streambank stabilization appendices - mckinney, texas
TRANSCRIPT
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)
STREAM BANKSTABILIZATION MANUAL
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)
STREAM BANKSTABILIZATION MANUAL
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
STREAM BANKSTABILIZATION MANUAL
!!! 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~...
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410 60 10 100 2':)0 )00 41;$
10
....:.-
::I:....o:.
Impact type eneroy dissipater (Basin VI). (PETERKA. 1984)
STREAM BANKSTABILIZATION MANUAL
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
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3.2
STREAM BANKSTABILIZATION MANUAL
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)
STREAM BANKSTABILIZATION MANUAL
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)
STREAM BANKSTABILIZATION MANUAL
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)
STREAM BANKSTABILIZATION MANUAL
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)
STREAM BANKSTABILIZATION MANUAL
,,\-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)
STREAM BANKSTABILIZATION MANUAL
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
STREAM BANKSTABILIZATION MANUAL
• 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 S75
North American Green S150
North American Green SC 150
Poplar Erosion Blanket
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
Contech Standard Plus
\curlex I
6/25/98
Miramat TM8
Korth American Green S150
North American Green S75
North American Green 5C150
Poplar Erosion Blanket
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
Green Triangle Superior
Greenstreak Pee-Mat
Landlok 407GT
Landlok FRS 3112
Landlok™ TRM 435
'BonTerra S2
BonTerra CS2
C-Jute
Contech Standard Plus
Curlex I
Geojute Plus 1
Green Triangle Superior
Landlok 407GT
Carghage Mills Veg Net
Tensar Erosion Blanket TB 1000
TerraJute
verdyol Excelsior High Velocity
Webmat 280
Xcel Superior
Landlok FRS 3112
Miramat 1000
Miramat TM8
North American Green S150
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
North American Green S150
Pyramat®
Tensar Erosion Blanket TB 1000
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
Tensar Erosion Blanket TB 1000
Webmat 280
Contech TRM C-45
Landlok TRi\1 450
Pyramat®
Tensar Erosion Blanket TB 1000
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?