20071402 Ver 1_Site Plan_20070815

07-1402
1
TOV~VN OF TRYON FOL NORTH CARO O~V~vER/DE;VELOPER~ C:~~ESTNUT LAI CONTACT Il~1DIVIDUAL~ G~ASTON ~K CO
,Il~TA

l4 ~v G~alvo
828-b98-3!23
LEGEND D ~ AR • L
O SEWER MANHOLE [t E. SMITH & A~550ClATES, P.A.
~ UTIU7Y POLE 828-697-207
SS SEWER LINE
-SF - SILT FENCE
O SEWER STUB 7~1 T/'rt1 T*'7T771 ~ t 7 ~ ? T/rT ~1 T A 1 ~T~ ~7~A~ T io A~ ~w~
-w- WATER LINE
~ WATER VALVE r.~~i~vrr~c~ vAUCJi-~v d~ MLLlL11V t,'UIVSU ENGI~JEER CONTAC'T~ L~. DEwAYNE ;u1:11Nti 1~.NGiN~-RS
~ WATER METER
_ ~ FlRE HYDRANT TE BROWN, P.E.
WATER MANHOLE WITH
AIR RELEASE VALVE
pp PLASTIC PIPE X28 253-ZT9~6
RCP REINFORCED CONCRETE PIPE
VCP VITRIFIED CLAY PIPE _
~~c~~a
DtP DUCTILE IRON PIPE
DI? DROP INLET AUG 15 ~InCV ~ ~~"0.4avosroa"a„y Nw.~GA ~ zoos
Q TELEPHONE MANHOLE
D TELEPHONE PEDESTAL ~T ~ o ye ~y ST~R.i~.~Artr~ii
-Y - UNDERGROUND TELEPHONE UNE
-FO - UNDERGROUND FlBER OP11C UNE ~aerso~~///e ~ Jc~
COVER SHEET
-P - UNDERGROUND POWER UNE C-1 EXISTING SITE PLAN
ST S1EAM MANHOLE
STEAM LINE THE VINEYARD 'S'oa ~-2 PROPOSED SITE PLAN
P~ 108 C-3 PROPOSED GRADING, DRAINAGE & E ~~in -rrnc~tirn nn ~i~i~r.r •nr~c~ ~C EROSION. CONTROL PLAN
l~E UGHTPOLE ir,~~
~ ELECTRIC PEDESTAL
X # SPOT GROUND ELEVATION Rd C-4 SITE GEOMETRY PLAN
O BOW0.R0 C-5 PROPOSED UTILITIES PLAN
FLOW OIREC714N C-6 PROFILES, SANITARY SEWER
MULCHED AREA 'a ~ "w' ~ ~ (SHRUBS/PLANTS NOT SHOWN) C-6A PROFILES, WATER
C-6B PROFILE, ROAD
- - - - - EXISTING MINOR CONTOUR J= C-6C PROFILE, STORM DRAINAGE
- - EXISTING MAJOR CONTQUR V~ ~o~ C-7, 7A, CROSS SECTIONS, ROAD
• EXISTING TREE LINE ~ f~i~ 176 7B, 7C, &
o" ~o So
d$' PROPOSEb MINOR CONTOUR Q ,~Q' ~r` 7RYON herd ~ o 7D
~ PROPOSED MAJOR CONTOUR C-8, 8A, .DETAILS
EX{STING STORM DRAINAGE STRUCTURE 11 M
o cn SQL 3 0 8B, 8C, 8D, Luther E. Smith
PROPOSEQ SEDIMENT TRAP 8E, 8F, 8G, & Associates, P.A..
~ SEE DETAIL o s 8H, 81 & 8J LAND PLANNING
~ C-9 v 6-9 BET~16~ LANDSCAPE ARCHITECTURE
DI . PROPOSED DROP INLET 129 Third Avenue West Hendersonville. NC
~-6 9~ 28792.
SEE DETAIL C-10 DETAILS [phone] [phone] Fax
[e-mail]
~ CB ¦ PROPOSED CATCH BASIN ~ C-11 DETAILS
SEE DETAIL 5g C-12 DETAILS
w W Z
~ - ~ EXISTING STORM DRAINAGE PIPE C-13 DETAILS
REVIEW DRAWINGS NOT FOR CON57RllC710N
0 ~C~ PROPOSED STORM DRAINAGE PIPE Date: 10 AUG 2007
N~qR PREPARED BY:
g INLET PROl'ECTION ;~Q~
SEE DETAIL S g
9 ~
~ PROPOSED ASPHALT PAVEMENT CONSTRUCTION .Oyp~~D ULI aG6 6mle 0[1
z SEE DETAIL Consulting ng Engineers
LOCATION MAP
~ io4;)e0.7 Park Terrac 13%18-m- F Path race Center
SCALE I"=1000" Batton Avenue
Asheville, NC
NC' 28806 i --W

n n
~a 1~
,oe 108
THE VINEYARD
BEFORE YOU DIG
CALL 1-800-632-49.49- ,y ,~e
178 Luther E. Smith
N.C. ONE-CALL CENTER ° o 0 90 & Associates, P.A.
iT'S THE LAW ! °~th~~~
~ LAND PLANNING LANDSCAPE ARCHITECTURE
l R°j~~ ~y 'rpy
129 Third Avenue West Hendersonville, NC 28792
[phone]
Benchmork is Top of 'Concrete Monument [phone] Fax
~ CAROLYN R. DURHAM £/evatio~r = 49.7.45 Ft. (Assumed) IsadesignObel isou th.net
~ ` UFED BOOK 97, PAGE 51
/ L & R RENTALS ~ t-~3 etc c, f ore VICINITY MAP trot t R ~i ~ / ~ per- / / / ~ ~ Mt to swift
~ DEED BOOK 273, PAGE 1096
N86'22'17"E Map T-13, Bock C, tot 104 N 79` 46' 21" E 159.00' Rlm Elevation =454.:3 Q
~r~? / 74.02' /nvsrt Elevation = 450.6 Z
N 69' 29' 36" E WILCOX ROAD J
11216'
i •r ~ ~ 500
F u -1 L17TLE CREEK 4~'~ ~ 6 S Gotta.
05' 0 69.95' ~ ~ ~ j ~i .i ~ ~ ~ 5~~ / ' ~ - 6 t H
~ O Z
PATR(CG4 S PEAKS ~ ~ ~ \ \ 45415 ~ i
DEED BOOK 287, PACE 1571 ~ \ ~ ~ ~ n~ tee, for roa / ~ ~ r~°
~ ~a~, x.50% ~ ~ ~ ~ ~ I 1 ~ ~ -~j/ ~.~'s°' H ARRELL. PLAN
Note• Woter Line runs Northeosf with tA~i/cox Rood/ \ then continues North when ~/cox Rood ~ \ \ turns East.
'
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~ , , ~ ~ j S 30' 37' 39» ~ ry ~j ~ / ~ ` ~ 1 \ 1~ \ !L 41-58 / ~ ~ / ~ ~ / ~ / ( 1 1 / ~ ~ \ ~ /r~
~j// pIpe Found Line • = Nab Found i/ ~ ~ JdMFC WAnn~nQn nnui~u
~ / ~ ~ - .+v..~,rr ~ O =Unmarked Point (uMess `.otherwise ~ofed) G
l /I ~ / ~ BOND WIfE ! =Guy Anchor • P,p 0
r ~ ~ i ' PATRIClA C COWi4N ~ = Fre Hydr nt
64 y ~ p DEED BOOK 153, PAGE 0008 ~ = Sanlto~y sewer S 84' 59 24 W -P-= Over~heod Power Line
75.77' (Tie ti1aP P-3B, Lot 103 ~ = 14~oter Mefer 0 a.
I ~ ~ ~ Water ~a/ve aw ~rZ
~ ~ V / l~ l / ~ I\~ ~ I 1 TO A AREA \~\I ~ / ~/~//~~~%~I/~/ ~ % i~ i~ I i~~ i i i i I i ~//iii r ~ Ji, / i i, l l = Tree/~rie Cl)
~ I ~ Cov~crete Monument Found
0
/
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~ GASTON CAMPANO Z
C CHESTNUT LAND FUND, LLC LLC
475 SOUTH CHURCH STREET, SUITE W ITE 100,
/ HENDERSONVILLE, NC -28792
SERNCE LOCATED AT TK ~ ^ / I / / ' 828-C98-3923 792
OEIEPYY&D BY qlY Oi C\~~~ ~ / / / / ~ '~a, ~
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~ Asheville, NC
ville, NC a
-828-253-27 ~ Charlotte, N 704-895-90 0 Greeneville, T 423-639-02 ~ Knoxville, TN 3-2796
Otte, NC
jai . ~ \ ~ ~ ~ I JAMESWOOD~RD COWAN ,95-9051
= ~ ~yC~ ~ PATRIClAC. COWAN eville, TN
- - ` \ \ J DEED BOOK 178, PAGE 1081 39-4271
vil le, TN
865-546-58 ~ Lexington, KY 46-5804 REVIEW DRAMNG5 NOT FOR CONSTRUCTION
m ~ ~6 \ / ~i Eton, KY Date. 10 AUG 2007
859-27 I - 148 0 Middlesboro, L A D E ~~_248.66 LAND FUND L L C • •vaughnmelton ~ Copyright ~ 20 All Rights Rese J. CHARLES COWAN, ~c WIFF l{iI.4BLE R. COVygN ~DWNERS 71-1483
~ ~ ~ sboro, KY
a ~9~ ~ <<7.,~ f` owe -~3+'~ } \ 0 ~6 a 48-6604
rmelton.com Gate: Drawn By.
it 2043 02-23--2007 RRT ~ Reserved Job No. Checked B.
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30620-23 SMH
Tox AI P-.~6 tot 68 / Revisions
F ZQ'~ P~IG~' f778
w o ~ ~ T/°n \Pt~ °e~y ~IAP SL~OIE' A-24.9, PAQE .?f3
sa\~~~~ "JOHN W. CO~YAN, 'STATE"
~a
.~'c T~t~/N OF TR YON
S "ISTIN~
S TR YON TYYP. POLK COUNTY, N. C_
w. Q K SITE
o Zs so Boa 200
416 e^ PLAN
S R 0 40 Scale 1 "=50'-0"
C06
C-1

O c n
o c S c
• • ~ A Q C 0 ~
Note: IR~ater Line ~u then continu turns East. I !Cox OCI . rc~n or eas ~ ~e y d~ la
i x oa w C en ~nue o s ~u • 9 1Q$ 1
r {r~ fi
~s . y ~i R
arr . 11~cax R
N ~ 4a' 2a` w p 1 " /ron Pipe Found F111. SIECII~N
49.65' `
~ N s4• Zy, Nai/ Found r~-- Luther E. Smith
Ey u r~ Z 178 & Associates, P.A.
• r TRY Q. LAND PLANNING
t 4 0 LANDSCAPE ARGHffECTURE
M. Pro osed a p p rox. 3 ACSC TYPE P S9.58 0 - N . ~ 129 Third Avenue West
N 3G 13 21 " W n . ~ ` ; SRAC~E ` ~ Ik2/ V~1 at an avers e rote of 168 Ibs er 9 s. . . P 9 two la rs. r ~ . . . ~ ~S Hendersonville. NC ~ 28792
~a.s~~ n ~ 0, 21 Ac ~ , ~ ~ ,per i [phone]
- v 4y . [phone] Fax
Pro osed a p pprox. 2 1 2 ACIC tYP E 119.Q Pro osed 8 p A r ate at an a r 9 .Bose Course ve a e rate of 9 e9 9 265 Ibs, er s . p q Course ~ IsadesignObellsouth -net
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12 EXISTING WATER j I 5/8" Iron . / ~ ~ ~ SERVICE LOCATED AT THiS ~ . • • t 1 ~ t A , 3 • ' ,tti
~ t. ~ \ \t ~
POINT, FINAL CONNECTION Pin Found ` ~ ~ ~ocAnoN ro e~ ~ ~ ) , V' . ~ •Y \ rw w_~i„ t '>r 3 ~ ms . ~.L 1
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\N DETERMINED BY CITY OF ~ ~ .o TRYON. ~ ~ i ~ O 8 • • • .mot 1 •5 s~ , '1 . 1 ' ~ t~ ` ti I lr, a r i'„-.^i
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/n _ ` t ~ • ` j^ •c. Y t: ` _ 51; r ~ ' b~•' ~ ~ . u n Found
•1 •fv ~ ~ \ \ ~ ~ ' ~ ~ ~ : -,y 0 . ft16v ,'i.
• r A i. ..sn 1 ~ ~ / ~M .t REVIEW DRAWL NG5
~ ••1 ~ 1 t~: Y . ~1.:. ~1.. NOT FOR CON5TRUCTION Date: 10 AUG 2007
,t ~ ' ` ~~•f . 1.!}.k.~i;iJS 1yE~' fi ? 'fie i' ~r1 1 ~ ~ ,r'' et
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1 . • ~ ~ • , o . ~ .
N • w A ~ ~ \ I ~4 A ~h 9 ~ e, • Asheville, NC •828-253-2796
J ~ . ~ • ~ ~ \ • • ~ - ~ ,,.I..r.,, ~ y
tD • ~ C ~ - ' ~ , • h arl . c a Charlotte, NC
~ ~ ~ ' ' ` ~ ~ ~ , . ~ ~ - y, r 704-895-9051 Greeneville, TN Date: Down By.
• a . ~ ~ - ~ ' • ~ ~ . reen~ • , • ~ ~
w ~ ~ . ~ ~ \ \ . ~ . Nor • ~ • ~ • i • 423-G39-0271 02-23-2007 RRT
0 • \ ' ~ ~ • ox~ d • Job No: Checked By. Knoxville, 7N
w ~ N ' ~ ' • ~ S . 5 5 . 865-54G-58)0 30s2Q-~23 SMH
. a o~ ao 0 • \ • • . .r.~~ ..rrrw~ . . . m • d . 5_ L4xincgton, KY Revisions 859-271-1 483
tr• to r. a c~~ ' • . \ . • • ror~ ou • o n ~n • M
rd d~ e. r ~ . 0 . C , ~ - _ ~ Middlesboro, KY COG-248-6600
+Cf' N ~ \ ~ ' • ` ~ , ~ . g - ~ ~ www.~ra uh gr w.vaughnmeiton.COm
w ` . • , . 1 • . Cj . y' . ~ ~ ` • • r • rh ,opyricjht 0 2003
c • ~ ~ ' • ~ • ' • ~ • • - t5 11 Rjght5 Reserved
• ! t ~ • ~ ~ • • ~ • • , ,t • ~ •
~ ~ ~ PROPOSED
V S SITE
(ID PLAN
211 zoo.-.-,-.
< 549' lt' 73' W 807.140' 99 106
0 -ri 4'° SEWER SERVICE LOCATED AT THIS s s4• ss' 24" w C-2
POINT, FINAL CONNECTION LOCATION TO BE 75.77' (Tie) DETERMINED BY CITY OF TRYON.
Concrete Monum.ent
OF

3 ~ E
.J V C 74.02• • E 'U
i 12.16' wi~co ~ cT ~ ~ F
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GRADE PROPOSED DRIV TO T ' - - ' ~ THE VINEYARD
SLOPE AWAY FROM HOU lNG r, " _ PROPOSED ~'+Po,
n
N 7T 36' 18" E UNiT WITH SLIGHT SWAL (tYP.) ~ - .--&6NSTRUCTION vas. n
GRADE PROPOSED DRIVE TO 69.95' SEE DETAIL sA ~ ~ / i~
SLOPE AWAY FROM NOU8iNG ~ MUDMAT. SEE DETAIL
UNIT YYITN SLIGHT SWALE (TYP.) gg• c-so ~ o / y,~ / ~ , j $s 60 76 E GRADE TO DRAIN UTILIZING / / / r Luther E. Smith
SEE DETAIL 9A ~ \ C-8D ~ 2 z ~~s & Associates, P.A..
GRASSED SWALE (TYP.) , ~ , , , ~ / 1 Q~~ R i C-8 ~ Nom / e o 'MYON o LAND PLANNING
/ / / LANDSCAPE ARCHITECTURE
~ ~ i °~fhe ,~s 129 Third Avenue West
o i r7 v Hendersonville, NC 28792
GRADE TO DRAIN UTIL121NG ~ ~ GRAS8ED 8WALE (TYP.) [phone]
i ~ oy ~ / ~ ~ . ~ ~ [phone] Fax IsadesignObetisouth.net
_ _ _ GRADE PROPOSED ( ~ l ~ f j / ~1---- ~ r / ~ P
--j
r---- l / ` / i ~ ~ ~
DRIVE TO SLOPE AWAY ~ ~ ` I ~ QR~~ + PROPOSED ~ - ~ ~ /GRADE T~ DRAM-i.! ~ ~tNG ` / GRAPHIC SCALE Q
FROM HOUSING UNI~ \ ~ ~ ~ ~ ~ PERMANENT DIVERSION SWALE GRASSED SWlCLE ,zo Z
WITH BLl~ifiT 8 E (\Yi~.~ \ ~ ~ ~ s?o\ ~ I / , y.,o ~ SEE CONSTRUCTION SEQUIENCE ' / ~ ~
/ ~
SEE DET/~FL A \ ~ \ g ~ a~'! / ~ Y ~ ~ ~ . ~ / ~ IN FEET ) 1 ' ch = 90 }ti
\ ~ ~ ~ ~ 1 ,i ~ ~ I
C ~ ~ ~ , ' ~ / GASTON CAMPANO IO O
CHESTNUT LAND FUND, LL 475 SOUTH CHURCH STREET, S HENDERSONVILLE, NC 2879 828-698-3923 LLC z
O To SUITE 100
~ 3,~5'I I; ';P I i 28792
m~'6 J4,li~~. / /
I, ~ I
i ~ ~
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r ~p ~ {TD TO BE CONVERTED ~
~ TO PD #6A) ~ ( / WPRAP OUTLET PROTE ~ ~ / - ~ ~ ~ DS a SEE (R@F.) NCDENR-ER p~ $~p~ ~ ~ / / - SEDIMENT CONTROL P P ENT`O]VEI~IeN SWAGE / ~ ~ ~ ~ DESIGN MANUAL. 18 tOTECTION
R-EROSfON ~
~ 1 l l f ~ \~i I ' OL PLANNING AND
. ~ ~ / ~ ~ ~ ~ ~ i . ~
i / ~ ~ / 19 ~j
/ ;EE CONSfRUCT1~N ~CUENC~ f ~ r 8 'CANg
5/~~n Pin lE~i~Jr~ c~ ~ 0.2~ f 1 i ~ ,t ~ ~ / / ~$y \ ~ TD TEMPORARY DIVERSIO ~ S~F% i - ~ \ ~ \ ~ SEE DETAIL
tSiON SWALE
" % SF ~ ~
0.93 Ac _ j s
Ruins~of~ ~i~~ , ` / 1 / i /PROPOSED NFA~WALL\ ~ \
01~ Build~nc~~~' / ~ ~ ~ ~ ~ ~ ~ ! i' 1 ~ ~ f ~ l ~ f: 92 f POSED H 6 $ _ CB#3 • /SEE NCDOT STD. DI~YG. ' - ~ j ~ ~ / SEDIMENT TRAP-SEE D NO. 8SSA1-ADJU8T HEIGHT 8 ~ ST e SEE DETAIL 3 5 EE DETAIL
5
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ij ~ ~ ~ ~ / ~ ~ ~ ~ ~ I ~ ~ ~ P \ i ~ f ~v
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Q F~~~~~ LS f7 \ ~ ~ 00. ' w taro
~ / PERMANMENT IVERSI ' ~ ~ ~ ~ 1 j / ~ SEE DETAiL 7 ~ ERSION SWALE. 0..
~ CON$TRU ION OF Mry ~O \ \ ~ ~ y4' ~ UNITS ST&-NB.- - ~ p ~ $ V)
z
4
/ / I t \ \ TD ~ ~ ~ ~ ~ ~ . ~ `~~5~ C6 CATCH BASIN F- 14 z
/ ~ ,~-~..~~,J/ 490 ~ ~ ~ ~ ~ ~ ~ SEE DETAIL 13 1 ~ ~R,O~O ED,..... i ~s i ~ ! ~ LEVEL SPREADER
BEGIN PD #6 _g )0- ac
~ lTD TO BE CONVERTED` - - ' 0 I I • • . ~ RAM NT STR~AM~CRO SING i
\ , ~ TO PD *6) , I ~J . / ~ ~~g! ~"'s r..,, t ` ` LS ~ SEE (REF.} NCDENR-ERO f` ~ ~ ~7 ~ 1 - 30 ~1 t SEDIMENT CONTRd~ PL f ~ / ~ ~ ~ ~ DESIGN MANUAL. SEE / ~ 1 ~ t ~ ~ p / ~ - -SF- $ILT FENCE t-EROSION & Z U
39,~i Sf,L MI S OF % ~ ~ / : ~ ~ \ B I / / X PLANNING AND ~
SEE DETAIL
~ DIS UIfBANC~ ~ ' ~ ~ ~ ~ o ° ~ STD ~1
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~ ~ 1 ~ f ~ ~ ~ ~ / ~ . ~ : SEE DETAIL ~ g
\ \ ~ \ ICs
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~ f . ~ ~ ~ ~ ~ ~ / / ~ RiP-RAP ROCK DOUGHN \ ~ / S.EE DETAIL IGHNUT
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! ~ 1 , ~ ~ ~ PROPOSED BUILDING
ST / /
~ ~ i ~ ~0.39~ Act ~ ~ ~ i p ~ i , pN ~ ~ ~ / 00 / / ~ / C¢N / ~ ~ -CON~'RA~C OR TO ~ ~ ~ / Perma»ent Diversion Swales
~OORD 'NA E~ ~ ~ t r ~ ~ f ~ ~ ' REVIEW DRAWINGS
~ ~68~2 ~sf ' ~ ~ FU1~1CT~0 OF TR~P ( / ~ i Number Sha Base De Side slope Lining Rema /W17H 1 ~ ~ ~ ~ ~ ( / ~ / i~rm Erosan.Gon C¢N TR CT10N O,F Q q. ~ f~ ~ ~ ~ ~ T~zodai o s o ss s ro ~ spa ~ u,~,~n ~ . a~s~ o r~ Remarks NOT FOR CONSTRUCTION
Date: 10 AUG 2007 onion Control Lkw w ith
3.0 ib1sf shear stress
P , D 3 ~ P ~ ~ ~f C ~!l / / ~ ` pp.2 Ttapezadal OS 1 3 to 1 Seed 8~ Mulch rm. 20 ~Jsf ~1 V ~ ~ Finn Erosion Cop • ~ i 1 . ( ~ ~ t ~ r ~ PD3 7rapezoidai 0.5 0.83 3 to 1 Seed 8 Mufch ~ . 2~iosion Oas ~ ` } i osion Control Lkw w Kh L0 lbJsf shear stress
I'' onion Control Uner with
m ~ ~ / / ' btsf shear stress '+`'~~,~eNe~~~f•M`•~~p'~!~
- ' ~ ~ ! ~ ~ ~ ~ ~ ~ PD~4 7raP~oidal 0.5 0.83 3to 1 Seed & MTh rm. 2.0IbJef st Perm Esosio~n Gbrf eh j ~ ~ ~ ~ i J PD~i Trapezoidal 0.5 0.83 3 to 1 Seed & Mui~h nft. 3.5 b/sf st f ~ • . ~ . ~ ~ j ) ~ / P0~6 Trapezoidal 0.5 0.83 3 to 1 Seed 8 Minh tii?. 2.5 ~Jsf slt ~ / / ~ ~ / Rare 6~oeion Oonj oe i.o ..o Wsf shear stress i ; Q~~ yq z
Owl onion Condrol Uer w kh
3.5 #Wsf shear stress - • 2019
onion coma l.rw w kh • !.5 lb/sf shear stress ~ ~r
~ ~ , 490 ~ j ~//i onion Control Liner with ~S'•~ •
~ , j ~i ~ t ~ ~ ~ 1 P[~6A Trapezoidal 0.5 0.95 3 to 1 Seed 8~ M~Ich rm. 3.0 IWsf sh $oo ` \ ~ ` \ \ ~ ~ PD~7 Trapezoidal 0.5 1 3 to 1 Seed 8 NWch min. 3,5 B~/sf st \ \ \ \ ~ \ \ P~rrt Erosion Con / ~ t \ \ ~ PDS Trapeaoidal 0 5 1 3 to 1 Seed & Niihh min. 5.0 ib/sf s 1 10 IWO shear stress
8 ~ ~ / 9g16/sf j/ sF osion Control Caner w ith +•..o~r"' 1.5 blsf shear stress
onion Control Uner w ids ro
i.0 bisf shear.stress
~ \ ~ ` pp.A T Hemt Erosion ~ trapezoidal 0.5 1 3 to 1 Seed 8 Fti~h rm. 3.5 ~Jsf s /0.3.1 ~ ~Fq \ ~ ~ \ ~ 1,•E~ p~~ E ,r PQ10 Trapezoidal O.S 1.5 3 to 1 Seed & Mdch mn. 3.5 m/sf sh / ~ ~ \ onion Control tkerwth Date../ Drown By.- L5 lblsf shear stress 02--23---2007 RRT
~ onion Control liner with Job No: Checked By
L5 blsf shear stress 30620-23 SKIN
s~o ~ ~ ~'-'~"a'OI~ - ~S~ S~ ~ NOTE: Revisions
~ \ ~ D_,gA1NAG~~Ri~Tt~ Sri, i ~ ES ~ l SEE SHEET C-2 f OR DEPICTION OF
gr-~~A .p~l~p~t~ EB~~YIT ~S 1
} ENTIRE PROPERTY AND LOT $ET BACKS
\~:"~g~ Ems., ~'R'T~pf~Si~'T. ~p~.
~ _1 ~ . s ~ \ ~ / ~ ~ ~ NOTE. Asheville, NC
' ~ i/ Sa 499 ~ BROPOSED \ ~ [T1 / j j~ 2p f,r,~- ~ ~ RAIN GA ~D~N #1 8 ~ ~ - REQ D 530 SF. o~c~, UNDERDRAIN = 18' IN 3' WIDE STONE BED. 828-253-2790
~ ~ ~ ~~o / / / / ~ / ~ "G~----_ ~ o
t] Cornelius, NC SITE GRADING, 704-855-9051 DRAINAGE]
Greeneville, TN STORM. WATER &
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0 Knoxville, TN PLAN 805-54G-5840
1630 (KI >,,-O:,O~~ ~ -BEFORE YOU DIG RAIN GARDEN #2
\,0.60 Ac 0 Lexington, KY 859-271-1483
ooe 00 REQ'D = 230 SoF o CALL i__-_8-00-6,32-4949 A PPOX. = 71 X 21 MOdlesboro, KY
~ - 1.11 Ac f s~xE~ w N,C. ONE-CALL CENTER ~ UNDERDRAIN = 7. OF 6" DRAIN IN S' WIDE ° ~ ~ \ \ \ ~~S THE LAW ! STONE BED. ww. cor GOG-248-6600
www.vau,c3hnmelton'.com
Copyright 0 200G OF All Rights Rzsmed
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5/8" lion Pin Found LEGEND
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s 'AGE i 096 x SPOT GRQUND ELEVA110N ~i, Mpg tt ~ ~
d - OC 0 c, got ~ 04 ~ sTOR~ aw»rwcE THE VINEYARD
/ / ~ 1~ ~ ^ 1 ~ + STRUCTURES yyi R~
' ~
690 ~ Ruins of ~ z C~~ Old Building ~ ~ 1 ~ ~ h Wdcoz R
• ~ • ~ f Luther E. Smith
~ ''~+r ~ ~ & Associates, P.A.
E~,,.~' ~ ~ ~ 9 LAND PLANNING
3~ Z ~ ` i I G ~ '~78 6 LANDSCAPE ARCHITECTURE
~ » • 129 Third Avenue West
N Z~ ~ ~ ~o o Hendersonville, NC 28792
/ °4ther (828) 697---2307
~ g ~ 11325 sf rj v ° (828) 697--8458 fox [e-mail]
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16892 sf ' ,L~Y .u•~.~ REPAVED PER AGREEMENT WITH
~ 1 ' • O ~ ; ;.ry •
9x~ 7563 r r~1~;r,~:~ , ~ z//>>. /4C.~y~t!~.:Y . TOWN OF TRYON
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0.45 Ac ~Q~' ~'~1: ,.1 PAGE 51
~~.0 ~ ~~0,, ~ p ~~O~y Mop T-T 3, Hloak C, C, Lot 2
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7441 r~ t/i hd ~r~~, v -I w
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\ ~ . ~ Qt+ 4507451 454 7 i ~~i'f;" .,,rr 7, ~ o f Con cre to Mon um en t ~ ~ Allonumen
.~v', ~'r ti:i f,:' . ~ . • . ~ 1 E/evation = 497.45 Ft.
~ • ~
\ ~ 2 / 7455 ~s ~ ~~8 . x . " ~A ssum ed,~
,~s.s.Y ~..~;Y .l ~ n?y't•% ; E~t:~
..,C. _ ~ j` ~ 4. ftVIEW DRAWNG5 NOT FOR CONSTRUCTION
~ ;:a: ~ ,.'L . ,v ~ Date: 2 7 APRJ t 2007dip
Noy. ''S-'•i=1 S~ _ ~
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• • SPACE • f , • • • • SEA M •
0.93 Ac , _ 1 _
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• evation Fult Desc 7503 559.0707 6480.2669 495.87 b1d cnr 7573 ?39.858 6873.5238 Not kn i'i 5.53 btd cnr 7506 562.8656 6446.6934 496.96 bld cnr 774 673.1306 6939.3495 Not k i't 5.24 bld cnr 7501 575.0634 6426:fi069 437.65 bld cr~r 7575, 667.3115 6762.4992 Not kn i't 1.39 bid c.~tr 7511 568.6224 6618.8999- 4$9.Q2 bid cnr Not known RADII POINT Not known RADII POINT
• ~ • • • • S! YI-4~0
~ ~ • • ~ • Not known RADII-POINT
/ ~ ~ ~ • ~ • • • ~ 1. Date: /brown By- 02-23-200/ •1R
>11.04 bld Crlr' 7512 564.3543 6607.3527 489.26 bid cnr Job No: Checked By.
• • • • >08.57 bid Cnr 7515 540.0002 6584.5329 488.7 bld cnr 30620-23 SMN
~ PACE ~ • • ~ ~ 7516 531.4G39 62.6383 489.27 bld cnr >08.33 bld cnr 7531 729.4402 6633.6814 494.41 b!d cnr Revisions
~ 0.60 Ac \ LINE TABLE • • ~ ~ • ~ • ~ ~ r
* • ~ • ~ ~ • • ' 141.68 b!d CI1r 7532 712.7999. fi650.274'~ 493.94 b{d cnr
LINE LENGTH BEARING l ' ' ' y_ , ~ ~ ~ ~ • >00,~, Wd Cnr 7535 F81.0740 6661.889'7 492.35 btd cnr
~ ~ ~ r • ~ • ~ ~ >Qf1.65 bid cnr 7536 672.7539 6670.1864 492.15 bid cnr
~ Li 189.04 566'37'39"W ~ ~ ~ . ~ . ' ~ ~ \ ~ 100.42 bid Cn~ 7539 764.894fi 6490A128 499.5 btd cnr
L2 150.27 548'13'55"W ~ ~ fir. L98.87 bid t~'tr 7540 762.890t? 6501.59Q4 499.45. bid cnr
L3 179.09 58'43'50°W • • ~ • • X98.64 bW cnr 7543 771.6333 6534.2272 498.02 bid cnr
L4 85.01 N72'49'02"E ~ - - - 494.9 bid tx~r 7544 767.6240 6557.3825 497.44 bld cnr sl~
L5 56.91 527'03'56"E ' • A R GEOME Y
~ ~ ~ • • ~ ~ X95.02 btd Crtr 7558 734.1572 6371.0195 517.35 bld Cnr ~~~a a~ae ~~z~~ mean ~ h~.~.. 9%1.?f
-mow k93.41 bldg cnr • , 4 NOTE: r~n~v
CURVE TABLE j O ~ SPACE % 7472 480.1291 6448.0760 493.41 X92.94 bldg_ cttr 7562 755•7084 6392.7039 510.1600 b1d cnr COORDINATES & ELEVATIC :NATIONS ARE
0.31 AC 7473 467.93'13 6468.1622 492.94 101.85 bldq cnr 7563 759.1796 6403.9294 509.9300 b1d cnr LOCALIZED.
CURVE LENGTH RADIUS CHORD DIRECTION CHORD ~ C1 32.11. 100.00 S57'25'47"W 31997 0.55 Ac 7488 608.3203 6400.1113 501.85
23823 sf ~ pass s502.C* 02.08 bldq c.' 7566 763.7494 6418.5783 607-8500 b1d cnr 7567 767.1806 6429.8038 507.6200 bldg cnr
C2 i 59.34 125.00 S84645'02"W 148.77 c4 7492' 620.5123 6357.0801 b03.72 103.72 bldg C11I' 7*%9 608.2126 6826.1053 492.8400 bldg cnr C-4
C3 229.59 100.00 N07.02'36"E i 82.39 - 7493 633.7578 6337.6688 504.27 104,27 b1cfa G11' 7570 614.2955. 6540.1805 497.8100 bldg cnr
C4 349.58 250.00 S67'a7'27" 321.79 ' 7502 552.9718 6490.3100 495.63 G95.63 bldg qtr 7571 623.744 6852.801 494.5600 bldg cnr OF 1
7572 633.0665 6874.3726 497.2700 bldg cnr
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CHEST 475 SOUTH HENDE !~/~lcox Rocd yESTNt1T LAND FUND, tLC THE VINEYARD •jb faA 5.': k 'if{ ,'F+.4tp i~KF+~J~'~ p~}•.,a
UTH CURCH 5TREEf, StilTE 100 'Rod 1 1 1
;NDERSONVILLE, NC 28792 ,~oz R
828--698-3923 i i
BEFORE YOU D!G !
Luther E. Smith
CALL i --8a~-fi32-4949 ~ & Associates., P.A.
Note: Water Line runs N'ortheasi with !~/~lco then continues No~~h rrherr l~frlcox R~ ~ N N.C. -ONE--CALL CENTER 1x6 LAND PLANNING
~x R~a~' iT'S THE LAW ! Y~ °~o rnYO?a LANDSCAPE ARCHITECTURE 129 Third Avenue West
turns East. i i~wn ' ui~ pith a Hendersonville, NC
r--- erh ~ 28792 [phone]
ua uwn RQ~~w (828) 697--8488 Fox
r~ sa• a3' zs" w Qy lsodesignGbellsouth.net
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OO `1~~~ 1~ 7 ~iL~~~~s / OHO /!-~`O~ / L9 f72.70 N83' '08"W 4702 487 4720. 4 0 6 70 z
~~•v s -_~~--a? Li0 97.56 S55.45'Q~"W 4720 4670 4565 4589
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~ OEED BOOK 26t, PRGE 1571 k2* F- ~ ~ ` S~ Map H-36, tot t 38 ~ n ^ \ 3 b ~'ija O~ p ~t~~ 315 7~, 34~ 8~, 45' d 1 " E DEED BOOK 273, PAGE t 09 7 & 76' Map T-13, Biock C, Lot 4 L 7 3 57.10. 556'22'51 "W 4578 ~t329 4524 4248
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C ~ . ~ w., 6reene / o° • , ~ 423-63 1. Ki10XV1 j `b ' ~ 865-54 Date: 27 APRs 2007
~ ~ ~ f Greeneville, TN 23-6390271
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-AND WIFE- 5 PATRICIA C. C014AN S 30620--23 SMH.
/ DEED'BOOK 253, PAGE 0008 A1ap ?-36, lat i03 Revisions
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t f ~ ~ ! t r ' ~ 1 { ~ 1 I ~ f Luther E. Smith
t. 4 I ~ ~ 4 t - r & Associates, P.A.
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. i y I LAND PLANNING LANDSCAPE ARCHITECTURE
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1 ; OF 1

Practice Standards and Sperificatic?ns j • • rac~ic~ It ~ ~ ' a ar~ apt ~ afran~
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Unlike pertrittnent stream cr~ssia~, tem~mry sue:un crossings may be ul- j f
6.70 lowed to overtop during peak storm tx:rials. Flowevrr. the struclurt anti up- • When ' ro erl install u ~ t rdti v#~ r l P Y e ~tilc ar nu uhstnE~,ttun to flow - ~ pan ~tfel y ' hMUdle h t ea luadin • arc relatwel • • ~ . vY ~ eas to tnstatl and matnlat {
r ` # ~ches shoa)d remain stable. Keep any fill ~eedod in flood plains to a mini- ~ Y y nand In mutit , • 1 cum. ma be le#1 in lade nt t n . • r he e d o#'ttie Y p c,vnstruc,tlun.
T mum to prevent upsveam ftc~oding and reduce erasion potential. Use riprup to j protect iex;ations subject to erosion tinm overRow. i laroblerns a • ssoilated wl#h furd~ inc. ;
Def+ni~on Abridge, tord or tcm~wrary structure iauailod across a stream or watercourse fw xhuri-term ~ by construction vehicles ar heavy equipment. i lucle the toll v? o tng. ! . A fate ~ ~ ~ Luther E. Smith
If permanent utility crossings are plunneci, sire~m crossings maybe la;ateci a1 h sections are sub e~,t to r.rutitu pP n. fi~enerat l do not u J se fords X where the ban ' • k hey t x e ceeds S feet. & Associates, P.A.
pUr~OSe To provide p rneans.for construction vehecles to cross e~treams or wutercoutxes there I~cations to minirnice sum imports. • 2. ~xcavatton for the fns i taI aUon v f t t to n ra vet bolto an h LAND PLANNING
without nwving seJirnent into streams, damaging the str~ombed or ~hann~l, ' Strcani crgsxings are a~ the three genrral types: bridges, culverts, and fords. m d Iter P 1}~ 1 rnater~al cuuseti ma' ' • ur stream dlsturbane.e. In same ca J mss, torch ma be Y LANDSCAPE ARCHITECTURE
or causing flooding. ~ Consider wluch method best suits the specefic site conditions. .l A uatel can •i ~ T s ructed b -shallow 11 fi u y in about exCavahon. y- ~ 129 Third Avenue West
j Bridges-Where available materials a~ designs arc aclequat~e to bear the ex- ~ i 3. The s1a ~I'• , b trio r matertai es sub eel to washit~ ~ of t du~nn dorm fl w ~ J o s and ~ ~ Hendersonville. NC 28792
COI'1C~ItIOt1S 1~f1@C@ where heavy equipment must be moved from one side of a stmam channel peeled loadings, brides are preferred for temporary stream crossing. mu re u~re c re la Emeni. yq p [phone]
Practice Applies ~ ~O~q' or where (igl?t-duty construction vehicles muss cross the stream channel i~requen~ly fbr a shit period of lime. ~ Bridges usunpy cause the least disturbance to the su+eam bed. banks. and sur- Mud and oth r ~ • G contdtninants are brave t dtrec t ~ t nto the stream o y ti [phone] Fax
S rounding area. They provide the least obstruction to flow and Ssh migra- vehic Icti unless • crossln Are iunited to nu fl ow condlttons. [e-mail]
P~anning Carefa) planning cae~ minimise the nerd fur stream cr~sir~s. 'Ily to avoid f tinn. 't'hey wally require little maintenance, can be designed to fit most i sit$ wnditions. aad can be easily removed and materis~ls salvaged, However.
Considerations streams. Whenever possible, ¢omptete the development ~parately on each side sad leave a natural buffer zone slang the stream. Temporary bridges nrs ~enerxlly the most expensive t~ desi~,m and conswc~. Farther. Stream ~hanne - 1
stream croa~cinyn cs~n be a direct source of water pollution; they may create they mry o#fer the ~mwles~ safely hacard if not adequately designed: installed, • ~ _w~.,. .,ti_
ftoodireg and rafety ha~rds; they can be expensive to consuuM; and They. cac~ cau~ee costly construction delays if washed out. and maintained. and if washod ari: they cause a longer construetion delay anti 1~ • t ?'Lr ~:ikl:...: . ~ :l' •i
are nwre cusUy to repair. •
Both finds and culverts may involve placing fill in an intermittent ur perieanial In steep watersheds it is recommended to tie u cable or chain to one comer of • OISS . ter, . rj 1~.~~.•i:.:•'. . ~ LLT:~~.. :.:.'CIE .L. J
stream m wetland. The Wesel for permits from the U.S. Army Cn~s of Enf;irne~s or the N. C. Division of Ws~trr Quality should be detcrmiaed when the bridge flame with the other end secured Iv u Iar~e tree ~r other subsKgntial object. This wi11 prevent flood I~ws fri~m carrying the bridge downstream ::'i .'x. ) its` y~
planning Ux project. where it msy mouse damage to other P~rtY- N; ~ ';fit r'
Select Icx:gtions Per stream c~rosssings whtre erasion potential is Iuw Evaluate • ~ : 4 s ~ .~3.1~ ~r w ti~ •t7i. i F-
stream channel conditions, overRow at~.~, and surface nuaf~'eonuol at the Cuivertcrossings--Culverts aroe the most common scream crossin~,s. lr many cases, they are tht least costly to install, can safely support heavy loads. and cr.
site befure choosins the type of crossing. Wfien practical, locate uad design arc a~taptabk to mosK site co~itions. Curu~rucGun materials are readily avail- O Z
temporary strum crossing to serve as pem~aneni crossings to keep stream able and ca» be salvaged. However, the in~ts+llation anal removal of culvrrli . F i~' j~
disGu6ance to a minimum. raves cexi~siderable disturbance Io the stresm and stn~unding Brett. Culverts also offer the ~e~ttest obstruction to Hooif flows and are subject, therefdre. • ' h14X Slo 0 h t~ .R ~L-'( . .
Plan stream crossings in advance of need and, when possible, cxmsuuct them to blockage and washout Clean stone shuuld.be used for back SII arounc! ::.,r
during dry periods to minimize staam diaturbanee and reduce cost insure Thai all necessary materials and equipment are on-site before any work is culverts
begun. Complete cons~FUCtion en an expedient manner. and swbilize the area Culveiis should be ustd when vehicles will make repealed trips :uru~ the
immediglely. stream during ca~stroctiun. or truck mud into the stream.
Often stream crossings are pmvidod io corj~nctian with opcca~ionx in a Fords~Ford+. made of stabilization material such us rock, are often used in SUt" 4C6 I ~ OW
natural wattrwutse. t arKl disturbing activity in connection with w~struction steep atlas subject to Clash flooding, where normal flaw is shallow {less than • Div io ers n 4r'' iRa!
in. on. over, or under a lake or natural watercrourse shall minimize the eyctent 3 inches deep) ur intermittent. Fords should only be used where crossings are . '9 . St
and duration of disruption of the stream channel. Where relocation of a stream Somme an essential pact of the pr~po~ect uetivity. the relocation shall infra~u~ent. Rords are especially adapted for crossing wide. sihalluw water- courses (Figure 6.70a)-
minimise nnneoessary changes in the stream flaw characteristic. Pumping
or diverting stream Aow around a work area is uften the best way to minimize . .~i ~
the disruption of the stream channel. Arty diversions should be atabilizal with adegwite gaMextiie fabric or stone. . • ...s~.s...r.a..C.,rr.~stti!'~".'~tz~ ..:•~`i~.. ..~•~'?'R'~ ~s~=+' :u~~'4•»~~i' ~;~.•r J IS•.~r~ +r .7' ::I~ti: -~:tL hl~ U' .r.:t" 1'...~~ Z r..~ ~ •.~ti =~is:~+'!~ .~,~,.r, t':~'isi,s.• ;'tr': ~ ~~;r.s:'.;t.l... .::":t~.; V.,......s..l~~...
• • ' ~/frr i i? .
After the bypass is completed and stable. the stream mIIy be diverted (Prnaice ObrIC
6.15. Riprap}. Small stream flows may be diverted around wank a~ with a cotter dam send pump instead of cons~e+uctiun of a bypass chminet. tae 6.74a ' A well oansstruucteed g ford offers l~tUe obstructta
n fo flow while safes ha ndiln Ilea loads . Y g vy n9
~ b.7~1 5.70.2 Rrr. blD6 •
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~ TEMPORARY STREAM CROSS N i G G MOM
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Prarctice Standards and Spec cations
} t~ 01111 a:
Permitting requiremer?ts from the U.S. Army Corps of Engneers and the NC ~ Main#enance ~~P~t temponuy stream cro~ings after runoff-producinb rains to chxk fur w
Division of Water Quality should be determir?ed Cors~ream crysings. Permit blockAge in chancel. erosion ufabutments. channe{ uwrc riprap displacement ' . 40
conditions may require that pipes. be buried bebw stream bwt~m elevation. ~ or i in . Make ali ~ P P ~ repairs immediately to prevent fiuther age a the i~atlatian. ,
1/2 DIAMETER OF PIPE COARSE AGGREGATE EAR1N FlLL COVERED BY Smali stream flows may be diverted around work areas with a cofferdam and } s I--
OR 12" WHICHEVER IS 6 ~E~ LARGE ANGULAR ROCK GREATER dump instead of construction of a byp~ channel. References sr~n,~~u~r~„ LL 0
If per~n~[?enl utility crostiingx are planned, stc+eam c~rnssi~tigs may be located at 6.15, Rip~cp z
FlITER FABRIC these loccxtiuns to minirnrce stream impa~ls. ~ O~rtlcl Pmtc~cliun
i 6.41, UuUet Stabilization Stnsctum O
DGSl9ti CrItL'ftc~ In addition to emsion and sedimentation control. structural stability, utiliry~ and safety must also be taken into consideration when designing temporary
~ 1=1 11= i I ! ~ III ~ l str+eum crossings. Bridge designs. in particular. should be undeitakcu by a Appendices
- ~ ~ni ~u. cov~R~o eY yuelified engineer. f 8.05. Design oFStable Channels and Diversions i
~ I~~ LARGE ANGULAR ROCK ~---i s 1---1 t I- • The anticipated life of a teai~wrnry stream ccussing structure is usually
CAPAg1Y OF PIPE CULVERTS :~:::::FLOW.` considered w be 1 year or less. Remove tha stnu:lure immedi:~tely after it is no longer neecia~. i
TocETMae = a~wK Fuu. Flow ELEVATION - • As a minimum, desisn the structure to pass banlcti?!t flow or peak flow.
whichever is less. from a 2 year peak storm. without over topping. Ensure
COARSE AGGREGATE ' ~ ' that no erosion will result from the 10-year prak storm.
• E~sw+e that desibm flow velocity nt the outkl of the aossing stnictarc REVIEW DRAWINGS
p.o0 d~o° $ ~ $ O ° p.o o.oop ~0~00 ~ • :4~ oo °o ~ ~O O o p o 70 O is Heal-erosive fur tl~e receiving stream channrl {References: Outlet NOT FOR C0N9TR1JCTI0N
° O~ po ~ o ~O o o O m o o °p o Q O' ~ O o p ~ o ~ ~ ° Protection). P Date:. 10 AUG 2007
~ O b~~a0 O ~o o. p opoo 0~0 0 'p• p p~ ~p o. o Oo.. d 9 - o- O°O•o0 0 ~ p ~o ~ o ° °o • Consider overflow for storms liner than the desibm storm. and provick a n ~o protected overflow arcs.
pp oA Oo~• by O'~Oo ~~Op p ~~'O'~ ~O~'q o °o o O o p O
~ o° o ~j o °~O" O 0 0 oDo ~0 O Oo.O:~°O p.. o O o0 0 0, ~ o• p~p~ ~ o ~ opo ~~~p ~p°O O-p° ~p'd0 0 o0p o0 o• o o'O ~ • Design erosion control practices assaiated wish the suenm cmasins to ~ o o control erosion from surface runoff at the crossing and during a 10-year
o p.o o °poo ~ Q ~ A ~ o :o d O b•o °O ~O°. po O°p a'Doo'o DuoDo o qp' peak storm runoff: J o Oo •
Oo•o ova O oo ~ O -o O ~o .p o o~ Q oip o ff. 0 0 O'o~ 10* Q q
~o O~lP.oO ~ o•Oo•O °0400 ~Q 0- p ~o~ ~ a.~p o O o0 p O Ste. yi .1r~M~ . ~ • t+Ot"ISt!'UC~10[1 Keep clearinb and excavation of the stream banks and bed and apprcuu:h law, • SEAL
Specifications X11°ns to a minimum. • 20119
2. Diver aU surface water from the construction site onto undisturbed areas adjoining the stream. i ~ ? r •
3. Keep stream crc~ssin~ at right angles to thr stream flow. I Date: Drawn By.
N MINIMUM STREAM •CMA1+iNf1-'." 25' i ' ' MINIMUM Q TOP OF 6ANK y ~ ~i ~ TOP OF BANK
~ INK 4. Align rnud approuchw with the center line of the croa'~ing f'or n minunum distance of 30 t'~t. Iidixe bridge abutments and culvert fills a minimum of I
o PAN fix~t above the adjuininb appn~ach seetiuns to prevent em~ion from surFace
0 ruaott'and to ollow flood flaws to pass around the swcture.
5. Stabitue al! dislurbe~! areas subject to flowinb vwater. including planntd
z over9ow areas, with riprAp or other suitable means if design velocity exceedu the allowable for ~hc in-place soil (Table B.OSa, Rp~x;»d~r !t U.~. XXXXX DAB
0 b. Ensure that bypass channels necessary to dewxter the crossing site are Job Flo: Checked By. 30620--23 XXX
s~lable before diverting the xtr+enm. Upon completion of the crossing, fi0. r Revisions
W U eomFact, and stabilize the bypa~~ channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer ~ Ashev~l 828-25 0 Chariot 704-89 ~ Greene 423-63 6.70.6 Knoxv~l Rcw 6lUb O Asheville, NC
Y needed. Restore the stt+eam channel to its original cross-section. and smooth and appropriately stabilize all diswrbed areas. )28-253-279G
Charlotte, NC
8. Any in-stream sediment control measures must be removed upon stabili~xtiun of the area. '04-895-9051
Greeneville, TN
•23-633-0271
Knoxville, TN EROSION
S 865-54 O „ Leacmgt ?G5-54G-5800
3 CON OL LexingtonKY
DETAILS
~ Middles 606-24 www.vaughn Copyright 41dc ilesboro, KY
~u . z '0G-248-GG00
S .vaurjhnmelton.com
d. O CONTINUED >pynrj, ht @ 2003
AN Rights Rwghts Keserve.J
E CF On- 1
8

U
Pra~ct~ce Standards and Specifications
Y Practice Standards ~d Sper~ftratiurrs
s i
6.06 . - . ~Vasl~ag~-~f ~nditions at the site are such lbat mo4i of du mud and sodiment r " V•VJ '
ar4 trot rt~ved by vehicfes travelin8 oeeac the gavt3. tine Wes should be i • • E
1 De~in ition A gi~veied aas a pad 1nca~ed pt points wha+e veLicies esuer and eve a oon- washed. Washing slw~ld be dons on an area s~bili~od with caushed stone that ! i t
Sf~tlCt1091 SIC. 3 drainsinta e sediment Irk nr ott~ersnitabledisposal area A w~hrack may also Def ninon ~'urous barrieix inslatkd incic~ a temporary se~3iment trsp, sm:k dam. skimr~cer
i i be ~aed m make washing more convenient aad effective. bruin. ur sediment basin to reduce she velcuity and iur~ulence of the water flawing throubh the measure, and fac;ili~ate the ~tUing of sediment from the
Purpose To ~nrid~e a bo~ec any wt~a~e vehicles can drop tiwir mod smd 9odima?c w wafer before discharge. Luther E. Smith
avail a~anspa:tittg rt Saito pn6~ic roads. to oonmoi unsio~ fi~o~u surface ranot~ sail o~ be$ oaotroI dust. Construction i. clear a?~ en~nce ana exit area of au wesasU~, mss. ana aver ob ec- ; r I & Associates, P.A.
Specifications ~ ~'0p"'Y ~ Rurpose S~'~~ u"dPs and basins are designed ~u temporarily pcwi runoff water to j LAND PLANNING
Conditions Where w~~ a~ ~;u~u~~s~~ ~ ~a mar ~c~ a ~ 2. Place d e gravra w the specific gxaac ana aimeasioas stwvin, oo me plans, aaa allow sediment to settle before the water ix discharged. Unfortunately. they Are usually not very efficient due w high turbulence and °short-circuities" 3 LANDSCAPE ARCHITECTURE
Pt'BCtIC@ Appj!@S road a uH~a gavad a6F-si~ee area. Ca~sa~ctirnt plans sbouid limit traffic smooth it flaws which take runoff'quickly w the outlet with little interactio» wish most 129 Third Avenue West Hendersonville. NC
a pQOQaly oo~cuc~d ena~nc~s. 3. Provide drainage to cagy water W a sedia~t uap ar ot2ba suitable outlet. ~ i of the basin. Bathes improve the rate of sediment raten~ion by distributing the 28792
Row and reducing turbulence. This process can impmve sediment retention. ($2$) 697-2347
Design Criteria n~~ s~-u~z-s ~ a a. Usc geotextile fabrics because they impove stgb3lity of the foundazios in tocaaioas subject a seepago a high ws6er labia. Conditions Where Th~$ Mice should be uxcl in any temporary sedimrnt trap. rock dam, (82$) 697-8458-Fax [e-mail]
n;~ns~oesorpaa- t
Tbidcnes~ 6 miaimwn Practice Applies skimmer basin or tempnnuy saiiment basin.
Widtb: 12~ft minimum ar full width at ail poams of ttee veaiculac j Maintenance a~ ~a ~ a ~r~~c ~?~a o~ c ~o~
gro~anct and tut area, whicbeva is greater i stooG.Aftereachrainfall. inspect anY suucauc~e need to trap sedunait and clean Planning p~~~ bIIfAes effectively spread the flow across the entim widtl~ ofa saliment
- Length: S(1-tt tt~iaimtaA it apt as nocessary. Immediately remote all objoctiouabk matuials spilled. Considerations bay;+n or trap. Watc~ flows through the bade material, but u stowui sut~iciengy to back up the flow, causing it to spread acrws the entire width of the t~f~le Q
comwaian enaaoces and exists to limit sediaueac firan I wed, arvac~cai o~nwpublic roadways. (Figure 6.65A). Z
kaviag rbe sue ~d ~o providc for maaimwn uc~icy by an ~a~s~ue6ai vehicles - Spr~euding the ti~w in this irwnner utilises the ful! ct~xc sc;cliun of il~e lain, d
(FiBuie 6.06A).Avoyd soxg ~adcs and entrsa~ces at cmrvcs in public mails. References n~.M?~ 6.30.G~ass-IinedChaz~aets which io rums reduces 8nw rrtes or velocity as much aY p~ible. In addition, Q
i i the turbulence ib also geatly reduced. l'he wmbination increases sediment. dep~nition and . reteatian and also decreases the panicle xize of xediment U
SC~1lE/lt TYQf)S AIld BdIYICT$ captured. N
6.60. Tempo~ury Salimmt Trap . O
Ti~einstatlatiwnshouidbesimilartaasedimenifepce(Fisure6.G5b). Muteriala such as 700 g/m' coir er~stion blanket (Figum 6.65d). coin mesh. or tree Z
protec~inn fence fuided over to reduce pore slue have been used success!'ully.
Othrr similar materials could work as well. A suppem wire or rc~e ucrn~a the
~a to top will help pr+evenl excessive swing if tl~e material is attached to it with appropriate ties. Another opiwn is to use a suwho~se type of suppcut with the
Eegs stabilized with rebar inserted into the 3~ia flour. These ~tructnres wodc
Q`~~``/ s~~ hii n well and can be prefabricated of~'site aml quickly installed. Another bafpe
system invotve~ placing silt fence fabric in fr~nl of tt wire fence (!rog wire) twc~Ci~g. And slitting the tsbric in alternating s~yoares (Fig~ut b.65b). This
permits flaw through the siU fence similar Eu rnore porous materials.
r P6 /
6"min ~
2-3' ?~`L coarse aggregate ~
Ft~uro 6.OBa Gravel entranoelexit keeps sa~nent from leavir?D the oon~r~lion site (mo~fied from Va S1HCC~.
~ 6.65.1
6A63 6.06.2
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t. . a ~ 1 _ ~4 t • Ltt. i rs. J 'r \ • 1 w ..ti~%t~ ft f. 'th. J y' I .w . i
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i . ,,y~;,..~1~ ' t 'i • .f NW. ` REVIEW QRAWNG9
N r;i. r ~ :fit y1~":' h.i. ='j.~ S•'l t ' ~h.:. :i t'~' :..~~'l+.:~.`••~^ •~s1^ti. •!~.1 .r..}...~,.'".. .3~~.1w~~,,?'i.~:t "LV'v"~••,w''~~~..+T'~,•..?t:,H~,•i. ~~y. .,~~..;~~L:. r^r' 4~.~. y !.~r : • . ~ ~'~'\r • '7~,, '^«:Ti.;. ~A.;r. r..7 %n :4.. ",'+t' ,lfny~r'~1., t .•1.~5'. NOT FOR. CON5TKUCTION Date: 10 AUG 2007
r•• 1 'y •l 'G~ •tN • 7! .;+"+l•.A"f;' •r .~.r... ....~`tia~^•;.,"'t' te.; uer+ti'•='.~'--r: ; ' . •~ir!!Mi~t';~,~+.t :L`.'.r. '.!~••:4: tel.: .ti' .•I.::•s"~ 'tt.:,r. :ice lw . ~:;~;,.;.ti!' ;~f. ~ r~:, ~i .'i . V.• ...1;~ 1.. t;~)• ...yam ~ :•:.•,~''~t~..,.;•:rt:. •....~e: i
r n re ~.85a Porous baffles in a sect t 'n. ' men bast The tk~w is dtstnbuted even across the basin to reduce i ..r.` ~ 11 . L' :ltn' . a~~:•t.. v •"~_"~',,,//~~,~c'..Y~.~^~i•r; a~ ~j;'' ~'.vp`• '~``a..!".:.y , ":t,•.4:?..lei ~ .74~ J..••w ~y...;rvL'~'~1 1 .'rt ~1!~iGt ••ti~ , :t~''~: mss. ~ v. n; •\.Jr• :~i . •w. r.,vyv,: -.~~..tiP..~~;~•' «t~v~' ti .~1 ;w;~Y~=T;t~:,..4':w~..a3 .S7".•'~."G . •7ry,~~ • • 1••.w%1 w ~Y..~~. • t.YyT. ..`y~.,4.. .M ~ ~ 1w
flow rates and fiExbulence resultin in rest sedim n er e t retention. 9 9 ~'x~. Ir~et Zone ~:=::-r,;~ ~ et Glass Ou~i ~ : 4 •'Z ~A . Rt ~ w.;h ~i~ ~~..'~rc{?+ Yti'r ti . r 4 FDbr;•t. .t irk :i~'r,~~vS~=~='~~ "4•~:.''~' y:'~:f ;rf. ;;ra•d,~'~+ly ~ . •i.:. .M . ` .t.' r~
I~afl~s Hoed to be :nslalled com~:tl 1n order Cull ~ r v' • u idc then benefitti. Y 1R , q O su a~ 4t; .~4 't . ':'t Pr/ ' r.:.::ti...~} ~ ..,.~!i'+ . .'~,~:.t'4 %?~±r : • :1.. tt'~1M~~ •:I .•t , ~ 8 ~ •'~~1'~ 7 ~ 1' ..,1ti:t ; 1~•~: i' 7 ~ ; ~ .:t.!~" 4 ' . h•1i.:~.,,'1,.~
• Refer to Ft pure 6,GSb tmd the t'ollowir~ ~ k int:?: b ~ cY Au R .3. e t .1' ,lit. ' ~ -i: ' ~'1r.It • i.., .S: . .f jta'. 't Jl'~ ~~r s ' . • 4 'L~,' '1.1,'.~'~," ~ C' 'two;;t • ,yti' , • %t: lit CAQ10
• The baffl ma r'al n e • t e tc t e d~ o be aect~r~~f nt ttie bwtom.tutd licks sin T u ~ • .y ~ 1~ I:N' . tf ti fil'8t t~l'i0lflbel' % P4b, SAO ~OE
stst les ur b trencbsn ~ as f+or s'lt f • . ~ . Y b t ~n~e t 5~ 0 Of'ea 2 rf~e FI are ~.65d Exam leaf s baf~es made of 70o ntz ooir erosion l~anket as viewed irarn the. arils!. ~ ~ p • S. AL. 20li9 ;
~ Musi of the sediment will accumulate ~n the first ~ • ~ ti bati. ao tl~c..Ituulc} be Wrr 5P1 ~ r
r~eadit acc~siblc fur maintenancx. y r~ A? d r Sew ~ 16 Of* off of
~ ~ o Q~ 5 The Lem dim nt tra rock or n . sedtme t basin should se a lei ra n R~'Y P l~ rY sin n e i . be sized ustrt the a ro a deli aiterta. nat +steaN~
N N r g PP p ~ ' r
~ S rt ro _ uppQ ~ Su rt t PPo d to wire to re- u• p 2~4 into bottom 'J~ rf- Outlet f.~i~i A ~ f, ,V The nt of surface area for each section of the baf~e axe as follows: P~
~ Stake to ~ rt . Ppo w veal i , X99 ~ or s~ e ~ wire ~3~ 0 SlJNfQCB A~'ea n a. n • mtet zone: aS9~o ~4
J .a ~.r:. !~1 r wAi O+ • • ~ ° Cel 1, 2S /o w. • ' Date: Drawn By.
GA W • second cell: ~5% ' XXXXX DAB
• outlet zone: l S°/a Job No: Checked By.
M - .GG` L.•~. ~:t •w ~V! i+~ L1 4` ~ ~ .:mot. ti7..•.. A... JG<' .t.t.. !1 ~ %LI!•~ dt,: ,lam .~t~ r-'.~ t~i ure 6 Exartt of bade use silt feaoa with slits cut in each a~~atin s ce of wire baddn fence. C' of H h Point, NC detail. ~ Pa 8 $ Pam 9 9 . • Basins less that 20 feet ~n len m use 2 ba#~es that d~Mde the basin ay 30620_23 XXX
into thirds. Revisions
W . ........r...«....r ......-._...~~..~.w.i..r.wnwwrrwMnwr ~.~.w.««rwr.r~~.......».... ~e sure to construct b es u the sides of the ira or basin banks so water P P ~..m.._....
V . ~ocr mesh or s~mclnr st led or ap trenched info botto or side does not flow arou»d the structures. Most of the sed~meat wail be ca tared ~n P. . A the inlet zone. Smailer rttcle sue sediments are c lured to the latter cells. pa ~ Asheville, NC
m m ¦ . . Be stare to maintain access to the tra for maintenance and sediment removal. P 828-253-2796
a The desi n bfe ofthe fabric is b-l2 month n e r Laced more s but ma eeci to b D Charlotte, NC C~ 704-8959051
~i re ~.$Sb Cross-section of ~ a ous baffle in a segment basin. Nate That there ~ no weir beaus w t~ a eater ~ ~ Y ~ often tf dam ed or cloy d ~ ~
flaws thrau h the baffle material. ~ r ' D Greeneville, TN
N 423-639-0271 EROSION
0 Knoxville, TN 13 865-546-5800 CON OL
~ • 6.~.Z Ite~• b~flKr
e_ ~.~sa Rte. b~ n n Lexington, KY f*WTA 11 C
` ~ ~ ~ ' 85 0 Ma 60 `859-271-1483
z D Middlesboro, KY 606-248-6600
5 www.v Co All R www.vauqhnmeAton.com
d Copyricght 0 2003 C ---r- .
All REghts Reserved
OF 1
L
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i
Practice Standards rrhd Specifua fi.20 ' s ' • • ~ • pecifualions Practice Standards and Specificateons # ` T t mow. {
i 1 ~ }
i • • s t
j downhill side with the spoil than to build diversions by ot~x methods. Where Z I~ ; f
' sp~e is limised. it may be a ? ~ b~rild the ridge by hauling in diki~nB Sn- Pe: Para Ptzoidat. or V-sdaPed ~ C118tlAe! deSi ShS b0[iC, Ite m ~ sick sloe: 2.1 or flatter t i
Definition A~emporaryridge~excavaoatchanaei~combinatianridgeandchar?n structod acz+oss alapimg land oa a pmined grade. ndchar?nelcori. mautial ornsing a siltfencetodiverttbe flow. Use gavel too form ttte diverxion j 3:1 or flatter where vchictes cross f P s
diewherevehicles-must cuss f~au1Y (FiCure 6.?~Ob). 's r Luther E. Smith
Grades-~sitheraunifam oraBY 8 &~isp~[+efcmod. Sadden & Associates, P.A.
PuCpOSe To p~otecc w«k arras from ~sto~e nmo~'f and tv divert seaimenc-laden east-laden water F Coarse aggregate ~ doa+ea~es in grade ~cewnula~e ~edmnent aid shaiid be expocoed to case over- A e ina+ea4e in e,~de. ' ~~S- ~S S~~Y LAND PLANNING
to appan~ristz twps a' stable outkL4. 3:1 max LANDSCAPE ARCHI I EC I URE
j Oatlet--Design theomltttaae~eptflowfram d~eQiversiatplas anyothecc~n- 1 29 Third Avenue Test Hendersonville, NC
Conditions Where ~~w~m~ara?aWn~~~a~~~a Practice Applies p°'~ of pa~operly o~ control e~ioa s~n~ation, a Hood damage, s lac~iaas dad oonditioos inclnda '~veitodanddis- j 16" min ur age. Specific ' pabnting areas. Divext sediment laden nmo~ and relaa~e though a sediment Dcappirig device (Pra~CUCe 6.60, Tt»tporary Sedinunt Trap and ~tactice b.6I, 28792
Sedt»rent Bosin). Flow from undispabed meas. can be dispexsed by a level ' (828) 697--2307 i [phone] Fax
• above disdubed existing slopes, and above cat a f11 s~pes to p rmwt'Fover the sbp~ i spr+eadet (Pracoice6A0. LevelSpreader). lsedesignObellsouth. net
8' h?Pical ' 's
' acro~,c nnpcotected slopes, as slope baeaics, to xed~ece slope teagW; ~e teagW; { Small dRversloss--~Whene.the diversion c~a~el grade is bdwcen 02 and 396, a permanent veg~ap'ive cm~er is required. A pa~abo~lic channel and Bridge 1.5 ft
• bciaw slopes w divot excess mnoff to stabilized outlets; da~and 12ft widamaybeu9alfadiveesiaiswiite flows upto Scfs.Thisdept~e
• when nailed w divot sedin~eai lade~t water Oo aediment trag~ ( Flguro G2Ub Temporary yravef diversion eke for vatdde crocsir?g (mo~fied irom Va SWCC). ~ does not inclad~ a~seWement Side stapes should be 3:I ortlsuerand
~ ~ the top of tha d~oc onnsc be at least 2 B wide. Q
ffi or near the perimeoer of the coosu~uction area W k~oep sedimta kaviag die sedimCat frown Plan tempaary dive~sioas w fiuicdon 1 year a mare. air they may be ooa- ? stiructed su~w at the cnd of each daY's grading ape~ation ~ F~~ na*? fill. ~1. ~
Dive~sioas that are to serve lager than 3U wo~lw~8 days shoutd be seeded and ~a ~ Construction L Remove and prop~Ey ~Spo~e of sit t~xs. btus~~, smmFs. and o~ ob)ec- ~ o
• abovedisWtbeda~rcasbefa+esmbiiizaaonoupr~venterosionandm ao~able working con&tions. ~n and aza~ntain ~ awichcd ~ soar as t~uy are oansocuc~ed w pcescrve dbe height and raluoe a Specifications
• Tempoaarydiveiseonsmayat4oserve as salimenttraps whta thasi maioteoance. i 2. Fas~me that tt~e miaimnm coasuc~cted cross section meats all design requi~e• C~
beep ove~cxcavated on a ffatgrade: they may also be trod in conj~ with s gedimeat fence. rhea the site has l in conjw?cdon Wi~ero design velocities eacceed 2 fl/sroc. s channel liner is us~mlly necessary? to to ~ mks.
~vcnt erosicx~ (Table 8.OSa~ ApPe~diz 8.(~. 3. Fa~sac+ethaithe mpof theds~ce is ~rocluwuacaaypoint tba~ethedesigneleva- C3
Tunporary diversions may sexve as in-place aedimect traps if overo~ccavaled I i 1 tip plus the specified ~etdemeat
Planning u ~ ~o~c ~c a~~~ ~ y a~;g~a, ~ ~ ~,a Considerations "'°~~~y~ A~ 6.2Q~. Pa~ti~cuisr cac+c tm~st be taken in planning divetsio~t g~adGS. Too creel and main- m 2 it aad pt~od on a nearly flat grade. The dice serves to diva[ wa~a as the ire
otentiat (Figure stage iaac~ses. A ca~nbiaation silt fence and channel in whiet~ Ell noa~ the ~e 4. Provide sufficient moan around diveisic~s w permu machine regrading and ol- csr.anout.
slope cam nsWi in e~nsive velocity in tt~e diversion channel os at the op cbaoge of slope from sooeper gr rile w flatter may cause won w ooc~ depoaicioA reduces carrying capscicy and may cause ovr~o~ing a~a f Fnq~~ent inspociion and timely mamlenance arc essential ~ tlu popper fin lag of tivasio~. des. Too much chantxl is used a stabilize ibe €e.acecaa trap sediment and divert nuwff siwol- aEtheoutlet A may.
~n woocus: The 5. veg~rxate the ridge itnme~iately afoer co~sUn~cdon. wniess it w~l remain in
ing aid failure. 1Nherevu feasible, b~Wd and stabitin divecsi~s and outlets b~tac~e inipat~g ~g piax kss tl~s~ 30 wae~king days.
~c+ogerfiuiaron- other land-disturbing activities.
Maintenance r~cc~~?a;~o~ o~ a~ ~ ~~?«yu. r~a~
• Sufficientarea mast 6e available townstcact and fly msiatain dive Tt is ueoslly less costly to excavate a channel std foam a ridge or dike Compacted soil 2' i~ ~v~, Design Criteria Drsiaage areas--5 acres a~ less- ty remove sediment fzan the Bow area and repaior tt,e diversion ridge. Ca~eefut- lycheck outlets a~xi make timely repairs as ne~aded.When t1~e area piot~ected is
; or dike on the Capacity--}peak runoff from 10-year storm. pamsnwtly stabilized. t~eaiove db ridgy and the che~ul b blend with tt~e
nataral gmnnd Ieve1 aid apps+op~iaoely stebiliu it
Vefoeity-See Table 8A58, I'e~missibie Velocities farErosiai Protection, Ap- ~P'
~s min >I pendix 8 OS. References s~~esr~~~u~~
'FtflW Ridge design-- side stops: 2:1 or flauet 5.20; Temporary String
3:1 oc [loner at lwints where vetucles cross 6:1 i, Permanent Soednng 6.14, Mulching
~i i ~ ' ~~ii ~ ~ iii ~ 'iii `ill ~ _ I I~ tii I~ I - i~11~ it f-.-~ =1 i! s' typical top width: 2 ft minimum
fitiebaard: Q3 ft minim~ua settlesneauC 10'X~ of natal f U height minimum Outlet Prolectfon
6.40 Level Spnadei
Ftgwa 8.20a temporary earp~en diversion Eke. b:41, Outlet Stabilization Savcwre
6.20.1 6.20.2 6.203
i ~ i Y
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Practice Standards and Speci}r'c site of f4 inches. The entire upstream face of the nx:k structu~ sho i. covered with fins ~r~vef (NCDn7' #57 ~ #5 wash utc~ne) v minimum of ec cartronti
Z
ccure should be O
thick to reduce the druir~ rope. 11f'1'1Ut1'1 ttf~ ~ ~W!
i L
Side slopes-Keep the sick slopes of the spillway section at 2:1 ar To prd~t the embanknien~ kec~? the sides vF the spillway at least 2! i thick. lI 2:1 t or flat e~: O
least 2 t inches E i i z
Deptb-The basin should be excav~icct 1.5 t'eet below monde. i t i
Stone spilhva} beig6t The sediment storm depth should be a mini • 2 feet and n maximum of 3.5 faet above ~rracle. . . a minimum of
f
Pt+utectioa from piping---Place filter cloth un the Foundation below the to prevent piping. An alternative would be to excavate a ktyway ircncl~ tt~e riprap foundation and up the sides w the height ui'~he dam. ~efow the n ra PP
t trench across y
Weir tengthsoddepth-Ka:p the spillway weir:ct least 4 feet Iamb and l lun * snd siceti b
to pas- the peak ditis:harge of the (0-year storm (Figure 6.60x). A nwx flow dq~th of six inches. a minimum freetwan! of 1 foot. and maximu slnpea of Z:1 are recommc~aci. Weir 3ength muy be selected from Tabk shown fw must site locatiot~s in 1Vurlh Carolina. . A nnsximum
ma.~imurn si de +orn Tab~C l~.t~d
REVIEW DRAMNG5
m NOT FOR CONSTRUCTION Date: 10 AUG 2007
ti 12" miro of NCp~T~#5 ~ CPOSS-$P.Ct1011 or #57 washed stone mom' r~rw~~~.r..~r.r~w~w
~ - - ~ 1.5_min. .5' f'ttfn,
m ~ 36fl0 cu ff/acre : - _ ~r~~~.r
CA 0 • • , w
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r ~ ~ { . AL
'ti°'
1;1 Z ~IfCP ~j fGEf1`IC
y aetaM°
J Fa" .IoDate: DraEwn By.
• ~ N o ~esegfi led ~`tw ~ settle~me~tt~ K fit! 6 or tfe ment
XXXXX DAB
U i Job No: Checked By.
z~ T a. - - ~ Em - ~ ~ ~ . ~ min. x' _ P -~>:~~t ~ ~,,,:~.k.A =4 ~::_w, se ~ • fit! : _ - u ~ _ - m b- cY Y 6"below 30620--23 xxx
settled to 0 f p Revisions
v 2' to 3.5 ~ ` ~ Ash 828-
~ Asheville, NC
3~ 828-253-279C
min. Cha ~ 744- ~ Gree 423- D ~ 865- Lexl Charlotte, NC
.704-895-9051
figure 8.60a Pfau view and crops-set~ion view of a temporary sediment trap. Greenewile, TN
423-639-0271
Knoxville, TN EROSION
tj R~ti: 6A6 6.0.3 8C5-54G-5800 CON T OL
n Lexington, KY t%CT a 11 C
" 8594 859-271--1483
i -J 0 M~ddf 606- www.vau Copyr All Rig Middlesboro, KY
GOG-248- CGOO
www.vaughnmelton.com
GRAVEL & RIP RAP TEMPORARY SEI SEDIMENT TRAP Copyright a 2003 C ---8B
5 All Rtcght5 Reserved
J CAF 1
7
b

'rR,Vii.. 5k A
W (SEE PLAN) w
TOP ELEVATION OF STORMWA7ER 0.5'-1' 0.5'-1' TYPICAL VEGETATION CHANNEL ~'°'NNEI- 2~3 yy TYPICAL RIP RAP CHANNEL
- - - - - - - ~!5 WASHEO _ MAX. ~
STONE ~1 ~ R ~ _ ~ ~ ~ ' d i ~ _,_.T w ~ Luther E. Smith
w vii 'l. 4" to 12" & Associates, P.A.
EXISTING SLOPE Ti '1 18. f LAND PLANNING LANDSCAPE ARCHITECTURE
~ ~1 RIP-RAP - FILLER FABRIC OR FlL7ER FABRIC OR 129 Third Avenue West
f VARIES VEGETATION FILTER FABRIC OR VEGETAl10N GRAVEL BEDDING FILTER FABRlC 0R GRAVEL BEDDING Hendersonville, NC
PARABOLIC-SHAPED WATERWAY WITH STONE C~.NjER DRAiN TRAPEZOIDAL 28792 [phone]
(SHAPED BY BULLDOZER) PARABOLIC-SHAPED WATERWAY WITH STONE CENTER DRAIN TRAPEZOIDAL (SHAPED SY BULLDOZER} (828) 697--8458 Fax
SfDE VIEW NOTE: [e-mail]
EXIS'FIN6 SLOPES TO BE USED WHERE EXCESSIVE STORMWATE VELOCITIES PROHIBIT VEGETATIVE LININGS. )RMWATER
NINGS.
W yy SIZE OF STONE MUST BE DETERMINED BY ED BY
APPROPRIATE DESIGN PROCEDURE.
VARIES a ~ L ~ ~ d DIMENSIONS FOR d do W VARIES ACCORDING :CORDING
NO'iE 1 ~ TO DESIGN. ~ 4"to1Y :3 a
HEIGHT & WIDTH DE7ERMlN _ 0.5-'!' EXlS'fiNG TOPOGRAPHY AND E7ERMlNEO BY SHY AND 18" ~ - ~ o:
~•"s•:'' ~DIMENT STORAGE REQUIR ~ ~ ~ - ~ . KEYED RIP RAP REQUIRED. ~ • FILTER FABRiC OR ~ FlI.TER FABRIC OR Q c~
KEY RIP RAP 4NT0 THE DA ~ ~ ~ FOR STABILIZATION. (G VEGETAl10N THE DAM GRAVEL REDOING
car:
V-SHAPED WATERWAY WITH STONE CENTER DRAIN (SHAPED 8Y MOTOR GRADER) V-SHAPED WATERWAY WITH STONE CENTER DRAIN 0 z
~5 WASHED STONE (SHAPED BY MOTOR GRADER)
FRONT VIEW
~ CHECK DAM VEGETATION LINED CHANNELS g RIP RAP LINED CHANNELS
Cross-Section z.5'
i View 2 2
2-3.5' 1
,aa. x ,
Plnn View

_ .
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(REF.) NCDENR - EROSIN & SEDIMENT CONTROL PLANNING & DESIGN MANUAL V
SEE PG. 5.36 & SEC710N 6.54.1 & 6.54.2
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STANDARD CATCH 6ASIN /
YARD INLET I~ROTECTtON
REVIEW DRAWING5
NOT FOR CON5TRUCTION
Date: 10 AUG 2007
CA I • SIR
%IWO,
:it$ . '
N
N J
NW
O J Date: Drawn By.
XXXXX DAB
Job No: Checked By.
Z 30620-23 XXX Revisions
0 (A
W
V • 8 o 7 ~ G 4 O 8 O A Asheville, NC 828-2.53-2796
t~ 0 Charlotte, NC 704-89 5-905 l
C! Greeneville, TN 423-G39-0271 EROSION
Knoxville, TN
865-56-5800 CON OL
0 Lexington, ICY DETAILS ftg;'q_77 t - t dAq
3 %.W %dff
~ MI, 0 Middlesboro, KY
w 6 www. Go All GOG-248-0600 www.vaue.3hnmelton.com
z
F3 Copyright 0 2003 ----8C. All Rights Reserved
e
3

U
CONS'[~~CT~ON SCHEDULE ~~~E
1. OBTAIN PLAN APPROVAL AWD OTHER APPLICABLE PERMITS. Temporary Sediment Trap j _ -
2. FLAG THE WORK LIMITS AND MARK BUFFER AREAS OF STREAM FOR ~A0~10 mbl~If~
PROTECTION. Number Width Length Depth Weir Leaet Spreader Remarks irks ~
3. HOIA PRECONSTRUCTtON CONFERENCE AT LEAST ONE WEEK PRIOR TO STARTING CONSTRUCTION. off) off) Tal! fescue 100
ST-1 19 38 3.5 4 LS-1 Sericea lespedeza 20
4. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCEIEXIT. ST-2 26 52 3.5 4 LS-2 Korean lespedeza 10 t A I
5. CONSTRUCT TEMPORARY DNERSIONS AS SPECIFIED ON EROSION ST-3 26 52 3.5 4 LS-3 Redtop 5 Kentucky bluegrass 5
CONTROL DRAWINGS. INSTALL i.EVEL SPREADER AND SEDIMENT STS 32 64 3.5 6 LS-4 Luther E. Smith
TRAP AND VEGETATE DISTURBED AREAS. SON~19 n0~0 & Associates, P.A.
6. COMPLETE SITE CLEARING. ST-5 26 52 3.5 4 LS-5 LANG PLANNING LANDSCAPE ARCHITECTURE
ST-6 25 50 3.5 4 LS-6 After Aug. 1, use unscarified seed for sericea tespedeza. 129 Third Avenue West
7. CLEARING TO BE EXPORTED FROM SITE TO AN DESIGNATED ST-7 19 38 3.5 4 LS-7 ~xs~ planb Hendersonville, NC
APPROVED AREA BY LOCAL AUTHORITIES OR BURNING OP TREES, ETC. PER LOCAL REQULATORY ORDINANCES. 28792 [phone]
Between May 1 and Aug. 15. add i0 Ib/acre German millet or 15 ib/acre Sudangrass. [phone] Fax
8. ROUGH GRADE SRE~ STOCKPILE TOPSOfL, CONSTRUCT' CHANNELS, Level Spreader Prior to May 1 or after Aug. 15. add 4d tb/acre rye {grain). It moy be beneficial to [e-mail]
INS7Ai.l CULVERTS AND OUTLET PROTECTION. AND IAISTALL SEDIMENT FENCE AS NEEDED. MAINTAIN DNERSIONS ALONG TOP plont the grasses in late summer and overseed the lespedezas in Marcie.
OF FILL SLOPE GAILY. NOTE: A TEMPORARY DNERStON WILL BE Number nuance Width (ft Oepth (R) End Width (ft) Length (R) Remarks S~r1q dotes
CONSTRUCTED ACROSS THE MIDDLE OF THE GRADED AREAS TO Pa~~
REDUCE SLOPE LENGTH AND THE BARE 14REAS MULCHED SHOULD ~iRADIN~3 BE OISCONT{NUED FOR MORE THAN 3 WEEKS.
LS-1 10 0.5 3 10 Level Spreader applies to ST-1 thru I thi'U S-T 7 Below 25Q0 ft: Aug. 15-Sept1 ,luny 25-Sep{. ~5 Mar. 1-Apr.1 Mar. 1--Moy 10
9. FINlSN THE SLOPES AS SOON AS ROUGH C3RADINCi IS COMPLETE. LS-2 10 0.5 3 10 J
LEAVE tHE 8URFACE SLIGHTLY ROUGHENED AND VEGETATE AND MULCH IMMEDUITELY. LS-3 10 0.5 3 10 Above 2500 ft: July 25-Aug. 15 July 15-Aug. 30
Mar. 20--Apr.20 Mar. 5-May 'i5 U
10.PERFORM STREAM CROSSING AFTER IMMEDIATE AREA IS LS-4 10 0.5 3 10 Complete seeding eorlier in fail, and start later in spring on north-- and S
8TABIUZED AIVD PREPARED FOR STREAM CROSSING. (SEE PERMAi11ENT STREAM CRQSSING HARRA7NE ON SHEET C-SJ.~ LS-5 10 0.5 3 10 east-facing slopes. H
LS-6 10 0.5 3 10 O Z
91.COMPLEfiE FINAL GRAQING FOR ROA03 AND PARKING AND 8TABILLZE WITH GRAVEL. LS-7 16 0.6 3 20 Sod a~r~dn~nt~
Apply lime and fertilizes according to soli tests or apply 4.000 ib/acre ground
12.COMPLETE FINAL GRADING OF GROUNDS. TOPSOIL CRITICAL. agriculture limestone and 1,000 Ib/acre 5-10--10 fertilizer.
AREAS, AND PERMANENTLY VEt3ETA7E, LANDSCAPE AND MULCH.
Y1JIC11
Apply 4,000-5,000 ib/acre grain straw or equivalent cover of another suitable
mulching mate~iat. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the preferred method on steep slopes.
MAINTENANt~ PLAN
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE 3 x Do
CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY
RUNOFF--PRODUCING RAINFALL BUT IN NO CASE LESS THAN W = D x~T wion~ = Do+ r
ONCE EVERY 1~EK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
SIZE (ft) d (50) SIZE (ft) d (max) APRON THICKNESS LENGTH ("1.0") IRON ENTRANCE APRON EXIT W s~ 1~1 1ft1 ~ft~ v~nDTFi (3 x no11R1 1~ * vl (ftl l' 1.5 0:32 0.48 0.72 9 4.5 t0.5
2. SEDIMENT SHALL BE REMOVED FROM THE SEDIMENT TRAPS WHEN
STORAGE CAPACITY HAS BEEN APPROXIMATELY 50% FILLED. Outlet Pipe
GRAI/EL WILL BE CLEANSED OR REPLACES WHEN THE Diameter (Do)
POOL NO .LONGER DRAINS PROPERLY.
3. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE 0.5
WHEN IT BECOMES ABOUT 0.5 FEET DEEP AT THE FENCE. THE Z
SEDIMENT FENCE SHALL BE REPAfRED AS NFCF~~aRY T~ t~aiNTaiN nFn n~~ ~ ~a ~c ,o~ o~ r, ANN.
BARRIER. o.~ O.~! W
4. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, J O
AND MULCHED ACCORDING TO SPEClFlCAl10NS IN THE VEGETATIVE PLAN STRUCTURE TAB NUMBER TYPE ABLE a..
TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER. a.
TOP INV DEPTH co)
PE ELEV ELEV ~ (FEET) z
0
1 IL L 489.50 488.00 1.50 ~ Z
1 CB O
B 491.20 487.20 4.00. OC
2 CB B 491.2 486.88 4.32 F- w
z O
2 IL L 482.08 480.08 2.00 :
3 CB B 488.79 479.37 9.42 ` ¦ /
LL O
4 CB B 488.79 478.42. 10.37 z
5 CB B 487.38 483.38 4.00 EROSION C~ITROI. PLAN 3::
O
6 CB B 487.38 483. ~8 4.3~ 1. INSTALL SILT FENCING AS SHOWN. STRIP TQPSOIL FROM ALL CUT OR
T OR SITE GRADING
7 CB B JOZ.9O 49S.9O 4.00 FILL AREAS AND STOCKPI~.E THEN PROCEED CONTINUOUSLY WITH SITE B 5~2.9~ 498.60 4.3Q 2• CONSTRUCT DRAINAGE PIPING. MAINTAIN SILT FENCING IN GOOD
8 CB
CONDITION UNTIL NEW SURFACE COVER IS ESTA6USHE0. PLACE oop
RIP-RAP DESIGN FOR SWALES 9 CB B 499.56 495. rJ6 4. Q~ CRUSHED AGGREGATE BASE COURSE ON PAVING AND OTHER REQUIRED AREAS AT EARLIEST POSSIBLE DATE. UIRED ESSe I
10 CB B 497.29 491.29 6.00 O ~
ID LENGTH ft) WIDTH (ft DEPTH (ft) 11 JB 3. ON ALL DISTURB£0 AREAS, CONSTRUCT TO FINAL GRADE, SPREAD • Aft • ~ v
3 492.40 486.00 C .4O TOPSOIL, FERTILIZE, SEED, AND MULCH. GROUND COVER SHALL BE BE •
~f ESTABLISHED WliNIN 15 WORKING DAYS OR 21 CALENDAR DAYS OF • ~Y r OF t
DS-4 4.0 3.0 1.0 COMPLETING ANY PHASE OF GRADE WORK, WHICHEVER IS SHORTER. ER.
DS-5 6.0 4.5 1.0 4. WHEN GROUND COVER- IS ESTABLISHED, REMOVE SILT FENCING AND FERTILIZE, SEED, AND MULCH IN ACCORDANCE WITH SEEDING SCHEDUL 5. PAVE AS SOON AS POSSIBLE AFTER BASE COURSE HAS SET UP AND t DETERMINED TO BE STABLE. ID
iEDULE.
DS-6 4.0 3.0 1.0 AND IS
PROPOSED VALLEY GUTTER N VARIES VARIES PROPOSED~~HWSING UNIT DS~J S.O 6.O 'I.O 6. CONTRACTOR SHALL CONTROL DUST AT ALL TfMES AND COMPLY
WITH ALL ORDINANCES REGARDING DUST CONTROL.
REVIEW DRAMNG5
PROP F'ROPOSEO dRfVEWAY PIPE TABLE NOT FOR CON5TRUCTION Date: 10 AUG 2007
~D ROAbWAY ` ~ ~ SLOPE:---FR GR~ G pLAN E PER GRACING PLAN
o "---i.? SHOP ~ SAN FROM TO UPSTREAM DOWNSTREAM
PIPE NO. STRUCTUR STRUCTUR ELEVATION ELEVATION LEN P1 IL 1 CB 1 488.00 48720 P2 CB 1 CB 2 487.20 486.88 P3 CB 2 DS 1 486.88 485.78 P4 IL 2 CB 3 480.08 479.37 1 LENGTH (FT} DIAMETER- MATERIAL SLOPE
. ~
15.00 18" CMP 5.33 ~ 27.00 18" CMP 1.52 ~ O~o~c omm as
~i ~ s cr~aN . ~~~ooor air
Asheville, NC job me as
23.50 18" CMP 4.68 ~ 828-253-2796 ' ~oeaea-z3 279G Iiir~IMoAs
15.0 24" CMP 4.73 o cnario~~, Nc NC
~ 9A DRIVEWAY SWALE DETAIL - P5 CB 3 CB 4 479.37 478.42 P6 CB 4 DS 2 478.42 477.80 1 704-895-9051 9051
a 2~. ~0 3~" CM P 4.7rJ 0 Greeneville, TN e, TN
s 3. 3~" CM P 4, 77 423-639-Q27 f 0271
0 P7 CB 5 CB 6 483.38 483.08 P8 CB 6 DS 3 483.08 482.25 1 Krtrncville, TN TN
c°4 24.00 18" CM P 1.50 ° 865-546-5800 5800
14.00 18" CMP 5.93 o Lex+ngton, KY KY
P9 CB 7 CB 8 498.90 498.60 P10 CB 8 SB 2 498.60 497.70 1 859-27 I -1483 1483 DETAILSO
20.00 18" CM P 1.54 o Middlesboro, ~ ro, KY CHARTS &
g 112.00 24" CMP n Rn 6o6-?4s-~6°° GG00
~ %or www.vaugnnmeation.co 70,00 1$!~ CMP 6,10 Copyright ~ 2003 :tton.com IVV i Co
P11 CB 9 CB 10 495.56 491.29 7 2003
z F Pl 1A CB 10 JB 11 491.29 486.00 1 P12 JB 11 RG 1 486.00 485.00 5 All Rights Reserved 130.00 24 cm P 4.47 served
5
d 50.00 24" cmp 2.00
C 8D
OFmw,
.J

wad
r
dQjF TO CONiRACTDR• -RES70ENlIAL W2IVEVYAYS TO BE 12' TO 18' IN 1MD1Fi.
FOR ROAD SEE DETAIL -ALL CONCRETE SHALL 9E A MINIMUM OF 4000 P.5.1.
1 s'
C-2 ASPHALT 10' MIN. 5'
5' Luther E. Smith
FlNtISHED GRADE i~ - g~.OPE VARIES CONCRETE 4~, MA`Y` a`e`t-L{ ,r..,e-~ --~8c Associates, P.A.
R ~~vrx~Y ~Y li~~~ts ~ SIDEWALK 2% MAX. ~ 4y6 MAX. t t ,~`~4" LAND PLANNING
\ ~ . 24' MIN. l~ LANDSCAPE ARCHITECTURE
~ ~ 1 .>.~~r.:+t - PROPOSED ''i ^ . Afl!v ' ~ HOUSING UNi 6 C.A.B.C. 129 Third Avenue West 'OSED Hendersonville. NO
4 a p •'p ?ING UNIT 28792
~ t (828) 697--2307
' " 8~ COI~APACTED NCDOT 1/2" EXPANSION STONE OT 42" RADIUS ° PROPOSED ASPHALT 3" 5.956 ASPHALT ~N~ ~ ROADWAY PAVEMENT SURFACE COURSE (828) 697---8458 Fox [e-mail]
' l 1 - ~ ~ ~ . ~ t1 ~ ~ ~ ABC STONE '~2°
COMPACTED SUBGRADE f ~r A
NOTE: - TYPICAL SE.,~TION
EXPANSION JOINT'S N.T.S.
1. CONSTRUTION JOINTS TO BE AT 10' INTERVALS IN CO~fCRETE VAti.EY PROPOSED Q
GUTTER. VALLEY GUTTER J
2. TRANSVERSE EXPANSION JOINTS TO i. SIDEWAUC SECTION SHALL NOT 6E REWIRED ALONG SiREE7S WHICH ARE NOT PLANNED FOR SIDEWALK. o
BE A MAX. 50 FEET. PLAN Y~ cr Q
12" VALLEY CURB DETAIL N.T.S.
ar. 0
RESIDENTIAL DRIVEWAYS-6" CABC WITH 3" 59.58 ASPHALT SURFACE COURSE
~ o VALLEY CURE DETAIL STANDARD DRIVEWAY APRON
NOTES: SHALLOW TYPE INTERMEDIATE NPE ~4'X4'~ DEEP TYPE (5'X~'~ X05 TM~ STANDARD TYPE DEEP TYPE
1.) TRANSVERSE EXPANSION JOINTS TO BE MAXIMUM OF 50 FEET. ~ TO BE A (s ~r aR mss u~ o~ni) (s. ~r ro 20 ~r iN o~n~) (ova 20 ~r ~N o~h?) (UP TO 20 FEET IN DEPTFI) (OVER 20 FEET IN DEP1F1)
2.J ALL CONCRETE T4 BE FlNISHED WITH ~ yy~TM
CURING COMPOUND. - - STANDARD - -
3.) THE CONSTRUCTION OF A SIDEWALK NALK s. REINFORCED STEPS 16' -3B'- ~r REINFORCED FRAME. GRAZE de HOOD EAST FRAME. GRATE do HOOD EAST
MAY t1TiUZE ASPHALT ('TYPE I-1 OR I- MATERIAL UPON PRIOR APPROVAL BY T CtN ENGINEER. iN SUCH CASES THE 1 OR I-2) a• C~~.~ ~ oN CENiER 4L BY 11-lE 3s' 38•_ JORDAN IRON WORKS MODEL V'-4520 JORDAN IRON WORKS MOpEL V-4520
~ CONSTRUCTION SHALL CONSIST OF FOU INCHES CJ1BC AND TWO (2) INCHES OF > THE e. ~ STANDARD STEPS GUTTER MEET OR APPROVED EWN.. 57/WDARD GUTTER INLET OR APPRRaVVED EQUAL 1B" ~ ~16~ QN
HES~OFR C4) STANDARD ~ j~ sus ~s• oN oN codmt s' CEPIIER i. ,
~ NPE I-1 OR I-2. cams g. ~u~. 'e TOP DESIGtiE~ s: TOp pESIgNEp .
PROP05Ed SIDEWALK ~r~u.tc - L A - , O ij'r•~'4 S.i. MIN.) 6. . ~ . • 1) ~;a•• ~ ~ UP TO 20' 1~ AY BE FLAT OR NG OVER 20' MAY 8E fLAT 012 ~G
~ (CONC. 4000 P.S.i. MIN.) / .ijrX'~%~ EOCENTRIC GONE y '~Cr' 48~ L~. ECCENTRIC COWE B~ I.Q MtN. - MIN. S
e 3 MIN. 6' WASHED r g• . ,:•.Y ` . STONE REDOING s• MRV. 6' WASHED • w: STONE REDOING PLASAC CEMENT PUT1Y OR 5• 6• BUM RUB~R JO1Nt5
5'--0" VARIES i i , i~ - ir,r _re~ur rote b unn~ c~c~ _ _eewur re~rr a. uMn carr u~N a• w~cum w~iT n~mw~iuwTw~m ~ \k~1 M~
JORDAN IRON WORKS M(mEL V-4520 ~RDAN IRON WORKS MODEL V-4520 FRAIAE. CRAIE do HOOD EAST STONE BEODING , i?,•:f„~, ~ ~ -••rr .s . ~ ~
of ~ r' GUTTER INIEf OR APPROVED EQUAL GUTTER INLET OR APPRaVED EQUAL JORDAN IRON YY~ORKS MODEL V-{520 GUTTER INLET OR MPROVED EQUAL s ? ~ ' ~ ~ _
PONE Rp1~pRCEp COPICRETE SLAB ' 0 a..
~I o ~ ANO U~ 12~ VALLEY GUTTER 6 ABC STONE REINfORCEO ~ 6' tbNCREiE SLAB ~ , 6" . BRIgt AND BRICK AND by . I MIN. 6 THICK I~ASHEO N
a a TYPICAL SECTION NOT TO Q((~EO 5 •'a• • OD N s TH qc wASa'I® MORTAR INVEIZr 1 ' M TAR NV RT STAVE BEDDING OR YE STONE BEDDING M f
~ ~ 6' 48' •s 60' • 6. ~ ' FROM 5' TO 20' MIN. • OrG,n Z0~ • z
O ~N. 6' M1N.
~ s~oE vi i„~ ar:r. SIDEWALK SURFACE ' ~ ~,aN s' wASt~ ~:~r' ''c"s .air 4' 0
,~h•'Y'X~i.~ ? M Z
a- 1. CONCRETE SHAD. 8E 4000 PSI ApN. FOR ALL PRECAST MIN. 6' WASHED 0
CONCRETE CATCH BASINS. STONE BmDiNG MIN. 8' WASH 2PRECAST CONgtETE S'I~JCTURES MAY ONLY NE INSTALI.Ep SLAB DETAIL S[AB DETAIL S7ppE BEDDIN ro o~n~s c~nFlm ~?s ~a~rr~ ev nor 8' . 6" WASH® cc
1 /8~ RAO: ~ 1 2' \ '"JOINT M~nuF~cn?~. sue niiaw -wn~tF' eox~.s arm ncc~r~etE Fort sHnu ow ~rwE tm~atcou~ INE BEDDING 12" 1Z' .B 1HICKNF.SS ANO '
FlLIER caTa~t e~ws. 6- sue niiacNESS ~wu ~'ORCEI~EJVr FOR L AND TRAFFIC 0
REINFlDttCENFNT fOR 8' SqL AND 7R say a+o tic ~ yg' LOADING BY AN 7Y a~R (DING BY AN ac
TRANSVERSE EXPANSION .f01NT QJpNEER DER LL
0
--72'--~ z
13 0
2 STANDARD CONCRETE SIDEWALK
PRECAST CONCRETE CATCH 6ASIN
1
Pa'ncbce Stw~da?~s amd moons i
~ ~
I REVIEW DRAWINGS NOT FOR CONSTRICTION
1 1 1 8 mox, 9tondcrol th fabric with wirtfa~cc nax. exlm strength fabric without win fence ~ Date: 25 JULY 2007
••_•1 ' 1 1 Jte~
I_'_" ~ Plastic ar
wire tks Il. 1 ~
.K. M 1 ' '18-24 ' Wire
fens ~ ~I 4 ~ a 4 ~ »,l Olt. s1d
f N' 1 N ~
n 1 I.H.M ' Y 111 /Ma HI 1 W .
L~• Fitter fobrit
Wire fence
a Cross-Sacfion Yitw
. Filter Sled ric Bock~ill tretxfi Date: Drawn By.
hlctunal P~ ~ ~ ground h 02---23-2007 RRT
f..~ ~ ~ . • Job No: Checked By.
~ Mmwl~Irra 30620-23 SMH
~ • • nvn • • ~ • Revisions Asheville, NC
ui r ~ • ~ ~ f ~ • Intn to ¦ i..? •fi s28-253-2796
• 1~~ harlotl Charlotte, NC
..1 . 0 7 -8 ~ '04-895-9051
~r eenev Greeneville, Thl
W D c Flguro 6~fiZa Inetatia~on dotal of a sodimeat ier?oe. -23-639-0271
ox 111 v Knoxville, TN
a ~s~ ?65_546-5800 SITE AND
I~acln ~ c Lexington, KY
. 0 ?1 69-271-1483 STORM DRAINAGE
9 n. Mldd 1 e5 40cllesboro. KY nire! -n
u 606-24 www.vaughn 16 SEDIMENT SILT FENCE Copyright ?06- 248--GG00
n: a .vaughnmeJton.com
a )pyright 0 2003
S All Rights Rights R rM
~i 8E
OF _ 1.
8

Practice Standards and Specifications I Practice Standards andSpeci,~catians
3 3 ! I
I '
C.4i~ • - . , - I • I
~ i Levef Spreader (not to scale) Cross Section s'
Definition A ntm-erosive oiotlet feu conce~tra~ed svnoff ~ b~ disperse flow 1
wtifrnmly across a slope. i( ~1~@PiA~ ~/aC1~J~@
t(, ~ V,«N.wa~... i stapled in j Luther E. Smith
Vegetated y.,~,t~~ ~,r,~ .,,,...._.Transition place ~ ~ n & Associates, P.A.
Pu rpase To coavert voncenuated flow W sleet flow and release it mtifonnly ov~ar a sta , b121Z0iI 8t+C1. E diversion ~ ~ to 0 grade i ~t „ w t r M~ ~1- rnin l LAND PLANNING
i ~•M~ 3 w v~ T ~ LANDSCAPE ARCHITECTURE
129 Third Avenue West Hendersonville, NC
COCiC~ItE0C1S ~/~iei"@ Where sediment free s~o~cn runoff caA be released in sheet flow down a stabi- of spreader_~~~~~~~~~1=f~~~~ ~ ~f~j~,.~~~~ 1~ ~ 28792
Practice Applies '~~°~"'~~Ot~"g~°~~'. y~'~~~~~+y~,ti,:«~„~w~~`x ~,.N~•~ Jay a .s. ,~a• Stabilized .r.....1~ I I~I(I f f ~ (~`i~ . i, ~ ..r.._ 111_x.-- [phone] [phone] Fax
Where a Ievei lip can be consuucoed without Pilling. _ ,~~~~i~~~. yM• a~ Vr(r i1~ t~ ~ ~ ~?~Y M i~lY' slope Buried ~II~I~~-' ~~1~'-SI II [e-mail]
Stable ~4 ti4. v"',,~~~ } ~ ~ `y...` ~ 6« min j
Where the area betow the spreader Iip is muform with the sloe of 10% or less undisturbed +s a~ ~ . ~ i
and is stable for antiapated flaw conditions, preferably well-vegetated. outlet ~ ~ Kati ' ~ ' RSu~ s a y~ +~1 1. ~ ~4 ~ 4• ( ~V~~ { ~ igu~e 6,40b Detai4 of lave! sp~eade~ cxoss section.
Where the Yunoff water will not cep-concentrate afic~ release. Q
R~ere there will be no traffic csver the spreader. 1 4' aMl ~ WINS ` n~~ 1~ ~at•• ~ ~(1~ i 5. Disperse runoff fmra the spreader across a properly stabilized slope not to Z J
exceed 10 6. Make snn tb~e stops is std~cientty smooch to kcep flow frorr? con- a centratiag. O
A t Q
Pla~rting The level steer is a rclaciveIy low-cost suucpnre w release saaatl valuraes of b. Immediately af~ its conswction, appropr ately seed ana mulch the enure U Z
Considerations CO~~ flow where sue conditions are suitable (Fegune 6.40a). The odtXet area mnst be unif~'m and well vegetated with slopes of lt}9b oa~ less. Particular Figure 6.40a Level spreader ~ designed to ~isperae sma8 volumes of ooncengated flow acYOS6 stable slopes. dismcb~ed area of the spreader. H cr.
care mast be taken to oonsauct the autiet lip completely level in a stable~ nndis- O
turbad sail. Any depressia~s is ttie lip welt concentrate ~?e fbw, resulting in Maintenance inspect level spreaders after eery rainfall anal vegetarian is established, and Z
erosion. fivaluatie tl~ outlet system to be sore that flow does aot concentirate Grade-The glade of the last?A feet of the diveasion channel should provide promptly make needed repairs. After the area has been- shab~ired, mafce peri-
below the outlet (F~ 6.40b). the Ieve! spreader is mast often used as an art a smooth transition from channel grade m Icve3 at the spar. The grade of the adic inspections and keep vegetation in a }~eaithy, vigorous c~ditian.
let fot temporary Or penrtanetit diversions and divexsi~a~ diloes..Runoff wacet containing iugb se~timrnt loads most be t~t+ed in a sediment trapping device spt~der sttauId be Q96.
bef~e release in a level spreader. Spreader lip-Construct the level lip on vadisturbed soil m uniform height and References s~~~ sr~~r~«n
zero grade over the length of the spreader: Protect it with an erosion-resis[ant b.10, Temporary Seedsng
material, such ss fiberglass mooing, ~o ~a~eveat erosion and allow vegetation to 6.11, Permanent Seeding
design Criteria Capacity Deiexmine die capacity of die spreader by estimating peak flov~ fmm the 10-yr stacen.Itatrictthe drainage yea so drat maximum flows inW the become established.
~ wi1! Froi exceed 3Q cfs. Ru w,~@"Con~rol Measures
U~ttet aresr-T~e outlet disposal area must be generally smooth aad welt-vegetated with a maaimam slope of 1096. G.20, Temporary Diversions 6.2i, Peamanent Diveasiaris
Spreader dimensiot~-When water enters the spreader from or e end, as fpm
a dive ion. select the appropriate l~gth. widd~, aad depth o~ the spreader ~iOna Veg~etace all clesturbed am.~.
Table 6.4Uia..
ConS~ract a 20-ft transitioa n in the diversion channel so the width of the
diversion will smoothly meet the width of the spreadex to ensure unifoirn Construction 1. The matdc~g should be a minimam of 4 ~t wide excendi~ng 6 inches over ttie
otuflc~w. Specifications ~ ~ 6 ~ 1A a verdcal tt~ench on t1~e lower edge. The upper edge should butt against smoolhiy apt sod and be seciuely held in place with
~~Y SPA ~~Y dnty wue staples at least 12 inches long.
Table 6.40a
Mtntme~m ~ImettBtOns fpr Dsstgn taw Entranoa Width Depth End width Length 2: Eruiu+e that the spreader lip is level for wufnrm spreading of storm nmot~
Levi! SptBBdet cis ---minimum dim~nslon In feet
0-10 1 d 0.5 3 10 10-20 16 0.6 3 20 3. Conso~t~ct the level spreader an nndistvrbed soil (not on fill). Z
2030 24 0.7 3 3G 4. Cwt a 2(1-ft ~~nsitian section from the diversion channel to blend
cer~mthly rn die width 9nd depth of d~ s~eader.
J
6A4.1 6AQ.3 0 a.
0
~A°~ ~ ~ LEVEL SPREADER M Va
Z
} a
F i
Practice Standards and SpedfYCQtions t t z 0
t ~ j' 1 Practice Standards and Spermcations
6.71 - - ~ I j z
Runo,~`'Conveyance Measures 0
Design Criteria Deign permanent stream txossin8s in a~~crn'dance with N.c. ni t of 1 1 ? TIAIL~OI~I~TlS~A11~ffidSBIH~Sj~C1r2CPiU0nS,t~DS1l~Ci711$fY18X1IIlHtAZORa1IIgS81!- 6.31, Riprag-lined and Paved Channels ! a
F Definition A strucun~c installed 2a+oss a stream or wate~o~ase t ticipatod~ safe~?. flow capacities, and otter requiremen~s for DOT installation 6.33.Paved Flume L
i appmwai. The bcal DOT can provide ee ry 8uid~ance. OrrtletProtection a
PUTpOS@ T4 provide a suitable mesas fur c~raction and post-co~ructitftan traffic too ~ ui ~ i 5X41, Onflet Stahiliration Suncture z
carols a wateto0ucse. i ~ l~tinimum dcsaga criteria foc erosion control ~u+~ j i a
• Easure that the 1Q-yr peak flow v~lo~ity at the stream crossing outlet is }
1 noaemsive to the receiving str~n. I
~~c'll'ifltll~ Planning+consideracu~uforperrnarrentstreacncrosstingsareessenpallythesame ~ ~ Ensure that all pemoanenc emsion o~t~l practices provide a~quate i r
Considerations ~ f~ ' ~ ~5 ~c~gt that p~ns~°t stream cra~sings should not bo sub~ct w avaflow. t t protection for the 10-yr peak staam nuwff.
fell Mttot*,
Pcra~aaent sn+e~o a~+ossing locations are selected primatliy on flooding paten- Construction 1. Keep clearing and excavation of the sdreara banks and Ued and approach sec- QCARO"
tial, safety and naffic petcems of tl?e arcs se:v~ad, bnt tension and sedi- '
ntent control must a~sa be c~onsiderod. To minimize Aaoding and ea+osion problems, loca~a permanent stream crossings in the higiiea, better draened soc- ~ Specifications ~ ~0 a' '~"°n• . ; i SEA
tions of the sar~am reacb~ wl~evex practical. 2. n v«c all s~ce water fr~a the constn~ction site onw undisbubea areas ad- j
}aoit~ing the stream. Line uns~bls scream banks with aprap or otherwise ap- I
Whereroad waorreaters dee stream, install penanaa~tp~+otection measures, such propria~ly sabalize them.
as paved tlnrne~, oo~crete head waDs, tiptop outfit slxucAures, or stabiirced pipe s 3. Keep stream crossing at right angles W the shun flow. This is particnJazly
drops, m preveAt ec~son ~gu~+e b.?la). During inst~lladion of the crossing, ~v- ' impocrant when culverts are used.
cote sadint~tation conuni measm~es to protect the stncann. Protect the sveam ~ectiaz at the cr~sing from erosion £mni IIood flow velcxities by ~8 P~~B
or ~operly d~gned ri~ap (References: OeerJet Prottction). 4. Align road approaches with the center line of the crossing for a minimam
distance of 3U feet. Raise bridge ab~wents aad culvert 6l1s a minimum of i ft
above die ~dloining approach sections to preveat uosion fin~n surface nuwff a~ to aDow flood flows ~o mss amound the stinctu[~e. -
a Flgure 6.71 ~ Permanent scream wing °D with culverts dosigned to prevertE 5. Tsosure Watbypess channels nccess~ny to dewatex thecrossing site are stabbe REVIEW DRAWING5
c~~ ove~opPinB• befa~e div~ctigg tf~e stream. iTpon cot~npteti~ of tiu crowing,fill, compaM, and NOT FOR CONSTRUCTION
stabilize the bypass cl~a~unel appropriately. Date: 10 AUG 2407
~
6. Install protective grotmd covers to providepetmanent erosion prot~ectiort and improve visual gaality but not interfea~e with shiver sip distamoe from Y+oadway.
~ ~l U fit''
.f,~~n.~W?uw1+~+1~m~w{~~wv1.~~WInS11tIi~wl~Itf+UIi~W1~~ palia~ttr~lt}K~IttLl~~IllMtflNq~NKJf+~+~w~.. 7. Ensure that permanent mees~res needed 6o control emsion from road wafer Oda
NIA ~t.~ /X~ ~I ~ • a~. .1.. ~ _ `..''f` ,•t~Iti~ ~ nu~off (such as riprag and paved chaauaels, Ixved flmnes. a: riprag outlet protec- Gll•.27o•.
tian} meet alt c~swction roquirements for those practices. ~ Asheville, NC alb Ne a was NC JOe~-Z3 ~M!
828-253-2796 -2796
Maintenance InspaCtpertn~utentstreamcrossingsperiodicaAyandaftermajorstormstocheck ~ Charlotte, NC Baas 5, NC
for channel blockage, erasion of abounents, etwcuiet de~adation, ripcap dis- 704-895-9051 -9051
plaCea~ilt, s1Qj1C faitctte, e13d pipiA~. Make 81E needCd Y~gairs ilrlrriediBOely m ~ Greeneville, TN le, TN
prevent fiuthex daanage ~ the inst~adoa. 423-639-0271 -0271
~ Knoxville, 7N 31 TN
0 References ~s~~e s~~~~~ 865-546-5800 -5800
6.21, Perma~~ent Seeding ~ Le~angton, KY n, KY
6.I3, Tirees, Shrubs. Vines, and Groand Covers 859-27 I - ! 483 -1483 EROSION
6.15, Ripraip ~ Middlesboro, KY )ro, KY CONTROL
Rur~`'Conrrv~ Measures 606-248-6600 -6600
3 ~ ?_l . Permanent flive~einne www.vaughnmelton.c elton.com DETAI.
Copyright 0 2003 ~ 2003
All Rights Reserved reserved
~ 6.71.1 6.71.2 6.Ti3
F3 c 8F
108 PERMANENT STREAM CROSSING
e Of - 1

Practice Standards and Specifications . Pracxice Standards and Specifications
6.49 Tail-water deptd-Determine the wil-water depth immediately below Ehe
• ~ culvert or pipe outlet based on the design discharge. The ratio of pail-water i e
depth to pipe diameter must be cletenruned in artier to seiecc the appropriate j
ripmp apron or plunge ~wi design method. Plunge Paoli-Two plunge pool methcxls are preseatecl in Appendix 8.OG, A r Minimum s
~ Tailwater < 0.5 rb Luther E. Smith'
Definition structure dexigned to control erosion ai the outlet of a channel nr conduit the USDA Plunge Pool De~ig,~ at Submerged Pipe Spiltw~y Outlets. and the o & Associates, P.A..
USDA Riprap Lined Plunge Pool for Cantilevered Outlet. Software firm the r ~ ~ LAND PlANNiNG
~U F'pOSe To prevent erosion at the oudetofa channel or conduit by r«iucing the velocity of flow and dissipating energy. Feciemt Highway Adminixt~tion can be downloaded ut hupllww~v.fhwu.dot. LANDSCAPE ARCHITECTURE
guv/engin~ring/hydruulics/soflware.cfm. Exce! spre~clsheets fur the USDA methods are available through the Land Quality web-site at hitp://www.dlr. 129 Third Avenue West Hendersonville, NC
enrstale.nc.us/pa~;es/s~dimenttecnssist.html. fl t t ~ l~ jt~~~C~= 28792
Conditions VYhere Thy P~~~ dPP}~~ where the discharge vela:ity of a pipe, box cutven, ~ ~ fT~ - t i--=11=~ [phone] [phone] Fax
PI'e~CtIC~ /dt ~I@S ~~icm, open channel, or other water conveyance structwe exceeds the Figure 6r41a Typical plunge pool d showing variable dimensions. sadesign *bell sou th.net
pp permis.4ible velocity of the receiving channel or disposal area.
Maximum -
Planning T~~~~e~sofehannels.eondui~s,andotherstructuresarepointsofhigherosion a. r., z ~ ~ ~ z ~ - 9 Tailwate~ 0.5 do
Considerations p°tential because tt~y froquentiy cony fluv?+~ at velocities ih~t exceed the allowable !emit for the gr+ea downstream. Tv prevent scentr and undeemining~ ~
xn outlet stabilization structure is needed to a6wrb the impact of the flow end 4 ~ b d do
reduce the ~etocity to nnn-erosive levels. A riprap~-lened gpnnn is the mast v r '-r?"' ..rte. .r
commUnly used practicae for dais purpose because of its reiativ~ty low rust 0
and ease of installation. The riprap Aprun siwuld be extended dnw~strearn
untit stable conditiw~i are reached even thau~h this may exceed the length U Z
calwluteei far design vel<~cit~+ control. ll t ~ t F~.l.I,L ~ ~ i ~ ~
Riprap-stilling. basins ur ~lun~e pools reclucs flow velocity rapidly. They O
should be considered iu lieu of aprons where pipe outlets are cautile~ered Ws . Z
or where high flows wcxtld require excessive apron length {Fibure 6.41a). Figure f.4tb Stag 4tb Stage showing maxanum and minimum taiHvater oo~di6on.
Consider other energy dissipaters such as concrete impact basins ur paved
outlet stn~ctures where site conditions warrant.
Attemativa methods of eneegy dissipalion can be round in Hydraulic Desi~,m Materials--Ensurr that riprap c:un~isLs of awelt-graded mixture of stune_ Larger stone should pn dominate, with sufficient smal ler sizes to fill the vaidti
of Energy Dissipaters for Culverts and Channels, Hydraulic Engineerinb between the stones. The dian~eterof the iargesi stone size should be no greater
Circular No. 14, U.S. Department of Transportation, Fedcr.:l Highway Riprap Aprons slue---The apron length and width can be cfelermined according W the tail-wafer conditiun. t~ the water conveyance structure than 1.5 Times the d~ sire.
Administration, discharges dir~ectiy into awell-defined channel,- extend the apsun acrws the
Tbe instillation of n culvert in a stream is abject to the conditions of a U.S. cha~uiel buitwn and up the chunne! Monks to an elevation ot'0.5 fcwt above the Thickness--Make the minimum thickness of riprap I.5 times the maximum sane diameter.
Army Corps o~ Engineers 404 Permit and a N.C. Division of Water Quality maximum psi!-water depth or w the ~np afthe bank. whichever is less (Fibure
401 Certifiratioc~. These permit cac~ditions may not allow the use of a riprap . G.41 c). Stowe quality--Select stone for riprap from field stone nr quaFry stone. The
apron, and may require that the bottom of the cnlveri be barter! below the natural stream bed elevation. A pre-fob scour hoot or plunge pool should be Determine the maximum allowable vrle~city fur the receiving stream, anti stone should be hard, angular, anc~ highly weather-recis~unt. Tfie specific
considered in these situations. Plunge pew) designs in streams should not use a desip~ the riprsip apron to reduce flow to this velceity befora flaw leaves gravity of the individ~~al stones should be ai least 2.5.
cantilevered outlet because it would pose a harrier to migration ofxquasic life the apron. C~alcul~te the apron length for velocity control or use the len~lh Filter---install a fiker to prevent soil movement throu~lt the upenin~;s in
through the ettlveri. Reducing the outlet vekx:ity may require a combination requiree3 t~ rneel sixible conditions ciuwnslre.~m, whichever is grater. tl~c riprap. The fitter should consist of a graciect a ~vel toyer or u synthetic
at techniques. including n culvert with a flat bottom, a downstt+efun cross vane Grade--Ensure that the apron has ixrv brs~de. 'i'i~ere should be nv uvertait filter c[uth. Design filter blankets by the rnett~od cku:ribed in Pr~ctscr. b.15,
to create wit-water ai the pipe outlet, ancflur a preformed scour fool. at the end of the apron; that is, the elcvution of the tap of ihe.riprsp at the Riprn1r.
downstr~sun end should be tlie same ati the elevation of tfie bottom of the
Design Criteria Capacity-l0-year, peak ru~mff or the design discharge of I.be water receiving channel or the adjacent ~ruand if there is na ch:utneL
conveyance stricture. whichever is greater
Alignment The apron should be straight throughout its et~tirr len~ih, but if a curve. is nere~wry to align the apron with the receiving ctr~m. locate the F- Z
curve in the upstream sectiun o~'riprtip.
V
~ 6.41.1 6.411 ttcv. enN~ Rcr. 61U6 ub 6A 13
~ 9 UTLET STA61LiZATION STRUCTURE
?M V!
z
0
z Q
Practire Standords and Sperificatiuns
Construction E we that the subgradc fnr the filter and riprap folbws the required lines 5
Pipe Uu#let to Flat Area- ` bnd grades shown i» the plan. Comp~u:i any fill nequirt~l in the sub~rxde w the Q
No WeU-defined Channel s Sp@CIftC2~lO11S ~~ty of ilia surrounding undistu~ material. Low areas in the sub~adc on ; cr
' undistnrbod soil m iy ulsn be fiiled by increasing the ripra~ thickness. L
2. The riprap and grave! filter must conform to the spcc:ific~d gradia~ limits 0
ado q r_ r~,.- A slwwn on the plans. ~ . z
3. Filtcs cloth. when uced~ must meet dcsi~n rc~quiremcntx and be prnpcrly Q
dto _ _ protected frcxn punching or tearing during installation. Repair any damage by removing the riprep and pluc:ing another piece of filter cloth over the damaged
area. All connecting joints should overlap so the top layer is above the
downst~sm layer ~ minimum of 1 foot. Tf ih~ c~nagc is extensive. replace
the entire filter cloth,
Plan 4. Rip~~ap May be placed by equipment, but take care ~o avoid dxmciging the ,,`iiiiiiNtttNll!?s
filter. 04 ~Essl • ~0
c-- ~ 5. The minimum thickness of the riprap should be 1.5 times the maximum .
stone ditrmetcr. w • op 19
~1 1 6. Riprap may be field stone ar rough quarry stone. It should be hard, oe,
t~ ~a f ~t angular. higfily weather-resistant and wet! graded.
7. Construct the apron an zero brfedc with no overfill ~t the end. Make the r,~~ll N+!? a tN!•c~~,p~
Section AA ~Fiiter dotes btar~ket top ofthe riprap at the.downstream enct ievei wish the receivinb area or slightly
1. La is the length of the riprap below if.
apron. 8. Ensure that the apron is pro~crly atigncxi with tF~c receiving st~cam
Pipe Outlet to Weft-defined 2, d = i .5 times the maximum and preferably Strni~ht ihrvu~;huut i~ti length. !f a curve is needed to ftt site
Channel stone diamefer but not less conditions, place it in the upper scclian of the apron.
than fi". 9. Immediately alierconstruction,stabilizeal! disturbed nre~?s with v~;etaiicu~
~a 3. in a welt-de#ined channel ex- (Practices C~. E0, Tc~mpvraiy Seedirr~?. and 6.11. Permanent Seeding).
#end the apron up the channel REVIEW DRAWING5
a A banks to an slevatio~ of 6" Maintenance j~P~; r~P~p uuUct structures weekly and aflcr signifir.ant /2 inch or ~rcatcr) NOT FOR CON5TRUCTION
above the maximum tailwater rainfall tv~nts to xe ifany erosion around or beluw the riprap has taken place. Date:. 10 AUG 2007
depth or to the top of the bank, or if stones Iwvc beep disicxtgod. Immediately make all needed repairs to
~ whichever is less. prevent lixrther damage.
4. A f Iter blanket or fii#er fabric References ~~ace .Stahitizarivrr
should be installed between 6. l0. Tcmpocary Sccding oft
Plan the riprap and soil founda#ion. 6.l 1. Permanent Sccding 6.15. Riprbp ~~1 ~ Asheville, NC Aff.
r t dot ~t 46 Nu
Append~Y 828-253-2796 '.796
La ~ 8.06. Design of Riprap Outlet Protection a C}1c7rIQL~I:y ~`IC NC
Ric. C.G.. Kadavy. K.C "Ripra~ Design for Pipc Spillways at 704-895-9051 X05 I
-t <TWlD <t1,T' Arescnted at the December 13, 19941nternatianal Wtnter 0 Greeneville, TN TN
c~ Mextinb,Aineri~n Sociay ofAgiecdtwaI En~;incers. Paper Number 423-639-027 ! )271
942541. 0 Knoxville, TN TN
o t 1 Rice. CJ's, and K.C. Kadavy. 1994, Plunge Pool Design ut Sabmcrgcd Pipe 865-546-5800 X800
li NIA Section AA _ , ` .nr tY~ Spillway Ouilcis. Transactions of lheASAE 37(4):1167-1 I73. 0 Lexington, KY KY
Filter fiHWA. 1983. Hydralic Design of Eneegy Dissipaters for Culverts and 859-27 I 483 453 EROSION
g blanket Channels. Hydr~nlic Es~nccring Circular Number t4. Middlesboro, KY KY CONTROL
Figure 8.41c Rfprap outlet protection Smod~ied hom Va SWCC~. 606-248=6600 >COO
d www.vaughnmeiton.com ton.wm DETAI~.S
Copyright 0 2003 2003 ~
All Rights Reserved served
6.41 A Itcv. 6/06 Z Rev. 6106 6.41.5.
C 8G
OFmw 1

U
Practice Standards and Spec~r~cations
Practice StandQrds and Specificat~o»s i ti S'7
i
e F i
6.7G a ~ ~ ~ ' ~ ~ •t s i s Where so~nbanic stabiiizatio~n is cridc~l, aad velocities appear' tioo high for . S4rub zone--This zone is flooded only when flow wcceeds the average high
vegetadon, nse stn~t~u~al measures (Prnctice 6.73. Structwa! Streambarrk wat~ea level The sEu~ub zone is inhabited by trees at~d shrubs with high rega~era-
.~.,0~-- Definition s~~~a~~~a~~s ~ ~ gyn. . t . SwbllFsation). ~ dve rapacity, as wiilow* alder, dogwood, and vibtuat~a'~. Shn~b zone vegetation is recommeAded €or the iu?pact bank of a scream meander, whc~
maximum scouring oocucs. Wi~n$eane~t of sluub vegetation into the ci~at~ael Luther E. Smith
Consider the natiual za~es of a stream~nic community, illustrated in ~gute reduces channel capacity, however, ~ tt~e fralu~ncY of floods. ~ & Associates, P.A.
P11TpOS~ To prou~ct st~ean?baa~ics scam the eatisive foes of flowing wat~x and provide a nadnai. pleasing oc• b.72a. N+hen selecting plant species. Zones are distinguished by sim conditions j LAND PLANNING
such as bank shape aad steepness end by va~ria~ in water depth, duration of ! f[ow. and ~ovcr rate. Tree gone-'It~is wne is tlood~ad only during periods of very t~igb water (i.e.. LANDSCAPE ARCHITECTURE
the 2-yr peak flaw ~ gc~caua). , 129 Third Avenue West
Conditions Where Sections of stceambanic subJect to erasion from excess rtmof~ This pca~ce is The following zonation is a guide forlocating plantgi+oups for successful estab- Hendersonville, NC 28792
Practice Applies gay fl~ ~ ~ not exceed 6 ftJsec a3nd soils arc erosion resist~t. Above 6 8lsx, stnnecuual meas~+cs arc ga~erally re- lishm~x Design Criteria Table b.72a ~ovides genaal gnudelines for maximum aIlowatfl~ velocities in [phone]
quit+od. streams to be protoctcd by vegetaaoa. [phone] Fax Isadesl'[e-mail]
Aquatic plant zone--This zone is normally submerged and is inhabioed by
plants stxh as pondweeds and water leilies. L Ensure that cE~am?e1 bottoms aye sable befo~+e s~abilizing channel backs.
Planning U~tream devctopment acc:eletatcs sa~esmb~nic eaosic~n by increasing the fre- Reed-bank gone-The lower~rtof this ~ is generally submerged for about 2. Keep velocities at bankfizlt flow nonerosive for the site conditi~s.
Considerations ~a a~;«~ ~uu ~ x~ c~o~t~~e u y~~~cr~u~~~?a ~ ~o~ nice baIf the vme and is inhabited by rushes, reed ~casses, catta~s. and other water
interval worm. Aowever, is ~rb~nizing watersheds, bankfutl flow occurs rao~ plants. 3. Provide mechanicatprotsction smc6 asriprap cmiheoutsideof channetbends
fregva?tly, ecodi~g sCreambanks that were prcwiously stable. if bankfnil stream velocitics appcn~ch the maximum albwable for site Z =t
Flgure 6.72e Typical variation in water i : conditipns.
Streamhanks may be stahalized by ve8etaticro. by swctwral means. asr by com- level c~r~lated with vegetable zones ~ ~ • Table 6.72a
bitraaans of vegetative aad suuau~ mom. Vegetative mrasuc~es anc gen- eratty Psefcrced because vegetation ~roYid~s habitat for fish and wildlife and is (madi6ed Irom: Impartanae o~ Nature! , ! Conditions Where Vegetative Streamba~k Sfab111zatlon ~s Acceptable U
~esthetiaally Pleasing. Nat~ual plant communities that are adapted ba the sire VegetaBon for the Pro cry of Banks of . • . ~ i % . i•~* ~ i~1~ ar .~6alI7S ~IYBlS r3lJ~ ~i~HlZB~S. '~~16?ty. s ? 1 , 2 H
provide aself-maintaining o~vet that is less expensive that st~vcturst altema- ~ ~ 1~. Lr O
dues. Planting v~egetatioit is also less dacrcaging m the environment than instali- Freqaency a~av~wt~ vebcTt~ u~~ ai~owabrs vabc~cy of Bankiuit Flow for Highly Ernd(b~s Soft for Eros[on Rest~atant Soil Z
is~g so~uchu+es. Thercfore. vegeratian should always be considered fu~st. > 4 tim~Nyr 4 fUsec 5 ftlsec
~ • 'i to 4 times/yr 5 fUsec 6 ftJsec
Plants provide erosion p~+ot~ction W streambanlcs by: j , _ t• < 1 tKn~/yr 8 Wsec 6 ftlsec
• reducing scream velocity r
• binding soil in place with a mot tnat.
• covering the sail stufaoe when high flows tend to flatten vegetation • •at ~4` e a' ~ ol~t L j
agait~ the banlcs• ~P, s Construction Construction guidelines covet ott~y the reed-bank and siuub zones. The aquatic
Oae disadvantage of veneration is that it loweas die carrying capacity of the ~:_t~r~.~ a . • ~ or _ Specifications ~~,L ~ a~«~ ~ ~bu~? ~~y ~a ~ ~aa~- ly wE~en ~i-bank vegetation is present. The trey zone is seldom flooded and
chanr~ei which msy cause flooding. Therefore, maiocanae needs and the cons rarely needs stabilization once fhc teed-b~ulc and shrub zones are stabilized.
gnenoes of flooding sho~id be oonsedered: • i • N I •
1~~ mean high water REED-BANK VEGETATION
Evaluate erosion po6enaat of dse stream to dci+ermine the hest att~ernadve sola- t The fotbwing grasse.4 are recommended in North Carolina:
tions, cansideria~ mean water level ~ t
• ~y of bankfi~ti flow rased at anucip~ated watershed development, r I Halifax maiden cane . (Panicum hemito~ron) Common reed {Phragm~tes comrnwiis}
• chaiu~el slope and flaw ve~ocitY, by ~gn reac~es• mean Iow water ~ ~ ~ 1 t Reed canary (Phalmis arund inacea)
• soil conditions. f ~ ~ Tree zone
Aquatic ~ ~ Common reed is a very robust giant wtwse stuns become woody in autamn.
• present and aAricipated channel "n' values, plane zone i ~ zone resulting in continurd protection during the winter. Because the shoots and
- channel bends and bank ca~~di6ons. sctd rhizomes aze reply and strongly rooted and densely is ed, they bind soli
• idensificatira~ of stable arras and troabu spots. (Steep cham~el t+eaclies, Reed more Stmtyr than any otter reed ~aridies. However, the common reed grows
high erosive banks acrd sharp tends may require savcmral stabil t bank zone high ar?ci thick, and periodic maintw~mx~e may be noe~ed in order tia achieve a neat appearance. Dense growth may also increase Bye firogne~cy +af flooding. Z
measures such as ~iprap, wiute the reanainder of the br~lc may ra r_ . 0
quire ontY vege~oios~)-
Y lift
6.72.1 6•~2.~ 20 VEGETATIVE STREAM6ANK STABILIZATION 6.7?..3 w 1r1~
cr) z
0
z
~ Practice Standurd~ and 5pec~ fications i o>-
} r Cc
s t z
z Fill wench oval the two edges of the wire netting or fitter fabric can justbe held wood and aides should be nv~sery-grown seediings i a 2 years old. Fi~sft w~- C3
together wine wire. Keep the upper edge of tine rolt no more than 2 inches above 's low cauings should ire 3/8 to 1/2 inch sluff and 12 in 18 inclKS big.
the level of tt~ water. Remove the paanks, and fill anY 8'~ ~8 the sides of
i tfae roll witEt eat: This methods pzovides Sreater Pcotecdon from heavy flows Since lantin are y notfuIly effeccGi~ve for three gmwiag seasons, gcas- P 8S 8~~ 4
Rhizomes j that would wash vegetaiwn away bcfaa+e it becomes established. ses should be seeded aLely bafore sf~rub planting o~ pc~rn?ide some nniaal . z
f Seedln~-R~rd canarYSrass can be sown 1/4 t01/Z-inch deep, on vest damp streambamlcprorecaon. CJ
soil banks. Pmoviaed the seeded surface wilt net be flooded far b nnonths after Where p~ical. grade erodod banks to 2:1 or flatter before plartw~g because
sowing. Seed at a rate of 12-1d IWacc+e. Keep a light mu3ch bald tighfly in place streambanlcs are difCcuit toplaut, even when they are well-sf~ped. Ttus is espy
t4 he~P prevent the Seed from being washed away. Because reed canaiygrass is cialiy once is gavelly ~ tight banks. Where mattocks or sI?avelsare unsat+.sfac-
a cool-se~~san grass, do not seed it in ffie summer. i torY. the best fool is a dibble bar, a heavy metal tool with a blade aad a foot !
I Yegetatiun and stone facing-Reed-bank vegetation can ba cnmbi~i with pedal The dibble bar is tinnlst into 16e ground oo make a hole far t5e plant
I with riprap a~ other stone facin8 by Pla~tin$ clumps, thizomcs, or steins in the f CA taaar
cx+evices and gaps along the line of t1~e average summer watu level. Plant cuttings and seedlings in earty spying afoer high water sw~sid~s. Install
i cuttiags at a 45 to 60 degree angle is We dic~ction of streamltow~ with buds
w ,fir r ~ ~M ...~1ti. s~xus zorrEV~~rA~oN ~ ~ } Po~B • ~ about 2 inches of wcaod stowing above tf~e gioun@ level. P1~E Rw~sery gnawe seedlings in holes }arge e~tgh w accommodate alt the ~ . M
Clumps F~ thie rune, s~uubs provide much better pr~ctioe shen do ones ~ ode I roots. Tamp soul firmly arownd pants t4 elirrEina~e air pockets. 1
vegetau~a. However, if the scream is smelt, beaks are not seaiously eroded, and a good seedbed can be prepared, gca~s alone may be sut~'cient Use sluubs
that are well-adapted w the stream and site conditions: f~ example, Banker's P1a~?t in diamond paaern with 2-ft spacings. LocaUe thes first mw 1 ft above die to 3 we~~~l? too
Reed roes dwarf willow is very effective m both the Piedmont dad the i~Iountains. noc~nal water line. The nwnber of roves wil! ckpend on si+o~pc length, but at least three rows shauki be planted--one at the cop. middle. and bottwn of the stub
zone. APPLY fe~tiliza when vegetative growth first appca~s. using 5001b/acre
Figure 8~.7lb Metl~ods of est~tb~ing reed-bankvepetstion (mo~fred iron Seibert). Seeding swd soddin~To seed the sEwb zone witl? grasses, first grade eroded of 10-10.10 fert~izet {j 1S Ib/10(1~ ft~ cat' equivalent
sareamba~ilcs to a maximwn slope of 2:1 {3:1 p~eferre~). Retails existing vees
'ihere aye various ways of planwig wed-bank vegetation (F8m'e 6.72b}. grca~er than 2 inches is diameter wherever ~naciical. Use sod in loc;aaoas whes~e velocities arc I~ceIy to appnaach ct~ limit for gmss. Use glasses only where they willows and otl~ar softwoods may be bound wgether ir? various ways a p~o~ide
P~~ ~t~ n~ can be provided, and some immedist~ pc+otection of ibe s~reambank.
a ~ Planting is dumps-The oldest and most common meWad of planting reds establi~ur?c~t of other s~+eam~anlc vegetation is not ~ or sui'cable for Fasciae rollsT-Fasciae rolls acne made of brnshwood and sticks, without brs~-
ispiaminginclumps.Cutstems~iha~colonytnseveralinches:Digclumps specific site oondiuoos (References: Surfact Stablthation). cbes.Place material on fitter cloth s that acre filled with coarse gravel, sal, REVIEW DRAtMNG5 NOT FOR, CONSTRUCTION
not a~ the ground- and ptace in lw~es rcd in advance in du area to be sta- and aw~ulablc organic material and tightly wired (Figare 6.7Zc). F ace bundles Date: 10 AUG 2007
bitized. Plaac clumps ac a aepd? where they will be ~ormauy submerged to a Rougften seedbed and lime and fertifi~ee accardir?g a 9oit case res~ilrs, ar apply wgedier is s treach 5 ~ 20 yards long and 6 x~a I2 inches deep. Dig the wench
~ maxi~ntem o#'twathirds their height 28001b/acre of 10-1{3-10 feaRiliux and 2 ton$iaca+e Brae. A typical grass seeduig mixt~me is shown in Table G.72b. Broadcau seed. cover lightly and mulch with just above the wader level so that the plants cm~ get moiswre. Covaring wsth
Pleating rhizomes and shoots--Less mau~iat is needed for glanting of rhi- 2 to~iacre (2 bales per 1000 sgtwe+e ft) grain straw or LSOE} lb/acre wood fiber earth improves tha contact with the gtoutsd and retards mois~u+e loss. Fasciae
zt~mes and shoots. Slips of Halifax maiden cane, common reed, and reed mulch. Tie mulch in place (Practice 5.14, Mrrlclarig). As an alternative sn mut- rolls may also be made of wit+e similar ~a ned rolls (Figure 6.72b). ~t Oda
ti canarygrass caa be taken from existing beds dmruag the donma~t season, after cbing, in.:tall a protective erasi~ control blanket such as a geotextile fabric R?illawmstdressesarea~adebyinticrweavingwillowbraacbes.Maures9escon- ~ V~~t~ sest of 4-8 inch thick layers of growit?g finches held t~ethe~ by uttcrargtving Ashev~ I le, NC aw
cutting thcstems.Carefultyremoverbizoruesanctsproutsfrom tl~earth without Ab Nree~i
bruising ttia budsa the figs of the spmuts. Place i~ iwks or nazraw trenches ai Table 6.72b wipe a other braucl~es at nut~arvals of 24 co 32 inches. Ley makes perpea~- ¦
dieavezagesummerw~Ievei, so thatonly spmutsaresgabove thesoil. Sees! Mixture for Streambank Rate dicular to t~ detection of the cmreat ~ sloping slightly downstream, with the 828-253-2796 ?796 A~N-- 440rrs
Planting stem slips--tt is possble bo plant scan slips of common reed among St~btltz8t10n Kentucky-3t tail fescue 30 Ib/acre creeping red fesc~a 15 ~tacre base end of the bra~hes oriented aownwa~rds. If se~?es~ s of» s are 0 Charlotte, NC NC 3051
slow moving streams. Witf~ s d:'bWe bar or see otter planting tool, set three Redtop 5 ib/acre necessary to cover the erodis?g slope, the tops of the lower layers should cover '704-89 5-905 the bases of the upper Iaye~s. Aacho~r the bottom mattress ~ the base in a tren~cdt o Green ev~tle, 7N
~ slips is hales app~oximatiely 12 inches deep and 1 ~ apart. previaisly dog on the low boandary of the shrub zone. TLe whole mattress 423-639-427 TN ?271
Ptant~g cuttings and seedlings.-BaRlcer's dwarf willow, Streatnco purp- should be covemd with 2 w ]Q inches of earth or gravel. TN
~ Reed rolf~-Aleng flaowing streams, reed rolls are tha most effective metiwd c Ieasi~er wilto~w, shrub dogwoods, and alders can beput into the pail eider as cut 0 Knoxville, TN 1800
of c~abli~ting reed-i»nlc vegetation. Plants are paced iA roils 1 ft apart. I)ig a teach 18 inclras widear~d 12 inches decd. p~raDei eo the st~ra~m.It may beneces- tinge or as euusexygown seedlings. In dense shade. shrubs sveh as silky Conibjnatiou with stone [acing-In anany plies, the book is not adequately 865-546-5800 Lexm n, KY
~Y ~ P~ Plantcs braced wish planks a1~g the saes of the ur.~ch w keep it dogwood or everbmeen ground covers snc6 as Hall's honeysuckle are appro- pro~ciett by vegetano~ unril die roots are fuuy aevel~ea, ana aadiaonat rem- p 9tO 1483 EROSION
open. Piece wic+e Aetd~g, such as 1J2-inch hazdware cloth cx 51tec fabric,across priate. Silky dogwood alai does well in sunny areas. 4n large su~esms, ~tceam- p~u~ry protection most b4 p~+ovidsd. There is a wide chore of me~iE~ods and 859-271-1483 KY CONTROL
~ theb~wm anti ~?both ~SOf mau~nch t~enprigbtplanks. Onto this ~ P~Pleosier willow and Banker's dwarf willow have beep used with good materials including the plating of woody plants in the cxevices of stone facing. p Middlesboro, KY 606-248-6600 X600
~ neaingdump ~llma~xial.sucb as cQarsegravcl,sod, ~il,at~dplantingmedium. results. Wil~ws can be planted as 1-yr~old nurseay-grown reeled Callings ~ as uvww.vauahnm~ton_co Iton_com DETAI LS
7 tresn n=woou towage gsmerea coin locat mottrer-mac pianuags. suuy aog
Copyright ~ 2003 All Wghts Reserved 2003 served
6.7za 6. 2.5 6.72.6
F3 ~ 8H
of-,
e

f {
Practice Standards ur~d'Spec{ficalions Practice Standards and Specifications f I
F
t
6.73 - -
I • Ens~me that all regaireanents of State law and all: pe~mie regnire~ments of local, State. and Federal agencies are met. j
. O c Defini#ion Stabili7abionofemdingstreambanksbytheuseofdesignedsttucwralmeasures.
I i
i Construction MATERIALS
. Purpose To pror~ect saemnbanks from the erosive t'o~ces of flowing water. ~ Conditions Where S~tions of streambank that are st~bj~ct w erosion due w excessive rwioff fmm Specifications ~p~r~-~~~r.~~,o~~~y ~a~a~~~~o~s~g strea~mbanks. When possible,slopebanics to 2:i ~ffatter, anap~aceagraveifii- Luther E. Smith
tex orfilterfabric on tfiesmoothed slopes befaa~e installing riprap. Place dte We & Associates, P.A.
Cuttings L between riprap of the riprap at least 1 ft bebw the strea~tt channel bottom or below the an- ,s LAND PLANNING LANDSCAPE ARCHITECTURE
Practice Applies ~~On acxivities. Generally applicable where aow velocities exceed 6 f ticipate~i dept~t of channel degradatmn. Whexe necessary, riper the erniie t 129 Third Avenue West
a i fT/s~c flr wha~e vegetative streambank protection is u~appro~riate. scream moss 9octian. It is imponaru to extend tt~ upsu+eacQ aad downstream ~ Hendersonville, NC
• F3SCtt1@ i'011 edges of ripzap welt into the baAlc and bottom. Extend ri~xap sections the entire . 2$792 (828) 697--2307
Planning Steam c6anuel emsio~ problems vary widely in type and scale,and there is no length between well-stabbed poin~c of the stream channel (Practice 6.I5, ($28) 697-8458 Fax
Considerations ~ w°rks in au casts. stahnilizat~n scrucwtcs should be planned Riprap and 6.3 2, Rtprap-lined aid Paved Channels). [e-mail]
and designed by as engis~oer with e nce in this field. Many of thepractices Gabians-Thee rectangnia~, rock-Gtie~i wire bass are pervious, semi
discu~i he~+e involve the vse of m~ufactared pz+ndvcts and should be installed flexible building blocks that can be used a armflr the bed ane~i~arb~nlcs of chan-
in acco~r~lance with the manufact~a~er's specifications. WEB long reaches of stream cfmnnets require stabilization, make detailed strra~m stadies. The Am?y nels or act as deflectors to divert tiaw away from eraling cha~mel se~dons
Corps of Engineers publicagon-Watdways Experiment Station--Streambaalc (FiSure 6.'73a}. DesigTC and install gabions in atxordance with maaufaewr~r's
Protection Guidelines far Land~owneis and Irocal Governmen~is a suitable staAdards and specifications. Z
refer~ce £or designing stabilization practices. Ftgare s.73a Ga protect steep stre Befa~e selecting a sonu:tural stabilization tecb~igae, the designer sboold c~ 3.73a Gabions may be stacked to
WiElow mattresses :reap streatnbanks. ~
V
Figure 6.7Za Med~ods of planting eh~ub zone vegetation (modified Iran Seibert). fatly evaluate,t~e possibility of using vegetadvo stabitizadan in conjurx~ion with struucnuat meas~t+ea m achieve the desired p~+otection. Vegetaave tech- . ~ Z
niq~csaz~generattylessc~sttyandraorecomgatiblewithnawralstreamchar~c h-
. tPaistics (Pr~ctic~e 6.?Z, Vegelativ~e Slreambu~lc Stabilization). . Filter cloth ar • sand/gravel O
: ~ blanket Z
M aintenanee v~r~r~e ~ ~ ro a te, ~a Design Criteria sines each reach of camel requiring prot~ioa is unique, meas~s fog s~c-
be needed pcaiodic~tly. Check bmmks af~er every high wader event, and fix gaps i~ral streambaaic protecifaa sh~td be installed acxording W a plan based on Existing ~
is the vegeta~vecnver at once with s1~ucWred matezials or new pisnts, m~ched speci&c site conditions. I~ttom stable Compacted
if necessary. ~Yes6 cuttings from odkr plats on the bank may be used, or t3~ey ~ ~ fiN
can be takes fran mother-snick plantings. Apply a complete faertilizez annuai- Develop dasigas accamding to ~he~followin8 F~~P~es:
ly at the raoc of 500 Ib/acne antil the desired density of v~getatian is reached. • Make ~otective cneas~u+es caa~patible with other channel modifications I~ L
ProDeci Aew Plantings fmm. grazin8 livesmclc c~ wn'ialife where this is a problean. planned ~ being ca~ricd out in othea channel reaches. '~j~ iT~ ~,tl~
• UsetLeminimumdesignvelocityafthepe~cdischargeoftbel{}-yrsDOCm. srRUC~rvx~
References ss~rn Strncwral measures mast be effective for thi4 design flow and must be Reinforced concrete-May be used to armor eroding sections of tt~e stream-
capable of widistandiag giber flaws without serious fie. bank by cx~nsbn~cti~g retaining walls or bnlic heads. Provide positive drainage
6.iZ, sodding • Ensue that the channel botaom is stable ar stabilized by strucauaI means behind. these strucinres. Reinforced concx+et~e may also be used as a ct~aiu~ei lining far scream scabiliTatiaa.
6.14, Mulching before installing arty pe~mana?t bank protection. I~
$tr~am Prvkctioie • Ensue that stcea~rtbanic protecdmt extends between stabilized or con- Grid pavers-Modular cunc~e units with iaierspet~ad void areas that tau be
6.73, Sa~uai Streamb~ic Stabil~a troledpointsalongthe sa+eam. used ~ armor the streambaak while ma~niaining Prn'ositY and atIowing the e5-
• Ike not change channel alligrunent witlwut a complete evaluation of the tablisbmeut of vegetation. These: s unay be obtai~d in precast blocks
A,pper~es anticipated effect oa the rest of the stream channel, especially d~wn- or mats the come in a variety. bf sriapes ~gcue 6.73b~, or they may be formed
8 03, Estimating Rw~off saeam. and patted in place Keep design and installation in axadance with man-
8A5. Design of Stable C~anoels sad Diversions • Give ~ccial au,~ntion w main~ining and imgrovi~g habitat for 5sh and ufacWrer's insor~cdo~s.
wildlife. Revetment-Sancwmat support or arma~ing to txotect an em~6aNrment from
erosion: Riprap ~ gabions are c~mmaa~ty a~td. Gabions may be eiiber staeiced Z
or ~laoed as a mattress. Install rcvetimeat ~ a depth below ttte anticinate~
6.72.? b.73.1 6 73.2 0
Zo VEGETATIVE STREAMBANK STABILIZATION, CONTD. C. w
2~ STRUCTURAL STREAM6ANK STAQILIZATION CL •1f
X CO)
z
0
Practice StanrJards and Spec~cot~ons 0
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0
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0 z
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~ #
--tli
ESSZ ol 0. -4, %
SEAL w
• M w •
I' ~ layer of •
L ~grave! or . too
Gabion tae ~ ~ I t' Iter c{oth
~ i
~ t ~
~
~a r
~ r
f I I tl DRAWINGS
• _ _ _ !1 • Filter cloth Ill I = t1 NOT FOR CONSTRUCTION
- Date: 10 AUG 2007
~
Stable bottom i Figure 6.73c Gabion revetment (modrfied from producd Gleraare of Bakaert Gabions).
~ ~ 1~ot Lw~ ~
Main#enance Check stabiEized ~amba~ saxions aRer every high-water ~ven~ and make ~ Asheville, NC men oar-.~oo~? Aact
~ 2 blocks wide any needed unmediat~Iy w prevent further damage. N.C Job Not C~rNloit
828-253-2796 2796 Z3
References Surface$wbilirution ~ Charlotte, NC NC
a~ F(gwe 6.73b voids in grid pavers maybe l~ted wkh sad or grave! and established in veget~+on (¢aurce: Va SWCG}. b.l I, Permaite~u Seeding 704-895-905 9051
G 15, Riprag 0 6reenevdte; TN w; TN
Runo,~''Conve}~wrce Mcasirres 423-639-027 0271
o channel de gradation and into the channel bed as necessary w provide stability 631, Riprap-land apd Paved C1~anne~Is 0 Knoxville, TN TN
(Fitguu~ree 6'73c)• 865-546-5800 5800
Stabilize alt areas disturbed by G~tre~c~ion as soon as the sauct~al measures Stream Protection ~ Lexington, KY KY
are co~np~eece. 6.72, Vegetacioe Streacnbank S~ilir~adon 859-27 I -1483 1483 EROSION
~ M~ddlesl~oro, KY KY
g 606-248-6600 '*'*GOO CONTROL.-
www.vaughnmelton.co Copyright 0 2003 Iton.com DETAILS
2003
W ~ 6.73.3 All Rights Reserved. served.
~i 6:73.4
81
OF

1

PROP 0 S E D ~R~EN i N STALL SILT FENCE AANENT STREAM CROSSING
KEEP CLEARING AND EXCAVATION OF THE STREAM BANKS AND BED AND
APPROACH SECTIONS TO A MINIMUM.
8c STABILfZE EXISTING BANK "~P PRIOR TD QI VERS14i~1 SWALE 2. ~onrr 8,~ S F S,~" STAB AND 3. DIVE CONT " UNST 1 (1' WIDE) LOC 4. CONS UPST WIDE TEMPORARY ST,~ DIVERSION SWALE s. ~ a~,r 7. CONS S ~ DURA
CONTRACTOR T4 STABILIZE AND PROTECT STREAMBANKS PRIOR TO AND AFTER
BYPASS DIVERSION SWALE WITH NCDENR APPROVED VEGETATION OR
STRUCTURAL STREAMBANK STABfL1ZATION. (SEE VEGETATNE STREAMBANK
STABIUZAT{ON AND STRUCTURAL STREAMBANK STABILIZATION) ON SHEETS C-8H
' ~ ~ • • • Y • • • • ~ AND C-81. Luther E. Smith
DIVERT ALL SURFACE. WATER FROM THE CONSTRUCTION SITE THROUGH EROSION & Associates, P.A.
CONTROL' MEASURES ONTO UNDISTURBED AREAS ADJOINING THE STREAM. LINE LAND PLANNING
• ~ • • • • • • UNSTABLE STREAM BAAIKS WITH RIPRAP. PLACE SALT FENCING BETWEEN LANDSCAPE ARCHITECTURE
LOCATIONS OF DIVERSION BYPASS DITCH TO STREAM BANK. 129 Third Avenue West
Hendersonville, WC 28792
CONSTRUCT BYPASS CHANNEL FRAM DOWNSTREAM OF PROPOSED CROSSING TO [phone]
UPSTREAM JUNCTION UTILIZING A CHANNEL SECTION 10% DEEPER AND 1076 WIDER THAN THE EXISTING CHANNEL. ($28) 697-$458 Fax [e-mail]
STABILIZE THE BYPASS. CHANNEL WITH RIPRAP.
DNERT STREAM INTO STABILIZED BYPASS CHANNEL TAKING CARE TO MINIMIZE
ANY SILT INTRUSION-DOWNSTREAM. Q
Z J
CONSTRUCT STREAM CROSSING IN A CONTtNUQUS MANNER TO MINIMIZE DURATION OF EXPOSED. SOIL.
U
8. UPON UPON COMPLETION OF THE CROSSING, FILL, COMPACT,. AND STABILIZE THE AREAS
. AFFE STRE 1 (1' WIDE) PRO 90. STAB PLA 11.CULV t~~~ FISHL ~z.Fx~ AND s: AFFECTED BY THE CROSSING. AFTER THESE AREAS HAVE BEEN STABfLfZED THE Z H
STREAM-MAY BE DIVERTED. O
2
INSTALL PROTECTIVE GROUND COVERS TO PROVIDE PERMANENT EROSION
PROTECTION.
. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOIMNG WATER, {NC~UDING
PLANNED OVERFLOW AREAS, WITH RlPRAP.
.CULVERTS SHOULD BE PLACED SLIGHTLY BELOW THE NATURQI STREAM BED
(2586) TO PREVENT EROSfON BELOW THE OUTLET. THIS WILL ALSO ENSURE ANY
FISHLIFE PATH WILL BE NOT BE IMPACTED.
.EXTEND THE CULVERT AT LEAST ONE (1) FOOT BEYOND THE FILL AT BOTH fNLET
AND OUTLET ENDS.
t' ~M Sh ~-+fti~1~1 JI~ 1 fl',
.~I' ~ ,'.Iy _ r r 13.COVE CULV x n~~c .COVER TOPS OF CULVERTS WITH AT LEAST 121NCHES OF COMPACTED FILL FOR
x'~IroS ~ { _ Y 1:4 ..i 1 l r :r.. CULVERTS UP TO 36 INCHES 1N DIAMETER COVER LARGE CULVERTS WITH A
\ ' < r r rl 1S F~ i ~ r r 1 ~ ~ 1 ` THICKNESS OF FILL MATERIAL AT LEAST ONE THIRD THE CULVERT DIAMETER.
t': I'i' - 14. FlRML ANCH CB 4 P6 . FlRAALY PACK MATERIAL AROUND CULVERTS, ESPECIALLY THE BOTTOM HALF, TO
ANCHOR THEM AND PREVENT THEM FROM WASHING OUT.
F
Z
~i y ~ r ~ o
J
~ PROPOSED 0 o..
Q..
PERMANENT DIVERSiQN SWALE
~ 7Y ~4~ w ~r~ i' Sf ' :r°..Y '13. t' iU rt ~ ~ co) z
r S.r ~ J.. ,R' i y.iN~
1 , r ` ~ 0
r. 4 r ~ i , ~ z
i. 0
/ `
CB#4 P6 w z
0-
U.
0
~s~ 4'-86 _ ~ z
SEQUENCE -sF ~ 3:: 0
NOTES
1 PERMANENT DIVERSION SWALES TO BE CONSTRUCTED
AFTER SITE BECOMES STABLILIZIED AND GROUND COVER
IS ESTABLISHED.
2•) AFTER ALL SEDIMENT PRODUCING AREAS HAYE BEEN 2~ CO PERMANENTLY STABLIUZED, REMOVE THE STRUCTURE AND CONSTRUCTION SEQUENCE. FOR PD #9 41
w w = ~ o Z w • V
SCALE: 1 "=20' • Mi. •o • i w~
ALL UNSTABLE SEDIMENT LIQUID IN TRAP AND SURROUNDING rjr
AREA.
ION SWALE 3.) BACKFILL PER GEOTECHNICAL RECOMMENDATIONS AND PRQPOSED
MINIMUM REQUIRED DENSITY TESTED USING PROCTOR METHOD. PERMANENT DIVERSION SWALE J
1~' rim w
ERTED 4.) SMOOTH THE AREA, IMPLEMENT PERMANENT SWALE AND
BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
f ~
• ~ / 5
N 1 REVIEW. DRAWiNG5 NOT FOR CONSTRUCTION
1 - { Date: 10 AUG 2007
r / / ~ $ L$ - -f- - ~ •Zr s~r#~ ~
w
r LS#5 ~ o ~ o / 1
Ode 1l~~rn
1_ ~ - 499. - • ~ ` ~ ~ i~M~// ~g6 i , G2•-270•
Job f
~ ~ ~ Asheville, NC ova
wr ~ . = ,~J~/ ~ ~ ~ 828-253-2796 9G
' 7 S` 0 Charlotte, NC ~Q ~ / ~ 704-895-905 c 51
` , = 0 Greenev~ite, 7N ~ 423-639-027 CN 71
D - ~j \ i ~ ~ ~ Knoxville, TN ~ 865-5.46-5800 1 UU
...f.. • ,yam--~--• ~ f ~ Lexmgtan, KY Y
~ j ~ / ~ 859-27 I - 1483 53 EROSION
~ ~~i ~ ~ ~ ~ ~ Middlesboro, KY K CONTROL
~ ~ / ~ 606-248-6600 DO
www_vauahnmr~Jtnn _rnm n _t-nm DETAILS
s
copyriynx o 2003 All Rights Reserved I f
22c CONSTRUCTION SEQUENCE FOR PD # SCALE: 1 "=20'
#6A 22a CO CON.STRUCTION SEQUENCE FOR PD X10
SCALE: t"=20'
OF
E
6

-Soo
o
r

B GENERAL tJQTES: 1. VALVE 80X SHALL NOT CONiTACT 3. VALVE BQX ADJUSTMENT MUST BE.DONE BY A0~li1S11NG/RAISING
CA5T IRON RING & COVER 3/4" COPPER PIPE INSTA T7PE 'K' SOFT 8Y O1 .~tiR MFT~ A ,z- INSTAI 1 FI1 WA't'~R MAIN OR VALVE. 1'HE 70P SECTION OF THE EXISTING AO.NJSTABLE SCREW-TYPE
8Y O7H£RS VARIES 2. YAIVE PAD REQt1iREt~ENTS VALVE BOX Td g2ADE Oft BY INSTALLING A NEW VALVE BOX SHALL NOT 8E ,4PPLICABLE TAP SECTION. THE USE OF PAVING RINGS OR ADJUSTING C.1. r k
A FOR IMPROVED PAVED SURFACES. ~~S IS NOT ALLQWED.
FlRE H
COVER TYp1 A FlNI H D G D I U A~~IREAS ~
WA ETER ~ ?F(REAOEO Bf2 12 MIN. LENG r ~ WATER. ME?ER B AMR AS5EMBLY 10E0 Bf2ASS NiPPI.E UN. LENGTH
Luther E. Smith
ME?ER BOX ~ONCREIE~ PA~ ~ Associates, P.A;
1'-8' 1~IIN. 2'-0' MAX. ~ FlNIS~-IED GRADE LAND PLANNING
OPfNNVG PLAN RDJUSTABI.E LANDSCAPE ARCHrTECTURE
V V V ASSEMBLY - ~ • R• r. ~s,•"w top s~cnt~v 129 Third Avenue West
i N07E: AMR ASSEMBL CAST IRON RING k COVER MIN WEIGHT 54 LBS. 2y ~~2• ~ ~ Hendersonville, NC 28792
24' X 24' X 6" CONCRETE PAO (828) 697--2307
'r 21/4ir VALVE B D w w~i4 6• i1fXQ w ~,-O~ 3~ - 0" CRE PAO MAXIMUM (828) 697--8458 Fox I sadesignObellsou th. net
i _~1. 24' MAX. M1NlMUM VALVE BOX
5 3~8~ 1 1/4' COVER
ri 18" X 30" P.V.C. SlRAlGHT YQKE t t/4- VALVE `I.QCKABLE) 1~ .375" t~N. 3'-6" AiIN. 6' GATE V ~N. RESTKAINED INIT 'T£ 24" ~7 STONE ~wT -r£~• sra~oaRU v~..+~
0.375" MIN. AT YOKt lNi.ET. WALL 1NICKNESS 80X-80TI'OWI DIMJ GATE VALVE 24" MAXIMUM SEC710N COMPAC'CED BACKFlLL
. 30• METER 2~' ~ ~EPCR~ VVEO~~ 12" 1VE0 DUAL ~
VALNF
a~a t
12' 1 2• . ' 6. CABC BEDDING SU
SECTION BB D.1. CL. 350 Y~IAIER UP1E V ~dAlN VALUE BoX X
TM~~o N4iES: 1. 1HIS DETAi~ WILL APPLY TO ALL OOIdESTtC APPR~~ 1~ MIN WA1ER SERwCE ~R7W5fERS AS DESCRIBEb tN f YOKE BAR H~TO EXA ND IU E METER BOX Cr 0
Y MIN. LEPtGT}t. pppqp~p~g 1PPRONED EXPANSION MEGIriCUG-OREI~VT OEIACE
7HE 7ECHNlCAL SPEgFlCAiIONS AtJD SHOWN ~i7 WASHED STOME C~ONNE~~'li ON 7HE ENgNEERING pRANANGS. :ONNEC?ION HYD~ANT~7EE~J OR RJ OR
3/4" SERVICE SADDLE 2"X4'X8" BRICK 2. NE.L h1ET£R SERVICE FlTlit~tGS AND Wf7H C~tPORAitON STOP p 90' SPAgNG BRICK AgNG
APPURiERENCES IN CONTACT NA'M WATER sHat.~ e~ iEn~ i'rnE ~ooucts. SECTION AA APPROVED RESTRAINT DEVICE
MEGALUG OR EQUAL
~5 16 1?
C---10 5/8" WATER METER 60X C---10 FARE HYDRANT INSTALLATION C--10 ~'ypECAL VALVE & VALVE BOX INSTALLATION /ADJUSTMENT
GRASS STRIP METER BOX ~
(1ND1N VARIES) ~ ~xisnNC oR
CONCRETE CURB AND 24" g~ SIpEWAUC 6 cP,~rROao~sEO ~ FlNISHED GRADE METER BOX AND COVER
t~11'IER MIN MIN (yhp~}{ VARIES) MIN VER
FINISHED GRADE ~h1E0 ` >E
ROADWAY ~ ~ , r:.: _ ; • -SIDE
" ` ~ ~ 24" ' SERVICE UN RVICE UNE
MIN (INSTALLER BY 0 PVC SDR-21 SLEEVE NOTES: .Ep BY OTHERS) ~ o•
~ • e CLOSE NIPPLE PPLE HROOM
WATER UNE ~I V~ENTMUSHROOM
3/4" TYPE "K' SOFT PVC EVE SHA COPPER PIPE OF S E11HER Slp WATER M,41N p1fC SI.EEYE 01AM t ~ y 'VE SHALL EXTEND A MINIMUM r 1 UNOISIUR$EO ~ BALL VAi.VE INSIDE r EAR?H THE BOX EITHER BASS VALVERELEASE ASE
THER SIpE OF SIDEWALK. HORIZO~ETAL OR VERTICAL N QP~
. ; .YE 01AMETER SHALL 9E AT "~;T ~2" LARGER '1HAN THE OUTSIDE z
ELEVATION VIEW oi~E~ ~ TM t OF 'tHE COPPER SERVICE LINE. cr_ Tvp~re,~ ADAPTER r- _ 0
SLEEVE RfQtitREM tfQUtREMENT APPICABLE TO ALl I ~ PING SLEEVE COVER
SERVECE UNES IN BAgC OF CURB 3 SIDEWALKS. REGA ~ MINIMUM f.ENG7H UNES INSTALLED UNDERNEATH 'S. REGARDLESS OF St2E. wA'[ER uNE Main
6' WASHED ~ UNOER AIR WASHED STONE 0
SHALL BE 12 IN TAPPING SADDLE do E 12GMTMI(~iES (12') NIPPLE ED UNIFORMLY UPWARD Va-~ DER AIR RELEASE L LVE
_ CORPOtiA710N STOP PNC SDR-21 SLEEVE NOTES: w~
VALVE t. TAPPING SLEEVE IMLL BE CORPORATION S70P V) z
Z SERVICE U(~ ~ !INSTALLED BY O `ROADWAY ~ _ ~ MUEItER ~{FI-615 OR RVICE UNE APPROVED E4UAL.
.~D BY OTHERS, TAPPING SADDLE 0
..,.J 2. APPROVED RESIDENT SEAT TAPPING VALVE. 0 2"X4"XS" 9RICKS 0.90' Sf'AClN6 1 z
t n~tt~wEO eRass J 4'~ 7YPE ~K~ .SOfT i BRASS NIPPLE WATER MAIN 0
PIPE (~(j 3. SOUD CONCRETE OR BRIgC o `p~ BIOgCtNG VIM1LL 8E USED AS
WATER METER 80X :TER 80X U U FOQ'fING FOFt DUCTILE If20M PIPE E
~ WATEi2 LINE 4. AEL FlT'fiNGS IWD APPURTENANCES CES N07ES: D
SHAM 8E RES7RAINEO AS PER IN ~N 1. PIPE AND Fl711NGS SIZE SHALL MATCH TfiE SIZE 2. REFER TO STANDARD DETAIL FdR cic
SIEEVEAfNED UEU aF THRUST 81.OQUNG SPEgFICA710NS ~ 11~ PROPQSfD NR RELEASE VALVE TO 8E METER BOX SPECIFlGAliONS. INSTALLED. LL
PLAN MEIN 0
z
18 19 2~ C?
C-10 Typ~CAl WATEtt METER tNSTAUATfON C--10 TAPPING SLEEVE AND VALVE ASSEMBLY C-10 STANDARD AiR RELEASE VALVE INSTALLATION
ftVIE / DRAMN08
NOT FOK CONSTRUCTION Date: 27 APRIL 20037
0~/v n
•
0 Date: prawn By. 02.23-•2007 RRT
Job No: Checked By.
30620-23 SMH
Asheville,. NC Revisions
~ 8 v ~ o 4 0 8 v 828--253-2796
9 Charlotte, NC
704-895-9051
J 0 Greeneville, TN
423-639-027 !
G O r 0 Knoxville, TN
865-54G -5800
0 Lexington, KY WA R
8 859-27 l - 1483
n Middiesboro, KY 'DETAILS
GOO-248-GG00
www C All www.vaucjhnmdtc>n.com
4 Copyright 0 2003
W z All K6jht.5 Reserved
S
ti c 1 0
cw .i

143
TYPICAL FlNtShtED GRADE SHEE7Ep OPEN
IN UNPAVED AREAS ~ f SHEETED OPEN TRENCH TRENCH TRENCH 1RENCH T~..-~~ TABLE OF "A" DIMENSIONS (1N FEET) A R~COMMEPIDED MINIMUM RESTAINED LENGTFt REQUIRED EITHER 51DE OF F1Ti'IPIG. ( ~ A/2 A/2 ~~pISTURBEQ FlTTING TYPE SIZE I~IORKING PRE ~iii~Tiii, ~,~i~iii~i~ EARTH 125 ~ 150 LENGTH REQUIRED ~~3~'~ ITTING' FEET t
(M- PPRESSURE PSI
BACKFILL MATERIAL BACKFlLL MA7~RIAL 1150-1175 200
6~UFTS~O IN 6~ UFTS p W ~ 6 1.2 ~ CONCRETE HORIZ. 11 1 4 DEG. 6 W 4
~ PRESSURE GAUGE 24 X 24 X 6 4000 PSI " CONCRETE PAO GAUGE 4 M 4 MA 2 MA a~i~~ 8 1.6 q 1 7
NEW WATER UNE 10 2.0 Y'.;'. ~ • ~ HORIZ 22 1 2 DEG. 6 z Luther E. Smith
GATE VALVE HACKFiII MATERIAL BACKFlLL MAlERlAI d.N 8 1 ~2 z.4 1~~ 2 4 2 1~ & Associates, P.A.
3~U 7S~ IN ti`t` ~P~ D 1P1 i REDUCER 8 X 4 j~ 10 XS 14 . 2 LANDSCAPE ARCHITECTURE
BALL VALVE C~ONS~fRUC SHALL BE ~IS7RUCiiON OF 'IRENC#1ES NOTES: t Xi0 14
IALL BE IN ACCORDANCE H IZ 45 DEG. 6 :•:9 • TH TliE LATEST OSHA 1. ALL Fl711NGS MUST 8E RESiRAtNEO AS 8 :•:20•:• :•24:? : :GUUITIONS. CONTRACTOR 5PECIflED IN THE STANDARD SPECIFICAl10NS ~p ;•2 ;.;3 . IALL 8E RESPOSIBI~ FOR /WO DE'fAiLS MANUAL. TEE DEAD END 6 6•:•: r:•.: MAPUANCE YN7}i ALL 8 4;.;. q. =•=1 2:? ? 129 Third Avenue West 24•' 028" ' Hendersonville. NC
UNpiSiURBEO UNOIS'TURBEQ 6' ~"TM TME ~RTM REa~u~Tio sHnu eE STANQARp EXCAVATION OVERCUT EXCAVATION APPUCA9L NOTE: . 0'30 " 40 .••.....35 2879-22
(828) 697--2307 :4 48
b 'PUCA9LE REGUlA7lONS. DIMEN510N TABLE gYEN IS A fUIDE ONLY. 70 ENGINEER SHALL BE RESPONSiBi~ TOP VIEW 1EE TO BE CALCUWlED O BOULDEt2S OR STONES 70 CALCULATE THRUST BLOCK f31MEN5fONS BY CASE 6ASIS. 5 ? [phone] 'F'ax LATED ON A CASE [e-mail]
BEU. HOLES NQT SHOWN SIiEE'fED ppEN HO BOULD SHEE7E0 OPEN ~E~~ IN EXCESS EXCESS Of 4" IN SIZE AND/OR BASED ON RESTRAINED LENGIN 90 DEG. VERT. BENDS TO BE CALCUi.ATED 01 IALL BE USED AS PART ACTUAL SOIL AND OPERATING PRESSURE BY CASE BASyS. ?1S.
TRENCH TRENCH SHALL BE OF THE INI BACKFILL MAl'fRtAl. LATED ON A CASE 3S.
THE INITIAL BACKFlLL. CONOI110NS.
NEYV WATER UNE BACKFli.L MATERIAL COMPACTED IN - - PIPE BEDDI ~ 3. FlT11NG JOINTS SHALL BE KEPT CONCRETE COMPAC'iE0 = 1 JOINT EQUIVALENT E BEDDING MATERIAL THitUST BLOCK EARTH VALENT
S1T2AINER TAPPED PLUG COMPACTED IN ;`j~~" ~ T.*;1~"uw:_::-.: 6' UFTS '~'x~'''"~ SHALL BE 6 LIFTS 4 M 2 ~~4'~Mi0.X`.mµ~ 2 M STONE. TALL BE ~ 57 WASHED FREE OF CONCRETE. A LAYER OF Q = 2 JOINTS ECXIIVALENT ONE. POl,YE1HYkInfE PLnS'~C SWALL SE ~ i i, } ~-I~~ ~ t~iL=! t G Q~ 3 JOtN75 EQt11VALENT DIVALENT
:12 MI - 6 Ml PLACED 8ET4VEEN TiiE Fli'TING I I- •.t i ~ ~ i t~.;~.~ -t ~ t . ~t JIVALENT 1IVALENT
EXI571NG WATER UN£ WATER METER MIN 2` 0 PUMPS 2 i ~ IN - - _ Y AND THE CONCRETE. .`~.;.,,:''::~:~I ~ ~ 4 JO{NTS EQUIVALENT j ail
SPRING LINE OF P{P ~ SPRING LINE OF PIPE - ~ ~r 4. PRE-CAST THRUST BLOCKS ~ q 'Q
Notes. ARE NOT-ACCEPTABLE. ~ ^ y
1. PRIOR TQ CONNECTING TO 1HE EXISTING WATERLINE. i~iE NEW WATER LINE NALL BE PRESSURE TESTED. D1SfNFECT A CLEAR WAT£R SAMPLE OBTAINED. Mt WASHED STONE ~ ISfNFECTED AND WASHED STONE EMBEDMENT 5. CONCRETE SHALL HAVE 4000 P.S.I. I ~ ; ail COMPRESSIVE S'iRENGTH. i_L..,•;•-:;•,',-:,;-~~"•'~~`~
EMBEDIAENT a E~TM R8~ ADDITIONAL WASHED a O
2. ALL WATER FOR FILLING AND FLUSHING OF NEW WATER LINE WILL BE DRAWN THROUGH THE REOUC~O PRESSt1RE ZONE ASSEMBLY. STONE FOR UNDERCUT EXCAVA710N ONLY AS ~E ~ UNDISTURBED z
3. THE COSTS FOR PROVIDMG REDUCED PRESSURE ZONE ASSEMBLY AND SLEEVE NECESSARY END VIEW
FOR FlNAL CONNECTION WILL BE INCIDENTAL i'0 THE-WATER LINE ENSTALLATiON. STANQ~RD _~XCAYATION DIRECTED BY ENGINEER ~
4. CQNIRACTOR Nfl1.L BE REQU1RfD TO HAVE 1NA'tER METER 'TESTED YO MEET ACCURACY STANDARDS OF' AWWA C70 CIN OF AS'FIEHILLE WATER MAINTENANCE DIVISION ANNUALLY. METER MUST BEAR A CERTtFICATION TAG AT ALL NVA C700. BY THE !N WET CONDITIONS UNOISiURBEQ AT ALL 11MES. E"RTM t,,~NDERC~T EXCAVATi01~ TYPICAL THRUST BLOCK FAR TEES
EN UNSTAB~.SO1~S TYPES N?S
2 ~ NEW WATER LINE PRESSURE TEST' 22 23 THRUST BLOCK FAR TEES ~ RESTRAINING
C-1 gACKFLOW PREVENTION ASSEMBLY c-1 TYPICAL TRENCH DETAlL C-1 REQUIRMENTS FAR OTMER FITTINGS
R~ST4RE STREAM
BAMKS TO ORIGINAL NA71VE STON£ GRADE OR CLASS "B`
PIPE SIZE NOMINAL DIAMETER IN INCHES 6 8 iQ 12 16 24 RIP RAP
A DIMEN. (N FEET 1.2 1.6 20 2.4 2.8 4.5
VARIES 1111 WATER LEVEL
RETAINER G 2A MEGA-U1G 0 CONCRETE THRUST APPRbVED E LAST IN-LINE GATE VAI.NE g~pq~ 'q* 1RENCN NADTH 41NER GLAND II FlLTER FABRIC A-U1G OR MIRAFl 140N OR
RbVED EWAL EQt1AL
OR BUTTERFLY VALVE PLUS PIPE OtAMETER PLUS 1.0 FOOT 3~4. WITH MEGA-(.UG OR EITHER SIDE (GAW APPROVED EQUAL BiTUMI
3/4" ?HREADED ROD ~ (GAWANIZEO OR
BITUMINOUS COATED)
i ~ a ~~~1 ~ "A' MEGiW1G OR EQUN.
RIP RAP z
DIMJ PLUG a • M, u N Itl~ 14_........ 0
I I~ I 1 I I 11.=t I I I I i! I I tom! I~ ! ~=i iii i ice! 1=1 I I.~I 11=1(I - I I 1= I i i~ i i 1 I I , I__~.~ I 1 I I~< ~ I` l~ ~ ~ ~ ~ ~ il! OUCTItF IRON PIPE
I I 6' MIN. O CL
t ~ ' ~
_..ti~ UNDiSTURBEb EAR'iH /IPPROYF~ RESiRNNT OENCE MEGALUfa OR EQUAL
DNE (1) JUINT OF DUCTFLE IRON PIPE VARIES NOTE5: W z
S12E VARFES 1. CONTRACTOR M RESTORE STREAM NATIVE STONE i.EAST 3 JOINTS ICTOR MUSt RESTRAIN AT 3 JOINTS EITHER SIDE OF
BANKS 70 ORIgNAI~ OR CLASS "8' ~I?iE LAST VERTI ST VERTICAL 6END OR AS NSE SPEC~FlED BY THE O
GRADE RIP RAA OiHERNASE SPE FILER FABRIC ~GINEER. ~2. z
f. ALL FlT7INGS MUST BE RESTRAINED AS 3. FlTIING JOINTS SHALL BE KEPT MlRAFl 140N DR gpPROVED RES EQUAL. INtXUDE RE7AM E~ I ~ ~ ANDG ES'FR~AINT qn ~i JED RESTRAINING DEVICES RE7AMING GLANDS 0
SP~L~FlEb IN 7HE S7ANDARO SPECIFICATIONS ~ A LAYER OF UGS). FlELD LOCK GASKETS
ANO DETAILS MANUAL POLYETHYUNE PtASTiC SHAD. 8E PLACED 8EIWEEN THE FITTING 2' MIN, BY APPROVED TRENCH WALLS II :S'FRAINT SYSTEMS, PROVIDED ~ROYED PIPE MANUFACTURERS. Z
2 OiMENS10N 7ABtE GIVEN 15 A GUlOE AND THE CONCRETE. ONLY. ENG{NEER SHALL BE a
RESPONSIBLE TO CALCULATE THRUST 4. CONIRAC70R HAS THE OPTION TO ~O PIPE DIA. cr
840CK DIM£N~ONS BASED ON RESTRAIN PIPE JOINTS AS PER TABLE ACTUAL SOIL AND- OPERATING !N STD• DETAIL 6.13 !N UEU OF rAe~ LL
CONCRETE DEADMAN & RODDING. • CLA$$ "A"~ 6' MIN. O
IMP-RAP DUCTILE IRON PIPE z
O
24 25 CREEK CROSSING
c- ~ END OF LINE PLUG C-11 BELOW CREEK QOTTOM
6'-0' MINIMUM
RF-VIEW DRAWNC5
C~tCf MANHOLE STEPS r-^ PRECAST 6' DlA. C~tCf2E7E MAPtNOIE [NOT FOR CON5TRUCTION ate: 27 APR L 2037
" ' 2" PRESSURE a REUUpMG VALVE 24" MANHOLE ACCESS
4" PRESSURE
4" GA?E VALVE ~~CaNG s. _ 4' GATE YALYE
2" BALL VALVE 2' BALL W1LVE 2' BALL VALVE 2" BALL VALVE

GATE VALVE ~ ; • • . ' ~ i GAiE VALVE
j o 0
~ • A V • s
~t .4 J GATE VALVE O
• i8~ •s GATE vAI.VE PIPE SUPPORTS
2" BALL VALVE
c~ 4' GATE VANE iri 2' PRESSIfRE R£LIEf VALVE
r 2" PIPE TO DAYLIGHT Dote: Drown By.
4` PRESSURE REDUCING VALVE 4" GAiE ~4" GAiE VALLE 02-23-2007 RRT
(12~) # 57 STONE FOUNDAl10N MANHOLE STEP P )LE STEPS Job No: Chocked By.
30620--23 SHAH
No~su~ Revisions
A.Meville, NC
~ 8 O 7 D 4 ~ 8 O 828--2 53-2796
J 0 Charlotte, NC
F 04-895--9051
13 Greeneville, TN
~ _ 26 423-G39+0271
~ c- ~ PRESSURE REDUCING VALVE Knoxville, TN
8 A 1 exington, KY WA R DETAILS
859-271--1483
D www Co Middlesboro, KY
606-2484600
www.vaughnmel ton.com
z S CoWiojht 0 2003
A All All P.-jghts served
OF ~
~

1
tt ~r±'-^'rf~' a4 rY~''a"1
•.+7s'JR ALn`L.~~'7ji~,`•#Za'ill'fr l ~ fi ar ,7 .i i a.- v1 1
FLEXIBLE MANHO LE PIPE EMBEDM~IT PIPE ErvfBEDMENT MANHOLE He~cHr of IGHT OF STACK TO BASED ON 1p0 YEAR. ~LOQD ELEVATION ~ ~p T~ ~ 1~"MIN. Luther E. Smith
MATERIAL SU :EVE OR MATERIAL ENTRANCE . ~2.0 FEET FEET + 100 YEAR FLdOD ELEVAtION (6.0 FEET AAlNIMUM) ~c Associates, P.A.
t JOINT ~ • p . ~ , ~ INlSHEO GRADE LAND PLANNING
w FOR LANDSCAPED ~ ~ ~ MANhEOLE LOCATIONS c~'~'~'~ > ~ LANDSCAPE ARCHITECTURE
~ ~ ~ ' d SCREEN VENT OPENING WATER TIGHT LOCKING ~ v O 129 Third Avenue West Hendersonville, NC
~.a , a•. 4 a CAST IRAN FRAME & COVER U o d 28792
n'+ ~ 4 4" STAINLESS STEEL COUNTERSUNK PLUG a J FlNiSM GRADE FOR NON- ~ o U (828) 697--2347
O. NO SERVICE TO 8E VENT PIPE CONNECTED tN THIS QUADRANT ' . LANDSCAPED LOCAT10N5- PLACE a (828) 697--8458 Fox lsodesignObellsou th. net
UNDISTURBED - ..a . p • p~ ~'~I ' 4 s ~ CAST OR CORE HOLE tul.H. RING AND COVER F1USH ~ ~ o ~ e • • , . ~ WITH GRADE tN LANDSCAPED ~ a
4,! ti, ~ ,0 9 a ° ~ FOR VENT PIPE • ' s ' AREAS AND ALONG RpAD ? ~ Q
a 9 q ~ q,~ CAST IRON FRAME & CQVER . A ' , : ~ SEWER SERVICE ~ i ~ o' • oo SHOULDERS ~ ~ p d : ef~ li f-
~ I • p a a A /r s'
f p o ` , ' ° 3/8"x3° FLAT BAR (S.S.) M BRACKET SHOP WELDED IA ~ •p .
BRICK . a G ADJUSTMENT , - o a a 3 n TO VENT w/ 2 5/8"0IA.x4" ~ • , ' ;e ~ ~ k ~ Q
, .0 ~ ~ ~ ' ~ •0 ~ ~ 4 ~ O _.r..r _ _ ANCHOR BOLTS (TYPO 2) •
CENTERLIN dF , a . MANHOLE E p d. 4 INLET PIPING IS . ~ STEPS 4NH0l.E ' STEPS FLOW :I° ' M MANWOI.E STEPS ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a~'. o°o°o°~°o°o° °o°o°o°o ~ 3 IaL~ w o°o°o°o°o o°o°o o°o°o ~ ~ ODODO~p OQODP fl0~0~0~0 = ~ -+N O~O~O~OpO O~O~O Up0~0~0 -
o ~ 'r. 4 - ~ , ~ ~ ~ NoT Au.owEQ IN ~ • • - . . 4 ti i • ; v, a, ~ ~O~OQU~O O~O~O O~O~O~OQ s~ ~ O~Q~OQO~O Q~Q~O q~Q~q~O~ O O O O O O O O O O O O O O O O O O 4 0 0 0
a ~ EITH R QUADRANT p . • , a . ~ ' .I ` , ~ ~ p 3 . .Q ~ . • 4 ADJOINING THE MANHOLE p PLAN ° 4 1 /2" DIA. x 1 /4" S.S. PLATE , . a ? y O~O~O~O~O d~O~Q 06~0~0~0 0~0~4pOp0 OQOpO O~O~O~Op
•Q , ~ , D QUTLET. ~ . 'a A WELDED TO BOTTOM OF PIPE e- 7~" MIN. 9 MAX it 0
0 ~ ~ ~ MANHOLE STEP ~ a 1 bti a' ~ •~~a 13~" MlN. - 15~' MAX. "MIN. WASHED
'o ~ ~ SEWER SERVICE O 2.00? STONE BA5E
''0 4! 4 'a •o .
U SEA A ~ . DETAIL ~ CONSTRUCT SERVICE UNE A7 a 3/4 0{A. OF SEWER MAIN ~ ~i S'fANOARD MANHQi.E
~ M Q A p ~ . N • OR HIGHER e ' ;a
WZ ' u W ~ . , 4 d ~ U ~ ~ •P ~
MINIMUM ° ~ Q ~ , : ; t , . GROUT ~ . > a Q U INSIDE ° . • s
• , cn ~ ' ~ 4 ' 2 ROPES ~ ~ ~ . JOINT • ; ~ a - , BUTYL ~r~ ~ .
- w ;a o p ~ wz ' , ~ .RUBBER ~O` A~ ~
' ~ v Q a ~ SEALANT ¢ ~ , Q ~ o ~ Q• a a a• e• s"o o~ I ~ s-~. ~ ~ SEE ADDITIONAL DETAIL FOR
' , U ~ p U ~ e ~ y > a. OFFSET (EXTENSION) OF VENT . PIPE
FLEXIB ~ • ~ cn • , ' d ' ~ c QQ ,a MANHO E a Q i•
U SLEEVE OR a C9 ~ o0 WV) + ENTRANCE ~ . ~ i ~ a . 4.
JOINT ~ ~ ~ a fs ~ : SECTION ~f
~ . PIPE ~MeEOMENr TR N MATERIAL
wl H r . ; . ~ + t
- . ~ u ~
~ P • d • 1 ~ , i. ! , ~ • ~ ~ a p'• ~ •
r • p , MINIMUM WEIGHT CHART 1. ALL SANITARY SEWER CLEAN OUT BOXES AND
8 PI E EMBEDMENT . MATERIAL NOTES: COVERS SHALL BE MANUFACTURED FROM GRAY MIN. WEIGHT-LBS. IRON (CAST IRON) MEE'RNG THE REQUIREMENTS COVER 25
1. 4" VENT PIPE, STRAPS AND ANCHOR BOLTS SHALL BE STAI~lLESS STEEL t BOLTS OF AWWA C110 AND ASTM A536. ASE 40
NDISTURBED PIPE EMF3EEQMENT MATERIAL TOTAL UNIT 65
~D't"`TIf1Al A ~ A 2. MANHOLE STEPS TO BE VERIICAU.Y IN UNE UI17Ll '0fwt~fCOT /V IT1° CAD OIOC 1Q~ wwt11 1 CC IN UNE .~n ~ r~~
.~~v ~ ~v~r n n nr vcr~ ~ var ~ r vr~ 1-11"L. ~v ~~~v a.c.a. OVER 78" TO BE LOCATED IN UNE WITH ITV 4.f..7d. ~nn~
NOTE: BENCH.
MANHOLE STEPS TO BE VERTICALLY IN LINE 1NlTH "INVERT OUT' FOR PIPE 18" AND LESS. OVER 1$" U" a.
TO 8~ LOCATED IN 1JNE WITH BENgi. N a
~8 SERVrCE CONNECTIONS 29 STANDAR c- ~ AT MANHO~.ES c- ~ 2 WITH VEN ONE PIECE RUBBER GASKET
Z~ )ARD MANHOLE 30 CLEANOUT BOX
~ 5Ti4N0ARD MANHOLE VENTE~3 51`ACK c- ~
0
z
(REQU~REp WHEN SUBJECT p . 0
STANDARD RING AND COVER 0 TO INUNDATION}
NOTE: ALL CASTINGS SHALL BE PENTA HEADED S.S. CAM LOCK w z
MANUFACTURED IN THE USA 5/8"tb LIFTING BAR (TYP.} 0
5/B"~ UFi1NG 8AR (7YP.) o~ •
t.,. ~ r i'~~~ag~ ,K~,ti~y F~ j-- LL
COVER o s~ ~ o 0 0
COVER o ~ SPRY ~ o NOTE: ALL CASTINGS SWALL BE z
MANiJFACTURED IN THE USA
5/8"m LIFTING BRR (TYP.) PENTA HEAQEQ S.S. CAM LOCK (IF REQUIRED) 4" FLEXl6LE SADDLE N. C. (OFw/HPI or equal)
N. C. 5/8"0 LIFTING 8AR (TYf~.)
CONCRETE ANCHOR 80LTS (IF REQiJlRED) CONCRETE ANCHOR 60LTS (IF RE4U1RE0)
WATERTIGHT RING ANQ COVER LOCKING ~-~W -r•r~...... Exisnn~c sEw~R
MATCH FRA~nE TO EwST~NG 2,_0,• MATCH FRAME TO EXISTING
GRADE FOR LANpSCAPED LOCATlQNS GRADE FOR LANDSCAPED LOCA110NS
STAINLESS STEEL CLAMP.TYP.
~N~ PAVEMENT REVIEW DRAWlNGV NOT FOR CONSTRUCTION
v~N Date: 27 APRIL 2007
ao ~ z Z~Xt~4~ BUTYL. 2~%1~~4~ BUnL
~
CONCR~7E ANCHOR 80LT CONCRETE ANCHOR BOLT
PRECAST MANFfOIE FOUR (4) MIN. PRECAST MANHOLE FOUR (4) MIN. 45.0000' 45.0000'
FRAME SET IN NON--ROADWAY LQCATION FRAME SET IN NON-ROADWAY LOCATION SEE SERVICE >ERYICE CONNECTION DETAIL ' ~ eta ii7 W ~y9h law` M 4lT
MACHINED SURF S--
MACHINED SURFACES w • • w r? • • s • • tit •
1" MAX NOTE: O R~
1" MAX. THtS DETAIL TO BE t SEWER MAINS 12 INC PAVEMENT f0 BE USED f01~ TAPS ON EXISTING • ~ Y••000•d0 J".~~~,y:.i vI ~ i ~ ~ !-may `
AVEMENT 12 'INCHES IN DIAMETER AND LESS.
GROUT t ' -i 12"(MAX.} GROUT t 2" MAX.
~ ' ~ ~ % % ----3 BRICKS (MAX.) • ° 'o • • JSE ON NEW CONSTRUCTION.
BRICK %r%~% ~ GROUT ~---3 LAYERS (MAX. NOT FAR USE BRICK r~;.i~ . ; ~ ~ GROUT Date: Drawn By.
• ~ ~'r "~`"---PRECAST CONCRETE GRADE RING RING ~ ~ ~ 2"x1 /4" BUTYL a 02--23--2007 RRT
PRECAST CONCRETE GRADE RING ~ A5 828 ~ Cha Job No: Checked By.
30620-23 SMH
PRECAST MANHOLE Asheville, NC Revisions
9 PRECAST MANNOL.E 828-253-2796
704 Gre ~ 423 ~ 1Cn 865 ~ L.ex 859 0 Mudd Charlotte, NC ' 704-895-9051
~ FRAME SET ~N ROADWAY LOCATION J
FRAME SET IN ROADWAY LOCATION Greeneville, TN 423-039-0271
N
NOTE: WHERE M.ii. IS IPI ROAD SHOULDER NOTE: WATERTIGHT FRAME & COVER Knoxville, TN 865-546-5800
AND ROAD DOES NOT HA1lE CURB AND REQt71RED IN FLQODPLAIN OR 1NHEN Lexm ton KY SANITARY
GUTTER, DO N07 USE ANCHOR 80LT5 IN FRAME. SPECIFlEO ON PLANS 859-271-1483
SEUW"1r6pR MiJcllesbor o, KY
/"'1 ~z~ ~nc CnC-P, fi%.C4 n . nC" A II Q
32 WATERTIGHT MANHOLE FRAME & COVER IQ:J 12
I c~t STANDARD MANHOLE FRAME & COVER E TAPPING ING SADDLE .vau wm.vaucghnmeJton. r,0am
c-i Copyri All Wg Copyright a 2003 All Rights Reserved
s
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i~.a ~y4''3~~ ~'r t 1T.19r \k } ~C} 41
NOTES: NOIES:
1. VYYE eONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION. 1. WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUC110N.
2. FORCE MAINS CARRING DOMESTIC WASTEWATER FROM SANITARY 2. FORCE MA1N5 CARRING DOIalES11C WAS'iEWATER FROM SANITARY BACKFILL IN lY LIFTS & COMPACT TO 9296 STANDARD.
CONVENIENCES WITHIN A SINGLE BtJIlD1NG~ MAY BE CONNEC'fE0 CONVENIENCES WITHIN A 51NGLE BUILDING, MAY SE CONNECTED BACKFlLL iN 6" LIFTS do (X3MPACT TO 95X STAN~ARO
TO A 4" g2AV~TY SERVECE LINE PROVIDED THAT GRAVITY FLAW WILL BE MAINTAINED DURING PROPOSED MAXIMUM DISCHARGE RATE TO A 4" GRAVITY SERVICE UNE PROVIDED THAT GRAVITY FLOW WILL BE MAINTAINED DURING PROPOSED MAXII~AUM DISCHARGE RATE ~ wftEN IN PAVED AREAS OR ON ROnQwAY SHOULDERS. Luther E. Smith
FOR THE GRtNOER OR EFFLUENT PUMP(S). FOR THE GRINDER OR EFFLUENT PUMP(S). UNDISTURBED EARTH & Associates, P.A.
3. WHERE COVER IS LESS tHAN 3 F7. DUCTILE IRON MUST HE USED. 3. INHERE COVER IS LESS THAN 3 FT. DUCTILE IRON MUST BE USED. LAND PLANNING
4. WHERE DUCTILE IRON tS REQUIRED RISER MAY BF CONSTRUCTED WITH SCH. 40 PVC i 4, WHERE DUC11lE IRON IS REQUIRED RISER MAY 8E C~ISTRUCTED WITH SCH. 40 PVC MANHO ^ 2' MAX. UNLESS OTHERWISE IPIDICATED GLUED CAP CQMPAGTED FlLL LANDSCAPE ARCHITECTURE
MANHOLE j 129 Third Avenue West Hendersonville. NC
r.~ 28792
2' MAX. UNLESS OTHERWISE INDICATED I L + ~ ~ (828) 697--2347 (828) 697--8458 Fox
COUNTERSUNK PVC Pi~UG ~ COUNTERSUNK PVC PWG I I Ii lsadesignObellsoutn. net
~ 1-
/ N /
j
F -i_ - ~ i ~ + ~ PIPE SPRING LINE MIN.} ~ (MIN.) / BACKFlLL
o c~~ACVOUr sox
• CLEANOUT BOX ~ ~ INSTALLED ON 8" OF ( ~ EXISTING GRADE
INSTALLED ON 8" OF ( ~ COMPACTED PIPE p COMPACTED P{PE W v EMBEDMENT MATERIALS ' z ~ PIPE ~ 6'~ WASHED STONE EMBEDMENT C3
EMBEDMENT MATERIALS i J z z ~ ~ N07E: CUT OFF EXTENSION AlL AROUND M.H. BASE MATERIAL Q
~ ~ ~ TO CONNECT HOUSE SERVICE U Z
~ =o f w o (PROVIDE MINIMUM COVER OF SELECT CLEAN FlLL COMPAC'(ED TRENCH FOR PVC PIPE IN 70 95% S?ANDARD PROCTOR t15 DfA. ANO LESS)
tN-LINE WYE ~ ~ ~ ~ 30') AND INSTALL CLEAN-OUT SEWER MAIN PRIOR TO SEWER EXCAVATION o.
1 ~L SECTION OF PIPE WITH GLUED CAP. ~ M M ~ a EL 15' ELEVATION Nor rp scn~E z
BEND ~~RAI CONSTRUCTEb I a
AT 2R GRADE UNLESS OTHERWISE INDICATED. 15' MIN
XCAVATE DITC ~45' BEND TE DITCH AFTER FILL
o a o 0 0 0 0 0 0 0 0 0 0°0°0°0°0°o°o°oQO°o°o° oaoo oo~ooooooooo~ooooo000 0oooooaoo 0 0 0 0 0 N01ES: ~ PVC PIPES REQUIRE X67 WASHED STONE PIPE EMBEDMENT MATERIALS.
Z 3 i 'LUG ~ t ~ ~ 2. WHEN TRENCH lS SUB3ECT TO INUNDATIQN, EMBEDMENT MATERIALS MUST EXTEND
CQNNECT TO EXISTING SEWER oa SERVICE Wt7H APPROVED I I ~ ~ TO TOP OF PIPE.
~°q COUPLING" OR INSTALL PVC PLUG ~ ~ 3. NO BOl3LDERS OR STONES WILL BE USED IN INSTAL BACKFtI.L
00o Qooo FOR FUTURE SERVICE. CONNECT 70 EXISTING SEWER M iI-'~1~_
°°o°°o 00000 WHEN REQUIREp BACKFLOW oooaoo °o°o°o ~ NAIVES SHALL BE INSTALLED OH SERVI(~ WITH APPROVED COUPLING" OR iNSTAU. PVC PLUG ~ , I- 4. THIS DETAIL IS VALID FOR PVC SEWER PIPE INSTALLED AT DEPTHS qF UP TO 2Q FEET. T.
UNDISTURBED EARTH PORTION 0~ ~ATERa~ TO 8E MAINTAINED BY PROPERTY OWNER. HER. FOR FUTURE SERVICE. EXfSTING GRApE ~ - WHEN REQUIRED BACKF'i_OW ~
5. PVC PIPE NOT ALLOWED WITH LESS THAN 3'-0" COVER. PROPOSED PIPE
PROVipE STONE BEDD{NG UNDER VALVES SHALL BE INSTALLED ON P~RTtON 0~' LATERAL. TO BE
WYE (OR TAPPING SADDLE} AND pYC REQUIRES 6" BEODtNG MAINTAINED BY PROPERTY OWNER.
BEND SECTION :CTtON
LL LENGTH OF SERVICE TRENCH SNALL BE COMPACTEQ IN 5" LIFTS BALL
z
D
34 ~ITARY SEWER SERIACE 35 SANITARY SENOR SERIACE 36 37
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