一般涵洞工程数量计算范例

新沭河治理工程大浦第二抽水站引水涵洞工程计算书[初步设计阶段]审核：校核：计算：中水淮河工程有限责任公司2007年1月目录一水力计算 (2)1涵洞过水流量验算 (2)1.1 计算任务 (2)1.2 计算条件和依据 (2)1.2.1 计算条件 (2)1.2.2 设计依据 (2)1.3 计算过程 (2)1.3.1 计算流量系数m (2)1.3.2 判别长洞或短洞 (3)1.3.3 计算公式 (3)1.3.4 计算淹没系数σ (3)1.3.5 验算流量 (3)2、涵洞消能计算 (3)2.1计算任务 (3)2.2计算条件和依据 (3)2.3计算过程 (4)二稳定计算 (5)0.1计算任务 (5)0.2计算条件和依据 (5)0.2.1计算条件 (5)0.2.2设计依据 (6)1涵洞第二节洞身（控制段） (6)1.1计算过程 (6)2 清污机室整体稳定计算 (12)2.1计算过程 (12)3上游翼墙2-2断面 (16)3.1计算过程 (16)4 下游翼墙1-1断面 (21)4.1计算过程 (21)三、地基基础计算 (26)1、地质参数 (26)2、基础计算 (27)2.1涵洞控制段 (27)2.2涵洞进口段 (28)2.3清污机室 (29)2.4上游第一、二节翼墙 (30)2.5下游第一节翼墙 (30)2.6下游第二节翼墙 (31)四、涵洞结构内力计算 (31)一水力计算1涵洞过水流量验算计算任务大浦二站引水涵洞考虑结合一站原涵洞扩建，原涵洞设计流量40 m3/s,扩建后设计流量为100 m3/s,通过初拟扩建后涵洞的总尺寸进行流量验算。

计算条件和依据1.1.1计算条件（1）初拟尺寸：原涵洞长18m，涵洞3孔截面净尺寸3.6×3.35（宽×高），洞底坡降0.5%；新建涵洞长18m，3孔截面净尺寸3.6×3.35（宽×高），洞底坡降0.5%。

上游河道河底拓宽至47m，涵洞进口为圆弧翼墙，r=13m。

3米净跨径1.65米填土暗盖板涵整体计算一.盖板计算1.设计资料汽车荷载等级：公路-I级；环境类别：II类环境；净跨径：L0=3m；单侧搁置长度：0.2m；计算跨径：L=3.3m；填土高：H=1.65m；盖板板端厚d=30cm；盖板宽b=0.99m；保护层厚度c=25mm；混凝土强度等级为C30；轴心抗压强度f cd=13.8Mpa；轴心抗拉强度f td=1.39Mpa；主拉钢筋等级为Q235；抗拉强度设计值f sd=195Mpa；盖板容重γ1=26kN/m3；路面结构和填土的平均容重γ2=20kN/m3根据《公路圬工桥涵设计规范》(JTG D61-2005)中7.0.6关于涵洞结构的计算假定：盖板按两端简支的板计算，可不考虑涵台传来的水平力2.外力计算1) 永久作用(1) 竖向土压力q=γ2·H·b=20×1.6×0.99=31.68kN/m(2) 盖板自重g=γ1·d·b/100=26×30×0.99/100=7.722kN/m2) 由车辆荷载引起的垂直压力（可变作用）根据《公路桥涵设计通用规范》(JTG D60-2004)中4.3.4的规定：计算涵洞顶上车辆荷载引起的竖向土压力时，车轮按其着地面积的边缘向下做30°角分布。

当几个车轮的压力扩散线相重叠时，扩散面积以最外面的扩散线为准根据《公路桥涵设计通用规范》(JTG D60-2004)中4.3.1和4.3.2关于车辆荷载的规定，填料厚度等于或大于0.5m的涵洞不不计冲击力：一个后轮单边荷载横向分布宽度=0.6/2+1.65tan30o=1.25m＞1.3/2m（1.8/2m）故后轮垂直荷载分布宽度互相重叠，荷载横向分布宽度L a应按二辆车后轮外边至外边计算，即：L a=（0.6/2+1.65tan30）*2+（1.3+2*1.8）=7.41m＞l o一个车轮单边荷载纵向分布宽度=0.2/2+1.65tan30o=1.05m＞1.4/2m故纵向后轮垂直荷载分布长度互相重叠，荷载纵向分布宽度L b应按二轮（后轴）外边至外边计算，即：L b=（0.2/2+1.65tan30）*2+1.4=3.51m车轮重P=2*（2*140）=560kN车轮重压强Lq汽=P/L a/L b=560/7.41/3.51=21.53kN/m23.内力计算及荷载组合1) 由永久作用引起的内力跨中弯矩M1=(q+g)·L2/8=(31.68+7.722)×3.32/8=53.64kN·m边墙内侧边缘处剪力V1=(q+g)·L0/2=(31.68+7.722)×3/2=59.10kN2) 由车辆荷载引起的内力跨中弯矩M2= q汽·L2·b/8=21.53×3.32×0.99/8=29.01kN·m边墙内侧边缘处剪力V2= q汽·L0·b/2=21.53×3.0×0.99/2=31.97kN3) 作用效应组合根据《公路桥涵设计通用规范》(JTG D60-2004)中4.1.6关于作用效应组合的规定：跨中弯矩（安全等级为三级）γ0M d =0.9(1.2M 1+1.4M 2)=0.9×(1.2×53.64+1.4×29.01)=94.48kN ·m 边墙内侧边缘处剪力 γ0V d =0.9(1.2V 1+1.4V 2)=0.9×(1.2×59.10+1.4×31.97)=104.11kN4.持久状况承载能力极限状态计算1) 钢筋用量计算（正截面强度计算）根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG D62-2004)中5.2.2式得最小钢筋截面积A s :γ0M d =f sd A s （h o -bf f 21cd s sd A ×）钢筋直径d=20mm ，混凝土净保护层厚度25mm ，则 截面有效高度 h 0=d 1-c-2.0/2=30-2.5-1.0=26.5cm=265mm故 94.48*106=195*A s *（265-990*13.895121s A ×）解得 A s =1929mm 2 实际A s =2200mm 2，配置7Φ20 砼受压区高度x=f sd ·A s /f cd /b=195×2200/13.8/0.99=31.4mm ＜ξb ·h 0=0.56×265=148.4mm 砼受压区高度满足规范要求 2) 斜截面抗剪承载力验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG D62-2004)中5.2.9关于抗剪截面验算的规定:0.51×10-3·f cu,k0.5·b·h0=0.51×10-3×300.5×990×265=732.84kN≥γ0V d=104.11kN抗剪截面满足规范要求。

涵洞第一节涵洞类型及构造涵洞是为宣泄地面水流而设置的横穿路基的排水构造物，由洞身和洞口建筑两部分组成，如图5—l。

图5—l 涵洞的组成a)洞口b)洞身一．涵洞的分类（一）按建筑材料分1．石涵2．混凝土涵3．钢筋混凝土涵（二）按构造型式分1．圆管涵2．板涵3．拱涵4．箱涵（三）按洞顶填土的情况分明涵是指洞顶不填土或填土小于50cm的涵洞，适用于低路堤、浅沟渠；暗涵是指洞顶填土大于50厘米的涵洞，适用于高路堤、深沟渠。

（四）按水力性能分1．无压力式涵洞入口处水深小于洞口高度，有自由水面。

2．半压力式涵洞入口处水深大于洞口高度，水流仅在进水口处充满洞口，其它部分均具有自由水面。

3．压力式涵洞入口处水深大于洞口高度，在涵洞全长的范围内都充满水流，无自由水面。

4．倒虹吸管涵二、涵洞的构造（一）洞身构造1．圆管涵1)管身是管涵的主体部分，多采用钢筋混凝土预制安装，圆管涵洞身由分段的圆管节和支撑管节的基础垫层组成，见图5-2。

图5-2 圆管涵洞身①混凝土或浆砌片石基础如（图5-4a），一般用于土质较软弱的地基上。

②垫层基础在砂砾、卵石、碎石及密实均匀的粘土或砂土地基上，可做垫层基础，如图5—2。

③混凝土平整层在岩石地基上，可不作基础，在圆管下铺一层混凝土，其厚度一般为5cm，如图5-4 b)图5—4 圆管涵基础(尺寸单位：cm)a)软弱地基；b)混凝土平整面3）接缝及防水层圆管涵多采用预制拼装施工，为防圆管接头漏水，应作接缝处防水处理，其形式如下：①平口接头缝a．如图5-5a)，b．如图5-5b)，c．如图5—5c)，图5—5 平口接头缝②企口接头缝企口接头缝亦有三种形式，如图5—6。

图5—6 企口接头缝2．盖板涵洞身由盖板、涵台（墩）、基础、洞底铺砌、伸缩缝及防水层等部分组成（如图5-7）。

图5-7 盖板涵各组成部分1) 盖板盖板是涵洞的承重结构部分，其厚度一般为15cm～40cm。

做盖板石料强度等级应在40号以上。

涵洞计算设计说明一、圆管涵工程量的计算此例管涵为K0+120处的正交员管涵其孔径为1.25米，进出口形式采用八字墙形式，洞底中心标高为89.4米，路线设计标高为91.9米，路面边缘标高为91.855米，其计算图见后。

m=1.5n=5H=1.97mh=0.85mi=0.03a=1.62c=0.46涵长的计算;Li=[B:+m(H:-a)+c]/(1+im)=[6+1.5x(2.455-1.62)+0.46]/(1+0.03x1.5)=7.38mL=2L:=14.76m取L-15m1.翼墙墙身V=0.5cm(H'-h)+m(H-h)/6n=0.5x0.46x1.5x(1.97-0.85)+1.5x(1.97-0.85)/6x5)=1.44㎡两墙身=2x1.44=2.88m2.翼墙基础V==m(cte:+e:)(H-h)d+[m:/(2n:)](H-h)d+(cte:te.+h/n;)ed e:=12，ez=11，d=0.4，e=0.1V==1.5x(0.46+0.12+0.11)(1.97-0.85)*0.4+[1.5/(2*5)]x (1.97-0.85)x0.4+(0.46+0.12+0.11+0.85/5)x0.1*0.4V_=0.687m2V==2x0.687=1.374m3.进出口铺底V=2x(1.49+1.49+0.98x2)x(1.68+0.1)x0.5x0.25-1.95m4.截水墙V=2x{[1.49+2x0.98+1.49+2x(168+0.1-0.3)tg30]x0.3x0.5} x(0.6-0.25)=0.7m5.端墙墙身V=2x{0.4x(1.25+0.12+0.6)x(2x0.46+2x0.12+1.25)x0.745x0.4}=1.2m6.端墙基础V=2x[0.6x0.4x(2x0.46+2x0.12+1.25)]=1.2m7.15号混泥土帽石V=2x[(0.25x0.4-0.5x0.05x0.05)x(2.41+0.05x2)]=0.5m8.砂砾垫层V=0.3x2.75(7.33x2-2x0.4)=11.5m9.15号混泥土护管V=2.75x0.745x(7.33x2-2x0.4)-0.5x0.745x(7.33x2-0.4x2)=16.3m10.人工开挖土方V=30.5㎡二、盖板涵工程量的计算K1+030处涵洞为4x3的正交盖板涵，其洞口的进出口形式为采用八字墙形式，其洞底标高为89.0米，路面设计高为94.3米，其计算图式见后。

3、河床纵坡对八字翼墙长度影响的计算
1）正做洞口翼墙
计算公式（通用于正、斜交涵洞，但用于斜交涵洞时，式中m代m0代替）
上游下游
G上=m(H上-h上）/（1+mi0)G下=m(H下-h下）/（1-mi0)
2）斜做洞口翼墙（用于斜交涵洞之洞口帽石与路线平行时）
上游下游
G上=m(H上-h上）*cosφ/（cosφ+mi0)G下=m(H下-h下）*cosφ/（cosφ-mi0)
二、八字翼墙工程数量表编制说明及使用示例
1、墙身体积
V身=c*m0*(H2-h2)/2+m*(H3-h3)/6n0
对于斜坡端墙式洞口的大、小翼墙，式中H-h应分别为H1-h1及H2-h2，计算出的体积按大翼墙-(c*△*G)/2,小翼墙+(c*△*G2)/2修正。

2、一个墙基体积
V基=m0*(c+e1+e2)*(H-h)*d+m0*(H2-h2)*d/(2*n0)+(e1+e2+c+h/n0)*e*d
式中：d——八字翼墙基础厚度
3、一个翼墙顶面面积
A顶=c*(1+m02)1/2*(H-h)
对于斜坡端墙式洞口的大、小翼墙，因基顶面为斜面，故改按下式计算：
A’顶=A顶*(1+i2)1/2
4、河床纵坡影响的修正
当考虑河床纵坡影响时，翼墙各部工程数量可根据洞口正做与斜做的不同，相应地乘以cosφ/(cos φ±mi0)或1/（1±m0i0）。

板厚2.5板厚3板厚4板厚合计墙身宽2墙身宽2~2.5墙身宽2.5墙身宽3墙身宽3墙身宽4墙身宽4墙身宽4.5墙身宽合计墙身高20号砼台身基础总宽20号台身基础涵身铺砌体积0.21000.2100.70000000.7 1.7162.143 4.5145.8 2.835 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 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00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 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1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000 0000 1.6 1.6 1.6 1.600000000000。

涵洞工程量如何计算涵洞工程量如何计算？这个其实不复杂，今天小蚂蚁算量工厂为大家详细的说下（根据自身经验总结）。

盖板涵工程量如何计算？其实很简单，砼量可以用板来计算，钢筋可以在单构件里输入。

盖板涵指的是洞身由盖板、台帽、涵台、基础和伸缩缝等组成。

填土高度为1～8米，甚至可达12米。

在孔径较大和路堤较高时，盖板涵比拱涵造价高，但施工技术较简单，排洪能力较大，盖板可以集中制造。

一、盖板涵施工流程放样→基坑开挖→基底夯实→基础及垫层施工→基础钢筋制安装→基础模板安装→基础砼浇筑→涵身钢筋制安→涵身模板安装→涵身砼浇筑→预制，吊装盖板（现浇盖板）→附属工程施工。

1.放样：按照图纸，进行基础的定位放线，确定中线，边线及标高。

2.基坑开挖：首先按照安全、技术交底，人工开挖探沟，确认无任何管线后，方可采用挖掘机进行开挖，施工过程中防止超挖和保持边坡坡度正确，深度大于4m的盖板箱涵基坑，边坡用塑料薄膜覆盖进行防护。

机械开挖至接近设计坑底标高或边坡边界，预留300mm厚土层，人工配合开挖。

基坑周圈用编织袋装砂子堆积200mm高，基坑施工挖出的土方，堆到基槽边2m以外，高度不应超过1.5m。

施工时应加强对边坡和支撑的检查控制，车辆的行走离开坑边。

基坑挖好后，对坑底进行抄平、修整。

给水栓及排水槽:给水栓系统及站场排水槽，由于开挖深度、宽度小，宜选用行动灵活的小型轮胎式挖掘机进行基坑开挖。

挖除的土方堆放于基坑500mm以外，留作回填土用。

二、工程量计算工程量计算要分别计算涵洞底板、涵洞壁、盖板，都是以立方米计算。

涵洞工程量计算方法、公式：C20砼：（5.85-0.6)×1.2×29×2=365.4m3c30砼台帽：[(1.2-0.25)×0.35+(0.6-0.35)×1.2]×29×2=36.685m3 盖板：0.35×(4+0.25×2)×29=45.675m3C30水泥混凝土路面：3×0.18×29=15.66m3水泥稳定碎石基层：3×0.15×29=13.05m3砂砾垫层：3×0.67×29=58.29m3换填砂砾：8.64×1.5×29=375.84m3C25砼：1×（8.64-0.87×2）×29=200.1m3八字墙：V=1/2×0.58×(5.852-0.62)×0.58+0.58/0.6×3.75×(5.853-0.63)=10.85m310.85×4=43.4m3上面就是小蚂蚁根据自己的经验总结，希望能帮到大家，大家觉得有用可以参看下。