柱截面设计(ZJM-1).docx
柱截面设计(ZJM-I)期核项目名称构件编号日设计校对审执行规范：混凝土结构设计规范(GB50010-2010),本文简称混凝土规范建筑抗震设计规范(GB50011-2010),本文简称抗震规范钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF5001己知条件及计算要求：(1)己知条件：矩形柱b=550mm,h=550nm计算长度L=LOom碎强度等级C30,fc=14.30Nrnft=l.43Nmm,纵筋级别HRB400,fy=360Nmmfy,=360Nmm2箍筋级别HRB400,fy=360Nmm2轴力设计值N=100.OOkN弯矩设计值Mx=50.OOkN.m.My=50.OOkN.m剪力设计值Vy=20.OOkN,Vx=20.OOkN(幻计算要求，1 .正截面受压承载力计算2 .斜截面承载力计算3 .裂缝计算内力设计管筒图2受压计算2. 1轴压比A=b×h=55O×55O=302500mm22. 2受压计算双向偏心受压采用混凝土规范式6.2.21-3验算：（NUX及NUy计算时，只考虑弯矩作用方向的对边纵筋，忽略侧边纵筋）经试算，取每侧全部纵筋面积：A«-605mmA"二605InnT,四根角筋总面积近似按1018mf代入公式验算如下：31N=100.00×10<I1IN”NityNuo13=194.22x10'111+-3733713733714810465结论：满足！X方向单边：A*=605mm'p.in×A=0.0020×302500=605mm,取A"=605mm'y方向单边：Aw=605mm'WPn>n×A=0.0020X302500=605mm,¾Asr=605mm全截面：As=2XA,+2XA-4XAsj=1402mm,iWPiImXA=O.0055X302500=166411/（A,为一根角筋的面积），取A,=1664mm将纵筋按边长分配可得：A=x=416mm；AsyM16mm2验算一边最小配筋：AN=605mm'<1,i11×A=0.0020×302500=605mm",取A*605m此时：A=227<Pnin×A=0.0020×302500=605三¾Ahy=605mm验算边最小胃己筋：sy=605mm2<PninX=0.0020×302500-605mm2,取A、二605m?此时：Asx=227mm2<Pni11×=0.0020×302500=605mm取A*65m11r'3受剪计算3. 1X方向受剪计算 = aM550 35 =515 Em50000000= 4.85VA0 20000 × 515 x=4. 9 > 3. 0,取入产3. 0(1)截面验算，根据混凝土规范式6.3.1:hb=O. 9 4,受剪截面系数取0.25V=20.00kN <0.25“ JC方a。= 0.25×1.00×14.3x550x515 = IOI262kN 截面尺寸满足要求。配筋计算根据混凝土规范式6. 3. 12:1.75AV-JVX4 + 1乙 Bg -(Io7N20000-f yv - 0L753× 1.43x550x515 -0.07×l00.×103.00 + 1(-0.886 jnm" mm36O.O×515箍筋最小配筋率：040%由于箍筋不加密，故Pvt11=0.4%XO.5=0.2%计算箍筋构造配筋A,*/s:4 svminminhh0.0020x550×5502=r,.=,、=0.605mm力IwlS6-2(S-IO)+力-2($-10)550-2×(35-10)+550-2×(35-10)Asi，X0.886Aa而0.605=-0.161%<=0.110%hs550hs550故箍筋配筋量：Asvs=O.605m7m5 .2y方向受剪计算=-$=55035=515mmM50000000.*V=4*85'Vh02OOOO×515y=4.9>3.0,取A尸3.0(1)截面验算，根据混凝土规范式6.3.1:hb=O.94,受剪截面系数取0.25Vy=20.0Ojw<O.25flcfchho=0.25×l.00×14.3×550×515=IOl2.62AN截面尺寸满足要求，(2)配筋计算根据混凝土规范式6.3.12:SVyS20000 -1.75V-frbh-0.07N.753x1.43×55O×515-0.07×100.00×10*3.00+1,、2=(0.886 mm * mm36O.O×515箍筋最小配筋率：0.40%由于箍筋不加密，故P "in=0. 4%X0. 5=0. 2%计算箍筋构造配筋A,m/s:AWm加Pmi”bh一0.20×550550S>-2(as-IO)+-2(j-10)550-2x(35-10)+550-2x(35-10)ASVy0.886AsW”加0.605=-0.161%<=0.110%bs550bs550故箍筋配筋量：As,s=O.605mm7三3. 3Xy双向受剪计算(1)截面验算，根据混凝土规范式6.3.16:计算剪力V的作用方向与X轴的夹角0:/VF/200fi0"=artan=atanI=0.785VxI20000/V=20.JlN<0.25CJjmOCOs(夕)=0.25×1.0×14.3×55O×515×0.707=716.03kNX向截面尺寸满足要求。%,=20.00JtN<O.25/fc/.feAosin(i»)=0.25×1.0×143×550×515×0.707=716.03kNy向截面尺寸满足要求。(2)配筋计算;根据混凝土规范6.3.17,经试算，X向和y向箍筋构造配筋即可满足要求：MOminhh0.20×550×550h-2(as-10)+A-2(s-10)550-2x(35-10)+55O-2×(35-10)双向受剪计算的箍筋需符合单向受剪计算出的箍筋比例，此时：Wy2=0.605mmnmG$1嗔=l.×0.605=0.605三"mm此时：1.75/yv*$VXbOVwx=/.o+÷0.07V#y+IS20.605 mm mm0.605 mm 力?1.753.00l.43×550×515÷360.0×0.605×515+0.07×100.00×10=296375N+1L =1.75.f,bh0 + 尸4h5KyC3W"0+0.07N1.753×1.43×55O×515+360.0×0.605×515+0.07100.×10=296375N3.00+I根据混凝土规范式6.3.17-1和6.3.17-2:4配置钢筋(1)上部纵筋:3E18(763mm2P=0.25%)>As=605mm2,配筋满足。(2)下部纵筋:3E18(763nWP=0.25%)>As=605mm配筋满足。(3)左右纵筋：lE12(113mm°P=0.04%)全侧配筋As=622mfi>As=605mm配筋满足。竖向箍筋:E8200三肢箍(754mm½p5r=0.14%)>Asvs=605mm7m,配筋满足。(5)水平箍筋：E8200三肢筋(754mm"mPs,=0.14%)>Asvs=605mm,配筋满足。5裂缝计算5.1左右侧裂缝计算(1)根据混凝土规范第7.1.2注3),偏压计算时e°h=(0/150)/0.515=0.OQC=0.55,不需要验算裂缝.5.2上下侧裂缝计算(1)截面有效高度：力0=人一$=550-35=515mm(2)受拉钢筋应力计算，根据混凝土规范式7.L4-4:Mk80.00n=0.533，=533.3mmUNL15000取Q产LOh550Vc=-«=-35=240"S2*2e=ffse0+y$=l.OOOO×533+240=773V=0Z=0.87-O.I2(1-Jf)(A°)"o=0.87-0.12x(I-0.00)x(；)×515=420yv*(e)150000.0(773-421)2，*=164.74657mmASZ763×421(3)按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率，根据混凝上规范式7.1.2-4;2A%=G5bh=0.5550550=151250mmas+ap763+0=0.0050Are151250Pu=0.0050<0.01,取P<=0.01(4)裂缝间纵向受拉钢筋应变不均匀系数，根据混凝土规范式7.1.2-2:065ftk0.65×2.01=1.1-=一=0.3070ptens0.01X164.7465受拉区纵向钢筋的等效直径九：=18mwI%根据混凝土规范表7.1.27构件受力特征系数tr=1.9：(5)最大裂缝宽度计算，根据混凝土规范式7.1.2-1：3=)max=。cr'口IL9j+0.08:3e/164.75/18.0=1.9×0.3070×X1.9×25+0.08×=0.092帆帆2000(X)0.0100/5.3裂缝计算结果Wls=max0.000,0.092=0.092mm<Wm=0.400mm,满足。605,0.20%605,0.11%600.20%605,0.20%5503E18(7631 0.25%, -254)计算懒面积简图3E18(763, 0125% -254)550E8200(754,0.14%)!E12(11310.04%,+254)配筋简图【理正结构设计工具箱软件7.0计算日期：2023-08,716:34:19
