土木工程毕业设计计算书 - 图文(8)

表3.27 各层梁内力组合

层截次 面 A 1 B左 B右 A 2 B左 B右 A 3 B左 B右 A 4 B左 B右 A 5 B左 B右 内力 M V M V M V M V M V M V M V M V M V M V M V M V M V M V M V 恒载 SGk -65.37 69.76 -69.36 71.14 -13.44 10.08 -67.91 68.05 -70.06 68.79 -10.52 10.08 -67.48 68.02 -69.81 68.82 -10.72 10.08 -68.88 68.12 -70.63 68.72 -10.07 10.08 -53.50 58.12 -59.12 60.08 -17.35 12.14 活载 SQk -19.67 19.21 -21.01 19.67 -4.94 4.56 -21.02 19.31 -21.78 19.57 -4.11 4.56 -20.90 19.30 -21.72 19.58 -4.16 4.56 -20.38(-20.30) 19.27(19.27) -21.35(-21.30) 19.61(19.61) -4.45(-4.50) 4.56 -5.62(-4.64) 4.75(3.69) -5.79(-4.62) 4.97(3.69) -0.95(-0.55) 0.91(0.69) 地震 SEk ±213.16 ?53.87?±53.87 ±138.20 ±200.85 ?51.98?±51.98 ±137.19 ?101.62?±154.79 ?40.06?±40.06 ±105.73 ?78.32?±102.67 ?27.00??91.75?±27.00 ±72.58 ?53.76?±50.25 ?12.58??40.29?±12.58 ±31.88 ?23.61?γRE[1.2(SGk+0.5SQk) 1.35SGk+1.4 +1.3SEk] ×0.7SQk → ← 140.15 -275.52 21.43 142.12 140.48 98.45 23.07 -107.53 113.00 -114.23 115.32 -22.99 18.08 -112.28 110.79 -115.93 112.05 -18.23 18.08 -111.58 110.74 -115.53 112.10 -18.55 18.08 -112.96 110.85 -116.27 111.99 -17.96 18.08 -77.73 83.12 -85.49 85.98 -24.35 17.28 1.2SGk +1.4SQk -105.98 110.61 -112.65 112.91 -23.04 18.48 -110.92 108.69 -114.56 109.95 -18.38 18.48 -110.24 108.64 -114.18 110.00 -18.69 18.48 -111.19 108.72 -114.65 109.92 -18.31 18.48 -72.07 76.39 -79.05 79.05 -22.15 15.84 45.27 72.43 — — — — — — 127.64 139.97 V=γRE[εVb(Mlb +Mrb)/ln+VGb] ?174.70?-242.21 120.43 -149.06 125.25 -266.41 21.82 137.58 -99.68 80.78 34.96 124.45 91.57 -73.94 28.94 49.48 -162.63 109.93 59.70 -46.80 -1.69 47.80 -95.10 77.72 15.04 -13.24

136.70 96.22 22.71 124.90 -221.06 123.49 57.71 35.92 -114.61 99.15 -171.27 109.15 16.28 50.26 -81.83 72.01 -99.67 75.61 -16.53 49.92 -47.13 38.94 ?102.37?-100.51 125.73 ?173.41?-241.93 122.44 -145.08 ?133.65?-202.91 表3.28.a 横向框架A柱弯矩和轴力组合

层截内次 面 力 恒载 活载SQk 地震 γRE[1.2(SGk 1.35SGk+1.4 1.2SGk +0.5SQk)+1.3SEk] ×0.7SQk +1.4SQk |Mmax| Nmin Nmax

SGk 柱顶 5 柱底 M N M N M N M N M N M N M N M M N 63.71 屋面荷载 7.03 雪荷载 5.80 9.85 SEk ?50.25?→ ← 92.90 274.61 -72.17 318.35 63.53 626.63 -66.99 670.37 66.99 978.53 -65.27 1022.27 69.57 1330.49 -86.72 1374.23 41.90 1686.11 -20.95 1729.85 86.29 N M M 92.90 10.96 108.94 108.94 10.96 194.09 12.85 ?12.58?166.85 191.38 -24.71 -66.71 250.90 191.38 166.85 274.61 -70.04 -72.17 -24.71 -72.17 289.78 318.35 196.01 318.35 64.06 118.63 -39.57 63.53 -45.39 -11.12 -10.79 ±21.54 226.49 12.85 36.64 9.85 ?12.58?196.01 220.54 -39.57 118.63 柱顶 4 柱底 14.35 14.57 ?81.13?417.33 64.52 61.52 ?39.58?364.69 441.87 -40.14 -13.06 -13.06 ±54.09 10.73 -94.74 591.12 441.87 364.69 626.63 -66.45 -94.74 10.73 -66.99 630.00 471.03 393.85 670.37 66.45 140.19 -56.18 66.99 449.73 64.52 61.52 ?39.58?393.85 471.03 40.14 13.06 13.06 ?100.70?-56.18 140.19 柱顶 3 柱底 640.47 116.22 113.22 ?79.64?549.72 705.02 -39.07 -12.78 -12.78 ±82.39 39.42 -121.24 931.27 705.02 549.72 978.53 -64.78 -121.24 39.42 -65.27 970.15 734.18 578.88 1022.27 68.97 169.74 -76.65 69.57 672.87 116.22 113.22 ?79.64?578.88 734.18 41.74 13.49 13.49 ?118.46?-76.65 169.74 柱顶 2 柱底 863.64 167.93 164.93 ?131.62?771.38 1045.15 -52.17 -16.62 -16.62 ±96.92 42.74 -158.86 1271.47 1045.15 771.38 1330.49 -85.87 -158.86 42.74 -86.72 1310.35 1076.25 802.48 1374.23 41.46 148.96 -92.82 41.90 896.04 167.93 164.93 ?131.62?802.48 1076.25 25.26 7.96 7.96 ?116.24?-92.82 148.96 柱顶 1 柱底 N 1089.60 219.54 216.54 ?185.49?957.05 1342.86 M -12.63 -3.98 -3.98 ±247.01 242.86 -270.93 1614.88 1342.86 957.05 1686.11 -20.73 -270.93 242.86 -20.95 1653.76 1373.97 988.15 1729.85 N 1122.00 219.54 216.54 ?185.49?988.15 1373.97 表3.28.b 横向框架B柱弯矩和轴力组合

层截内次 面 力 恒载 活载SQk 地震 γRE[1.2(SGk +0.5SQk)+1.3SEk] 1.35SGk+1.4 1.2SGk ×0.7SQk +1.4SQk |Mmax| Nmin Nmax

SGk 柱顶 5 柱底 M N M N M N M N M N M 38.15 M N 屋面荷载 雪荷载 SEk → ← -76.42 321.00 60.57 364.74 -55.11 755.52 56.98 799.26 -56.98 1190.14 55.96 1233.88 -58.91 1624.71 71.14 1668.45 -35.10 2065.62 17.56 2109.36 N M M -52.22 -6.04 -5.09 ?72.17?224.76 17.93 13.54 ?11.03?9.25 8.98 ±38.86 -119.65 21.08 197.62 219.13 76.26 0.49 -71.12 -119.65 -119.65 -76.42 294.81 197.62 197.62 321.00 58.73 76.26 76.26 60.57 257.16 17.93 13.54 ?11.03?226.78 248.29 333.69 226.78 226.78 364.74 -55.28 -156.71 -156.71 -55.11 721.41 445.69 445.69 755.52 56.46 117.32 117.32 56.98 柱顶 4 柱底 -32.18 -11.90 -12.03 ?125.47?-156.71 87.96 491.23 94.24 89.85 ?37.79?34.24 10.98 10.98 ±83.65 445.69 519.38 117.32 -45.80 474.85 548.54 523.63 94.24 89.85 ?37.79?760.29 474.85 474.85 799.26 -56.46 -187.59 -187.59 -56.98 柱顶 3 柱底 -34.24 -10.98 -10.98 ?155.73?-187.59 116.08 757.80 170.52 166.13 ?76.05?33.60 10.82 10.82 ±127.41 682.63 830.93 159.33 -89.12 711.79 860.09 1148.09 682.63 682.63 1190.14 55.47 159.33 159.33 55.96 790.20 170.52 166.13 ?76.05?1186.97 711.79 711.79 1233.88 -58.33 -229.96 -229.96 -58.91 柱顶 2 柱底 -35.44 -11.29 -11.29 ?183.19?-229.96 151.08 N 1024.34 246.79 242.40 ?125.69?969.00 1230.44 M 42.91 13.48 13.48 ±149.88 203.54 -108.21 1574.71 969.00 969.00 1624.71 70.36 203.54 203.54 71.14 N 1056.74 246.79 242.40 ?125.69?1000.10 1261.54 M -21.21 -6.60 -6.60 ?163.02?-193.07 146.01 1613.59 1000.10 1000.10 1668.45 -34.69 -193.07 -193.07 -35.10 柱顶 1 柱底 N 1295.50 323.16 318.77 ?174.19?1215.53 1577.85 M 10.61 3.30 3.30 ±277.58 300.45 -276.91 2007.02 1215.53 1215.53 2065.62 17.35 300.45 300.45 17.56 N 1327.90 323.16 318.77 ?174.19?1246.64 1608.95 2045.90 1246.64 1246.64 2109.36 5、柱端弯矩设计值的调整 （1）A柱

第5层 框架顶层无需调整

N441.87?103第4层 柱顶轴压比?N???0.09＜0.15 无需调整 2Acfc14.3?600N471.03?103柱底轴压比?N???0.09＜0.15 无需调整

Acfc14.3?6002N705.02?103第3层 柱顶轴压比?N???0.14＜0.15 无需调整 2Acfc14.3?600N734.18?103柱底轴压比?N???0.14＜0.15 无需调整 2Acfc14.3?600N979.82?103第2层 柱顶轴压比?N???0.19＞0.15

Acfc14.3?6002可知1、2层柱端组合的弯矩设计值应进行调整，且应满足下式要求

∑Mc=εc∑Mb (3.27)

式中∑Mc为节点上、下柱端截面顺时针或逆时针方向组合的弯矩设计值之和，上、下

柱端的弯矩设计值可按弹性分析分配，

∑Mb为节点左、右梁端截面逆时针或顺时针方向组合的弯矩设计值之和， εc为柱端弯矩增大系数，三级抗震框架εc取1.1。 A柱端弯矩调整过程如右图所示。

266.41×1.1－121.24=171.81kN·m

158.86?156.41kN·m＜158.86kN·m

158.86?148.96148.96275.52?1.1??146.67kN·m＜148.96kN·m

158.86?148.96275.52?1.1?108.9499.6772.17118.63171.2794.74140.19221.06121.24169.74266.41158.86148.96275.52270.93×1.15=311.57kN·m

（2）B柱

第5层 框架顶层无需调整

95.10119.6547.13162.63270.9376.2681.83156.71202.91117.32187.95114.61241.93159.33229.96145.08242.21203.54193.07149.06300.45

N969.00?103第2层 柱顶轴压比?N???0.19＞0.15 2Acfc14.3?600B柱端弯矩调整过程如右图所示。

(241.93+145.08)×1.1－159.33=266.38kN·m

203.54?220.88kN·m

203.54?193.07193.07(242.21?149.06)?1.1??209.52kN·m

203.54?193.07(242.21?149.06)?1.1?300.45×1.15=345.52kN·m

A、B柱端弯矩设计值的调整结果见表3.29。

表3.29.a 横向框架A柱柱端组合弯矩设计值调整

层次 截面 柱顶 5 柱底 柱顶 4 柱底 柱顶 3 柱底 柱顶 2 柱底 柱顶 1 柱底 γRE(ΣMc=εΣMb) 108.94 72.17 118.63 94.74 140.19 121.24 171.81 158.86 148.96 311.57 γREN 191.38 318.35 441.87 471.03 705.02 734.18 1045.15 1076.25 1342.86 1373.97

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