轨束梁复核计算选择P50轨6根，查专桥0153铁路桥梁抢修通用图集限速45km/h, 容许跨度3.9m。2. 计算条件：K (折算均布荷载)：92KN/mP (均布静载)：10KN/mV (时速)：45km/h3. 复核挠度：(1) .实际挠度：f= (5K；)/(384XEXnXJ) = (5X9200X39) / (384X2100000X6X2037) =10.7mm(2) .允许挠度：f 允=lp/250=390/250=15.6mm(3) .符合要求应力强度要求：(1) .实际弯矩：p =27/ (30+匕)=27/ (30+3.9) =0.80Vkp=125 v /3.9+15=125 v /3.9+15v=V/ (2Vkp-V) =45/ (2X80-45)联立解得：v=0.96 Vkp=45.86W80km/h所以：M=P+ (1+0.5vp ) KX(lp2/8) =1000+ (1+0.5X0.96X0.80)X9200X(3.9 2/8) =26.11tf.m(2) .允许弯矩：M=nW6 =0.017X6X269.25=27.46tf.m(3) . M VM允符合要求轨束梁复核计算选择P50轨12根，查专桥0153铁路桥梁抢修通用图集限速45km/h, 容许跨度5.4m。计算条件：K (折算均布荷载)：92KN/mP (均布静载)：10KN/mV (时速)：45km/h3. 复核挠度：(1) .实际挠度：f= (5K%4)/(384XEXnXJ) = (5X9200X5.44) / (384X 2100000X 12X 2037) =19.8mm(2) .允许挠度：f 允=lp/250=5.4/250=21.6mm(3) .符合要求4. 应力强度要求：(1).实际弯矩：p =27/ (30+lp) =27/ (30+5.4) =0.76Vkp=125v/5.4+15=125v/5.4+15v=V/ (2Vkp-V) =45/ (2XVkp-45)联立解得：v=1.16 Vkp=41.85km/h80 km/h所以：M=P+ (1+0.5vp ) KX(lp2/8) =1000+ (1+0.5X1.16X0.76)X9200X(5.42/8) =51.96tf.m(2) .允许弯矩：M=nW6 =0.017X12X269.25=54.93tf.m(3) . M VM允符合要求轨束梁复核计算选择P50轨10根，查专桥0153铁路桥梁抢修通用图集限速45km/h, 容许跨度5.1m。计算条件：K (折算均布荷载)：92KN/mP (均布静载)：10KN/mV (时速)：45km/h3. 复核挠度：(1) .实际挠度：f= (5K,4)/(384XEXnXJ) = (5X9200X5.14) / (384X 2100000X 10X 2037) =18.9mm(2) .允许挠度：f 允=lp/250=5.1/250=20.4mm(3) .符合要求4. 应力强度要求：(1) .实际弯矩：p =27/ (30+lp) =27/ (30+5.1) =0.769Vkp=125v/5.1+15=125v/5.1+15v=V/ (2Vkp-V) =45/ (2XVkp-45)联立解得：v=1.12 Vkp=42.52km/h80 km/h所以：M=P+ (1+0.5vp ) KX(lp2/8) =1000+ (1+0.5X1.12X0.769)X9200X(5.12/8) =46.04tf.m(2) .允许弯矩：M =nW6 =0.017X10X272.84=46.38tf.m(3) . M VM允符合要求轨束梁复核计算1. 选择P50轨9根，查专桥0153铁路桥梁抢修通用图集限速 45km/h,容许跨度 4.85m。2. 计算条件：K (折算均布荷载)：92KN/mP (均布静载)：10KN/mV (时速)：45km/h3. 复核挠度：(1) .实际挠度：f=(5K；)(384XEXnXJ) = (5X9200X4.854)/ (384X2100000X9X2037) =17.2mm(2) .允许挠度：f 允=lp/250=4.85/250=19.4mm(3) .符合要求4. 应力强度要求：(1) .实际弯矩：p =27/ (30+lp) =27/ (30+4.85) =0.77Vkp=125v/3.9+15=125v/4.85+15v=V/ (2Vkp-V) =45/ (2XVkp-45)联立解得：v=1.091 Vkp=43.11km/h80 km/h所以：M=P+(1+0.5vp ) KX (lp2/8) =1000+(1+0.5X1.091X0.77)X9200X(4.852/8) =41.35tf.m(2) .允许弯矩：M =nW6 =0.017X9X271.24=41.50tf.m(3) . M VM允符合要求横梁复核计算1. 计算条件：按中-活载计算，横梁间距1.09m；冲击系数：1.15；不均匀系数1.2；线路恒载10KN/m。a=1250b=1500c=1250横梁点八、2.50kg/钢轨参数：W 上=251.3cm3W 下=287.2cm3横 梁 点 八、J=2037cm43. P= (220/1.5+10)X1.15X1.2X1.09/2=117.829KN=11.03t4. 最大弯矩Mmax=Pc=11.03X1.25=13.79t m允许弯矩 MnWE =0.017X3X (287.2+287.2+251.3)/3=14.04tf.mMmax VM允符合要求5. 最大实际挠度在P下：fma = (Pa/6EJ%)(2a+c) lp2-4a2lp+2a3-a2c-c3*.* a=c.= (Pa/6EJl ) - al (3l -4a)ppp=(11.(K1OX125)/(K2.1X1(6X20373X400)X12574) / (384X2100000X102251X4) =2mm(2) .允许挠度：f 允=lp/250=10.7/250=43mm(3) .符合要求4.应力强度要求：(1) .实际弯矩：p =27/ (30+lp) =27/ (30+10.7) =0.66 Vkp=125v/10.7+15=125v/10.7+15v=V/ (2Vkp-V) =45/ (2XVkp-45)联立解得：v=1.745 Vkp=35.39km/h80 km/h所以：M=P+ (1+0.5vp ) KX(lp2/8) =1000+ (1+0.5X1.745 X0.66)X9200 X (10.7 2/8) =221.79 tf.m(2) .允许弯矩：M =nW6 =0.017X4X3298=224.26tf.m(3) . M VM允符合要求支座反力计算220KN 220KN 220KN 220KN 220KN92KN/mR1 1.53.5*1.5 寸.5 、J.5 北 3.2 I I R J (1)在中一活荷载作用下，当梁处于上述状态时，支座反力R1为 最大。计算如下：10.7R1=220X (3.2+1.5) + (3.2+3.0) + (3.2+4.5) + (3.2+6.0)+ (3.2+7.5) +92X3.2X3.2/2则 R1=802.6KN.每个支墩中一活载压力为R1/2=401.3KN(2)工字钢重141 kg/mX 12mX 4根=67.68KN；线上匀布荷载按单线明桥面无人行道恒载计：6KN/m; P50横梁重50kg/mX5mX41根/10.7m=10250kg /10.7=9.6KN/m总重：(6+9.6)X10.7=166.92KN冲击及制动力系数：u=28/(40+L)+0.1=28/(40+10.7)+0.1=0.65.支座承受的总压力 401.3X1.65+ (67.68+166.92) /4=721KN(3) 地面支座选择：取地基承载力0 =270Kpa,安全系数1.2支墩面积 A=721/270X 1.2=3.2m2(4) 桥台上支座选择：C15砼中心受压力0 c=4.6Mpa,安全系数1.2支座面积 A=721/4600X 1.2=0.19m2实际支座面积：0.25X0.792=0.198 mA0.19m2横梁悬调部分复核计算A1F1f1f1r小后旺中桥锥体挡土墙检算1. 计算条件：p 土 =19.6KN/m 9 =35p 砼=25KN/nf 活载换算土柱高度20/19.6=1.02m桩后岩石压力忽略不计桥台台尾影响土压范围不进行折减其它见附图。2. 桩后土压力计算：A=ab/ (H+a) 2=1.27X1.27/ (4.55+1.27) 2=0.048tg0 =-tg9 + (1+tg29 ) (1+A/tg9 ) 1/2=-tg35 + (1+tg235) (1+0.048/tg35) 1/2=0.562A0 =29.34h=b/ tg0 -a= 1.27/0.562-1.27=0.99侧压力系数：入 1= (tg0 -A) /tg (0 +9 )= (tg29.34-0.048)/tg (29.34+35 )= (0.562