Fluvial Geomorphology Report Report prepared by JTB … · (as seen in Reach 6 and Reach 2) and...

Client: City of Ottawa JFSA Ref. No.: 990-12 /June 2015

J.F. Sabourin and Associates Inc. Feasibility Study for a Surface SWM Facility at Baseline Road and Woodroffe Avenue Water Resources and Final Report Environmental Consultants

E Fluvial Geomorphology Report

Report prepared by JTB Environmental Systems Inc

FEASIBILITY STUDY FOR A SURFACE STORMWATER MANAGEMENT FACILITY

AT BASELINE ROAD AND WOODROFFE AVENUE:

STEP 1 GEOMORPHOLOGY REPORT

OTTAWA, ONTARIO

Submitted by

JTB Environmental Systems Inc.

June, 2015

FEASIBILITY STUDY FOR A SURFACE SWM FACILITY, BASELINE ROAD AND WOODROFFE AVENUE: GEOMORPHOLOGY REPORT STEP 1 June 23, 2015

JTB Environmental Systems Inc Page 1

TABLE OF CONTENTS INTRODUCTION 2 STUDY AREA 3 EXISTING CONDITIONS 4 METHODOLOGY 6 RESULTS 7 DISCUSSION 12 CLOSURE 14 APPENDICES 1 THROUGH 3 following Page 14



INTRODUCTION JTBES were retained as part of a larger study team to determine the feasibility of a surface stormwater facility at the northeast corner of Baseline Road and Woodroffe Avenue in the west end of Ottawa. This location, which is owned by the National Capital Commission, is part of the Pinecrest Creek system and is positioned at the upstream limit of the daylighted portion of the creek. A geomorphological assessment was required to determine the impacts of such a facility on the functioning of Pinecrest Creek. Further, in an effort to preserve the function of the creek and to ensure that erosion is not exacerbated by stormwater discharge, determination of threshold flows for release of stormwater to the creek have been determined. The purpose of this report is to establish erosion thresholds for stormwater delivery to Pinecrest Creek along Reach 6, and to establish potential locations for discharge which will integrate into the function of the creek with minimal impact or require minimal disturbance to the existing channel and banks. Further, a threshold for flows along a downstream reach where the SW Transitway stormwater discharge connection has been made (2011/2012) has been established. This location is in Reach 3 and is approximately 90 metres upstream of the Iris Street culvert, on a bend where active erosion is occurring.



STUDY AREA The geomorphology study area includes the length of Pinecrest Creek which is daylighted, though more intense assessment is required at the location where the stormwater connection is made to the creek. Figure 1 shows the daylighted portion of Pinecrest Creek; the proposed pond location and connection point are found in Reach 6.

Figure 1: Study Reaches on Pinecrest Creek. The reach which will receive direct stormwater discharge is Reach 6.



EXISTING CONDITIONS Pinecrest Creek flows along the surface from a point upstream of the Baseline Road/Woodroffe Avenue intersection northward until it enters the Ottawa River Parkway culvert, a distance of approximately 4.5 km. Along this length it displays a variety of conditions, some reflecting past realignments/straightening (as seen in Reach 6 and Reach 2) and others reflecting active and significant meandering (as seen in reaches 4 and 5). The creek has adjusted to a long period of surrounding land use change from rural agricultural to urban intensive. Over this time the creek has responded to increased impervious cover by becoming wider to accommodate the increased volumes of flow and in response to a flashier storm hydrograph response. As a consequence of the impact of these changes, the creek has been actively eroding in an attempt to stabilize its path and create equilibrium with storm flow. Erosion along the creek has been extensive in some locations while other locations have remained stable. In 2006/2007 the National Capital Commission had an erosion assessment completed on Pinecrest Creek and the result of that study was the identification of all erosion sites and determination of restoration potential along a number locations. In 2008 six sub‐reaches were rehabilitated to control for erosion and to bring the creek into equilibrium with existing stormwater flows. An additional four sites had restoration designs completed; those have yet to be implemented. One of those restoration designs is for the gabion wall and culvert at the upstream limit of this study area. Characteristics of Reach 6: Reach 6 is a long, straight reach which has, over time, become more entrenched and confined by steep valley walls. Historical aerial photos taken prior to urbanization show the creek to be a small, defined headwater swale with good connection to floodplain areas; this is not the case at present. While there is some connection to a floodplain along the majority of the reach, that floodplain shelf is limited in size to a couple of metres maximum. At the furthest extent of the floodplain there are steep valley walls which confine the creek. With the exception of an eroding bank at the downstream limit of the gabion protection on the east bank, the banks and side slopes appear stable with strong vegetation growth. The banks of the low flow channel at the base are held together by fine, fibrous roots which bind the soil and limit erosion. Side slopes are covered with a variety of vegetation which protects against sheetwash erosion during storms and creates significant roughness during high flow events which decreases erosion potential. The bed of the creek is comprised of a mixture of sediment, some of it fine silts (though not in large quantities), with sands, gravels and cobbles/boulders. Some of the material comprising the bed is remnant rip‐rap material (angular stone), which may have been used in earlier gabion baskets protecting the headwall of the culvert and the east bank and subsequently replaced. Reach 6 terminates with a circular culvert beneath Baseline Road. There is no significant erosion problem at the entrance or exit of this culvert.



Table 1 shows photographs at two locations in Reach 6; the first from the mid‐late 1970’s and the second showing the current condition. Table 1: Photographs showing change along Reach 6 within the last 40 (+/‐) years.

Mid‐Late 1970’s Current Condition

Outlet location at upper limit of daylighted

Pinecrest Creek

Photo Courtesy of J. Mulligan, NCC

View upstream from Baseline

Road

Photo Courtesy of J. Mulligan, NCC



METHODOLOGY The geomorphic conditions of Pinecrest Creek in the reach where stormwater is to be discharged has been assessed using two principle methods: a field component and a desktop modelling component. The purpose of the field component was to determine the location of sensitive areas along the receiving reach and to establish the optimal location for discharge of stormwater. Further, based on field results (which was compared to conditions during previous studies in 2007, 2010 and 2011 as well as twice‐annual monitoring between 2009 and 2011), sediment analysis and hydraulic analysis the threshold for erosion along the reach were determined. The erosion threshold is input data for the discharge rate of the pond and influences the volumetric calculations relating to pond storage and function. The erosion inventory created as part of the 2007 NCC Study was updated to reflect the completion of monitoring of 2008/09 restoration implementation sites as well as to modify severity/stability/priority classifications of new sites of concern on Reaches 6 and 3. The purpose of the desktop component was to assess conditions in the creek with respect to varying discharges from the pond and to determine channel parameters which are indicative of erosion potential. In this study erosion potential was determined using boundary shear stress calculations (for the bed and bank), permissible velocity distributions for entrainment of sediment within the channel boundary, and stream power/specific stream power calculations. Interpretation of the results of the channel parameter analysis was used to establish the erosion threshold.



RESULTS Erosion Assessment: erosion is occurring along the upper end of the study reach (Reach 6) at the location where the gabion basket wall terminates. Limited to the eastern bank, this erosion extends for a distance of approximately 25 metres. The eastern bank along this section is comprised of bare banks with exposed clay at steep angle; the bank is subject to sheetwash erosion and some slope toe erosion. The steepness of the bank limits vegetation growth. Erosion at this site was characterized as moderate to high severity in the 2007 Pinecrest Creek Fluvial Geomorphology study and is updated to high severity in this study.

The remainder of the reach is stable, with no erosion. The creek is confined in a steep valley; however there is a strong connection with a limited floodplain which is well‐vegetated and stable. The depth of the valley decreases as distance downstream toward Baseline Road increases, though there is no widening of the base of the valley in which the creek flows. Figure 2 is a photo of the eroding bank; Figure3 is a photo of the stable section of the reach.

Figure 2: Eroding east bank downstream of gabion wall. View is upstream.



Figure 3: View along stable section of Reach 6 View is upstream. The reach upstream of Iris Street (Reach 3) is relatively stable. Previous unstable sites were rehabilitated in 2008 by the NCC and continue to function as intended. That said, there is one eroding bank on the west side of the creek (adjacent to the Transitway) approximately 90 metres upstream of Iris Street which has been extending for a number of years. This bank is to the point where it is now classified as high severity and it will require some intervention in the future. This site was used to determine the downstream erosion threshold; though it is recognized that pond function may not be significant at this location due to inputs between the pond and the site. Figure4 is a photo of that eroding bank. The updated erosion database is provided in Appendix 1.



Figure 4: Eroding bank in Reach 3 which represents the sensitive reach for threshold analysis. View is cross‐stream.

Erosion Thresholds: Detailed analysis of creek response to flow was completed for 20 cross‐sections (19 in Reach 6 and one in Reach 3). Results for these sections are found in Appendix 2. Grain size analysis was previously completed and remains representative. Four samples were analyzed for each of the two reaches; summary sheets are found in Appendix 3.

In Reach 6 Station 5140 was determined to be the most sensitive based on analysis of the channel parameters. This reach was used to establish the erosion threshold for pond release.

Erosion sensitivity is based on a number of factors including the ability of the section to pass sediment through the channel. Table 2 shows the discharges required to erode sediment for a range of grain sizes, all of which are found in the reaches. Interpretation of the data indicates the section which should be used for threshold analysis in Reach 6 is Section 5140. In Reach 3 the section used in the threshold analysis is Section 3100.



Table 2: Critical discharges and shear stresses required to entrain sediment ranging between 2mm and 64mm diameter for individual sections. Section numbers refer to the Pinecrest Creek HEC‐Ras results. Critical velocity is expressed in m sec‐1, shear stress is expressed in N m‐2, and discharge values are in m3 sec‐1. A blank cell indicates the critical discharge for that particle size is not reached in the section.

Section

2mm 5mm 10mm 25mm 50mm 64mmQv

0.270 Qτ

1.460 Qv

0.410 Qτ

3.640Qv

0.570Qτ

7.280Qv

0.870Qτ

18.21Qv1.20

Qτ 36.42

Qv1.34

Qτ 46.62

Reach 65200 0.03 0.01 0.14 0.04 0.56 0.19 2.34 2.13 7.88 11.24 11.24 19.155190 1.99 1.32 11.01 7.67 31.39 5180 0.30 0.17 1.81 1.20 5.32 7.12 21.91 44.34 5150 0.16 0.14 0.56 0.62 1.97 2.13 10.00 10.84 37.41 5140 0.05 0.01 0.24 0.10 0.73 0.53 3.78 4.19 13.77 17.39 26.495130 0.20 0.13 0.69 0.84 1.99 3.10 10.10 16.81 5120 0.18 0.04 0.83 0.49 3.29 2.10 13.74 5110 0.32 0.12 0.99 1.18 3.40 4.15 22.09 5100 0.40 0.33 1.58 2.20 7.47 7.89 5090 0.63 0.48 2.62 3.10 13.99 11.46 5080 0.55 0.63 3.96 3.36 13.37 5070 0.51 0.59 9.25 2.71 13.63 5060 0.53 0.65 12.77 2.68 5050 0.48 0.62 3.25 3.37 15.20 5040 1.58 1.21 7.15 5030 0.85 0.80 4.67 5020 6.49 0.98 8.61 5010 9.14 6.52 5000 0.05 0.03 0.22 0.17 0.78 0.65 17.87 3.62 23.79 42.87

Reach 33100 0.15 0.02 0.49 0.15 1.21 0.94 4.18 5.99 13.57

Erosion thresholds are based on a given fraction of the bed material particle size distribution, which is determined through bulk sediment analysis. Four bed samples were collected and analyzed for each reach as part of the Pinecrest/Centrepointe Stormwater Management Criteria Study (2011). Table 3 shows summary results for the D10, D50 and D90 fractions for each sample, as well as the critical velocity and critical shear stress required to entrain that particle.



Table 3: Bed sample grain size characteristics for four samples in each Reach. Sample diameter is in mm, critical velocity (Vcrit) is in m sec‐1, and critical shear stress (Ƭcrit) is in N m

‐2. Reach 6 Reach 3

Sample 1 Sample 2 Sample 3 Sample 4 Sample 9 Sample 10 Sample 11 Sample 12D10 Vcrit Ƭcrit

0.895



DISCUSSION Translation of Erosion Threshold to Reach 5 and beyond: There are reaches downstream of the Reach 6 boundary which are sensitive to erosion and would normally be the dictate of erosion thresholds under natural conditions. The reason those reaches were not considered is related to the existing storm network: at the upper end of Reach 5 the Woodroffe Trunk Sewer enters Pinecrest Creek and this connection, which provides uncontrolled stormflow volumes, reaches the creek faster than flows from the proposed pond would. As a consequence, pond outflow entering Reach 5 will be buffered by the trunk sewer flow. Removal of 60% (minimum) TSS: removal of suspended solids from a system that relies on sediment transport as part of its erosion maintenance regime could result in additional erosion as the system tries to pick up a volume of sediment from bed and bank sources to replace that volume lost to the pond. Under most conditions this would create a significant issue for the creek; however because the proposed pond location is at the upstream end of the system the risk to additional erosion is limited. The reason for this is the current suspended load is artificially derived through runoff in the storm network, consisting of sands and finer sediments that wash off impervious surfaces. This makes the sediment loading artificially high when compared to natural sources. That said, loss of this volume (artificial as it is) will result in a need for the creek to acquire additional sediment. There are multiple opportunities for the creek to acquire sediment along the length of Pinecrest Creek and, at the upstream limit of Reach 5, the Woodroffe Trunk sewer will continue to add sediment to the system. Given these conditions, it is not anticipated that additional erosion will result from the implementation of the proposed pond and the removal of 60%+ of TSS. There is an opportunity in the design of the stormwater connection to the creek for additional sediment sourcing. This is being investigated as part of the Implementation Plan for this study. Stormwater Outlet Connection to Pinecrest Creek: the location of the connection to Pinecrest Creek is critical to the proper integration of threshold flows. As indicated above, the first 25m downstream of the gabion baskets would not be a wise choice for discharging stormwater as the area is continually undergoing change and bank retreat (although at a gentle rate). Disturbance of this area would further destabilize the bank and could result in additional erosion problems. Compounding the issue is the potential for loss of length if the connection is made close to Baseline Road. While that section is the most stable along the Reach, discharging stormwater that far downstream would result in a loss of active channel length. As a consequence of this fact, the optimal location would be either as close to the current culvert location upstream, or at another location with additional channel creation to meet the existing length of Reach 6. One possible solution would be to divert a baseflow amount to the existing upstream limit of the creek, allowing that to flow downstream and meet the stormwater flow connection point. Constraints: A significant constraint to the design is the connection channel. It is preferred to have the connection channel between the pond and Pinecrest Creek an open watercourse feature, however the location of the connection will have an impact on the overall footprint of the pond. Considering a preliminary connection channel configuration to carry the threshold discharge (1.5m bottom width,



depth 0.33m, top width 2.17m and gradient 0.002m/m), with an appropriate floodplain of 2m on each side of the channel, the minimum width required would be 6.17m. From the floodplain elevation to the top of ground elevation we would require side slopes of 3:1 for safety reasons; this means that for every metre the floodplain is below the elevation of the surrounding ground (top of slope), an additional 6 metres is required in corridor width. If the connection is made close to the existing creek outlet, a corridor with a potential top width of 33.5m would be required; if the connection were made lower down the system near Baseline Road, a corridor with a potential top width of approximately 18.2m is needed. Connection at a point approximately half way along the reach would require a corridor with a potential top width of approximately 28 metres. These corridor widths are preliminary and are subject to revision once the final elevations are established. Moving forward: the next step in the analysis is to apply the thresholds to storm outflow and determine, using exceedence analysis, the relationship between existing flows and flows from the proposed pond. A change in exceedence will result in an impact to the creek, the magnitude of that change will be assessed as part of Phase 2 of this study.



CLOSURE This report provides for the erosion threshold discharges for the proposed stormwater pond at the northeast corner of Baseline Road and Woodroffe Avenue in the west end of Ottawa. Based on existing creek conditions, flow hydraulics, changes in channel parameters with increasing stage, grain size characteristics of the bed material and the structure of the banks, a stormwater release rate of a maximum of 0.310 m3 sec‐1 is the threshold release rate. For the downstream reach (Reach 3), as requested by JFSA, the threshold discharge is 0.460 m3 sec‐1, based on the nature of the bed and banks and considering the existing and worsening erosion problem upstream of Iris Street. Respectfully Submitted,

Dr. J. Beebe JTBES CAMBRIDGE, ON Following: Appendix 1 Updated Erosion Database Appendix 2 Section Results Appendix 3 Grain Size Results


APPENDIX 1

EROSION DATABASE

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ard

Que

ensw

ay C

ulve

rt; h

igh

bank

s bot

h sid

es; c

oncr

ete

debr

is in

cha

nnel

1+86

036

1714

5024

604

Hum

an84

View

into

Que

ensw

ay C

ulve

rt; n

ote

sedi

men

t acc

umul

atio

n at

exi

t to

culv

ert

"Lef

t" o

r "Ri

ght"

ban

k re

fers

to th

e ba

nk w

hen

facin

g th

e up

stre

am d

irect

ion

Seve

rity

:N

ot se

vere

, litt

le or

no

inte

rven

tion

Mod

erat

e, re

quire

s int

erve

ntio

nSe

vere

, req

uire

s im

med

iate

atte

ntio

nSt

abili

ty:

Stab

le, n

o im

med

iate

conc

erns

Mod

erat

ely st

able,

will

bec

ome

unst

able

in sh

ort t

ime

Uns

tabl

e, re

quire

s im

med

iate

atte

ntio

nP

rior

ity

Cla

ss:

Low

Prio

rity

Med

ium

Prio

rity

Hig

h Pr

iorit

yy

yy

gy

Rea

ch 2

: Qu

een

sway

to

Iris

Str

eet

Rea

ch:

Stat

ion

Eas

tin

gN

orth

ing

Fac

tor

Ele

vati

onSe

veri

tySt

abili

tyP

rior

ity

Cla

ssO

bse

rvat

ion

2+00

036

1818

5024

553

Nat

ural

74.9

Ups

tream

view

from

top

of Q

ueen

sway

Cul

vert;

goo

d rip

arian

cov

er; b

anks

in g

ood

shap

e bo

th si

des

2+04

536

1836

5024

507

Nat

ural

76.3

Ups

tream

view

show

ing

riffle

/poo

l seq

uenc

e on

long

stra

ight

reac

h2+

074

3618

4350

2449

0N

atur

al80

.4U

pstre

am v

iew sh

owin

g st

raig

ht re

ach;

no

eros

ion

issue

s her

e2+

105

3618

6050

2445

2N

atur

al80

.4U

pstre

am v

iew sh

owin

g st

raig

ht re

ach;

no

eros

ion

issue

s her

e2+

145

3618

7250

2441

9N

atur

al81

.1U

pstre

am v

iew sh

owin

g st

raig

ht re

ach;

no

eros

ion

issue

s her

e2+

180

3618

8450

2438

7N

atur

al73

.4E

nd o

f lon

g, st

raig

ht re

ach;

cre

ek m

eand

ers s

light

ly to

the

north

2+22

036

1904

5024

352

Nat

ural

79U

pstre

am v

iew o

f stra

ight

reac

h; n

o er

osio

n iss

ues h

ere

2+26

236

1932

5024

352

Nat

ural

81.6

View

of d

owns

tream

side

tow

ard

Iris

Stre

et C

ulve

rt;

2+27

536

1944

5024

321

Hum

an83

View

of I

ris S

treet

Cul

vert;

righ

t cell

par

tially

blo

cked

with

sedi

men

t; de

posit

ion

zone

at e

nd o

f cul

vert

Rea

ch 3

: Iri

s St

reet

To

Tra

nsi

tway

Cro

ssin

g R

each

:St

atio

nE

asti

ng

Nor

thin

gF

acto

rE

leva

tion

Seve

rity

Stab

ility

Pri

orit

y C

lass

Ob

serv

atio

n3+

000

3620

4850

2424

2N

atur

al88

.3U

pstre

am si

de o

f Iris

Stre

et C

ulve

rt; ri

ght c

ell n

ot b

eing

acce

ssed

by

flow

; main

flow

is in

left

cell

3+03

036

2070

5024

227

Nat

ural

78.2

Vie

w o

f b

ed in

th

is r

each

, wh

ich

is n

ow c

omp

rise

d o

f sc

ulp

ted

cla

y an

d t

ran

spor

ted

cob

ble

s3+

048

3620

7950

2421

1N

atur

al79

.9U

pst

ream

vie

w t

owar

d b

end

; ban

ks v

erti

cal b

ut

no

dir

ect

eros

ion

con

cern

; fir

st r

eall

good

poo

l in

th

e sy

stem

3+06

036

2090

5024

312

Nat

ural

77.3

Vie

w f

rom

up

stre

am s

ide

of b

end

; not

e d

evel

opm

ent

of r

iffl

e/p

ool/

run

seq

uen

ce; r

iffl

es ~

3 m

lon

g, r

un

s ~

12 m

lon

g3+

072

3620

9950

2420

1H

uman

81.1

Vie

w o

f st

akes

on

left

ban

k in

dic

atin

g p

rior

sta

bili

zati

on a

ttem

pt,

like

ly b

ioen

gin

eeri

ng

bu

t n

o d

irec

t ev

iden

ce3+

096

3621

0550

2417

9N

atur

al79

.9V

iew in

ups

tream

dire

ctio

n; n

o er

osio

n co

ncer

n he

re; b

anks

and

bed

app

ear s

tabl

e3+

127

3621

2850

2416

7H

uman

81.6

View

of e

rosio

n pr

otec

tion

stak

es o

n lef

t ban

k; a

rea

is do

wns

tream

of g

abio

n ba

sket

s on

left b

ank

3+14

336

2135

5024

154

Hum

an75

.6V

iews o

f gab

ion

bask

ets o

n lef

t ban

k; b

aske

ts a

ppea

r in

good

shap

e; sm

all sa

nd d

epos

it on

ape

x of

out

side

bank

(unu

sual)

; filt

er fa

bric

expo

sed

on b

ed3+

158

3621

3450

2413

9H

uman

84.5

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

3+17

236

2133

5024

125

Redi

rect

ion

88.6

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

3+18

536

2131

5024

113

Nat

ural

79.4

Dow

nstre

am si

de o

f lon

g be

nd; b

anks

not

as h

igh

on b

oth

sides

; rip

arian

cov

er is

ver

y th

in; u

pstre

am li

mit

of c

lay b

ed se

ctio

n3+

210

3621

3350

2408

8N

atur

al76

.6U

pstre

am si

de o

f lon

g be

nd; s

light

und

ercu

tting

on

right

ban

k; n

ot e

xces

sive;

relat

ively

wid

er h

ere

than

dow

nstre

am3+

247

3621

5450

2405

7N

atur

al85

.2U

pstre

am e

nd o

f lon

g ru

n; m

orph

olog

ically

mor

e di

vers

e th

an d

owns

tream

; bed

has

sand

s and

gra

vels

(san

d fr

om w

inte

r roa

d tre

atm

ent (

?))

pg

;p

gy

;g

((

))3+

284

3621

7850

2402

9H

uman

83.8

Small

diam

eter

con

cret

e pi

pe o

n lef

t ban

k; c

obbl

e rif

fle; b

anks

app

ear s

tabl

e3+

300

3621

8850

2401

7N

atur

al70

.8V

iew u

pstre

am o

f cha

nnel;

no

real

eros

ion

conc

erns

her

e3+

323

3622

0450

2400

0N

atur

al78

.2Tr

ansv

erse

cob

ble

riffle

; litt

le rip

arian

cov

er; b

ank

gras

ses h

oldi

ng b

ack

eros

ion

3+34

436

2219

5023

985

Hum

an80

.660

0mm

CSP

on

right

ban

k en

ters

at 4

5 de

gree

ang

le; c

obbl

e ba

r ups

tream

of i

nput

; no

eros

ion

conc

ern

here

3+40

336

2259

5023

943

Hum

an73

.9Cu

lver

t at T

rans

itway

Cro

ssin

g; le

ft sid

e ve

ry la

rge

bar b

lock

ing

flow

; ero

sion

risk

left b

ank

at la

rge

bar

3+40

636

2260

5023

939

Hum

an76

.1V

iew th

roug

h Tr

ansit

way

Cro

ssin

g cu

lver

t

"Lef

t" o

r "Ri

ght"

ban

k re

fers

to th

e ba

nk w

hen

facin

g th

e up

stre

am d

irect

ion

Seve

rity

:N

ot se

vere

, litt

le or

no

inte

rven

tion

Mod

erat

e, re

quire

s int

erve

ntio

nSe

vere

, req

uire

s im

med

iate

atte

ntio

nSt

abili

ty:

Stab

le, n

o im

med

iate

conc

erns

Mod

erat

ely st

able,

will

bec

ome

unst

able

in sh

ort t

ime

Uns

tabl

e, re

quire

s im

med

iate

atte

ntio

nP

rior

ity

Cla

ss:

Low

Prio

rity

Med

ium

Prio

rity

Hig

h Pr

iorit

y

Rea

ch 4

: Tra

nsi

tway

Cu

lver

t to

Tra

nsi

tway

Cu

lver

tSt

atio

nE

asti

ng

Nor

thin

gF

acto

rE

leva

tion

Seve

rity

Stab

ility

Pri

orit

y C

lass

Ob

serv

atio

n4+

000

3622

5950

2390

2H

uman

89.5

Ups

tream

view

from

Tra

nsitw

ay C

ross

ing

culv

ert;

left c

ell is

blo

cked

by

bank

4+03

136

2262

5023

872

Nat

ural

76.1

Star

t of t

ight

cou

ple

of b

ends

4+04

236

2272

5023

869

Hum

an79

.4T

his

sit

e w

as r

ehab

ilita

ted

in 2

008

and

has

com

ple

ted

th

e m

and

ator

y m

onit

orin

g p

erio

d w

ith

su

cces

s4+

049

3622

7850

2386

6H

uman

77.8

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+05

936

2279

5023

858

Hum

an80

.4U

pstre

am v

iew fr

om a

pex

of ti

ght m

eand

er to

nex

t mea

nder

; sho

rt rif

fle4+

080

3622

8450

2384

3H

uman

87.8

Ups

tream

end

of g

abio

ns; s

ome

bank

retre

at a

t int

erfa

ce w

ith n

atur

al ba

nk; p

oten

tial f

utur

e er

osio

n pr

oblem

4+09

036

2293

5023

846

Nat

ural

74.4

Ups

tream

of t

ight

mea

nder

s; rip

arian

cov

er o

n lef

t is p

oor;

pool

is w

arm

ing

due

to e

xpos

ure;

bed

is cla

y w

ith a

lgae

4+10

536

2306

5023

838

Nat

ural

79.7

Shor

t gra

de c

ontro

l riff

le be

twee

n tw

o m

eand

ers;

wid

th n

arro

w (0

.7%

ups

tream

wid

th);

eros

ion

not a

n iss

ue h

ere

4+13

436

2305

5023

819

Redi

rect

ion

91.2

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+14

236

2298

5023

816

Redi

rect

ion

85.2

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+15

536

2294

5023

804

Redi

rect

ion

84.5

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+16

636

2303

5023

799

Redi

rect

ion

83.3

Ups

tream

end

of g

abio

n led

ge; c

reek

ver

y na

rrow

her

e; en

trenc

hed;

ban

ks >

1.30

m h

igh;

sand

dep

osits

on

left f

lood

plain

indi

cate

s flo

w g

ets o

verb

ank

4+17

736

2313

5023

797

Nat

ural

82.6

Ups

tream

end

of n

arro

w st

retc

h; w

idth

incr

ease

s +30

0%; o

verlo

ose

sand

bed

with

som

e co

bbles

p;

;4+

199

3623

3250

2378

6N

atur

al81

.4U

pstre

am v

iew o

f cha

nnel;

som

e lo

caliz

ed e

rosio

n w

hich

is n

ot o

f con

cern

at t

his t

ime

4+22

936

2361

5023

775

Hum

an79

.730

0mm

con

cret

e pi

pe o

n rig

ht b

ank;

per

ched

110

mm

abo

ve b

ed; e

nter

s per

pend

icular

to c

hann

el; u

pstre

am v

iew to

cul

vert

4+25

036

2381

5023

773

Hum

an91

.9Tr

ansit

way

Cul

vert;

left

cell

bloc

ked;

righ

t cell

clea

r; lef

t cell

fille

d w

ith sa

nd

Rea

ch 5

: Tra

nsi

tway

Cu

lver

t to

Woo

dro

ffe

Cu

lver

tSt

atio

nE

asti

ng

Nor

thin

gF

acto

rE

leva

tion

Seve

rity

Stab

ility

Pri

orit

y C

lass

Ob

serv

atio

n4+

275

3624

0550

2377

8H

uman

95.5

Ups

tream

view

from

Tra

nsitw

ay C

ulve

rt; in

let o

n rig

ht si

de w

ingw

all; l

eft c

ell is

com

plet

ely b

lock

ed b

y ba

nk4+

295

3624

1750

2379

2Re

dire

ctio

n86

.9T

his

sit

e w

as r

ehab

ilita

ted

in 2

008

and

has

com

ple

ted

th

e m

and

ator

y m

onit

orin

g p

erio

d w

ith

su

cces

s4+

313

3624

2350

2380

8N

atur

al80

.2V

iew fr

om a

pex

of lo

ng b

end

upst

ream

of s

ever

e ba

nk e

rosio

n; b

ed is

clay

her

e; so

me

loca

lized

ero

sion

not s

igni

fican

t4+

335

3624

4250

2380

5H

uman

91.7

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+34

636

2450

5023

798

Hum

an90

Th

is s

ite

was

reh

abili

tate

d in

200

8 an

d h

as c

omp

lete

d t

he

man

dat

ory

mon

itor

ing

per

iod

wit

h s

ucc

ess

4+35

536

2459

5023

797

Nat

ural

86.9

View

at u

pstre

am e

nd o

f gab

ions

; sta

ble

riffle

4+37

336

2475

5023

804

Hum

an78

.5U

pstre

am v

iew to

Woo

drof

fe C

ulve

rt4+

390

3624

7250

2381

1N

atur

al84

.2U

pstre

am v

iew to

seco

nd W

oodr

offe

Cul

vert;

tigh

t mea

nder

; san

d is

pres

ent o

n th

e po

int b

ar4+

405

3624

6650

2382

2H

uman

85.4

Rock

rip-

rap

on le

ft ba

nk a

long

tigh

t mea

nder

pp

gg

4+42

036

2478

5023

829

Hum

an79

.2U

pstre

am v

iew to

Woo

drof

fe C

ulve

rt; v

ery

loos

e m

ater

ial o

n be

d; v

ery

slow

flow

; no

evid

ence

of e

rosio

n4+

434

3624

9150

2383

3H

uman

79D

owns

tream

side

of W

oodr

offe

Cul

vert;

ver

y un

stab

le be

d of

silts

and

oth

er fi

nes

Rea

ch 6

: Woo

dro

ffe

Cu

lver

t to

Bas

elin

e C

ulv

ert

Stat

ion

Eas

tin

gN

orth

ing

Fac

tor

Ele

vati

onSe

veri

tySt

abili

tyP

rior

ity

Cla

ssO

bse

rvat

ion

5+00

036

2555

5023

853

Hum

an79

.4U

pstre

am v

iew fr

om W

oodr

offe

Cul

vert;

ver

y lit

tle fl

ow; b

ed o

f CSP

is p

erch

ed 0

.20m

; no

eros

ion

issue

s5+

008

3625

5950

2386

0N

atur

al97

Ups

tream

view

of l

ong,

stra

ight

ent

renc

hed

reac

h; e

vide

nce

of m

obile

sand

and

gra

vel b

ed; r

ipar

ian c

over

wea

k on

left

bank

5+02

336

2571

5023

870

Nat

ural

77U

pstre

am v

iew; c

hann

el is

mor

e en

trenc

hed

5+05

336

2593

5023

889

Hum

an81

.6Re

tain

ing

wall

on

right

ban

k5+

070

3626

0850

2389

7N

atur

al78

.7U

pstre

am v

iew; e

rosio

n ev

iden

t on

left b

ank;

cha

nnel

is les

s ent

renc

hed

5+08

336

2620

5023

902

Nat

ural

79U

pstre

am v

iew sh

owin

g lo

wer

ban

ks a

nd w

ider

vall

ey sy

stem

5+12

636

2661

5023

914

Redi

rect

ion

79.7

Ext

ensi

ve b

ank

eros

ion

on

left

sta

rtin

g at

en

d o

f ga

bio

n b

aske

ts; l

eft

ban

k n

ear

vert

ical

; rig

ht

ban

k is

sta

ble

5+16

636

2695

5023

934

Hum

an75

.6D

own

stre

am e

nd

of

Bas

elin

e ga

bio

n o

n le

ft b

ank

5+18

836

2713

5023

939

Hum

an82

.1U

pst

ream

vie

w t

owar

d B

asel

ine

Cu

lver

t; n

ote

inap

pro

pri

ate

angl

e of

cu

lver

t/cr

eek

con

nec

tion

5+20

236

2727

5023

937

Hum

an85

.2V

iew o

f Bas

eline

Cul

vert;

not

e lef

t ban

k ex

tend

s int

o flo

w;

"Lef

t" o

r "Ri

ght"

ban

k re

fers

to th

e ba

nk w

hen

facin

g th

e up

stre

am d

irect

ion

Seve

rity

:N

ot se

vere

, litt

le or

no

inte

rven

tion

Mod

erat

e, re

quire

s int

erve

ntio

nSe

vere

, req

uire

s im

med

iate

atte

ntio

nSt

abili

ty:

Stab

le, n

o im

med

iate

conc

erns

Mod

erat

ely st

able,

will

bec

ome

unst

able

in sh

ort t

ime

Uns

tabl

e, re

quire

s im

med

iate

atte

ntio

nP

rior

ity

Cla

ss:

Low

Prio

rity

Med

ium

Prio

rity

Hig

h Pr

iorit

y


APPENDIX 2

SECTION RESULTS

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

74.00

0.00

0.02

0.00

0.08

0.08

0.00

0.00

0.00

0.00

0.00

0.00

74.01

0.00

0.04

0.00

0.36

0.36

0.01

0.18

0.11

0.19

0.00

0.00

74.02

0.00

0.06

0.01

0.63

0.63

0.02

0.35

0.22

0.39

0.00

0.00

74.03

0.00

0.08

0.01

0.91

0.90

0.03

0.53

0.33

0.58

0.00

0.00

74.04

0.00

0.09

0.03

1.18

1.18

0.04

0.71

0.44

0.78

0.00

0.00

74.05

0.00

0.11

0.04

1.45

1.45

0.05

0.88

0.55

0.97

0.00

0.00

74.06

0.01

0.12

0.05

1.73

1.72

0.06

1.06

0.66

1.17

0.18

0.10

74.07

0.01

0.13

0.07

2.00

2.00

0.07

1.24

0.77

1.36

0.18

0.09

74.08

0.01

0.15

0.09

2.28

2.27

0.08

1.41

0.88

1.56

0.18

0.08

74.09

0.02

0.16

0.12

2.55

2.54

0.09

1.59

0.99

1.75

0.35

0.14

74.10

0.02

0.17

0.15

2.83

2.82

0.10

1.77

1.10

1.94

0.35

0.13

74.11

0.03

0.18

0.17

3.10

3.09

0.11

1.94

1.21

2.14

0.53

0.17

74.12

0.04

0.19

0.21

3.35

3.34

0.12

2.12

1.32

2.33

0.71

0.21

74.13

0.05

0.20

0.24

3.61

3.60

0.13

2.30

1.44

2.53

0.88

0.25

74.14

0.06

0.21

0.28

3.87

3.86

0.14

2.47

1.55

2.72

1.06

0.27

74.15

0.07

0.22

0.32

4.14

4.13

0.15

2.65

1.66

2.92

1.24

0.30

74.16

0.08

0.23

0.36

4.41

4.39

0.16

2.83

1.77

3.11

1.41

0.32

74.17

0.10

0.24

0.41

4.67

4.66

0.17

3.01

1.88

3.31

1.77

0.38

74.18

0.11

0.25

0.45

4.94

4.92

0.18

3.18

1.99

3.50

1.94

0.40

74.19

0.13

0.26

0.51

5.20

5.19

0.19

3.36

2.10

3.69

2.30

0.44

74.20

0.15

0.27

0.56

5.47

5.45

0.20

3.54

2.22

3.89

2.65

0.49

74.21

0.17

0.28

0.61

5.64

5.62

0.21

3.71

2.33

4.08

3.01

0.53

74.22

0.20

0.29

0.67

5.70

5.67

0.22

3.89

2.46

4.28

3.54

0.62

74.23

0.22

0.31

0.73

5.73

5.70

0.23

4.07

2.59

4.47

3.89

0.68

74.24

0.25

0.32

0.78

5.76

5.73

0.24

4.24

2.72

4.67

4.42

0.77

74.25

0.28

0.34

0.84

5.80

5.75

0.25

4.42

2.86

4.86

4.95

0.86

74.26

0.31

0.35

0.90

5.83

5.78

0.26

4.60

2.99

5.06

5.48

0.95

74.27

0.35

0.36

0.96

5.87

5.81

0.27

4.77

3.12

5.25

6.19

1.06

74.28

0.38

0.38

1.02

5.90

5.83

0.28

4.95

3.26

5.44

6.72

1.15

74.29

0.42

0.39

1.07

5.93

5.86

0.29

5.13

3.39

5.64

7.42

1.27

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

74.30

0.46

0.40

1.13

5.97

5.89

0.30

5.30

3.53

5.83

8.13

1.38

74.31

0.49

0.41

1.19

6.00

5.92

0.31

5.48

3.66

6.03

8.66

1.46

74.32

0.53

0.43

1.25

6.03

5.94

0.32

5.66

3.80

6.22

9.37

1.58

74.33

0.57

0.44

1.31

6.07

5.97

0.33

5.83

3.93

6.42

10.08

1.69

74.34

0.62

0.45

1.37

6.10

6.00

0.34

6.01

4.07

6.61

10.96

1.83

74.35

0.66

0.46

1.43

6.14

6.02

0.35

6.19

4.21

6.81

11.67

1.94

74.36

0.70

0.47

1.49

6.17

6.05

0.36

6.36

4.35

7.00

12.37

2.05

74.37

0.75

0.48

1.55

6.20

6.08

0.37

6.54

4.49

7.19

13.26

2.18

74.38

0.80

0.49

1.61

6.24

6.11

0.38

6.72

4.62

7.39

14.14

2.31

74.39

0.84

0.50

1.67

6.27

6.13

0.39

6.89

4.76

7.58

14.85

2.42

74.40

0.89

0.51

1.74

6.31

6.16

0.40

7.07

4.90

7.78

15.73

2.55

74.41

0.94

0.52

1.80

6.34

6.19

0.41

7.25

5.04

7.97

16.62

2.68

74.42

0.99

0.53

1.86

6.37

6.21

0.42

7.42

5.18

8.17

17.50

2.82

74.43

1.05

0.54

1.92

6.41

6.24

0.43

7.60

5.32

8.36

18.56

2.97

74.44

1.10

0.55

1.98

6.44

6.27

0.44

7.78

5.46

8.56

19.45

3.10

74.45

1.15

0.56

2.05

6.47

6.30

0.45

7.95

5.60

8.75

20.33

3.23

74.46

1.21

0.57

2.11

6.51

6.32

0.46

8.13

5.75

8.94

21.39

3.38

74.47

1.27

0.58

2.17

6.54

6.35

0.47

8.31

5.89

9.14

22.45

3.54

74.48

1.33

0.59

2.24

6.58

6.38

0.48

8.49

6.03

9.33

23.51

3.69

74.49

1.38

0.60

2.30

6.61

6.40

0.49

8.66

6.17

9.53

24.40

3.81

74.50

1.44

0.61

2.36

6.64

6.43

0.50

8.84

6.31

9.72

25.46

3.96

74.51

1.51

0.62

2.43

6.68

6.46

0.51

9.02

6.46

9.92

26.69

4.13

74.52

1.57

0.63

2.49

6.72

6.50

0.52

9.19

6.60

10.11

27.75

4.27

74.53

1.63

0.64

2.56

6.76

6.53

0.53

9.37

6.74

10.31

28.81

4.41

74.54

1.69

0.65

2.62

6.80

6.56

0.54

9.55

6.88

10.50

29.88

4.55

74.55

1.76

0.65

2.69

6.83

6.59

0.55

9.72

7.03

10.69

31.11

4.72

74.56

1.82

0.66

2.76

6.87

6.62

0.56

9.90

7.17

10.89

32.17

4.86

74.57

1.89

0.67

2.82

6.91

6.66

0.57

10.08

7.31

11.08

33.41

5.02

74.58

1.96

0.68

2.89

6.95

6.69

0.58

10.25

7.46

11.28

34.65

5.18

74.59

2.03

0.69

2.96

6.99

6.72

0.59

10.43

7.60

11.47

35.89

5.34

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

74.60

2.10

0.69

3.02

7.02

6.75

0.60

10.61

7.74

11.67

37.12

5.50

74.61

2.17

0.70

3.09

7.06

6.78

0.61

10.78

7.89

11.86

38.36

5.66

74.62

2.24

0.71

3.16

7.10

6.82

0.62

10.96

8.03

12.06

39.60

5.81

74.63

2.31

0.72

3.23

7.14

6.85

0.63

11.14

8.17

12.25

40.84

5.96

74.64

2.39

0.72

3.30

7.18

6.88

0.64

11.31

8.32

12.45

42.25

6.14

74.65

2.46

0.73

3.37

7.22

6.91

0.65

11.49

8.46

12.64

43.49

6.29

74.66

2.54

0.74

3.43

7.25

6.94

0.66

11.67

8.61

12.83

44.90

6.47

74.67

2.61

0.75

3.50

7.29

6.98

0.67

11.84

8.75

13.03

46.14

6.61

74.68

2.69

0.75

3.57

7.33

7.01

0.68

12.02

8.90

13.22

47.55

6.78

74.69

2.77

0.76

3.64

7.37

7.04

0.69

12.20

9.04

13.42

48.97

6.96

74.70

2.85

0.77

3.72

7.41

7.07

0.70

12.37

9.19

13.61

50.38

7.13

74.71

2.93

0.77

3.79

7.44

7.11

0.71

12.55

9.33

13.81

51.80

7.28

74.72

3.02

0.78

3.86

7.48

7.14

0.72

12.73

9.48

14.00

53.39

7.48

74.73

3.10

0.79

3.93

7.52

7.17

0.73

12.90

9.63

14.20

54.80

7.64

74.74

3.18

0.80

4.00

7.56

7.20

0.74

13.08

9.77

14.39

56.21

7.81

74.75

3.27

0.80

4.07

7.60

7.23

0.75

13.26

9.92

14.58

57.81

8.00

74.76

3.36

0.81

4.15

7.64

7.27

0.76

13.43

10.06

14.78

59.40

8.17

74.77

3.44

0.82

4.22

7.67

7.30

0.77

13.61

10.21

14.97

60.81

8.33

74.78

3.53

0.82

4.29

7.71

7.33

0.78

13.79

10.36

15.17

62.40

8.51

74.79

3.62

0.83

4.36

7.75

7.36

0.79

13.97

10.50

15.36

63.99

8.69

74.80

3.71

0.84

4.44

7.79

7.39

0.80

14.14

10.65

15.56

65.58

8.87

74.81

3.80

0.84

4.51

7.83

7.43

0.81

14.32

10.79

15.75

67.17

9.04

74.82

3.89

0.85

4.59

7.87

7.46

0.82

14.50

10.94

15.95

68.77

9.22

74.83

3.99

0.86

4.66

7.90

7.49

0.83

14.67

11.09

16.14

70.53

9.42

74.84

4.08

0.86

4.74

7.94

7.52

0.84

14.85

11.24

16.33

72.12

9.59

74.85

4.18

0.87

4.81

7.98

7.55

0.85

15.03

11.38

16.53

73.89

9.79

74.86

4.27

0.87

4.89

8.02

7.59

0.86

15.20

11.53

16.72

75.48

9.95

74.87

4.37

0.88

4.96

8.06

7.62

0.87

15.38

11.68

16.92

77.25

10.14

74.88

4.47

0.89

5.04

8.09

7.65

0.88

15.56

11.83

17.11

79.02

10.33

74.89

4.57

0.89

5.12

8.13

7.68

0.89

15.73

11.97

17.31

80.79

10.52

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

74.90

4.67

0.90

5.19

8.17

7.72

0.90

15.91

12.12

17.50

82.55

10.69

74.91

4.77

0.91

5.27

8.21

7.75

0.91

16.09

12.27

17.70

84.32

10.88

74.92

4.87

0.91

5.35

8.26

7.79

0.92

16.26

12.41

17.89

86.09

11.05

74.93

4.97

0.92

5.43

8.32

7.84

0.93

16.44

12.56

18.08

87.86

11.21

74.94

5.06

0.92

5.51

8.37

7.90

0.94

16.62

12.70

18.28

89.45

11.32

74.95

5.16

0.92

5.59

8.43

7.95

0.95

16.79

12.84

18.47

91.22

11.47

74.96

5.26

0.93

5.66

8.49

8.00

0.96

16.97

12.98

18.67

92.98

11.62

74.97

5.36

0.93

5.75

8.54

8.05

0.97

17.15

13.13

18.86

94.75

11.77

74.98

5.46

0.94

5.83

8.60

8.11

0.98

17.32

13.27

19.06

96.52

11.90

74.99

5.57

0.94

5.91

8.66

8.16

0.99

17.50

13.41

19.25

98.46

12.07

75.00

5.67

0.95

5.99

8.72

8.21

1.00

17.68

13.56

19.45

100.23

12.21

75.01

5.78

0.95

6.07

8.77

8.26

1.01

17.85

13.70

19.64

102.18

12.37

75.02

5.88

0.96

6.15

8.83

8.31

1.02

18.03

13.84

19.83

103.94

12.51

75.03

5.99

0.96

6.24

8.89

8.37

1.03

18.21

13.98

20.03

105.89

12.65

75.04

6.10

0.96

6.32

8.95

8.42

1.04

18.38

14.13

20.22

107.83

12.81

75.05

6.21

0.97

6.41

9.00

8.47

1.05

18.56

14.27

20.42

109.78

12.96

75.06

6.32

0.97

6.49

9.06

8.52

1.06

18.74

14.42

20.61

111.72

13.11

75.07

6.43

0.98

6.58

9.12

8.58

1.07

18.92

14.56

20.81

113.67

13.25

75.08

6.55

0.98

6.66

9.17

8.63

1.08

19.09

14.70

21.00

115.79

13.42

75.09

6.66

0.99

6.75

9.23

8.68

1.09

19.27

14.84

21.20

117.73

13.56

75.10

6.78

0.99

6.84

9.29

8.73

1.10

19.45

14.99

21.39

119.85

13.73

75.11

6.89

1.00

6.92

9.35

8.78

1.11

19.62

15.13

21.58

121.80

13.87

75.12

7.01

1.00

7.01

9.40

8.84

1.12

19.80

15.27

21.78

123.92

14.02

75.13

7.13

1.00

7.10

9.46

8.89

1.13

19.98

15.42

21.97

126.04

14.18

75.14

7.26

1.01

7.19

9.51

8.93

1.14

20.15

15.56

22.17

128.34

14.37

75.15

7.38

1.01

7.28

9.56

8.98

1.15

20.33

15.71

22.36

130.46

14.53

75.16

7.51

1.02

7.37

9.61

9.02

1.16

20.51

15.86

22.56

132.76

14.72

75.17

7.64

1.02

7.46

9.66

9.07

1.17

20.68

16.00

22.75

135.06

14.89

75.18

7.76

1.03

7.55

9.71

9.11

1.18

20.86

16.15

22.95

137.18

15.06

75.19

7.89

1.03

7.64

9.76

9.16

1.19

21.04

16.29

23.14

139.48

15.23

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

75.20

8.03

1.04

7.73

9.81

9.20

1.20

21.21

16.44

23.33

141.95

15.43

75.21

8.16

1.04

7.83

9.86

9.25

1.21

21.39

16.58

23.53

144.25

15.59

75.22

8.29

1.05

7.92

9.91

9.29

1.22

21.57

16.73

23.72

146.55

15.77

75.23

8.43

1.05

8.01

9.96

9.34

1.23

21.74

16.87

23.92

149.02

15.96

75.24

8.56

1.06

8.11

10.01

9.38

1.24

21.92

17.02

24.11

151.32

16.13

75.25

8.70

1.06

8.20

10.06

9.43

1.25

22.10

17.16

24.31

153.80

16.31

75.26

8.84

1.07

8.29

10.11

9.47

1.26

22.27

17.31

24.50

156.27

16.50

75.27

8.98

1.07

8.39

10.16

9.52

1.27

22.45

17.45

24.70

158.75

16.67

75.28

9.12

1.07

8.48

10.21

9.56

1.28

22.63

17.60

24.89

161.22

16.86

75.29

9.26

1.08

8.58

10.26

9.61

1.29

22.80

17.75

25.08

163.69

17.03

75.30

9.40

1.08

8.68

10.31

9.65

1.30

22.98

17.89

25.28

166.17

17.22

75.31

9.55

1.09

8.77

10.36

9.70

1.31

23.16

18.04

25.47

168.82

17.40

75.32

9.69

1.09

8.87

10.41

9.74

1.32

23.33

18.19

25.67

171.30

17.59

75.33

9.84

1.10

8.97

10.46

9.79

1.33

23.51

18.33

25.86

173.95

17.77

75.34

9.99

1.10

9.07

10.51

9.83

1.34

23.69

18.48

26.06

176.60

17.97

75.35

10.14

1.11

9.16

10.56

9.87

1.35

23.86

18.62

26.25

179.25

18.16

75.36

10.29

1.11

9.26

10.61

9.92

1.36

24.04

18.77

26.45

181.90

18.34

75.37

10.44

1.12

9.36

10.66

9.96

1.37

24.22

18.92

26.64

184.55

18.53

75.38

10.60

1.12

9.46

10.71

10.01

1.38

24.40

19.06

26.83

187.38

18.72

75.39

10.75

1.12

9.56

10.76

10.05

1.39

24.57

19.21

27.03

190.03

18.91

75.40

10.91

1.13

9.66

10.81

10.10

1.40

24.75

19.35

27.22

192.86

19.10

75.41

11.06

1.13

9.77

10.86

10.14

1.41

24.93

19.50

27.42

195.51

19.28

75.42

11.22

1.14

9.87

10.91

10.19

1.42

25.10

19.64

27.61

198.34

19.46

75.43

11.38

1.14

9.97

10.96

10.23

1.43

25.28

19.79

27.81

201.17

19.66

75.44

11.54

1.15

10.07

11.01

10.28

1.44

25.46

19.94

28.00

204.00

19.84

75.45

11.70

1.15

10.17

11.06

10.32

1.45

25.63

20.08

28.20

206.83

20.04

75.46

11.87

1.15

10.28

11.11

10.37

1.46

25.81

20.23

28.39

209.83

20.23

75.47

12.03

1.16

10.38

11.16

10.41

1.47

25.99

20.38

28.58

212.66

20.43

75.48

12.20

1.16

10.49

11.21

10.46

1.48

26.16

20.52

28.78

215.67

20.62

75.49

12.36

1.17

10.59

11.26

10.50

1.49

26.34

20.67

28.97

218.50

20.81

Station

3100

Slop

e0.00

1802

WSE

Discha

rge

Velocity

Area

WP

Width

Depth

BedShear

Bank

Shear

CurveShear

Stream

Power

UnitS

tream

Power

(masl)

(m3sec1)

(msec1)

(m2 )

(m)

(m)

(m)

(Nm

2 )(N

m2 )

(Nm

2 )(W

m2 )

(Wm

2 )

75.50

12.53

1.17

10.70

11.31

10.55

1.50

26.52

20.81

29.17

221.50

21.00

75.51

12.70

1.18

10.80

11.36

10.59

1.51

26.69

20.96

29.36

224.51

21.20

75.52

12.87

1.18

10.91

11.41

10.64

1.52

26.87

21.11

29.56

227.51

21.38

75.53

13.04

1.18

11.01

11.46

10.68

1.53

27.05

21.25

29.75

230.52

21.58

75.54

13.22

1.19

11.12

11.51

10.73

1.54

27.22

21.40

29.95

233.70

21.78

75.55

13.39

1.19

11.23

11.56

10.77

1.55

27.40

21.55

30.14

236.70

21.98

75.56

13.57

1.20

11.34

11.61

10.81

1.56

27.58

21.69

30.33

239.89

22.19

75.57

13.75

1.20

11.45

11.66

10.86

1.57

27.75

21.84

30.53

243.07

22.38

75.58

13.92

1.21

11.55

11.71

10.90

1.58

27.93

21.99

30.72

246.07

22.58

75.59

14.10

1.21

11.66

11.76

10.95

1.59

28.11

22.13

30.92

249.25

22.76

75.60

14.29

1.21

11.77

11.81

10.99

1.60

28.28

22.28

31.11

252.61

22.99

75.61

14.47

1.22

11.88

11.86

11.04

1.61

28.46

22.42

31.31

Fluvial Geomorphology Report Report prepared by JTB … · (as seen in Reach 6 and Reach 2) and...

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Transcript of Fluvial Geomorphology Report Report prepared by JTB … · (as seen in Reach 6 and Reach 2) and...