28米高杆灯强度符合国际计算书

'28米高杆灯强度符合国际计算书横向水平风荷载产生的风压（一）、自然条件参数：10米高度风速32M/S，最大风压0.6KN/M2。（二）、杆形结构参数：灯杆：上口径250mm；灯杆的横断截面形状：16边形。灯杆：下口径650mm；灯杆高：27m。灯盘迎风面积：0.2M2；单个灯具迎风面积：0.3M2。灯杆迎风面积：19.3M2；灯具9个。公式：ω=βz×μs×μz×μl×ω。公式中：ω：作用在高杆结构单位面积上的风荷载ω：基本风压KN/M2；σs：风载体型系数μz：Z高度处的高度变化系数μl：重观调整系数βz：Z高度处的风振系数1、基本风压：根据当地气象条件：离地10米高处风速32m/s，基本风2、风载体型系数：灯杆为16边形按照GBJ130-90标准，μs=1.13、风压高度变化系数：按B类，即田野空旷系数取风压高度变化系数：表1高度（m）变化系数高度（m）变化系数271.36913.51.09826.51.361131.084261.35212.51.07 25.51.344121.056251.33511.51.04224.51.327111.028241.31810.51.01423.51.31101231.3019.50.81822.51.29390.96221.2848.50.9421.51.27680.92211.2677.50.920.51.25970.9201.256.50.8619.51.23960.84191.2285.50.8218.51.20650.8181.2064.50.817.51.19540.8171.1813.50.816.51.17330.8161.1622.50.815.51.15120.8151.141.50.814.51.12610.8141.1120.50.80.0.8 1、风振系数公式：βz=1+ξ×δ1×δ2。公式中：βz——Z高度的风振系数β——脉动增大系数δ1——脉动和高度系数δ2——振型，结构外形影响系数（1）、灯杆的自振周期对于基本振周期T1＞0.25s时，应采用风振系数来考虑风压脉动的影响，本高杆灯配单侧照明灯盘，计算可考虑按单水箱搭的自振周期公式来进行计算：公式：T1=3.63×sqr（H3/）（E×1）×（M+0.236×P.AH）公式中H：灯杆的高度mA：灯杆的横截面M2m：灯杆高度为H时杆体的质量I：横截面惯性矩m4P：灯杆的密度750kgm4E：弹性模量2E+11PaA：3.14×（D`2-（D-t）-2）/4A：0.01612704m2I：0.05×（D~2×t）~4I：0.00084688/m4灯杆的自振周期为T1=1.715613693（2）、脉动增大系数ξ 脉动增大系数根据ω。×t14来选取，即1.78KN·S2/m2（3）、脉动系数和风压高度系数（振型结构外形系数另表2）高度系数风振系数高度系数风振系数270.6021.8613.50.68851.68326.50.6041.85130.6931.678260.6061.8612.50.69751.53325.50.6081.844120.7021.537250.611.83611.50.70651.54124.50.6121.838110.7111.544240.6141.83110.50.71551.54723.50.6161.833100.721.551230.6181.8369.50.721.55122.50.621.83890.721.397220.6221.8198.50.721.39721.50.6241.81180.721.397210.6261.8027.50.721.39720.50.6281.79370.721.397200.631.7626.580.721.39719.50.63451.74560.721.269190.6391.7515.50.721.26918.50.63451.75550.721.269180.6481.7614.50.721.26917.50.65251.76640.721.269170.6571.7713.50.721.26916.50.66151.77730.721.269 160.6661.6522.50.721.41415.50.67051.65620.721.414150.6751.6611.50.721.41414.50.671.66510.721.414140.6841.6690.50.721.41400.721.414表2：振型结构外形影响系数此系数只考虑灯杆的结构尺寸，查GBJ135-90相对高度/高度相对口径/口径高度结构系数相对高度/高度相对口径/口径高度结构系数10.47270.80.50.7413.50.550.980.4826.50.790.480.75130.550.970.49260.7950.470.7612.50.430.950.525.50.780.440.77120.430.930.51250.770.430.7811.50.430.910.5224.50.770.410.79110.430.890.53240.760.390.810.50.430.870.5423.50.760.370.81100.430.850.55230.760.350.829.50.430.830.5622.50.760.330.8390.310.810.57220.740.310.848.50.310.810.5821.50.730.30.8580.31 0.80.59210.720.280.867.50.310.780.620.50.710.260.8770.310.740.61200.680.240.886.50.210.720.6219.50.660.220.8960.210.70.63190.660.20.95.50.210.690.6418.50.660.190.9150.210.670.65180.660.170.924.50.210.650.6617.50.660.150.9340.210.630.67170.660.130.943.50.210.610.6816.50.660.110.9530.210.60.69160.550.090.962.50.110.570.715.50.550.070.9720.110.560.81150.550.050.981.50.110.540.7214.50.550.040.9910.110.520.73140.550.0210.50.110100.115、重视调整系数μr=1.1每0.5米高度上的受力情况灯杆高度（m）迎风面积（㎡）风压每段受力（KN）各段弯矩M(KN·m)2732.4057.215194.8126.50.1451.8270.2657.02260.1481.8250.2707.02 25.50.1511.7990.2726.93250.1541.7790.2746.8524.50.1571.7710.2786.81240.161.7520.2806.7323.50.1631.7430.2846.68230.1661.7340.2886.6222.50.171.7250.2936.60220.1731.6950.2936.4521.50.1761.6770.2956.35210.1791.6570.2976.2320.50.1821.6380.2983.11200.1851.5990.2965.9219.50.1881.5690.2955.75190.1911.5610.2985.6618.50.1941.5510.3015.57180.1971.5410.3045.4617.50.21.5320.3065.36170.2031.5220.3095.2516.50.2061.5310.3155.20160.2091.3940.2914.6615.50.2131.3840.2954.57150.2161.3750.2974.4614.50.2191.3610.2984.32140.2221.3470.2994.1913.50.2251.3420.3024.08130.0081.3210.0110.1412.50.2311.1910.2753.44120.2341.1780.2763.31 11.50.2371.1660.2763.18110.241.1520.2763.0410.50.2431.1390.2772.91100.2461.1260.2772.779.50.2490.9210.2292.1890.2520.9740.2452.218.50.2560.9530.2442.0780.2590.9330.2421.937.50.2620.9130.2391.7970.2650.8930.2371.666.50.2680.8720.2341.5260.2710.7740.2101.265.50.2740.7550.2071.1450.2770.7370.2041.024.50.280.7370.2060.9340.2830.7370.2090.833.50.2860.7370.2110.7430.2890.7370.2130.642.50.2920.6630.1940.4820.2950.6630.1960.391.50.2990.6630.1980.3010.3020.6630.2000.200.50.3050.6630.2020.1000.3080.6630.2040.00三、灯杆合计弯矩为379.428KN·m四、计算灯杆设计钢杆强度与复合荷载 公式：δb=M/S公式中M：灯杆合计弯矩S：危险截面模数S=0.098×（D~4-d~4）/DD:灯杆外径d：灯杆内径求灯杆的危险截面模数S=0.098×(D~4-d~4)DS=0.002553673mm3所以σbM/S=148581.279KN/㎡σh.=148.58MPa查表得知：Q235钢杆的抗拉强度为（σb）=235MPa148.58MPa≤188Pa所以灯杆设计强度符合要求。'