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29.6.2 CONSTRUCTION ANALYSIS ....................... 5

(A) RIO ARRIBA SUBCRYTIC FLUID
CONSTRUCTION ................................................... 5
(B) RIO UP CONSTRUCTION WITH
SUPERCRYTICAL FLOW ......................................... 6

FACULTAD DE INGENIERÍA 29.7 CURVES AND CONFLUENCES .................. 6

ESCUELA PROFESIONAL DE INGENIERÍA (A) SUBCRYTIC CURVES.................................. 6
CIVIL
(B) SUPERCRYTIC CURVES .............................. 6
29.7.2 CONFLUENCES .................................... 7
TEMA:
RESUMEN EJECUTIVO (A) DESIGN OF CONFIRMATION OF SUBCRYTIC
“MANUAL DE MANEJO DE AGUAS FLOW ............................................................ 7
PLUVIALES URBANAS - SIFONES” (B) SUPERCRITICAL FLOW IN CONFLUENCES ... 7
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29.8 SIDE OVERFLOWERS............................... 7
Docente: MSc. Ing. JOSÉ ARBULÚ 29.8.2 DESIGN PRACTICES ................................... 7
RAMOS. (A) SURFACE OF WATER FALLING ........................ 7

29.9 FLOW DIVIDER ....................................... 8

Integrantes:
29.10 FLOW SPARKLER .................................. 9
 LEON VILLALOBOS, Carlos D. 29.10.1 GENERAL DESIGN CRITERIA .................... 9
 MEDINA OLANO, Willians. 29.10.2 DESIGN CRITERIA FOR FLOW DISPERSION
 RAMIREZ FERNANDEZ, Diego. OPTIONS ............................................................... 9

Pimentel, 21 de Junio de 2017 29.11. SIPHONES ........................................... 9

29.11.1 SIPHONS OF A BARREL............................ 9
INDICE 29.11.2 MULTI BARRIL SIPHONS ....................... 10
29.11.3 CRITERIA AND PRACTICES OF DESIGN .. 10
29. HYDRAULIC STRUCTURES ....................... 2
BIBLIOGRAFÍA ........................................... 10
29.1 INTRODUCTION ..................................... 2
29.2 EROSION LOCKING AND PROTECTION ..... 2
29.3 ENERGY DISPERSERS .............................. 2
29.3.1 COUNTERTOPS FOR DUCT EXITS .............. 2
29.3.2 REMAINING WATERS................................ 3
1. DESIGN CONSIDERATIONS .............................. 3
1.1 JUMP POSITION:........................................ 3
1.2 CONDITIONS OF DOWNLOAD WATER: ..... 3
1.3 TYPES OF HYDRAULIC JUMPS: .................. 3
1. HEAT CONTROL ................................................ 3
2. SHOCK ABSORBER ........................................... 3
29.3.3 SIMPLE ENERGY DISPERSING TESTERS ..... 4
29.3.4 CRITERIA AND PRACTICES OF DESIGN ..... 4

29.4 FALLING STRUCTURES ............................ 5

29.5 RAINWATER DRAINS .............................. 5
29.6 TRANSITIONS AND CONSTRICTIONS ....... 5
29.6.1 ANALYSIS TRANSITION ............................. 5
(A) SUBCRYTIC TRANSITIONS .......................... 5
(B) SUPERCRYTIC TRANSITION ANALYSIS ....... 5

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29. HYDRAULIC STRUCTURES The main difference between energy dissipators and fall
29.1 INTRODUCTION structures is to reduce high speeds in critical locations
Hydraulic structures are used to positively control the by hydraulic jumps, while the latter are used for vertical
flow of water velocities, directions and depths, structures to reduce channel track control.
elevation and pendant of the bed of the stream, and the 29.3.1 COUNTERTOPS FOR DUCT EXITS
general configuration of a maintenance and stability of
The most commonly used are power dissipators
your watercourse.
breakwater basins (Figure 29.3). Its advantages include
Many of the structures are special and expensive, simplicity, low cost, and wide application. The Riprap
requiring a thorough and thorough hydraulic placed in the basin should be inspected and repaired, if
engineering judgment. Correct application of hydraulic necessary, after heavy storms. The median diameter of
the stone estimated based on the velocity of the outlet
structures can reduce initial and future maintenance
pipe or as shown in McLaughlin Water Sewer Engineers
costs Change the character of the flow to suit project
(1986) and the AASHTO Drainage Manual (1987). The
needs, and reduce the size and cost of related facilities. length of the basin is estimated based on the width or
The shape, size and other characteristics of a hydraulic diameter of the conduit. The depth of the basin is based
on the average stone diameter.
structure can vary widely for different projects, in the
perform functions. Hydraulic design govern the final
design of all structures design.

29.2 EROSION LOCKING AND PROTECTION

When the flow rate in an outlet conduit exceeds the
maximum allowable speed for the local floor or channel
coating, channel protection is required. This protection
consists of a resistant erosion between the outlet and
the stable downstream. The design of the protection is
based on a 20-year period of runoff design events.

29.3 ENERGY DISPERSERS

Energy sinks are required in the vicinity of hydraulic
structures where high-impact, erosive loads are (A) Central line section
expected to be severe forces and undermining.

Energy sinks are required in the vicinity of hydraulic

structures where high-impact, erosive loads are
expected to be severe forces and undermining.

The basic hydraulic parameters tell the flow rate, and it

is used in relation to energy in general heatsinks, and
heatsinks in particular.

The Froude number is a ratio of the flow velocity and the

CELERITY waves. In rectangular channels, the equation (B) Plant mean
is rewritten in the form:

Where: B = channel width (m) Q = discharge (m3 / s) g =

acceleration (9.81 m / s 2) d m = average hydraulic depth
(m).

Energy dissipation structures act as transitions,

Reducing high flow rates under an existing range of
flows. Energy Sinks act as a tranquilizer. The use of Figure 29.3 Riprap Typical Basin: (a) the centerline
power dissipators in common hydraulic structures section and (b) a half plan: W0 = sewer pipe diameter
downstream of the common channel can not be used for, sewer barrel width, or pipe-arch handoff period
alone, protecting potential damage (Federal Highway Administration Of the United States,
1983).

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29.3.2 REMAINING WATERS Figure 29.4 Types of hydraulic jumps, Horizontal lengths
If a hydraulic jump is used for power dissipation, it and channels of impression (Bradley and Peterka, 1957,
should not be limited to a heavily shielded channel Chow, 1959).
protected by a solid concrete surface to resist. Since the
1. HEAT CONTROL
cost of structural concrete is relatively high, the length
of the hydraulic hop is controlled by the accessories to The jumps can be controlled by accessories, ramp blocks
stabilize the hop action and the safety factor of the tang. and baffles. The purpose of a crossbar located at the end
of a cushion bowl is to induce a jump and to control its
1. DESIGN CONSIDERATIONS formation under the most probable position.
There are considerations included to print the design of
Its function is to ply the incoming jet and lift a portion of
hydraulic jumps and sedimentation tanks (Chow, 1959;
it from the ground, producing a shorter length of jump.
US DOT, 1983):
Spring deflector blocks are placed in intermediate
1.1 JUMP POSITION:
positions Across the floor of the basin to dissipate the
There are three alternative positions or patterns to
energy mostly by affecting direct action. They are for
allow a hydraulic jump downstream of the transition in
small structures with low flow rates. High flow velocities
the channel. These positions are controlled
give rise to the action of cavitation on the pillars and soil
downstream.
of the downstream basin.
1.2 CONDITIONS OF DOWNLOAD WATER:
2. SHOCK ABSORBER
Due to downstream fluctuations, in the discharge
The three main categories of watersheds are used for a
complicate the design procedure. They are taken into
range of hydraulic conditions. Design details can be
account by the classification of NEN downstream using
found in the AASHTO Drainage Manual (1987), Chow
discharge water conditions and hydraulic jump.
(1959), and the United States Department of
1.3 TYPES OF HYDRAULIC JUMPS: Transportation (1983).
Summarized in Figure 29.4 are produced oscillating
 The SAF ("St. Anthony Falls" cushion bowl)
jumps in a range of Froude numbers from 2.5 to 4.5 are
(Chow 1959): This basin, shown in Figure 29.5,
the best, specially designed wave suppressors that are
is recommended for use in spillway structures
avoided are used to reduce the impact of waves.
Small and output works in which the number of Froude
The higher the Froude number, the greater the
between 1.7 and 17.
downstream effect on the jump.

(A) Trapezoidal calming elevation of the basin

Figure 29.5 Proportions of the SAF basin (Chow, 1959).

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 The UBSR Stilling Basin II: This basin, shown in

Figure 29.6, is recommended for use with
jumps with Froude numbers greater than 4.5 in
large landfills and canals.

Figure 29.9 Headwall power dissipation standard, Type

II (ASCE, 1992).

Figure 29.6 Basin Ratios II USBR (Chow, 1959).

 The UBSR bowl shock absorber IV: This basin,

shown in Figure 29.7, where jumps are used are
imperfect or where oscillation waves occur
with Froude numbers between 2.5 to 4.5.

(A) Front lift

Figure 29.7 Ratio of the USBR IV basin (Chow, 1959).

(B) Lateral lift
29.3.3 SIMPLE ENERGY DISPERSING TESTERS
Another simple type of energy dissipator used is a Figure 29.10 Standard Power Dissipate Headwall, Type
voltage dissipation circuit. The three typical ends are III (ASCE, 1992).
shown in Figures 29.8 to 29.10.
29.3.4 CRITERIA AND PRACTICES OF DESIGN
Most of the design criteria for calming basin are
dissipating included in the previous paragraphs. Table
29.1 provides a summary of the selected parameters,
and by preliminary identification of alternative types of
dissipative energy.

Due to the great variety and combination of types of

power dissipators and accessories, the revision
references should not designer available in detail to
arrive at a suitable design for the field with specific
conditions.
Figure 29.8 Energy dissipation standard Type Headwall I
(Chow, 1959).

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Table 29.1 Sinking Criteria (US Department of purposefully accelerate the flow that can be carried by a
Transportation, 1983). high Specialized Transport Speed. Constraints can
significantly restrict and reduce transportation in a
beneficial or harmful manner. For example, a bridge, box
Sewer, seam or other constriction upstream flooding by
advancing too far into the flood plain transport, in
another situation, a hydraulic control structure can be
employed to deliberately induce in a spill upstream
installation Of storage.
The purpose of this section is to briefly describe typical
Stored Design for Transitional Structures and
Construction to be required for engineering waterways.

29.6.1 ANALYSIS TRANSITION

(A) SUBCRYTIC TRANSITIONS
Transitions involve localized to subcritical flow What
bank or cladding configurations allow the change in the
produce a cross-section and surface water-based
profiles gradually varied from flow? The energy lost
through a transition is a function of friction and
turbulence. The intent is often to minimize friction
losses and / or intent to minimize erosion trends.
29.4 FALLING STRUCTURES
Examples include trapezoidal transitions and
Vertical fall structures are controlled transitions for rectangular sections, modest transitions in bridges
energy dissipation in steep channels where Riprap or where a small change occurs in the cross section.
other energy dissipation structures are not as profitable.
They construct structures of fall of the concrete zones of
(B) SUPERCRYTIC TRANSITION ANALYSIS
the forces that intervene, Riprap or Gavión calming
basins in which the physical, economic, and other Supercritical transitions are beyond the scope of this
conditions allow it. manual analysis and require a special used. The
The choice of a design depends on the type and configuration of a supercritical transition is entirely
dimensions of the discharge unit, q, the fall in height, h, subcritical transitions. Incorrectly designed intervention
and the depth of the discharge water, TW. In and configured transitions, produces supercritical shock
consideration the design should not take the flow waves patterns more result in overflow and channel
geometry undisturbed. If the landfill (Crest overflow) other hydraulic and structural problems.
length HON the width of the access channel, the channel
approach designed to reduce the effect of the final 29.6.2 CONSTRUCTION ANALYSIS
contractions avoid undercutting. (A) RIO ARRIBA SUBCRYTIC FLUID CONSTRUCTION
The two most common are vertical open channel drops There are a variety of structures constraints. They may
straight drop inlet structure and box structure. include bridges, sewers, fall structures, and flow
measuring devices. Constraints of various types are
29.5 RAINWATER DRAINS intentionally used for bed and upstream stability
All stormwater drains have an outlet from a locality control.
where drainage system is discharged from the local
The constrictions used for flow control or flow depth
stream. The point of discharge or drainage may be a
measurement devices require a high degree of
natural river or stream, or an existing or proposed
precision. Design information available to ensure a high
rainwater drainage or channel. He
degree of accuracy is limited. It is advisable to use tested
models or prototypes tested designs. As a secondary
Procedure for calculating the hydraulic grade through a
option, adjustable edge plates or other components can
drainage system starts at the outfall. Therefore, the
be provided to allow subsequent changes at minimal
Emissions Consideration conditions is an important part
cost if the facilities constructed need to be refined.
of the stormwater collector design.

29.6 TRANSITIONS AND CONSTRICTIONS

Channel transitions are used to alter the geometry of
the cross-section, to allow the Channel Within a
narrower to accommodate the right-of-way, or

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others illustrate flow patterns, cantilever, and backflow

or flow resistance characteristics. Peralte Refers to an
increase in surface water on the outer side of the curve.
Indeed, the fold may behave as a contraction, causing
backwater upstream and in accelerated velocity zones,
with high possibility of erosion on the outside of the
curve and other locations. Important parasitic currents,
scrubbing, sedimentation, and loss of effective
transport, may occur within the curve.
Aligned concrete canals can be significantly affected by
heaving the surface of the water. The designer always
add cant for the design of the dead canal work. The
equation of the amount of cant of the surface of the
water, y, that takes place is given as:

Where,
C = coefficient, 0.5 for general subcritical flow
V = average channel velocity (m / s)
T = width of the water surface in the channel (m)
G = acceleration of gravity (9.81 m / s2)
R = Line radius radius (m)
Figure 29.14 Transition types (UDFCD, 1969).
(B) SUPERCRYTIC CURVES
Situations are presented where it is special to enter
(B) RIO UP CONSTRUCTION WITH SUPERCRYTICAL supercritical flows a curved channel, for example:
FLOW  At confluences where a channel is largely
This situation is highly complex and beyond the scope of empty, and the incoming flow expands and
this manual. Shockwaves or potential causers of high becomes supercritical.
strangulated flow or a backwater upstream hydraulic  In a closed curve in a sloped conduit inherently
jump are the main concerns. The situation is to be leads to supercritical conditions. That drop to
avoided in urban drainage Due to inherent instabilities. the channel inevitably ends in a curve.

29.7 CURVES AND CONFLUENCES The key to take into account is shockwaves, what? There
Structural or design considerations. This discussion is are two types, positive and negative. On the outside of
These types of limited structures as they are associated an angular curve, a positive shock wave will be that
with generally hydraulic performance criteria results in an increase occurring on the surface of the
recommended plus engineering for tracks. Extensive water. The wave is stationary and crosses the inside of
study, specialized modeling, and / or sewing analysis For the channel, and then can continue to reflect back and
these situations it is required. Channel confluences are forth. Where the flow passes to the angular curve inside,
commonly in the design. The flow rates can vary over a separation will occur and a negative shock wave or
time disproportionately high discharge flows from the drop into the water will occur surface. This negative will
upstream channel interference In downstream channel wave of stationary shock cross to the outside of the
is at the high or low level, the confluence geometry, The channel. Both shock waves will continue to reflect on the
consequences important condition can get, supercritical walls, at a time very disturbed flow pattern. A basic
flow And hydraulic jump conditions, and the result in the technique is to configure the control geometry caused
need for structures. to bend, the positive shock wave intersects the point
The main emphasis of this section is the subcritical flow where the negative wave propagates. A curve requires
conditions. Since supercritical conditions can occur in two deviations on the outside and one on the inner arc.
various situations. A beneficial aspect of the shockwave is how a few turns
that translate into an increase occur on the surface of
(A) SUBCRYTIC CURVES the water. The wave is stationary and crosses the inside
Subcritical curves should have minimal curvatures in of the channel, and then can continue to reflect back and
Chapters 25 and 26. Chow, 1959, Rouse, 1949, and forth.

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A curve requires two deviations on the outside and one 29.8 SIDE OVERFLOWERS
on the inner arc. A beneficial aspect of the shockwave is The lateral overflow dams facilitate overflow and
to flow in a predictable pattern and the channel walls do diversion of rainwater by directing the discharge away
not have more force imposed on others of true identity from the original channel. Such structures are
caused by the increase (or decrease) depths. This commonly used to direct channel discharges above
technique is TA by Ippen (Rouse, 1949 and Corps of predetermined levels in offline stormwater detention
Engineers, 1970) and was reported by Chow, 1959. facilities. Flow deviations occur only during storms
(Figure 29.17).
29.7.2 CONFLUENCES
The design of lateral landfills is based on empirical
One of the most difficult problems to deal with is
equations that quantify the relationship between:
confluences where the difference in flow characteristics
can be great. When entering the combined channel, the Discharge over landfill and geometric parameters in
flow can diverge and fall to level if the flow capacity
suddenly increases. This may result in high-speed or
unstable supercritical flow conditions with high erosion
potential.

(A) DESIGN OF CONFIRMATION OF SUBCRYTIC FLOW

The design of the channel joints is complicated by many

variables such as the angle of intersection, channel
shape and width, flow rates and flow type.

landfill, including landfill length and head (Hager, 1987).

Figure 29.15 illustrates two types of joints. The following Figure 29.18 (Metcalf and Eddy, 1972) shows three
assumptions are made to combine subcritical flows: surface profile conditions of the head or water that may
prevail in a lateral overflow landfill:
1. The side channel cross-section has the same
shape as the cross-section of the main channel
(a) Condition 1: The channel bed slopes abruptly,
2. The lower slopes are the same for the main
producing supercritical flow. Under this
channel and the lateral channel
condition, the dam has no upstream effect and
3. The flows are parallel to the channel walls
along the dam there is a gradual reduction in
immediately above and below the junctionLas
depth.
profundidades son iguales inmediatamente
(b) Condition 2: The channel bed slopes gently.
por encima de la unión en ambos lados y canal
Under this condition the subcritical flow
principal
prevails and the impact of the landfill is
4. The velocity is uniform over the cross sections
observed upstream of the landfill only.
immediately above and below the joint

(B) SUPERCRITICAL FLOW IN CONFLUENCES (c) Condition 3: The channel bed slopes gently, but
In contrast to subcritical flows at the junctions, the crest of the weir is below the critical depth
supercritical flows with changes in boundary alignments corresponding to the initial flow, and the flow
are generally complicated by standing waves (Ippen, at the landfill is supercritical.
1951, Rouse, 1949). In subcritical flow, backwater
effects propagate upstream, tending to equalize flow 29.8.2 DESIGN PRACTICES
depths in the main and lateral channels. (A) SURFACE OF WATER FALLING
However, the backwater can not propagate upstream in
the supercritical flow and the flow depths in the main The equations and procedures for calculating the length
and lateral channels can not generally be expected to be of the dam for the surface profile of falling water were
the same. developed by Ackers (Chow 1959). These equations
combine Bernoulli's theorem with a landfill discharge
formula. Metcalf and Eddy Inc. (1972) suggest the use
of:

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Where 29.9 FLOW DIVIDER

L = length of landfill (m) A flow divider is a special structure designed to divide a

single flow and divert the parts into two or more
B = channel width (m) downstream channels. A flow divider can serve three
functions.
C = landfill height (m)
(a) Reducing water surface elevation - By dividing the
Ew = channel specific energy (m) flow of a large pipe into multiple conduits, the flow
height (measured from the flow line to the surface of
the water (or for flowing pipes Completely, the inner
diameter).

LONGITUDINAL SECTION

SECTION A-A

Plane - Constant width

Figure 29.15 Channeling Definition Schemes

Figure 29.17 Typical cross-sections in a lateral overflow

dump (Metcalf & Eddy, 1972)

(B) PLAN – WIDTH

The analysis to estimate the length of the dam for the

upward profile of the water surface is based on the
theoretical equations developed by DeMarchi (Collinge
1957):

Where

L = length of landfill (m)

B = channel width (m) Figure 29.18 Possible types of water surface profiles in a
lateral landfill (Metcalf & Eddy, 1972).
C = constant (0.35 for a free nappe)
(B) Divide flows where necessary - Examples of this
include splitting large existing special design ducts, such
as bows or horseshoes, into cheaper multi-pipeline
Varied flow function (Figure 3, Collinge 1957) continuations, and splitting the flow between low and
high flow ducts to the Entrance of an inverted Siphon.
= Specific energy (m)
(C) Restrict flows to water quality treatment facilities
E = Specific energy (m) and avoid higher flows that remain around facilities (off-
line). This can be achieved by dividing the excess flows

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of the water quality design flow upstream of the facility PLAN: Example of anchored plate used with a sand filter
and diverting higher flows to a bypass pipe or channel. * (Can also be used with other water quality
installations).
29.10 FLOW SPARKLER

There are two important considerations for the design

of flow division devices:

(A) Head Loss - Hydraulic disturbances at the point of

division of the flow result in unavoidable head losses.
These losses, however, can ser reducidas por la inclusión
de deflectores de flujo adecuados en el diseño de la
estructura.

(B) Waste - At all transitions from large to smaller

pipelines, debris accumulation is a potential problem.
Tree branches and other debris flowing freely in the SECTION A-A
larger tubing may not fit into the smaller tubing and may
restrict flow.

Flow spreaders are used to uniformly disperse streams

through the inlet portion of the water quality facility (eg,
sand filter, biofiltration die or filter strip).

29.10.1 GENERAL DESIGN CRITERIA

 When the flow enters the spreader through a

pipe, it is recommended that the pipe be Figure 29.21 Level Diffuser (Option A)
immersed to dissipate practically the energy.
 Protection against rocks is required in the 29.11. SIPHONES
outfall.
Any conduit that falls under an obstruction such as
29.10.2 DESIGN CRITERIA FOR FLOW DISPERSION railroad tracks, depressed roads or utilities, and
OPTIONS recovers the elevation on the downstream side of the
obstruction is called an inverted siphon.
The following are the design criteria for each of the
following diffusion options: Due to the inverted bottom, the siphon is filled with
storm water, even when there is no flow.
 Anchored plate (Option A)
 Concrete sump box (Option B). However, siphons have certain advantages in particular
 Flat notch curved spreader (option C) environments, usually in urban areas where other
 Pass Through Ports (Option D) solutions such as flow.

(A) Option A - Anchored plate The siphons are usually one or several barrels and
consist of an inlet, drop, depressed range, lift and outlet
structure.
Figure 29.21 shows the details of the spreader.
29.11.1 SIPHONS OF A BARREL

Single-barrel siphons can be used to transport

stormwater flows where there are no-flow periods
during which maintenance can be provided.

Although some agencies limit the slope of the ascending

siphon leg to 15%, steeper slopes and even vertical falls
and elevators are acceptable if maintenance chambers

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are provided with debris collection sumps at the bottom PROFILE

at fall and elevation Of the siphon, as shown in Figure
29.25.

29.11.2 MULTI BARRIL SIPHONS

In channels or culverts that transmit a continuous flow,

where a barrel does not have sufficient capacity and the
flow has to be divided, or where redundancy is required Figure 29.25 Profile and plane of the vertical legs of
by local agencies, the multibarril siphon is applicable. double barrel siphon (Engineering News, 1916)
The plan and profiles of these siphons are shown in
Figure 29.26.

When redundancy is required for maintenance

purposes, a barrel of equal additional capacity is
sufficient. To fulfill its functions, the multi-barrel siphon
requires equipment and structure, including doors that
close the barrel to be maintained while the other barrel
is open.

29.11.3 CRITERIA AND PRACTICES OF DESIGN

One of the critical criteria for siphon design is the

maintenance of self-cleaning speeds under very varied
flow conditions (ASCE 1969). Siphons used to transport
rainwater are usually designed for a velocity of 0.9 m / s
for a 5-year return interval design flow. Figure 29.26 Profile and plane of a double barrel inclined
leg (Engineering News, 1916)
Frictional losses can be estimated using the combined
Darcy-Weisbach-Manning equation, which is useful in
the following form (in metric units):
BIBLIOGRAFÍA
Manual, Urban Stormwater Management.
HYDRAULIC STRUCTURES . [En línea] [Citado el: 19
de Junio de 2017.]

Where,

Hf = lead loss (mn = Manning friction factor

L = pipe length (m)

R = hydraulic radius (m)

V = velocity (m / s)

G = acceleration of gravity (m / s2)

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