20161000 Ver 1_More Info Received - Email_20161214

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RECEIVEDINCDENRIDWR
DEC - 1 2016
WQRCS
WORESVILLE REGIONAL OFFICE
Consulting November 29, 2016
F,ngineers and Project 1515570
Scientists
Via e-mail: [e-mail]
Mr. Alan Johnson
Senior Environmental Specialist
NCDENR Division of Water Resources
610 East Center Ave., Suite 301
Mooresville, North Carolina 28115
FAIRRI
GLI Consultants
Re: Additional Information Request - Eco -Energy Charlotte Intermodal Facility Project
Dear Mr. Johnson,
Thank you for taking the time to meet with us earlier this month.
This letter provides the information you requested onsite, including stream and pipe
measurements and additional details on the project development. Also, enclosed for your review
please find the full site plan set.
Stream Measurements
Eastern stream:
• pipe length to be replaced: 60 feet
• length between the Transflo culvert (to the north) and the existing culvert onsite: 89 feet
• length between the Transflo culvert and the proposed culvert onsite: 59 feet
Western stream pipe length to be removed: 60 feet
Culvert Design
Sheet CD3.0 of the enclosed site plan set provides the detail for the proposed culvert structure.
The box culvert design is based on the City of Charlotte's Land Development Standards. This
design, which is specific to the proposed project, has been discussed with the City of Charlotte's
Stormwater and Erosion Control Reviewers. The concrete wingwall with splash pad replaces the
need for riprap placement within the stream channel because it provides up -gradient protection.
Proiect Purpose
The overall intent of the project is to provide a more efficient transport system for government -
mandated alternative fuels that is safer for the general public and local environment. The
proposed project will streamline the supply chain for alternative fuels into the City of Charlotte
and replace single manifest trucks to tank farm with a direct pipeline. A delivery rate of 1 unit
train of ethanol per week will reduce single 8,000 -gallon tractor trailer traffic by 18,000 trips per
www.eeiconsultants.com GEI Consultants, Inc., P.C.
110 Walt Whitman Road, Suite 204
Huntington Station, NY 11746
631.760.9300; fax [phone]

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Mr. Alan Johnson -2- November 29, 2016
year. The proposed project will provide a safer process for transporting ethanol by introducing a
fully contained operation which in turn would; reduce truck traffic in the Charlotte-Mecklenberg
area improving roadway safety, limit handling of the product thereby reducing the potential for
spills, provide increased safety for workers, and decrease the environmental effects from trucking
ethanol into Charlotte. As Charlotte grows and the demand for ethanol increases, the facility
would allow for increased volume without added ecological and environmental impacts.
Project Planning — Constraints and Efforts to Avoid/Minimize/Mitigate Impacts
Following a real estate search based on the project site requirements located within the greater
Charlotte area, no feasible alternative properties were identified. The project site must be zoned
for Industrial use and have a pathway to an existing rail line and tank farm. The proposed project
site is zoned Industrial and the proposed rail yard will connect to the existing CSX spur track
adjacent to an existing Transflo rail yard to the northwest and to the Kinder Morgan tank farm by
pipeline. The rail yard must be configured and angled as proposed to connect with the existing
railway to the north.
A rail yard receiving a unit train of 96 cars requires an area approximately 1,200 feet long by 300
feet wide. The available space on the property allows the proposed rail yard to be configured on
the project site to minimize environmental impacts to the maximum extent practicable while
maintaining the required alignment to the adjoining rail facility. The project site has three (3)
stream segments transecting the property. The project layout has been designed to minimize
direct stream impacts and buffer disturbance while accounting for the required rail geometry.
The proposed project disturbance is focused along a section of one of the streams that is already
piped. Additionally, the project footprint is adjacent to the industrially developed area to the
north leaving a wooded buffer to the south.
The proposed project design includes approved storm water Best Management Practices (BMPs)
to reduce surface flow volume and improve water quality. The constructed wet pond will store
and treat run off from the proposed rail yard. The proposed project will also include the
application of a combination of City of Charlotte Buffer Restoration and Buffer Preservation, as
well as Stream Restoration and NC DMS Stream Mitigation Credits. The proposed mitigation
techniques and storm water BMPs are measures that will help contribute to the protection of the
water quality downstream of the project site.
Western Stream Restoration
We understand the western stream restoration will require grading of streambanks and buffer
plantings after the section of pipe is removed. A stream restoration plan is being developed and
will be submitted for your review.
If you have any additional questions, please do not hesitate contact me at 631479-3509;
ebrosnan(&geiconsultants.com.
Sincerely,
GEI CONSULTANTS, INC.
Erin Brosnan
Ecologist/Restoration Specialist
EB:kmh
Enclosures
c: S. Chambers (CEPA)
J. Stynchula, MB Billerman (GEI)
I:4Admin\PmjectsT"1ogy\Chambers Paw Creek Charlotte NC\Permit ApplicationTro Energy Charlotte - DEQ Respo� Letter.do"

SITE DEVELOPMENT PLANS
for
INTERMODAL ETHANOL TRANSFER FACILITY
CHARLOTTE, NC
CSX INTERMODAL YARD
mene
�v
FUELING SOLUTIO
ECO ENERGY DISTRIBUTION
6100 Tower Circle, Ste 500
Franklin, TN 37067
September, 2016
Proj. No. 2015945
RECEIVEDINCDENRIDWR
DEC, - 1 2016 I� chambers
rt ....... engineering pa
l fi8S''...','��''
129 Nath First Street
WQROS
MOORESVILIE REGIONAL OFFICE 1794-3L abentene, NC 213001
7on.ssa.'427 ph
www.ce-pa.can

GENERAL
ALL WORK AND MATERIALS PROVIDED AND INSTALLED TO BE IN ACCORDANCE WITH
CSX SPECIFICATIONS. (STANDARD GUIDELINES AND SPECIFICATIONS FOR THE DESIGN
AND CONSTRUCTION OF PRIVATE SIDE TRACKS)
2. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, LABOR, TOOLS AND EQUIPMENT
FOR ALL WORK INCLUDED IN THIS PLAN SET AND THE SPECIFICATIONS.
3. ALL PROPOSED TURNOUTS CONSTRUCTED BY THE CONTRACTOR SHALL INCLUDE
D SWITCH POINT GUARDS. REFER TO CSX STANDARD DRAWINGS 2224 AND 2225.
4. REFER TO THE CSXT STANDARD SPCIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF PRIVATE SIDE TRACKS, DRAWING SS500 FOR BONDING
ARRANGEMENTS ON TRACKS USED FOR LOADING OR UNLOADING COMBUSTIBLE AND
FLAMMABLE LIQUIDS OR FLAMMABLE GASSES.
5. REFER TO THE CSXT STANDARD SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF PRIVATE SIDETRACKS, DRAWING 2225 FOR NUMBER 10 OFFSET
AND LAYOUT DIAGRAMS WITH RAILBOUND MANGANESE FROG FOR 115RE, 122CB,
132RE, AND 136RE RAIL
6. REFER TO RAILROAD VALUATION MAP NUMBERS V3344 k V33443.
7. SIDETRACK CROSS -TIES SHALL BE SIZE 3 (6' x 8" x 8'-6' LONG, MINIMUM 7'
FACE).
B. TIE SPACING SHALL BE 20' O.C. ALONG SIDETRACK EXCEPT IN TURNOUTS, ROAD
CROSSINGS AND SPECIAL TRACKWORK.
9. A MINIMUM OF 11ORE CONTROLLED COOLED RAIL SHALL BE USED INCLUDING
DOUBLE SHOULDER TIE PLATES WITH AN 8 -HOLE PUNCH COMPATIBLE WITH THE
APPROVED RAIL SECTION AND SHALL BE USED ON ALL TIES, EXCEPT IN TURNOUTS
AND TRACK CROSSINGS WHERE SPECIAL PLATES ARE REQUIRED.
GEOTECHNICAL
i. REFER TO REPORT OF GEOTECHNICAL EXPLORATION FOR RECOMMENDATIONS.
CONTRACTOR RESPONSU31LMES
CONTRACTOR SHALL COORDINATE ALL WORK WITH CSX.
2. ANY EXISTING CONDITIONS FOUND TO BE A VARIANCE WITH THESE DRAWINGS SHALL
C
BE IMMEDIATELY REPORTED TO THE ENGINEER.
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.
4 CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL ACCESS TO CSX
PROPERTY, CSX ROW AND ALL OTHER LANDS NECESSARY FOR THE PERFORMANCE
OF THE WORK. SAID RESPONSIBILITY SHALL INCLUDE, BUT NOT BE LIMITED TO,
OBTAINING ALL NECESSARY CERTIFICATIONS, PERMITS, ETC. AS REQUIRED BY CSX.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FEES ASSOCIATED WITH CSX
ACCESS INCLUDING CSX FLAGGING FORCES, ETC.
IA
UTILITIES
1 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL UTILITIES
WHETHER SHOWN ON THE PIANS OR NOT.
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
1. 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 REGULATONS.
DESIGN CRITERIA
1. CSXT STANDARD SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PRIVATE
SIDE TRACKS. THE CURRENT EDITION OF THE AMERICAN RAILWAY ENGINEERING AND
MAINTENANCE OF WAY ASSOCIATION (AREMA) MANUAL FOR RAILWAY ENGINEERING.
2, DESIGN SPEED: 10 MPH
SAFETY
I
. 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.
ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH RULES, REGULATIONS,
PROCEDURES AND SAFE PRACTICES OF CSX, OSHA, THE FRA AND ALL OTHER
GOVERNMENT AGENCIES HAVING JURISDICTION OVER THE PROJECT.
N
SHEET INDEX
SHEET NUMBER
DESCRIPTION
GOO
Cover Sheet
GOA
General Notes -Sheet Index
CO.0
Existing Conditions
C7.0
Demolition Overview - Sheet 1 of 4
C1.1
Demolition Plan - Sheet 2 of 4
C.2
Demdition Plan - Sheet 3 of 4
C1.3
Demolition Plan - Sheet 4 of 4
C2.0
Site Layout Overview - Sheet 1 of 4
C2.1
Site Layout Plan - Sheet 2 of 4
C2.2
Site Layout Plan - Sheet 3 of 4
C2.3
Site Layout Plan - Sheet 4 of 4
C3'0
Grading Overview Plan - Sheet 1 of 4
C3.1
Grading Plan - Sheet 2 of 4
C3.2
Grading Plan - Sheet 3 of 4
C3.3
Grodng Plan - Sheet 4 of 4
C4.0
Utilities Overview - Sheet 1 of 4
C4A
Utilities Plan - Sheol 2 of 4
C4.2
Utilities Plan - Sheet 3 of 4
C4.3
Utilities Plan - Sheet 4 of 4
C5.0
Erosion ControlOverview Pian - Sheet 1 of 4
C5.1
Erosion Control Plan - Sheet 2 of 4
C5.2
Erosion Control Plan - Sheet 3 o1 4
C5.3
Erosion Control Plan - Sheet 4 of 4
C6.0
Landscaping Overview Pim
CDI.0
Details
CD2.0
Details
CD3 *0
Details
CD4 'D
Details
CD5.0
Details
CD6.0
Detoile
D7
C.0
Details
CDB.O
Details
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3
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i �lJr �''" %%'�,-"� � ExMtlng Perhxaw Wllyw Uaxander Bhp. in CM1anotte. MeckbnWg County. NC. Total dlslurDed
_
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a Conayucaon --rte Eswtm9 —s, In—sation of rwbn control meawrm, peering, grading, raiyard/
EGO ENERGY
CN RLOTTE, Nc
Temporary ma, Pna c ion P_­Sewer driwwoY construction, site Militias. utility building coral—bon, ant Norm
drainage.
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Stars C1wat Dam P—sa UrWrgrouiN Elecbical
gwwd ENoml wder I OlIto[n Obtain ON 50
Prant permits pnor to Dw'nn n9 wont.
pkmapprowE
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3. Hold o-- nn—mg a bast ora weeA to starting construction.
mt
Sit- Llellkx9 Vne P,-
D / /11 '{j40 ' Notdy NCOEO or Cly of Chadotte 415 hours pew to mptng.
ak
1-111 temporary stnaabon -trance.
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6 Indo silt Is— am stone oabta
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B. Ows, ant grub ores ae ns,-es.
CONCRETE ' — l?1 -' `•J 9. crape and sa areae to
MONUk�NTr l - pmpases grades .noon. Contractor $hall rat diatur, mora
9 ares thann Install eb n
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ordonce wi0a saedlrag petal.
CONCRETE storm drain d p p aprons. (Rema- stom oulbls wwe appliwdw)
/ TOWER 11 %' ---- ,x3L_,- _Vpt ✓ 12. Prov;de graueWcww on exposed sbpee as rMwatad - the Sol Stabihzabon TaDb
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_ /' COIffROL POPff �4 —.• �Clif ]O]98 estadbned m all detuNad orws wtl Idb. ng NCOEO ar (itY of ChoAotle
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PIER EASEMENT - - - _ { All ewdad rws w-ll ae feryl'zes reseeded ono rxecwmry, wa mulches m .acaridonce with lino -sang so alkaam in
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C / a aft. the a 1-1 /-ce b rwnoved shall De dressed to conform to the mslbg grade, prepared ant wswo
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v/ CHARLOTTE / / \ • •` \ \ �+` R _ � �� — --- _- rprea-1 five d tM NC DEO m Gly of CMdoMa has pproves thor now—al.
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uNDxAPE NOTES -
BEEOING BPECFIOA1101Nt
1. LANDSCAPE WORK SHALL INCLUDE ALL WORK INDICATED ON LANDSCAPE P4H.INGLIDNIO TREES. SHRUBS, AND GROUNDOOVERS. TOTM renyLL 4
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BY GATHERED FROM WOODLAND CONDfiIONS. ALL PLMRS NLL 61M : 7.52 -AC.
S EXCEED 1HE MINIAAJM STANDARDS N THE ALB,ICW STANDARD FOR RAFLSERY SEEP BHALL BE FREE OF NOXIOUS WEED SEEDS RET OED DATE9 FOR SEEDWC FESCUE BE APER 7.52-K'.
STOCKNATE DED'D:
N K. G. ( -WEEN AIN SHOULD
3. SL1 PLANS BY TSALL BEERS- SLOWELEASE THC. WASHRAlER(OG.MTESTEORION) BEIWEENAUGUST I5 THROUGH OCTOBERJI ANO BETWEEN FEBRUARY I6 AND APRIL IS. RYE GRnW TOTAL AREA PROAOED:(2.32-AL. (520 -IL.) TREES
FEFIL�RRFAGANP OR AGRNORM
ED WTTN A
MANUANTURERIBEFERTILIZED WRTHEL LRELEASETYPE PLANTING TABLEIbIgT MISS RECpAMENpED BY THE BEAODEDIFPLANTEDBETWEENNOVEMB lR DFEBRUARYI4ATAMTEOF0.0]LBSJlM$.F. MRLETOR X7.52 -AC. TDTK
MANUFACTURER. INCORPORATE INTO TNI SAL MIXTURE AT l..E OF INSTAt1ARON.
SUDAN GRASS SHOULD K ADDED M TFE M UN IF SEEDED BETWEEN APRIL 18AND AUGUST 14. RYE
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5 TOPSOIL URE BE USED FOR BACKFILLING KL PLANT PITS URG RANTS. AVERAGE TOPSOIL MI%TURE SHALL CON913f OF 3 PMTS GARDEN SAL, %PART PEAT M035. X RESEEDED DURING THE NEXT SEASON WITH PERMANENT WSIALUTKIN OF FESCUE GRABS.
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ECO ENEROY
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PFRIYETER TR epERIFNTS
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REFERENCES. PRODIN:TS 11}25121 AT S IBS.I 1000 S.F. NU( R10ROUGIILY THE 11AE Np FERTLLI7E0. WTO THE ENTIRE ROOT REOb TREE:ROAD FROMAGE/40• 507•/40. 13 LG, TREES O
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PRO ADED TREES: /3 I.G. MATURING TREES
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PLANT AT
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EGPURANTE5. THE EINTHEAJl
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LANDSCAPE
LANDSCAPE .3B -M.
DH
t PROJECIORACTOR SMLLSUBANT WRITTEN ER NW 1IONS IF WATERING RING INCLUDING ANO SPRA-BSFIRST TOONNER AFTER I. BEEOSFNLLBEMPLIED ATS TOTIBb.l 10pD S.F. WHEATSTMWOR WTSTRAW MULCH 9RNLL BE APPIED AT
REOUE TECHNIQUES
INCLUOIE-CE NTS IROEERTILRATSUFFICENT DLA
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PROJECT SHALL NATE PLANTSODFY THOROUGHLY
IL WRITWGAWATERID SREQ REQUIRED
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.0TWATER
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S: 17
1♦. WIRE
MU T
BABKETS MIO S1PAP%NG MUST BE CUT AWAY MD REMOVED FROM TOP 2/3 MD SIDES OF ROOT BKL PR10R TO BA(]EKLNG PR gENOVE TOP t/J OF BURLAP b. CDNTRACTOR SHM1 WATER AND MAINTAIN SEEPED AREAS UNTIL P VIGOROUS, HEALTHY AND UNIFORM! STNO
FROM INOTBALL'
- OFTURFIG.WATRNVG,.MAFIG,MDCE SHALL WCLUDEW®ARS P6T CONTROL, FERRLIUl10N.
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PER TREES
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057-131-28 i JAM SON CHARLES
SHEET NUM.en
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MECKLENBURG COUNTY - - - _ - - - - 1 : I 057-131-12 1, 2,
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7-
(.•8,0
1 2 3 4 5 -

T 2 3 4 5
'� GENERAL NOTES:
1. A GROOVE JOINT 1" DEEP NTH 1 /9" RAO SHALL REOURED W THE CONOEIE
.. SIDEWALK AT 5' INTERVALS. ONE 1/2' EXPANSION JOINT WILL BE REg1EED AT 0.5'
INTERVALS NOT M EXCEED 50' AND MATCHING EXPANSION/CONSTRUCTION JOINT IN
• ADJACENT CURB. A SEALED 1/2 EXPANSION JOINT WILL BE REQUIRED WHERE THE
SIDEWALK JOINS ANY MON) STRUCTURE
" 2. SIDEWALK AT DRIVEWAY ENTRANCES TO .
E 6' TICK
•" _ 3. FADTH a SIDEWALK ON MOROIMAFAE STREETS SHALL E A MINIMUM OF 6', WIDTHS
• OF SIDEWALKS ME THE CENTRAL BUSNESS DISTRICT WILL E DETERMINED BY THE COOL
• '� • .... a. WIDTH OF SIDEWALKS ON NCN-THOROUGHFARE ASTREETS SHALL BE BASED ON TYPICAL
STREET SECTION. A MINIMUM OF 5'. SIDEWALK TO E POURED TO END a RADIUS AT
INTERSECTING STREETS.
GROOVE JOINT IN SIDEWALK 6. coNCRETE FOU VE STRENGTH SHALL E 3600 PS. IN 28 DAYS.
8. ZONING CONDITIONS MAY EOUIRE ADDITIONAL WITH SIDEWALKS WHICH SHALL
SUPERSEE THESE STANDARD DIMENSIONS SHOWN.
D 7. UDS FOR JUNCTION BOXES AND UTXITY VALLTS SHALL E MON-SKID AS SPECIFIED BY
ENGINEER
GENERAL NOTE$: xNo rngaw SSRI. Wum�
F, DLRIID
1. MORTAR JOINTS SHOULD BE BETWEEN 3/B" AND 5/9' TNXX. c W b rn
2. ALL CONCRETE TO BE 3600 P.Si COMPRESSIVE STRENGTH. ORABL O-T Sm.
Ma16)
3. THE 6" OPENING SHOWN MAY BE INCREASED TO a' MAX. IF OEEIIED TO
E NECESSARY BY THE ENGINEER. r
{. ALL CATCH BASIN OVER 3'�' N DEPTH SHALL E PROVIDED WITH STEPS
V-2' ON CENTERS E N CE STEPS SHALL ACCORDANCE WITH STD. 20.12.
CONCREHE BRICK MAY E USED N LEU OF HARD COMMON CLAY BRICK.
6. JUMBO, BREI( WE L- PBNRED.
7. FOR F-0' - HEIGHT OR LESS USE r WALL ALL ORT T N REIAR USE tY _ ..:..
WALL TO 6'-0' FROM TOP Kr WALL ANO 6' WALL FOR THE REMAINING 6'-r.
5 ALL EXPOSED JOINTS RILL E CONCAVE TOOLED' b SECTION Y-Y
9. ALL PIPE N STORY DRAIN STRUCTURE SMl1 E STRUCK EVEN WIN 111E
NSE WALL. GROUTED AND 91NSED SNOOTM.
10. U£8 HOES SHALL E PLACED IN BAC( WALL WITH FILTER FABRIC Y
t-t/6'
O MINIMUM WEIGHT
a-Tro RING 96 LBS
COVER LBS
O
D
.�- nergy
ECO ENERGY
CHARLOTTE, NC
B. JOINT MATEAIAlS SHALL LMR SIRINK/SUELL 50 POST CONSTRUCTION MSTALLATIOI
1/6' RADIUS RESULTS IN A MAXIMUM E FROM t/1' FRFLUSH,OTHERWISEIRME55
OR, STONE ON BACK SBE.
il. THIS CATCH IOH BASIN NOTE E USEDWITHINWITHINE
Y STREET RICHT OF WAY
OTHERWISE APPROVED BY CITY ENGINEER. X
A A
EXAMPLE soEWMX caNa1R,E1oN DM NSON9
t/r To t/N' 111031, �$�
' f WCC
DIMENSIONS OF RERNFORCNG COVER
AND PPE
pAYam PATTERN SOD
NTrA (F RAND MAT
O-K
Ti
1• B' I I.YW
r 1 1.50
•J • 1/2' Em'A11510N JOINT
LA
" •.• JOINT RLER t.SOX 2.00M YAK)
tom.
TRAIN V R XPAN ION ROPOSFD GUS • GUTTER
• - i
OIYENSION
PIPE SPAN WDTH HEIGHT BARS - % BMS - Y TALI
D A B H NO, LENGTH N0. LENGTH LBS. F G
'-P1.0%1
{'-T 26 {'-10 3'-
33 5'-C {'-0'
24' 4'-0' 2'-B' J'-5" 2 S-9' 8 S'-1' SJ 5'-{" 4'-0" �CCOKTE
30" C-0' 3'-8' 5'-11' 2 {'-T 9 5'-1' 37 W-{' '-10'
S-6' 4'-6• z a'-T 9 5'-I' 37 5'-I" '-10'
3'-6' a'-11' 2 1 {'-T 9 V-i' 37 5'-1' '-10"
1. 11-5/r' DIA
PLAN VIEW I'-It• OIA
x-t r
1/r
3/P
La`
JOINT IN SID WA K r soEWAu
{'6'
0.6' 4' O 5'-5'S'-7-5' 5'-1' 10 s'-0.S S'-10
±
DETAILS SHOWING EXPANSION JOINTS
IN CONCRETE SIDEWALK
SECTION %-X
,•-fo-3/r DIA
NOT TO SCALE
$ECRON A-A
CITY OFMIF
WTD DEYSIAP sTANDARDS
BICLOD® a6nBi'ts )0.'J
CONCRETE SIDEWALKS
10.2223
Al(IEARiAFnE
CITY OF CHARMS
NT STANDARDS
BICEUM CROMM a 0.)'J
SLAB TYPE CATCH BASIN
15" THRU 48" PIPE 20.05A 7
�I
auwm77G
MY Or CHARL#M
W� DEVELO tM STANDARDS
n+� �� UJ
MANHOLE RING AND COVER
FOR SLAB TYPE CATCH BASIN 0.058 5
G
�+
ALTERNATE WNL 1 -
CONFIGURATION D T TAaG w BAHmaM6 W
1
L` >f, • r - Y - • Tao
_ 1 f-t
z0. 1 y -e--2'-1
BOIEi
,. CAR a ,mPN s0. w IIPIIM AND IONRL EON Aw RIM w APRM r v Eur aori
R xm m N TIE eMRMmLOF
2 MFb1 SOW STA' stW tv�WW Of9M NWHa MK
- D OIDp VE BOTH sob w TIE ARAM ANN AR- M
POST aD1H511NCT1M
AMENDED
uDF ODRHRgS EA98BNf (PoCE)
P ACTINGS ARE S IN (RL
a0L PARAIEIFIIS N r
RTF
'-11
I
w lt[ rrE a faaWUrt AT M DMa,MIR WM AT A MANIAC EwE w
P
uiva lo'ni'" Nor IRI RIN RIND tMAr 0.E FeE pMETR M
ALL UQX SlCPES ro E
1F99N MANUAL sTAINIIID NTH MASS
• 1- r- Bar
5 _ _ rm
N-t - - 7Am
M bt - 5 - -! -N BNO
txaE auu E r amrtr IaoW WE m w WE AtNN m RIE
S BOAR w TR I®r7 aHANn WE NrA m R rAT®M aPRAPrm
aru R 1BaoNArt r TINT tR lI1OT w M AFWON fIN1 R AT x
=TIE YGDE D1MIN) NN M aAPAR w INE AEmWIO aMIlE1 M
1
R, GXNaxo ALXi55 FI YTBIr �.A�y
ro mER BEIPwC J3TyKM�
uBBENT m ERIE TRI
IB9Hf R 1MY. -1Z ROAo 1 SLOPE F SLOPE
RINL NAVE w. 12' 11 LONE
IF c4 - ,IW
C B T r 6 - {'-{ tam
APBM awl HAVE A aITOIF a RIE N11 AT 1K DaWdBWAY Bo.
l TIE DEIN w TIE PRM apu E EaJML m TE BOT10M 3
O"JIM O ROM PAIL LONG.
OMR IML MAX
- - r r - tJBr
PDX�Nw M Ioo6nN NYIFu MAtaEr rYa m N1OWP NYInn l I g
SL
glosssLaPE 3X.
ELAH
GENERAL NOTES'
SF
RCIM TO THE REQUIREMENTS
RREIIFORCFD CONCRETE PIIS OF LINE DIAMETER PO
AASNTD Wm TABLE 2 WNL B.
3, ALL CONCRETE TO E 5600 P.SJ COMPRESSIVE STRENGTC
PROVIDE TONGUE O SPIGOT JOINT AT UNMET ElID EC71OL
5. PROVIDE GROOVE OR BELL DINT AT OULET ENI SECTION
C SFE SID, 20.23 AID 20.2{n TIE OMFN9O4 FOR ETD ECHOS SHALL SUBSTMTINLY AOEE
WILL S PDMBTIED BASED
BRN THE TARE. 7M V "AWARD
ON TE FpMS AND TRAY.
SED
s. Au aeWNa rr atNcnAE m R LOIrACIFD m Na a WUTn
7. M NARK w AL. Dtla UNR M ONP-D IN THE ROUNING
BE
L CRWIrOMFlAaTIRLLWMWLf R rTAUAD (N UVACtfD aIBMIGE PNM m-N,Is
N mBT w r IDs.
I0. WSf •VIE RYI OO w MIMOM ro IlgVN1 KMNBfL
YN umA NNImINN PION MIC moll Am DIoaM cexWa IINPNK a
(YAiXDITE IOmDR11C a1aY OTO OEBN YMUw M O®N MTA r-E i r�
ELEVATION
4Lr ad Nr
n,
-- '_� � �
PONApR POR
• ALL
aRZ M
EEy . gppE
NPPE
y
AA -.nF ALR: (N �)
'TLp iS
A
R/► /
E PoSIFp AT SK1E•IA NN((OWyyIyy��
\
�"
o2Elm
t
gNPAP
i�.x
.,
'
� 1e
A
1P
7. NOT ro E USED N NWpT YMJTAMED R1aHT 0.i WAY.
SE IN NOS T MAINTAINED
_I I{.
>t v.T TOOL'
" rXu
q .d nd l,• r��
^ .'.:
)gF
OIIONAL'•�'NpITLT STtlUCR6E
MAY R DLmMm AS IN, YF ,
OMa6lg1 N LEU OF RQfoN.Y
EAYIBff TO 911MT8'_<
Ei
T
X'
✓L <
Q
�Eq
L E
rwOm+r
vtasM O Ie' ur nS
• ml-; :eWTcaar WW.WBNmwnNNN =+rs
'R1LM0 PIANRNO
PLAN VIEW o XR10.,unmA
s1Eu ANXIIO PEnBETR
END vlEw NOT TO SCALE
B
•dN�XN.r
x•+>^r� s=cnKN a-9
NOT TO SCALE
R
'
�g
•
mAewrEs
CITY of CHARiO77B
IAND DSYSIAPIEV'T STANDARiS
BE2Dm ClAism IRI
FLARED END SECTION
12" THRU 72" PIPE zo.zz 1
' CffY OF CdARL011B RIPRAP APRON AT PIPE OUTFALLS • DITTY OF CHARIHM
t& ILM DSYSIAPIHINT STANDARDS �% NAND DEVEWPY@IT STANDARDS WETPOND PLAN
aE+wnnh oxI= ��� OTHER THAN AT SWIM 20.23 7 auEarEE BNJJN� �D'JEF 60 BMP FIG 4.22
21.05 2
$ r/
,
iT:�.N�
OUTLET STRUCTURE WITH TRASH RACK 6' YIN.
•�
m r ABOW IM�N r0. FREEBOARD FROM TEMP. POOL EIEV. LITTORAL SHELF W/ MEWIDTH
PLANTINGS. 10' LUN. 1TID1H
POPOMCH WIN
I m �w Rw1
SRM RTN YD 'r' �F
f---i �R flpT RN tS wBmx�IV'y
WI aTMAZ � �sm WNH r P
PUN
lUm
r�,,EF,iS tpP6RPaY w0.- eN F11�D-M} _ _ LNNNMOMf N�atT caP
1Ml r 1 wfsTe TRIM
-TPm
rr>m aarc MVMTED WATER OU TY ORIFICELOCA-6' FREEBOARD
rom urmw Wa' SEM E7 TET MS SIDE (SEE DETAIL)
SIORYWATER STORA� _� FEMF7� C1 CHEW
v TEMPORARY POOL 8 YIN E
SECTION AT MAINTENANCEROAD ACCESS AND FOREBAY
ENT
PERMANENT P00
' r9D1 IPN,BINIa AVsr
r rrY Plurals rs NwNNO wo -� _ _ pt swE MT-SEEP
lttttl
,
`PZH
O:oQ.....
_ ' 1%BISK=
�tV�p qJ
w :'�: ppQ' '
'
MJT rR 'l' �
1 IIt1RAl BOF
MOMY b9•A 2t 3OC STABLED I
m po MolTa A,MOI rA0
OAR w
T
,FN W.ts 1TAnttr VAN P(kID _ COLLARS
(Y11FI
:. -
BAC( OF OUTLET STRUCTURE
raa LOCATED AT TOE OF 10.1 SLOPE •,N T-FLOTATION PAD CiRE IRON MAINTENANCE
mMlr PNWT r WBi NFF'•IR aRrM FF[
p GRAIN SLUICE
FIA
LC.TO AT IEIII M
MAIN Pao raw 1E, vntE (ATEA£ Fxol
COPE OIIt1E't Ar LOUT
0.R
A NOTES:
0.-a BIN uTu w ARIIom sal 6 NmBB®W r.
v TIG Na r1.ulMxr nE IEaMUD (s r ooM MNAwy
GOR VALE.
FROM OUTLET AND LOCATE
SECTION AT STORMWATER OUTFALL VALVE W BERM) (OFF0.5% ROPE MN.
STRUCTURE POND PROFILE
�
r, 0.r v aMIRIInR .Som m r IRI t v eafAtNN
stNRRFE PERMANENT POOL
, srrw® aoc ry Dm
'_0.
PDMWNR Pea MAwaw
A
= LL N
tl w
s � � w
C o m O
= w w
Y Z O
B, a
ATER DUALITY CRI CE
SECTION AT OUTLET STRUCTURE WATER QUALITY ORIFICE DETAIL
NOT TO SCALE
NOT TO SCALEI NOT TO SCALE
• CITY or CHAEMN
Q17
WETPOND PROFILE
SUP FIG 0. 2.2
21.06 S
�1
(]IARIA7'IE
DITTY of CHARLOTTE
NAND DEYEIOPYBNT STANDARDS
HKLUM (91AIUm &TJ
WETPOND
CROSS O S S SECTIONS
TMP FB. {.23 21.07 2
l�
[NARIA77F:.
DITTY of CHARLOTTE
RAND DE9SLOPI[HVT STANDARDS
BECLum cm MOM ITI
WETPOND
LITTORAL SHELF AND BERM DETAIL
RNP FIG ata 21.08 5
CD7.0
1 2 3 4 5

1 2 3 4 5
eco -energy
ECO ENERGY
CHARLOTTE. NC
D 0
Z
G C
g
€xw
7s
x
iNJ
P o
ggv
B B Cs
C', d
O o4...
3EAL�E
77943
�'.
FNOME¢?p4i�:
:,N GI CHP
W
}
= LL W J
m
O j W
A CEF
WWF
uZa
W
SHEET NUMBER
CD2 -0
1 2 3 4 5
zones PLAN VIEW NOTES:
wBBII sEDBBRT BNW
ZO!V8J as 4111FIM
wNe♦ �1�pI1B t r�ld5�L4w µ BP •'vfYRR�aEBII� °c�Alm m:a�rl
11FFtt a Fsc anxT.
ZONE 3 � NO iR86S ON EMBANKMENT y� � a^ � (� b.t�) OOUAIE PEA CLbS ]ul3)
NOTES: F.AfBµg1TSFT ��°�
•• W. SKWYER SEDIMENT
1. PLµDNGS ZONES µD PLANT SELECTION Lj�
10. BµNS
PER THE BMP DESIGN MANUAL CHAPTER RFFFA TO 5m. � D0•1 10 wX N Dm
k
APPENDICES. - /Jp,1R FOR
s¢ED BAFRE •SADIIG tt 0D1N AT
2. ALL PLANTINGS SHALDE EW% is
L BE LOCAL NATIVE � �>� «, AND NSTALLAnON _
SPECIES,
• SHIMMER 1 SNYY6t NYfliT � pA+ICIFA N)
3. IRRIGATION MAY BE FRONDED FOR INITIAL DENCEMIC•°TI°•ESTABIISITYENT ANODRY SEASONS.EMERGENCY��SPALWAYL(�PG BAFFLES TANS: S16 1 3 S , 3 1 3 1 3 T A 8¢¢D t' FREEBOARD Yh5' YN FX,Oa ro EDOE OE
8" MAX DEPTH
OF FLOW ELIBANKIEIiT
WFLOW BAFFLES OYER EMERGENCY $P41WA Te1.5' MIN.
Z-5' MAX
CONSTRUCTION SPECIFICATIONS'
DEWATERING H�2�EYERGENCY t. THE RP 6 THE E:Ni1H DIKE OVER THE NIST PBS AND 1NOg I. THE SOIL AROUND µ0 UNDER THE NIST PIPE AND ENTRANCE
ZONE
SPILLWAY DIKES CARRFNG WATER TO 111E PPE SHALL BE AT LEAST 1.5 FEET SECTION SHALL BE HAND TNNm W 4" ll'r5 TO THE TOP OF
FILTER FABRIC HIGHER AT ALL POINTS 1Hµ ME TOP OF THE R1lET PPE THE EARTH DBQ.
CLEANWT
- - -7n7TX DEPTH H . 1.3 Mn_y�P NOT TO SCALE 2. THE PPE SHALL BE FLEXIBLE NTN WA1ER TIGHT CONIECDNG 5. Fa1DW-UP INSPECTION µD µY MEIDEO MAINTENANCE SHALL
- (N/2) SEDMENT BANDS FLEXIBLE PIPE SHOULD FE STAKED LFI OTHER ADE BE PERF01«Im AFTER EACH STORK BY 111E FlNµgNLY RESPON56lE
DATA BLOCK STGRAG¢ (YIN. S') �A'• PARTY OR HIS AGENT.
J. A RIP RAP APRON SHALL BE PROVIDED AT THE d11lEi, P
BASH CRANAa: RIXam �aF/IMIII X i L 9aBfR 9aBIFN EMPTYING INTO A d511/RBED AREA
OLfn (TRT) (FEET) (EtSO (E¢n PPE 6. WnET PIPE SHOULD BE TAKEN OVER OR 11Wtd1GH ANY SILT PENCE.
� aWC rt. nbt rt. 90 rt. SO rt. TAKING CME NOT TO VOD THE EFFECTIVENESS � THE SILT FENCE.
wm x0.1 18.80-a8 10.NB 77,800 4871 4800 B m 25
POND CROSS SECTION B 28J 2N 1ST -b5 14188 t;200 S,lm BAOD 23 5 ,.S 60 2S
wr�BA NOT TO SCALE c zd aeB-as 4020 a°oO Sn1 I,sm zs a w 20' 1A• NOT TO SCALE
• cITY of caeRiuTTE WETPOND lmj LAND DCSVEIOAPA(ENiC�3TAMNDARDs SKIMMER SEDIMENT BASIN LAND DEYELOPI�1'I' SfANDARDs FLEXIBLE PIPE SLOPE DRAIN
LAND DEVEI.OPIH3NT STANDARDS PLANTING PLAN
l]EANOEfE ppppgR C9ABJ/R6 gG BMP FlG. 1.2.5 27.09 2 l]WIIJII'il: BJO11DR4 CBABOR6 6EJ 3D.02A 13 IiEAR1JTJTi_ p(T,ppgg EB�,BRg 6TJ 30.04
aEN RE AI NDTFs GENERAL NOTES:
,. INIFOR11Lr GRADE A SHALLOW
DEPRESSION APPROACHING THE 1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER.
s1m raeT r MAX NLET.
>� FOBr Z. DRIVE 5 -FOOT STEEL POSTS 2 FEET 2. CHECK DAMS MAY BE USED IN SLOPING DITCHES
NTD THE GROUND SURROUNDING THE OR CHANNELS TO SLOW VELOCITY OR TO CREATE
INIET. SPACE POSTS EVENLY .MOUND �/' MAX.-{ SEDIMENT TRAPS.
THE PERIMETER OF THE NIST. A fl -GAUGE HARDWARE 'mow
rou rAw. TNA< I'1' '
MAXIMUM OF 4 FEET APART. '- -------------- --------- IKE TOP. MIDDLE. ------ - LLonl (j' MESH OPENINGS) 3. ENSURE THAT MAXIMUM $PACING BETWEEN DAMS PLACES THE I�I A s �"'w "°•
e. TOE OF THE UPSTREAM DAN AT THE SAME ELEVATION AS THE
jL. �JIA' y� 1 SURROUND nE Posis Mlnl WINE __________________� DOWNSTREAM DAN (SEE DIAGRAM BELOW).
iJ'
MESH HARDWARE CLOTH. SECURE
THE WERE Wal+ To 11E sTm_ +
w� V BOTTd1ATPUC•G A 2�OOT FLAP rM • � z MAa
OF THE WE MESH UNDER THE NCDOT /J OR �3]
. � GRAVEL FOR µCNOPoNO IS WA9im S 2
REcoYUENOED q MAXIMUM SPACING B
♦. PUCE CLEAN GRAVEL (NC DOT p ____ - 11
OR MIN Ma
aR ►s] sraE) ON A z, SLOPE I
,. NNeN FIIEA FAWK x U.♦m WBu sLr FDI¢ a ro IFWAN Fal A PVIOD a
WITH
INDHTIEITIWE Tum SMOOTH TO A AND 8 ARE AT EQUAL ELEVATIONS ,
MaE MN b OAK IW EVEN GRADE. 2' CROSS SECTION
]. STI�QL Po83 RMM E VQ N NDOIT AAW E d M (Df_FAB,D81 NIaT 8161 1
MABIIJF S ONCE TIE CONTRaLAN
8ITNIG DRAINAGE
AREA HAS BEEN STAMt1TID. REMOVE MCOOT iR 0R �]
J IMN Str EDGE w 8tl4 AT DOS 1. RIfR BANBp6 9M11 E BITECIFD Br ME ENAXaNir K®aLllc ALCLYUTATED SEdLENT, AND WASHED STON
s aWAT S4iT' TBICL a R°YIED AT
BAIX ?SIT EFM2 Nt)I a1Ag10 a PAR,Y CR MB AaIR BWLDIATELY MLA WI RNIBALL MD AT IFAS! GAIT ESUSUSN MAL diAOB/G
aMIE PBaEN® AMPALL ANY AVNs IQt6 BMNL 6 YNIC ELEVATIONS. FILTESED I
A4MmR w sr eIWFDLx slrAMs a rtnAlDs (wv m sWN wrrDe BBEDAYmr.
DIw�AaWo}iul�ir Q nvF�NEAaa RtYRWD FQt vnA4 DDimCATlaI s 2 RIaAD nE FABAK. a[mlPox al acClE wETRrnW PADA ro TIE EID WA - - - - - -
6. d11PACT R£ AREA PROPERLY AND
S. pUS1AQ: NEA CN MOT e[ aEAIFR LIMN 1/1 ACRE PFA 100 FT d FACE. FASI�C Y RV�LWiO�PA�R� BNe� Sat rs tEaSFY, nE
STABILIZED IT NIM CROUNDCOVER
0. 414E LVOn6 CN MDT IXCFD) OBIENA SIIFAM M TABU B.OY NMN CAApNA SE4E1H CEPOfiB 91WD BE AFYOWD WETI OV0A18 RFAq ARRaL
EA09M NO SELBOIT Ca11RCl NATNIIC ANO OE9W YAMIAL N� IIIE IE,WT d TME BAAIBV. NT $ayEwf pEMRTB NMANIIrr N I
a � 11e a.T FENa: a Eaw°vm BxN1 eE PRs.EB TD caFnaM m ® „ Y'%Iw�y, p a a°N
wsrN1 ROBOIT Fern AD1BFs snr Aa, aED,a, WAIaWAn a a°m nc oIADl PAErAISB No gym. .d �"aw
T �s d mrwnBARO rIDW �'h5 w _ Id,�,E4 Bw�N ,BW_n�
NOT TO SCALE NOT TO SCALE NOT TO SCALE
• CR'Y OF CHARL07TB • CRY OF CHARLOTTE CITY OF CHARLOTIINLET TE
�1 LAND DEVELOPYEN'f STANDARDS TEMPORARY SILT FENCE IdND DEFELOPYENT STANDARDS LAND DEYELOPAo,NT STANDARDS TEMPORARY ROCK CHECK DAM
[}IARIA71•IE BJQUB65 CBI®RIfB SfJ 30.06A 4 ❑IMIA7171: Qfpgpg �pAg BfJ 30.09 1 fLABl.f1T'Ei_ BRT.WBR CBAW.OTI7B SfJ 30.10
NiLTTC. FOR LATE WINTER AND saL AIENDMENTS
�L 2. FILTERMTYPESNSIN PROJECT LOG HALL BE APPROVEDBYCITY INSPECTOR PRdi EARLY SPRING: FOLLOW RECOYMENOAnONS OF 504 TESTS OR APPLY 2.000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
+. A STABILIZED EN1Rµ� PAD 6 R WASHED STONE µD RAILROAD BALL/ST SHALL g LOCATED HERE TO INSTALLATION,
AND 7S0 LB/ACRE 10-10-10 FERTILIZER
iRAFflC WILL ENTER di LEAVE THE CONSTRUCTION SITE ON10 A PUBLIC STREET. J. FILTER SACS MAY BE REMOVED WHEN SITE IS STABILIZED AT THE Srcaur wm ac. YULGtl
2. FLIER FABRIC OR COMPACTED CRUSHER RIRi STONE SHALL BE USED AS A BASE Edi THE CONSTRUCTION ENTRANCE DIRECTION OF THE ENGINEER RYE ((RNN) - 120 LB/AGE APPLY 1.000 lB/AGE STRAW ANCHOR STRAW BY TACKING NIM ASPHALT, NETTING, OR A MULCH
1. FlL1ER BAGS SHALL BE REMOVED PRIOR TO STREET ACCEPTANCE ANNUAL
LESPEDEZA (KOBE) - 50 L8/ACRE ANCHORING 100E A a5N H1H BLADES SET NEARLY STRAIGHT Cµ BE USED A5 A WYCH µCHORNG
J. THE ENTRANCE SMALL BE MAINTAINED N A CONDITION BIBdl !1 PREVENT TMd(►IG OR ROWrKi a $FJWFNT AND/OR CLOSE OUT OF GRADING PERMIT. (OMIT ANNUAL WHEN DURATION TOOL
ONTO PUBLIC STREETS OR EXISTING PAVElE11T. 11X5 MAY REWIRE PEAMXIIL TOP DRESSING H1H ADDITIONAL 5. FILTER SAGS SHALL BE CLEANED OR REPLACED ON A REGULAR °F TEMPORARY COYER IS NOT TO EXTEND
STONE AS C01811nON5 WARRANT µ0 REPAN OR CLEANWT OF µY YEASIREs USED TO IRM gDNENT. BASIS (NOT BE MORE 1Hµ HALF FULL AT µY TIME). �TCII10 JUNE) REFER�nU�ZE IFIF (itOY/iH 15 NOT FULLY ADEQUATE- RESEED, iERDl12E AND MULCH IMMEDIATELY FOLLOWING
♦. µY SEDIMENT SRLLED, DROPPED. WASMED, OR TRACKED ONTO PUBLIC STREETS MUST BE R6AOVED IABEDIAIELT. 6. FlL1ER BAGS MAY BE NSTALLm IN EXISTING GTT OR NCDOT ROADS <rrw0 DATES EROSION OR OTTER DAMAGE
µY AGGREGATE TRAdCED NTO 111E ROADWAY Ml/Sr BE SHPT BAP( ONSITE ON A NIGHTLY BASIS AS LONG AS STORM DRAINAGE IS NOT IMPEDED. JAN. 1 - MAY 1
S BAIFl1 APPROPRIATE. WHEELS YU5i � CLEANED 10 REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. 'MIEN FOR SUMMER:
WASHING 6 REWIRED. N SHALL g DONE N µ AREA STABILIZED NM CRUSHED STONE WMNl1 DRAMS INTO M SaI /WFNtMNNTs
APPROVED SEDIMENT BASIN SEE STD. W. JO.i1B. aAAII FOLLOW RECd.MENDATKNS OF SOIL 7E515 di APPLY 2,000 to/ACRE GROUND ACPoCULTURAL 11NE5TONE
6. COOT MAY REWIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 70.21 « 10.25) TSEEDING MI O µ0 750 L8/AGE ,0-10-111 FERTILIZER
ACCESS ME CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. GERMAN 4111Ei - b LB/ACRE �;
(A SMALlow Nw. aw L -STEMMED SUDµGRA55 MAY BE APPLY 4,000 LB/AGE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT. METING, OR A MULCH
SUBSnNTEp AT A RALE OF 5D LB/ACRE) µCHORB/G TOOL A DIS,( WITH BLADES SET NEARLY STRNGNT CM BE USED AS A MULCH ANCHORING
I' AFBNi FOP
PIMIK SIIrET �yIT ADWK ErW TOOL
MAY 1 -AUG. 15 YANIERMCE:
� D D RRn BN OOEND�IOn � �� al REFEIiDU2E a GROWTH Di NOT PULLY ADEQUATE RES®. FERTILIZE AND MI1Ld1 IMMEDIATELY FOLIw v IM LOWING
EROSION OR OTHER DAMAGE
a"41D� �N�i NOT coPl`nD.r mIN"1Ocr amTN FOR FALL: FOLLOW RECp111ElY1AlI0N5 OF $al TESTS OR APPLY 2000 LB/AGE 6K)11ND AaBCULn1RAL
mI Fur FACM LNmnIO wA WE
CVA 01ga WRIRC NO Ya[ INWI a LIMESTONE AND 1,000 LB/ACRE I0-10-10 FERIWZER
28r 6 aeW VMq 5 �1CIED R,E�' NYLG7;
(GRAIN) - 120 UB/ACRE APPLY 1,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETIWC, 0R A MULCH
A Sr�NG MTFc ANGIORNG 100L. A DISK NTH BLADES SET NEARLY STRAIGHT CM BE USED AS A MULCH ANCHORING
� G1LN AUG. 15 -OEC 30 TOOL
p V A y� YNNIENANLE:
REPAIR AND REFERnUZE bWAdD AREAS IMMEDIATELY. TOPDRE55 H1H 50 lB/AGE (7F NHROd31 IN
MARCH, IF IT 15 NECESSARY 1D EXTEND TOPORARY (AVER BEYOND ANE IS. OVERS® NTH 50
IB/ACRE KOBE LESPEOEZA N LATE FEBRUMY OR EARLY MARCH.
FOR ADgnONAL INFORM TIM REFER TO NCDENR EROSION NO SEDIMENT CdITROL PLANNING AND DESIGN MANUAL (FSCPDY), gCMIN 6.111.
SECTION INSTALLATION FOR PERMANENT gE1XNC SPELIFlLAnONS, INCLUDING SEED BED PREP, SEASONAL LIMITATIONS FOR SEEOMlG OPERATIONS, 111E Kwvs a (RADE$ OF
FERDUZERS, THE KINDS OF SEED, µ0 THE RATES OF APPLICATION V UMESTd1E, FERTILIZER. AND
SEm,
RE:T]2 TO NCDENR ESCPpi gCndi 6.11 AND
NOT TO SCALE NOT TO SCALE TME MMLOTIE ll,l®SGTPE CONSTRUCnON STANDARDS SECTION 01200 SEEDING µD SODDING OF NPFGRASS.
• CTTY OF CHARLOTTE • CITY OF CBARIATTE • CTTY OF CHARU)TTE
s STABILIZED CONSTRUCTION ENTRANCE �% jj"M DE>>EI.oPYBNT srANDARDs CATCH BASIN INLET PROTECTION tm) LdNp DEvgLppbENT STANppRpg TEMPORARY SEEDING SCHEDULE
p(pppgq Cy/R10P1g giJ 30.17A t2 ufAl111RTL p((a,BpgS (�g(D� 6fJ 30.15 3 aluunT'EF..
BiCLUD6 CBAYIJ)TfE �'J
;30
17 9

1 I 2
Lr sw.¢ An'AG,
3
KEY/ANCHOR MATERIAL AT
4 5
RKY♦¢„
TOP OF SLOPE.
caNGFrE oIEN31M16
6G p en�..e.'.y�,/
M a > GENERAL NO &
24' T STEEL POST AT LEAST
y`♦V cV1� �• 2{'0 �a�.
�// LFc.....���� 12" MIN.
/ / ACING TIP.•
°•�
1Nc Y4°t/. pA c c N u
Ww
Z USE STAPLES t' APART
NORL ITu1Y AND VERTICNlr
/ \ TO ATTACH THE FILTER FABRIC
GENERAL NOTES:
36• MIN. SPACING TYP.•
% 1. LAY BLANKETS LOOSELY AND
�• 2B
♦• r t s• ! S 1r 'o•
x, r
Y W >r m' W r Ir ♦ ! Y D• u-
> t 3 m M tY t3
0
ECOERERGY
CHARLOTTE. NC
V ro THE WRE �.
/
STAKE 011 STAPLE TO YNNTAN
` / DIRECT CONTACT WITH THE SOIL.
\ a MNBILAI BAFFLE SPACNG IS I.%
, DO NOT STRETCH.
OW 1
FLOOR
6 t �11
FI {. THE OF 11E BA91 IN/
TTE O1TLEr zaE AND mals
\ SN IWLD N SEEDED
YNNR116 Y S SNOVNRAR
_ PRODUCTS MAY NAYS ADC111
�-
D / Is CONST�RUCTEED 11E w•aN
' IT�I
REOKREMENTS THAT MUST BE
6. VIET.I
FRDNT NEW
TART({ X s REFER TO IMFSCPDII SECTION
XA6S66 TDR ADO1101AL
l / 9ERM 6PEGf1ARCNS
OVERLAP 3. SLOB SURFACE SHALL BE FREE
r / IN SIJCE GR ROCKS. SOL CLODS, NALSTICKS.
GRASS. SHALL
REINFORCING
Y T �
1 1
/ / \
HAVE GOOD SOA CONTACT.
OD SOL CONT
THE DETAIL SIOMN N FOR POPE
MATING FOR CHANNEL PIPE
o-A mr tom,
_ _
x•-Y
CA a+s.
a REFER ro
2 ♦ ♦ Y r
am . r-
FF
J(
fd MAX sAiwN \X /
Narriu
A1ER TABLE STANDARD RER' AND
MANUFACTURER'S #8.17 N DELNES.
3- r•
{2• •
�]
-{ X
I Imo/
I
f ♦ ♦
♦ r-7--7W-rr ♦ r-r
r2•
I rz� .eF
FLOW _
r x r weKn §
je0•
NON-WOVEN GEOTE%TILE FILTER CLOTH
FABRIC 4' ABOVE SOURCE WATER.
a ♦
­r • s-r
♦ e'd
TOP NEW
=':D=��
W N BM tY ac BMS AT IY aN mtrtB
•r Bus AT tr a. mlwR
_
¢
II
KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
SIDE NEW
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
CITY OF CHAR1(MMTE
LAND DEVELOPMENT STANDARDS
K!h
CrFY OF CHARLOTTECIEVEIAP
Y OF CHARLOTTE
°
BAFFLE INSTALLATION
IAND DEVELOPiMT STANDARDS
EMBANKMENT MATTING DETAIL
�%
LARD DHENT STANDARDS
CONCRETE WINGWALL WITH SPLASH PAD
f]iARlarl�*:.
Q(Cwoas c aWM Krr
30.19 1
(�wum'n:
BCLpM CRIJILOM SET)
30.20 1
(NABIAnL
INCujw Ceemmre uj
2o.1�A 8
-
NOTES
I. REMOVE "RE AND NYLON TWINE FROM BALL AND CANOPY.
10 10 AeT
C 2 SON( ROOT BALL AIA PLANT PIT YMENNAIELY AFTER'"STALLAnON.
a -fa &
1
3, STMN/G IS REQUIRED FOR ALL TREES N R_DW. OR UPON
PLANTINGS IN STREET RIGHT-OF-WAY
PARKING ANGLE 90'
4 S
REIIEST OF ARBORIST.
s. REMOVE SOIL FROM STE AND DISPOSE OF N A
KIND WAY CPUE110H DAY) b
I b
I a $ 1 Y1
LEGA
S RESEED UNMULCED. DISTURBED MEAS.
CFMFRA�NGTFC
I NOTE&:
' TREE GRATE$ AND AS—TED —GA IIdYSTNMSARE REOINm SAT VARDUS LB NOCARIE ImroRN AREAS TO COMPLY MN THEUPIORH
I I I I I I I I I
tr-6' w-01 Ir-6' ,rd xJd 1Td IB'd tl'd tY-r i. FOR ACCESSIBLE PARING
y♦' WneN awx
,.� rAw WH MN[1p
s111EE15CAPE OIRIENIES AND OTHER ZONING REDIxREYExTS. ALL OTHER NS—TIONS O —RI SYSEuS — TME RIGNT-O-WAY OT CITY OR STATE .-TAN.
s11EE19 REOIIRE AN DICIIOACHIp1T ApEfYD]i EIEWTED 1MOXi1 COOT OP NCDOT TIE CITY'S ENa1OACNMENT A(AFflERT REMFw/APPROVK PROOF55 MAY HIOLM
AOYTNRM RED11RDId5. CG TACT CDOT OR N FOR AOaNIEL NF RVAXON REGNPXI COST. S—IrAL AND UNYITY ISIIR COVFRACE REOIRFYEN$
b o STMDMDS/9GNAGE SEE SIDS.
y 10A• B. AND G
TTT
O�I°Y•lat•[
x. DRANApE SYSTFY 5 REa9tFD AS SNOWI FQt Ill IMIOAIm PlM11NG MEAS IDGTtD AOJACCIT ro SREEIi ALL IRIbcATOII(DRAIIA¢ SYSIFIIS NOT REOMaD BY
nE UPTAN SHEET OIDDNES 1EQUBE AN ENCRpW l AaRIEIEwT ETEIX= BV COOT . NCOOT FOL CITY CIL STALE-Y.W NNED ROA9S. REEECiNQY.
'l 2 PAVEMENT MARKINGS SHALL BE
N a Y 4' NATE PANT.
p
cF Nuxr BArr utw� v
s
CONTACT COOT OR NOCOT FOR AOONRIAA NFOWATYN REDMOBIC COST. SLBIrTTAI ATA UABWTM9IRAH¢ COYERAO REOIREMDITs.
b b G ANGLE 60 b 3 ALTpUE11YE PNTI(ING MOLES,
y�
g
s
anvr Y wm
} AN NSPECnI N 9)EOYE IS NEEDED FOL 1REE5 TNAr OLL E PLMIE9 R 11E SiRfET RIOIT R WAY OUE t0 ICNM OR OVER RI:QINXF11EN15.
(alE al(r OERArWN OW-Y) AISLE WDn1S. MD OPERATION
yL
, I
o
Y
z
_
LliI1DSCAPE RI9ECn011 M]NOE THE FOLLOYIq.
S i (TWO-WAY RAIDED PMg)D OR
4
-B1 S
G i
O� w e'OSP
LZN1ur eAem NeAeB TAR 1Nst aMY
SU60RAf1AGE INSPECTION
'REE RT/ELL ON 0.MITNC SNE f1EEClgN
�I ' I �I I �I ' ' I BE CONSIDERED BY COOT) ON AA
•
I. GSE-BY-CASE BASS.
O
6
_
SQ YY APPR SALSAMSPFCt10119
TREE IPPRW/1s/IIIEEL'R0115- To PCRMAT NG TE TOTREES, TR MAGE er 'RE CITY ARBOMST OR ASSISTANT .1 -336-{zr2
L 1�L 4�J
10-f O'd e'-e' ID'-? 'd Y'd 13'd t♦'d t{'d
S n
x
_
Twrx a � -"" ew°.L M ..�
nI5 IMT ROIDE PMOro N4ROVA.
N E PARi1CAATNN N TAGINc THE TREES,
O
1RFE PLANTMG NCTION
IEIOATKN N9Ecn01
�N
eme
wNl eom Li,o.l
THEA IKW THIO D
All O' THE ABOIE wEEC110Ms I1Ll E RF]NDRIED BY TIE Ofl' IAIID OEYSIOPYDIT W. (uRBM1 FOESIRY SECTION) EY�T FL9 THE 1PQ MWAVAlS AS NOIFD.
EI 15 A b
g�g
5 E.
C R
"e
PARKING AN
o
0
."Nr'nmtTY`
RFERT.eRRIRRTYmBw.
_�� _ �
N:
�a
y�•
s„
<
�R
<
..,fG�t»oNx�.>N®LN°t.N�
I•-rtrdle•<• tr-c•Izdtr-c t!-o•tr-a•tr�
gay{
� �
ALL TRQS 91ALL MEET AIEAICMI S`_ARO FOI NURSERY STOCK, (Ams 26a1-TL♦)
Fin Lx.Mnc cLrNR IR,RIr OUIMq tEK tfMir Mx ROOT eul aA w. Rom eAtL DEN
� (
r ,_tr tr Sr tr NOT TO SCALE
B
g !
�
s
_`
(
OF CHA RLOTN
TREE PLANTING
� of ��
TREE PLANTING—NOTES
CITY of CHARWM
B
13
LAND DE�v SCANDeRns
��
]AND DEVEIAPYENT STANDARDS
(DRAINAGE AND INSPECTION)
�)
IAND DEVWPI�NT STANDARDS
PARKING STANDARDS
E
e
(71AMA77E
via= �pmui
(FOR SINGLE AND MULTI-STEM TREES) 40.01
auwarENi
INCLUDES CHARLO 8 6rN
40.10
IxARL(n E7
NmDCR C98RT01T8 N rN
0.09
PARKING SPACE PAVEMENT MARKINGS
°
°
w
ACCESSIBLE PARKING REQUIREMENTS %;."w —Q) 0 ® ® 0 c ® ®
ACCESSIBLE12'
�L
AN$[ wIIID
"
(s¢ MICR 2)
T ARxRO O CfE46E mAtES E� I@1wD 1T
1FNRfAD
Pt
D
SEPLE4ENTM VM ACQS�E 901 (R7-E USED f
nOK 5 ONLY 011E REINED AC2S�IE PARKING
�� •(T{ GARP L�,.�'
`Q-
9P/Aa EORD E YAM ACQ!!E Sro.
SO.a Wrz
SRN£ I— SE VM AMD AT EM'A1
- AOOl10NAL REaLRREo V Z 9'ACE. I.
�� ........
ro YEAS
® ® ® ® ®
aIMQroE i.n
ro T6 r r r r eur
,t' s'
1 • (
VAN
AGQEssIEE 9w m-E
///////J N
s1a Na latae)
� /� Y /� ' I /�
1 tl 1 A/\ 11 Y 1 V 1 tl 1 AcVcE.sAswE —9m m-E
MAXIMUM
_ SEALq
_ 77943
�� E YNI
= a
V RESERVED
ill mm
— PARKING
FFF���-------��x
RESERVED
.Sw
V
ALcf�E STAY rl
7P ro SDf 7 x (_9 1M1 (� 2) °�
I p
—SIGN RT-e
C E S I BLE
PENALTY PARKING
`G'
m &Xr x
®
$250 —SONR7-e
XX­ tm a tf rorAl 'SEE` — O © ©
LGS20—�37.6
RESERVE
E IPARKING trtr PARKING Y CD
n-e
FiIvNiEe1wm,KrFIuR1.xV¢aYat
_
PENALTY -SIGN aD9
= /30O
rr �);�WMAXIMUMF
MAXIMUM PENALTY
—SN CDS4 SD.TORSERVE $zso
IJSrmo
-
CtHal
PARKING �RY.meie' TINE®
'. ' w1TNImc T
R7_� S
oe
C
LEGEND AND BORDER - GREEN
mQ
f.fET~eUo,PN•l
RNmN
11o0wMPAD5¢ItA1x
FBMlORaEM53
DAETEweCII®IMeIRsBueII O1tnlcD
WNM
LNlMRT7 M-6a0DrrRE R N0NDt ANNEVENFDAMNTomE
ro ®
A mtat
'l2pupry
C
A
2 e 3/a S/S ,-try t-t/ID try ]-Are
BKRND - WITE
R
SIGN APPROVED FOR USE UNDER GENERAL
QULL)I-
m(R:Nm
LU
Z LU
mLYLNX eMA ttpl RAES AE LGoe1a f
1 ROS Air LaoRc mEµArt®w MYITAR w. • Na mNtwMls xOE Rw
t-try
FIY9ED OiADE
STATUTE 20-37.6 N
'4
p
W K V
PwT•tE. I
3 1ERIIc aFMLMKE FOI WMS WTL E WF 1G Mw Fr-YOQ Nu L>'�ta
®
•D-ig(f DAL Lbw trY AwcwAtlaNIDDT)
9Dv3 D IETIDS .. ..
THIS PENALTY SIGN Ls REOARm 1T1 A000IPMY ALL R7-B C� FM9ED MADE
M=j H W
Z_ O
f3It
=_—FOR-1—
`
�J
Iuuf=l�ll
PARKING SIDS OECTED AFTER DECEMBER 31,1990
u a
Imoat mi tRAmc t1RYEY1ra1 aw.tEMET.A aYi ETr
B�AAIEITffwMNFaRTATK• AN• NENaARRRA aEAIltYM 6
» "� fBR,NMD T MD NG R•DeN O MO XNM
GEM
_TE�Ip nl
INIIBM
=III II
M
NOT TO SCALEI
NOT TO SCALEI
NOT TO SCALE
• cLTY OF CHARLOTTE
~ S
ACCESSIBLE PARKING ANDCITY
4",ob
OF CHARLOTTE
LAND DEVEUIPCM
SUPPLEMENTAL VAN ACCESSIBLE
cLTY of CHARLOTTE
SUPPLEMENTAL ACCESSIBLE
8NlCT NUMBER
SIGNAGE STANDARDS
STANDARDS
SIGN (R7-8P)
LAND DEVEIAPMENT STANDARDS
50.10A
wurrrt
NCDan®cBAmarrasr�
so.1o6 st(Ai*ns.(���J
CRAMOM
SIGN
50.10C 9
CD3.0
1 2 3 q 5

1
2
3
4
5
r.• DIA CORNER POST AT CORNERS F-.• Ola LINE PORT
�T DW LME P06T
�x _ mNr
r _ �.� rxx
eAA
ECO ENERGY
CHARLOD
D
PLAN VIEW
M ro
L
TYPE IF
'TYPE III"
+
m'is amimi r
•• I -
IION RE
SGABOWI
ur
fa r Awn
as®Ncw®uxN
®
T2'.A
f
THIN CLEARANCE -I
ONE FRAME EACH SIDE OF GATES.
L : NOTEPLACETUR1,1BIIC14E3ATGATES. L '
NOG RNNGS AT IS• O.0IIL-
'.
4
'�'
roN��MrL+r_
ya>Mx„ �r_rt� rme
IDx ���
xw_ wm
mxv axMaw.Ms
ro_r�
o_awasn•
r
ro_.urowm
mix sxNeva ris r_rtsys ww•
V°M�
-
¢
NDTWOON EACH SIDE OF CORNERS.
CHAIN LINK FENCE REQUIREMENTS
PIPE BEDDING
REQUIREMENTS
SECTION VIEW A—A
NO SCALE
NO SCALE
1
VALVE BOX RING
NO SCALE
C
wa
C
CAP' IMw
�T
91/1 14�n�
�9
SB!/{ t31/i I/4 PROVIDE RPZEAND RPDA DEVICES WITH APPROVED
THERMAL ENCLOSURE TO INCLUDE HEATER
DEVICE.
ENCLOSURE SHWI L BE 9NOTB OR OTHER
-
n
aiA
Nrw
13 1/2
✓R
APPROVED EOLAL.
COORDINATE WITH ELECTRICAL DWGS FOR FINALRIN
WG REQS.
3. PROVIDE TWO(2)Ij•PYCCONDUITSFORTMNPER
xIIbE Wi
WELDED JOINT (TYP)
o_ SWITCH Mgt HEATED ENCLOSURE.
.. PROVIDEBASE CONCRETE SLAB IN MY,ORDANCE
yil
tAveNR eta IT
REMOVABLE FABRICATED
ALUMINUM HATCH - i-
6 WGH ENCLOSURE IMNUFACTURER5
Z�
p
REF STRUCTURAL
PLANS FOR RED'S
N RECOMMENDATIONS.
105 'MDT SD%' DIC1J15lAE MDpEL+;
a
Wn
d
Lar
M�iA1}" I
\///\//\ • .
ANIULM
•' \//\//\
\//\///\ .•
•. \// /�'
10M1 NFATED END.OSIAff
S I/4 1. ALL DINC41 NS AIE APPI® Im m
IN IN—
2. .SRECD.C.11,➢CMINIIMISTHICgESi. L F
^ �
O
c"i
�
� c
O
e n
ro e
9
W
—.I—
TSMLL
m
u S
/
�j\�/\ O.S44• IW! WALL
C,4
�j
\/\ �\
Gi
K_
A�AttE.RI E
MINI MM OF N• AYDYE THE II—
ur
iT
>
Pm�
F
_
q
L� CO'
"
/
/\\//�//\\//\\'
\/\W\
/�
I. 'A D' IHOIFATE2 TIE S[2E N6
fiElEtM1 ll1GT1Ol OF THE ACCESS
ENING
.�eMr AWMwxa4 sroneTa uda .rwY
�//
%\\%\\\
•'•\\//
\j\\ \\
-
9bi
UNIT ISA LKN M01 INSTN1m
�6• FEtW HIB6Y0-�4 - ITIdR THE KATERS,
` 33
L
s
C �t
}/�T_/
\ /z SLOPE
\
/0</O\\
-- --
-
�f.
B
\\j\\ .'• '.. , -
\\j//\
j/\\j//\\\ ••
• •' \\//\ \JIMRPz
IMdRA' HIM DICLOSUIE
B
A
C
CROSSING OREQUIREMENTS
6" REDUCED PRESSURE DETECTOR ASSEMBLY
SECTION A—AC,
No SCALE
r'
UL LISTED FIRE DEPARTMENT CONNECTION
REF STRUCTURAL
B
THREADS SHALL MEET CRY FRE
DEP—NT REOIIREMENTS(S STORE FITTINGS)
PLANS FOR RED'S
FABRICATED
GROUT
a'
BASE SUPPORT
COMPACTED ABC
rH Ir I
C��O�.
ALUMINUM HATCH
WATERPROOF
SEAL
�r•/':
O�tF
GROOVED END CONNECTION
_—RYP ABOVE GRADE)
2 5/8' 2 1/4"
5,EAL
i 17943
4'PE-FLSPOOLPIECE
5/e' WASHER HEAD TIMBER
I�10' 70' DRIVE SCREW SPIKES
.,p G'C1{Pld
{• WAFERCHECN VALVE
A
A
TYPE B
AGGREGATEADED
WI SALL DRIP
GN,, L OR`\\
4
WASHED STONE Y PEEL SPOOL RECF
I
ENI ARCED VIEW
81W'a4' MI TEE
p� ��
HATCH HANDLE (TVP) f..M041
W
O x
CON:.9LPPORT VAD .W
AND THawsraouc —
B
L R
\.UNLOADING
FIRE UNE
HEADER
RISER BOX
LL w
m Q
r
NO SCALE
A
NOTES: CTHK AYEROF
A
F
YST WASHED STONE
ALL MATERIN.S 9Wr11 BE ULFM AF3itOVEO.
BALLAST
W C O
i W MI
2 ALL BIiR®PPE 3NAI.L BE NE9IRAMHI.IOINi.
SUBNOTE: BALLAST
W Z_ O
V
STONE GRADE CROSSING SHALL BE
CONSTRUCim PER CSK STANDARDS
AND SPECIFICATION&
a
W
FIRE DEPT. CONNECTION DETAIL
No SCALE
STONE GRADE CROSSING
NO SCALE
SWEET NUMBER
i
a
a�srrl'N :�sa.srai�e�
cna.o
& 1
2
3
4
5

CONTRACTION JOINT DETAIL:
JOINT BY SOFTCUT METHOD.
CONTRACTION CRACK
4000 PSI 0 28 DAYS
W/ 6.6.6 WWF OR FIBERMESH
D
A ud d
DENSE GRADED AGGREGATE
SUBBASE
SUBGRADE COMPACTED TO
100% STANDARD PROCTOR.
ieZeIIel:421lw-1--iltsizweigg
C SEEDING MIXTURE RATE (Ib/acre)
Tao r— I.
S— L. P— 50
KOM LapMPra 10
SEEDING NOTES
In E— PMbn-U, -1 25b/-- BM kM w 10
Ib/am comm- B.mu4agra.. U. comm- B.ewbapw. -Iy
Mon Y M uN 4y W b.aom0 a pat AR. Aue. U a.
RN.s a -t appwr-a. r a.0
mat .rc.o arM .tb.. W Ib/- BaNlopraw w t5 b/w.
BOrmubograa. Ta .A.fe NPH^G a.ahG )ala hW J.M, aae 15
b/ao. IWW B.mwfoya.. NOK.y.r, an« mI -Apr. R b
w.l.abl. eo aw 1.npwwy mw.
NURSE PLANTS
B.MrA» MaY I .nO AUG. 14 eee 10 Ib/ C - mMl «
13 b/ SUAnpa.. FYh- fR way 1 w oe« AW.. 15 .ae
b b/ rle (VONrJ.
SEEDING DATES Bar PPaN.
FOEA25 - SPL 75 Aup 10 - Ltt. 2A
L.M Nbt.r: uµ FM. IS - Mar. 21 FW. I - APr. r5
ro b bat b w A.am aM bf..irNr M I. a.e.+aA
Owe.MYq .1 Kobe b.p.e.m ow IMl-se+dse M0 hFcrte b
wy slM1cfAe
SOIL AMENDMENTS
Awltft
Dave 9rvune alrAWtwpr Nnalme wN 1,OW
lo-ro-rD A.f1ii«.
MULCH
AmIY AOW b/ YaM rfrvr w 4evAW4nt row .I.IeGr.-
.etobl. mu Mc Mob Nb.K by fa+t/W .iM a...t Mniny
w mr V w by .NnPHp .iM o — mCwTG foot A tIIK
sfvp Mapco
B MAINTENANCE
R.A lI m M. acme yew ufeea pro.M b Fuly oe.Ra.f..
Yay bs mm.ee aro w fo a yw, but moKly b rwf n4ca.wY
R...M..MNb4 me nrftl A tlmloP✓ ano. irwrNeNy
R.M1r«ivaTmle e11A bam NC EroMarf me SscGrraf CmNd
PA..rhp .+e Oayn Mmutl, l08R
PERMANENT SEEDING PERMANENT SEEDING SPECIFICA11ON
NO SCALE
IM
1
2 3 4
-A5 REL0INUEMYD CARE OIOLL E%ISTNO
N sEti MR rnNc F10Q1 a RNL
.nmoR oaf Nnta tlt aR
tfl¢ BOLT Ivb fN .uLsrelE SSE a RNL oR —
►: 101110AM11 ^. talc : 1 a l
ENCL08URE
REDUCED PRESSURE
tN TURN FULL PORT PRINCIPLE ASSEMBLY
BRONZE BALI SNOT OFF CHECK VALVE Nt
VALVE N1. 8 L NOTE 5 CHECK 1 tH TURN NLL POR!
C� � BRONZE BALL 9HUi OFF
VALVE AO, SEE rgTE 5.
FORT
12- MIND' MAX.
TLL1Tp-'m"i 4-TNICK 3pW PSI CONCRETE BLAB. SLAB
FO EXTEND 4'BEYOND COVEN RPE MATERULLroEMFYDSFT. PAST
OOTPRMR. TMS BErO
RPE MATERML AB 9PEQFFD BY
HARNETT COUNTY 3TAfONiD
ro METIER&=PEC1fICNTgN6 TO BUILf1NG
WT-0FF VALVE
ENCLOSUfE NOTE.. wt
RtOVIDERPZANDR DEVICES
W(TN AFRIOVEp TIEP/.tAL 1. DOUBLE p1EC1(,V55 AR FSeSE LGL MU.T COISORM TO COUNTY OF
ENCLOSURE TO NC, -HEATER IWiNETT.TANONOSPECFCATgN9
OEVIGE. ENCLOSME SHALL BE Z. THE COUNtt OF MARIETT APPROVED 3//'-S RP NClL0E99HN
9gTB0X• OR OTHER APPROVED OFFVALVESNt AN ASPAITl7F THEASSEAIBLY.NO
EQUAL. SUGSRMIOILS SHALL SE PFJWIRED.
2. —1-1—SHALL BE 0_ ALL OLRDOON IN.TALLRTIOHB SMLLL BE INSTALLED N A
P IAA%MUN OF 1000 W. 124 V, t RI. PROTECTNE COVERING APPROVED BY TUE COIRIY OF 11/JiNETT
3. COORDINATE WITH ELECfRKJLL BACKFLOW PREVENTION A01I/6TMTpl.
DWROVIDE I FOR SE HIRING
REQS 4. FITTINGS SHALL BE A. SPECT .---m
0. PBASE CONCRETE SLAB N ST -ARD SPECIFK TIONS.
A, WRH ENCLOSURE
MANVFACILRERS 5. TEST COCK I0,1 SHALL, BE UPSTREAM M SHUT OFF VALVE Rt AND IS
REI—IENDAT S-PANTOFTM:APPROVEDASSEABLY.
6. RiOVXIE ENCLOSURE—A DRAIN PORT
CAPABI E OF PASSING THE FULL FLOW FOR THE DFJICE
2" RP W/ HEATED ENCLOSURE
■
NO SCALE
NOTE: INSTALL W
sxatAR FASMw
BEIEATH SIDEWALI6
FMISHED GPADE
CURB &GUTTER
Mw. V Dw SCHEIXILE
4o mc
4-1U
NOTE: ALL SLEEVES NDTED ON PUAN. A94'PVC 9lEEVE
1
1B' DIA. CONCRETE COLLAR
SIDEWALK/ PAVING SECTION
OR EARTH
r THREADED BRASS CLEANOUT PLUG
MARKED SANITARY CLEANOUT
COORDINATE LOCATION OF
COORDIN T WITH OWNER
TION
45 ELBOW
LATERAL PIPE AS I
IrI�Z�I� • ► • • _
U.S. FOUNDRY 6 MFG. CORP.
EASTJORDAAIIROV Wt7Fm
0�
IA, yecRLaKNYAi t•AMAL TEM
M'A1MLlITYIETIXT
SNEBSET6i0 �,
(RE1f061®FTLBNI R11M0 Z
]�
1fiffirrJ �a
�t"__--vii
(2)N011 R9ETNATND
Do Tyr w- FTNBGA 6
Prx HrXEe .�
, ,?
'I PIDDPID
RQolAR9
Y
1 ire
OV
�4NfyAq w4 -NDN PETEIRATfAO
��� �ti6. .DO
WOZ
P" HOLES
N
;,�. ttw•BDBB
Low
�i 87A4 1&18' r11?
-1i?
WUJ�I
W
3 1M' T
T— 1 1&18'
919118' 7 �• 3 V8' 1? --'i
VL- 11+-1
LU 1Zy
-SZ
022 lame,
W
,SnF
��
NW z
1(C
= Z
Z o
1301 1R'
5.8Ay
..SC TYPE d01
MAdNNED flflRDD
MACHINED
.amtfos
USF NR SURFACE
fiw
DATE 3M' 11M'
�tN• r S,
Y
CLASS 35
131D' i t. .maa�F
uu77 J
H
a
)1N•
H
RgtMOIE._�DETAA
WEIGHT -150 LB. MIR, 0% MINUS TOLERANCE
_GKII�LER 1p 0� K
WEIGHT -14318. MIN... D. MINUS TOLERANCE
NOTES:
LOAD RATING - HEAVY DUTY USE WITH TYPE A B, OR C FRAME
MATERIAL -ASTM A48 - CLASS 35 GRAY IRON COVER SHALL CONFORM TO DIMENSION AND WEIGHT REQUIREMENTS.
.�
COATING - LNDIPPED COVER SHALL NOT BE OUT OF ROUND.
D
C
eco -energy
ECO ENERGY
awaLOTTE. Nc
a� t", -a � a rli n
17943-1 ' -
`�'OINE��b�
W f�r
� fD
a
sow w
A ai? v
W ¢ ()
W
W
u90
W
Meer NLwsu
CD5.0

1
2
3
4
5
UNDISTDRBED
EARTH
NOTE FOR VERTICAL BEND
- """"'.
CONCRETE THRUST BLOCK SCHEDULE
IN EXCESS OF ,i 1/4' ANCHORAGE
MIN.
D
T a
7 3
6 3
r
A �
WA1B Bal
`Cqq
pµType -� /
Cvm 1. Ir •
ppr
v.� m�ran.cr
Nm
\ W
1Y PIPE N
/ �0 �I CLASS A SIZE INCHES pp 45' 22 1 2 11 1/4'
CONCRETE H L H L H L H L
2' .75' 1.Y .50' ,.0' .SO' .73' .50 .50'
® 4• 1.3' 1.5' 1.0 1.0
I B . ' 4.0' 1.5' 3.5 1.0' 3.0 1.0 1.5
a. 2.5' S.0' 2.5 4.0' 1.5' 3.5" 1.0' 2.S'
18 10' . ' •w ' . ' 4.0' 1.0 3.0
1FO 3.I
FOR DESIGN DESIOH PRESSURE -200 PSI
SHALL BE AS DESIGNED BY
AN ENGINEER.
TYPICAL CONCRETE THRUST
COLLAR. MIN. OF 12' INTO
UNDISTURBED MATERIAL
ALL AROUND.
__--
-
D
ECO ENERGY
CHARLOTTE. NC
,ro-
WATER
D
TOP xcraH . ��
T"^A ""'"'• r
TYPICAL SECTION SIZE SCHEDULE
TEE OR BEND
TYPICAL SEND
c
A
TRENCH BOTTOM
3 ,/4
W.
urorx Spa
_
rw Lz,[N9wr'
wast 1tIN
1 2 L 1/2 L CUSS A CLASS A �?
30M PSI 3000 PSI �
4 CONCRETE CONCRETE
UNDISTURBED UNDISTURBED /
EARTH EARTH \ !
ELEVATION
71ETICH
TYPICAL CONCRETE
THRUST COLLAR. MIN.
WIDTH MN.
SECTION A -A
e• of WM® nae
/
OF 12' INTO
g
a�INSTALLATION
sAxo� TAMPED 11MIM ,
/.
UNOS USED
UNDISTURBED SOIL
I 1
-ep •�
EXTENSION
RESTRAINED JOINT PRE
1 1 1 1 a
PLAN -
TEE PLAN - BEND
OF THHRR� SED LLAR E
<%I�
VALVE BOX REQUIREMENTS
NO SCALE
VALVE BOX INSTALLATION
NO SCALE
C
THRUST BLOCKING
NO SCALE
CARR
B�
THRUST COLLAR
ASND
PIPE
VARIES VARIES
NO SCALE
R
3
2
3
y
1
z
AS ODECIED AS DIRECTED
UMPER NOZIlE
o FACE STREET
AT 110'
AMWA,N-DARLNG 5 1/4'
MOD. B -B4 -B-5. OR
MUELLER SUPER }T i R ON, s 1/4', GR 2' BITUMINOUS SURFACE COURSE
MUELLER MODERN CENTUMON. 5
ALL THREE SAY. 5" BITUMINOUS BASE COURSE
10" GRADED AGGREGATE SUBBASE
�7
O
Z
e
^s
g
A
r r
Via LIP BOTHB
ENDS B' DEEP
VALVE
I mo
BNG I
4 f
#
-
MID -STATES PLASTICS B1Y1730-12
�IMSCPC 1730-RTR COVER
NEPTUNE Y COMPOUND METER
MIN REMOTE READ REGISTER
GRADE TO SLOPE
MY FROM COVER
..
g>
E IP
a
SECTION A -A
SECTION B-BFORD
\
GLE
w i
Ni
6' 7
SI'2
B
CASING PIPE
PK HW'Y R R PK SUPPORT ASYIBLY W11( MDBBLS ODETI51016
1215' 0.1118' 0.250' far.W f.IWaW P.W 4 p9I 13/1 3/4
1• 690' 12.75• O]BB' 0250' f. r.W P.IWaW r.W tl9r 1 L1 Y4
VALVE BOX,
L1/2
g• PATE b
I VALVE
DUCTILE NRON W h
TEE W/8' BRANCH
OR HYDRANT IEE 6' •DIP PRE
CY MIN.
`N0. 11 51DNE
`/
�L[
'l�
COMPACTED SUBGRADE, REF.
GEOTECHNICAL REPORT FOR REO•S
FORD ANOIE
AETVR VAL
CHECK VALVE
;;F�
B
: Ili
w�`'
r 9050 MAO' of 5 0281• fa2.W P.r.W P.Vr 140"" 13/ W4
W tur IBN' 0250' P.r.Vr P.r.Vr 0•.Vr 3 LGN' 13/4 3/4
12' 1320' RMB' 0250' 0.311• f.r.Vr 9'.IW.W V.Vr 3/8' D.7Y 13/4 3/4
M• 1320' 21A9' A25r f.T.W R.iW.W 6•. Vr 2LBr 21/4 194
S. I)AO' 30A0' 0.312• OA69• P.T.W f.IW.W P.Vr TED Z7Ar 3' Iwo
1/• 1950' 30A0• 0.312• r x? x W P.tW.W W x - V2'4 273r 3. 1
2T 2L60' 30A0' 0312' faT.OT P.lW.W P.YI' V2Y Z/Ar 3. 1 9/
g
` \/ /'
PAVING SECTION, HEAVY
NO SCALE
DUTY
NOTE
MANUFACTURE MAY BE AS SHOWN
OR APPROVED EWA..
��
V
{y
21 2580' 36A0' ,375• P.r.w f.2W.W W. Vr l/2'4 33�' 3• I L
3O' 32A0' 12A0' 0469' 2.r.OW P12W.W I.W 3/1 383• 7 I
36' 383T' 12A0' A5A0' 1r.r1w r.2W.W r.Ve 3/1 4519' 3• I
PROVIDE TWO 3/4'4 RODS
THREADED AT ENDS (INC. NUTS)
SPA AR
.OPS....
YECH
JOINT FITTINGSNO
T BOER
WATER METER DETAIL
NO SCALE, ALL TO CONFORM TO Allo REQUIREMENTS
,y;2Y oS
e S
CASING PIPE
NO SCALE
DETAIL
PIPE
RN1Z
s1ouLDrn PAVEMENT
7 € DITCH
5 BEYOND''-•.'VONNEEP'Ci":
TOE OF SLOPE
17813
•CC.•�Y o �P
Q 3/4'4 TE DOLT
SHOULDER
3' 0' MIN. I
® 3/4'4 TE BOLT NUT
® 3/4'4 ROUND WASHER 0 ®
SEE
END
Q 3/4'1 WAGED ROO
(ORATED WITH COAL TAR) HARNESS DETAIL
CARRIER PIPE
- - - - - - -
A
(MIN.4 EACH/HYD)
FIRE HYDRANT ASSEMBLY
NO SCALE
- - - - SOPE
LSTEEL PRE GASNG
1/2 W. Y0. GRAVEL
TYPICAL PIPE CROSSING
A
a m
< Q
eoe'z w
W¢V O
u w??
F2
NOTES: 1. SEE DIRAWNA FON H SIDE N.O CA AND PIPE IN O STEEL PIPEND ALl- .
2. NSTALL DRAMS EACH SIDE OF CARRIER PIPE IN DOWNHILL END WALL
O
M
BORE AND JACK DETAIL
NO SCALE
iNQT NUMBER
x
2
3
4
5

POND DAY
18' DIA RPE S, MI
24' TW.TDP WIDTH
BEYOND 4' MIN
PPE. TW.
vrM1 DETPIfN
2' I
cIrtOFF�H WACIEru MINE w cO1FAC1m wmi
EOurwExi. ROILErW Ors IWI�
ANTI—SEEP COLLAR DETAIL AY`M
NO SC's CUT OFF TRENCH DETAIL
NO SCALE
GCE LAER. COVER 9DIL AND KED DAM INTO GCL LINER. COVER 90L AND
PREPAREDXSTWMG GRPDE
GCL LINERDETAIL i PREPARED SUM, REF
.
H GCL LINER OETPW
SECTION B—B
4' TOPSOIL a SEED
10• uTroRAL s+ELF
5'
- � NORMAL WgTEq ElEV. 688.0
IMPERMEABLE LAYER -
(REFERTO BASIN
TYPICAL SECTION)
SHALLOW LAND SHALLOW YIAhTi il>
HERBACEOUS PLANTS EMERGENT PLANTS
VEGETATED SHELF MAINTENANCE SCHEDULE e• BED OF TOPSOIL
[.n Awy tl detentim 1-- rs Wre pl, on 0v
vegereOMs ,andp - fa. 1,A_ —Id b -I &] a
needed mwll4e pi. bev0re..66lvd(courururd wb)
!:oparewrM tkU et deMdrmr—.Ir Id Ul«IUbnl A(. Ore I—setae:
fam{v�nmrttitrc.eq,u to AMANrsh d, PLm w th, r%AtAMd M .
LITTORAL SHELF CROSS SECTION
NO SCALE
FOREBAY BAFFLE DETAIL
NO SCALE
ELEVATION
BMP Inset Table
Wet Pond
ENDS hMerinodal Ethanol Transfer
I /\
EMERGENCY SPILLWAY
EL 724.35'
3
03STING GRADE
______-__________________________
266.50' - 18'
GASKETED JOE'
716.33 NOTE: 6" PERMANENT POOL
:. FLARED DRAIN AND CONTROL VALVE
SECTION NOT SHOWN FOR CLARITY.
TYPICAL POND SECTION B—B
SCALE 1'-5'
14' W ORIFICE,
PLLAI. S CACHED TO
BEARING BMS. FASTEN INV: 723.10
W/
ANGLEF ATTACHED TO A 1}'%I O IJ7TO OF CUTLET
MALE FRAME MORTAR FRMS TO TDP OF OUTLET 8' SOI 60 PVC WAGER SIDE RI CONTROL
STRUCTURE. W/ 2' SQUARE ACCESS NATION k LOCK DEMAND B' SLUICE CV INSIDE RISER E
T-NMDIE UP THROUGH RISER GRATE
1O1 POPE, 6' SOL (YIN)
��--- ON UTTOAAL SELF—
�IOP OF DAN 726.0
- 3 _ _. � 7 4
�L :Dai t — YR
WATER LVL 72434' (462
T NORMAL POOL LEVEL 72200'
----------------------------
P '0 -RING
AT 0.50 G
5
--- — —----
9S Y 0u x T nuc
Y IY w rDIWR ausiFlm AT ALT. IlntavNA
: rY-x• Nr.
11
'W
NOTES:
1. PRONDE WATER TIGHT SEAL
INV: 716.
CONCRETE FILL INSIDE
CUT 7RENA
MOUNID PPE JOINTS TO RISER
W/ NON -SHRINK DROIT.
CONCRETE BASE - 6'%8'
12' TW. W/ 10/10 61(6 WAN
BOTTOM OF RISER.
SLOPE TO RCP INVERT
RF
REF' DETAILL
2. GCL SHALL BE SEALED TO
CONCRETE RISER W/ GRANULAR
/pJ /
UNDISTURBED SOL
BENTONITE ON ALL SIDES
PROTECTION - -
-_ NB60B "39'W
l
SECTION A—A
SCALE IAAW
2
emA�heALcauz 228
BASED W YELETATED 4QF ATEA 5,316 2.
9INLOWWATER (L.OIEII NNf K SlElf):Sr91ALLDW LAND (OFFER NNF Di SHETFk
1.7Y1st i
t. PRI.AWiXrGS TO H teYN Y pA . 5' PLItc AT WE O
2 nANTMG SEA t OF Rub
GECSYNTHETIC CLAY
(GCL) LINER W/12-
SOIL
/tYSOL COVER
PROPOSED BERM.
COMPACT SOIL 98%
STANDARD PROCTOR
4
5
mAaNc tC w mrTEl CtAIDED Al CLI. I
TW NS
IMTr. 4•-3R•w KT.
9S Y 0u x T nuc
Y IY w rDIWR ausiFlm AT ALT. IlntavNA
: rY-x• Nr.
PROPOSED
PUWAIOIT ®M
daa
/,.
g
STORY DRAIN I
D
RioxRA
M�aupsrprtn
12' WIDE. 6' THICK
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FOR CONTINUATION
t
/ FWEBAY BAFFLE
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/ STORM WATER BMP ACCESS
�
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.PLANTINGS(SHELF
— — -� 5.5177 (SHELF AREA:
5,517 Si)
-2:1 SLOPE BELOW
WATER LEVEL (7W)
PERMANENT OUTLET -
PROTECTION ►_ N '
266.60 LF OF 18' '0 -ANG
GAS KETED JOINT a 0.008
EMERGENCY SPILLWAY, ---4
ELEV. 72A35'
PRECAST CONC. RISER
STRUCTURE RN ELEV. 724.20'
WET POND GRADING PLAN
SCALE: 1'-30' -
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ECO ENERGY
CHANLOTIE. NC
- 179434- }
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eXE[T NUMBER
CD7.0

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.
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 (T) 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 NCDEQ 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 (S). 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 (88%) 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 POFD.
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 CHAPTERS OF JULY 20070R 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 CITY OF CHARLOTTE 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 CITY OF CHARLOTTE AND NCOEO STANDARD MAINTENANCE REQUIREMENTS AND MAINTENANCE WILL BE DONE AS
PART OF THE STANDARDS SET UP BY THE STORMWATER BMP MANUAL AND CERTIFICATION FOR MAINTENANCE BY THE 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.
INSPECTKMs EVERY 3 MONTHS TO INCLUDE THE FOLLOWING:
i. 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 FOREBAY 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 8.
2. WETLAND PLANTS AS SHOWN AND OTHER INDIGENOUS WETLAND PLAITS 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 SFW1 BE KEPT IN A LOG IN A KNOWN SET LOCATION AND MADE AVAILABLE FOR
INSPECTION AT THE REQUEST OF THE CITY OF CHARLOTTE OR NC DENR.
2. THE LOG SHALL RECORD THE DATES OF ALL INSPECTIONS AND ANY PERFORMED MAINTENANCE.
GENERAL POND CONSTRUCTION NOTE
1. GCL LINER SHALL NOT BE LEFT IN A PARTIALLY CONSTRUCTED CONDITION. POND MUST
BE COMPLETED FROM START TO FINISH WITHOUT INTERRUPTION. INSTALLATION OF
MATTING SHALL BE PERFORMED WHEN CONDITIONS ALLOW FOR THE CONTINUOUS
INSTALLATION OF SUBGRADE MATERIAL, GCL MATTING AND COVER MATERIAL.
2. IN THE EVENT THAT CONDITIONS CANNOT IMMEDIATELY BE MET TO PERMIT
INSTALLATION, CONTRACTOR SHALL GRADE TO THE FULLEST EXTENT POSSIBLE BASED
ON CONDITIONS AND STABILIZE PER EROSION SEEDING PLANS.
3. CONTRACTOR MAY RESUME POND CONSTRUCTION AND GCL LINER INSTALLATION UPON
IMPROVEMENT OF CONDITIONS. ANY ACCUMULATED SILT SHALL BE REMOVED PRIOR
TO SUBGRADE PREPARATION.
4. GC SHALL SECURE A BOND IN THE AMOUNT REQUIRED TO COVER FINAL POND
CONSTRUCTION COSTS. PAYABLE TO THE CITY OF CONCORD.
5. FINAL POND CERTIFICATION WILL NOT BE PROVIDED UNTIL AFTER INSTALLATION OF GCL
LINER, AND SUBGRADE/ COVER MATERIALS AND FINAL GRADING.
2
3
GCL MATTING.9ENIOIMT-
OR APPROVED EOUA, PLACED
WITH POLYPROPYLENE
MEMBRANE A(a NBT aUsid-
MIN PREPARED SUBGRADE MATERk1L
1 REOD, REF. NOTES BELOW
OERLYNG SOILS OR UNFINISHED ROCK
71
TYPICAL BENTOMAT INSTALLATION TECHNIQUE
NOTE:
Liner. subgrede and cover malenal shell be prepared aTd installed under dry conditions.
Contractor may install liner after Seasonal High Water Table (SHOUT) has receded to
levels permitting Work. If SHOUT does not sufficiently re ede under natural conditions,
then Contractor shall be responsible for any and all dewatering required to perform Work.
SUBGRADE PREPARATION:
Subgmde sudecas consisting of granuler soils, gravels Or rWgh stone ere not
acceptable due to their large void fraction and puncture potential. If the underlying
surface consists of large mcks or other material that cannot be mmo,ed, a 6" min.
layer of Send or dean soil shall be prepared as a subgrade material. Prepared
subgrade materials shall have a panicle -size distribution of at least 80% finer than
the n60 sieve (0.25 mm) and shall he prepared as lollows-
1. The subgrade sMiace must be smooth and free of vegetation. sharp ged
mckS. stones, sucks and other foreign Thaler that could mMact the GCL.
2. The subgrede should be rolled With a smooth-tlrum compactor W remove
any wheel ruts greater than 1" In depth, footprints, or other abrupt changes.
3. All prebuscm ea1enong races than 0.5' shag be ra rieI crushed or
pushedinto the surface With a.-th-drum compactor.
4. The GCL may be installed On a frozen subgrade, but the subgrade soil must
meet the above requirements in the thawed stale.
CO VER PLACEMENT:
GC shall cover the entire GCL mat with a minimum of 12" of cover matenal W
provide confining agrees to the GCL, eliminate the potential for seam separation
and to prevent damage my equipment. erosion. Inc. Co mr material shall conform
tc bre following stargartls:
1. Cover soils should be free of angular stories or other foreign matter that
could damage the GCL GC shall consult manufacturer II cover soils have
high concentrations of calcium (limestone, dolomite, gypsum, seashell
fragments.)
2. Cover soilsshall have a particle size distributionrangi g between fines all
1" unless a cushioning geotexble is specified.
3. Cover was shall be pieced over the GCL using co aitr tion equipment that
mirsmizes 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 covenng process.
4. Sol rover should be placed in a manner that prevents the soil hem enlemg
the GCL overlap zones. Soil rover should be pushed up on slopes, not
down slopes to mimmae tensile forces on the GCL.
5. Cyclical welting and drying of the GCL can cause overlap separation. Sol
cerver shall be placed promptly when- possible.
6. To avoid seam separation, the GCL should not be put in e,-Ve tension
by the weight o ,amen( of textured geomembrane on steep slopes.
Longitudinal seam overlaps shall be a minimum of 12" to reduce overlap
separation. Additionally, Supplimental bentoniLa shall be applied to he
seams per manufacturers recomendabons.
GEOSYNTHETIC CLAY LINER (GCI) DETAIL
NO SCALE
4
eco -energy
i
ECO ENERGY
CHARLOTTE. NC
SQUARE ACCESS HATCH AND
LOCK CENTERED ON TOP
1
4'X4' PRECAST
RISER UNIT
B" SLUICE GV WITH
t`
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-
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LIFT ROD FOR DRAM
♦' WSIOE ��.. C
PLAN VIEW
TOP OF RISER RW
]244.20.20
OPEN TOP W/ VARWNT
SCREE]! FOR
ANT -SIPHON CONIROL�
3.4" ORIRCE INV.
F1EV: MAO'
R" SCH. RD PVC WATER
QUALITY CONTROL DEVICE
AAAA
NV - 722-00,
6" PVC CAP W/ 25" DIA. ORIFICE
PLACED AT BOTTOM OF WATER DUALITY
CONTROL DEVICE. 12' BELOW NORMAL
POOL FOR TRASH PROTECTION
4
GCL TO BE SEALED TO
CONCRETE RISER W/ GRMULAR
BENTONITE ON ALL SIDES.
FRONTIt►
ISER S-RUCTUTE DETAIL,
18" RCP BEYOND N
REM OF RISER BOX
INV ELEV. 716.33
B
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CD6.0

Table of Contents
Narrative............................................................................................ 1
SoilsInformation.................................................................................. 2
Impervious Area Map - Existing Conditions .................................................. 6
ImperviousArea Map - Post Development................................................... 7
ProjectArea Rainfall Data....................................................................... 8
HydraflowRainfall Report.............................................................................................................................. 8
Calculationsfor Wet Pond....................................................................... 9
Permanent Storage Sizing Calculations........................................................................................................ 9
DesignProcedure Form 4.2.7......................................................................................................................10
DetentionWorksheet...................................................................................................................................12
Water Balance Result Summary (Clay Liner)..............................................................................................15
Pond Report - Permanent Storage Volume Calculations.............................................................................16
HydrographReturn Period Recap.............................................................18
Existing Conditions - Time of Concentration Calculations...............................19
Hydrograph Report, Site Pre -Construction Conditions...................................20
2 Year, 6 Hour Storm...................................................................................................................................
20
10 Year, 6 Hour Storm.................................................................................................................................
21
25 Year, 6 Hour Storm.................................................................................................................................
22
50 Year, 6 Hour Storm.................................................................................................................................
23
100 Year, 6 Hour Storm...............................................................................................................................
24
Hydrograph Report, Site Post -Construction Conditions..................................25
2 Year, 6 Hour Storm...................................................................................................................................
25
10 Year, 6 Hour Storm.................................................................................................................................
26
25 Year, 6 Hour Storm.................................................................................................................................
27
50 Year, 6 Hour Storm.................................................................................................................................
28
100 Year, 6 Hour Storm...............................................................................................................................
29
Pond Report, Temporary Pool Storm Storage..............................................30
Hydrograph Report, Wet Pond Stormwater Routing......................................32
2 Year, 6 Hour Storm - Drainage to Pond Hydrograph .....................
2 Year, 6 Hour Storm.........................................................................
10 Year, 6 Hour Storm - Drainage to Pond Hydrograph ...................
10 Year, 6 Hour Storm.......................................................................
25 Year, 6 Hour Storm - Drainage to Pond Hydrograph ...................
25 Year, 6 Hour Storm.......................................................................
50 Year, 6 Hour Storm - Drainage to Pond Hydrograph ...................
1
..........................................................
32
..........................................................
33
..........................................................
34
..........................................................
35
..........................................................
36
..........................................................
37
..........................................................
38

Table of Contents
50 Year, 6 Hour Storm................................................................................................................................. 39
100 Year, 6 Hour Storm - Drainage to Pond Hydrograph........................................................................... 40
100 Year, 6 Hour Storm............................................................................................................................... 41
Post -Construction `Undetained' Time of Concentration Calculations.................42
Hydrograph Report, Post -Construction `Undetained'....................................43
2 Year, 6 Hour Storm................................................................................................................................... 43
10 Year, 6 Hour Storm................................................................................................................................. 44
25 Year, 6 Hour Storm................................................................................................................................. 45
50 Year, 6 Hour Storm................................................................................................................................. 46
100 Year, 6 Hour Storm............................................................................................................................... 47
Hydrograph Report, Wet Pond Stage -Time Graph.........................................48
2 Year, 6 Hour Storm................................................................................................................................... 48
10 Year, 6 Hour Storm................................................................................................................................. 49
25 Year, 6 Hour Storm................................................................................................................................. 50
50 Year, 6 Hour Storm................................................................................................................................. 51
Water Quality Volume Drawdown Graph....................................................52
ChannelProtection Volume Drawdown......................................................54
RiserBuoyancy Calculations...................................................................56
Storm Pipe Profiles w/ Hydraulic Grade (25 -YR Storm) ............................57-101
BoxCulvert Calculations...................................................................... 102
ii

Project Stormwater Narrative
The Intermodal Ethanol Transfer Facility — Charlotte project involves site improvements to develop a rail
yard and supporting infrastructure. The project site is located at the CSX Way cul-de-sac in Charlotte,
NC. Project property includes 53.80 acres zoned for industrial use. The site consists of mostly gentle to
steep slopes with some generally flat areas that primarily drain South. There are minimal impervious
areas on site. For calculation purposes, existing impervious was considered 0 acres.
The project will disturb 18.50 acres during construction and will include removal of vegetation,
installation of erosion control measures, grading, construction of a rail yard, utility building, and
supporting infrastructure. Impervious area added during construction will result in a net increase of 5.78
acres over preconstruction conditions. Construction is expected to begin in November/ December 2016.
The anticipated duration of construction is approximately 1 year. For the purposes of this project, a
structural stormwater BMP has been designed to be installed to treat runoff from new built upon areas.
The BMP for this site will receive flows from a drainage area of 7.65 acres of runoff. The remaining
drainage area will remain pervious and has a hydrograph entitled'Undetained'. Hydrograph 5,'Total
Post Out' is a combined hydrograph that combines the wet pond hydrograph with the undetained
Hydrograph.
The structural BMP chosen for this site is a wet detention basin designed for 85% TSS and 70% total
phosphorus removal based on City of Charlotte storm water requirements. Waters discharge south to
an existing stream. All new impervious areas on site will be treated by the basin. The table below
displays pre and post construction peak discharges.
Peak Discharge Table
Pre -Construction
Post -Construction
2 -YR
0.550
0.545
10 -YR
3.985
3.293
25 -YR
6.932
6.100
50 -YR
9.835
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8

Hydrologic Soil Group—Mecklenburg County, North Carolina
MAP LEGEND
MAP INFORMATION
Area of Interest (AOI)
0 C
The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of Interest (AOI)
0 C/D
Warning: Soil Map may not be valid at this scale.
Soils
D
Soil Rating Polygons
Enlargement of maps beyond the scale of mapping can cause
0
A
p Not rated or not available
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
0
A/D
Water Features
soils that could have been shown at a more detailed scale.
Streams and Canals
–
B
Transportation
Please rel on the bar scale on each ma sheet for ma
Y P P
Q
B/D
1 r r Rails
measurements.
C
.,.. Interstate Highways
Source of Map: Natural Resources Conservation Service
(]
C/D
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
US Routes
Coordinate System: Web Mercator (EPSG:3857)
(]
D
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
0
Not rated or not available
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Soil Rating Lines
Background
Albers equal-area conic projection, should be used if more accurate
op
A
Aerial Photography
calculations of distance or area are required.
A/D
This product is generated from the USDA-NRCS certified data as of
,y
B
the version date(s) listed below.
B/D
Soil Survey Area: Mecklenburg County, North Carolina
Survey Area Data: Version 14, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
p"r
C/D
or larger.
D
Date(s) aerial images were photographed: Feb 11, 2011—Feb
..
Not rated or not available
13, 2011
Soil Rating Points
The orthophoto or other base map on which the soil lines were
®
A
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
■
A/D
of map unit boundaries may be evident.
■
B
■
B/D
Cl)
Usim Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/5/2016
Page 2 of 4

Hydrologic Soil Group—Mecklenburg County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Mecklenburg County, North Carolina (NCI 19)
Map unit symbol
Map unit name
Rating
Acres In AOI
Percent of AOI
ApD
Appling sandy loam, 8 to
B
8.5
12.8%
15 percent slopes
CeB2
Cecil sandy day loam, 2
B
6.9
10.4%
to 8 percent slopes,
moderately eroded
CeD2
Cecil sandy day loam, 8
B
20.1
30.2%
to 15 percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 8
C
17.4
26.2%
percent slopes
HeB
Helena sandy loam, 2 to
D
10.6
15.9%
8 percent slopes
MO
Monacan loam, 0 to 2
B/D
3.0
4.5%
percent slopes,
frequently flooded
Totals for Area of Interest
66.5
100.0%
USDA Natural Resources Web Soil Survey 8/5/2016
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Mecklenburg County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or Gay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
usDA Natural Resources Web Soil Survey 8/5/2016
211111111111 Conservation Service National Cooperative Soil Survey Page 4 of 4

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NC

Calculations for
Wet Detention Basin
Eco Energy Distribution
Charlotte, NC
FOR SIZING STORAGE OF POND
Total Area Draining to Pond 7.65 AC 333,234.00 SF
Percentage Impervious 72.29%
Total Proposed Impervious Surface Area Draining to Pond 5.53 AC 240,886.80 SF
Provided Permanent Pool Area 9244 SF
Provided Permanent Pool Volume - 1' Sediment Storage 20686 CF
Required Storage For 1"/24 HR of Runoff for Pond
Rv =0.05+0.009(1)
Rvpost 0.70 in./in
V=3630 xRv xRd x A
WQv= 3630* 0.70 *1 7.65
WQ v= 1 19,454.99 (ft) j required 0.45 ac -ft
WQv= This is achieved above the permanent pool at elev= 723.02 at 19,467 CF
WQv= (1.0)Rv 0.70 inches
Modified CN 96.94
S = 1000/CN-10
S 1.49 inches
Qd=(P-0.2S)^2/(P+0.8S)
Qd 1.38
CPV 0.88 ac -ft
Release Rate Water Quality Control Volume
0.05 cfs
Release Rate Channel Protection Volume Control
0.30 cfs
Approx. Storage Volume
1.33 ac -ft

4.2.7 Design Procedure Form
Design Procedure Form: Wet pond
WET POND FEASIBILITY
1. Is the use of a wet pond appropriate?
2. Confirm other design criteria and applicability.
PRELIMINARY HYDROLOGIC CALCULATIONS
3. Compute, WQ„ water quality volume requirements
Compute Runoff Coefficient, R.
Compute WQv Volume requirements
4. Compute WQP peak flow
Compute modified SCS curve number
5. Compute CPv
Compute S (maximum retention)
Compute 1 -yr, 24 -hr total rainfall depth
Compute Qd (runoff volume)
Compute CP„(chnnnel protection volume)
Estimate tc (time of concentration)
Estimate qu
Compute approximate storage volume
6. Compute release rates
Compute WQ„ release rate
Compute CPv release rate
7. Compute site hydrologic input parameters
Development Conditions
Area
CN (SCS curve number)
Adjusted CN (curve number adjusted for 1 -inch storm)
Time of concentration
STORM WATER DETENTION BASIN DESIGN
8. Pretreatment volume
VDlpre = Acres of Impervious Area (0.2")(V/12")
9. Compute Permanent Pool Volume and
Water Quality Extended Volume
Compute WQP/PP„
Compute PP„
Size extended detention — pool volume is greater
of WQ„ or CP„
10. Conduction grading and determine storage available
for permanent pool (and WQv_ED volume if applicable)
NOTES:
Geosynthetic Clay Liner used. Water Balance
calculations provided.
Rv = 0.70
WQv = 0.45 acre -ft
WQP = 13.41 cfs
CN = 97
S = 1.36
Rainfall Depth = 2.58 inches
Qd = 1.45 inches
CP„ =.92 acre -ft
tc = 0.142 hours
qu = cfs/mit/inch
Storage volume = 1.37 acre -ft
Release Rate = 0.05 cfs
Release Rate = 0.31 cfs
Pre -developed Post -developed Undetained
14.4 acres 7.65 acres 9.14 acres
60 88
NA 97
.498 hours .142 hours .497 hours
WQpre = 0.092 acre -ft
WQ„/PP„ = 0.3
PP, = 1.489 acre -ft
ED Pool Volume = 0.92 acre -ft
Prepare an elevation -storage table and curve using
the average area method for computing volumes.
10

Elevation Area Average Depth Incremental Cumulative Volume
Area Volume Volume above
Permanent
Pool
MSL acres acres ftacre-ft acre-ftacre-ft
Reference Permanent Pool and Temporary Storage Pond Report
12. WQ„Orifice Computations
Average ED release rate
Release Rate = 0.05 cfs
Average head, h = (ED elev. — Permanent pool elev.) / 2
h = 0.51 ft
Area of orifice from orifice equation: Q = CA(2gh)0 5
A= 0.0145 ft2
Diameter = 1.63 in
13. Compute release rate for CPv control and
Establish CPv elevation
WSEL =723.99 ft
Release rate
Release Rate = 0.31 cfs
Average head h = CPv elev. — Permanent pool elev.� / 2
h = 0.995 ft
Area or orifice from orifice equation: Q = CA(2gh) 0
A =b.0645 ft2
Diameter = 3.44 in
14. Calculate Op release rate and water surface elevation
Set up a stage -storage
-discharge relationships.
Peak stage for (WQv), the 1 -inch, 6 -hour storm
Peak stage for (CPv), the 1 -yr, 24-hour storm
Peak Q10 — Undeveloped
Peak Q10 — Developed
Peak Q25 — Undeveloped
Peak Q25 — Developed
Size emergency spillway, calculate 50 -year WSEL
and set top of embankment elevation
15. Investigate potential wet detention basin hazard
classification
16. Assess maintenance access and safety features.
17. Attach landscaping plan
Peak Stage= 722.99 ft
Peak State = 723.46 ft
Q10-undev = 4.130 cfs
Q10-dev = 3.886 cfs
Q25-undev = 7.252 cfs
Q251ev = 7.203 cfs
WSEL50 = 724.23ft
Embankment Elevation = 726.0 ft
Notes:
Dam Embankment Height and Storage Volume
result in low hazard classification.
IN

Project Name:
City of Charlotte
Land Development Division
Detention Worksheet
EEDS Intermodal Ethanol Transfer Facility
Date: 9/14/16
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
The Intermodal Ethanol Transfer Facility project involves the construction of a rail yard. Impervious areas will be directed
to a wet pond located downstream. Flows will be released into an existing stream.
PRE -DEVELOPED SUMMARY
Basin area: 14.40 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 29.90 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnpre: 60
POST -DEVELOPED SUMMARY
Basin area: 16.80 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 29.80 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnpost: 87
DETENTION SUMMARY
Computer Method Used*: Hydraflow Hydragraphs Extension for AutoCAD Civil 3D 2016
*Land Development Plan Review Staff will verify all detention submittals using HEC -I for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pg 1 of 3 Revised 3/2005
12
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation
2 yr.
0.550
0.545
0.208
723.42
10 yr.
3.985
3.293
2.003
724.29
50 yr.
N/A
10.53
5.460
724.40
Pg 1 of 3 Revised 3/2005
12

PRE -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: W/ 705.00 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Sloe (%)
Mannings (n)
Time (min.)
Sheet Unpaved
300
4.67%
0.24
24.79
Sheet Paved
60
2.12
Undeveloped
CeB2, MO, HeB, CeD2
Shallow Conc. (Unpaved)
700
4.57%
9.15
3.38
Shallow Conc. Paved
B/D
60
32.68
Channel
680
1.54%
0.050
1.75
Pipe
CNPre= 60
TOTAL
N/A
N/A
N/A
Tc pre = 29.90
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage(rohl Area) z (CN)
14.40
Undeveloped
CeB2, MO, HeB, CeD2
B/D
60
60
2.12
Undeveloped
CeB2, MO, HeB, CeD2
Shallow Conc. (Unpaved)
595
4.57%
9.15
2.88
Shallow Conc. Paved
B/D
60
32.68
Channel
812
1.54%
0.050
2.09
Pipe
CNPre= 60
POST -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: 'A'/ 705.00 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
300
4.67%
0.24
24.79
Sheet Paved
32.26
2.12
Undeveloped
CeB2, MO, HeB, CeD2
Shallow Conc. (Unpaved)
595
4.57%
9.15
2.88
Shallow Conc. Paved
B/D
60
32.68
Channel
812
1.54%
0.050
2.09
Pipe
CNp.st= 72.51*
TOTAL
N/A
N/A
N/A
Tc p�1= 29.80
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage Fotal Area) z (CN)
5.53
Industrial
CeB2, MO, HeB, CeD2
B/D
98
32.26
2.12
Undeveloped
CeB2, MO, HeB, CeD2
B/D
60
7.57
9.15
Undetained
CeB2, MO, HeB, CeD2
B/D
60
32.68
CNp.st= 72.51*
Pg2of3
*combines Detained and
Undetained CNs for Total Area
Revised 3/2005
13

STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
Total Acc. Volume (cf)
(Above and
Underground)
Acc. Volume for all
Structures (cf)
Area (sq. ft.)
Inc. Volume (cf)
Acc. Volume (cf)
716.50
1.63 In.
9534
0
0
Control Pipe
71900
(cfs)
11 800
11,333
61630
Inv.
720.00
18 Dia.
12,750
12,271
38,900
0.0145 Area
121M
Cw=
outlet pipe/struct)
4
52,134
Stage Discharge
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation /
Orifice 1
Orifice 2
Weir 1
Weir 2/Em.
Outlet
Emergency
Total Q
Stage
1.63 In.
3.40 In,
Ft.
Spillway
Control Pipe
Spillway
(cfs)
(ft)
722.00 Inv.
—=FInv.
Inv.
(Controlled by
18 Dia.
(Free flow out of
0.0145 Area
r
Area
Cw=
outlet pipe/struct)
64.00Length
pond)
Co=0.6
Co=0.6
Inv
16.33Inv.
15
724 20
Co= 0.6
724.35 Inv.
Cw=3.33
Cw=2.6
722.00
0
0
0
0
0
0
0
723.00
0.07
0
0
0
0
0
0.07
724.00
0.10
0.26
-
0
0
0
0.36
725.00*
0.02
0.07
-
14.97
8.68
0
23.73
*exceeds 50 -yr storm event
Underground Storage Volume Table (Ifapplicable)
Provide additional storage volume tables if more structures are used.
Elevation
Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)
Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)
Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)
Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)
EN A4EENNG • PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Pg 3 of 3 Revised 3/2005
14

Water Balance Result Summary (Clay Liner)
1
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
2
Days/ Month
31
28
31
30
31
30
31
31
30
31
30
31
3
Precipitation (inches)
3.72
3.84
4.44
2.64
3.84
3.36
3.96
3.72
3.48
3.36
3.24
3.48
4
Evaporation (inches)
1.20
1.50
2.50
3.70
4.40
4.60
4.80
4.50
3.30
2.40
1.50
1.10
5
Runoff (acre-feet)
1.42
1.47
1.69
1.01
1.47
1.28
1.51
1.42
1.33
1.28
1.24
1.33
6
Pond Precipitation (acre-feet)
0.12
0.12
0.14
0.08
0.12
0.11
0.13
0.12
0.11
0.11
0.10
0.11
7
Evaporation (acre-feet)
0.04
0.05
0.08
0.12
0.14
0.15
0.15
0.14
0.11
0.08
0.05
0.04
8
Infiltration (acre-feet)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
9
Monthly Balance (acre-feet)
1.50
1.54
1.76
0.97
1.45
1.24
1.48
1.39
1.33
1.31
1.29
1.40
10
Running Balance of Retained
Pond Volume (acre-feet)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
11
Pond Water Surface Elevation
(feet)
725.00
725.00
725.00
725.00
725.00
725.00
725.00
725.00
725.00
725.00
725.00
725.00
12
Water Surface with Respect to
permanent pool elevation (feet)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rv 0.70
Drainage Area 7.65 ac
Pond Area 16804 sf
GCL Hydraulic Conductivity 5E-10 cm/sec 1.42E-06 ft/day

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v11
Pond No. 2 - Permanent Pool
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 716.50 It
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 716.50 9,534 0 0
0.50 717.00 9,974 4,876 4,876
1.50 718.00 10,875 10,420 15,296
2.50 719.00 11,800 11,333 26,630
3.50 720.00 12,750 12,271 38,900
4.50 721.00 13,726 13,234 52,134
5.00 721.50 14,223 6,986 59,120
5.50 722.00 16,804 7,747 66,867
Friday, 09 / 9 / 2016
Culvert I Orifice Structures
Weir Structures
[A] [B]
[C] [PrFRSr]
[A] [B]
[C] [D]
Rise (in) = 0.00 0.00
0.00 0.00
Crest Len (ft)
= 0.00 0.00
0.00 0.00
Span (in) = 0.00 0.00
0.00 0.00
Crest EI. (ft)
= 0.00 0.00
0.00 0.00
No. Barrels = 0 0
0 0
Weir Coeff.
= 0.00 0.00
0.00 0.00
Invert EI. (ft) = 0.00 0.00
0.00 0.00
Weir Type
= -- --
-- --
Length (ft) = 0.00 0.00
0.00 0.00
Multi -Stage
= No No
No No
Slope (%) = 0.00 0.00
0.00 n/a
N -Value = .000 .000
.000 n/a
Orifice Coeff. = 0.00 0.00
0.00 0.00
Exfl.(In/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a No
No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
Civ B Civ
C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft cult ft cis
cis cis
cis cfs
cis cis
cfs cis cfs cfs
0.00 0 716.50 ---
- ---
--- --
-- ---
--- - - 0.000
0.05 488 716.55 -
- --
-- -
-- -
--- - - 0.000
0.10 975 716.60 -
--- --
-- --
--- ---
--- -- - 0.000
0.15 1,463 716.65 --
-- --
- --
-- -
-- - - 0.000
0.20 1,950 716.70 -
-- -_
- -
- __
__ - __ 0.000
0.25 2,438 716.75 -
-- --
- -
--- ---
--- - -- 0.000
0.30 2,926 716.80 -
- -
-- -
- -
--- - - 0.000
0.35 3,413 716.85 -
-- -
- --
- --
--- - - 0.000
0.40 3,901 716.90 -
- ---
-- --
--- --
-- - - 0.000
0.45 4,388 716.95 -
- --
-- -
- -
- - -- 0.000
0.50 4,876 717.00 -
- --
- --
--- ---
- -- -- 0.000
0.60 5,918 717.10 --
-- --
-- -
-- -
- - - 0.000
0.70 6,960 717.20 -
-
- --
-- -
-- - - 0.000
0.80 8,002 717.30 --
-- -_
__ __
__ _
_ - __ 0.000
0.90 9,044 717.40 -
- -
-- -
- -
- - -- 0.000
1.00 10,086 717.50 -
- --
- -
-- -
- - - 0.000
1.10 11,128 717.60 -
--- ---
- ---
- ---
-- - - 0.000
1.20 12,170 717.70 --
-- --
- --
-- -
- - - 0.000
1.30 13,212 717.80 -
-
-- ---
- --
--- -- - 0.000
1.40 14,254 717.90 --
--- ---
-- --
- --
-- -- - 0.000
1.50 15,296 718.00 -
--- -
- -
-- -
- - - 0.000
1.60 16,430 718.10 --
--- ---
-- ---
--- ---
--- -- - 0.000
1.70 17,563 718.20 --
-- --
-- -
- --
-- - - 0.000
1.80 18,696 718.30 -
-- ---
-- --
- -
-- - - 0.000
1.90 19,830 718.40 --
--- ---
-- ---
- ---
--- - - 0.000
2.00 20,963 718.50 -
-- -_
- -
__ __
_ - - 0.000
2.10 22,096 718.60 -
--- ---
-- ---
--- ---
--- - - 0.000
2.20 23,230 718.70 -
- --
- --
- --
--- - - 0.000
2.30 24,363 718.80 -
- --
-- --
--- -
--- - - 0.000
2.40 25,496 718.90 --
--- ---
-- ---
--- ---
-- - - 0.000
2.50 26,630 719.00 --
-
-- -
-- -
-- - - 0.000
2.60 27,857 719.10 --
- -
-- -
-- -
-- - - 0.000
2.70 29,084 719.20 ---
--- ---
-- ---
--- ---
- -- -- 0.000
2.80 30,311 719.30 --
--- ---
-- ---
--- -
- - - 0.000
2.90 31,538 719.40 --
--- -
-- -
--- ---
--- - - 0.000
Continues on next page...
16

Permanent Pool
Stage
/ Storage / Discharge Table
Stage
Storage
Elevation Civ A
ft
cuft
ft
cis
3.00
32,765
719.50
--
3.10
33,992
719.60
--
3.20
35,219
719.70
-
3.30
36,446
719.80
--
3.40
37,673
719.90
-
3.50
38,900
720.00
-
3.60
40,224
720.10
--
3.70
41,547
720.20
-
3.80
42,870
720.30
--
3.90
44,194
720.40
-
4.00
45,517
720.50
-
4.10
46,840
720.60
--
4.20
48,164
720.70
-
4.30
49,487
720.80
-
4.40
50,811
720.90
--
4.50
52,134
721.00
-
4.55
52,833
721.05
-
4.60
53,531
721.10
-
4.65
54,230
721.15
-
4.70
54,928
721.20
-
4.75
55,627
721.25
-
4.80
56,326
721.30
-
4.85
57,024
721.35
-
4.90
57,723
721.40
-
4.95
58,421
721.45
-
5.00
59,120
721.50
-
5.05
59,895
721.55
-
5.10
60,670
721.60
-
5.15
61,444
721.65
-
5.20
62,219
721.70
-
5.25
62,994
721.75
--
5.30
63,768
721.80
-
5.35
64,543
721.85
-
5.40
65,318
721.90
-
5.45
66,092
721.95
-
5.50
66,867
722.00
-
...End
Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ds cfs cis cfs cis cis cis cis cis cis
0.000
0.000
0.000
-- - - -- -- - - 0.000
- -- -- - -- - - - 0.000
- - - - - - - - - 0.000
-- - -- -- -- -- -- - 0.000
-- - - - -- - - - 0.000
-- - -- -- - - - - - 0.000
-- -- -- - -- --- --- - - 0.000
- - - - - - - - 0.000
-- -- - - - - - - 0.000
- - -- - -- - - - - 0.000
- - - - - - - - - 0.000
- -- - -- -- -- - - 0.000
- - - -- - - - - - 0.000
-- - - -- - - - - - 0.000
-- - -- -- -- -- - - 0.000
- - - - - - 0.000
- - - -- - - 0.000
- - - - - _ - - -- - 0.000
-- - -- - - - - - - 0.000
-- -- - -- - -- - - - 0.000
- - - - - - - - - 0.000
- - - - 0.000
-- - -- - - - - -- 0.000
- - - - - - - - 0.000
-- - - - - - - - 0.000
-- -- - -- - -- -- - - 0.000
- - - - - - 0.000
-- -- - - - - - - - 0.000
- -- - -- - -- - - -- 0.000
-- - -- - - - 0.000
_- - -- -- - - - -- 0.000
-- - -- - -- -- - - 0.000
- - - - - - -- - - 0.000
17

Hydrograph Return Period Recap, flow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
-
0.000
0.550
---
----
3.985
6.932
9.835
12.34
Pre Developed
6.851
14.58
18.23
2
SCS Runoff
-
0.000
---
21.34
23.78
Post Developed
3
Reservoir
2
0.000
0.208
--
------
2.003
3.664
5.460
8.272
Wet Pond
4
SCS Runoff
0.000
0.349
-
--
2.532
4.405
6.249
7.844
Undetained
5
Combine
3,4
0.000
0.545
--
----
3.293
6.100
10.53
15.92
Total Post Out
0.000
0.000
0.000
6
SCS Runoff
--
9.460
--
-
0.000
0.000
WQ Drawdown
7
Reservoir
6
0.067
0.000
--
------
0.000
0.000
0.000
0.000
WQ Drawdown
8
SCS Runoff
-
13.41
0.000
--
-- --
0.000
0.000
0.000
0.000
CP Drawdown
9
Reservoir
8
0.215
0.000
-
------
0.000
0.000
0.000
0.000
CP Drawdown
Proj. file: WQ POND_SJS.gpw
Friday, 09 / 9 / 2016

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v11
Hyd. No. 1
Pre Developed
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.12
0.00
0.00
Land slope (%)
= 4.67
0.00
0.00
Travel Time (min)
= 24.79 +
0.00 +
0.00 =
24.79
Shallow Concentrated Flow
Flow length (ft)
= 700.00
0.00
0.00
Watercourse slope (%)
= 4.57
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.45
0.00
0.00
Travel Time (min)
= 3.38 +
0.00 +
0.00 =
3.38
Channel Flow
X sectional flow area (sqft)
= 60.00
0.00
0.00
Wetted perimeter (ft)
= 26.00
0.00
0.00
Channel slope (%)
= 1.54
0.00
0.00
Manning's n -value
= 0.050
0.015
0.015
Velocity (ft/s)
=6.48
0.00
0.00
Flow length (ft)
Q0})680.0
0.0
0.0
Travel Time (min)
= 1.75 +
0.00 +
0.00 =
1.75
Total Travel Time, Tc..............................................................................
29.90 min
19

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 1
Pre Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 0.550 cfs
Storm frequency
= 2 yrs
Time to peak
= 4.50 hrs
Time interval
= 5 min
Hyd. volume
= 6,344 cuft
Drainage area
= 14.400 ac
Curve number
= 60*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.90 min
Total precip.
= 2.28 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(14.400 x 60)] / 14.400
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Pre Developed
Hyd. No. 1 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time (hrs)
20

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
Pre Developed
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 5 min
Hyd. volume
Drainage area
= 14.400 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.72 in
Distribution
Storm duration
= 6.00 hrs
Shape factor
Composite (Area/CN) = [(14.400 x 60)] / 14.400
Q (Cfs)
4.00
3.00
2.00
1.00
1.0
Hyd No. 1
2.0
Pre Developed
Hyd. No. 1 -- 10 Year
M
4.0
5.0
Friday, 09 / 9 / 2016
= 3.985 cfs
= 2.83 hrs
= 33,909 cuft
= 60*
= Oft
= 29.90 min
= SCS 6 -Hr
= 484
.7
Q (cfs)
4.00
3.00
2.00
1.00
' 1 0.00
7.0
Time (hrs)
21

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@) Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 1
Pre Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 6.932 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.83 hrs
Time interval
= 5 min
Hyd. volume
= 51,468 cuft
Drainage area
= 14.400 ac
Curve number
= 60"
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.90 min
Total precip.
= 4.38 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) _ [(14.400 x 60)1/ 14.400
Q (cfs)
7.00
LI -011111
5.00
4.00
3.00
2.00
1.00
0.00 '
0.0 1.0
Hyd No. 1
Pre Developed
Hyd. No. 1 -- 25 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
-1 0.00
7.0
Time (hrs)
22

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 1
Pre Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 9.835 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.75 hrs
Time interval
= 5 min
Hyd. volume
= 67,579 cuft
Drainage area
= 14.400 ac
Curve number
= 60*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.90 min
Total precip.
= 4.92 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) = [(14.400 x 60)] / 14.400
Q (cfs)
10.00
Pre Developed
Hyd. No. 1 -- 50 Year
8.00
6.00
1
I
4.00
2.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 1
Q (cfs)
10.00
• 11
4.00
2.00
^--� 0.00
7.0
Time (hrs)
23

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Hyd. No. 1
Time to peak
Pre Developed
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 5 min
Drainage area
= 14.400 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.34 in
Storm duration
= 6.00 hrs
Composite (Area/CN) _ [(14.400 x 60)] / 14.400
Q (cfs)
14.00
12.00
10.00
M
6.00
4.00
2.00
Friday, 09 / 9 / 2016
Peak discharge
= 12.34 cfs
Time to peak
= 2.75 hrs
Hyd. volume
= 81,047 cuft
Curve number
= 60*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 29.90 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
Pre Developed
Hyd. No. 1 -- 100 Year
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 1
Q (cfs)
14.00
12.00
10.00
IN
. W
4.00
2.00
-1 0.00
7.0
Time (hrs)
24

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time to peak
Total Post Out
Hyd. volume
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 5 min
Inflow hyds.
= 3, 4
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Friday, 09 / 9 / 2016
Peak discharge
= 0.545 cfs
Time to peak
= 6.00 hrs
Hyd. volume
= 33,029 cuft
Contrib. drain. area
= 9.150 ac
Total Post Out
Hyd. No. 5 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 20 40 60 80 100 120 140 160 180
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (hrs)
25

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time to peak
Total Post Out
Hyd. volume
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 5 min
Inflow hyds.
= 3, 4
Total Post Out
Friday, 09 / 9 / 2016
Peak discharge
= 3.293 cfs
Time to peak
= 4.75 hrs
Hyd. volume
= 83,028 cuft
Contrib. drain. area
= 9.150 ac
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (hrs)
26

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Total Post Out
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 5 min
Inflow hyds.
= 3, 4
Q (cfs)
7.00
. Me
5.00
4.00
1.00
Friday, 09 / 9 / 2016
Peak discharge = 6.100 cfs
Time to peak = 3.58 hrs
Hyd. volume = 109,967 cuft
Contrib. drain. area = 9.150 ac
Total Post Out
Hyd. No. 5 -- 25 Year
Q (cfs)
7.00
MI
5.00
[KiI%
3.00
2.00
1.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (hrs)
27

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Total Post Out
Hydrograph type
= Combine
Storm frequency
= 50 yrs
Time interval
= 5 min
Inflow hyds.
= 3, 4
Q (cfs)
12.00
10.00
M. ie
Am
4.00
2.00
M
5
Hyd No. 5
Friday, 09 / 9 / 2016
Peak discharge = 10.53 cfs
Time to peak = 3.00 hrs
Hyd. volume = 133,342 cuft
Contrib. drain. area = 9.150 ac
Total Post Out
Hyd. No. 5 -- 50 Year
10
Hyd No. 3
15 20
Hyd No. 4
25
Q (cfs)
12.00
10.00
. IN
4.00
2.00
� 0.00
30
Time (hrs)
28

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Total Post Out
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 5 min
Inflow hyds.
= 3, 4
Friday, 09 / 9 / 2016
Peak discharge = 15.92 cfs
Time to peak = 2.83 hrs
Hyd. volume = 152,224 cuft
Contrib. drain. area = 9.150 ac
Total Post Out
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time (hrs)
29

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Pond No.1 - Temporary Storage
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 722.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 722.00 16,804 0 0
0.50 722.50 19,541 9,077 9,077
1.00 723.00 20,393 9,982 19,058
1.02 723.02 20,428 408 19,467
1.99 723.99 22,122 20,629 40,096
2.00 724.00 22,139 221 40,317
3.00 725.00 23,942 23,032 63,350
4.00 726.00 25,802 24,864 88,213
Friday, 09 19 / 2016
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRsrl
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
1.63 3.40
0.00
Crest Len (ft)
= 16.00
15.00
Inactive
0.00
Span (in)
= 18.00
1.63 3.40
0.00
Crest El. (ft)
= 724.20
724.35
724.50
0.00
No. Barrels
= 1
1 1
0
Weir Coeff.
= 3.33
2.60
2.60
3.33
Invert EI. (ft) = 716.33
722.00 723.10
0.00
Weir Type
= 1
Broad
Broad
-
Length (ft)
= 64.00
0.00 0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.50
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes Yes
No
TW Elev. (ft)
= 0.00
Note: CulverttOrfiice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage
Storage Elevation
Civ A
Civ B
CIV C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfl User Total
ft
cult ft
cfs
cfs
cfs
cfs cfs
cfs
cis
cfs
cfs cfs cis
0.00
0 722.00
0.00
0.00
0.00
-- 0.00
0.00
0.00
-
- - 0.000
0.05
908 722.05
18.44 oc
0.00 is
0.00
-- 0.00
0.00
0.00
--
- -- 0.004
0.10
1,815 722.10
18.44 oc
0.01 is
0.00
- 0.00
0.00
0.00
-
- - 0.012
0.15
2,723 722.15
18.44 oc
0.02 is
0.00
- 0.00
0.00
0.00
--
- - 0.020
0.20
3,631 722.20
18.44 oc
0.03 is
0.00
- 0.00
0.00
0.00
--
- - 0.025
0.25
4,538 722.25
18.44 oc
0.03 is
0.00
- 0.00
0.00
0.00
--
-- -- 0.030
0.30
5,446 722.30
18.44 oc
0.03 is
0.00
-- 0.00
0.00
0.00
--
-- -- 0.034
0.35
6,354 722.35
18.44 oc
0.04 is
0.00
-- 0.00
0.00
0.00
-
- - 0.037
0.40
7,261 722.40
18.44 oc
0.04 is
0.00
-- 0.00
0.00
0.00
--
- - 0.040
0.45
8,169 722.45
18.44 oc
0.04 is
0.00
-- 0.00
0.00
0.00
-
- -- 0.043
0.50
9,077 722.50
18.44 oc
0.05 is
0.00
-- 0.00
0.00
0.00
-
- - 0.046
0.55
10,075 722.55
18.44 oc
0.05 is
0.00
--- 0.00
0.00
0.00
--
- - 0.048
0.60
11,073 722.60
18.44 oc
0.05 is
0.00
-- 0.00
0.00
0.00
-
-- -- 0.051
0.65
12,071 722.65
18.44 oc
0.05 is
0.00
--- 0.00
0.00
0.00
-
- - 0.053
0.70
13,069 722.70
18.44 oc
0.06 is
0.00
-- 0.00
0.00
0.00
---
-- --- 0.055
0.75
14,068 722.75
18.44 oc
0.06 is
0.00
- 0.00
0.00
0.00
---
- - 0.058
0.80
15,066 722.80
18.44 oc
0.06 is
0.00
-- 0.00
0.00
0.00
--
- - 0.060
0.85
16,064 722.85
18.44 oc
0.06 is
0.00
-- 0.00
0.00
0.00
---
--- -- 0.062
0.90
17,062 722.90
18.44 oc
0.06 is
0.00
- 0.00
0.00
0.00
-
- -- 0.064
0.95
18,060 722.95
18.44 oc
0.07 is
0.00
- 0.00
0.00
0.00
--
-- - 0.066
1.00
19,058 723.00
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
--
--- --- 0.067
1.00
19,099 723.00
18.44 oc
0.07 is
0.00
- 0.00
0.00
0.00
--
- - 0.067
1.00
19,140 723.00
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
---
-- -- 0.068
1.01
19,181 723.01
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
-
-- -- 0.068
1.01
19,222 723.01
18.44 oc
0.07 is
0.00
- 0.00
0.00
0.00
-
- --- 0.068
1.01
19,263 723.01
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
-
-- -- 0.068
1.01
19,303 723.01
18.44 oc
0.07 is
0.00
-- 0.00
0.00
0.00
-
- - 0.068
1.01
19,344 723.01
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
---
-- - 0.068
1.02
19,385 723.02
18.44 oc
0.07 is
0.00
-- 0.00
0.00
0.00
---
-- - 0.068
1.02
19,426 723.02
18.44 oc
0.07 is
0.00
- 0.00
0.00
0.00
---
- - 0.068
1.02
19,467 723.02
18.44 oc
0.07 is
0.00
--- 0.00
0.00
0.00
---
--- --- 0.068
1.12
21,530 723.12
18.44 oc
0.07 is
0.00 is
- 0.00
0.00
0.00
--
- - 0.072
1.21
23,593 723.21
18.44 oc
0.07 is
0.03 is
--- 0.00
0.00
0.00
--
-- -- 0.102
1.31
25,655 723.31
18.44 oc
0.08 is
0.08 is
--- 0.00
0.00
0.00
--
--- -- 0.157
1.41
27,718 723.41
18.44 oc
0.08 is
0.12 is
-- 0.00
0.00
0.00
--
- -- 0.205
Continues on next page...
30

Temporary Storage
CIV C
PrfRsr
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Civ A
ft
cult
ft
ds
1.50
29,781
723.50
18.44 oc
1.60
31,844
723.60
18.44 oc
1.70
33,907
723.70
18.44 oc
1.80
35,970
723.80
18.44 oc
1.89
38,033
723.89
18.44 oc
1.99
40,096
723.99
18.44 oc
1.99
40,118
723.99
18.44 oc
1.99
40,140
723.99
18.44 oc
1.99
40,162
723.99
18.44 oc
1.99
40,184
723.99
18.44 oc
2.00
40,207
723.99
18.44 oc
2.00
40,229
724.00
18.44 oc
2.00
40,251
724.00
18.44 oc
2.00
40,273
724.00
18.44 oc
2.00
40,295
724.00
18.44 oc
2.00
40,317
724.00
18.44 oc
2.10
42,620
724.10
18.44 oc
2.20
44,924
724.20
18.44 oc
2.30
47,227
724.30
18.44 oc
2.40
49,530
724.40
18.44 oc
2.50
51,833
724.50
18.44 oc
2.60
54,137
724.60
18.80 oc
2.70
56,440
724.70
22.96 oc
2.80
58,743
724.80
23.30 oc
2.90
61,046
724.90
23.53 oc
3.00
63,350
725.00
23.73 oc
3.10
65,836
725.10
23.92 oc
3.20
68,322
725.20
24.09 oc
3.30
70,809
725.30
24.25 oc
3.40
73,295
725.40
24.42 oc
3.50
75,781
725.50
24.57 oc
3.60
78,268
725.60
24.73 oc
3.70
80,754
725.70
24.89 oc
3.80
83,241
725.80
25.04 oc
3.90
85,727
725.90
25.19 oc
4.00
88,213
726.00
25.34 oc
...End
- -- -
0.399
0.10 is
Civ B
CIV C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfll User
Total
cis
ds
cis
ds
ds
ds
ds cis cis
cis
0.08 is
0.16 is
---
0.00
0.00
0.00
- -- -
0.239
0.09 is
0.18 is
-
0.00
0.00
0.00
- -- -
0.269
0.09 is
0.21 is
-
0.00
0.00
0.00
- -- -
0.294
0.09 is
0.23 is
---
0.00
0.00
0.00
-- --- --
0.318
0.09 is
0.24 is
---
0.00
0.00
0.00
- - -
0.339
0.10 is
0.26 is
--
0.00
0.00
0.00
- -- --
0.359
0.10 is
0.26 is
---
0.00
0.00
0.00
-- -- --
0.360
0.10 is
0.26 is
-
0.00
0.00
0.00
- - -
0.360
0.10 is
0.26 is
--
0.00
0.00
0.00
-- --- -
0.360
0.10 is
0.26 is
-
0.00
0.00
0.00
- -- --
0.360
0.10 is
0.26 is
-
0.00
0.00
0.00
-- - -
0.360
0.10 is
0.26 is
---
0.00
0.00
0.00
-- --- --
0.360
0.10 is
0.26 is
-
0.00
0.00
0.00
- - -
0.361
0.10 is
0.26 is
--
0.00
0.00
0.00
- -- -
0.361
0.10 is
0.26 is
---
0.00
0.00
0.00
-- -
0.361
0.10 is
0.26 is
-
0.00
0.00
0.00
- - -
0.361
0.10 is
0.28 is
---
0.00
0.00
0.00
-- -- --
0.381
0.10 is
0.30 is
--
0.00
0.00
0.00
- -- -
0.399
0.10 is
0.31 is
--
1.68
0.00
0.00
- -- -
2.099
0.11 is
0.33 is
---
4.76
0.44
0.00
-- -- --
5.630
0.11 is
0.34 is
--
8.75
2.26
0.00
- - -
11.46
0.11 is
0.35 is
-
13.47
4.87
0.00
-- -- -
18.80
0.03 is
0.14 is
---
15.41 s
7.37s
0.00
- -- --
22.96
0.02 is
0.10 is
--
15.17s
8.00s
0.00
-- - -
23.29
0.02 is
0.08 is
---
15.04s
8.39s
0.00
-- --- -
23.52
0.02 is
0.07 is
--
14.97s
8.68s
0.00
- -- -
23.73
0.01 is
0.06 is
-
14.92s
8.91s
0.00
- -- -
23.90
0.01 is
0.05 is
--
14.90s
9.10s
0.00
--- --- -
24.06
0.01 is
0.04 is
-
14.92s
9.28s
0.00
- -- -
24.25
0.01 is
0.04 is
--
14.94s
9.42s
0.00
-- - --
24.41
0.01 is
0.03 is
--
14.95s
9.55s
0.00
-- - --
24.54
0.01 is
0.03 is
-
14.96s
9.65s
0.00
- - -
24.65
0.01 is
0.03 is
--
15.02s
9.77s
0.00
--- --- --
24.83
0.01 is
0.02 is
-
15.05s
9.87s
0.00
- - --
24.95
0.01 is
0.02 is
--
15.11 s
9.98s
0.00
--- --- --
25.12
0.00 is
0.02 is
---
15.11 s
10.04s
0.00
--- -- ---
25.18
iTi

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 2
Post Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 6.851 cfs
Storm frequency
= 2 yrs
Time to peak
= 2.50 hrs
Time interval
= 5 min
Hyd. volume
= 29,401 cuft
Drainage area
= 7.650 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 2.28 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
* Composite (Area/CN) = [(2.120 x 60) + (5.530 x 98)] / 7.650
Q (cfs)
7.00
.M
• M
4.00
3.00
2.00
1.00
Post Developed
Hyd. No. 2 -- 2 Year
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 2
Q (cfs)
7.00
9 -MIX
5.00
4.00
3.00
2.00
1.00
1 0.00
7.0
Time (hrs)
32

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 - Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used
Q (cfs)
7.00
L-10IIJIll
5.00
4.00
"M
1.00
0.00 -L
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 2 Year
Friday, 09 / 9 / 2016
= 0.208 cfs
= 6.25 hrs
= 28,998 cuft
= 723.42 ft
= 27,899 cuft
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00
20 40 60 80 100 120 140 160 180 200 220 240
Hyd No. 3 Hyd No. 2 Total storage used = 27,899 cult Time (hrs)
33

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 2
Post Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 14.58 cfs
Storm frequency
= 10 yrs
Time to peak
= 2.50 hrs
Time interval
= 5 min
Hyd. volume
= 61,989 cuft
Drainage area
= 7.650 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 3.72 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
* Composite (Area/CN) = [(2.120 x 60) + (5.530 x 98)] / 7.650
Q (cfs)
15.00
12.00
MOM
0"1
0.00 ' '
0.0 1.0
Hyd No. 2
Post Developed
Hyd. No. 2 -- 10 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
15.00
12.00
3.00
—1 0.00
7.0
Time (hrs)
34

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 -Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used
Q (cfs)
15.00
12.00
• 11
.11
3.00
0.00
0 15
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 10 Year
Friday, 09 / 9 / 2016
= 2.003 cfs
= 4.92 hrs
= 61,482 cult
= 724.29 ft
= 47,096 cuft
30 45 60 75 90 105 120 135
Hyd No. 2 ; : ! Total storage used = 47,096 cuft
Q (cfs)
15.00
12.00
• 11
3.00
_L- 0.00
150
Time (hrs)
35

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 09 / 9 / 2016
Hyd. No. 2
Post Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 18.23 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.50 hrs
Time interval
= 5 min
Hyd. volume
= 77,772 cuft
Drainage area
= 7.650 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 4.38 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.120 x 60) + (5.530 x 98)] / 7.650
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Post Developed
Hyd. No. 2 -- 25 Year
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 2
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
7.0
Time (hrs)
36

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 -Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used
Q (cfs)
21.00
18.00
15.00
12.00
M
1. M
3.00
0.00 ' '
0 10 20
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 25 Year
30 40 50
Hyd No. 2
Friday, 09 / 9 / 2016
= 3.664 cfs
= 3.67 hrs
= 77,264 cuft
= 724.34 ft
= 48,248 cuft
Q (cfs)
21.00
18.00
15.00
12.00
m
3.00
0.00
60 70 80 90 100 110 120
Time (hrs)
i i I f I Total storage used = 48,248 cult
37

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 2
Post Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 21.34 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.42 hrs
Time interval
= 5 min
Hyd. volume
= 90,909 cuft
Drainage area
= 7.650 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 4.92 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.120 x 60) + (5.530 x 98)] / 7.650
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' y
0.0 1.0
Hyd No. 2
Post Developed
Hyd. No. 2 -- 50 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
1 0.00
7.0
Time (hrs)
38

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Time to peak
Wet Pond
Hyd. volume
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 - Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Friday, 09 / 9 / 2016
Peak discharge
= 5.460 cfs
Time to peak
= 3.17 hrs
Hyd. volume
= 90,401 cuft
Max. Elevation
= 724.40 ft
Max. Storage
= 49,419 cuft
Wet Pond
Hyd. No. 3 -- 50 Year
10 20 30
Hyd No. 3 Hyd No. 2
Q (cfs)
24.00
20.00
16.00
12.00
0'
4.00
0.00
40 50 60 70 80
Time (hrs)
Total storage used = 49,419 cult
39

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 2
Post Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 23.78 cfs
Storm frequency
= 100 yrs
Time to peak
= 2.42 hrs
Time interval
= 5 min
Hyd. volume
= 101,234 cuft
Drainage area
= 7.650 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 5.34 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
' Composite (Area/CN) _ [(2.120 x 60) + (5.530 x 98)] / 7.650
Post Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 2 Time (hrs)
40

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 -Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
: 15
4.00
0.00 '
0 5
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 100 Year
10 15
— Hyd No. 2
Friday, 09 / 9 / 2016
= 8.272 cfs
= 2.83 hrs
= 100,725 cuft
= 724.45 ft
= 50,574 cuft
20 25 30
I Total storage used = 50,574 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
_L_ 0.00
35
Time (hrs)
41

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
Undetained
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.12
0.00
0.00
Land slope (%)
= 4.67
0.00
0.00
Travel Time (min)
= 24.79 +
0.00 +
0.00 =
24.79
Shallow Concentrated Flow
Flow length (ft)
= 595.00
0.00
0.00
Watercourse slope (%)
= 4.57
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.45
0.00
0.00
Travel Time (min)
= 2.88 +
0.00 +
0.00 =
2.88
Channel Flow
X sectional flow area (sqft)
= 60.00
0.00
0.00
Wetted perimeter (ft)
= 26.00
0.00
0.00
Channel slope (%)
= 1.54
0.00
0.00
Manning's n -value
= 0.050
0.015
0.015
Velocity (ft/s)
=6.48
0.00
0.00
Flow length (ft)
({0})812.0
0.0
0.0
Travel Time (min)
= 2.09 +
0.00 +
0.00 =
2.09
Total Travel Time, Tc..............................................................................
29.80 min
42

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 4
Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 0.349 cfs
Storm frequency
= 2 yrs
Time to peak
= 4.50 hrs
Time interval
= 5 min
Hyd. volume
= 4,031 cuft
Drainage area
= 9.150 ac
Curve number
= 60*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 2.28 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) = [(9.150 x 60)] / 9.150
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Undetained
Hyd. No. 4 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
- Hyd No. 4 Time (hrs)
43

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31318 2016 by Autodesk, Inc. v11
Hyd. No. 4
Undetained
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 5 min
Drainage area
= 9.150 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.72 in
Storm duration
= 6.00 hrs
* Composite (Area/CN) = [(9.150 x 60)] / 9.150
Q (cfs)
3.00
2.00
1.00
1.0 2.0
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Undetained
Hyd. No. 4 -- 10 Year
Friday, 09/9/2016
= 2.532 cfs
= 2.83 hrs
= 21,546 cuft
= 60*
= Oft
= 29.80 min
= SCS 6 -Hr
= 484
3.0 4.0 5.0 6.0
Q (cfs)
3.00
2.00
1.00
-1 0.00
7.0
Time (hrs)
44

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 4
Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 4.405 cfs
Storm frequency
= 25 yrs
Time to peak
= 2.83 hrs
Time interval
= 5 min
Hyd. volume
= 32,704 cuft
Drainage area
= 9.150 ac
Curve number
= 60*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 4.38 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Composite (Area/CN) = [(9.150 x 60)] / 9.150
Q (cfs)
5.00
Undetained
Hyd. No. 4 -- 25 Year
4.00
3.00
2.00
1.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 4
Q (cfs)
5.00
4.00
3.00
2.00
1.00
�--i 0.00
7.0
Time (hrs)
45

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 4
Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 6.249 cfs
Storm frequency
= 50 yrs
Time to peak
= 2.75 hrs
Time interval
= 5 min
Hyd. volume
= 42,941 cuft
Drainage area
= 9.150 ac
Curve number
= 60*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 4.92 in
Distribution
= SCS 6 -Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
` Composite (Area/CN) = [(9.150 x 60)] / 9.150
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.0 1.0
Hyd No. 4
Undetained
Hyd. No. 4 -- 50 Year
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)
46

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
Time to peak
Undetained
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 5 min
Drainage area
= 9.150 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.34 in
Storm duration
= 6.00 hrs
Composite (Area/CN) = [(9.150 x 60)] / 9.150
Q (cfs)
8.00
AM
4.00
2.00
1.0
Hyd No. 4
2.0
Friday, 09 / 9 / 2016
Peak discharge
= 7.844 cfs
Time to peak
= 2.75 hrs
Hyd. volume
= 51,499 cuft
Curve number
= 60*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 29.80 min
Distribution
= SCS 6 -Hr
Shape factor
= 484
Undetained
Hyd. No. 4 -- 100 Year
3.0
4.0
5.0
.o
Q (cfs)
8.00
4.00
2.00
— 0.00
7.0
Time (hrs)
47

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 5 min
Inflow hyd. No.
= 2 -Post Developed
Reservoir name
= Temporary Storage
Storage Indication method used.
Elev (ft)
725.00
724.00
723.00
722.00 "
0 25 50
1. Temporary Storage
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 2 Year
Friday, 09 / 9 / 2016
= 0.208 cfs
= 6.25 hrs
= 28,998 cuft
= 723.42 ft
= 27,899 cuft
75 100 125 150 175 200 225
Elev (ft)
725.00
724.00
723.00
' 722.00
250
Time (hrs)
48

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.003 cfs
Storm frequency
= 10 yrs
Time to peak
= 4.92 hrs
Time interval
= 5 min
Hyd. volume
= 61,482 cuft
Inflow hyd. No.
= 2 -Post Developed
Max. Elevation
= 724.29 ft
Reservoir name
= Temporary Storage
Max. Storage
= 47,096 cuft
Storage Indication method used
Elev (ft)
726.00
725.00
724.00
723.00
722.00
0 25 50
1. Temporary Storage
Wet Pond
Hyd. No. 3 -- 10 Year
75 100 125 150 175 200 225
Elev (ft)
726.00
725.00
724.00
723.00
1 722.00
250
Time (hrs)
49

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.664 cfs
Storm frequency
= 25 yrs
Time to peak
= 3.67 hrs
Time interval
= 5 min
Hyd. volume
= 77,264 cult
Inflow hyd. No.
= 2 - Post Developed
Max. Elevation
= 724.34 ft
Reservoir name
= Temporary Storage
Max. Storage
= 48,248 cuft
Storage Indication method used
Elev (ft)
726.00
725.00
724.00
723.00
722.00
0 25 50
1. Temporary Storage
Wet Pond
Hyd. No. 3 -- 25 Year
75 100 125 150 175 200 225
Elev (ft)
726.00
725.00
724.00
723.00
--1 722.00
250
Time (hrs)
50

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 5.460 cfs
Storm frequency
= 50 yrs
Time to peak
= 3.17 hrs
Time interval
= 5 min
Hyd. volume
= 90,401 cuft
Inflow hyd. No.
= 2 -Post Developed
Max. Elevation
= 724.40 ft
Reservoir name
= Temporary Storage
Max. Storage
= 49,419 cuft
Storage Indication method used
Elev (ft)
726.00
725.00
724.00
723.00
722.00 " I'
0 25 50
1. Temporary Storage
Wet Pond
Hyd. No. 3 -- 50 Year
75 100 125 150 175 200 225
Elev (ft)
726.00
725.00
724.00
723.00
' 722.00
250
Time (hrs)
51

Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 6
WQ Drawdown
Hydrograph type
= SCS Runoff
Peak discharge
= 9.460 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.17 hrs
Time interval
= 5 min
Hyd. volume
= 19,546 cult
Drainage area
= 7.720 ac
Curve number
= 97.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 1.00 in
Distribution
= Custom
Storm duration
= ZAECO Energy\EEDS Charlott6W6#94fibAdmin\Perrnit#B4\Stormwater\Charlott(
Q (cfs)
10.00
WQ Drawdown
Hyd. No. 6 -- 1 Year
8.00
6.00
4.00
2.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 6
Q (cfs)
10.00
M
4.00
2.00
—1 0.00
7.0
Time (hrs)
52

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 7
WQ Drawdown
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 5 min
Inflow hyd. No. = 6 - WQ Drawdown
Reservoir name = Temporary Storage
Storage Indication method used
Q (cfs)
10.00
: of
W. Of
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WQ Drawdown
Hyd. No. 7 -- 1 Year
25 50 75 100
Hyd No. 7 Hyd No. 6
Friday, 09 / 9 / 2016
= 0.067 cfs
= 6.17 hrs
= 19,269 cuft
= 722.99 ft
= 18,804 cuft
125 150 175 200 225
1 Total storage used = 18,804 cuft
Q (cfs)
10.00
m
m
4.00
2.00
- L 0.00
250
Time (hrs)
53

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 8
CP Drawdown
Hydrograph type
= SCS Runoff
Peak discharge
= 13.41 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 5 min
Hyd. volume
= 36,211 cuft
Drainage area
= 7.720 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.50 min
Total precip.
= 2.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(7.720 x 88)] / 7.720
Q (cfs)
14.00
12.00
10.00
.ed
4.00
0.00 ' 1'
0 2 4
Hyd No. 8
i
CP Drawdown
Hyd. No. 8 -- 1 Year
Q (Cfs)
14.00
12.00
10.00
MI
4.00
2.00
`_-— ' 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
54

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v11
Friday, 09 / 9 / 2016
Hyd. No. 9
CP Drawdown
Hydrograph type
= Reservoir
Peak discharge
= 0.215 cfs
Storm frequency
= 1 yrs
Time to peak
= 19.83 hrs
Time interval
= 5 min
Hyd. volume
= 35,687 cuft
Inflow hyd. No.
= 8 - CP Drawdown
Max. Elevation
= 723.44 ft
Reservoir name
= Temporary Storage
Max. Storage
= 28,361 cuft
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
8.00
4.00
2.00
0.00
0 25
Hyd No. 9
50
CP Drawdown
Hyd. No. 9 -- 1 Year
Q (cfs)
14.00
12.00
10.00
8.00
�1
4.00
2.00
I I I I I I 1 0.00
75 100 125 150 175 200 225 250
Time (hrs)
Hyd No. 8 Total storage used = 28,361 cuft
55

Eco Energy Distribution - Stormwater Riser Structure Buoyancy
Calculations
Inside Dimensions of Riser: Width
4 Ft.
Width
Wall Tickness
0.5 Ft.
Outside Dimensions of Riser: Width
5 Ft.
Length
Base Dimensions: Width
6 Ft.
Length
Depth of Riser
8.20 Ft.
Volume of Riser
205.00 CF
Volume of Base
36.00 CF
Total Volume of Riser
241.00 CF
Volume of Interior of Riser
131.20 CF
Volume Deduction of Outlet Pipe
0.88 CF
Volume of Concrete
108.92 CF
Weight of Riser* 16337.53 Lbs.
*Calculation does not included grouted base
4 Ft.
5 Ft.
6 Ft. Height 1 Ft.
Force Buoyant = Riser Volume x unit weight of water (62.4 lbs/ cf)
Force Buoyant = 15038.40 Lbs
Force Ballast = Force Buoyant - Weight of Riser
Force Ballast = -1299.13 Lbs.
Volume Conc. Req. = Force Ballast/ unit weight of concrete in water (87.6 pcf)
Volume Conc. _ -14.83 CF -0.55 CY
Weight of Concrete = Volume of Concrete x unit weight of concrete in air (150 pcf)
Weight of Concrete* _ -2224.54 Lbs
*negative value indicates base is adequate
1
56

Line Profile (Line 1) - PIPE F6 Page 1 of 1
Line 1 - PIPE F6
Eley (ft)
742.00 742.00
736.00
730.' --77: 730.00
U,
72 724.00
71 718.00
712.00 712.00
E,- 65 9 95
Reach (ft)
Storm Sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
1:
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
1
43.01
722.50
730.25
0.90 2.13
2.13
723.40
732.38 732.38
24.08
8.00
-3.00
4.00
CA
,
I Project File:
� No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 2) - PIPE F5
Line 2 - PIPE F5
El ev (it)
[qb.UU — F ib ro (4b.W
742.00 — 742.00
738.0D .. ...... .... 738.00
734.00.............. 734.00
­ ------- -------- — Lind
-----------
730.00—. Lib. J Id 730.00
Line 1
726.00 1 726.00
0 5 10 15 20 25 30 35 40 45 5D
Reach (ft)
Page I of 1
Stam Sewm
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity I
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(Cfs)
M
(ft)
M
(ft)
M
(ft)
M
M
(ft/s)
(ft/S)
M
(ft)
2
39.65
730.77
731.50
1.61
2.05
2.05
732.38
733.55
733.55
10.23
7.71
3.48
8.00
1
00
Project File: — --------
No. Lines: 45 _T
Run Date: 9/9/20 16
Stam Sewm

Line Profile (Line 3) - PIPE F4
751.00
746.00
741.00
736.00
731.00
Line 3 - PIPE F4
(ZU.W
0 5 10 15 20 25 30
751.00
746. DO
741.00
73.00
731.00
-fir, M
35 40
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
0 W"W
NOW
Cover
LW
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
Jnct
(ft)
Dn
(ft/s)
Up
(fus)
Dn
(ft)
Up
(ft)
3
39.76
735.43
735.86
1.41
2.05
2.05
736.84
737.91
737.91
12.19
7.72
4.07
10.46
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers
(ZU.W
0 5 10 15 20 25 30
751.00
746. DO
741.00
73.00
731.00
-fir, M
35 40
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
Jnct
(ft)
Dn
(ft/s)
Up
(fus)
Dn
(ft)
Up
(ft)
3
39.76
735.43
735.86
1.41
2.05
2.05
736.84
737.91
737.91
12.19
7.72
4.07
10.46
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

o�
0
Line Profile (Line 4) - PIPE G4
742.00
738.00
734.00
746.00
742.00
738.00
734.00
730.00 t t t t t t t t t t 730.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Page 1 of 1
Storm Sem
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Cl
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ftts)
Dn
(ft)
Up
(ft)
4
16.17
737.59
738.55
1.28
1.45
1.45
738.87
740.00
740.00
7.63
6.63
9.73
8.77
Project File:No.
Lines: 45
Run Date: 9/9/2016
Storm Sem

Line Profile (Line 5) - PIPE H4
Page 1 of 1
Storm Sewers
Line 5 - PIPE H4
Elev (ft)
754.00
754.00
JB H4
750. D0
750. DO
7
745. DO745.
.............................................................................................................................................................................................
00
742.00
742.60
738.00
80 000 f
-
0.8(%
- _ 738.00
L
734.00
734.00
0
5 10 15 20
25 30 35 40
45
50 55
50 55 70 75 SO
85 90 95
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(n)
(ft/s)
(ft/s)
(ft)
(ft)
5
12.84
738.55
739.19
1.45
1.29
1.29
740.00
740.48 j
740.48
5.27
6.00
8.77
8.13
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 6) - PIPE 14
Page 1 of 1
Storm Sewers
B H4
Line 6 - PIPE 14
&ftJN4
750.00
7T-
750.00
747. OD
747.00
744.0
_..................................................
_............... ............ ............
.......... ..............
...... ...... ............
............ ............ ............ .........
744.00
741.
741.00
14.20M - a- @
0. T%
738.04738.00
n e 5
735.00
735.10
0
10 20
30 40
50 50 70 80
90 1 GE '110 120 130 140 150 160 170 180 1
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
WS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
6
9.50
739.69
740.97
1.15
1.19
1.19
740.84
742.16
742.16
6.54
6.32
8.13
6.85
File:
No. Lines: 45
-:[Project
Ru=Date: 9/9/2016
Storm Sewers

Line Profile (Line 7) - PIPE J4
Page 1 of 1
Storm sewers
Line 7 - PIPE A
Elev (ft)
JB A
751.00
751.00
748.00
77-
748.00
745.00
...........................................................................................................................................................................................
745.00
742.00
1 LJ
742.00
Une
120
9 OLf
- S°" ral
0.000
739.1
739.00
736.00
736.00
0
10 20 30
40 50 60
70
80 90
1 GG 119 120
131D 140 '150
Ruch (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
7
6.21
740.97
741.94
1.19
0.96
0.96
742.16
742.90 j
742.90
4.13
5.18
6.85
5.88
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

Line Profile (Line 8) - PIPE K3
7.53.00
750. DD
747.00
744.00
Line 8 - PIPE K3 Elev (ft)
JE JB K3
...........................................................................................................................................................................................
i
1 0.9 OU - 5" c 0.800 - =
753.00
747.00
744.00
MUCY
738.00 73$.()0
0 10 20 30 40 50 50 70 80 90 1 DO '110 120 130 140 150
Reach (Ai
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(fus)
Dn
(ft)
Up
(ft)
8
3.12
742.19
743.16
0.71
0.71
0.71
742.90
743.87 j
743.87
4.30
4.33
5.88
4.91
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

CD
CA
Line Profile (Line 9) - PIPE K2
Line 9 - PIPE K2 Elev (ft)
754.00 754.00
751.00 751.00
I K2
748.00
748.00
745. DO 745.00
. ........
. ........... ...........
..............
...........
37. 1 MU - 12" @ 1.99° % LAC- I t5
742.00
742.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Page 1 of 1
Storm Sew
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(Cfs)
Dn
(ft)
Up
(ft)
744.16
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
ON
Up
(ft/s)
Dn
(ft)
Up
(ft)
9
3.13
743.42
0.54 0.76
0.76
743.96
744.92
744.92
7.17
4.91
4.90
1.65
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sew

Line Profile (Line 10) - PIPE E4
V9111:11
746.00
742.00
738.00
734.00
Line #
10
Project File:
i
10 20 30 40 60 60
Invert Elevation
Q
Dn Up
(cfs) (ft) (ft)
20.93 736.86 737.82
Depth of Flow
Dn Up
(ft) (ft)
1.56 1.64
746.00
742.00
738.00
_inc ;
734.00
730.{0
70 SG 90 1 D 110 120 130 140
Reach (ft)
Hydraulic Grade Line
Hw Dn Up Jnct
(ft) (6) (ft) (ft)
1.64 738.42 739.46 739.46
No. Lines: 45
Page 1 of 1
Velocity Cover
Dn Up Dn Up
(ft/s) (ft/s) (ft) (ft)
7.94 7.60 10.46 9.50
Run Date: 9/9/2016
Stan sewer

Line Profile (Line 11) - PIPE D4
Line 11 - PIPE D4 Elev (ft)
753.OG 753.00
749.00 749.00
746.00........................................................................................................................................................................................................
745.00
741.00 741.00
737.00 Z U
L e 'tt
733.00 733.(10
10 20 30 41" 11 u 12G 130 14fl
Reach (ft)
Invert Elevation
Line # Q
Dn Up Dn
(cfs) (ft) (ft) (ft)
11 17.64 737.82 738.78 1.64
Project File:
Page 1 of 1
Depth of Flow Hydraulic Grade Line Velocity Cover
Up Hw Dn Up Jnct Dn Up Dn Up
(ft) (ft) (ft) (ft) (ft) MIS) (ft/s) (ft) (ft)
1.51 1.51 739.46 740.29 j 740.29 6.41 6.92 9.50 8.54
No. Lines: 45 Run Date: 9/9/2016
Storm Sewer

Line Profile (Line 12) - PIPE C4
Page I of 1
Storm Se"rs
Line 12 - PIPE C4
Ele-v (ft)
754.00 —
754.00
EG
G750.
750. CC,-
750.00
746.00
....
............. .........
746.00
742. CO
742.00
lir �2ry
738.00738.00
U, U
%
734. CO —
734.00
0
10 20 30
40
5D 60 70 80
90 1 DD 110
120 130 140
Reach (ftl
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(fus)
(ft)
(ft)
12
14.31
738.78
739.74
1.51
1.36
1.36
740.29
741.10 j
741.10
5.62
6.28
8.54
7.58
Project File:
6
Run Date: 9/9/2016
Storm Se"rs

Line Profile (Line 13) - PIPE C3
750.00
747.00
744.00
741.0
738.00
735.00
0
IR F+A I :._- .47 ninr, 8"1) Cin-., .4'.
5 10 15 `0 25 30 35 40
750.00
747.00
744.00
741.00
738.00
735.Q0
45 50
Reach tfti
Page 1 of 1
swan small
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
DnUp
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(7)
(ft)
(8)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
13
3.76
742.64
743.35
0.61
0.83
0.83
743.25
744.17
744.17
7.49
5.43
5.68
2.46
C co
Project File:
No. Lines: 45
Run Date: 9/9/2016
swan small

Line Profile (Line 14) - PIPE C2
Page 1 of 1
Line 14 - PIPE C2
Elev (ft)
749.00
749.00
AC
747.00
747.00
745. DO
745.00
48.038Lf - �� � 2. 0%
Line t
743.00
...................................................................................................
743.00
Lin , _
741.00
741.00
739.00
739.00
0
5 10
15
20 25 30 35 40 45
50 55
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
14
2.33
743.69
744.49
0.67
0.67
1.48
744.36
745.63
745.97
6.68
6.67
2.45
1.65
Project File:
No. Lines: 45
Run Date: 9/9/2016

Line Profile (Line 15) - PIPE C1
Line 15 - PIPE C1 Elev (ft)
749.00 749.00
_ `r`I Cl
747.00 747.00
------------
745. 745.00
t��J�Lf - ' � 2. 0%Line 44
743. a0.................................................................................................................................................................... 743.00
741.00 741.00
739. 739.00
0 20 45 50
Reach (ft)
Page 1 of 1
Storm Sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(afs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
15
1.45
744.49
745.29
0.67
0.67
1.45
745.97
746.47
746.74
4.17
4.17
1.65
0.85
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 16) - PIPE K1
Page 1 of 1
Storm Sawmra
Line 16 - PIPE K1
Eler (ft)
749.00
749.00
Yt K1
747.00
747.00
745.00
745.00
4 . UOOU - „
2. 00%
743.00
r....................................................................................................................................................................................
743.00
741.00
741.04
739.00
739.00
0
5 10
15 20 25
30 35 40
45 50
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
WS)
(ft)—
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(flus)
(ft)
(ft)
16
1.54
744.49
745.29
0.46
0.58
0.58
744.95
745.87
745.87
5.93
4.78
1.65
0.85
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sawmra

Line Profile (Line 17) - PIPE J3 Page 1ofI
Storm Sew
Line 17 - PIPE A
Elev (ft)
753.00
753.00
750.00
750.00
..
YI J3
747.00
747.00
744.E
..
............
744. DO
1° 149Y - 1 ,� @
1,98%
Lille 16
741.OD
741.00
738.00
738.00
5
10 15
20 25
30
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(ds)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
17
3.28
743.12
743.50
0.56
0.78
0.78
743.68
744.27
744.27
7.24
5.03
5.20
2.31
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sew
..
Storm Sew

Line Profile (Line 18) - PIPE J2
749.00
747.00
745.00
V0101
741.00
Line 18 - PIPE J2
EI ev (ft)
'r''I J2
Et33.068L - 9' @ 2 00% - - Ur
............................................................................................................................. .
Line
739.M
0
5 15 20 5 _ 35 40
749.00
747.00
745.00
e19
74.3.00
741.00
739.00
45
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Cl
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
MIS)
Up
(ft/S)
Dn
(ft)
Up
(ft)
18
2.33
743.83
744.49
0.67
0.67
1.40
744.50
745.55
745.89
6.68
6.67
2.31
1.65
A
Project File:
No. Lines: 45
Run Date: 9/9/2016
stogy sewers

Line Profile (Line 19) - PIPE A
Line 19 - PIPE J1 Elev (ft)
749.00 749.00
747.00 747.00
745.00 745.00
3S. 994U- "@2.
Line 18
743.00...................................................................................................................................................... 743.00
741.00 741.00
739.00 739.00
0 5 35 40 45 50
Reach (ft)
Page 1 of 1
Storm sewers
Line #
Q
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
19 1.45 744.49 745.29
0.67 0.67 1.37
745.89 746.39 746.66
4.17 4.17 1.65 0.85
4
Project File:
No. Lines: 45
I Run Date: 9/9/2016
Storm sewers

Line Profile (Line 20) - PIPE B4
750.00
747.00
744.00
741.00
738.00
i
V91111M
747.00
744.00
i 741`.00
738.00
73C rtr%
10 20 30 40 50 50 70 S0 90 '100 110 120 130 140
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
--
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
20
10.82
740.23
741.19
1.34
1.34
2.00
741.57
742.53
743.19
6.48
6.48
7.59
6.63
Project File:
No. Lines: 45
Run Date: 9/9/2016
somm

Line Profile (Line 21) - PIPE B3
Line 21 - PIPE B3
EI e-,, i, ft)
[!D,3.UU
J:
750.00 750.00
747.00 747.00
.......................... .............
744. DO .. 744.00
............ ....
..........
35,456 -f - 12" 2 00%
741.00741.00
L
738.00 738. DD
0 5 10 15 20 30 35 40 45 50
Reach (ft)
Page 1 of 1
Stmm sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(S)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(fus)
(ft)
(ft)
21
3.76
742.65
743.36
0.61
0.83
0.83
743.26
744.16
744.18
7.49
5.43
5.67
2.45
-4
Project File:
No. Lines: 45
Run Date: 9/9/2016
Stmm sewers

Line Profile (Line 22) - PIPE B2
Lite 22 - PIPE B2
E{ ev (ft)
14'tP. ULi f 49.UU
747.00 747.00
{
745.007T7
745.00
40 Lf 2. %
743.00 ............ .................. .................. ................ ................................................ .................. ......... u
21
741.00 741.00
730.00 730.00
20
Reach (ft)
Page 1 of 1
Storm sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(dS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
22
2.33
743.69
744.49
0.67
0.67
1.48
744.36
745.63
745.97
6.68
6.67
2.45
1.65
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

Line Profile (Line 23) - PIPE 131
Line 23 - PIPE B1 Elev (ft)
749.DD 749.00
`fl B1
747.00 747. DD
745.00 745.00
743.00 -.......................................................................................................................................................................... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)(I
ft)
23
1.45
744.49
745.29
0.67
0.67
1.45
745.97
746.47
746.74
4.17
4.17
1.65
0.80.85
co
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

Co
0
Line Profile (Line 24) - PIPE 13 Page 1of1
Storm Sem
Line 24 - PIPE 13
Elev (ft)
JB
14
751.00
751.00
Y1 13
748.00
748.00
745.00
. ........
745.00
742.00
_
—170.08
Lin? 8
739.00
739.00
736.00
736. DD
0
5
10 15 20 25
30
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
WS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
M/s)
(ft/s)
(ft)
(ft)
24
3.60
742.82
743.21
0.59
0.81
0.81
743.41
744.02
744.02
7.45
5.29
5.50
2.60
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sem

Line Profile (Line 25) - PIPE 12
749.00
747.00
746.00
743.00
741.00
739.00
0
Line 25 - PIPE 12
Page 1 of 1
EI ev (ft)
5 10 15 20 25 30 35 40 45 50
Invert Elevation
Line # Q Dn Up Dn
(cfs) (ft) (ft) (ft)
25 2.33 743.53 744.49 0.67
Project File:
749. DD
747. DD
745. D0
ie 39
743.00
741.00
739.00
55 60
Reach (ft)
Depth of Flow Hydraulic Grade Line Velocity Cover
Up Hw Dn Up Jnct Dn Up Dn Up
(ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
0.67 1.58 744.20 745.72 746.07 6.68 6.67 2.61 1.65
No. Lines: 45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 26) - PIPE H3
750.01)
747. �',C�
744.00
741.1DO
738.00
7qr, riri
FJB H4
Line 26 - PIPE H3
11 bU.QU
747. DO
'1744. DO
1.00
738.00
735. UV
5 20
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfS)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/S)
Up
(ft/s)
Dn
(ft)
Up
(ft)
lip
............... .
......
h 490
-f 12" (T
2.00%
... .............
0.82
742.92
743.85
743.85
7.48
5.40
6.00
2.78
CDRun
Project File:
No. Lines: 45
Date: 9/9/2016
Stwm Se"m
11 bU.QU
747. DO
'1744. DO
1.00
738.00
735. UV
5 20
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfS)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/S)
Up
(ft/s)
Dn
(ft)
Up
(ft)
26
3.73
742.32
743.03
0.61
0.82
0.82
742.92
743.85
743.85
7.48
5.40
6.00
2.78
CDRun
Project File:
No. Lines: 45
Date: 9/9/2016
Stwm Se"m

Line Profile (Line 27) - PIPE H2
Page 1of1
Line 27 - PIPE H2
Ele-v (ft)
74.00
749.00
`r' H2
747.00 '
747. DD
745.00
745.00
743.00
- ....... ....._.............
743.00
Line 2 ,`;
741.00
741. DD
739.00
739.00
0 5 10 15 20
25 30 35 40 45 50 55
60 55 70
Reach
ift)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
27
2.33
743.03
744.16
0.82
0.65
0.65
743.85
744.81 j
744.81
3.37
4.29
2.78
1.65
W
Project File:
No. Lines: 45
Run
Date: 9/9/2016
Storm Sewers

Line Profile (Line 28) - PIPE 1-11
Line 28 - PIPE H1 Bev M':
749.00 749.00
747. DD 747. DD
745.00 745.00
40.009Lf - „ @ 2. C 0%
743.00 L -
.................................................................................................................................................................. 743.00
741.00 741.00
739.00 7a0 M
0
5 10 15 20 25 30 35 40 45 so 55 w
Rew:h (it)
Page 1 of 1
Storm Sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(mss)
(ft/s)
(ft)
(ft)
28
1.45
744.49
745.29
0.45
0.57
0.57
744.94
745.86
745.86
5.87
4.61
1.65
0.85
Co
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 29) - PIPE D3
754.00
750.00
748. as
742.00
738.', L
7314 .00,
u
Line 29 - PIPE D3
EI e-: .:
10 15 20 25 30 35 40
7�4.aa
745.00
742. DO
73S. DO
7U.aa
4E, na
Reach ift;
Page 1 of 1
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line # Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft)
29 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.18 744.18 7.49 5.43 5.67 2.45
co Project File: No. Lines: 45 Run Date: 9/9/2016
Storm Se"M

CO
Line Profile (Line 30) - PIPE D2
Line 30 - PIPE D2
749.00 l4U. UU
iDv Y1 D2
747.00 747.00
745.00 745. DD
743.00 40 032U - 2. 0% Line 3 i 743.00
......................................................................................... 4
Line 29
741.00 741.00
739.00 739.40
0 5 10 15 20 25 30 35 40 45 50 55
Reach (ft)
Elev (ft)
Page 1 of 1
swm Sm
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(ds)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(fUs)
(ft/s)
(ft)
(ft)
30
2.33
743.69
744.49
0.67
0.67
1.48
744.36
745.63
745.97
6.68
6.67
2.45
1.65
----I
Project File:
TNo. Lines: 45
Run Date: 9/9/2016
swm Sm

Line Profile (Line 31) - PIPE D1
Line 31 - PIPE D1 Ede eft.
749.0D 749.00
747.00 j 747.00
745.00 745.00
4 .00OLf - "@2.
743.00.................................................................................................................................................................... 743. J
741.00 741M
7T4M
0 5 10 15 20 __ = 45 50
Reach (ft)
Page 1 of 1
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line # Q I T
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/5) (ft) (ft)
31 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
00 Project File: No. Lines: 45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 32) - PIPE A4
Page 1 of 1
Storm samB
Line 32 - PIPE A4
Elev (M
753.E
753.00
JB
BA
750.00
750.00
747.00
747.00
744.0D
........................................................................................................................................................................................................
744.00
741.00
L90
Line
738.00
8.00
D
10 20 30
40
50 50 70 80 10 100 110
120 130 140
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(mss)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
32
7.29
741.19
742.15
1.50
1.49
1.76
743.19
743.64
743.91
4.13
4.13
6.63
5.67
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm samB

Line Profile (Line 33) - PIPE A3
Line 33 - PIPE A,') Elev (ft)
754M 754.00
76 1 . CC' 751.00
748.x, 78.DO
745.,- .... ..... . .. .......... 745.00
35 456; -f - 18" Z 00% tfineN 742.00
739.007
- 739.00
35 4045 50
Reach (ft)
Page I of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
a
Dn
Up
Dn
Up
Hw
Dn
Up Jnct Dn
Up
Dn
Up
(Cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft) (ft) (ft/s)
(ft/s)
(ft)
00
33
7.33
742.15
742.86
1.50
1.05
1.29
5.54
5.67
2.45
743.91
743.91 j 744.15 4.15
.—
00
Project File: No. Lines: 45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 34) - PIPE A2
74O.GG
747.00
Valt:11
743.00
741.00
Line 34 - PIPE A2
Elev (ft)
749.00
747.00
745.00
1 C. 15 3u _ 4
739.00
45 50
Reach (ft)
Page 1 of 1
Storm Sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
WS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
34
5.86
742.86
743.66
1.29
0.93
0.93
744.59 j
744.59
3.63
5.07
2.45
1.65
744.15
o
Project File:
No.
Lines: 45
Run Date:
9/9/2016
Storm Sewers

Line Profile (Line 35) - PIPE Al Page 1of1
Line 35 - PIPE Al
749.6E r 4�O. UU
Y1 Al
747.00 747. DD
745.00 745.00
40 00OLf - 5" @ 2.00 Q
74.3.00.................................................................................................................................................................................... 743.00
741.00 741.00
739.DD 739.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Eley (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Veloaty
Cover
Line #
Q
(ds)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
35
5.01
743.91
744.71
0.68
0.91
0.91
744.59
745.62
745.62
7.30
5.25
1.65
0.85
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewm

N
Line Profile (Line 36) - PIPE E3
Line 36 - PIPE E3 Elev (ft)
753.00 753.00
749.00 YI E3
749.00
746.00 745.00
741.00 12 . 10IL}
74-1.00
737.00 T37. DD
Line 10
733.40 733.0D
0 5 10 15 20 25 3D 35 4D 45 50
Reach (ft)
Page 1 of 1
storm sew
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(mss)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(mss)
Dn
(ft)
Up
(ft)
36
3.76
742.65
743.36
0.61
0.83
0.83
743.26
744.18
744.18
7.49
5.43
5.67
2.45
Project File:
No. Lines: 45
Run Date: 9/9/2016
storm sew

Line Profile (Line 37) - PIPE E2
Page 1 of 1
Storm Sewers
Line 37 - PIPE E2
Flee M)
749.00
749.00
747.00
747.00
745.00
745.00
743.00
..................................................................................................................................................................
743.00
741.00
741.00
739.00
73.9.00
0
5 1 D
15
20 25 30 355 40 45
5D 5�yC
Ruch (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(fus)
(ft)
(ft)
37
2.33
743.69
744.49
0.67
0.67
1.48
744.36
745.63
745.97
6.68
6.67
2.45
1.65
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 38) - PIPE E1
Line 38 - PIPE E1 EiT' ft.
749. GD 749.00
747. Q0 " 747.00
745.00 745. DO
4 .00OLf - " @ 2.0 %
743.00 ............................................................................................................................................................... 743.00
741.00 741.00
739.00 739.00
C' 1C` 1�' - -- - -r 4E '}0
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Cl
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
WS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
38 1.45 744.49 745.29
0.67 0.67 1.45
745.97 746.47 746.74
4.17 4.17 1.65 0.85
p
Project File:
No. Lines: 46
—T
Run Date: 9/9/2016
Ston" Sewell

Line Profile (Line 39) - PIPE 11 Page 1of1
Line 39 - RIPE 11
EI ev (ft)
r4y.UU YI 11 749.00
_
i
747. DD 747.60
745.00 745.60
3 .9944 - 2.9 %
743. DD................................................................................................................................................................................... 743.60
741.00 741.60
739.00 739.00
0 5 10 15 20 25 30 3.5 40 45 50
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfS)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
WS)
Up
(ft/s)
Dn
(ft)
Up
(ft)
39
1.45
744.49
745.29
0.67
0.67
1.54
746.07
746.56
746.83
4.17
4.17
1.65
0.85
C CA
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

Line Profile (Line 40) - PIPE F3
Page 1 of I
Storm se"m
JB F4
Line 40 - PIPE F3
Elev (ft),
750.00 —
W1 r- 750.00
746.00
......................
.................................
746.00
742.00742.00
—JYT79 -T7T27( FT—U97;-
.......... ........
738.00
739.00
734.00
734.00
730.00
730.00
0
5 10
.15 20 25 30
35 40
45 50
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(GfS)
(ft/s)
(ft/s)
(ft)
(ft)
40
3.76
742.65
743.36
0.61
0.83
0.83
743.26
744.19
744.19
7.49
5.43
5.67
2.45
Project File:
Lines: 45
-
Run Date: 9/9/2016
T
Storm se"m

Line Profile (Line 41) - PIPE F2
Line 41 - PIPE F2 Elea (ft)
749.00 Y1 F2 749.00
---
747.00 747.00
745.00 745. CSC)
4021Lf -2. 0%
743.00 ................................................................................ 743.00
— Lin40
741.00 741.00
739.{ '7'1a m
0
5 10 15 20 25 30 35 40 45 50 55 �v
Ruch (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
41
2.33
743.69
744.49
0.67
0.67
1.48
744.36
745.63
745.97
6.68
6.67
2.45
1.65
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm swmm

CO
Line Profile (Line 42) - PIPE F1
Line 42 - PIPE F1
749.00 f 4U. UU
YI F1
747.00 747.00
745.00 745.00
4C. 00OU - " @ 2.00%
743.04.................................................................................................................................................................................... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 3D 35 40 45 5D
Reach (ftl
EI ev (ft)
Page 1 of 1
Storm Saw
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
42
1.45
744.49
745.29
0.67
0.67
1.45
745.97
746.47
746.74
4.17
4.17
1.65
0.85
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Saw

Line Profile (Line 43) - PIPE G3
Line 43 - PIPE G3 Elev (ft)
754.00 754.00
75G. DG4, G, i 750.00
745. DD 746.00
742.00 _ a 742.00
738,00 738.DD
Line
'71A M 1 7'1d Mi
0 5 10 1E• 20 25 30 35 40 45 50
Reach (ft)
Page 1 of 1
Storm sewers
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
43
3.76
742.65
743.36
0.61
0.83
0.83
743.26
744.18
744.18
7.49
5.43
—FProject
5.67
2.45
—
File:
No. Lines: 45
Run Date: 9/9/2016
Storm sewers

Line Profile (Line 44) - PIPE G2
Line 44 - PIPE G2
Ele-. eft.
749.GG 74�.GG
747. GG
747.00
745. iia 745.00
743.00................................................................................................................................................. '43.00
Lin 4^,
74� .00 741.00
739.00 ?39.6G
0 5 1;, I_ 20 25 30
Reach (ftl
Page 1 of 1
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) () (ft) (6) () () (ft) (ft) (ft/s) M/S) (ft) (6)
44 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
g. Project File: No. Lines: 45 Run Date: 9/9/2016
swm, samB

Line Profile (Line 45) - PIPE G1
Page 1 of 1
Storm Sewers
Line 45 - PIPE G1
Elfu iti
749.00
749.00
Y1 � 1
747.00
747.00
745.00
745.00
4C 01 O U - " @ 2. IJ aro
743.00
....................................................................................................................................................................................
743.00
741.00
741.00
739.00
739.00
0
5 10
15 20 25 30 35 4D
45 50
Ruch tft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
45
1.45
744.49
745.29
0.67
0.67
1.45
745.97
746.47
746.74
4.17
4.17
1.65
0.85
Project File:
No. Lines: 45
Run Date: 9/9/2016
Storm Sewers

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc. Monday, Sep 12 2016
EEDS CHARLOTTE BOX CULVERT
Invert Elev Dn (ft)
= 710.00
Calculations
Pipe Length (ft)
= 300.00
Qmin (cfs)
= 364.44
Slope (%)
= 3.00
Qmax (cfs)
= 364.44
Invert Elev Up (ft)
= 719.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 84.0
Shape
= Box
Highlighted
Span (in)
= 96.0
Qtotal (cfs)
= 364.44
No. Barrels
= 1
Qpipe (cfs)
= 364.44
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Flared Wingwalls
Veloc Dn (ft/s)
= 8.28
Culvert Entrance
= 30D to 75D wingwall flares
Veloc Up (ft/s)
= 11.37
Coeff. K,M,c,Y,k
= 0.026, 1, 0.0347, 0.81, 0.4
HGL Dn (ft)
= 715.50
HGL Up (ft)
= 723.01
Embankment
Hw Elev (ft)
= 725.36
Top Elevation (ft)
= 749.00
Hw/D (ft)
= 0.91
Top Width (ft)
= 100.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 30.00
8e R.
MM,
7{2.00
731.00
.2Tn00
718. W
710.00
702.00
EEDS CHARLOTTE BOX CULVERT
H. kik
31.00
1500
700
-1 ^JO
-9m
-1700
R—h i1q
BOX CuveH HGL Eft -k
102

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Box Culvert Drainage Area
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 53.000
Rainfall Inten (in/hr)
= 7.238
OF Curve
= SampleExpress.IDF
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 -10
0
Runoff Hyd - Qp = 364.44 (cfs)
Monday, Sep 12 2016
Peak discharge (cfs) = 364.44
Time interval (min) = 1
Runoff coeff. (C) = 0.95
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
10 -yr frequency
5
Hydrograph Volume = 109,331 (cuft); 2.510 (acft)
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
'%- 0.00
10
Time (min)
103

by! > m n D
735
Cst01
911
(,
}
A �: ��•_ V A A I „�\' _ --_740 �' \ `,�"h,� _ ` it i y��A�'w \ �Il l/ I
-715
41
1-0
1 _
11
i
I 1
� � //// I ! I If / / J � � /''\• \\ I\ �1 � '� _ ��_ \ -__ _ _. _.- �r II 111 I
7 i i
_ t
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l /
, 710
Ij
\\ \ ,\\\ ~ - \\ _....,."770--•�,`.. �` _J�.+ _ r IIII 11 I` I
__ ♦\• 4\a\.\`� �.. 7 '- \ _,- L-- �\. / III 11 I
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` `: '�\�:
'
"N' .���I�IIJI�I�II (IIII Il lll� i l
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- \ ` I \ I 1 \ \ � 1 /( 1 \ I � I / �� •` � I 1 „ ;I�r I! ,I 111 h��
t \ I \ 1
v�wv�wv
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�\ .. �`� \ w \ •, _� \` \ ,. � L i '��� �`�\ xl� * f. I j I !III I I
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I � �
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1 Nii
f
.1.11/1/ l$(ryryll I I I
a I
m
/ I
I !
N � I
f f I I
>
D31aNEo 3r. DAM
j.E 30.5.,-13
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DMI Bv: CIm BV: SOLICrtATgN NO.:
SUBMITTED BY: ODNTRACi NO.:
ECO EN ENOY• CHARLOTTE
u
/�
�Ce-2rlel�y
PLOTDATE PN1.-:45 LlER
INTERMODAL FACILITY
AS NOTED 20-5° -1B 20,5913
M WTED
812E: FLE NAAE:
' '
PROJECT NUMBER 2015945
ANSI D Ill CNL SD
GRADING PLAN
SHEET 3 OF 4
�'�Fqg'.
En9lnN dnE, PAA
D31aNEo 3r. DAM
j.E 30.5.,-13
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DMI Bv: CIm BV: SOLICrtATgN NO.:
SUBMITTED BY: ODNTRACi NO.:
hn neo
cqc %%IIXX%
/�
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PLOTDATE PN1.-:45 LlER
AS NOTED 20-5° -1B 20,5913
M WTED
812E: FLE NAAE:
' '
ANSI D Ill CNL SD
r r
OX
7,
I/
M \\ `!
� fi ll111111j
If a
I ; I I
I �
I I Ill, II
I'II IIII II
I I I f
I Ill.,
L
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I I
I ryll IIII II
I IIII II!111
J 1 VIII I,
tiJ
II rl
,I
II�'
„ fJl \ 1
_
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I/ I Il��uAAl ,
Iill I
1. IIH
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j.E 30.5.,-13
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DMI Bv: CIm BV: SOLICrtATgN NO.:
SUBMITTED BY: ODNTRACi NO.:
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PLOTDATE PN1.-:45 LlER
AS NOTED 20-5° -1B 20,5913
M WTED
812E: FLE NAAE:
' '
ANSI D Ill CNL SD

18' DUL PIPE
D 24' TANG
BEYOND
PIPE, TW.
-z�
3�
ANTI -SEEP COLLAR DETAIL
NO SCALE
WASHED STONE
FILTER FABRIC
UNDER DAA_
MIRAI wOR
APPROVED EQUAL
C
I LI
IA
POND DAM
S' Vel.
TOP WOnI
4' MRI
DEPTH
YN.
C'. OR R
T mENCH BAOIaIu A IC vrtR1
C� oPMENT.R­TWO
rAMPOrETRoN EQUI
E AMMIAE MnxMAMN DERBm AHO MNAMLM
v AL IMM%sTAMNN RtOCTORI
CUT OFF TRENCH DETAIL
NO SCALE
GCL LINER. COVER SOIL AND KEV DAM Mm
PREPARED SO GRADE, REF. E1tIS11NG GRACE
GCI, LINEA DETAIL 2
SECTION B -B
CLASSIRPNAP
BAFFLE
2
3
4' TOPSOIL k SEED
10' uTTONAL SHELF
s
WiT . m
TTI NORMAL WATER ELEV. 688.0
IMPERMEABLE LAYER
(REFERTO BASIN
TYPICAL SECTION) -
SHALLOW LAND SHALLOW WATER•L�a3,
HERBACEOUS PLANTS EMERGENT PWITS
8' BED OF TOPSOIL _
VEGETATED SHELF MAINTENANCE SCHEDULE
NnnwheNHy aJtrr,M wer dermrim laema Lz �rebli i.d ,M pL.a.n m W
oe &d dMlf Gad pximera n(tFe Msm =Mold be rxvd r.n w srwil7il
-&d m.W the pLnb b. es,ebad,ed I.wmlml u. wceb).
No po Oof OWn d.- ­t �.Id be fVhl.d ­
. Ix J¢twtd
feed—IMtrsr .d roesMbl,s Om putts m the r-eS4 ddrif.
LITTORAL SHELF CROSS SECTION
NO SCALE
- TGPOFaAFFI .—w -
I^
- CLAS61 RP RAP
.ILAFF� —
I
.CL LINER, COVER 60LL AND
PREPARED SUBGRADE. REF.
GCL LINER DETAA
ELEVATION
FOREBAY BAFFLE DETAIL
NO SCALE
BMP Inset Table
Wet Pond
EEDS Intermodal Ethanol Transfer
TYPICAL POND SECTION B -B
SCALE 1•-5'
OP
ALUM. BAR GRATING ,'%d' BEARING BAts. FASTEN NV: 723.11•
INV.. 716.33-
W/ J -CLIPS ATTACHED TO A IrX1rnr GALVANIZED
ANGLE FRAME MORTAR FRAME TO TOP OF OUTLET
8' SCH 80 PVC WATER DUALITY CONTROL
W/ NON-SIHNNK GROUT.
STRUCTURE, W/ Y SQUARE ACCESS HATCH t LOCK
DEVICE. 8' SUMS GV INSIDE RISER W/
-
10:1 SLOPE. 6' SOIL (MIN)
T -HANDLE UP THROUGH RISER GRATE
_
EMERGENCY SPILLWAY
ON uTTD RAL SHELF
EL. 724.35'
TOPOF DAM: 728.00' I 3
4
- 3
3
_
A 70
EXISTING GRADE- 1 r
--
2 -YR WATER LEVEL: 723.42' (27.8
------------------------------------
266.50' - 18' RCP '0-RMG
_-------------------------GASKEIED JOINT -AT O.SO1G -----
716.33 NOTE: 8' PERMANENT POOL
RARER GRAN AND CONTROL VALVE
SECTION NOT SHORN FOR CLARITY.
CUTOFF TRENCH,_
REF. DETAIL
----- ---- - T
--------------------------------
NOTES:
INV.. 716.33-
1. PROVIDE WATER T,q/T SEAL
ARGURI PPE JOINTS TO RISER
CONCRETE BASE - 6'X6'
W/ NON-SIHNNK GROUT.
12' THK. W/ 10/10 6X6 WWW
2. GCL SHALL BE SEALED TO
-
CONCRETE RISER W/ GRANULAR
- ROR WTTSHELF
1
FOR WATER QUALITY,
BENTONITE ON ALL SIDES
.PLANTINGS
SECTION A -A
- - -� (SHELF AREA
BELO'•,
SCALE 1WR6W
5,517
a+
- 3
NORMAL POOL LEVEL: 722.DC'
2
11
CONCRETE FILL INSIDE
BOTTOM OF RISER,
SLOPE TD RCP INVERT
01L.
UNOISIURBED SqL
NTHETIC CLAY
LINER W/12'
4
5
STORRMONgO�AIN D
111
/ 12 RE 6' THICK
GRAVEL ACCESS
PERMANENT W711T /
N69' 09' WIN
/ 1
1
GOR®AY BAFFLE,
/\ SEE RETAIL BELOW
f
STORMWATER BMP ACCESS
' Q MAINTENANCE EVSEMENT�N � 1
ire
6' MAINTENANCE (RAN
VALVE, REF. DETAILS
8' SON. BO PVC DI
LME 1[ SLOPE O 0.50 :
A
�A
N
PERMANENT OUTFT
PROTECTION: '
♦--
288.50 LF OF 18' '0 -RING
GKSKETm JOINT a D.Sox,U/,,
EMERGENCY SPILLWAY, m
ELEV. 724.35'
PRECAST CONC. RISER
STRUCTURE. RIA ELEV, 724.20'
WET POND GRADING PLAN
SCALE: l'-30'
=:=
+'e s>o
C
'
000°op >m EN, Woe 215t,A AF
%
3:1 SLOPE (TYP)'
TF1+OkB®,T 9WIA IAIO IMIWA2PM
>x.W.NrsY AA 215 (--D-�._-�_
-
- - -
- ROR WTTSHELF
1
FOR WATER QUALITY,
'.
.PLANTINGS
..
- - -� (SHELF AREA
BELO'•,
_ — — —.. :; -.
5,517
a+
- A 21 SLOPE SOW
WATER LEVEL (TW) -
1
A
118.369•'- __�_-
A -
�Ni11F�
1
i
I
C
'
000°op >m EN, Woe 215t,A AF
%
3:1 SLOPE (TYP)'
TF1+OkB®,T 9WIA IAIO IMIWA2PM
>x.W.NrsY AA 215 (--D-�._-�_
-
- - -
- ROR WTTSHELF
1
FOR WATER QUALITY,
'.
.PLANTINGS
..
- - -� (SHELF AREA
BELO'•,
_ — — —.. :; -.
5,517
a+
- A 21 SLOPE SOW
WATER LEVEL (TW) -
A
118.369•'- __�_-
A -
=,5 SAVMAMR mIlY6 6RMD'S TR) =1r AWNdb f3T115v5 PAIR. vWIA,
YM ffi: Y eA . S 0.116 MM lIE. VII` S PWG
AT
SPAQWi tut GM fFRiElI. CLUSTERED AT Kl. NIDNNSWAIWQ (N EAW,FA. tl1Kl0m KT. N10,YN3
MAIIIETr. 14'-]D' MT. MATAtltt: 1Y -A6- NT.
PEIWMpNT INIa IlFP1M =,G R,s vra.c. (BUE FLAG)
�::?.�;�IN I 1A
T =2oCMEZTEMwA
,.:� EnGE a,.M�,WILR Fm�Awa xaus�iL�• sAi A"xiTwlATno x,vNKs
---� MxN� , „•HLA
m TYITK scnW�--I �An�wrr. ausi0® Ar KTwuntc x,FArxs
>uo wMEDA cARxxrs
mAoo. QYUnE�n AST ALTuxAnNc xTatvNs
YAIIMM,Y: — T.
KEY TYPE OUANIM KEY TWE
ANTITY
000°op >m EN, Woe 215t,A AF
228
TF1+OkB®,T 9WIA IAIO IMIWA2PM
>x.W.NrsY AA 215 (--D-�._-�_
228
A,NQW WA-OIC1mIT lYWAIMO XW1QM
215
226
BASED ON VEGETATED SHELF At EF. S] S
SHALLDW WATER (LOFER WTLF OF SHW'k 256D SF
SHALLOW LANG (UPPER HAY OF SHELF,z7W SF
1. RA EnrEOS M BE MNWM 2- MA . S PWG AT TME Q
MD
2 PLWTWG SEASON 6 RUGS 91A.LL R EIYEDN APR ,Sx
LITTORAL SHELF PLANING DETAIL
NO SCALE
ect-energy
EDO ENERGY
CHARLOTTE, MC
tt'
17943"
rp GH1A ,.
Ms�JO
iLLC Vl
J m
a Q
w
t�f D
K
L)
I=D Z*
0-0
w a
aNEET NUMBER
- I CD7.0

2
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.
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 (7) 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 NCDEQ 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 (S). 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 (BB%) OF STANDARD PROCTOR DENSITY.
D) THE MINIMUM TOP WIDTH OF THE DAM SHALL BE TEN FEET (101 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.
8) 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 CITY OF CHARLOTTE 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 CRY OF CHARLOTTE AND NCDEQ STANDARD MAINTENANCE REQUIREMENTS AND MAINTENANCE WILL BE DONE AS
PART OF THE STANDARDS SET UP BY THE STORMWATER BMP MANUAL AND CERTIFICATION FOR MAINTENANCE BY THE 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.
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 ONTHE 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 FOREBAY 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 ACC40MLISHED 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 CIN OF CHARLOTTE OR NC DENR
2, THE LOG SHALL RECORD THE DATES OF ALL INSPECTIONS AND ANY PERFORMED MAINTENANCE.
GENERAL POND CONSTRUCTION NOTE: I -
1. GCL LINER SHALL NOT BE LEFT IN A PARTIALLY CONSTRUCTED CONDITION. POND MUST
BE COMPLETED FROM START TO FINISH WITHOUT INTERRUPTION. INSTALLATION OF
MATTING SHALL BE PERFORMED WHEN CONDITIONS ALLOW FOR THE CONTINUOUS
INSTALLATION OF SUSGRADE MATERIAL, GCL MATTING AND COVER MATERIAL.
2, IN THE EVENT THAT CONDITIONS CANNOT IMMEDIATELY BE MET TO PERMIT
INSTALLATION, CONTRACTOR SHALL GRADE TO THE FULLEST EXTENT POSSIBLE BASED
ON CONDITIONS AND STABILIZE PER EROSION SEEDING FLANS,
3. CONTRACTOR MAY RESUME POND CONSTRUCTION AND GCL LINER INSTALLATION UPON
IMPROVEMENT OF CONDITIONS. ANY ACCUMULATED SILT SHALL BE REMOVED PRIOR
TO SUBGRADE PREPARATION.
4. GC SHALL SECURE A BOND IN THE AMOUNT REQUIRED TO COVER FINAL POND
CONSTRUCTION COSTS, PAYABLE TO THE CITY OF CONCORD.
5. FINAL POND CERTIFICATION WILL NOT BE PROVIDED UNTIL AFTER INSTALLATION OF GCL
LINER, AND SUBGRADE/ COVER MATERIALS AND FINAL GRADING.
��
IB" RCP BEYOND M
REAR OF RISER BOX
PULED AT BOTOM OF WATER NORMAU
CONTROL DEICE. ITR BELOW NORMAL
AL
¢a
d
INV DEEM 716.33
POOL FOR TRASH PROTECTION
NOTE: alovloE le•MIN. covER
k H
SOIL pEplH oN LmoRAL SHELF
1 I WETPWD110TTOy IEIEV. VARES)
I FOR WETLNID PLNRINGS
COVER SOIL. 1S Mw,
GCL MATTING. 9EMOMAT CL"
OR APPROVED EWAL, PLACED
WITH POLYPROPYLENE
MEMBRANE MNR18r aUBGRAOE
MATER AL
uNF W .SHED Rock
TYPICAL_3ENTOMAT INSTALLATION TECHNIOl1E
NOTE:
Liner, subgrade and gown material shall be prepared and inslaled under dry conditions.
Contractor may install liner after Seasonal High Water Table (SHOUT) has receded to
levels permitting work. If SHWT does not su0iaently recede under natural condi ions,
than Contractor shall be n•sporlsible for any and all dewatering required to perform Mork.
SUBGRADE PREPARATION:
Subgade surfaces consisting of granular sods. gravels or rough stone are not
acceptable We to their lage Void fraction and p-lum potential. K the underlying
surface consists of large .ocks or other material Mat cannot be removed, a 6" min
layer of send or dean sdi shall be prepared as a subgrace material. Prepared
subgmde materials shall lave a parlicle-size dslnbution of at least 80% finer than
the #60 sieve (0.25 mm) End shall be prepared as follows.
1. The subgrade surface must be smooth and free of vagetatbnsharp-edged
rocks, stones, slicks and the, foreign male, that -,ad comad the GCL.
2. The= Shc14d be rolled with a smooth -drum compactor to remove
any wheel ruts greater than 1` In depth, footprints, or other abrupt changes.
3. All prolresrorls ainending more than 0.5" shall be removed, crushed or
pushed mho the surface with a smooth -drum wmpacton.
4 The GCL maybe installed on a fromn subgrade, but the subgratle soil must
meal the above requirementsm the Bowed state.
COVER PLACEMENT:
GC shall cover the entre GCL mat with a minimum of 12' of cover material In
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 bee of angular stones or other foreign matter that
could damage tie OCL GC shall consult manufacturer d rover soils have
high Concentrations, of caldum limestone, dolomite. gypsum, seashell
fragments)
2. Cover sods shall have a pentacle size dslnbutan ranging between fines and
1' unless a cushioning geoledile is apedrled.
3. Cover soils shall be placed over the GCL using construction equipment that
mimmizes 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 mentor that prevens ft soul Iran entenng
the GCL overlap zones. Soil cover should be pushed up On slopes, not
down slopes to minimum tensile forces on the GCL
5. Cyclical wetting antl drying of the GCL can cause overlap separation. Soil
ver shall be placed promptly wherever possible.
6. To avoid Seam sepsration, the GCL should not be put in sues. Iva tension
by the weight or -cm of midlined geomambane on sleep slopes.
Longitudinal seam overlaps shall be a r imum of 12` to reduce overlap
separation. Atldil-ovally, supplemental bentonite shall be applied to the
seams per manufacturer's moomendalions.
GEOSYNTHETIC CLAY LINER (GCL) DETAIL
NO SCALE
4'X4'
RI
✓Y SLUICE
LIR ROD fl
TOP OF RISER RRA ELEV:
724.20
OPEN TOP W/ VARMNT
SCREEN FOR
ANTI -SIPHON CONTROL
Or SCM. BO PVC
QUALITY CONTROL
INV. -
T W/2'
HATCH AND
ON TOP
ORFM WV.
723.10'
e` PVC CAP w/ 2.5` 010. O
IB" RCP BEYOND M
REAR OF RISER BOX
PULED AT BOTOM OF WATER NORMAU
CONTROL DEICE. ITR BELOW NORMAL
AL
INV DEEM 716.33
POOL FOR TRASH PROTECTION
GCL TO BE SEALED TO
CONCRETE RISER W/ GRANULAR
BENTONITE ON ALL SIDES.
I i
\
NOTE: CONTRACTOR SHALL SUBMIT
SHOP DRAWINGS TO ENGINEER FOR
BASE EL:716.00
RENEW AND APPROVAL PRIOR TQ
FA&6CATION OF OUTLET STRUCTURE
SCALE 1'-2'
2Gt-enemy
ECO ENERGY
cIIARLOTTE. Nc
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