3 edition of **triangular profile weir with 1:2 upstream and downstream slopes** found in the catalog.

triangular profile weir with 1:2 upstream and downstream slopes

W. R. White

- 311 Want to read
- 31 Currently reading

Published
**1967**
by Hydraulics Research Station in Wallingford
.

Written in English

**Edition Notes**

Statement | by W. R. White and J. S. Burgess. |

Series | Report / Hydraulics Research Station -- INT 64 |

Contributions | Burgess, J. S., Hydraulics Research Station. |

ID Numbers | |
---|---|

Open Library | OL13794369M |

The upstream slope was designed so that sediment build-up would not reach the crest. The downstream slope was shallow enough to permit a hydraulic jump to form on the weir under modular flow condition, thus providing an integral energy dissipater; also under submerged conditions, losses are not too high and the afflux is minimized. For example, a measurement uncertainty of ± ft ( m) in a 90° triangular weir with a discharge of , , and 10 cfs results in a discharge accuracy of ± 18%, ± 7%, and ± 3%, respectively, as shown in table The discharge equation for triangular weirs is given in equation

I want to analyze a 6 km reach of a river, for which I've defined XS. The average reach slope is 2'4%. I know that 1km downstream this reach, average slope is around 1%, and also I know that 1km upstream my reach average slope is 4%. It isn't a mighty river, but a small one, full of vegetation, with an average flow of, let's say, 5 m3/seg. flow conditions using triangular profile weirs. The flow conditions considered are steady flows which are uniquely dependent on the upstream head and drowned flows which depend on downstream as well as upstream levels. 2 REFERENCES The following standards contain provisions which.

The metal plates forming the weir’s shape are quite thick (about 1/2 inch) to give the weir sufficient strength. A good construction practice seen on this Sutro weir, but recommended on all weir designs, is to bevel the downstream edge of the weir plate much like a standard orifice plate profile. The beveled edge provides a minimum-friction passageway for the liquid as it spills through the. Normal depth occurs upstream and downstream. • Rectangular culvert (b = 5 ft, n = ) added with concrete apron extending 10 feet downstream from culvert outlet. • Develop flow profile, especially downstream of the culvert, for Q = cfs.

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Thus, the upstream slope is mild. Similarly for S 0 2 =we find h 0 2 = m, thus the downstream slope is steep. We therefore anticipate critical depth to occur at the channel junction, with an M 2 profile upstream, and an S 2 profile downstream of the critical section, as shown in Fig.

Crump Weir. The Crump Weir has a triangular profile with upstream and downstream slopes of and respectively. See the diagram below. P1 is height of the crest above the bed of the upstream channel.

P2 is height of the crest above the bed of the downstream channel. The triangular profile may be the same as the Crump weir, upstream face and downstream, but a profile with both slopes is also used. This weir can also operate in the high non-modular flow range and several crest cross-sectional slopes have been calibrated.

Performance of Flow over a Weir with Sloped Upstream Face Shaker A. Jalil 1 and Sarhan A. Sarhan 1 1-Water Resources Department, College of Engine ering, University of Duhok, Kurdistan Region, I raq.

The flow of water over a trapezoidal, broad-crested, or embankment weir with varying upstream and downstream slopes has been investigated.

Data are presented comparing the effect of slopes of 2 H: 1 V, 1 H: 1 V and vertical in various combinations on the upstream and downstream faces of the weir. Pressure and surface profiles were self-similar for all cases tested.

Triangular weirs with crest slopes of 2 to 1, 3 to 1, and 5 to 1 are standard. A concrete apron is recommended downstream from the weir for a distance of two measuring heads to prevent erosion.

Water stage is measured relative to the weir Vnotch at a location 10 ft upstream from the centerline of the crest profile. Weir skimmers (Fig. ) include any device using gravity to drain oil from the water surface.A free floater, a weir is normally launched from a vessel, using a crane, and is guided by ropes.

The edge of the weir is positioned just below the upper slick surface allowing oil to flow over the weir edge into a collecting sump and then to be pumped to storage. USBR () suggests using the V-notch weir equations for the following conditions: Head (h) should be measured at a distance of at least 4h upstream of the weir.

It doesn't matter how thick the weir is except where water flows over the weir through the "V." The weir should be between and inches ( to 2 mm) thick in the V.

The "Cippoletti" weir is a trapezoidal weir, having 1 horizontal to 4 vertical side slopes, as shown in figure. The purpose of the slope, on the sides, is to obtain an increased discharge through the triangular portions of the weir, which, otherwise would have been decreased due to end contractions in the case of rectangular weirs.

rkm upstream of Barmby barrage). The weir was constructed in for river discharge monitoring purposes (redundant now due to ultrasonic gauging) and has a standard triangular profile ( upstream and downstream slopes), a head loss of m and discharge of m3 s-1 at a flow-exceedance value of Q weir with upstream and downstream slopes satisfying 1V:2H to study the effects of sloped faces on ﬂow regime.

They found that such a weir ’s discharge capacity is 15% greater than that of a. Triangular profile flat-V weir is a modification for the crump weir to measure a wider range of discharges by adopting a transverse symmetrical V-shaped crest, having small side-slopes (typicallyor ) in the planes normal to the flow direction (upstream and downstream.

weir of height m is constructed at the centre of the channel. Determine: (a) the depth far upstream of the weir; (b) the depth just upstream of the weir; (c) whether or not a region of supercritical gradually-varied flow exists downstream of the weir. = m = =15 3m −s1 J= m−1⁄3s 𝑧𝑤 𝑖 å= m 1 1/2 = = = 1 1/2.

Crump E S and Burkitt F H A new method of gauging stream flow with little afflux by means of a submerged weir of triangular profile Proc. of the Institution of Civil Engineers 1 Crossref White W R The Flat-Vee Triangular Profile Weir with Upstream and Downstream Slopes HR Wallingford Report INT 66 cited by [18] Google.

Example on Critical Flow: 2 A channel of rectangular section m wide, with n= and S 0= leads from a lake whose surface level is 6m above the channel bed at the lake outlet. Station, Wallingford investigated the characteristics of a triangular profile flat-V weir with cross-slopes of 1 -to and 1-to (For the two-dimensional triangular profile weir, see Section ) The profile in the direction of flow shows an upstream slope of 1-to-2 and a downstream slope of either 1-to-5 or 1-to-2 (Figure ).

The intersec. The authors applied the stage-discharge relationship [Eq. ()] proposed by Azimi and Rajaratnam to transverse weirs of finite crest length with sloping crests and upstream or downstream ramps (or both) for free flowsThe primary aim of the current discussion is to show the capability of using the Π-theorem of dimensional analysis and the self-similarity theory for developing the stage-discharge.

Broad-crested weir: C: Crump profile (triangular, upstream, downstream slopes) single-crest weir: CB: Compound broad-crested weir. The compounding may include a mixture of types such as rectangular profiles, flumes and Flat Vs (with or without divide walls) CC: Compound Crump weir: EM: Electromagnetic gauging station: EW.

Weirs are structures consisting of an obstruction such as a dam or bulkhead placed across the open channel with a specially shaped opening or notch. The flow rate over a weir is a function of the head on the weir.

Common weir constructions are the rectangular weir, the triangular or v-notch weir, and the broad-crested weir. The Crump weir has a triangular profile with the upstream slope as and the downstream slope as In South Africa it is recommended that the upstream water level gauging point should be double the height of the total design energy head (H d) from the crest of the weir.

The canal walls should be vertical, straight and parallel and should. The upstream corner is rounded in such a manner that flow separation does not occur.

Flow separation also can be avoided by using an upstream ramp which slopes between 2 - to - 1 and 3 - to - 1 (horz. to vert.). See Figure for a longitudinal profile. This upstream sloping face is a cost-effective solution if the weir is constructed in.Figure A uniform open-channel flow: the depth and the velocity profile is the same at all sections along the flow.

12 One kind of problem that is associated with uniform flow is what the channel slope will be if discharge Q, water depth d, and bed sediment size D are specified or imposed upon the flow.upstream end of the channel. Symmetrical rectangular profile weir of 88 mm, crest length mm and Symmetrical triangular profile weir of 75 mm and upstream slope VH, downstream slope VH were tested at two discharges cm3/s/cm and cm3/s/cm for rectangular weir and triangular weir respectively (Figure 3).