框架kj-3设计计算书毕业论文

'第5章框架KJ-3设计5.1结构布置及结构简图的确定5.1.1框架结构计算尺寸的确定A．跨度取柱中心线之间的距离，为7200mm。B．底层高度取基础顶面到二层楼面板顶面之间的距离，室内外高差为300mm，假定室外地坪至基础顶面之间的距离为500mm。H1=3900+500+300=4700mmC．二、三层高度取楼板（屋面板）顶面到楼板顶面之间的距离，即H2=H3=3600mmD．节点对现浇整体式框架，梁柱节点为刚接，底层柱端为固定支座。5.1.2计算简图图5-1横向框架计算简图 5.2框架KJ-3梁、柱线刚度的计算表5-1梁柱线刚度构件构件位置截面b×h()跨度l（m）杆件线刚度ic=(kN·m)梁A1B1跨300×7007.27.15×104B1C1跨300×7007.25.36×104A2B2跨300×7007.27.15×104B2C2跨300×7007.25.36×104A3B3跨300×7007.27.15×104B3C3跨300×7007.27.15×104中柱三层350×5003.63.04×104二层350×5003.63.04×104底层350×5004.72.33×104边柱三层350×4003.61.56×104二层350×4003.61.56×104底层350×4004.71.19×104备注砼C30，Ec=3.0×104N/mm²对现浇楼盖，边跨梁I=1.5I0，中框架梁取I=2.0I0某节点的弯矩分配与该节点所连接的所有构件线刚度成比例，线刚度大的分配系数大。任何节点所连接构件的分配系数之和为1，具体如下表计算：表5-2梁柱弯矩分配系数表节点线刚度×104kN·m分配系数节点线刚度×104kN·m分配系数节点线刚度×104kN·m分配系数A30.82B30.41C30.820.180.180.180.41A20.15B20.16C20.180.700.390.640.150.160.18续表5-20.29 A10.16B10.17C10.190.720.400.660.120.130.150.305.3KJ-3的结构构件尺寸及线刚度、弯矩分配图5-2KJ-3结构尺寸线刚度弯矩分配示意图5.4内力计算简图恒荷载作用下的内力计算简图： 图5-3恒载作用下KJ-3计算简图5.5框架KL-3竖向恒载作用内力计算表5-3屋面恒荷载统计恒荷载种类恒荷载标注值女儿墙重0.2×0.54×7.5+0.06×0.26×25=1.2kN/m女儿墙内外粉刷(0.02×0.6)×17+（0.005×0.6﹚×20+(0.02×0.6)×17=0.468kN/m小计1.668kN/m180高砖墩上搁600×600×40预制钢筋混凝土板0.04×25=1kN/m240mm厚C20细石混凝土防水层（内配ф6@200双向钢筋），随捣随抹光g=25kN/m30.04×25=1kN/m220mm厚1:3水泥砂浆找平层g=20kN/m30.02×20=0.4kN/m2 50~200mm厚膨胀珍珠岩保温找坡层g=10kN/m30.125×10=1.25kN/m220mm厚1:3水泥砂浆找平层上做油膏、胶泥一度隔气g=20kN/m30.02×20=0.4kN/m2现浇钢筋混凝土屋面板g=25kN/m30.10×25=2.5kN/m215mm厚1:2:4混合砂浆粉底g=17kN/m30.015×17=0.255kN/m2小计6.805kN/m2KL-A(C)梁自重(0.5-0.10)×0.25×25=2.5kN/mKL-A(C)梁内侧粉刷(0.5-0.10)×0.02×17=0.136kN/mKL-A(C)梁外侧粉刷(0.02×0.5)×17+（0.04×0.5）×6+（0.005×0.5﹚×20=0.34kN/m小计2.976kN/mKL-B梁自重(0.5-0.10)×0.25×25=2.5kN/mKL-B梁内侧粉刷(0.5-0.10)×0.02×2×17=0.272kN/m小计2.772kN/mCL-1(2)（3）梁自重(0.4-0.10)×0.2×25=1.5kN/mCL-1(2)（3）梁内侧粉刷(0.4-0.10)×0.02×2×17=0.204kN/m小计1.704kN/mKL-3梁自重(0.70-0.10)×0.3×25=4.5kN/mKL-3梁两侧粉刷(0.70-0.10)×0.02×2×17=0.408kN/m小计4.908kN/mG31女儿墙传来1.668×4.5=7.51kNKL-A梁传来2.976×4.5=13.39kN板传来6.805×4.5×1.8/2=27.56kN小计50.95kNG32CL梁传来1.704×4.5=7.67kN板传来6.805×4.5×1.8=55.12kN 小计62.79kNG33CL梁传来1.704×4.5=7.67kN板传来6.805×4.5×1.8=55.12kN小计62.79kNG34CL梁传来1.704×4.5=7.67kN板传来6.805×4.5×1.8=55.12kN小计62.79kNG35KL-B梁传来2.772×4.5=12.474kN板传来0.928×6.805×2.4/2×4.5+6.805×4.5×1.8/2=61.66kN小计74.13kNG35CL梁传来1.704×4.5=7.67kN板传来0.928×6.805×2.4×4.5=68.20kN小计75.87kNG37G37CL梁传来1.704×4.5=7.67kN板传来0.928×6.805×2.4×4.5=68.20kN小计75.87kNG38女儿墙传来1.668×4.5=7.51kNKL-C梁传来2.976×4.5=13.39kN板传来0.928×6.805×1.2×4.5=34.10kN小计55.00kNM31外偏50.95×0.075=3.82kN·mM32外偏55.00×0.075=4.13kN·mg31KJ-3梁均布荷载4.91kN/mg32KJ-3梁均布荷载4.91kN/m板的三角形荷载2×6.805×5/8×2.4/2=10.208kN/m小计15.12kN/m 表5-4二层恒荷载统计恒荷载种类恒荷载标注值8mm厚600*600防滑地砖面层g=22kN/m30.012×22=0.264kN/m210mm厚1:2水泥砂浆结合层g=20kN/m30.01×20=0.2kN/m220mm厚1:3水泥砂浆面层g=20kN/m30.02×20=0.4kN/m2现浇钢筋混凝土楼面板g=25kN/m30.10×25=2.5kN/m215mm厚1:2:4混合砂浆粉底g=17kN/m30.015×17=0.255kN/m2小计3.619kN/m2KL-A(C)梁自重(0.5-0.10)×0.25×25=2.5kN/mKL-A(C)梁内侧粉刷(0.5-0.10)×0.02×17=0.136kN/mKL-A(C)梁外侧粉刷(0.02×0.5)×17+（0.04×0.5）×6+（0.005×0.5﹚×20=0.34kN/m小计2.976kN/mKL-B梁自重(0.5-0.10)×0.25×25=2.5kN/mKL-B梁内侧粉刷(0.5-0.10)×0.02×2×17=0.272kN/m小计2.772kN/mCL-1(2)（3）梁自重(0.4-0.10)×0.2×25=1.5kN/mCL-1(2)（3）梁内侧粉刷(0.4-0.10)×0.02×2×17=0.204kN/m小计1.704kN/mKL-3梁自重(0.70-0.10)×0.3×25=4.5kN/mKL-3梁两侧粉刷(0.70-0.10)×0.02×2×17=0.408kN/m小计4.908kN/m外墙自重（3.6-0.5）×0.2×7.5+（3.6-0.5）×0.02×17+（3.6-0.5）×0.04×6+（3.6-0.5）×0.005×20+（3.6-0.5）×0.02×17=7.812kN/m铝合金节能窗重0.45kN/m2纵向内墙自重（纵向框架梁（3.6-0.5）×0.2×7.5+2×（3.6-0.5）×0.02×17=6.758kN/m KL-B下）纵向内墙自重（纵向次梁下）（3.6-0.4）×0.2×7.5+``2×（3.6-0.4）×0.02×17=6.976kN/m横向内墙自重（3.6-0.7）×0.2×7.5+2×（3.6-0.7）×0.02×17=6.322kN/mG11G11外砖墙自重7.812×4.5-7.5×2.1×2.4×0.285=24.381kN铝合金节能窗重2.1×2.4×0.45=2.268kNKL-A梁传来2.976×4.5=13.392kN板传来3.619×4.5×1.8/2=14.657kN柱自重0.35×0.4×3.6×25-0.3×0.7×0.35×25=10.76kN小计65.46kNG12CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN小计36.98kNG13CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN小计36.98kNG14CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN纵向内墙传来（纵向次梁下）6.976×4.5=31.392kN小计68.37kNG15KL-B梁传来2.772×4.5=12.474kN板传来0.928×3.619×2.4/2×4.5/2+3.619×4.5/2×1.95/2+3.619×4.5×1.8/2=31.664kN纵向内墙传来（纵向框架梁KL-B下）6.758×4.5/2=15.205kN柱自重0.35×0.5×3.6×25-0.3×0.7×0.35×25=13.91kN小计73.25kN TG11TL传来15.19×3.3/2=25.06kN楼梯横梁及墙传来(7.2×0.25×0.45×25+6.322×7.2)×1.2/4.5=17.538kNPTB传来[1-2×(1.85/2/3.3)2+(1.85/2/3.3)3]×3.44×1.85/2×3.3/2=4.541kNTB传来6.416×(3.9/2×3.3/2+3.3/2×3.3/2)=38.11kN小计85.25kNG16CL梁传来1.704×4.5/2=3.834kN板传来0.928×3.619×2.4×4.5/2=18.136kN小计21.97kNG17CL梁传来1.704×4.5/2=3.834kN板传来0.928×3.619×2.4×4.5/2=18.136kN小计21.97kNTG12梯柱传来（0.2×0.25×（5.7-3.9）-0.2×0.35×0.2）×25=1.9kNTL传来15.19×3.3/2=25.06kNPTB传来[1-2×(1.85/2/3.3)2+(1.85/2/3.3)3]×3.44×1.85/2×3.3/2=4.541kNTB传来6.416×3.3/2×3.3/2×2=34.94kN合计66.44kNG18外砖墙自重7.812×4.5-7.5×2.1×2.4×0.285=24.381kN铝合金节能窗重2.1×2.4×0.45=2.268kNKL-C梁传来2.976×4.5=13.392kN板传来0.928×3.619×4.5/2×2.4/2=9.068kN柱自重0.35×0.4×3.6×25-0.3×0.7×0.35×25=10.76kN小计59.87kNM11外偏65.46×0.075=4.91kN·mM12外偏59.87×0.075=4.49kN·mKJ-3梁均布荷载4.908kN/m g11横向内墙自重6.322kN/m小计11.23g12KJ-3梁均布荷载4.908kN/m板的三角形荷载3.619×5/8×2.4/2=2.71kN/m横向内墙自重6.322kN/m小计13.94kN/m表5-5三层恒荷载统计G21外砖墙自重7.812×4.5-7.5×2.1×2.4×0.285=24.381kN铝合金节能窗重2.1×2.4×0.45=2.268kNKL-A梁传来2.976×4.5=13.392kN板传来3.619×4.5×1.8/2=14.657kN柱自重0.35×0.4×3.6×25-0.3×0.7×0.35×25=10.76kN小计65.46kNG22CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN小计36.98kNG23CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN小计36.98kNG24CL梁传来1.704×4.5=7.668kN板传来3.619×4.5×1.8=29.31kN小计36.98kNG25KL-B梁传来2.772×4.5=12.474kN板传来0.928×3.619×2.4/2×4.5/2+3.619×4.5/2×1.95/2+3.619×4.5×1.8/2=31.664kN柱自重0.35×0.5×3.6×25-0.3×0.7×0.35×25=13.91kN小计58.64kN G26KL-B梁传来2.772×4.5/2=6.237kN板传来0.928×3.619×2.4×4.5/2=18.136kN小计24.37kNG27KL-B梁传来2.772×4.5/2=6.237kN板传来0.928×3.619×2.4×4.5/2=18.136kN小计24.37kNTG21TL传来15.19×3.3/2=25.06kN楼梯横梁及墙传来(7.2×0.25×0.45×25+6.322×7.2)×1.2/4.5=17.538kNPTB传来[1-2×(1.85/2/3.3)2+(1.85/2/3.3)3]×3.44×1.85/2×3.3/2=4.541kNTB传来6.416×3.3/2×3.3/2=17.47kN小计64.61kNG28外砖墙自重7.812×4.5-7.5×2.1×2.4×0.285=24.381kN铝合金节能窗重2.1×2.4×0.45=2.268kNKL-C梁传来2.976×4.5=13.392kN板传来0.928×3.619×4.5/2×2.4/2=9.068kN柱自重0.35×0.4×3.6×25-0.3×0.7×0.35×25=10.76kN小计59.87kNM21外偏65.46×0.075=4.91kN·mM22外偏59.87×0.075=4.49kN·mg21KJ-3梁均布荷载4.908kN/m小计4.91kN/mg22KJ-3梁均布荷载4.908kN/m板的三角形荷载3.619×5/8×2.4/2=2.71kN/m横向内墙自重6.322kN/m小计13.94kN/m 5.6固端弯矩计算表5-6固端弯矩计算表A3B3跨计算简图-21.20-63.575-21.191-56.511=-162.4821.20+21.191+63.575+56.511=162.48-1/12×4.91×7.2²=-21.201/12×4.91×7.2²=21.20-62.79×1.8×5.4²/7.2²=-63.57562.79×1.8²×5.4/7.2²=21.191-62.79×1.8²×5.4/7.2²=-21.19162.79×1.8×5.4²/7.2²=63.575-1/8×62.79×7.2=-56.5111/8×62.79×7.2=56.511B3C3跨计算简图-121.392-65.32=-186.71121.392+65.32=186.71 -75.87×（2.4×4.8²+4.8×2.4²）/7.2²=-121.39275.87×（2.4×4.8²+4.8×2.4²）/7.2²=121.392-1/12×15.12×7.2²=-65.321/12×15.12×7.2²=65.32A2B2跨计算简图-21.211-37.442-12.480-33.282=-104.4221.211+12.480+37.442+33.282=104.42-1/12×4.91×7.2²=-21.2111/12×4.91×7.2²=21.211-36.98×1.8×5.4²/7.2²=-37.44236.98×5.4×1.8²/7.2²=12.480-36.98×5.4×1.8²/7.2²=-12.48036.98×1.8×5.4²/7.2²=37.442-1/8×36.98×7.2=-33.2821/8×36.98×7.2=33.282B2C2跨计算简图 -38.992-66.987-60.221=-166.2038.992+24.881+60.221=124.09-24.37×（2.4×4.8²+4.8×2.4²）/7.2²=-38.99224.37×（2.4×4.8²+4.8×2.4²）/7.2²=38.992-64.61×1.95×5.25²/7.2²=-66.98764.61×5.25×1.95²/7.2²=24.881-1/12×13.94×7.2²=-60.2211/12×13.94×7.2²=60.221A1B1跨计算简图-48.514-37.442-23.075-33.282=-142.3148.514+12.480+69.225+33.282=163.50-11.23×7.2²/12=-48.51411.23×7.2²/12=48.514-36.98×1.8×5.4²/7.2²=-37.44236.98×5.4×1.8²/7.2²=12.480-68.37×5.4×1.8²/7.2²=-23.07568.37×5.4²×1.8/7.2²=69.225 -36.98×3.6×3.6²/7.2²=-33.28236.98×3.6×3.6²/7.2²=33.282B1C1跨计算简图-35.15-88.39-60.22-23.47=-207.2335.15+32.83+60.22+67.86=196.06-21.97×（2.4×4.8²+4.8×2.4²）/7.2²=-35.1521.97×（2.4×4.8²+4.8×2.4²）/7.2²=35.15-85.25×1.95×5.25²/7.2²=-88.3985.25×5.25×1.95²/7.2²=32.83--1/12×13.94×7.2²=-60.221/12×13.94×7.2²=60.22-66.44×5.35×1.85²/7.2²=-23.4766.44×1.85×5.35²/7.2²=67.865.7节点不平衡弯矩计算表5-7节点不平衡弯矩计算节点不平衡弯矩值（kN·m）A3B3C3A2 B2C2A1B1C15.8利用弯矩二次分配法求各杆端弯矩图5-4恒载作用下二次弯矩法求杆端弯矩5．9梁剪力及跨间最大弯矩MmaxA.梁剪力及胯间最大弯矩表5-8梁剪力及胯间最大弯矩Mmax计算 构件计算过程A3B3计算简图()()()A2B2计算简图 ()()()A1B1计算简图()()()B3C3计算简图 ()()B2C2计算简图()()() B1C1计算简图()()()()备注：弯矩逆时针为正B.柱剪力计算表5-9柱剪力计算表构件计算简图M图V图 A3A2A2A1A1A0B3B2 B2B1B1B0C3C2C2C1 C1C0C.柱轴力计算表5-10柱轴力计算构件计算简图柱顶轴力柱底轴力轴力图A3A2A2A1A1A0 B3B2B2B1B1B0 C3C2C2C1C1C0D.内力图绘制 图5-5恒载作用下弯矩图 图5-6恒载作用下剪力图图5-7恒载作用下轴力图5.10框架KJ-3在竖向活荷载作用下内力计算活荷载按满布考虑 5.10.1计算简图活荷载作用下的内力计算简图：图5-8活载作用下KJ-3计算简图表5-10屋面活荷载统计活荷载种类活荷载标准值Q31(KN)0.5×4.5×1.8/2=2.03M31(KN.m)2.03×0.075=0.15Q32-Q34(KN)0.5×4.5×1.8=4.06Q35(KN)0.5×4.5×1.8/2+0.928×0.5×4.5×2.4/2=4.53 Q36(KN)0.928×0.5×4.5×2.4=5.01Q37(KN)0.928×0.5×4.5×2.4=5.01Q38(KN)0.928×0.5×4.5×2.4/2=2.51M38(KN.m)2.51×0.075=0.19q3(KN/m)三角形荷载折算为均布荷载5/8×0.5×2.4/2×2=0.75表5-11三层活荷载统计活荷载种类活荷载标注值Q21(KN)3.0×4.5×1.8/2=12.15M21(KN.m)12.15×0.075=0.91Q22–Q24(KN)3.0×4.5×1.8=24.30Q25(KN)3.0×4.5×1.8/2+0.928×3.0×4.5/2×2.4/2+3.0×1.95/2×3.3/2=24.49Q26(KN)0.928×3.0×4.5/2×2.4=15.03Q27(KN)0.928×3.0×4.5/2×2.4=15.03Q28(KN)0.928×3.0×4.5/2×2.4/2=7.52M22(KN.m)7.52×0.075=0.56q2(KN/m)三角形荷载折算为均布荷载5/8×3.0×2.4/2=2.25TQ21(KN)PTB传来3.0×1.95/2×3.3/2=4.83kNTB传来3.0×3.3/2×3.3/2=8.17kN小计13.00kN表5-12二层活荷载统计活荷载种类活荷载标注值Q11(KN)2.5×4.5×1.8/2=10.13 M11(KN.m)10.13×0.075=0.76Q12–Q14(KN)2.5×4.5×1.8=20.25Q15(KN)2.5×4.5×1.8/2+0.928×2.5×4.5/2×2.4/2+2.5×1.95/2×3.3/2=20.41Q16(KN)0.928×2.5×4.5/2×2.4=12.53Q17(KN)0.928×2.5×4.5/2×2.4=12.53Q18(KN)0.928×2.5×4.5/2×2.4/2=6.27M12(KN.m)6.27×0.075=0.47q1(KN/m)三角形荷载折算为均布荷载5/8×2.5×2.4/2=1.88TQ11(KN)PTB传来3.0×1.95/2×3.3/2=4.02kNTB传来3.0×(3.3/2×3.3/2+3.3/2×3.3/2)=16.34kN小计20.36kNTQ12(KN)PTB传来3.0×1.85/2×3.3/2=4.02kNTB传来3.0×(3.9/2×3.3/2+3.3/2×3.3/2)=17.82kN小计21.84kN5.10.2固端弯矩计算表5-13固端弯矩计算表A3B3跨计算简图-4.11-1.37-3.65=-9.131.37+4.11+3.65=9.13-4.06×1.8×5.4²/7.2²=-4.114.06×1.8²×5.4/7.2²=1.37 -4.06×1.8²×5.4/7.2²=-1.374.06×1.8×5.4²/7.2²=4.11-1/8×4.06×7.2=-3.651/8×4.06×7.2=3.65B3C3跨计算简图-8.02-3.24=-11.268.02+3.24=11.26-5.01×（2.4×4.8²+4.8×2.4²）/7.2²=-8.025.01×（2.4×4.8²+4.8×2.4²）/7.2²=8.02-1/12×0.75×7.2²=-3.241/12×0.75×7.2²=3.24A2B2跨计算简图-24.60-8.20-21.87=-54.678.20+24.60+21.87=54.67 -24.30×1.8×5.4²/7.2²=-24.6024.30×5.4×1.8²/7.2²=8.20-24.30×5.4×1.8²/7.2²=-8.2024.30×1.8×5.4²/7.2²=24.60-1/8×24.30×7.2=-21.871/8×24.30×7.2=21.87B2C2跨计算简图-24.05-13.48-9.72=-47.2524.05+5.01+9.72=38.78-15.03×（2.4×4.8²+4.8×2.4²）/7.2²=-24.0515.03×（2.4×4.8²+4.8×2.4²）/7.2²=24.05-13.00×1.95×5.25²/7.2²=-13.4813.00×5.25×1.95²/7.2²=5.01-1/12×2.25×7.2²=-9.721/12×2.25×7.2²=9.72 A1B1跨计算简图-20.50-6.83-18.23=-45.566.83+20.50+18.23=45.56-20.25×1.8×5.4²/7.2²=-20.5020.50×5.4×1.8²/7.2²=6.83-20.25×5.4×1.8²/7.2²=-6.8320.25×5.4²×1.8/7.2²=20.50-20.25×3.6×3.6²/7.2²=-18.2320.25×3.6×3.6²/7.2²=18.23B1C1跨计算简图-20.05-21.11-8.12-7.71=-56.9920.05+7.84+8.12+22.31=58.32-12.53×（2.4×4.8²+4.8×2.4²）/7.2²=-20.0512.53×（2.4×4.8²+4.8×2.4²）/7.2²=20.05-20.36×1.95×5.25²/7.2²=-21.1120.36×5.25×1.95²/7.2²=7.84- -1/12×1.88×7.2²=-8.121/12×1.88×7.2²=8.12-21.84×5.35×1.85²/7.2²=-7.7121.84×1.85×5.35²/7.2²=22.315.10.3节点不平衡弯矩计算表5-14节点不平衡弯矩计算节点不平衡弯矩值（kN·m）A3B3C3A2B2C2A1B1C15.10.4利用弯矩二次分配求各杆端弯矩 图5-9活荷载作用下二次弯矩分配法求杆端弯矩 5.10.5梁剪力及跨间最大弯矩Mmax表5-15梁剪力及胯间最大弯矩Mmax计算构件计算过程5.9梁剪力及跨间最大弯矩MmaxA3B3计算简图()()()A2B2计算简图() ()()A1B1计算简图()()()B3C3计算简图() ()B2C2计算简图()()()B1C1计算简图 ()()()()备注：弯矩逆时针为正5.10.6柱剪力计算表5-16柱剪力计算表构件计算简图A3A2A2A1 A1A0B3B2B2B1B1B0 C3C2C2C1C1C05.10.7柱轴力计算表5-17柱轴力计算构件计算简图柱顶轴力柱底轴力A3A2 A2A1A1A0B3B2 B2B1B1B0C3C2 C2C1C1C05.10.8绘制内力图 图5-10活载作用下弯矩图图5-11活载作用下剪力图 图5-12活载作用下轴力图5.11框架KJ-3风荷载作用下内力计算5.11.1风荷载计算简图的确定已知基本风压W0=0.55kN/m2，地面粗糙类别为B类，KJ-3承受的风荷载计算宽度为B=4.5，根据公式，其中：风振系数。迎风和背风面风荷载体形系数分别取和。风压高度系数取：底层:,二层：,三层：,女儿墙：,因此： 图5-13风荷载示意图为了便于计算，假设梁没有变形，可将均布荷载简化为作用于框架节点上的集中水平荷载标准值：节点A1：节点A2：节点A3：结构计算简图如图所示：图5-14左风荷载作用结构计算简图5.11.2修正后的柱侧向刚度D的计算 采用D值法计算内力，计算过程见下表表5-18D值计算柱号层号K（kN/m）A31.005×10421.005×10410.526×104B31.937×10421.894×10411.008×104C30.963×10420.913×10410.497×1045.11.3柱反弯点高度的计算作用在节点上的水平荷载按倒三角水平力作用。根据教材《混凝土结构》附表10-2、10-3、10-4分别查得y0、y1、y2、y3表5-19反弯点高度计算表三层柱A3A2柱B3B2柱C3C2K=4.583K=4.410K=4.009I=1.0，则I=0.87，则I=0.75，则顶层不考虑顶层不考虑顶层不考虑柱A2A1柱B2B1柱C2C1 二层K=4.583K=4.115K=3.436I=1.0，则I=1.0，则I=1.0，则一层柱A1A0柱B1B0柱C1C0K=6.008K=5.369K=4.504底层，则底层，则底层，则底层不考虑底层不考虑底层不考虑底层不考虑底层不考虑底层不考虑5.11.4框架柱剪力计算表5-20剪力计算表柱ABC三层10.09二层21．92一层34．485.11.5框架柱柱端弯矩计算表5-21柱端弯矩计算表A柱B柱C柱 三层二层一层5.11.6框架梁端弯矩计算表5-22梁端弯矩计算表AB跨（kN·m）BC跨（kN·m）屋面梁二楼梁一楼梁5.11.7左风荷载内力图（右风荷载时弯矩、剪力、轴力大小相等方向相反） 图5-15左风作用下弯矩图图5-16左风作用下剪力图 图5-17左风作用下轴力图5.12框架KJ-3地震作用下的内力计算本工程抗震设防烈度为7度，设计地震分组为第一组，抗震等级为三级，场地类型为Ⅳ，按多遇地震作用下进行抗震计算，梁柱混凝土等级为C30。5.12.1重力荷载代表值计算表5-22三层屋面重力荷载代表值G1、G2计算楼面板面积S=6×4.5×2×7.2=388.8m2板自重6.805×388.8=2645.78kNKL-A、K-C(0.5-0.10)×0.25×4.5×25×6×2=135kNKL-A、K-C两侧粉刷[0.136+0.34]×4.5×6×2=25.70kNKL-B(0.5-0.10)×0.25×25×6×4.5=67.5kNKL-B两侧粉刷(0.5-0.10)×0.02×2×17×6×4.5=7.34kNKL-(1,7)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×17+0.70×0.02×17]×7.2×2×2=142.32kNKL-(2~6)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×2×17]×7.2×2×5=353.40kNCL-1(2)（3）梁自重（0.4-0.10)×0.2×25×4.5×6×5=202.50kNCL-1(2)（3）梁内侧粉刷(0.4-0.10)×0.02×2×17×4.5×6×5=27.54kN女儿墙自重（含粉刷）1.668×（6×4.5+7.2×2）×2=138.11kN 边柱重25×0.35×0.4×（3.6/2-0.7）×14=63.70kN中柱重25×0.35×0.5×（3.6/2-0.7）×7=79.63kN1—7轴外墙（含粉刷）(7.812/2×6×4.5-7.5×2.1×2.4×0.285×6/2)×2=146.29kNA—C轴外墙（含粉刷）7.812/2×7.2×2×2=112.49kN楼梯边内墙[（3.6/2-0.7）×0.2×7.5+2×（3.6/2-0.7）×0.02×17]×7.2×2=34.53kN窗自重0.45×2.1×2.4×6/2×2=13.61kN恒载小计4185.44kN活荷载0.5×0.2×388.8=38.88kN本层荷载总计4224.32kN表5-23三层楼面重力荷载代表值G1、G2计算楼面板面积S=6×4.5×2×7.2-3.3×4.8=372.96m2板自重3.619×372.96=1349.74kNKL-A、K-C(0.5-0.10)×0.25×4.5×25×6×2=135kNKL-A、K-C两侧粉刷[0.136+0.34]×4.5×6×2=25.70kNKL-B(0.5-0.10)×0.25×25×6×4.5=67.5kNKL-B两侧粉刷(0.5-0.10)×0.02×2×17×6×4.5=7.34kNKL-(1,7)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×17+0.70×0.02×17]×7.2×2×2=142.32kNKL-(2~6)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×2×17]×7.2×2×5=353.40kNCL-1(2)（3）梁自重（0.4-0.10)×0.2×25×4.5×28=189kNCL-1(2)（3）梁内侧粉刷(0.4-0.10)×0.02×2×17×4.5×28=25.70kN边柱重25×0.35×0.4×（3.6/2-0.7）×14+25×0.35×0.4×3.6/2×14=151.90kN中柱重25×0.35×0.5×（3.6/2-0.7）×7+25×0.35×0.5×3.6/2×7=94.94kN1—7轴外墙（含粉刷）(7.812×6×4.5-7.5×2.1×2.4×0.285×6)×2=292.58kNA—C轴外墙（含粉刷）7.812×7.2×2×2=224.99kN楼梯边内墙[3.6×0.2×7.5+2×3.6×0.02×17]×7.2×2=113.01kN楼梯梁0.25×0.7×4.5×25+0.25×0.7×7.2×25=51.19楼梯斜板平台板6.416×3.3×3.3+3.44×1.85×3.3=90.87纵向内墙自重（纵向框架梁KL-B下）[（3.6/2-0.5）×0.2×7.5+2×（3.6/2-0.5）×0.02×17]×4.5×6=76.52kN/m[（3.6/2-0.4）×0.2×7.5+2×（3.6/2-0.4）×0.02×17]×4.5×6=82.40kN/m 纵向内墙自重（纵向次梁下）A—B轴横向内墙自重[（3.6/2-0.7）×0.2×7.5+2×（3.6/2-0.7）×0.02×17]×7.2×3=51.80kNB—C轴横向内墙自重[（3.6/2-0.7）×0.2×7.5+2×（3.6/2-0.7）×0.02×17]×4.8×3=34.53kN窗自重0.45×2.1×2.4×6×2=27.22kN恒载小计3587.65kN活荷载0.5×(3.0×372.96+3.0×3.3×5.3)=585.68kN本层荷载总计4173.33kN表5-24二层楼面重力荷载代表值G1、G2计算楼面板面积S=6×4.5×2×7.2-3.3×4.8=372.96m2板自重3.619×372.96=1349.74kNKL-A、K-C(0.5-0.10)×0.25×4.5×25×6×2=135kNKL-A、K-C两侧粉刷[0.136+0.34]×4.5×6×2=25.70kNKL-B(0.5-0.10)×0.25×25×6×4.5=67.5kNKL-B两侧粉刷(0.5-0.10)×0.02×2×17×6×4.5=7.34kNKL-(1,7)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×17+0.70×0.02×17]×7.2×2×2=142.32kNKL-(2~6)[(0.70-0.10)×0.3×25+(0.70-0.10)×0.02×2×17]×7.2×2×5=353.40kNCL-1(2)（3）梁自重（0.4-0.10)×0.2×25×4.5×28=189kNCL-1(2)（3）梁内侧粉刷(0.4-0.10)×0.02×2×17×4.5×28=25.70kN边柱重25×0.35×0.4×（3.9/2-0.5）×14+25×0.35×0.4×3.6/2×14=159.25kN中柱重25×0.35×0.5×（3.9/2-0.5）×7+25×0.35×0.5×3.6/2×7=99.53kN1—7轴外墙（含粉刷）[7.812/2×6×4.5+7.812/(3.6-0.5)×(3.9-0.5)/2×6×4.5-7.5×2.1×2.4×0.285×6]×2=312.98kNA—C轴外墙（含粉刷）[(7.812/2×7.2×2+7.812/(3.6-0.5)×(3.9-0.5)/2×7.2×2]×2=235.87kN楼梯边内墙[3.6/2×0.2×7.5+2×3.6/2×0.02×17+(3.9/2-0.7)×0.2×7.5+2×(3.9/2-0.7)×0.02×17]×7.2×2=95.75kN楼梯梁0.25×0.7×4.5×25+0.25×0.7×7.2×25+0.20×0.35×3.3×25=56.96楼梯斜板平台板6.416×3.3×3.3×2+3.44×1.85×3.3=160.74梯柱0.2×0.25×（5.7-3.9-0.35）×25×2=3.63[3.6/2×0.2×7.5+2×3.6/2×0.02×17]×4.5×6+[（3.9/2-0.5）×0.2×7.5+2× 纵向内墙自重（纵向框架梁KL-B下）（3.9/2-0.5）×0.02×17]×4.5×6=191.30kN/m纵向内墙自重（纵向次梁下）[3.6/2×0.2×7.5+2×3.6/2×0.02×17]×4.5×6+[（3.9/2-0.4）×0.2×7.5+2×（3.9/2-0.4）×0.02×17]×4.5×6=197.18kN/mA—B轴横向内墙自重[（3.9/2-0.7）×0.2×7.5+2×（3.9/2-0.7）×0.02×17]×7.2×3+[3.6/2×0.2×7.5+2×3.6/2×0.02×17]×7.2×3=143.62kNB—C轴横向内墙自重[（3.9/2-0.7）×0.2×7.5+2×（3.9/2-0.7）×0.02×17]×4.8×3+[3.6/2×0.2×7.5+2×3.6/2×0.02×17]×4.8×3=95.75kN窗自重0.45×2.1×2.4×6×2=27.22kN恒载小计4075.48kN活荷载0.5×(2.5×372.96+3.0×3.3×5.3)=492.44kN本层荷载总计4567.92kN层数屋面4224.32三层4173.33二层4567.92图5-18各层楼面重力荷载代表值表5.25D值总计层别DKJ-1DKJ-2DKJ-333.622×1043.986×1043.905×1043.622×2+3.986×3+3.905×2=27.0123.622×1043.986×1043.812×1043.622×2+3.986×3+3.812×2=26.8311.972×1042.084×1042.031×1041.972×2+2.084×3+2.031×2=14.26表5-26假想定点侧移UT计算 层数34224.324224.3227.01×1040.01560.137824173.338397.6526.83×1040.03130.122214567.9212965.5714.26×1040.09090.0909结构的基本自振周期的计算考虑非结构墙的折减系数根据地震影响系数曲线，0.08，由于，因此，不考虑顶部附加地震作用。结构总水平地震作用效应标准值为：表5-27各层的地震作用标准值层别34224.3211.950269.41416.6424173.338.334638.64287.0914567.924.721469.22177.93106377.27表5-28层间位移验算层别3416.64416.6427.01×1041.54×10-32287.09703.7326.83×1042.62×10-31177.93881.6614.26×1046.18×10-35.12.2水平作用下的内力计算（采用D值法）表5-29按刚度分配KJ-3各柱剪力计算 层别A柱B柱C柱3416.642703.731881.66反弯点高度计算同风荷载5.12.3柱端弯矩计算表5-30柱端弯矩计算A柱B柱C柱三层二层一层5.12.4框架梁端弯矩计算表5-31梁端弯矩计算AB跨（kN·m）BC跨（kN·m） 屋面梁二楼梁一楼梁 5.12.5左震作用内力图（右震作用时弯矩、剪力、轴力大小相等方向相反）图5-19左震作用下弯矩图图5-20左震作用下剪力图 图5-21左震作用下轴力图 第6章框架梁、柱内力组合6.1控制截面选择梁：梁左、右端及胯间三个截面柱：上下两个截面6.2荷载效应组合表6-1框架梁控制截面内力表表6-2框架柱控制截面内力表表6-3梁控制截面内力组合表表6-4柱控制截面内力组合表表6-1框架梁控制截面内力表构件截面恒载活载左风①②③MVMVMVA3B3左支-37.6183.82-5.004.804.86-1.34跨中119.30-4.97-0.05-1.34右支-239.47-139.90-14.28-7.38-4.78-1.34B3C3左支-249.63158.58-14.338.999.55-1.35跨中154.80-8.16--1.70-1.35右支-46.72-102.12-5.08-6.43-4.93-1.35A2B2左支-48.8357.38-20.5629.9214.89-4.30跨中59.36-43.41--0.56-4.30右支-162.38-88.91-67.58-42.98-16.04-4.30B2C2左支-187.26137.54-63.8838.9712.03-3.54跨中73.61-24.13--4.95-3.54右支-72.94-76.18-18.09-20.29-13.48-3.54A1B1-46.3177.68-15.5623.1429.29-8.50 左支跨中94.00-31.29--1.27-8.50右支-233.98-145.51-67.68-45.71-31.89-8.50B1C1左支-254.69160.38-71.5846.5023.90-7.11跨中58.85-41.86--10.24-7.11右支-78.96-135.62-23.00-34.30-27.29-7.11构件截面右风左震右震④⑤⑥MVMVMVA3B3左支-4.861.3429.02-7.99-29.027.99跨中-0.051.340.24-7.99-0.247.99右支4.781.34-28.51-7.9928.517.99B3C3左支-9.551.3528.51-8.04-28.518.04跨中1.701.35-10.15-8.0410.158.04右支4.931.35-29.40-8.0429.408.04A2B2左支-14.894.3074.23-21.42-74.2321.42跨中0.564.30-2.78-21.422.7821.42右支16.044.30-80.00-21.4280.0021.42B2C2左支-12.033.5459.98-17.66-59.9817.66跨中4.953.54-24.70-17.6624.7017.66右支13.483.54-67.17-17.6667.1717.66A1B1左支-29.298.50116.23-33.70-116.2333.70跨中1.278.50-5.05-33.705.0533.70右支31.898.50-126.44-33.70126.4433.70B1C1左支-23.907.1194.79-28.18-94.7928.18跨中10.247.11-40.62-28.1840.6228.18右支27.297.11-108.10-28.18108.1028.18 注：弯矩以使杆件下部受拉为正，上部受拉为负；剪力以使杆件顺时针转为正，逆时针转为负。表6-2框架梁控制截面内力表组合1构件截面1.2(或1.0)×①+1.4×②1.35×①+0.98×②MVMVA3B3左支-52.13107.30-55.67117.86跨中150.12-165.93-右支-307.36-178.21-337.28-196.10B3C3左支-319.62202.88-351.04222.89跨中197.18-216.98-右支-63.18-131.55-68.05-144.16A2B2左支-87.38110.74-86.07106.78跨中132.01-122.68-右支-289.47-166.86-285.44-162.15B2C2左支-314.14219.61-315.40223.87跨中122.11-123.02-右支-112.85-119.82-116.20-122.73A1B1左支-77.36125.61-77.77127.55跨中156.61-157.56-右支-375.53-238.61-382.20-241.23B1C1左支-405.84257.56-413.98262.08跨中129.22-120.47-右支-126.95-210.76-129.14-216.70组合2构件截面1.2(或1.0)×①+1.4×0.9×（②+③）1.2(或1.0)×①+1.4×0.9×（②+④）MVMVA3B3左支-45.31104.94-57.56108.32跨中149.49-149.36-右支-311.38-178.87-299.33-175.49B3C3左支-305.58199.92-329.64203.32跨中193.90-198.18-右支-68.68-132.35-56.25-128.94A2B2左支-65.74101.14-103.26111.97跨中125.22-126.63-右支-300.22-166.26-259.80-155.43B2C2左支-290.04209.69-320.36218.61跨中112.50-124.97-右支-127.31-121.44-93.34-112.52A1B1左支-38.27111.66-112.08133.08跨中150.63-153.83-右支-406.23-242.92-325.87-221.50B1C1左支-365.70242.09-425.93260.00跨中110.46-136.27-右支-158.12-214.92-89.35-197.00组合3 构件截面1.2(或1.0)×（①+0.5×②）+1.3×⑤1.2(或1.0)×（①+0.5×②）+1.3×⑥MVMVA3B3左支-10.4193.08-85.86113.85跨中146.45-145.83-右支-333.00-182.70-258.87-161.92B3C3左支-271.09185.24-345.22206.14跨中177.46-203.85-右支-97.33-136.85-20.89-115.95A2B2左支37.3958.96-167.43114.65跨中93.66-100.89-右支-339.40-160.33-131.40-104.63B2C2左支-185.07165.47-341.01211.39跨中70.70-134.92-右支-185.70-126.55-11.06-80.63A1B1左支97.0163.29-216.01150.91跨中125.01-138.14-右支-485.76-245.85-157.01-158.23B1C1左支-225.35183.72-471.80256.99跨中42.93-148.54-右支-249.08-219.9650.07-146.69表6-3柱控制截面内力组合表构件截面恒载活载①②MVNMVNA3A3上端33.79-15.94134.774.85-3.696.83下端-23.61-15.94145.53-8.43-3.696.83A2A1上端20.32-13.10284.0511.21-5.9448.90下端-26.85-13.10294.81-10.19-5.9448.90A1A0上端14.54-4.64427.194.62-1.4782.21下端-7.27-4.64439.00-2.31-1.4782.21B3B2上端10.17-6.07372.610.040.6120.90下端-11.67-6.07386.52-2.240.6120.90B2B1上端13.21-7.52657.70-1.46-0.14127.34下端-13.87-7.52671.60-1.95-0.14127.34B1B0上端6.84-2.181039.831.96-0.62231.59下端-3.42-2.181055.06-0.98-0.62231.59C3C-42.5921.09157.12-4.893.178.94 2上端下端33.3421.09167.886.523.178.94C2C1上端-35.1122.63293.17-11.026.9836.75下端46.3722.63303.9314.106.9836.75C1C0上端-28.118.97488.66-8.422.6977.32下端14.068.97500.474.212.6977.32构件截面左风右风③④MVNMVNA3A3上端-4.862.60-1.344.86-2.601.34下端4.492.60-1.34-4.49-2.601.34A2A1上端-10.405.78-5.6410.40-5.785.64下端10.405.78-5.64-10.40-5.785.64A1A0上端-18.898.93-14.1318.89-8.9314.13下端23.088.93-14.13-23.08-8.9314.13B3B2上端-9.555.01-0.019.55-5.010.01下端8.475.01-0.01-8.47-5.010.01B2B1上端-19.6010.890.7419.60-10.89-0.74下端19.6010.890.74-19.60-10.89-0.74B1B0上端-36.1917.112.1336.19-17.11-2.13下端44.2417.112.13-44.24-17.11-2.13C3C2上端-4.932.491.354.93-2.49-1.35下端4.032.491.35-4.03-2.49-1.35C2C1上端-9.455.254.899.45-5.25-4.89下端9.455.254.89-9.45-5.25-4.89C1C0上端-17.848.4412.0017.84-8.44-12.00下端21.818.4412.00-21.81-8.44-12.00 构件截面左震右震⑤⑥MVNMVNA3A3上端-29.0215.50-7.9929.02-15.507.99下端26.7815.50-7.99-26.78-15.507.99A2A1上端-47.4526.36-29.4147.45-26.3629.41下端47.4526.36-29.41-47.45-26.3629.41A1A0上端-68.7832.52-63.1168.78-32.5263.11下端84.0632.52-63.11-84.06-32.5263.11B3B2上端-57.0129.88-0.0557.01-29.880.05下端50.5629.88-0.05-50.56-29.880.05B2B1上端-89.4249.683.7189.42-49.68-3.71下端89.4249.683.71-89.42-49.68-3.71B1B0上端-131.8162.329.23131.81-62.32-9.23下端161.1062.329.23-161.10-62.32-9.23C3C2上端-29.4014.858.0429.40-14.85-8.04下端24.0614.858.04-24.06-14.85-8.04C2C1上端-43.1123.9525.7043.11-23.95-25.70下端43.1123.9525.70-43.11-23.95-25.70C1C0上端-64.9930.7353.8864.99-30.73-53.88下端79.4430.7353.88-79.44-30.73-53.88注：弯矩以使杆件左侧受拉为正，右侧受拉为负；剪力以使杆件顺时针转为正，逆时针转为负，轴力以压力为正，拉力为负。表6-4柱控制截面内力组合表组合1构件截面1.2(或1.0)×①+1.4×②1.35×①+0.98×②MVNMVNA3A2上端47.34-24.29171.2950.37-25.14188.63下端-40.13-24.29184.20-40.13-25.14203.16A2A1上端40.08-24.04409.3238.42-23.51431.39下端-46.49-24.04422.23-46.23-23.51445.92 A1A0上端23.92-7.63627.7224.16-7.70657.27下端-11.96-7.63641.89-12.08-7.70673.22B3B2上端12.26-6.43476.3913.77-7.60523.51下端-17.14-6.43493.08-17.95-7.60542.28B2B1上端13.81-9.22967.5216.40-10.291012.69下端-19.37-9.22984.20-20.64-10.291031.45B1B0上端10.95-3.481572.0211.15-3.551630.73下端-5.48-3.481590.30-5.58-3.551651.29C3C2上端-57.9529.75201.06-62.2931.58220.87下端49.1429.75213.9751.4031.58235.40C2C1上端-57.5636.93403.25-58.2037.39431.79下端75.3836.93416.1776.4237.39446.32C1C0上端-45.5214.53694.64-46.2014.75735.46下端22.7714.53708.8123.1114.75751.41组合2构件截面1.2(或1.0)×①+1.4×0.9×（②+③）1.2(或1.0)×①+1.4×0.9×（②+④）MVNMVNA3A2上端40.54-20.50168.6452.78-27.05172.02下端-33.30-20.50181.55-44.61-27.05184.93A2A1上端25.40-15.92395.3751.61-30.49409.58下端-31.96-15.92408.28-58.16-30.49422.49A1A0上端-3.444.76598.4147.07-18.67634.02下端18.904.76612.58-40.72-18.67648.19B3B2上端-1.811.01473.4524.29-12.83473.48下端-6.151.01490.15-27.50-12.83490.17B2B1上端-13.336.03950.6238.71-22.92948.76下端8.376.03967.30-43.80-22.92965.44B1B0上端-36.2918.601542.2856.28-24.961536.92下端51.0918.601560.56-61.08-24.961555.19C3C2上端-63.4832.44201.51-51.0626.16198.11下端53.3032.44214.4243.1526.16211.02C2C1上端-67.9242.57404.27-44.1129.34391.95下端85.3242.57417.1861.5029.34404.86C1C0上端-66.8224.79698.94-21.863.52668.70下端49.6624.79713.11-5.303.52682.87组合3构件截面1.2(或1.0)×（①+0.5×②）+1.3×⑤1.2(或1.0)×（①+0.5×②）+1.3×⑥MVNMVNA3A2上端5.732.37155.4481.18-41.49176.21下端6.992.37168.35-68.20-41.49189.12A2A1上端-35.7618.20331.9792.80-53.55408.43下端29.7418.20344.88-100.02-53.55421.35A1A0上端-72.5636.90479.91109.63-48.73644.00下端100.8536.90494.08-119.39-48.73658.17B3B2上端-63.9233.08459.6186.34-45.76459.74下端52.9433.08476.30-81.08-45.76476.43B2B1上端-103.7756.99870.47131.22-73.69860.82下端101.4056.99887.15-134.06-73.69877.50B1B0上端-163.5378.531398.75180.74-84.001374.75下端205.5278.531417.03-214.12-84.001393.03 C3C2上端-92.2646.52204.36-15.827.91183.46下端75.2046.52217.2712.647.91196.37C2C1上端-104.7962.48407.2615.42-5.02340.44下端120.1562.48420.188.06-5.02353.36C1C0上端-123.2752.33702.8352.17-29.63562.74下端122.6752.33717.00-87.11-29.63576.91 第7章框架KJ-3梁截面设计横向框架梁截面尺寸为300mm×700mm，跨度为7.2m梁有效高度：跨间截面h0=700-35=665mm支座截面h0=700-60=640mm混凝土采用C30，纵筋采用HRB400钢，箍筋采用HPB300钢。7.1承载力抗震调整系数γRE考虑地震作用时，结构构件的截面设计应采用下面的表达式：式中，γRE——承载力抗震调整系数S——地震作用效应或地震作用效应与其他荷载效应的组合R——结构构件的承载力所以，在截面设计时，内力组合表中与地震作用组合的内力均应乘以γRE后再与静力组合的内力进行比较，选出最不利内力。表7-1承载力抗震调整系数承载力计算类型正截面承载力计算斜截面承载力计算局部受压承载力计算结构构件梁偏心受压柱偏心受拉构件各类构件构件的局部受压部分类别轴压比小于0.15轴压比不小于0.15γRE0.750.750.800.850.851.0说明：当仅考虑竖向地震作用时，均取1.0 7.2框架梁A1B1配筋计算7.2.1框架梁A1B1的正截面受剪承载力计算及配筋框架梁截面尺寸300mm×700mm，跨中按T型截面，支座按矩形截面计算。其中，翼缘宽度确定：按计算跨度l0考虑，bf’=l0/3=7200/3=2400mm；按梁净跨距Sn考虑，bf’=b+Sn=300+(4500-300)=4500mm；按翼缘高度hf’考虑，bf’/ho=100/665=0.15>0.1,不考虑。取以上各项最小值，bf’=2400mm。（1）梁A1B1胯间正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力梁A1B1跨中M157.56153.830.75×138.14=103.61因此取胯间判别T型截面类型：取，h0=700-35=665mm（跨间）；h0=700-60=640mm（支座）。M=157.83kN·m<α1fcbf’hf’(h0-hf’/2)=1.0×14.3×2400×100×(665-100/2)=2110.70kN·m故跨中截面属于第一类T型截面。<0.518梁A1B1胯间实际配筋,763实际配筋率：满足要求。（2）梁A1B1左支座正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力 梁A1B1左支M-77.77-112.080.75×(-216.01)=-94.51因此取按矩形截面考虑，采用双筋截面，As=As胯间=763（）<0.35(满足三级抗震等级要求)梁A1B1左支座正截面实际配筋，942。实际配筋率：满足要求。且梁端截面的底部和顶部配筋量比值为763/760=1.0>0.3，故满足三级框架梁的抗震构造要求。（3）梁A1B1右支座正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力梁A1B1右支M-382.20-406.230.75×(-485.76)=-364.32因此取按矩形截面考虑，采用双筋截面，=763（）1128.32+763=1891.32梁A1B1右支座正截面实际配筋，1884。 实际配筋率:满足要求。且梁端截面的底部和顶部配筋量比值为763/1900=0.39>0.3，故满足三级框架梁的抗震构造要求。7.2.1框架梁A1B1的斜截面受剪承载力计算及配筋（1）Vmax的确定静+活（KN）静+0.9（活+风）（KN）地震作用（KN）左支座127.55133.080.85×150.91=128.27右支座-241.23-242.920.85×（-245.85）=-208.97因此非地震荷载作用时取的右支座截面地震荷载作用时取的右支座截面:(考虑三级抗震强剪弱弯)（2）验算截面最小尺寸为避免斜压破坏，需要验算：当，属于厚腹梁，即为一般梁。，截面符合要求。（3）验算配置钢筋故需要计算配置箍筋。同时对于集中荷载在B1支座截面引起的剪力值与剪力值之比：，故①对于无抗震效应组合时，斜截面受剪承载力（按均布荷载作用计算）假定选用双肢箍，则选取②对于有抗震组合时，斜截面受剪承载力：，满足剪压比的限制。 ，则满足实际配箍间距要求。③配筋率：,满足要求。（4）框架梁端箍筋配置要求：加密区长度规范规定取：1.5h=1.5×700=1075mm和500mm中较大值，取1100mm。加密区箍筋最大间距规范要求取h/4=700/4=175mm，8d=8×25=200mm和150mm最小值，取s=150450mm，按规范构造要求配置抗扭钢筋，拉结筋，间距为非加密区箍筋间距的2倍。7.3框架梁B1C1配筋计算7.3.1框架梁B1C1的正截面受剪承载力计算及配筋框架梁截面尺寸300mm×700mm，跨中按T型截面，支座按矩形截面计算。其中，翼缘宽度确定：按计算跨度l0考虑，bf’=l0/3=7200/3=2400mm；按梁净跨距Sn考虑，bf’=b+Sn=300+(4500-300)=4500mm；按翼缘高度hf’考虑，bf’/ho=100/665=0.15>0.1,不考虑。取以上各项最小值，bf’=2400mm。（1）梁B1C1胯间正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力梁B1C1跨中M129.22136.270.75×(148.54)=111.41因此取胯间 判别T型截面类型：取，h0=700-35=665mm（跨间）；h0=700-60=640mm（支座）。M=136.27kN·m<α1fcbf’hf’(h0-hf’/2)=1.0×14.3×2400×100×(665-100/2)=2110.70kN·m故跨中截面属于第一类T型截面。<0.518梁B1C1胯间实际配筋,603实际配筋率:满足要求。（2）梁B1C1左支座正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力梁B1C1左支M-413.98-425.930.75×(-471.80)=-353.85因此取按矩形截面考虑，采用双筋截面，=603（）<0.35(满足三级抗震等级要求)梁B1C1左支座正截面实际配筋，1884。实际配筋率:满足要求。 且梁端截面的底部和顶部配筋量比值为603/1900=0.31>0.3,故满足三级框架梁的抗震构造要求。（3）梁B1C1右支座正截面配筋计算荷载组合恒载+活载恒载+0.9×（活载+风载）重力荷载+地震作用编号截面内力梁B1C1右支M-129.14-158.120.75×(-249.08)=-186.81因此取按矩形截面考虑，采用双筋截面，=603（）245+603=848梁B1C1右支座正截面实际配筋，942。实际配筋率：满足要求。且梁端截面的底部和顶部配筋量比值为763/600=1.27>0.3,故满足三级框架梁的抗震构造要求。7.3.2框架梁B1C1的斜截面受剪承载力计算及配筋（1）Vmax的确定静+活（KN）静+0.9（活+风）（KN）地震作用（KN）左支座262.08260.000.85×256.99=218.44右支座-216.70-214.920.85×（-219.96）=-186.97因此非地震荷载作用时取的左支座截面地震荷载作用时取的左支座截面:(考虑三级抗震强剪弱弯) 故（2）验算截面最小尺寸为避免斜压破坏，需要验算：当，属于厚腹梁，即为一般梁。,截面符合要求。验算配置钢筋故需要计算配置箍筋。同时对于集中荷载在B1支座截面引起的剪力值与总剪力值之比：，故①对于无抗震效应组合时，斜截面受剪承载力（按集中荷载作用计算）假定选用双肢箍，则选取②对于有抗震组合时，斜截面受剪承载力：，,满足剪压比的限制。，则满足实际配箍间距要求。③配筋率：,满足要求。（4）框架梁端箍筋配置要求：加密区长度规范规定取：1.5h=1.5×700=1075mm和500mm中较大值，取1100mm。加密区箍筋最大间距规范要求取h/4=700/4=175mm，8d=8×25=200mm和150mm最小值，取s=150450mm，按规范构造要求配置抗扭钢筋，拉结筋，间距为非加密区箍筋间距的2倍。7.4梁最大裂缝宽度验算（荷载采用标准值）取B1支座左侧的剪力和弯矩计算静+活情况下（1+2）静+0.9（活+风）情况下（1+2+3）取其相应的剪力为：最大裂缝宽度验算：纵向受拉钢筋的等效直径：按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率：故取裂缝截面处纵向受拉钢筋重心处的拉应力：裂缝纵向受拉钢筋应变不均匀系数：最大裂缝宽度：，满足要求。 第8章框架柱截面设计框架柱截面尺寸为：边柱350mm×400mm，中柱为350mm×500mm，设计时采用对称配筋。柱的计算高度：底层二层三层混凝土强度等级为C30，柱内纵筋采用HRB400，箍筋采用HPB300。A柱最大轴压比验算框架柱轴压比验算：，满足要求。B柱最大轴压比验算框架柱轴压比验算：，满足要求。8.1框架柱A1A0截面设计8.1.1A1A0柱正截面配筋计算框架柱A1A0截面：350mm×400mm界限破坏时的轴向压力值：由于，故柱A1A0正截面配筋按大偏压受压破坏计算截面设计。柱轴压比：，故由于是底层柱，且轴压比大于0.15，需考虑柱端弯矩调整。，经选取以下三组进行配筋计算A1A0柱非地震作用1非地震作用2地震作用 M(KN.m)-11.96-3.440.8×（-155.21）=-124.17N(KN)641.89568.410.8×494.08=395.26(1)按非地震作用1内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。故只需构造配筋。(2)按非地震作用2内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。故只需构造配筋。(3)按地震作用内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。令， (4）配筋A1A0柱纵筋采用对称配筋，由于必须按设计规范考虑构造配筋，因此每边纵筋采用，，另加柱长边构造筋每边最小配筋率：，满足要求。8.1.2A1A0柱斜截面承载力计算(1）无震情况下：,故取计算。由于柱的反弯点在层高范围内，所以剪跨比：则仅需构造配箍筋，。(2）地震作用下强剪弱弯调整:，.①截面尺寸验算：截面满足要求。②截面承载力计算：验算是否需要配置箍筋：因此A1A0柱只需要结合抗震规范要求配置构造钢筋。体积配筋率： 满足要求。(3)A1A0柱端箍筋配置要求①加密长度：柱上端加密区取，柱净高/6=(4700-700)/6=666,和500三者中较大值。本设计取700柱下端加密区取，柱净高/3=(4700-700)/3=1333,和500三者中较大值。本设计取1500②加密区箍筋最大间距：本设计取100③非加密区箍筋最大间距：规范要求取不大于15d=15×14=210mm和不大于加密区箍筋间距的2倍（200mm）.本设计取150mm。故加密区箍筋取，非加密区箍筋取8.2框架柱A2A3截面设计8.2.1A2A3柱正截面配筋计算框架柱A2A3截面：350mm×400mm界限破坏时的轴向压力值：由于，故柱A2A3正截面配筋按大偏压受压破坏计算截面设计。柱轴压比：，故由于是底层柱，且轴压比大于0.1，需考虑柱端弯矩调整。经选取以下三组进行配筋计算A2A3柱非地震作用1非地震作用2地震作用M(KN.m)-33.30-40.130.75×（-68.20）=-51.15N(KN)181.55203.160.75×189.12=141.84(1)按非地震作用1内力组合计算有效高度：偏心距：附加偏心距：初始偏心距： 属于大偏心受压破坏情况。令，(2)按非地震作用2内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。令，(3)按地震作用内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。令，(4）配筋A3A2柱纵筋采用对称配筋，由于必须按设计规范考虑构造配筋，因此每边纵筋采用，，另加柱长边构造筋每边最小配筋率：，满足要求。 8.2.2A2A3柱斜截面承载力计算(1）无震情况下：,故取计算。因为柱的反弯点在层高范围内，所以则仅需构造配箍筋，。(2）地震作用下强剪弱弯调整：，①截面尺寸验算：，截面满足要求。②截面承载力计算：验算是否需要配置箍筋：因此A2A3柱只需要结合抗震规范要求配置构造钢筋。体积配筋率：满足要求。(3)A2A3柱端箍筋配置要求①加密长度：规范要求取，柱净高/6=(3600-700)/6=483,和500三者中较大值。本设计取500②加密区箍筋最大间距：本设计取100③非加密区箍筋最大间距：规范要求取不大于15d=15× 14=210mm和不大于加密区箍筋间距的2倍（200mm）.本设计取150mm。故加密区箍筋取，非加密区箍筋取8.3框架柱B1B0截面设计8.3.1B1B0柱正截面配筋计算框架柱B1B0截面：350mm×500mm界限破坏时的轴向压力值：由于，故初步确定柱A1A0正截面配筋有可能按小偏压受压破坏计算截面设计。柱轴压比：，故由于是底层柱，且轴压比大于0.15，需考虑柱端弯矩调整。，经选取以下三组进行配筋计算B1B0柱非地震作用1非地震作用2地震作用M(KN.m)11.15-61.080.8×（-278.36）=-222.69N(KN)1630.731555.190.8×1393.03=1114.42(1)按非地震作用1内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于小偏心受压破坏情况。 故只需构造配筋。(2)按非地震作用2内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于小偏心受压破坏情况。故只需构造配筋。(3)按地震作用内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。 故只需构造配筋。(4）配筋B1B0柱纵筋采用对称配筋，由于必须按设计规范考虑构造配筋，因此每边纵筋采用，，另加柱长边构造筋每边最小配筋率：，满足要求。8.3.2B1B0柱斜截面承载力计算(1）无震情况下：,故取计算。由于柱的反弯点在层高范围内，所以剪跨比：则仅需构造配箍筋，。(2）地震作用下强剪弱弯调整:，.①截面尺寸验算：截面满足要求。②截面承载力计算：验算是否需要配置箍筋：因此B1B0柱只需要结合抗震规范要求配置构造钢筋。体积配筋率： 满足要求。(3)B1B0柱端箍筋配置要求①加密长度：柱上端加密区取，柱净高/6=(4700-700)/6=666,和500三者中较大值。本设计取700柱下端加密区取，柱净高/3=(4700-700)/3=1333,和500三者中较大值。本设计取1500②加密区箍筋最大间距：本设计取100③非加密区箍筋最大间距：规范要求取不大于15d=15×14=210mm和不大于加密区箍筋间距的2倍（200mm）.本设计取100mm。故加密区箍筋取，非加密区箍筋取8.4框架柱B3B2截面设计8.4.1B3B2柱正截面配筋计算框架柱B3B2截面：350mm×500mm界限破坏时的轴向压力值：由于，故初步确定柱A1A0正截面配筋按大偏压受压破坏计算截面设计。柱轴压比：，故由于是顶层柱，故不需考虑柱端弯矩调整。经选取以下三组进行配筋计算B3B2柱非地震作用1非地震作用2地震作用M(KN.m)12.26-27.500.8×（-86.34）=-69.07N(KN)476.39490.170.8×459.74=367.79(1)按非地震作用1内力组合计算有效高度：偏心距：附加偏心距： 初始偏心距：属于大偏心受压破坏情况。故只需构造配筋。(2)按非地震作用2内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。故只需构造配筋。(3)按地震作用内力组合计算有效高度：偏心距：附加偏心距：初始偏心距：属于大偏心受压破坏情况。令，(4）配筋B3B2柱纵筋采用对称配筋，由于必须按设计规范考虑构造配筋，因此每边纵筋采用，，另加柱长边构造筋每边最小配筋率：，满足要求。 8.4.2B3B2柱斜截面承载力计算(1）无震情况下：,故取计算。由于柱的反弯点在层高范围内，所以剪跨比：则仅需构造配箍筋，。(2）地震作用下强剪弱弯调整:，.①截面尺寸验算：截面满足要求。②截面承载力计算：验算是否需要配置箍筋：因此B3B2柱只需要结合抗震规范要求配置构造钢筋。体积配筋率：满足要求。(3)B3B2柱端箍筋配置要求①加密长度：规范要求取，柱净高/6=(3600-700)/6=483,和500三者中较大值。本设计取500②加密区箍筋最大间距：本设计取100③非加密区箍筋最大间距：规范要求取不大于15d=15×14=210mm和不大于加密区箍筋间距的2倍（200mm）.本设计取150mm。故加密区箍筋取，非加密区箍筋取 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