20100826 Ver 1_Site Plan_20101007

RE: Mayo River Dam Repair - Final Drawings Page 1 of 1
RE: Mayo River Dam Repair - Final Drawings
[e-mail]
Sent: Thursday, October 07, 2010 1:14 PM
To: Strickland, Bev
BEV,
I have placed a version of the Final Drawings (pdf format) for this project that were approved by the
State Construction Office on a FTP site. You should be receiving an email momentarily with a link to the site.
Please confirm that you received this email and the requested drawings.
Regards,
Amin
Amin Davis
Environmental Review Coordinator
NC DENR, Division of Parks & Recreation, Natural Resources Program
Physical Address: Archdale Building, 512 North Salisbury Street,Raleigh, NC 27604
Mailing Address: MSC 1615, Raleigh, NC 27699
Office: 919-715-7584
Cell: 919-239-3971
http://www.ncsparks.gov
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
A Please consider the environment before printing this e-mail
From: Strickland, Bev
Sent: Thursday, October 07, 2010 12:49 PM
To: [e-mail]
Subject: Mayo River Dam Repair
Mr. Amin,
Please provide a data CD or ftp site with a full size version of the signed plans in TIFF Group 4 format
(black and white, not grayscale or color). If the plans are too large to store in TIFF format, they can be
stored in PDF.
Thanks
Beverly Strickland
Division of Water Quality - Program Development
N.C. Department of Environment and Natural Resources
2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
Phone Vs [phone] or 715-8394
Email Address: Bev. StricklandCncdenr.gov
E-mail correspondence to and from this address may be sicbject to the North Carolina Public Records Law and may be
disclosed to third parties.
https://mail.nc.gov/owa/?ae=Item&t=IPM.Note&id=RgAAAAAAOgPoLNIPQZ06vHVR... 10/7/2010
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INDEX OF DRAWINGS ~1~-'~15-~6~3
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C-100 COVER SHEET - - Pl~~E~PAl~ED BY- -
C-101 PLAN -DAM AND DRAINAGE AREA MEAI~E GU~VIVELL EI~GIIVEEl~IIVG 8C SU~V~EY C-102 PLAN - DAM EXISTING CONDITIONS 19810 ~~EST CATA~~A AVE. SUITE ~~YI~C, ~e Co
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C-103 PLAN - DAM PROPOSED CONDITIONS Q N
C-104 PROFILE - UPPER DAM ~~~N~E~L~US, NOl~T~I CAROLINA ~~0 C-105 PROFILE - LOWER DAM "704-655-'~2~0 '03~ °o
C-106 DETAILS - UPPER DAM RISER DAM AND POND DATA ~ Pay o va;
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1~ O ~ a~V DAM SIZE CLASSIFICATION = SMALL SIZE a~
C-109 DETAILS - TRASH GUARD DAM
REQ C-110 SEEDING SPECIFICATIONS IMP C-111 DETAILS & SPECIFICATIONS DRAT REQUIRED SPILLWAY DESIGN STORM = 50 YEAR ~ o0 o F$a
IMPOUNDED WATER COURSE = UNNAMED TRIBUTARY TO MAYO RIVER Q ° z ~ ~ma W
DRAINAGE AREA = 543 ACRES ~ " ~ W ~T° °0,y°, m
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TH 1. TOPOGRAPHIC AND PHYSICAL CONDITIONS BY MEADE GUNNELL ENGINEERING ST & SURVEYING, NCDOT LIDAR TOPO AND AERIAL TOPOGRAPHY BY MA CARTOGRAPHIC AERIAL MAPPING, INC. DATED MARCH 4, 2006. BA 2. UTILITY LOCATIONS ARE APPROXIMATE, BASED ON LOCATION OF ABOVE WIL GROUND APPURTENANCES. PR
THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT NEW PRIMARY SPI~~WAY ~ ~ ~ U ~~a
STRUCTURES FABRICATED FROM 60-INCH DIAMETER PRECAST CONCRETE - ~
~ Z w E=e MANHOLE RISER SECTIONS AND 36-INCH REINFORCED CONCRETE PIPE
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BARRELS. THE EXISTING CAST IRON PIPE SPI~~WAY BARRELS AND RISERS p ~ o
WI~~ BE REMOVED. 6-INCH RESERVOIR BOTTOM DRAIN VANES WI~~ BE ~ w v °ga
aao PROVIDED WITHIN THE RISER STRUCTURES. ~ Q Era
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3. ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED OUTSIDE 2mv
OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON FEMA MAP JOB NUMBER SHEET NUMBER
NO. 3710792800) EFFECTIVE JULY 3, 2007. 090904 C-100
G:\Projects\090904.220 Mayo River State Park Dam s\dwg\Civil \Mayo River Civil Base.dwg

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~ /,l / ~ v 1 v~ v vA I l l l I ~ RESPONSIBLE FOR THE LOCATION AND ~ U U U U
~ , I, \ ~ 1 \ \ 1 ~ ~ I I PROTECTION OF UTILITIES FOR THE ~
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, ~ I I / / / \ 1 ~ ~ / / / / \ \ I BE INITIATED PRIOR TO ISSUANCE OF ~ ~ O O O I, / / / ~ o ~ i~ / / / ~ v~\ v ~ WRITTEN APPROVAL TO REPAIR FROM
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11 J ~ 1 I ~ 1`_ t'~ ~ /610 ~ BE CLOSED FOR THE IMPOUNDMENT OF W \ \ \ \
~ 1 / ~ ~ \ ~ \ ~ / ~ ~~~_66°' ~ \ \ \ WATER PRIOR TO ISSUANCE OF WRITTEN ~ ~ ~ o N 1 , 11\ V ~ ~ A ~ ~v~/ , I ~A\ 1 ~ ~ APPROVAL TO IMPOUND FROM THE NC ~ ~ ~ ~
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/ I / A o X85 / i - A ~ V ~ o ~ ' j / / - 1 ~~o-'~' 1 ~ I I I I ! I / /.~fj \ l ~ ESTABLISHED ON ALL DISTURBED AREAS
\ ~ / / ~J ~ I / e°` / 670 - / / _ I I I I / .•i / : I ~ • / -h / / / J ! / / ~ / /880 ~ ~ / / \ ~ / / 7g ~ ,.r-v 11 111 ~ 1 1 ~i ~----s3o~~ A IN ACCORDANCE WITH THE PROJECT r
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/ / i / ~ ~ ~ U ll1 /1 / l/ 11 /~,r~l i/!,~ ` i 1 ~ SUITABLE FOR PERMANENT SEEDING. ~ ~ ~ 0.~ ~
1 \ ~ / / / / / / / of ~ / \ I a• / y., ~ / f / / -ter` •'j / { / ~ ~ 11 / ~
~ , - l/ I/ r,/ / , ~ / ~ v _ 6. ALL WORK ASSOCIATED WITH THE REPAIR Q ~ ~ ~ ~ N
\ / ~ / / / / o' / ~ ~ ~ 9ti a°° / / / ~ / /i' SVB ,f / / - ~ ~ ~ I I I I ! ~-'~,',~_,//ll/l/ /lIl l~ ~ I vv`-~ 11 //-v ~ - ; ~ OF THIS DAM IS LOCATED OUTSIDE OF ~ N
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/ / y / ~ / 111 l / / li III 1\ / v - / / % ~ ~;vv " / I / ~ ~ / I I ~ I I ~ ,l / / / / / 10/ / / ~/y ///j//II III~~-~--~_~/~/~ 1A., / 111.1 vim/ \ I I / / ~v v~~',,~_ lr ~ l~\\ LaB - Lackstown fine sandy loam, 1 to 4 % Q Z -
/ ~ ( \ //~~`i A ~ I / 1. / ~ ~~l 1 11111v~~ ~ l~ ' ~ SvB -Stoneville loam, 2 to 8 % slo es. ~ ~ may
/ ~ i1~-_ ~ / / //~//ill lllr ~--\~~/v'` II / / l / \ \ \ 1 y~l l / \I \ 1 / / / / / /i , iii / I ~ ~ l . / _ _ A \ v I :~i/ / I'-~~ , / I / ~ _ ~ / / / ///i ~ ~//l I 11 ~ v-//v/ V / I VAVA V1A ~ / ' l l / l ~%'iJ)/// / 1 SvD -Stoneville loam, 8 to 15 % slopes. ~ ~ ~a.
/ / / / / VA ~ / /i / i /i/ I~1 -vim/ - / 1 / / 111 ~ / / ~y/ / / i' ~ ~ \v v A \ \"%i\ J// l / / ~ ~ I ~ / ' , i// ~ 1, ~ ~~~_~1111v v~~--'~ 1 / / / / ~ ~ SvE -Stoneville loam, 15 to 25 % slopes. Y -
/ l `_--/~vv~ ~ ~ 111 v v~ / 1 / ~ / ~ Vim.
/ ~ / / 1 1 - / 11 / 1111(/ ~ ~ \ 1, l/I l_ ova
/ / =mar/' /I / 1 V r / / I l 1 / 1L~/l l I 1 / - ~ v Vvvv vv vv ` ~ ' / °l~~ \ \ ~ / ~ m / / / / ~ ~ j ill l / l I l v / / / l 1 1 I ~ I 1 1~~/ ~ I l Il I 1 - v ~ 1 v v v V~ v . , ~ ~ ,~~Iv~==
/ / I / ( _ / \ I f \ lJ l- ~ - / / ~ / ~ vvv - / / / I ~ / / / / I l / ~/I ,I / I ~`~I (1 l I ~ v~ v ~ VII A V A I vv vv / A / J / 1 l ~////l ^vv--~-~~.~ / l1 / v / / 1 \ / I \Ilwv ~ :/l;rl / /l~, V A v vv v v 1 III 1 11 ~~v , ~ ~ / Q Ys
_ III 1 I 1 / I / ~ / ~ aa..
- I ~v 1 A 111 \ ~ /L'~ l v V A A \ / l 1 I / vv~~ v ~ vim/ ,~1~;'_~-- ~ ~ i~_'- iiJ~j) )1111 ~I~~=~-~ % / 1 l / ~~J/l ~ ~ ~ ~ . -~~//i/~ v~~
~ l _ , VA VAA ~(i- l ~ / l A ~ - / A_ - I A\ / l / ~ ~ l ~ A Imo- / / ~A_ ti /%<.~i ,_~i.-~~~///// iii"///,/ / ! ----~/ii_i~~`-~ / / ! ' ~ ~ $a=
/ ~ ~ - 1 \ 1 1AA vvy~vv ~ / v`~ r~ / I J vvv ~ ~ A / 111 vAv/ I l / / / V -v vvv / / / 1 I// ~~__v~~\.~ ~ /~i.. ~iii~~~ii~// i ors
~1 I 1A v`vvvv ~ 1 l I ~ _v ~ / 111 vv-' '/`-l Il / ~ ~v \ / / l / ~v A\~~~=~'-~_ ~ / v~~,~ I I 11\ Vv\~ v ~ I ~'v~ 1~ ~v ~ vv ~ _ 1 1 V\ ~_--1 1 I l v v~~ A ~ / / / / / III-=- / / j/~~/,~ / / //,'/i'/ ~/~1~V~~~ ~ ~~A~ 1 ~ ~ W ~ ~za
/ / / / / /l l Tom, ~ 1 =t~ 1 I~ \ f- f I ~ 1 / / ~ ~ / ~ J// / i
i / / / ~ .'i'./ / / I III O U O m`a a
~wU a~~
Q ~ ~ caa
GRAPHIC SCALE T Q Q
~ ~ i ` r ' gar
LJ L W L 11 L V L1V9 L~ LJL1W1 L1 LVLL -I- -L DUU Q L]U UUU lUW LUUU V~ a
inch = .
( IN FEET ) JOB NUMBER SHEET NUMBER
1 inch = 500 ft. 090904 C-101
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

Lv U
V_
- ~ ~ li Z O
CENTERLINE OF JURISDICTIONAL w,~ ~.,rv ~ STREAM AS DETERMINED BY ~ - ~ w
THE US ARMY CORPS OF ~ , - - ~ --TLL ~ Z .~C~ ~ ~ U O m
~ m. ~ ENGINEERS ON APRIL 1, 2010. ,,,w. ' _ ~ ~ 7~rRE~ . ~ °-W Z - -67 H ~x- ~ U
ONLY CLEARING OF WOODY l - ~ _ - ~ • - ~ _ ~ ~ _
VEGETATION TO OCCUR DURING ~ - m._ w - ~ ~ ~ _ _ _ J H _ Q _
w~ w. ` _ 7" OAK .T..~~- ._____m ~ ~ ~ ~ Q ~ Z
_ . ~ ~ ,w ; 10" POPLAR - _ ~ ~ ~ ~ I O
'f" GUM . ~ - TWIN 6 . . 7„ OAK ~ ~ -QLP R " . _ ~ ~ Z U
u 6" POPLAR " - - ~ - . 7w': PINE` - ~ _ ~ 13° POPLAR ~ ~ i ~
0] fn ~ --.,,t ~._7" PINE h ~ Z Q
- ~ ~r - ~w ~
w - ~ - ~EN~HMARK~"' Z O O
tits-.~" e"B-~ s"° ~ ~ ` ~.w " _ N: 980752.154 ~ ~ w H H _ ~
~ / ,r'', ,rte , ~ v-.. ~ E: 172317.7741 ~ ~ J J ELEV: 680.22 ~ Q Q
~y 4 ~ REBAR W/CAP ~ J H H
\ ~ ~
~ 5 Ul Vl
~w Z ~ w w
' 1.17~,..AC1~ES OF JURISDICTIONAL ~k ~ WE~TL~ANDS AS DETERM1~lED BY THE, ~ g g g m m m m . TM~
/r i ° `US ARMY CORPS'OF ENGINEERS.~ON
~ ~ ~ ~ BENCHMARK APRIL„1,-"2~0. NO DISTURBANCE OR ~ \ ~ ~ ~ 1 ~ I i ~ t r ~ ~ 1~,.TRFE - - O W W W
N: 980724.9703 ~ '`rf ~ B_ ~ °~fNUNDATION OF WE•TL~NDS SHALL r'} E: 1720728.1432 ft' 8" OAK ,o' fr' m m m m m m m m m m m m ~ ~ m ~ ~ ~ _ ; 't ~ ~ I ~ ° ' i ~ 1L" ARE 6~0~~ - ~ ~ O ~ m ~ ~ _
ELEV: 680.12 ~ OCCUR UNTIL AFTER THE RECEIPT OF f~ ~,.W ~ i~ ~ t i f r t ~ r~ 1 ~REE Z O O O
a AN INDIVI.DkJAL PERMIT FROM THE US , REBAR W/CAP ~ f ~ ~ ~ ~ ~ ~ T,~ ~ ~ ~ a a a ~ F I } r i i
f,,l ` ARMY CORPS OF EN~IN~ERS. f " t ~ ~
' , s s i r r s' ~ $ ~'~t~ 24"TREE - ~ O O O O
/',f ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ EMPTY LAKE BED ~ ~SSUIvfED NbRMA'L C s` # I ~I I I ~ ~ V U U U
f r'` ~ POOL = 676.6'
1 ' I`I 'I' j$°' Q tY Q! ~ 1~ r sts 1~1 j1
m~ m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m 8" TREE ~ ~ ~ ~ ~ ~ ~ 6" GATE VALVE U ~ ~ ~ ~ m m m m m 6" IRON PIPE RISER # r~ ; , ~ ,t ~ 8" TREE w ~ ~ ~
f f ~ { ° m m m m ~ m m m m m m m 4~ m m m m m m m m m m m m m m BROKEN RIM - 673.77' ~ ~ s~ 1 s ~ I INV. OUT = 6630' ~ I Z Z Z 6" GATE VALVE ~ I z z ~ ! i ~ F 1}~ .'(GROUND = 660.93') ~ ~ O O O
10" TREE 7" T ~ ``,g y BOTTOM DRAIN _ BS ~3 ! , ~ 1 t ~ r . { B-14 (TO BE REMOVED)
INV. = 666.82' i s ~a ~ _ ~ ~ {
7" REE r'~ ~ ~ (TO BE REMOVED) t i I t ~ ; ; s ;
~
r° , M O ~ ~ H ~ ~ O N
~ ~ r m ~ m m m m m m m m m m m m m m m m m m m m m - m Q ~ ~ ~ ~
. ~ . ~ s ~ B 11 r ar ; F J~~ f f~ 8" TREE 665 ~ O O O
i ~ s s? m m m m m z m m m m m m m m m m m m m , ?t1 #
f m._ _u _ ~ ~ iii; riF Firs try}~, FFi
~ ~ -m..~ f . _ -7~- - m _ $ s ~ ~
,d ~ ..._EX SILT FENCE AND TEMP. -m - ~ 0.12 AC~ES`OF-OPEN WATER~~AS , , ~ ' ' ; ~ f , ; r { ~ ~ ~ o
l f f µ ~ ~ SEDIMENT T~APmmTO BE ~ ~ r'" ,'t 6" GAjE VALVE m ~ ~ t' ,f' _ w~,. ~ _ REMOVED BY OTHERS UNDER ~ DETERMINRD-~-Y ...THE. US ARMI~ CORPS ~ ~ J $ ; ; ~ B-~~ ; ' , ; ~ , , _ v w
CONCRETE SPILLWAY f INV. OUT - 673.54 - ~ s' r ~ OF ENGINEERS ON A~'Rtt ~ 201: ~ e' ~ ~ $ ` w w ~ ~ f
RIM = 683.66' ~ ~ y (TO~BE REMOVED) ~ ~ _ __m ~--..5i~- "`PRA-VIO~IS.......C.ON-TRACT-PRPOR"TO ~ ~ - CONSTRUCTION. ~ n ~k~ . ~ ~ t $ t ~ ' ; i 10" TREE ~ ~ aQ
(TO BE REMOVED) f ~ B-4 - _ _,,,®X m m m m ~
- m~........ ~ ~ ° , . r.- `°12" , FREE ~ ~ , ~ ~ ~ ~ - w . r I ~ _ _ ~ j 1'2' ~TRE~ ~ - ~ ~ N
- _ - ~ f
~ f - ~-.12 TRfE 0 6 '~EE _.-GTi- ' . r-
~ ~ r 6 EE 18° CLAY TROUGH e'?` TR ~ EX. SEDIMENT TRAP ~ ~ ~ ~ ~ _ 670 W ~ ~ Z III 111 ~ ~
_ _ ~ 6'" TREE" a ~ w.. _ m - .-w.. ~
~ o~~ ~ dC~~3~~
I - J C
\ r' 6" IRON PIPE RISER ; 10' REE y- _ - ~ ~ - w~-- RIM = 681.58' ,r .d t ~ - ~ O °m - L o Q ~ CCU
6" GATE VALVE ~ ~ ~ 6~1 ~ 12" TREE ~ ~ ~ ~ ~ - _ _ ~ Z III
BOTTOM DRAIN ~ ~ r'' .F ~ _ - , ~ Z ~ `
INV. = 675.94' ~ ~ ' ~ ~ X ' "a ~ `1 (TO BE REMOVED) ~ ~ ~ _ l
18" TREE ~
, l l ,.r ~ , _.m " - _
~ ~ I~ s' ~ ~ 10" TREE 14" TREE ~ ~ ; f ,r 36" OAK - _ _ _ - _ o
REPAIRED BREACHED AREA r f \t' ~ W.~ r ' f, y*",, BENCHMARK ,O ° ® ~ _ _ S co _ rye` ~~-S CO ~ PUMP STATION _
~ t f ~ N: 980467.6039 ,r° "
r'd , ~ ; E: 1721013.8375 f f _~-S TOP = 686.25' ~ O
~ f ~ ~ f = ' ELEV: 690.77 ~ r'CO _ .__.cS h r' y°`x f ,t f - REBAR W/CAP per"" conc. INV. = 6- 78 36' ~ fi9p _ ~ ~ w \ conc.
~ f CO t Ik (tvYF~) SEPTIC TANK... Q N
o , ~ rest rm. TOP = 686.4' _ D ~
° ~ Restored future INV. = 679.1' _ _ Oi O
~ 15" TREE o,, p cnlc shelter comm.
Qo bldg PH
~P BENCHMARK C U
OQ- N: 980428.0654 ~ E: 1720693.0033 u`ad
ELEV: 695.06 LL O 5$3 w~~
REBAR W/CAP conc. walk NVA \ NVA 700 I ~ a~
way
O 6~~ _ ^ ~Qa
conc.
walk ° o ~ off= staff I ` ~ `'W ar
(typ) o ~ Z o"w parking ~ - ~~w
~ a
~ ~ ~ ~ rng° ~ ~,a
Q Z ~W
~ma CTC
W mpa~ =7~ Q ~ c
Y ~
1. SITE SURVEY OF THE DAM COMPLETED ON OCTOBER 13, 2009 BY MEADE GUNNELL ENGINEERING
& SURVEYING, P.C. ADDITIONAL DATA SHOWN FROM INFORMATION PROVIDED BY HAGER SMITH ~ ~a ado Q Z Q w~~
DESIGN, PA. O w ~
lac = 2. UTILITY LOCATIONS ARE APPROXIMATE, BASED ON LOCATION OF ABOVE GROUND - - ~ ~ CO ~ °~a - - - - - EX. 5 CONTOURS v ~ am~
APPURTENANCES. CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ~ ~ ~a- ~ ~ ~ma ~a~ a
UTILITIES FOR THE DURATION OF THIS PROJECT. w ~ o u~~
EX. 1' CONTOURS ~ ~ ~ oaa
3. WORK TO REPAIR THE DAM SHALL NOT BE INITIATED PRIOR TO ISSUANCE OF WRITTEN APPROVAL cn Z bra • ~r~
TO REPAIR FROM THE NC DIVISION OF LAND RESOURCES. NOTES: F ~ Z Q E~
4. THE RESERVOIR DRAIN VALVE SHALL NOT BE CLOSED FOR THE IMPOUNDMENT OF WATER PRIOR 1. CONTOUR INTERVAL IS 1'. ar EX. TREE LINE ~ ~ o J y=` ~ v
TO ISSUANCE OF WRITTEN APPROVAL TO IMPOUND FROM THE NC DIVISION OF LAND RESOURCES.
2. COORDINATES AND ELEVATIONS SHOWN ARE BASED ON NAD83 AND NAVD88, NORTH CAROLINA GRID SYSTEM. GRAPHIC SCALE ~ ~ °T B-4 BORING LOCATION ~ w v
5. A PERMANENT GRASS COVER SHALL BE ESTABLISHED ON ALL DISTURBED AREAS IN LOCALIZED TO NCGS MONUMENT "BRIDGE" N: 990390.500, E: 1727387.680 ELEVATION: 810.38, COMBINED GRID Y a, 30 0 15 30 60 120 Q ~ E r €
ACCORDANCE WITH THE PROJECT SEEDING SPECIFICATIONS. TEMPORARY GRASS COVER SHALL BE FACTOR OF 1.000064265. T ~ aac
FSTARI ISHFD DURING AI I TIMES DF THE YEAR NC1T SUITARI F FAR PERMANENT SEEDING. ~ ~ R~r\iru~~nR~ i nrnTin~i _
Y ULIV VI IIv1-%1 \ I\ Lvvn I1vly M 0~
6. ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED OUTSIDE OF THE LIMITS OF ( IN FEET ) 1~ V /
THE 100-YEAR FLOODPLAIN AS INDICATED ON FEMA MAP NO. 3710792800J EFFECTIVE JULY 3, 1 inch = 30 ft. I LL-j I ~~a
2007. JOB NUMBER SHEET NUMBER
090904 C-102
G:\Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

REMOVE TREES AND WOODY VEGETATION
IN THIS AREA TO ESTABLISH A GRASS
LINED CHANNEL WITH A DEPTH OF 3'.
STABILIZE ANY DISTURBED AREAS WITH
STRAW WITH NET TEMPORARY LINING. AREAS WHERE ROCK IS ALREADY ~j
EXPOSED WILL NOT REQUIRE U
STABILIZATION. ~
(SEE DETAIL SHEET C-111) ~ ANTICIPATED AREA OF : ~ Z O
DISTURBANCE = 0.5 AC. o Z
U O
~ 7" TREE Z ~
~ r~r ..Ru„r wry Q _ _ n_ ~ \ ~ ~ ~
i~ iy~ 7 TREE V`vt .,.W - - l - - - ~B~ RIi'f-zAl' CHECK DAM J ~
o r~ ? r v ~ 7" oAK _ PRIOR TO BEGINING-WORK Q ~ ~ ~ ON UPPER- POND. J ~ Z
v -
TWIN 6" G f~.r - ~~AK ~ 1C" PCPLAR ~ ~ (SEE DETAIL SHEET C-111) ~ Z O 1' ~ U ~ ' ~ ~ 7" PINE - O
r r ,,,f PQI?LAR° - i ~ ~ w ~
o r ~.„4 w 4~ - 7,~ 1~117E~ ~ ~ , ~ ~ Z_ Q
a-'B~,~ - - ~
~ - ~ ~ I ~ N: 98Q752.1547 , w , ~ ~ ~ E: 172=1317.7741 ~ . ~ ~
~ - - ' J J ELEV: 680.22
' `rrry ~ , ' REMOVE TREES°AND WOODY - . ~ I ~ REBAR W/CAP O J H H
,,s - VEGETATf~N ALONG AL I,~ Q H H ~ ~ ~w ~ ` ~ '~P 7~ ~ TEMP. SILT FENCE j ~ ~ ~
ss ,'"POOL TYP. GRt7N R AIR rv`"' (SSE DETAIL SHEET C-112) w - m m
s - DAMP EOTC IC~At°REPORT - REPAIR ~Af~E~`OF~ DAM - ~ ~ ~ p ~ p O DISTURBED DURING~C1~ICVEIRT -._~LL . 4 ~ ~ ~ ~'`,,f" ~ 6~5 m ~ ~
r - &ME. AER TfE AND ~EPL~CEMENT TO ORIGI~N'A1=- ° , ~ ` ~ '~,r'~ ~ ~ ~ ~ ~ -
v° - ~ OVERSEED DOWNSTREAM FACE ~ " - ,,OF- DA ~ ER eSEEDING~ ~ ~ ~ ~ ~ ? " `~R ES. SEED AND `~w ~ ~ ~ I
~ ~ SPE (CATIONS.
BENCHMARK ~ ~ ~ m' N: 980724.9703 ~ ~ \ m STABILIZE DISTUf~B~AREAS 1 ~ ' ~ # ~ o Z Z Z OF DAM WITH STRAW W/ i ~ ~ ~ ~ ~ 16-%`TE w w w
'~B-5 E: 1720728.1432 "~AK ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~"IVET EROSION CONTROL ~ ~ ' ~ ~ ~ i ' ~o^ ~ ~ ~ ~ BLANK~'F' AFTER GRADES ~ I ~ s ~ '"~E 6 TO RAIN ~ >
ELEV: 680.12 ~ ~ j U U U j} ~ i r° r i 1 TREE ARE ESTABLISHED. • ~ • ' F --SEE D TAIL SHEET C 109) ~ r F Z O O O
REBAR W/CAP ~ m m m m m m m m m m m m m , / ~ ~ ~ ~ _ ,
? 9, " ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ EXISTING VEGETATION BELOW x . ~ ; ° ; . , ; , s ~ F iLTER~ DIAPHRAGM ~ ~
i ~f~'' s ~ ~ THE PROPOSED NORMAL POOL ~ , f ` ; t'ti ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ` ~ ~ ~ G ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ELEVATION ~HALI~ BE~REMQVED ~ , 'OOL ~ ~ ~ ~ 29.5' DID, ROCK AND STCNE ~ ~ ~ ~ ~ ~ ~ ~ t 24" THE Z w Z Z Z ~ , , SEE DETAIL SHEET C-107 Q p ~VED ~ ~ ~ FILTER BERM ~ ~ ~ ; t , , € ~ ( _ ) - O O O
? ' AND DISPOSED OF AT THE HE (SEE DETAIL SHEET C-109) ~ ~ ~ # RIPRAP PLUNGE POOL ~ ~ U U U U
? ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ , ~ ~ ~ ~ ~ ~ DIRECTION OF THE 01~NER~ ? PROPOSED NORMAL POOL 6T6.6 =R~ ~ ~ ~ ~ ~ ~ i , ; i ~ , ~ (SEE DETAIL T C-112) - ~ O p O
ADD RIPRAP CHECK DAM -r- ? ' .
~ ~~f~ m m m m m m m m m~ m m m m m m m m m m m m m a PRIOR TO BEGINING WORK 8"? REE ? ff ! ~ \l ~ m m m m U 60" RCP MANHOLE ~ TREE . ~ ~ ~ w to fn f~
Q M1. i ON UPPER POND. ~ s ~ ~ ~ ~ REMOVE TRE~€S AND WOODY ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ RISER . ~ I ~ ~ ~ O O O
(SEE DETAIL SHEET C 111) ~ ~ ~ VEGETATION ALONG NORMAL t ~ WITH 9' X 9' X 1.83' _ _ B-13 ~
/J ? POOL° TYP. GRUB AND°REP9~IR ~ ' ° -°T- - - t 7" THE ( ) ~ RISER BASE _ _ r (SEE DETAIL SHEET -
~ ~ DAM PER GEOTCHNICAL REPORT ' - 7j TREE BY~S&M'E. AERAI~ Af~D ~w _ ~ ~ ~ ~ C-107) - o O O O _ _ _
OVERSEED DOWNSTREAM FACE ' TEMP. SIZ TEMP. ~SIZT,FENCE ~ - ~ ~ ~ ~
~ OF DAM P'1=R SEEDING v ____m (SEE DETAIL W (SEE DETAIL `SHEET C-112) j ~ M~ O N
? . SPECIFICATIONS. 34' WIDE GRASSED LINED ? ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - -
SPILLWAY WITH RIPRAP , r ? ? ~ ~ f ~ RIRRAP~APRX)N ~ ~ ~ ~ ~ ~ ~ ~ ~ m m m °°m m 1 i , 8-11 T E 665 X 0 0 0
STABILIZED DOWNSTREAM 10" T j F ~ - - - - u- r--------~... (SEE DETAIL SHEET C-111) -.ei,~~,,.~~
SLOPE. STABILIZE OTHER " ~ .,....~,.~,,..r,~. ~ _ ~~?I'~~ ; 1; , ~ r ~ ' J ~ 1 t ~ CONCRETE TAIL WALL _.,.u ~ ~ ~ ~ ~ ~ ' r EE DETAIL SHEET C 10
DISTURBED AREAS WITH F s? A A A A SEED AND STRAW W/ NET s,, ? 9" TR ~ ~ ~ NTICIP TED RE OF i ~ ~ _ _ ~ ~ _ _ ~ ~ __,.w 1 , ~r-r,r°y, ~ $ ~ F F i i n
* ~ ~ DIS'TUR~ANC~ - 0.28 AC.~ m.~ TEMPORARY LINING. ~ ~ ? ~ ~ - ~ _ ~ ~ t € ; , ~ ~ ' ' F ; i ' 1 ~ ~ ADD RIPRAP CHECK DANA ~ O
- ; ~ ? i _ SOIL STOCKPILE AREA. REUSE OIL (SEE DETAIL SHEET C-111) ~ ~ ~ ~ ~ ? ~ ~ ~ & ~ ~ 1 GEOTECHNICAL EN .INFER--9R-R OVE FI REUSE SOIL 'TO BA~KFILL DATviS°AT~HE DJRECTION°OF..THE ~ ` ~ ~ e-?I~ r I ~ = 1 1 • ~ ~ ~ ` ' I , ; 7 t i ; ~ + DOWNSTREAM OF POOL U W I 9R-RE~i10VE FROM SITE. SEE MATERIAL RE-USE``SPECIFICA~OtE}S ~w , , ~ r ~
? ~ m._ ~ _ PHIS-SWEET: T if E DESIGNATED S OCKPIL TED STOCKPILE AREr~4SH0UL0 AL-LON~AP.F,ROXIMATELY~ 1000..CY_ ,n.4q ~r i ~ I + s` ; ; { ~ PRIOR TO BEGINING WORK ~ ~ ~ U r
1 ~ ; ~ B-4 CO'NCR~TE SAIL LL - - 1 (ESTIMATED EXCAVATION MME FROM . LOLUME F~2(7~ THE LOWER DAM) TO BE SPREAD AT `A ~DEP~IH OF s' , ` ~ (SEE DETAIL SHEET C-111) ~ ~ ~ a ~ N r,
1 ~ _ ,,r ? (SEE .DETAIL ET C-109) pw - 1 --A68UT-"2.5' FOR DRYING AND CON,[ I < - _ ~ 1 CONDITION THE SOILS EXCAV~" ING AND CONDITIONING. THIS AREA 1~AY ~A~s0 BE~~SED TO ~ ~ ~ ~ F ~ 0 ~ ~ O I ~
1 ~ SOILS EXCAVATED FROM THE UPPER Pfl D 6.. OCY . i I s ~ 1 r I REMOVE TREES AND WOODY Z ~ ~ ~Q N y76 ~ - d ti' ,12' T VEGETATION ON DAM; SLO AND Q ~ ~ ~ ~p
~ _.IT y ~ ~W ~ J ~ I ~ ~ ALONG-..TOE OF SLOPE S : ~ ~ N Jy~~ i
. ~ I ~ ° 6" `SEE - ` ~ ~ { =677'--~~ ~ ~ ~ ~ ~ ~ ~ INDICATED. GRUB AN REPAIR.-' ~ Y ~ w ~ ~ X00 ~ ~ DAM PER G~C ICAL Z ~ m Z ~ ~N~
. ~ _12 TREE -2 1 y _ - w,.- f >r- ~ - 1 ~ 670T B S&ME. AERATE AND Q f r-- , : 678- ;
~ „ ~ ^~n 1 ~ ? ~ OVERSEER DflWNSTR,EAM~ FACE ~ - J U ~
~ 75,--= w ---'C~k~ 1 ~ OF DAM PER SEEDING U Il Q 2 ~ ~ ~~~~n
_5 ? ~ ~ . SPECIFIC~ITIONS. O to ~ ' i ao
' ~ ~ ~ ? I f d r` ~ 7 TREE - _ _ ~ . W Q=~
~ / ' ,6~ U TEMP. ~SiLT FENCE - - . ~ ~ ~ ? ~ TEMP. SILT FENCE ~ - Z J C C ~ ~ ~ ~~p ~ ~ ~ ~ (SEE DETAIL SHEET C-112) ~ Q ~ 01ap 0~
~ , ~ ,i (.SE~DETAIL ~~IEET C 112) W. ~ 12 TREE w~.- -
. / _ ~ ~ t" ~ -ANTICIPATED AR6F8~ OF / - ~ ° z ~ ~ i DISTURBANCE _ .72 Z
t 60 RCP MANHOLE RISER ~ , , ~ ? ~ ` 1 18" TREE In rn
WITH 9 X 9 X 1.83 RISER ~ ~ - ~ TEMP. CONSTRUCTION ~
BASE '~Ah ~ 1 r'r u SEE DETAIL SHEET C-106 °•....4 ? I ~ F ~ . ~ ~ ' ENTRANCE EXIT W TEMP.
( ) r' ? 10" TREE 14" TREE ~'K:``:.>,, ~ 36" OAK r'' 0 12" CMP CROSS DRAIN PIPE. - _ - S ~ ~ -(SEE- DETAIL SHEET-C-11.2)
29.5' DIA ROCK AND STONE / ~ ~
FILTER BERM ~ ~ ,r ; - BENCHMARK N: 980467.6039 r '"rv' _ _ -SS`` CO / ~ PUMP STATION- _ /
(SEE DETAIL SHEET C 109) 9` " E: 1721013.8375 1` f ~ ~ ELEV: 690.77 cS -S ~ TOP = 686.25' INV. = 6- 783. 6' ~ 690 / O O
0 ~ ~ ~ ,.NCO FILTER DIAPHRAGM r° REBAR W/CAP 0--6~ conc. conc. ~ - ~ W _ ~
- walk (SEE DETAIL SHEET C 106) ~ (ty~) (tva) SEPTIC TANK_ - - - ~ Q ~
~ ~ rest rm./ TOP = 686.4' - _ _ D ~ INV. = 679.1' O
' Restored future O
icnic shelter 15" TREE o~ p comm. Qo
bldg
~P BENCHMARK N: 980428.0654 a a. . c U
~ E: 1720693.0033 `od - - _ _ , ~ ~ c a a
ELEV: 695.06 REGRADE THE REPAIRED REBAR W/CAP conc. walk O m°r J«~
BREACH AREA TO ESTABLISH Ntll1 / 700 ~ I ~ o b a
3:1 SLOPES WITH A TOP OF ~ T ~ ~1 wc: 0 8
BERM OF 686'. SEED AND - _ _ ~ ~ w `o c stern ~ou
STABILIZE DISTURBED AREAS ;um o ~ ~~staff _ ~ I~ ~ W ;o=
OF DAM WITH STRAW W/ walk' ° NET EROSION CONTROL (tv~)
BLANKET AFTER GRADES parking- ~ ~ ~ o=w O w _ dos
ARE ESTABLISHED. ~uo c
~ ~ aa- O ~«-0A 7 m«m
L O +I P €
CTC ~ ~ ~ :m~
P~
1. SITE SURVEY OF THE DAM COMPLETED ON OCTOBER 13, 2009 BY MEADE GUNNELL ENGINEERING 'Yr ~ 0Y ~ ~O~
& SURVEYING, P.C. ADDITIONAL DATA SHOWN FROM INFORMATION PROVIDED BY HALER SMITH Quo Q ~ ww O ~ w e Gov
DESIGN, PA. °vc I- ~ Q
- -6so EX. 5' CONTOURS U
2. UTILITY LOCATIONS ARE APPROXIMATE, BASED ON LOCATION OF ABOVE GROUND lnc - e ~ ~ ~ ~o~
APPURTENANCES. CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF EX. 1 CONTOURS m°y W ~ o m~
UTILITIES FOR THE DURATION OF THIS PROJECT. EX TREE LINE 1 ~ ~
3. WORK TO REPAIR THE DAM SHALL NOT BE INITIATED PRIOR TO ISSUANCE OF WRITTEN APPROVAL NOTES: Z h ~ Z • ~ E$r
TO REPAIR FROM THE NC DIVISION OF LAND RESOURCES. a -Zm 679 PROP. CONTOURS ~ W Q
1. CONTOUR INTERVAL IS 1'. Z ~ ay« m~_°c°c
4. THE RESERVOIR DRAIN VALVE SHALL NOT BE CLOSED FOR THE IMPOUNDMENT OF WATER PRIOR DENUDED AREA Q O GRAPHIC SCALE ~ w U ~ W~~
TO ISSUANCE OF WRITTEN APPROVAL TO IMPOUND FROM THE NC DIVISION OF LAND RESOURCES. 2. COORDINATES AND ELEVATIONS SHOWN ARE BASED ON NAD83 AND NAVD88, NORTH CAROLINA GRID SYSTEM. PROPOSED TREE LINE 3D o ,s so so ,2o Q ~
LOCALIZED TO NCGS MONUMENT "BRIDGE" N: 990390.500 E: 1727387.680 ELEVATION: 810.38 COMBINED GRID 5. A PERMANENT GRASS COVER SHALL BE ESTABLISHED ON ALL DISTURBED AREAS IN '
FACTOR OF 1.000064265. ACCORDANCE WITH THE PROJECT SEEDING SPECIFICATIONS. TEMPORARY GRASS COVER SHALL BE ~o- Q ~ti` TEMP. SILT FENCE ~~,o
ESIAULISHED DURING ALL IIMES OF IHE YEAR NUI SUlIA13LE FOR PERMANENI SEEDING. V! wz$ ( IN FEET ) F®W
1 inch = 30 ft. ZA L--i
6. ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED OUTSIDE OF THE LIMITS OF
THE 100-YEAR FLOODPLAIN AS INDICATED ON FEMA MAP NO. 3710792800J EFFECTIVE JULY 3, 2007. JOB NUMBER SHEET NUMBER
90904 C-103
G:\Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

DAM CREST = 1686
w
690 U
6" IRON PIPE RISER ~ ~
Z O W
1~ 1 ~ Z
EXISTING CONDITIONS NORMAL POOL - 681.58 EXISTING 6" ATE VALVE ~ U O ATE VALVE OUTLET = 673.54 z ~
680
1~ ~1 EXISTING 6" IRON P EXISTING CONDITIONS ~ ~ CONDITIONS NORMAL POOL = (676.6 J ~
IPE SPILLWAY BARREL Q ~
EXISTING 6" GATE VALVE J f/l Z ~ I
BOTTOM DRAIN = 675.94 ~ Z O
670 ~ O W
0+00 0+50 1 +00 .00 m H
~ Z_ Q
~ 3 v~i
z o 0 w ~ ~
~ J J
~ Q Q
~ J H H J Q ~ ~ W ~ ~ ~
~r~c W ~ m m D ~ ~ ~
m Z ~ W W
f/1 ~ ~
~ ~ H H W Z Z Z
~ W W W
~ ~ ~ \ ~ ~ ~
DAM CREST = 1686 Z U U U
EMERGENCY SPILLWAY INVERT = 684.0 690 O O O O _ D ~ D
FILTER DIAPHRAGM - ASTM C-33 SAND Z ~
PROPOSED CONDITIONS MAXIMUM W.S. EL. 50-YR = 685.20 (SEE DETAIL SHEET C-106) ~ o z z z 0 0 0
~ ~ ~ ~
60" MH RISER 3 PROPOSED NORMAL POOL = 681.6 1~ TOP OF CONCRETE SPLASH PAD ~ U U U SPLASH PAD = 673,0 _ U H ~ ~ ~
36.. 3 ~ Q ~ ~ ~
680 RCP ON CONCRETE CRADLE PROPOSED LOWER POND MAXIfv POND MAXIMUN W.S. EL. 50-YR = 679.49 U w v~i v~i v~i
PROP SED LOWER SED LOWER POND NORMAL POOL = 676.6 W = z z z Q ~ O O O
TOP OF f TOP RISER EXTENDED TOP OF RIPRAP APRON = 673,0
BASE = 675.18 rn o 0 0
670 o
0+00 0+50 1 +00 BOTTOM OF FILTER DIAPHRAGM = 1671.5 00 W
~ M O O N Q \ \ \ \
Q ~ ~ I~ ~
O O O
~ X O
~r~c = (j W ~ v
WW ~ ~ ~
~ N ~ dm ~
°z~c~o o~ Q N
DAM CREST = 686.44
690 BREACH REPAIR = 683.94 ~ ~ N ~
EMERGENCY SPILLWAY INVERT = 83.66 W ~ ~ Z III III~~~~
e ,a daa . ,a d; a EXISTING CONDITIONS NORMAL POOL = 681.58 ocn~ ~ aC•~3~N
680
ozJ~ III~~o~`° Q ~ o~
z~
670
0+00 0+50 1+00 1+50
rn
w °
~ \
Q N D ~
lac = O
a~ . c U `mad
~ m, $ c O m.a
WVn
DAM CREST = 686.44 j a~ ~rC
690 BREACH REPAIR = 686.0 Q ~ o~~ ~ ~ Wa_ ~ P O
_A =~a W ^ W ~ E~
PROPOSED CONDITIONS MAXIMUM W.S. EL. 50-YR = 685.20 ~ I ` ~ 3'w pai
~O ~~i ~ O ~ Q a o
PROPOSED NORMAL POOL = 681.6 681.6 ~ ~ ~'W
~ T day L ~ ~ P~`
680 EMERGENCY SPILLWAY INVERT = 684.0 1 ~ EXCAVATE BERM AT A 2:1 SLOPE TO RI ~ma SLOPE TO REMOVE Q ~ Z ~ ~~E
2 EXISTING BARREL AND INSTALL NEW BAf ~~a ALL NEW BARREL. ~ ~ ~ W mad
~ ~ ~S= m~a
Y - j ~a$
~ z
670 Q z WSW
0+00 0+50 1+00 1+50 w~a I ~aa j~T
U ~ say ~ ~ ~a~ °a~ ~ 00 W
W rY O J
~ ~ m~' 1 ~ gas
V J lac 0
~ Z ~ ~ ~r~ O Ear _ I Sze
0 IfiY 'm"
lac = O ~ orc O~
W U ohs
ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED Q «aa Er€
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED m mR
ON FEMA MAP NO. 3710792800) EFFECTIVE JULY 3, 2007. U~0 Fmu V) 1IL-11
1011 NUMBER SHEET NUMBER
090904 C-104
G:\Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

690
DAM CREST = (679.5
680 w
1 3.4 ASSUMED ORIGINA CONDITIONS NORMAL POOL = 676.6 U
1 ~ ~
6" IRON PIPE RISER Z O W
BROKEN RIM = EXISTING 6" GATE VALVE UTLET = 663.90 ~ z
670 673.77 U O Z ~
_ ~ ~ _ EXISTING 6" IRON PIPE SPILLWAY BARR EXISTING GRADE ~ ~
_ ~ ~ ~ E L w ~
EXISTING 6 GATE VALVE ~ _ - - J ~ Q (n
BOTTOM DRAIN = 666.82 J f/l Z ~ I
660 ~ Z O
~ O W
m H
~ Z_ Q
~ 3 v~i
650 z o 0 w ~ ~
0+00 0+50 1+00 1+50 ~ Q Q
~ J H H J Q ~ ~ W ~ ~ ~
W ~ m m D ~ ~ ~
m Z ~ W W
f/1 ~ ~
~r~c = ~ ~ H H W Z Z Z
~ W w W
~ ~ ~
690 ~ ~ ~ ~ Z U U U
O O O O _ D ~ D
DAM CREST = (679.5 Z ~
~ o z z z 0 0 0
FILTER DIAPHRAGM - ASTM C-33 SAND ~ ~ ~ ~
680 SEE DETAIL SHEET C-107 ~ U U U U H ~ ~ ~
PROPOSED CONDITIONS MAXIMUM W.S. EL. 50-YR = 6 8.17 ~ Q ~ ~ ~
PROPOSED NORMAL POOL = 676.6 U ~ ~ H H ~ W f/1 f/l (n
60" MH RISER 3.5 3.4 w 2 Z Z Z Q ~ O O O
- 1 1
670 - TOP OF CONCRETE SPLASH PAD = 661.6
- 36" RCP SPILLWAY BARREL ON C ONCRETE CRADLE EXISTING GRADE TOP OF RIPRAP OUTLET = 661.6 ~ 0 0 0
. w \ \ \ \
BASE = 675.18 ~ M O O N Q ~ ~ ~ ~
660 Q ~ ~ I~ ~
O O O
BOTTOM OF FILTER DIAPHRA M =
f662 AT PARTIALLY WEATHE ED ROCK
RIPRAP PLUNGE POOL ~ x
(SEE DETAIL SHEET C-112) ~ ° ~
650 ww ~ ~
0+00 0+50 1+00 1+50 ~ ~c N ~ dm ~
°z~c~o o~ Q N
cn ~ N J>;~~ A~~ WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED Z ~ m v v J~ ~No
OUTSIDE OF THE LIMITS OF THE 100-YEAR F~OODP~AIN AS INDICATED w ~ cn Z III III~~ •o
~r~c =
ON FEMA MAP N0. 3710792800) EFFECTIVE JUDY 3, 2007. J ~ ~ ~~rn
ocn~ ~ aC•~3~N
690
ozJ~ III~~o~`° Q ~ o~
DAM CREST = (679.5 U N ~ ~ ~ u ~~VO
Z~ ~
680 SPILLWAY CHANNEL FROM UPPER PO D
ASSUMED ORIGINAL CONDITIONS NORMAL POOL = 676.6
rn
670 w °
Q N D ~
O
660
0+00 0+50 1+00 1+50 2+00 2+50
a~ . c U `mad
~ m, $ c O maa
WVn
j a~ wa~
Q ~ ~r~ ~ ~ Wa_ ~ P o
0 _A =~a W E~
lac = W ^ ~ ~ 3'w I ` pa°i
~ O ~ Q a o
p
T dai L ~ ~ P~`
690 Q ~ Z ~ ~„a
~ ~ W ~~a
DAM CREST = (679.5 ~ L~ 3 rna;
o mgr Y - O ~~a
~ za$ L.L ~ _
680 SPILLWAY CHANNEL FROM UPPER PO D PROPOSED CONDITIONS MAXIM M W.S. EL. 50-YR = ~ Q Z w~°a
PROPOSED NORMAL POOL = 676.6 ~ o w~a I ~aa
(n ~~a ~ I- ~ 5mk
1 i~ LL ~ ~ W yea
~ 2 ~ a' W rY O J m~~
670 _ m~a
~ EXCAV TE BERM AT A 2:1 SLOPE TO REMOVE 1 ~ ~ ~aa
EXISTING BARREL AND INSTALL NEW BARREL. ~ Z ~ O ors O Ear Sze
'm~
pro ~ P~ bra
660 W U ohs «aa
0+00 0+50 1+00 1+50 2+00 2+50 Q ~ Er
m mR
U~0 Fmu V) 1IL-11
PROFILE - PROPOSED DAM
1011 NUMBER SHEET NUMBER
1 inch = 10 ft. 090904 C-105
G:\Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

6" SOLID WALLED S 30LID WALLED SCH 40 PVC
PIPE DISCHARGES T~ DISCHARGES TO DAYLIGHT
ON DISSIPATOR. VAf DISSIPATOR. VARMIT SCREEN 2' MIN.
TO BE PLACED ON I DUCTILE IRON PIPE SPECIFICTAIONS 0.5% MINIMUM SLOP BE PLACED ON ENDS. o MINIMUM SLOPE.
PRECAST MANHOLE SPECIFICATIONS 3
FILTER DIAPHRAGM f9 3'
THE 60-INCH DIAMETER PRECAST CONCRETE MANHOLE SECTIONS FOR THE THE DUCTILE IRON PIPE FOR THE RESERVOIR DRAIN INTAKE CONDUIT SHALL SPILLWAY RISER STRUCTURE SHALL MEET THE FOLLOWING SPECIFICATIONS; MEET OR EXCEED THE FOLLOWING SPECIFICATIONS. 36" ASTM C-33 SAND. ~ 1 W U
~ ~ W
1. ANSI AWWA C150 A21.50. THICKNESS DESIGN OF DUCTILE IRON PIPE. DIA. 1. MANHOLE: / /
WALL STEEL ASTM C-478 ~ Z O • FILTER DIAPHRAGM 6°;SOLID WALLED SCH :40., PVC: ~ Z
AND AASHTO M-199 2. ANSI/AWWA C110/A21.10. DUCTILE IRON AND GREY IRON FITTINGS, 3-IN • PIPE DISCHARGES T~0' DAYLIGHT ASTM C-33 SAND. U O_
THROUGH 48-IN FOR WATER AND OTHER LIQUIDS. . , '.;ON: DIS~IPA~TOR.°VARMIT 'SCREEN: Z ~ • TO • BE PLh.CED: ON ENDS: . .
2. BASE STEEL; 3 ASTM C-990 3. THE DIP END WITHIN THE SPILLWAY RISER SHALL BE FLANGED IN 9' ° 9' • ' RCP CONDUIT • : ` ....D,5%.•MIN.UMUM SLOPE: ' ON CONCRETE ~ ~ CRADLE
AND AASHTO M-189 ACCORDANCE WITH ANSI 616.1 CL 125 TO ATTACH TO THE PROPOSED 6-IN . ~
DIAMETER RESERVOIR DRAIN VALVE. . Q • is 36" a a. J V1 m z
3. REINFORCING STEPS; M II II..: • DIA. ri; a ~ I O
ASTM C-478 4. ANSI/AWWA C104/A21.4. CEMENT MORTAR LINING FOR DUCTILE IRON PIPE ~ . {I II• 1.25' 1.25' •'~%fd: ~ z U O
AND FITTINGS FOR WATER. • • - ~ • 6" SOLID WALLED SCH 40 PVC ~ ~ W •
ALL MANHOLE OPENINGS SHALL BE CAST TO THE DIMENSIONS AND ELEVATIONS INDICATED ON THE APPROVED SHOP DRAWINGS. _ s" SLOTTED SCH 40 PVC 5. THIS 6 INCH DIAMETER DIP SHALL BE PRESSURE CLASS 350 WITH A UNDERDRAIN COLLECTOR PIPE; . . m ~ ' ' • ° ' • ~ 6" SLOTTED SCH 40 PVC PIPE DISCHARGES TO DAYLIGHT • UNDERDRAIN COLLECTOR PIPE; IN DISSIPATOR. VARMIT SCREEN ~ Z Q
NOMINAL WALL THICKNESS OF 0.34 INCHES. SLOT WIDTH TO BE 0.5 mm 6" SLOTTED SCH 40 PVi TED SCH 40 PVC PROVIDE 6" MINIMUM CLEARANCE SLOT WIDTH TO BE 0.5 mm TO BE PLACED ON ENDS. 3 fn
THE PRECAST MANHOLES SHALL BE AS THAT MANUFACTURED BY OLDCASTLE (0.02 inch) OR LESS. UNDERDRAIN COLLECTOR PIPE COLLECTOR PIPE; BETWEEN BOTTOM OF FILTER (0.02 inch) OR LESS. Z O O
PRECAST, INC., PRECAST SUPPLY COMPANY OR CAROLINA PRECAST. 6. THE DUCTILE IRON PIPE SHALL BE AS THAT MANUFACTURED BY GRIFFIN COLLECTOR PIPE TO BE SLOT WIDTH TO BE 0.5 mr ~ TO BE 0.5 mm AND BOTTOM OF SLOTTED PIPE. PROVIDE 6" MINIMUM CLEARANCE 2 inch) OR LESS. BETWEEN BOTTOM OF FILTER AND ~ ~ ~
PIPE COMPANY AMERICAN PIPE COMPANY OR US PIPE COMPANY. CAPPED oN eoTH ENDS. (0.02 inch) OR LESS BOTTOM OF SLOTTED PIPE. ~ J J
~ J H ~ J Q ~ ~
FRONT VIEW SIDE VIEW W ~ m m
~ ~ ~ m ~ ~
Z ~ W W
Z (D ~ ~ ~
36" DIA. RCP CONDUIT ~ AIMS - FI~~CE~ DI~E~~I~ o z z z
U W W W W

Z U U U U O O O
O _ ~ ~ D
J Z ~ O o z z z
_ o 0 0
DRAIN VALVE HANDWHEEL HEAVY GAUGE STAINLESS STEEL ~ U U U U SECURITY CHAIN AND PADLOCK TO ~ ~ ~ ~ ~
SECURE HANDWHEEL AGAINST ~ Q ~ ~ ~
UNAUTHORIZED USE. ~ ~ ~ ~
RISER TRASH GUARD DRAIN ~ (SEE Sf DRAIN VALVE STEM GUIDE ~ W fn In fn (SEE SPECIFICATION) = Z Z Z
- EL. 683.6 ~ ~ O O O
DRAIN VALVE STEM (SEE SPECIFICATION)
. - EL. 682.6 DRI DRAIN VALVE - EL. 682.6 0~ O O O
. ~ 13. X 13 X 4...MINIMUM An ATTACH TO INLET CONDUIT
LIMITS. QF •LEAN :CON:CRETE wIT WITH MEGALUG FLANGE. MANHOLE STEPS ~ \ \ \
.FILL FQR RISER BASE suf r- - EL. 681.6 SE i i i i ( SUPPORT ON BRICKS. W (SEE SPECIFICATION) r - EL. 681.6 ~ M ~ O N
~ ~ ~ ~ - EL. 681.18 - EL. 681.18 ~ ~ ~ ~ ~
i i i i i i i i ~ ~ ~ O O O i i i
- EL. 680.6 - EL. 680.6
WIRE BASKET TRASH RACK RACK CONDUIT ANCHOR FILL RISER BASE TO THE
• FABRICATED FROM 0.5" x 0.5" / ~ .5" x 0.5" STRAPS (SEE DETAIL) ELEVATIONS INDICATED WITH ~
' \ STAINLESS STEEL BARS, 4" ON ' \ CENTER AND BOLT WITH .RS, 4" ON 3000 PSI CONCRETE K JITH ~ ~ ~ ~
/ DRAIN VALVE - ~ FLANGE TO DIP . / STEM (SEE DETAIL ~ ~ ~ _ 6" ~ DIP DRAIN INTAKE ~ W W ~ ~ r
/ \ ~ ~ 5 FT DIAMETER 6 TALL -THIS SHEET) / ~ i ~ PRECAST EXTENDED BASE CONDUIT ~ ~ ~ ~ (j ~ ~ ~ ~ N
/ ~ 1 ~ / MANHOLE ~ ~ ~ a~ ~
/ ~ EXTRUDED RESILIENT CAST IN QS~~~Pi z ~ ~ ~ ~Q ~
. 1 / ~ 1 11 1 11 I ~ III BOOT CONNECTOR AS ~ ~ ipQE Q ~ I~ ~ ~ ~ ~
I I IIN I a PROVIDED BY PRECAST ~~P~j~ SL ~ ~ N n I~ MANUFACTURER ~1 I >
I I I I III FLOW DIRECTIOP OW DIRECTION ,o PP 0~ E Y ~ v J ~ a~dOp ~ Q~~ 36 DIA. RCP CONDUIT ~
• 1 /J I ~ / / POND BOTTOM ELEVATION = + - 676 676 -EL. 676.18 ~ FLOW DIRECTION W ~ (/7 Z III III~UNpn
1 I / I ~ - 16" ~ INV. EL. 675.68 V01
1 EL. 675.68
1 ~ / - EL. 675.18 RISER FOUNDATION - EL. 675.18 ~ ao L3 ~ POUR N0. 2 ; , W ~ a c ~Q
~ 6 DIP DRAIN ~ / RUBBER BOOT AS PROVIDED - EL. 674.51 - Z J ~ I I I ~ Cp ~ ~
\ VALVE INTAKE ° ~ - EL. 674.51 1'-6" BY PRECAST MANUFACTURER RISER FOUNDATION ~ Q ~ ~ ~
\ / CONDUIT ~ ° a , ~ ~ i - EL. 673.84 AND FILL INSIDE WITH GROUT POUR N0. 1 N ~ I ~ I,CpUO - EL. 673.84 U _ rn v G1 T I~
Z~ rn
° RISER FOUNDATION ~ •
POUR N0. 2 • .
• 13' X 13' X 4' MINIMUM •
• L4MITS OF 'LEAN CONCRETE. FILL ;FOR RISER BASE'
• " rn
• ~ ~ w °
• - EL. ±669.84 ~ N - EL. (669.84 ~ \
rn O
s~DE VIEW
c U
`o `od r P
O JS~
yI~ E ~ ~ ~CR~JC T~J~E ~ ~ ~ ~r
~ ~ O W
Inc = E ~ f$. w ~ A' ; = w
1 I pai O a~ VVii u~ V ac «W
ANCHOR BOLT SPECIFICATION °4 dai
O p Q
THE ANCHOR BOLTS USED TO SECURE THE 6-INCH DIAMETER RESERVOIR DRAIN ~~m
VALVE INTAKE CONDUIT SHALL g" X 9" X 4" AND SHALL MEET OR EXCEED Q ~ I~ PTO
ASTM C-307 GRADE C. ~ ~o_
0 0 p ~ ~m~
6.9" INSIDE DIAMETER Y - W zoo
LEAN CONCRETE FILL SPECIFICATIONS o 0 ~ Z ~ <oo
Q wpm O ~ u A ~~a
LEAN CONCRETE FILL FOR THE SPILLWAY RISER FOUNDATION SUPPORT SHALL o 4" o
MEET THE FOLLOWING MINIMUM SPECIFICATIONS: CI CLOW F-5660-1, WATERMAN OR D CLOW, WATERMAN OR AMERICAN IL•1` U ~ ~ ~mo DARLING 2 INCH STAINLESS STEEL ~ ~ ~ ~o=
AMERICAN DARLING STAINLESS 1. ASTM C150 CEMENT 6~ ~ 4 E, EXTENSION STEM ASSEMBLY OR
STEEL VALVE STEM GUIDE OR MGES M MGES APPROVED EQUIVALENT W ~ ~ I m°o =o
2. ASTM C618 FLY ASH APPROVED EQUIVALENT cgm u~ V/ ~um
I y o
3. 4 TO 6 INCH SLUMP DE'~I~I~ -DRAIN ~TL~TE ~ o o ~
4. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 1000 PSI AT 7 DAYS. _ - AND 2000 PSI AT 28 DAYS. AND ~~JIDE 1 ~nc]~ = 1 f~. ° " ° ~ oao
~ W mug _ W 9p
5. THE CONTRACTOR SHALL SUBMIT A PROPOSED LEAN CONCRETE FILL MIX - Inc Q ~ «ao ~r~ 9~~
, 111 - I'1DAIA1 1/AI 1/C QDC/'+ICI/'+ATI/1A1 S Q
ULNUIV IU MULE FUN KLVILW AIVU AF'F NUVAL A MINIMUM Ur / UATb vnrwv rr?wL- yr ~~.in~r~ i lulu ~
PRIOR TO PLACEMENT. V / €X~ THE RESERVOIR DRAIN VALVE SHALL BE A 6-INCH DIAMETER RESILIENT WEDGE om$
ANCHOR STRAP NOTES NOTES 6. THE TOTAL CHLORIDE ION CONTENT OF THE LEAN CONCRETE FILL FROM GATE VALVE AS MANUFACTURED BY CLOW, MUELLER OR AMERICAN DARLING. Z1°
ALL SOURCES SHALL NOT EXCEED 0.08 PERCENT. THE RESERVOIR 6-INCH DIAMETER DIP DRAIN INTAKE CONDUIT ANCHOR STRAPS 1. ALL WORK ASSOCIATED WITH THE REPAIR OF 1 REPAIR OF THIS DAM IS LOCATED THE RESILIENT WEDGE GATE VALVE SHALL MEET OR EXCEED ALL REQUIREMENTS
SHALL BE FABRICATED FROM STAINLESS STEEL 0.25 IN THICK OUTSIDE OF THE LIMITS OF THE 100-YEAR FL( 00-YEAR FLOODPLAIN AS INDICATED ON OF AWWA C605 AND HAVE A FULL GRAY DUCTILE IRON BODY. JOB NUMBER SHEET NUMBER
FEMA MAP NO. 3710792800J EFFECTIVE JULY -CTIVE JULY 3, 2007. 090904 C-106
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

6" SOLID WALLED S( iOLID WALLED SCH 40 PVC 2' MIN.
ANCHOR UPPER RISER SECTION TO BASE PIPE DISCHARGES T( DISCHARGES TO DAYLIGHT FILTER DIAPHRAGM
SECTION USING FOUR STAINLESS STEEL CONNECT 4" PERFORATED TOE ON DISSIPATOR. VAF DISSIPATOR. VARMIT SCREEN ASTM C-33 SAND. f10' 3E PLACED ON ENDS. 3.4
PRECAST MANHOLE SPECIFICATIONS STRAPS EQUALLY SPACED AROUND INSIDE DRAIN TO 6" SOLID WALLED TO BE PLACED ON E OF RISER. ATTACH STRAP TO RISER FILTER DIAPHRAGM DRAIN. 0.5% MINIMUM SLOPI MINIMUM SLOPE. (11.35' 3'
SECTIONS WITH 3/8" RED HEAD ANCHORING 1
THE 60-INCH DIAMETER PRECAST CONCRETE MANHOLE SECTIONS FOR THE SYSTEMS - TRUBOLT WEDGE TYPE ANCHOR BOLTS OR APPROVED EQUAL, THE EFFECTIVE
SPILLWAY RISER STRUCTURE SHALL MEET THE FOLLOWING SPECIFICATIONS: EMBEDMENT sHOULD BE 2-5 s". DRILL /
HOLES PER BOLT MANUFACTURER'S z6„ • 1. MANHOLE: sPECIFICATIONS. 36" w
WALL STEEL ASTM C-478 ~ • FILTER DIAPHRAGM U • ASTM C-33 SAND.
. DIA. AND AASHTO M-199 ~ 2 ~ Z O
w ' 6" SflLID~ WALLED SCH 40 P'VC • , . O Z
2. BASE STEEL: 1/2" HOLE ~ „ ' P1PE• DISCHARGES..TO.DAYL1GFlT U O
ASTM C-990 (TYP.) 3 MIN. • QN.DIS:SIPA70R: VARMIT'SCREEN,.': ' Z ~ TO BE PCACED.ON ENdS:" ~ j .
AND AASHTO M-189 ~ ~ FABRICATE STRAPS FROM 0.25" 13" 9' 0 9' ' , 0:~%•;MINUfv1l1M SLOPE.''
THICK STAINLESS STEEL. 8 MIN. ~ 3. REINFORCING STEPS: W ~ 36" DIA. RCP CONDUIT ~ ~ ~
ASTM C-478 • 0 • • • • 36" '}i. ON CONCRETE CRADLE • • FLOW Q I Z
I! DIA. ~ ~ O
ALL MANHOLE OPENINGS SHALL BE CAST TO THE DIMENSIONS AND ELEVATIONS 1.25 1.25' '`~~~---~`:a. ' • ~ ~ U
INDICATED ON THE APPROVED SHOP DRAWINGS. 1" MIN. ~ ~ ~0 m ..a ~ H ' m
6" SLOTTED SCH 40 PVC THE PRECAST MANHOLES SHALL BE AS THAT MANUFACTURED BY OLDCASTLE UNDERDRAIN COLLECTOR PIPE; N ~ Z Q
PRECAST, INC., PRECAST SUPPLY COMPANY OR CAROLINA PRECAST. SLOT WIDTH TO BE 0.5 mm 6" SLOTTED SCH 40 PV( TED SCH 40 PVC PROVIDE 6" MINIMUM CLEARANCE ~ H
(0.02 inch) OR LESS. UNDERDRAIN COLLECTOR PIPE COLLECTOR PIPE; BETWEEN BOTTOM OF FILTER 6" SOLID WALLED SCH 40 PVC Z O O
COLLECTOR PIPE TO BE SLOT WIDTH TO BE 0.5 mn ~ TO BE 0.5 mm AND BOTTOM OF SLOTTED PIPE. 6" SLOTTED SCH 40 PVC PIPE DISCHARGES TO DAYLIGHT W ~ ~
NOTES CAPPED ON BOTH ENDS. (0.02 inch) OR LESS 2 inch) OR LESS. UNDERDRAIN COLLECTOR PIPE; IN DISSIPATOR. VARMIT SCREEN ~ J J SLOT WIDTH TO BE 0.5 mm TO BE PLACED ON ENDS. ~ Q Q
1. ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED (0.02 inch) OR LESS. O J ~ ~
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON _ PROVIDE 6" MINIMUM CLEARANCE I j Q - -
FEMA MAP N0. 3710792800) EFFECTIVE JULY 3, 2007. lnc - FRONT VIEW BETWEEN BOTTOM OF FILTER AND ~ ~ ~ ~ BOTTOM OF SLOTTED PIPE. W - m m
D ~ ~ ~
z ~ W W SIDE VIEW
AIDS - FIIJ'~~~ DI~F[~~I W z z z
DRAIN VALVE HANDWHEEL ~ W W W
36" DIA. RCP CONDUIT ~ i~c h = 5 f t. ~ >
Z HEAVY GAUGE STAINLESS STEEL Z U U U U O O O
~ SECURITY CHAIN AND PADLOCK TO RISER TRASH GUARD ~ SECURE HANDWHEEL AGAINST ~ ~ D
w UNAUTHORIZED USE. - EL. 95.4 ~ o z z z DRAIN VALVE STEM (SEE O O O
SPECIFICATION) -
3 - EL. 677,6 - EL. 677.6 ~ U U U U
0 J - ~ > ~ Q ~ ~ ~
L~ U ~ ~ ~ ~
- EL. 676.6 - EL. 676.6 (n W ~ ~ ~ 2 Z Z Z
- EL. 676.18 - EL. 676.18 Q ~ 0 0 0
i i i i i i i i i i i i i i i i
- EL. 675.6 - EL. 675.6
. 13 X .13 X 2.5. MINLMUM•. 5 FT DIAMETER - 4' TALL (SEI DRAIN VALVE STEM GUIDE 0~ O O O
• LIMITS OF LE>~N.,.CONCRETE (SEE SPECIFICATION)
6 PRECAST RISER SECTION FILL .FOR. RISER BASE: SEE 6 W M rn \ \ ~ ~ ~ ~ O N
• •SHEE'T .G=106 .FOR LEAN`' Q ~ ~ ~ ~
• ~ CONCRETE SPEGIFfCATLO;NS. DRAIN VALVE ~ r ~ ~ ~ ATTACH TO INLET CONDUIT ~ O O O
• SEAL ALL JOINTS W/ R SER FOUNDATION BUTYL RUBBER GASKETS WITH MEGALUG FLANGE. ~ MANHOLE STEPS
• _ P UR N0. 2 • . ' (MAY BE SUPPLIED WITH SUPPORT ON BRICKS. (SEE SPECIFICATION) - EL. 672.6
_ - ~ ~ MANHOLE SECTIONS) SECURE - EL. 672.18 ~ ^
RISER TO BASE SECTION WITH • / \ STAINLESS STEEL STRAPS. SEE o
/ \ DETAIL -THIS SHEET. UW ~
• / \ / \ WIRE BASKET TRASH RACK ASH RACK CONDUIT ANCHOR FILL RISER BASE TO THE ~ ~ ~ ~ ~ O
\ FABRICATED FROM 0.5" x 0.5" STRAPS (SEE DETAIL) ELEVATIONS INDICATED WITH ~ ~ ~ 0. ~ n M 0.5" x 0.5"
~ STAINLESS STEEL BARS, 4" ON / ~ CENTER AND BOLT WITH _ BARS, 4" ON 3000 PSI CONCRETE Z ~ O ~ Q N LT WITH ~ / ~ Q ~ ~ ~ ~ ~ ~
' 1 ~ ~ - ~ FLANGE TO DIP / ~ , 6" 0 DIP DRAIN INTAKE ~ (V ~ ~~r I
. , 5 FT DIAMETER - 6' TALL 1 1 ~ PRECAST EXTENDED BASE CONDUIT ~ Y ~ W J ~ adOO
• I / \ \ MANHOLE I ~ / / ~ m 7*"d0f\
~ P~// Wa~Z IIIIII~UN
/ m 111 I I 11 EXTRUDED RESILIENT CAST IN S~~E/ ~ J n °~+~U$j r7 BOOT CONNECTOR A5 ~P /QE J L~ Q = ~ L I C ~ ~ Z N
DRAIN VALVE I `0 . 1 I I N a PROVIDED BY PRECAST P.~~/ ~jL~ U ~ [n ~ C ~ n
. STEM SEE DETAIL ~ III 1 1 ( II ~ ~ MANUFACTURER PRO~~ 36" DIA. RCP CONDUIT . W 00 a C~Q?~
-THIS SHEET 1 11 . 1 l ) ~ / / - EL. 667.18 F~ ~P~ FLOW DIRECTION o Z Q ~ I I I ~ ~p
~ / ~ ~ ~ / 16" ~ INV. EL. 666.67// ~ I,
\ 6 DIP DRAIN - EL. 666.67 POND BOTTOM ELEVATION = ~ VALVE INTAKE ~ - NATION = 666.82 ~ ~ ~ U N ~ ~ ~ V a~~U~
/ - • \ CONDUIT EL. 666.18 RISER FOUNDATION - EL. 666.18 Z ~ ~
. \ / 3, \ i POUR N0. 2 RUBBER BOOT AS PROVIDED - EL. 665.51 ~
~ - EL. 665.51 ~ ~ m. ,a. a dd.'. a.. 1'-6" BY PRECAST MANUFACTURER RISER FOUNDATION ~
a s - EL. 664.85 AND FILL INSIDE WITH GROUT PouR No. ~ - EL. 664.85
' 13'X13'X2.5'MIN.IMUM
LIMfTS OF LEAN CONCRETE
.FILL FOR RISER..BASE. SEE rn
• SHEET C-106 FOR LEAN W ~
• - EL. (662.35 . ~ CONCRETE SPECIFfCATIONS. Q N
• - EL. (662.35 ~ ~
rn 0
sID~ VIEW
c U
`o `od r- P~,~
w~m zo~ ~a ~ ~ ~'R~JC T~J~~ ~ °
o~~ Q ~ w ~T`
~ r- W ° ~ ~~o
Inc = E W f~ ~ ~ i'w I ` pa°i
° a~ u ~ V ac «W
DUCTILE IRON PIPE SPECIFICTAIONS ANCHOR BOLT SPECIFICATION °4 dai
O p Q
THE ANCHOR BOLTS USED TO SECURE THE 6-INCH DIAMETER RESERVOIR DRAIN ~~m
THE DUCTILE IRON PIPE FOR THE RESERVOIR DRAIN INTAKE CONDUIT SHALL VALVE INTAKE CONDUIT SHALL e" X 9" X 4" AND SHALL MEET OR EXCEED MEET OR EXCEED THE FOLLOWING SPECIFICATIONS. ASTM C-307 GRADE C.
I~ ~ ~ PT0 ~ ~o_
1. ANSI/AWWA C150/A21.50. THICKNESS DESIGN OF DUCTILE IRON PIPE. 0 0 p ~ ~m~
6.9" INSIDE DIAMETER Y - W
2. ANSI~AWWA C110~A21.10. DUCTILE IRON AND GREY IRON FITTINGS, 3-IN o 0 ~ Z 3 <oo
THROUGH 48-IN FOR WATER AND OTHER LIQUIDS. Q _ W~m O u A Lr ° ~~a
3. THE DIP END WITHIN THE SPILLWAY RISER SHALL BE FLANGED IN ~ 4 ~ CI CLOW, WATERMAN OR AMERICAN IL•1` ' ` ~ ~ ~m? DARLING 2 INCH STAINLESS STEEL ~ ~ ~ ~o=
ACCORDANCE WITH ANSI 816.1 CL 125 TO ATTACH TO THE PROPOSED 6-IN CLOW F-5660-1, WATERMAN OR D DIAMETER RESERVOIR DRAIN VALVE. AMERICAN DARLING STAINLESS E~ EXTENSION STEM ASSEMBLY OR
6 ~ ~ 4 STEEL VALVE STEM GUIDE OR MGES M =o MGES APPROVED EQUIVALENT ; ~ ~ I 9°0
4. ANSI AWWA C104 A21.4. CEMENT MORTAR LINING FOR DUCTILE IRON PIPE APPROVED EQUIVALENT cgm ~ V/ ~um u~
AND FITTINGS FOR WATER. / r o
D~'FI~~ -DRAIN VALVE ~ o o ~
5. THIS 6-INCH DIAMETER DIP SHALL BE PRESSURE CLASS 350 WITH A
NOMINAL WALL THICKNESS OF 0.34 INCHES. - '~V[ AND ~~JID~ 1 ~nc]~ = 1 ft. ° " ° ~ oao
6. THE DUCTILE IRON PIPE SHALL BE AS THAT MANUFACTURED BY GRIFFIN _ W m~° W 9p
PIPE COMPANY, AMERICAN PIPE COMPANY, OR US PIPE COMPANY. - Inc - ~r 1 ft. 9~~
~p~ - I'1DAIAI 1/AI 1/C QDC/'+ICI/'+ATI/1AI S Q
vnrwv rr?wL- yr ~~.in~r~ i lulu ~
V / €X~ THE RESERVOIR DRAIN VALVE SHALL BE A 12-INCH DIAMETER RESILIENT om$
ANCHOR STRAP NOTES WEDGE GATE VALVE AS MANUFACTURED BY CLOW, MUELLER OR AMERICAN Z1°
DARLING. THE RESILIENT WEDGE GATE VALVE SHALL MEET OR EXCEED ALL
THE RESERVOIR 6-INCH DIAMETER DIP DRAIN INTAKE CONDUIT ANCHOR STRAPS SHALL BE FABRICATED FROM STAINLESS STEEL 0.25 IN THICK REQUIREMENTS OF AWWA C605 AND HAVE A FULL GRAY DUCTILE IRON BODY. JOB NUMBER SHEET NUMBER
090904 C-107
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

CAST IN PLACE CONCRETE SPECIFICATIONS CAST IN PLACE CONCRETE TESTING SPECIFICTAIONS
8.0'
CONCRETE FOR THE SPILLWAY RISER BASE SHALL MEET THE FOLLOWING CONCRETE FOR THE SPILLWAY RISER BASE SHALL BE TESTED AT THE
MINIMUM SPECIFICATIONS: FOLLOWING FREQUENCIES AND IN ACCORDANCE WITH THE FOLLOWING ASTM STANDARD SPECIFICATIONS. TYPE TYPE 1 15"
1. THE MAXIMUM ALLOWABLE SLUMP SHALL BE 4 INCHES. NO WATER SHALL w U
BE ADDED TO THE MIXTURE AT THE SITE. 1. ONE SET OF FOUR TEST CYLINDERS SHALL BE CAST FROM EACH
SEPERATE POUR FOR THE CAST-IN-PLACE RISER BASE. THESE CYLINDERS ~ w Z O
2. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 3,000 PSI AT 28 DAYS. SHALL BE CAST IN ACCORDANCE WITH ASTM C-39 "STANDARD TEST W ~ Z
METHOD FOR COMPRESSIVE STRENGTH CYLINDRICAL CONCRETE SPECIMENS". U O
3. THE CONCRETE SHALL HAVE FROM 4 PERCENT TO 6 PERCENT ENTRAINED AIR BY VOLUME. 2. THE SLUMP OF EACH TRUCK LOAD OF CONCRETE DELIVERED TO THE SITE Z ~
8.0' ~ ~
SHALL BE TESTED IN ACCORDANCE WITH ASTM C-143 "STANDARD TEST 4. THE TOTAL CHLORIDE ION CONTENT OF THE CONCRETE FROM ALL SOURCES „ w ~ J
SHALL NOT EXCEED 0.08 PERCENT. METHOD FOR SLUMP OF HYDRAULIC CEMENT CONCRETE. TYPE a ~ TYPE 2 11" OVERLAP OF TYPE 1 BARS ~ ~ Z
3. THE ENTRAINED AIR CONTENT OF EACH EACH LOAD OF CONCRETE ~ Z O
DELIVERED TO THE SITE SHALL BE TESTED IN ACCORDANCE WITH ASTM
STEEL REINFORCEMENT SPECIFICATIONS C-231 AIR CONTENT OF FRESHLY MIXED CONCRETE BY THE PRESSURE m cn ~
METHOD". ~ O w ~ Z_ a
THESE SPECIFICATIONS REGARD THE STEEL REINFORCEMENT IN THE FOUNDATION ~ ~ ~
FOR THE SPILLWAY RISER FOUNDATION. 4. THE CONCRETE TEST CYLINDERS SHALL BE TRANSPORTED TO A LAB 24
HOURS AFTER CASTING. ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND 1. ALL STEEL SHALL BE GRADE 60 MINIMUM (60 KSI YIELD STRENGTH) TWO SHALL BE TESTED AT 28 DAYS TO VERIFY THAT THE CONCRETE 4'-8.5" ~ z O O w ~ ~
MEETS THE REQUIRED MINIMUM STRENGTH. ONE CYLINDER SHALL BE ~ J J
2. ALL REINFORCEMENT BARS SHALL BE N0. 5 STORED FOR COMPRESSIVE STRENGTH TESTING AT 56 DAYS IN THE EVENT TYPE ~ a a TYPE 3 11" OVERLAP OF TYPE 1 BARS ~ Q
OF A BREAK BELOW 3000 PSI AT 28 DAYS.
3. STEEL SHALL BE PLACED AS INDICATED ON THE DRAWINGS. ~ ~ ~ w ~ m m
o m >
4. ALL STEEL REINFORCEMENT SHALL BE FREE FROM LOOSE OR FLAKY RUST, SOIL, OIL, GREASE, PAINT OR OTHER DELETERIOUS MATERIAL. Z ~ W w O ~ ~ ~
5. STEEL REINFORCEMENT AT THE SITE SHALL BE STORED ABOVE GROUND ON ~ H H H
PLATFORMS, SKIDS OR OTHER SUPPORTS AND SHALL BE KEPT CLEAN AND REINFORCEMENT BAR SHAPES o W W w
PROTECTED FROM MECHANICAL INJURY AND CORROSION. 1 inch = 2 ft. \ ~ ~ ~
Z U U U O O O O
6. ALL STEEL SHALL BE SHAPED BY THE MANUFACTURER IN ACCORDANCE WITH THE PROJECT REINFORCEMENT BAR SCHEDULE. NO FIELD BENDING OF REINFORCING BAR SCHEDULE ~ ~ ~
REINFORCEMENT BARS WILL BE ALLOWED. Z ~ p o z z z
_ o 0 0
7. ALL REINFORCEMENT STEEL SHALL BE PLACED IN ACCORDANCE WITH ALL TYPE N0. BARS LENGTH TOTAL LENGTH ~ U U U U
REQUIREMENTS OF ACI 318-05. ~ H ~ ~ ~
1 26 10.5' 273' ~ a ~ ~ ~ U ~ H H H
8. THE CONTRACTOR SHALL NOTIFY MGES WHEN STEEL IS PLACED AND 24 HOURS PRIOR TO PLACEMENT OF CONCRETE FOR FINAL INSPECTION OF THE , ~ W (n (n (n
STEEL. 2 8 9.83 78.64 W 2 Z Z Z Q ~ O O O
5' DIA. EXTENDED BASE RISER SECTION
3 4 6.54' 26.17' rn o 0 0 o
NON-SHRINK GROUT SPECIFICTAIONS ,
TOTAL LENGTH N0. 5 REBAR 377.81 w \ ~ M O O N
Q \ \ \ \
THE NON-SHRINK GROUT FOR THE SEALING ANNULAR SPACES IN THE SPILLWAY RISER BASE AT THE ENTRANCE OF THE BARREL CONDUIT AND THE Q ~ ~ I~ ~ O O O
RESERVOIR DRAIN VALVE SHALL BE EPOGROUT 758 OR AN ENGINEER
APPROVED EQUIVALENT. THIS GROUT SHALL CONFORM TO THE REQUIREMENTS TYPE 1 BARS EXTEND ABOVE
OF ASTM C-881 STANDARD SPECIFICATION. SLAB A MINIMUM OF 11". ~ ~ x
0
Uw ~ I
11" 11" w W ~ ~ ~
~ N ~ dm ~
8' 8" ~ ~ ~ ~ RISER POUR N0. 1 ~ ~ ~ ~ pjQ ~
TYPE 1 (TYP) T
0.5' TYP. Q 8" O.C. EACH WAY 8" TYP.
TYPE 2 (TYP) TYPE 1 (TYP) W ~ J Z III III~UU~
4" CLEARANCE
3000 PSI CAST IN PLACE CONCRETE U ~ Q = ~ n C p~~Z~ co
(SEE SPECIFICTAIONS -THIS SHEET) O fn ~ 3 ~ i
d , 1 Z J ~ dal
0, 5' TYP. o Q ~ I II o~
RROF~LE -POUR 0. ~ ~N~ ~
z
i ~
~ \ ~ TYPE 3 TYP ( ) / OVERLAP RISER
/ ~ EXTENDED BASE.
/ ~ 5' DIA. EXTENDED BASE RISER SECTION
~ 1 TIE END OF TYPE 1 BARS TO
I ~ TYPE 2 (TYP) THE HORIZONTAL LEG OF \
9.0' I OVERLAP RISER I I EXTENDED BASE. TYPE 2 BARS. N N
\ 3000 PSI CAST IN PLACE CONCRETE
I ~ TYPE 2 TYPE 2 (TYP) (SEE SPECIFICTAIONS -THIS SHEET) Q O
TYPE 3 (TYP) - 3 (TYP)
~ 3" CLEARANCE :ARANCE TYPE 2 BARS OVERLAP TYPE
\ ~ 1 BARS A MINIMUM OF 11" ms .
\ ~ AT THESE LOCATIONS. °aa ~ Opp CO
~ ~ 6„ 6,. ~ ~ , ~ ~ p ~ :fig
~ ~ 14" 14 - RISER POUR N0. 2 - I ;a~
C r a ~ Z ~r~ o~m
~ ~ p ~ ~~a
8' 8" RISER POUR N0. 1 -SEE PROFILE ABOVE ~ w ~ ° O ~o~
~ ~ p oa= oy~ O
9.0' TYPE 3 BARS OVERLAP TYPE ~;W
1 BARS A MINIMUM OF 11" ~ plp ~ ~ Pao
8" EXTENDED BASE AT THESE LOCATIONS. Q p Z ~ ~s
0.5' TYP. TYPE 1 BARS FROM POUR Q ~ W
N0. 1. SEE DETAIL ABOVE. ~ ~ ~ ="z
0 _ aY.
Y - ~ =~o
~r
RROF~LE -POUR 0. 2 a Z ~ ~~e ~ o oa
~ ~ Q
U ~o~
N ~ Q F~Y LL ~ ~ ~ a $
W ~ O :~s 0
~ ~ ~ ° 1
NOTES ~ z $
o w ~ Yz` u«i
1. LEAN CONCRETE FILL FOR RISER BASE NOT SHOWN IN THIS VIEW FOR p U O J ors Lc
CLARITY. ~ W U Q ao$
NOTES
Inc - E$° 2. USE THESE DETAILS FOR THE UPPER AND LOWER POND RISER FOOTINGS. ~ Q W ~
1 AI I WORK AC~(I~IATFII WITH THE REPAIR f1F THIS SAM IC I II~ATF~ v°~`c
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON
FEMA MAP NO. 3710792800J EFFECTIVE JULY 3, 2007. V
039 2~1a
JOB NUMBER SHEET NUMBER
090904 C-108

WIRE BASKET TRASH RACK CONCRETE DIMENSIONS GENERAL NOTES:
AMERICAN Toruseal® Flange Gasket PIPE Full Face - s/s"Thickness FABRICATED FROM 0.5" X 0.5" WALL our IN MIN. 1. SUBMIT SHOP DRAWINGS ON ALL MATERIALS FOR APPROVAL. BEFORE
THK. DIA. DIA. H A B C E F G W K M FABRICATION, CONTRACTOR SHALL REVIEW, APPROVE AND SIGN EACH SHEET
F STAINLESS STEEL BARS, 4 ON lange Deir~i ~ O.D. I Threaded Com a~nlgn Flanges and Blind Flanges PRIOR TO SUBMISSION. CONTRACT DRAWINGS SHALL NOT BE USED FOR
NSF 61 Certified Toruseal® Flange Gasket I Flange Fillers I T T f P CENTER AND WELD TO SHOP DRAWINGS. W
FABRICATED STAINLESS STEEL 2. ALL EARTHWORK SHALL BE IN ACCORDANCE WITH THE DECEMBER 2, U
FLANGE. 4" 44" 36" 52" 32" 44" 12" 18" 12" 8" 8" 31 22" 2009 GEOTECHNICAL ENGINEERING REPORT IMPROVEMENTS OT MAYO RIVER ~ W PARK DAMS BY S&ME, INC. (S&ME PROJECT NO. 1356-09-023). Z O
w
3. FOUNDATION DESIGN IS BASED UPON AN ALLOWABLE NET SOIL BEARING O Z PRESSURE OF 2500 PSF. THE CONTRACTOR SHALL COORDINATE WITH A U O
Table No. 6-15 F F GEOTECHNICAL ENGINEER TO VERIFY THAT ADEQUATE BEARING IS OBTAINED Z H
STAINLESS STEEL FLANGE T ~ PRIOR TO PLACING CONCRETE. ~ j
Approximate Pipe Pressure Gasket Bolt FOR ATTACHMENT TO } 4. COMPACT ALL MATERIALS SUPPORTING SLAB ON GRADE OR FOOTINGS TO W ~ J ~
Size Rating* Weight Torque** 6" DIP. FRONT VIEW 95% OF MAXIMUM DENSITY BY STANDARD PROCTOR (ASTM D-698). ALL FILL Q ~
in. psi Ib (ft.-Ib) SOILS SHALL MEET THE CRITERIA STATED IN THE SOILS REPORT. Q fn Z O
0 350 0.3 100 REINFORCING G 5. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI-31 S. ~ Z U
~6 350. 0.4 150 "C" BAR "D" BAR 6. MINIMUM 28 BAY COMPRESSIVE STRENGTH FOR ALL CONCRETE IS 3600 ~ O W
DIA. 350 0.5 150 N0. LGT. N0. LGT. ' m ~ ~ K E PSI (145 PCF). ~ Z Q
10 350 0.8 200 ~ 3 v~i
12 350 1.0 200 7, ALL CONCRETE SHALL HAVE A SLUMP BETWEEN 3" AND 5" WHEN
0~ 14 350 1.1 250 ° 9 PLACED. Z O O H H
16 350 1.3 250 36" 4 4'-1" 5 5'-0" _ S, ALL CONCRETE SHALL HAVE 4% TO 6% ENTRAINED AIR. ~ ~ J J
~ ~ 18 350 1.3 .300 9, ALL CONCRETE SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR J
46" WHEN PLACED, OJ Q w ~ ~ ~
20 350. 1.5 300 10, ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 UNLESS W ~ m m
24 350. 1.8 ..400 NOTED OTHERWISE. O g ~ ~ ~ m
30 250 2,4 400 9 G 11, LAP CONTINUOUS REINFORCING BARS 30 BAR DIAMETERS UNLESS NOTED Z ~ W W
36 250 2.7 500 OTHERWISE. PROVIDE CORNER BARS IN ALL WALLS AND FOOTINGS, (D fn ~ ~
16" 16" " 42 250 4.6 500 • ~ H H H 12, THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL W Z Z Z
48 250 5,8 500 ?~0 TOP VIEW OF THE CONTRACT DOCUMENTS AND LATEST ADDENDA AND FOR SUBMITTING D W W W D" BARS AT 12" ON CENTER EACH WAY SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS
54 250 6.$ 600 ~ #4 BAR 12" O.C. "D" BARS AT 12" 0 2 LAYERS - 3" MI 2 LAYERS - 3" MIN. CLEARANCE) PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS. ~ j j j
60 250 8.0 600 "C" BARS AT 12" ON CEI SIDE VIEW R5 AT 12" ON CENTER EACH WAY U U U
641 2 REAR VIEW 50 12..5 600 w ~ ~ 13, FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM Z O O O SLAB. ~ D O D
SIDE VIEW
Notes: *Pressure rating designated is maximum water working pressure and is based on the 14, IF CONTRACTOR ELECTS TO USE CONSTRUCTION JOINT AT BOTTOM OF O Q Z Z Z PIPE, AND POURS BASE SEPARATELY, THE TOP OF BASE SHALL BE LEFT _ O O O
maximum rating of C110, C115 or C153 flanges. AMERICAN Torusealp gaskets meet TRASH GUARD DETAI L ROUGH, ~ U U U U
NOT TO SCALE CONCRETE WINGWALL WITH SPLASH PAD ~ Q ~ ~ ~
http://www.acipco.com/adip/fittings/flanged/details.cfm NOT TO SCALE U ~ w cn cn to
W = z z z
o ~ o 0 0
GASKETED JOINT DETAIL FOR FLANGED JOINTS AT FITTINGS ~ o 0 0
NOT TO SCALE JOINTS SEALED WITH RUBBER GASKET o
IN POSITIVE GROOVE. APPLY BUTYL W M rn \ ~
JOINT WRAP AROUND PIPE JOINTS ~ ~ ~ O N Q ~ ~ ~ ~
PER ASTM C 877 TYPE III PRIOR TO Q ~ ~ I~ ~ O O O
POURING CONCRETE CRADLE.
I I I I I NCDO NCDOT N0. 57
I i GRADAT GRADATION STONE c°
36" DIA. RCP i FLOW I r X 0
I I I CONDUIT i I I I 2.0' 5.0' 29.5' RADIUS U W N
I I I NCDOT CLASS 1 w w ~ , ~ ~
I I RIPRAP ~ ~ ~ ~ ~ a~ n
PIPE DE51GN SPECIFICATIONS: ~ ~ m'; a ' I ° 0° A 2H:1V 2H:1V ~ (n O I > I 0 0 0 0 0 ~ Z CO ~ ~Q N
1. A5TM C 76•Latest a ° ° < • 6.0' CIaSS III IV & V a . ° ~ ~
2. AASHTO M•170•Latest 9" MIN. a ~ N rn J'~ ~ t0
JOINT DESIGN 5PECIFICATION3: 2' 0 0 2~ KEY RIPRAP INTO Z ~ m U ~ ~ ~N~
1. ASTNIC-443•Latest 1/2" PREFORMED CONCRETE 2.0' ~ NATURAL GROUND w Q ~ Z II I III~U '0
JOINT FILLER CRADLE CONCRETE SUPPORT U~ J +r
2. ASTM C•361•Latest BLOCKS
3. The 60" • 72" Available in ocn~ ~ Q [~~,3~~
8' or 12' Joints, Other Sizes 8" MIN. y - pZJ N III ~~~0~~
Available Only in 12' Joints.
36" DIA. e RIPRAP AFB SBA BRAID I]C~~'~ B~RI~ ~ r goo
CONDUIT Z~
° eT.s.
e ~ a
9" MIN. ° ° ° e a ° °
a - ~ ~ ~ - -o a. a c
0 ° JT ad CONCRETE CRADLE
a a ` (4000 psi)
~G5 ~ _ GL TS n C a 3 d a' a
~ .a 1/2" X 1/2° W o
wT ~ CONCRETE PIPE CRADLE DETAIL a a d c STAINLESS STEEL ~ N
SCALE: 1" = 3' U ~ G d L C BARS @12 OC
A5 AST TD GD a EACH WAY ~ ~ rn
a 1/2 X 1/2 2" X 2" X 1 /4" 9' ~ 0.125" STAINLESS STEEL
a W STAINLESS STEEL THICK STAINLESS ANGLES @ 12" OC
BARS ©12" OC ys„ STEEL
ID OI GAP _ V 9'X2'X0.125" P"~ `o `oi
1/2" X 1/2" THICK STAINLESS ao~
STAINLESS STEEL STEEL PLATE - ~ O d~~ 9 NOTCH FOR RISER ~
BARS ~ 6" OC ID WT JT GD TD AS OI GW GS GL TS AST P Peas Plant V o,~
Foot Q a~ T ~ ~ ~ ~ wog
30 Cd 114" 3 9116" 33.996" 33.468" .D63" 33.351" .377" 314" 1" 1" 118" 476 SR a . 'Yv W ~ =E~ 7" 7" DO ;'uw ..P ~ 1~ 24 ~ ~ ~o°i
3S Cd 314" 313116" 40.316" 39.787" .063" 39.671" .377" 314" 1" 1" 118" 645 SR < , I I I ~ O~ Q
a
COMPACTED SOIL 1' MIN. 42 C•5 114" 4 5116" 46.883" 46.354" .063" 46.238" .377" 314" 1" 1" 118" 811 SR 17.5" i. ei 59" i i 17.5" a~
ASTM C-33 SAND HINGE(TYP.) ~ ~ ~ P$o ~e. ANTIVORTEX PLATE 0.125" ~ O ~ ~ fpm
48 C-5 314" 45116" 52.863" 52.354" .063" 52.238" .377" 314" 1" 1" 118" 1011 SR e THICK STAINLESS STEEL ; , Q , , ~ _ mT~
6" MIN. 54 C-6 114" 45116" 58.592" 58.000" .094" 57.763" .472" 718" 1.188" 1" 5132" 1226 SR d ~ ~ ~~Y
4" HDPE SDR 4' MIN. V I c o; <e ~ ~ t
PERFORATED PIPE so C•6314"413/16" 65.092" 64.500" .094" 64.263" .472" 118" 1.188" 1" 5132" 1468 SR (1/4" DIA. HOLES) ~ 2" X 2" X 1/4" Y Q ~ Zod
NCDOT 78M STONE 3' MIN. STAINLESS STEEL 6.. 60„ 6" ~ Z ~ ~
66 C•7114" 51116" 71.592" 71.000" .094" 70.763" .472" 7B" 1.188" 1" 5132" 1794 SR ANGLES Q ~ ~$o
6" . I IMIN: ~ 12 OG 72 C•7 314" 51116" 77.871" 77.279" .094" 77.042" .472" 1 114" 1.188" 1" 5132" 2055 SR L J Asa T~
6" MIN. I- ~ ~oc ~ ~ I oo~
N,T.S. ~9= a n ~ ~ QO ° n
3' MIN. ` " a W ~ O (n ` Y a + ` i!
APPLY JOINT WRAP AROUND ALL PIPE JOINTS. II-n ~ ~ `o
V I ~ jai ONE QUADRANT v r
TOE DRAIN DETAIL HINGED FOR ~ ZO W Q ~=e
SCALE: 1" = 2' ACCESS U p W ~~a
REINFORCED "O" RING TONGUE & GROOVE CONCRETE PIPE Q O a~- `r U ~ a:.
NOT TO SCALE / ~
c° E Q cp0
Q aci: d`
T-\ T /V T T-\ O'lr0 T A /\I T T /~1 T T A T-\ T ~ E c 5
NOTES
RJL ~ L R ' JL 1 R ~ JL JL U U RL V 11 u °z a
1. ALL WORK ASSOCIATED WITH THE REPAIR OF THIS DAM IS LOCATED
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON FEMA MAP NO. 3710792800J EFFECTIVE JULY 3, 2007. Z inch - 2 f f,. JOB NUMBER SHEET NUMBER
090904 C-109
G; \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

TEMPORARY SEEDING SPECIES SELECTION: PERMANENT SEEDING
Use the Key to Permanent Seeding Mixtures (Table 6.11b) to select the most appropriate seeding &tt
SPECIFICATIONS: mixture based on the general site and maintenance factors. A listing of species, including DetlNtlon tiPECE9tiELECiION CEO SELECTION SPflxigNQ the Key to Permanent Seeding Mixtures (Table 6~llb) to select the Most Hybrid Bermudagrass cannot be grown from seed and roust be planted vegeta-
Complete grading before preparing seedbeds and install all necessary erosion control practices, scientific names and characteristics, is given in Appendix 8.02. Controlling runoff and erosion on disturbed areas by establishing perennial Use the Key to Pe such as dikes, waterways and basins. minimize steep slopes because they make seedbed vegetative cover with seed, appropriate seedirn )ropriate seeding mixture based on the general site and maintenance factors tively, Vegetative methods of establishing common and hybrid Bermudagrass,
preparation difficult and increase the erosion hazard. if soils become compacted during grading, SEEDBED PREPARATION: A listing of specie: loosen them to a depth of 6 - 8 inches using a ripper, harrow, or chisel plow. The soil on a disturbed site must be amended to provide an optimum environment for seed Appendix 8,02 (refs fisting of species, including scientific names and characteristics, is given in centipedegrass, and Bahiagrass include sodding, plugging and sprigging CChap- )endix 8,02 (refer to N~C Erosion and Sediment Control Planning and Design ter 3, Vegetative Considerations- N,C, Erosion and Sediment Control Planning
To reduce erosion and decrease sediment yield from disturbed arens, and to per- Manual,) germination and seeding growth. The surface soil must be loose enough for water infiltration and manently stabilize such arens In n manner that Is economical, adapts to site con- Dual,) and Design Manual), Sprigs are fragments of horizontal stems which include ~j
SEEDBED PREPARATION: root penetration. The pH (acidity or alkalinity) of the soil must be such that it is not toxic and ditlons, and allows selection of the roost appropriate plant Materials, SE®BEDPRI~ARAiIDN Good seedbed preparation is essential to successful plant establishment. a good seedbed is well nutrients are available -preferably between 6.0 and 6.5. Sufficient nutrients -added as ConatiabN~rere Install necessary i ~BEO at least one node (,joint), They are normally sold by the bushel and can U either be broadcast or planted In furrows using atractor-drawn tobacco ~ tall necessary mechanical erosion and sedimentation control practices before or vegetable Transplanter,
pulverized, loose, and uniform. where hydroseeding methods are used, the surface may be left fertilizer- must be present. seeding, and complE 'ding, and complete grading according to the approved plan ~ LL
with a more irregular surface of large clods and stones. Fine-graded nreas on which permanent, long-lived vegetative cover is the roost L'meendterlizer nest It is as important to add lime as to add fertilizer. Lime is used primarily as a pH, or acidity, practical or most effective method of stabilizing the soli, Permanent seeding formed free of ch Z O aendterlizer needs should be determined by soil tests Soil testing is per- Flrroxre should be 4-6 inches deep and 2 ft. apart, Place sprigs about 2 ft. apart W
LIMING -apply lime according to soil test recommendations. if the ph (acidity) of the soil is not modifier, but it also supplies calcium and magnesium, which are important plant nutrients. By may also be used on rough-graded arens that will not be brought to final grade ing laboratory Diri •med free of charge by the North Carolina Department of Agriculture soil test- in the row with one end at or above ground level (Figure 6~lld), ~ Z laboratory Directions, sample cartons, and information sheets are available U O
known, an a lication of round a ricultural limestone at the rate of 1 to 1-1 2 tons acre on increasing soil pH it also makes other nutrients more available to plants. At the same time, it _ pp g _ g _ / / revents aluminum toxicit b decreasin the solubilit or soil aluminum. Man soils in North for a year or more, through county Ag coarse textured soils and 2 3 tons/acre on fine textured soils is usually sufficient. apply p Y y g Y Y Areas to be stabilized with permanent vegetation must be seeded or planted NCDA soil testing l~ •ough county Agricultural Extension offices or from NCDA, Because the Soll Surface ~ Z U
limestone uniformly and incorporate into the top 4-6 inches of soil. soils with a ph of 6 or higher Carolina are high in aluminum, which stunts plant growth. within 30 working days or 120 calendar days after final grade Is reached, unless must be planned wi lA soil testing lab requires 1-6 weeks for sample turn-around, sampling st be planned well in advance of final grading, Testing is also done by com- ~ ~
need not be limed, temporary stabilization Is applied, mercial laboratorie, After seed is in place, it must be protected with a mulch to hold moisture and modify temperature •cial laboratories, Ii1 ~ J ~
FERTILIZER -base application rates an soil tests. when these are not possible, apply 10-10-10 extremes, while preventing erosion during seeding establishment. Plerrrnp When soil tests ar en soil tests are not available, follow rates suggested on the individual Q (n
s ecification sheet grade fertilizer at 700-1,000 Ib/acre. both fertilizer and lime should be incorporated into the top p 4-6 inches of soil. if a hydraulic seeder is used, do not mix the seed and fertilizer more than 30 Contractor shall be responsible for the maintenance of the seeded areas until the owner has accepted Vegetation controls erosion by protecting bare soil surfaces from raindrop im- Application rates u reification sheet for the seeding mix chosen, - - - - - - - - - - - - - - - - J ~ Z )lication rates usually fall into the following ranges COfIRECT WCOfI~CT ~ Z O
minutes before application. responsibility. Said responsibility to include watering, maintenance of landscaping (trees and shrubs), pact and by reducing the velocity and volume of overland flow, reseeding where necessary, and the first mowing. The most common and economical means of stabilizing disturbed soils is by ,Ground agricu ,Ground agricultural limestone O
seeding grasses and legumes, The advantages of seeding over other means of Light-texture SURFACE ROUGHENING - if recent tillage operations have resulted in a loose surface, additional establishing plants include the smaller initial cost, lower labor input, and greater Heavy-texturE Light-textured, sandy soils) 1-1 1/2 tons/acre Fip(re8]Id Proper placement of grass ~ H W
row henin ma not be re wired exce t to break u lar a clods. if rainfall causes the surface to STEEP SLOPES: g g Y q p p g The o eration of a ui meat is restricted on slo es stee er than 3:1 severe) limitin the unlit of flexibility of method The disadvantages of seeding include Heavy-textured, clayey soils 2-3 tons/acre sprigs, Each sprig should have at least one m (n ~
become sealed or crusted, loosen it just prior to seeding by disking, raking, harrowing, or other p q p p p Y g q Y ,Fertilizer suitable methods. groove or furrow slopes steeper than 3:1 on the contour before seeding the seedbed that can be prepared. The soil cannot be sufficiently worked, and amendments ~ potential for erosion during the establishment stage, Grasses 800-1 Fertilizer node (modified from NCAES Bulletin AG-69). ~ Z ~ Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent) ~ 3
(practice 6.03, surface roughening). cannot be thoroughly incorporated. ~ the need to reseed areas that fall to establish, Grass-legume seasonal limitations on suitable seeding dates, and Grass-legume mixtures 800-1200 lb/acre of 5-10-10 (or the equivalent) Broadcast sprigs at the specified rate (Tables 6~llr and 6,lls -refer to N.C. Z O O
Provisions for establishment of vegetation of steep slopes can be made during final grading. In ~ a need for water and n ro riots tem erntures duren PLANT SELECTION: construction of fill slo es, for exam le, the last 4-6 inches mi ht be left uncom acted. A loose, pp p p g Apply line endferiiaer f ~Y line and ferii~er evenly and Incorporate Into the top 4-6 Inches of soil Erosion and Sediment Control Planning and Design Manual,) Press Into the W ~ ~
Select an appropriate species or species mixture from table 6.10x, for seeding in late winter and p p 9 P germination and early growth, by disking or other rough seedbed is essential. Large clods and stones provide irregularities that hold seeds and disking or other suitable means, Operate machinery on the contour, When top 1/2-2 Inches of soli with a cultipacker or with a disk set nearly straight so ~ ~g a hydroseeder, apply lime and fertilizer to a rough, loose surface, that the sprigs are not brought back to the surface, ~ J J
early spring; table 6.10b for summer; and table 6.10c for fall. using a hydroseedE in the mountains, december and January seedings have poor chances of success. when it is fertilizer. Cut slopes should be roughened (Practice 6.03, Surface Roughening). The probability of successful plant establishment can be maximized through
necessary to plant at these times, use recommendations for fall and a securely tacked mulch. good planning, knowledge of the soil characteristics (Table 6.1 la), selection of Ror~/xrrfwrfacee acco Where steepness prohibits the use of farm machinery, seeding methods are limited to broadcast suitable plant materials for the site, good seedbed preparation, adequate liming dxnarfaeee according to Practice 6,03, Surface Roughening, ~'A~ ~ J H H Moisture Is essential for seed germination and seedling establishment, Sup- Q H
SEEDING: or hydroseeding, with hydroseeding giving the most dependable results. Vegetation chosen for and fertilization, and timely planting and maintenance Complete seedbed I elemental Irrigation can be very helpful In assuring adequate stands In dry W ~ ~plete seedbed preparation by breaking up large clods and raking Into a 1 ~ ~ ~ seasons or to speed development of full cover, It is a requirement for fine turf )oth, uniform surface (slopes less than 3~1), Fill in or level depressions that W - m m
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder. these slopes must not require mowing or other intensive maintenance. Using a hydraulic seeder, smooth, uniform su use seeding rates given in tables 6.10a - 6.10c. broadcast seeding and hydroseeding are seed, fertilizer, wood fiber mulch, and a tacking agent can be applied in one operation. ~n~pLAMMA~ALg can collect water, ~ collect water, Broadcast seed Into a freshly loosened seedbed that has not establishment and should be used elsewhere when feasible, However, Irrigation ~ ~ ~ ~ is rarely critical for low-maintenance vegetation planted at the nppropriate time m
Climate, soils, and to o ra h are the mn or factors affectin the sultabilit of been sealed by ral appropriate for steep slopes where equipment cannot be driven. hand broadcasting is not P 9 P Y j 9 Y Good mulching practices are critical to protect against erosion on steep slopes. When using plants fora articular site, All three of these factors vnr wide) across North rn sealed by rainfall, of the yenr. ~ ~ Z ~ W W
recommended because of the difficulty in achieving a uniform distribution. p Y y straw, anchor with netting or asphalt. On steeper slopes than 2:1, jute excelsior or synthetic Carolina, with the most significant contrasts occurring among the three major ~O Water application rates must be carefully controlled to prevent runoff, Inade- f/1 ~ ~
MULCHING: matting may be required to protect the slope. physlogrnphic regions of the state-Mountains, Piedmont, and Coastal Plain, Seednpdetae given in or 'possible', Seedl dMgdetee given in the sealing mixture specifications are designated as 'best' quote or excessive amounts of water can be more harmful than no supplemen- ~ 'possible', Seedings properly carried out within the 'best' dotes have a tnl water, IiJ ~ ~ ~
The use of an appropriate mulch will help ensure establishment under normal conditions and is a high probability i essential to seeding success under harsh site conditions (practice 6.14, mulching). To simplify plant selection, a Key to Permanent Seeding Mixtures is presented establishment when sigh probability of success, It Is also possible to have satisfactory I~INIT3~WCE p Z Z Z :nblishment when seeding outside these dates, However, as Generally, a stand of vegetation cannot be determined to be fully established W W W
harsh site conditions include: In Table 6,llb (refer to N.C. Erosion and Sediment Control Planning and you deviate from 1 a deviate from them, the probability of failure Increases rapidly, Seeding on until soli cover has been malntalned for one full year from planting, Inspect \ ~ ~ ~
-seeding in fall for winter cover (wood fiber mulches are not considered adequate for this use). Design ManuaO, To find seeding specifications for a specific site, follow this key the last date shoe through the different steps-region, slope, soil, and maintenance level-to the Alwa s take this Ir -slops steeper than 3:1 Table 6.10a appropriate seeding number Seeding mixtures recommended here are designed Y last date shown under 'possible' may reduce chances of success by 30-50%. seeded areas for failure and make necessary repairs and resenlings within the ~ ~ ~ ays take this Into account in scheduling land-disturbing activities, snore season, If possible, Z U U U
-excessively hot or dry weather Temporary Seeding for general use and are well proven in practical field situations, They are designed UeecerhTiedeeed for O O O eerh'fiedeeed for permanent seeding whenever possible, Certified seed Is Reeeedng- If n stand has inadequate cover, re-evaluate choice of plant mate- O_ O ~ D
-adverse soils (shallow, rocky, or high in clay ar sand), and Recommendations for Late to produce maximum stabilization and minimize the amount of maintenance Inspected by the P -areas receiving concentrated flow. Winter and Early Spring and repair required, published North Ca oected by the North Carolina Crop Improvement Association, It meets rlals and quantities of lime and fertilizer, Re-establish the stand after seedbed Z (n
-if the area to be mulched is subject to concentrated waterflow, as in channels, anchor label (Figure 6~llb), )fished North Carolina Standards and should bear an official 'Certified Seed' preparation or over-seed the stand, Consider seeding temporary, annual species W Z Z Z el (Figure 6~llb), if the time of yenr is not nppropriate for permanent seeding (Practice 6,10, Tem- ~ ~ O O O
-mulch with netting (practice 6.14, mulching). L.anduee is a primary consideration in planning permanent seedings For this Seeding mixture purpose land use, whether residential, industrial, commercial, or recreational, porary Seeding -refer to N.C. Erosion and Sediment Control Planning and Design Manual) ~ U U U U
PERMANENT SEEDING Species Rate (Ib/acre) can be divided into two general categories H ~ ~ ~
SEEDBED PREPARATION Rye (grain) 170 ~ Figh-meirrterbnceereee are mowed frequently, limed and fertilized - If vegetation fails to grow, soil be must tested to determine if acidity or nutrient ~ Q ~ ~ ~ imbalance is responsible U ~ ~ ~ ~
regularly, and either (1) receive Intense use Ce,g„ athletic fields) or (2) re Install necessary mechanical erosion and sedimentation control practices before seeding, and quire mnintennnce to an aesthetic standard (e.g., home lawns), Grasses W fn (n Ul Ferlization- On the typical disturbed site, full establishment usually requires ~ = Z Z Z
complete grading according to the approved plans. used for these situations are long-lived perennials that form a tight sod and are free-leaved and attractive in appearance, They must be well- ~y,. refertilization in the second growing season Fine turf requires annual main- W U O O O
Lime and fertilizer needs should be determined by soil tests. Soil testing is performed free of adapted to the geographic area where they are planted and able to endure tenance fertilization Use soil tests if possible or follow the guidelines given ~ (n U U U for the specific seeding mixture
charge by the North Carolina Department of Agricultural soil testing laboratory. Direction, sample the stress of frequent mowing, Sites where high-maintenance vegetative cartons, and information sheets are available through county Agricultural Extension offices or cover is desirable Include homes, industrial parks, schools, churches, and ad h ak arikYrr ee fro. Nt d sk *a.s poked °rrlorel W Yryrchd h armrYr¢ ill Me
from NCDA. Because the NCDA soil testing lab requires 1-6 weeks for sample turn-around, recreational areas, sampling must be planned well in advance of final grading. Testing is also done by commercial Seeding dates ^~°h"~°rcio°~'''~'"~ Seed'ng mixture Table 6.fl c .d l,h~d~~.md~d~?e~. Seedi No.lMfor( O O O O wik eu. °rmau°..le gpas m _ _ _
laboratories. Mountains-Above 2500 ft: Feb.15 -May 15 Low-mei>tenencearae are mowed Infrequently or not at all, and do not ws Wd k sddy regeel4 fe & Ifa.1m W 1 ~ O ~ ~ ~d Specie8 Rate (Iblacre) 3lopea, Avere;ge Soie Low \ \ \ \
Below 2500 ft: Feb. 1 -May 1 receive lime and fertilizer on n regular basis, Plants must persist with lit- When soil test are not available, follow rates suggested on the individual specifications sheet for Piedmont-Jan. 1 -May 1 tie maintenance overlong periods of time, Grass and legume mixtures are GROWN IN NORTH CAROLINA Tall Fescue 140 Maintenance W M rn ~ ~ Nek Wt. Lhs,
the seeding mix chosen (Tables 6.11c - 6.11 v). Coastal Plain-Dec. 1 -Apr. 15 favored for these sites because legumes are a source of soli nitrogen, Mixed stands are also more resistant to adverse conditions, Sites suitable Pure seed,,, (X) „ RedtOp 5 I- r r 0 N inert Natter. cX) Kentucky bluegrass 5 Q \ \ \ \ OSher Crop,,, (X) .
Application rates usually fall into the following ranges: for low-maintenance vegetation Include steep slopes, stream or channel -Ground agricultural limestone Soil Amendments banks, some commercial properties, and 'utility' turf nreas such as rood- Weed Seed, (X) „ Q ~ ~ I~ I~ Gernin°Sim„ IXI „ r Q Q Q
-Light-textured, sandy soils: 1-1 1/2 tons/acre Follow recommendations of soil tests or apply 2,000 Ib/acre ground agricu)- banks, Hard Seed... (X) Test ?aie,,,
-Heavy-textured, clayey soils: 2-3 tons/acre tural limestone and 750 Ib/acre 10-10-10 fertilizer. l~D~ Pf~ARAiION Nox, Weed/W, Nurse Plants Between May 1 and Aug. 15 add 10 lb/acre German millet or 15 lb/acre
Fertilizer: The soli on a disturbed site must be amended to provide an optimum environ- cert. Sudangrass, Prior to May 1 or after Aug, 15, add 40 lb/acre rye (grain), cD "hd,,,, It ma be beneficial to loot the rasses in late summer and overseed ^
Grasses: 800-1200 Ib/acre of 10-10-10 (or the equivalent) Mulch meat for seed germination and seedling growth The surface soil must be loose variety Y P 9 X the Tall Fescue In March, . ~ O ~
Grass-legume mixtures: 800/1200 Ib/acre of 5-1D-10 (or the equivalent) Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting, enough for water infiltration and root penetration, The pH (acidity or alkalinity) of the soil must be such that it is not toxic and nutrients are available-prefera- or amulch anchoring tool. A disk with blades set nearly straight can be bly between 6,0 and 6,5, Sufficient nutrients-added as fertilizer-must be Vendor,,,, W ~ v
Apply lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by disking or other used as a mulch anchoring tool. present, suitable means. Operate machinery on the contour. When using a hydroseeder, apply lime and 3eed'ng dales Beat Poatpble W W I ~
fertilizer to a rough, loose surface. It Is as Important to add lime as to add fertilizer, Lime Is used primarily as a pH, Below 2500 ft~ Aug. 15- Sept 1 July 25 -Sept, 15 ~ ~ ~ V C N Mar, 1 -Apr, 1 Mar, 1 -May 10 ~ ~ ~ Q, ~ l\
Maintenance or acidity, modifier, but it also supplies calcium and magnesium, which are im- Roughen surfaces according to Practice 6.03, Surface Roughening. Refertilize if growth is not fully adequate. Reseed, refertilize and mulch im- portant plant nutrients, By increasing soil pH it also makes other nutrients more Above 2500 ft~ July 25 -Aug. 15 July 15 -Aug, 30 ~ (n ~ l > I Rgure atb Label displayed on all North Mar, 20 -Apr. 20 Mar, 5 - Mny 15 Z ~ O ~Q tN
mediately following erosion or other damage available to plants At the same time, it prevents aluminum toxicity by decreas- Carolina certified seed,
Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform ing the volubility of soil aluminum, Many soils in North Carolina are high in surface (slopes less than 3:1). Fill in or level depressions that can collect water. Broadcast seed aluminum, which stunts plant growth, Complete seeding earlier in fall, and start later in spring on north- and east- Q ~ N ~ ~ ~ ~ ~ facing slopes, [n ^
into a freshly loosened seedbed that has not been sealed by rainfall. After seed is in place, it must be protected with a mulch to hold moisture and Labeling of non-ce )sling of non-certified seed is also required by law, Labels contain Important ~ Y ~ v J ~ ~ 0 0
modify temperature extremes, while preventing erosion during seedling estab- information on sees HYDROSEEDING: lishment, meet State standa ~rmation on seed purity, germination, and presence of weed seeds Seed must Soi amendments W ~ m Z III I I I ~ U N ~ 't State standards for content of noxious weeds, Do not accept seed contain- Apply lime and fertilizer according to soil tests, or apply 4,000 lb/acre Q (n 0
Surface roughening is particularly important when hydroseeding, as a roughened slope will Table 6.10b ing 'prohibited noxi 'prohibited noxious weed seed, ground agricultural limestone and 1,000 lb/acre 5-10-10 fertilizer, ~ - ~ ~ V
provide some natural coverage for lime, fertilizer, and seed. The surface should not be Temporary Seeding Recommendations for compacted or smooth. Fine seedbed preparation is not necessary for hydroseeding operations: The operation of equipment is restricted on slopes steeper than 3~1, severely Faalelebameseedwi~ aisle leg(sne seed with the Rhizobium bacteria appropriate to the species ~ Q = ~ ` 1 C ~ ~ Z N
large clods, stones, and irregularities provide cavities in which seeds can lodge. Summer limiting the quality of the seedbed that can be prepared, The soil cannot be suf- of legume (Chapter legume (Chapter 3, Vegetative Considerations -refer to N.C. Erosion and Apply 4,000-5,000 lb/acre small grain straw or equivalent cover of another ~ ~ ~ pp L~ ~ I Ilment Control Planning and Design Manual), suitable mulching material, Anchor straw by tacking with asphalt, roving or - a C ~ ~
ficiently worked, and amendments cannot be thoroughly Incorporated, Sediment Control P Rate of wood fiber (cellulose) application should be at least 2,000 Ib/acre. Seeding mixture netting Netting is the preferred anchoring method on steep slopes, ~ J In ~1 aj ~ ~
Species Rate (Ib/acre) Provisions for establishment of vegetation on steep slopes can be made during Appyeeed uniformly y seed uniformly with a cyclone seeder, drop-type spreader, drill, cul- Z ~ III ~ C 0 C I zcker seeder, or hydroseeder on a firm, friable seedbed, ~ Q r L~
Apply legume inoculants at four times the recommended rate when adding inoculant to a German Millet 40 final grading, In construction of fill slopes, for example, the last 4-6 Inches might tipacker seeder, o hydroseeder slurry. In the Piedmont and Mountains, asmall-stemmed Sudangrass may be be left uncompacted~ A loose, rough seedbed is essential Large clods and stones Mantenance N ~ I ~ V ~ 0
substituted at a rate of 50 Ib/acre. provide irregularities that hold seeds and fertilizer, Cut slopes should be rough- When using a drill 'n using a drill or cultipacker seeder, plant small grains no more than 1 Inch Mow no more than once a year, Ref ertilize in the second year unless p~ ~ r V ~ 'p, grasses and legumes no more than 1/2 Inch, Equipment should be call- growth Is fully adequate Reseed, fertilize, and mulch damaged areas Z ~
If a machinery breakdown of 1/2 to 2 hours occurs, add 50% more seed to the tank, based on the ened (Practice 6,03, Surface Roughening -refer to N.C. Erosion and Sediment deep, grasses and proportion of the slurry remaining. This should compensate for damage to seed. Beyond 2 Control Planning and Design Manual,) brated in the fielo lted in the field for the desired seeding rate, immediately, In ~
hours, a full rate of new seed may be necessary. Seeding dates - Mountains May 15 Aug. 15 Where steepness prohibits the use of farm machinery, seeding methods are When using broadu n an using broadcast-sealing methods, subdivide the area into workable sec- 1Refer to Appendix 8.02 for botanical names -refer to N.C. Erosion and ~
Lime is not normally applied with a hydraulic seeder because it is abrasive. It can be blown into Piedmont-May 1 -Aug. 15 limited to broadcast or hydroseeding, with hydroseeding giving the most de- tlons and determine ~s and determine the amount of seed needed for each section, Apply one-half Sediment Control Planning and Design Manual v
steep slopes in dry form. Coastal Plain-Apr. 15 -Aug. 15 pendable results, Vegetation chosen for these slopes must not require mowing the seed while mov or other intensive maintenance Using a hydraulic seeder, seed, fertilizer, wood tern, then apply t seed while moving back and forth across the area, making a uniform pat- 'n, then apply the second half in the same way, but moving at right angles to
SPECIFICATIONS -SEEDBED REQUIREMENTS: Soil amendments fiber mulch, and a tacking agent can be applied in one operation, the first pass (Fit first pass (Figure 6,llc),
Establishment of vegetation should not be attempted on sites that are unsuitable due to Follow recommendations of soil tests or apply 2,000 Ib/acre ground agricu)- Good mulching practices are critical to protect against erosion on steep slopes inappropriate soil texture (Table 6.11 a), poor drainage, concentrated overland flow, or steepness tural limestone and 750 Ib/acre 10-10-10 fertilizer. When using straw, anchor with netting or asphalt, On slopes steeper than 2i1,
of slope until measures have been taken to correct these problems. jute, excelsior, or synthetic matting maybe required to protect the slope h}: ~f 1p} 0
To maintain a good stand of vegetation, the soil must meet certain minimum requirements as a Mulch
growth medium. The existing soil should have these criteria: Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be Specifications 3~9 i39 f Q N
Enou h fine- rained silt and cla material to maintain ode uate moisture and nutrient su I used as a mulch anchoring tool, g g ( y) q pp y 8®BED REOl1F~ENTB Seedinc Seed'ng mixture Table 6.11e ~ \ Seeding Pattern 1 Seeding No. 3M for) Gen11e
(available water capacity of at least .05 inches water to 1 inch of soil), Establishment of vegetation should not be attempted on sites that are unsuitable Spew Rate (Iblacre) rn Slopes, Average Soils Low O
Maintenance due to inappropriate soil texture, poor drainage, concentrated overland flow, Sufficient pore space to permit root penetration. Refertilize if growth is not fully adequate. Reseed, refertilize and mulch im- or steepness of slope until measures have been taken to correct these problems, Tall Fescue 90 Manntenance Kentucky Bluegrass 20
mediately following erosion or other damage.
Sufficient depth of soil to provide an adequate root zone, The depth to rock or impermeable layers, such as hardpans, should be 12 inches or more, except on slopes steeper than 2:1 where To maintain a good stand of vegetation, the soil must meet certain minimum re-
the addition of soil is not feasible, quirements as a growth medium The existing soil should have these criteria ~ O U2 Nurse Planta
A favorable pH range for plant growth, usually 6,0 - 6.5. ~ Enough fine-grained (silt and clay) material to maintain adequate mois- Between May 1 and Aug, 15 add 10 lb/acre German millet or 15 lb/acre ~ m 1~Q Sudangrass~ Prior to May 1 or after Aug, 15, add 40 lb/acre rye (grain) Q v°~ ~3
Table 6.10c ture and nutrient supply (available water capacity of at least ,05 Inches Freedom from large roots, branches, stones, large clods of earth, or trash of any kind. Clods and Temporary Seeding water to 1 Inch of soil) iad(
stones may be left on slopes steeper than 3:1 if they are to by hydroseeded. Recommendations for Fall ~ Sufficient pore space to permit root penetration, Seed'ng dates Best Poslpble Q ~ ~ a
If any of the above criteria are not met, i.e., if the existing soil is too coarse, dense, shallow or Fg(re 6.tlc Suggested pattern for Below 2500 fti Aug. 15- Sept 1 July 25 -Sept, 15 I1 ~ O ~ a m broadcasting seed and fertilizer Mar, 1 -Apr, 1 Mar. 1 -May 10 L.L ~ ;
acidic to foster vegetation -special amendments are required, The soil conditioners described Seeding mixture ~ Sufficient depth of soil to provide an adequate root zone The depth to (source) NCAES Bulletin AG-69). ~ ~ v' ° a J Above 2500 ft~ July 25 -Aug. 15 July 15 -Aug, 30 W ~ ;~w
below may be beneficial or, preferably, topsoil may be applied in accordance with Practice 6.04, Species Rate (Ib/acre) rock or Impermeable layers such as hardpans should be 12 Inches or more, Topsoiling, Rye (grain) 120 except on slopes steeper than 2~1 where the addition of soli Is not feasible, Mar. 20 -Apr. 20 Mar, 5 -May 15 N ~ ~ ;a~
A favorable pH range for plant growth, usually 6,0-6.5. Covx broadcast need by L.L U er broadcast seed by raking (x cheia dragdra~ then frm the surface ° a o
SOIL CONDITIONERS: Seeding dates s~a~0ray~e~a In order to improve the structure or drainage characteristic of a soil, the following materials may Mountains-Aug. 15 -Dec. 15 ~ Freedom from large roots, branches, stones, large clods of earth, or trash a rabr or awMipe(dCer to provide good seed conlad Soi amendments I O " e
be added. These amendments should only be necessary where soils have limitations that make Coastal Plain and Piedmont-Aug. 15 -Dec. 30 of any kind, Clods and stones may be left on slopes steeper than 3;1 if Apply lime and fertilizer according to soli tests, or apply 4,000 lb/acre ~ ~ ~ ~ ground agricultural limestone and 1,000 lb/acre 10-10-10 fertilizer, ~ Q ~ if z~ a
them poor for plant growth or for fine turf establishment (see Chapter 3, Vegetative they are to be hydroseeded, Muth all plantings Considerations). refer to N~C ~ all plantings immediately after seeding (Practice 6.14, Mulching - ~l = refer to N~C Erosion and Sediment Control Planning and Design Manual). Q ~ f 1 ~
Soil amendments If any of the above criteria are not met - I.e., if the existing soil Is too coarse, Mdch ~ v a z Apply 4,000 lb/acre small grain straw, Anchor straw by tacking with asphalt, ~ I.L v m
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reed-sedge peat, or peat Follow soil tests or apply 2,000 Ib/acre ground agricultural limestone and dense, shallow or acidic to foster vegetation-special amendments are required humus, all from fresh-water sources. Peat should be shredded and conditioned in storage piles 1,000 Ib/acre 10-10-10 fertilizer. The soil conditioners described below may be beneficial or, preferably, topsoil netting or roving or by crimping with a mulch anchoring tool, A disk with Q
for at least 6 months after excavation. may be applied In accordance with Practice 6,04, Topsoiling, Fr(DROI~NG 1ROSEEDIJG blades set mearly straight can be used as a mulch anchoring tool, _ rte' J~~
Mulch Surface rougheninc Sand -clean and free of toxic materials. Apply 4,000 Ib/acre straw, Anchor straw by tacking with asphalt, netting, ened slope will pro •face roughening is particularly Important when hydroseeding, ns a rough- /Y Z~r rd slope will provide some natural coverage for lime, fertilizer, and seed, The /1/ W 8e; Mentenance
or a mulch anchoring tool. A disk with blades set nearly straight can be In order to Improve the structure or drainage characteristics of a soli, the fol- surface should no' Vermiculite -horticultural grade and free of toxic substances. used as a mulch anchoring tool. lowing materials may be added, These amendments should only be necessary necessary for hyd •face should not be compacted or smooth, Fine seedbed preparation is not Z o;; :essary for hydroseeding operations; large clods, stones, and Irregularities Refertilize In the second year unless gorth Is fully adequate, May be Q
where soils have limitations that make them poor for plant growth or for fine provide cavities in )vide cavities in which seeds can lodge mowed once or twice per year, but mowing is not necessary, Reseed, ~ A a a fertilize, and mulch damaged areas Immediately, A - ' a
Rotted manure -stable or cattle manure not containing undue amounts of straw or other bedding Maintenance turf establishment (see Chapter 3, Vegetative Considerations -refer to N.C. Rate of wood fiber materials, Repair and refertilize damaged areas immediately. Topdress with 50 Erosion and Sediment Control Planning and Design Manual,) H CO ~ y$° :e of wood fiber (cellulose) application should be at least 2,000 lb/acre °a~
1Refer to Appendix 8,02 for botanical names -refer to N.C. Erosion and U ~ ¢a= )ly legume Inoculants at four times the recommended rate when adding In- Sediment Control Planning and Design Manual, ~ ~ ~ ' ^ ~ a a
Thorou hl rotted sawdust -free of stones and debris, Add 6 Ib, of nitro en to each cubic rd, Ib/acre of nitrogen in March, If it is necessary to extend temporary cover Apply legume Inocul 9 Y 9 Ya Peet - Appropriate types are sphagnum moss pent, hypnum moss pent, reed- oculant to a h dri beyond June 15, overseed with 50 Ib/acre Tall Fescue (Piedmont & Coastal sedge peat, or peat humus, all from fresh-water sources, Peat should be shredded Y slant to a hydroseeder slurry, W ~ O ~,J m `9
Sludge -Treated sewage and industrial sludges are available in various forms: these should be Plain) in early March. and conditioned in storage piles for at least 6 months after excavation, If a machinery bra a machinery breakdown of 1/2 to 2 hours occurs, add 50% more seed to the ~ ~ ~ €Sa
used only in accordance with local, State, and Federal regulations. tank, based on the Bend-clean and free of toxic materials, for damage to see )k, based on the proportion of the slurry remaining, This should compensate • damage to seed, Beyond 2 hours, a full rate of new seed maybe necessary ry Z ~
Vermierite- horticultural grade and free of toxic substances, Lime is not normal) can be blown onto e is not normally applied with n hydraulic seeder because it Is abrasive, It I••L t~ W W ~Z ~ be blown onto steep slopes in dry form, ~ W mr"
Rotted merwre - stable or cattle manure not containing undue amounts of straw or other bedding materials Oro m~ oY« m`°
-Qa W ~ °ao
Thoroulihly rotted sawdust -free of stones and debris, Add 6 lb of nitrogen Q ~ Ea Fo
NOTEe to each cubic yard ~ Skrdpe -Treated sewage and industrial sludges are available in various forms; Q FPF
I. ALL WUKK AJJUUTAILU WI IM IML KLh'AIK Ur IMIJ UAM IJ LUUAILU inese snouia oe usea only in accoraance wtin iocai, atiaze, ana reaerai reguia w• CIO rg .111 1
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON tions, FEU
FEMA MAP NO. 3710792800J EFFECTIVE JULY 7, 2007.
JOB NUMBER SHEET NUMBER
090904 C-110
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

A
NOTE: HORIZONTAL STAPLE SPACING SHOULD BE ALTERED B
CONSTRUCTION SEQUENCE -PHASE 1-LOWER POND CONSTRUCTION SEQUENCE -PHASE 2 -UPPER POND CRITICAL POINTS C IF NECESSARY TO ALLOW STAPLES TO SECURE THE
CRITICAL POINTS ALONG THE CHANNEL SURFACE. A. OVERLAPS AND SEAMS B. PROJECTED WATER LINE
1. NO WORK TO REPAIR THE DAM SHALL BE INITIATED PRIOR TO ISSUANCE OF 1. NO WORK TO REPAIR THE DAM SHALL BE INITIATED PRIOR TO ISSUANCE OF REFER TO GENERAL STAPLE PATTERN GUIDE FOR C. CHANNEL BOTTOM/SIDE A
APPROVAL TO REPAIR FROM THE NORTH CAROLINA DIVISION OF LAND APPROVAL TO REPAIR FROM THE NORTH CAROLINA DIVISION OF LAND Level Portion Crest and Control end Control Section CORRECT STAPLE RECOMMENDATIONS FOR CHANNELS. SLOPE VERTICES B c
RESOURCES AND THE RECEIPT OF AN INDIVIDUAL PERMIT FOR THE RESOURCES AND THE RECEIPT OF AN INDIVIDUAL PERMIT FOR THE .,I , I~ WETLAND DISTURBANCE FROM THE US ARMY CORPS OF ENGINEERS. WETLAND DISTURBANCE FROM THE US ARMY CORPS OF ENGINEERS. ,I~~I •i : ~ ~ ' I
, ,1 ~ .,l II:.q. 1 ~ ~ III ~ I I~ ~ ~I I11 li I li . ~ w 7 ~ / 2 U
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE/EXIT. 2. AFTER APPROVAL FROM THE NORTH CAROLINA DIVISION OF LAND , '
RESOURCES TO IMPOUND WATER IN THE LOWER POND CLOSE THE LOWER ~ ~ _ _ - . _ _ ~ FIOW z o
3. CLOSE THE UPPER POND PRIMARY SPILLWAY VALVE TO ROUTE NORMAL POND BOTTOM DRAIN VALVE TO ALLOW THE MINIMUM NORMAL FLOW TO ~ 'ii'i i ~ ~ ~~+~J V > ) O z
PASS. ~ ~ ~ , I Ih , , ~Ir ,~;I~I ~ r FLOWS THROUGH THE EMERGENCY SPILLWAY/BYPASS CHANNEL AND ~ ~ ~ I,I I ~ L ~ . , ~ ~ ~ s, U O
AROUND THE LOWER POND WORK AREA. ~ ~ • Exit Section 3. OPEN BOTH THE UPSTREAM AND DOWNSTREAM BOTTOM DRAIN VALVES FOR Berm ~n ~ z ~
4. INSTALL THE ROCK DAM RESERVOIR DRAIN INLET PROTECTION DEVICE THE UPPER POND AND ALLOW THE WATER FROM THE UPPER POND TO ~ U
AROUND THE OUTLET OF THE LOWER POND AS INDICATED ON THE DRAIN INTO THE LOWER POND. LOWER THE WATER LEVEL AT A RATE OF I ~ - W ~
NO MORE THAN ONE HALF FOOT PER DAY. TRANSFER THE FISH FROM THE Approach DRAWINGS. INSTALL THE RIPRAP CHECK DAM DOWNSTREAM OF THE PLUNGE Note: Neither the loc2 11 ~ ] . ~ Iii Q
POOL LOCATION. INSTALL THE SILT FENCE AS INDICATED. THE USE OF A UPPER POND TO THE LOWER POND. Channel alignment of the contr Cher the location nor ,;1, ~ r ~ y; _ ~ _ ~ ~ Z of the control section , , , . , , , ° . ~ s 1 . , , . , 5 - ~ Z o
SUMP PUMP MAY BE REQUIRED DURING CONSTRUCTION TO DIVERT ncide with the centerline ° ° ~ . ° . ° ~~r ^ ^ ~ ^ ~ ~ ~ ° ~ ° . ~ ~ o W
STORMWATER AND NORMAL FLOW AWAY FROM THE WORK AREA. THE 4. INSTALL THE ROCK DAM RESERVOIR DRAIN INLET PROTECTION DEVICE has to coincide with th Embankment 1. ~ m ~ ~
INTAKE FOR THE SUMP PUMP SHOULD BE PLACED UPSTREAM OF THE ROCK AROUND THE OUTLET OF THE UPPER POND AS INDICATED ON THE I of the dam. DAM INLET PROTECTION AND DISCHARGED INTO THE PLUNGE POOL AREA DRAWINGS. INSTALL THE RIPRAP CHECK DAM DOWNSTREAM OF THE LOWER
UPSTREAM OF THE RIPRAP CHECK DAM. DAM IN THE EMERGENCY SPILLWAY FOR THE UPPER POND. THE USE OF A ~ 3 in
SUMP PUMP MAY BE REQUIRED DURING CONSTRUCTION TO DIVERT
STORMWATER AND NORMAL FLOW AWAY FROM THE WORK AREA. THE 5. REMOVE THE EXISTING 6 BOTTOM DRAIN VALVES, THE RISER AND THE ~1~~~ •"."."~.y Z O O
BARREL CONDUIT. LAY THE EXCAVATION SLOPES BACK AT A 2:1 SLOPE. INTAKE FOR THE SUMP PUMP SHOULD BE PLACED UPSTREAM OF THE ROCK - - - ~ J J
EXCAVATED MATERIAL MAY BE STOCKPILED, DRIED AND REUSED WITH THE DAM INLET PROTECTION AND DISCHARGED INTO EITHER THE LOWER POND - - - ~ Q Q y..~.y. U J H H
APPROVAL OF THE GEOTECHNICAL ENGINEER TO REBUILT THE EARTHEN (IF NEEDED TO MAINTAIN WATER LEVELS) OR THE EMERGENCY SPILLWAY. Plan 1 J Q H H W
DAM. 5. LOWER THE WATER LEVEL IN THE LOWER POND (IF NEEDED) TO AN . W ~ m m
6. EXCAVATE FOR THE PROPOSED SPILLWAY RISER AND BARREL AS INDICATED ELEVATION OF 671.0 TO ALLOW THE REPAIRS OF THE UPPER POND. ~ ~ D ~ ~ - I m to N
ON THE DRAWINGS. REMOVED ADDITIONAL MATERIAL FROM THE 8 Ali 'a i_ ~ ~ ' Z ~ W W
EMBANKMENT AS REQUIRED BY THE GEOTECHNICAL ENGINEER. 6. REMOVE THE EXISTING 6" BOTTOM DRAIN VALVES, THE RISER AND THE I_ J 4 fn ~ ~
BARREL CONDUIT. LAY THE EXCAVATION SLOPES BACK AT A 2:1 SLOPE. X - length of ength of --------~--~-r? W ~ ~ ~ 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF LIME, FERTILIZER, AND SEED. Z Z Z
7. AFTER INSPECTION BY THE GEOTECHNICAL ENGINEER, CONSTRUCT THE LEAN EXCAVATED MATERIAL MAY BE STOCKPILED, DRIED AND REUSED WITH THE exit channel channel o W W W
CONCRETE RISER BASE TO THE MINIMUM DIMENSIONS INDICATED ON THE APPROVAL OF THE GEOTECHNICAL ENGINEER TO REBUILT THE EARTHEN Water surface Control DRAWINGS. ALLOW 7 DAYS TO SET AND PASS FIRST COMPRESSION TEST. DAM. section 2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" DEEP X 6" WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. \ ~ ~ ~
Stage (H~) 3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW ON BOTTOM OF CHANNEL. Z U U U
8. CONSTRUCT SPILLWAY RISER SLAB POUR N0. 1 AS INDICATED ON THE 7. EXCAVATE FOR THE SPILLWAY RISER AND BARREL AS INDICATED ON THE O O O O 4. PLACE BLANKETS END OVER END (SHINGLE STYLE) WITH A 6" OVERLAP. USE A DOUBLE ROW OF' - ~ ~ ~
_ t - - DRAWINGS. DRAWINGS. REMOVED ADDITIONAL MATERIAL FROM THE EMBANKMENT AS Min 20~ Exit Section Xlt SeGtlOn STAGGERED STAPLES 4" APART TO SECURE BLANKETS. Z ~ W Z Z Z
REQUIRED BY THE GEOTECHNICAL ENGINEER. level or - 5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED IN 6" DEEP X 6" WIDE ~ O O O
9. INSTALL THE SPILLWAY RISER EXTENDED BASE SECTION. CONSTRUCT Approach TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. ~ U U U U
SPILLWAY RISER SLAB POUR #2. 8. AFTER INSPECTION BY THE GEOTECHNICAL ENGINEER, CONSTRUCT THE LEAN channel greater CONCRETE RISER BASE FILL TO THE MINIMUM DIMENSIONS INDICATED ON _ 6. BLANKETS ON SIDE SLOPES MUST BE OVERLAPPED 4" OVER THE CENTER BLANKET AND STAPLED ~ ~ ~ ~ ~ (2" FOR C350 MATTING). ~ Q ~ ~ ~
10. REMOVE TREES AND WOODY VEGETATION AS INDICATED. GRUB ROOTS AND THE DRAWINGS. ALLOW 7 DAYS TO SET AND PASS FIRST COMPRESSION
Profile along centerline REPAIR EMBANKMENT PER GEOTECHNICAL SPECIFICATIONS. TEST. 7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT U ~ ~ ~ ~ --ac INTERVALS. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF THE CHANNEL. PLACE A V) W N ~ ~
' SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED PATTERN. Lit 2 Z Z Z
11. INSTALL THE TAIL WALL AND RCP BARREL WITH FILTER DIAPHRAGM, TOE 9. REMOVE THE CONCRETE SPILLWAY AND ANY LOOSE ROCK OR SOIL IN THAT 3 8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED IN A 6" DEEP X 6" WIDE TRENCH. ~ ~ O O O
DRAINS AND OUTLET PIPES. INSTALL PLUNGE POOL ENERGY DISSIPATER. LOCATION. PRESSURE WASH THE EXPOSED ROCK IN THE SPILLWAY AREA. 1 ~ BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
BACKFILL THE EMERGENCY SPILLWAY LOCATION PER THE GEOTECHNICAL 1 ~ 12. CONNECT THE RCP BARREL THROUGH THE OPENING IN THE SPILLWAY RISER SPECIFICATIONS TO FORM A GRASS LINED BROAD CRESTED SPILLWAY PER
BASE SECTION AND GROUT THE ANNULAR OPENING AS INDICATED ON THE THE PLANS. - _ - II- _ TRAPEZOIDAL CHANNEL DIMENSIONS a o 0 0
DRAWINGS. I`I" CHAN. Q50 S~%) SS top bot. n V50 STABILIZATION W M 0'' \ I~ SEG. CFS (H: V) depth width width (FpS) ~ ~ ~ O N
10. INSTALL RIPRAP ARMOR ON THE DOWNSTREAM FACE OF THE SPILLWAY AS W 1 117.26 1.01 3:1 3' 23' 5' 0.035 5.04 STRAW WITH NET Q ~ ~ ~ ~
13. INSTALL THE RESERVOIR DRAIN VALVE AND DIP INTAKE CONDUIT AS INDICATED ON THE DRAWINGS. CPOSS S2CtI0n at COntrol Section O O O
INDICATED ON THE DRAWINGS.
11. REMOVE TREES AND WOODY VEGETATION FROM THE BYPASS CHANNEL 14. INSTALL THE REMAINING SPILLWAY RISER SECTION WITH 0-RING, DRAIN AREA ON THE NORTH SIDE OF THE LOWER POND AS INDICATED ON THE EARTH SPILLWAY GRASS LINED CHANNEL DATA
VALVE AND DRAIN VALVE OPERATING APPARATUS AS INDICATED ON THE DRAWINGS. STABILIZE ANY DISTURBED AREAS WITH STRAW WITH NET v,
DRAWINGS. VERIFY THE ELEVATION OF THE TOP OF THE RISER AND ADJUST EROSION CONTROL BLANKETS AND SEED. ~ x 0
AS NEEDED TO MEET THE PROPOSED NORMAL POOL ELEVATION. sTABILIZED GRASS LINED Uw ~ I ~
12. CONSTRUCT SPILLWAY RISER SLAB POUR N0. 1 AS INDICATED ON THE SURFACES WITH SEED AND FILTER FABRIC 6" (TYP) ~ ~ ~ r
15. INSTALL THE SPILLWAY RISER TRASHGUARD. GROUT RISER JOINTS INSIDE DRAWINGS. STRAW WITH NET TMPORARY ~ ~ ~C N
AND OUTSIDE OF RISER. LINING. SEE DETAIL ON THIS 13. INSTALL THE SPILLWAY RISER EXTENDED BASE SECTION. CONSTRUCT SHEET. 20' 1' THICK LAYER CLASS 8 RIPRAP ~ ~ ~ I a> n STAW WITH NET LINING Z ~ ~ ~Q
16. BACKFILL THE EXCAVATED AREAS AT THE DIRECTION OF THE ENGINEER SPILLWAY RISER SLAB POUR #2. 3 CONTROL SECTION 684.0 NOTE: CONTINUE TO 6" Q ~ ~ C ~
AND PER THE GEOTECHNICAL SPECIFICATIONS. TESTING OF FILL SHALL BE 1 COMPACTED FILL. 4 PAST TOP OF BANK ~ N ~ J,~ ~ r
IN ACCORDANCE WITH THE FILL TESTING SPECIFICATIONS. AERATE THE 14. INSTALL THE TAIL WALL AND RCP BARREL WITH FILTER DIAPHRAGM, TOE NORMAL POOL 681.6 INITIAL LAYER PLACED AT 1-3% WETTER ~ :'~jN. R r 1 Y~ ~ J~ad00 1 :^~jM s Z~mU" a~o~dN~
DOWNSTREAM SLOPE OF THE EMBANKMENT. SEED AND MULCH ALL DRAINS AND OUTLET PIPES. INSTALL RIPRAP APRON ENERGY DISSIPATER. THAN OPTIMUM MOISTURE CONTENT. ,:.M. ~ y5 1 ~1`t. III III
DENUDED AREAS. ~1, . ' nn U~ U~Q2 ~ LI~~~Z~
15. CONNECT THE RCP BARREL THROUGH THE OPENING IN THE SPILLWAY RISER ROCK 1680.5 17. REMOVED THE EXISTING VEGETATION FROM THE LAKE BED BELOW THE 673 BASE SECTION AND GROUT THE ANNULAR OPENING AS INDICATED ON THE
CONTOUR ELEVATION AND DISPOSE OF AT THE DIRECTION OF THE OWNER. DRAWINGS. BREAK AWAY ANY LaosE 9" LAYER NCDOT #5 STONE ~ ~ ~ ~ a C ~ 3 j I
SURFACE ROCK LAYERS. 9" LAYER NCDOT 78M STONE ~ Z J ~ ~ lO ~~0
18. THE RESERVOIR DRAIN VALVE SHALL NOT BE CLOSED FOR THE 16. INSTALL THE RESERVOIR DRAIN VALVE AND INTAKE CONDUIT AS INDICATED PRESSURE WASH SURFACE. III~~
IMPOUNDMENT OF WATER PRIOR TO ISSUANCE OF APPROVAL TO IMPOUND ON THE DRAWINGS. GROUT ANY volDS IN RocK SURFACE PRIOR TO BACKFILL. 9" LAYER NCDOT C-33 SAND U N ~ ~ ~ V ~ ~ V p
FROM THE NC DIVISION OF LAND RESOURCES. CHANNEL DETAIL z ~ ~ v
17. INSTALL THE DRAIN VALVE AND DRAIN VALVE OPERATING APPARATUS AS EARTH SPILLWAY INDICATED ON THE DRAWINGS. VERIFY THE ELEVATION OF THE TOP OF THE SCALE: 1" = 5'
RISER AND ADJUST AS NEEDED TO MEET THE PROPOSED NORMAL POOL o_
ELEVATION. v
18. INSTALL THE SPILLWAY RISER TRASHGUARD.
19. BACKFILL THE DAM AND ADD MORE FILL AT THE LOCATION OF THE BREACH ESTIMATED CONSTRUCTION SCHEDULE REPAIR AS INDICATED ON THE DRAWINGS AND AT THE DIRECTION OF THE CD
w O
Phase 1 GEOTECHNICAL ENGINEER. TESTING OF FILL SHALL BE IN ACCORDANCE WITH THE FILL TESTING SPECIFICATIONS. ~ N
MOBILIZE 1 DAY ADD ENTRANCE, RIPRAP FILTER BERM & CHECK DAM 1 DAY 20. REMOVE STONE FROM FILTER BERM LEAVING A HEIGHT TO 3' TO REMAIN TO Q N D \
EXCAVATE TO REMOVE PRINCIPLE SPILLWAY 2 DAYS CONTROL SEDIMENT FROM COLLECTING AROUND RISER BASE AND BOTTOM CD O
EXCAVATE FOR RISER AND PLACE PLOWABLE FILL 7 DAYS DRAIN VALVE.
INSTALL BARREL W/ TAILWALL & PLUNGE POOL 3 DAYS
SPILLWAY RISER SLAB POUR #1 1 DAY 21. SEED AND MULCH ALL DISTURBED AREAS. RIPRAP as .
INSTALL RISER BASE AND SLAB POUR #2 1 DAY ~ U W1 m~a r c -P
BACKFILL DAM AND CONSTRUCT FILTER DIAPHRAGM 3 DAYS 22. THE RESERVOIR DRAIN VALVE SHALL NOT BE CLOSED FOR THE L o mag
ADD REMAINING RISER SECTION, ADD TRASH GUARD, IMPOUNDMENT OF WATER UNTIL THE LOWER POND HAS REACHED ITS CONNECT VALVE AND PIPING AND OTHER MISC. NORMAL POOL ELEVATION. W2 RIPRAP I ~ a~
CLEAN UP ITEMS 5 DAYS Q ~ ETC
A A ~ ~~i D ~ ~ ~
A A A A A 23. AFTER THE LOWER POND HAS REACHED ITS NORMAL POOL ELEVATION, THE ° ESTIM TED TOT L PH SE 1 WORK D YS 24 D YS UPPER POND BOTTOM DRAIN VALVE MAY BE CLOSED TO THE POINT THAT is MIN. 18" MIN. W ~ °e~
THE MINIMUM NORMAL FLOW CAN PASS. s°MIN. - ~ O ;8w /y ;aZ L.L Q ~ a~8
° ;~W U8<
24. WHEN THE UPPER POND REACHES ITS NORMAL POOL ELEVATION, THE GEOTEXTILE FABRIC I • • r d4~ 4" - N0. 5 WASHED ~ ~ Q Q °
BOTTOM DRAIN MAY BE CLOSED. ~ STONE ~ s~° ~9e
0 ° o ~ FIC PLAN SECTION A-A Q ~ Z _ ~ FILTER FABRIC mt °
FILL TESTING SPECIFICATIONS °o ~ ~ L~ =r~ ~ ~ - $m
• ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER. r , ~a. ~ V ^;s
1. FIELD DENSITY TESTS, INCLUDING ONE-POINT PROCTOR VERIFICATION TESTS, • BOTTOM GRADE SHALL BE 0.0% WHEN USING SCS/M D. METHOD. Y - W
WILL BE PERFORMED ON FILL AS IT IS BEING PLACED AT A RATE OF ONE TEST PER LIFT FOR EACH 1,500 SQUARE FEET OF COMPACTED FILL TO ESTIMATED CONSTRUCTION SCHEDULE ELEVATION AT DAM • SIDE SLOPES TO BE 2:1 OR FLATTER. Z ~
VERIFY THE COMPACTION CRITERIA. ' SIDEWALLS SHALL EXTEND UP AS SHOWN ON PLANS BUT NOT LESS THAN 2/3 THE PIPE DIAMETER. Q <la =aa
Phase 2 CLASS E CLASS B • THERE SHALL BE NO OVERFALL FROM THE END OF THE APRON TO THE SURFACE OF THE RECEIVING ~ O
2, COMPACTED FILL ADJACENT TO DRAIN PIPES OR STRUCTURES WITHIN THE DRAIN UPPER POND 12 DAYS EROSIO<` p~~, ;''•r' STONE EROSION CONTROL CHANNEL. THE AREA TO BE PAVED OR RIP-RAPPED SHALL BE UNDERCUT SO THAT THE INVERT ~ ~ ~$s ~ 9ay STONE OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING U O~ Q°-
EMBANKMENTS WILL BE PERFORMED AT A RATE OF ONE TEST PER 30 ADD RIPRAP FILTER BERM & CHECK DAM 1 DAY 5t
LINEAR FEET. EXCAVATE TO REMOVE PRINCIPLE SPILLWAY & 5~~,0 2.~ 5 MIN. ~P 2. CHANNEL. THE APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. • ~ FILTER FABRIC W ~ O 8 ' THE END WIDTH OF THE APRON SHALL EQUAL THE BOTTOM WIDTH OF RECEIVING CHANNEL. \ ~ ~ ~ m`~
CONCRETE EMERGENCY SPILLWAY 2 DAYS ®CENTER 5~ . ' o EXCAVATE FOR RISER AND PLACE PLOWABLE FILL 7 DAYS , m a 'PLACING EITHER LOOSE OR COMPACTED FILL IN THE RECEIVING CHANNEL SHALL NOT BE ALLOWED. /
INSTALL BARREL W TAILWALL &RIPRAP APRON 3 DAYS , o, o o ° J_ ° ' NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL BE PERMITTED. U=
/ 1 SPILLWAY RISER SLAB POUR 1 1 DAY ~ ~
INSTALL RISER BASE AND SLAB POUR #2 1 DAY ~ O ~ Q ;„i
BACKFILL DAM 8c CONSTRUCT EARTH SPILLWAY 3 DAYS SECTION THROUGH DAM O ~ o ~ m= DAM OUTLET CFS PIPE APRON WIDTH WIDTH APRON STONE SIZE: W ~aa
CLEAR TREES FROM SPILLWAY CHANNEL & SEED 3 DAYS DIA. LENGTH ~ TW Q END DEPTH AVG. MAX. ~ Li.l ~ =as
ADD TRASH GUARD, CONNECT VALVE AND PIPING "Do„ „L.. ..W1 ..W2.. ..D., Q ~ Er o
NQTES AND OTHER MISC. CLEAN UP ITEMS 5 DAYS 1 A/I~ ~ Q ~ UPPER 96.37 36"~ 54' 14.5' 25' 18" 8" 12" ~
nl ~ ie,nDl~ nccnnlnTCn ~A,ITLJ T~C DCDAID nC TLJIC nAe~ IC I nrnrrn RIPRAP CHECK DAM JAIYI 9a6 Aso
I . Y1 LL rvv \r\ /"1-).)u IP1 I LU vv L I\LF Y1 \ V .7 U/-\ vi .7 L 1 1r I LU ESTIMATED TOTAL PHASE 1 WORK DAYS 38 DAYS U! I I o~o
OUTSIDE OF THE LIMITS OF THE 100-YEAR FLOODPLAIN AS INDICATED ON N.T.S. FEMA MAP NO. 3710792800J EFFECTIVE JULY 7, 2007.
RIP-RAP APRON DETAIL JOB NUMBER SHEET NUMBER
090904 C-111
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg

OUTLET INTO DITCH, CREEK W
OR STORM DRAIN U L~
PUMP ~ W
Z O INTAKE PIPE TO PUMP FLOW W
F O Z
55 GALLON DRUM
U POND DAM - '~<p~ ~ ~
SEE DRUM DETAIL W ~ J ~
a ~
WATER LEVEL Q ~ Z O
WATER LEVEL ~ ~ Z U
~ O W
0 0 0 ~ j Z
0 0 0 #5 OR # 57 WASHED STONE ~ i 0 0 i 3 (n
/ ~ ~ O O
~ Z ~ i W H H
~ J J
D_ 3/4" HOLES ~ - ~ J
W Q - -
DRUM DETAIL w ~ m m
D ~ O ~
m ~ ~ Z ~ W W
~ ~ ~ ~ LOW POINT UPSTREAM OF -
NOTE: RIPRAP FILTER BERM. w ~ H H
Z Z Z 1. IF PUMP DISCHARGE IS INTO DITCH, DITCH MUST ~ W W W
BE PROTECTED THROUGH DISTURBED AREA. ~ ~ ~ \ ~ ~ ~
2. STONE MAY BE PLACED AROUND INTAKE INSIDE U U U
DRUM FOR MORE MOBILE UNIT. ~ 0 Q Q
i I, l ~ RIPRAP SLOPES BEHIND WING
WALLS TO TOP OF TAILWALL. 1 { f ~ ~tv Z w Z Z Z O ~ 0 0 0
i F 1 I } # F ~
{ ~ ~ GRADE'PLUNGE POOL SIDE v FILTER SUMP
~ ~ { { I F SLOPES AT 2:1. CARRY RIPR P € TO TOP OF CUT SLOPE. ~Q~~~
€ 7 I ~ I _ ~
{ ~ ~ # _ GR E PLUNGE POOL OUTLET F { r ~ -E 'e. ~ TO ATCH EXISTING~~IANNEL OUTLET ~ W ~ ~ ~ CANNEL w 2 Z Z Z ~ ~ ~ O O O
~ s' 1 s ~b ~ IN ERT. ELEV. = 681.6 F 1 r I - t s j I ~ _ 's~j;;i-~~~
f ~
I ~ ~ ~-'61J~1-~_~ ? , F , F ~ 7 i 1 rn o 0 0
F i F~ ~ ~ j F I -,7~;~.~~_~~ F F - O \ \ ~
~ s' 1 j ~bl?,l-_ I_ F I I I 100' MIN. ~ M ~ O N
I I f ~'5y~- PUBLIC STREET Q \ \ \ \
Q ~ ~ ~ ~ ~ O O O
Ff Ff ; -t - ~ I I F F i ~ ; - EXISTING GROUND ~ z W W
F I I I ~ l' ~ I - SOIL STABILIZATION FABRIC
I I F~s I f _ `0 UNDER RAILROAD BALLAST cD
I '6b~1_~_-- ~ X O
~ I i I Uw ~
I wW ~ ~ 100' MIN. ~ ~ ~ ~ C
'--,Sc~3-_~- i f f ° ~ ~ N ~ am ~
i 1 r ~,6ij~~ 1 { { i ow z~c°o rn ~Q N
i 1 • ' GRADE PLUNGE POOL SIDE IDE ~ Q I~ ~ ~
F SLOPES AT 2:1. CARRY RIPRAP ~ i RIPRAP w j ~ ~ N ~ ; 3
F ~ ~ ~ NOTE: CONTOURS REFLECT FINISHED GRADE. OF CUT SLOPE.
t 1 1 s F F 1 t
t j 11 I z w~ J Z I II III~~~~
+ SCALE: 1 = 10 m~ UL~Q= ~ C1C~~z~
~w °`~w~ 4C~Q~~
oZa~ III~~o~~
~a
NOTES: 1. A STABILIZED ENTRANCE PAD OF RAIL ROAD BALLAST SHALL BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE THE Z ~ ~
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET CONSTRUCTION SITE ONTO A PAVED AREA.
Reference Design Note No. 6 (Second Edition), Jan. 23,1986 2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. ~ 3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO
PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS
CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
Ew.661.6 ~ Elev. 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
661.6 WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN. ~
I Elev. 3.7 ' 657.9 W O
3.5 ~ \
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` 4.0 3.0 I 4.2 STABILIZED CONSTRUCTION ENTRANCE/EXIT °
8' MAX. ~ 10.5 STEEL POST STEEL POST 0 N.T.S.
16.8 w 20.9
WIRE FENCING WIRE FENCING SECTION A-A
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a ANCHOR SKIRT 6" MINIMUM W ~ DO Z SHOP DRAWING SUBMITTALS ~ o ~ O •U
IN LIEU OF BURYING SKIRT, 6" OF ~QO VFW
~5 WASHED STONE MAY BE USED 4.3-? SECTION B-B OVER TURNDOWN. CONTRACTOR SHOP DRAWING SUBMITTALS SHALL INCLUDE BUT NOT BE LIMITED ~ ~ Q Q Paa
GENERAL NOTES: TO THE FOLLOWING ITEMS. m``
STEEL POST B Q o Z U ;ma
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. WIRE FENCING 1. THE FIVE FOOT DIAMETER PRECAST CONCRETE MANHOLE SPILLWAY RISER ~ ~ ~ ~t~
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FORA ? FILTER FABRIC f SECTIONS AND THE MATERIAL USED TO SEAL THE JOINTS IN THESE RISER ~ ~ - AND BARREL SECTIONS. Y D
PERIOD OF MORE THAN 30 DAYS. ~ o w ~ ~5 WASHED STONE A ,q w c
M J _ 3. STEEL POSTS SHALL BE 5~-0° IN HEIGHT AND BE OF THE ~ ~ Q~ gym; 2. THE 6-INCH DIAMETER RESERVOIR DRAIN VALVE, VALVE STEM AND STEM ~ Z ~
5 SELF-FASTENER ANGLE STEEL TYPE. o ~ ~D a ~ `<~4~ GUIDES. Q ~ ~
4. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE - " WIRES WITH 12" STAY SPACING. ~ _ ~aa aac
3. THE REINFORCED CONCRETE PIPE SPILLWAY BARREL AND THE MATERIAL H CO u$~
5. TURN SILT FENCE UP SLOPE AT ENDS. ROCK GRADATION % Passin Size in B USED TO SEAL THE JOINTS. ~ j ~ ~ aQa
6. WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS. 100 24 Mayo River State Park Dams u~~ 4. THE REINFORCEMENT STEEL FOR THE RISER FOOTING. W ~ O "a~
7. WIRE AND WASHED STONE WILL BE REQUIRED AND NOTED ON PLANS WHEN: MAINTENANCE NOTES: 60-85 18 LANDOWNER ~ ~ ~ a,
A. AT TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2:1 SLOPE) 25-50 12 B. AT DENUDED LIMITS WHERE AN UNDISTURBED BUFFER IS 50 FEET 1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY ~si 5. CONCRETE MIX DESIGN REGARDING THE SPILLWAY RISER FOOTING. ' ~ J ~ Z _ ~r~
OR LESS AWAY RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH 5-20 6 DESIGNER: Jamie Carpenter, PE RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY 0-5 2.4 SHEET OF
REPAIRS NEEDED SHALL BE MADE IMMEDIATELY. 6. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO MEADE GUNNELL O ~ ~ ~aa
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL ENGINEERING AND SURVEYING (MGES) 19810-A WEST CATAWBA AVENUE, O O m~
IS NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY. CORNELIUS, NORTH CAROLINA 28031, TELEPHONE NUMBER [phone] ~ W Q gas
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH EXT. 12 AND FACSIMILE NUMBER [phone]. THESE DRAWINGS ARE REQUIRED TO BE REVIEWED AND APPROVED BY MGES PRIOR TO ORDERING, Q Q
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS A ^ r REMAINING IN PLACE AFTER THE SILT FENCE IS REMOVED SHALL BE P I I I I\I 1 ' r P (l ll I - I (11111 R R P n ICI fl PURCHASE OR FABRICATION OF THE RESPECTIVE ITEMS. MGES WILL REVIEW ~ ~ 'd`
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SEEDED. THE SUBMITTED MATERIAL AND RESPOND TO TO THE CONTRACTOR WITHIN (,r} za
N.T.S. TWO WORKING DAYS OF SUBMITTALS. u o~W
JOB NUMBER SHEET NUMBER
TEMPORARY SILT FENCE 090904 C-112
G: \Projects\090904.220 Mayo River State Park Dams\dwg\Civil\Mayo River Civil Base.dwg