某多层楼房施工组织设计毕业论文

'某多层楼房施工组织设计毕业论文目录序……………………………………………………………9中文摘要……………………………………………………10英文摘要……………………………………………………11任务书……………………………………………………121结构方案设计……………………………………………151.1总设计说明1.2结构设计方案2荷载计算………………………………………………172.1荷载汇集及截面尺寸选取2.2计算简图及层数划分如图2.3各层重力荷载代表值计算：3地震作用内力分析……………………………………233.1层间侧移刚度计算3.2水平地震作用下层间地震剪力和弹性位移的计算3.3水平地震作用下框架柱剪力和柱弯距3.4水平地震作用下梁端弯距计算3.5水平地震作用下梁端剪力和柱轴力标准值3.6水平地震作用下的框架内力图4竖向荷载内力分析……………………………………305内力组合…………………………………………346框架配筋…………………………………………………477现浇板计算………………………………………………588基础计算………………………………………………689楼梯计算…………………………………………………71附：一致谢76 二参考资料三外文翻译1结构方案设计1.1总设计说明:76 1.1.1设计依据：（1）遵照国家规定的现行相关设计规范。1.1.2设计内容、建筑面积、标高：（1）本次设计的题目为“某集团办公楼”。（2）建筑面积：6025.54m2，占地面积：1296.35m2，共五层，一层的层高为4.2m，二层至五屋的层高为3.6m。（3）室内外高差±0.600m，室外地面标高为-0.600m。1.1.3结构：（1）本工程为钢筋混凝土现浇框架结构。外墙300mm厚空心砖墙，内墙180mm厚空心砖；楼梯间墙180mm空心砖。（2）本工程抗震设防烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。1.1.4各部分工程构造：（1）屋面：为不上人屋面防水层：SBS改性沥青防水卷材20mm厚1:3水泥沙浆找平层100mm厚苯板保温板120mm焦渣找坡（均厚）140mm厚钢筋混凝土板20mm厚混合砂浆抹灰（2）楼面：20mm厚水磨石地面76 140mm厚钢筋混凝土板20mm厚混合沙浆抹灰（1）厕所：面砖地面15mm厚水泥砂浆保护层防水剂（2道）15mm厚水泥砂浆找平150mm厚钢筋混凝土板20mm厚混合砂浆摸灰1.2结构设计方案:1.2.1建筑部分：该工程位于沈阳市铁西区保工街，西临保工街，南临十马路。共五层，总建筑面积：6025.54m2，楼内2部楼梯。建筑用地81.84X15.84㎡，柱网尺寸见建筑图。1.2.2结构部分：（1）自然条件：基本风压0.45KN/m2，基本雪压0.40KN/m2。（2）地质条件：拟建场地地形平坦，土质分布具体情况见表1，Ⅱ类场地，7度设防，建筑地点冰冻深度-1.2m。表1建筑地层一览表76 序号岩土分类描述层底埋深(m)厚度范围(m)地基土许承载力(KPa)1杂填土由砂土组成，呈松散状态0.8-1.30.8-1.32细砂黄褐色，含土，颗粒不均匀，湿，呈松散状态1.1-1.80.3-0.53粗砂黄褐色，颗粒不均匀，含少许卵石，呈稍密状态1.8-2.20.4-0.72204圆砾黄褐色，粒不均匀，含卵石占10%左右，呈中密状态6.0-8.04.2-6.1360注：勘察深度内未件地下水（3）材料情况：非重承空心砖MU10；砂浆等级为M5；混凝土：C25（梁，板）C30（柱，基础）纵向受力钢筋：HRB335级；箍筋：HPB235级钢筋（4）抗震设防要求：设防基本烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。（5）结构体系：现浇钢筋混凝土框架结构。（6）施工：梁、板、柱均现浇。76 2荷载计算2.1荷载汇集及截面尺寸选取2.1.1荷载汇集（1）恒载1）屋面：为不上人屋面防水层：SBS改性沥青防水卷材0.4kN/m220mm厚1﹕3水泥砂浆找平20×0.02=0.4kN/m2100mm厚苯板保温板3.5×0.10=0.35kN/m2焦渣找坡（均厚）120mm10×0.12=1.2kN/m2120mm厚钢筋混凝土板25×0.12=3.00kN/m2板下20mm抹灰17×0.02=0.34kN/m2∑=5.69KN/m22）楼面：水磨石地面0.65kN/m2140mm厚钢筋混凝土板25×0.14=3.50kN/m220mm厚板下混合砂浆抹灰17×0.02=0.34kN/m2∑=4.49kN/m22.1.2截面尺寸选取：1）框架柱：根据轴压比公式初步估定柱截面尺寸：N/fcbh≤0.9（三级框架）（框架柱的负荷面积内每平米按15kN/m2初估）N=5×15×7.2×4.5=2430KN76 A>=N/0.9FC=2430000/0.9×14.3=188811mm2选定柱截面：bc×hc=600×600mm22）框架梁：由挠度、裂度控制h=(1/8～1/12)lb=(1/2～1/3)h纵梁截面尺寸：hc=(1/8～1/12)×7800=650～975mm取650mm，bc=(1/2～1/3)×650=216～325mm取300mm横梁截面尺寸:hc=(1/8～1/12)×6600=550～825mm取650mm，bc=(1/2～1/3)×650=216～325mm取300mm走廊截面尺寸选定为bb×hb=250mm×500mm；3)楼板：h=140mm4）梁重：（考虑梁上抹灰，取梁自重26kN/m3）纵梁：26×(0.65-0.12)×0.3=4.134kN/m横梁：26×(0.65-0.12)×0.3=4.134kN/m走廊横梁：26×0.5×0.25=3.25kN/m5）墙重：（砌体与抹灰之和）外墙：底层：18×0.3=5.4kN/m2其他层：10.3×0.3=3.09kN/m2内墙：底层：18×0.18=3.24kN/m2其他层：10.3×0.18=1.85kN/m2抹灰：外墙面外抹灰：20厚水泥砂浆0.4kN/m2外墙面及内墙面抹灰：20厚石灰砂浆0.34kN/m276 总墙重：外墙：底层：5.4+0.4+0.34=6.14kN/m2其他层：3.09+0.4+0.34=3.83kN/m2内墙：底层：3.24+0.34×2=3.92kN/m2其他层：1.85+0.34×2=2.53kN/m26）柱：（考虑到柱子抹灰，取柱子自重27kN/m3）底层：27×0.60×0.60=9.72kN/m其他层：27×0.60×0.60=9.72kN/m7）门、窗：门：0.20kN/m2窗(钢框玻璃窗)：0.45kN/m2（2）活荷载：雪活载：0.4kN/m2厕所：2.0kN/m2办公楼：2.0kN/m2走廊、楼梯：2.5kN/m2不上人屋面：0.5kN/m276 2.2计算简图及层数划分如图：76 图1柱网布置图2建筑层高及横剖面简图76 2.3各层重力荷载代表值计算：六层四面墙：3.6×（0.2×6+0.2×5.9）×2×24=411.26KN梁：（6+5.9）×2×0.65×26=402.22KN板：0.6×0.6×3.6×27=34.99KN∑=848.47KN五层上半层女儿墙：（29.4+15）×2×0.24×0.6×18=385.69kN屋面：59.4×15×5.69=5069.79kN纵梁：59.4×4.134×4=98.22kN横梁：15×4.68×11=772.2kN走廊横梁：2.4×3.25×11=85.8kN柱子：9.72×3.6/2×33=577.37kN外墙：（59.4+15）×2×（3.6/2-0.65）×3.09=528.76kN内纵墙：59.4X2×2.53×（3.6/2-0.65）=345.65kN内横墙：6.0×10×2.53×（3.6/2-0.65）+6.6×6×2.53×（3.6/2-0.65）=289.79kN外墙窗洞：-（2.5×24+1.3×4）×0.9×3.83=-226.50kN外墙窗：（2.5×24+1.3×4）×0.9×0.45=26.41kN内门洞：-2.53×（0.3×14+0.3×0.9×4+0.3×4×1.4）=-23.07kN内门：0.2×（0.3×14+0.3×0.9×4+0.3×4×1.4）=1.49kN76 ∑=8377.10kN五层下半层柱子：9.72×3.6/2×33=577.37kN外墙：（59.4+15）×2×3.6/2×3.09=827.63kN内纵墙：59.4×2×2.53×3.6/2=541.02kN内横墙：6.0×10×2.53×3.6/2+6.6×6×2.53×3.6/2=453.58kN外墙窗洞：-（2.5×24+1.3×4）×1.2×3.83=-299.66kN外墙窗：（2.5×24+1.3×4）×1.2×0.45=35.21kN内门洞：-（1.0×2.1×7+1.5×2.1×8）×2.53=-100.95kN内门：（1.0×2.1×7+1.5×2.1×8）×0.20=7.98kN∑=2042.18kN四层上半层屋面：21.6×15×5.69=1843.56KN楼面：59.4×15×3.99=3555.09kN纵梁：81×4.134×4=1339.42kN横梁：15×4.68×16=1123.2kN走廊横梁：2.4×3.25×16=124.8kN柱子：9.72×3.6/2×48=839.81kN外墙：（81+15）×2×（3.6/2-0.65）×3.09=682.27kN内纵墙：81×2×2.53×（3.6/2-0.65）=471.34kN内横墙：6×15×2.53×（3.6/2-0.65）+6.6×12×2.53×（3.6/2-0.65）=492.29kN76 外墙窗洞：-（40×2.5+1.3×2）×0.9×3.83=-353.66kN外墙窗：（40×2.5+1.3×2）×0.9×0.45=41.55kN内门洞：-（1.0×2.1×11+1.5×2.1×9）×0.9×2.53=-117.15kN内门：（1.0×2.1×11+1.5×2.1×9）×0.9×0.2=9.26kN∑=10052.00kN四层下半层柱子：9.72×3.6/2×48=839.81kN外墙：（81+15）×2×3.6/2×3.09=1067.90kN内纵墙：81×2×2.53×3.6/2=737.75kN内横墙：6×15×2.53×3.6/2+6.6×12×2.53×3.6/2=770.54kN外墙窗洞：-（40×2.5+1.3×2）×1.2×3.83=-471.55kN外墙窗：（40×2.5+1.3×2）×1.2×0.45=55.40kN内门洞：-（1.0×2.1×11+1.5×2.1×9）×1.2×2.53=-156.20kN内门：（1.0×2.1×11+1.5×2.1×9）×1.2×0.2=12.35kN∑=2856kN三层上半层为：∑=10052.002kN三层下半层为：∑=2856kN二层上半层为：∑=10052.00kN二层下半层为：∑=2856kN一层上半层楼面：（81×15-6.6×7.8）×4.49=5224.20kN纵梁：81×4.134×4=1339.42kN76 横梁：15×4.68×16=1123.2kN走廊横梁：2.4×3.25×16=124.8kN柱子：9.72×4.2/2×48=979.78kN外墙：（81+15）×2×（4.2/2-0.65）×3.09=1245.89kN内纵墙：81×2×2.53×（4.2/2-0.65）=594.30kN内横墙：6×15×2.53×（4.2/2-0.65）+6.6×12×2.53×（4.2/2-0.65）=620.72kN外墙窗洞：-40×25×0.9×3.83=-344.7kN外墙窗：40×2.5×0.9×0.45=40.5kN内门洞：-（1.0×2.1×11+1.5×2.1×9）×0.9×2.53=-117.15kN内门：（1.0×2.1×11+1.5×2.1×9）×0.9×0.2=9.26kN∑=10305.22kNGi=Gi+0.5活G6=848.47KNG5=8377.10kN（屋面为不上人屋面）G4=（2042.18+10052）+0.5×（8×6×2.0+59.4×24×2.5）=12320.38kNG3=（2856+10052）+0.5×（8×6×2.0+59.4×2.4×2.5）=13134.2kNG2=（2856+10052）+0.5×（8×6×2.0+59.4×2.4×2.5）=13134.2kNG1=（2856+10052）+0.5×（8×6×2.0+59.4×2.4×2.5）=10531.42KN∑A=81×15×4+59.4×15=5751m2∑G/∑A=58380.76/5751=10.15kN/m276 3水平地震作用下的框架内力分析3.1层间侧移刚度计算3.1.1梁线刚度在计算梁线刚度时，考虑楼板对梁刚度的有利影响，即板作为翼缘工作。在工程上，为简化计算，通常梁均先按矩形截面计算某惯性矩I0，然后乘以增大系数:中框架梁I=2.0I0边框架梁I=1.5I0梁采用C25混凝土，EC=2.8×107kN/m2I0=1/12×bh3(m4)KB单位：kNm横向框架：边跨梁300×650mm中跨梁250×500mm表2框架梁线刚度计算部位截面m2跨度m截面惯性矩边框架中框架I=1.5I0KB=EI/LI=2.0I0KB=EI/L边跨0.3×0.656.66.87×10-310.31×10-34.37×10413.74×10-35.83×104边跨0.3×0.656.06.87×10-310.31×10-34.81×10413.74×10-36.41×104中跨0.3×0.52.42.60×10-33.9×10-34.55×1045.20×10-36.07×1043.1.2柱线刚度：76 柱采用C30混凝土Ec=3.0×107kN/M2，首层高度4.2m,2-5层3.6m柱截面：600mm×600mm则I=I0=1/12×bh3=1.08×10-3m4KC=EI/h3.1.3柱的侧移刚度D：一般层：=D=首层：=D=表3边框架柱子的侧移刚度部位层高m柱子刚度边跨梁线刚度中跨梁线刚度边框架边柱C1（4根）边框架中柱C2（4根）K1α1DC1K2α2DC22-63.69000043700455000.4860.195162500.49560.1991658315.16352943700455000.5060.401117530.71620.44813130表4中框架柱子的侧移刚度部位层高m柱子刚度边跨梁线刚度中跨梁线刚度中框架边柱C1（16根）中框架中柱C2（16根）K1α1DC1K2α2DC276 2-63.69000058300607000.67440.252210001.34890.4033358315.16352958300607000.95550.492144201.91090.616180543.1.4层间侧移刚度的计算：一般层：∑D1=（16250+16583）×4+（21000+33583）×26=1300490底层：∑D2=（11753+13130）×4+（14420+18054）×26=943856∑D1/∑D2=0.72﹥0.7满足要求二.水平地震作用层间地震剪力和弹性位移的计算采用底部剪力法计算水平地震作用1.框架水平地震作用及水平地震剪力计算：房屋高度H=5.1+3.6×4=19.5m房屋宽度B=15m基本自振周期为:场地Ⅱ类，设计地震分组为第一组：Tg=0.35S,又根据抗震规范可知ξ=0.05η2=1.0γ=0.9而αmax=0.08(多遇地震)αmax=0.5（罕遇地震）又因为：Tg抗震规范5.2.5条规定的楼层最小水平地震剪力3.2水平地震作用下的层间位移和顶点位移计算表6变形验算层Vi(kN)hi(m)ΣDi(kN/m)Δuei=Vi/ΣDi(m)Δuei/hi6282.633.6840000.003361/10715743.713.65658880.001931/217441750.323.65658880.003091/126132404.993.65658880.004251/91876 22858.623.65658880.005051/772131065.13997000.007771/631﹤所以满足规范规定的弹性位移要求。3.水平地震作用下的剪力图如下:图3层间剪力、位移示意图3.3水平地震作用下框架柱剪力和柱弯矩（采用D值法，取⑧轴计算）76 —反弯点到柱下端结点的距离，即反弯点高度。—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数，该柱所在层数和梁柱线刚度比查表得。边柱（中框）表7中框边柱反弯点位子层h(m)y0y1y2y3Y63.60.67440.3020.0000.0000.0000.30253.60.67440.3370.0000.0000.0000.33743.60.67440.4000.0000.0000.0000.40033.60.67440.4500.0000.0000.0000.45023.60.67440.5000.0000.0000.0000.50015.10.95550.7000.0000.0000.0000.700中柱（中框）表8中框中柱反弯点位子层h(m)y0y1y2y3y63.61.34890.3250.0000.0000.0000.32553.61.34890.3670.0000.0000.0000.36743.61.34890.4500.0000.0000.0000.45033.61.34890.5000.0000.0000.0000.50023.61.34890.5000.0000.0000.0000.50015.11.91090.6960.0000.0000.0000.696边柱（中框）表9边框中柱柱端弯矩计算76 层h(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)63.61300490210000.0161282.634.550.3024.9511.4353.61300490210000.0161743.7135.920.33743.5885.7343.61300490210000.01611634.5326.320.40037.9056.8533.61300490210000.01612373.8238.220.45061.9275.6823.61300490210000.01612926.7347.120.50084.8284.8215.1943856144200.01533172.5248.540.700173.2874.66中柱（中框）表10中框中柱柱端弯矩计算层H(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)63.61300490335830.0258282.637.290.3258.5317.7153.61300490335830.0258743.7157.560.36776.05131.1743.61300490335830.02581634.5342.170.45068.3283.5033.61300490335830.02582373.8261.240.500110.23110.2323.61300490335830.02582926.7375.510.500135.92135.9215.1943856180540.01913172.5260.600.696215.1193.95注：（1）;（2）;（3）3.4水平地震作用下梁端弯矩按下式计算根据节点平衡由柱端弯矩求得梁轴线处弯矩µB1=KB1/(KB1+KB2)MB1=(MC上+MC下)×µB1µB2=KB2/(KB1+KB2)MB2=(MC上+MC下)×µB276 表11边跨梁端弯矩计算层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC6011.43111.43017.710.490.518.689.0354.9585.73190.688.53131.170.490.5168.4571.25443.5856.851100.4376.0583.500.490.5178.1881.37337.9075.681113.5868.32110.230.490.5187.4991.06261.9284.821146.74110.23135.920.490.51136.41125.54184.8274.661159.48135.9293.950.490.51112.64117.23表12中跨梁端弯矩计算层C轴D轴MC上MC下µC1µC2MCBMCDMC上MC下µD1MDC6017.710.490.518.689.03011.43111.4358.53131.170.490.5168.4571.254.9585.73190.68476.0583.500.490.5178.1881.3743.5856.851100.43368.32110.230.490.5187.4991.0637.9075.681113.582110.23135.920.490.51136.41125.5461.9284.821146.741135.9293.950.490.51112.64117.2384.8274.661159.483.5水平地震作用下的梁端剪力标准值表13梁端剪力计算层AB跨梁端剪力BC跨梁端剪力CD跨梁端剪力LLL66.60002.40006.09.0311.4310.3276 56.690.6868.4579.572.471.2568.4569.856.071.2590.6880.9746.6100.4378.1889.312.481.3778.1879.786.081.37100.4390.9036.6113.5887.49100.542.491.0687.4989.286.091.06113.58102.3226.6146.74136.41141.582.4125.54136.41130.986.0125.54146.74136.1416.6159.48112.64136.062.4117.23112.64114.946.0117.23159.48138.363.6水平地震作用下的框架内力图如下：76 图4地震作用下框架梁柱弯矩图（单位：kN.m）76 4竖向荷载作用下的内力分析弯矩二次分配法是一种近似计算方法，即将各节点的不平衡弯矩同时作分配和传递，并以两次分配为限。4.1竖向荷载计算4.1.1荷载传递路线图5荷载传递简图4.1.2.恒载：（1）屋面梁上线荷载标准值：ⅰ梁重：边跨梁0.3×0.65×26=5.07kN/m76 中跨梁0.25×0.5×26=3.25kN/mⅱ屋面板荷载：屋面板边跨为6.6m×7.2m，属于双向板，为三角形荷载折减系数：5/8=0.625中跨为7.2m×2.4m，属于双向板，为三角形荷载：折减系数：5/8=0.625∴屋面梁上线荷载标准值为：边跨：g1=6.12×6.6×0.625+5.07=30.32kN/m中跨：g2=6.12×2.4×0.625+3.22=12.40kN/m（2）楼面梁上线荷载标准值：边跨：g3=4.49×6.6×0.625+5.07=23.59kN/m中跨：g4=4.49×2.4×0.625+3.22=9.95kN/m3.活荷载：（1）屋面边跨q1=0.5×6.6×0.625=2.06kN/m中跨q2=0.5×2.4×0.625=0.75kN/m（2）楼面边跨q3=2.0×6.6×0.625=8.25kN/m中跨q4=2.5×2.4×0.625=3.75kN/m76 1.框架计算简图:76 76 5.梁固端弯矩：梁端弯矩以绕杆端顺时针为正，反之为负M固=QL2/12竖向荷载作用下框架的固端弯矩荷载部位边跨中跨跨度均布荷载固端弯矩跨度均布荷载固端弯矩左右左右恒顶层6.630.32-110.06110.062.412.4-5.955.95其他层6.623.59-85.6385.632.49.95-4.784.78活载顶层6.62.06-7.486.522.40.75-0.360.36其他层6.68.25-29.9529.952.43.75-1.801.806.内力分配系数计算1）转动刚度S及相对转动刚度计算构件名称转动刚度S（KNm）相对转动刚度框架梁边跨1.000中跨0.521一般层1.544底层1.09076 2）分配系数计算：各杆件分配系数见下表：节点层()()边节点61.544+1.000=2.544—0.393—0.60751.544+1.544+1.000=4.008—0.2500.3850.38541.544+1.544+1.000=4.008—0.2500.3850.38531.544+1.544+1.000=4.008—0.2500.3850.38521.544+1.544+1.000=4.008—0.2500.3850.38511.544+1.090+1.000=3.6341.—0.2750.4250.300360.521+1.544+1.000=3.0650.3260.170—0.50450.521+1.544+1.000+1.544=4.6090.2170.1130.3350.33540.521+1.544+1.000+1.544=4.6090.2170.1130.3350.33530.521+1.544+1.000+1.544=4.6090.2170.1130.3350.33520.521+1.544+1.000+1.544=4.6090.2170.1130.3350.33510.521+1.544+1.000+1.090=4.1550.2410.1250.3720.26276 76 76 76 5）恒载作用下的弯距：楼层AB跨BC跨CD跨左端中间右端左端中间右端左端中间右端MMMMMMMMM6000000101.2-75.2-98.455105.64-79.7-118.2323.801.02-17.6995.33-67.0-87.25499.53-54.4-101.539.04-0.60-8.4582.86-45.1-82.97396.99-57.0-98.8612.230.82-10.380.44-47.6-80.54297.25-56.3-100.0811.210.63-9.5381.73-46.8-80.66195.05-58.3-98.3213.530.78-10.8580.12-48.7-78.646）活载作用下的弯距：楼层AB跨BC跨CD跨左端中间右端左端中间右端左端中间右端MMMMMMMMM60000005.4-3.6-5.458.7-5.1-8.34.80-5.07.3-4.3-7.3429.3-17.6-29.07.30-7.124.1-14.8-24.3329.5-17.6-29.17.60-7.424.2-14.8-24.5229.2-17.6-29.47.60-7.324.2-14.7-23.2128.2-17.5-29.26.70-6.324.2-14.7-23.4注:1、弯矩符号逆时针为正76 8.梁端剪力均布荷载下:V’=V—q×b/21)恒载作用下梁端剪力:AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)530.326.6100.06-1.91101.9798.1597.4593.63423.596.677.85-0.3078.1577.5573.6373.13323.596.677.85-0.2978.1477.5673.6273.14223.596.677.85-0.4378.2877.4273.7672.9123.596.677.85-0.5078.3577.3573.8372.83BC跨梁端剪力层qkN/MLqL/2（kN）(kN)(kN)(kN)（kN）(kN)512.402.414.88014.8814.8811.7511.7549.952.411.94011.9411.949.389.3839.952.411.94011.9411.949.389.3829.952.411.94011.9411.949.389.3819.952.411.94011.9411.949.389.382)活载作用下梁端剪力：AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)52.066.06.18-4.710.889.849.60.248.756.026.25-17.343.5542.7842.277.6738.756.026.25-17.243.5442.7543.267.7728.756.026.25-17.844.0543.2142.777.1776 18.756.026.25-18.544.7543.4343.476.47BC跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)50.752.40.90.0000.90.90.7130.71343.752.44.50.0004.54.53.5633.56333.752.44.50.0004.54.53.5633.56323.752.44.50.0004.54.53.5633.56313.752.44.50.0004.54.53.5633.5639.柱轴力和剪力：1）恒载作用下的柱轴力剪力：（1）边柱层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）61—1101.97318.2349.57420.20420.202—2469.77469.7753—378.15306.7449.57384.89854.664—4434.46904.2345—578.28315.8849.57394.161298.396—6443.731347.9637—778.28315.8849.57394.161742.128—8443.731791.6929—978.35315.8849.57394.162185.8510—10443.732235.42111—1178.35315.8834.99394.162629.5812—12443.732664.5776 说明：1）假定外纵墙受力荷载完全由纵梁承受2）为本层荷载产生的轴力3）柱重底层：9.72×5.1=49.57kN其他层：9.72×3.6=34.99kN4）F5=0.24×0.9×13×6.9+5.46×6.9+6.12×6.9×0.678×3.15+1/2×（4.68×6.3+6.12×6.3×0.625×6.3）=237.885Kn　　　　F4=4.44×6.9×(4.2-0.7)+5.46×6.9+4.49×6.9×0.678×3.15+1/2×(4.68×6.3+4.49×6.3×0.625×6.3)=283.048kNF3-1=4.44×6.9×(3.9-0.7)+5.46×6.9+4.49×6.9×0.678×3.15+1/2×(4.68×6.3+4.49×6.3×0.625×6.3)=272.307kN（1）中柱层截面横梁剪力（kN）横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）中柱轴力（kN）51—111.7511.75122.7049.57146.20146.202—2195.77195.7743—39.389.38126.3549.57145.11341.544—4194.68391.1176 35—59.389.38126.3549.57145.11536.226—6194.68585.7927—79.389.38126.3549.57145.11730.908—8194.68780.4719—99.389.38126.3534.99145.11925.5810—10194.68975.15梯形荷载折减系数：α＝1.2/6.9=0.17391-2α2+α3=0.945F5=5.46×6.9+6.12×6.9×0.945×1.2+1/2×(4.68×2.4+6.12×2.4×0.625×2.4)+6.12×6.9×0.678×3.15=192.379kNF4=3.08×6.9×(4.2-0.7)+5.46×6.9+4.49×6.9×0.945×1.2+1/2×(4.68×2.4+4.49×2.4×0.625×2.4)+4.49×3.9×0.677×3.15=227.053kNF3-1=3.08×6.9×(3.9-0.7)+5.46×6.9+4.49×6.9×0.945×1.2+1/2×(4.68×2.4+4.49×2.4×0.625×2.4)+4.49×3.9×0.677×3.15=220.677kN76 2）活载作用下的柱轴力；层截面(kN)纵向荷载（kN）A柱轴力(kN)A柱剪力(kN)(kN)(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)51—12—26.113.57019.5313.3566.4510.918.38225.7332.88043—34—49.654.279103.3035.75125.2064.573.528128.9674.94135—56—69.454.279181.6075.46825.5574.573.528232.5224.72927—78—89.454.279259.8896.01325.5794.573.528336.1595.11819—910—104.954.279342.1142.08724.9464.573.528439.1331.7984说明：A柱：F5=0.5×6.9×3.15×0.678+0.5×6.3×0.625×3.15=13.570kNF4-1=2.0×6.9×3.15×0.678+2.0×6.3×0.625×3.15=54.279kNB柱：F5=0.5×6.9×3.15×0.678+0.5×6.9×1.2×0.945+0.5×6.3×0.625×3.15+0.5×2.4×0.625×1.2=18.382kNF4-1=2.0×6.9×3.15×0.678+2.0×6.9×1.2×0.945+2.0×6.3×0.625×3.15+2.0×2.4×0.625×1.2=73.528kN第五章内力组合和最不利内力确定1.竖向荷载作用下梁端弯矩的调幅由于钢筋混凝土结构具有塑性内力重分布性质，因此在重力荷载作用下对梁端弯矩进行调幅，去调幅系数为0.8。层数梁左端MGKMGK，，MQKMQK，，M1MGEAB跨5105.6484.518.706.96109.1289.56499.5379.6229.323.44114.1891.2376 396.9977.5929.523.60108.7985.33297.2577.829.223.36108.9385.98195.0576.0428.222.56106.3382.32BC跨523.8019.044.83.8426.2024.3249.047.237.35.8412.6910.24312.239.787.66.0816.0312.62211.218.977.66.0815.0111.58113.5310.826.75.3616.8812.69层数梁跨中MGKMGK，，MQKMQK，，M2MGEAB跨5-79.7-63.76-5.1-4.08-81.74-65.234-54.4-43.52-17.6-14.08-61.44-54.323-57.0-45.6-17.6-14.08-64.04-58.592-56.3-45.04-17.6-14.08-63.34-57.541-58.3-46.64-17.5-14.00-65.30-59.78BC跨51.020.82000.820.754-0.60-0.4800-0.48-0.4130.820.67000.670.5920.630.50000.500.4310.780.62000.620.54层数梁右端MGKMGK，，MQKMQK，，M3MGEAB跨5-118.23-94.58-8.3-6.64-112.38-92.384-101.53-81.22-29.0-23.2-116.03-95.593-98.86-79.09-29.1-3.28-113.41-93.562-100.08-80.06-29.4-23.52-114.78-93.781-98.32-78.66-29.2-23.36-112.92-92.47BC跨5-17.69-14.15-5.0-4.0-20.19-15.654-8.45-6.76-7.1-5.68-12.0-10.323-10.3-8.24-7.4-5.92-14.0-12.542-9.53-7.62-7.3-5.84-13.18-11.571-10.85-8.68-6.3-5.04-14.0-12注：①；76 ②=③；；④二梁控制截面处内力计算1、控制截面：两端、跨中2、竖向荷载作用下梁控制截面处剪力，见下表：层gqb梁左端AB跨530.322.060.5101.9794.3910.8810.3799.5889.5664.67423.598.250.578.1572.2543.5541.4993.0091.2367.98323.598.250.578.1472.2443.5441.4892.9885.3362.09223.598.250.578.2872.3844.0541.9993.3885.9862.64123.598.250.578.3572.4544.7542.6993.8082.3258.8776 BC跨512.400.750.514.8811.900.99.5216.6724.3220.1549.953.750.511.949.554.57.6413.3710.246.9039.953.750.511.949.554.59.6413.3712.629.2829.953.750.511.949.554.59.6413.3711.588.2419.953.750.511.949.554.59.6413.3712.699.35层gqb梁右端AB跨530.322.060.598.1578.521.4862.82109.93-92.38-119.86423.598.250.577.5562.048.9549.6386.86-95.59-117.30323.598.250.577.5662.059.0549.6486.88-93.56-115.28223.598.250.577.4261.948.4549.5586.71-93.78-115.46123.598.250.577.3561.887.7549.5086.63-92.47-114.13BC跨512.400.750.514.8811.900.99.5216.67-15.65-19.8249.953.750.511.949.554.57.6413.37-10.32-13.6639.953.750.511.949.554.57.6413.37-12.54-15.8829.953.750.511.949.554.57.6413.37-11.57-14.9119.953.750.511.949.554.57.6413.37-12-15.34注：①②；3、梁控制截面处弯矩层b梁左端AB跨50.584.5194.3960.916.9610.374.3789.5699.5864.6640.579.6272.2561.5623.4441.4913.0791.2393.0067.9830.577.5972.2459.5323.6041.4813.2385.3392.9862.0820.577.872.3859.7123.3641.9912.8685.9893.3862.6376 10.576.0472.4557.9322.5642.6911.8982.3293.8058.87BC跨50.519.0411.9016.073.849.521.4624.3216.6720.1540.57.239.554.845.847.643.9310.2413.376.8930.59.789.557.396.089.643.6712.6213.379.2720.58.979.556.586.089.643.6711.5813.378.2310.510.829.558.435.369.642.9512.6913.379.34层b梁右端AB跨50.5-94.5878.52-114.216.9662.82-8.74-92.38109.93-119.8640.5-81.2262.04-96.7323.4449.6311.03-95.5986.86-117.3030.5-79.0962.05-94.6023.6049.6411.19-93.5686.88-115.2820.5-80.0661.94-95.5423.3649.5510.97-93.7886.71-115.4510.5-78.6661.88-94.1322.5649.5010.18-92.4786.63-114.12BC跨50.5-14.1511.90-17.123.849.521.46-15.6516.67-19.8140.5-6.769.55-9.145.847.643.93-10.3213.37-13.6630.5-8.249.55-10.626.087.644.17-12.5413.37-15.8820.5-7.629.55-10.006.087.644.17-11.5713.37-14.9110.5-8.689.55-11.065.367.643.45-1213.37-15.34注：①4、水平地震作用下梁控制截面处的内力层V（kN）b(m)梁左端梁右端跨中AB跨579.570.590.6856.45568.4550.8902.35489.310.5100.4361.3478.1855.783.2476 3100.540.5113.5869.83587.4963.313.872141.580.5146.7478.54136.4175.955.471136.060.5159.48103.16112.6491.456.15BC跨569.850.571.2537.0368.4536.340.00479.780.581.3742.2878.1841.480.00389.280.591.0647.3287.4946.420.002130.980.5125.5457.34136.4160.050.001114.940.5117.2360.91112.6459.760.00注：四框架梁内力组合：1、基本组合公式：1）梁端负弯矩组合公式:①-②-③-2）梁端正弯矩组合公式:④3）梁跨中正弯矩组合公式:⑤⑥⑦4)梁端剪力组合公式:⑧⑨76 ⑩2、框架梁内力组合如下位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁5永久荷载60.9194.39-56.2386.46-114.2178.52可变荷载4.3710.37-2.3636.60-8.7462.82重力荷载代表值64.6699.58-58.63104.76-119.86109.93地震作用左来56.45-79.5776.52-79.5750.89-79.57右来-56.4579.57-76.5279.57-50.8979.57-MMAX(梁端)①-79.21-127.78149.28-152.17②-86.51-137.58162.74-167.56③-174.18-167.19156.34-176.51+MMAX(梁端)④172.23-152.26138.55-160.02+MMAX(跨中)⑤-70.78151.99⑥-78.22152.58⑦25.8013.719VMAX(梁端)⑧79.21127.78-149.28182.17⑨86.51137.58-162.74167.56⑩-11.80-118.53116.19-106.63位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁4永久荷载61.5672.25-56.2365.48-96.7362.04可变荷载13.0741.49-2.3645.8711.0349.63重力荷载代表值67.9893.00-58.6388.54-117.3086.86地震作用左来61.34-89.3184.41-89.3155.77-89.31右来-61.3489.31-84.4189.31-55.7789.31-MMAX(梁端)①-92.17-144.78100.63-143.93②-95.91-138.19119.77-132.39③-147.91-170.77136.47-165.24+MMAX(梁端)④-169.23-107.77106.01-100.11+MMAX(跨中)⑤-70.78142.79⑥-78.22133.35⑦33.79169.22VMAX(梁端)⑧92.17144.78-100.63143.93⑨95.91138.19-119.77132.39⑩106.71193.54-154.67187.2776 位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁3永久荷载59.5372.24-56.2365.48-94.6062.05可变荷载13.2341.48-2.3645.8711.1949.64重力荷载代表值62.0892.98-58.6388.54-115.2886.88地震作用左来69.83-100.5484.41-100.5463.31-100.54右来-69.83100.54-84.41100.54-63.31100.54-MMAX(梁端)①-89.95-144.7697.854-143.95②-93.33-138.17116.74-132.41③-135.34-181.70141.83-176.21+MMAX(梁端)④113.65-114.50108.93-106.86+MMAX(跨中)⑤-70.78142.79⑥-78.22133.35⑦33.79-22.22VMAX(梁端)⑧89.95144.76-97.85143.95⑨93.33138.17-116.74132.41⑩-209.69205.93-160.74199.70位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁2永久荷载59.7172.38-56.2365.48-95.5461.94可变荷载12.8641.99-2.3645.8710.9749.55重力荷载代表值62.6393.38-58.6388.54-115.4586.71地震作用左来78.53-141.5884.41-141.5875.95-141.58右来-78.53141.58-84.41141.58-75.95141.58-MMAX(梁端)①-89.65-145.6499.29-143.69②-93.21-138.86118.22-132.17③107.04-222.07155.10-216.08+MMAX(梁端)④52.33-139.2342.07-131.40+MMAX(跨中)⑤-70.78142.79⑥-78.22133.35⑦33.79-63.77VMAX(梁端)⑧89.65145.64-99.29143.69⑨93.21138.86-118.22132.17⑩-169.31251.68-175.78244.89位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)76 边跨梁1永久荷载57.9372.45-56.2365.48-94.1361.88可变荷载11.8942.69-2.3645.8710.1849.50重力荷载代表值58.8793.80-58.6388.54-114.1286.63地震作用左来103.16-141.58-2.36-141.5891.45-141.58右来-103.16141.58-84.41141.58-91.45141.58-MMAX(梁端)①-86.16-146.7098.70-143.55②-89.85-139.64117.09-132.04③143.09-222.45169.29-216.00+MMAX(梁端)④138.44-139.28125.46-131.35+MMAX(跨中)⑤-70.78142.79⑥-78.22133.35⑦-54.05-63.77VMAX(梁端)⑧86.16146.70-98.70143.55⑨89.85139.64-117.09132.04⑩-148.83252.11-191.83244.80注：角标K表示内力标准值；位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁5永久荷载16.0711.90-17.1211.90可变荷载9.523.841.469.52重力荷载代表值20.1516.67-19.8116.67地震作用左来37.025-69.850.00-69.85右来-37.02569.850.0069.85-MMAX(梁端)①-32.61-19.65②-31.02-19.82③37.35-80.54+MMAX(梁端)④10.16-50.83+MMAX(跨中)⑤-18.527.60⑥-21.6825.39⑦-14.75-55.72VMAX(梁端)⑧32.6119.65⑨31.0219.82⑩-39.6691.2876 位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁4永久荷载4.849.55-9.149.55可变荷载7.645.843.937.64重力荷载代表值6.8913.37-13.6613.37地震作用左来42.28-79.780.00-79.78右来-42.2879.780.0079.78-MMAX(梁端)①-16.50-19.63②-14.02-18.61③43.42-89.00+MMAX(梁端)④21.73-55.03+MMAX(跨中)⑤-5.4622.15⑥-8.4820.37⑦-6.45-68.74VMAX(梁端)⑧16.5019.63⑨14.0218.61⑩-47.88100.87位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁3永久荷载7.399.55-10.629.55可变荷载9.646.084.177.64重力荷载代表值9.2713.37-15.8813.37地震作用左来47.31-89.280.00-130.98右来-47.3189.280.00130.98-MMAX(梁端)①-22.36-19.97②-19.42-18.85③51.14-98.37+MMAX(梁端)④22.84-60.73+MMAX(跨中)⑤-6.9022.15⑥-10.2520.37⑦-7.68-120.58VMAX(梁端)⑧22.3619.97⑨19.4218.85⑩-49.82111.4976 位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁2永久荷载6.589.559.55-10.00可变荷载9.646.084.177.64重力荷载代表值8.2313.37-14.9113.37地震作用左来57.33-130.980.00-130.98右来-57.33130.980.00130.98-MMAX(梁端)①-21.39-19.97②-18.33-18.85③62.64-139.03+MMAX(梁端)④29.46-85.75+MMAX(跨中)⑤17.29-1.30⑥16.97-6.01⑦10.47-138.17VMAX(梁端)⑧21.3919.97⑨18.3318.85⑩-61.72157.57位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁1永久荷载8.439.559.55-11.06可变荷载9.645.363.457.64重力荷载代表值9.3413.37-15.3413.37地震作用左来60.91-114.940.00-130.98右来-60.91114.940.00130.98-MMAX(梁端)①-23.61-18.96②-20.82-18.14③67.46-123.07+MMAX(梁端)④30.22-76.12+MMAX(跨中)⑤16.29-2.57⑥16.27-7.44⑦10.14-139.13VMAX(梁端)⑧23.6118.96⑨20.8218.14⑩-63.79139.4876 2、框架柱的内力采取以下组合方式考虑地震作用时：①1.3×地+1.2×(恒+0.5×活)不考虑地震作用时：②γ0(1.35×恒+0.7×1.4×活)③γ0(1.2×恒+1.4×活)楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①②③5边柱上端M105.68.7109.95-85.7385.73200.567120.8688111.12N854.6631.5870.41-13.8413.841062.939947.7288855.7536V466.149.0535.92-35.9284.79554.462450.992下端M60.015.067.5-43.5843.58121.376.5674.4N904.2331.5919.98-13.8413.841122.4231001.264903.3408V466.149.0535.92-35.9284.79554.462450.992中柱上端M94.48.898.8-131.17131.17203.528108.8512100.48N146.2032.2162.3-8.568.56207.474183.1408176.416V42.85.845.757.56-57.5677.75950.771247.584下端M59.714.767.05-76.0576.05142.74376.000873.776N195.7732.2211.87-8.568.56266.958236.6764224.0032V42.85.845.757.56-57.5677.75950.771247.5844边柱上端M39.417.348.05-56.8556.85164.06556.115257.2N1298.3954.71325.74-45.5345.531650.7141445.1461307.718V249.628.826.32-26.3284.16833.446433.792下端M47.417.055.9-37.9037.90154.14164.5264.544N1347.9654.71375.31-45.5345.531710.1981498.6821355.306V249.628.826.32-26.3284.16833.446433.792中柱上端M32.717.641.5-83.5083.50191.05849.114451.104N341.5456.2369.64-34.2534.25489.536412.924390.8224V20.49.625.242.17-42.1763.68929.558430.336下端M40.917.749.75-68.3268.32181.97858.048859.088N391.1156.2419.21-43.2543.25549.02466.4596438.4096V20.49.625.242.17-42.1763.68929.558430.3363边柱上端M49.517.058-75.6875.68212.0866.78866.56N1742.1254.21769.22-92.2392.232246.2911923.9821733.139V279.431.738.22-38.22106.19936.529636.448下端M47.717.056.2-61.9261.92190.78464.84464.832N1791.6954.21818.79-92.2392.232305.7751977.5181780.726V279.431.738.22-38.22106.19936.529636.448中柱上端M45.717.454.4-110.23110.23246.35762.997663.36N536.2257.3564.87-74.5874.58771.639624.0408578.947276 V24.69.429.361.24-61.1495.2233.937634.144下端M42.917.151.45-110.23110.23242.81759.738460.336N585.7957.3614.44-74.5874.58831.123677.5764626.5344V24.69.429.361.24-61.2495.2233.937634.1442边柱上端M49.417.157.95-84.8284.82227.51666.758466.576N2185.8554.32213-154.23154.232858.7122403.2892159.232V29.29.433.947.12-47.12121.69638.905638.56下端M55.817.064.3-84.8284.82235.13673.59272.608N2235.4254.32262.57-154.23154.232918.1962456.8252206.819V29.29.433.947.12-47.12121.69638.905638.56中柱上端M45.917.754.75-135.92135.92280.92863.448863.888N730.9058.6760.2-120.36120.361071.464835.3144767.296V27.19.531.8575.51-75.51109.51236.71636.656下端M51.717.160.25-135.92135.92287.52869.242468.784N780.4758.6809.77-120.36120.361130.948888.85814.8832V27.19.531.8575.51-75.51109.51236.71636.6561边柱上端M39.214.146.25-74.6674.66216.84353.390453.424N2629.5846.82652.98-225.32225.323475.5562876.6382576.813V14.14.916.5548.54-48.54113.94119.069619.024下端M20.27.023.7-173.28173.28328.0927.30427.232N266.5748.5290.82-225.32225.32640.964325.9196310.2272V14.14.916.5548.54-48.54113.94119.069619.024中柱上端M33.013.339.65-93.9593.95261.96346.067246.576N925.5844.9948.03-252.36252.361365.5261034.828938.8448V11.84.714.1560.60-60.60104.11916.428816.592下端M16.86.820.2-215.11215.11353.98523.475223.744N975.1544.9997.6-252.36252.361425.011088.364986.432V11.84.714.1560.60-60.60104.11916.428816.59276 第六章框架结构配筋计算一框架梁配筋计算1.截面尺寸：边跨：梁端b×h0=300mm×615mm（h0=h-35）跨中bf’×h0=2200mm×615mm（h0=h-35）中跨：梁端b×h0=250mm×465mm（h0=h-35）跨中bf’×h0=800mm×465mm（h0=h-35）2.材料强度：混凝土等级C30fc=14.3N/mm2ft=1.43N/mm2钢筋等级纵向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm23.配筋率：纵向受力筋:支座截面ρmin=55×ft/fy=0.26%>0.25%；ρmax=2.5%跨中截面ρmin=45×ft/fy=0.21%>0.20%箍筋:沿梁全长:ρsv=0.26×ft/fyv=0.00177加密区:应满足规范要求。4.计算公式：76 具体计算如下：(3)抗弯承载力计算计算公式五层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(KN.M)174.18172.2378.22156.34138.5537.3510.1621.68αS0.1070.1060.0480.0960.0850.0230.0060.013ξ0.1140.1120.0490.1020.090.0230.0070.014As(mm2)1001.12988.87434.60892.90786.33204.7955.26118.33实配面积102510251017101710171017101710174ф204ф204ф184ф184ф184ф184ф184ф18计算公式四层边跨中跨76 左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(KN.M)147.91169.2378.22136.47106.0143.4221.736.45αS0.0910.1040.0480.0840.0650.0260.0130.003ξ0.0970.1110.050.0890.0680.0280.0140.005As(mm2)842.54971.13434.82774.12594.80238.68118.6035.04实配面积101710171017101710171017101710174ф184ф184ф184ф184ф184ф184ф184ф18计算公式三层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(KN.M)135.34113.6578.22141.83108.9351.1422.847.68αS0.0830.0700.0480.0870.0670.0310.0140.004ξ0.0880.0740.050.0920.070.0330.0150.006As(mm2)767.31639.65434.82805.79611.82281.83124.7241.751实配面积101710171017101710171017101710174ф184ф184ф184ф184ф184ф184ф184ф18二层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(KN.M)107.0452.3378.22155.1042.0762.6429.4610.47αS0.0650.0320.0480.0950.0250.0380.0180.006ξ0.0740.0340.050.1010.0270.040.0190.007As(mm2)602.45288.53434.82885.36231.14346.44161.2056.94实配面积101710171017101710171017101710174ф184ф184ф184ф184ф184ф184ф184ф18计算公式一层76 边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(KN.M)143.09138.4478.22169.29125.4667.4630.2210.14αS0.8230.8290.9030.7910.8450.9160.9620.987ξ0.0930.090.050.1110.0810.0430.0380.007As(mm2)813.37785.70434.82971.47708.70373.67166.9655.15实配面积101710171017101710171017101710174ф184ф184ф184ф184ф184ф184ф184ф18（4）框架梁抗剪计算：框架梁抗剪计算中，设计剪力取组合和调整剪力，计算如下：=0.85=1.1=1.2`五层四层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合137.58167.5691.28193.54154.67100.87调整104.535104.53562.743132.864132.86492.382112.36112.3668.56126.56126.5695.560.0850.137-0.0320.2090.2090.278实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@10076 三层二层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合209.69199.70111.49251.68244.89157.57调整152.854152.854126.954168.322168.322158.768146.34146.34115.35145.62145.62145.220.3440.3440.6390.4490.4490.971实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100一层框架梁跨中截面按构造配箍：双肢Φ8@200边跨中跨左端右端左（右）端组合252.11244.80139.48调整174.775174.775144.881168.85168.85143.3676 0.4920.4920.826实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100二框架柱配筋计算1.截面尺寸：b×h0：=600×600mm2.材料强度：混凝土等级C30fc=14.3N/mm2ft=1.43N/mm2钢筋等级纵向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm23.框架柱端弯矩和剪力调整：=1.1=1.1（以下调整均未乘以）、按柱端组合弯矩比值确定。说明：梁端组合弯矩取未进行修正的数值。4.框架柱配筋计算：76 ①、偏压计算公式：大偏压构件（）小偏心构件（）计算如下：的大值最小配筋率：全截面每侧抗震折减系数：顶层=0.75其他层=0.8最不利内力选取原则：大偏压柱弯矩尽可能大（取组合弯矩和调整弯矩的大值），轴力尽可能小小偏压柱弯矩尽可能大，轴力尽可能大层柱位内力(m)(mm)(mm)(mm)(mm)ξ(mm2)实配M(KN.m)N(KN)1边柱188.6992670.6984.9002070.65590.6551.233321.7760.7131312.8394ф2276 16.4052692.0094.900206.09426.0941.803257.0470.790-246.3974ф22中柱238.0242446.5484.9002097.290117.2901.197350.3450.6701452.1064ф2214.1702609.6544.900205.43025.4301.850257.0440.780-389.2334ф22②、框架柱抗剪计算：计算公式或框架柱最小体积配箍率：抗震折减系数：=0.85一层边柱中柱上端下端上端下端2670.6982710.3882446.5482486.238102.455102.45592.21992.219657.8657.8657.8657.8-0.614-0.614-0.704-0.70476 A：由计算可知，框架柱截面抗剪均为构造配筋。B：柱加密区实配普通四肢箍筋ф10@100；C：柱端加密区高度，5层为600mm,2-4层为550mm,底层柱根自基础顶面至刚性地面以上500mm，底层柱下端为750mm。D：柱非加密区实配普通四肢箍筋ф10@200。第七章现浇楼板设计一荷载计算对下图所示各区格编号，共分四类即ABCD，示于图中DBBBBBBBBDCAAAAAAAACDBBBBBBBBD1.活荷载：屋面活荷载：0.5kN/m2楼面活荷载：2.0kN/m2走廊活荷载：2.5kN/m276 2.恒荷载：屋面：6.12kN/m2楼面/走廊：4.49kN/m2屋面：g+q=1.35*6.12+1.4*0.7*0.5=8.752kN/m2g+q/2=1.35*6.12+1.4*0.7*0.5/2=8.507kN/m2q/2=1.4*0.7*0.5/2=0.245kN/m2楼面g+q=1.2*4.49+1.4*2.0=8.188kN/m2g+q/2=1.2*4.49+1.4*2/2=6.788kN/m2q/2=1.4*2/2=1.4kN/m2走廊g+q=1.2*4.49+1.4*2.5=8.888kN/m2g+q/2=1.2*4.49+1.4*2.5/2=7.138kN/m2q/2=1.4*2.5/2=1.75kN/m2取g+q=8.888g+q/2=8.507q/2=1.75二计算跨度（1）内跨L0=LcLc为轴线间距离（2）边跨L0=Ln+bLn为净跨，b为梁宽三弯矩计算跨中最大正弯矩发生在活载为棋盘式布置时，可简化为当内支座固定时g+q/2作用下的跨中弯矩值与当内支座铰支时作用下的跨中弯矩值两者之和。支座最大负弯矩可近似按活荷载满布求得，即内支座固定时g+q作用下的支座弯矩。在本例中，边梁对板的作用视为固定支座。所有区格板按其位置与尺寸分为ABC76 D类，计算弯矩时，考虑泊松比影响取νc=0.2.查钢筋混凝土书中表计算板的跨中正弯矩。区格BDL016.36.3L026.96.9L01/L020.9130.913M111.97111.971M211.80011.800M`1-19.516-19.516M``1-19.516-19.516M`2-12.155-12.155M``2-12.155-12.155注:A区格、C区格：M1=8.507×2.42/24+1.75×2.42/8=3.302kNmM`1=M``1=-8.507×2.42/12=-4.266kNmB区格：M1=(0.0215+0.2×0.0167)×8.507×6.32+(0.0444+0.2×0.0360)×1.75×6.32=11.971kNmM2=(0.0167+0.2×0.0215)×8.507×6.32+(0.0456+0.2×0.0444)×1.75×6.32=11.800kNmM`1=M``1=-0.0578×8.888×6.32=-19.516kNm76 M`2=M``2=-0.036×8.888×6.32=-12.155kNmD区格：M1=(0.0215+0.2×0.0167)×8.507×6.32+(0.0444+0.2×0.0360)×1.75×6.32=11.971kNmM2=(0.0167+0.2×0.0215)×8.507×6.32+(0.0456+0.2×0.0444)×1.75×6.32=11.800kNmM`1=M``1=-0.0578×8.888×6.32=-19.516kNmM`2=M``2=-0.036×8.888×6.32=-12.155kNm四截面设计截面有效高度,选用φ10钢筋作为受力主筋,则L01(短跨)方向跨中截面:h01=h-c-d/2=140-15-5=120mm;L02(长跨)方向跨中截面:h02=h-c-3d/2=h01-10=120-10=110mm；截面弯矩设计值:该板四周与梁整浇,故弯矩设计值应按如下折减:1)A-A支座截面折减20%,A-BA-C支座截面折减20%；2)D区格不予折减；计算配筋量时,取内力臂系数γ0=0.95AS=M/0.95h0fy板的配筋截面配筋跨中A-区格L01方向φ8@120L02方向φ8@200B-区格L01方向φ10@150L02方向φ10@150C-区格L01方向φ8@120L02方向φ8@20076 D-区格L01方向φ10@150L02方向φ10@150支座A-Aφ8@150A-Bφ12@150A-Cφ8@150B-Bφ12@150B-Dφ12@150C-Dφ12@150B边支座φ12@120C边支座φ8@150D边支座(L01方向)φ12@120D边支座(L02方向)φ12@120第八章基础设计76 基础形式为柱下独立基础钢筋混凝土基础,正方形,混凝土等级C25fc=11.9N/mm2ft=1.27N/mm2钢筋HPB235fy=210N/mm2.基础埋深1.80m,根据土层可知fak=200Kpa,,基底土为中沙，=4.4，=20KN/㎡==200+4.4×20×(1.80-0.5)=314.40KN/㎡初估基础尺寸A’=1.2F/(fa-20d)=1.2×(2825.054/1.3)/(314.4-20×1.8)=9.37㎡取b=3.2mA=b2=3.22=10.24㎡W=bl2/6=3.2×3.22/6=5.46m31.边柱（1）标准值（恒+活）设计值M1=13.103kNmM1‘=16.428kNmN1=2186.397kNN1‘=2825.054kNV1=8.022kN（无震）V1‘=10.058kN（2）标准值（代+右来）设计值M2=241.899kNmM2’=313.328kNmN2=2239.94kNN2’=2710.388kNV2=79.349kN(有震)V2’=102.455kN按规范规定，对不大于6层的160〈fak〈200的建筑可不作地基变形验算。基础自重设计值（取基础与土平均荷载），分项系数1.2。76 Gk==20×3.22×1.8=368.64kN由基础梁传至基础顶面的外墙重：G1=（3.9-0.7）×7.44×6.9=164.28kN基础梁，取370×600㎜2G2=0.6×0.37×6.9×25=38.29kNG’=G1+G2=164.28+38.29=202.57kN二．地基承载力验算1、按第一组荷载计算基础底边应力验算M0=M1+V1h+G’e=13.103+8.022×1.25+202.57×0.185=61.01kNmN0=N1+Gk+G’=2186.397+368.64+202.57=2757.61kNe0=M0/N0=61.01/2757.61m=0.022<1/6×3.2=0.53mPmaxormin=N0/AM0/W=2186.397/10.2461.01/5.46=213.51511.174Pmax=224.69KN/mm2〈1.2faPmin=202.34KN/mm2(Pmax+Pmin)/2=213.52KN/mm2〈fab、按第二组荷载计算M0=M2+V2h+G’e=241.899+79.349×1.25+202.57×0.185=382.528kNmN0=N2+G+G’=2239.94+368.64+202.57=2811.15kNme0=M0/N0=382.528/2811.15=0.14m<1/6×3.2=0.53m基础底边应力验算Pmaxormin=N0/AM0/W=2811.15/10.24382.528/5.46=274.5370.0676 ∴Pmax=344.59kN〈1.2faPmin=204.47kN(Pmax+Pmin)/2=54906kN〈fa基础剖面尺寸采用台阶式独立柱基础。三．基础抗冲切验算按第二组荷载验算，因为第二组荷载Pmax最大M0，=M2，+V2，h+G，e=313.328+102.455×1.25+202.57×0.185=483.99kNN0，=N2，+1.2×（Gk+G，）=2710.388+1.2×（368.64+202.57）=3395.84KNPmaxormin=N0，/AM0，/W=3395.84/10.24483.99/5.46=331.62588.643Pmax=420.268kNPmin=242.982KN1、柱根处受冲切承载力验算Fl=PjAl=420.268×=186.17kN0.7βhftbmh0=0.7×1.0×1.27×103×1.705×1.2=1826kNbm=(bt+bb)/2=(0.5+2.91)/2=1.705Fl〈0.7βhftbmh0所以柱根处受冲切承载力满足要求2、一阶处受冲切承载力验算：Fl=PjAl=420.268×=66.19kN0.7βhftbmh0=0.7×1.0×1.27×103×2.25×0.85=1700kNbm=(bt+bb)/2=(1.4+3.1)/2=2.25Fl〈0.7βhftbmh076 所以一阶处受冲切承载力满足要求3、二阶处受冲切承载力验算：Fl=PjAl=420.268×=66.19kN0.7βhftbmh0=0.7×1.0×1.27×103×2.25×0.4=800kNbm=(bt+bb)/2=(2.3+3.1)/2=2.25Fl〈0.7βhftbmh0所以二阶处受冲切承载力满足要求四．基础底面配筋计算：（设计值）横向配筋：a1=3.2/2-0.5/2=1.35ma,=a=0.5mPmax=420.268kNP=242.982+(420.268-242.982)x1.85/3.2=345.48kNG=1.35×368.64=497.66kNMI=1/12×a12[(2l+a’)(Pmax+P-2G/A)+(Pmax-P)l]=1/12×1.352×[(2×3.2+0.5)×(420.268+345.48-2×497.66/10.24)+(420.268-345.48)×3.2]=736.94kNm纵向配筋对一组：M`=M`+V`h+G`e=16.405+10.044×1.25+202.57×0.185=66.937kNmN=N1+1.2G+1.2G’=2692.099+1.2×(368.64+202.57)=3377.55kN基础底边应力验算76 Pmaxormin=N0/AM0/W=3377.55/10.2466.937/5.46=329.8412.26Pmax=342.10/m2Pmin=317.58kN/m2MII=1/48×(l-a’)2(2b+b’)(Pmax+Pmin-2G/A)=1/48×(3.2-0.5)2×(2×3.2+0.5)×(342.10+317.58-2×497.66/10.24)=589.44kNm对于第二组Pmax=420.268KN/M2Pmin=242.982kN/m2第二组Pmax+Pmin〈第一组Pmax+Pmin按第一组配筋横向：As=M/0.9×h0×fy=736.94×106/(0.9×1200×210)=3249.29mm2纵向：As=M/0.9×h0×fy=589.44×106/(0.9×1200×210)=2598.94mm2实配钢筋：横向:Ф12@100纵向:Ф12@100第九章板式楼梯设计楼梯使用活荷载2.5kN/m2,层高3.9米，楼梯间墙240，中距l＝4500，踏步水磨石0.65kN/m2，抹灰20厚，采用C20砼，HPB235、HRB335钢筋。1．梯斜板76 (1)板厚lc=12×300＝3600mmlc1=6.3-3.6-0.15-0.25-0.25-0.25=1.8mcosθ=3.6/4.094=0.879取板厚取为h=150mm则折算厚度为(2)荷载：取1m宽板带计算:永久荷载设计值：梯段板自重：1.35×245.65×103×25×0.3×=8.29KN/m水磨石踏步重：1.35×KN/m板底抹灰重：1.35×17×0.02×=0.52KN/m栏杆重：0.1×1.35=0.14KN/mg=10.27KN/m使用活荷载：q=1.4×0.7×2.50=2.45KN/mP=g+q=12.72KN/m76 (3)截面设计：板计算水平跨度：跨中最大弯矩：KNmh0=h－c=150－20=130㎜则αs=As=选用Φ12＠120；间距为100mm<200mm，满足要求2．平台板计算取板厚100mm（1）荷载计算永久荷载设计值平台板自重：1.2×0.1×25=3.0KN/m水磨石板面重：1.2×0.65=0.78KN/m板底抹灰重：1.2×0.02×17=0.41KN/mg=4.19KN/m可变设计值q=1.4×2.50=3.5KN/mP=g+q=7.69KN/m（2）截面设计：l=1.8+0.25=2.05mM=pl2/10=7.69×2.052/10＝3.23kNm76 h0=h－a=100－20=80㎜则αs=As=选用Φ8＠150（AS=353㎜2）3．平台梁计算取平台梁截面尺寸250㎜×450㎜q=l0=4.5mh0=450－35=415㎜αs=As=选用3Φ18（AS=762㎜2）斜截面承载力验算：取双肢Φ8＠15076 =176.92KN>V=78.98KN满足要求。4．靠近墙平台梁荷载7.69×1.8/2+1.2×0.25×0.45×25＝10.30KN/mM＝ql2/8=10.30×4.52/8=26.06KNmV=ql/2=10.30×4.5/2=23.18KNαs=M/bh02fcm=26.06×106/(250×4152×14.3)＝0.042As=选用3Φ14mm（As=462mm2），配筋偏高以防扭矩作用斜截面承载力验算取φ8@200=158.65KN>V=23.18KN满足要求参考文献76 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