六层框架住宅小区结构计算书毕业设计

'湖北理工学院毕业设计(论文）六层框架住宅小区结构计算书毕业设计窗体顶端11毕业设计（论文）计算书窗体底端窗体顶端窗体底端1结构设计总则1.1工程概况星洲湖畔住宅小区7号多层楼结构设计，该楼采用钢筋混凝土现浇框架结构体系，主体6层，层高3米。全现浇钢筋混凝土板钢筋混凝土板式楼梯。1.2设计条件1）气象条件基本风压为0.5KN/m²，基本雪压为0.4KN/m²。年最大降雨量12000mm，日最大降雨量260mm。2）抗震设防建筑物要求按7度设防，设计基本地震加速度为0.05m/s²。3）工程地质条件建场地土类型中软场地土，Ⅱ类建筑场地，地面粗糙度为B类。1.3材料选用1)混凝土：梁、柱、板均使用C30（fc=14.3KN/m2，ft=14.3KN/m2）混凝土。2）钢筋：纵向受力钢筋采用HRB400（fy=fy’=360N/mm2),其余均采用HPB300级钢筋(fy=270N/mm2)。3）墙体：内外墙均采用200厚蒸压粉煤灰加气砼砌块。外墙饰面做法见建筑设计总说明。4）窗：均为中空密闭铝合金窗（0.35KN/m2)。5）门：楼梯入口大门为不锈钢防盗门，入户门为不锈钢电子防盗门，阳台处为塑钢推拉门，其他均为木质门(0.2KN/m2)。2结构布置及计算简图2.1结构布置结构布置详见施工图，板按双向板计算，板厚取100mm，计算书取⑪轴一榀框架进行计算。2.1.1框架梁尺寸的确定32毕业设计（论文）计算书1）梁截面尺寸的估算32毕业设计（论文）计算书主要框架梁取L=3300mm32毕业设计（论文）计算书h=(1/8~1/14)l=(1/8~1/14)×3300=413mm~236mm,取400㎜32 毕业设计（论文）计算书b=(1/2~1/3)h=(1/2~1/3)×400=200mm~133mm，取200㎜故框架主梁的截面尺寸为b×h=200㎜×400㎜2.1.2框架柱截面尺寸的确定框架柱截面尺寸根据柱的轴压比限制，柱组合的轴压比设计值按公式2－1计算：(2－1)式中：：为考虑地震作用组合后柱轴力压力增大系数，本设计取1.3；:为按照简支状态计算柱的负荷面积；：为折算后在单位面积上的重力荷载代表值，近似取14KN/;:为验算截面以上楼层层数；表1查得该框架结构在24m以下，抗震等级为三级，其轴压比值[UN]=0.85[4]抗震等级分类表2-1结构类型烈度6789框架结构高度/m≤24＞24≤24＞24≤24＞24≤24框架四三三二二一一剧场、体育等三二一一轴压比限值表2-2结构类型抗震等级一二三框架结构0.650.750.85边柱和中柱采用同一截面尺寸，柱截面尺寸按公式2-2确定：Ac≥1.2N/0.85fc(2－2)该框架结构的柱的最大负荷面积分别为为3.0m×3.3m，可得第1层柱截面面积Ac≥1.2N/0.85fc=1.2×（1.3×3.0×3.3×14×103×6）/（0.85×14.3）=106729mm2根据估算结果并综合考虑其他因素，本设计取柱截面的尺寸为300mm×400mm32 毕业设计（论文）计算书，满足要求。2.2计算简图的确定、计算单元选取2.2.1计算简图取基础顶面到室外地面的距离为0.4m,则第1层的层高为4.0m，计算简图如2－1图2-1横向框架计算简图图2-2框架计算单元2.2.2计算单元选取中间框架进行计算。由于楼面荷载均匀分布，所以可取两轴线中线之间的长度为计算单元宽度，如图2-2所示。2.3梁、柱线刚度计算框架梁线刚度本设计中间框架梁线刚度按式（2-3）计算：(2－3)其中IO为按b×h的矩形截面梁计算所得的梁截面惯性矩，计算结果见表（2-3）32 毕业设计（论文）计算书柱线刚度按公式2-4计算：(2－4)计算结果见表2-4梁线刚度（N·mm）表2-3类别Ec(N/mm2)b×h(mm)I0(mm4)l(mm)BC跨梁3.00×104200×4001.07×10927002.38×1010CD跨梁3.00×104200×4001.07×10933001.945×1010柱线刚度（N·mm）表2-4层次层高（mm）b×h(mm)Ec(N/mm2)Ic(mm4)2～63000300×4003.00×1041.600×1091.600×101014000300×4003.00×1041.600×1091.200×10103荷载计算（注：为了计算方便将坡屋顶简化为平屋顶计算）3.1重力荷载计算3.1.1恒载标准值计算做法参照中南98ZJ001建筑构造用料做法图集（1）屋面（不上人）（荷载为折算后的结果）机制平瓦屋面20×25挂瓦条1:1:4水泥砂浆坐灰加强顺水条20×30中距500用水泥钉固定3厚SBS或APP改性沥青防水卷材刷基层处理剂一遍20厚1:2.5水泥砂浆找平层干铺100厚水泥珍珠岩板2.6KN/m2结构层:100钢筋混凝土板25×0.1=2.5KN/m2顶2:10厚1:1粉刷石膏砂浆2厚粉刷石膏砂浆表面喷刷涂料0.15KN/m232 毕业设计（论文）计算书5.25KN/m2（2）1～5层楼面楼6:12厚水泥石子磨光素水泥浆结合层一遍18厚1:3水泥砂浆找平层素水泥浆结合层一遍0.65KN/m2结构层:100钢筋混凝土板25×0.1=2.5KN/m2顶2:10厚1:1粉刷石膏砂浆2厚粉刷石膏砂浆表面喷刷涂料0.15KN/m23.3KN/m2（3）梁自重b×h=200mm×500mm结构自重：25×0.2×（0.5-0.1）=2kN/m两侧抹灰：20mm厚混合砂浆17×0.02×（0.6-0.1）=0.136kN/m2.136kN/mb×h=200mm×400mm结构自重：25×0.2×（0.4-0.1）=2.5kN/m两侧抹灰：20mm厚混合砂浆17×0.02×（0.6-0.1）=0.136kN/m1.636kN/m（4）柱自重b×h=300mm×400mm25×0.3×0.4=3kN/m（5）外墙自重1层外墙：200mm厚蒸压粉煤灰加气砼砌块5.5×0.2=1.1kN/m2外墙面贴瓷砖0.5kN/m2内墙面为20mm厚混合砂浆抹灰17×0.02=0.34kN/m232 毕业设计（论文）计算书1.94kN/m22～6层外墙及女儿墙:200mm厚蒸压粉煤灰加气砼砌块5.5×0.2=1.1kN/m2外墙面为涂料墙面（包括20mm厚水泥砂浆抹面）0.45kN/m2内墙面为20mm厚混合砂浆抹灰17×0.02=0.34kN/m21.89kN/m2（6）内墙自重200mm厚蒸压粉煤灰加气砼砌块5.5×0.2=1.1kN/m2两侧墙面为20mm厚混合砂浆抹灰17×0.02×2=0.68kN/m21.78kN/m23.1.2活载标准值计算（1）屋面活荷载上人屋面均布活荷载标准值0.5kN/m2屋面雪荷载标准值0.4kN/m2取两者中较大值：0.5kN/m2（2）楼面活荷载楼面活荷载标准值2.0kN/m23.2风荷载计算3.2.1风荷载标准值按式（3-1）计算：（3-1）式中：w0为基本风压，已知w0=0.5kN/m2；βz为高度z处的风振系数，取βz=1.0；μs为风荷载体型系数，查表的μs=0.8（迎风面），μs=—0.5（背风面）；μz为风压高度变化系数，地面粗糙度为B类。沿房屋高度分布风荷载标准按式（3-2）计算q(z)=3.3wk（3-2）32 毕业设计（论文）计算书计算结果见表4-1，沿框架结构高度的分布见图3-1（a)。沿房屋高度分布风荷载标准值(KN/m2)表3-1层次z(m)μzβzq1(z)q2(z)618.61.221.01.6101.007515.61.151.01.5180.949412.61.071.01.4120.88339.61.001.01.320.82526.61.001.01.320.82513.61.001.01.320.825可按静力等效原理将分布风荷载转换为节点集中荷载，如图3-1（b）。每一层集中荷载Fi(每层层高范围内的水平荷载视为沿高度的均布荷载与三角形荷载)，计算结果如下：（a）(b)图3-1框架结构上的风荷载F6=(1.518+0.949)×3.3×1/2+[(1.610-1.518)+(1.007-0.949)]×3.3×1/2×2/3=4.236KNF5=(1.518+0.949+1.412+0.883)×3.3×1/2+[(1.610-1.518)+(1.007-0.949)]×3.3×1/2×1/3+[(1.518-1.412)+(1.949-0.883)]×3.3×1/2×2/3=9.229KNF4=(1.412+0.883+1.32+0.825)×3.3×1/2+[(1.518-1.412)+(0.949-0.883)]32 毕业设计（论文）计算书×3.3×1/2×1/3+[(1.412-1.32)+(0.883-0.825)]×3.3×1/2×2/3=7.586KNF3=(1.32+0.825)×2×3.3×1/2+[(1.412-1.32)+(0.883-0.825)]×3.3×1/2×1/3=7.161KNF2=F1=(1.32+0.825)×2×3.3×1/2=7.079KN3.3竖向荷载作用下框架结构荷载计算3.3.1竖向荷载作用下的框架计算简图恒载作用下框架计算简图如图3-2（a）所示，活载作用下框架计算简图如图3-2(b)所示，其中：q0为包括梁自重（扣除板自重）和填充墙自重；q1、q2为板自重传给横梁的三角形分布荷载峰值；P1、P2、P3为通过纵梁传给柱的集中荷载；本设计不考虑纵梁传递给柱的集中力矩（a）横载作用下（b)活载作用下图3-2竖向荷载作用下框架结构计算简图32 毕业设计（论文）计算书3.3.2荷载计算分别计算在恒载和活载作用下，各层梁上竖向荷载标准值，计算结果见表3-2和表3-3。其中q0，q1，q2的量纲为kN/m；P1，P2，P3的量纲为kN；各层梁上竖向荷载标准值表3-2层次恒载活载q0q1q2P1P2P3q1q2P1P2P361.6414.1817.3353.8031.3930.701.081.321.122.481.361～56.268.9110.8948.4226.1825.585.406.604.469.905.45说明：该表中q1考虑该框架外其他楼板、梁以及墙传递过来的集中荷载3.3.3框架结构侧向刚度计算柱侧向刚度按公式3-3计算：（3-3）式中：ic为框架柱线刚度；h为框架计算高度；αc为柱的侧向刚度修正系数。其中，αc按表3-3所列公式计算。柱侧向刚度修正系数αc表3-3位置一般层底层（固接）框架柱侧向刚度D值计算结果见表3-4各层柱侧向刚度D值（N/mm）表3-4层次B轴柱C轴柱D轴柱DiDi1Di2Di32～61.4880.42791092.7030.575122671.2160.37880642944011.9830.62356073.6040.73265881.6210.5865274174693.2.3风荷载作用下框架结构弹性位移验算32 毕业设计（论文）计算书Fi由表3-3查得，Vi由公式计算可得。按公式3-4进行侧移验算，验算结果见表3-5。（3-4）式中，表示层间位移角限值，对框架结构取1/550；h为层高。风荷载作用下的侧移计算表3-5层次654321Fi(kN）4.2369.2297.5867.1617.0797.079Vi(kN)4.23613.46521.05128.21235.29142.37∑Di(N/mm)294402944029440294402944017469(Δu)i(mm)0.140.460.720.961.202.43(Δu)i/hi1/257141/65221/41671/31251/25001/1235由表3-5知各层间侧移角均小于1/550满足要求。3.4水平地震作用计算3.4.1顶层重力荷载代表值计算（1）女儿墙的自重标准值G女儿墙=1.89×(3.3+3)=11.91kN（2）顶层屋面板结构层及构造层自重G屋面板=5.25×6.0×3.3=103.95kN（3）顶层梁自重标准值G梁=2.136×3.3×2+1.636×（6+3.3）=29.80kN（4）顶层柱自重标准值G柱=3.0×3×3=27kN.（5）顶层墙自重标准值G墙=1.78×2.6×5.1+1.78×3×2.6+1.89×2.5×(2.9×2.5-1.2×1.5×2)+1.2×1.5×2×0.35+1.89×（3×2.5-1.8×1.5）+1.8×1.5×0.35=66.12KN（6）屋顶雪荷载标准值Q雪=0.5×0.4kN/㎡×6m×3.3m=7.92kN（7）顶层重力荷载代表值32 毕业设计（论文）计算书G顶=11.91+103.95+29.80+27/2+66.12/2+7.92=200.14KN(8)标准层重力荷载代表值Q活=0.5×2×3.3×6=19.8KNG标=3.3×3.3×6+29.8+27+66.12+19.8=208.06KN(8)底层重力荷载代表值底层墙自重标准值：G墙=1.78×3.6×5.1+1.78×3×3.6+1.94×2.5×(2.9×3.5-1.2×1.5×2)+1.2×1.5×2×0.35+1.94×（3×3.5-1.8×1.5）+1.8×1.5×0.35=112.64KNG底=3.3×3.3×6+29.80+19.8+66.12/2+36/2+112.64/2=222.32KN各质点重力荷载代表值如图3-3所示图3-3质点重力荷载代表值该榀框架的总重力荷载代表值为200.14+208.06×4+222.32=1254.7KN3.4.2横向自振周期计算用顶点位移法，按公式3-5计算框架的自振周期。32 毕业设计（论文）计算书（3-5）式中：ψT为基本周期折减系数，考虑填充墙使框架自振周期减小的影响，取0.7；ΔT为框架顶点位移。横向框架顶点位移结算结果见表3-7。其中，为层间相对位移，量纲为m。横向框架顶点位移表3-6层次Gi(KN)∑Gi(kN)Di(kN/m)Δi(m)6200.14200.14294400.00680.17665208.06408.74294400.01380.16984208.06616.8294400.02100.1563208.06825.4294400.02800.1352208.061033.46294400.03510.1071222.301255.76174690.07190.0719T1=1.7×0.7×=0.50s3.4.3横向地震作用计算抗震设防烈度为7度，设计基本地震加速度为0.05m/s2，Ⅱ类场地，设计地震分组为第一组Tg=0.35s，水平地震影响系数最大值αmax=0.08，采用底部剪力法计算。由于T1=0.50s>1.4Tg=1.4×0.35=0.49s，因此应考虑顶点附加地震作用。δn=0.08T1+0.07=0.08×0.5+0.07=0.11结构横向总水平地震作用标准值：=61.89kN顶部附加水平地震作用ΔFn=δnFEK=0.11×61.89=6.81KN各质点水平地震作用按公式(3-6)计算。（3-6）32 毕业设计（论文）计算书横向水平地震作用下框架层间剪力见表3-7。横向水平地震作用下层间剪力表3-7层次hi(m)Hi(m)Gi(kN)GiHiFi(kN)Vi(kN)63.019.0200.143802.660.266614.6821.4953.016.0208.063328.960.233412.8634.3543.013.0208.062704.780.189610.4444.7933.010.0208.062080.60.14598.0452.8323.07.0208.061456.420.10215.6258.4514.04.0222.30889.200.06233.4361.883.4.4水平地震作用下框架侧移验算层间相对弹性转角应满足公式(3-7)，各层横向变形验算见表3-8。(3-7)横向变形验算表3-8层次Vi(kN)Di(kN/m)Vi/Di(m)hi(m)621.49294400.000733.01/4110534.35294400.001173.01/2564444.79294400.001523.01/1974352.83294400.001793.01/1676258.45294400.001993.01/1508161.88174690.003544.01/1130由表3-8可知，各层间弹性相对转角均小于1/550，满足要求。4框架结构内力计算4.1竖向荷载作用下框架内力计算用弯矩二次分配法计算杆端弯矩，首先要计算出杆端弯矩分配系数和杆件固端弯矩。以第一层三个框架节点的杆端弯矩分配系数计算为例，其他层计算结果见表4-1。SB=4×(1.2+1.6+2.38)×1010=20.72×1010N·mm/radSC=4×(1.2+1.6+2.38+1.945)×1010=28.5×1010N·mm/radSD=4×(1.2+1.6+1.945)×1010=18.98×1010N·mm/rad32 毕业设计（论文）计算书杆端弯矩分配系数表4-1层次B节点C节点D节点6/0.4020.5980.402/0.2700.3280.549/0.4512～50.2870.2870.4260.3160.2130.2130.2580.3780.3110.31110.3090.2320.4590.3340.2250.1680.2730.410.3370.253杆件固端弯矩以第一层BC跨梁和CD跨梁为例说明计算方法，其它层计算过程从略，计算结果见表4-2。恒载作用下BC跨梁的固端弯矩为=KN·mCD跨梁的固端弯矩为=KN·m活载作用下BC跨梁的固端弯矩为=KN·mCD跨梁的固端弯矩为=KN·m32 毕业设计（论文）计算书梁固端弯矩值(kN·m)表4-2层次恒载作用下活载作用下BC跨梁CD跨梁BC跨梁CD跨梁66.3811.320.410.751～57.1911.862.053.74恒载作用下框架各节点的弯矩分配以及杆端分配弯矩的传递过程在图4-1中进行。活载作用下框架各节点的弯矩分配以及杆端分配弯矩的传递过程在图4-2中进行。考虑到塑性内力重分布，竖向荷载作用下的梁支座截面弯矩乘以0.85的弯矩调幅系数，对应的梁跨中截面弯矩按平衡条件相应增大，见表4-3。恒载作用下梁端和跨中弯矩值表4-3层次BC跨梁CD跨梁M左M中M右M左M中M右6-2.77（--2.35）3.44（4.44）-10.56（-8.98）-12.58（-10.69）8.42（9.85）-6.49（-5.52）5-4.68（-3.99）3.75（4.85）-10.05（-8.54）-13.0（-11.05）7.19（8.87）-9.43（-8.02）4-4.59（-3.90）3.77（4.87）-10.11（-8.59）-12.97（-11.02）7.34（9.00）-9.16（-7.79）3-4.59（-3.90）3.77（4.87）-10.11（-8.59）-12.97（-11.02）7.34（9.00）-9.16（-7.79）2-4.61（-3.92）3.76（4.86）-10.10（-8.59）-12.97（-11.02）7.31（8.98）-9.21（-7.83）1-3.94（-3.35）3.90（4.98）-10.49（-8.92）-12.93（-10.99）7.87（9.45）-8.13（-6.91）注：括号内为调幅后的弯矩值，以使梁的下边受拉为正反之为负。恒载作用下的框架弯矩图见图4-3。32 毕业设计（论文）计算书上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4020.5980.4020.270.3280.5490.451-6.386.38-11.3211.322.563.821.991.331.62-6.21-5.111.031.001.910.50-3.110.81-1.85-0.82-1.210.280.190.230.570.472.77-2.7710.562.02-12.586.49-6.490.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.281.030.741.530.670.50-2.240.61-2.56-1.85-0.88-0.88-1.29-0.15-0.10-0.10-0.111.441.181.182.462.21-4.6810.051.561.39-13.009.43-5.07-4.360.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.030.741.530.500.50-2.240.61-1.85-1.85-0.80-0.80-1.20-0.09-0.06-0.06-0.081.170.960.962.292.29-4.5910.111.431.43-12.979.16-4.58-4.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.030.741.530.500.50-2.240.61-1.85-1.85-0.80-0.80-1.20-0.09-0.06-0.06-0.081.170.960.962.292.29-4.5910.111.431.43-12.979.16-4.58-4.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.110.741.530.500.53-2.240.61-1.85-2.00-0.83-0.83-1.22-0.10-0.07-0.07-0.081.221.011.012.262.34-4.6110.101.421.45-12.979.21-4.53-4.680.3090.2320.4590.3340.2250.1680.2730.410.3370.253-7.197.19-11.8611.862.221.673.301.561.050.781.28-4.86-4.00-3.001.030.781.650.50-2.430.64-1.85-0.56-0.42-0.830.090.060.050.080.490.410.312.691.25-3.9410.491.610.83-12.938.13-5.44-2.69+0.630.42-1.35·图4-1恒载作用下框架结构的弯矩二次分配32 毕业设计（论文）计算书上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4020.5980.4020.270.3280.5490.451-0.410.41-0.750.750.160.250.140.090.11-0.41-0.340.300.070.130.18-0.210.06-0.58-0.15-0.22-0.04-0.03-0.030.290.230.31-0.310.640.24-0.880.69-0.690.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.080.300.270.440.050.18-0.710.22-0.17-0.58-0.19-0.19-0.270.010.010.010.010.210.160.160.480.70-1.183.030.420.55-4.002.75-1.17-1.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.300.270.440.180.18-0.710.22-0.58-0.58-0.25-0.25-0.37-0.03-0.02-0.02-0.020.360.290.290.640.64-1.282.990.520.52-4.032.90-1.45-1.450.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.300.270.440.180.18-0.710.22-0.58-0.58-0.25-0.25-0.37-0.03-0.02-0.02-0.020.360.290.290.640.64-1.282.990.520.52-4.032.90-1.45-1.450.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.320.270.440.180.19-0.710.22-0.58-0.63-0.26-0.26-0.37-0.03-0.02-0.02-0.030.370.310.310.630.65-1.282.990.520.53-4.042.91-1.43-1.480.3090.2320.4590.3340.2250.1680.2730.410.3370.253-2.052.05-3.743.740.630.480.940.560.380.280.46-1.53-1.26-0.950.300.280.470.18-0.770.23-0.58-0.18-0.13-0.270.040.030.020.030.140.120.090.750.35-1.103.120.590.30-4.022.58-1.72-0.860.180.15-0.43图4-2活载作用下框架结构的弯矩二次分配32 毕业设计（论文）计算书图4-3恒载作用下的框架弯矩图（单位：kN）恒载作用下梁端剪力及柱轴力表4-4层次梁端剪力柱轴力VBVD68.90-14.6718.85-17.0062.7071.7065.4274.4248.757.7512.48-16.4520.40-19.31132.60141.60137.45146.45102.59111.59412.42-16.5119.31-18.16202.44211.44208.45217.45155.33164.33312.42-16.5119.31-18.16272.28281.28281.10290.10208.51217.51212.43-16.5020.45-19.31342.13351.13353.23362.23262.4271.4112.04-16.8919.31-17.86411.59423.59424.61436.61314.84326.84注：轴力以压力为正，剪力以顺时针方向为正反之为负。32 毕业设计（论文）计算书图4-4恒载作用下框架梁剪力及柱轴力图（单位：kN）活载作用下梁端和跨中弯矩值（KN·m）表4-5层次CD跨梁DE跨梁M左M中M右M左M中M右6-0.31（-0.26）0.18（0.27）-0.64（-0.54）-0.88（-0.75）0.41（0.53）-0.69（-0.59）5-1.18（-1.00）1.18（1.49）-3.03（-2.58）-4.00（-3.40）2.61（3.12）-2.75（-2.34）4-1.28（-1.09）1.15（1.47）-2.99（-2.54）-4.03（-3.43）2.52（3.04）-2.90（-2.47）3-1.28（-1.09）1.15（1.47）-2.99（-2.54）-4.03（-3.43）2.52（3.04）-2.90（-2.47）2-1.28（-1.09）1.15（1.47）-2.99（-2.54）-4.04（-3.43）2.51（3.04）-2.91（-2.47）1-1.10（-0.94）1.17（1.53）-3.12（-2.65）-4.02（-3.42）2.69（3.18）-2.58（-2.19）32 毕业设计（论文）计算书图4-5活载作用下框架弯矩图（单位：kN·m）活载作用下梁端剪力及柱轴力（KN）表4-5层次梁端剪力柱轴力VBVD60.61-0.850.79-0.991.734.122.3552.96-4.334.83-4.079.1528.1311.8743.01-4.294.80-4.1116.6242.1721.4333.01-4.294.80-4.1124.0961.1630.9923.01-4.294.80-4.1131.5680.1540.5512.90-4.394.89-4.0238.92108.6150.0232 毕业设计（论文）计算书图4-6恒载作用下框架梁剪力及柱轴力图（单位：kN）4.2风荷载作用下框架内力计算按公式4-1计算各柱的分配剪力。（4-1）式中：Dij表示第i层第j根柱的侧向刚度。按公式4-2计算各框架柱的反弯点高度比。y=yn+y1+y2+y3(4-2)式中：yn表示标准反弯点高度比；y1表示上、下层横梁线刚度变化时反弯点高度比的修正值；y2、y3表示上、下层层高变化时反弯点高度比的修正值。按公式4-3计算柱端弯矩。（4-3）式中，分别为第i层第j柱的上端和下端弯矩值。按公式4-4计算梁端弯矩。32 毕业设计（论文）计算书（4-4）式中，、分别表示节点左、右梁的线刚度。计算过程见下列各表。风荷载作用下框架弯矩图见图4-3。层次Vi（kN）Di(N/mm)Di1(N/mm)Vi1（kN）yh(m)(kN·m)(kN·m)64.2362944091091.311.4881.35-1.77-2.16513.4652944091094.171.4881.50-6.26-6.26421.0512944091096.511.4881.50-9.77-9.77328.2122944091098.731.4881.50-13.10-13.10235.29129440910910.921.4881.50-16.38-16.38142.3717469560713.601.9832.40-32.64-21.76风荷载作用下框架柱B柱端弯矩计算表4-6注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正。层次Vi（kN）Di(N/mm)Di2(N/mm)Vi2（kN）yh(m)(kN·m)(kN·m)64.23629440122671.772.7031.46-2.58-2.73513.46529440122675.612.7031.50-8.42-8.42421.05129440122678.772.7031.50-13.16-13.16328.212294401226711.762.7031.50-17.64-17.64235.291294401226714.712.7031.50-22.07-22.07142.3717469658815.983.6042.26-36.11-27.80风荷载作用下C柱端弯矩计算表4-7注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正。层次Vi（kN）Di(N/mm)Di2(N/mm)Vi2（kN）yh(m)(kN·m)(kN·m)64.2362944080641.171.2161.35-1.58-1.93513.4652944080643.691.2161.50-5.54-5.54421.0512944080645.771.2161.50-8.66-8.66328.2122944080647.731.2161.50-11.60-11.60235.2912944080649.671.2161.50-14.51-14.51142.3717469527412.791.6212.48-31.72-19.44风荷载作用下D柱端弯矩计算表4-8注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正32 毕业设计（论文）计算书风荷载作用下框架梁端弯矩及柱轴力表4-9层次BC跨CD跨柱轴力llNBNCND62.16-1.502.7-1.361.23-1.933.3-0.96-1.360.40.9658.03-6.052.7-5.214.95-7.123.3-3.66-6.571.944.62416.03-11.872.7-10.339.71-14.23.3-7.25-16.905.0311.87322.87-16.942.7-14.7413.86-20.263.3-10.34-31.649.4322.21229.48-21.842.7-19.0117.8726.113.3-13.33-50.6515.1135.54138.14-27.422.7-24.2822.44-33.953.3-17.09-78.0725.4452.63注：1、表中剪力的量纲为kN；弯矩的量纲为kN·m；轴力的量纲为kN。2、弯矩以使梁的下边纤维受拉为正，剪力以绕隔离体顺时针方向转动为正，轴力以压力为正。(a)框架柱弯矩图（b）框架梁弯矩图图4-7风荷载作用下的框架弯矩图（单位：KN·m)32 毕业设计（论文）计算书图4-8风荷载作用下的框架轴力和剪力图（单位：KN)4.3水平地震作用下框架内力计算计算过程同风荷载作用下框架内力计算。以左震为例，计算结果见下列各表，水平地震作用下框架梁剪力及柱轴力图见图4-9、框架弯矩图见图4-10。计算过程见下列各表。风荷载作用下框架弯矩图见图4-3。层次Vi（kN）Di(N/mm)Di1(N/mm)Vi1（kN）yh(m)(kN·m)(kN·m)621.492944091096.651.4881.35-8.98-10.97534.3529440910910.631.4881.50-15.95-15.95444.7929440910913.861.4881.50-20.79-20.79352.8329440910916.351.4881.50-24.53-24.53258.4529440910918.081.4881.50-27.12-27.12161.8817469560719.151.9832.40-45.96-30.64地震作用下B轴柱框架柱剪力和弯矩计算表4-10注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正。-40.6132 毕业设计（论文）计算书层次Vi（kN）Di(N/mm)Di2(N/mm)Vi2（kN）yh(m)(kN·m)(kN·m)621.4929440122678.962.7031.46-13.08-13.80534.35294401226714.322.7031.50-21.48-21.48444.79294401226718.672.7031.50-28.01-28.01352.83294401226722.022.7031.50-33.03-33.03258.45294401226724.362.7031.50-36.54-36.54161.8817469658823.343.6042.26-52.75-40.61地震作用下C轴柱框架柱剪力和弯矩计算表4-11注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正。地震作用下D轴柱框架柱剪力和弯矩计算表4-12层次Vi（kN）Di(N/mm)Di2(N/mm)Vi2（kN）yh(m)(kN·m)(kN·m)621.492944080645.891.2161.35-7.95-9.72534.352944080649.411.2161.50-14.12-14.12444.7929440806412.271.2161.50-18.41-18.41352.8329440806414.471.2161.50-21.71-21.71258.4529440806416.011.2161.50-24.02-24.02161.8817469527418.861.6212.48-46.77-28.67注：剪力以绕隔离体顺时针方向转动为正，弯矩以使隔离体产生逆时针转动为正。层次BC跨CD跨柱轴力llNBNCND610.97-7.202.7-6.735.88-9.723.3-4.73-7.202.474.73524.93-19.012.7-16.2715.55-22.073.3-11.4-26.2110.0816.13436.74-27.222.7-23.6922.27-32.533.3-16.61-53.4320.6932.74345.32-33.572.7-29.2227.47-40.123.3-20.48-87.0033.7853.22251.65-38.262.7-33.3031.31-45.733.3-23.34-125.2648.7076.56157.76-42.192.7-37.0134.52-52.693.3-26.43-167.4564.46102.99地震作用下框架梁端弯矩及柱轴力表4-13注：1、表中剪力的量纲为kN；弯矩的量纲为kN·m；轴力的量纲为kN。2、弯矩以使梁的下边纤维受拉为正，剪力以绕隔离体顺时针方向转动为正，轴力以压力为正。32 毕业设计（论文）计算书（a）框架柱弯矩图（b）框架梁弯矩图图4-9地震作用下的框架弯矩图(单位：KN·m)图4-10地震作用下的剪力和轴力图(单位：KN)32 毕业设计（论文）计算书梁控制截面内力组合表5-1层次截面内力SGKSQKSWKSEhK1.35SGK+0.7×1.4SQK1.2SGK+0.9×1.4(SQK±SWK)1.0SGK+0.9×1.4(SQK±SWK)1.2（SGK+0.5SQK）±1.3SEhK最大值→←→←→←6BM-2.35-0.262.1610.97-3.43-0.43-5.870.04-5.4011.29-17.24-17.24V8.900.61-1.36-6.7312.619.7413.167.9611.382.3019.8019.80ClM-8.98-0.54-1.50-7.20-12.65-13.35-9.57-11.55-7.77-20.46-1.74-20.46V-14.67-0.85-1.36-6.73-20.64-20.39-16.96-17.45-14.03-26.86-9.37-26.86CrM-10.69-0.752.235.88-15.17-10.96-16.58-8.83-14.44-5.63-20.92-20.92V18.850.79-0.96-4.7326.2222.4124.8318.6421.0616.9529.2429.24DM-5.52-0.59-1.93-9.72-8.03-9.80-4.94-8.70-3.83-19.615.66-19.61V-17.00-0.99-0.96-4.73-23.92-22.86-20.44-19.46-17.04-27.14-14.85-27.14跨中MBC4.440.270.331.896.266.085.255.204.367.953.037.95MCD9.850.53-0.35-1.9213.8212.0512.9310.0810.969.6414.6314.635BM-3.99-1.008.0324.93-6.374.07-16.174.87-15.3727.02-37.80-37.80V12.482.96-5.21-16.2719.7512.1425.279.6522.77-4.4037.9037.90ClM-8.54-2.58-6.05-19.01-14.06-21.12-5.88-19.41-4.17-36.5112.92-36.51V-16.45-4.33-5.21-16.27-26.45-31.76-18.63-28.47-15.34-43.49-1.19-43.49CrM-11.05-3.404.9515.55-18.25-11.31-23.78-9.10-21.574.92-35.52-35.52V20.404.83-3.66-11.4032.2725.9535.1821.8731.1012.5642.2042.20DM-8.02-2.34-7.12-22.07-13.12-21.54-3.60-19.94-2.00-39.7217.66-39.72V-19.31-4.07-3.66-11.40-30.06-32.91-23.69-29.05-19.83-40.43-10.79-40.43跨中MBC4.851.490.992.968.018.946.457.975.4810.562.8710.56MCD8.873.12-1.09-3.2615.0313.2015.9511.4314.178.2816.7516.75MCD9.003.04-2.25-5.1315.1311.8017.4710.0015.675.9619.2919.2932 毕业设计（论文）计算书续表5-14BM-3.90-1.0916.0336.74-6.3314.14-26.2514.92-25.4742.43-53.10-53.10V12.423.01-10.33-23.6919.725.6831.713.2029.23-14.0947.5147.51ClM-8.59-2.54-11.87-27.22-14.09-28.461.45-26.753.17-47.2223.55-47.22V-16.51-4.29-10.33-23.69-26.49-38.23-12.20-34.93-8.90-53.188.41-53.18CrM-11.02-3.439.7122.27-18.24-5.31-29.78-3.11-27.5813.67-44.23-44.23V19.314.80-7.25-16.6130.7720.0938.3616.2234.494.4647.6547.65DM-7.79-2.47-14.20-32.53-12.94-30.355.43-28.796.99-53.1231.46-53.12V-18.16-4.11-7.25-16.61-28.54-36.11-17.84-32.47-14.20-45.85-2.67-45.85跨中MBC4.871.472.085.218.0210.325.089.344.1013.50-0.0513.50MCD9.003.04-2.25-5.1315.1311.8017.4710.0015.675.9619.2919.293BM-3.90-1.0922.8745.32-6.3322.76-34.8723.54-34.0953.58-64.25-64.25V12.423.01-14.74-29.2219.720.1237.27-2.3634.79-21.2854.7054.70ClM-8.59-2.54-16.94-33.57-14.09-34.857.84-33.139.55-55.4731.81-55.47V-16.51-4.29-14.74-29.22-26.49-43.79-6.65-40.49-3.34-60.3715.60-60.37CrM-11.02-3.4313.8627.47-18.24-0.08-35.012.12-32.8120.43-50.99-50.99V19.314.80-10.34-20.4830.7716.1942.2512.3338.39-0.5752.6852.68DM-7.79-2.47-20.26-40.12-12.94-37.9913.07-36.4314.63-62.9941.33-62.99V-18.16-4.11-10.34-20.48-28.54-40.00-13.94-36.37-10.31-50.882.37-50.88跨中MBC4.871.472.975.888.0211.443.9510.462.9814.37-0.9214.37MCD9.003.04-3.20-6.3415.1310.6018.668.8016.864.3820.8720.8732 毕业设计（论文）计算书续表5-12BM-3.92-1.0929.4851.65-6.3631.07-43.2231.85-42.4461.79-72.50-72.50V12.433.01-19.01-33.3019.73-5.2442.66-7.7340.18-26.5760.0160.01ClM-8.59-2.54-21.84-38.26-14.09-41.0314.01-39.3115.73-61.5737.91-61.57V-16.50-4.29-19.01-33.30-26.48-49.16-1.25-45.862.05-65.6620.92-65.66CrM-11.02-3.4317.8731.31-18.244.97-40.067.17-37.8625.42-55.99-55.99V20.454.8013.33-23.3432.3147.3813.7943.299.70-2.9257.7657.76DM-7.83-2.47-26.11-45.73-12.99-45.4120.39-43.8421.96-70.3348.57-70.33V-19.31-4.11-13.33-23.34-30.10-45.15-11.55-41.28-7.69-55.984.70-55.98跨中MBC4.861.473.826.708.0012.502.8711.531.9015.42-2.0015.42MCD8.983.04-4.12-7.2115.109.4219.807.6218.003.2321.9721.971BM-3.35-0.9438.1457.76-5.4442.85-53.2643.52-52.5970.50-79.67-79.67V12.042.90-24.28-37.0119.10-12.4948.69-14.9046.29-31.9364.3064.30ClM-14.01-2.56-27.42-42.19-21.42-54.5914.51-51.7817.31-73.2036.50-73.20V-16.89-4.39-24.28-37.01-27.10-56.394.79-53.018.17-71.0225.21-71.02CrM-12.16-3.4222.4434.52-19.779.37-47.1811.81-44.7428.23-61.52-61.52V19.314.89-17.09-26.4330.867.8050.873.9447.00-8.2560.4760.47DM-10.99-2.19-33.95-52.69-16.98-58.7226.83-56.5329.03-83.0054.00-83.00V-17.86-4.20-17.09-26.43-28.23-48.26-5.19-44.69-1.62-58.3110.41-58.31跨中MBC4.981.536.937.798.2216.64-0.8315.64-1.8217.02-3.2317.02MCD9.453.18-5.76-9.0915.878.0922.606.2020.711.4325.0725.07注：表中弯矩M的量纲为kN·m；剪力V的量纲为kN；弯矩值以使梁的下边纤维受拉为正反之为负,剪力以顺时针方向为正。32 毕业设计（论文）计算书柱控制截面内力组合表5-2层次位置内力SGKSQKSWKSEhK1.35SGK+0.7×1.4SQK1.2SGK+0.9×1.4(SQK±SWK)1.0SGK+0.9×1.4(SQK±SWK)1.2（SGK+0.5SQK）±1.3SEhK最大值→←→←→←6B轴柱Mu2.770.31-2.16-10.974.040.997.050.445.88-10.7517.7717.77Mb2.460.58-1.77-8.983.891.456.560.965.42-8.3714.9714.97N62.701.73-1.36-7.2086.3475.7179.5963.1766.5966.9285.6486.34V-1.74-1.101.316.65-3.43-1.82-3.24-1.48-4.785.90-11.39-11.39C轴柱Mu-2.02-0.24-2.73-13.80-2.96-6.171.33-5.761.12-20.5115.37-20.51Mb-1.56-0.42-2.58-13.08-2.52-5.651.55-5.341.16-19.1314.88-19.13N64.524.120.402.4791.1483.1282.4070.2269.2183.1176.6991.14V1.190.361.778.961.964.111.283.87-0.5913.29-10.0013.29D轴柱Mu-6.49-0.69-1.93-9.72-9.44-11.09-5.29-9.79-4.93-20.844.43-20.84Mb-5.07-1.17-1.58-7.95-7.99-9.55-4.41-8.54-4.55-17.123.55-17.12N48.702.350.964.7368.0562.6161.0952.8750.4566.0053.7068.05V3.850.431.175.895.626.645.145.872.9212.54-2.7812.545B轴柱Mu2.210.70-6.26-15.953.67-4.3510.87-4.8010.98-17.6623.8123.81Mb2.290.64-6.26-15.953.72-4.3310.91-4.7910.98-17.6023.8723.87N132.609.15-6.5710.63187.98162.37176.10135.85152.41178.43150.79187.98V-1.50-0.894.1710.32-2.902.33-5.602.63-7.8811.08-15.75-15.75C轴柱Mu-1.39-0.55-8.42-21.48-2.42-12.977.46-12.698.53-29.9225.93-29.92Mb-1.43-0.52-8.42-21.48-2.44-12.987.44-12.698.52-29.9525.90-29.95N137.4528.131.9414.32213.12202.83192.39175.34170.45200.43163.20213.12V0.940.325.6113.981.588.60-2.908.41-5.7319.49-16.8519.49D轴柱Mu-4.36-1.58-5.54-14.12-7.43-14.20-0.01-13.330.63-24.5412.18-24.54Mb-4.58-1.45-5.54-14.12-7.60-14.30-0.15-13.390.57-24.7211.99-24.72N102.5911.874.6216.13150.13143.89131.62123.37111.73151.20109.26151.20V2.980.363.699.414.388.681.518.08-1.2216.03-8.4416.0332 毕业设计（论文）计算书续上表5-24B轴柱Mu2.290.64-9.77-20.793.72-8.7614.42-9.2115.41-23.9030.1630.16Mb2.290.64-9.77-20.793.72-8.7614.42-9.2115.41-23.9030.1630.16N202.4416.62-16.90-53.43289.58242.58277.71202.09244.68183.44322.36322.36V-1.53-0.916.5113.86-2.965.22-8.005.53-10.8815.64-20.40-20.40C轴柱Mu-1.43-0.55-13.16-28.01-2.47-18.9912.15-18.7014.46-38.4634.37-38.46Mb-1.43-0.52-13.16-28.01-2.44-18.9512.18-18.6714.50-38.4434.39-38.44N208.4542.175.0320.69322.73309.61288.54267.92255.25302.34248.55322.73V0.950.328.7718.671.6012.59-6.0512.40-9.7025.60-22.9425.60D轴柱Mu-4.58-1.45-8.66-18.41-7.60-18.232.97-17.324.50-30.3017.57-30.30Mb-4.58-1.45-8.66-18.41-7.60-18.232.97-17.324.50-30.3017.57-30.30N155.3321.4311.8732.74230.70228.35197.22197.29167.38241.82156.69241.82V3.050.375.7712.274.4811.40-0.4810.79-3.7519.83-12.0719.833B轴柱Mu2.290.64-13.10-24.533.72-12.9517.75-13.4119.60-28.7635.0235.02Mb2.260.63-13.10-24.533.67-13.0017.70-13.4519.56-28.8034.9834.98N272.2824.09-31.64-87.00391.19317.22383.73262.77342.50228.09454.29454.29V-1.52-0.908.7316.35-2.938.04-10.198.35-13.6518.89-23.62-23.62C轴柱Mu-1.43-0.52-17.64-33.03-2.44-24.6016.66-24.3120.14-44.9740.91-44.97Mb-1.43-0.52-17.64-33.03-2.44-24.6016.66-24.3120.14-44.9740.91-44.97N281.1061.169.4333.78439.42426.26390.31370.04346.28417.93330.10439.42V0.95-1.4311.7622.02-0.1214.16-10.7913.97-15.6728.91-28.3428.91D轴柱Mu-4.58-1.45-11.60-21.71-7.60-21.945.91-21.028.21-34.5921.86-34.59Mb-4.58-1.43-11.60-21.71-7.58-21.915.93-21.008.23-34.5821.87-34.58N208.5130.9922.2153.22311.86317.24260.25275.54219.57337.99199.62337.99V3.050.367.7314.474.4713.85-2.4513.24-6.2422.69-14.9422.6932 毕业设计（论文）计算书续上表5-22Mb2.690.75-16.38-27.124.37-16.4721.62-17.0024.27-31.5838.9338.93N342.1331.56-50.65-125.26492.80386.50494.03318.08445.71266.65592.33592.33V-1.68-0.9810.9218.08-3.2310.51-12.6610.84-16.6720.90-26.11-26.11C轴柱Mu-1.45-0.53-22.07-36.54-2.48-30.2221.06-29.9325.69-49.5645.44-49.56Mb-1.61-0.59-22.07-36.54-2.75-30.4820.81-30.1625.45-49.7945.22-49.79N353.2380.1515.1148.70555.41543.90490.18473.26435.18535.28408.66555.41V1.020.3314.7124.361.7020.17-11.9019.97-17.1033.09-30.2533.09D轴柱Mu-4.68-1.48-14.51-24.02-7.77-25.768.67-24.8311.74-37.7324.72-37.73Mb-5.44-1.72-14.51-24.02-9.03-26.987.52-25.8910.68-38.7923.67-38.79N262.4040.5535.5476.56393.98410.75321.15358.27268.71438.74239.68438.74V3.370.399.6716.014.9316.72-3.9816.05-8.3225.09-16.5425.091B轴柱Mu1.250.35-21.76-30.642.03-25.4824.87-25.7329.11-38.1241.5441.54Mb0.630.18-32.64-45.961.03-40.1434.84-40.2741.98-58.8860.6160.61N411.5938.92-78.07-167.45593.79444.58612.16362.26559.00299.58734.95734.95V-0.47-0.4013.6019.15-1.0316.07-13.3016.16-18.1124.09-25.70-25.70C轴柱Mu-0.83-0.30-27.80-40.61-1.41-36.4027.76-36.2433.82-53.9751.62-53.97Mb-0.42-0.15-36.11-52.75-0.71-46.1936.72-46.1144.89-69.1767.98-69.17N426.61108.6125.4464.46682.36680.84596.36595.51531.40660.90493.30682.36V0.310.1421.3023.340.5627.39-19.5327.32-26.3530.80-29.8930.80D轴柱Mu-2.69-0.86-15.98-28.67-4.47-24.4513.15-23.9116.36-41.0233.53-41.02Mb-1.35-0.43-31.72-46.77-2.24-42.1330.93-41.8638.08-62.6858.92-62.68N314.8450.0252.63102.99474.05507.15376.46444.18311.55541.71273.93541.71V1.010.1412.7918.861.5017.50-10.1817.30-14.9325.81-23.2225.81注：表中弯矩M的量纲为kN·m；剪力V的量纲为kN；弯矩值以使梁的下边纤维受拉为正反之为负,剪力以顺时针方向为正。32 毕业设计（论文）计算书5内力组合5.1梁控制截面内力组合由于建筑距地面高度H=18.6m<60m，且抗震设防烈度小于8度，不需要同时考虑风荷载和地震荷载作用。按照以下方式进行组合：（1）当永久荷载起控制作用时，仅考虑楼面活荷载效应参与组合，则S=1.35SGK+0.7×1.4SQK（2）当可变荷载起控制作用时，不考虑地震荷载效应，则S=1.0SGK+0.9×1.4(SQK±SWK)（3）当可变荷载起控制作用时，不考虑风荷载效应，则S=1.2（SGK+0.5SQK）±1.3SEhK梁控制截面内力组合计算过程见表5-1。5.2柱控制截面内力组合同梁控制截面内力组合。柱控制截面内力组合计算过程见表5-2。6梁、柱截面设计及配筋计算材料强度：C30混凝土（fc=14.3N/mm2，ft=1.43N/mm2）；HRB335级钢筋（fy=fy’=300N/mm2）；HPB300级钢筋（fy=270N/mm2）。保护层厚度：楼面板取15mm；框架梁取25mm；框架柱取30mm。6.1梁截面设计及配筋计算由表5-1梁控制截面内力组合表可以看出，下层梁的内力值比上层梁的内力值大。因此，取第1层梁的内力进行计算配筋，其余各层配筋同第1层。BC跨梁：梁计算长度l0=2700mm跨中截面：MBC=17.02kN·m支座截面：MB=－79.67kN·m；MCl=－72.30kN·m（MC=70.05kN·m；MDl=36.50kN·m）VB=64.30kN；VCl=－71.02kNCD跨梁：梁计算长l0=3300mm跨中截面：MCD=25.07kN·m支座截面：MCr=－61.52kN·m；MD=－83.00kN·m（MCr=28.23kN·m；MD=54.00kN·m）43 毕业设计（论文）计算书VCr=60.47kN；VE=－58.31kN6.1.1梁正截面受弯承载力计算（1）BC跨梁：先计算跨中截面。因梁板现浇，故跨中按T形截面计算。翼缘计算宽度bf’确定：按梁计算跨度l0考虑，bf’=l0/3=2700/3=900mm；按梁净距sn考虑，sn=2300mm，bf’=b+sn=200+2300=2500mm；按梁翼缘高度hf’考虑，h0=400-25=375mm，hf’=100mm，由于hf’/h0=100/375=0.27>0.1，故bf’不受此限制。bf’应取上述三者中的最小值，则取bf’=900mm。=418.28106N·mm=418.28kN·m>17.02kN·m故属于第一类T形截面。即CD跨梁也属于第一类T形截面跨中截面：按M=70.05kN·m计算。实配钢筋（As=710mm2）。支座B截面：As’=710mm243 毕业设计（论文）计算书实配钢筋（As=804mm2）。支座Cl截面：实配钢筋（As=763mm2）。（2）CD跨梁跨中截面：取M=54.00kN·m。实配钢筋（As=509mm2）。支座Cr截面：实配钢筋（As=663mm2）。支座D截面：As’=663mm2实配钢筋（As=911mm2）。43 毕业设计（论文）计算书6.1.2梁斜截面受剪承载力计算BC跨梁和CD跨梁支座处剪力值相差较小，因此按剪力值最大的r支座VCl=－71.02kN确定箍筋数量。由于hw/b=375/200=1.875<4，故因此，截面尺寸满足要求。所以梁的箍筋应按构造要求配置，取。6.2柱截面设计及配筋计算由表5-2柱控制截面内力组合表可以看出，第1层柱的内力是最大的。因此，以第1层柱为例按对称配筋进行配筋计算，其余各层皆同第1层柱的配筋。B轴柱：M1=41.54kN·m；M2=60.61kN·mN=734.95kN；C轴柱分为两组内力：第1组：M1=53.97kN·m；M2=69.17kN·mN=660.90kN；第2组：M1=1.41kN·m；M2=0.71kN·mN=682.36kN；D轴柱：M1=41.02kN·m；M2=62.68kN·mN=541.71kN；6.2.1B轴柱截面配筋计算（1）判断是否需要考虑附加弯矩取45mm，杆端弯矩比轴压比截面回转半径长细比43 毕业设计（论文）计算书故不需要考虑杆件自身挠曲变形的影响。（2）计算弯矩设计值，取Cm=0.7；由于，取kN·m（3）判别偏压类型故为小偏心受压构件（4）计算AS按下式计算截面受压区相对高度：其中，。即应按构造配置纵向受力钢筋。实配钢筋（As=402mm2）。截面总配筋率，满足要求。（5）垂直于弯矩作用平面的受压承载力验算，查表得则43 毕业设计（论文）计算书=1638.176kN>N=578.74kN满足要求。（6）斜截面受剪承载力验算由表5-2知，B轴柱的最大剪力为V=25.70KN，相应的轴力为N=734.92KN。剪跨比，取。所以应按构造要求配置箍筋，取。6.2.2C轴柱截面配筋计算（1）先计算弯矩值较大的第1组内力第1组：M1=53.97kN·m；M2=69.17kN·mN=660.90kN；1)判断是否需要考虑附加弯矩取45mm，杆端弯矩比轴压比截面回转半径长细比故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值计算弯矩设计值，取Cm=0.7；由于，取43 毕业设计（论文）计算书kN·m3）判别偏压类型故为大偏压构件。4）计算As=14.9mm2所以应按构造要求配置钢筋。实配钢筋（As=402mm2）。截面总配筋率，满足要求。5）垂直于弯矩作用平面的受压承载力验算，查表得则=1638.176kN>N=660.90kN满足要求。（2）再计算轴力较大的第2组内力43 毕业设计（论文）计算书M1=1.41kN·m；M2=0.71kN·m；N=682.36kN；1)判断是否需要考虑附加弯矩取45mm，杆端弯矩比轴压比截面回转半径长细比故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值，取Cm=0.7；由于，取kN·m3)判别偏压类型判断为小偏心受压。4)计算As43 毕业设计（论文）计算书其中，由于所以应按构造要求配置钢筋。实配钢筋（As=402mm2）。截面总配筋率，满足要求。1)垂直于弯矩作用平面的受压承载力验算，查表得则=1638.176kN>N=682.36kN满足要求。（6）斜截面受剪承载力验算由表5-2知，B轴柱的最大剪力为V=25.70KN，相应的轴力为N=734.92KN。剪跨比，取。所以应按构造要求配置箍筋，取。6.2.3D轴柱截面配筋计算M1=41.02kN·m；M2=62.68kN·m；N=541.71kN；1)判断是否需要考虑附加弯矩取45mm，杆端弯矩比43 毕业设计（论文）计算书轴压比截面回转半径长细比故不需要考虑杆件自身挠曲变形的影响。2)计算弯矩设计值计算弯矩设计值，取Cm=0.7；由于，取kN·m3）判别偏压类型判断为大偏心受压。4）计算As=157.837kN·m>Ne=541.70×0.291=157.63kN·m所以应按构造要求配置钢筋。实配钢筋（As=402mm2）。43 毕业设计（论文）计算书截面总配筋率，满足要求。（6）斜截面受剪承载力验算由表5-2知，D轴柱的最大剪力为V=25.81KN，相应的轴力为N=541.70KN。剪跨比，取。所以应按构造要求配置箍筋，取。43'