水闸工程选址及闸型选择方案范本含计算书范本

第一章 工程选址和闸型的选择一、工程选址可考虑三个方案:原闸址上游(第方案)；原闸址(第方案)；原闸址下游(第方案)。方案比较:方案:优点:闸址上移后减少xx河两岸堤围的防洪长度。缺点:增加海堤的防潮长度,减少XX市区的淡水面积,特别是由于现有桥闸上游附近存在大量的取水口,水闸上移新建后势必影响到这些取水口及引水渠系的正常使用,需择址破堤重建。另外,水闸上移新建后势必打乱原XX市的规划框架,导致大量拆迁费用的产生。方案:本方案拟将旧桥闸拆除,并在原址按设计标准重建。工程施工布置可利用现有河中砂洲经加高后作为纵向围堰分二期二年施工。方案:本方案拟将工程移至原闸址下游约2.8公里处新建,选择此处作为新闸址是因为XX市城市规划中有一XX市干道延伸至此且新闸址XX市郊、河面相对开阔,河道水流较为平顺等有利条件。但此时需在河中填筑一道纵向围堰和上、下游两道横向围堰。经上面比较选原闸址(方案)为新建闸址位置。二、桥闸选型(一)闸孔型式及闸底板高程 开敞式及涵洞式两种基本闸型均可以采用,但若考虑运用和检修方便,则采用开敞式平底板较好,闸底板高程根据现有桥闸上下游河床的地形条件(闸上游30米处的河床高程-2.50米,闸下游60米处的河床高程-4.50米),考虑重建后桥闸的最大过流能力(尽可能减少设计情况下和校核情况下的过闸水头差),重建工程的闸底高程取-1.80米。(二)孔口轮廓尺寸的拟定从1:1000地形图上量得进水口宽度约360米,河床土质为砂壤土,q=1015(m3/s·m)。B0=Q/q=4850/(1015)=485323m经比较选B0=360m以砂洲岛为界xx闸分东西两闸,东闸16孔,西闸20孔(其中4孔为电站进水口不计水闸泄洪)；水闸为宽顶堰,闸底标高-1.80米(珠基,下同),每孔净宽10米,采用二孔一联结构,中墩厚1.2米,缝墩厚0.9米。水闸总净宽 B0=36×10=360米水闸总宽度 B=23.025×16=368.4米(三)闸上水位计算采用198XX省设计院韩江行洪控制线报告的成果,各种频率的洪峰流量及相应的闸下游水位资料如下:P(%)123Q(m3/s)541048504110Z下(m)5.7275.3875.017hs(m)7.5277.1876.817闸上水头H0=()2/3 式中H0计入行近流速水头的堰上水头；m堰流流量系数,m=0.385；B0闸孔总净宽,B0=320m；堰流侧收缩系数,对于本水闸闸孔净宽b0=10m,中缝bs=11.2m,缝墩(2个)bs=11.2m。中墩侧收缩系数:=0.893,查表得=0.982；缝墩侧收缩系数:=0.847,查表得=0.975；边墩侧收缩系数:=0.917,查表得=0.986；=0.980堰流淹没系数,由查表得出从地形图上量得进水口总宽度B上=460米(不计电站进水口),河床高程H河=-2.5米。用试算法计算,结果如下表:PQ(m3/s)Z下(m)hs(m)H0(m)H= H0V02/2g(m)Z上(m)Z(m)V0(m/s)154105.7277.5270.47047.7367.6345.8340.1071.411248505.3877.1870.45307.3757.2865.4860.0991.320541105.0176.8170.41796.9706.8995.0990.0821.176(四)闸顶高程的确定设计情况(P=2%):5.486+1=6.486m校核情况(P=5%):5.834+0.7=6.534m取闸顶高程为6.6m。第二章 消能防冲计算一、闸下水位流量关系曲线以20_年3月初实测的河道断面,采用推水面线的方法求得,并与汕头水文分局的测流成果比较,考虑今后环境变化,人类活动对工程的不利影响,从有利工程安全的角度出发,确定消能防冲计算时选用低潮位与挖砂深2米的组合水位流量关系曲线(E线)。Q(m3/s)01005001000200030004110(P=5%)4850(P=2%)5410(P=1%)Z下(m)-1.56(起堆水位)-1.55-1.39-0.98-0.04-0.821.662.162.52二、消力池xx闸正常蓄水位2.65米,当来水量较大,超过水闸正常蓄水位时,即开闸放水,泄洪时,闸门开度控制为he=0.2、0.4、0.6、0.8、1.0、1.4、1.8、2.2、2.6、全开等10级开度。(一)过流计算(1)当he/H0.65即he2.9米时为孔流,查阅水闸设计规范(H=2.65(-1.8)=4.45m)Q=B0he式中he闸门开度；流量系数；B0水闸净宽,取320米；水闸总宽度B=368.4米；淹没系数。(2)当he/H0.65即he2.9米时为堰流,查阅水闸设计规范Q=mB0he式中m堰流流量系数,m=0.98； 堰流侧收缩系数,由第一章计算得=0.98；B0水闸净宽,取320米。(3)各开度过流情况计算时下游水深hs采用上一级流量查HQ关系曲线得到。零流量闸下水位为-1.56米,经计算各级开度过流量情况如表:闸门开度流量关系表he(m)0.20.40.60.81.01.41.82.22.6全开Q(m3/s)35569210271353166922752853338538905018Z下(m)-1.56-1.45-1.23-0.95-0.65-0.35-0.200.691.111.49流态孔流堰流自由出流= 1.0= 1.0(二)池深及池长计算消力池采用底流方式消能。利用水利水电工程PC1500程序集中消力池水力计算“D3”程序计算得:消力池深1.2米,消力池Lj长度取18米,则池总长Lsj=18+7.6=25.6米(计算过程具体见附录一至十,图形见附图1)(三)消力池底板厚度计算查阅水闸设计规范,满足抗冲要求的池底板厚度t=k1式中k1消力池底板计算系数,k1=0.1750.20；q消力池处的单宽流量； H泄洪时上、下游水头差。消力池底板厚度计算表PQ(m3/s)q(m3/s·m)Z上(m)Z下(m)H(m)t(m)5%411011.165.0995.0170.0820.3130.3582%485013.175.4865.3870.0990.3560.4071%541014.695.8345.7270.1070.3840.438取t=0.5 m三、海漫查阅水闸设计规范,海漫长度Lp= ks消力池未端单宽流量；泄洪时上、下游水头差；ks海漫长度计算系数,ks=1315。海漫长度计算表P (m3/s·m)(m)Lp(m)5%11.160.08223.2426.812%13.170.09926.4630.531%14.690.10728.5032.88取Lp=31 m四、抛石防冲槽(一)海漫未端的平均流速V=q/, =Z下(-3.90)= Z下+3.90河床不冲允许流速V=0.5m/s(细砂)(二)河床冲刷深度抛石防冲槽底宽m1、m2防冲槽上、下游边坡系数,m1=2,m2=3；h防冲槽砌置埋深,h=2.0m；d防冲槽上游坡砌置厚度,d=0.5 m；k考虑块石在水流作用下铺砌不均匀的安全系数,k =1.1。防冲槽计算表P(m3/s·m)(m)V(m/s)(m)(m)b(m)5%11.168.9171.2515.64-19.444.622%13.179.2871.4219.69-23.497.111%14.699.6271.5322.69-26.498.95第三章 闸室结构布置一、抗渗稳定渗流计算采用改进阻力系数法。(一)防渗长度计算计算公式: =C×H计算渗径长度；C渗径系数；本水闸闸基为中、粗、细砂,取C=9；H上、下游水位差=CH=9×2.65(-1.56)=37.89m计算成果表计算渗径长度 (m)实际渗径长度L(m)K=L/37.8940.511.07经计算,抗渗稳定安全系数k>1,故水闸抗渗稳定安全。(二)地下轮廓布置见附图2(三)扬压力计算(1)确定地基的有效深度地下轮廓的水平投影长度L0=30m,地下轮廓的垂直投影长度S0=-1.8+4.2=2.4m。L0/S0=30/2.4=12.5>5,故地基的有效深度Te=0.5L0=0.5×30=15m,地基实际深度Tp=-1.8+27.30=25.5m。因Te<Tp,所以用Te进行计算。各段渗透压力水头损失分段编号分段名称SS1S2TLihi进口1.1150.4530.5290.315水平0013.90.50.0360.0420.084垂直1.014.50.0690.0810.162水平01.914.5201.2881.5031.594垂直1.914.5201.2881.5031.594水平0012.61.20.0950.1100.110垂直1.213.80.0870.1020.102水平1.21.213.8150.9651.1261.126垂直1.213.80.0870.1020.102水平0012.61.20.0950.1100.220出口1.814.40.5070.5910.481合计3.8144.454.45进出口段的阻力系数修正表段别进口段1.113.90.5960.3150.2140.052出口段2.412.60.8140.4810.1100.220闸基各角点渗透压力值H1H2H3H4H5H6H7H8H9H10H11H124.454.1354.0513.8892.2952.1412.0311.9290.8030.7010.4810绘制渗压水头分布图见附图2。渗流出口平均坡降J=0.267J=0.300.35满足要求,不会发生渗透变形。二、闸室结构布置(一)闸底板由于地质条件差,宜采用整体式底板,底板厚d=()×B0=()×10=21.25m,取d=1.2m。底板长L=(34)H=(34)×(2.65+1.56)=12.6316.84m,取L=15m。(二)闸墩见附图3(三)工作桥、交通桥工作桥见附图2,交通桥见附图3。(四)闸门与启闭机(1)工作闸门工作闸门考虑风浪所产生的水位超高为0.2米,故闸门高度H闸=4.45+0.2=4.65m,闸门宽L闸=L0+2d=10+2×0.2=10.40m。工作闸门采用平面钢闸门,双吊点滚轮支承。(2)启闭机启闭机采用卷扬式启闭机,一门一机。G=0.012k支k材H1.65B1.85 =0.012×1.0×1.0×4.651.65×101.85 =10.73tG闸门结构活动部分重量；k支闸门的支承结构特征系数,对于滚轮式支承取1.0k材闸门材料系数,普通碳素结构钢制成的闸门为1.0H孔口高度,取4.65米。B孔口宽度,取10米。平面闸门的总水压力:P=h2b=×9.8×4.652×10=1060 KN根据经验公式,初估算:启门力:FQ=(0.100.12)P+1.2G=0.10×1060+1.2×110=238KN闭门力:FW=(0.100.12)P0.9G=0.10×10600.9×110=7KN查水工设计手册,选用电动卷扬式启闭机型号QPQ2×25,一门一机。第四章 闸室稳定分析计算时综合考虑了正常运用情况和地震情况两种情况。计算时,水闸上游正常蓄水位2.65米,下游最低水位-1.56米。一、闸室作用力(采用二孔一联结构,取一联计算)(一)闸室自重(1)缝墩(2个)W1=××8.4×2.5=26.71 tM1=26.71×7.5(0.9)=186.44 t·mW2=(0.9×5.50.25×0.50.33×0.63)×8.4×2.5×2=193.92 tM2=207.9×3.855.25×6.358.73×3.488=736.63 t·m W3=0.9×7.7×7.7×2.5×2=266.81 t M3=266.81×(+5.5+0.97.5)=733.73 t·mW4=××7.7×2.5=24.48 tM4=266.81×(7.50.52)=170.87 t·m(2)中墩(1个)W1=××8.4×2.5=11.87 tM1=11.87×7.5(0.6)=84.87 t·mW2=(1.2×5.80.25×0.5×20.33×0.63×2)×8.4×2.5=132.18 tM2=146.16×45.25×6.358.73×3.488=520.85 t·m W3=1.2×7.7×7.7×2.5=177.87 t M3=177.87×(+6.47.5)=489.14 t·mW4=××7.7×2.5=10.88 tM4=10.88×7.15=77.79 t·m(3)工作桥(共2处)W=(0.25×0.35×2+1.5×0.15)×2.5×23×2=46 tM=46×3.35=154.1 t·m(4)交通桥W=(0.1×0.1×2×23+0.4×0.5×3×23+8×0.2×23+0.3×0.25×2×3.3+0.85×0.2×23)×2.5=136.56 tM=136.56×3.5=477.96 t·m(5)启闭机室底层柱:0.5×0.5×6.1×2.5×6=22.88 t 首层梁板:(5×23×0.1+0.3×0.8×21.5×2+0.25×0.5×4×3+0.2×0.5×4.4×8+0.2×0.5×1.1×8)×2.5=69.3 t启闭机座:(2.02×1.533×0.52×4+0.37×0.2×0.8×20.7×0.9×0.52×4)×2.5=13.1 t启闭机:6×2=12 t二层柱:0.5×0.4×3.1×6×2.5=9.3 t墙体:0.2×1.2×21.5×1.8×2=18.6 t屋面梁板:(0.92×23+0.25×0.7×21.5×2+0.25×0.5×42×3+0.2×0.4×4.5×6)×2.5=81.1 t以上合计W=226.28 t M=226.28×3.58=810.08 t·m(6)闸门W=112=22 t M=22×3.5=77.0 t·m(7)底板W=22.32×23×2.5=1283.4 t M=0闸室自重及对底板中心点O点力矩合计为:W=2558.96 tM=520.48 t·m(二)水重(1) 闸前段W=3.7×10×4.45×2=329.3 tM=329.3×(7.5)=1860.5 t·m(2)闸后段W=10.7×10×0.24×2=51.4 tM=51.4×2.15=110.5 t·m(三)扬压力(1) 浮托力W=22.32×1.0×23=513.4 tM=0(2)渗透压力W=(2.141+0.481)××23=452.3 tM=452.3×1.58=714.6 t·m(四)水压力(1)P1=×4.652×10×23=248.66 t M=248.66×(×4.65+1.0)=634.1 t·m(2)P2=(2.335+2.4+2.141)××1.0×23=173.96 t M=173.96×0.21=36.5 t·m(3)P3=2.642××1.0×23=80.15 t M=80.15×0.32=25.6 t·m合计P水=342.47 t M=623.2 t·m(五)波浪压力(因下游水位极低,波浪压力很小,忽略不计)(1)波高和波长设计风速 V10=34m/s (69.7.28台风)吹程 DF=5×520=2600m (闸前水面总宽为520m)闸前风区平均水深=2.65+1.8=4.45m=22.0 =0.0377查水闸设计规范得=5.5×10-3L=0.0155×342÷9.8=0.65m =0.146本水闸为二级建筑物,则PL=2%,=2.12hL=2.12×0.65=1.378m =4.0=3.22LL=经试算得LL=15.3m(2) 波浪压力(3) 临界水深 HLj=1.562mHLj但=7.65m故闸底处波浪压力剩余强度PLS=0.432t/m2波浪中心线至静水位的高度hZ=0.41mP波=(1.242+1.40)×0.2/2+(1.40+0.432)×4.45/2×23=99.8tM=6.08×5.748+93.75×3.817=392.8 t·m(六)风压力作用于建筑表面的风荷载W=K·KZ·W0 式中W0基本风压值,汕头地区W0=70kg/m2；KZ风压高度变化系数,启闭机室墙中距水面约12米,故KZ=1.06；K风载体型系数,取压力及吸力之和,则K=1.3W=1.06×1.3×70=96.46 kg/m2(1) 启闭机室迎风面积 S=23×4.8=110.4m2P=96.46×110.4=10649kg=10.6tM=10.6×17.0=180.2t·m(2) 交通桥迎风面积S=23×1.0=23 m2P=96.46×23=2218.58kg=2.2tM=2.2×9.6=21.2 t·m(3)闸门迎风面积S=23×4.65=107.0 m2P=96.46×107.0=10316kg=10.3tM=10.3×3.525=36.3 t·m(七)地震水平力(顺水流方向)P=KHCZW式中KH水平地震惯性力,对8度地震KH=0.2；CZ综合影响系数,取1/4;地震加速度分布系数；W建筑物重量；P=0.05W(1) 水闸闸墩P=0.05×1.5×844.72=63.4tM=63.4×5.22=330.9t·m(2) 工作桥及交通桥P=0.05×2.0×182.56=18.3t M=18.3×9.5=173.85t·m(3) 启闭机室底层柱P1=0.05×2.65×22.88=3.0tM1=3.0×13.5=40.5t·m首层梁板、机座、启闭机P2=0.05×3.3×94.4=15.6tM2=15.6×16.5=257.4t·m二层柱P3=0.05×3.65×9.3=1.7t M3=1.7×18.1=30.77 t·m墙体P4=0.05×3.43×18.6=3.2t M4=3.2×17.1=54.72 t·m屋面梁板P5=0.05×4×81.1=16.2t M3=16.2×19.7=319.14 t·m以上合计P=39.7t M=662.03 t·m(4) 闸门P=0.05×1.5×22=1.7tM=1.7×3.525=5.8 t·m(5) 底板P=0.05×1.0×1283.4=64.2tM=64.2×0.6=38.5 t·m闸室自重产生地震水平力合计如下:P震=63.4+18.3+39.7+1.7+64.2=187.3tM震=330.9+173.85+662.03+5.8+38.5=1171.08 t·m(八)地震动水压力单位宽度的总地震动水压力=0.65KHCZH02,其作用位置由水面算起为0.54H0,因闸下游水深极浅,忽略其动水压力。=0.65×0.2×1/4×1.0×4.452=0.6t/m=0.6×(5.650.54×4.45)=1.9 t·m二、闸室基底应力及抗滑安全系数(一)闸室基底应力式中G作用于闸室结构上全部竖向荷载；M作用于闸室结构上全部荷载对基底面形心轴的力距；A闸室基底面的面积,A=23×15=345m2；W闸室基底面对其形心轴的抵抗矩。W=BL2=×23×152=862.5m3基底应力不均匀分布系数基底应力不均匀分布系数容许值。(二)抗滑稳定计算K c=式中:f闸室基底面的摩擦系数,对于地基土为细砂,f=0.40； P作用于闸室结构上全部水平向荷载。(三)闸室荷载组合情况(1)正常运用情况:自重、水重、扬压力、水压力、波浪压力、风压力G=2558.96+329.3+51.4513.4452.3=1973.96t风压力方向往下游:M=520.48+1860.5110.5714.6623.2392.8180.221.2=338.48t·m P=342.47+99.8+10.6+2.2=455.07 t往上游:M=520.48+1860.5110.5714.6623.2+392.8+21.2+36.3=1382.98t·m P=342.4710.62.210.3=319.37 t(2)地震情况:荷载组合:自重、水重、扬压力、水压力、地震惯性力G=1973.96t地震水平力方向:往下游:M=520.48+1860.5110.5714.6623.21171.081.9=-240.3t·m P=342.47+1171.080.6=530.37 t往上游:M=520.48+1860.5110.5714.6623.2+1171.08=2103.76t·m P=342.47187.3=155.17 t(四)汇总计算工况基底应力(t/m2)抗滑安全系数maxminKcKc正常运用情况6.115.331.152.01.741.307.334.281.712.47地震情况6.005.441.103.01.491.058.163.282.495.09第五章 闸室结构计算第一节 水闸底板计算一、不平衡剪力分配系数计算d1=1.2m d2=0.9md=d1+2d2=3.0m h=(6.6+5.9)÷2+1.80=8.05m=1.2m =23/2=11.5my0=1.558mI=dh3dh2y0+ =×3.0×8.053×3.0×8.052×1.558+×1.23×11.5+11.5×1.22×1.558 =409.27m4 剪力分配系数中墩:缝墩:底板:二、闸室各部分重量名称门前上游段(t) 门后下游段(t)缝墩136.51375.47中墩88.75244.05工作桥2323交通桥136.56启闭机室117.67108.61闸门22底板342.24941.16水重329.351.41037.471902.19三、底板受力分析以正常运用情况(风压力方向往下游)为例,计算情况如下:(一)求不平衡剪力门前段:浮托力=6.96×23=160.1t渗透压力=7.678×23=176.59t地基反力=24.02×23=552.46t不平衡剪力Q=W=148.32t门后段:浮托力=15.36×23=353.31t渗透压力=11.98×23=275.54t地基反力=61.77×23=1420.71t不平衡剪力Q=-W=147.56t取Q=147.94t(二)不平衡剪力分配每个中墩分配的不平衡剪力=0.362×147.94=53.55t每个缝墩分配的不平衡剪力=0.271×147.94=40.19t底板分配的不平衡剪力=0.096×147.94=14.20t(三)底板荷载计算(1)上游段 均布荷载底板不平衡剪力:=0.154t/m底板自重:=3.72 t/m水重:=3.58t/m浮托力:160.1/4×23=1.74 t/m渗透压力:176.59/4×23=1.92 t/mq=3.72+3.580.1541.741.92=3.49 t/m中墩集中荷载中墩不平衡剪力:=13.39t中墩自重:=22.19 t工作桥、启闭机室:=17.58tP中=22.19+17.5813.39=26.38 t缝墩集中荷载缝墩不平衡剪力:=10.02t缝墩自重:=17.06 t工作桥、启闭机室:=17.58tP缝=17.06+8.7910.02=15.83 t(2)下游段 均布荷载底板不平衡剪力:=0.06t/m底板自重:=3.72 t/m水重:=0.20t/m闸门:22.0/11×23=0.09 t/m浮托力:353.3/11×23=1.40 t/m渗透压力:275.54/11×23=1.09 t/mq=0.06+3.72+0.20_.091.401.09=1.58 t/m中墩集中荷载中墩不平衡剪力:=4.87t中墩自重:=22.19 t工作桥、启闭机室:=12.19tP中=4.87+22.19+12.19=39.25 t缝墩集中荷载缝墩不平衡剪力:=3.64t缝墩自重:=17.06 t工作桥、启闭机室:=17.06tP缝=3.64+17.06+6.09=26.79 t底板荷载简图如下:与此类推,其它工况底板受力计算成果如下表:水闸底板受力计算成果表工况地基应力(t/m2)不平衡剪力(t)底板受力备注maxminQq(t/m)P中(t)P缝(t)正常运用情况门前段6.115.33147.9453.5540.0914.203.4926.3615.83门后段1.5839.2526.79门前段7.334.2878.2728.3321.217.513.5632.6920.55门后段1.5536.9625.08地震情况门前段6.005.44155.3256.2342.0914.913.4825.7115.33门后段1.5839.4926.98门前段8.163.289.613.482.600.923.6338.925.2门后段3.7034.723.39经分析,底板内力计算只选取受力较大的4种工况:门前段:、 门后段:、四、底板内力计算及配筋经地基处理后地基变形模量E0=300kg/cm2,200#砼弹性模量取Eh=2.6×105 kg/cm2×0.625=1.625×105 kg/cm2,则梁的柔度指数由于地质钻探表明,底板下压缩层深度=24m,则2,按半无限深弹性地基梁法计算内力。(一)计算简图边荷载考虑相邻地基反力的影响,将边荷载化为15个集中力进行计算。因为对称,内力只计算右半部分。边茶载叠加原则:如果边荷载使底板内力减少,则边荷载的影响不予考虑；如果边荷载使底板内力增加或改变符号,则按全部考虑。(二)板上荷载产生内力(1)均匀荷载q:Q=0.01, M=0.01(t=15)0.00.10.20.30.40.50.60.70.80.91.00-1.2-2.5-3.8-5.1-6.4-7.6-8.5-8.5-6.505.15.04.94.64.13.62.82.01.10.40(2)集中荷载P中:Q=0.01, M=0.01(t=10,=0)0.00.10.20.30.40.50.60.70.80.91.0-50-43-36-29-24-19-14-11-9-60221713107532100(3)集中荷载P缝:Q=±0.01, M=0.01(t=10,=0)0.00.10.20.30.40.50.60.70.80.91.0右-14-13-12-10-7-25163258100-10-12-13-14-15-15-15-14-12-80左-14-14-14-13-13-12-10-9-7-40-10-9-7-6-5-4-3-2-100012361015253962100-20-21-20-20-20-19-18-16-13-80(4)力偶荷载M中:Q=±0.01, M=0.01(t=10,=0)0.00.10.20.30.40.50.60.70.80.91.0-84-82-77-70-62-54-46-36-22-8050423426201495200(5)力偶荷载M缝:Q=±0.01, M=±0.01(t=10,=±1)0.00.10.20.30.40.50.60.70.80.91.0右-54-62-71-79-87-94-97-96-85-580-24-29-36-44-52-61-70-80-89-97-100左-54-46-39-33-27-21-17-12-8-40-24-19-14-11-8-5-3-2-100-108-108-110-112-114-115-114-108-93-6200-10-22-33-44-56-67-78-88-97-10058(三)板外荷载产生内力边荷载P1P10、Q=±±0.01, M=0.01(t=10)0.00.10.20.30.40.50.60.70.80.91.0P1P10右-10.9-6.4-0.95.713.321.630.238.041.433.70-18.2-18.5-18.9-18.7-17.8-15.9-13.5-10.1-6.0-2.20左-10.9-14.5-17.3-19.4-21.3-22.2-22.0-21.1-18.3-12.60-18.2-16.1-14.8-13.0-10.8-8.7-6.3-4.2-2.4-0.8008.116.425.134.643.852.259.159.746.30-36.4-34.6-33.7-31.7-28.6-24.6-19.8-14.3-8.4-3.00P11P15右-0.7-0.10.61.62.53.23.94.34.43.20-2.4-2.5-2.5-2.2-2.1-1.8-1.4-1.0-0.6-0.20左-0.7-1.4-2.0-2.5-2.9-3.1-3.2-3.2-3.0-2.00-2.4-2.2-2.1-1.9-1.6-1.4-1.0-0.7-0.50001.32.64.15.46.37.17.57.45.20-4.8-4.7-4.6-4.1-3.7-3.2-2.4-1.7-1.1-1.20(四)正常运用情况(1)门前段q=3.56t/m,P中=32.69t,P缝=20.55t,P1P10=7.96t,P11P15=15.92t0.00.10.20.30.40.50.60.70.80.91.0板上荷载qQ0-0.49-1.02-1.56-2.09-2.62-3.11-3.48-3.48-2.660M24.0123.5423.0721.6619.3016.9513.189.425.181.880P中Q-16.35-14.06-11.77-9.48-7.85-6.21-4.58-3.60-2.94-1.960M82.7163.9148.8737.5926.3218.8011.287.523.7600P缝Q00.210.410.621.232.063.085.148.0112.7420.55M-47.27-49.63-47.27-47.27-47.27-44.90-42.54-37.81-30.72-18.910Q-16.35-14.34-12.38-10.42-8.71-6.77-4.61-1.941.598.1220.55M59.4537.8224.6711.98-1.65-9.15-18.08-20.87-21.78-17.030边荷载P1P10Q00.641.312.002.753.494.164.704.753.690M-33.32-31.67-30.85-29.02-26.18-22.52-18.12-13.09-7.69-2.750P11P15Q00.210.410.650.861.001.131.191.180.830M-8.79-8.60-8.42-7.51-6.77-5.86-4.39-3.11-2.01-2.200Q00.851.722.653.614.495.295.895.934.520M-42.11-40.21-39.27-36.53-32.95-28.38-22.51-16.20-9.70-4.950叠加Q-16.35-13.49-10.66-7.77-5.10-2.280.683.957.5212.6420.55M59.45-2.39-14.60-24.55-34.60-37.53-40.59-37.07-31.48-21.550(2)门后段q=1.58t/m,P中=39.25t,P缝=26.79t,P1P10=6.46t,P11P15=12.91t0.00.10.20.30.40.50.60.70.80.91.0板上荷载qQ0-0.22-0.45-0.69-0.93-1.16-1.38-1.54-1.54-1.180M10.6610.4510.249.618.577.525.854.182.300.840P中Q-19.63-16.88-14.13-11.38-9.42-7.46-5.50-4.32-3.53-2.360M99.3076.7358.6845.1431.6022.5713.549.034.5100P缝Q00.270.540.801.612.684.026.7010.4516.6126.79M-61.62-64.70-61.62-61.62-61.62-58.54-55.46-49.29-40.05-24.650Q-19.63-16.83-14.04-11.27-8.74-5.94-2.860.845.3813.0726.79M48.3422.487.3-6.87-21.45-28.45-36.07-36.08-33.24-23.810边荷载P1P10Q00.521.061.622.232.833.373.813.862.990M-27.05-25.70-25.04-23.55-21.25-18.28-14.71-10.62-6.24-2.320P11P15Q00.170.340.530.700.810.920.970.950.670M-0.62-0.61-0.60-0.53-0.48-0.41-0.31-0.22-0.14-0.160Q00.691.402.152.933.644.294.784.813.660M-27.67-26.31-25.64-24.08-21.73-18.69-15.02-10.84-6.38-2.380叠加Q-19.63-16.14-12.64-9.12-5.81-2.301.435.6210.1916.7326.79M48.34-3.81-18.34-30.95-43.18-47.14-51.09-46.92-39.62-26.190(五)地震情况(顺河流方向)(1)门前段q=3.63t/m,P中=38.9t,P缝=25.2t,P1P10=8.64t,P11P15=17.28t0.00.10.20.30.40.50.60.70.80.91.0板上荷载qQ0-0.50-1.04-1.59-2.13-2.67-3.17-3.55-3.55-2.710M24.4824.0023.5222.0819.6817.2813.449.605.281.920P中Q-19.45-16.73-14.00-11.28-9.34-7.39-5.45-4.28-3.50-2.330M98.4276.0558.1644.7431.3122.3713.428.954.4700P缝Q00.250.500.761.512.523.786.309.8315.6225.20M-57.96-60.86-57.96-57.96-57.96-55.06-52.16-46.37-37.67-23.180Q-19.45-16.98-14.54-12.11-9.96-7.54-4.84-1.532.7810.5825.20M64.9439.1923.728.86-6.97-15.41-25.3-27.82-27.92-21.260边荷载P1P10Q00.701.422.172.993.784.515.115.164.000M-36.17-34.38-34.38-33.50-28.42-24.44-19.67-14.21-8.35-2.980P11P15Q00.220.450.710.931.091.231.301.280.900M-9.54-9.34-9.14-8.15-7.35-6.36-4.77-3.38-2.19-2.380Q00.921.872.883.924.875.746.416.444.900M-45.71-43.72-42.62-39.65-35.77-30.8-24.44-17.59-10.54-5.360叠加Q-19.45-16.06-12.67-9.23-6.04-2.670.94.889.2215.4825.20M64.94-4.53-18.9-30.79-42.74-46.21-49.74-45.41-38.46-26.620(2)门后段q=1.58t/m,P中=39.49t,P缝=26.98t,P1P10=6.49t,P11P15=12.98t0.00.10.20.30.40.50.60.70.80.91.0板上荷载qQ0-0.22-0.45-0.69-0.93-1.16-1.38-1.54-1.54-1.180M10.6610.4510.249.618.577.525.854.182.300.840P中Q-19.75-16.98-14.22-11.45-9.48-7.50-5.53-4.34-3.55-2.370M99.9177.2059.0445.4131.7922.7113.629.084.5400P缝Q00.270.540.801.622.704.056.7510.5216.7326.98M-61.05-65.16-62.05-62.05