毕设内力组合表格
内力组合计算书
5.4 内力组合《抗震规范》第5.4条规定如下。
5.4截面抗震验算5.4.1 结构构件的地震作用效应和其他荷载效应的基本组合，应按下式计算：G GE Eh Ehk Ev Evk w w wkS S S S S γγγψγ=+++ （5.4.1）式中： S ——结构构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；γG ——重力荷载分项系数，一般情况应采用1.2，当重力荷载效应对构件承载能力有利时，不应大于1.0； γEh 、γEv ——分别为水平、竖向地震作用分项系数，应按表5.4.1 采用； γw ——风荷载分项系数，应采用1.4；s GE ——重力荷载代表值的效应，有吊车时尚应包括悬吊物重力标准值的效应； s Ehk ——水平地震作用标准值的效应，尚应乘以相应的增大系数或调整系数； s Evk ——竖向地震作用标准值的效应，尚应乘以相应的增大系数或调整系数； s wk ——风荷载标准值的效应 ；ψw ——风荷载组合值系数，一般结构取0.0，风荷载起控制作用的高层建筑应采用0.2。
注：本规范一般略去表示水平方向的下标。
表5.4.1 地震作用分项系数5.4.2 结构构件的截面抗震验算，应采用下列设计表达式：RE RS γ=式中： γRE ——承载力抗震调整系数，除另有规定外，应按表5.4.2采用；R ——结构构件承载力设计值。
表5.4.2 承载力抗震调整系数5.4.3 当仅计算竖向地震作用时，各类结构构件承载力抗震调整系数均宜采用1.0。
本次毕业设计，各截面不同内力的承载力抗震调整系数取值如下表结构安全等级设为二级，故结构重要性系数为0 1.0γ=根据《建筑结构荷载规范》和《建筑抗震设计规范》，组合三种工况：恒荷载控制下、活荷载控制下和有地震作用参加的组合。
其具体组合方法如下： 恒荷载控制下：Gk Qk S 1.35S 1.40.7S =+⨯ 活荷载控制下：Gk Qk S 1.2S 1.4S =+有地震作用参加的：Gk Qk Ehk S 1.2(S 0.5S ) 1.3S =+± Gk Qk Ehk S 1.0(S 0.5S ) 1.3S =+±对柱进行非抗震内力组合时，根据规范，对活载布置计算的荷载进行折减，折减系数由上而下分别为 1.0，0.85，0.85，0.7，0.7。
建筑专业钢结构毕业设计内力组合表_secret
“√”表示该项荷载参与内力组合,以下表中符号表示相同意思。
M单位为kN M ，N单位为kN ，V单位为kN 。
续表1第141 页续表2第141 页第141 页第141 页杆件及截面编号恒载活载风载吊车1（左跨）吊车2（右跨）左风右风左刹车右刹车R MaxAB柱R MaxDC柱左刹车右刹车R MaxDC柱R MaxE柱边柱AB截面M上标准值M -22.738-33.453 11.288 -7.126 -7.657 7.657 30.521 12.082 1.152 -1.152 1.278 -2.765 N -19.49 -23.054 0.063 -0.330 -0.449 0.499 0.894 -1.288 -0.661 0.661 0.971 -2.601V -6.561 -9.652 -0.397 -0.438 1.433 -1.433 -10.095 -4.533 -2.322 2.322 2.704 -2.609 组合1MaxM+选项√√√√√√M -1.2×22.738＋0.9×1.4(11.288+7.657+30.521+1.152+1.278)= 38.103N -1.2×19.49＋0.9×1.4(0.063+0.499+0.894-0.661+0.971)= -21.163V -1.2×6.561＋0.9×1.4(-0.397-1.433-10.095-2.322+2.704)= -22.417组合2MaxM-选项√√√√√M -1.2×22.738＋0.9×1.4(-33.453-7.126-1.152-2.756)= -83.339N -1.2×19.49＋0.9×1.4(-23.054-0.33+0.661-2.601)= -55.296V -1.2×6.561＋0.9×1.4(-9.652-0.438+2.322-2.609)= -20.948组合3MaxN+选项√√√√√√M -1.2×22.738＋0.9×1.4(11.288+7.657+30.521-1.152+1.278)= 35.2N -1.2×19.49＋0.9×1.4(0.063+0.499+0.894-0.661+0.971)= -21.163V -1.2×6.561＋0.9×1.4(-0.397-1.433-10.095-2.322+2.704)= -22.417组合4选项√√√√√√√M -1.2×22.738＋0.9×1.4(-33.453-7.126-7.659+12.082+1.152-2.765)= -74.875N -1.2×19.49＋0.9×1.4(-23.054-0.33-0.449-1.288-0.661-2.601)= -59.151第141 页MaxN-V -1.2×6.561＋0.9×1.4(-9.652-0.438+1.433-4.533-2.322-2.609)= -30.706杆件及截面编号恒载活载风载吊车1（左跨）吊车2（右跨）左风右风左刹车右刹车R MaxAB柱R MaxDC柱左刹车右刹车R MaxDC柱R MaxE柱边柱AB 截面(B)标准值M 35.865 52.766 4.855 7.219 4.647 -4.467 -9.289 -8.367 7.182 -7.182 -8.691 8.244N -23.713 -23.054 0.063 -0.330 -0.499 0.499 0.894 -1.288 -0.661 0.661 0.971 -2.601V -6.561 -9.652 -3.677 1.614 1.433 1.433 -10.095 -4.533 -2.322 2.322 2.704 -2.609 组合1MaxM+选项√√√√√M 1.2×35.865＋0.9×1.4(52.766+7.219+7.182+8.244)= 138.056N -1.2×23.713＋0.9×1.4(-23.054-0.33-0.661-2.601)= -62.03V -1.2×6.561＋0.9×1.4(-9.652+1.614-2.322-2.609)= -24.214组合2MaxM-选项√√√√√M 1.2×35.865＋0.9×1.4(-4.467-9.289-7.182-8.691)= 5.705N -1.2×23.713＋0.9×1.4(0.499+0.894+0.661+0.971)= -24.644V -1.2×6.561＋0.9×1.4(1.433-10.095+2.322+2.704)= -12.455组合3MaxN+选项√√√√√√M 1.2×35.865＋0.9×1.4(4.855-4.467-9.289-7.182-8.691)= 11.823N -1.2×23.713＋0.9×1.4(0.063+0.499+0.894+0.661+0.971)= -24.565V -1.2×6.561＋0.9×1.4(-3.677-9.652+1.614-2.322-2.609)= -28.847组合4选项√√√√√√√M 1.2×35.865＋0.9×1.4(52.766+7.219+4.467-8.367+7.182+8.244)= 133.142第141 页第141 页第141 页第141 页第141 页第141 页第141 页第141 页第 141 页Max N -N -1.2×6.651＋0.9×1.4（-9.652-3.677-1.433-10.095-2.322-2.609）= -45.514 V1.2×18.129＋0.9×1.4（23.054-0.063-0.449-0.894+0.661+2.601）= 53.141杆件及截面编号恒载活载风 载 吊 车1（ 左 跨 ） 吊 车2（ 右 跨 ） 左 风右 风 左刹车 右刹车 R Max AB 柱 R Max DC 柱 左刹车 右刹车 R Max DC 柱 R Max E 柱 梁 BC梁 中 点 截 面H 左标 准 值 M -36.451 -35.472 0.567 0.061 0.604 -0.604 -1.2410.5181.237 -1.237 -0.599 0.985 N -6.561 -9.652 -3.677 1.614 1.433 -1.433 -10.095 -4.533 -2.322 2.322 2.704 -2.609 V -2.058 -6.646 -0.063 0.330 0.449 -0.449 -0.894 1.288 0.661 -0.661 -0.971 2.601 组 合 1Max M +选 项 √√√√√√M -1.2×36.451＋0.9×1.4（0.567+0.604+0.518+1.237+0.985）= -38.813 N -1.2×6.651＋0.9×1.4（-3.677+1.433-4.533-2.322-2.609）= -22.733 V-1.2×2.058＋0.9×1.4（-0.063+0.449+1.288+0.661+2.601）= 3.75 组 合 2Max M -选 项 √√√√√√M -1.2×36.451＋0.9×1.4（-35.472-0.604-1.241-1.237-0.599）= -93.074 N -1.2×6.651＋0.9×1.4（-9.652-1.433-10.095+2.322+2.704）= -28.335 V -1.2×2.058＋0.9×1.4（-6.646-0.449-0.894-0.661-0.971）= -14.592 组 合 3Max N +选 项 √√√√M -1.2×36.451＋0.9×1.4（0.061-1.237-0.599）= -45.978 N -1.2×6.651＋0.9×1.4（1.614+2.322+2.704）= 0.385 V-1.2×2.058＋0.9×1.4（0.33-0.661-0.971）= -4.11 组 合 4选 项 √√√√√√√M-1.2×36.451＋0.9×1.4（-35.451+0.567-0.604-1.241+1.237+0.985）= -87.22第141 页第141 页第141 页。
毕业设计-柱内力一般组合(表格中已经含有公式)
柱顶 D柱 柱底
-15 14.79 ####### ####### 1384.22 1466.90 -71.36 -90.89 -84.81
919 129.8 7.75 -7.75 -83.29 -51.67 -15.3
-13 13.11 ####### ####### 1282.83 1370.42 -71.50 -91.03 -85.04
-27 26.57 ####### ####### 1871.29 1967.68 46.99 64.36 27.36 48.21
919 129.8 7.75 -7.75 -83.41 53.5 17.36 1228.5 187.8 52.98 19.6
柱顶 A柱 柱底
-19 18.54 ####### ####### 1289.67 1370.42 -10 10.3 88.50 73.10 99.05 89.59
-19 18.54 ####### ####### 1734.24 1846.33 -10 10.3 91.02 75.29 101.25 91.12
703柱顶四层柱底6nmin及相应的mnmax及相应的m5柱顶柱底柱底2柱顶柱底1柱顶框架柱内力一般组合本表格含有公式1
框架柱内力一般组合(本表格含有公式）
荷载种类 杆件 跨向 截面 内力 恒载 M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M N M 61.52 活载 1.2恒+0.9*1.4（活+风） ±Mmax及 Nmin及相 Nmax及相应 1.2恒+1.4活 1.35恒+活 相应的N 应的M 的M 左风 右风 左风 右风 风载 6.15 2.4 0.00 84.58 -7.75 80.48 361.89 79.18 346.89 ####### 391.66 -76.68 389.84 104.13 391.66 76.68 392.13 -80.48 351.98 -79.18 343.28 85.80 811.83 79.13 803.35 -70.91 877.57 -65.60 874.85 70.91 877.57 65.60 879.56 -85.80 811.83 -79.13 803.09 71.36 7.75 86.52 351.98 85.23 366.98 0.00 90.73 395.67 87.35 395.67 7.75 984.84 395.67 984.84 346.89 ####### 391.66 ####### 441.58 ####### 441.58 ####### 392.13 984.84 351.98 984.84 395.67 ####### 894.47 ####### 803.35 ####### 877.57 ####### 965.98 ####### 965.98 ####### 879.56 ####### 811.83 ####### 894.47 ####### ####### ####### ####### ####### ####### ####### ####### ####### ####### -7.75 80.48 351.98 79.18 346.89 -113.99 391.66 -79.22 75.43 104.13 68.51 67.99 -25.78 -90.73 -33.63 -87.35 343.28 85.80 811.83 79.13 803.35 -70.91 877.57 -65.60 81.60 52.01 78.17 46.70 -23.38 -98.88 -26.49 -92.21 803.09 71.36 1249.79 71.50 1240.97 -65.57 1340.25 -66.33 89.53 37.42 88.86 49.14 90.73 50.00 87.35 -37.60 -95.74 -37.97 -67.99 37.60 120.65 37.97 79.22 -49.14 -80.48 -50.00 -79.18 49.44 98.88 48.29 92.21 -37.84 -52.01 -38.04 -46.70 37.84 70.91 38.04 65.60 -49.44 -85.80 -48.29 -79.13 51.83 90.89 62.32 91.03 -37.09 -37.42 -35.95 -38.18 37.09 65.57 35.95
毕设内力组合表格
由可变荷载效应控制的组合 S=γGSGk+γQ1γL1SQ1k+∑γQiψCiγLiSQik ⑦a(b)=1.2*①+1.4*② +1.4*0.6*F2④a(b)
⑦a左风 ⑦b右风
①
②
③
左风 ④a 右风 ④b
左震⑤a
右震⑤b
⑧a(b)=1.2①+1.4④ a(b)+1.4*0.7② ⑧a左风 -46.66 104.79 140.69 128.13 -132.74 -20.10 32.64 13.29 30.27 -31.65 -80.17 113.38 129.81 98.88 -122.27 119.51 19.71 69.16 231.63 -123.69 100.41 -55.07 5.43 125.62 -108.06 54.37 67.85 113.64 263.34 -162.13 98.56 26.20 70.15 208.69 -117.20 85.93 -45.24 6.07 112.48 -98.22 38.35 73.89 115.81 237.67 ⑧b右风 -92.50 118.11 140.13 83.40 -119.42 -31.86 41.04 13.29 18.51 -23.25 -125.15 126.78 129.25 52.78 -108.87 -224.60 118.69 61.60 -97.36 -24.71 -113.81 97.94 5.43 -88.60 44.96 -274.62 166.83 106.08 -80.77 -63.15 -200.78 111.98 62.45 -75.26 -31.42 -100.41 87.76 6.07 -73.58 34.78 -244.84 159.41 108.25 -60.64
毕业设计内力组合
表一 框架梁内力组合表 地震 1.2恒+1.4活 1.2恒+1.4 1.2（恒+0.5活） 1.2恒+ 1.2恒+ 风荷载 荷载 ±1.4×0.6风 ×0.7活±1.4风 ±1.3地震 1.4×0.7 1.4活 左（-右） 左（-右） 左风 右风 左风 右风 左震 右震 活 -1.36 -9.37 24.17 26.46 22.64 26.45 11.66 36.03 24.54 25.32 -0.37 -2.30 81.91 82.53 80.30 81.33 76.55 82.53 80.82 82.22 0.07 1.30 -123.22 -123.34 -121.37 -121.57 -118.14 -121.52 -121.47 -123.28 1.22 6.70 43.63 41.59 43.36 39.95 49.50 32.08 41.66 42.61 -0.37 -2.30 -87.53 -86.91 -86.27 -85.23 -87.40 -81.42 -85.75 -87.22 -0.35 -2.67 22.99 23.58 22.46 23.44 19.18 26.12 22.95 23.29 -0.27 -2.05 17.19 17.64 15.74 16.50 12.29 17.62 16.12 17.42 0.00 0.00 12.56 12.56 12.51 12.51 12.47 12.47 12.51 12.56 -6.11 -33.75 41.94 52.20 35.83 52.94 -1.92 85.83 44.38 47.07 -1.52 -8.27 86.11 88.66 79.69 83.94 66.03 87.53 81.81 87.38 0.79 5.81 -112.46 -113.79 -104.51 -106.72 -91.27 -106.37 -105.61 -113.12 4.53 24.13 60.83 53.21 59.62 46.93 81.25 18.52 53.27 57.02 -1.52 -8.27 -91.73 -89.18 -86.64 -82.38 -89.89 -68.38 -84.51 -90.45 -1.81 -9.62 16.36 19.40 13.87 18.94 2.56 27.57 16.40 17.88 -1.39 -7.40 26.99 29.33 21.03 24.92 8.66 27.90 22.98 28.16 0.00 0.00 4.73 4.73 4.69 4.69 4.65 4.65 4.69 4.73 -11.81 -50.32 35.98 55.82 26.42 59.49 -25.13 105.71 42.95 45.90 -2.86 -12.33 84.85 89.65 77.68 85.69 60.62 92.67 81.68 87.25 1.78 7.17 -112.86 -115.85 -104.47 -109.45 -90.95 -109.59 -106.96 -114.35 8.24 35.98 62.71 48.86 63.60 40.52 95.46 1.92 52.06 55.79 -2.86 -12.33 -92.99 -88.18 -88.65 -80.64 -95.30 -63.24 -84.64 -90.59 -3.28 -14.34 14.80 20.31 11.72 20.90 -3.46 33.83 16.31 17.56 -2.52 -11.03 26.05 30.28 19.45 26.50 3.94 32.62 22.98 28.16 0.00 0.00 4.40 4.40 4.60 4.60 4.77 4.77 4.60 4.40 -18.12 -63.03 23.38 53.82 10.77 61.51 -48.02 115.86 36.14 38.60 -4.46 -15.44 83.25 90.75 75.19 87.67 56.32 96.46 81.43 87.00 2.56 8.68 -117.84 -122.14 -108.70 -115.86 -94.02 -116.59 -112.28 -119.99 13.01 45.07 62.10 40.24 65.95 29.52 103.23 -13.96 47.74 51.17 -4.46 -15.44 -93.32 -85.83 -89.88 -77.39 -98.33 -58.19 -83.64 -89.58 -5.18 -17.96 15.67 24.37 11.28 25.79 -6.16 40.54 18.53 20.02 -3.98 -13.82 24.82 31.51 17.40 28.55 0.32 36.25 22.98 28.16 0.00 0.00 6.87 6.87 6.82 6.82 6.78 6.78 6.82 6.87
毕业设计--框架内力组合
框架结构梁柱的内力组合第三部分
11．3．2 考虑地震组合的框架梁端剪力设计值Vb应按下列规定计算：
框架结构
5．4．3 钢筋混凝土梁支座或节点边缘截面的负弯矩调幅 幅度不宜大于25％；弯矩调整后的梁端截面相对受压区高 度不应超过0.35，且不宜小于0.10。 特别注意：调幅关键 1.重力荷载（恒载、活载、重力荷载代 表值） 2.支座或节点弯矩 3.跨中弯矩根据内力平衡确定。
框架结构梁柱的内力组合第三部分
Sd 1.35SGk 1.4 0.7SQk 1.35SGk 1.0SQk
5
框架结构梁柱的内力组合第三部分
框架结构
§1框架内力分析-框架内力组合
结构构件的地震作用效应和其他荷载效应的基本组合：
S≤R / γ RE
其中风载及竖向地震作用不考虑 8、9度时的大跨度和长悬臂结构及9度时的高层建筑， 应计算竖向地震作用。
以上四种组合中，组合3、4要考虑γRE的影响。 然后，与组合1、2比较，选最大内力。 梁端弯矩需乘以0.85调幅系数（仅竖向荷载作用下）。
框架结构梁柱的内力组合第三部分 注意：荷载规范要求：设计楼面梁时，当楼面梁从 属面积超过25m2时，活载应取折减系数0.9；
框架结构
构件的内力组合，M正负号规定:上部受拉为负, 下部受拉为正。
Sd γGj SG j γQ1 L1SQ1k γQi γL i ψci SQik
j 1
k
m
n
i 2
2)由永久荷载效应控制的组合：
Sd G jSG jk Qi Liψci SQ ik
j1 i 1
2
m
n
框架结构梁柱的内力组合第三部分 式中 0 ——结构重要性系数，按各有关建筑结构设计 规范的规定采用。在持久设计状况和短暂设计状况下， 对安全等级为一级的结构构件不应小于1.1，对安全等级 为二级的结构构件不应小于1.0，对安全等级为三级的结 构构件不应小于0.9；对地震设计状况下应取1.0；
内力组合excel计算表
内力组合excel计算表
内力组合excel计算表是一种在Excel中使用的工具，用于计算不同内力组合的效果和结果。
内力在武术中非常重要，它是通过修炼和训练获得的一种能量，可以用于攻击、防御和施展特殊技巧。
在Excel中创建内力组合计算表可以帮助武术爱好者或者专业武术
教练更好地了解和应用不同的内力组合。
下面是一些可以加入到内力组合计算表中的内容：
1. 内力类型：列出所有可能的内力类型，例如内劲、真气、灵力等等。
2. 内力等级：列出不同内力等级的选项，从初级到高级。
3. 内力加成：在每个内力类型下，列出不同等级的内力加成数值。
这些数值可以是根据经验和实践总结得出的，用于计算内力对攻击、防御或特殊技巧的影响。
4. 内力组合计算：在表中创建一个计算公式，根据用户选择的内力类型和等级，自动计算出内力组合的总效果。
这个公式可以根据实际需求进行定制，可以考虑不同内力之间的相互作用和权重。
5. 数据分析和图表：在Excel中可以使用各种数据分析工具和图表来对不同内力组合的效果进行可视化和比较。
例如，可以创建柱状图来对比不同内力组合的攻击力或防御力。
6. 预测和优化：根据内力组合计算表中的数据，可以进行预测和优化。
例如，可以使用Excel的“求解”功能来寻找最佳的内力组合，以达到最高的攻击力或防御力。
内力组合excel计算表可以帮助武术爱好者更好地了解不同内力组
合对战斗技能的影响，同时也可以帮助专业武术教练优化教学内容和指导学生的内力修炼。
通过使用Excel的计算功能和数据分析工具，内力组合计算表可以提供准确、方便的内力计算和分析，帮助武术爱好者在修炼中取得更好的成果。
建筑工程毕业设计-内力组合表
3.5.2.2 水平地震作用下的内力计算表3-55 地震作用下○A轴处柱端弯矩和与○A轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑DV im=(D im/∑D)×V iyh M c上M c下M b总h3.00 295.88 36242.00 6055.00 0.17 49.43 1.89 114.19 93.43 114.19 4.20 2.00 308.94 39423.00 6768.00 0.17 53.04 2.18 106.92 115.83 200.35 4.20 1.00 315.69 32054.00 6217.00 0.19 61.23 2.88 117.56 176.34 233.39 4.80表3-56 地震作用下○B轴处柱端弯矩和与○B轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下M b总h M b左M b右10.00 57.57 56190.00 11239.00 0.20 11.52 1.23 20.38 34.55 20.38 3.009.00 108.72 56190.00 11239.00 0.20 21.75 1.44 33.92 65.24 68.47 3.008.00 153.69 56190.00 11239.00 0.20 30.74 1.50 46.11 92.22 111.35 3.007.00 192.75 56190.00 11239.00 0.20 38.55 1.50 57.83 115.66 150.05 3.006.00 226.19 56190.00 11239.00 0.20 45.24 1.50 67.86 135.73 183.52 3.005.00 254.31 56190.00 11239.00 0.20 50.87 1.50 76.30 152.60 212.03 3.004.00 277.42 56190.00 11239.00 0.20 55.49 1.35 91.56 166.47 244.16 3.003.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 155.64 155.64 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.59 142.22 309.17 4.80 213.11 213.11表3-57 地震作用下○C轴处柱端弯矩和与○C轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下h M b左M b右10.00 57.57 56190.00 16856.00 0.30 17.27 1.35 28.50 51.81 3.00 14.25 14.25 9.00 108.72 56190.00 16856.00 0.30 32.61 1.49 49.41 97.84 3.00 50.61 50.61 8.00 153.69 56190.00 16856.00 0.30 46.10 1.50 69.16 138.31 3.00 83.50 83.50 7.00 192.75 56190.00 16856.00 0.30 57.82 1.50 86.73 173.46 3.00 112.52 112.52 6.00 226.19 56190.00 16856.00 0.30 67.85 1.50 101.78 203.56 3.00 137.62 137.62 5.00 254.31 56190.00 16856.00 0.30 76.29 1.50 114.43 228.87 3.00 159.00 159.00 4.00 277.42 56190.00 16856.00 0.30 83.22 1.50 124.83 249.66 3.00 176.85 176.85 3.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 197.23 197.23 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.62 140.67 309.17 4.80 212.34 212.34表3-58 地震作用下○D轴处柱端弯矩和与○D轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下h M b左M b右10.00 57.57 56190.00 16856.00 0.30 17.27 1.35 28.50 51.81 3.00 14.25 14.25 9.00 108.72 56190.00 16856.00 0.30 32.61 1.38 52.93 97.84 3.00 52.37 52.37 8.00 153.69 56190.00 16856.00 0.30 46.10 1.50 69.16 138.31 3.00 83.50 83.50 7.00 192.75 56190.00 16856.00 0.30 57.82 1.50 86.73 173.46 3.00 112.52 112.52 6.00 226.19 56190.00 16856.00 0.30 67.85 1.50 101.78 203.56 3.00 137.62 137.62 5.00 254.31 56190.00 16856.00 0.30 76.29 1.50 114.43 228.87 3.00 159.00 159.00 4.00 277.42 56190.00 16856.00 0.30 83.22 1.50 124.83 249.66 3.00 176.85 176.85 3.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 197.23 197.23 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.62 140.67 309.17 4.80 212.34 212.34表3-59 地震作用下○E轴处柱端弯矩和与○E轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑DV im=(D im/∑D)×V iyh M c上M c下M b总h10 57.57 56190.00 11239.00 0.20 11.52 1.23 20.38 34.55 20.38 3.0 9 108.72 56190.00 11239.00 0.20 21.75 1.44 33.92 65.24 68.47 3.0 8 153.69 56190.00 11239.00 0.20 30.74 1.50 46.11 92.22 111.35 3.0 7 192.75 56190.00 11239.00 0.20 38.55 1.50 57.83 115.66 150.05 3.0 6 226.19 56190.00 11239.00 0.20 45.24 1.50 67.86 135.73 183.52 3.0 5 254.31 56190.00 11239.00 0.20 50.87 1.50 76.30 152.60 212.03 3.0 4 277.42 56190.00 11239.00 0.20 55.49 1.35 91.56 166.47 244.16 3.0 3 295.88 36242.00 6055.00 0.17 49.43 2.00 109.00 207.62 275.47 4.2 2 308.94 39423.00 6768.00 0.17 53.04 2.18 106.92 222.76 314.54 4.2 1 315.69 32054.00 6217.00 0.19 61.23 2.98 111.68 293.90 334.44 4.8表3-60 水平地震作用梁端弯矩(kN.m)○A轴右梁端○B轴左梁端○B轴右梁端○C轴左梁端○C轴右梁端○D轴左梁端○D轴右梁端○E轴左梁端20.38 14.25 14.25 14.25 14.25 20.3868.47 50.61 50.61 52.37 52.37 68.47111.35 83.50 83.50 83.50 83.50 111.35150.05 112.52 112.52 112.52 112.52 150.05183.52 137.62 137.62 137.62 137.62 183.52212.03 159.00 159.00 159.00 159.00 212.03244.16 176.85 176.85 176.85 176.85 244.16 114.19 155.64 155.64 197.23 197.23 197.23 197.23 275.47 200.35 208.91 208.91 208.91 208.91 208.91 208.91 314.54 233.39 213.11 213.11 212.34 212.34 212.34 212.34 334.44(1)用于承载力计算的框架梁由可变荷载效应控制的基本组合表(工况一)表3-65 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○A-○B轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值3 左M -29.4 -9.7 17.0 -17.0 1.2×①+1.4×②+ -63.3 1.2×①+1.4×②+ -63.3左V 59.8 19.9 -5.5 5.5 1.2×①+ 1.4×0.6×④104.3 1.4×0.6×④104.3 中M 63.7 21.2 0.4 -0.4 1.4×②+ 105.87右M -63.9 -21.2 -16.1 16.1 1.4×0.6×④ 1.2×①+1.4×②+ -120.0 1.2×①+1.4×②+ -120.0 右V -48.3 -16.1 -5.5 5.5 1.4×0.6×③-85.2 1.4×0.6×④-85.2 2 左M -41.4 -20.0 31.5 -31.5 1.2×①+1.4×②+ -104.1 1.2×①+1.4×②+ -104.1左V 59.6 20.7 -8.8 8.8 1.2×①+ 1.4×0.6×④108.0 1.4×0.6×④108.0 中M 82.3 18.9 5.0 -5.0 1.4×②+ 121.02右M -74.7 -36.2 -21.5 21.5 1.4×0.6×④ 1.2×①+1.4×②+ -158.5 1.2×①+1.4×②+ -158.5 右V -48.5 -15.3 -8.8 8.8 1.4×0.6×③-87.1 1.4×0.6×④-87.1 1 左M -40.5 -19.6 40.5 -40.5 1.2×①+1.4×②+ -110.0 1.2×①+1.4×②+ -110.0左V 54.1 20.7 -10.8 10.8 1.2×①+ 1.4×0.6×④103.1 1.4×0.6×④103.1 中M 81.7 18.6 7.9 -7.9 1.4×②+ 117.49右M -75.0 -36.3 -24.5 24.5 1.4×0.6×④ 1.2×①+1.4×②+ -161.5 1.2×①+1.4×②+ -161.5 右V -48.3 -15.2 -10.8 10.8 1.4×0.6×③-88.4 1.4×0.6×④-88.4表3-66 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○B-○C轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -34.5 -11.6 2.3 -2.30 1.2×①+1.4×②+ -59.57 1.2×①+1.4×②+ -59.57左V 58.5 19.4 -0.6 0.64 1.2×①+ 1.4×0.6×④97.99 1.4×0.6×④97.99 中M 67.8 22.6 0.3 -0.37 1.4×②+ 112.77右M -60.8 -20.7 -1.5 1.57 1.4×0.6×④ 1.2×①+1.4×②+ -102.81 1.2×①+1.4×②+ -102.8 右V -49.7 -16.4 -0.6 0.64 1.4×0.6×③-83.38 1.4×0.6×④-83.38 9-4 左M -22.8 -8.1 23.2 -23.22 1.2×①+1.4×②+ -58.32 1.2×①+1.4×②+ -58.32 左V 60.7 19.8 -6.6 6.62 1.2×①+ 1.4×0.6×④106.11 1.4×0.6×④106.11 中M 65.3 21.6 3.3 -3.36 1.4×②+ 105.82右M -62.2 -18.5 -16.5 16.50 1.4×0.6×④ 1.2×①+1.4×②+ -115.10 1.2×①+1.4×②+ -115.1 右V -47.5 -16.1 -6.6 6.62 1.4×0.6×③-85.30 1.4×0.6×④-85.30 3 左M -57.4 -18.0 16.1 -16.18 1.2×①+1.4×②+ -108.93 1.2×①+1.4×②+ -108.9左V 54.4 17.7 -5.9 5.98 1.2×①+ 1.4×0.6×④95.20 1.4×0.6×④95.20 中M 84.2 27.6 1.7 -1.76 1.4×②+ 138.27右M -59.1 -17.0 -19.6 19.69 1.4×0.6×④ 1.2×①+1.4×②+ -112.11 1.2×①+1.4×②+ -112.1 右V -53.8 -18.2 -5.9 5.98 1.4×0.6×③-95.13 1.4×0.6×④-95.13 2 左M -69.8 -33.0 21.5 -21.53 1.2×①+1.4×②+ -149.17 1.2×①+1.4×②+ -149.1左V 53.2 17.5 -7.1 7.18 1.2×①+ 1.4×0.6×④94.44 1.4×0.6×④94.44 中M 101.7 28.3 0.0 0.00 1.4×②+ 161.81右M -64.2 -31.1 -21.5 21.53 1.4×0.6×④ 1.2×①+1.4×②+ -138.75 1.2×①+1.4×②+ -138.7 右V -55.0 -18.5 -7.1 7.18 1.4×0.6×③-97.91 1.4×0.6×④-97.91 1 左M -70.0 -33.0 24.5 -24.57 1.2×①+1.4×②+ -152.10 1.2×①+1.4×②+ -152.1左V 53.1 17.5 -8.1 8.17 1.2×①+ 1.4×0.6×④95.17 1.4×0.6×④95.17 中M 101.9 28.4 0.1 -0.07 1.4×②+ 162.04右M -64.1 -31.0 -24.4 24.43 1.4×0.6×④ 1.2×①+1.4×②+ -140.99 1.2×①+1.4×②+ -140.9 右V -55.10 -18.47 -8.17 8.17 1.4×0.6×③-98.84 1.4×0.6×④-98.84表3-67 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○C-○D轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -56.70 -19.00 1.57 1.2×①+1.4×②+ -94.64 1.2×①+1.4×②+ -94.64左V 53.67 18.00 -0.52 1.2×①+ 1.4×0.6×④89.60 1.4×0.6×④89.60 中M 81.00 27.00 0.00 1.4×②+ 135.0右M -56.70 -19.00 -1.57 1.4×0.6×④ 1.2×①+1.4×②+ -95.96 1.2×①+1.4×②+ -95.96 右V -53.67 -18.00 -0.52 1.4×0.6×③-90.04 1.4×0.6×④-90.04 9-4 左M -67.90 -18.30 16.50 1.2×①+1.4×②+ -107.10 1.2×①+1.4×②+ -107.10 左V 53.67 18.00 -5.50 1.2×①+ 1.4×0.6×④89.60 1.4×0.6×④89.60 中M 67.50 27.00 0.00 1.4×②+ 118.8右M -67.90 -18.30 -16.50 1.4×0.6×④ 1.2×①+1.4×②+ -120.96 1.2×①+1.4×②+ -120.96 右V -53.67 -18.00 -5.50 1.4×0.6×③-94.22 1.4×0.6×④-94.22 3 左M -67.20 -17.70 19.69 1.2×①+1.4×②+ -105.42 1.2×①+1.4×②+ -105.42左V 54.13 17.86 -6.56 1.2×①+ 1.4×0.6×④89.95 1.4×0.6×④89.95 中M 66.12 26.58 0.00 1.4×②+ 116.5右M -69.96 -18.55 -19.69 1.4×0.6×④ 1.2×①+1.4×②+ -126.46 1.2×①+1.4×②+ -126.46 右V -53.21 -17.86 -7.76 1.4×0.6×③-95.37 1.4×0.6×④-95.37 2 左M -64.30 -31.10 21.53 1.2×①+1.4×②+ -120.70 1.2×①+1.4×②+ -120.70左V 54.58 17.55 -7.18 1.2×①+ 1.4×0.6×④90.07 1.4×0.6×④90.07 中M 96.27 25.66 0.00 1.4×②+ 151.4右M -69.77 -33.78 -21.53 1.4×0.6×④ 1.2×①+1.4×②+ -149.10 1.2×①+1.4×②+ -149.10 右V -52.76 -17.55 -8.97 1.4×0.6×③-95.42 1.4×0.6×④-95.42 1 左M -64.20 -31.06 24.43 1.2×①+1.4×②+ -120.52 1.2×①+1.4×②+ -120.52左V 54.63 17.53 -8.14 1.2×①+ 1.4×0.6×④90.10 1.4×0.6×④90.10 中M 96.10 25.59 0.00 1.4×②+ 151.1右M -70.00 -33.89 -24.43 1.4×0.6×④ 1.2×①+1.4×②+ -151.97 1.2×①+1.4×②+ -151.97 右V -52.70 -17.53 -10.64 1.4×0.6×③-96.72 1.4×0.6×④-96.72表3-68 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○D-○E轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -60.81 -20.37 1.57 -1.57 1.2×①+1.4×②+ -102.81 1.2×①+1.4×②+ -102.81左V 49.74 16.54 -0.64 0.64 1.2×①+ 1.4×0.6×④83.38 1.4×0.6×④83.38 中M 94.16 31.39 0.37 -0.37 1.4×②+ 156.62右M -34.50 -11.60 -2.30 2.30 1.4×0.6×④ 1.2×①+1.4×②+ -59.57 1.2×①+1.4×②+ -59.57 右V -58.51 -19.46 -0.64 0.64 1.4×0.6×③-97.99 1.4×0.6×④-97.99 9-4 左M -62.26 -18.95 16.50 -16.50 1.2×①+1.4×②+ -115.10 1.2×①+1.4×②+ -115.10 左V 47.54 16.21 -6.62 6.62 1.2×①+ 1.4×0.6×④85.30 1.4×0.6×④85.30 中M 104.78 32.39 3.36 -3.36 1.4×②+ 168.25右M -22.80 -8.18 -23.22 23.22 1.4×0.6×④ 1.2×①+1.4×②+ -58.32 1.2×①+1.4×②+ -58.32 右V -60.70 -19.80 -6.62 6.62 1.4×0.6×③-106.11 1.4×0.6×④-106.11 3 左M -65.80 -19.80 19.69 -19.69 1.2×①+1.4×②+ -123.22 1.2×①+1.4×②+ -123.22左V 50.16 16.92 -7.76 7.76 1.2×①+ 1.4×0.6×④90.39 1.4×0.6×④90.39 中M 96.95 30.23 3.58 -3.58 1.4×②+ 155.65右M -42.01 -13.34 -26.85 26.85 1.4×0.6×④ 1.2×①+1.4×②+ -91.64 1.2×①+1.4×②+ -91.64 右V -58.09 -19.08 -7.76 7.76 1.4×0.6×③-102.92 1.4×0.6×④-102.92 2 左M -74.80 -36.20 21.53 -21.53 1.2×①+1.4×②+ -158.53 1.2×①+1.4×②+ -158.53左V 48.55 15.31 -8.97 8.97 1.2×①+ 1.4×0.6×④87.22 1.4×0.6×④87.22 中M 115.71 35.09 5.39 -5.39 1.4×②+ 183.45右M -41.38 -20.03 -32.30 32.30 1.4×0.6×④ 1.2×①+1.4×②+ -104.83 1.2×①+1.4×②+ -104.83 右V -59.69 -20.70 -8.97 8.97 1.4×0.6×③-108.14 1.4×0.6×④-108.14 1 左M -75.00 -36.30 24.43 -24.43 1.2×①+1.4×②+ -161.34 1.2×①+1.4×②+ -161.34左V 48.36 15.21 -10.64 10.64 1.2×①+ 1.4×0.6×④88.27 1.4×0.6×④88.27 中M 116.28 35.36 7.50 -7.50 1.4×②+ 182.73右M -40.45 -19.58 -39.43 39.43 1.4×0.6×④ 1.2×①+1.4×②+ -109.07 1.2×①+1.4×②+ -109.07 右V -59.88 -20.79 -10.64 10.64 1.4×0.6×③-109.90 1.4×0.6×④-109.90(2)用于承载力计算的框架梁由永久荷载效应控制的基本组合表(工况二)表3-69 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○A-○B轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值3 左M -29.40 -9.79 1.35×①+ -49.28 1.35×①+ -49.28左V 59.88 19.91 1.35×①+ 1.4×0.7×②100.35 1.4×0.7×②100.35 中M 63.72 21.29 1.4×0.7×②106.87右M -63.97 -21.22 1.35×①+ -107.16 1.35×①+ -107.16 右V -48.36 -16.10 1.4×0.7×②-81.06 1.4×0.7×②-81.06 2 左M -41.40 -20.00 1.35×①+ -75.49 1.35×①+ -75.49左V 59.69 20.70 1.35×①+ 1.4×0.7×②100.86 1.4×0.7×②100.86 中M 82.31 18.90 1.4×0.7×②129.63右M -74.79 -36.21 1.35×①+ -136.45 1.35×①+ -136.45 右V -48.56 -15.30 1.4×0.7×②-80.54 1.4×0.7×②-80.54 1 左M -40.50 -19.60 1.35×①+ -73.88 1.35×①+ -73.88左V 54.12 20.79 1.35×①+ 1.4×0.7×②93.43 1.4×0.7×②93.43 中M 81.74 18.64 1.4×0.7×②128.61右M -75.03 -36.32 1.35×①+ -136.88 1.35×①+ -136.88 右V -48.37 -15.21 1.4×0.7×②-80.20 1.4×0.7×②-80.20表3-70 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○B-○C轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -56.70 -11.60 1.35×①+ -87.91 1.35×①+ -87.91左V 53.67 19.46 1.35×①+ 1.4×0.7×②91.52 1.4×0.7×②91.52 中M 81.00 22.62 1.4×0.7×②131.51右M -56.70 -20.37 1.35×①+ -96.51 1.35×①+ -96.51 右V -53.67 -16.54 1.4×0.7×②-88.66 1.4×0.7×②-88.66 9-4 左M -67.90 -8.18 1.35×①+ -99.68 1.35×①+ -99.68 左V 53.67 19.80 1.35×①+ 1.4×0.7×②91.85 1.4×0.7×②91.85 中M 67.50 21.62 1.4×0.7×②112.31右M -67.90 -18.95 1.35×①+ -110.24 1.35×①+ -110.24 右V -53.67 -16.21 1.4×0.7×②-88.33 1.4×0.7×②-88.33 3.00 左M -67.20 -18.90 1.35×①+ -109.24 1.35×①+ -109.24左V 54.13 17.78 1.35×①+ 1.4×0.7×②90.50 1.4×0.7×②90.50 中M 66.12 27.65 1.4×0.7×②116.36右M -69.96 -17.60 1.35×①+ -111.69 1.35×①+ -111.69 右V -53.21 -18.22 1.4×0.7×②-89.68 1.4×0.7×②-89.68 2.00 左M -64.30 -33.80 1.35×①+ -119.93 1.35×①+ -119.93左V 54.58 17.55 1.35×①+ 1.4×0.7×②90.88 1.4×0.7×②90.88 中M 96.27 28.35 1.4×0.7×②157.74右M -69.77 -31.11 1.35×①+ -124.68 1.35×①+ -124.68 右V -52.76 -18.45 1.4×0.7×②-89.30 1.4×0.7×②-89.30 1.00 左M -64.20 -33.90 1.35×①+ -119.89 1.35×①+ -119.89左V 54.63 17.53 1.35×①+ 1.4×0.7×②90.93 1.4×0.7×②90.93 中M 96.10 28.42 1.4×0.7×②157.59右M -70.00 -31.06 1.35×①+ -124.94 1.35×①+ -124.94 右V -52.70 -18.47 1.4×0.7×②-89.25 1.4×0.7×②-89.25表3-71 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○C-○D轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -34.50 -19.00 1.35×①+ -65.20 1.35×①+ -65.20左V 58.51 18.00 1.35×①+ 1.4×0.7×②96.62 1.4×0.7×②96.62 中M 67.85 27.00 1.4×0.7×②118.05右M -60.81 -19.00 1.35×①+ -100.71 1.35×①+ -100.71 右V -49.74 -18.00 1.4×0.7×②-84.78 1.4×0.7×②-84.78 9-4 左M -22.80 -18.30 1.35×①+ -48.71 1.35×①+ -48.71 左V 60.70 18.00 1.35×①+ 1.4×0.7×②99.58 1.4×0.7×②99.58 中M 65.32 27.00 1.4×0.7×②114.64右M -62.26 -18.30 1.35×①+ -101.99 1.35×①+ -101.99 右V -47.54 -18.00 1.4×0.7×②-81.82 1.4×0.7×②-81.82 3.00 左M -57.40 -17.70 1.35×①+ -94.84 1.35×①+ -94.84左V 54.41 17.86 1.35×①+ 1.4×0.7×②90.95 1.4×0.7×②90.95 中M 84.20 26.58 1.4×0.7×②139.71右M -59.11 -18.55 1.35×①+ -97.98 1.35×①+ -97.98 右V -53.84 -17.86 1.4×0.7×②-90.18 1.4×0.7×②-90.18 2.00 左M -69.80 -31.10 1.35×①+ -124.71 1.35×①+ -124.71左V 53.20 17.55 1.35×①+ 1.4×0.7×②89.02 1.4×0.7×②89.02 中M 101.77 25.66 1.4×0.7×②162.54右M -64.26 -33.78 1.35×①+ -119.86 1.35×①+ -119.86 右V -55.04 -17.55 1.4×0.7×②-91.51 1.4×0.7×②-91.51 1.00 左M -70.00 -31.06 1.35×①+ -124.94 1.35×①+ -124.94左V 53.15 17.53 1.35×①+ 1.4×0.7×②88.92 1.4×0.7×②88.92 中M 101.93 25.59 1.4×0.7×②162.67右M -64.15 -33.89 1.35×①+ -119.81 1.35×①+ -119.81 右V -55.10 -17.53 1.4×0.7×②-91.56 1.4×0.7×②-91.56表3-72 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○D-○E轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -60.81 -20.37 1.35×①+ -102.06 1.35×①+ -102.06左V 49.74 16.54 1.35×①+ 1.4×0.7×②83.35 1.4×0.7×②83.35 中M 94.16 31.39 1.4×0.7×②157.87右M -34.50 -11.60 1.35×①+ -57.94 1.35×①+ -57.94 右V -58.51 -19.46 1.4×0.7×②-98.05 1.4×0.7×②-98.05 9-4 左M -62.26 -18.95 1.35×①+ -102.62 1.35×①+ -102.62 左V 47.54 16.21 1.35×①+ 1.4×0.7×②80.06 1.4×0.7×②80.06 中M 104.78 32.39 1.4×0.7×②173.19右M -22.80 -8.18 1.35×①+ -38.80 1.35×①+ -38.80 右V -60.70 -19.80 1.4×0.7×②-101.34 1.4×0.7×②-101.34 3.00 左M -65.80 -19.80 1.35×①+ -108.23 1.35×①+ -108.23左V 50.16 16.92 1.35×①+ 1.4×0.7×②84.29 1.4×0.7×②84.29 中M 96.95 30.23 1.4×0.7×②160.50右M -42.01 -13.34 1.35×①+ -69.79 1.35×①+ -69.79 右V -58.09 -19.08 1.4×0.7×②-97.11 1.4×0.7×②-97.11 2.00 左M -74.80 -36.20 1.35×①+ -136.46 1.35×①+ -136.46左V 48.55 15.31 1.35×①+ 1.4×0.7×②80.54 1.4×0.7×②80.54 中M 115.71 35.09 1.4×0.7×②190.59右M -41.38 -20.03 1.35×①+ -75.49 1.35×①+ -75.49 右V -59.69 -20.70 1.4×0.7×②-100.86 1.4×0.7×②-100.86 1.00 左M -75.00 -36.30 1.35×①+ -136.82 1.35×①+ -136.82左V 48.36 15.21 1.35×①+ 1.4×0.7×②80.20 1.4×0.7×②80.20 中M 116.28 35.36 1.4×0.7×②191.62右M -40.45 -19.58 1.35×①+ -73.80 1.35×①+ -73.80(3)用于承载力计算的框架梁由地震效应控制的基本组合表(工况三)表3-73 用于承载力计算的框架梁由地震效应控制的基本组合表（○A-○B轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值3.00 左M -34.30 114.19 -114.19 1.2×①+1.3×③-189.61 1.2×①+1.3×③-189.61左V 69.83 -44.97 44.97 142.26 142.26 中M 74.36 20.72 -20.72 1.2×①+1.3×②116.17右M -74.58 -155.64 155.64 1.2×①+1.3×②-291.82 1.2×①+1.3×②-291.82 右V -56.41 -44.97 44.97 -126.15 -126.15 2.00 左M -51.20 200.35 -200.35 1.2×①+1.3×③-321.90 1.2×①+1.3×③-321.90左V 88.73 -68.21 68.21 195.15 195.15 中M 100.81 4.28 -4.28 1.2×①+1.3×②126.53右M -92.59 -208.91 208.91 1.2×①+1.3×②-382.69 1.2×①+1.3×②-382.69 右V -74.93 -68.21 68.21 -178.59 -178.59 1.00 左M -50.10 233.39 -233.39 1.2×①+1.3×③-363.53 1.2×①+1.3×③-363.53左V 88.96 -74.42 74.42 203.49 203.49 中M 100.11 10.14 -10.14 1.2×①+1.3×②133.31右M -92.88 -213.11 213.11 1.2×①+1.3×②-388.50 1.2×①+1.3×②-388.50 右V -74.70 -74.42 74.42 -186.38 -186.38表3-74 用于承载力计算的框架梁由地震效应控制的基本组合表（○B-○C轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -39.90 20.38 -20.38 1.2×①+1.3×③-74.38 1.2×①+1.3×③-74.38左V 67.80 -5.77 5.77 88.87 88.87 中M 79.27 3.07 -3.07 1.2×①+1.3×②99.11右M -70.36 -14.25 14.25 1.2×①+1.3×②-102.95 1.2×①+1.3×②-102.95 右V -57.65 -5.77 5.77 -76.68 -76.68 9-4 左M -29.80 244.16 -244.16 1.2×①+1.3×③-353.16 1.2×①+1.3×③-353.16 左V 72.74 -70.17 70.17 178.50 178.50 中M 77.81 33.65 -33.65 1.2×①+1.3×②137.12右M -72.19 -176.85 176.85 1.2×①+1.3×②-316.53 1.2×①+1.3×②-316.53 右V -58.61 -70.17 70.17 -161.54 -161.54 3.00 左M -66.80 155.64 -155.64 1.2×①+1.3×②-282.49 1.2×①+1.3×②-282.49左V 65.87 -58.81 58.81 155.50 155.50 中M 98.39 20.80 -20.80 1.2×①+1.3×②145.11右M -68.02 -197.23 197.23 1.2×①+1.3×②-338.03 1.2×①+1.3×②-338.03 右V -65.47 -58.81 58.81 -155.02 -155.02 2.00 左M -86.40 208.91 -208.91 1.2×①+1.3×③-375.27 1.2×①+1.3×③-375.27左V 80.69 -69.64 69.64 187.35 187.35 中M 124.92 0.00 0.00 1.2×①+1.3×②149.90右M -79.56 -208.91 208.91 1.2×①+1.3×②-367.06 1.2×①+1.3×②-367.06 右V -82.97 -69.64 69.64 -190.09 -190.09 1.00 左M -86.70 213.11 -213.11 1.2×①+1.3×③-381.09 1.2×①+1.3×③-381.09左V 80.61 -70.91 70.91 188.92 188.92 中M 125.14 0.39 -0.39 1.2×①+1.3×②150.67右M -79.42 -212.34 212.34 1.2×①+1.3×②-371.35 1.2×①+1.3×②-371.35表3-75 用于承载力计算的框架梁由地震效应控制的基本组合表（○C-○D轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -65.60 14.25 -14.25 1.2×①+1.3×③-97.24 1.2×①+1.3×③-97.24左V 57.61 -4.75 4.75 75.30 75.30 中M 94.50 0.00 0.00 1.2×①+1.3×②113.40右M -65.60 -14.25 14.25 1.2×①+1.3×②-97.24 1.2×①+1.3×②-97.24 右V -57.61 -4.75 4.75 -75.30 -75.30 9-4 左M -77.60 176.85 -176.85 1.2×①+1.3×③-323.02 1.2×①+1.3×③-323.02 左V 57.61 -58.95 58.95 145.76 145.76 中M 81.00 0.00 0.00 1.2×①+1.3×②97.20右M -77.60 -176.85 176.85 1.2×①+1.3×②-323.02 1.2×①+1.3×②-323.02 右V -57.61 -58.95 58.95 -145.76 -145.76 3.00 左M -76.50 197.23 -197.23 1.2×①+1.3×②-348.20 1.2×①+1.3×②-348.20左V 58.14 -65.74 65.74 155.24 155.24 中M 79.40 0.00 0.00 1.2×①+1.3×②95.28右M -79.70 -197.23 197.23 1.2×①+1.3×②-352.04 1.2×①+1.3×②-352.04 右V -57.08 -65.74 65.74 -153.96 -153.96 2.00 左M -79.60 208.91 -208.91 1.2×①+1.3×③-367.11 1.2×①+1.3×③-367.11左V 82.96 -69.64 69.64 190.08 190.08 中M 118.12 0.00 0.00 1.2×①+1.3×②141.74右M -86.37 -208.91 208.91 1.2×①+1.3×②-375.23 1.2×①+1.3×②-375.23 右V -80.70 -69.64 69.64 -187.37 -187.37 1.00 左M -79.40 212.34 -212.34 1.2×①+1.3×③-371.32 1.2×①+1.3×③-371.32左V 83.04 -70.78 70.78 191.66 191.66 中M 117.87 0.00 0.00 1.2×①+1.3×②141.44右M -86.66 -212.34 212.34 1.2×①+1.3×②-380.04 1.2×①+1.3×②-380.04表3-76 用于承载力计算的框架梁由地震效应控制的基本组合表（○D-○E轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -70.36 14.25 -14.25 1.2×①+1.3×③-102.95 1.2×①+1.3×③-102.95左V 57.65 -5.77 5.77 76.68 76.68 中M 109.73 3.07 -3.07 1.2×①+1.3×②135.66右M -39.90 -20.38 20.38 1.2×①+1.3×②-74.38 1.2×①+1.3×②-74.38 右V -67.80 -5.77 5.77 -88.87 -88.87 9-4 左M -72.19 176.85 -176.85 1.2×①+1.3×③-316.53 1.2×①+1.3×③-316.53 左V 58.61 -70.17 70.17 161.54 161.54 中M 120.20 33.65 -33.65 1.2×①+1.3×②187.98右M -29.80 -244.16 244.16 1.2×①+1.3×②-353.16 1.2×①+1.3×②-353.16 右V -72.74 -70.17 70.17 -178.50 -178.50 3.00 左M -75.80 197.23 -197.23 1.2×①+1.3×②-347.36 1.2×①+1.3×②-347.36左V 61.15 -78.78 78.78 175.79 175.79 中M 112.57 39.12 -39.12 1.2×①+1.3×②185.94右M -48.66 -275.47 275.47 1.2×①+1.3×②-416.50 1.2×①+1.3×②-416.50 右V -70.19 -78.78 78.78 -186.65 -186.65 2.00 左M -86.37 208.91 -208.91 1.2×①+1.3×③-375.23 1.2×①+1.3×③-375.23左V 75.97 -87.24 87.24 204.58 204.58 中M 139.07 52.82 -52.82 1.2×①+1.3×②235.54右M -51.23 -314.54 314.54 1.2×①+1.3×②-470.38 1.2×①+1.3×②-470.38 右V -87.68 -87.24 87.24 -218.64 -218.64 1.00 左M -86.66 212.34 -212.34 1.2×①+1.3×③-380.04 1.2×①+1.3×③-380.04左V 75.73 -91.13 91.13 209.35 209.35 中M 139.79 61.05 -61.05 1.2×①+1.3×②247.11右M -50.08 -334.44 334.44 1.2×①+1.3×②-494.87 1.2×①+1.3×②-494.87(4)用于承载力计算的框架柱由可变荷载效应控制的基本组合表(工况一)表3-77 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○A轴处柱)恒荷载活荷载左风右风N max相应的M(kN.m) N min相应的M(kN.m) │M│max 相应的N(kN) 层数①②③④组合项目数值组合项目数值组合项目数值3 上M 29.4 9.8 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③49.0 1.2×①+1.4×②+1.4×0.6×④49.0 1.2×①+1.4×0.7×②+1.4×③44.9N 115.9 75.9 5.6 -5.6 250.0 240.7 221.2 下M -20.7 -100 -17 17.1 -53.2 -24.5 -58.6N 115.9 75.9 5.6 -5.6 1.2×①+1.4×②+1.4×0.6×③250.0 1.2×①+1.4×②+1.4×0.6×④240.7 1.2×①+1.4×0.7×②+1.4×③221.2V 1.5 0.2 -7.4 7.4 -4.2 8.2 -8.42 上M 20.7 10.0 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③38.9 1.2×①+1.4×②+1.4×0.6×④38.9 1.2×①+1.4×0.7×②+1.4×③34.7N 349.0 270.1 14.4 -14.4 809.0 784.8 703.6 下M -21.4 -10.4 -31 31.5 -66.7 -13.7 -80.0N 349.0 270.1 14.4 -14.4 1.2×①+1.4×②+1.4×0.6×③809.0 1.2×①+1.4×②+1.4×0.6×④784.8 1.2×①+1.4×0.7×②+1.4×③703.6V 1.5 0.2 -8.7 8.7 -5.3 9.3 -10.21 上M 10.0 9.2 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③25.0 1.2×①+1.4×②+1.4×0.6×④25.0 1.2×①+1.4×0.7×②+1.4×③21.1N 599.7 481.7 25.2 -25.2 1415.2 1372.8 1227.0 下M -9.5 -4.6 -40 40.5 -51.9 16.2 -72.7N 599.7 481.7 25.2 -25.2 1.2×①+1.4×②+1.4×0.6×③1415.2 1.2×①+1.4×②+1.4×0.6×④1372.8 1.2×①+1.4×0.7×②+1.4×③1227V 1.5 0.2 -11 11.2 -7.4 11.4 -13.7表3-78 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○B轴处柱)恒荷载活荷载左风右风N max相应的M N min相应的M │M│max 相应的N 层数①②③④组合项目数值组合项目数值组合项目数值10 上M 35 12 2 -2 1.2×①+1.4×②+ 60 1.2×①+1.4×②+ 56 1.2×①+1.4×0.7 56N 115 75 1 -1 1.4×0.6×③244 1.4×0.6×④243 ×②+1.4×③212 下M -11 -4 -2 2 -21 -18 -20 N 115 75 1 -1 1.2×①+1.4×②+ 244 1.2×①+1.4×②+ 243 1.2×①+1.4×0.7 212V 2 0 -1 1 1.4×0.6×③ 1 1.4×0.6×④ 3 ×②+1.4×③0 9-4 上M 11 4 13 -13 1.2×①+1.4×②+ 30 1.2×①+1.4×②+ 9 1.2×①+1.4×0.7 36 N 1366 1082 26 -26 1.4×0.6×③3175 1.4×0.6×④3132 ×②+1.4×③2735 下M -11 -4 -11 11 -28 -11 -32 N 1366 1082 26 -26 1.2×①+1.4×②+ 3175 1.2×①+1.4×②+ 3132 1.2×①+1.4×0.7 2735V 2 0 -8 8 1.4×0.6×③-5 1.4×0.6×④9 ×②+1.4×③-9 3 上M 2 1 22 -22 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -14 1.2×①+1.4×0.7 34N 1568 1247 25 -25 1.4×0.6×③3649 1.4×0.6×④3607 ×②+1.4×③3140 下M -3 -1 -20 20 -21 12 -32 N 1568 1247 25 -25 1.2×①+1.4×②+ 3649 1.2×①+1.4×②+ 3607 1.2×①+1.4×0.7 3140V 2 0 -10 10 1.4×0.6×③-6 1.4×0.6×④10 ×②+1.4×③-12 2 上M 3 1 23 -23 1.2×①+1.4×②+ 24 1.2×①+1.4×②+ -15 1.2×①+1.4×0.7 37N 1902 1545 27 -27 1.4×0.6×③4467 1.4×0.6×④4422 ×②+1.4×③3833 下M -3 -1 -23 23 -25 15 -37 N 1902 1545 27 -27 1.2×①+1.4×②+ 4467 1.2×①+1.4×②+ 4422 1.2×①+1.4×0.7 3833V 2 0 -11 11 1.4×0.6×③-7 1.4×0.6×④11 ×②+1.4×③-14 1 上M 2 1 26 -26 1.2×①+1.4×②+ 26 1.2×①+1.4×②+ -17 1.2×①+1.4×0.7 40N 2263 1870 29 -29 1.4×0.6×③5358 1.4×0.6×④5309 ×②+1.4×③4589 下M -1 -1 -30 30 -28 23 -44 N 2263 1870 29 -29 1.2×①+1.4×②+ 5358 1.2×①+1.4×②+ 5309 1.2×①+1.4×0.7 4589表3-79 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○C轴处柱)恒荷载活荷载左风右风N max相应的M N min相应的M │M│max 相应的N 层数①②③④组合项目数值组合项目数值组合项目数值10 上M 4 1 3 -3 1.2×①+1.4×②+ 9 1.2×①+1.4×②+ 4 1.2×①+1.4×0.7 11N 163 95 0 0 1.4×0.6×③329 1.4×0.6×④328 ×②+1.4×③289 下M -3 0 -3 3 -6 -2 -7 N 163 95 0 0 1.2×①+1.4×②+ 329 1.2×①+1.4×②+ 328 1.2×①+1.4×0.7 289V 2 0 1 -1 1.4×0.6×③ 3 1.4×0.6×④ 1 ×②+1.4×③ 4 9-4 上M 3 0 18 -18 1.2×①+1.4×②+ 19 1.2×①+1.4×②+ -11 1.2×①+1.4×0.7 28 N 1835 1338 4 -4 1.4×0.6×③4078 1.4×0.6×④4071 ×②+1.4×③3518 下M -5 0 -18 18 -21 9 -30 N 1835 1338 4 -4 1.2×①+1.4×②+ 4078 1.2×①+1.4×②+ 4071 1.2×①+1.4×0.7 3518V 2 0 8 -8 1.4×0.6×③9 1.4×0.6×④-5 ×②+1.4×③13 3 上M 3 0 22 -22 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -14 1.2×①+1.4×0.7 35N 2113 1545 3 -3 1.4×0.6×③4701 1.4×0.6×④4696 ×②+1.4×③4054 下M 0 0 -20 20 -17 17 -28 N 2113 1545 3 -3 1.2×①+1.4×②+ 4701 1.2×①+1.4×②+ 4696 1.2×①+1.4×0.7 4054V 2 0 10 -10 1.4×0.6×③10 1.4×0.6×④-6 ×②+1.4×③16 2 上M 0 0 23 -23 1.2×①+1.4×②+ 20 1.2×①+1.4×②+ -20 1.2×①+1.4×0.7 33N 2500 1860 3 -3 1.4×0.6×③5607 1.4×0.6×④5602 ×②+1.4×③4828 下M 0 0 -23 23 -20 20 -33 N 2500 1860 3 -3 1.2×①+1.4×②+ 5607 1.2×①+1.4×②+ 5602 1.2×①+1.4×0.7 4828V 2 0 11 -11 1.4×0.6×③11 1.4×0.6×④-7 ×②+1.4×③17 1 上M 0 0 26 -26 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -22 1.2×①+1.4×0.7 36N 2916 2203 3 -3 1.4×0.6×③6585 1.4×0.6×④6580 ×②+1.4×③5662 下M 0 0 -30 30 -25 25 -42 N 2916 2203 3 -3 1.2×①+1.4×②+ 6585 1.2×①+1.4×②+ 6580 1.2×①+1.4×0.7 5662。
内力组合计算表
-40.87 12.04 22.99 -12.04 -64.09 38.35 52.44 -38.35 -82.95 78.46 70.66 -78.46 -114.76 133.87 152.13 -133.87
※ 一/二级框架结构底层柱下端截面弯矩设计值宜乘增大系数1.5/1.25 柱端组合弯矩设计值的调整：∑Mc≥ηc∑Mb ∑Mc —— 同一节点上、下柱端截面顺时针或逆时针方向组合弯矩设计值之和； ∑Mb —— 同一节点左、右梁端截面顺时针或逆时针方向组合的弯矩设计值； c ——柱端弯矩增大系数，一、二、三级分别取1.4、1.2、1.1。 调整后，仍可用表格方式列示出各截面的γREMC、γRENC。
50.31 0.39 -32.17 0.39 82.79 3.49 -67.74 3.49 101.19 6.60 -97.22 6.60 138.58 11.51 -169.37 11.51
40.87 -12.04 -22.99 12.04 64.09 -38.35 -52.44 38.35 82.95 -78.46 -70.66 78.46 114.76 -133.87 -152.13 133.87
SWK（左） SWK（右） SEK（左） SEK（右）
-50.31 -0.39 32.17 -0.39 -82.79 -3.49 67.74 -3.49 -101.19 -6.60 97.22 50.31 0.39 -32.17 0.39 82.79 3.49 -67.74 3.49 101.19 6.60 -97.22 40.87 -12.04 -22.99 12.04 64.09 -38.35 -52.44 38.35 82.95 -78.46 -70.66 -40.87 12.04 22.99 -12.04 -64.09 38.35 52.44 -38.35 -82.95 78.46 70.66
结构设计内力组合
层次截面内力左风右风M 28.1 1.250.3200V -32.56-2.5-0.6300M -26.95-7.73-2.13 5.78-5.78V 43.1413.83 3.51-2.08 2.08M 28.39.94 2.48 4.22-4.22V -43.84-14.98-3.69-2.08 2.08M -27.93-9.37-2.34 4.22-4.22V 43.714.44 3.61-1.76 1.76M 27.119.22 2.3 4.22-4.22V -43.28-14.36-3.59-1.76 1.76M -28.55-9.22-2.3 4.22-4.22V 43.4914.4 3.6-1.76 1.761—2M 26.748.76 2.220.78-0.782—3M 26.728.89 2.22003—4M 26.998.87 2.2200M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.64-8.4610.2-10.2V 50.9214.1414.09-3.99 3.99M 33.149.669.668.94-8.94V -51.6-14.66-14.71-3.99 3.99M -31.38-9.26-9.268.94-8.94V 50.0914.4114.41-3.73 3.73M 35.889.229.228.94-8.94V -52.43-14.39-14.39-3.73 3.73M -62.9-9.22-9.228.94-8.94V 75.614.414.4-3.73 3.731—2M 31.58.858.830.63-0.632—3M 31.818.888.88003—4M 50.798.878.8700M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.54-8.5416.24-16.24V 50.9214.1114.11-6.42 6.42M 33.149.669.6614.56-14.56V -51.6-14.69-14.69-6.42 6.42M -31.38-9.26-9.2614.56-14.56V 50.214.4114.41-6.07 6.07M 35.459.229.2214.56-14.56V -53.38-14.39-14.39-6.07 6.07M -63.33-9.22-9.2214.56-14.56V 75.614.414.4-6.07 6.071—2M 31.58.848.840.84-0.842—3M31.758.888.88001-2、2-3、3-4轴梁3右恒荷载活荷载雪荷载风荷载1左1右2左2右2右93左3右103左1右2左1左1右2左2右3左1左3右3—4M 50.918.878.8700M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.54-8.5422.1-22.1V 50.9214.1114.11-8.718.71M 33.149.669.6619.7-19.7V -51.6-14.69-14.69-8.718.71M -31.38-9.26-9.2619.7-19.7V 50.214.4114.41-8.218.21M 35.459.229.2219.7-19.7V -53.38-14.39-14.39-8.218.21M -63.33-9.22-9.2219.7-19.7V 75.614.414.4-8.218.211—2M 31.58.848.84 1.2-1.22—3M 31.758.888.88003—4M 50.918.878.8700M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.54-8.5427.83-27.83V 50.9214.1114.11-11.0811.08M 33.149.669.6625.36-25.36V -51.6-14.69-14.69-11.0811.08M -31.38-9.26-9.2625.36-25.36V 50.214.4114.41-10.5710.57M 35.459.229.2225.36-25.36V -53.38-14.39-14.39-10.5710.57M -63.33-9.22-9.2225.36-25.36V 75.614.414.4-10.5710.571—2M 31.58.848.84 1.24-1.242—3M 31.758.888.88003—4M 50.918.878.8700M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.54-8.5431.97-31.97V 50.9214.1114.11-12.9612.96M 33.149.669.6630.26-30.26V -51.6-14.69-14.69-12.9612.96M -31.38-9.26-9.2630.26-30.26V 50.214.4114.41-12.6112.61M 35.459.229.2230.26-30.26V -53.38-14.39-14.39-12.6112.61M -63.33-9.22-9.2230.26-30.26V 75.614.414.4-12.6112.611—2M 31.58.848.840.86-0.862—3M 31.758.888.88003—4M 50.918.878.8700M 29.04 1.25 1.25003左3左3右1左3右51左3右1右2左2右82左2右763左1右2左2右1右1左V -35.66-2.5-2.500M -31.85-8.54-8.5438.26-38.26V 50.9214.1114.11-14.8514.85M 33.149.669.6633.01-33.01V -51.6-14.69-14.69-14.8514.85M -31.38-9.26-9.2633.01-33.01V 50.214.4114.41-13.7513.75M 35.459.229.2233.01-33.01V -53.38-14.39-14.39-13.7513.75M -63.33-9.22-9.2233.01-33.01V 75.614.414.4-13.7513.751—2M 31.58.848.84 2.63-2.632—3M 31.758.888.88003—4M 50.918.878.8700M 29.04 1.25 1.2500V -35.66-2.5-2.500M -31.85-8.64-8.6439.05-39.05V 50.9214.1414.14-16.0416.04M 33.149.669.6637.94-37.94V -51.6-14.66-14.66-16.0416.04M -31.38-9.26-9.2637.94-37.94V 50.214.4114.41-15.8115.81M 35.459.229.2237.94-37.94V -53.38-14.39-14.39-15.8115.81M -63.33-9.22-9.2237.94-37.94V 75.614.414.4-15.8115.811—2M 31.58.858.850.56-0.562—3M 31.758.888.88003—4M 50.918.878.8700M 29.04 2.19 2.1900V -35.66-4.38-4.3800M -32.04-14.86-14.8643.85-43.85V 50.9724.6724.67-17.8617.86M 33.1416.916.941.87-41.87V -51.55-25.73-25.73-17.8617.86M -31.38-16.22-16.2241.87-41.87V 50.2225.2225.22-17.4517.45M 35.3816.1316.1341.87-41.87V -52.3-25.18-25.18-17.4517.45M -63.39-16.13-16.1341.87-41.87V 75.625.225.2-17.4517.451—2M 31.5215.4515.450.99-0.992—3M 31.7415.5415.54003—4M 50.9315.5215.5200M 29.04 2.19 2.1900V -35.66-4.38-4.3800M -31.69-14.44-14.4452.56-52.563左3左3左431左3右1右2左2右1左3右1左3右1右2左2右21右2左2右1左V 50.8824.6724.67-20.2120.21M 33.16171744.44-44.44V -51.64-25.73-25.73-20.2120.21M -31.22-16.25-16.2544.44-44.44V 49.9225.2225.22-18.5218.52M 36.3416.1316.1344.44-44.44V -52.6-25.18-25.18-18.5218.52M -62.66-16.13-16.1344.44-44.44V 75.625.225.2-18.5218.521—2M 31.4815.4115.41 4.06-4.062—3M 31.8515.5415.54003—4M 50.7315.5215.5200层次截面内力左风右风M 1.800-8.438.43N 140.8746.0811.5200M 14.300-2.69 2.69N 173.2846.0811.5200M 19.4700-15.1915.19N 314.9291.4456.8800M 17.4200-8.188.18N 347.3391.4456.8800M 17.4200-20.9320.93N 488.97136.8102.2400M 17.4200-13.9513.95N 521.38136.8102.2400M 17.4200-25.4525.45N 663.02182.16147.600M 17.4200-20.1620.16N 695.43182.16147.600M 17.4200-30.5530.55N 837.07227.52192.9600M 17.4200-24.9924.99N 869.48227.52192.9600M 17.4200-35.5235.52N 1011.12272.88238.3200M 17.4200-29.0629.06N 1043.53272.88238.3200M 17.4200-36.9536.95N 1185.17318.24283.6800M 17.4200-35.7835.78N 1217.58318.24283.6800M 17.4200-40.140.1N 1359.22363.6328.0400M17.13-40.140.1柱顶柱底柱顶6柱顶柱底57柱顶柱底4柱顶柱底柱底109柱顶柱底8柱顶柱底柱顶3左恒荷载活荷载雪荷载风荷载3轴柱2左2右11右3右N 1391.63363.6329.0400M 17.8800-43.6443.64N 1533.27442.98408.4200M 21.6600-43.6443.64N 1565.68442.98408.4200M 11.2400-45.2445.24N 1707.32522.36487.800M 5.6200-96.1396.13N1760.35522.36487.800-3.120.000.0026.18-26.18层次截面内力左风右风M 5.848.41 2.34-5.78 5.78N 125.932.648.16 2.08-2.08M 5.38 5.37 4.24-0.390.39N 158.3132.648.16 2.08-2.08M 5.38 4.18 5.08-9.819.81N 295.7164.5640.08 6.07-6.07M 5.38 4.71 4.71-3.13 3.13N 328.1264.5640.08 6.07-6.07M 5.38 4.71 4.71-13.1113.11N 465.5296.487212.49-12.49M 5.38 4.71 4.71-6.2 6.2N 497.9396.487212.49-12.49M 5.38 4.71 4.71-15.915.9N 635.33128.4103.9221.2-21.2M 5.38 4.71 4.71-9.389.38N 667.74128.4103.9221.2-21.2M 5.38 4.71 4.71-18.4518.45N 805.14160.32135.8432.28-32.28M 5.38 4.71 4.71-12.312.3N 837.55160.32135.8432.28-32.28M 5.38 4.71 4.71-19.6719.67N 974.95192.24167.7645.24-45.24M 5.38 4.71 4.71-16.116.1N 1007.36192.24167.7645.24-45.24M 5.38 4.71 4.71-22.1622.16N 1144.76224.16199.6860.09-60.09M 5.38 4.21 4.21-18.1318.13N 1177.17224.16199.6860.09-60.09M 5.38 5.34 5.34-20.9220.92N 1314.57256.08231.676.13-76.13M 5.367.417.41-23.523.5N 1346.98256.08231.676.13-76.13M 5.658.978.97-20.3520.35N 1484.38311.94287.4693.99-93.993柱顶柱底柱顶5柱顶柱底4柱顶柱底7柱顶柱底6柱顶柱底风荷载9柱顶柱底8柱顶柱底10柱顶柱底恒荷载活荷载雪荷载柱底2柱顶柱底1柱顶柱底3M 710.5110.51-27.9927.99N 1516.79311.94287.4693.99-93.99M 3.57 5.35 5.35-24.5724.57N 1654.19367.8343.36114.2-114.2M 1.79 2.68 2.68-89.789.7N1707.22367.8343.36114.2-114.2-0.99-1.49-1.4921.16-21.16层次截面内力左风右风M -0.47-0.71-0.18-8.438.43N 140.8746.0811.52-0.320.32M -1.1-0.23-0.23-2.69 2.69N 173.2846.0811.52-0.320.32M -1.1-0.23-0.23-15.1915.19N 291.5891.4456.88-0.580.58M -1.1-0.23-0.23-8.188.18N 323.9991.4456.88-0.580.58M -1.1-0.23-0.23-20.9320.93N 442.29136.8102.24-0.930.93M -1.1-0.23-0.23-13.9513.95N 474.7136.8102.24-0.930.93M -1.1-0.23-0.23-25.4525.45N 593182.16147.6-1.43 1.43M -1.1-0.23-0.23-20.1620.16N 625.41182.16147.6-1.43 1.43M -1.1-0.23-0.23-30.5530.55N 743.71227.52192.96-1.94 1.94M -1.1-0.23-0.23-24.9924.99N 776.12227.52192.96-1.94 1.94M -1.1-0.23-0.23-35.5235.52N 894.42272.88238.32-2.29 2.29M -1.1-0.23-0.23-29.0629.06N 926.83272.88238.32-2.29 2.29M -1.1-0.23-0.23-36.9536.95N 1045.13318.24283.68-3.39 3.39M -1.1-0.23-0.23-35.7835.78N 1077.54318.24283.68-3.39 3.39M -1.1-0.23-0.23-40.140.1N 1195.84363.6329.04-3.62 3.62M -1.1-0.43-0.43-40.140.1N 1228.25363.6329.04-3.62 3.62M -1.1-0.43-0.43-43.6443.64N 1346.55442.98408.42-4.03 4.03M -1.45-0.42-0.42-43.6443.64柱顶4柱顶柱底3柱顶柱底6柱顶柱底5柱顶柱底8柱顶柱底7柱顶柱底10柱顶柱底9柱顶柱底1柱顶柱底恒荷载活荷载雪荷载风荷载2柱底N 1378.96442.98408.42-4.03 4.03M -0.98-0.52-0.52-45.2445.24N 1497.26522.36487.8-5.72 5.72M -0.49-0.26-0.26-96.1396.13N1550.29522.36487.8-5.72 5.720.270.140.1426.18-26.181.792.68-332.45332.45-329.32335.581707.22343.36552.1-552.12431.001326.80-0.99-1.4978.43-78.4376.70-80.17-0.49-0.26-356.33356.33-356.95355.711550.29487.8-27.8627.861766.331822.050.270.1497.04-97.0497.38-96.705.620-356.33356.33-350.71361.951760.35487.8002004.252004.25-3.12097.04-97.0493.92-100.161.792.683.131707.22367.81891.12-0.99-1.49-1.735-0.49-0.26-0.621550.29522.361811.470.270.140.345.620 5.621760.35522.362021.53-3.12-3.122柱底1柱顶柱底地震左震右震 1.2*恒+1.4活 1.35*恒+活0035.4739.19 00-42.57-46.46 38.26-38.26-43.16-44.11-13.7913.7971.1372.07 27.94-27.9447.8848.15-13.7913.79-73.58-74.16 27.94-27.94-46.63-47.08-11.6411.6472.6673.44 27.94-27.9445.4445.82-11.6411.64-72.04-72.79 27.94-27.94-47.17-47.76-11.6411.6472.3573.11 5.16-5.1644.3544.860044.5144.96 0044.8145.31 0036.6040.45 00-46.29-50.64 61.41-64.41-50.32-51.64-24.1424.1480.9082.88 54.46-54.4653.2954.40-24.1424.14-82.44-84.32 54.46-54.46-50.62-51.62-22.6922.6980.2882.03 54.46-54.4655.9657.66-22.6922.69-83.06-85.17 54.46-54.46-88.39-94.14-22.6922.69110.88116.46 3.48-3.4850.1951.380050.6051.82 0073.3777.44 0036.6040.45 00-46.29-50.64 93.87-93.87-50.18-51.54-37.1437.1480.8682.85 84.42-84.4253.2954.40-37.1437.14-82.49-84.35 84.42-84.42-50.62-51.62-35.1835.1880.4182.18 84.42-84.4255.4557.08-35.1835.18-84.20-86.45 84.42-84.42-88.90-94.72-35.1835.18110.88116.46 4.73-4.7350.1851.370050.5351.740073.5177.60 0036.6040.45 00-46.29-50.64 123.4-123.4-50.18-51.54 -48.6948.6980.8682.85 110.32-110.3253.2954.40 -48.6948.69-82.49-84.35 110.32-110.32-50.62-51.62 -45.9745.9780.4182.18 110.32-110.3255.4557.08 -45.9745.97-84.20-86.45 110.32-110.32-88.90-94.72 -45.9745.97110.88116.46 6.54-6.5450.1851.370050.5351.74 0073.5177.60 0036.6040.45 00-46.29-50.64 150.9-150.9-50.18-51.54 -60.1360.1380.8682.85 137.71-137.7153.2954.40 -60.1360.13-82.49-84.35 137.71-137.71-50.62-51.62 -57.3857.3880.4182.18 137.71-137.7155.4557.08 -57.3857.38-84.20-86.45 137.71-137.71-88.90-94.72 -57.3857.38110.88116.46 6.6-6.650.1851.370050.5351.74 0073.5177.60 0036.6040.45 00-46.29-50.64 168.66-168.66-50.18-51.54 -68.4168.4180.8682.85 159.7-159.753.2954.40 -68.4168.41-82.49-84.35 159.7-159.7-50.62-51.62 -66.5466.5480.4182.18 159.7-159.755.4557.08 -66.5466.54-84.20-86.45 159.7-159.7-88.90-94.72 -66.5466.54110.88116.46 4.48-4.4850.1851.370050.5351.74 0073.5177.60 0036.6040.4500-46.29-50.64 196.34-196.34-50.18-51.54 -76.2176.2180.8682.85 169.48-169.4853.2954.40 -76.2176.21-82.49-84.35 169.48-169.48-50.62-51.62 -70.6270.6280.4182.18 169.48-169.4855.4557.08 -70.6270.62-84.20-86.45 169.48-169.48-88.90-94.72 -70.6270.62110.88116.46 13.43-13.4350.1851.370050.5351.74 0073.5177.60 0036.6040.45 00-46.29-50.64 178.01-178.01-50.32-51.64 -73.1773.1780.9082.88 173.2-173.253.2954.40 -73.1773.17-82.44-84.32 173.2-173.2-50.62-51.62 -72.1772.1780.4182.18 173.2-173.255.4557.08 -72.1772.17-84.20-86.45 173.2-173.2-88.90-94.72 -72.1772.17110.88116.46 2.41-2.4150.1951.380050.5351.74 0073.5177.60 0037.9141.39 00-48.92-52.52 178.1-178.1-59.25-58.11 -72.4772.4795.7093.48 169.77-169.7763.4361.64 -72.4772.47-97.88-95.32 169.77-169.77-60.36-58.58 -70.7470.7495.5793.02 169.77-169.7765.0463.89 -70.7470.74-98.01-95.79 169.77-169.77-98.65-101.71 -70.7470.74126.00127.26 4.17-4.1759.4558.000059.8458.39 0082.8484.28 0037.9141.39 00-48.92-52.52 203.04-203.04-58.24-57.22-77.9577.9595.5993.36 171.14-171.1463.5961.77 -77.9577.95-97.99-95.44 171.14-171.14-60.21-58.40 -71.3171.3195.2192.61 171.14-171.1466.1965.19 -71.3171.31-98.37-96.19 171.14-171.14-97.77-100.72 -71.3171.31126.00127.26 15.95-15.9559.3557.910059.9858.54 0082.6084.01地震左震右震-55.8755.87 2.16 2.43 00233.56236.25 -17.8417.8417.1619.31 00272.45280.01 -91.0891.0823.3626.28 00505.92516.58 -49.0449.0420.9023.52 00544.81560.34 -119.79119.7920.9023.52 00778.28796.91 -79.8679.8620.9023.52 00817.18840.66 -140.77140.7720.9023.52 001050.651077.24 -111.51111.5120.9023.52 001089.541120.99 -163.91163.9120.9023.52 001323.011357.56 -134.11134.1120.9023.52 001361.901401.32 -185.28185.2820.9023.52 001595.381637.89 -151.59151.5920.9023.52 001634.271681.65 -187.36187.3620.9023.52 001867.741918.22 -181.46181.4620.9023.52 001906.631961.97 -164.94161.9420.9023.52 002140.102198.55 -164.94164.9420.5623.13002179.002242.30 -174.59174.5921.4624.14 002460.102512.89 -174.59174.5925.9929.24 002498.992556.65 -167.69167.6913.4915.17 002780.092827.24 -356.33356.33 5.62-80.9092.14 6.747.59 002282.712230.472230.472843.722898.83 97.04-97.04-3.1220.44-26.68-3.75-4.221轴柱地震左震右震-38.2638.2618.7816.29 13.79-13.79196.78202.61 -2.57 2.5713.9712.63 13.79-13.79235.67246.36 -58.8458.8412.3111.44 37.93-37.93445.24463.77 -18.7818.7813.0511.97 37.93-37.93484.13507.52 -75.0975.0913.0511.97 75.07-75.07693.70724.93 -35.535.513.0511.97 75.07-75.07732.59768.69 -87.987.913.0511.97 123.76-123.76942.16986.10 -51.8551.8513.0511.97 123.76-123.76981.051029.85 -99.0599.0513.0511.97 183.89-183.891190.621247.26 -66.0366.0313.0511.97 183.89-183.891229.511291.01 -102.63102.6313.0511.97 252.3-252.31439.081508.42 -83.9783.9713.0511.97 252.3-252.31477.971552.18 -112.37112.3713.0511.97 328.51-328.511687.541769.59 -91.9491.9412.3511.47 328.51-328.511726.431813.34 -86.0786.0713.9312.60 401.68-401.681936.002030.75 -96.6796.6716.8114.65 401.68-401.681974.892074.50 -81.4381.4319.3416.60 474.15-474.152217.972315.85-111.99111.9923.1119.96474.15-474.152256.862359.61-91.0591.0511.7710.17552.1-552.12499.952600.96-332.45332.45 4.47-76.5384.93 5.90 5.10552.1-552.12075.022141.021935.462563.582672.5578.43-78.43-2.4816.71-21.38-3.27-2.832431.00-329.3276.691326.80335.58-80.16左震右震-55.8755.87-1.56-1.34-2.15 2.15233.56236.25-17.8417.84-1.64-1.72-2.15 2.15272.45280.01-91.0891.08-1.64-1.72-3.6 3.6477.91485.07-49.0449.04-1.64-1.72-3.6 3.6516.80528.83-119.79119.79-1.64-1.72-5.56 5.56722.27733.89-79.8679.86-1.64-1.72-5.56 5.56761.16777.65-140.77140.77-1.64-1.72-8.288.28966.62982.71-111.51111.51-1.64-1.72-8.288.281005.521026.46-163.91163.91-1.64-1.72-11.0311.031210.981231.53-134.11134.11-1.64-1.72-11.0311.031249.871275.28-185.28185.28-1.64-1.72-12.912.91455.341480.35-151.59151.59-1.64-1.72-12.912.91494.231524.10-187.36187.36-1.64-1.72-18.4918.491699.691729.17-181.46181.46-1.64-1.72-18.4918.491738.581772.92-164.94164.94-1.64-1.72-19.4919.491944.051977.98-164.94164.94-1.92-1.92-19.4919.491982.942021.74-174.59174.59-1.92-1.92-21.2221.222236.032260.82-174.59174.59-2.33-2.382轴柱地震组合地震-21.2221.222274.922304.58 -167.69167.69-1.90-1.84 -27.8627.862528.022543.66 -356.33356.33-0.75-87.2485.79-0.95-0.92 -27.8627.862072.652015.2662025.5622591.652615.25 97.04-97.040.4223.96-23.160.530.51组合值25.4339.19—-33.53——-62.5212.09-62.52 61.03——-0.6653.83-0.66-31.36——-53.43 1.05-53.43 59.28——-1.8152.68-1.81-33.11——-53.970.51-53.97 59.06——20.0325.0525.2926.7040.45—-37.65——-95.2727.4-95.27 85.80——-18.9387.27-18.93-33.46——-85.5120.69-85.51 83.51——-16.6689.54-16.66-35.75——-113.86—-113.86 109.53——28.9332.6349.7026.7040.45—-37.65——-124.0359.02-124.03 100.17——-48.14116.48-48.14-19.08——-114.7249.9-114.72 97.43——-46.26118.36-46.26-22.91——-143.4621.16-143.46 123.33——27.7232.5726.7040.45—-37.65——-152.8287.81-152.82 112.94——-73.39141.74-73.39 -6.32——-139.9775.15-139.97 109.35——-71.51143.62-71.51 -10.99——-168.7146.42-168.71 135.25——25.9532.5749.8126.7040.45—-37.65——-179.64114.62-179.64 125.58——-100.09168.44-100.09 6.32——-166.68101.86-166.68 121.96——-98.21170.32-98.21 1.62——-195.4173.12-195.41 147.86——25.8932.5749.8126.7040.45—-37.65——-196.95131.94-196.95 134.73——-121.53189.88-121.53 15.47——-188.12123.3-188.12 132.08——-119.65191.76-119.65 11.74——-216.8594.56-216.85 157.98——27.9632.5749.8126.7040.45—-223.94158.92-223.94 143.35——-131.07199.42-131.07 24.09——-197.65132.83-197.65 136.59——-129.19201.3-129.19 16.25——-226.39104.1-226.39 162.49——19.2332.5749.8126.7040.45—-37.65——-206.11141.01-206.11 140.00——-134.70203.04-134.7 20.74——-201.28136.46-201.28 138.30——-132.82204.92-132.82 17.96——-230.02107.72-230.02 164.20——29.9832.5749.8127.1241.39—-38.61——-209.17138.12-209.17 144.65——-128.09202.96-128.09 14.38——-201.07129.98-201.07 142.25——-126.43204.63-126.43 11.98——-229.84101.22-229.84 168.13———31.2535.5652.8227.1241.39—-38.61——-232.98162.95-232.98组合值V跨中M—-46.46—72.07—-74.16—73.44—-72.79—73.1144.8644.9645.31—-50.64—85.8—-86.81—83.51—-85.89—116.4651.3851.8277.44—-50.64—100.17—-101.16—97.43—-100.66—123.3351.3751.7477.6—-50.64—112.94—-113.93—109.35—-112.58—135.2551.3751.7477.6—-50.64—125.58—-126.57—121.96—-125.19—147.8651.3751.7477.6—-50.64—134.73—-135.72—132.08—-135.31—157.9851.3751.7477.6——143.35—-144.34—136.59—-139.82—162.4951.3751.7477.6—-50.64—140—-140.96—138.3—-141.53—164.251.3851.7477.6—-52.52—144.65—-145.78—142.25—-144.36—168.1359.4559.3484.28—-52.52——-151.93—142.58—-145.29—168.7659.3559.9884.01。
土木工程毕业设计内力组合表(10层)
AB梁跨中 97.95 29.03 3.08 7.82 160.77 95.36 150.30
BC梁左端 -18.70 -7.94 20.04 74.91 -1.87 -50.39
9.36
VB
19.91 9.51 14.89 38.42 32.42 24.70 40.76
BC梁右端 -18.70 -7.94 20.04 74.91 -50.39 -1.87 -58.28
AB梁右端 -78.63 -25.82 123.15 269.78 -233.95 24.82 -292.07
VB
77.96 22.34 34.01 74.54 153.40 49.39 163.06
AB梁跨中 80.46 25.40 4.40 9.74 135.81 76.76 127.60
BC梁左端 -12.90 -6.46 59.02 129.31 36.68 -74.10 69.73
1.98
VB
19.91 9.51 7.24 24.53 25.99 31.12 30.05
VB
84.41 22.88 24.42 57.42 153.84 63.90 157.90
AB梁跨中 88.91 26.48 7.66 17.90 150.20 82.48 143.37
BC梁左端 -14.20 -6.71 40.22 94.62 19.58 -60.22 42.11
VB
19.91 9.51 20.63 48.52 37.24 19.88 48.79
无震组合
层数 4 4
层数 5 5
层数 6 6
层数
1.2
1.2
1.2
（1.0） （1.0） （1.0）
恒+1.4* 恒+1.4* 恒+1.4*
内力组合(框架柱内力组合表)
234.80 -11.67 312.90 11.79 312.90 -11.38 391.05 12.23 391.05 -12.9 468.39
6.45 468.39
234.65 -11.67 312.75 11.79 312.75 -11.38 390.90 12.23 390.90 -12.9 455.35
SWK
SWK
← -1.85 1.85 -0.42 0.42
1.00 -1.00 -0.42 0.42 -4.03 4.03 -1.75 1.75
2.69 -2.69 -1.75 1.75 -5.58 5.58 -3.96 3.96
4.57 -4.57 -3.96 3.96 -6.52 6.52 -7.00 7.00
底
底 N ###
柱
柱 M ###
顶 柱
1
顶 柱
N ### M ###
底
底 N ###
SQK
→ 7.03 7.73 -12.47 7.73 16.49 45.91 -14.92 45.91 14.92 84.22 -15.23 84.22 14.27 122.50 -14.81 122.50 14.76 160.93 -7.38 160.93
8.56
-53.1
2
顶 柱
N ####### 376.9(379.75)
M -24.71
-6.44
78.2 51.0
底 N ####### 376.9(379.75) 78.2
柱 M 25.20
7.31
-34.5
1
顶 柱
N ####### 455.5(455.35)
M -12.60
-3.66
30mT梁毕业设计
图2-8变化点截面内力计算图式
内力计算见下表2-9：
表2-9
荷载类别
汽-20
挂-100
人群
1.0459
1.0
1.0
1号梁变化点截面内力计算
最大弯矩
0.5197
0.3251
0.6216
合力P
640
1000
2.25
1.1588
1.7813
37.9255
0.474
0.881
0.5527
0.473
0.4451
0.4
0.2874
0.2542
0.2
7.364
-0.60
178.825
6.664
（4）求支点截面的最大剪力
图2-9示出支点最大剪力计算图式，最大剪力列表计算于表2-10。
图2-9
图2-9支点剪力计算图
最大剪力计算见下表2-10：
荷载类别
汽-20
挂-100
0.972
0.141
0.793
3.698
b．计算抗扭修正系数
公式 见《桥规》
计算出： =0.8704
c．按修正刚性横梁法计算横向影响线的竖坐标值：
式中：
见图2-5，则：
计算所得 列于下表2-5
表2-5
梁号
1
3.2
0.58
0.01
-0.18
2
1.6
0.39
0.105
0.01
3
0
0.2
0.2
0.2
d．计算荷载横向分布系数
0.5
第一期恒载
14.0933
土木毕业设计内力组合
表 恒载作用下梁端弯矩（kN·m）层次 A l B r B l C r C5 -191.376 291.17 -269.871260.348 -260.348 4 -174.925 200.007 -188.225 185.579 -185.579 3 -165.304 200.007 -188.225 185.579 -185.579 2 -164.852 200.007 -188.225 185.579 -185.579 1-156.682200.007-188.225185.579-185.579表 活载作用下梁端弯矩（kN·m）层次 AlB r Bl Cr C5-43.54 60.82 -56.369 54.38 -54.38 4 -84.675 102.558 -96.517 95.16 -95.16 3 -84.795 102.558 -96.517 95.16 -95.16 2 -84.988 103.558 -96.517 95.16 -95.16 1 -80.617 102.815-96.6495.16-95.16表 雪载作用下梁端弯矩（kN·m）层次 AlB r Bl Cr C5 -14.374 13.544 -12.553 12.11 -12.11 4 -81.992 102.558 -96.517 95.16 -95.16 3 -84.795 102.558 -96.517 95.16 -95.16 2 -84.988 103.558 -96.517 95.16 -95.16 1 -80.617 102.815 -96.64 95.16 -95.16恒载作用下的梁端剪力（kN ）层次 荷载引起的剪力 弯矩引起的剪力 AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B A V V =C B V V =D C V V = B A V V -=C B V V -=D C V V -= 5 164.000164.000 164.000 -12.794 1.221 0.000 4 116.955 116.955 116.955 -3.216 0.339 0.000 3 116.955 116.955 116.955 -4.449 0.339 0.000 2 116.955 116.955 116.955 -4.507 0.339 0.000 1 116.955116.955116.955 -5.9890.3390.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 151.206 176.794 165.221 162.779 164.000 164.000 4 113.739 120.171 117.294 116.616 116.955 116.955 3 112.506 121.404 117.294 116.616 116.955 116.955 2 112.448 121.462 117.294 116.616 116.955 116.955 1 110.966 122.944 117.294 116.616 116.955 116.955恒载作用下柱轴力（kN ）层次A 柱B 柱C 柱N 顶 N 底 N 顶 N 底 N 顶 N 底 5 267.976 336.699 496.325 565.048 481.089 549.812 4 592.988 706.727 914.993 983.716 795.863 864.586 3 961.783 1030.506 1330.106 1398.788 1112.637 1181.36 2 1285.504 1354.227 1750.065 1818.788 1429.411 1498.134 11607.743 1685.898 2165.178 2243.333 1746.185 1824.34表 活载作用下的梁端剪力及轴力（kN ）活载作用下的梁端剪力（kN ）层次 荷载引起的剪力 弯矩引起的剪力 AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B A V V =C B V V =D C V V = B A V V -= C B V V -= D C V V -= 5 34.22334.223 34.223 -2.2150.225 0.000 4 59.892 59.892 59.892 -2.293 0.174 0.000 3 59.892 59.892 59.892 -2.277 0.174 0.000 2 59.892 59.892 59.892 -2.381 0.174 0.000 1 59.89259.89259.892-2.8460.1900.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 32.008 36.438 34.448 -2.215 0.225 0.000 4 57.599 62.185 59.718 -2.293 0.174 0.000 3 57.615 62.169 59.718 -2.277 0.174 0.000 2 57.511 62.273 59.718 -2.381 0.174 0.000 1 57.046 62.738 59.892 -2.846 0.190 0.000活载作用下柱轴力（kN ）层次 A 柱 B 柱 C 柱 N 顶=N 底 N 顶=N 底 N 顶=N 底 5 47.218 101.306 98.641 4 131.437 276.449 271.839 3 204.262 451.576 445.037 2 276.983 626.807 618.235 1349.239 802.487 791.433表 调幅后雪荷载作用下的梁端剪力及轴力（kN ）调幅后活载作用下的梁端剪力（kN ）层次 荷载引起的剪力 弯矩引起的剪力AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B AV V =C B V V =D C V V = BAV V -=C B V V -=D C V V -= 5 7.7947.794 7.794 -0.106 0.057 0.000 4 59.892 59.892 59.892 -2.637 0.174 0.000 3 59.892 59.892 59.892 -2.277 0.174 0.000 2 59.892 59.892 59.892 -2.381 0.174 0.000 159.892 59.892 59.892 -2.846 0.190 0.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 7.688 7.900 7.851 7.737 7.794 7.794 4 57.255 62.529 60.066 59.718 59.892 59.892 3 57.615 62.169 60.066 59.718 59.892 59.892 2 57.511 62.273 60.066 59.718 59.892 59.892 1 57.046 62.738 60.082 59.702 59.892 59.892调幅后活载作用下柱轴力（kN ）层次 A 柱 B 柱 C 柱 N 顶=N 底 N 顶=N 底 N 顶=N 底 5 10.728 21.831 21.611 4 94.603 197.666 194.461 3 178.838 373.141 367.311 2 262.969 548.72 540.161 1 346.635 724.299 713.011跨中弯矩计算2.跨中弯矩计算采用叠加法对跨中弯矩进行计算，首先将荷载分解为图 所示的三个部分，先求出每个部分的跨中弯矩，然后进行叠加。
- 1、下载文档前请自行甄别文档内容的完整性，平台不提供额外的编辑、内容补充、找答案等附加服务。
- 2、"仅部分预览"的文档,不可在线预览部分如存在完整性等问题,可反馈申请退款(可完整预览的文档不适用该条件!)。
- 3、如文档侵犯您的权益，请联系客服反馈,我们会尽快为您处理(人工客服工作时间：9:00-18:30)。
-320.27
81.71
-42.45 -23.00
-170.73 -121.95 -320.27 81.71 -42.45 -235.38 81.71
16.37
-4.76
0.20 15.97
-4.76
4.20
-3.00 0.00 4.20 -3.00 16.07 -4.78 0.20 16.47 -4.78
122.90 -35.35
2.70 117.50 -35.35 76.51
-54.65
0.00 76.51 -54.65 117.50 -35.35 2.70 122.90 -35.35
106.91 -30.64
2.75 101.41 -30.64 66.55 -47.50
0.00 66.45 -47.50 101.14 -30.54 2.70 106.54
-16.37
4.76
-0.20 -15.97
4.76
-4.20
3.00 0.00 -4.20 3.00 -16.07 4.78 -0.20 -16.47 4.78
-252.62 67.28 -23.85 -204.91 67.28 -147.87
105.62
0.00 -147.87 105.62 -252.62 67.28 -23.85 -204.91 67.28
左震⑤a
右震⑤b
⑥a(b)=1.35① +1.4*0.7②
+1.4*0.6*F2④a(b)
⑦a(b)=1.2*①+1.4*② +1.4*0.6*F2④a(b)
⑧a(b)=1.2①+1.4④ a(b)+1.4*0.7②
地震作用效应与其他荷 载效应的组合
S=γGSGk+γEhSEhk
⑨a(b)=1.2③+1.3⑤ a(b)
内力及承载力调整
内力级差调整：强剪弱弯
调整项
⑩a(b)=ηVS (Mlb+Mrb)/ln
调整后的梁端
剪力设计值
VGb
V=VGb+ηVS
(Mlb+Mrb)/ln
承载力抗震调整
对地震作用组合所得的弯矩及 经过极差调整后的剪力进行承
载力调整
⑫a(b)=Max(γRE⑪ a(b)，γRE⑨a（b）)
⑥a左风 ⑥b右风 ⑦a左风 ⑦b右风 ⑧a左风 ⑧b右风 ⑨a左震 ⑨b右震 ⑩a左震 ⑩b右震 ⑩c ⑪a左震 ⑪b右震 ⑫a左震 ⑫b右震
M 左端
V 11层AB
跨 跨中 M M
右端 V
左端 M
11层BC
V
跨 跨中 M
右端
M V
M 左端
V 11层CD
跨 跨中 M M
右端 V
M 左端
V
2层AB 跨
跨中
M
M 右端
V
M 左端
V 2层BC
跨 跨中 M M
右端 V
M 左端
V
2层CD 跨
跨中
M
M
右端 V
M
左端
V
1层AB 跨
跨中
M
M
右端
V
左端 M
1层BC
-122.90 35.35 -2.70 -117.50 35.35 -76.51
54.65
0.00 -76.51 54.65 -117.50 35.35 -2.70 -122.90 35.35
-106.91 30.64 -2.75 -101.41 30.64 -66.55 47.50 0.00 -66.45 47.50 -101.14 30.54 -2.70 -106.54
11.29
1.58 11.83 -19.23 -71.11 83.25 80.11 60.90 -79.66
-31.45 45.45 46.35 41.73 -49.06 -3.11 11.15 2.12 12.53 -19.38 -69.60 82.60 81.76 58.97
-18.09
20.07
19.80 23.21
-22.29
-4.41
4.98 0.20 3.93 -4.58 -21.98 21.39 18.60 19.12 -20.59
-13.95 14.85 10.80 16.88 -15.75 -3.49
8.04
3.60 4.41 -8.64 -25.30 17.79 14.00 18.58 -17.39
V
跨 跨中 M
右端
M V
1层CD 跨
左端 跨中 右端
M V M M
-43.21
76.48
100.84 69.18
-86.86
-18.05
26.63 10.91 17.12 -19.13 -67.60 82.60 92.75 47.57 -79.50
-32.40 45.54 45.66 42.16 -48.97 -2.74
-13.65 14.85 10.90 16.98 -15.75 -3.59 8.04 3.60 4.51 -8.64 -20.13 17.89 14.20 18.11
-42.71
76.98
100.84 69.18
-86.86
-18.05
26.63 10.91 17.12 -19.13 -67.60 82.60 92.75 47.57 -79.50
320.27
-81.71
42.45 235.38
-81.71
170.73
121.95 0.00 170.73 121.95 320.27 -81.71 42.45 235.38 -81.71
252.62 -67.28 23.85 204.91 -67.28 147.87
-105.62
0.00 147.87 -105.62 252.62 -67.28 23.85 204.91 -67.28
-39.37 52.97 51.06 50.60 -56.85 -4.48
15.32
3.38 14.03 -23.56 -83.76 92.15 87.11 70.19 -88.36
-38.27 52.88 51.80 50.22 -56.94 -4.90 15.17 3.92 14.78 -23.70 -79.66 91.55 88.86 68.03
框架梁内力组合表
杆件 编号
竖向荷载效应
恒载效应
活载效应
重力荷载 代表值效
控制 内力
SGk
SQk
SGE
截面 种类
风荷载效应SWk
①
②
③ 左风 ④a 右风 ④b
内力组合
水平地震作用效应
由永久荷载效应控制的 组合
SEhk
S=γGSGk+∑γQiψCiγ
LiSQik
由可变荷载效应控制的组合 S=γGSGk+γQ1γL1SQ1k+∑γQiψCiγLiSQik