四层框架柱的内力组合
四层
边柱
上端 下端
M(kN·mM(kN·m
M(kN·m) V(kN) N(kN) V(kN) N(kN)
) )
Sgk 122.45 -49.12 -143.51 52.63 -49.12 -154.18 -76.66 中柱
上端 V(kN) 32.64
N(kN) -185.25 M(kN·m) -60.42 下端 V(kN) 32.64 N(kN) -195.92 荷
载
Sqk 效
Sgk+0.5qk 应 SEhk
① 内
② 力
③ 组④
合
⑤
40.51 142.705 -90.49 90.49 205.0073 203.654 179.164 53.609 288.883 260.342 25.068 -18.89 -58.565 30.05 -30.05 -84.824 -85.39 -75.566 -31.213 -109.343 -97.63 -19.5 -15.12 -151.07 17.87 -17.87 -208.556 -193.38 -164.678 -158.053 -204.515 -174.301 -127.839 38.83 72.045 -35.71 35.71 109.103 117.518 106.992 40.031 132.877 118.468 25.622 -18.89 -15.12 -58.565 -161.74 30.05 -17.87 -30.05 17.87 -84.8242 -222.96 -85.39 -206.18 -75.566 -175.34 -31.213 -217.31 -109.343 -170.85 -97.63 -138.50 -19.5 -184.97 - 46 -
-26.64 -89.98 -167.42
167.42
-129.59 -129.28
-113.95
-325.62
109.67
127.666
-307.6
12.31 38.795 69.69 -69.69 56.1278 56.402 49.874 137.151 -44.043 -51.802 129.392
-19.92 -195.21 53.96 -53.96 -269.60 -250.18 -213.13 -164.10 -304.4 -265.35 -125.06
-25.32 12.37 -73.08 38.825 -125.2 69.96 125.27 -69.69 -106.3 56.1866 -107.9 56.486 -95.86 49.958 -250.5 137.538 75.155 -44.358 89.771 -51.772 -235.9
129.422
-19.92 -205.88 53.96 -53.96 -284.01 -262.99 -223.80 -176.90 -317.20 -276.02 -135.73
三层框架柱的内力组合
三层
边柱
中柱
荷
Sgk 载
Sqk 效
Sgk+0.5qk 应 SEhk
① 内
② 力
③ 组④
合
⑤
M(kN·m)68.47 30.7 83.82 -119.99 119.99 122.5205 125.144 111.45 -55.403 256.571 239.807 -72.167 上端 V(kN) -33.74 -15.32 -41.4 50.36 -50.36 -60.562 -61.936 -55.188 15.788 -115.14 -106.86 24.068 N(kN) -317.89 -77.91 -356.845 31.19 -31.39 -505.503 -490.542 -426.964 -387.667 -468.761 -397.652 -316.038 M(kN·m) 73.24 33.68 90.08 -91.52 91.52 131.880 135.04 120.392 -10.88 227.072 209.056 -28.896 下端 V(kN) N(kN) -73.24 -351.44 -15.32 -77.91 -80.9 -390.395 50.36 -52.64 -50.36 52.64 -113.88 -550.796 -109.33 -530.802 -94.688 -460.514 -31.612 -536.906 -162.54 -400.042 -146.36 -321.963 -15.432 -458.827 - 47 -
M(kN·m
)
-52.65 -24.62 -64.96 -270.52 270.52 -95.205 -97.648 -87.118 -429.62 273.724 286.716 -416.63 上端
V(kN)
33.74 11.78 39.63 117.11
-117.11
57.0934 56.98
50.232
199.799
-104.68
-112.61
191.873
N(kN) -378.27
-106.33 -431.43 171.14 -171.14 -614.86 -602.78 -527.13 -295.24 -740.20 -653.91 -208.95
下端
M(kN·m) V(kN) -54.43 25.74 -24.84 11.78 -66.85 31.63 -221.3 117.11 221.34 -117.11 -97.82 46.2934 -100.0 47.38 -89.20 42.232 -367.9 190.199 207.52 -114.28 220.89 -120.61 -354.5 183.873
N(kN) -411.82 -106.33 -464.98 171.14 -171.14 -660.16 -643.04 -560.68 -335.5 -780.46 -687.46 -242.50
二层框架柱的内力组合
二层
边柱
上端 下端 上端
V(k
M(kN·m) V(kN) N(kN) M(kN·m) N(kN) M(kN·m) V(kN)
中柱
下端
N(kN) M(kN·mV(kN) N(kN) Sgk 荷Sqk 载Sgk+0.5q
效k 应 SEhk
① 内
② 力
③ 组④
合
⑤
76.74 34.01 93.745 -126.21 126.21 136.9288 139.702 124.354 -51.579 276.567 257.818 -70.328 -38.88 -17.49 -47.625 60.01 -60.01 -69.628 -71.142 -63.366 20.863 -135.16 -125.63 30.388 -514.77 -140.38 -584.96 102.59 -102.59 -832.512 -814.256 -711.302 -568.585 -835.319 -718.327 -451.593 N)
86.84 -38.88 39.44 -17.49 106.56 -47.625 -126.2 60.01 126.21 -60.01 155.88 -69.628 159.4 -71.142 142.05 -63.366 -36.20 20.863 291.94 -135.16 270.63 -125.63 -57.51 30.388 548.32 -140.38 478.13 102.59 -102.59 602.6596 461.452 351.788 707.123 440.389 344.763 611.497 - 48 -
-55.96 -25.29 -68.605 -314.12 314.12 -100.33 -102.55 -91.366 -490.68 326.03 339.751 -476.96 27.94 11.65 33.765
149.58
-149.58
49.136 49.838
44.25
234.97
-153.9
-160.6
228.21
-594.55
-193.06 -691.08 298.31 -298.31 -991.84 -983.74 -864.83 -441.49 -1217.1 -1078.8 -303.27
) -61.4 27.94 -27.82 17.49 -75.31 36.685 -314.1 149.58 314.12 -149.58 -110.1 54.8592 -112.6 58.014 -100.3 52.426 -498.7 238.47 317.98 -150.4 333.04 -157.7 -483.6 231.13
-628.1 -193.06 -724.63 298.31 -298.3 -1037 -1024 -898.3 -481.7 -1257 -1112 -336.8
一层框架柱的内力组合
一层
边柱
上端 下端 上端
M(kN·mM(kN·m
M(kN·m) V(kN) N(kN) V(kN) N(kN) V(kN)
中柱
下端
N(kN) M(kN·V(kN) N(kN) 荷
Sgk 载
Sqk 效
Sgk+0.5qk 应 SEhk
① 内
② 力
③ 组④
合
⑤
57.84 26.26 70.97 -104.12 104.12 103.8188 106.172 94.604 -50.192 220.52 206.326 -64.386 -17.47 -8.02 -21.48 93.34 -93.34 -31.444 -32.192 -28.698 95.566 -147.11 -142.82 99.862 -711.28 -202.73 -812.645 153.62 -153.62 -1158.9 -1137.36 -995.102 -775.468 -1174.88 -1012.35 -612.939 ) 26.91 39.44 46.63 -348.57 348.57 74.9797 87.508 82.126 -397.18 509.097 499.771 -406.51 -17.47 -746.4 -8.02 -202.73 -21.48 -847.765 93.34 153.62 -93.34 -153.62 -31.444 -1206.32 -32.192 -1179.5 -28.698 -1030.22 95.566 -817.612 -147.11 -1217.02 -142.82 -1047.47 99.862 -648.059 - 49 -
)
-40.24 -18.25 -49.365 -261.11 261.11 -72.209 -73.838 -65.79 -398.68 280.205 290.078 -388.80 12.45 5.56 15.23 138.1
-138.1
22.2563 22.724
20.234
197.806
-161.25
-164.3
194.76
-811.2 -279.91 -951.15 391.55 -391.55 -1369.4 -1365.3 -1203.0 -632.37 -1650.4 -1460.1 -442.14
m) -20.12 12.45 -27.82 5.65 -34.03 15.275 -385.8 138.1 385.82 -138.1 -54.42 22.3445 -63.09 22.85 -59.06 20.36 -542. 197.86 460.73 -161.2 467.53 -164.25 -535.5
194.805
-846.32 -279.91 -986.27 391.55 -391.55 -1416.8 -1407.4 -1238. -674.51 -1692.5 -1495.2 -477.26
第六章 截面设计
6.1框架梁验算
本设计所采用的钢材为Q235钢，当16?t?40时，f?205N/mm2，fy?327.75N/mm2 AB跨框架梁选取最不利一组内力：
M=-612.27KN?M，V=334.11KN（地震参与）
6.1.1构件承载力验算
1）抗弯强度验算
设梁采用HN600×200×12×20查表得Wx=2860cm3，IX=86656cm4。
?x?1.0 ?RE?0.8
Mx612.27?106f21522????N/mm214，满足设计要求。 ???268.75N/mm3?xWnx1.0?2860?10?RE0.8 2）抗剪强度验算
fV125VS334.11?103??201?20?293?283?12?293/2?2???156.25 ????53.28Nmm4?RE0.8Itw85565?10?12满足设计要求。 3）整体稳定性验算
由于压刚性板密铺在梁的受压翼缘上并连接牢固能阻止受压翼缘侧向位移，梁的整体稳定性可以得到保证，不必计算 4）局部稳定性验算 翼缘：
b1201?12235235??4.725?13?13?13，满足要求 t2?20fy235 腹板：考虑屈曲后强度的梁设计
h0600?2?20235235??47.16<80?80?66.08，可不设加劲肋 tw12fy235- 50 -