OM*260=37.4>3.0,取入=3.0(1)截面验算,根据混凝土规能式6.3.I:hb=O.94,受剪截面系数取0.25Vc-IOMkN<025”JghQ-0.25×1,OO×14,3×286×260-265.84机截面尺寸满足要求.配筋计算根据混凝土规范式6.3.12:1.75V-f-0.07Af，>to1.75a10000-×1.43×286X260-0.07×10.00IO=(-0.530ntm"tnm3.00+1270.0x260计。推筋构造配筋As:EXPw11(ras+10)0.0020x(163-35+10)22=0.265fnnSr-a5÷15163-35+15-0.530),295=(AwMA0.265-0.180%)<=0.090%Ds295故箍筋配筋疑：As=O.265rH117m5配的筋(D纵筋：8E22(3041nn>P=3.6P>>s=261nn配筋满足.箍筋Y6200(283三n/P.,=0.09%)>Asvs=265m7i11.配筋满足,265,0.08%2619,3.16%计算钢筋面积筒图d60200(2831.0.09%)8E22(3041.3.67%)325蹄筒图
