涵洞工程量如何计算
涵洞计算
【掌握】第一节 涵洞长度计算 【掌握】第二节 洞口建筑工程数量计 算
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第一节 涵洞长度计算
一、正交涵洞长度计算
c a i*L1
B1
B2
(H－i*L1－a)
(H + i*L2 －b) c
i*L2 b
L1
-
L2
L 1 B 1 (H a i1 L )m C
L1B1(H 1iam )mC
L1B1(H 1a iim 1B)mC
L 2 B 2 W ( H b i2 L i 1 W ) m C
L 2B 2W (H 1 ibm i1 W )m C
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2.i1和i方向相反时
L 1 B 1 W ( H a i1 W ) m C
L 1B 1W (H 1 ia m i1 W )m C
L 2 B 2 ( H b i2 L
3.涵洞与路线斜交，考虑路基纵坡影响时 HL1i2sia n
L 1B 1(H c a o a L 1 i2 sism ia n )m C
(a c i) L o m 1 L 1 i 2 s m sa i B 1 n ( H a ) m C
(3)墙顶面面积：
AC1m02(Hh)
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二、矩形护坡 1.矩形护坡的布置形式 （1）涵洞与路线正交 （2）涵洞与路线斜交： 正布置和斜布置（常用） 2.一个矩形护坡的体积计算 （1）矩形护坡体积
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① 片石砌体 V 1V 外 V 内 1 12 m(H n3H 03)
② 砂砾垫层
V2
t1 t
V1
③ 锥心填土
2. 翼墙的体积计算
（1）墙身体积：
单个翼墙外形：
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： 单个翼墙外形
涵洞八字墙工程量计算公式推导
涵洞八字墙工程量计算公式
推导
-标准化文件发布号：（9456-EUATWK-MWUB-WUNN-INNUL-DDQTY-KII
涵洞八字墙工程量计算公式推导
*注：因为常用平均面积法、切分法、棱台算法等计算法计算翼墙体积（砼用量），在长大翼墙计算过程中会随着长度增长误差也随着增长，若求精确故不可采用。
以下计算公式，均能精确到左右。
一、墙身体积计算公式
如下图所示的涵洞翼墙
、低令翼墙的顶宽为K、墙背坡为B、填土坡为T、墙高为X、（注：高的一端为X
高
的一端为X
）、翼墙低端基础宽J、基础的厚度为 H， X变量从翼墙的低端变化到翼低
墙的高端（如图中从1米变化到米），墙长与填土坡T相关，它随墙高增高而增长。
即：墙长=T(X高－X低)。
墙身体积计算公式推导如下：
将(2)式脱出积分公式整理得
二、墙身体积计算例
上图中K=、B=、T=、X 低=1、X 高=
339.875.36182.35.12182.346.05.113322=⨯-⨯+-⨯⨯=）（）（、体积 339.875
.36182.35.1246.023.4182.3233=⨯-⨯+⨯⨯+=）（）（、体积 三、基础体积计算公式
）（）（基础体积低高40dx X x x B
TH TJH ⎰+=- 将 (4)式脱出积分公式整理得
其实八字墙基础是底面为梯形的一个棱柱体
基础体积=梯形面积乘以高
四、基础体积计算例
上图中 T=、J=、H= 、X==
949.382.275
.326.05.182.26.018.15.112=⨯⨯⨯+⨯⨯⨯=、基础体积 947.36.02
23.418.193.12=⨯⨯+=）（、基础体积。
涵洞计算公式
第六章 涵洞设计与放样第一节 涵长计算一、正交涵洞长度计算（一）无超高加宽时： B 上=B 下=0.5BH —路基填土高度，涵底中心至路基边缘高度。
h 上、h 下——涵洞上下游洞口建筑高度。
m —路基边坡率 i0——涵底坡度L 上、L 下——涵洞上下游水平长度（m ）。
L 上=i0m 1h -H m ⋅++上）（上BL 下=i0m 1h -H m ⋅-+下）（下B涵洞总长L= L 上+L 下若缘石外低端不在路基边坡延长线时，h 上、h 下用h 上+t 、h 下+t 代替，t ——厚，a ——宽（二）有超高加宽时（设在平曲线内） 1、i0与i1方向一致 L 上=i0m 1i1B h -H m ⋅+⋅++）上（上BL 下=i0m 1W i1W h -H m ⋅-+⋅-+）下（下BB 上、B 下——半个标准路基宽 W ——路基加宽 涵洞总长L= L 上+L 下注意：路基的设计高为未超高加宽前路基内侧边缘点的高程。
图6-2有超高加宽时涵长计算12、i0与i1方向相反L 上=i0m 1i1h -H m ⋅+⋅-++）上（上W W BL 下=i0m 1i1B h -H m ⋅-⋅++）下（下B涵洞总长L= L 上+L 下（三）斜交斜做涵洞因：L 上•cos α=B 上+ m （H- h 上- L 上•i0）+a 所以： L 上=i0m c ah -H m ⋅+++αos B 上）（上同理：L 下=i0m c ah -H m ⋅-++αos B 下）（下实训项目：根据已知条件计算涵洞长度。
实训时间：2课时。
图6-3有超高加宽时涵长计算2图6-4斜交斜做涵长计算第二节 涵址测量一、 涵位中桩钉设直线上的涵位用花杆穿线的办法（经违仪）确定中桩，或用全站仪坐标法定设中桩。
曲线上的涵位用切线支距法定设中桩。
切线支距法步骤：1、预估ZY 到涵中心桩的曲线长。
2、查切线支距X 、Y ，或根据曲线长和偏角计算X 、Y 。
涵洞工程量如何计算
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。
涵洞计算公式
第六章 涵洞设计与放样第一节 涵长计算一、正交涵洞长度计算（一）无超高加宽时： B 上=B 下=0.5BH —路基填土高度，涵底中心至路基边缘高度。
h 上、h 下——涵洞上下游洞口建筑高度。
m —路基边坡率 i0——涵底坡度L 上、L 下——涵洞上下游水平长度（m ）。
L 上=i0m 1h -H m ⋅++上）（上BL 下=i0m 1h -H m ⋅-+下）（下B涵洞总长L= L 上+L 下若缘石外低端不在路基边坡延长线时，h 上、h 下用h 上+t 、h 下+t 代替，t ——厚，a ——宽（二）有超高加宽时（设在平曲线内） 1、i0与i1方向一致 L 上=i0m 1i1B h -H m ⋅+⋅++）上（上BL 下=i0m 1W i1W h -H m ⋅-+⋅-+）下（下BB 上、B 下——半个标准路基宽 W ——路基加宽 涵洞总长L= L 上+L 下注意：路基的设计高为未超高加宽前路基内侧边缘点的高程。
图6-2有超高加宽时涵长计算12、i0与i1方向相反L 上=i0m 1i1h -H m ⋅+⋅-++）上（上W W BL 下=i0m 1i1B h -H m ⋅-⋅++）下（下B涵洞总长L= L 上+L 下（三）斜交斜做涵洞因：L 上•cos α=B 上+ m （H- h 上- L 上•i0）+a 所以： L 上=i0m c ah -H m ⋅+++αos B 上）（上同理：L 下=i0m c ah -H m ⋅-++αos B 下）（下实训项目：根据已知条件计算涵洞长度。
实训时间：2课时。
图6-3有超高加宽时涵长计算2图6-4斜交斜做涵长计算第二节 涵址测量一、 涵位中桩钉设直线上的涵位用花杆穿线的办法（经违仪）确定中桩，或用全站仪坐标法定设中桩。
曲线上的涵位用切线支距法定设中桩。
切线支距法步骤：1、预估ZY 到涵中心桩的曲线长。
2、查切线支距X 、Y ，或根据曲线长和偏角计算X 、Y 。
涵洞计算公式
第六章 涵洞设计与放样第一节 涵长计算一、正交涵洞长度计算〔一〕无超高加宽时： B 上=B 下=0.5B H —路基填土高度，涵底中心至路基边缘高度。
h 上、h 下——涵洞上下游洞口建筑高度。
m —路基边坡率 i0——涵底坡度L 上、L 下——涵洞上下游水平长度〔m 〕。
L 上=i0m 1h -H m ⋅++上）（上BL 下=i0m 1h -H m ⋅-+下）（下B涵洞总长L= L 上+L 下假设缘石外低端不在路基边坡延长线时，h 上、h 下用h 上+t 、h 下+t 代替，t ——厚，a ——宽〔二〕有超高加宽时〔设在平曲线内〕 1、i0与i1方向一致图6-1无超高加宽时涵长计算L 上=i0m 1i1B h -H m ⋅+⋅++）上（上BL 下=i0m 1Wi1W h -H m ⋅-+⋅-+）下（下BB 上、B 下——半个标准路基宽 W ——路基加宽 涵洞总长L= L 上+L 下注意：路基的设计高为未超高加宽前路基内侧边缘点的高程。
2、i0与i1方向相反 L 上=i0m 1i1h -H m ⋅+⋅-++）上（上W W BL 下=i0m 1i1B h -H m ⋅-⋅++）下（下B涵洞总长L= L 上+L 下〔三〕斜交斜做涵洞因：L 上•cos α=B 上+m 〔H- h 上- L 上•i0〕+a 所以：L 上=i0m c a h -H m ⋅+++αos B 上）（上同理：L 下=i0m c ah -H m ⋅-++αos B 下）（下图6-2有超高加宽时涵长计算1图6-3有超高加宽时涵长计算2图6-4斜交斜做涵长计算实训工程：根据条件计算涵洞长度。
实训时间：2课时。
第二节涵址测量一、涵位中桩钉设直线上的涵位用花杆穿线的方法〔经违仪〕确定中桩，或用全站仪坐标法定设中桩。
曲线上的涵位用切线支距法定设中桩。
切线支距法步骤：1、预估ZY到涵中心桩的曲线长。
2、查切线支距X 、Y ，或根据曲线长和偏角计算X 、Y 。
涵洞计算设计说明
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。
涵洞八字墙工程量计算公式推导之欧阳数创编
涵洞八字墙工程量计算公式推导时间：2021.03.02 创作：欧阳数
*注：因为常用平均面积法、切分法、棱台算法等计算法计算翼墙体积（砼用量），在长大翼墙计算过程中会随着长度增长误差也随着增长，若求精确故不可采用。
以下计算公式，均能精确到0.01m3左右。
一、墙身体积计算公式
如下图所示的涵洞翼墙
令翼墙的顶宽为K、墙背坡为B、填土坡为T、墙高为X、（注：高的一端为X高、低的一端为X低）、翼墙低端基础宽J、基础的厚度为H，X变量从翼墙的低端变化到翼墙的高端（如图中从1米变化到3.82米），墙长与填土坡T相关，它随墙高增高而增长。
即：墙长=T(X高－X低)。
墙身体积计算公式推导如下：
将(2)式脱出积分公式整理得
二、墙身体积计算例
上图中K=0.46、B=3.75、T=1.5、X低=1、X高=3.82三、基础体积计算公式
将(4)式脱出积分公式整理得
其实八字墙基础是底面为梯形的一个棱柱体
基础体积=梯形面积乘以高
四、基础体积计算例
上图中T=1.5、J=1.18、H=0.6 、X=3.821=2.82。
各种涵洞工程图识图算量
各种涵洞工程图识图算量下面是给大家带来关于涵洞工程图的相关内容，以供参考。
涵洞是常见的道路工程泄水构筑物。
涵洞结构复杂多变，识读工程图让人摸不着头脑，经常由于尺寸判断失误而造成工程返工。
下面我们就带你深入认识各种涵洞，用3D模型图手把手教你怎么识读涵洞工程图及工程量计算。
下图左为某段道路一正在施工中的盖板涵洞，下图右为石拱涵洞。
涵洞分类(1)按建筑材料分类涵洞按建筑材料分类有钢筋混凝土涵、混凝土涵、砖涵、石涵、木涵、金属涵等。
(2)按构造形式分类涵洞按构造形式分为圆管涵、拱涵、箱涵、盖板涵等，工程上多用此类分法。
(3)按孔数分类涵洞按孔数分有单孔、双孔、多孔等。
(4)按洞顶有无覆盖土分类涵洞可分为明涵和暗涵(洞顶填土大于50cm)等。
涵洞组成涵洞是由洞口、洞身和基础三部分组成的排水构筑物。
如下图所示为钢筋混凝土圆管涵立体分解图，从中可以了解涵洞各部分的名称、位置和构造。
涵洞工程图涵洞从路面下方穿过道路，埋置于路基土层中，尽管涵洞的种类很多，但图示方法基本相同。
涵洞工程图主要由立面图(纵剖面图)、平面图、侧面图和必要的构造详图(如涵身断面图、构件钢筋结构图、翼墙断面图)、工程数量表、附注等组成，各种图形表达涵洞的结构形状及尺寸，工程数量表给出全涵各构件的材料及数量，附注说明一些图中无法表达的内容，如尺寸单位、施工方法和注意事项等。
工程图特点(1)在图示表达时，涵洞工程图以水流方向为纵向(即与路线前进方向垂直布置)，并以纵剖面图代替立面图，剖切平面通过涵洞轴线。
(2)平面图一般不考虑涵洞上方的覆土，或假想土层是透明的。
平面图上有时不画出洞身基础的投影，而在立面图和断面图中表达。
(3)洞口正面布置图在侧面投影图位置作为侧面图，当进、出水洞口形状不一样时，则需分别画出其进、出水洞口布置图。
(4)洞身断面图、钢筋布置图、翼墙断面图等也可能在另一张图中表达。
读图方法先概括了解，后深入细读；先整体、后局部，再综合起来想象整体。
涵洞计算公式
第六章 涵洞设计与放样第一节 涵长计算一、正交涵洞长度计算（一）无超高加宽时： B 上=B 下=0.5BH —路基填土高度，涵底中心至路基边缘高度。
h 上、h 下——涵洞上下游洞口建筑高度。
m —路基边坡率 i0——涵底坡度L 上、L 下——涵洞上下游水平长度（m ）。
L 上=i0m 1h -H m ⋅++上）（上BL 下=i0m 1h -H m ⋅-+下）（下B涵洞总长L= L 上+L 下若缘石外低端不在路基边坡延长线时，h 上、h 下用h 上+t 、h 下+t 代替，t ——厚，a ——宽（二）有超高加宽时（设在平曲线内） 1、i0与i1方向一致 L 上=i0m 1i1B h -H m ⋅+⋅++）上（上BL 下=i0m 1W i1W h -H m ⋅-+⋅-+）下（下BB 上、B 下——半个标准路基宽 W ——路基加宽 涵洞总长L= L 上+L 下注意：路基的设计高为未超高加宽前路基内侧边缘点的高程。
图6-2有超高加宽时涵长计算12、i0与i1方向相反L 上=i0m 1i1h -H m ⋅+⋅-++）上（上W W BL 下=i0m 1i1B h -H m ⋅-⋅++）下（下B涵洞总长L= L 上+L 下（三）斜交斜做涵洞因：L 上•cos α=B 上+ m （H- h 上- L 上•i0）+a 所以： L 上=i0m c ah -H m ⋅+++αos B 上）（上同理：L 下=i0m c ah -H m ⋅-++αos B 下）（下实训项目：根据已知条件计算涵洞长度。
实训时间：2课时。
图6-3有超高加宽时涵长计算2图6-4斜交斜做涵长计算第二节 涵址测量一、 涵位中桩钉设直线上的涵位用花杆穿线的办法（经违仪）确定中桩，或用全站仪坐标法定设中桩。
曲线上的涵位用切线支距法定设中桩。
切线支距法步骤：1、预估ZY 到涵中心桩的曲线长。
2、查切线支距X 、Y ，或根据曲线长和偏角计算X 、Y 。
(完整word版)涵洞八字墙工程量计算公式推导
涵洞八字墙工程量计算公式推导
*注：因为常用平均面积法、切分法、棱台算法等计算法计算翼墙体积（砼用量），在长大翼墙计算过程中会随着长度增长误差也随着增长，若求精确故不可采用。
以下计算公式，均能精确到0.01m3左右。
一、墙身体积计算公式
如下图所示的涵洞翼墙
、低令翼墙的顶宽为K、墙背坡为B、填土坡为T、墙高为X、（注：高的一端为X
高）、翼墙低端基础宽J、基础的厚度为 H， X变量从翼墙的低端变化到翼的一端为X
低
墙的高端（如图中从1米变化到3.82米），墙长与填土坡T相关，它随墙高增高而增长。
即：墙长=T(X高－X低)。
墙身体积计算公式推导如下：
将(2)式脱出积分公式整理得
二、墙身体积计算例
上图中K=0.46、B=3.75、T=1.5、X 低=1、X 高=3.82
339.875
.36182.35.12182.346.05.113322=⨯-⨯+-⨯⨯=）（）（、体积 339.875
.36182.35.1246.023.4182.3233=⨯-⨯+⨯⨯+=）（）（、体积 三、基础体积计算公式
）（）（基础体积低高40dx X x x B
TH TJH ⎰+=- 将 (4)式脱出积分公式整理得
其实八字墙基础是底面为梯形的一个棱柱体
基础体积=梯形面积乘以高
四、基础体积计算例
上图中 T=1.5、J=1.18、H=0.6 、X=3.82-1=2.82
949.382.275
.326.05.182.26.018.15.112=⨯⨯⨯+⨯⨯⨯=、基础体积 947.36.02
23.418.193.12=⨯⨯+=）（、基础体积。
涵洞八字墙工程量计算公式推导
涵洞八字墙工程量计算公式推导(总2页)--本页仅作为文档封面，使用时请直接删除即可----内页可以根据需求调整合适字体及大小--涵洞八字墙工程量计算公式推导*注：因为常用平均面积法、切分法、棱台算法等计算法计算翼墙体积（砼用量），在长大翼墙计算过程中会随着长度增长误差也随着增长，若求精确故不可采用。
以下计算公式，均能精确到左右。
一、墙身体积计算公式如下图所示的涵洞翼墙、低令翼墙的顶宽为K、墙背坡为B、填土坡为T、墙高为X、（注：高的一端为X高的一端为X）、翼墙低端基础宽J、基础的厚度为H，X变量从翼墙的低端变化到低翼墙的高端（如图中从1米变化到米），墙长与填土坡T相关，它随墙高增高而增长。
即：墙长=T(X高－X低)。
墙身体积计算公式推导如下：将(2)式脱出积分公式整理得二、墙身体积计算例上图中K=、B=、T=、X 低=1、X 高=339.875.36182.35.12182.346.05.113322=⨯-⨯+-⨯⨯=）（）（、体积 339.875.36182.35.1246.023.4182.3233=⨯-⨯+⨯⨯+=）（）（、体积 三、基础体积计算公式）（）（基础体积低高40dx X x x BTH TJH ⎰+=- 将 (4)式脱出积分公式整理得其实八字墙基础是底面为梯形的一个棱柱体基础体积=梯形面积乘以高四、基础体积计算例上图中 T=、J=、H= 、X==949.382.275.326.05.182.26.018.15.112=⨯⨯⨯+⨯⨯⨯=、基础体积 947.36.0223.418.193.12=⨯⨯+=）（、基础体积。
涵洞工程量计算
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 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.05000000000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000 00000000000000.050000出口正翼墙背坡出口反翼墙背坡进正翼墙大墙背宽进正翼墙小墙背宽进反翼墙大墙背宽进反翼墙小墙背宽出正翼墙大墙背宽出正翼墙小墙背宽出反翼墙大墙背宽出反翼墙小墙背宽进正翼墙大墙底宽进正翼墙小墙底宽进反翼墙大墙底宽进反翼墙小墙底宽出正翼墙大墙底宽出正翼墙小墙底宽出反翼墙大墙底宽出反翼墙小墙底宽进口八字墙G4400000.4280.1630.4280.1630.40.40.40.40.8280.5630.8280.5630 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 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00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.4000000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40出口八字墙G 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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 1.6000000000000000 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 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。
涵洞工程量计算.xls
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00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-000000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0 00000000000000.05000-0出口正翼墙背坡出口反翼墙背坡进正翼墙大墙背宽进正翼墙小墙背宽进反翼墙大墙背宽进反翼墙小墙背宽出正翼墙大墙背宽出正翼墙小墙背宽出反翼墙大墙背宽出反翼墙小墙背宽进正翼墙大墙底宽进正翼墙小墙底宽进反翼墙大墙底宽进反翼墙小墙底宽出正翼墙大墙底宽出正翼墙小墙底宽出反翼墙大墙底宽出反翼墙小墙底宽进口八字墙G4400000.4280.1630.4280.1630.40.40.40.40.8280.5630.8280.5630 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 00000000000.40.40.40.40.40.40.40.40 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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 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 1.6000000000000000 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 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。
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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=365.4m3
c30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=45.675m3
C30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=375.84m3
C25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。
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