streambank stabilization appendices - mckinney, texas

APPENDIX A

STREAM BANK STABILIZATION DETAILS

CONTINUOUS PERFORATEDPIPE wRAPPED WITH FILTERCLOTH

Fit TER MATERIAL

INVERT

DRAINACE MATERIAL

--.----'!!'-- DE S ICN Ft 000 LEVE L

CONTINUOUS PERFORATEDPIPE WRAPPED wiTH FILTERCLOTH

OPT 10NAl INVERT PAYIHe_we_ CJUIIIIC" , ., IIO'•• & CQIIIIIC 'e.' .

(SEE NOTES)

REINFORCED CONCRETENORMALLY CONTINUOUSLYRE INF. PAVEMENT

TYPICAl. SECTION PAV€O CONCRETE CM_'- 8AtC------------------------------------------

N.T.S.

NOTES:

1. RECOMMENDED MAXIMUM SLOPE IS 2:1. SLOPES MAY BE STEEPENED TO1.5CH):lCV) IN TRANSITIONS TO OR FROM NATURAL. UNALTERED STREAM BANKS.

2. HEADERS AT LEAST 3' IN DEPTH AND CAREFULLY DESIGNED TRANSITIONSSHALL BE CONSTRUCTED AT THE UPSTREAM AND DOWNSTREAM ENDSOF CHANNEL LINING.

(HALFF - 1990)

STREAM BANKSTABiLIZATION MANUAL I

PLATE1

_.-.s._._._REI CEO CONCRETE

CHANNEl. l.INING".CITY OF ALLEN

30· RIPRAP AND THICKER REOUIRES lAYEROF SAND BEDDING OVER FilTER CLOTH

PREFERRED SLoPE-SLoPE YAY BE AS STEEP AS 1.5:1IN CHANNEL TRANSTION AREAS ONLY

CHANNElINVERT

CHANNEl INVERT

CI!!JJIW TIl DE 16-lLN. T.S.ROCK RIPRAP CSEE NO TES )

DESIGN FLOOD LEVEL

Ex1STINC CRADE

3'

F'IL TER CLOTH

3'

TVPN.T.S

NOTES:

1. RIPRAP SHALL BE DESIGNED BY THE USACE METHOD AS OUTLINED IN"HYDRAULIC DESIGN OF FLOOD CONTROL CHANNELS" USACE.ENGINEER MANUAL 1110-2-1601. CHANGE 1

2. THICKNESS OF RIPRAP LAYER SHALL BE EQUAL TO THE LARGEST STONESIZE OR 1.5 TIMES THE MEDIAN STONE SIZE. 050. WHICH EVER IS GREATER.

3. DESIGN FACTOR OF SAFETY SHALL BE 1.2

4. HEADERS AND APPROPRIATE TRANSITIONS AT UPSTREAM AND DOWNSTREAMENDS OF REVETMENT SHOULD BE INCLUDED.

CHALFF - 1990)

STREAM SANKSTA81llZATION MANUAL I

PLATE2

_.~._ ...-.-

ROCK RIPRAPCHANNEl. 1.ININe".CITY OF ALLEN

E:\PLATES\P2.dgn 4/23/20032:31:47 PM

LINED CHANNELINVERT CTYP ICAL)

GABION MATTRESS

fiLTER CLOTH

I.. I rOES/eN FLOOD LEVEL

1 CleTIDNAt Ttl Q£. TAJ.J.N. T. S.

VARI ES CSEE NOTE)

1 1

f IL TER CLOTH

!!fJCAt CABIQN MATTBE$$ $£CTlDHN.T.S.

NOTE$,:

1. RECOMMENDED MAXIMUM SLOPE IS 2CH):1CV). SLOPES MAY BE STEEPENED TO1.SCH):1CV) IN TRANSITIONS TO OR FROM NATURAL. UNALTERED STREAM BANKS.

2. HEADERS OF AT LEAST 3' IN DEPTH AND CAREFULLY DESIGNED TRANSITIONSSHOULD BE CONSTRUCTED AT UPSTREAM AND DOWNSTREAM ENOS OF GAB IONMATTRESS SLOPE PROTECTION.

3. GABION BASKETS SUBJECT TO FREOUENT INUNDATION SHALL BE pvc COATED.

(HAlff - 1990)

STREAM SANKSTA81lllATION MANUAL I

PLATE3

_.~._ ....-.-

. Citl{oIPIonP. CAstON MATTRESSSLOPE PROTECTioN

nCITY OF ALLEN

E:\PLATES\P3.dgn 4/23/2003 2:35:22 PM

GRASSED SLOPEpvc COATED

GABION BASKETS

REINFORCED CONCRETEqPILOT CHANNEL

~~'IrMI:l~~

6" CRUSHED STONE BASE

F'IL TER CLOTH

CHAlF'F'. 1996)

STREAM SANKI STABILIZATION YANUAl I

".CITY OF ALLEN

GAStON WALL 0CONCRETE PilOT

CHANNEL ti HaJjfAssociates_._IS.-'l."-._

PLATE4

E:\PLATES\P4.dgn 4/23/2003 2:35:39 PM

12 11

TYP

8'

GASION MAT TO PROTECT AGAINST UNDERMININGMAY 8E REOUIRED IF ADEOUATE FOUNDATIONCANNOT 8E ACHIEVED IN HIGHLY EROSIVE AREAS.

FILTERFABRIC

FASRIC UNDERNEATH GASIONSIS OPTIONAL DEPENDING ON

CHARACTERISTICS OF NATIVEMATERIAL

(HALFF. 1996)

STREAM BANK1 STASI LilATION MANUAL I I

PLATE5

_.-.s._...-._TYPICAL GASION

WALL DETAILnCITY OF ALLEN

E:\PLATES\P5.dgn 4/23/20032:35:54 PM

TE;

EXCAVATE BENCHES Tu------'PI.ACE CRUSHED STONE8ACJ(f'l.l ON LEVELSURF' ACES. SCMIf' Y TOP6" ItI«J RECOUPACT TOeE:TW£EN 92t ItI«J 98tSTItI«JARO PROCTORDENSITY tASTY 0698) ATA YOISTlJIRE CONTENTeE:TW£EN ·11t1«J ·4PERCENT or OPTUM.

TOP ROW

_____-- CAl"VANZEO CA8ION 8ASK£TS. J'. J',TYP.ROW 2 THRU "J

PVC COATED CAl"VANZEO CA8ION8ASK£TS II ROW 1

PVC COATED CAl"VANZEO 12- THJO(CABION 8LAN<£ T. V/fRY SLOPETO MATCH EXISTING.

TyP.

STREAM SANKIllZAllON MANUAL

CrTY OF ALLEN

E:\PLATES\P6.dgn 4/23/2003 2:36:14 PM

fiLL VOID WITHROCK. RUeBLEAND GROUT

MILSAP STONE WAlL

COAT WITH EPOXY aONOINGAGENT FOR AlL MILSAP STONEATTACHED HORIZONTAlI.. Y TOCONCREn:.

S" CRUSHED STONE BASE

INSTAlL 2" P.v.C. (GREY) WEEPHOlES ON to'CENTERS. WiTH A 12" X 12" X 12" GRAVELPOCKET AT EACH LOCATION. VERTICALLOCATION Of WEEPHOlES SHAlL aE S'ABOVE flMSHEO GRADE. TYPICAlLY.

(HAlF'F. 1996)

PLATE7

oo

STREAM 8ANKSTA81ll1AT ON MANUALS

DEft.CITY OF ALLEN

E:\PLATES\P7.dgn 4/23/2003 2:36:28 PM

BOTTOM ANCHOR ROO

ANCHORACE SCHEMES F A SHEETPllE

CITY OF ALLEN

oo A

8

E:\PLATES\P8.dgn 4/23/2003 2:36:43 PM

STRETCHERS

EXISTING CHANNEL BED~~~

HEADERS

ICONSTRUCT TO A DEPTH BELOW SCOUROR INTO BEDRQCK

~ DESIGN FLOOD LEVEL__~'f!--.

~""'-'-- ~

TYPICAL SACK PLACEMENT

NOTES:1. SACKS SHOULD CONTAIN 15% CEMENT (MINIMUM)

BY WIEGHT THOROUGHLY MIXED WITH THE SAND.2. MAXIMUM REVETMENT SLOPE NOT TO EXCEED 1(H) TO 1(V).3. DESIGN SHOULD INCLUDE WEEPHOLES.4. DESIGN SHOULD INCLUDE TOE PROTECTION.5. DESIGN SHOULD INCLUDE HEADERS AND APPROPRIATE

TRANSITIONS AT UPSTREAM AND DOWNSTREAM ENDS OFREVE TMENT.

6. USE ONLY IN AREAS OF LOW VELOCITY AND ERODIBILITY.

STREAM BANKSTA81LIZATION MANUAL

PLATE9

aa

YPICAL SANDCE AGREVET NT1\.

CITY OF ALLEN

E:\PLATES\P9.dgn 4/23/2003 2:37:00 PM

1I

TYPICAL LATERALPLACEWENT

FLOWEDCE OF ISTREAMtf t

t I I Ir

.-- '\ ....... - ..

- --

N

t

STREAMBED

.: : : : ~

................... -- ..........

ELEYATION

HP 8 x 36 PILE

t---------422 M-----------.1

..•••••••••••••••••• l •• _ .

vANE DE TAILS

CFHWA - 1991)

STREAM BANKSTABILIZATION MANUAL

PLATE10A

_.-'S._._.IOWA VANE

SYSTEM,,-CITY OF ALLEN

E:\PLATES\P10a.dgn 4/23/2003 1:59:30 PM

FLOW

tAUS TIN. 1996)

It I Cit'lof(JiollOP ,CONCEPTUAL LAYOUT STA8~~~~:~I~~NYAlIIOF DEBRIS FINS".CITY OF ALLEN

-, -".~ ...-.-PLATE

10B

E:\PLATES\P10b.dgn 4/23/2003 2:00:16 PM

EMBANKMENT ORUNDISTURBED EARTH

8'I-3'

1r==~----.-.""

SO Il - CEMENT

(F'HWA - 1991)


I - IISOIL CEMENTBANK PROTECTION,,- GJ\RLAtf) wHaIffAssociates PLATE

_._._...-.s._-"11CITY OF ALLEN

E:\PLATES\P11.dgn 4/23/2003 2:00:49 PM

(EROSION CONTROL. 1996)


PLATE11A

_._IS._._._BENOWAY WEIR

LAYOUT

citt! 01plona I'llI r.

CITY OF ALLEN

E:\PLATES\P11 a.dgn 4/23/2003 2:01 :27 PM

1- LENGTH VARIES ~IWEIR ELEVATION

FLOW ..

1~

STILLING BASIN

CUT-OFFWALLS

CHECK DAMTYPICAL SECTION

N.T.S.

CUT-OFFWALLS

BAFFLE BLOCKS

NOTES:

1. WEIR HEIGHTS SHOULD BE SET AT AN ELEVATION THAT PROVIDES MAXIMUMVELOCITY REDUCTION UPSTREAM BUT DOES NOT INCREASE REGULATORYFLOOD PLAIN DESIGN ELEVATION.

2. STILLING BASIN DESIGN GUIDANCE CAN BE FOUND IN THE USBR PUBLICATION"HYDRAULIC DESIGN OF STILLING BASINS AND ENERGY DISSIPATORS"

CHALFF - 1990)

STREAM BANK1STASu 12AT ION MANUAL I

PLATE12

B HalffAssociates_._~._ ...-.-

CHECK DAM

citC/o/PiMaI'I r.

nCITY OF ALLEN

E:\PLATES\P12.dgn 4/23/2003 2:02:30 PM

h"0.5 oe

J-R • 0.6 oe \ LENG TH Of BASI ~

L

HALF PLAN -

cu,.,..r ....L ICENTER-liNE SECTION

2

0.&

~

- .. 1).4

Co) j:~0

" ~~

I 1».2

10..1

0

J

)1/

END SILL ~EIGHl

I

C = WEIR DISCHARGE = 3.0Dc = CRITICAL DEPTH OVER CRESTh = HEIGHT OF DROPhi = HEIGHT OF END SILLH = HEAD ON WEIR = 3/2<Dc)

L = LENGTH OF BASINL = LENGTH OF WEIR CRESTa = DISCHARGE. CLH-3/2

DE TAIL S AND DE SIGN CHAR TFOR TYPICAL DROP STRUCTURE

t U$ACE -1991)

'"' STREAM BANKcitt{ofplono~ STABllllAT ION MANUAL

.--- +-'__._---11 DROP SiRUCiURE I .,

CITY OF ALLEN

B HalffAssociates_.~._ ....-._.. ",

PLATE13

E:\PLATES\P13.dgn 4/23/2003 2:03:33 PM

CYLINDRICAL OUAKDRANT

WARPED

Q..-.--""

High Velocity CSupercritical)

ReCommended Converaence andDiveraence Transition Rates

Mean ChannelVe I oc i ty

fps

10-1515-3030-40

Wal I Flare for EachWal I (Horizontal to

Long i t ud i no I )

1 : 101: 151 : 20 USACE II 1991

STREAM BANK1 STA81l IZAT ION MANUAL I I

CITY OF ALLEN

CHANNELTRANSiTiON

TYPES HalffAssociates_..~._ ...-.-PLATE1~

E:\PLATES\P14.dgn 4/23/2003 2:04:03 PM

GRATE ORWYE INLfT

I). 27"Q. 39.6 cfss- 0.0193v· 9.96 fps

'1g: 1.54

~ANOAROHEADWALL

-."-

------

-------

......... "'..-----"'---

~~N

<,

18" THI CKROCK RIPRAPBLANKET

~~:~rCfSs.. 0.0193y. 10.8 fps

'i g: 1.81

Canter line of Channa f

INTERCEPTQA-~~~~~-~ ••

STANDARD HEADWALL

~. 27"Q. 43 cf ss- 0.0193y. 10.8 fps

'i g: 1. 81

fine of Cnonne I

~._._-~:~._~=/ ..-. -_._.~----~-

PLANNOT PREFERRED

~

~<..,

...........

CreekRLJSse I I

5 Acre

LOCATE I NLET TO PREvENT

!ERa"'E "!nO$ a"R STR~" '"''

ORAINS TO / /STREAM ./

,_".1 Acre ._.~.-, .-.-.-._._ •. ,..._._._.- 'NTERCEPTOR

SWALES

<,",

<,-,

<,<,

<,

I[ f-·-._. I: I 00·· -- I ' .,

PROFILENOT PREFERRED PREFERRED PROF ILE

PLATE15


!!! HalffAssociates-""t . .-.celt; _...._, ~.... ,_

EXAiFlE OFEROSION PRQTECTION

AT STANDARDHEAOWAllS

~

c~,,01f1/MoP((Ifm<KIlln(Y

/\WICIT1' 011'ALUIH

EXAMPLE OUTFALL LOCATIONEVER POSSIBLE. LOCATE STORM SEWER OUTFALLS

'INC TRIBUTARY CHANNELS. SWALES OR LOW AREAS

TO MINIMIZE DISTURBANCE OF STREAM BANK.

WHENAT EXISl

+/23/2003 20451 PM

STilliNG 8ASIN FOR PIPE OR oPEN CHANNEL OUTLETS

~ SECTIONSTILLING BASIN DESIGN

~t...PLAN

SECT IONAL TERNATEEND SILL

0030

DISCHARCE IN C.F.S.DISCHARGE LIMITS

O~n , 10 .... I'" II -'Tl'l ". '0'. "-0' .0 II~...

~..

~ .,;..~~ I.;i

!'"

~ ~"". ..

"" ~~ ":

!'"

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~~

....:

- ....~ 7

~"".

...",II"'"

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~~

l...o-"~ ....,

~ ......~"". ~ ....

~ ~

~"".

~... ...,.. .... •••• ' .... . ., .. . ... .... I ••

410 60 10 100 2':)0 )00 41;$

10

....:.-

::I:....o:.

Impact type eneroy dissipater (Basin VI). (PETERKA. 1984)


I I1

1\.CrTY OF ALLEN

IMPACT - TYPE~.... - .............. -- - ............._..........~ IDRM :5t. lit. H

OUTFALL BASIN~ HalffAssociates_.-.s._."-._

PLATE16

II

E:\PLATES\P16.dqn 4/23/2003 2:30:33 PM

I "D

ij I· ..·' <r", c:c:..6)- C) S ·l~_'l -c: \f'ltn t.: r' ~ r- O'~ C'\ C-:. c; ,,-,I ",:,r,

:i;-.,g~rr.

~00-

rrj r'-I 'T "7 " \Q

ti': '4.-;~:::ir~

'>0 '•.1:='. :;0 ,;.:; 'Ai ("...::; ~ '.0;d-;:;.=:

-""'.-..'(:C~' ,Cl '..!:. r-. -;:.c, G\ C;:l >;;:: - (....4-

IJ) £:1 t~ r:::i (.~.'I (:1 (':1 ~;! f;; f~',~,-~. ,,-

1,0 \::~ -'.(:J ,," :;tj t;1'\ ,'::.-: - ["1"-..;.,''''- -v4.....': J! '0 -b -C- r- :?'Y t:;- 0 - 1'1

r'I':. V{;< -q- '\D -~~:

- -:t (-;1cr;("'1 f"'-: :"'-'1 (""'i r.....·, '0

~-,r,

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0' ~ ,;1 "T w~- c; SJ. n q>"D r- !""~I ('IC'

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"".i" -s 1-' 00 c: - ( ..I

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r.!; 'C.:.. I - ,,0('-1l':',,~, "l 'r, ~~ ~ ::;-.

i

9' '1 1 0:;> u;' ~. 0:;>~ 2, r-~ r;r =, ("I "'''! 'f"'i T;'- ,::.,...... ['1

;("I

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<=i' c' o-. -,;::h rr'l

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2; .J .z:v~ ',::;, oc' - -

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x~. ;.; c- 'r, 1(', of:) C7'

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r"': (f', W P4 r-:

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C <,=.1

I,~ 'S7' c!'t-,

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to

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3.2


CITY OF ALLEN

CKl{oIPIonOD C T I I I I "It'! Cl e IIh.I - I ~. I '- '- 1 I'" U u AJ I •~

OUTLET DIMENSIONS ~

GA1I.AN> e::"~~PLATE

1 7

I I

E:\PLATES\P17.dgn 4/23/20032:30:50 PM

Typical of a 12' - 15' High Slope

Loose Su~foce Laye~

INTERPLANTING:NATIVE PLANT

MATERIAL

Round Topof Cut

Stokes 2-3' long.d~iven to fi~m hOld.

Undistu~bed Mote~ial

Wattl ing spocing:3-4' Ve~tical. 1:1 Slopes ~ Steepe~

Slope or Cut Treatment - Wattl ingUse for loose surface soi Is with sheet.

r i I I or sma I I gu I IY eros ion

(LEISER IN IECA. 1995)


nCITY OF ALLEN

Citi{ofPIonO~I - I

CONTOUR WATTLINGFOR SLOPE

PROTECTION WHalffAssociates_._IS._."-._ PLATE18

I I

E:\PLATES\P18.dgn 4/23/2003 2:31 :11 PM

3. PLACE BUNDLESIN TRENCH

4. ADO STAKES THROUGHAND BELOW BUNDLES

PREPARE WATTLING: CIGAR-SHAPED BUNDLESOf LIVE BRUSH WITH BUTTS ALTERNATING.8-10- DIA •• TIED 12-15- D.C. SPECIESWHICH ROOT ARE PREfERRED.

5. COVER WATTLINGWITH SOIL" TAMPFIRMLY

1. STAKE ONCONTOUR

2. TRENCH ABOVE STAKESI~ DIA. OF BUNDLES

NOTE: WORK STARTS ATBOTTOM OF CUT OR FILLAND PROCEEDS FROMSTEP 1 THROUGH STEP 5

PREPARATION Of WATTLINC AND INSTALLATION PROCEDuRE. SEOUENCE Of OPERATIONS IS SHOWN SCHEMATICALLY IN THE DIACRAM.

(GRAY. LEISER - 1982)


I I

PLATE19_.-.s._."-._

CONTOURWATTLINCPROCEDURE

Citf./o!plonoDI ., I

".CITY OF' ALLEN

E:\PLATES\P19.dgn 4/23/20032:31 :26 PM

REOUIRED VERTICAL BENCH SPACING CY)TO MAINTAIN 1:1 SLOPE ABOVE BENCHDURING EXCAVATION.

H:V 1.50: 157%30°

WILLOW

1.40 : 171 %35.5°

1.33 : 175%37°

CONTOUR BRUSH LAYERING

SCHEMATIC DIAGRAM OF CONTOUR BRUSH LAYERING. SHOWINGSEOUENCE OF OPERATIONS AND VERTICAL SPACING BETWEEN BENCHES FORDIFFERENT SLOPE ANGLES.

(GRAY. LEISER - 1982)


I ILAYERING

n GJ<tlAM) WHalffAssocia1es PLATE_.~.-" ....-.-.." 20CITY OF ALLEN

E:\PLATES\P20.dgn 4/23/2003 2:32:16 PM

Spocing 3 - 4' V8l""ticOl on1:1 01"" Steepel"" Slopes

Typical of 6 12 - 15' High SloPe

Deep loose SUl""focet cyer

Tl""enCh 18 - 30 .. Deep on ContOUI""----...---Ploce Wil low Bl""uShBOCkfil I and Tomp

INTERPlANTINC:NATIVE PLANT

MATERIAL

Slope or Cut Treatment - Brush LayeringUse for deep- loose surface soils_ deep gul lies_

seep areas_ etc"

(lE ISER)

STREAM BANKSTABiliZATION MANUAL

CITY OF ALLEN

citq ofplonoD• BRUSH LAYER

DE TA ILSH HalffAssociates_.-'S._....-._ PLATE

21

I I

E:\PLATES\P21.dan 4/23/2003 2:32:45 PM

.......

LAYERS

ROADBED

-IIIIIJ,JIIIII...- ENiIRE SL OPECOVERED WITH

~;;;~f'~ STRAW~ BRUSH LAYERS

PLACED ONJ CONTOURS.,". ,.. .....)

• • ~"" "*1" ~SIDE ELEVATION

CROSS SECTION

1.AT REQUIRED FILL ELEVATION SMOOTH EDGE OF FILL BENCHON CONTOUR TO WIDTH OF MAT.

2.LAY BRUSH. LEAFY ENDS OUTWARD. FLUSH WITH EDGE OFFILL TO SUCH DEPTH THAT AFTER COMPACTION THE FINISHEDMAT WILL BE APPROXIMATELY 6- THICK.

3.PLACE ADDITIONAL FILL MATERIAL ON TOP OF BRUSH ANDCOMPACT AS FOR REMAINDER OF FILL.

4.AT CONVENIENT STAGES OF FILL CONSTRUCTION SPREADSTRAW EVENLY OVER SLOPE AT RATE OF 4 TONS PER ACRE.ROLL WITH A SHEEPSFOOT ROLLER OPERATED VERTICAL TO THEPLANE OF THE SLOPE UNTIL STRAW IS THOROUGHLY INCOR-PORATED INTO THE SOIL. AT LEAST 4 ROUND TRIPS OF THE ROLLERWILL BE REQUIRED.

S.SOW EVENLY OVER THE SLOPE A MIXTURE OF SO~BARLEY. 4S~ RYE GRAIN AND S~ ALFALFA SEED BYWEIGHT AT RATE OF 200 LBS. PER ACRE.

6.SPREAD SECOND APPLICATION OF STRAW AT RATE OF 4TONS PER ACRE. REPEAT ROLLING OPERATION UNTIL STRAW ISF IRML Y IMBEDDED IN SO IL.

7.PLANT LIVE CUTTINGS OF HARDY VARIETIES OF PLANTS INDIGENOUSTO THE LOCALITY. BETWEEN MATS FOR PERMANENT VEGETA-TIVE PROTECTION.

STRAW AT RATEOF 4 TONS PERACRE THOROUGHLYINCORPORATED INTO SOIL

STRAW AT RATE OF 4 TONSPER ACRE FIRMLY IMBEDDED IN SOIL.

_S"-'....-'"""'"""1

• THE TOTAL OUANTITY OF STRAW APPLIED PER ACRE WILLVARY ACCORDING TO THE CHARACTER OF THE FILL MATERIAL.LOOSE. GRANULAR. DISINTEGRATED ROCKY SOIL USUALLY REQUIRES MORE STRWA PER ACRE FOR AN ADEOUATE COVER (6 TO10 TONS PER ACRE) THAN DOES SOIL OF A LOAMY CHARACTER (4TO 8 TONS PER ACRE).

SPECIFICATIONS FOR FILL SLOPE STABILIZATIONUSING BRUSH-LAYER METHOD. <FROM BOWERS. 1950).

(BOWERS. 1950)


,,\-CITY OF ALLEN

-,-",_._. PLATE22

!=·\PI AT!=~\P?? rlnn 4/?1/?nn1 ?·11·nR PM

GRAVEL fiLL: fROM SITE~ 6 M- 8 M

BALING WIRE OR WOVENWIRE MESH

LIVE MATERIAL TO INCLUDEfOLLOWING SPECIES ASAVAILABLE:

WATTLE: 8 M- 10 M DIA.

LIVE ANO DEAD MATERIALWIRE BOUND

NOTCHED WOOD STAKES: 2' LENGTH

fiNAL GRADE:

COMMON NAME

SPECKLED ALDERSILKY DOGWOODRED-OSIER DOGWOODWILLOW

WOOD STAKES: 2 MDIA.~

4' LENGTH~ 2' O.C.

BOTANICAL NAME

ALNUS RUGOSACORNUS AMOYUMCORNUS STOLONIFERASALIX SPa

BRUSH: LIVE MATERIALINCLUDING MAX. 25~ DEADMATERIAL~ 1-3 M

DIA.~3-10' LENGTH.

(BESTMANN - 1992)

I I

STREAM BANKSTABILIZATION MANUALcity ofp/onO~

- I • ""'lIIIiIIIII'V". ..........,.. .• • """IIIIIIII V" V"

t!HalffAssooiates PLATEnWlllJ!!l!!l ~ _._IS._...-._....23CITY OF ALLEN

E:\PLATES\P23.dqn 4/23/2003 2:33:23 PM

PLAN

LASHED WITH WIREIN PARALLEL AND

DIAGONAL CONFIGURATIONS.WRAPPED AROUND STAKES

AS SHOWN BELOW.

DIRECTION OF FLOW

LONGITUDINALSECT ION

OVERLAPPED SHINGLE STYLEUPSTREAM WATTLE ON TOP.

STAKED INSIDE END WIREBINDINGS OF UPPER AND

LOWER WATTLES.

WIRE WRAPPED TWICEAND FIRMLY SEATED

IN NOTCH.

(BESTYANN - 1992)

'"' STREAM SANKcit"lofpIOllO~ STA81lllAT ION MANUAL

• I BRitS'" UATTDEC.C. I I I.. W III III IMIII.,... III III" ItJIlIItJIlI

". GJ<fIAt.I) HHalffAssooiates PLATE_. _"'.,.,..... ....-._w~ 24CITY OF ALLEN

E:\PLATES\P24.dan 4/23/2003 2:33:40 PM

Bank Treatment Above Matting as neededWattl ing. Brush Layering. planting.

Butts placed in trench belowor low water.

Brush 4 - 6" thick.length as needed

to above high water.

Low Water or gradelevel of channel.

PLAN SECTION

Diagonal ties may be required.

( IECA - H195)

I I

PLATE25

STREAM BANKSTA81LIZATION MANUAL

B HaUfAssociates_._Il._."'-._".CITY OF AL.L.EN

ciel/o!pIonO~I - I CHANNEl. PROTECT I

;------+-----1 8RUSH MA" ING

E:\PLATES\P25.dqn 4/23/2003 2:34:01 PM

TYPICAL SECTION DETAILTYPICAL

ELEVATION

TYPICAL SECTION DETAIL

WILLOW OR OLDER BRUSHLAID SHINGLE FASHIONWORKING UPSTREAM.

DIRECTION OF CURRENT

STAKES DRIVEN ON 3' CENTERSEACH WAY. WITH NO.9 GAlV.WIRE OVER BRUSH ASINO ICATED.MAXIMUM HIGH WATER

FOR FLOOD-PLAIN HEIGHTS OF 15'OR LESS ABOVE LOW WATER.BRUSH MATTING EXTENDS TOTOP OF BANK AS INDICATED.

ELEVATION DETAIL

STEEL SPIKE MAYBE USED TO TWISTWIRES TIGHT

dJi~UTTS PLACED UPSTREAW

AND THE AXIS OF THEBRUSH INCLINED APPROX.30· AS INDICATED.

(EDMINSTER ET AL - 1949)

CITY OF ALLEN

citt! ofplMODI •

CONSTRUCT I·ONPROCEDURE ANO

OETAIl.S FOR 8RUSH...TTINC.

STREAY8ANlSTA81LIZATION MANUAL

PLATE26

I I

-:\PLATES\P26.dqn 4/23/20032:34:20 PM

Log crib wall with brush layer re-enforcement

LIVE WILLOW. BRUSHAND SOIL

Brush layerRe-enforcernent

Batter: 1 in

Soi I

LOG CRIB SHALL BE CONSTRUCTEDOF TREATED LUMBER. RAILROAD

TIES ARE NOT ALLOWED.

( IECA - 1995)

STREAM BANKSTABILIZATION MANUAL IIlOC

cifC/ ofp/onoa• I - - -~

WALLPLATE1\_ GJ<II»I) H HalffAssociates_.-.s._....-._~iol 27CITY OF ALLEN

Jute or JSynthetic Mesh

12" stokes3

1 D.C.

Pre-Vegetated100% Coir Fiber Blanket2 II Trunk 41 16 • 6 1 I on 9 41 39 II wide

(LE I SER)


TYPE I 11-PR~ -="If!! ~f!! TAT~ n

~ y~v~ I" Iliii.IW' I

BLANKET BANK.

1\. ~ STABILIZATION ~HalffA.ssociates PLATECITY OF ALLEN

_'_",_,"-._"1- 28F'\PI ATFS\P?Rrlcm 4/23/2003 2:3:l411':5h>11 0PI\MI! ----.J

GULLIED CHANNEL RECONSTRUCTIONSEE WATTLING. BRUSH LAYERING.

BRUSH MATTRESS SHEETS FOR DETAILS

Watt I inQ &Intel""plontin

on bonks.

Use wate~ b~eaks

&. check dams asneeded to ~educe

velocity of flow.

Remove vel""ticaland undel""cut bonks.

Reconstl""ucted

undistUl""bedSUbstl""ate

unconsolidatedSIOUQh

ExistinQ Ql""ode

CQ«11>Octed F' i I I

( I ECA - 1995)

CKlIO!pIonO~., I ftlll I I'n rNANNf: I

vv...... I"'''''' ......._-"".""-- I


• I

RECONSTRUCTIONPLATE,,- GA1lAM> H HaltfAssociates_,_1$._."-._.'" 29CITY OF AL.LEN

E:\PLATES\P29.dgn 4/23/20032:35:06 PM

APPENDIX B

TxDOT SLOPE PROTECTION & FLEXIBLECHANNEL LINER INFORMATION

(from www.dot.state.tx.us/insdtdotlorgchartlcmd/erosion/sect11.htm)

Erosion Control Report - APPROVED PRODUCT LIS '" - Microsoft Internet ExplorPage 2 of 6

JI f' Wffat"'SNew-·

t ;;fLlu~;

SECTION 11 - APPROVED PRODUCT LISTS for TxDOT

The Texas Department of Transportation· Texas Transportation Institute

APPROVED PRODUCT LIST

ITEM 169 "SOIL RETENTION BLANKET"

Effective Date: April 1, 1998

The Contractor has the option of utilizing the following approved products in accordancewith the Class and Type as specified on the plans. Direct all questions to the MaintenanceDivision, Vegetation Management Section, 125 E. 11th Street, Austin, TX 78701-2483,(512)416-3091.

CLASS 1 "SLOPE PROTECTION"

\Airtrol

Anti-wash/Geoj ute

BioD-Mesh™ 60

BonTerra® EcoN etD.l E~S2

BonTerra® Eco?\etT'vi EKCS2

BonTerra S1

BonTerra S2

BonTerra SFB 12

Carthage Mills Veg Net

C-Jute

Contech Standard

Contech Standard Plus

Curlex I

Curlex'" -LT

EcoAegis"

ECS Excelsior Blanket Standard

lEes High Velocity Straw Mat

6/25/98

Landlok 407GT

Landlok FRS 3112

Landlok TRM 435

Miramat TM8

:\'orth American Green S150

North American Green S75

North American Green SC150

Poplar Erosion Blanket

Soil Guard

Soil Saver

SuperGro

Tensar Erosion Blanket TB 1000

Terra-Control®

TerraJute

verdyo1 Ero-Mat

[verdyol Excelsior High Velocity

lverdYOI Excelsior Standard

12:00:50 PM

Erosion Control Report - APPROVED PRODUCT LIS... - Microsoft Internet Explord'age 3 of 6verdyol Excelsior Standard

ECS Straw Blanket StandardWebmat 280

Green Triangle RegularXcel Regular

Green Triangle Superior

Greenstreak Pee-Mat

EcoKet™ ENS2

I'-'\..)ll"~"'ll Standard Plus

Triangle Regular

Triangle Superior

Landlok FRS 3112

Landlok 407GT

Xcel Superior

Miramat 1000

Miramat TM8



North American Green SC 150


Soil Guard

Terra-Control®

TerraJute

verdyol Ero-Mat

verdyol Excelsior Standard

Xcel Regular

Xeel Superior

Anti-Wash/Geojute

BonTerra® EcoNet™ ENCS2

BonTerra S2

BonTerra SFB 12

Carthage Mills Veg Net

C-Jute


\curlex I

6/25/98

Miramat TM8

Korth American Green S150


North American Green 5C150


Soil Guard

Soil Saver

!superGro

12:00:51 PM

Erosion Control Report - APPROVED PRODUCT LIS ... - Microsoft Internet Explord'age 4 of 6

ECS High Velocity Straw Mat


Greenstreak Pee-Mat

Landlok 407GT

Landlok FRS 3112

Landlok™ TRM 435

'BonTerra S2

BonTerra CS2

C-Jute


Curlex I

Geojute Plus 1


Landlok 407GT

Carghage Mills Veg Net


TerraJute

verdyol Excelsior High Velocity

Webmat 280

Xcel Superior

Landlok FRS 3112

Miramat 1000

Miramat TM8


North American Green SC 150

Soil Guard

TerraJute

Xcel Superior

CLASS 2 - "FLEXIBLE CHANNEL LINER"

rt c.; .;.,. ,0.

BonTerra® C2Koirmat™ 700

BonTerra® SFB™Landlok TRM 450

BonTerra SFB12Miramat TM8

Contech TRlv1 C-45North American Green C350 Three Phase

Curlex® -peLENorth American Green S150

Earth-LockPyramat®

ECS High Impact ExcelsiorTensar Erosion Mat TM3000

IEnkamat 7018Tensar Erosion Blanket TB 1000

Enkamat7020Webmat 280

Greenstreak Pee-Mat

6/25/98

/ot!ri .

12:00:53 PM

Erosion Control Report - APPROVED PRODUCT LIS ... - Microsoft Internet ExplonPage 5 of 6

IBonTerra® SFB™

BonTerra SFB 12

Curlex® -PCLE

Contech TRM C-45

Earth-Lock

ECS High Impact Excelsior

Enkamat 7018

Greenstreak Pee-Mat

Landlok TR.L\1 450

Miramat TM8

North American Green C350 Three Phase


Pyramat®


Tensar Erosion Blanket TIvDOOO

Webmat 280

Landlok TRM 450BonTerra SFB 12

North American Green C350 Three PhaseContech TR.L\1 C-45

Earth-Lock

Enkamat 7018

Greenstreak Pee-Mat

Koirmat" 700

Pyramat®

Tensar Erosion Mat TM3000


Webmat 280

Contech TRM C-45

Landlok TRi\1 450

Pyramat®


Tensar Erosion Mat D.1 3000North American Green C350 Three Phase

APPROVED PRODUCT LIST

ITEM 164 "SEEDING FOR EROSION CONTROL"

Cellulose Fiber Mulches

American Fiber Mulch (with Hydro-Stick)

Conwed Hydro Mulch

jEnviro-Gro

IExcel Fibermulch II (with Exact-Tac)

6/25/98 12:00:53 PM

iiil

Erosion Control Report - APPROVED PRODUCT LIS... - Microsoft Internet ExplonPage 6 of 6

Excel Fibermulch II (with Exact-Tac)

Pro Mat

Pro Mat (with RMBplus)

Pro Mat XL

Second Nature Regenerated Wood Fiber

Silva Fiber Plus

American Fiber Mulch (with Hydro-Stick)

American Fiber Mulch with Stick Plus

Conwed Hydro Mulch

Enviro-Gro

Excel Fibermulch II (with Exact-Tac)

Pro Mat

Pro Mat (with RJ\1Bplus)

Ipro Mat XL

Second Nature Regenerated Wood Fiber

SECTION 1 I SECTION 2 I SECTION 3 ISECTION 4 I SECTION 5 ISECTION 6 ISECTION 7 I SECTION 8 ISECTION 9 I SECTION 10 ISECTION 11

Maintenance Division Page I Doing Business with TxDOT Page

Updated April 06, 1998

6/25/98 12:01 :02 PM

APPENDIX C

SAMPLE APPLICATIONS

• STREAM BANK STABILIZATION PLAN

• RANKING

SAMPLE APPLICATIONS

Stream Bank Stabilization Plan

A residential developer wants to subdivide 9 acres along Erskine Creek in CollinCounty shown in Figure C-1. Analyze the project for stream bank stability issues.

Stream Assessment

Site Reconnaissance. A site visit was conducted by the hydraulic engineer,environmental scientist and geologist to evaluate hydrologic, geomorphic andenvironmental characteristics of the stream reach directly impacted by the project.Photographs taken during the field investigations are included following this section.The findings are summarized below.

Hydrology. Erskine Creek drains approximately 7 square miles of Collin County at theproject location. The watershed is currently undeveloped, but surrounding areas arerapidly urbanizing and the area is zoned for residential development with supportingcommercial uses. The currently effective Flood Insurance Study (FIS) hydraulic modelfor the stream indicates peak flood discharges of 10,800 cubic feet per second (cfs)and 16,800 cfs for the 10 0/0 and 1 0/0 events respectively. These FIS discharges reflectland uses as of 1986 in the basin. The local community commissioned a flood plainmanagement study which included this stream. Design discharges for fully developedland use (based on zoning) in the watershed were computed in this study. The localcommunity regulates its flood plains based on the design discharges from the floodplain management study, which results in a 1010 flood discharge of 18,800 cfs for theproject area. Channel velocities for the 10 0/0 flood (FIS) discharge range from 6.2 to 9.5feet per second (fps) in the reach based on existing hydraulic models.

Geology. The relatively small channel is cut into the Austin Chalk and is trapezoidal inshape. In general, the banks are steep and the upper portions are comprised of siltyclays. A vertical bank (20+ feet high) extends from stream station 75+00 to 85+00.Although the channel slope is steep at 21 feet/mile, small pools and riffles arefrequently found along the stream bottom. The project reach includes a pronouncedmeander at about stream station 74+00.

Environment. A bottomland hardwood mix of trees line the banks. Significant numbersof mature red oaks with a few pecans are present, some with canopies arching over thechannel. Cedar Elms and Red Cedar are also present. The steep banks are bare, otherbanks are have grasses and ground covers such as Canadian Wild Rye, coralberry,greenbrier and grapevine. Little Bluestem and Johnson Grassis found in flood plainareas adjacent to the channel. Approximately 100 feet of channel bed and banks havebeen disturbed at station 68+50, the site of a water line easement. This area is devoidof trees, but native grasses have re-established on the disturbed bank.

C-1

Initial Erodibility Index. An initial erodibility index is calculated to determine the necessityfor a stream stability analysis:

• Urbanization- 2 (the watershed is zoned for single family andcommercial land uses

• Sinuosity- 2 (1 060'(stream length)/ 800'(valley length)= 1.3)• Channel Bank Soils- 2 (50% rock, 50% clay)• velocity- 3 (8.6 ft/sec)• Initial erodibility index- 14

The erodibility index of 14 requires that a stream bank stabilization plan be developedfor this reach of Erskine Creek.

Hydraulic Analysis. The existing stream hydraulic model for Erskine Creek has twocross sections in the project reach labeled 6670 and 7730. Flood water surfaceelevations and velocities for this model are shown in Table C-1. Because of theexcessive velocity change through the reach, 35 per cent, supplemental cross sectionsare added to the reach as depicted in Figure C-1. The resulting velocity changes do notexceed 20 percent and are shown in Table C-2. Cross section plots are also provided.

Bank Stabilization Plan

Option 1. The developer desires to know the stream bank stabilization alternatives andcosts associated with the reach from 75+00 to 78+00. The options to reduce theamount of land lost in the establishment of the Erosion Hazard Zone are limited to theconstruction of a gabion or reinforced concrete wall. A gabion wall is selected,preliminary designs are performed and an engineer's estimate of probable constructioncost is prepared. The least expensive alternative, a 22 foot high gabion wall, isestimated to cost $390,000 and adds a maximum developable area of 2300 square feetto the project. This alternative is rejected by the developer.

Option 2. The developer elects to preserve the natural stream channel. Therefore,erosion setback limits, which will define an erosion hazard zone must be established.Based on the cross section geometry, the erosion hazard setback can be calculated asfollows:

• At section 7730, the bank is steep and about 22 feet high. Thelimestone outcrops here and the lower 12 feet of the bank isessentially unweathered Austin Chalk. The upper 10 feet of the bank isclay with silty seams. Therefore, the setback from the top ofunweathered rock at this location will be 3x10' + 15' or 45 feet, usingthe guidance found on Figure 111-2 of the manual.

• At the downstream end of the project (section 6670), the bank is lower(16 feet), less steep and is comprised of silty clay. Based on Figure 1112, the setback from the toe of the stream bank at this location will be4x16' + 15' = 79 feet.

• Intermediate setback limits are similarly determined and are shown onthe cross section plots found at the end of this section.

The resulting erosion hazard zone is depicted on Figure C-1.

C-2

::>l-ALE IN FEET

N

ISO LUU

Figure C-1

STREAM BANKST ABIUZATION

PLAN EXAMPLE

PROPERTY LINE

6'9'0

<;

.,'

ASEMENT~,

/ /

/ r'/'0'

/,/ ~5_ so ,. .--

-:,,.,.,

Ranking

A community has a number of well established neighborhoods along a scenic,wooded stream corridor. The area has been developed for about 25 years and thewatershed has been completely urban for about the last 15 years. In the last 5 years,stream bank erosion has begun to threaten both public and private improvements. Thecity council has established a stream bank stabilization program and participates inprojects with homeowners. However, funds are limited and projects must be ranked orprioritized to establish construction sequence over the next 4 year bond program.

Three residential sites along the stream are candidates for stream bankstabilization. Sites are described and ranked as follows:

• Homeowner A• house atop 22 foot high bluff composed of limestone with an 8

10' silty clay overbu rden• edge of bluff has apparently receded about 5 feet due to stream

bank erosion over the last 25 years according to historicalphotographs provided by the owner and nearby cross sectioninformation in city files

• the stream is relatively straight in this area with a valley lengthof 470 feet for a 500 foot reach centered on the site

• the existing house is set back 60 feet from edge of bluff• the owner constructed a deck some years ago which is now

within 5' of edge of bluff• several large trees are threatened by stream bank erosion• original floodway easement included top of bluff plus 10'• channel velocity for the FIS 100/0 flood is 6.2 fps

• Homeowner B• house is located on fill immediately adjacent to stream bank• fill is retained by railroad tie retaining wall• the stream is meandering in this area with a valley length of 320

feet for a 500 foot reach centered on the site• stream bank is eroding, due to the site's location on the outside

bank of the stream meander and general channel enlargementas a result of urbanization influences

• stream bank is composed of silty clay which is eroding,undermining retaining wall which has partially failed

• Failure of the retaining wall has put the home at risk of damagedue to stream bank instability

• several large trees are threatened by stream bank erosion• floodway easement ends at top of retaining wall• channel velocity for the FIS 10% flood is estimated to be 7.8 fps

C-3

• Homeowner C• house located outside flood plain 150 feet from channel bank• patio, walks and short retaining walls built in close to stream

bank• the stream is relatively straight in this area with a valley length

of 450 feet for a 500 foot reach centered on the site• stream bank is eroding, primarily due to enlargement as a result

of urbanization influences• owners improvements are threatened by stream bank erosion• several large trees are threatened by stream bank erosion• channel velocity for the FIS 10% flood is 9.5 fps

Ranking Calculations

SiteCriteria A B C

1. Threat to Major Structures 0 20 02. Threat to Minor Structures 15 20 153. Threat to Environment 10 10 104. Erosion Outside Easement 0 10 05. Potential Erosion Outside Easement 5 15 06. Erodibility Easement* 10 10 12

Total Score 40 80 37Rank 2 1 3

• Erodibility Index Computations

SiteA B C

Urbanization 2 2 2Sinuosity 1 3 1Bank Soils 2 2 2Velocity 2 2 3

Erosion Index 10 14 12

C-4

LOOKING UPSTREAM FROM STREAM STATION 59

LOOKING UPSTREAM AT UTILITY CROSSING (68+50)

LOOKING UPSTREAM FROM UTILITY CROSSING (68+50)

LOOKING UPSTREAM AT LIMESTONE BLUFF, LEFT BANK AT STATION 77

TABLE C-lHEC-RAS Plan: Exist River: Erskine Creek Reach: Sample -~. ._---

Top Width

(ft)

760.96..E~(:\;';~ ...~G~11;~~:5~~~;~~1 __~~~~~:V~~~1h~~':1if~:~~:~~·I----~--··--:~;:·~~l~~-- -~·~~~~~~·r~=-~:·-·:~~~·j~~~-~--~~:l~- ~'~~I----~~~:~~j .---~~~:::

W_S_ Elev

(ft)

608_65

1_90

QTotaf- Min Ch EI- (cfs)----- (ft)

--- -- ----~---- ----10800_00 590-48

_.__ .._-~~--~_._,- --_.- -_._.-18800_00 590.48

ProfileRiver Sta

.;.;75 1010

._. _ ------~ Q100-Ultlmate-- -

Reach

Sample j 1293 f010Sa-mple------1293~------Q100~-Ultlmaie--·-

~::~~--l~~~~- ··-I~~~-Ultimate-+~~~:~ ..... ~~~:~ 1- --:~~~~ f---~~~~~

670.56

75,8.24

2422.11. L _c.

4481.55

1.94

2.61

2.12

2.70

2.52_____ L-

3.29

7.98

7.75

-----------,--- -------.-.-.-------··1------ -·-1------------1.71 3366.84 921.33---_.._---._--_ .. *-_._-""'.~ ..._-_. ~--------,._._-----_.__.-------

2.20 5847.46 1018.420.002320 I 6.67

0.001780 6.55

0.003740---,---0.002642

610.61

613.30

609.90

612.78

590.94

590.94

10800.00~ --_....__.-18800.00

010

-'Q100-Ultimate1869

1869

Sample-"----- "~--.-.~----'- .-

Sample

5816.58--_.--------

749.63

2096.96

3697.43

2.01

3.06

1.97

3.08

8.00---1-- ----.-8.95

0.004234

0.004374

612.46. -_._----_._--

614.83

611.63

614.02Q10 ! 10800.001 589.00QTO(i~ltimate -------18800~OO- --~-~58~00

________+__~~_.~ • .>_._ __~ __.__.__~ ._ L--.__"_ . .--

~~~::~-----·I~:~~

_e~ :QlO--- --- lafoo-Ultimate

10800.00---_.-.-... _~ ..._._.--_....._-

18800.00

7.72

8.78

1.59

2.68

2.361 2074.92

3.35 r 3598.86

54G.43

7216.27

599.78

75"1.48

531.82

61'6.15

~: ~~ t--- -._~:~:. ~~2.82

640

7.22

-~~::l-----~:~~l------- ~:~I----- ~~~~.:~0.003538~-'--'---

0.003812

0.002731

0.002780

619.32

621.92

616.95_._--- -...._-~.__ .....-

619.45

616.29_ .L _

618.73

618.84____I-

621.42

596.99

596.99

10800.001 598.78

18800.00t 598.78

10800.00---'-~--~-

18800.00

QlO

Q1OO-Ultimate

4324 10104324-- ---- -ra16-o~Dltfmate---!-

3564

.3564

Sample- -~"~--'------'-'~

Sample

--._--j- .

Sample -1__

Sampie _=~__-!- _ -- ..-------t _

Sample \4791Sample------ 479T---- Q 1OO-Ultimate

10800.00-----_._--

18800.00

599.12

599.12

620.07~.. 1- __

622.65

620.63\ 0.002980 6.83

623.24 0.003083 7.74

1.63

2.35

2478671 551.75-- 4065-:76 -----~r(3_95

Sample 15920

Sample 15920

Q10Q100~iJltimate---

10800.00----.._---~--_. -- -,,,--.~-'-"-...-

18800.00

604.40

604.40

623.11_---.- _.. _---_!-

625.54

623.45---_.-._----

625.87

0.002335. ..1...

0.002081

5.89

6.21

2_72f 2.28_____.. I _.~

3.49 2.98

3047.63

4828.68

689.43- ----_._-..-

768.59

-_. -- --- --~ - --------

Sample 6670 Q10 10800.00 605.30 625.20 626.38 0.006512 9.50

--'- --.. ~--"-'

Q 1OO-Ultimate -1-~i800.00 605.30 627.40-~._..._-----

Sample 6670 62869 0.006985 10.88

. -- ----_._-----10800.00 611.20 630-.87

~-_._---

Sample 7730 Q10 630.44 0.003069 6.18-------. -_._- -'--

Sample 7730 0100-Ultimate 18800.00 611.20 632.62 633.07 0.002920 6.60.-------

--' .... _-_ ..- ._- . -- _._--- ._--_. --_ .._-Sample 8330 Q10 10800.00 612.60 632.42 633.26 0.004741 7.77

Sample'-- 8330~

-- ---.- --- - -' -- ._-..... - _...

QiOO-Ultimate 14400.00 612.60 634.36 634.85 0_002920 6.63

3.25

4_03

2.70

3.00-----

4.15

2.10--~----'-

2.97

1573.31

260392

241161___L_

3749.85

1808.05

3095.54

42'170

530.87

5132.82

643.31

61 '1.27

70B.97

TABLE C-2

2890.87_._----~._~... --5459.05

Top Width--.--- -- ,-- (ft)

760.96- -"._-------,_._-----

813.61

(sq ft)

Flow AreaVel Chnl Vel Left'- Vel Right-(ft7s)' -·----{ftJs) (ftis)

7.37 2.05--_._-~ -_. - ~_._-_._-----

6.65 2.73 2.58---.-t-.---..- --.- -. -

E.G. Elev E.G. Slope

(ft) (ftIft)-- ~.------~-~---

609.20 0.002752- ---_.~ - -'-' --- - _._--

612.24 0.001704

WS. Elev

(ft)

608.65

611.900100-Ultimate

1293

1293

Sample

Sample

HEC-RAS Plan: RExist River: Erskine Creek Reach: Sample

Reach I Rive'r Sta 'Profile r'_~?Total Min Ch El(cfs) (ft)- ,-_._~-_._-,-~ -- ~_._._ ... _-

10800.00 590.48

18800'.00 590.48

__._ >._. . . __ , - .. ----_ - ----1-

Sample

Sample-_.._.__._-+ -_... --

010----_ ... _-- - ..._----01 OO-Ultimate

10800.00-.__. ---------

18800.00

589.66-------_.. ,--

589.66

609.51

612.42___ ~?~~82'_ .. 0.001524

612.70 0.001302

5.78

6.00

1.981 1.801 3629.732.-S8 ---------2.36 --- 5921.141----

760.18

809.66

Sample 11869Sampie----r1869-

010__.___. _"_' L

Q1OO-Ultimate

10800.00

18800.00

590.94-_._----._-- .~----,-,~

590.94

609.90

612.78

610.61

613.30

0.003740

0.002642

7.98

7.75

2.52

3.29

1.94

2.61

2422.11_____L. _

4481.55

670.56

758.24

614.64 0.0043121 7.72

617:04 .OOO4484l 8.78-_.'--- .. ,' ..-- --_._-- ..... --------

:~~:~~ ~.~~~~~~ ---

7.45

8.58

--·--r------·:~~:;~ l ~:~~:~~:

2.12/ 1.711 3366.842.70 2.20 5847.46

586.58

749.63

531.82

676.15

921.33-~--_._-_.~-

1018.42

546.43----_._--

726.27

2293.58

3774.63

2074.92----- -'--~-'" _._.__ ..-----

3598.86

3.06

2.39

3.10

2.36- .. _._-,,,---.---

3.35

2096.96--------.-- -.-3697.43

2.17

3.22

1.59-------2.68

6.67

6.55

8.00

8.95

0.002320

0.001780

611.52~----------_.--.-

613.96

611.11

613.66

613.88

616.23

616.29

618.73

611.63

614.02

592.61

592.61

591.35

591.35

589.00

589.00

596.99----_._--_ .. _-

596.99

10800.00

18800.00

10800.00

18800.00

10800.00

18800.00

10800.00-18800-.00

.---.--_.."'_"_-- -- .----- -'--"'-I-~ - -- ._--------.-----.-.------

Sample 2179 010-- -"- - -_._--_.,------

Q10()~UltimateSample 2179

Sample 2440 01001 ()O-Ulti;n-ate

_.Sample 2440

Sample 2964 010- _.-

Sample 2964 0100-Ultimate

- --- ---- -" .._._--".'.-

Sample 3564 010

Sample--- -_..__..•.,.'. ----.'-

3564 0100-Ultimate

Sample .[4324 [010

Sample 4324 101OO-Ultimate- - ,.------"- --_.._--_._-- -

:~~:~~1-----:~~:~~t- ~:~~~~~~ I-----~:~l

2.101 2.041 2667.79--~-2:82-------2:821---4415)OL-

Sample

Sample

4791

4791

Q10- ..•_--_.._---------_ .._---~-

Q100-Ultimate

10800.00

18800.00

10800.00

18800.00

598.78~ l~

598.78

599.12

599.12

618.84__ ~.... .1._.

621.42

619.32

621.92

0.002731-'--"--0.002780

6.40----~._---------

7.22

1.63

2.35

2.22

3.15

2478.67

4065.76

599.78-------,,_._-~-_._---

757.48

551.75

676.95

Sample

Sample5920 10 10

5920 0100-Ultimate

10800.00----_.- -----

18800.00

604.40

604.40

623.11--------._.1625.54

623.45

625.87

0.002335 f 5.89

0.002081 6.21

2.72

3.49

2.28

2.98

3047.631 689.43

4828.68 768.59

Sample 16670

Sample 6670 0100-Ultimate

10800.00___. . I _

18800.00

605.30____ _ ._1. .

605.30

625.20

627.40

626.38_______ __ L_

628.69

0.006512\ 9.50

0.006985 10.88

3.25\ 2.70______ . . 1 _

4.03 4.79

1573.31

2603.92

421.70

530.87

010

0100-Ultimate

216.38

335.95

1257.82

1818.11

1.76

4.32

2.46____ L.

3.84

9.75

13.38

0.006828

0.010570

628.22

631.28

626.80

628.82

~~;:~~l --- :~~.;~r_~~~----·:;;:~~I- -~:~~~~~r----=~.~~\- .---~ ~.~~r=-=:-~-h~·~~T=~~:;:~~I- .----~~~:~:

606.78..----.1---606.78

10800.00

18800.00

10800.00

18800.00

Q10_. _.-...,.----_.__._--- --'. -

01 OO-UItimate

6940

jl6940

7070

7070

...._.. ..L..._ .....

Sample-,--_.,- .-_.----

Sample

Sample

Sample

TABLE C-2 (cont'd)

Top Width

(ft)

348.94

475.56

Vel Left Vel Right Flow Area- ..• _-.-.~~.---.-.,.-.----- -~_.__.,------, - ----

(ftfs) (ftfs) (sq ft)-- --- ------_._- ~_._---~_._.._--2.23 3.18 1885.56

- ----- _._- --_._<-.'--'- -,--- "-~

3.14 4.53 3219.13

Vel Chnl

(ftls)7.72

8.65

E.G. Slope

(fUft)._._ .._--------.1. _

629.~0 0.003646.- _._---_ ...-

632.85 0.003506

E.G. Elev

010

0100-Ultima'te7200

7200

Plan: RExist River: Erskine Creek Reach: Sample (Continued)

~RiV~r~ta·.·..r.__:.p.T.o.'.fi_-.II.e_~:J. -.. O._•.'_T... Dial.•.·.·• MinChEi \/\is Eiev. _ J (cfs) (ft) (ft)--.--- . -.--.--.- -f0800.00 608.25 628.82

18'800~OO -'--608:25 632.02Sample

Sample

HEC-RAS

Sample

Sample

7340._---~-~._-,.~.--

7340

010

0100-Ultimate

10800.00---- -- .--~--. ~_.-

18800.00

608.98

608.98

629.43

632.61

630.05

633.26

0.003088- _.--._--.---'-"-

0.002917

6.801 1.42- -- -----_._- -~ - _.--

7.60 2.19

2.54_....__ .L_...

3.61

2059.60

3592.20

390.91

562.29

~:~~::··---1 ;~~~--- --I ~~~~-';It:;~:te--l~· ~ ~:~~:~~609.72

-_._._-----_ .._.._-'---_._-

609.72

630.03-~.,.-.-.-- ~ --

633.22

630.43633.59

0.002271--- ------- ---'--"'--"'-

0.001743

5.57'5~661---·1-.12

2.62 1 2418.671 477.993.67 4211.38 645.69

______._. __•. _ 4_. ••

Sample 17730

Sample !~~?__ .__010 I 10800.00Q160-U~imaie- "-18806~60

611.20

61120

630.68

633.73

631.06

634.03

0.002662

0.001745

5.82--- ·_-t--··--_·_·-_·I - ..5.35 0.46

2.94----- ----

3.67

2554.15---~------_._-----.---~--

4482.51

589.87

676.02

Sample-----_._------

Sample

8330

8330

010- --~--_.._._ ..•.---- ._--_.~

Q 1OO-Ultimate

10800.00_.~-_••._-------

14400.00

612.60----_.-.------

612.60

632.45

634.85633.28

635.23

7.73.-- ... 1·----- ·----·---·~-I

5.94

2.12- -----_._-'"-_.~

2.85

1824.68

3453.32

612.98~--~-----

736.09

APPENDIX D

ADDITIONAL EROSION CONTROL SOURCES

APPENDIX D

ADDITIONAL DESIGN GUIDELINE SOURCES

Other Sources

In the following section, relevant bank erosion control designprojects and programs conducted by Federal, State, and Local governmentagencies are described.

1. Federal Agencies

U.S. Army Corps of Engineers, 1997. Development of a Stream BankErosion Control Manual for the U.S. Environmental Protection Agency.

The U.S. Army Corps of Engineers, Waterways Experiment Station, iscurrently developing a Stream Bank Erosion Control Manual for the U.S.Environmental Protection Agency. The manual will include a literaturereview, description of the mechanics of bank erosion, and summary ofalternative bank erosion control methods. Work on the project has just begunand a final schedule for completion of the manual has not been established.

U.S. Army Corps of Engineers, 1996. Demonstration Erosion Control(DEC) Program.

The Corps, in conjunction with the Natural Resource Conservation Service(formerly the Soil Conservation Service), is conducting a multi-yearDemonstration Erosion Control Project. The objective of the project is todevelop and implement methods for reducing erosion in actively incisingstreams. Many of the streams being studied were channelized andstraightened during the early part of the century.

U.S. Army Corps of Engineers, Stream Bank Erosion Control Evaluationand Demonstration Act of 1974, Section 32, Public Law 93-251 (asamended by Public Law 94-587), Section 155 and Section 161, October1976.

A seven year study was conducted by the U.S. Army Corps of Engineers toexamine the causes of stream bank erosion, to evaluate the effectiveness ofexisting and new methods of bank protection, and to prepare documentationfor the Congress describing the findings of the Section 32 Program.

0-1

National Research Council, 1992. Restoration of Aquatic Ecosystems,Committee on Restoration of Aquatic Ecosystems: Science,Technology, and Public Policy, National Academy Press.

This publication describes the status and functions of surface waterecosystems, the effectiveness of aquatic restoration efforts, the technologyassociated with those efforts, and the kinds of research, policy management,and institutional changes required for successful restoration. The documentidentifies common factors of successful restoration projects. Case studiesare evaluated in the document to define their scientific basis, performanceover time, the technologies used, the monitoring effort, the costs, theobjectives of the effort, the degree to which objectives were fulfilled, andpolitical and regulatory factors which influenced the projects. It includesseveral case studies involved with river and stream restoration.

2. State Agencies

Papio-Missouri River Natural Resource District, 1988. State ofNebraska, Elkhorn River Bank Stabilization Project.

The Elkhorn River Bank Stabilization Project involves a channel cut-off andthe placement of rock revetment at severely eroding sites along a seven-milereach of stream in Eastern Nebraska. The project was designed to controlrapidly advancing meanders, thereby preventing the erosion of cropland,woodland, and some residential property. The project was completed in 1988and utilized a grant of $1,164,965 and a loan of $135,742.

3. Local Agencies

King County Storm Water Management, Washington, 1997. StreamBank Erosion Control Volunteer Program.

The Storm Water Management Agency of King County, Washington,organizes a program for stream bank stabilization and habitat enhancementalong waterways within the county. The program relies on volunteer laborfrom the public to accomplish a variety of projects. Typical projects include:

Native plant salvage efforts at public development sites such as schools,roads, and municipal buildings.Vegetative plantings along disturbed or degraded waterwaysExotic plant species eradication efforts (weed pulls)

0-2

The county organizes the events, provides hand tools, and directs the efforts.Citizen participation is voluntary. For one recent planting project, over 10,000people participated.

Additional Design Guidelines

In the following sections, a summary is provided of design guidelines andconstruction details relevant to bank erosion control.

1. Federal Agencies

u.s. Army Corps of Engineers, 1983. Stream Bank ProtectionGuidelines For Landowners and Local Governments, prepared byWaterways Experiment Station, Vicksburg, MS.

This document summarizes information developed as part of the Section 32Program. It is intended to present information developed from the programin laymen's language. It does not present detailed design procedures butprovides detailed guidance on the applicability, advantages, anddisadvantages of a wide range of stream bank erosion control technologies.The publication includes a number of photographs and diagrams thatillustrate the topics presented. Information in the document includes:

• A description of the nature of streams• Characterization of stream bank erosion and failure• A Plan of Action to protect a stream bank• Typical means of providing stream bank protection

u.S. Army Corps of Engineers, 1991. Hydraulic Design of Flood ControlChannels, Engineer Manual No. 1110-2-1601.

This manual presents procedures for the design analysis and criteria ofdesign for improved channels that carry rapid and or tranquil flow.Procedures are presented without details of the theory of the hydraulicsinvolved. Theories and procedures in design are discussed for flow incurved channels, flow at bridge piers, flow at confluences and side drainageinlet structures, and other situations which are not covered fully in textbooks.Typical calculations are presented to illustrate the principles of design forchannels under various conditions of flow. Information presented in the

0-3

manual particularly relevant to stream bank erosion and its control includes:

Description of procedures for calculation of flow in curved channels,including consideration of issues of superelevation and freeboardStable channel design and prevention of scourRiprap protection design

U.S. Department of Agriculture Soil Conservation Service, 1992.Chapter 18 Soil Bioengineering for Upland Slope Protection and ErosionReduction, Engineering Field Handbook.

This document is one of the 18 chapters of the U.S. Department ofAgriculture Soil Conservation Service (SCS) Engineering Field Handbook. Itprovides field personnel with a guide for soil bioengineering intended primarilyfor upland slope protection and erosion reduction. It describes design andconstruction techniques of soil bioengineering. Although not specificallydirected at biotechnical stream bank erosion control methods, much of thedesign and construction techniques would be applicable.

Other chapters of the SCS Engineering Handbook which also contain usefuldesign guidelines and construction details include:

Part 625 Soil Erosion Control and ReclamationPart 639 Erosion Control Engineering

Federal Highway Administration, 1989. Design of Riprap Revetment,Report No. FHWA-IP-89-9016, HEC-11, prepared by Sutron Corporation.

This Hydraulic Engineering Circular No. 11 (HEC-11) is a comprehensivedesign publication. Detailed design guidelines are presented for rock riprapand design procedures are summarized in charts and examples. Designguidance is also presented for wire-enclosed rock (gabions), precast concreteblocks, and concrete paved linings.

2. State Agencies

Albuquerque Metropolitan Arroyo Flood Control Authority (AMAFCA),1994. Sediment and Erosion Design Manual, prepared by ResourceConsultants & Engineers, Inc.

The purpose of this manual is to provide guidance for use in establishing anerosion limit line. The erosion limit line would have a low possibility of beingdisturbed by erosion, scour, or meandering of a natural (unlined) arroyo byany storm up to and including the 1DO-year storm occurring at any time duringa 3D-year period. The manual also contains criteria for placement of erosionbarriers that may be incorporated with the erosion limit to maintain arroyos

D-4

while protecting property.

This manual presents procedures for establishment of a regulatory areaalong watercourses prone to rapid and significant bank erosion. It describesthe geomorphology of the area of concern, hydraulics of flow in natural anddeveloped channels, sediment transport in steep, erodible channels, channeladjustments, and design criteria for erosion countermeasures. This includesdesign criteria for stabilization using both flexible and rigid revetments.

Washington State Department of Transportation, 1996. ConstructionSite Erosion and Sediment Control Certification Course, EnvironmentalAffairs Office, Water Quality Program.

This course manual presents guidelines and design details for bestmanagement practices for erosion control at construction sites. Thisinformation includes definitions of best management practices, identifiesconditions where the practice applies, and defines the advantages anddisadvantages associated with each practice. Standard details forconstruction drawings are defined. Information relevant to stream erosioncontrol includes construction site erosion control details and design criteria.These include best management practices such as interceptor dikes andswales, sedimentation ponds, filter fences, pipe drops, and revegetation.

North Carolina State University, 1997. STREAM BANKS, Internet WebSite, H20SPARC.WQ.NCSU.EDU/ESTUARY/REC/STRMBNKS.HTML.

This web site presents a summary of information regarding stream bankerosion and best management practices. The information includes a briefdiscussion of the causes of bank erosion, a description of erosion controlmethods, and a list of technical references. The description of erosioncontrol methods includes management techniques, soil bioengineeringtechniques, and hardened structural techniques.

3. Other

King County, Washington. No date. Guidelines For Bank StabilizationProjects, prepared by Jeanne Stypula.

This document has been developed to assist scientists and engineers withthe planning and design of bank stabilization projects. It presents informationon bank erosion and stabilization techniques for large river systems. This is apractical guide for assessing erosion problems and evaluating alternativesolutions.

D-5

EROSION HAZARD ORDINANCEGUIDANCE

1. An Erosion Hazard Zone shall be established along the communities streamsand rivers.

2. The Erosion Hazard Zone shall consist of the stream's bed and banks plusany additional setback as established by procedures outlined in the StreamBank Stabilization Manual.

3. The purpose of the Erosion Hazard Zone is to allow passage of floodwaterswith minimal threat from erosion or stream bank instability to public andprivate facilities adjoining the communities rivers and streams and tominimize expenditure of public funds for stream bank stabilization.

4. No construction, reclamation or alteration will be allowed in the ErosionHazard Zone without the permission of the City Engineer.

5. The Erosion Hazard Zone shall be a designated easement for affectedproperties that are being subdivided or platted for the purposes ofdevelopment.

6. If adjoining landowners desire to construct, reclaim or otherwise alter streambed, banks or flood plains within the Erosion Hazard Zone, a Stream BankStability Analysis shall be performed according to guidelines established inthe Stream Bank Stabilization Manual.

7. If stream bank stabilization measures are needed, those measures shall bedesigned and constructed in accordance with the Stream Bank StabilizationManual and all applicable flood plain and drainage ordinances andregulations in the community.

8. The design return period for erosion control facilities shall be the 2-YearFlood unless otherwise directed by the City Engineer. If 2-year flooddischarges are not available for the stream in question, 10-year flooddischarges from the currently effective flood insurance study model for thestream may be substituted.

9. This ordinance shall apply to all watersheds greater than 130 acres indrainage area and any water course in which the stream bed and banksremain in their nature state.

10.A permit shall be required for projects which involve construction,reclamation, or alteration within the Erosion Hazard Zone.

11.The permit does not remove the landowners responsibility to obtain otherapplicable city, state and federal permits and approvals.

12.Homeowners can receive assistance from city staff to determine theapplicability of this ordinance to their property or proposed improvements.

13.Permit fee?

streambank stabilization appendices - mckinney, texas

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