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1、恒荷载内力计算(一)恒荷载计算1. 屋面框架梁线荷载标准值20厚水泥混凝土找平0.02x20=0.40kN/m2100140 厚(2%找坡)膨胀珍珠岩(0.10+0.14)?2x7=0.84kN/m2二毡三油防水层0.35kN/m2100mm 厚钢筋混凝土楼板 0.1x25=2.50kN/m215厚纸筋石灰抹底0.015_x16=0.24kN/m2冷底子有热玛蹄脂0.05 kN/m2小计 4.38 kN/m2边框架梁自重0.3x0.8x25=6kN/m边框架梁粉刷 2x(0.8-0.1)x0.02x17=0.48kN/m中框架梁自重 0.3x0.6x25=4.5kN/m2边框架梁粉刷 2x(0
2、.6-0.1)x0.02x17=0.34kN/m则作用于屋面框架梁上线荷载标准值为g5AB1=6.48kN/mg5BC1=4.84kN/mg5AB2=4.38x3.6=15.77kN/mg5BC2=4.38x2.7=11.83kN/m2. 楼面框架梁线荷载标准值20mm厚水泥砂浆找平0.02x20=0.46kN/m2100mm厚钢筋混凝土楼板0.1x25=2.5kN/m220mm厚石灰砂浆抹底0.02x17=0.34kN/m2水磨石面层0.65 kN/m2楼面恒荷载3.89 kN/m2边框架梁自重及粉刷6.48kN/m中框架梁自重及粉刷4.84kN/m边跨填充墙自重0.24x3.3x18=14
3、.26kN/m填充墙粉刷 2x0.02x2x17=2.45kN/m则作用于楼面框架梁上线荷载标准值为：gAB1=6.48+14.26+2.45=23.19kN/mgBC1=4.84kN/mgAB2=3.89x3.6=14.00kN/mgBC2=3.89x3=11.67kN/m3. 屋面框架节点集中荷载标准值纵向框架梁自重 0.3x0.8x3.6x25=21.60kN纵向框架梁粉刷 2x(0.8-0.1)x0.02x3.6x17=1.71kN纵向框架梁传来的屋面恒荷载2x(3.6/2)2x4.38=28.38kN0.6m 高女儿墙自重及粉刷 0.6x3.6x0.24x18+2x1x3.6x0.0
4、2x17=11.78kN则顶层边节点集中荷载为：G5A=63.47kN纵向框架梁自重及粉刷21.60+1.71=23.31kN纵向框架梁传来的屋面恒荷载 28.38+(1-2x0.422+0.423)x4.38x3.6x3/2=40.17kN则顶层中节点集中荷载为：G5B=63.48kN4. 楼面框架节点集中荷载标准值纵向框架梁自重及粉刷23.31kN纵向框架梁传来的楼面恒荷载2x(3.6/2)2x3.89=25.21kN喷塑铝合金窗自重2x2.1x1.8x0.4=3.02kN墙体自重(3.3x3.6-2x2.1x1.8)x0.24x18=18.66kN墙面粉刷 2x(3.6x3.3-2x2.
5、1x1.8)x0.02x1.7=2.94kN框架柱自重 0.52x3.3x25=20.63kN柱面粉刷 4x0.6x0.02x17=0.82kN中间层边柱节点集中荷载为：GA=94.59kN纵向框架梁自重及粉刷23.31 kN纵向框架梁传来的楼面恒荷载 25.21+(1-2x0.422+0.423)x3.89x3.6x3/2=40.12kN木门自重 2x1.0x2.1x0.2=0.84Kn墙体自重(3.6x3.3-2x1.0x2.1)x0.24x18=33.18kN墙面粉刷 2x0.02x(3.6x3.3-2x1.0x2.1)x17=4.87kN框架柱自重及粉刷20.63+0.82=21.45
6、kN中间层中柱节点集中荷载为：GB=123.77kN(二)恒荷载作用下内力计算gg1.计算简图G5A5BC15BC25AB25AB15C5DgAB1AB 2BC2gBC12.荷载等效a1 2 x 7.8顶层边跨顶层中跨g；边=(1 -2x0.232 + 0.233)x 15.77 + 6.48 = 20.67kN /mg5 中=5 x 11.67 + 4.84 = 12.13kN/m中间层边跨 g边=(1 -2x0.232 + 0.233)x 15.77 + 23.19 = 37.38kN/m荷载等效后的计算简图如下中间层中跨 g中=5X11.67 + 4.84 = 11.96kN/m3.固端
7、弯矩计算顶层边跨 M= x 20.67 x 7.82 =104.80kN - m5AB 12顶层中跨 M5bc = 3x 12.13x 1.52 = 9.09kN-m中间层边跨 MAB = x 37.38 x 7.82 = 189.52kN - m 中间层中跨 M5BC = 3x 11.96x 1.52 = 8.97kN-m4.分层计算弯矩（取半结构计算）1）顶层分配系数计算如下3.28 x 4H12 = 3.28 x 4 + 0.9 x 1.58 x 4 =国日=1-日=1 0.70 = 0.303.28 x 43.28 x 4 + 0.9 x 1.58 x 4 + 3.6 x 2=0.50
8、R233.6 x 23.56 x 4 + 0.9 x 1.58 x 4 + 3.6 x 2=0.28R25 = 1 R21 r 23 = 1 0.50 0.28 = 0.221-41-22-12-52-30.30.70.50.280.22-104.80104.80-9.0931.4473.36一36.68-33.10-66.20-37.07-29.139.9323.17一11.59-2.90-5.80-3.25-2.540.872.03一1.00-0.5-0.28-0.2242.24-42.2481.58-40.60-40.98内力计算过程如下（单位：kNm）M图见下页（单位：kNm）48.4
9、548.4571.1234.05，7707(2)16.1512.36/2）中间层4 x 0.9 x 3.0分配系数计算如下=0.30136 4 x 0.9 x 3.0 x 2 + 4 x 3.56=1H36 = 1 - 0.301 - 0.301 = 0.3984 x 0.9 x 3.0=R = 0.25147 4 x 0.9 x 3.0 x 2 + 4 x 3.56 + 2 x 3.64 x 3.56R43=0.3314 x 0.9 x 3.0 x 2 + 4 x 3.56 + 2 x 3.6R34=1 - R42 - R47 - R43 = 1 - 0.251 - 0.251 - 0.33
10、1 = 0.167内力计算过程如下（单位：kNm）3-60.3013-10.3013-40.3984-30.3314-20.2514-70.2514-50.167-163.04163.04-8.9849.0849.0864.88一32.44-30.87-61.73-46.81-46.81-31.159.299.2912.29一6.15-1.02-2.04-1.54-1.54-1.030.310.310.40一0.20-0.07-0.05-0.05-0.0358.6858.68-117.36137.99-48.4-48.4-41.19M图见下页（单位：kNm）19.56 （1）（昵.133）底层
11、117.3658.68 58.68/48137.9941.19侦 19.5616.13（7）分配系数计算如下4 x .9 x 3.= 0.3074 x 0.9 x 3.0 + 4 x 2.81 + 4 x 3.564 x 2.81R 31R36=0.324 x 0.9 x 3.0 + 4 x 2.81 + 4 x 3.56=1 - H31 - H36 = 1 - 0.307 - 0.32 = 0.3734 x 0.9 x 3.04 x 0.9 x 3.0 + 4 x 2.81 + 4 x 3.56 + 2 x 3.64 x 2.81=0.2484 x 0.9 x 3.0 + 4 x 2.81
12、+ 4 x 3.56 + 2 x 3.64 x 3.56=0.259=0.3284 x 0.9 x 3.0 + 4 x 2.81 + 4 x 3.56 + 2 x 3.6=1 - H42 - H47 - H43 = 1 - 0.248 - 0.259 - 0.328 = 0.165内力计算过程如下（单位：kNm）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-163.04163.04-8.9852.1750.0560.82一30.41-30.26-60.51-45.75-47.78-30.439.689.2911.29一5.65-
13、0.93-1,85-1.40-1.47-0.930.300.290.34一0.17-0.06-0.04-0.04-0.0362.1559.63121.78136.85-47.19-49.29-40.37M图如下（单位：kNm）5.不平衡弯矩分配计算过程见如下（单位：kNm）,方框内为原不平衡弯矩 左梁上柱下柱右梁不平衡弯矩调整之后即可得出恒荷载作用下框架弯矩图，见第29页（单位:kN 括号内为调幅后的弯矩值）m,6.跨中弯矩计算159.58 + 78.25M= 8 x 20.28 x 7.22 一2= 62.94kN - mM= - x 4.85 x 3.02 + x 12.24 x 3.02
14、 - 30.45 = -15.81kN - m5BC 8121131.57 +147.72M4AB = 8 x 37.74 x 7.22 2= 244.56 -139.65 = 104.91kN - mM4BC = 8 x 4.68 x 3.02 +12 x 11.67 x 3.02 - 36.43 = 14.02 - 36.43 = -22.41kN - mM3AB132.92 +148.67244.56= 103.77kN - mM3BC=14.02 - 35.81 = -21.79kN - mM2AB=244.56 - B +14&67 =103.77kN mM2BC=14.02 - 3
15、5.87 = -21.85kN - mM1AB=244.56 - 129.08 + 142.14 = 108.95kN - mM1BC=14.02 - 37.71 = -23.69kN - m7.剪力计算V =跛58 一 6&25 + 6.48 x 7.2 + 15.91x (7.2 - 39) x - = -2.59 + - x 130.18 = 62.5kN5ab 7.2222V5ba = 130.18-62.5 = 67.68kNV5bc = 2 x (4.85 x 3.0 +12.24 x 1.5) = 16.46kN131.57 147.223.9、 11V =7 2+ 24.48
16、x 7.2 +15.17 x (7.2 -) x = -2.24 x 255.9=125.71kNV4BA=255.9 -125.71 = 130.19kNV4BCV3ABV3BC = V2BC = V1BC = 2 x (4.68 x 3.0 +11.67 x 1.5) = 15.77kN 132.92-148.67 1 + _ x 255.9 = 125.76kN 7.22V3ba = 255.9 -125.76 = 130.14kNV2AB133.06-148.52 1 + x 255.9 = 125.8kN27.2V2ba = 255.9 -125.8 = 130.1kN59.5859
17、.58-131.5767.49-132.9766.46 -133.0666.69 -L- 62.9478.25-3|(66.51) 0.45 (25.88)-.15.81 4(14.23)7.8142.47 /64.08 *_1_153.61104.91148.66.46、一_ I 一/-” 56.示103.776.43 (30.97/22.41 .5(20.17)-(125.56)7.38(126.37) X5.81 (30.44)、 /五.79. 5 6. 43 (19.61)(124.52)148.53.,66.69*-_-36.53103.775.87 (30.4921.85 5(19
18、.67)(126.25) 6.13 -129.0855.89 -142.14,., ：3(120.82)73.1-_5-59.327.71 (32.05-一一一-一一 L 、,(21.32)II31.0824.65M图（单位：kNm）V = 129.8一142.14 +1 x 255.9 = 126.14kN1AB 7.22七既=255.9 -126.14 = 129.76kN8.轴力计算N5At = 181.46 + 62.5 = 243.96kN(125.89)J (75.53)(50.64)(111.83)(112.98)(124.52)(130.74)(113.10)(109.72)N
19、5Ab = 243.96 + 32.4 + 0.82 = 277.18kNNg广 243.96 + 274.08 +125.71 = 643.75kNN4Ab = 643.75 + 33.22 = 676.97kNN3At = 643.75 + 274.08 +125.76 = 1043.59kNN3Ab = 1043.59 + 33.22 = 1076.81kNN/ = 1043.59 + 274.08 +125.8 = 1443.47kNN/ = 1443.47 + 33.22 = 1476.69kNN/ = 1443.47 + 274.08 +126.14 = 1843.69kNN =1
20、843.69 + (0.652 x 5.3 x 25 + 0.65 x 4 x 5.3 x 0.02 x 17 = 1843.69 + 56.87 = 1900.56kN 1AbN = 187.08 + 67.68 +16.46 = 271.22kNN5Bb = 271.22 + 33.22 = 304.44kNN4Bt = 271.22 + 329.75 +130.19 +15.77 = 746.93kNN4Bb = 746.93 + 33.22 = 780.15kN“Bt = 746.93 + 345.52 +130.14 = 1222.59kNN3Bb = 1222.59 + 33.22
21、 = 1255.81kNN = 1222.59 + 345.52 +130.1 = 1698.21kNN2Bb = 1698.21 + 33.22 = 1731.43kNN = 1698.21 + 345.52 +129.76 = 2173.49kNN1Bb = 2173.49 + 56.87 = 2230.36kN框架结构的剪力图和轴力图如下（单位：kN）16.4662.5067.68271.22243.9615.77227.18 643.75125.71304.44746.93130.19125.7615.77130.14780.151222.59676.97 一1043.59125.80
22、15.771255.811698.211076.81一1443.47130.10126.1415.77129.761731.432173.491476.691843.691900.562230.36V，M图（单位：kN）9.弯矩调幅边跨：端部弯矩值乘以0.85，跨中弯矩值乘以1.2 中跨：端部弯矩值乘以0.85，跨中弯矩值乘以0.9 将调幅后的弯矩值表于框架弯矩图的（）内10.梁端柱边剪力与弯矩V (kN)M (kNm)60.19-65.3713.55-32.5846.90-21.82118.02-122.5014.02-76.4288.81-26.76118.07-122.4514.02-77.5689.64-26.23118.11-122.4114.02-77.6789.53-26.28117.77-121.3913.84-71.4481.37-27.55
