SW3170303 (9)

IDI
ICI
10m
10�
\Xs W
1 1 2 1 3 1 4 5
771TR
v
i CLASS A
- 3000 PSI
:aa,La:)a1�
AK AI
x
x
I� w
* FOR DESIGN PRESSURE=200 PSI
TYPICAL SECTION SIZE SCHEDULE
TEE OR BEND
CLASS A CLASS A
z 1 2 L 1 2 L 3000 PSI 3000 PSI
CONCRETE CONCRETE
UNDISTURBED UNDISTURBED
cN ® EARTH EARTH 1., 7'o/(\\\%\
CONCRETE THRUST BLOCK
SCHEDULE
PIPE
rc
BEND
m
SIZE
90
TEE
45'
w
22 1
Z
11 1/4'
INCHES
H
L
H
L
H
L
H
L
2"
.75'
1.5'
.50'
1:0'
.50'
.75'
.50
.50'
4"
1.5'
3.0'
1.0'
2.5
1.0'
1.5'
1.0
1.0'
6"
2.0'
4.0'
1.5'
3.5'
1.0'
cc
8°
2.5'
S.0'
2.5'
4.0'
1.5'
3.5'
1.0'
2.5'
10"
3.0
6.5'
2.5'
5.0'
2.0'
4.0'
1.0'
3.0'
12"
3.5
B.0'
3.0'
S.0'1.5'
zz
U
3.5'
PLAN - TEE
THRUST BLOCKING
NO SCALE
DUCTILE IRON MJ
TEE W/ 6" BRANCH
OR HYDRANT TEE
/ I �
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I
PLAN - BEND
AS DIRECTEDAS DIRECTED
PU PER NOZZLE
TO FACE STREET
AT 90'\
VALVE .BOX-
1
6" GATE
VALVE
6" 0 DIP PIPE
PROVIDE TWO 3/4"0 RODS
1Q 3/4"0 TIE BOLT
© 3/4"0 TIE BOLT NUT
n
PIPE
UNDIS
EARTH
AMERICAN -DARLING 5 1/4"
MOD. B -84-B-5, OR
MUELLER SUPER CENTURION, 5 1/4", OR
MUELLER MODERN CENTURION, 5 1/4",
ALL THREE WAY.
f1/2 CY MIN.
`NO. 67 STONE
.rq
T- BOLTS
K PIPE RANGE
30 3/4"0 ROUND WASHER CaJ :F-/ L® �®
® 3/4"0 THEADED ROD T
(COATED WITH COAL TAR) HARNESS DETAIL
(MIN.4 EACH/HYD)
FIRE HYDRANT ASSEMBLY
NO SCALE
' I ms o NO s .w MSIFYYu+r Ur Y . 9 R N Ta
MB�IM' AND o u4FY"m�Nw IN
I,41 . "Wu NooN T ¢ mr,Wprt irivxm
FANSE VRM'IOm "MSW IM N0. W%® IN MIpE dt PMR.
NOTE: FOR VERTICAL BEND (DOWN)
IN EXCESS OF 11 1/4' ANCHORAGE
SHALL BE AS DESIGNED BY
AN ENGINEER.
TYPICAL CONCRETE THRUST
COLLAR. MIN. OF 12" INTO
UNDISTURBED MATERIAL
ALL AROUND.
TYPICAL BEND -
TRENCH BOTTOM
TYPICAL CONCRETE
THRUST COLLAR. MIN.
OF 12" INTO
UNDISTURBED SOIL -
RESTRAINED JOINT PIPE
MAY BE USED IN PLACE
OF THRUST COLLAR.
MIN.
W
VA
THRUST COLLAR
NO SCALE
HNtTt (UNDER)
(OVER)
III I �MAINR III ` SEWERSANITARY
WA ER
MAIN Iv,T SEE WAS
NOTE MAIN
SANITARY SEWER
MIN• SEWERY
_ I - II SANITARY
r SEE NOTE SEVER (OVER)
MALAR I _
-� T T I BTk�SEE1'AP,"
SNITARY
EWER
NOTE:
WHEN THE WATER MAIN IS ABOVE THE SANITARY SENOR, BUT WITH UE THAN 24' CLEARANCE, OR WHEN THE
SANITARY SEWER IS ABOVE THE WATER MAIN. BOTH THE WATER MAIN AND THE SANITARY SEWER UNE SHALL BE
CONSTRUCTED 0 DUCTWE IRON PIPE WITH JOINTS EWIVAI TO WATER MAIN STANDARDS FOR A MINIMUM
IATERAL DISTAMM. MEASURED AT RIGHT ANGLES TO THE SEWER, OF 10 f ON EACH SIDE
OF THE CROSSING.
CROSSING REQUIREMENTS
NO SCALE
1 2 3 4 5
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ASC MIDLAND, LLC
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THRUST COLLAR
NO SCALE
HNtTt (UNDER)
(OVER)
III I �MAINR III ` SEWERSANITARY
WA ER
MAIN Iv,T SEE WAS
NOTE MAIN
SANITARY SEWER
MIN• SEWERY
_ I - II SANITARY
r SEE NOTE SEVER (OVER)
MALAR I _
-� T T I BTk�SEE1'AP,"
SNITARY
EWER
NOTE:
WHEN THE WATER MAIN IS ABOVE THE SANITARY SENOR, BUT WITH UE THAN 24' CLEARANCE, OR WHEN THE
SANITARY SEWER IS ABOVE THE WATER MAIN. BOTH THE WATER MAIN AND THE SANITARY SEWER UNE SHALL BE
CONSTRUCTED 0 DUCTWE IRON PIPE WITH JOINTS EWIVAI TO WATER MAIN STANDARDS FOR A MINIMUM
IATERAL DISTAMM. MEASURED AT RIGHT ANGLES TO THE SEWER, OF 10 f ON EACH SIDE
OF THE CROSSING.
CROSSING REQUIREMENTS
NO SCALE
1 2 3 4 5
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ASC MIDLAND, LLC
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SHEET NUMBER
CD7

I"I m
8" '.
UFT F
TOP OF RISER RIM ELEV:
517.25
OPEN TOP W/ VARMINT
SCREEN FOR
ANTI -SIPHON CONTROL
8" SCH. 80 PVC WATER
QUALITY CONTROL DEVICE
INV. = 515.00,
SLOPE SURFACE OF LINER & COVER SOIL TO
12" BELOW WATER QUALITY CONTROL ORIFICE
IN FRONT OF RISER. LINER SHALL BE TURNED
DOWN 12" AND SEALED TO CONCRETE RISER
W/ GRANULAR BENTONITE ON ALL FOUR SIDES.
8" PVC CAP W/ 4.0" DIA. ORIFICE
PLACED AT BOTTOM OF WATER QUALITY
CONTROL DEVICE, 12" BELOW NORMAL
POOL FOR TRASH PROTECTION
NOTE: CONTRACTOR SHALL SUBMIT
SHOP DRAWINGS TO ENGINEER FOR
REVIEW AND APPROVAL PRIOR TO
FABRICATION OF OUTLET STRUCTURE
I1 -3m
I0' m
FHIS CMNW9 M MIN NELNN TIE
pROppIIY OF O BERS ENWNEFIUNO. M R NWO ML 4VMY U
•TRJRV IND= PE4WaID RIBHIB XiCWNNH T6 CCPMWF TffPEfO.
X. OIMFBHME FORNIdEm�A O]%EO W WXNE OR YMI.
1
2433EM,
48" WIDE X 6" HIGH
ORIFICE ON FRONT SIDE
ONLY, INV ELEV: 516.25
FWn
FRONT ELEVATION
RISER STRUCTURE DETAIL
SCALE 1"=2'
2
111 1 � i I
AND
HIGH BLACK PRE
ALUMINUM PICKE
/
r
�
10:1 SLOPE, 6" SOIL (MIN)
I
INV: 515.00'
'.,.
REAR OF RISER BOX,
-__________________________________
SEDIMENT STORAGE
I
tO
*92.80' - 24" RCP "O-RING
5' HIGH, 17 WIDE
1�
GASKETED JOINT" AT 0.50%
WET POND O 0:51.
1�
----*-----
BLACK PREFINISHED
NOTE: PROVIDE WATER TIGHT
1
SEAL AROUND PIPE JOINTS TO
-
r,.
x ALUMINUM PICKET
6" PERMANENT POOL
RISER W/ NON -SHRINK GROUT
BENTONITE
6" SCH. 80 PVC PIPE ® 0.50%
i
I i FENCE DOUBLE LEAF
I
f
DRAIN) W/ SCREEN AT INLET
l
/
DETAIL ON SHEET C09
3
I 1 • • +••a • a�j••� • a' 'a • a 'las+•a •
a•
• • •i la a
a a
2:1 SLOPE BELOW
• • i '„ `FI WATER LEVEL (TYP)
Y 1
l'• I ' �( � � 10:1 LITTORAL SHELF FOR WATERn f
• � L��h ��, QUALITY, REF. PLANTINGS BELOW /
FOR BAY (SHELF AREA: 7,485 SF) \ 1 r
• i a• AEA � q` k � \ j
24" RCP BEYOND IN
r
OVIL MOA 01ANUXRU MUI,IUR
10:1 SLOPE, 6" SOIL (MIN)
INV: 515.00'
'.,.
REAR OF RISER BOX,
-__________________________________
SEDIMENT STORAGE
I
tO
*92.80' - 24" RCP "O-RING
5' HIGH, 17 WIDE
INV ELEV: 510.90
GASKETED JOINT" AT 0.50%
WET POND O 0:51.
-
----*-----
BLACK PREFINISHED
NOTE: PROVIDE WATER TIGHT
N
SEAL AROUND PIPE JOINTS TO
-
r,.
x ALUMINUM PICKET
6" PERMANENT POOL
RISER W/ NON -SHRINK GROUT
BENTONITE
6" SCH. 80 PVC PIPE ® 0.50%
INV: 510.90'
I i FENCE DOUBLE LEAF
DRAIN, INV ELEV: 511.00
(GCL) LINER W/12"
DRAIN) W/ SCREEN AT INLET
CONCRETE FILL INSIDE
' ) ACCESS GATE W/ LOCK
6" SLUICE GATE W/ LIFTING ROD
BOTTOM OF RISER,
SLOPE TO RCP INVERT
CUTOFF TRENCH,
PROPOSED BERM,
ATTACHED PER MANUFACTURERS
D
REF. DETAIL
PROPOSED
i
REQUIREMENTS, NORMALLY CLOSED
CONCRETE BASE - 6'X6'
STANDARD PROCTOR
12" THK. W/ 10/10 6X6 WWM
1 STORM DRAIN
r ' WIDE CONCRETE
UNDISTURBED SOIL
SECTION A -A
D
SCALE 1"=5'
' .DRIVEWAY PAN
DRI
3
4
m
STORMWATER BMP ACCESS
& MAINTENANCE EASEMENT
t�
u.
4 � 5
I
�
� f.
I /
390_95'_Ar
-x—x—x-Nape-,y4k3�80=x—x—x—x—x`�, x—x—x—x—x—X#x—x—x x—x
I I
*92.80 LF OF 24" "O-RING I I
�GASKETED JOINT' ® 0.=
\ IPRECAST CONC. RISER
STRUCTURE, RIM BEV. 517.25'
I
6" PERMANENT POOL DRAIN.
SEE SECTION NEW FOR RED'S
FOREBAY BAFFLE, SEE
i DETAIL ON SHEET CD9
s+• ii a a
A I •
FOREBAY
'r • a AREA
i
[o7
PROPOSED
STORM DRAIN
STORM
-524-
z`
48" WIDE X 6" HIGH ORIFICE ON
FRONT SIDE ONLY, INV: 517.25
8" SCH 80 PVC WATER QUALITY CONTROL
DEVICE, 8" SLUICE GV INSIDE RISER W/
T -HANDLE UP 1HROUGH RISER GRATE
SLOPE GCL LINER AND COVER SOIL TO 12" BELOW WATER
QUAUTY CONTROL ORIFICE IN FRONT OF BOX TO ALLOW
CLEARANCE FOR 8" PVC WATER QUALITY RISER. GCL
SHALL BE TURNED DOWN 1T' AND SEALED TO CONCRETE
RISER W/ GRANULAR BENTONITE ON ALL FOUR SIDES.
GCL & COVER SOIL,-/
REF. DETAIL
TYPICAL POND SECTION B -B
SCALE 1"=5'
ALUM. BAR GRATING 1"Xd" BEARING BARS. FASTEN
W -CUPS ATTACHED TO A 1 "X1}"Xlr GALVANIZED
UAE FRAME MORTAR FRAME TO TOP OF OUTLET
STRUCTURE, W/ 2' SQUARE ACCESS HATCH & LOCK
8" SLUICE GATE VALVE W/
LIFTING ROD ATTACHED PER
MANUFACTURERS REQUIREMENTS 10 MIN --I
rno nP nnu• son nn'
3
1
NCY SPILLWAY,
3.50
3
5' HIGH BLACK PREFINISHED
ALUMINUM PICKET FENCE
INV: 510.35'
MI -M I
ASC MIDLAND, LLC
= 514.50'
OVIL MOA 01ANUXRU MUI,IUR
10:1 SLOPE, 6" SOIL (MIN)
INV: 515.00'
ON LITTORAL SHELF
2
1 r
-__________________________________
SEDIMENT STORAGE
I
tO
*92.80' - 24" RCP "O-RING
CLEANOUT LEVEL 511.00' _ _
_
GASKETED JOINT" AT 0.50%
WET POND O 0:51.
-
----*-----
a
NOTE: PROVIDE WATER TIGHT
N
SEAL AROUND PIPE JOINTS TO
-
0
RISER W/ NON -SHRINK GROUT
BENTONITE
6" SCH. 80 PVC PIPE ® 0.50%
INV: 510.90'
GEOSYNTHETIC CLAY
SLOPE (PERMANENT POOL
(GCL) LINER W/12"
DRAIN) W/ SCREEN AT INLET
CONCRETE FILL INSIDE
SOIL COVER
6" SLUICE GATE W/ LIFTING ROD
BOTTOM OF RISER,
SLOPE TO RCP INVERT
CUTOFF TRENCH,
PROPOSED BERM,
ATTACHED PER MANUFACTURERS
D
REF. DETAIL
COMPACT SOIL 98%
REQUIREMENTS, NORMALLY CLOSED
CONCRETE BASE - 6'X6'
STANDARD PROCTOR
12" THK. W/ 10/10 6X6 WWM
UNDISTURBED SOIL
SECTION A -A
D
SCALE 1"=5'
2
3
4
NCY SPILLWAY,
3.50
3
5' HIGH BLACK PREFINISHED
ALUMINUM PICKET FENCE
INV: 510.35'
MI -M I
ASC MIDLAND, LLC
m01
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SHEET NUMBER
CD8
5
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SHEET NUMBER
CD8
5

BEADING STONE
FOR RCP USE
/ 57 STONE
PIPE SIZE T 12' tit
15'-35' e
WINES
FOR HDPE USE ME uPNUPACMsees
ePEaFICP,110N5 MOMEVER. (15' MIN) \
NDFE 91ALL NGT BE IllaWll WMIX
WE SReEi NMT -GF -WAY.
D NOTES: -T r \ TX
A MINNUM OF 1Y FRON OUTSIDE DIAMETER OF PIPE TO SIDE OF TRENCH MUST
BE ALLown, FOR COMPACTION OF FILL MATERIAL
SAOKFlWNG OF TRENCHES SHALL BE ACCOMPLISHED IMMMKMY AFTER ME
THE PIPE IS WD. ME FILL AROUND ME PIPE SHALL BE PLACED IN LAVERS
NOT TO EXCEED V.
UNDER NO CIRCUMSTANCES SHALL WATER BE PERWTTED TO NY IN UN-
BACKFlIIED TRENCHES AFTER ME PIPE HAS BEEN PLACED. COMPACTION
REQUIREMENTS SHALL BE ATTAINED BY ME USE OF MECHANICAL TAMPS ONLY.
EACH AND EVERY IAYER OF BACKFlLL SHALL BE PLACED LOOSE AND
THOROUGHLY COMPACTED INT) PLACE
ALL BAMRUL MATERIAL SHALL HAVE AN IN PLACE DENSITY OF 1001 TO A DEPTH
1Y BELOW THE FINISHED GRADE OF ME BACKFlLL MATEMAL, AND 951 AT DEPMS
saEATER MAN tit BELOW GRADE
MAINTAIN A MINIMUM OF 2 FEET OF COVER OVER PIPE
STORM DRAIN PIPE BEDDING DETAIL
NO SCALE
1. Cleat, give;aad atnP the meslindee Ms wbanktsientofall t'egemuon end
roar mat Remo eall smfau cod comalwgWgh azuonots.ofmgavumatru.
and atockpd
dcP odislpaoltsea opsiaamunwO mNwameJumaebjma contact
a wmasiuen bi laxx
ba.min.eeded
Z.
Ensare teat RIL DLtesol E. tba emhaclovi nt I. free of LoPPt woody
regeianom mgwc mace, aed ad er otgecteaableihmcaat Pl poelfwBE, in
fibs aottoexceM9mebes,amlmscMveeompacEn Ovys RDi\eeMbept<meut
6mdms m allP» far aettlwem
C. 3 Shape tlw Baam rodu apenBed dmunsro44 Ft4YW}Tf6PMdmmBTg device
from seuHnS aeM the orad bT excavatmga aLaliRW p'jkrmds ftie aktauve,
ptrndmgaloa snppw mels, the'skuwvmar$nm thh6ec
4. Pleaettrbamt (typ&say 3-incRSCLemdedfl.PVGPon Nfmgsmootfi.
fmmdationbfimpervionssol, Donot..peiviarsmatmaelisais.Ael,
,avec, or cnasbed scone as backfUl monad Mpipe.. Pteee4mfdf haretial
aromW the Pipe yiliway m 4-ind1 Is and compact M under And aroasi
thepipe m at least rise -sera amaty sada 8djacmf-embaukmem: C..
befakm not to taiaeUsa pipe Bamthe firm codhctxiW its foedafien'wheh
eampaetiug sv W ex ahepipe liawebe;.
PI.. inansen, deptls oft feecofwmpagedba kB3tm�#be g�e;splliway
bd'mtcrossivg it with mvsmavism agmpmes, 7. so ease shot" the Pito
cmduabeinimelad by comes awash Brough Nedam agar the:Rabookmec4
iaoomplem:
S. Annuble the aq'mmec &M -Wing the mmilecuneas xm a*.o is R,
de4gved.
d La} the assembled skmasser oa We botrom. of the balm nmh the Raxibie
toms at the inter of the bamt pipe. AtiBch the Bexsbledmnl to UW beret pipe
andpaasRon the-kranue axrerda axaw,sad pstai si>PpoM. Hewre a mtach
a rape'he Il Skimmer ed.4eto i a ffie as nfWptreVid_ tins wdlpe used
b pull tire; skimmer to me code tai mamwuec e_
S. liseut iubargenatermrotliebummama�errmpreuNutemP3cn Us:
B tmup.styA . drams ox ivetaicns wahoutle(puit" MAhaclaedisma-
1ad9u wamrm fibs appereedo£thepoo7 ares m+mpinsy(biuuNsSctepey'
(Refexrnrea: JO]no,QCm,troT Madswvs and Ondei;Pop.
9. HmSton the shucaue ss, pix this 40wittsed wisp ICI.
,imam d. Diver, surface water aw,V from befe aT�. CompTsie fids
emballonwt before the area u cleaced StaWtiTc Be DlDmdaaFT u+tg.
ambauko ens cod all amm dsstmhed amv above the Ahl 4 *,T, w4
spdt»wY>mmstntefy afleecmrs&Dcbmn (Refecegcmi:SLT/gcY � ." }.:
10. Imtell parauslaffies as sperff dm3haeRtafi;SF,PoPomBglfF¢4,:
I1. Abs, CID ifie 9edmseas-produtiug azem bnv8 baeupe�sneutip etafitflaed,
rase the Mn]cMe and all the smsabk uNamNd &moot§ the arearo:
Need with the sdlammg arses -snit N bare. pmpNiy (E'sPaswCSW.SiVii.
Snentuaseu).
SKIMMER CONSTRUCTION SPECIFICATIONS
NO SCALE
Impect stammer sedinvas bastes 0 ie CIE weekly saii saki, eq$ yl$WBeAa1
( m-heU Inch w gce ter) n m st suint and rspam ammeiflowly, (remove
aedlm al and j Ror, du basin to it, engasel divaaia ea Wbea Tedkont
aa"Iesci �es to me-hwf the bagbl of We brat beipa Pada dis Ai imaNrtw
one stoic ss, that tee. sedmunt sadmu elh it can be expaysted. ,EaesvBk the
sedimwtf We betas basin, vat just armed D,,:slcmmer m de, fina C4.:
Afaks sure: vegeatioamowingm mebonomoi'tha tiasin doesnot hold dbwn.
the. skimmer:
R ,., Se, baffi rf they ars damaged. Re aluhor are baL f water I.
floicuit,undlwamcieit dica-
If4b.,kmane, thebalm,swelb;
Tehsng on the iope will make the onasue, bob up: Red don aced 441.1lis..
thedeiwte em8 mmon Row. 1f Nis amu not »mit, pmll floe skmamN' axes m-.
Bae sldeoFllxbava and sem.re the debris Alantheekdauneminsidethe:
akrmmerm see ifn rs cimggeddw care the debris
Uthe sktmmc mm m barrel prpe t 1 geed, We mffice can 6ermwved m3
the nbstructidv xtemed wuh apininb sanake mbp8nskmewrtbwater Be'
sora nadmpku ihesdflce txfaarcpmamoa•^"tbez4mmer
A Check the fabric limed spHiway far damage andmalre any required repairs.
witlafabrie.ifiaf spansthe. tall tVidih of mbyillway. Check aheem6wk,nms;
vplhv ys, and oidet1hr crosims Swage. Rail raspct rhe andoad mmt T.
piping sed setliernent:.Llake all necessary vepaan.iasmediatety. Remove On
trash an,l othsrd bars fmm the skinun. Aadpool mesa
Franaa,, swee can result rb ice foimwg in the »vita Same Wtatal
precvonons aLbrM, be is in the wmml m peevevt the Nnnan b m:
Ptaggwg withiGc.
SKIMMER MAINTENANCE SPECIFICATIONS
NO SCALE
P rem wIGNFF ®�� �� , FA as Alto SH04i. � R, IAw.
sutmam oxo craw Ns.Dm Nems nwv,mlen rte wPawwrr Mawm.
� �E 1�4 FN,M � � � a�R COPED N MMaIE pr PNIr.
1
2
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES
7DAYS
NONE
HIGH QUALITY WATER (HOW) ZONES
7DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE IV OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1,14 DAYS ARE ALLOWED.
SLOPES 31 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 5TH IN LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HOW ZONES.
A 11 _DEC=Ll. _rkfM LI
3" Fairc%th Skimmer® Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
Aluminum straps
4" Soh 40 with Blue lip\ Inlet suspending inlet
coupling \\1
connection' 3' pvc Boal
29" 2
2'Sch 40 SOLID pvc Bartel
Or °amt°
SUPPLIED BY USER a
29" 2
73s
Skimmer shown in
floating positionY hose. as clamps T Inlet HEAD on center
2- threaded male nipple eXswS m 4 of inlet and ordiico
on outlet end
1. Coupling can be removed and hose attached to outlet using the threaded 2" nipple. Typical
methods used: on a metal structure a steel slubout welded on the side at the bottom with a 2"
threaded coupling or reducers; on a concrete structure with a hole or orifice at the bottom, use a
steel plate with a hole cut in it and coupling welded to it that will fit over the hole in the concrete
and bolted to the structure with sealant; grout a 4" pvc pipe in a hole in the concrete to connect
the skimmer. It Dan be attached to a straight 4" sch 40 pipe through the dam but the pipe needs
to be anchored to the bottom at the connection so R is secure.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel solid not foam core pipe) should be 1.4 times the depth of water with a minimum
( PP) P
length of 8' so the inlet can be pulled to the side for maintenance. If more than 10' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from a 3" maximum inlet to a 2' barrel and hose. Barrel is smaller to reduce
buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of slope. The
inlet orifice Dan be reduced using the plug and cutter provided to control the outflow rate.
S. Inlet is 6" pipe between the straps with aluminum screen door for access to the 3" inlet and
orifice inside.
6. Capacity 9,774 cubic feet per day maximum with 3' inlet and 3" head. Inlet Dan be reduced
by installing a smaller orifice using the plug and cutter provided to adjust flow rate for the
particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
3mchCut TM 11-07 November 14, 2007
3.0" FAIRCLOTH SKIMMER DETAIL
NO SCALE
STEEL POSTS
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING
TEMPORARYOR .
PERMANENT DITCH
COIR FIBER BAFFLES -
(PRACTICE STANDARD 6.65)
RISERSTRUCTURE
TRASH
SKIMMER --)•
RISER STRUCTURE
STONEPAD
PLAN VIEW (belowskimmerl
WOOD STAKE
OR METAL POST
TOP OF EMBANKMENT
STONE ENERGY
DISSIPATOR
---- ......�
EMERGENCY SPILLWAY
CLASS B STONE PAD 1-R`T CUT-OFF ANTI SEEP
(4'X4'X r MIND ANTIFLOTATION BLOCK SECTIONAL VIEW LTRENCHCOLUR SFABIUZED
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIORAND EXTERIOR SIDESLOPES.
2. INSTALLA MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING. NOT TO SCALE
2
SEDIMENT TRAP DETAIL
NO SCALE
3
r
W �NATIIRAL GRADE
.. ...
PIPE
DIAMETER
• `
AJC ..
1 �-r1
�1i11r/
t
Al
36"
7.2"
9.0'
20'
23.0'
16.2'
C
0
NQIES
1. CIASS OR MEMAN SIZE OF RIPRAP AND LENGTH. WIDTH AND DEPTH OF APRON
PER RIPRAP APRON DATA BLOCK SHOW BELOW.
2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF ME PIPE OR CULVERT AT THE DISMARGE OUrLET AT A MAT(MUM SLOPE OF
2:1 ANDA HEIGHT NOT LESS THOU TNG MM ME PIPE DIAMETER OR
CULVERT HEIGHT.
d. THERE SHALL BE NO OVERFLOW MOM ME END OF THE APRON TO THE
SURFACE OF WE RECEIVING CHANNEL THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO WAT ME INVERT OF ME APRON Swill BE AT ME
SAME DRAW (RUSH) WIM THE SURFACE OF THE RECEIVING CHANNEL ME
APRON SHALL HAVE A CUTOFF OR TOE WALL AT ME DOWNSMFAM END.
4. ME WIDTH OF ME END OF ME APRON SHALL SE EOUI To ME BOTTOM
WIDTH OF ME RECEIVING CHANNEL MAXIMM TAPER TO RECEMNG CHANNEL 5:1
S. ALL SUBGRADE FOR SMUCMRE TO BE COMPACTED To 951 OR GREATER.
6. ME PLADMG OF RU- EITHER LOOSE OR COMPACTED IN ME RECEMNG
CHANNEL SHALL NOT BE AUDWED.
7. NO BENDS OR CURVES IN ME HORDWAL AIJMMMt OF ME APRON WILL
BE PEIiNIf1E0.
APRON
DESIGNATION
PIPE
DIAMETER
d50 RIPRAP
STONE SIZE
Do
L
W
t
Al
36"
7.2"
9.0'
20'
23.0'
16.2'
A2
36"
7.2'
9.0'
20'
23.0'
16.2"
A3
24"
10.8"
6.0'
21'
23.0'
24.3•'
Do= Width of Apron at Outlet of Pipe (3xDia)
RIP RAP APRON DETAIL
NO SCALE
SEEDING MIXTURE RATE (Ib/acre)
Species 200 (4-5/1,000Re)
Tall Fescue
NURSE PLANTS
Between May 1 and Aug. 15, add 10 /b/acre Sudangress or
10 Ib/acre German millet. Prior to May 1 or after Aug. 15 add
40 /b/acre rye (grain).
SEEDING DATES
Best: August 25 - October
Passible: February - April 15
Avoid seeding from Nov. to Jan. if seeding must be done at this
time, add 4016/acre rye grain and use a channel lining that offers
maximum protection.
SOIL AMENDMENTS
Apply lime and fertilizer according to soil tests, or apply
4,000 Ib/acre ground agricultural limestone and 1,000 /b/acre
10-10-10 fertilizer. Operate tillage equipment across the waterway.
MULCH
Use Jute, excelsior matting, or other effective channel lining
material to cover the bottom of channels and ditches, and staple
securely. The lining should extend above the highest calculated depth
of Bow. On channel side slopes above this height, and in drainages
not requiring temporary linings, appy 4,000 /b/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash
down slopes whore they can clog drainage devices.
MAINTENANCE
Inspect and repair mulch frequently. RefertRize in late winter of
the following year, use soil tests or appy 150 Iblacre 10-10-10.
Mow regularly to a height of 2-4 inches.
Refer to Appendix 8.02 for botanical names.
GRASS LINED DITCH SPECIFICATIONS
NO SCALE
GENERAL NOTES:
1. DRIVE 5' STEEL POST AT LEAST 24" INTO SOLD GROUND. USE STAPLES 1' APART
HORIZONTALLY
2. AND VERTICALLY TO ATTACH THE COR MESH FABRIC TO THE WIRE FENCE.
3. SPACE THE BAFFLES ACCORDING TO THE APPROVED PLAN.
4. THE FLOOR OF THE BASIN IN THE OUTLET ZONE AND BERMS SHOULD BE SEEDED
IMMEDIATELY AFTER THE BASIN IS CONSTRUCTED.
S INSPECT BAFFLES WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL REPAIR
IMMEDIATELY.
111 � /
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FENCE PNDMC
BURIED M MOM
SEDIMENT TRAP BAFFLES
NO SCALE
4
5
WINTER/SPRING
SEEDING MIXTURE RATE (Ib/acre)
Rye (groin) 120
Annual kaspedeza (Kobe in
Pmdmant and Coastal Plain,
Korean in Mountains 50
Omit annual hapedezo when duration of temporary cover is not to
extend beyond June.
SEEDING DATES
Mountains - Above 2500 feet Feb. 15 - May 15
Below 2500 fest Feb. 1 - May 1
Piedmont - Jon. 1 - May 15
Coastal Pon - Dee. 1 - Apr 15
SOIL AMENDMENTS
Follow recommendations, of Roll tests Or appy 2,000 /bl acro
ground agriculture/ limestone and 750 /b/ acre 10-10-10 fertilizer.
MULCH
Appy 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disc with blades set neatly
straight can be used as a mulch anchoring tool.
MAINTENANCE
Referb7fze 8 growth is not fu/y adequate Reseed, oder thin and
mulch immediatey following erosion or other damage.
SUMMER
SEEDING MIXTURE RATE (Ib/acre)
German Millet 40
In the Piedmont and Mountains, a small - stemmed Sudantgress
may be substituted at a rate of 50 Ib/ acre.
SEEDING DATES
Mountains - May 15 - Aug. 15
Piedmont - May 1 - Aug. 15
Coastal Plan - Apr. 15 - Aug. 15
SOIL AMENDMENTS
Follow recommenciaHans of soil tests or apply 2,000 Ib/ acre
ground agdcuflumf limestone and 750 fill acre 10-10-10 fertilizer.
MULCH
Appy 4,000 /b/acre sWw. Anchor strew by tacking with asphalt,
netting, or a mulch anchoring tool A disc with blades set nmr/y
stmight can bei used as a mulch anchoring tool.
MAINTENANCE
Referti/ize IT growth is not fully adequate. Reseed, rifertilize and
mulch immediately following mesion or other damage.
FALL
SEEDING MIXTURE RATE (Ib/acre)
Rye (Grain) 120
SEEDING DATES
Mountains - Aug. 15 - Dec. 15
Coastal Plan d: Piedmont - Aug. 15 - Dec. 30
SOIL AMENDMENTS
Follow mtl tests or apply 2,000 /bl acre ground agricultural
limestone and 1,000 lbl acre f0 -f0-10 fertilizer.
MULCH
Apply 4,000 /b/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disc with blades set nearly
straight can be used as a mulch anchoring tool.
MAINTENANCE
Repair and refmBlize damaged areas immediately. Topdre s, with 50
/blocs of nitrogen in March. K It is necessary to extend temporary
cover beyond June 15, overseed with 50 Abl. Kobe (Pladmont and
Coastal Plan) or Korean (Meant.,.) lespedeza in February or may,
March.
TEMPORARY SEEDING SPECIFICATION
NO SCALE
SEEDING MIXTURE RATE (Ib/acre)
Tall Fescue 100
Sericea Leopedeza 30
Kobe Lespedeza 10
SEEDING NOTES
In Eastern Piedmont, add 25 Ib/acre Pensacola Bahiagrass or
10 Ib/acre common Bermudagross. Use common Bermudogross
only where is is unlikely to become a pest. After Aug. 15 use
unsaadfied Barked seed. Where a neat appearance is desired,
omit series. and substitute 40 Ib/acre Bahiagmss or 15
Ib/acre Bermudograss. To extend spring seeding dates into
June, add 15 Ib/acre hulled Bermudagrass. However, after
mid -Apr. it is preferable to seed temporary cover.
NURSE PLANTS
Between May 1 and Aug. 15, add 10 Ib/acre German millet or
15 Ib/acre Sudangross. Prior to May 1 or after Aug. 15 add
40 Ib/acre Ore (grain).
SEEDING DATES Best Passible
Falk Aug. 25 - Sept. 15 Aug. 20 - Oct. 25
Late Winter. Feb. 15 - Mar. 21 Feb. 1 - Apr. 15
Fall is best for tall fescue and late winter for /espedezns.
Overseeding of Kobe /espedeza over fall -seeded tall fescue is
very effective.
SOIL AMENDMENTS
Appy lime and fertilizer awarding to soil tests, or appy
4,000 Iblacre ground agricultural limestone and 1,000 Iblacre
10-10-10 fertilizer.
MULCH
Appy 4,000 Ib/acre grain straw or equivalent cover of another
maToble mulch. Anchor straw by tacking with asphaft; netting,
or roving or by crimping with a mulch anchoring tool. A disc
with blades set nearly straight can by used asa mulch
anchoring tool Netting is the preferred anchoring method on
steep slopes.
MAINTENANCE
Refertn7ize in the second year unless growth is fuly adequate.
May be mowed once or twice o year, but mowing is not necessary.
Reseed, fertilize, and mulch damaged areas immediately
Reference: Table 6. Ilk from NC Erosion and Sediment Control
Planning and Design Manuel, 1988.
PERMANENT SEEDING_ SPECIFICATION
NO SCALE
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IO
IC
ie
SPI
RIP
FLOW
2 S
A
W 5 WASHED STONE I PLAN
B
aFLOW
W (SPILLWA
MIN 2/3 STREAI
2
" ` ••••^•� STONE
SECTION A-
L = D19M SO TMT ELEVATION OF
DOWNSREW OAW SPILLWAY IS EQUAL
TO ELEVATION OF UPSIRDAI TOE OF
DAM.
L
L 1' MIN. BELOW LOWEST
BANK LEVEL (MIN)
RIPRIP
FILTER FABRIC
NOTES
1. PLACE STONE ON ALTER FABRIC TO UNES AND GRADES SHOWN ON PLANS
2. KEEP CORER SECTDN 1' MN. BELOW NATURAL GROUND IL141 AT CHANNEL BANKS.
3. EXID81 STONE AT (FAST 15 BEYOND DITCH BANKS
4 USE 2 M 15' STONE, CLASS A OR B EROSION CONTROL STONE
5. KEY THE STONE INTO THE DOW BANKS A MINIMUM OF 18" TO RAID WASHOM
FIKM OJE MM.
MAINTENANCE NOTES:
1. INSPECT CHECK DAMS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (0.5" OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT, STRAW, LIMBS OR
OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS INSTALLING
A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS- SECTION.
STONE CHECK DAM
NO SCALE
STAKES
dd1�P 'essz�
aAP
�1VOOD STAKES
$5 WASHED STONE / (1/4' 70 1/2' GRID OPENING)
WIRE .MESH CONCRETE BLOCK
1me DM W IS IH iNemuMFM W s CE Axe sXNI REMI.In WE
ReG aF aNYBEnS EN9mFlNW. PA RFt. ML Ca1NN1 LAI.
eGMdN N6) a1XP RFBER+ID R. NDIIMND The CORANM TIEREIa
eNlf&S aMER1Y AAMICED �REPRODUCEDR CDPIE9 N W WIE ee PMI.eteeX
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1
BLOCK & GRAVEL INLET PROTECTION
NO SCALE USED FOR AREA INLETS IN PAVED SURFACES
DROP INLET
WITH GRATE
2
HARDWARE
F1
STORAGE AREA
CATCH
3
GENERAL NOTES,
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND
SHALL HAVE A MINIMUM OF 6 UNE WIRES WITH 12' STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE
4. WASHED STONE SHALL BE USED TO BURY SKIRT WHEN SILT FENCE
IS USED ADJACENT TO A CHANNEL, CREEK OR POND.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WHEN FABRIC IS USED WITH WIRE MESH 8' CENTERED POSTS MAY BE USE
GENERAL NOTES,
I. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH
RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.
ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY. THE
FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT OR SILT
FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN
PLACE AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM
TO THE EXISTING GRADE, PREPARED AND SEEDED.
SILT FENCE DETAIL
NO SCALE
STEEL POST
FILTER FABRIC
STANDARD SILT FENCE
SECTION A -A
WIRE MESH INLET PROTECTION
NO SCALE USED ON PA
3
JT
ER
)N
STONE
4
Shope surf. shall be smooth before
pincementfar propersatlwnat.
5tapiir9ponem05 Min,2"
w e,N acturere seeds
recammeNMdtiow, y�
be rat stretch bMNxtstnmttieW tight
the railsto wnformto oRY irregular
For shapes less than 3H:IV, roils
nary
he pieced in horim t l strips.
If there is a berm at the top of
slope,oEwhorupolopeef the berm.
0!%^ Anchorin 6'xb' mm. Trench
and staple 012' Hner.h,
_.� Mia 6' overlap
�S}apleoverlapz
max. 5'spocing,
Bring material down to a IeveTarce,
turn the erd under 4°o stapie at 12°
me ak.
Lime, ferHBze, end seed before iRetellvtloa Phoning
of alwbs, trtss, ete. sHwldaccur after mockNon.
Ree. Nos 6.10.11
MV IIJTT.RFNCE
.. INSPECT ROLLED EROSION CONTROL PRODUCTS WEEKLY AND AFTER EACH SIGNIFICANT
RAINFALL E\ENT PND REPAIR IMMEDIATELY.
2. CODE, CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT
,,,000R BENEATH THE RECP.
3. AN." AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE
GROUND SHALL BE REPAIRED AND STAPLED.
4. tl EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE
FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND CO\ER IS ESTABLISHED.
TEMPORARY SLOPE MATTING DETAIL
NO SCALE
SOIL STABILIZATION FABRIC
UNDER COARSE AGGREGATE
z
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NOTES
1. A STABILIZED ENTRANCE PAD OF 2"-3' SIZE COARSE AGGREGATE SHALL BE LOCATED WHERE TRAFFIC WILL ENTER
OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE MAY 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.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABIUZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN.
6. SOIL STABILIZATION FABRIC (AS SPECIFIED BY THE DESIGNER) SHALL BE USED.
19-IXiArr u.unm.ac nnru
SILT
TEMPORARY CONSTRUCTION ENTRANCE
NO SCALE
CONSTRUCTION SPE«FICATGHS
1. UNIFORMLY GRADE A SHALLOW DEPRESSION ARPROACHING WE BASIN
2 DRIVE Y STEL POSTS 2 FEET INTO THE GROUND SURRWNDMG THE INLET. SPACE
POSTS EVENLY AUM WE LENGTH W WE BASK A MAX. OF 4' APART.
3. ATTACH MIRE MESH HARDWARE CLOTH TO POSTS, SECURING AT WE TOP,
MIDDLE, AND BOTTOIA. PIACENG A 2' RA OF WE WIRE MESH UNDER THE
GAVEL FOR ANCH«UNG IS RECOMMENDED.
4- PLACE CLEAR GRAVEL (NC DOT 05 OR pT STONE) ON A 21 %OPE WTI A HEIGHT OF
le ALONG THE UPSTREAM SDE OF THE WIRE AND SMOOTH TO AN EVEN GRADE-
5.
RADES ONCE WE CONTRIBUTING DRANAG: AREA HAS BEEN STABNZET. REMOVE ACCUMULAIED
SEDIMENT AND ESTABLISH FINAL GRADING EIEVATONS
G. COMPACT ME AREA PROPERLY AND STABIU2E IT WTH GROUNDCGAD?.
MAINTENANCE NOTES
1. INSPECT BASIN AT LEAST WEEKLY AND AFTER EACH SMIFICANT (.5 INCH OR GREATER)
RAINFALL EVENT. CI PM WE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO
PROVIDE ADEQUATE FLOW FOR WINNALHENT RAINS TAKE CARE NOT TO DAMAGE OR
UNDEMWT THE WRE MESH DURING SEGMENT REMOVAL REPLACE STONE AS NEEDED.
STONE OUTLET DETAIL
NO SCALE
T
FENCE
STEEL POST
-GUAGE HARDWARE CLOTH
MESH OPENINGS)
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USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH MEWS OVER W-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DAMNING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC FOUR, 2" KEYWAY, OR N4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, AGO TO BLAB
AS SHOWN ON STO. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOP 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLOB. OVER
8'-0" TO 15'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
WANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE MONS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
SECTION Y -Y
RISER HT.
VARIES
o -I -
11 6"
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES
A
WHERE 42" TO 54" PIPE IS USED
SECTION X -X
SEE
i SECTION J -J
WHERE 30" TO 36" PIPE IS USED
PLAN
43"NOTE:
MERE 42" TO
54" PIPE IS
USE TYPE "E", "F" AND "G"
GRATE
m
OF BOX
WIDTH
& PIPE
MIN. HEIGHT
UNLESS OTHERWISE NOTED.
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3'-0"
DO
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CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
6.
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2N AND UNDER
_ DEPRESSED GUTTER LINE
EXPANSION JOINT I I
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
E%PANSION JOINT NORMAL GUTTER LINE
11
TOP
USE ON GRADES OVER 29 EL V.
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iL�Orr IMI MAX. II
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
AND QUANTITIES
FOR DROP
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& PIPE
MIN. HEIGHT
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H
COVER
DIMENSION
E F
O
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BAPS -W
W. LENGTH
TOTAL
LBS.
Z
CONC. IN BOX
BOTTOM TOT. CO W.
SLABAPIXIYW
NF1 N
DEDUCTIONS
GNP PIPE
C.Y,
12"
3'-0"
DO
.. --
2'-9"
p 9
=
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--
--
--
--
fi" "W" BARS
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0.295
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3'-0"
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0.048
24" 01
10,
1 3'-0"
O
0
0.285
0.829
0.023
0.036
18"
3'-0"
2'-2"
0.222
3'-3"
0.925
D
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0.092
SECTION 11-11m
-v W
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0.235
0.887
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0.048
24"
3'-0"
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9'-8"
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TOP
6.
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2N AND UNDER
_ DEPRESSED GUTTER LINE
EXPANSION JOINT I I
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
E%PANSION JOINT NORMAL GUTTER LINE
11
TOP
USE ON GRADES OVER 29 EL V.
-10rr I DEPRESSED GUTTER LINE
EXPANSION JOINT 6'-0'
iL�Orr IMI MAX. II
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
^." WEEP HOLES
I
Y -J
PLAN
WITH GRATE & FRAME REMOVED
CATCH BASIN/ AREA INLET DETAILS
NO SCALE
3
SECTION X -X
Y621NG1ULNIAL)
-FVATION -
1 0.180 0.386 2.387 0.297 0.601
RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "8" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH SID. ORAWING 640.86.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY WE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADO TO SLAB
AS SHOWN ON STD. No. 840.00.
CONSTRUCT WITH PIPE GROANS HATCHING.
SEE STANDARD DRAWINO &40.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. ]BY STONE IN A
POROUS FABRIC BAS OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1".
ORAW1% HOT TO SCALE.
0.16 FRAME v
r ry��#4 BAR
B:. B B"
OI
I L=-+
DOWEL
NOTE) MAX. PIPE THIS SIDE
SECTION Y -Y
DIMENSIONS
AND QUANTITIES
FOR DROP
NIXINIIIE DIMENSIONS AN OUAXTSTIES FOR CONCRETE CATCH SASIX SASEO ON MIN. HEIGHT H
WIIN XO RISER
DIMENSIONS
PIPE SPAN
OF BOX
WIDTH
& PIPE
MIN. HEIGHT
PIPE
O
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN
p B C G
YIN. HEIGHT
H
COVER
DIMENSION
E F
BARS -U
NO. LENGTH
BARS -V
NO. LENGTH
BAPS -W
W. LENGTH
TOTAL
LBS.
CU.YOS.
TOP
SLAB
CONC. IN BOX
BOTTOM TOT. CO W.
SLABAPIXIYW
NF1 N
DEDUCTIONS
GNP PIPE
C.Y,
12"
3'-0"
2'-2"
.. --
2'-9"
-- --
--
--
--
--
--
--
--
--
0.295
0.7i2
0.015
0.02r02 6
15"
3'-0"
2'-2"
D -N
3'-0"
0.
0.033
0.048
24" 01
10,
1 3'-0"
0
0.285
0.829
0.023
0.036
18"
3'-0"
2'-2"
0.222
3'-3"
0.925
I
O_
0.092
0.127
H
Y E
a
0.235
0.887
0.0.93
0.048
24"
3'-0"
2'-2"
9'-8"
w
ILL O
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0.235
1.001
O. D69
0.086
90"
3'-0"
2'-2"
9'-4"
4'-3"
V-2" 4'-0"
4
1'-5"
2
9'-9"
3
W-9"
39
0.123
0.321
1.433
0.092
0.127
38"
3'-0"
2'-2"
3'-10"
4 -8
1' 3" 0' 0"
4
1' 11"
3
3'-9"
3
W-9"
43
0.161
0.358
1.]14
0.192
0.178
d2"
3'-0"
2'-2"
4'-6"
5 -9
i'-6" 3'-2"
9
1'-8"
2
2'-H"
3
V-11"
32
0.112
0.318
1.]38
0.180
0.249
48"
W-0"
2'-2"
5'-0"
5'-8"
2'-O" 3'-2"
4
2' 3"
3
2'-1 t"
3
2'-11"
95
0.145
0.352
2.052
0.295
0.31>
54"
3'-0"
2'-2"
5'-i"
6'-3"
2'-7" 3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
4
^." WEEP HOLES
I
Y -J
PLAN
WITH GRATE & FRAME REMOVED
CATCH BASIN/ AREA INLET DETAILS
NO SCALE
3
SECTION X -X
Y621NG1ULNIAL)
-FVATION -
1 0.180 0.386 2.387 0.297 0.601
RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "8" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH SID. ORAWING 640.86.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY WE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADO TO SLAB
AS SHOWN ON STD. No. 840.00.
CONSTRUCT WITH PIPE GROANS HATCHING.
SEE STANDARD DRAWINO &40.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. ]BY STONE IN A
POROUS FABRIC BAS OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1".
ORAW1% HOT TO SCALE.
0.16 FRAME v
r ry��#4 BAR
B:. B B"
OI
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DOWEL
NOTE) MAX. PIPE THIS SIDE
SECTION Y -Y
DIMENSIONS
AND QUANTITIES
FOR DROP
INLET(BASED
ON MIN. HEIGHT, H)
DIMENSIONS
PIPE SPAN
OF BOX
WIDTH
& PIPE
MIN. HEIGHT
CUBIC YARDS
WHO. IN BOX
DEDUCTIONS FOR
ONE PIPE
D A
B
H
BOTTOM
SLAB
WALL PER
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2'-0"
2'-0
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0.222
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0.036
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0.048
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0
0.814
0.059
0.085
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1 2'-0"
1 3'-8'
0.222
0.222
0.925
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SHEET NUMBER
CD4

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ID
1 2 3 4 5- -- — -- -----, r
18" DIA. CONCRETE COLLAR
SIDEWALK/ PAVING SECTION
OR EARTH
r THREADED BRASS CLEANOUT PLUG
I MARKED SANITARY CLEANOUT
COORDINATE LOCATION OF
CLEANOUTS WITH OWNER
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6" LAYERS
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NO SCALE
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9-1/2" I
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2" 44"
�IB-1/2• I I I» a •• 17
VOW. Box
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27"o -I
SECTION VIEW A—A
VALVE PROTECTION RING
NO SCALE
PIPE
_0"
MIN.
1'-0" TOP 6", 100% STANDARD
MIN T
PROCTOR
6"
Z
"TYPE III"
NOTES
1. FOR USE WFIH ALL PVC GRAVITY SEWER AND SEWER FORCE MAIN PIPE
AND WHEN CONDOIONS OF POOR OR SATURATED SOIL OR ROCK ARE
PRESENT, REGARDLESS OF PIPE MATERIAL.
2. TRENCH SIDE SLOPES SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.
SUPPORT OR SHORE WHEN TRENCH IS MORE THAN 5' DEEP AND 8' LONG.
BEGIN SIDE SLOPE, IF USED, APPROX. 18" ABOVE TOP OF PIPE.
3. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE
IS WD. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL
TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL SHALL BE PLACED LOOSE IN
6" LAYERS AND THOROUGHLY COMPACTED INTO PUCE.
4. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UNBACKFILLED
TRENCHES AFTER THE PIPE HAS BEEN PLACED.
5. ALL MATERIAL SHALL HAVE AN IN PLACE DENSITY OF 100% TO A DEPTH 6" BELOW
THE FINISHED GRADE OF THE BACKFILL MATERIAL, AND 95% AT GREATER THAN 6"
BELOW GRADE.
"TYPE III" BEDDING DETAIL
NO SCALE
iX6 pUMN4 " /N I".I.WEf" OF .FR'IICE AND SIWL RFYYR TIC
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SLOPE OR
SHORING PER
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CLEAN BACKFILL
(NO MATERIAL
LARGER THAN 2')
1 2" MIN. HAND
—r EXCAVATION
NOTES:
1. FOR USE WITH ALL DIP, RCP AND VCP UNLESS CONDITIONS OF POOR OR SATURATED
SOIL OR ROCK ARE PRESENT.
2. HAND EXCAVATE TO CONFORM TO PIPE BARREL
3. EXCAVATE AT PIPE BELLS SO BELL DOES NOT SUPPORT PIPE.
4. TRENCH SIDE SLOPES SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.
SUPPORT OR SHORE WHEN TRENCH IS MORE THAN 5' DEEP AND 8' LONG.
BEGIN SIDE SLOPE, IF USED, APPROX. 18" ABOVE TOP OF PIPE.
5. BACKFILL OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS WD.
COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL TAMPS ONLY.
EACH AND EVERY LAYER OF BACKFILL SHALL BE PLACED LOOSE IN 6" LAYERS AND
THOROUGHLY COMPACTED INTO PLACE.
6. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UNBACKFILLED TRENCHES AFTER
THE PIPE HAS BEEN PIACED.
7. ALL MATERIAL SHALL HAVE AN IN PUCE DENSITY OF 100% TO A DEPTH 6" BELOW THE FINISHED
GRADE OF BACKFILL MATERIAL, AND 95% AT GREATER THAN 6" BELOW GRADE.
"TYPE I" BEDDING DETAIL
NO SCALE
TOP 6" - 100% STANDARD PROCTOR
�\ SLOPE OR SHORING
PER OSHA.
COMPACTED BACKFILL -IN 6"
LAYERS, 95% STANDARD
PROCTOR.
CLEAN BACKFILL
(NO MATERIAL
LARGER THAN 2')
AGGREGATE NO. 67
BEDDING -7 PIPE O.D.
BELOW PIPE (MIN. 6') AND
UP TO PIPE MIDPOINT
NOTES: __..
1. FOR USE WITH ALL PVC WATER PIPE, UNLESS CONDITIONS OF POOR OR
SATURATED SOIL OR ROCK ARE PRESENT.
2. TRENCH SIDE SLOPES SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.
SUPPORT OR SHORE WHEN TRENCH IS MORE THAN 5' DEEP AND 8' LONG.
BEGIN SIDE SLOPE. IF USED. APPROX. 18" ABOVE TOP OF PIPE.
3. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE
IS LAID. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL
TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL SHALL BE PLACED LOOSE IN
6" LAYERS AND THOROUGHLY COMPACTED INTO PLACE.
4. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UNBACKFILLED
TRENCHES AFTER THE PIPE HAS BEEN PLACED.
5. ALL MATERIAL SHALL HAVE AN IN PLACE DENSITY OF 100% TO A DEPTH 6" BELOW
THE FINISHED GRADE OF THE BACKFILL MATERIAL, AND 95% AT GREATER THAN 6"
BELOW GRADE.
"TYPE II" BEDDING DETAIL
NO SCALE
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WHEN EXISTING DRIVEWAY PAVEMENT IS CONCRETE,
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SAW JOINT PERPENDICULAR TO EDGE OF EXISTING PAVEMENT ONLY AT LOCATIONS
DRIVEWAY PAVEMENT. WHEN DIRECTED.
SHEET 1 OF 2 SECTION C -C SHEET 1 OF 2
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1 [N
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1 2 3 4
Typical
r°ler Cut Edge
Maximum1.6" W 2.4'
Slope" O.C. E.W.
Curb -Ramp \ 0.4'
SECTION CUT EDGE
PLAN VIEW
Delectable Truncated Dame Specifications:
• BoRomdlameteroMAIn.
• Tap diameter of 0.4 in.
• Height of 0.2 in.
•
Center -to -center spacing of 1.6 in to 2.4 in.
• Visual contest.
• Detectable warning surFace shall extend
from edge to edge of walkway entering the
Crosswalk, at steel level.
TRUNCATED DOME DETAIL
VAtll
OKE our W flt]i( eM 8 ACCESSIBLE SPACE. BUI
HOT IES 1HUH ONE, IS IRED TO BE VAN ILCFSSB4E
PARKING SPACE PAVEMENT MARKINGS
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$ 250
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PENALTY
2-1/4
$250
2b'
W-1•
HANDICAP SIGNAGE REQUIREMENTS
NO SCALE
ALTERNATE RAMP VIEWS
ISOMETRIC VIEW
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SECTION A -A
NOTES:
1. ALL RAMPS SHALL BE W THICK MINIMUM.
2. CROSSWALK WIDTHS AND CONFIGURATION VARY BUT MUST CONFORM TO TRAFFIC DESIGN STANDARDS.
3. ALL STREET CURBS BEING CONSTRUCTED OR RECONSTRUCTED FOR MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILITIES
OR ALTERED FOR ANY REASON SHALL PROVIDE WHEELCHAIR RAMPS FOR THE PHYSICALLY DISABLED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER
AND SIDEWALKS ARE PROVIDED AND AT OTHER POINTS OF PEDESTRIAN FLOW. IN ADDITION, SECTION 226 OF THE 1973 FEDERAL AID HIGHWAY SAFETYACT
REQUIRES PROVISION OF CURB RAMPS ON ANY CURB CONSTRUCTION AFTER JULY 1,1976 WHETHER A SIDEWALK IS PROPOSED INITIALLY OR IS PLANNED FOR A
FUTURE DATE. THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1990 EXTENDS TO INDIVIDUALS WITH DISABILITIES. COMPREHENSIVE CIVIL RIGHTS
PROTECTIONS SIMILAR TO THOSE PROVIDED TO PERSONS ON THE BASIS OF RACE, SEX, NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL RIGHTS ACT OF 1964.
THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH TITLE III OF THE ADA BECOMING EFFECTIVE JANUARY 26. 1992.
4. WHEELCHAIR RAMPS SHALL BE PROVIDED AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. WHEELCHAIR RAMPS SHALL BE
LOCATED AS DIRECTED BY THE ENGINEER WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT. WHERE TWO RAMPS ARE
INSTALLED NOT LESS THAN 2 FEET OF FULL HEIGHT CURB SHALL BE PLACED BETWEEN THE RAMPS. DUAL RAMPS SHOULD BE PLACED AS NEAR PERPENDICULAR
TO THE TRAVEL LANE BEING CROSSED AS POSSIBLE.
5. NO SLOPE ON THE WHEELCHAIR RAMP SHALL EXCEED 1'/l'(12:1) IN RELATIONSHIP TO THE GRADE OF THE STREET.
6. THE WIDTH OF THE WHEELCHAIR RAMP SHALL BE 48" (4') OR GREATER FOR DUAL RAMPS AND 60" (5'-0') OR GREATER FOR DIAGONAL RAMPS.
7. A1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB.
8. THE INSIDE PEDESTRIAN CROSSWALK LINES SHALL BE SET NO CLOSER IN THE INTERSECTION THAN WOULD BE ESTABLISHED BY BISECTING THE INTERSECTION -
RADII, WITH ALLOWANCE OF A 4' CLEAR ZONE IN THE VEHICULAR TRAVELWAY WHEN ONE RAMP IS INSTALLED. (SEE NOTE 13)
9. THE CURB CUT AND THE PEDESTRIAN CROSSWALK LINES SHALL BE COORDINATED SO THE FLOOR OF THE WHEELCHAIR RAMP WILL FALL WITHIN THE
PEDESTRIAN CROSSWALK LINES. DIAGONAL RAMPS WITH FLARED SIDES SHALL BE PLACED 5024"OF FULL HEIGHT CURB FALLS WITHIN THE CROSSWALK
MARKINGS ON EACH S1DE OF THE FLARES.
10. THE MINIMUM WIDTH OF THE PEDESTRIAN CROSSWALK SHALL BEG FEET. A CROSSWALK WIDTH OF 10 FEET OR GREATER IS DESIRABLE.
11. STOP LINES, NORMALLY PERPENDICULAR TO THE LANE LINES, SHALL BE USED WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH VEHICLES ARE
REQUIRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROACH SKEW MAY REQUIRE THE
PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
12. PARKING SHALL BE ELIMINATED A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK
13. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) PUBLISHED
BY THE FEDERAL HIGHWAY ADMINISTRATION AND ANY APPLICABLE VDOT OR LOCAL CODES.
14. ALL WHEELCHAIR RAMPS SHALL HAVE TRUNCATED DOMES IN ACCORDANCE WITH DETAIL 02.05.04.
HANDICAP RAMP DETAILS
NO SCALE
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GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO TRE RMUIREMENTS
OF REINFORCED CONCRETE PIPE OF UKE DIAMETER PER
AASHTO M170, TABLE 2. WALL B.
3. ALL CONCRETE TO BE 3800 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END BECTON.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. TIE OIMFNSIONB FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
y
IEND
4
VfVI
2024
DRIP RAP APRON, SEE
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FLARED END SECTION DETAIL
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EXPANSION CONTROL CONTROL CONTROL
JOINT JOINTJOINT -JOINT
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1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO TRE RMUIREMENTS
OF REINFORCED CONCRETE PIPE OF UKE DIAMETER PER
AASHTO M170, TABLE 2. WALL B.
3. ALL CONCRETE TO BE 3800 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END BECTON.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. TIE OIMFNSIONB FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
y
IEND
4
VfVI
2024
DRIP RAP APRON, SEE
EROSION SHEETS
FLARED END SECTION DETAIL
NO SCALE
EXPANSION CONTROL CONTROL CONTROL
JOINT JOINTJOINT -JOINT
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JOINT JOINT
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1. SAW CUT P DEEP CONTROL JOINT @ 5'-0". ONE VC EXPANSION
JOINT WILL BE REQUIRED AT20' INTERVALS. A 1/4' EXPANSION JOINT
WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE
OR AS INDICATED ON SITE PLAN,
%PANSION JOINT
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ACE OF CURB PLAN
GFNFRAI NOTES
1. A GROOVE JOINT 1' DEEP WITH 1/3' RADII SHALL BE REQUIRED IN THE CONCRETE
SIDEWALK AT 5' INTERVALS. ONE 1/2' EXPANSION JOINT WILL BE REQUIRED AT 40'
INTERVALS. A 1/2' EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS A• EXPANSION JOINT,
ANY RIGID STRUCTURE SEAL TO MAKE WATER
2. ALL CONCRETE TO BE 4000 P.S.I. COMPRESSIVE STRENGTH. TIGHT
'A' VARIES (4'-6" MIN.)
SEE NOTE BELOW
GROOVE JOINT (TOOL JT) 1/2 "A"
5' - 7' MARKS 1" SLOPE 1/4' PER FEET
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PATCH S-9 SA BITUMINOUS FIBER REQUIRED
3
CONCRETE SIDEWALK DETAILS
NO SCALE
GENERAL NOTES:
1. A GROOVE JOINT 1' DEEP WITH 1/8" RADII SHALL BE REQUIRED
IN THE CONCRETE SIDEWALK AT 5 INTERVALS. ONE 1/2'
EXPANSION JOINT WILL BE REQUIRED AT 45' INTERVALS NOT TO
EXCEED 50' AND MATCHING EXPANSION/CONSTRUCTON JOINT IN
ADJACENT CURB. A SEALED 1/2" EXPANSION JOINT WILL BE
REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE
2. SIDEWALK AT DRIVEWAY ENTRANCES TO BE 6' THICK.
3. WIDTH OF SIDEWALK SHALL BE AS SHOWN ON CML SITE
DRAWINGS/ PIANS OR AS SPECIFIED IN THE CONTRACT DOCUMENTS.
4. CONCRETE COMPRESSIVE STRENGTH SHALL BE 4000 PSI. IN 28 DAYS.
. TOOL NT. PROFILE
1/$n
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1/8" RADIUS JOINT SEATER
�- JOINT FILLER
TRANSVERSE EXPANSiONIE�XPANSiON
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DIAMETER AND MATERIAL VARIES
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NO SCALE
MODULAR MECHANICAL
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Allen Storage Center Midland A
C?. Midland, NC CABARRUS County �� �J
Samuel J Smith, PE, Chambers Engineering, PA NCDENR
Application
Type of application: New Permit
Only complete application packages will be accepted and reviewed.A complete package includes all of the items in the checklist
below.Add any comments,and indicate the page or plan sheet number where the following information can be found.Please
indicate that you have provided the following required information by initialing in the space provided next to each item.
Part I:Submittal Checklist
Item Notes/Comments Initials
1 Original and one copy of this application form(all worksheets)and the permit SJS
application fee For applications submitted to the DEMLR regular permitting
program,the fee is$505 payable to NCDENR For Express Review,click on the
link below for information and fee schedule Contact the appropriate regional ���
office Express Review Coordinator to schedule the required pre-application
meeting �V�( .V`_1 1
Click here for Express Permitting info
2 A USGS map identifying the site location If the receiving stream is reported as �.VV 11 SJS
class SA or the receiving stream drains to and is within 1/2 mile of SA waters,
then include the 1/2 mile radius on the map
3 A copy of the most current property deed j\ SJS
4 Two copies of additional calculations(as needed) Sealed,signed and dated SJS
5 Two sets of sealed,signed,&dated full-sized plans of the entire site at a SJS
readable scale,including
a Project name,engineer and firm,revision number and dates. All Sheets SJS
b Location map with street names and SR numbers,legend,north arrow, GO 1 SJS
scale
c Dimensioned property/project boundary with bearings&distances C2 0 SJS
d.The boundaries of all surface waters,regulatory flood zones,and protected Note on C3.1 SJS
riparian buffers or a note on the plans that none exist.
e The boundaries of all vegetated or protected riparian buffers NA SJS
f Site layout showing all built-upon areas,drainage features,stormwater C2 0&C3 0 SJS
collection systems(inlets,outlets,swales,pipe elevations,slopes and
diameters),and SCMs at ultimate build-out.
g Existing contours,proposed contours,spot elevations,and finished floor C3 0 SJS
elevations
h Existing drainage(including off-site),drainage easements,pipe sizes, C3 0 SJS
runoff calculations
i Drainage area boundaries(included in the main set of plans,not as a C3 1 SJS
separate document)
j Existing and proposed maintenance access routes,utility easements, C3 0&CD8 SJS
drainage easements,public rights-of-way etc
k A construction sequence that shows how the SCMs will be protected from C5 0 SJS
sediment until the entire drainage area is stabilized
6 Two sets of sealed,signed,&dated full-sized plan details of each SCM(or SJS
typical if appropriate)in both plan view and cross-section at a scale of 1"=30'or
larger,including
a Dimensions,side slopes,length to width ratios and elevations with a CD8 SJS
benchmark for clean-out if appropriate
b.All applicable conveyance devices,including bypass structure, CD8&CD9 SJS
pretreatment area,flow distribution device,underdrains,outlet device,outlet
dissipater and level spreader
c.A table of elevations,incremental volumes and accumulated volumes(if C5.0 SJS
applicable)
d Specifications for applicable materials,such as planting media,aggregate, CD8&CD9 SJS
sod,underdrains,outlet devices,etc.
STORM-EZ 3/9/2017
Version 1 4 Application Page 1 of 4

I
7 Two sealed,signed,&dated planting plans for each SCM(or typical)at a scale SJS
of 1"=20'or larger,as applicable,including
a The locations of each species and a planting detail CD8 SJS
b A table summarizing the size,spacing and total quantity of each plant CD9 SJS
species that should be used
c The source nursery for the plants TBD SJS
d A one-time fertilizer specification to establish plants if necessary CD6 SJS
8 A soils report based on field evaluation indicating the SHWf elevations within NA,pond liner used NRCS Soil
the footprints of the proposed SCM(s) Provide a map of the boring locations Report in Calc Package
with the existing elevations and boring logs For infiltration SCMs,the report
shall include the soil type,infiltration rate and method for determining the
infiltration rate Soils information shall be signed and sealed by a licensed soil
scientist
9 A copy of the signed and notarized operation and maintenance(0&M) SJS
agreement
10 A copy of the proposed deed restrictions protecting the SCMs and limiting the SJS
built-upon area so that it does not exceed the capacity of the SCM(s)or the high
density threshold(as applicable)
NCDENR Deed Restriction Forms
11 For corporations and limited liability corporations(LLC)*Documentation from the SJS
NC Secretary of State or other official documentation,which supports the titles
and positions held by the persons listed in the Contact Information section The
corporation or LLC must be listed as an active corporation in good standing with
the NC Secretary of State,otherwise the application will be returned
NC Dept of the Secretary of State
12 A copy of the lease agreement or pending sales agreement if applicable. NA
STORM-EZ 3/9/2017
Version 1 4 Application Page 2 of 4

Part II:General Project and Applicant Information
Project Name: Allen Storage Center Midland Date:
•
Project Street Address NC Hwy 24/27 Lat
City Midland Zip 28128 Long•
Directions to Project. County CABARRUS
(from nearest intersection) NON-COASTAL
Project Applicant:
(Identify the corporation,organization,property owner,designated
government official,etc.which owns the project.)
Owner/Signing Officals Name: Rick Allen ^ C �1 (i0(' L
Title: Owner /l
CZ
Address 411 N Central Ave
City Locust
State. NC
Zip 28097
Phone [phone]
Fax
Email asc3@bellsouth net
Status of applicant: Owner
River Basin Yadkin
Receiving Stream(s) Rocky River
Stream Class(es). C
Surface Water Area(ac) NA Coastal wetland area(ac) NA
Total property area(ac) 13.44 Total project area(ac) 13 44
Goals/characteristics Volume Matching(LID) Drains to an offsite stormwater system
Low Density Within 575'of Saltwater ORW
YES High Density Within 5 miles of a public airport
Briefly summarize how the stormwater runoff will be treated
Stormwater runoff will be treated by a wet pond BMP The pond has been designed to capture runoff from all impervious
areas
Part III: Permit Information
Status of construction' Not Started
Other permits needed' YES Sedimentation&erosion control NO 404 Permit/401 Certification
NO CAMA Major Permit NO Isolated Wetlands Permit
NO Threatened&Endangered Species NO NPDES Industrial Stormwater Permit
If an application for this project has been previously returned,provide the original project number and previous name of the project
Provide the permit type,number and issue date for any permits that have already been obtained for this project
Sediment/Erosion Control Allen Storage Centers-Midland/CABAR-2017-060,2/28/2017
If claiming vested rights,then identify(and attach)the supporting documents and approval dates
Approval of a site-specific development plan or PUD Approval date.
Valid building permit Issue date
Other Date.
Not Started
Point of Contact Phone number.
STORM-EZ 3/9/2017
Version 1 4 Application Page 3 of 4

Part IV:Additional Contact Information
(Optional) Additional Contact
Person/Orginization
Signing Official&Title-
Street address
City,State,Zip.
Phone number(s).
Email
(Note:Person/Organization noted above maybe contacted for additional project information if applicant
cannot be reached.)
Part V:Consultant Information
Complete this section if you wish to designate authority to another individual or firm so that they may provide information on your
behalf for this project(such as addressing requests for additional information).
Consultant Samuel J Smith,PE
Firm Chambers Engineering,PA
Street address. 129 N First Street
City,State,Zip Albemarle,NC 28001
Phone number(s). 704-984-6427
Email ssmithce-pa corn
Part VI: Property Owner I Applicant Certification
I,(the Owner&Applicant listed above), Rick Allen ,certify that the information included
on this permit applicant form is,to the best of my knowledge,correct and that the project will be constructed in conformance with the approved
plans,that the required deed restrictusion and protective covenants will be recorded,and that the proposed project complies with the
requirements of the applicable state stormwater rules and requirements
DIPS4,4,4.71:1C
Signature'�g & Sim Date ) t li 7
I, 0.40 L�"l kf.L l� — VC f ,a Notary Public for he State of t\--‘OG (t (_ro(VLA
County of ,do hearby certify that IAA Ui5 )c \-P_ U 'UL.
personally appeared before me this '))w day of c3a(u-(0..,`'1A , 9(-1
and acknowledge the due execution of thp.,applicapon for a stprmwater3ermit.
Witness my hand and official seal, PLIA j7i.61 f4---41366..--
,000000680,000
(-rt--rt_,00000061°p0®
•
NOTARY • ,n E�
My commission expires y `(LANA_ 11"J /O� Cl
PUBOG a`v
Sear y v4••°•
e / o
c-COU �y
°°0°a°°o°�000000
STORM-EZ 1/31/2017
Version 1.4 Application Page 4 of 4

f
/ Allen Storage Center Midland
A
Storm ° /��
`i Midland,NC CABARRUS County �r
NCDENR
RAINFALL&CALCULATION DATA •
Project County. CABARRUS
Project City Midland
Rainfall Source Charlotte
Storm Event Depth
(inches)
First Flush/WQV 1 00
NINON'_,a 1 40
Loaded Rainfall: Charlotte P95 1 86
Design Storm. P90 1-yr,24-hr 2 78
Calculation Method Discrete SCS Method, 2-yr,24-hr 3 36
Pre-Post 10-yr,24-hr 4 89
(Minimum Design Storm=P90 for non-SA, 1-yr,24-hr for SA) 25-yr,24-hr 5 80
50-yr,24-hr 6 53
NOTE Please use the Storm-EZ calculation sheets to document the stormwater design 100-yr,24-hr 7 27
and create the O&M Agreement Highlighted Storm is Design Storm
PROJECT INFORMATION
Total Property Area 13 44 acres Total Impervious Area 7 59 acres
Total Coastal Wetlands Area 0 00 acres Project%impervious area 48%
Total Surface Water Area 0 00 acres
Complete the breakdown of impervious area for the project ALL AREAS ARE IN SQUARE FEET
Basin Information Entire Site
Receiving Stream name Rocky River Use Worksheet Data? I No
Stream Class C
Stream Index Number 13-17
Total Drainage Area 692,604
On-Site Drainage Area(sf) 459,652
Offsite Drainage Area(sf) 232,952
Proposed Impervious Area(sf) 330,417
%Impervious Area(total) 48%
Impervious Surface Area Entire Site
On-Site Buildings/Lots(sf) 165,600
On-Site Streets(sf) 19,067
On-Site Parking (sf) 145,750
On-Site Sidewalks (sf) 0
Other On-Site (sf)
Future (sf) 0
Off-site (sf) 0
Existing BUA (sf) 0
Total 330,417
STORM-EZ 3/9/2017
Version 1 4 Project Data Page 5 of 17

If
Allen Storage Center Midland
Midland,+ NC CABARRUS County
�
IF
E NC®ENR
Drainage Area# I of 1
, PRE-DEVELOPMENT LAND USE CALCULATIONS
Pre-Development Land Use: Area
HSG Land-use CN (sf) (acres) %
C Woods 70 585,446 13 44 100 00%
Subtotal 585,446 13 44
Note Enter BUA Draining to
Permeable Pavement Below
User Defined Drainage Areas: Comp Area
HSG Description CN Area(sf) (ac.) %Imp
000 000%
Subtotal 585,446 13 44 0 00%
Existing Permeable Pavement(Infiltration):
Soil Gravel Total Orifice Orifice
HSG Pavement Area Additional BUA I n Rate'o Void Space Depth/ Has Synthetic D.S
Dia Height BUA% Liner? BMP
SCM# Description (sf) (st) (in/hr) (%) (in) (in) (in)
1001
Existing Green Roofs'
DSD PAW D5, Area DS SCM# Notes
SCM# Description (in) (%) (in) (st) (acres)
1501 1 40 0 00
Land Use Summary- Area(sf.)
From Land Use Tables 585,446 13 44 acres
Permeable Pavement+Additional BUA 0 000 acres
Green Roofs 0 0 00 acres
Preserved Surface Waters&Non-Coastal Wetlands 0 00 acres
Preserved Coastal Wetlands 0 00 acres
Total Site Area: 585,446 13.44 acres
Pre-Development SCMs• Drainage Area
WQ Volume Imp Open
Provided (st) (sf) Downstream
SCM# SCM Type (cf) HSG 0 585446 SCM
200
Design Storm Runoff Fate Summary:
Rainfall Volume= 18 82 acre-inches = 68,302 cf
Runoff Reduction Components:
Natural Infiltration&ET= -18 00 acre-inches = -65,324 cf
Disconnected Impervious Surfaces= 0 00 acre-inches = 0 cf
SCM Infiltration= 0 00 acre-inches = 0 cf
Permeable Pavement Infiltration= 0 00 acre-inches = 0 cf
Green Roof ET= 0 00 acre-inches = 0 cf
Post Filtration Discharge= 0 00 acre-inches = 0 cf
Total Runoff Reduction= -18 00 acre-inches = -65,324 cf
SCM Treatment:
Treated SCM Outflow= 0 00 acre-inches = 0 cf
1 Untreated Surface Runoff= 0.82 acre-inches = 2,978 cf 1
The Pre-Development project area contains 0 sf of built upon area,resulting in an overall density of 0%.
STORM-EZ 3/9/2017
Version 1 4 Pre-Development Page 6 of 17

\ Allen Storage Center Midland
3101 M Midland,NC CABARRUS County ACA
NCDENR
Drainage Area# 1 of 1
- -
POST-DEVELOPMENT LAND USE CALCULATIONS
Permeable Pavement
Total
Infiltration Has Orifice Orifice Down-
HSG PvmtT a Pavement Area Additional BUA Rate Void Space Gravel Infiltration Detention
Type Depth Synthetic Dia Height stream Check Check
SCM# (sf) (acres) (sf) (acres) (in/hr) (%) in Liner? SCM
( ) (in) (in)
500 0 OD 0 DD No
Green Roofs'
DSD PAW Dgr Area Downstream
Retrofit? Downstream
SCM# (in) (%) (in) (sf) (acres) SCM#
I 600 1 40 0 00 No
Residential Lot CN Calculator(Excluding R/W and dedicated open spaces).
Lot Area Max Imp I Lot Woods!Lot Open Space I Lot
#of Lots %Imp Avg Lot Size
(sf) (ac) (sf) (sf) (sh
0 00
Remaining Land Use Area
HSG I Land-Use I CN (sf) I (acres)
C Impervious 980 330,185 758 56 40%
C Open Space(Managed Open Space) 74 0 255,262 5 86 43 60%
Permeable Pavement*BUA N/A _ 0 000 00D%
Green Roofs N/A 0 000 000%
Sub-Total 585,447 13 44 100 00%
Land Excluded,or Partially Excluded,from Volume Calculations• (sf) (ac)
Surface Waters&Non-Coastal Wetlands 0 0 00
Coastal Wetlands 0 0 00
I Total Site Area 585,447 13 44
Error Site Area does not match pre-development
Design Storm Runoff Fate Summary:
Rainfall Volume= 1882 acre-inches = 68,302 cf
Runoff Reduction Components.
Natural Infiltration&ET= -9 18 acre-inches = -38330 cf
Disconnected Impervious Surfaces= 0 00 acre-inches = o cf
SCM Infiltration= -048 acre-inches = -1,749 cf
Permeable Pavement Infiltration= 0 00 acre-inches = o cf
Green Roof ET= 0 0o acre-inches = o cf
Post Filtration Discharge= 0 0o acre-inches = 0 cf
Total Runoff Reduction= -9 66 acre-inches = -35,078 cf
STORM-EZ
3/9/2017
Version 1 4 Post Development Page 7 of 17

F' Allen Storage Center Midland
StO,YM Midland,NC CABARRUS County Ada
E Zl> NC®ENR
Drainage Area# 1 of 1
POST-DEVELOPMENT LAND USE CALCULATIONS
SCM Treatment:
Treated SCM Outflow= -915 acre-inches = -33,224 cf
Untreated Surface Runoff= 0 00 acre-inches = 0 cf
Pre-Development Runoff= 0 82 acre-Inches = 2,978 cf
Difference= -0 82 acre-inches = -2,978 cf
The Post-Development project area contains 330185 sf of built upon area,resulting in an overall density of 56 4%
STORM-EZ 3/8/2017
Version 1 4 Post Development Page 8 of 17

Allen Storage Center Midland
%to Midland,NC CABARRUS County
A19.
EZ NCDENR
Drainage Area# 1 of 1
PROPOSED SIPS 8 STRUCTURAL RUNOFF VOLUME CONTROLS
Enter only runoff volume below that will be infiltrated or drawn down over 2 to 5 days. Additional volume provided in devices should not be entered in this worksheet.
Drawdown time requirement applies to all storm events
Offsite Impervious 0 sf
Area Treated
STORMWATER CONTROL MEASURES
Contributing Area Drainage Total Post
Impervious Pervious %of Total %of Total Storage Down- Area Inflow Inflow Infiltration 8 Filtration Treated %of SCM
sat (s0 (s0 Impervious Pervious Volume stream SCM Volume Volume ET Outflow Outflow Volume
Name Location Type of Device HSG 330,185 255,262 Area Area (c) a (og (ct) tot) (o0 (cf) Utilized
700 I Wet Pond I Wet Detention I Liner 330,185 255,262 100% I 100% 53792 I 34972 I 34972 I 1749 I 0 I 33224 I 65%
255262 sf open space entered 100%of total 1 ouof
330185 sfus area entered tot%al
compared to 330185 st total rmperwous compered to 255262 sf total tame/woos
330165 pernous
open space area area
Design Storm Runoff Fate Summary
Rainfall Volume= 1082 acre-inches = 68,302 cf
Runoff Reduction Components.
Natural Infiltration 8 ET= -918 acre-inches = -33 330 cf
Disconnected Impervious Area= 000 acre-inches = 0 cf
SCM Infiltration= -048 acre-orches = -1,749 of
Permeable Pavement Infiltration= 000 acre-inches = 0 cf
Green Roof ET= 000 acre-inches = 0 cf
Post Filtration Discharge= 0 00 acre-inches = 0 of
Total Runoff Reduction= -9 66 acre Inches = -35,078 cf
SCM Treatment
Treated SCM Outflow= -915 acre-inches = -33,224 Cf
Untreated Surface Runoff= 0 00 acre-Inches = 0 cf
Pre-Development Runoff= 0 82 acre-inches = 2,978 cf
Difference= -082 acre-inches = -2,978 at
**BASIC TREATMENT MET**
The Post-Development project area contains 330185 sf of built upon area,resulting In an overall density 0166 4%
Warnings
Note Large storage devices such as wet/dry detention ponds,constructed wetlands,or infiltration basins may require pond routing calculations The routing calculations should be provided in addition to this spreadsheet
STORM-EZ 3/9/2017
Version 1 4 Stormwater Controls Page 9 0117

•
Allen Storage Center Midland
S orim Midland,NC CABARRUS County wIr
EZ NCDENR
Drainage Area# 1 of 1
FATE OF RAINFALL
Select Storm I P90
BASIC TREATMENT SCALE
Compliance Storm=P90 Storm-Rainfall Depth=1 4 inches
Basic Treatment Threshold
VOLUME MATCHING SCALE
P90 Storm-Rainfall Depth=1 4 inches
19
Volume Matching Threshold
FATE OF RAINFALL GRAPHS
Pre Development Fates Post Development Fates
20036 100%
90% 90%
80% 80%
70% 70%
E 60% E 60%
1 r
50% 050% ._.._ _„,
F.
:e 40% r
40%
30% 30% -
.
20%
20% ,
10% 10% - . � ' i
•
0%
0%
Infiltration and Er-65324 d Treated Outflow from RMPs-Cid Untreated Surface Runoff-2978 of Infiltration and ET-35079 of Treated Outflow from BMPs-33224d Untreated Surface Runoff-Od
Post Filtration Outflow-Od •Other Is Post Filtration Outflow-0d
•Infiltration by BMPsermeable Pavement Infiltration-0 0 Other
-Octct is
0 Infiltration by BMPs-1749 d
is Disconnected Impervious Infiltration-0d •Green Roof Evapotranspiration-Od U Permeable Pavement Infiltration-O cf
•Disconnected Impervious Infiltration-0 d
•Infiltration and ET-65324 d •Green Raaf Evapotranspiration-0 d
The Fate of Rainfall charts display the hydrologic processes to which rainfall volumes are subjected based on the combinations of land use,soil type,end stormwater controls entered by the user The charts are designed to display the stormwater
plan in a form which illustrates changes to the hydrologic cycle which result from urbanization and various stormwater management strategies
STORM-ES 3!912017
Version 1 4 Rainfall Fate Graph Page 10 of 17

Allen Storage Center Midland
St/ Midland,NC CABARRUS County
Drainage Area# 1 of 1 NCEN
R
ADDITIONAL CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS:
Pre-Development
Length(ft) Slope(ft/ft) Surface Cover Tt(hrs)
Sheet Flow 300 0 0133 Woods 0 99
Sheet Flow
Shallow Flow 1330 0 0158 Unpaved 0 18
Shallow Flow
Flow Area
Length(ft) Slope(ft/ft) n-value (ft2) Wetted Perimeter (ft) Tt(hrs)
Channel Flow
Channel Flow
' IPre-development To= 70.34 min (Minimum 5 minutes)
Post Development
Length(ft) Slope(ft/ft) Surface Cover Tt(hrs)
Sheet Flow 299 0 026 Paved or Bare Sod 0 04
Sheet Flow
Shallow Flow 767 0 004 Paved 0 17
Shallow Flow
Flow Area
Length(ft) Slope(ft/ft) n-value (ft2) Wetted Perimeter (ft) Tt(hrs)
Channel Flow
Channel Flow
(Post-development Tc= 12.50 min (Minimum 5minutes)
ADJUSTED CURVE NUMBER CALCULATIONS: ,
Analysis Area=13.44 Acres(0.021 sq.miles)
Pre-Development
F.F. P90 P95 1-Yr 2-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Rainfall(in)= 1 00 1 40 1 86 2 78 3 36 4 89 5 80 6 53 7 27
Q*(1n)= 0 00 0 06 0 19 0 60 0 92 1 96 2 65 3 23 3 84
CNad1= 70 70 70 70 70 70 70 70 70
Post Development
F F P90 P95 1-Yr 2-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Rainfall(in)= 1 00 1 40 1 86 2 78 3 36 4 89 5 80 6 53 7 27
Q'(,n)= 000 000 000 067 116 251 335 403 473
CNad7= 67 59 52 72 74 77 77 78 78
PEAK FLOW CALCULATIONS:
Analysis Area=13.44 Acres(0.021 sq.miles)
F.F. I P90 I P95 I 1-Yr I 2-Yr I 10-Yr I 25-Yr I 50-Yr I 100-Yr
Pre-Development
Q'(in) 0 00 0 06 0 19 0 60 0 92 1 96 2 65 - 3 23 3 84
q„(csm/in) -142 02 142 02 166 07 229 61 229 61 27,3 84 273 84 273.84 273 84
Q(cfs) 0.01 0 18 0.66 2.87 4.45 11.24 15.22 18.58 22.11
Post Development
Q*(in) 000 000 000 067 116 251 '335 403 473
qu(csm/in) 270 80 270 80 270 80 - 566 54 566 54 691 71 691 71 691 71 691 71
Q(cfs) 0.00 0.00 0.00 7.99 13.80 36.53 48.66 58.55 68.68
-1000% -100.0% -1000% 178 4% 2101% , 224 9% 2196% 2151% 2107%
STORM-EZ 3/9/2017
Version 1 4 Peak Flow Calcs Page 11 of 17

I 'Note To decrease Post-development peak flows-increase storage volume being drawdown or infiltrated or lengthen post-
development time of concentration See LID HELP for more information
STORM-EZ 3/9/2017
Version 1 4 Peak Flow Calcs Page 12 of 17

Operation & Maintenance Agreement
Allen Storage Center Midland
Midland,NC CABARRUS County
Prepared By: Samuel J Smith,PE,Chambers Engineering,PA
_ Cover Page .
Maintenance records shall be kept on the following BMP(s) This maintenance record shall be kept in a log in a known set location
Any deficient BMP elements noted in the inspection will be corrected,repaired,or replaced immediately. These deficiencies can
affect the integrity of structures,safety of the public,and the pollutant removal efficiency of the BMP(s)
The BMP(s)on this project include(check all that apply&corresponding O&M tables will be added automatically):
Bioretention Cell Quantity. Location(s).
Dry Detention Basin Quantity Location(s)•
Grassed Swale Quantity. Location(s)
Green Roof Quantity Location(s):
Infiltration Basin Quantity Location(s)
Infiltration Trench Quantity Location(s)
Level SpreaderNFS Quantity Location(s)
Permeable Pavement Quantity Location(s)
Proprietary System Quantity Location(s)
Rainwater Harvesting Quantity. Location(s):
Sand Filter Quantity Location(s) _
Stormwater Wetland Quantity Location(s).
Wet Detention Basin Quantity. 1 Location(s) North of Mini Storage Buildings
Disconnected Impervious Area Present No Location(s) _ _ - _
Soil Amendments Present No Location(s)
CLICK TO UPDATE O&M MANUAL >>>
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above,and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
*Responsible Party Rick Allen
Title&Organization Owner,ASC Midland,LLC
Street address. 411 North Central Avenue
City,state,zip. Locust,NC 28097
Phone number(s) 704-888-1222
Email. [e-mail]
Signature. qa.AA, 114B4 /4414444— Date. ) l•)117
I, ac,z -T,trt,�A ,a Notary Public for the State of Yvc . l_ c 1)(L,Aa
County of c E. 0 e.6 ,do hearby certify that 42c _t.lt 6. k .Lt_& "AL
personally appeared before me this day of )e Juko...(\ `D(1 and
acknowledge the due execution of the 0 erations and Maintenance Agreement. JI
Witness my hand and official seal, 11/4-641,(1.�-,f.. C v
n00000moeh,0
So,\>. 0 Hare
ml y\� �v ®
Pl :. -• 4 (mac cls 13 'p U OK
q5eck� ..
,' . ...°,4--\ My commission expires
me°eoe0000000aoae
STORM-EZ 1/31/2017
Version 1 4 O&M Manual Page 1 of 1

Wet•Detention Pond
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided
Important maintenance procedures:
- Immediately after the wet detention basin is established,the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
_ No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
_ Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
_ If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the BMP Areas of bare soil and/or Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed. ground cover and water until it is established. Provide lime and a one-
time fertilizer application
Vegetation is too short or too Maintain vegetation at a height of approximately six inches.
long.
The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to smooth it over and provide erosion
swale. control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or Remove sediment and replace with clean stone.
covered in sediment(if
applicable).
The forebay Sediment has accumulated to Search for the source of the sediment and remedy the problem if
a depth greater than the possible. Remove the sediment and dispose of it in a location where it
original design depth for will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the problem: soils, hydrology, disease, etc.
dying. Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,wipe it on
the plants rather than spraying.
STORM-EZ 3/9/2017
Version 1.4 O&M Manual Page 15 of 17

•
- Wet Detention Pond Maintenance Requirements (Continued) -
The main treatment area Sediment has accumulated to Search for the source of the sediment and remedy the problem if
a depth greater than the possible. Remove the sediment and dispose of it in a location where it
original design sediment will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50% Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50%of
the basin surface
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment
Evidence of muskrat or Use traps to remove muskrats and consult a professional to remove
beaver activity is present. beavers.
A tree has started to grow on Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair (if applicable)
The outlet device Clogging has occurred Clean out the outlet device. Dispose of the sediment off-site
The outlet device is damaged Repair or replace the outlet device
The receiving water Erosion or other signs of Contact the local NC Department of Environment and Natural
damage have occurred at the Resources Regional Office
outlet.
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments
STORM-EZ 3/9/2017
Version 1.4 O&M Manual Page 16 of 17

17 ����' - Wet,Detentiprif onil.D'es`ign_Surniriary:. <<,r �. z____ 22,'
WET POND ID FOREBAY MAIN POND
SW Pond Normal Pool El. 515 Normal Pool El 515
Temporary Pool El. 518 78 Temporary Pool El• 518 78
Pretreatment otherNo Clean out depth* 511 Clean out depth 511
than forebay? Sediment Storage El. 511 Sediment Storage El 511
Has Veg Filter? No Bottom El: 510 Bottom El. 510
STORM-EZ 3/9/2017
Version 1.4 O&M Manual Page 17 of 17

�o
1C
1im
In
1
CONTRACTION JOINT DETAIL:
JOINT BY SOFTCUT METHOD.
EASE EDGES OF JOINT
CONTRACTION CRACK--.,,
4000 PSI 0 28 DAYS
W/ 6x6x6 WWF OR FIBERMESH-\ /
a �4
.
A d_. d d D
SUBGRADE COMPACTED T0_/
100% STANDARD PROCTOR.
CONCRETE PAVING SLAB ON GRADE
NO SCALE
WIRE & HOSE
(OPTIONAL) —\
4" MULCH 1�
BREAK SUBSOIL
W/A PICK COMPACTED
TOPSOIL
PRUNE 1/5 OF LEAF AREA BUT
RETAIN NATURAL FORM.
SPRAY W/ANT–DESICCANT ACCORDING
TO MFR'S INSTRUCTIONS IF FOLIAGE
IS PRESENT.
GROUND LINE TO BE SAME
AS AT THE NURSERY.
9"i- SAUCER W/
– 7" HIGH BERM.
--BACKFlLL W/TOPSOIL AND
PEATMOSS MIX IN 9" LAYERS
WATER EACH LAYER
UNTIL SETTLED. DO NOT TAMP.
MIN
SINGLE—STEM TREE PLANTING
NO SCALE
FORM SAUCER WIT
3" CONTINUOUS RI
SPECIFIED PLANTIT
MIX. WATER & TAP
TO REMOVE AIR
POCKETS
SHRUB PLANTING REQUIREMENTS
NO SCALE
.Ns muN,u IS .H i, IJMFH. 0. YIM1,¢ A"U NNLL M,V," .,R
AtN SSISEAS IE ND N S, SISSAS llAS
¢ WM71R TYRO
1XN DPANIIq NWl NR N: bPPOWEm M WPIm IS NICE M V.Vff.
INLL4 OIIFANff YROWED WR N WNNN.
1
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Dom
NOTE:
NOTE: INSTALL IN
SIMILAR FASHION
BENEATH SIDEWALKS
FINISH GRADE FOR LAWN
E)OSTMG SOD, -.
ANCHOR FLANGE
VINYL EDGING STEP1
STAKIW: DRIVE STARE
(MAXIMIJ ANCHOR FLANGE
(MAXIMUM SPACING b' O.C.)
FPISHGRADEFGRLAWN
STAKE TO FIRST BRANCHES
AS NECESSARY FOR
FIRM SUPPORT
WILE SHALL NOT TOUCH
OR RUB ADJACENT
TRUNKS OR BRANCHES
FORM SAUCER WITH
3" CONTINUOUS RIM
SPECIFIED PLANTING MLX
WATER & TAMP TO
REMOVE AIR POCKETS
VI BEDBDGWG
+/-IU` MULCH OVER
NONWOVEN
GEDIlDMLEF"RIC
SPBCIREDTOPSOIL
H- IV, MGLCH OVER
NONWOVEN
GEOTEXTU.e FABRIC
EDGING REQUIREMENTS
NO SCALE
3" MULCH l
2 X BALL DIA.
3 5
PLUG
2" X 2" HARDWOOD STAKES
DRIVEN FIRMLY A MINIMUM OF
18" INTO THE SUBGRADE
PRIOR TO BACKFHl-ING
2 STRAND 12 GAUGE GALV.
WERE TWISTED AND ENCASED
IN RUBBER HOSE 6 - 9"
FROM TOP OF STAKE
2 WIRE SUPPORTS SHALL BE
USED ON MAIN STRUCTURAL
BRANCHES
MULT—STEM TREE PLANTING
NO SCALE
2 o
A �I
WATER
A
NOM
BOX IS TYLER. OR EQUAL
CAST IRON VALVE BOX
VALVE BOX REQUIREMENTS
NO SCALE
t/Y RADIUS I 2�0•
I 3' RADIUS
t/2' RADIUS
1/8" RADIUS
3" RADIUS
1/8' RADIUS
SA
a` fi
1/2" RADIUS
.�� I S RADIUS
t/e' RADIu:
a
d
REVERSE CURB S GUTTER
REVERSE CURB 8 GUTTER SHALL BE USED IN ALL
AREAS SLOPING AWAY FROM CURB & GUTTER
I/$- RADIUS (SHOWN SHADED ON PLAN) 1/8' RADIUS
d a
•d
RIBBON CURB
CURB
NOTE: ADJUST GUTTER DIMENSION FOR 1'-6" CURB
CURB AND GUTTER DETAIL
NO SCALE
4
EXTENSION
B" OF WASHED STONE
TAMPED HACKFlL-
BTANMRO vALVE
BOX B0170M
SECTION
INSTALLATION
VALVE BOX
�COVER
VALVE BOX INSTALLATION
NO SCALE
2" TYPE S-9.56 WEARING SURFACE
r 8" TYPE 'A' ABC
COMPACTED SUBGRADE, J
98% STANDARD PROCTOR
ASPHALT PAVING. HEAVY DUTY
NO SCALE
2" TYPE S-9.513 WEARING SURFACE
/ r 6" TYPE 'A' ABC
COMPACTED SUBGRADE, J
98% STANDARD PROCTOR
ASPHALT PAVING, STANDARD DUTY
NO SCALE
Lai
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PAVEMENT
18' 7'x ISx x
COVER
CONC. PAD
�
VALVE BOX
VALVE BOX
NT VALVE B
NOT TO CONTACT-
YYY TOP SECTION
WATER AWN
C
OR VALVE /
TAMPED BACKFlLL J
ti
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v
J
W�
BRICKS OR
MER SOLID
zxO
SUPPORT
USE
UNDER BOX
ADOODONAL.
VALVEB
VALVE BO%ES
FOR EXIENSWNS
0
�SUP-ON SOIL
dN
PIPE GASM
B" OF WASHED STONE
TAMPED HACKFlL-
BTANMRO vALVE
BOX B0170M
SECTION
INSTALLATION
VALVE BOX
�COVER
VALVE BOX INSTALLATION
NO SCALE
2" TYPE S-9.56 WEARING SURFACE
r 8" TYPE 'A' ABC
COMPACTED SUBGRADE, J
98% STANDARD PROCTOR
ASPHALT PAVING. HEAVY DUTY
NO SCALE
2" TYPE S-9.513 WEARING SURFACE
/ r 6" TYPE 'A' ABC
COMPACTED SUBGRADE, J
98% STANDARD PROCTOR
ASPHALT PAVING, STANDARD DUTY
NO SCALE
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SHEET NUMBER
CD1

1 1 2 3 4
NARRATIVE: / /�1�, - �� 1 �\ ) V A \ \ V A\ \\
The proposed project Is for the construction of a mini storage facility with
supporting Infrastructure. This project is located at the intersection of NC Hwy LEGEND (/ / / % _ - J t \ \ \ \ \ \ \ \
24/27 and Loving Road in Midland, Cabanas County, NC. Total disturbed area sr Temporary Sediment Basin
for this project Is 11.30 acres. The scope of work Includes Installation of erosion p y
control measures, clearing, grading, driveway/ parking construction, site utilities, Temporary Sediment Fence LIMITS OF CONSTRUCTION BEYOND
building erection, and atom drainages PROPERTY BOUNDARY IN
Limits of Construction
CONSTRUCTION SEQUENCE: AGREEMENT W/ QUEENS UNIVERSITYr'APRON A-3,
1. Obtain plan approval and permits prior to beginning work. \ f I ! 1 /
n Temporary Inlet Protection J / / REF. DETAILS SEDIMENT BASIN SB -1, \ \
2. Flag the work limits to prevent unnecessary clearing. APRON A-1, t // / % % / ( 13
3. Hold re -construction meeting at least one week prior to starting construction. J / 1 / f --_.� DIM: VARIES \ \
P 9 P g ► Stone Check Dam REF. DETAILS // J J / / ! SILT FENCE, �� 18864 CF TOTAL VOLUME O WEIR \
Notify NCDEQ 48 hours prior to meeting. J l 1 / / TYP. AS SHOWN /' 19042 SF SA O WEIR \\ \
4. Install temporary construction entrance. ® Rip Rap/ Stone LINE
5. Clear enough vegetation to Install perimeter erosion measures. VEGETATED CHANNEL VC -1, /'I \ ✓ / t SN - BOTTOM ELEV: 511.00' \ )
6. Install silt fence and atone outlets. Slope Matting W/ STRAW WITH NET IMMEDIATELY i - I t I I
® g / / SKIMMER ELEV. 51I \
7. Construct SB -1 and all remaining perimeter erosion control measures AFTER CONSTRUCTION - ii y! t r "'-'f SPILLWAY ELEV: 518.50' \ \
D 8. Stabilize construction slopes immediately after construction. /� r - 516 r --' -" TOP OF DAM ELEV..520.0' \ \`
9. Clear and grub remaining site as required. STONE CHECK DAM,.
7. Clear and grub area as required. TYP. AS SHOWN 3.0" SKIMMER W/ 2.4" DIA.
8. Grade and fill areas to proposed grades shown. Contractor shall not disturb more -^DISCHARGE` 1
area than necessary. Install slope matting as shown on plans. Seed slopes In \ h -ORIFICE. TO
ICS. R OUTLET ORIFICE/
accordance with seeding detail. / / i r"' '� } ( t COIR MESH BAFFLES,
9. Install storm drain and rip rap aprons. // /i / J TYP. AS SHOWN
10. Install Inlet protection as required Immediately after storm construction. _
11. Provide groundcover on exposed slopes as Indicated on the Soll Stabilization Table
shown on the details sheets following completion of any phase of grading.
LIMITS OF
12. Perform all to grading.
13. Remove all temporary erosion and sediment control structures after vegetation is CONSTRUCTION
established on all disturbed areas and following NCDEQ approval. STONE OUTLET, REF. p v
14 pond�atruct atormwater riser structure and pond as required for final stormwater DETAIL FOR RED'S
r
MAINTENANCE PLAN: SILT FENCE,
rTYP. AS SHOWN
The following maintenance plan shall e followed until the site is completely stabilized after construction. During
construction the Contractor shall be responsible for inspection and maintenance of all erosiononandnd sediment control / Ni f' 'seg
structures
1. A log must be kept for the site documenting each rainfall event and measures taken to repair or replace any damaged
erosion control measures. All NPDES rules shall apply.
2. All erosion control measures shall be checked for stability and operation following any rainfall producing runoff and at
least once every week. Any needed repairs shall be made immediately so that all erosion control measures are maintained
as designed.
3. The sediment traps shall be cleaned out when the level of sediment reaches the mid -depth point below the weir '/ r --/' ' t B"
elevation. Washed atone shall be cleaned or replaced when the sediment pool no longer drains properly.
4. All seeded areas will be fertilized, reseeded as necessary, and mulched in accordance with the seeding specifications in
order to maintain a dense vegetative cover.
Any sediment deposits remaining in INLET PROTECTION,
5. Sediment deposits shall be removed from sediment fence after each storm event or sediment fence should be replaced. �J FUTURE BUILDING 5
They must be removed when deposits reach approx. half the height of the barier. / i' FRE: 52427
place after the sediment fence is removed shall be dressed to conform .
to the existing grade, prepared and seeded. TYPE VARIES. REF.
DETAILS FOR
6. Inspect check dams and channels for damage after each storm event. Remove sediment accumulated behind the dams
as needed to prevent damage to channel vegetation. Add stones to dams as needed to maintain design height and cross
section. 'ter iAPRON A-2,
1 ' FUTURE BUILDING 6
C 7. Temporary erosion and sedimentation control measures shall remain in place until the site has been stabilized and aFFE: 524.27
representative of the NC DEQ Mooresville Regional Office Land Quality Section has approved their removal. / I 2J REF. DETAILS
INLET PROTECTION,
TYPE VARIES. REF.
DETAILS FOR REQ'S
-
/
x-524-
Axle Found projecting
8" above ground - ( / / FUTURE BUILDING 3
FEE: 524.27 /
Pro/ac 4. 5'
/ren pip
\ - Obol- fano 1 Re// {J
/6' b '.. Found FUTURE BUILDING 4
projeg6 5" above ground FEE: 524.27 !! 7
� J/
INLET PROTECTION,
`. TYPE VARIES.
DETAILS FOR REVS
v l /
BUILDING 7 //
J
FEE: 524.27 /
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10
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BUILDING 2
52427
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1
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/ t'� L LIMITS OF CONSTRUCTION BEYOND
PROPERTY BOUNDARY IN
/ /� v Sea �t / ��AGREEMENT W/ QUEENS UNIVERSITY
/ w'
SILT FENCE,
/ _7 - - AS SHOWN
STONE OUTLET, REF.
y d � DETAIL FOR REQ'S
RCPvert
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0.0' S2j\ 526` - a -sjY pCe \
Catch Basin
82
LIMITS OF / ( r d, 'S''9ti -'p �' -" ' Grata 5 60 Elev 525.16
CONSTRUCTION \ `. 1 da 4� - - l pfa r Inv s21.
r � ) \L, D >+) L - d1„ Catch Basin TEMPORARY
CONSTRUCTION t52j.
1
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Utility Pole
a7. ATCH GRADE
Catch BCarO -'-Bev 535.02 T EXISTING EDP
Grate 535.0
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2 3 4
5/8" Rebar Found
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AREA: 0.95 Ace
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AREA: 0.15 Am
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NOTE: NO SURFACE WATERS, REGULATORY
FLOOD ZONES, OR PROTECTED RIPARIAN
BUFFERS EXIST IN PROJECT VICINITY.
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SHEET NUMBER
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SHEET NUMBER
03.1

ME
10■
10■
L
I
Pipe Table
NAME
SIZE
LENGTH
SLOPE
MATERIAL
UP STRUCT.
DN STRUCT.
UP INV.
DN INV.
PIPE 1
18"
34.45
0.41%
RCP
CB1
CB2
520.32
520.18
PIPE 2
18"
81.50'
0.39%
*RCP
CB2
CB3
520.18
519.86
PIPE 3
24"
60.00'
0.40%
RCP
CB3
CB4
519.36
514.12
PIPE 4
24"
60.00'
0,40%
RCP
CB4
C95
519.12
518.88
PIPE 5
24"
60.00'
0.40%
RCP
CBS
CB6
518.88
518.64
PIPE 6
24"
60.00'
0.40%
RCP
C86
CB7
518,64
518.40
PIPE 7
30"
60.00'
0.40%
RCP
CB7
CBS
517,90
517.66
PIPE 8
30'
60.00'
0.40%
RCP
CBS
CBS
517.66
517.42
PIPE 9
1 30"
60.00'
0.407
1 RCP
C89
C810
517.42
517.18
PIPE 10
30"
60.00'
0.40%
RCP
CB10
CB11
517.18
516.94
PIPE 11
30"
60.00'
0.40%
RCP
C611
CB12
516.94
516.70
PIPE 12
30"
60.00'
0.40%
RCP
CB12
CB13
516.70
516.46
PIPE 13
30"
81.50'
0.407
RCP
CB13
CB47
516.46
516.13
PIPE 14
12"
66.50'
0.41%
RCP
0814
CB10
518.70
518.43
PIPE 15
12"
66.50'
0.41%
RCP
CST
OB10
518.70
518.43
PIPE 16
18"
101.85'
0.407
'RCP
CB76
CB17
519.83
519.42
PIPE 17
18"
60.00'
0.40%
RCP
CB17
C818
519.42
519.18
PIPE 18
24"
60.00'
0.40%
RCP
CB18
CB19
518.68
518.44
PIPE 19
24"
60.00'
0.40%
RCP
C919
CB20
518.44
518.20
PIPE 20
24"
60.00'
0.40%
RCP
CB20
CB21
518.20
517.96
PIPE 21
24"
60.00'
0.40%
RCP
C821
C822
517.96
517.72
PIPE 22
24"
60.00'
0.40%
RCP
CB22
'CB23
517.72
517.48
PIPE 23
24"
60.00'
0.40%
BOB
CB23
CB24
517.48
517.24
PIPE 24
30"
60.00'
0.40%
RCP
CB24
CB25
516.74
516.50
PIPE 25
30"
60.00'
0.40%
RCP
CB25
CB26
516.50
516.26
PIPE 26
30"
60.00'
0.40%
RCP
CB26
CB27
516.26
516.02
PIPE 27
30"
105.19'
0.40%
RCP
CB27
CB28
516.02
515.60
PIPE 28
36"
21.41'
0.47%
RCP
CB28
FES2
515.10
515.00
PIPE 29
15"
66.52'
0.41%
RCP
CB29
CB2
520.70
520.43
PIPE 30
12"
105.19'
0.40%
RCP
CB30
CB31
520.34
519.92
PIPE 31
12"
60.00'
0.40%
RCP
CB31
0832
519,92
519.68
PIPE 32
15"
60.00'
040%
RCP
CB32
CB33
519.43
519.19
PIPE 33
15"
60.00'
0.407
RCP
CB33
CB34
519.19
518.95
PIPE 34
18"
60.00'
0.40%
RCP
CB34
C835
518.70
518.46
PIPE 35
1 18"
60.00'
0.40%
RCP
CB35
CB36
518.46
518.22
PIPE 36
18"
60.00'
0.40%
RCP
CB36
CB37
518.22
517.98
PIPE 37
18"
60.00'
0.40%
RCP
CB37
CB38
517.98
517.74
PIPE 38
18"
60.00'
0.40%
RCP
CB38
CB39
517.74
517.50
PIPE 39
24"
60.00'
0.40%
RCP
C639
CB40
517.00
516.76
PIPE 40
24"
60.00'
0.40%
RCP
C840
C841
516.76
516.52
PIPE 41
30"
105.19'
0.40%
RCP
CB41
CB42
516.02
515.60
PIPE 42
36"
21.41'
0.47%
RCP
CB42
FEST
515.10
515.00
PIPE 43
1 12"
66.50'
0.41%
RCP
CB43
CBS
519.91
519.64
PIPE 44
18"
66.50'
0.41%
RCP
CB44
CBS
519.41
519.14
PIPE 45
12"
66.50'
0.41%
I RCP
CB45
CB34
519.47
519.20
PIPE 46
12"
66.50'
0.41%
RCP
CB46
CB38
518.51
518.24
PIPE 47
30"
66.50'
0.39%
RCP
C847
CB48
516.13
515.87
PIPE 48
36"
66.50'
0.41%
RCP
Cm
CB42
515.37
515.10
PIPE 49
12"
66.50'
0.41%
RCP
CB49
CB20
519.47
519.20
PIPE 50
12"
66.50'
0.41%
RCP
C850
CB24
518.51
518.24
PIPE 51
1 12"
66.50'
0.41%
RCP
CB51
CB28
517.87
517.60
SW OUTFALL
I 24"
92.80'
0.50%
RCP
SW RISER
SW FES
511.00
510.54
*CLASS IV RCP
ixs mxvx a .w nmmxtxr a sores a0 xvu mwx me moron rc
ax,ma xnemma. m xxewo x� faxox w. n*m,mr xn m,cv wmnm
mx°'xxv x xMp�px� an wrt; m'�Dix�aMIr ®rix i°fmuxE mxox,® on
1
i
We Found projecting
8" above ground
/ r
/
/ 1
/ I
r II
/ 1
I.
I
1
r
L=156.36, R=456.23 /
e=19.6364 j
CB28
RIM: 523.44
INV IN: 515.60
INV IN: 517.60
INV OUT. 515.10
N70' 39' 35.47"W
RIM:523.44
INV I14:516.02
INV OUT: 516.02
CB26/ /
RIM: 523.46
INV IN:516.26 2
INV OUT:516.26'"
4�
-- ar
i
CB25 S r
RIM:523.44 /
INV IN:516.50
INV OUT: 516.50
CB24
RIM: 523.44
INV IN:517.24
INV IN:518.24
INV OUT: 516.74
CB23
RIM:523.44
INV IN: 517.48
INV BUT: 517.48
N19' 15' 21.20"E,
741.03'
CB22
RIM: 523.44
INV IN: 517.72
INV OUT. 517.72
CB21
RIM: 523.44.
INV IN: 517.96
INV OUT: 517.96
CB20
RIM: 523.44
--INV 1N: 518.20'
INV I*549.20
INV OUT:518.20
Pro tin Iron
\ RI
INV 4
INV OL
�1NVI
\\ INV` L
\
\ \l CB1
\ `�� RIM: 523.4
? INV IN: 519.4
r IN`A OUT. 519.4
� / 1
1 1
/
/
S70'/44' 38.1
( 61
S79' 44' 381
95
/ RIM: '
r / INV 0 :511
i
S
1
1
1 \
1
1 t�
\
1 \ 57
I"
Corner to ,plr - ole 4i= 5g5
be set
_,.,_.. v' '.m , .. r�yq,74
utility Pala ¢1 ATCH GRADE
Catch gasi 05 Bev 535.47 + +Bev 535.02 T EXISTING EDP
Grate 530
2
2
4 5
Fes%
A, IIt
�' I ///1 !l/lj1/! ! // // Thr `•t v, v\ vv vv
SW FES
RIM:
I IN: 510.54 SW RISER
_ RIM: 513.09
i� r 10 INV OUTr.51'hO0 A V -
ZB48 `
RIM: 523.44 _ _ - _
INV IN; 515.87
bt2 /
_ O I INV OUT:515.37
STORMWATER-POND, J
2 1 / REF. DETAIL FOR REQS /
P
r /P � l
r 15 0"E 3S�g54.'�c i FEV1 _
INV:515.00
S70'44' 38.80' /'/Pf M4
4 R523.44
21.10' 2 f
CB47 --
RIM:523.44 ' INVrIN:515.10
INV IN:516.13 Prr'f 4B '� / NV IN: 515.60
INI
V OUT:516.13 I+V OUT: 515.10
CB13 52q ;>,�` / CB41
RIM: 523.87 RIM:523.44
INV IN:516.46!, INV IN:516.52
INV OUT:516.46 1111 INV OUT: 516.92
FUTURE BUILDING 5 GET 2
RIM: 523.87
FFE: 524.27
INV IN: 516.70
INV OUT516.70
i
CB50 I t
RIM:524.55 i
INV OUT:518.51
CB10 FUTURE BUILDING 6 o ,I
RIM: 523.87 FFE: 524.27 4W f
INV IN: WAS
INV IN: 518,43 a OSR `-522'
INV IN: 51843 CB11 ?
UT:517AS RIM: 523.87
INV IN: 516.94 _
\52q INV OUT: 516.94 h _502;;---"'
0814 a`v - - C8404
RIM: 524.55 4 S? INV IN: 516.76
rQa / INV OUT:518.70 INV nuro s19 is
RIM: 524.55 �'�� r-\ R" p
/ INVOUT: 518.70 / CB39
RIM: 523.44
RIM: 523.87
4r i C89 s2 W "'INV -IN: 517.50
/ 4
INV IN: 517.42 aINV OUT: 517.00
j( g C i S2
INV OUT: 577.42 ?
r C846 yR
RIM: 524.55'
/ 4 FUTURE BUILDING 3 INV OUT.518.51 rte/
FFE 524.27 CBS
/ 9 RIM 52387
C849 INV IN 517.66 2y 38
/ 2 r RIM:.524.55
4INV OUT:817.66 w .j�x RI 23.44
INV OUT: 519.47 4' 3 ry r s
// INV I :517.74
608" yb Found C86 FUTURE BUILDING 4 'n b INV IN. 78.24
�roje n 5" abo e ground RIM.523.87 FEE. 524.27 INV OU 517.74
BT0 PrP INV IN:518.64 4 �L'a' CB37
�1
C s�� INV IN: 519.14 2r RIM: 523.44
INV IN:519.64
.519.64
UT: 578.64 C87 NV IN: 517.9
rvr RIM: 523.87 NV OUT: 51 .98
„'j dam/ / 52a 52a INV IN: 518.40 �:
Qr i INV OUT: 517%0 W C836
4
' !
C. Q OS i RIMS 44
S2' / RIM: 524INV I 518.22
l air r CB44 52, INV OUT. -519.91f • R1r INV UT:518.22
RIM: 524.55 v.
r lar r INV OUT.519.41
_Q
/ RIM: 523.87 52a 4S ¢ S?R RM3523.
r INV IN: 518.88 INV IN: 18.46
n r INV OUT: 518.88 A
INV 0 :518.46
BUILDING 1 CB45 h /
q r ; FFE: 524.27 RIM: 524.55/ Q4( RB :523.4523.44 / INV OUT: 519.47
C84 4 02 I .95
r RIM: 523.87 ? V IN: 519.20
r f INV IN:519.12 .>p4 INV OUT: 518.70
INV OUT:519,12
BUILDING 2 .�^�: / CB33
/- FFE 524.27 2� -,( / 525 RIM: 523.44
L+� INV IN:519.19
S2 INV OUT:519.19
Tp ry�5
083 >Fr ,524 5/8" Rebar Found
RIM: 523.57
- flush with ground
9 4 / 52 INV OUT.
Q� // r
!/ (/ INV OUT: 519.36 Y
RIM: 523.$4525
A S
r? INV'OUT:511 111
s •fix j INV OUT:51 ¢3
, CB31 P I I 93
9 .�'O , P PipF 29 s2a 5
RIM: S?:5.44g211 215 28}W
IpvonT5199z I s69 2
RIM: 522.54 1 RCP 1Pvert
1 INV OUT. 526.32
�7\, \ \ .�,\. P • 13� 5 - 1 _ f size accessible
n
\ \ L C830 S ✓. 093 not
CB2 \ ti, RIM: 623.44 tilifY�°�
1 RIM:523.44- -- a�g
\ IIINV IN: 520.43 `s �-�N� T:52b- ` 2S
NV",�U28 fid'^�.... ..� c�`,•Pm6 ��_ 130.84 µ _f --g,e\ mat 52482
S \
CB2 4d v i Inv 521.60 +Ele 525.16
RIM:5 tlitY' 15.00"W
INV OUT: _70 6y G c e 52Sn�0.94'
Inv 524.11
U ttFt Pale
NC l4\0. 2466gp02T
-I-Bev 531.27 N0p0T �arfolej
ibie R/W
3 T 4 5
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SCALE 1" = 60'
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3
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524.27
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FUTURE ROAD
SHOWN DASHED
5' HIGH BLACK PREFINISHED !! !! m N
ALUMINUM PICKET FENCE—
AROUND
ENCE AROUND FACILITY
24" CONIC. CURB
& GUTTER (TYP)
STANDARD DUTY ASPHALT
PAVING, REF. DETAIL
36" CONCRETE APRON
5"n P
above
FUTURE
SHOWN D.
LIFT GATE KIOSK
VERIFY FINAL LO(
END PAVING AND CURB. GRADING
ONLY BEYOND THIS POINT.
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REF. DETAIL
HEAVY DUN ASPHALT
PAVING SHOWN STIPPLED,
REF. DETAIL
I
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& GUTTER (TYP)
1 7--
1
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rojectin 5" above ground
/ f 3
J ^A
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m
/te BUILDING 1
FFE: 524.27
v /
oh
P
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i
42' AUTOMATIC LIFT GATE,
COORDINATE MODEL/
MANUFACTURER WITH OWNER
HC PARKING SPACE, AISLE, AND
I �✓ SIGN. REF. DETAIL FOR RED'S
J 1 50 (TYP)
1 R1B3.50
I II 4" PARKING LOT STALL MARKINGS,
COLOR 'TRAFFIC' WHITE (TYP)
1 i
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be set _ �,
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COteh B°5 05 elev s3s.a7 + +BBO s3s.o2
Grate 53
2
LIFT GATE KIOSK, AFFIX
TO BUILDING. SITE
VERIFY FINAL LOCATION
42' AUTOMATIC LIFT GATE,
DEFLECT
AS
+Elev 531.27
5' HIGH, 12' WIDE BLACK PREFINISHED
ALUMINUM PICKET FENCE DOUBLE
LEAF ACCESS GATE W/ LOCK FOR
BMP MAINTENANCE ACCESS. REF.
DETAILS & GRADING SHEET
STANDARD DUTY ASPHALT
PAVING, REF. DETAIL
rs
34 00
„zo
5 aii1='
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4000 ,
�138.00_�
TURE BUILDING 3
FFE: 524.27
0
0
N
FUTURE BUILDING 4
FFE. 524.27
0
0
BUILDING
27
1/ 1!
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a /
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1 C HW 24/2--7
466p02T
NDD\jlet6g
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0
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to DUN ASPHALT
REF. DETAIL
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not accessible
Ut111ty 1
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2482
Inv 521 60 +Bev 525.16
4
5' HIGH BLACK PREFINISHED
'ALUMINUM PICKET FENCE
AROUND FACILITY
24" CONIC. CURB
& GUTTER (TYP)
STANDARD DUTY ASPHALT
PAVING, REF. DETAIL
36" CONCRETE APRON
5/8" Rebar Found
flush with ground
E
5
N
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SCALE 1" = 60'
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FFE: 524.27
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42' AUTOMATIC LIFT GATE,
COORDINATE MODEL/
MANUFACTURER WITH OWNER
HC PARKING SPACE, AISLE, AND
I �✓ SIGN. REF. DETAIL FOR RED'S
J 1 50 (TYP)
1 R1B3.50
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COLOR 'TRAFFIC' WHITE (TYP)
1 i
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be set _ �,
k7 � ., 33474
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COteh B°5 05 elev s3s.a7 + +BBO s3s.o2
Grate 53
2
LIFT GATE KIOSK, AFFIX
TO BUILDING. SITE
VERIFY FINAL LOCATION
42' AUTOMATIC LIFT GATE,
DEFLECT
AS
+Elev 531.27
5' HIGH, 12' WIDE BLACK PREFINISHED
ALUMINUM PICKET FENCE DOUBLE
LEAF ACCESS GATE W/ LOCK FOR
BMP MAINTENANCE ACCESS. REF.
DETAILS & GRADING SHEET
STANDARD DUTY ASPHALT
PAVING, REF. DETAIL
rs
34 00
„zo
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4000 ,
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TURE BUILDING 3
FFE: 524.27
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27
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Ut111ty 1
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Inv 521 60 +Bev 525.16
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5' HIGH BLACK PREFINISHED
'ALUMINUM PICKET FENCE
AROUND FACILITY
24" CONIC. CURB
& GUTTER (TYP)
STANDARD DUTY ASPHALT
PAVING, REF. DETAIL
36" CONCRETE APRON
5/8" Rebar Found
flush with ground
E
5
N
0 1" 2"
SCALE 1" = 60'
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,ASC MIDLAND, LLC
71
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ma
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GENERAL DEMOLITION NOTES:IL
1. INFORMATION INCLUDED WITHIN THIS DRAWING WAS SUPPLIED FROM A SURVEY PROVIDED`\ \ // m1 \ I j L �. ,. (� // /
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BY DENT H. TURNER, JR. PROFESSIONAL LAND SURVEYOR. THIS SURVEY IS INCLUDED IN
THE CONTRACT DOCUMENTS AS SHEET CO EXISTING CONDITIONS. THE CONTRACTOR `. \ ! / f I I _ / /
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SHALL RENEW THE INFORMATION CONTAINED HEREIN AND VISIT THE SITE TO VERIFY ITS
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OR ENGINEER ASSUME ANY RESPONSIBILITY FOR THE ACCURACY OR COMPLETENESS OF
\ \ /
DATA INCLUDED WTHIN THIS SURVEY.
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2 CONTRACTOR. SHALL REMOVE ALL EXISTING WALKS, CURB AND GUTTER (WHERE SHOWN), \ l I i j1 �� If �� i iJ
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GRAVEL DRIVES, WALLS, TREES, SHRUBS AND OTHER STRUCTURES WITHIN THE OWNER'S 1 \ i 1 0 qy, _ _1 i \ /
PROPERTY INDICATED AS SHOWN ON THE DRAWINGS OR REQUIRED I i 1 ��
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AS TO PREPARE THE
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SITE FOR THE NEW CONSTRUCTION. CONTRACTOR SHALL VISIT THE SITE TO FAMILIARIZE 1. I ( / p i� /..� /
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HIMSELF NTH ALL ON-SITE CONDITIONS WHETHER SPECIFICALLY INDICATED ON THE
DEMOLITION DRAWING OR NOT.
3. UNDERGROUND UTILITIES NTH UNKNOWN LOCATIONS MAY EXIST ON THE SITE.
CONTRACTOR SHALL HAVE ALL UNDERGROUND UALIAES INCLUDING. BUT NOT LIMITED TO
GAS, POWER, TELECOMMUNICATIONS, WATER AND SEWER LOCATED.
t
4. COORDINATE ALL DRIVEWAY REMOVALS AND SIDEWALK/CURB REPLACEMENT WTH OWNER,
CITY OF LOCUST, AND NC DOT. PROVIDE BARRICADES AND SIDEWALK CLOSURE SIGNAGE
9r
AT ALL EXCAVATIONS TO PROVIDE FOR SAFE PEDESTRIAN MOVEMENT. SCHEDULE WORK W i / / /� \ // \ \\
TO MINIMIZE TRAFFIC INTERRUPTION AND PROVIDE CONSTRUCTION WARNING SIGNAGE AND /
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BARRICADES. TRAFFIC CONTROL SHALL BE IN ACCORDANCE NTH THE AND/ //
ANY OTHER APPLICABLE AUTHORITY AND CODES. / j f/k { J \ r5/S Rebar Found
5. CONTRACTOR SHALL PROTECT UTILITY POLES, UNDERGROUND UTILITIES, MANHOLES, VALVE ;, / , / /,yb qK / Pr I __ / r flush with ground
BOXES, RAMPS, WALKS AND OTHER ITEMS TO REMAIN FROM DAMAGE. CONTRACTOR /
4036,6�Iz7
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SHALL REPAIR, REPLACE AND PAY FOR ANY DAMAGES CAUSED BY =`
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DEMOLITION/CONSTRUCTION WORK. �4%
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6. CONTRACTOR SHALL COORDINATE ALL WORK WITHIN HIGHWAY AND ROAD RIGHT-OF-WAYS
WITH THE NCDOT AND GTY OF LOCUST. PROTECT ALL EXISTING PUBLIC UTILITIES WITHIN 2.A5. W
RIGHT-OF-WAYS FROM DAMAGE DURING DEMOLITION WORK.
/ /%� /
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7. CONTRACTOR SHALL COORDINATE REMOVAL OF WATER METERS, LIGHT POLES, GAS
METERS, SEWER LINES, ELECTRICAL LINES AND OTHER UTILITIES PREVIOUSLY SERVING / / �; 00\ '- d I 1
/ �,` — -,
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THE SITE NTH LOCAL UTILITY COMPANIES. SEE SITE PLAN, CIVIL DRAWINGS AND G / / �",I� +T' I` i i / \ -- {
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ELECTRICAL SITE PLAN FOR UTILITIES TO SERVE NEW BUILDINGS I ! / H7 / i !/ \ \ -. _. RCP Invert
/ RE OVE EXISTING — and
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SHOWN ON DEMOLITION DRAWING NTH THAT SHOWN ON EROSION CONTROL DRAWINGS. — l3• \ Utti
/
BACKFILL DEPRESSIONS LEFT BY REMOVAL OF WALL FOOTINGS, SIDEWALKS, GRAVEL, ( I i m, \•. \
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UNDERGROUND UnUnES AND LARGE TREES NTH SUITABLE COMPACTED EARTH 66� �\ ��" C°tcb 52482
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ACCORDING TO GRADING PLAN. I tl 1 �/1 _ d�"P -. ,1� ^---
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REMOVE EXISTING CURB AS '� \\ ' OVERHEAD UTILITIES. COORDINATE W/ Oie Inv
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LLO-�O

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1
GEOTECHNICAL
REFER TO REPORT OF GEOTECHNICAL EXPLORATION FOR RECOMMENDATIONS.
CONTRACTOR RESPONSIBILITIES
ANY EXISTING CONDITIONS FOUND TO BE A VARIANCE WITH THESE DRAWINGS SHALL
BE IMMEDIATELY REPORTED TO THE ENGINEER.
2. THE CONTRACTOR SHALL PERFORM ALL CONSTRUCTION IN SUCH A MANNER AS TO
PROTECT STRUCTURES WITHIN PROJECT LIMITS, ADJACENT EXISTING STRUCTURES
AND OTHER SITE ELEMENTS WHICH ARE TO REMAIN IN SERVICE.
UTILITIES
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL UTILITIES
WHETHER SHOWN ON THE PLANS OR NOT.
2. INFORMATION SHOWN ON THESE PLANS CONCERNING TYPE AND LOCATION OF
UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE.
THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING THE NECESSARY UTILITY
COORDINATION AND MAKING A DETERMINATION AS TO TYPE AND LOCATION OF
UNDERGROUND UTILITIES AS NECESSARY TO AVOID DAMAGE THERETO. THE
CONTRACTOR SHALL VERIFY LOCATION OF UNDERGROUND .PIPELINES, CONDUITS,
STRUCTURES AND OTHER FACILITIES BY CONTACTING THE OWNERS AND PROTECTING
IN ADVANCE OF ANY OPERATIONS THAT MAY IMPACT UTILITIES WITHIN THE PROJECT
LIMITS.
EROSION CONTROL
ALL CONSTRUCTION WORK SHALL BE PERFORMED IN SUCH A MANNER AS TO
CONTROL EROSION AND PREVENT SEDIMENTATION FROM LEAVING THE SITE.
2. EROSION CONTROL MEASURES AND PRACTICES SHALL BE INSTALLED PRIOR TO
LAND—DISTURBING ACTIVITIES. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE
IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL ENVIRONMENTAL
RULES AND MSDS REGULATIONS.
I-9_1ya Vg
CONTRACTOR IS FULLY RESPONSIBLE FOR THE SAFETY OF ALL ITS EMPLOYEES AND
SUB—CONTRACTORS AND WILL PERFORM ITS WORK IN SUCH A MANNER THAT WILL
ENSURE THE SAFETY OF EMPLOYEES AS WELL AS RAILROAD PERSONNEL AND TRAIN
OPERATIONS IN THE DESIGNATED PROJECT AREA.
2. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH RULES, REGULATIONS,
PROCEDURES AND SAFE PRACTICES OF OSHA AND ALL OTHER GOVERNMENT
AGENCIES HAVING JURISDICTION OVER THE PROJECT.
ME FFRIY O"f CH MPEA °OETDw W�YAI°OMD, rNCw ROGRON'C A�iL muu°"xTMi.Ew
Tl9A OW�MNRITURNiff O ANI?—.10.
NOT BE F V . ON C°�m IX . R
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1
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2
SHEET INDEX
SHEET NUMBER
DESCRIPTION
GO.0
Cover Sheet
GO.1
General Notes—Sheet Index
CO.0
Existing Conditions
C1.0
Site Demolition Plan
C2.0
Site Layout Plan
C3.0
Site Grading Plan
C4.0
Site Utilities Plan
C5.0
Site Erosion Control Plan
C6.0
Site Landscaping .Plan
CD1
Details
CD2
Details
CD3
Details
CD4
Details
CD5
Details
CDS
Details
CD7
Details
CDB
Details
CD9
Details
3
3
0
5
STATE OF NORTH CAROLINA LOCUST QUADRANOLE
UNITED STATES DEPARTMENT OF NATURAL RESOURCES NORTH CAROLINA
DEPARTMENT OF THE INTERIOR AND COMMUNITY DEVELOPMENT 7.5 MINUTE SERIES (TOPDORAPHIC) g+
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G0.7

SITE DEVELOPMENT PLANS
ALLEN STORAGE
MIDLAND MINI
for
CENTERS
STORAGE
ASC MIDLAND, LLC
411 North Central Avenue
Locust, NC 28097
February, 2017
Proj. No. 2016-1041
HE
4036 _
chambers
Fh'GINEE�''
EL JIS engineering, pa
129 North First Street
Albemarle, NC 28001
704.984.6427 ph
www.ce-pa.com
}
ASC MIDLAND, LLC
411 North Central Avenue
Locust, NC 28097
February, 2017
Proj. No. 2016-1041
HE
4036 _
chambers
Fh'GINEE�''
EL JIS engineering, pa
129 North First Street
Albemarle, NC 28001
704.984.6427 ph
www.ce-pa.com

DAM AND EMBANKMENT CONSTRUCTION
1.) GENERAL -THE POND AND DAM AREA SHALL. BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATIVE MATERIAL AND TOPSOIL PRIOR TO DAM CONSTRUCTION.
D
THE DISPOSAL OF TREES, STUMPS, CONSTRUCTION DEBRIS, VEGETATIVE MATERIAL, ETC. SHALL NOT BE PERMITTED IN THE DAM OR POOL AREA, WHEN
BLASTING IS USED TO REMOVE ROCK FROM THE POOL AREA, THE BLASTED AREA SHALL BE OVER -EXCAVATED TO A DEPTH OF AT LEAST TWO FEET (2') BELOW
FINISHED GRADE AND BROUGHT BACK TO FINISHED GRADE WITH CLEAN RELATIVELY IMPERVIOUS SOIL MATERIAL COMPACTED IN PLACE.
2.) EARTH FILL DAMS
A) THE CONSTRUCTION OF THE DAM SHALL FOLLOW THE STANDARDS OF THE NCDENR DAM SAFETY. ITEMS LISTED BELOW ARE MINIMUM, BUT WILL BE VOID IF
NCDENR REQUIREMENTS ARE MORE STRINGENT REQUIREMENTS.
B) SOIL MATERIALS USED FOR EARTH FILL WHICH ARE HIGHLY PERMEABLE OR WHICH EXHIBIT SIGNIFICANT SHRINKAGE SWELL OR DISPERSION SHALL NOT BE USED
IN THE EMBANKMENT.
C) A CUTOFF TRENCH (CORE TRENCH) SHALL BE PROVIDED WITH A MINIMUM WIDTH OF FIVE FEET (6). THE CENTERLINE OF THE CUTOFF TRENCH SHALL BE
LOCATED DOWNSTREAM OF THE INSIDE TOP OF SLOPE OF THE DAM. THE CUTOFF TRENCH SHALL BE CAREFULLY BACK-FILLED WITH HIGHLY IMPERMEABLE
MATERIAL AND COMPACTED AT LEAST NINETY-EIGHT PERCENT (98%) OF STANDARD PROCTOR DENSITY.
D) THE MINIMUM TOP WIDTH OF THE DAM SHALL BE TEN FEET (10') AND SLOPES SHALL NOT BE STEEPER THAN 3:1 (THREE HORIZONTAL TO ONE VERTICAL ON THE
DAM OR UPSTREAM SIDE OF THE EMBANKMENT WITH 2:1 SLOPE ON THE DOWNSTREAM SLOPE OF THE DAM. THE SLOPES AROUND THE POND WILL BE 3:1 FOR
EASE OF MAINTENANCE AND ACCESS OF THE POND.
E) ALL DISTURBED GROUND AREAS AND EMBANKMENTS SURROUNDING THE POND SHALL BE MECHANICALLY STABILIZED OR HAVE PERMANENT SEEDING SCHEDULE.
3.) LANDSCAPING AREAS AROUND THE POND
A) THE LANDSCAPING WILL BE INSTALLED AND MAINTAINED PER THE REQUIREMENTS OF THE CURRENTS STORMWATER BMP MANUAL PER NCDENR WATER QUALITY
SECTION.
B) THE SOIL IN THE LITTORAL SHELF WILL HAVE AMENDMENTS PER NCDENR REQUIREMENTS PER CHAPTER 6 OF JULY 2007 OR CURRENT MANUAL FOR GOOD
CONDITIONS TO MAINTAIN THE AQUATIC PLANTING REQUIRED FOR THE WATER QUALITY FEATURE.
C) THE ENGINEER WILL COORDINATE WITH THE OWNER AND TOWN OF HARRISBURG ENGINEERING DEPT. FOR APPROPRIATE AGREEMENTS, COVENANTS, AND
OTHER PAPER WORK REQUIRED FOR THE CERTIFICATION OF THE WATER QUALITY MEASURE. ENGINEER MUST MONITOR CONSTRUCTION, AND CERTIFY THE
MEASURE AND PROVIDE AS-BUILTS UPON COMPLETION.
OPERATION AND MAINTENANCE
MAINTENANCE OF THE POND WILL FOLLOW THE NCDEQ STANDARD MAINTENANCE REQUIREMENTS AND MAINTENANCE WILL BE DONE AS PART OF THE NEW
STANDARDS SET UP BY THE STORMWATER BMP MANUAL AND CERTIFICATION FOR MAINTENANCE BY THE STATE OF NC AND LOCAL ORDINANCE REQUIREMENTS
INSPECTION EVERY MONTH OR AFTER A 1.0" RAINFALL EVENT:
1. REMOVE DERIS FROM THE OUTLET STRUCTURE.
2. CHECK AND CLEAR THE ORIFICES OF ANY OBSTRUCTIONS.
3. CHECK THE POND SIDE SLOPES; REMOVE TRASH, REPAIR ERODED AREA BEFORE THE NEXT RAINFALL EVENT.
C INSPECTION EVERY 3 MONTHS TO INCLUDE THE FOLLOWING:
1. INSPECT THE COLLECTION SYSTEM (I.E. CATCH BASINS, PIPING, GRASSED SWALES) FOR PROPER FUNCTIONING. CLEAR ACCUMLUATED TRASH FROM BASIN
GRATES AND BASIN BOTTOMS, AND CHECK PIPING FOR OBSTRUCTIONS.
2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN PIPES.
3. RESEED GRASS SWALES TWICE A YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATLEY.
4. CHECK THE SLOPE ON THE DOWN STREAM SIDE OF THE DAM AND THE AREA BELOW THE EMERGENCY SPILLWAY FOR ERODED AREAS. REPAIR ANY AREAS
WHERE EROSION MAY OCCUR IMMEDIATELY.
INSPECTION EVERY 6 MONTHS TO INCLUDE THE FOLLOWING:
1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE.
2. CHECK POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% OF ORIGINAL PERMANENT SEDIMENT STORAGE DESIGN DEPTH, SEDIMENT
WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN DEPTH.
3. OWNER IS RESPONSIBLE FOR MAINTENANCE AND CLEAN OUT OF THE FORESAY AREA AS NECESSARY FOR ROUTINE SEDIMENT REMOVAL AND TRASH.
4. OPERATE SULICE GATE DRAIN VALVE FROM FULLY OPEN TO FULLY CLOSED POSITION TO MAKE SURE THE VALVE IS WORKING PROPERLY.
MAINTENANCE AS REQUIRED:
1. MOW THE SIDE SLOPES ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6".
2. WETLAND PLANTS AS SHOWN AND OTHER INDIGENOUS WETLAND PLANTS ARE ENCOURAGED ALONG THE POND PERIMETER. HOWEVER THEY MUST BE REMOVED
OR TRIMMED IF THEY COVER THE ENTIRE SURFACE OF THE POND. CATTAILS ARE NOT ALLOWABLE WETLAND PLANTS. IF THEY BECOME PART OF THE POND,
REMOVE THEM IMMEDIATELY.
3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN A 2 TO 5 DAY TIME PERIOD. IF THE DRAWDOWN IS NOT ACCOMLISHED IN THAT TIME, THE SYSTEM MAY BE
CLOGGED. THE SOURCE OF THE CLOGGIN MUST BE FOUND AND ELIMINATED.
4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ORDER.
MAINTENANCE & INSPECTION LOGS:
1. THE OWNER SHALL KEEP A MAINTENANCE RECORD FOR THIS BMP. THE RECORD SHALL BE KEPT IN A LOG IN A KNOWN SET LOCATION AND MADE AVAILABLE FOR
INSPECTION AT THE REQUEST OF THE CITY OF CONCORD OR NC DENR.
2. THE LOG SHALL RECORD THE DATES OF ALL INSPECTIONS AND ANY PERFORMED MAINTENANCE.
4" TOPSOIL & SEED
IMPERMEABLE LAYER
(REFER TO BASIN
TYPICAL SECTION)
SHALLOW LAND SHALLOW W7074BED
HERBACEOUS PLANTS EMERGENT PLANTS
OF TOPSOIL
VEGETATED SHELF MAINTENANCE SCHEDULE
Immediately efrer the wet detention basin is established, the plants on the
vegetated shelf and perimmtw of the basin should be watered twice weekly if
needed, ru" the plants become established (comaWiily six weeks).
No poYhonof the wet detentioopond should be fertilised after the first initial
A fertilization that is required to establislTthe plants MT the vegetated shelf.
LITTORAL SHELF CROSS SECTION
NO SCALE
TLS WUM1xo is /N WEfXUwFN! se SERVICE NIU sxNl N'W W TIE
Sf TI1CR!
AND OWR R64MID RC'NIRB'SMCWNxUYM'N ME GPoUR,WG 1�ksE50.
W. OT.. I.. TORN MMR. NVIm W MxNE M PMr.
3
3
NOTE: PROVIDE 18' MIN. COVER
SOIL DEPTH ON LITTORAL SHELF
POND BOTTOM ELEV. VARIES) FOR WETLAND PLANTINGS
COVER SOIL. 12" MIN,
REF. NOTES BELOW
GCL MATTING, -BENTOMAT CL"
OR APPROVED EQUAL, PLACED
WITH POLYPROPYLENE
MEMBRANE AGAINST SUBGRADE
MIN PREPARED SUBGRADE MATERIAL
t REQ'D, REF. NOTES BELOW
OR UNFINISHED ROCK
� I ' f:11Ay�1147712(4771g1[l111�
NOTE:
Liner, subgrade and Cover material shall be prepared and installed under dry conditions.
Contractor may install liner after Seasonal High Water Table (SHWT) has receded to
levels permitting work. If SHWT does not sufficiently recede under natural Conditions,
then Contractor shall be responsible for any and all dewatering required to perform work.
SUBGRADE PREPARATION:
Subgrade surfaces consisting of granular soils, gravels or rough stone are not
acceptable due to their large void fraction and puncture potential. If the underlying
surface Consists of large rocks or other material that Cannot be removed, a 6" min.
layer of sand or dean soil shall be prepared as a. subgrade material. Prepared
subgrade materials shall have a particle -size distribution of at least 80% finer than
the fl60 sieve (0.25 mm) and shall be prepared as follows:
1. The subgrade surface must be smooth and free of vegetation, sharp -edged
rocks, stones, sticks and other foreign mater that could Contact the GCL.
2. The subgrade should be rolled with a smooth -drum Compactor to remove
any wheel nuts greater than 1" in depth, footprints, or other abrupt changes.
3. All protrusions extending more than 0.5" shall be removed, crushed or
pushed into the surface with a smooth -drum Compactor.
4. The GCL may be installed on a frozen subgrade, but the subgrade soil must
meet the above requirements in the thawed state.
COVER PLACEMENT:
GC shall Cover the entire GCL mat with a minimum of 12" of Cover material to
provide Confining stress to the GCL, eliminate the potential for seam separation
and to prevent damage my equipment, erosion, etc. Cover material shall Conform
to the following standards:
1. Cover soils should be free of angular stones or other foreign matter that
Gould damage the GCL. GC shall consult manufacturer if Cover soils have
high Concentrations of Calcium (limestone, dolomite, gypsum, seashell
fragments.)
2. Cover soils shall have a particle size distribution ranging between fines and
1" unless a cushioning geotextile is specified.
3. Cover soils shall be placed over the GCL using construction equipment that
minimizes stresses on the GCL. A minimum thickness of 12" of cover soil
should be maintained between the equipment and the GCL at all times
during the covering process.
4. Soil cover should be placed in a manner that prevents the soil from entering
the GCL overlap zones. Soil cover should be pushed up on slopes, not
down slopes to minimize tensile forces on the GCL.
S. Cyclical wetting and drying of the GCL Can cause overlap separation. Soil
cover shall be placed promptly whenever possible.
6. To avoid seam separation, the GCL should not be put in excessive tension
by the weight or movement of textured geomembrane on steep slopes.
Longitudinal seam overlaps shall be a minimum of 12" to reduce overlap
separation. Additionally, supplimental bentonite shall be applied to the
seams per manufacturer's recomendations.
GEOSYNTHETIC CLAY LINER (GCL) DETAIL
NO SCALE
LINE FACE OF DAM
W112" MIN. #57
WASHED STONE
FILTER FABRIC
UNDER DAM
MIRAFI 500 OR
APPROVED EQUAL
GCL LINER, COVER SOIL AND
PREPARED SUBGRADE, REF.
GCL LINER DETAIL
3
KEY DAM INTO
EXISTING GRADE
TOP OF BAFFLE = 515.5
CLASS I RIP RAP
BAFFLE
GCL LINER, COVER SOIL AND
PREPARED SUBGRADE, REF.
GCL LINER DETAIL
215 SAURURUS CERNUUS (UZARD'S TAIL)
MIN SIZE: V NA x 5' PLUG
SPAUNQ 16' ON CENTER, CWSTERED AT ALT.. INTERVALS
MATUWT': 24'-37 W.
10'
___... 20' TYPICAL S
5
*15 WNWS EFFUSUS VAR. PYUFI
GENERAL POND CONSTRUCTION NOTE:
Y NA x V PWG
1. GCL LINER SHALL NOT BE LEFT IN A PARTIALLY CONSTRUCTED CONDITION. POND MUST
18' ON CENTER, CLUSTERED AT ALT. INTERVALS
BE COMPLETED FROM START TO FINISH WITHOUT INTERRUPTION. INSTALLATION OF
12"-36" HT.
MATTING SHALL BE PERFORMED WHEN CONDITIONS ALLOW FOR THE CONTINUOUS
MIN SM.
INSTALLATION OF SUBGRADE MATERIAL, GCL MATTING AND COVER MATERIAL.
SPACING:
- 2. IN THE EVENT THAT CONDITIONS CANNOT IMMEDIATELY BE MET TO PERMIT
B
INSTALLATION, CONTRACTOR SHALL GRADE TO THE FULLEST EXTENT POSSIBLE BASED
220 CAREX TENERA
ON CONDITIONS AND STABILIZE PER EROSION SEEDING PLANS.
2' DIA x 5' PLUG
3. CONTRACTOR MAY RESUME POND CONSTRUCTION AND GCL LINER INSTALLATION UPON
CWSIERED AT ALTERNATING INTERVALS
IMPROVEMENT OF CONDITIONS. ANY ACCUMULATED SILT SHALL BE REMOVED PRIOR
12'-80' MT.
TO SUBGRADE PREPARATION.
a
4. GC SHALL SECURE A BOND IN THE AMOUNT REQUIRED TO COVER FINAL POND
O
CONSTRUCTION COSTS, PAYABLE TO THE CITY OF CONCORD.
�a
5. FINAL POND CERTIFICATION WILL NOT BE PROVIDED UNTIL AFTER INSTALLATION OF GCL
AAXEPGS/WC lsl
LINER, AND SUBGRADE/ COVER MATERIALS AND FINAL GRADING.
4" TOPSOIL & SEED
IMPERMEABLE LAYER
(REFER TO BASIN
TYPICAL SECTION)
SHALLOW LAND SHALLOW W7074BED
HERBACEOUS PLANTS EMERGENT PLANTS
OF TOPSOIL
VEGETATED SHELF MAINTENANCE SCHEDULE
Immediately efrer the wet detention basin is established, the plants on the
vegetated shelf and perimmtw of the basin should be watered twice weekly if
needed, ru" the plants become established (comaWiily six weeks).
No poYhonof the wet detentioopond should be fertilised after the first initial
A fertilization that is required to establislTthe plants MT the vegetated shelf.
LITTORAL SHELF CROSS SECTION
NO SCALE
TLS WUM1xo is /N WEfXUwFN! se SERVICE NIU sxNl N'W W TIE
Sf TI1CR!
AND OWR R64MID RC'NIRB'SMCWNxUYM'N ME GPoUR,WG 1�ksE50.
W. OT.. I.. TORN MMR. NVIm W MxNE M PMr.
3
3
NOTE: PROVIDE 18' MIN. COVER
SOIL DEPTH ON LITTORAL SHELF
POND BOTTOM ELEV. VARIES) FOR WETLAND PLANTINGS
COVER SOIL. 12" MIN,
REF. NOTES BELOW
GCL MATTING, -BENTOMAT CL"
OR APPROVED EQUAL, PLACED
WITH POLYPROPYLENE
MEMBRANE AGAINST SUBGRADE
MIN PREPARED SUBGRADE MATERIAL
t REQ'D, REF. NOTES BELOW
OR UNFINISHED ROCK
� I ' f:11Ay�1147712(4771g1[l111�
NOTE:
Liner, subgrade and Cover material shall be prepared and installed under dry conditions.
Contractor may install liner after Seasonal High Water Table (SHWT) has receded to
levels permitting work. If SHWT does not sufficiently recede under natural Conditions,
then Contractor shall be responsible for any and all dewatering required to perform work.
SUBGRADE PREPARATION:
Subgrade surfaces consisting of granular soils, gravels or rough stone are not
acceptable due to their large void fraction and puncture potential. If the underlying
surface Consists of large rocks or other material that Cannot be removed, a 6" min.
layer of sand or dean soil shall be prepared as a. subgrade material. Prepared
subgrade materials shall have a particle -size distribution of at least 80% finer than
the fl60 sieve (0.25 mm) and shall be prepared as follows:
1. The subgrade surface must be smooth and free of vegetation, sharp -edged
rocks, stones, sticks and other foreign mater that could Contact the GCL.
2. The subgrade should be rolled with a smooth -drum Compactor to remove
any wheel nuts greater than 1" in depth, footprints, or other abrupt changes.
3. All protrusions extending more than 0.5" shall be removed, crushed or
pushed into the surface with a smooth -drum Compactor.
4. The GCL may be installed on a frozen subgrade, but the subgrade soil must
meet the above requirements in the thawed state.
COVER PLACEMENT:
GC shall Cover the entire GCL mat with a minimum of 12" of Cover material to
provide Confining stress to the GCL, eliminate the potential for seam separation
and to prevent damage my equipment, erosion, etc. Cover material shall Conform
to the following standards:
1. Cover soils should be free of angular stones or other foreign matter that
Gould damage the GCL. GC shall consult manufacturer if Cover soils have
high Concentrations of Calcium (limestone, dolomite, gypsum, seashell
fragments.)
2. Cover soils shall have a particle size distribution ranging between fines and
1" unless a cushioning geotextile is specified.
3. Cover soils shall be placed over the GCL using construction equipment that
minimizes stresses on the GCL. A minimum thickness of 12" of cover soil
should be maintained between the equipment and the GCL at all times
during the covering process.
4. Soil cover should be placed in a manner that prevents the soil from entering
the GCL overlap zones. Soil cover should be pushed up on slopes, not
down slopes to minimize tensile forces on the GCL.
S. Cyclical wetting and drying of the GCL Can cause overlap separation. Soil
cover shall be placed promptly whenever possible.
6. To avoid seam separation, the GCL should not be put in excessive tension
by the weight or movement of textured geomembrane on steep slopes.
Longitudinal seam overlaps shall be a minimum of 12" to reduce overlap
separation. Additionally, supplimental bentonite shall be applied to the
seams per manufacturer's recomendations.
GEOSYNTHETIC CLAY LINER (GCL) DETAIL
NO SCALE
LINE FACE OF DAM
W112" MIN. #57
WASHED STONE
FILTER FABRIC
UNDER DAM
MIRAFI 500 OR
APPROVED EQUAL
GCL LINER, COVER SOIL AND
PREPARED SUBGRADE, REF.
GCL LINER DETAIL
3
KEY DAM INTO
EXISTING GRADE
TOP OF BAFFLE = 515.5
CLASS I RIP RAP
BAFFLE
GCL LINER, COVER SOIL AND
PREPARED SUBGRADE, REF.
GCL LINER DETAIL
215 SAURURUS CERNUUS (UZARD'S TAIL)
MIN SIZE: V NA x 5' PLUG
SPAUNQ 16' ON CENTER, CWSTERED AT ALT.. INTERVALS
MATUWT': 24'-37 W.
10'
___... 20' TYPICAL S
5
*15 WNWS EFFUSUS VAR. PYUFI
MIN SIZE
Y NA x V PWG
SPACING:
18' ON CENTER, CLUSTERED AT ALT. INTERVALS
MATURITY:
12"-36" HT.
215 IRIS MR(4NICA (BLUE MUG)
MIN SM.
2' NA x S' PWC
SPACING:
18' ON CENTER, CLUSTERED AT ALT. INTERVALS
MATURITY:
12'-38" HT.
220 CAREX TENERA
MIN SIZE:
2' DIA x 5' PLUG
SPAgNQ
CWSIERED AT ALTERNATING INTERVALS
MATURITY:
12'-80' MT.
220 ASCLEPIAS INCARNATA
MIN SIZE: Y DIA x 5' PWG
SPAgNQ CLUSTERED AT ALTERNATING INTERVALS
MATURITY: 12'-60' HT.
220 LOBELIA CARDINAUS
MIN 512E
Y pIA x 5' PWG
SPAGNQ
CWSTERED AT ALTERNATING INTERVALS
MATURITY:
12'-60' HT.
KEY
TYPE
QUANTITY
KEY
TYPE
QUANTITY
00
SHALLOW WATER EMERGENT
°z
SKALLOW LAND HERBACEOUS
N
0 0 o
o
SOFT RUSH
306
0
SWAMP MILXWEED
319
a
00
O
JRMGUS EFFUSUS✓AR. Psi
�a
AAXEPGS/WC lsl
o
ti
SHALLOW WATER EMERGENT3D6
DZAWS TAIL
�
-�
SHALLOW LAND HERBAGEWs
WILL SEDGE
319
<��
59(/RURUS LERNUUS
GA/tIX RT ERA
m
OXD
Ux
SHALLOW WATER EMERGENTFLAG$HAOW
E
306
LAND HERBACEOUS
LLROWER
319
4f 0
cA
iAa CARVOAx Is
�i
BASED ON VEGETATED SHELF AREA: 7,485 SF
SHALLOW WATER (LOWER HALF OF SHELF): 3,665 SF
SHALLOW LAND (UPPER HALF OF SHELF): 3,820 SF
1. PLANTINGS TO BE MINIMUM 2' DIA x 5" PWG AT TIME OF
PLANTING
2. PLANTING SEASON OF PLUGS SHALL BE BETWEEN APRIL 1581
AND OCTOBER 30M.
LITTORAL SHELF PLANTING DETAIL
NO SCALE
24" THK. BEYOND PIPE,
IA. PIPE
y
Y
ANTI -SEEP COLLAR DETAIL
NO SCALE
POND DAM
5' MIN.
TOP WIDTH
4' MIN
DEPTH
2
MIN.
CUTOFF TRENCH BACKFILL SMALL BE COMPACTED WITH
CONSTRUCTION EQUIPMENT. ROLLERS OR HAND
TAMPERS TO ASSURE MAXIMUM DENSITY AND MINIMUM
PERMEABILITY. (98% STANDARD PROCTOR)
CUT OFF TRENCH DETAIL
NO SCALE
FOREBAY BAFFLE DETAIL
NO SCALE
4
0
CI
0
0
E
SEAL
40
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SHEET NUMBER
CD9