框架结构毕业设计(3)

'毕业设计书毕业设计计算书第一章建筑设计概述1.1设计依据：1.依据建筑工程专业2007届毕业设计任务书。2.《建筑结构荷载规范》3.《混凝土结构设计规范》4.《建筑抗震设计规范》5.《建筑地基基础设计规范》及有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。6.遵照国家规定的现行各种设计规范、有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。1.2设计规模：1.本次设计的题目为“沈阳博艺中学教学楼”2.建筑面积：6434m²，结构共五层，首层层高4.9m,其他层层高3.9m.3.室内外高差0.450m，室外地面标高为-0.450m。1.3各部分工程构造1.屋面：APP改性沥青防水卷材1：3水泥沙浆找平层25mm厚1：10水泥珍珠岩砂浆保温层120㎜厚1：8白灰炉渣找坡度最薄处30mm120mm厚钢筋混凝土板20mm厚板下混合砂浆抹灰2.楼面:1：2.5水泥白石子12mm　 素水泥浆结合层一道98 1：3水泥砂浆找平18mm素水泥浆结合层一道120mm厚钢筋混凝土板20mm厚板下抹灰3厕所:20mm厚水泥砂浆地面50mm厚防水砂浆180mm厚空心砖20mm厚水泥砂浆抹灰4.墙体：外墙370mm厚水泥空心砖墙，内墙为240mm厚水泥空心砖墙，楼梯间墙为370㎜厚水泥空心砖墙，厕所均为180㎜厚隔墙。5.门窗：门厅处为铝合金门，其他均为木门。双推拉塑钢窗，单层玻璃全封闭窗。6.基础：阶型独立扩展基础，阶型联合扩展基础。第二章结构方案设计2.1设计资料1.本工程抗震设防烈度为7度，设计地分组为第一组2.自然条件：雪荷载0.5KN/M²，基本风压：0.55KN/M².3.地质条件：地质勘探以±0.000为基准面，地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。序号岩石分类土层深度（m）厚度范围（m）地基承载力fk（kpa）桩端承载力qk（kpa）桩周摩擦力qk（kpa）1杂填土0.0—0.80.32粉土0.8—1.80.512103中砂1.8—2.80.8200254砾砂2.8—6.53.73002400305圆砾6.5─12.56.0500350060建设地区地层土分布情况一览表表1注：①拟建场地地形平坦，地下稳定水位距地表-6m，表中给定土层深度由自然地坪算起。②建筑地点冰冻深度-1.2m。③建筑场地类别：Ⅱ类场地土。98 ④地震设防基本烈度：7度。2.2结构：1.本工程为钢筋混凝土现浇框架结构。2.楼板采用现浇钢筋混凝土板。楼梯为现浇板式楼梯3.材料情况：非重承水泥空心砖；砂浆等级为M5；混凝土：C25（基础、梁、板）、C30（柱）。纵向受力钢筋：HRB335级（梁）；HRB335级（柱）；箍筋：HPB235级钢筋，基础：HPB235级钢筋4.施工：梁、板、柱均现浇。第三章荷载计算3.1初估梁柱截面：2.1.1由轴压比限值条件N/fcA≤0.9(（三级框架）（框架柱的负荷面积内每平米按15kN/m2初估）N=1.2×（4.35×6.6×15×5）=2583.9kNA≥N/0.9fc=2583.9×1000/0.9/14.3=200769.23mm2∵A=bh∴b=h=347.08mm初估：柱截面：b×h=600mm×600mm.2.1.2梁截面主梁:h=(1/8─1/12)L=（600mm-900mm）取边跨取h=700mm,取中跨取h=500mm.b=(1/2─1/3)h且b不小于0.5倍柱宽且不小于250mm取b=300mm连系梁:h’=(1/8─1/12)L,取h’=500mm,b’=(1/2─1/3)h,取b’=250mm.2.1.3楼板：取h=120mm3.2荷载计算98 2.2.1层数划分及计算简图如图：98 2.2.2荷载汇集1、恒载1）屋面荷载：（为不上人屋面）防水层：ＡＰＰ改性沥表防水卷材0.05kn/m²找平层：25mm1：3水泥沙浆25×0.02=0.5kn/m²保温层：120mm厚水泥珍珠岩0.12×4=0.48kn/m²找坡层：白灰炉渣最薄处30mm厚0.03×17=0.51kn/m²98 结构层：120mm厚钢筋砼现浇板0.12×25=3.00kn/m²20mm厚板底抹灰0.02×17=0.34kn/m²Gk=Σgk=5.0kn/m²2）楼面：30mm厚水磨石地面0.65kn/m²120mm厚钢筋砼现浇板0.12×25=3kn/m²20mm厚板底抹灰0.02×17=0.34kn/m²Gk=Σgk=3.99kn/m²3）梁重：（考虑梁上抹灰，取梁自重26kN/m3）主梁：中跨26×0.7×0.3=5.46kN/m边跨26×0.5×0.3=3.9kN/m连系梁：26×0.25×0.5=3.25kN/m4）墙重：（砌体与抹灰之和）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/m2总墙重：外墙：底层：15×0.37+0.4+0.34=6.29kN/m2内墙：底层：15×0.24+0.34×2=4.28kN/m25）柱：（考虑到柱子抹灰，取柱子自重26kN/m3）各层：26×0.6×0.6=9.36kN/m6）门、窗：门：0.2kN/m2窗：0.3kN/m22、活荷载：雪活载：0.5kN/m2厕所：2.0kN/m2办公室：2.0kN/m2走廊、楼梯：2.5kN/m298 不上人屋面：0.5kN/m23、各层楼层重量(各层重力荷载代表值计算如下)五层上半层女儿墙：0.24×0.9×[4.5×11×2+3×（7.2×2+3）]×10=251.24kN屋面：11×（7.2×2+3）×5×4.5=4306.5kN主梁：（7.2×2×11×5.46+3×11×3.9）=1045.04kN连系梁：11×4×3.25×4.5=1081.08kN柱子：11×4×0.5×3.9×9.36=803.09kN外墙：[4.5×11×2+（7.2×2+3）]×（0.5×3.9-0.7）×6.29=1052kN内墙：〔4.5×11×2+7.2×11〕×（0.5×3.9-0.7）×4.28=953.37kN外墙窗：36×1.5×2.3×0.5×0.3=18.63kN内墙窗：16×1.5×0.6×0.3=4.32kN∑=9515.454kN3=3+0.5活=9515.454+0.5×0.5×861.3=9730.78kN五层下半层柱子：44×0.5×3.9×9.36=803.09kN外墙133.8×0.5×3.9×6.29=1641.2kN内墙178.2×0.5×3.9×4.28=1487.26kN外墙窗：2.3×1.5×0.5×36×0.3=18.63kN内墙门：2.1×0.9×20×0.2=7.56KN∑=3961.98kN四层上半层楼面861.31×4.49=3436.63kN主梁：（7.2×2×11×5.46+3×11×3.9）=1045.04kN连系梁：11×4×3.25×4.5=1081.08kN柱子：11×4×0.5×3.9×9.36=803.09kN外墙：[4.5×11×2+（7.2×2+3）]×（0.5×3.9-0.7）×6.29=1052kN内墙：〔4.5×11×2+7.2×11〕×（0.5×3.9-0.7）×4.28=953.37kN外墙窗：36×1.5×2.3×0.5×0.3=18.63kN98 内墙窗：16×1.5×0.6×0.3=4.32kN∑=8394.16kN2=2+0.5活=8394.16+3961.98+0.5×2861.31=13217.45kN四层下半层等于五层下半层为：∑=3945.13kN二、三层上半层楼面861.31×4.49=3436.63kN主梁：kN（7.2×2×11×5.46+3×11×3.9）=1045.04kN连系梁：11×4×3.25×4.5=1081.08kN柱子：11×4×0.5×3.9×9.36=803.09kN外墙：[4.5×11×2+（7.2×2+3）]×（0.5×3.9-0.7）×6.29=1052kN内墙：（4.5×11×2+7.2×9）×（0.5×3.9-0.7）×4.28=876.33kN外墙窗：18.63kN内墙窗：4.32kN∑=8317.12kN二、三层下半层柱子：44×0.5×3.9×9.36=803.09kN外墙133.8×0.5×3.9×6.29=1641.2kN内墙（4.5×11×2+7.2×9）×0.5×3.9×4.28=1367.07kN外墙窗：2.3×1.5×0.5×36×0.3=18.63kN内墙门：2.1×0.9×16×0.2=6.048KN∑=3840.28kN3=3+0.5活=8317.12+3945.13+0.5×2×861.31=13123.56kN2=2+0.5活=8317.12+3840.28+0.5×2×861.31=13018.71kN一层上半层楼面：861.31×4.49=3436.63kN主梁：kN（7.2×2×11×5.46+3×11×3.9）=1045.04kN连系梁：11×4×3.25×4.5=1081.08kN柱子：44×0.5×4.9×9.36=1009.01kN98 外墙：133.8×（0.5×4.9-0.7）×6.29=1472.8kN内墙178.2×(0.5×4.9-0.7)×4.28=1334.72kN外墙窗洞：(24×6+1.8×2.4)×(0.5×4.9-0.7)×6.29=713.286kN外墙窗：14×1.5×0.6×0.3=3.78kN雨蓬：3×1.8×0.1×25+6×2.4×0.1×25=49.5kN∑=9417.39kN=+0.5活=3840.28+9417.39+0.5×2×861.31=14118.98kN∑G=63209.48kN∑A=861.31×5=4306.85m2∑G/∑A=63209.48/4306.55=14.68kN/m2第三章水平荷载作用下的框架内力分析3.1梁的线刚度：在计算梁的线刚度时，考虑楼板对梁刚度有利影响,认为翼缘参加工作,为简化计算，先按矩形截面计算惯性矩，然后乘以一个增大系数。现浇钢筋砼梁：边框架梁=1.5I0中框架梁=2I0柱采用Ｃ30混凝土梁采用Ｃ25混凝土，ＥC＝2.8×107kN/m²I0=1/12×bh3(m4)KB单位：KNm框架梁线刚度计算部位截面（m²）高度（m）截面惯性矩I0(m4)边框架中框架I=1.5I0(m4)KB=EI/l(kn.m)I=1.5I0m4)KB=EI/l(kn.m)边框架0.3×0.77.28.57×10-312.86×10-3500111.71×10-266500中框架0.3×0.52.73.13×10-34.69×10-3486370.63×10-265333边框架0.3×0.77.28.57×10-312.86×10-3500111.71×10-26650098 3.2框架柱侧移刚度计算1.柱线刚度：柱采用C30混凝土，，首层高度4.9m,2-5层3.9m；柱截面：各层600mm×600mm则I0=1/12×bh3=10.8×10-3m4;KC=EI/h2.柱的侧移刚度D：一般层：=D=首层：=D=部位截面(m²)层高(m)惯性矩(m4)Ic=EI/h(104)边框架边柱C1边框架中柱C2Kα1Dc1Kα2Dc25层0.6²3.910.8×10-38.30770.60.23150751.190.37242514层0.6²3.910.8×10-38.30770.60.23150751.190.37242513层0.6²3.910.8×10-38.30770.60.23150751.190.37242512层0.6²3.910.8×10-38.30770.60.23150751.190.37242511层0.6²4.910.8×10-36.61220.760.46152011.490.5317515部位中框架边柱C1中框架中柱C2各层各柱刚度层间刚度Kα3Dc3Kα4Dc4ΣDc1ΣDc2ΣDc3ΣDc45层0.80.28183521.580.442883915075×424251×418352×1828839×1810067424层0.80.28183521.580.442883915075×424251×418352×1828839×1810067423层0.80.28183521.580.442883915075×424251×418352×1828839×1810067422层0.80.28183521580.442883915075×424251×418352×1828839×1810067421层10.46152011.990.581916715201×417515×415201×1828839×18749488层间侧移刚度的验算∑D1/∑D2=749488/1006742=0.74﹥0.7满足要求98 3.3.3水平地震作用分析（底部剪力法）本框架结构符合底部剪力法的适用范围，故采用底部剪力法计算水平地震作用。1.框架自振周期计算:用能量法计算。用能量法计算的数据过程及其结果见表表5用能量法计算的数据层次（KN）(KN)（KN/m）(m)59730.789730.7810067420.010.2011959.67394.656413217.4522948.2310067420.020.1922534.09485.845313123.5636071.7910067420.0360.1692216.95374.506213018.7149090.510067420.0490.1331732.77230.63114118.9863209.487494880.0840.0841190.75100.4242.考虑七度设防：аmax=0.08考虑I组类别Ⅱ类场地土Tg=0.35S因为T1=0.52>1.4Tg=0.49S所以考虑顶部附加水平地震作用底部剪力为：а1=(Tg/T1)0.9×аmax=(0.35/0.50)0.9×0.08=0.056FEk=а1×Geq=0.056×0.85×63209.48=3008.77kN由公式Fi=(GiHi/ΣGjHj)×FEk×(1-δn)横向框架顶点位移计算98 层数HiGiGiHiGiHi/ΣGjHjFiVi520.59730.78199480.990.26694.35694.35416.613217.45219409.670.29763.721458.08312.713123.5616669.2120.22580.142038.2228.813018.71114564.650.15398.782436.9914.914118.98691830.09240.812677.81剪力分布图3.3.4.验算框架层间弹性位移角98 1.层数层间剪力ＶI(kN)层间度Ｄi层间侧移ui=Vi/Di层hi(m)Ui/hi[θe]5694.3510067420.69×10-320.50.34×10-441458.0810067421.45×10-316.60.87×10-4<1/55032038.2210067422.02×10-312.71.6×10-4=0.001822436.9910067422.42×10-38.82.75×10-412677.817494883.57×10-34.97.29×10-4对于钢筋砼框架结构[Δθe]=1/550,Δθe<[Δθe]所以满足规范规定的层间弹性位移的要求。2.楼层地震剪力的验算《抗震规范》要求：因基本周期小于3.5s，查《抗震规范》表得验算过程及其结果见表7。表7楼层地震剪力验算层次（KN）(KN)(KN)结论59730.789730.780.016155.7694.35满足413217.4522948.230.016367.21458.08满足313123.5636071.80.016577.152038.08满足213018.7149090.50.016785.452436.99满足114118.9863209.480.0161011.42677.81满足3.3.5水平地震作用下框架柱剪力和弯矩计算（D值法：取横向中框架计算）1.柱剪力Vik=D/ΣD×Vi，柱弯矩M下=Vik×Yi，M上=Vik×（1-Yi）×hi98 2.反弯点高度h’=(y0+y1+y2+y3)×hy=y0+y1+y2+y3h’——反弯点到柱下端质点的距离，即反弯点高度y0——标准反弯点高度比y1——为上、下层梁线刚度比变化修正值y2——为上层层高变化修正值y3——为下层层高修正值根据框架总层数m,该柱所在层数n和梁柱线刚度比值K确定，并由内插法根据K值确定。边柱（中框）层h(m)y0y1y2y3Y53.90.80.30000.343.90.80.40000.433.90.80.450000.4523.90.80.050000.0514.91.00.650000.65中柱（中框）层h(m)y0Y1y2Y3y53.91.580.380000.3843.91.580.430000.4333.91.580.480000.4823.91.580.50000.514.91.990.550000.553.边柱弯矩计算98 层HΣDDD/ΣDViVikKYM下M上53.91006742183520.018694.3512.660.800.3014.834.5543.91006742183520.0181458.0826.580.800.4041.4662.2033.91006742183520.0182038.2237.150.800.4565.2179.7023.91006742183520.0182436.9944.420.800.5086.6386.6314.9749488152010.022677.8153.671.000.6592.0492.044.中柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.91006742288390.029694.3519.891.600.3829.4848.0943.91006742288390.0291458.0841.771.600.4370.0492.8533.91006742288390.0292038.2258.391.600.48109.30118.4123.91006742288390.0292436.9969.811.600.50136.13136.1314.9749488191670.0262677.8168.482.000.55184.56151.00计算过程（1）（2）;（3）3.3.6地震作用下框架梁端剪力和柱轴力标准植计算过程：根据节点平衡由柱端弯矩求得梁轴线处弯矩ΣMc=M右+M左=M上+M下98 ；M右(左梁)=μ1McM左(右梁)=μ2Mc求得边跨μ1=1μ2=1中跨μ1=0.504μ2=0.496楼层AB跨梁端剪力BC跨梁端剪力柱轴力LM左M右VELM左M右VE边柱中柱57.234.5524.248.172.723.8523.8517.678.179.547.27761.6519.262.760.6860.6844.9527.4335.1937.2121.1694.9830.022.793.4793.4769.2457.4574.4127.2151.84123.6938.272.7121.74121.7490.1895.72126.3217.2178.67144.744.912.7142.42142.42105.50140.63186.9198 98 第四章横向风荷载计算4.1自然情况基本风压为0.55kN/m²,即Ｗ0=0.55kN/m²,c类粗糙度。4.2荷载计算：1.风荷载标准值Ｗk=βzμsμzWoβz-高度z处的风振系数2.风压高度变化系数（μz）：μ5=0.85μ4=0.772μ3=μ2=μ1=0.743.风荷载体型系数:μs=0.8-(-0.5)=1.34.Z高度处的风振系数在实际工程中，对于高度不大于30m，高宽比小于1.5的高层建筑，取风振系数βZ=1.0层数βZμSμZiW0WkiFWkiVi51.01.30.8500.550.6112.5212.5240.7720.5515.4427.9630.7400.5314.8842.8420.7400.5314.8857.7210.7400.5316.7974.515.Fwk5=0.61×（0.9+1.95）×7.2=12.52kNFwk4=0.55×3.9×7.2=15.44kNFwk3=0.53×3.9×7.2=14.88kNFwk2=0.53×3.9×7.2=14.88knFwk1=0.53×(3.9/2+4.9/2)×7.2=16.79kN6.层间剪力V5=12.52kNV4=27.96kNV3=42.84kNV2=57.72kNV1=74.51Kn7.荷载作用分布图：98 4.3风荷载作用下框架柱剪力和柱弯矩（D值法，取横向中框架计算）1.柱剪力Vik=D/ΣD×Vi，柱弯矩M下=Vik×Yi，M上=Vik×（1-Yi）×hi2.反弯点高度h’=(y0+y1+y2+y3)×hy0——标准反弯点高度比y1——为上、下层梁线刚度变化修正值y2——为上层层高变化修正值y3——为下层层高修正值根据框架总层数m,该柱所在层数n和梁柱线刚度比值K确定，对于地震作用，y值由按荷载表查得，并由内插法根据K值确定，并考虑层高的因素进行修正。3.边柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.91006742183520.01812.520.2280.800.300.6270.62343.91006742183520.01827.960.5090.800.400.7951.19233.91006742183520.01842.840.7810.800.451.3711.67523.91006742183520.01857.721.0520.800.502.0522.05298 14.9749488152010.0274.511.4931.000.654.7562.5614.中柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.91006742283390.2912.520.3591.60.380.5320.86743.91006742283390.2927.960.8011.60.431.3431.78033.91006742283390.2942.841.2271.60.482.2972.48923.91006742283390.2957.721.6531.60.503.2443.24414.9749488191670.2674.511.9052.00.555.1354.29计算过程（1）（2）;（3）4.4荷载作用下梁端弯矩计算根据节点平衡由柱端弯矩求得梁轴线处弯矩ΣMc=M右+M左=M上+M下；M右(左梁)=μ1Mc98 M左(右梁)=μ2Mc求得边跨μ1=1μ2=1中跨μ1=0.504μ2=0.496风荷载作用下框架梁端剪力和柱轴力标准植楼层AB跨梁端剪力BC跨梁端剪力柱轴力LM左M右VELM左M右VE边柱中柱57.20.6230.4370.1472.70.4300.4300.3190.1420.17247.21.4591.1650.3642.71.1471.1470.8490.5110.65737.22.4701.9310.6112.71.9011.9011.4081.1221.45427.23.4232.7830.8622.72.7382.7382.0281.9842.62017.24.1633.7421.1602.73.6833.6832.7283.1444.188风荷载作用下的框架内力图如下：98 第五章框架在竖向荷载作用下的内力分析98 （采用弯矩二次分配法）5.1计算方法和荷载传递路线1.计算方法框架结构在竖向荷载作用下的内力计算采用力矩分配法，因为框架结构对称，荷载对称；又属于奇数跨，故在对称轴上梁的截面只有竖向位移（沿对称轴方向）没有转角。对称截面可取为滑动端。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。(取一榀横向框架)2.荷载传递路线对于边跨板，为7.2m×4.5m,由于7.2/4.5<3.0所以按双向板计算对于中跨板，为4.5m×2.7m,由于4.5/2.7〈3.0所以按双向板计算5.2竖向荷载计算98 5.2.1A-B(C-D)轴间框架梁板传至梁上的三角形或梯形荷载等效为均布荷载。1.屋面板传载恒载：5.0×4.5/2×(1-2×0.312+0.312)×2=18.85kN/m活载：0.5×4.5/2×(1-2×0.312+0.312)×2=1.89kN/m2.楼面板传荷载恒载：3.99×4.5/2×(1-2×0.312+0.312)×2=15.08kN/m活载：5.0×4.5/2×(1-2×0.312+0.312)×2=7.56kN/m3.梁自重：5.46kN/mA-B(C-D)轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=5.46kN/m+18.85kN/m=24.31kN/m活载=板传荷载=1.89kN/m楼面梁：恒载=梁自重+板传荷载=5.46kN/m+15.08kN/m=20.54kN/m活载=板传荷载=7.56kN/m5.2.2B-C轴间框架梁1.屋面板传载恒载：5.0×4.5/4×5/8×2=7.03kN/m活载：0.5×4.5/4×5/8×2=0.7kN/m2.楼面板传荷载恒载：3.99×4.5/4×5/8×2=5.61kN/m活载：2.0×4.5/2×5/8×2=2.81kN/m3.梁自重：3.9kN/mB-C轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=3.9kN/m+7.03kN/m=10.93kN/m活载=板传荷载=0.7kN/m楼面梁：恒载=梁自重+板传荷载=3.9kN/m+5.61kN/m=9.51kN/m活载=板传荷载=2.81kN/m5.3框架计算简图98 5.4.梁固端弯矩98 梁端弯矩以绕杆端顺时针为正，反之为负。固端弯矩=（均布荷载×跨度²）/12=ql2/12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荷载顶层7.224.31-105.02105.022.710.93-6.64-6.64其它层7.220.54-88.7388.732.79.51-5.78-5.78活荷载顶层7.21.89-8.168.162.70.70-0.43-0.43其它层7.27.56-32.6632.662.72.81-1.71-1.71竖向荷载作用下框架梁的固端弯矩5.5框架节点分配系数如下表98 边柱节点中柱节点顶层μb右=ib右/（ib右+iz下）=0.445μc下=iz下/（ib右+ib下）=0.555μb左=ib左/（ib左+iz下+ib右）=0.309μb右=ib右/（ib左+iz下+ib右）=0.304μc下=ic下/（ib右+ib下+ib右）=0.387标准层μb右=ib右/（ib右+iz下+iz上）=0.286μc上下=iz上/（ib右+iz下+iz上）=0.357μb左=ib左/（ib左+iz下+iz上+ib右）=0.223μb右=ib右/（ib左+iz下+iz上+ib右）=0.219μc上=iz上/（ib左+iz下+iz上+ib右）=0.279μc下=iz下/（ib左+iz下+iz上+ib）=0.279底层μb右=ib右/（ib右+iz下+iz上）=0.308μc上=iz上/（iz下+iz上+ib右）=0.385μc下=iz下/（iz下+iz上+ib右）=0.307μb左=ib左/（ib左+iz下+iz上+ib右）=0.237μb右=ib右/（ib左+iz下+iz上+ib右）=0.232μc上=iz上/（ib左+iz下+iz上+ib右）=0.296μc下=iz下/（ib左+iz下+iz上+ib右）=0.2355.6恒载产生弯矩分配与传递方法：首先将各点的分配系数填在相应方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩同时进行分配。假定远端固定进行传递（不向滑动端传递），右（左）梁分配弯矩向左（右）梁传递，上（下）分配弯矩向下（上）柱传递（传递系数均为0.5）。第一次分配弯矩传递后，再进行第二次弯矩分配。98 98 98 98 98 梁弯矩的调幅（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,调幅系数为0.8;对跨中弯矩进行调幅,调幅系数1.2.）1、恒载作用下的弯距楼层AB跨BC跨　左端中间右端左端中间右端MM’MM’MM’MM’MM’MM’5-73.22-58.5873.7888.5494.2875.420-40.14-32.11-30.18-36.2340.1432.114-82.83-66.2648.2357.8886.9269.54-20.03-16.02-11.36-13.6320.0316.023-79.02-63.2250.8861.0685.2468.19-21.66-17.33-12.99-15.5921.6617.332-79.38-63.550.7060.0685.4268.34-21.51-17.21-12.84-15.4121.5117.211-73.08-58.4655.4466.5382.2465.79-25.51-20.41-16.84-20.2125.5120.410注:1）M’为调幅后的弯距。2）弯矩符号逆时针为正2、活载作用下的弯距楼层AB跨BC跨　左端中间右端左端中间右端MM’MM’MM’MM’MM’MM’5-7.79-6.234.815.028.3666.69-2.02-1.62-1.38-1.662.021.624-28.1-22.4819.6023.5230.6924.50-8.23-6.58-5.67-6.808.235.583-29.12-23.3022.4026.8824.0719.26-5.57-4.46-3.01-3.615.574.462-29.26-23.4122.3026.7624.1119.29-5.51-4.41-2.95-3.545.514.411-26.94-21.5520.4324.5230.1824.14-9.05-7.24-6.49-7.799.057.24注:1）M’为调幅后的弯距。2）弯矩符号逆时针为正5.7梁端剪力：均布荷载下:V’=V—q×b/298 1、恒载作用下梁端剪力楼层q(kn/m)L(m)ql/2ΣM/LV左V右V左’V右’AB跨梁端剪力524.317.287.522.9384.5990.4577.2983.15420.547.273.940.5773.3774.5167.1768.31320.547.273.940.8673.0874.866.8868.6220.547.273.940.8473.1074.666.9068.4120.547.273.941.2772.67175.2166.4769.9BC跨梁端剪力510.932.714.760.0014.7614.7611.4611.4649.512.712.840.0012.8412.849.999.9939.512.712.840.0012.8412.849.999.9929.512.712.840.0012.8412.849.999.9919.512.712.840.0012.8412.849.999.99注：Ｍ就采用调幅前的值2、活载作用下梁端剪力层次Q(kn/m)L(m)Ql/2ΣM/LV左V右V左’V右’AB跨51.897.26.8040.0796.7256.8836.1586.31647.567.227.220.3626.8627.5824.59225.3137.567.227.220.7027.9226.5225.6524.2527.567.227.220.7227.9426.5025.6724.2317.567.227.220.4526.7727.6724.525.40ＢＣ跨50.72.70.9450.0000.9450.9450.7350.73542.812.73.790.0003.793.792.9472.94732.812.73.790.0003.793.792.9472.94722.812.73.790.0003.793.792.9472.94712.812.73.790.0003.793.792.9472.947注：Ｍ就采用调幅前的值98 98 5.8柱轴力和剪力1.恒载作用下的柱轴力剪力98 （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）边柱剪力（kN）51—184.5955.9936.5140.58140.5831.102—2177.08117.0843—373.3778.7436.5152.11329.1919.044—4188.61365.6935—573.0878.7436.5151.82517.5120.266—6188.32554.0127—773.1078.7436.5151.84705.8522.568—8188.34742.3519—972.6778.7445.86151.41893.767.7710—10197.27939.62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：首层：0.6×0.6×26×4.9=45.86kN顶层：0.6×0.6×26×3.9=36.5kN其他层：0.6×0.6×26×3.9=36.5kN④a顶层荷载：女儿墙：0.9×0.24×10×4.5=9.72kN连系梁：3.25×4.5=14.625kN屋面荷载：5.0×0.5×4.5×5/8×0.5×4.5×2=31.64kNΣ=55.99kNb标准层荷载楼面荷载：3.99×0.5×4.5×5/8×0.5×4.5×2=25.25kN连系梁：3.25×4.5=14.625kN墙重：6.29×3.9×（4.5-3）=36.79kN98 窗：3×0.3×2.3=2.07kNΣ=78.74kN(2)中柱：层截面横梁剪力横梁剪力纵向荷载柱重（kN）中柱轴力中柱剪力（kN）（kN）（kN）（kN）（kN）（kN）51—190.4514.7671.99536.5177.205177.20523.422—2213.705213.70543—374.5112.8460.40536.5147.76361.4715.774—4184.26397.9735—574.812.8460.40536.5148.05546.0216.256—6184.55582.5227—774.612.8460.40536.5147.85730.3717.718—8184.35766.8719—975.2112.8460.40545.86142.46951.336.1210—10194.32961.19①.顶层荷载屋面荷载：α=1－2×(2.7/2/4)2+(2.7/2/4.5)3=0.8475.0×0.5×4.5×5/8×0.5×4.5×2+5.0×2.7/2×0.847×0.5×4.5×2=57.37kN连系梁：3.25×4.5=14.625kNΣ=71.995kN②.标准层荷载楼面荷载3.99×0.5×4.5×5/8×0.5×4.5×2+3.99×7.7/2×0.847×0.5×4.5×2=45.78kN连系梁：3.25×4.5=14.625kNΣ=60.405kN98 2.活载作用下的柱轴力剪力边柱中柱层截面VA(kN)A柱轴力(kN)A柱剪力(kN)VB左(kN)VB右(kN)（kN）B柱轴力（kN）B柱剪力(kN)　51—16.736.736.836.8830.9457.837.834.142—243—326.8633.596.8827.583.7931.3739.205.614—435—527.9261.517.5426.523.7930.3169.514.726—627—727.9489.456.0926.503.7930.2999.805.938—819—926.77116.224.5427.672.7931.46131.262.2810—1098 98 第六章内力组合和最不利内力确定6.1框架梁内力组合：1、基本组合公式：1）梁端负弯矩组合公式:①-1.0[1.2恒+1.4×0.9(活+风)]②-1.0[1.35恒+1.4×(0.7活+0.6风)]③-0.75[1.2(恒+0.5活)+1.3地]2）梁端正弯矩组合公式:98 ④0.75[1.3地-1.0(恒+0.5活)]3）梁跨中正弯矩组合公式:⑤1.0[1.2恒+1.4×0.9(活+风)]⑥1.0[1.35恒+1.4(0.7活+0.6风)]⑦0.75[1.2(恒+0.5活)+1.3地]4)梁端剪力组合公式:⑧1.0[1.2恒+0.9×1.4(风+活)]⑨1.0[1.35恒+1.4(0.7活+0.6风)]⑩0.85[1.2(恒+0.5活)+1.3地]6.2框架柱内力组合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+1.4×0.9（风+活)]6.3框架梁内力组合如下说明：包括框架梁内力组合表（1）框架梁内力组合表（2）横向框架A柱弯矩和轴力组合表横向框架B柱弯矩和轴力组合表横向框架A柱剪力组合表横向框架B柱剪力组合表98 98 98 98 98 98 第七章框架结构配筋计算7.1框架梁配筋计算按梁跨度考虑：bf’=L/3=7200/3=2400mm按梁净距Sn考虑:bf’=b+Sn=300+3600=3900mm按翼缘高度hf考虑:h0=700-35=665mmhf’/ho=120/665=0.18>0.1故翼缘不受限制，取bf’=2400mmMu=α1fcbf’hf’(ho-hf’/2)=1.0×11.9×2400×120×(665-120/2)=2107.7kn.m中跨：bf’=2700/3=900mmhf’/ho=120/465=0.26>0.1取bf’=900mmMu=α1fcbf’hf’(ho-hf’/2)=1.0×11.9×900×120×(465-120/2)=520.51KN.m由此可判断所有梁截面Ｍ<Ｍu属第一类T型截面支座按矩形截面，跨中按Ｔ型截面计算。1、截面尺寸：边跨：梁端b×h0=300mm×665mm（h0=h-35）跨中bf×h0=2400mm×665mm（h0=h-35）中跨：梁端b×h0=300mm×465mm（h0=h-35）跨中bf×h0=900mm×465mm（h0=h-35）2、材料强度：混凝土等级C25fc=11.9N/mm2ft=1.27N/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=55×1.27/300=0.23%（0.25%）取较大值0.25%跨中截面ρmin=45×ft/fy=45×1.27/300=0.19%98 （0.20%）取较大值0.20%箍筋:沿梁全长:ρsv=0.23×ft/fyv=0.23×1.27/300=0.00097加密区:应满足规范要求。纵向受拉钢筋最小配筋率:支座：0.25%×300×700=525mm2跨中：0.2%×300×700=420mm2（梁端）最大配筋率：2.5%×300×700=5250mm2注：考虑到施工中的实际问题，将梁的配筋进行合理的选择，对于顶层仍按原计算配筋，一二层与标准层分别采用同一配筋，取其中的较大值及考虑到一些构造要求进行了重新的选择，具体见结构图。4、计算公式：5.框架梁抗弯承载力计算：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)89.2113.32124.55108.5132.7752.8814.75-50.29αS=M/fcbho0.06510.009720.09090.07920.02390.038610.010770-0.036798 ξ=1-(1-2αS)1/20.06740.009770.09550.082650.02420.039380.010829-0.0360As=α1fcbhoξ/fy(mm2)544.67178.970771.658667.77195.70318.24487.49-291.43实配面积9426389429426286286286283Ф202Ф203Ф203Ф202Ф202Ф202Ф202Ф20计算公式四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)144.8354.0597.74133.7221.9276.5441.78-24.29αS=M/fcbho0.105750.039460.071370.0976430.016000.055890.03050-0.0177ξ=1-(1-2αS)1/20.112030.040270.074110.1029410.016130.057540.03098-0.0175As=α1fcbhoξ/fy(mm2)905.157325.433598.828831.7177130.373464.941250.368-142.05实配面积9426289429426286286286283Ф202Ф203Ф203Ф202Ф202Ф202Ф202Ф20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)185.5150.75110.9162.6422.57108.7473.53-24.06αS=M/fcbho0.135460.037050.080970.1187600.016480.079400.05369-0.0175ξ=1-(1-2αS)1/20.146130.037770.084550.1267990.016610.082830.05521-0.0174As=α1fcbhoξ/fy(mm2)1180.72305.173683.1591024.480134.272669.252446.121-140.72实配面积125762894212576289426286284Ф202Ф203Ф204Ф202Ф203Ф202Ф202Ф2098 计算公式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)215.7380.36110.47190.750.32136.17101.22-23.75αS0.1575270.058670.0806650.1392500.0367440.0994320.073911-0.0173ξ0.1723850.060510.0842110.1505880.0374450.1049380.076865-0.0171As(mm2)1392.792488.891680.38871216.683302.5374847.8487621.0363-138.92实配面积152162894212566289429426284Ф222Ф203Ф204Ф202Ф203Ф203Ф202Ф20计算公式一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)236.51111.89114.34175.16107.01160.49117.23-33.77αS0.1727010.081700.0834910.1279030.0781390.1171900.085602-0.0246ξ0.1909270.085340.0873020.1373330.0814570.1250030.089617-0.0243As(mm2)1542.602689.542705.36231109.583658.13211009.968724.0670-196.83实配面积1885942942125794212579426286Ф203Ф203Ф204Ф203Ф204Ф203Ф202Ф20注意事项：（1）b的取值：支座负弯矩截面取梁宽b。跨中（Ｔ形截面）取bf=2400mm边跨bf=900mm中跨（2）支座正弯矩与跨中正弯矩取大者算，通长配筋、配筋相同。（3）梁端部底部配筋与顶部配筋之比大于等于0.36、框架梁抗剪承载力计算：框架梁抗剪计算中，设计剪力取组合和调整剪力98 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110.5118.5731.22115.27117.5361.36调整87.146287.146252.837281.466881.466856.7946454.86454.86318.06454.86454.86318.06-0.187173-0.187173-0.25353-0.219709-0.21970-0.2211089S实配箍筋双肢8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100三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115.94116.8688.2215.73116.57108.33调整84.466884.466867.634682.516882.516886.9646454.86454.86318.06454.86454.86318.06-0.202522-0.202522-0.132302-0.213693-0.213690.0260596S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@10098 一层框架梁截面均构造配筋选用Φ8@100边跨中跨左端右端左（右）端组合129.92119.77128.64调整105.2768105.276890.3646454.86454.86318.06-0.083311-0.0833100.0539141S实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100/1.25fyvh07.2框架柱配筋计算1、截面尺寸：b×h=600×600mm2、材料强度：混凝土等级:C30fc=14.3N/mm2;钢筋: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（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边柱节点98 节点左梁右梁上柱下柱6—89.2198.130.000.001.0098.135—144.83159.310.3454.170.66105.154—185.51204.060.572116.720.4387.343—215.73237.300.47111.530.53125.772—236.51260.160.42109.270.58150.861────291.09──中柱节点节点左梁右梁上柱下柱1275.4452.88166.680.000.000.637166.6811140.7576.54230.180.36393.660.60136.5210179.16108.74298.520.40119.410.513179.119214.48136.17359.560.487175.120.43184.458211.79160.49369.2150．57210.45158.767────290.46─总表层边柱中柱53.298.1393.661.170.323166.6893.661.195.4643.2159.31119.411.1102.20230.18119.411.1128.1833.5204.06175.121.1139.03298.52175.121.1173.6723.2237.30210.451.1164.18359.56210.451.1209.0014.2260.16291.091.1155.48369.215290.461.1186.34Vc=(Mct+Mcb)×1.1/Hn4.框架柱配筋计算：①偏压计算公式：大偏压构件（）小偏心构件（）计算如下：98 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98 ②框架柱抗剪计算：计算公式98 或框架柱最小体积配箍率：抗震折减系数：=0.85五层四层边柱中柱边柱中柱上端下端上端下端上端下端上端下端196.51245.792470.6296.34478527.27527.17576.4648.8248.8242.3342.3346.1546.1557.4457.44969.5>Vmax满足要求-0.81550-0.838764-1.935315-0.909116-0.967489-0.990743-0.909815-0.933079三层二层边柱中柱边柱中柱上端下端上端下端上端下端上端下端760.15809.42806.64855.911042.351091.621085.81135.0757.8557.8573.6873.6866.3566.3586.6786.67969.5>Vmax满足要求-1.016839-1.040093-0.925376-0.948631-1.089138-1.112392-0.964074-0.98732898 一层A由计算可知，框架柱截面抗剪均为构造配筋。B柱加密区实配普通复合箍筋四肢ф10@100；C柱端加密区高度，5层为700mm、2—4层为600mm、底层柱根自基础顶面至刚性地面以上500，底层柱上端为800mm。D柱非加密区实配普通复合箍筋四肢ф10@200。边柱中柱上端下端上端下端1322.81384.711366.961428.87125.43125.4373.373.3969.5>Vmax满足要求-0.798258-0.82747-1.192556-1.221777第八章现浇板配筋计算框架中楼板为现浇板，现浇板四周与梁连接，可按四边固定钢筋采用分离式布置，跨中钢筋在距支座L/4处截断8.1荷载计算屋面：P=1.20×5.0+1.4×0.5=6.7KN/㎡P=1.35×5.0+0.7×1.4×0.5=7.24KN/㎡楼面：P=1.20×3.99+1.4×2.0=7.59KN/㎡P=1.35×3.99+0.7×1.4×2.0=7.35KN/㎡简化计算统一取P=7.59KN/㎡采用C25混凝土,I级钢筋8.2配筋计算1.板lx=4.5-0.3=4.2mly=7.2-0.3=6.9mlx×ly=4.2m×6.9m支座截面：98 h’ox=h’oy=h-20=120-20=100mmn=ly/lx=6.9/4.2=1.64α=Asy/Asx=1/n2=1/1.642=0.372β=A’sx/Asx=A”sx/Asx=A’sy/Asy=A”sy/Asy=2.0采取分离式配筋，取内力臂系数γo=0.9Mx=Asxlyfyγohox=Asx×6.9×210×0.9×100=130410Asx(N.m)My=αAsxlxfyγohoy=0.372×Ax×4.5×210×0.9×90=28474Asx(N.m)M”x=M’x=βAsxlyfyγoh’ox=2×Asx×6.9×210×0.9×100=260820Asx(N.m)M”y=M’y=αβAsxlxfyγoh’oy=0.372×2Asx×4.5×210×0.9×100=63280Asx(N.m)由内力弯矩平衡得2Mx+2My+M’x+M”x+M’y+M”y=(pl2x/12)×(3ly-lx)2×(130410+28474+260820+63280)×Asx×10-6=(7.59×4.52/12)×(3×6.9-4.5)算得Asx=214.8mm2(实配Φ8@200)Asy=αAsx=0.372×214.8=79.9mm2(实配Φ8@200)A’sx=A”sx=2Asx=429.6mm2(实配Φ10@150)A’sy=A”sy=2Asy=2×79.9=159.8mm2(实配Φ8@200)98 第九章板式楼梯计算楼梯使用活荷载2.5KN/㎡，层高为3.9m。楼梯间墙370㎜，中距为=4.5m，踏步为水磨石0.65KN/㎡，20㎜厚抹灰。采用C25混凝土，Ⅰ，Ⅱ级钢筋。9.1梯斜板98 1.板厚：lc1=2.1-0.2=1.9mcos300=3.6/4.07=0.894取板厚取为h=150mm2.荷载：取1m宽板带计算:永久荷载设计值：梯段板自重：1.35×KN/m水磨石踏步重：1.35×KN/m板底抹灰重：1.35×17×0.02×=0.53KN/m栏杆重：0.1×1.35=0.135KN/mg=10.26KN/m使用活荷载：q=1.4×2.50=3.5KN/mP=g+q=10.26+3.5=13.76KN/m3.截面设计：98 板计算水平跨度：跨中最大弯矩：KNmh0=h－c=150－20=130㎜则αs=As=选用Φ10＠100（AS=785㎜2）<200㎜满足要求9.2平台板计算取板厚为120㎜1.荷载计算：永久荷载设计值(取1m板宽)平台板自重：1.2×0.12×25=3.61KN/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=4.79KN/m可变设计值q=1.4×2.50=3.5KN/mP=g+q=8.29KN/m2.截面设计：l=lcl=1.9mM=1/10pl2=1/10×8.29×1.92=2.99KNmh0=h－a=120－20=100㎜则αs=M/bh02fc=(2.99×106)/(1000×1002×11.9)=0.0255As=M/(1-0.5ξ)h0fy=(2.99×106)/[(1-0.5×0.025)×100×210]=144.18mm298 选用Φ8＠200（AS=252㎜2）9.3平台梁计算：取平台梁截面尺寸200㎜×400㎜由平台板传来荷载：q1=8.29×2.1/2=8.704KN/m由梯段板传来均布荷载：q2=13.76×3.6/2=24.77KN/m梁自重:1.2×0.25×(0.5─0.1)×25=3KN/m梁侧抹灰:1.2×0.02×(0.5-0.1)×2×17=0.33KN/mp=g+q=36.804KN/m内力计算l0=4.5mM=1/8ql02=1/8×36.804×4.52=93.16KNmV=1/2ql0=1/2×36.804×4.5=82.81KNh0=400－35=365㎜αs=M/bh02fc=(93.16×106)/(200×3652×11.9)=0.29As=M/(1-0.5ξ)h0fy=(93.16×106)/[(1-0.5×0.352)×365×300]=1032.49mm2选用4Φ20(As=1257mm2)斜截面承载力验算：取双肢Φ8＠200=0.7×1.49×200×365+1.25×210×(2×50.3/200)×365=111.27KN>V=63.04KN满足要求。第十一章基础配筋计算钢筋混凝土基础，采用正方形独立基础。混凝土C30,fc=14.3N/mm2,ft=1.43N/mm2。采用HRB235钢筋fy=210N/mm2。98 基础埋深1.8m,fak=200Kpa,基底土为中沙，=4.4，=20kN/㎡。地基承载力特征值：==200+4.4×20×(1.8-0.5)=314.4kN/㎡>1.1=220kN/㎡初估基础尺寸A’=1.2F/(fa-20d)=1.2×1384.71/(314.4-20×1.8)=5.97㎡∴取A=b2=3.02=9㎡W=bl2/6=3.0×3.02/6=4.5一、选取内力（取一层边柱）（1）=21.84kN.m=1384.71kN=11.48kN（2）=180.2kN.m=760.84kN=122.86kN按规范规定，对不大于7层的200〈fak〈300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1.2G==20×3.02×1.8=265.09KN98 取基础梁370×600mm2横基础梁重：25×0.37×0.6×4.5=25kN横墙重：12×0.37×（4.5-0.37）×4.5=90.5kNGk1=25+90.52=115.5kN纵基础梁重：25×0.37×0.6×4.5=25kN纵墙重：12×0.37×（4.5-0.37）×4.5=90.5kNGk2=25+90.52=115.5kN由基础梁产生的弯矩和剪力：M=1/8×115.5×4.5=65kN.mV=1/2×115.5=57.8kN二、地基承载力验算1.按第一组荷载验算基础底边应力验算M0=M1+V1h+-M=21.84+11.48×0.9+115.5×0.21-65=9kN.mN0=N1+GK+GK2+V=1384.71+265.09+57.8+115.5=1823.1kNеo=M0/N0=9/1823.1=0.005<ｌ/6=3/6=0.5（满足）Pmax=N0/A+M0/W=1823.1/9+9/4.5=204.57<1.2fa=1.2×314.4=377.28kN/m2Pmin=N0/A-M0/W=1823.1/9-9/4.5=200.57200mm且b/500/2=250mm故主要框架梁初选截面尺寸为：b×h=250mm×450mm（２）次要承重框架：取L=3900mmh=(1/12~1/15)L=325mm~260mm取h=400mm200mm~133mm取b=250mm故次要框架梁初选截面尺寸为：b×h=250mm×400mm（３）楼面连续梁毕业设计书（４）框架柱:×3000=374.7mm~281mmb=(1~2/3)h取b=h①按轴力估算:C＇列柱:No=9×15.66m2×(10~14)KN/m2=1409.4KN~1973.16KNA＇﹑E＇列柱:No=9×8.1m2×(10~14)KN/m2=729KN~1020.6KN②按轴压比验算:此建筑抗震等级为二级，=0.8选C30型混凝土=14.3N=(1.2~1.4)NoC＇列柱：A＇﹑E＇列柱：故初选柱截面尺寸为：C＇列柱：b×h=500mm×500mm98 A＇﹑E＇列柱：b×h=450mm×450mm1.3.确定结构计算简图⑴.三个假设：①平面结构假定：认为每一方向的水平力只由该方向的抗侧力结构承担，垂直于该方向的抗侧力结构不受力；②楼板在自身平面内在水平荷载作用下，框架之间不产生相对位移；③不考虑水平荷载作用下的扭转作用。⑵.计算简图根据结构平面布置图,选定第(2-1)轴线作为计算单元.如图１所示毕业设计书框架梁跨度(按柱中心线确定)：A＇C＇跨:4200mmC＇E＇跨:4500mm框架柱高度：取底层:H1=4200+450+(1900-900)-30=5620mm（如图2）其它层:H2=H3=H4=H5=H6=H7=H8=H9=3000mm框架计算简图如图98 1.4梁﹑柱惯性矩,线刚度,相对线刚度计算1.4.1梁﹑柱惯性矩计算主要框架梁：次要框架梁：边框架梁：中框架梁：内柱毕业设计书外柱:1.4.2梁﹑柱线刚度计算根据公式i=EI/l,可以得出梁﹑柱的线刚度如下(E=EC)梁：iA9＇C9＇=3.417×109E/4200=9.04×105EiC9＇E9＇=3.417×109E/4500=8.438×105E柱：iA1＇A0＇=3.417×109E/5620=6.08×105EiC1＇C0＇=5.21×109E/5620=9.27×105EiA9＇A8＇=3.417×109E/3000=11.39×105EiC9＇C8＇=5.21×109E/3000=17.367×105E1.4.3梁﹑柱相对线刚度计算取iA1＇A0＇值作为基准值1.算得梁﹑柱的相对线刚度标于图3中1.荷载标准值计算2.1永久荷载2.1.1作用于框架梁上的荷载2.1.1.1屋面恒载98 小瓷砖层0.55kN/m2三毡四油屋面防水层0.4kN/m21:3水泥沙浆找平层20mm0.4kN/m2水泥蛭石板保温层60mm0.12kN/m21:8水泥炉渣找坡80mm1.44kN/m21:3水泥沙浆找平层20mm0.4kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计6.21kN/m22.1.1.2楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计3.55kN/m22.1.1.3梁自重主要框架梁：0.4530.25325=2.812kN/m次要框架梁：0.430.25325=2.5kN/m2.1.1.4柱自重上层柱：外柱：0.4530.4532533=15.19kN/根内柱：0.530.532533=18.75kN/根底层柱：外柱：0.4530.4532535.62=28.45kN/根内柱：0.530.532535.62=35.13kN/根2.1.1.5墙自重及两面抹灰女儿墙：0.2531.538=3KN/m两面抹灰：0.8kN/m2~8层：内墙:0.23（3-0.45）38=4.08kN/m0.23（3-0.4）38=4.16kN/m外墙:0.253（3-0.45）38=5.1kN/m0.253（3-0.4）38=5.2kN/m底层:0.253（4.2-0.4）38=7.6kN/m0.253（4.2-0.45）38=7.5kN2.1.2.1作用在框架梁上的恒载楼面荷载分配按双向板进行荷载等效分配短向分配：5aq/8长向分配：(参见图3)毕业设计书A1＇=3（3-230.9+3）30.9=1.89m2A1＇=31.830.9=0.8m2=A3B1＇=3（3-1.5+3）30.75=1.69m2B1＇=31.530.75=0.56m2=B3顶层：GA1＇=6.2131.89=11.74KN=GA3＇GB1＇=6.2131.69=10.49KNGL1＇=0.3530.2532533=6.56KNGA2＇=6.2130.81=5.03KN=GA4＇GB2＇=6.2130.56=3.48KN=GB3＇GF1＇=6.2130.7533.3=15.37KN=GF2＇GL2＇=0.430.2532533.3=8.25KNGC1＇=6.2134.97=30.86KNGD1＇=6.2134.39=27.26KNGE1＇=6.2134.21=26.14KNFM＇=[(GA1＇+GB1＇+GL1＇)+GA2＇+GB2＇+GF1＇+GL2＇]=23.26KNqL3＇=0.4530.25325=2.81KN/m98 C1:qC1＇=0.705831.9536.21=8.547N/mqC＇M=qc1＇+qL3＇=8.547+2.81=11.357KN/mA3:qA3＇=0.84730.936.21=4.734N/mqME"=qC"M+qA3"=11.357+4.734=16.091KN/mD1:qD1"=0.669×1.95×6.21=8.1KN/mqL4"=0.45×0.25×25=2.81KN/mE1:qE1"=0.752×1.65×6.21=7.705KN/mqA9"C9"=qD1"+qE1"+qL4"=18.615KN/m标准层:GA1=GA3=3.55×1.89=6.71KNGA2=3.55×0.81=2.88KN=GA4GB2=GB3=3.55×0.56=1.99KNGF1=3.55×0.75×3.3=8.79KNGL1=6.56+0.2×(3-0.35)×3×8=19.28KNGB1=3.55×1.69=6KNGL2=8.25+0.2×(3-0.4)×3×8=20.73KNGD1=3.55×4.39=15.58KNqL3=2.81+0.2×(3-0.45)×8=6.89KN/mGE1=3.55×4.21=14.95KNGL2=3.55×4.97=17.64KNFM=[(GA1+GB1+GL1)/2+GA2+GB2+GF1+GL2]/2=25.19qA8"C8"=qD1+qE1+qL4=4.631+4.405.6.89=15.926KN/mqCM=qC1+qL3′=4.886+2.81=7.696KN/mql3=6.89KN/m=qL4qC1=0.7058×1.95×3.55=4.886KN/mqD1=0.669×1.95×3.55=4.631KN/mqA3=0.847×0.9×3.55=2.706KN/mqE1=0.752×1.65×3.55=4.405KN/mqME=qC1+qA3+qL3=4.886+2.706+6.89=14.482KN/m2.1.2.2恒荷载作用在框架柱上的集中荷载GL5′=8.25+3×3.3=18.15KN顶层：FE1=[(GA1′+GB1′+GL1′)/2+GA4′+GB3′+GL5]/2=20.53KNC3=1/2×1.95×3.9=3.8m2=C2=D2=D3E2=E31/2×1.65×3.3=2.72m2毕业设计书GC2′=GC3′=GD2′=GD3′=6.21×3.8=23.6KNGE2′=GE3′=6.21×2.72=16.89KNFE2′=(23.6+2.5×3.9+3.9×3)/2=22.53KNFE′=20.53+22.53=43.06KNFC′=(23.6+23.6+16.89+15.37+2.5×3.9+2.5×3.3)/2=48.73KNFA′=(23.6+16.89+2.5×7.2+3×7.2)/2=40.05KN标准层：Gl5=2.5×3.3+5.2×3.3=25.41KNFE1=[(GA1+GB1+GL1)/2+GA4+GB3+GL5]/2=23.5KNGC2=GC3=GD2=GD3=3.55×3.8=13.49KNGE2=GE3=3.55×2.72=9.66KNGF2=GF3=8.79KNFE2=(13.49+2.5×3.9+5.2×3.9)=21.76KNFE=23.5+21.76=45.26KNFE=23.5+21.76+45.26KNFC=(13.49+13.49+9.66+8.79+2.5×7.2+0.2×2.6×8×7.2)/2=46.69KNFA=(13.49+9.66+2.5×7.2+×5.2×7.2)/2=39.3KN98 A′列柱：顶层上柱：F9=40.05KN下柱：F9′=40.05+15.19=55.24KN八层：F8=F9′+FA=55.24+39.3=94.54KNF8′=F8+15.19=109.73KN七层：F7=F8′+FA=109.37+39.3=149.03KNF7′=F7+15.19=164.22KN六层：F6=F7′+FA=203.52KNF6′=F6+15.19=218.71KN五层：F5=F6′+FA=258.01KNF5′=F5+15.19=273.21KN四层：F4=F5′+FA=312.5KNF4′=F4+15.19=327.69KN三层：F3=F4′+FA=366.99KNF3′=F3+15.19=382.18KN二层：F2=F3′+FA=421.48KNF2′=F2+15.19=436.67KN一层：F1=F2′+FA=475.97KNF1′=F1+29.59=505.56KNC′列柱：顶层上柱：F9=48.73KN下柱：F9′=48.73+18.75=67.48KN八层：F8=114.17KNF8′=132.92KN七层：F7=179.61KNF7′=198.36KN六层：F6=245.05KNF6′=263.8KN五层：F5=310.49KNF5′=329.24KN四层：F4=375.93KNF4′=394.68KN三层：F3=441.37KNF3′=460.12KN二层：F2=506.81KNF2′=525.56KN一层：F1=572.25KNF1′=572.25+36.53=608.78KNE′列柱：顶层上柱：F9=43.06KN下柱：F9′=43.06+15.19=58.25KN八层：F8=103.51KNF8′=118.7KN七层：F7=163.96KNF7′=179.15KN六层：F6=224.41KNF6′=239.6KN五层：F5=284.86KNF5′=300.05KN四层：F4=345.31KNF4′=360.5KN三层：F3=405.76KNF3′=420.95KN二层：F2=466.21KNF2′=481.4KN一层：F1=526.66KNF1′=541.85KN恒荷载作用下框架的受荷简图（设计值）如图4毕业设计书98 2.2竖向可变荷载查荷载规范：楼面均布活荷载标准值为1.5kN/m2,上人屋面均布活荷载标准值为1.5kN/m2。A′C′跨：q=0.66931.95d1.5+0.75231.6531.5=3.82kN/mC′E′跨：FM＇=[(1.89+1.69)31.5+(0.81+0.56)31.5+0.7533.331.5]=4.23kNqE"M=0.705831.9531.5+0.84730.931.5=3.21kN/mqMC"=0.705831.9531.5=2.06kN/m活荷载作用在框架柱上的集中荷载FE=[(GA1+GB1)+GA4+GB3+GC3]=[(1.89+1.69)31.5/2+(0.81+0.56+3.8)31.5]=5.22kNFC=(GC1+GD2+GE2+GF2)=31.53(3.8+3.8+2.72+0.7533.3)=9.6kNFA=(GD3+GE3)=31.53(3.8+2.72)=4.89kN毕业设计书活荷载作用下框架的受荷简图（标准值）见图598 2.3风荷载标准值计算风压标准值计算公式为：w=βZμSμZω0本地区基本风压为：w0=0.36楼高H>30m；地面粗糙类别为C类；风振系数：βZ=1+Hi/H3ξγ/μZ表1层次123456789Hi（第i层距离室外地面的高度）4.657.6510.6513.6516.6519.6522.6525.6528.65H总=32.25mB≈15mH/B≈2查表：脉动影响系数γ=0.59表2离地面高度（m）z4.657.6510.6513.6516.6519.6522.6525.6528.65风压高度系数μZ0.500.630.730.810.870.930.991.041.09结构基本周期：T=（0.08～0.1）n.取T=0.9，ω0=0.36kN/m2ω0T2=0.3630.92=0.29查表得：脉动增大系数ξ=1.2725βZ=1+Hi/H3ξγ/μZ表3z4.657.6510.6513.6516.6519.6522.6525.6528.65βZ1.221.281.341.391.451.491.531.571.6198 毕业设计书查表得：风载体型系数：迎风面为1.0；背风面为-0.5∴μS=1.5ωk=βZμSμZω0∵结构高度H=26.75<30m,故取βZ=1.0,μS=1.3表4z4.657.6510.6513.6516.6519.6522.6525.6528.65ωk0.330.440.530.610.680.750.820.880.95转化为集中荷载（受荷面与计算单元同）9层：FW9K=0.9533.63（1.5+3/2）=10.25KN8层：FW8K=3.633.03（0.95+0.88）42=9.9KN7层：FW7K=3.633.03（0.88+0.82）42=9.2KN6层：FW6K=3.633.03（0.82+0.75）42=8.47KN5层：FW5K=3.633.03（0.75+0.68）42=7.71KN4层：FW4K=3.633.03（0.68+0.61）42=6.96KN3层：FW3K=3.633.03（0.61+0.53）42=6.14KN2层：FW2K=3.633.03（0.53+0.44）42=5.21KN1层：FW1K=3.630.4433.0/2+3.630.3334.65=7.86KN（如图6所示2.4水平地震作用计算2.4.1重力荷载代表值（恒载+0.5活载）2.4.1.1恒载屋面重力值：G面=6.213（14.9438.94+1.234.44）=863KN楼板重力值：G板=（14.9438.94+1.234.44）33.55+103（0.06325+0.4）=512KN梁重力值：G梁=（8.734+1.2+9.9）32.81+14.73332.5+2.530.230.4325=244KN柱重力值：G上柱=15.19310+18.7535=244.7KNG底柱=28.45310+35.1335=460KN98 毕业设计书墙重力值：G女儿墙=（8.94+14.94+10.1432+1.2）33=136KNG标墙=8.9435.1+（8.4+6）34.08+10.1435.1+14.943235.2+13.2+6）34.16=413KNG底墙=14.943237.6+10.143237.5=379KN2.4.1.2活荷载Q=1.53（14.94+8.94+1.234.44）=208KN2.4.1.3重力荷载代表值G9=G板+G梁+G上柱/2+G女儿墙+G标墙/2=863+244+244.7/2+136+413/2=1572KN（不包括屋面活荷载）G8=G板+G梁+G上柱+G标墙+F活/2=512+244+244.7+413+208/2=1518KNG2=G3=G4=G5=G6=G7=G8=1518KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙+F活/2=512+244+244/2+460/2+413/2+379/2+208/2=1608KN质点重力荷载代表值见图72.4.2水平地震力作用下框架的侧移验算2.4.2.1横梁线刚度为了简化计算，框架梁截面惯性矩增大系数取1.2A′C′跨：kb=iA9＇C9＇=9.04×105333104=27.123109N·mmC′E′跨：kb=iC9＇E9＇=8.438×105333104=25.313109N·mm2.4.2.2柱的线刚度边柱：底层：kc=6.083105333104=18.243109N·mm其它层：kc=11.393105333104=34.173109N·mm中柱：底层：kc=9.273105333104=27.813109N·mm其它层：kc=17.373105333104=52.13109N·mm2.4.2.3框架柱的侧移刚度D值2～9层D值的计算表5Dk=∑kb/2kcα=k/(2+k)D=12αkc/h2边柱A′0.7940.28412939边柱E′0.7410.2712301中柱C′1.0060.33523272底层D值的计算表6Dk=∑kb/2kcα=k+0.5/(2+k)D=12αkc/h2边柱A′1.4870.573950边柱E′1.3380.5573860中柱C′1.8850.614648898 毕业设计书2.4.2.4计算框架自振周期各层D值汇总（见表7）各层D值汇总表7D值/层次柱类型2～9层（D值3根数）1层（D值3根数）边柱A′轴1293935=64695395035=19750E′轴1230135=61505386035=19300中柱C′轴2327235=116360648835=32440∑D（KN/m）24256071490按顶点位移法计算，考虑轻质砌块墙对框架刚度的影响，取基本周期调整系数α0=0.8，计算公式为1=1.7α0,式中△T为顶点位移。按D值法计算。见表8横向框架顶点位移计算表8层次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)9157215722426500.0070.428151830902426500.0130.4137151846082426500.0190.46151861262426500.0250.3815151876442426500.0320.3554151891622426500.0380.32431518106802426500.0440.28621518121982426500.050.24211608137162426500.1920.192T1=1.730.8=0.88s2.4.2.5水平地震作用标准值和位移的计算多遇地震作用下，设防烈度为7度，查表αmax=0.08.深圳市反应谱特征周期查表Tg=0.35s,Tg＜T1＜5Tg∴2.4.2.6水平地震作用计算因为T1=0.88s＞1.43Tg=1.430.35=0.49s.尚需考虑顶部附加水平地震作用。δn=0.08T1+0.07=0.0830.88+0.07=0.140结构总水平地震作用标准值：Fek=α1Geq=0.03430.85313176=396KN顶部附加的集中水平地震作用为：ΔFn=δn·Fek=0.14043396=55.6KN=160835.62+15183337+157233=45631KN98 毕业设计书同理：F2=63KNF3=81KNF4=103KNF5=126KNF6=142KNF7=167KNF8=201KNF9=247KNF9＇＝F9+△Fn=247+55.6=302KNFi,Vi和△ue的计算（见表9）Fi,Vi和△ue的计算层次987654321Fi(KN)302301167142126103816341Vi(KN)3025036708129381041112211851226∑D(KN/m)24256024256024256024256024256024256024256024256071490△ue(m)0.00080.0010.00160.00210.00250.00320.00360.00410.0072横向框架各层水平地震作用和地震剪力如图83.荷载作用下框架的内力分析3.1恒荷载作用下框架的内力分析恒荷载作用下框架的受荷简图如图4所示3.1.1横荷载作用下框架的弯矩计算98 毕业设计书3.1.1.1梁的固端弯矩可按下面方法求得：A′C′跨：MA9＇C9＇＝－22.33834.22/12＝－32.83KNMC9＇A9＇＝32.83KNMA8＇C8＇＝－19.11134.22/12＝－28.09KNMC8＇A8＇＝28.09KNC′E′跨：第9层：MC9＇E9＇＝－27.9131.5332/4.52＝－18.61KN·mME9＇C9＇＝27.9131.5233/4.52＝9.3KN·mMC9＇E9＇＝－13.62834.52/12＝－23KN·mME9＇C9＇＝23KN·mMC9＇E9＇＝＝－5.681KN·mME9＇C9＇＝＝8.52KN·m∴MC9＇E9＇＝－18.61－23－5.68＝－47.29KN·mME9＇C9＇＝9.3+23+8.52＝40.82KN·m标准层：MC8＇E8＇＝－30.2331.5332/4.52＝－20.15KN·mME8＇C8＇＝30.2331.5233/4.52＝10.08KN·mMC8＇E8＇＝－9.23534.52/12＝－15.58KN·mME8＇C8＇＝15.58KN·mMC8＇E8＇＝＝－8.14KN·mME8＇C8＇＝＝12.21KN·m∴MC8＇E8＇＝－20.15－15.58－8.14＝－43.87KN·mME8＇C8＇＝10.08+15.58+12.21＝37.87KN·m3.1.1.2根据梁、柱相对线刚度，算出各节点的弯矩分配系数μij，如图所示。如：A9＇点：μA9"C9"==0.44398 μA9"A8"==0.557用弯矩分配法计算框架内力，传递系数为，各节点分配二次即可。其计算步骤和结果参见下图表。毕业设计书上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.5570.4430.260.4980.2420.4260.574-32.8332.83-47.2940.8290.0018.2914.543.760.007.203.50-17.39-23.435.031.887.272.63-8.701.75-6.910.00-3.85-3.06-0.310.00-0.60-0.292.202.960.0019.47-19.4743.550.009.23-52.7827.38-27.380.3580.3580.2840.1730.3330.3330.1610.270.3650.365-28.0928.09-43.8737.8710.0610.067.982.735.255.252.54-10.22-13.82-13.8289.145.031.363.993.602.63-5.111.27-6.91-11.72-5.56-5.56-4.41-0.88-1.70-1.70-0.824.696.346.3413.649.52-23.1633.937.156.18-47.2633.60-14.40-19.200.3580.3580.2840.1730.3330.3330.1610.270.3650.365-28.0928.09-43.8737.873~710.0610.067.982.735.255.252.54-10.22-13.82-13.825.035.031.363.992.632.63-5.111.27-6.91-6.91-4.09-4.09-3.24-0.72-1.38-1.38-0.673.394.584.5810.9911.00-21.9934.096.506.51-47.1132.30-16.15-16.150.3580.3580.2840.1730.3330.3330.1610.270.3650.365-28.0928.09-43.8737.8710.0610.067.982.735.255.252.54-10.22-13.82-13.8225.036.031.363.992.633.11-5.111.27-4.45-6.91-4.45-4.45-3.53-0.80-1.54-1.54-0.742.723.683.6810.6311.64-22.2834.016.346.83-47.1831.64-14.59-17.050.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-28.0928.09-43.8737.8712.056.439.613.236.223.303.03-12.35-16.62-8.9015.031.624.802.63-6.171.52-6.91-2.85-1.52-2.27-0.26-0.50-0.26-0.241.762.371.2714.234.91-19.1435.878.353.03-47.2528.80-14.26-14.54A′7.12C′4.18-7.27E′98 毕业设计书3.1.1.3梁的跨内最大弯矩的求法。C9＇E9＇段弯矩的求法：QC9＇E9＇＝＝17.23KNQE9＇C9＇＝＝-6.03KNQC9＇E9＇＝0.5313.62834.5＝30.663KNQE9＇C9＇＝-30.663KNQC9＇E9＇＝＝-11.9KN∴QC9＇E9＇＝17.23+30.66+5.05＝52.94KNQE9＇C9＇＝-6.03-30.66-11.99＝-48.68KN集中力作用点M1点弯矩：Mm＝52.9431.5+0.5319.31332+27.38-52.78-0.53313.6331.52-48.6833＝-20.47KN·m跨中K点弯矩：Mk＝52.9432.25+0.5319.3132.252+27.38-52.78-0.5335.6830.752-27.9130.75-48.6832.25＝-23.96KN·m距C9＇2米P点处弯矩：Mp=52.9432+19.3130.532.52+27.38-52.78-0.5313.62322-5.6830.53-27.9130.5-48.6832.5＝-22.8KN·m∴可得：C9＇E9＇跨跨中弯矩K点弯矩最大Mk＝-23.96KN·mC8＇E8＇段弯矩：QC8＇E8＇＝＝22.39KNQE8＇C8＇＝＝-7.84KNQC8＇E8＇＝0.539.2434.5＝20.78KNQE8＇C8＇＝-20.78KNQC8＇E8＇＝＝7.24KNQE8＇C8＇＝＝-17.19KN∴QC8＇E8＇＝22.39+20.78+7.24=50.41KNQE8＇C8＇＝-7.84-20.78-17.19=-45.81KN98 集中力作用M处弯矩：Mu＝50.4831.5+0.5317.38332+33.6-47.26-0.5339.2431.52-45.8133＝-7.67KN·m跨中K点弯矩：Mk＝50.4132.25+0.5317.3832.252+33.6-47.26--0.539.2432.252-0.538.1430.752-30.2330.75--45.8132.25＝-7.67KN·m毕业设计书距C8＇2米P点处弯矩：Mp＝50.4132+17.3830.532.52+33.6-47.26-0.539.24322-8.1430.53-30.2330.5-45.8132.5＝-7.67KN·m3～7层：跨中K点：Mk＝50.4132.25+0.5317.3832.252+32.31-47.11--0.539.2432.252-0.538.1430.752-30.2330.75--45.8132.25＝-8.81KN·mMk＝-9.55KN·mMk＝-12.46KN·m恒载作用下的弯矩图如图998 3.1.2恒载作用下框架的剪力计算由简图和推导公式进行计算毕业设计书梁A＇C＇段：∑MA=0MA-MB--QB·l=0QB=∑MB=0MA-MB--QA·l=0QA=梁C＇E＇段前已算出.柱：∑MC＝0-MC–MD-QD·h＝0QD＝∑MD＝0-MC–MD-QD·h＝0QC＝梁：A9＇C9＇：QA9＇C9＇＝＝41.18KNQC9＇A9＇＝＝-52.64KN98 A8＇C8＇：QA8＇C8＇＝＝37.57KNQC8＇A8＇＝＝-42.7KN３～７层：QA7＇C7＇＝37.25KNQC7＇A7＇＝-43.01KN2层：QA2＇C2＇＝37.34KNQC2＇A2＇＝-42.93KN1层：QA1＇C1＇＝36.15KNQC1＇A1＇＝-44.12KN其计算结果参见图10毕业设计书3.1.3恒荷载作用下框架的轴力计算98 ３.２活荷载作用下框架的内力计算3.2.1楼面活载作用下框架的内力计算由于楼面活载＜4.0KN/m2,故按活载满布的情况计算。为减小误差，将最终结果中，梁的跨中弯矩扩大1.2倍，支座弯矩不变。3.2.1.1楼面活载作用下框架的弯矩计算A＇C＇跨：MA＇C＇＝-＝-5.62KN·mMA＇C＇＝5.62KN·mC＇E＇跨：MC＇E＇＝＝-2.82KN·mME＇C＇＝＝1.41KN·mMC＇E＇＝＝-3.48KN·mME＇C＇＝3.48KN·mMC＇E＇＝3（434.5-333）＝-1.15KN·mME＇C＇＝3（634.52-834.533+3332）＝1.73KN·m∴MC＇E＇＝-2.82-3.48-1.15＝-7.45KN·mME＇C＇＝1.41+3.48+1.73＝6.62KN·m毕业设计书98 上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.5570.4430.260.4980.2420.4260.574-5.625.62-7.456.623.132.490.480.910.44-2.82-3.801.010.241.250.31-1.410.22-1.21-0.70-0.55-0.04-0.07-0.040.420.573.44-3.447.311.15-8.454.44-4.440.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.571.010.160.800.460.31-0.900.15-1.21-1.90-0.98-0.98-0.78-0.11-0.22-0.22-0.110.801.081.082.602.04-4.646.620.840.70-8.165.78-2.55-3.240.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.011.010.160.800.300.31-0.900.15-1.21-1.21-0.78-0.78-0.62-0.09-0.17-0.17-0.080.610.830.832.242.24-4.486.650.740.75-8.145.60-2.80-2.800.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.01-1.210.160.800.300.36-0.900.15-0.78-1.210.010.020.01-0.10-0.19-0.19-0.090.500.670.673.030.82-3.856.640.730.78-8.155.48-2.52-2.950.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-5.625.62-7.456.622.411.291.920.380.720.380.35-2.16-2.91-1.561.010.19-0.960.30-1.080.18-1.21-0.51-0.27-0.410.360.680.360.330.340.450.242.901.01-3.925.391.710.75-7.854.98-2.46-2.530.51A＇0.47C＇E＇-1.23毕业设计书98 3.2.1.3活荷载作用下框架的轴力计算98 毕业设计书98 3.2.2风荷载作用下内力分析。采用D值法，其计算结果如下：10.25KNα=0.284　∑D=48512α=0.335　　α=0.27D=12939D=23272D=12301V9=10.25KNV9=10.25KNV9=10.25KNVA＇=D·V9/∑D=2.73　VC＇=4.92KN　VE＇=2.6KN9.9KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V8=20.15KN　V8=20.15KN　V8=20.15KNVA＇=5.37KN　　VC＇=9.67KN　　VE＇=5.11KN9.2KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V7=29.35KN　V7=29.35KN　V7=29.35KNVA＇=7.83KN　　VC＇=14.08KN　　VE＇=7.44KN8.47KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V6=37.82KN　V6=37.82KN　V6=37.82KNVA＇=10.09KN　　VC＇=18.14KN　　VE＇=9.597.71KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V5=45.53KN　V5=45.53KN　　V5=45.53KNVA＇=12.14KN　　VC＇=21.84KN　　VE＇=11.55KN6.96KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V4=52.49KN　V4=52.49KN　　V4=52.49KNVA＇=14.00KN　　VC＇=25.18KN　　VE＇=13.31KN6.14KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V3=58.63KN　V3=58.63KN　　V3=58.63KNVA＇=15.64KN　　VC＇=28.13KN　　VE＇=14.87KN5.2KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V2=63.83KN　V2=63.83KN　　V2=63.83KNVA＇=17.03KN　VC＇=30.62KN　　VE＇=16.19KN7.86KNα=0.57　　∑D=14298α=0.614　　　　α=0.557D=3950D=6488　D=3860V1=71.7KN　V1=71.7KN　　V1=71.7KNVA＇=19.81KN　VC＇=32.53KN　　VE＇=19.36KN　　　A＇　　C＇　E＇98 毕业设计书风荷载作用下：框架的内力值：柱上端弯矩：柱下端弯矩：MF=yo=0.30　　y1=y2=y3=0　yo=0.35　　y1=y2=y3=0　yo=0.30y1=y2=y3=0y=0.30　1-y=0.70y=0.351-y=0.65y=0.301-y=0.70　yo=0.40　　y1=y2=y3=0　yo=0.40　y1=y2=y3=0　yo=0.371y1=y2=y3=0y=0.40　1-y=0.60y=0.401-y=0.60y=0.3711-y=0.629　　yo=0.45　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.421y1=y2=y3=0y=0.45　1-y=0.55y=0.451-y=0.55y=0.4211-y=0.579　　　yo=0.45　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.45　1-y=0.55y=0.451-y=0.55y=0.451-y=0.55　　　　　yo=0.45　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.451-y=0.55y=0.451-y=0.55　y=0.451-y=0.55　　　yo=0.45　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.45　1-y=0.55y=0.451-y=0.55　y=0.451-y=0.55　　　　yo=0.45　y1=y2=y3=0　yo=0.50　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.45　1-y=0.55y=0.501-y=0.55　y=0.451-y=0.55　　　　yo=0.50　y1=y3=0y2=-0.05　yo=0.50　y1=y3=0y2=-0.017　yo=0.50y1=y3=0y2=-0.05y=0.45　1-y=0.55y=0.4831-y=0.517　y=0.451-y=0.55　　　yo=0.601　y1=y2=y3=0　yo=0.562　　y1=y2=y3=0　yo=0.611y1=y2=y3=0y=0.601　1-y=0.399y=0.5621-y=0.438　y=0.6111-y=0.389　　　　　　　A＇　　C＇　E＇98 毕业设计书3.2.2.1风荷载作用下框架的弯矩计算3.2.2.2风荷载作用下框架的剪力计算98 毕业设计书3.2.2.3风荷载作用下框架的轴力计算98 毕业设计书3.2.2地震作用下内力分析。采用D值法。其计算步骤和结果如下：302KNα=0.284　∑D=242560α=0.335　　α=0.27D=12939D=23272D=12301V9=302KNV9=302KNV9=302KNVA＇=D·V9/∑D=6.13　VC＇=11.2KN　VE＇=5.83KN503KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V8=503KN　V8=503KN　V8=503KNVA＇=10.71KN　　VC＇=19.17KN　　VE＇=10.15KN670KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V7=670KN　V7=670KN　V7=670KNVA＇=14.78KN　　VC＇=26.59KN　　VE＇=14.06KN812KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272D=12301V6=812KN　V6=812KN　V6=812KNVA＇=18.33KN　　VC＇=33.00KN　　VE＇=17.43KN938KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V5=938KN　V5=938KN　　V5=938KNVA＇=21.37KN　　VC＇=38.43KN　　VE＇=20.31KN1041KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V4=1041KN　V4=1041KN　　V4=1041KNVA＇=23.88KN　　VC＇=42.96KN　　VE＇=22.71KN1122KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V3=1122KN　V3=1122KN　　V3=1122KNVA＇=25.88KN　　VC＇=46.55KN　　VE＇=24.60KN1185KNα=0.284　　　　α=0.335　　　　α=0.27D=12939D=23272　D=12301V2=1185KN　V2=1185KN　　V2=1185KNVA＇=27.36KN　VC＇=49.20KN　　VE＇=26.10KN1226KNα=0.57　　∑D=71490α=0.614　　　　α=0.557D=3950D=6488　D=3860V1=1226KN　V1=1226KN　　V1=1226KNVA＇=29.39KN　48.28KN　VE＇=28.72KN　　　98 A＇　　C＇　E＇毕业设计书地震作用下：框架的内力值：柱上端弯矩：柱下端弯矩：MF=yo=0.35　　y1=y2=y3=0　yo=0.40　　y1=y2=y3=0　yo=0.32y1=y2=y3=0y=0.35　1-y=0.65y=0.401-y=0.60y=0.321-y=0.68　yo=0.40　　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.40y1=y2=y3=0y=0.40　1-y=0.60y=0.451-y=0.55y=0.401-y=0.60　　yo=0.45　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.45　1-y=0.55y=0.451-y=0.55y=0.451-y=0.55　　　yo=0.45　y1=y2=y3=0　yo=0.50　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.45　1-y=0.55y=0.501-y=0.50y=0.451-y=0.55　　　　　yo=0.45　y1=y2=y3=0　yo=0.50　y1=y2=y3=0　yo=0.45y1=y2=y3=0y=0.451-y=0.55y=0.501-y=0.50　y=0.451-y=0.55　　　yo=0.50　y1=y2=y3=0　yo=0.50　y1=y2=y3=0　yo=0.50y1=y2=y3=0y=0.501-y=0.50y=0.501-y=0.50　y=0.501-y=0.50　　　　yo=0.50　y1=y2=y3=0　yo=0.50　y1=y2=y3=0　yo=0.50y1=y2=y3=0y=0.501-y=0.50y=0.501-y=0.55　y=0.501-y=0.50　　　　yo=0.50　y1=y3=0y2=-0.05　yo=0.50　y1=y3=0y2=-0.017　yo=0.53y1=y3=0y2=-0.05y=0.45　1-y=0.55y=0.4831-y=0.517　y=0.481-y=0.52　　　yo=0.626　y1=y2=y3=0　yo=0.606　y1=y2=y3=0　yo=0.631y1=y2=y3=0y=0.626　1-y=0.374y=0.6061-y=0.394　y=0.6311-y=0.369　　　　　　　A＇　　C＇　E＇98 毕业设计书3.2.3.地震作用下框架的弯矩计算3.2.3.2地震作用下框架的剪力计算98 98'