THE CHANNEL EVOLUTION MODEL (CEM), CHANNEL INCISION, ENVIRONMENTALLY COMPATABLE GRADE ... · 2018....
Transcript of THE CHANNEL EVOLUTION MODEL (CEM), CHANNEL INCISION, ENVIRONMENTALLY COMPATABLE GRADE ... · 2018....
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THE CHANNEL EVOLUTION
MODEL (CEM), CHANNEL
INCISION, ENVIRONMENTALLY
COMPATABLE GRADE
CONTROL,
GC BUT NO BANK
STABILIZATION,
& SYSTEM-WIDE GC
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Track hoe
MY PERSONAL
HEADCUT
WORKING ITS
WAY TOWARD
MY HOUSE
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SETTING THE
STAGE FOR THE
HARTMAN DITCH
HEADCUT VIDEO
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CONSTRUCTION – HARTMAN DITCH-REACH #1 - DERRICK 9-20-2012
Note height of soil. THIS STARTED THE EXCITEMENT!!!
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CONSTRUCTION – HARTMAN DITCH-REACH #1 - DERRICK 9-20-2012
Headcut moved upstream & underneath the bridge in minutes!
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SHOW THE
HARTMAN
DITCH
HEADCUT
VIDEO
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Channel Evolution Model (Schumm, et al. 1984)
Originally developed to describe erosion
evolution of Oaklimiter Creek, Calhoun
City/Derma, MS.
A location-time substitution conceptualization is
used to generate a five-reach type incised channel
evolution model
In an idealized stream Types I-V will occur in
sequence (series)
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Channel Evolution Model
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Channel Evolution Model
Type I Reach Characteristics
Type I reaches are generally characterized by a U-shaped cross section with little or no sediment stored in the channel bed. Type I reaches are located upstream of the actively degrading reach and have not yet experienced significant bed or bank instabilities.
From C. Watson
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Ih < hc
IIh < hc
IIIh > hc
IVh hc
Vh < hc
PRIMARY KNICKPOINT
PRECURSORKNICKPOINT
SECONDARYKNICKPOINT
Type I is upstream of active incision
<
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CEM Type I
Stream connected with its floodplain, bed stable
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Channel Evolution Model Type II
Reach Characteristics
Immediately downstream of Type I reaches, Type II reaches are encountered. Bed degradation is the dominant process in the Type II reach. Type II channels are steepened reaches where the sediment transport capacity exceeds the sediment supply. Although the channel is actively degrading in a Type II reach, the bank heights (h) have not exceeded the critical bank height (hc). Therefore, banks are not geotechnically unstable.
From C. Watson
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Ih < hc
IIh < hc
IIIh > hc
IVh hc
Vh < hc
PRIMARY KNICKPOINT
PRECURSORKNICKPOINT
SECONDARYKNICKPOINT
Type II reaches are actively incising, although mass wasting of bank has not been initiated (h<hc)
<
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A large knickpoint, Niagara Falls (American Falls)
(This headcut moves on average 2.5 ft per year)
Hard Dolomite
overlaying weaker
Rochester Shale,
could result in a
large riffle over time
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So much rock fell that the Corps
dewatered the American Falls in
1969 to see what was going on!!
Derrick 6-5-2009
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A headcut has to move
upstream over time
(toward the headwaters
of the stream), if the
waterfall does not move,
it is not a headcut!!!
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CEM Type II Headcut moving upstream on
Johnson Cr, MS.
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Typically knickpoints will
not occur in non-cohesive
materials (sands, etc.).
Sand will not stand
vertically with water
flowing over it.
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CEM Type II A series of small headcuts
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Dr. Watson with
large headcut in a
CEM Type II
stream, Johnson
Creek, MS. Banks
bad upstream
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Looking US at a North Miss. stream, CEM Type II
upstream (downcutting) & Type III (almost immediately
twice as wide) in foreground.
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Channel Evolution Model
Type III Reach Characteristics
As bed degradation continues, the bank heights and angles will continue to increase. When the bank heights have exceeded the critical bank height for stability, mass failures (geotechnical instability) begin to occur in the Type III reaches. The dominant process in the Type III reach is channel widening.
From C. Watson
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Ih < hc
IIh < hc
IIIh > hc
IVh hc
Vh < hc
PRIMARY KNICKPOINT
PRECURSORKNICKPOINT
SECONDARYKNICKPOINT
In the Type III reach, mass wasting of the banks with rapid channel widening is the dominant process
<
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CEM Type III, rapid over widening of stream
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CEM Type III-bridges too short
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CEM Type III
Bellefontaine Creek,
{sand & clay bed, rural,
slope <1%} April 2005,
rapid widening
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Bellefontaine Creek about 700 ft US of the previous picture. CEM
Type II, but the headcut is coming, followed by channel widening
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HEADCUTS
GONE BAD!!
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CEM Type III
Headword migration of
knickpoints stopped by twin
road culverts, north MS.
A vehicle
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Las Vegas Wash, NV. has degraded from a 1 ft deep by 100 ft wide
channel in 1975, to a 40 ft deep by 1,000 ft wide channel in 1995!!
I am standing on the roots of
dead wetland plants, over
2,200 acres of wetlands lost
Huge problems with
perchlorate
interception from the
groundwater table
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Then
2,400 Acres of Wetlands
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Channel Evolution Model
Type IV Reach Characteristics
The Type IV reaches are downstream of the Type III reaches and represent the first manifestation of the incised channel returning to a new state of dynamic equilibrium. In the Type IV reach, geotechnical bank instabilities and channel widening may continue, but at a much reduced rate.
From C. Watson
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Ih < hc
IIh < hc
IIIh > hc
IVh hc
Vh < hc
PRIMARY KNICKPOINT
PRECURSORKNICKPOINT
SECONDARYKNICKPOINT
Channel widening continues at a much reduced rate in the Type IV reach. The first manifestation of a new
equilibrium emerges.
<
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CEM Type IV, MS., should be a single-thread channel
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CEM Type IV, Illinois
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Channel Evolution Model
Type V Reach Characteristics
Type V reaches represent a state of dynamic equilibrium with a balance between sediment transport capacity and sediment supply. Bank heights in the Type V channel are generally less than the critical bank height, and therefore, geotechnical bank instabilities do not exist.
From C. Watson
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Ih < hc
IIh < hc
IIIh > hc
IVh hc
Vh < hc
PRIMARY KNICKPOINT
PRECURSORKNICKPOINT
SECONDARYKNICKPOINT
Type V reaches represent a state of dynamic equilibrium with a balance between sediment supply
and sediment transport capacity.
<
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CEM Type V, Middle Fork
Worsham Cr. Duck Hill, MS
Old floodplain bench (hundreds of feet
wide) is now a disconnected terrace
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CONCEPTUALLY,
STABILIZE
HEADCUTS FIRST,
THEN WORRY
ABOUT BANK
INSTABILITY SECOND
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GRADE CONTROL SHOULD
BE LOCATED IN STRAIGHT
REACHES BETWEEN BENDS.
LUNA LEOPOLD SAYS
SPACING SHOULD BE 5 TO
7 BANKFULL CHANNEL
WIDTHS APART
(ideally with a bend in between)
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WELL-GRADED
LOOSE STONE
ENGINEERED
ROCKED
RIFFLES (ERR)
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WAYNE KINNEY’S REALLY
TALL ENGINEERED
ROCKED RIFFLES (ERR)
CASE STUDY: ERR #12,
WHICH IS A 4.7 FT TALL
STRUCTURE
Big Creek, Carbondale area, IL.
Mini case study: 1 of 10
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. {rural, sand-gravel, pool-
riffle-pool, meandering, incised}
Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Looking DS at the 4.7 ft tall
Engineered Rocked Riffle
in the proper location in the
crossing between two bends
Mini case study: 2 of 10
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Great info on Robert Newbury Rocked Riffles • http://ouc.collegestoreonline.com/
• http://www.newbury-hydraulics.com/workshops.htm
• Bob Newbury’s out-of-print “Stream
Analysis & Fish Habitat Design Manual” is available at ftp://ftp.lgl.com/pub/ under ‘Stream Analysis.pdf’
When building a series of Newbury RR Bob always puts a NRR “at grade” (buried) at the DS end of the project to protect against DS headcuts, max height of a NRR is 1.5 ft, & Bob always puts a tailwater of 1/3 the height of the upstream NRR on the upstream NRR. This provides energy dissipation into the tailwater pool, but also provides sediment continuity (sediment does not deposit between NRR’s & stream does not meander & flank the DS NRR)
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Pool Pool
Key
Bank protection
Key
ERR
Bank protection
Glide
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Key is dug 3 ft deep into substrate & up
each bank. Stone is IL-DOT RR5-well-
graded stone with a top size of 400 pounds.
Mini case study: 4 of 10
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AN ENGINEERED ROCKED RIFFLE
4
1
15 to 20 1
Use well-graded, self-adjusting stone. Bigger stone is better.
Choke stone so all flow goes over the top (not through) the
ERR. Upstream face is in compression (due to water flow), so
smaller stone or spawning gravel can be used. Slope might
have to be flatter for some spawning species.
FLOW
Compression
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AN ENGINEERED ROCKED RIFFLE
FLOW
Newbury says the backwater should be 1/3 the
total height of the structure to dissipate energy,
& also pass sediment through the system.
Greatest shear stress is on upper
1/6th of this downstream slope
1/3 h h
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Looking DS. Uniform 20
to 1 slope, roughness
dissipates energy &
assists in fish passage.
Mini case study: 5 of 10
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Flood flow crested 5 ft above
banks (30 ft over the crest of
the ERR) with no damage
Mini case study: 6 of 10
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Looking US at the
4.7 ft tall Engineered
Rocked Riffle
Mini case study: 7 of 10
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Mini case study: 8 of 10
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Photo by Derrick
2/7/2007
Mini case study: 9 of 10
Looking US. A thing of beauty!! Stone
was track-walked in to increase stability
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A 4.7 ft tall ERR, Big Creek, Union
County, IL. Designed by Wayne Kinney
Photo by Derrick
2/7/2007
Looking US,
note riprap
bank protection.
Mini case study: 10 of 10
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WHAT HAPPENS TO AN
UNSTABLE STREAM
WHEN ONLY GRADE
STABILIZATION IS
INSTALLED
(no bank stabilization built, a
20 year long study)
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Long Creek
Grade Control Case Study
Near Batesville, MS
From Dr. Dave Biedenharn, BIEDENHARN GROUP, INC.
3303 Woodlands Place, Vicksburg, MS 39180 (cel) 601-529-4685
e-mail: [email protected]
Mini case study: 1 of 7
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Mini case study: 2 of 7
Looking US at a typical section of incised, highly disturbed section
of Long Creek (Channel Evolution Model Type 3). Nothing stable
in this picture!!
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Mini case study: 3 of 7
Three ARS style sheet-pile low drop (4 to 7 ft tall) grade control
structures were built over a long section of Long Creek
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Mini case study: 4 of 7
Sediment filling in from US
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Mini case study: 5 of 7
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After grade control was installed banks were
stable for about 15 yrs, Dr. Dave says they
should have stopped the study then !!!!
Mini case study: 6 of 7
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Of course they did not, & after that period significant erosion occurred.
Why?? No one really knows, it appears to have crossed a threshold.
But they did get 15 years of bank stabilization for free!!
Mini case study: 7 of 7
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WHAT HAS HAPPENED
TO THE BED OF
PRAIRIE CREEK
(Washington, IN. area)
SINCE STRAIGHTENING
IN 1960?
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COMPARING THE BED
PROFILES FROM 1963 &
2007 SHOW THAT THE BED
OF PRAIRIE CREEK HAS
DROPPED ANYWHERE
FROM 2 TO 9 FT,
DEPENDING ON LOCATION.
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PART OF THE PRAIRIE CREEK
GRADE CONTROL PLAN
(27 grade control structures over 40 miles of
straightened stream)
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A SYSTEM-WIDE
PROBLEM WILL
REQUIRE A
SYSTEM-WIDE
SOLUTION !!
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Red line is bed in 1963, black line is bed in 2007. Blue line is water
surface after grade control structures (small dams) are installed
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ANALYSIS OF RATIOS OF
BED DEGRADATION VS.
INCREASE IN CHANNEL
WIDTH ON DIFFERENT
STREAMS NATIONWIDE
SHOWS THE RATIO TO
VARY FROM 1 to 5, to 1 to 22
(1 ft drop=22 ft wider channel)!!!!
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Red line is bed in 1963, black line is bed in 2007. Blue line is water
surface after Rocked Riffle grade control structures are installed
4.2 ft x 5 = 21 ft wider channel
4.2 ft x 22 = 92 ft wider channel
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Red line is bed in 1963, black line is bed in 2007. Blue line is water
surface after Engineered Rocked Riffles (ERR) are installed
Downstream ERR backs water up
on the upstream ERR = 1/3 total
height of the US ERR 4.2/3=1.4 ft
Riffle @ 20
to 1 slope New water surface
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From Brian Winkley
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This PowerPoint presentation was
developed & built by Dave Derrick.
Any questions or comments, call my
personal cell @ 601-218-7717, or
email @ [email protected]
Enjoy the information!!
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Cleophus Speed Elvis Derrick!!
Creative
Peyton
Rainer,
age 4