HomeMy WebLinkAbout20001195 Ver 12_Stormwater Plans_20111212 A
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,4ttention Annette M Lucas PE Date 11/21/11 Job No 100062 75476 018
Environmental Engineer
ro NCDENR � DWQ � Wetlands and Stormwater Branch Phone 919) 807 6375
1650 Mail Service Center Raleigh NC 27699 1650
Regarding CDIA SWMP West Blvd
We are sendmg you �Attached ❑ Under separate cover via_the follovumg dems
❑Shop draunngs ❑ Pnnts � Plans ❑ Samples ❑ Specrfications
❑Copy of Letter ❑Change Order � Reports ❑CDs ❑ Other_
Copies Date No Descnption
3 10/21/11 1 Updated BMP Operation and Maintenance Plan
3 10/21/11 2 Bioretention Cell Supplement
3 10/21/11 3 Bioretention Cell Calculat�ons for Pipe D�ameter
3 10/21/11 4 New Sheet 14 A and B of SWMP Colored Plans
3 10/21/11 5 Updated Sheets 1 and 6 of SWMP Colored Plans
� ►�1�1a c� C�
These are transmitted as checked below � � (z ]?aM�
� For approval ❑Approved as submi�ed � Resubmd 2 copies for approval �� ��� D
� For your use ❑Approved as noted ❑ Subm�t_copies for distnbution ��C � c� �O,�
�As requested ❑Retumed for corrections ❑ Return_corrected pnnts DENR W,4TER
❑ Forrewew/comment ❑ Other_ �E���ANDSTOR�q E g�CH
� For bids due_ ❑ Pnnts retumed after loan to us
Remarks Enclosed are only the updated documents
Copy to
if enclosures are not as noted please notify us at once Ronald A Ge er PE
C lpwworwngUpa1d02274811Transmittal Form doc
HDR Engmeedng Inc of the Carolmas 128 S Tryon Street Swte 7400 Telephone(704)338�700
Employee-owned Charlotte NC 28202 5004 I Fax(704)338 6760
November 21, 2C?11
Annette . Lucas, P
Environmental Engineer
NCDENR ' DWQ ' Wetlands d Sta water Branch
165Q ai1 �erviee Center, Raleigh, NC 27699-165� _-
' Re: ' CDIA S� . for AYea�1est'of 3`d Para3lel Runway
Update ta Approved Pla�
ear Ms. Lucas,
Charlcatt� Douglas Intext��tio�.al � prt (CDIA} has obt�tned a Str� Water Management �lan
,', {S . F) Fe `t by NCDENR£a�th�New Runway and'Pa llel Ta�way Pxaject Octobe�28, 2t}08. '
`s dacuinent w�s a can `tson o£ the 44�/401 pe 't for, �s project and other projects.
Imprave �ents ta West Baulevard were not des� ed � 200$, and thexefore the S ' �3ocument
did ��t ` clude a water quality strategp, `s project has now advanced tc� allaw B s to be
' established'tQ the'40�/4Q1 pe ' ' g conditions. Subsequently, HDR En ` e ` g, Inc c�f the '
Caro ` as has updated the apprc�ved S :: to u�.cc� oxate the West Blvd xelacati.cin project. We
odified the S P 'th bolded text and we are sub ° . � only the dra ° gs far West Blvd that '
are �ssential far yaur revi , as xequested. Atzached are the fallo ' g dc� ents which constitut�
aur previous press Revzew Sto water Manag ent Plan sub °ttal package fc�� the above
referenced project:
1; ee_(3) copies of canly the revised partions af the Sto Watex Manage �nt Plan
2. - ee (3} capies af anly the �evised suppa ' g itifo arion pe . . g tc� CDIA S P
' inclu " g
'a. I�etailed' descriptiaa of the pra�,os�d 'S�'�1N1P with T�S and Nutrient remaval '
calc tions fat'West B�vd Y2 (B�c�J 1} a�d L1-4 (Bia 2)',.
b. Calc tian and,s ,'a�.y sheets far �Biaretentian Bas2n.s, '
c. Supplements fo� e West Blvd$ioretentir�n Bas° s. '
3. ee (3) c4pies af th�signed Operation and N� ` tenance Plan.
4'. e� {3) copies af 'size plans. '
5'. C>ne {1) data�D'c�f full size plans. '
' If you have a�ny questicsns conce ` g the info ati.on in "s letter, or neecl addiiional infarmatian '
, please feel free to ca�ntact me at(704)',338 -6825. '
' SinceYely, '
HDR E� ` eering, Inc. of the Caro � as
� �
.,... �
'Rc�nald A. Geiger,'PE
Project Manager cc: Jack C `s ' e, CI�IA
NDREepiheer�ng;lns.o[theCatQiEnas �?.�a�` atr�ro8t Ph�ns:(704}338•67�Q
StE�t�YA�S Fax�f 7Q4}338�6760
�Ft�tt���.�{��F�?�t�� :Ctdrinc,cor�
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. $
Please indicate the page or plan sheet numbers where the supparting documentation can be found. An incomplete
submittal package will.result in a request far additianal infarmation. 7his will delay final review and appraval of the
proJect. Initial in#he space provided to indicate#he following design requirements have been met. If the applicant has
designated an agent,the agent may initial below. If a requirement has nat been met,attach justification.
Initials Page/Pian Sheet No.
1 F Plans(1''-50'or larger)of the entire site shawing:
-Design at u(timate build-aut,
' -Off-site drainage{if appiicable),
-Delineated drainage basins(inclutle Rational C coefficient per basin),
'-Cell dimensions,
TB I'' 1 &6 =Pretreatmenk system,
'-Nigh flow bypass system,
'-Maintenance access,
-Recorded drainage easement and public righf of way(ROW),
-Cfean out pipe locations,
-Overflow device,and
2T Plan details(1"=30'or larger)for the bioretention cell showing�
' -Cell dimensions
'-Pretreatment system,
=High flaw bypass system,
-=Maintenance access,
TBI 14 A&B -Recorded drainage easement and public right of way(ROW),
-Design at ultimate build-out,
-Qff-site drainage(if applicable},
-Glean out pipe locations,
'rv Overflow device,and
'�Boundaries of drainage easement.
3 'Section view of the bioretention cell(1'=20'or larger)shawing:
'!-Side slopes,3;1 or lower
TBI 14 A&B -Underdrain system(if appiicable},and
-Bioretention cell layers[ground level and slope,pre-treatment,ponding depth,muich depth,fill
media depth,washed sand,filter fabric(or choking stone if applicable},#57 stone,underdrains(if
a (icable SHWTlevel s and Qverfl�w siructur�
4, A soifs report thaf is based upan an actuai field investigation,soif borings,and inf+itration tests. The
'results of the soils repo�t must be verified in the field by DWQ,by completing&submitting the soils
'invesfigation request form. Gounty soil maps are not an acceptable source of soils information. All '
' MaCT2C 11 B0�il1g DOCU�i12t1tS elevations shall be in feet mean sea(evei(fmsl).Resuits of soils tests of both the planting soil and the'
in situ soil must include;
'-Soil permeability,
'-Soil composition(%sand,%fines,%organic),and
!-P-ind�x.
5,'A detailed planting plan(1"=20'or larger)prepared by a qualified individual showinga
-A variety of suitable species,
'-Sizes,spacing and locations of plantings,
TBI 14 A&B -Total quantity of each type of plant specified,
-A pianting defail,
-The source nursery for the plants,and
_Fertilizer andwat�rin r� uir�ments,to�s#�blish a� et�ti��.
n/a 6.A canstruction sequence that shows haw the bioretention cell will be pratected fram sediment unti(the
�ntire draina e area is stabilized.
HDR ' 14 Updated DOCUt112t1tS t0 7y The supporting calculations(including undertlrain calculations,if applicable).
HDR bE I�S2t�ed $:A copy of the signed and notarized inspeckion and maintenance{I&M)agreement.
tt/� 9� A copy of the deed restriction.
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INTERNATI � NAL AIRP +� RT
REVISED OCTOBER 24, 2048
UPDATED NQVEMBER 21 , 2Q� 1
PREPARED BY:
���.«�, �~ ����i� �I_
4944 Parkway Plaza Boulevard, SUITE 350
Charlotte, NC 28217
704-426-6070
704-426-6080 (FAX)
I y ol tio s
128. S. Tryon St., Suite 1400 � C arintte, C I 28202-5004
Phane: 704973.6889 � Fax: 704.338.6760 �
C L TT - L 1 T Tl L I � � T
STORM WATER MANAGEMENT PLAN
Operation & Maintenance Plan
far
rea est of r arallel un ay
Prepared by Talbert Bright Inc.
In associatian with HDR Engineering
Revised 4ctober 29, 2Q08
Updated ovember 21, 2011
The follawing Operation & Maintenance Plan (C?MP) has been prepared in compliance with
NCDENR DWQ 401 permitting requirements far the construction and operation of the project
entitled, Taxiway Victor Old Dowd Rd Relocation and Wallace Nee! Road Relocatian" located at
Charlotte/Douglas International Airport (CDIA), Charlotte, Narth Carolina. Th�s project involves the
construction of a new parallel taxiway west of the existing terminal facility, the relocations of Old
Dowd Road, Wallace Neel Road and West Blvd. The OMP describes CDIA maintenance
responsibilities for the monitoring, cleaning, and necessary maintenance of the follawing Best
Management Practices (BMPs) for these new facilitiess
1� Grassed Swales
2� Filter Strips
3: Extended Dry Detention Basins
4. Pavement Sweeper with Vacuum
5� Bioretention Basin
Tf I T ,T �
f acknowiedge and agree by my signature below #hat I am responsib(e for th�
performance of the six maintenance procedures listed in this OMP. t agree to n�tify
DWQ af any prabfems wifh the system or prior to any changes to the system ar
responsible party.
Print namee T, J. Orr
r�ti�: Aviation �irectar
Address:5501 Josh Birminaham Pkwv. Charlotte, IUC 28208
Phone �'�� ���p4t���
Signature; � ���
���t�:'; �� -`l..���1 �' �
���j r�'�� c�J�y �
!, - �� ; a Notary Public for the State of Nor#h
Caralina, Gounty af Mecklenburg, do her � rtify that
� d .� . C.`��'`-- personally appe fo�re me this �� S�
x��
day of �v��+��i�� , , and acknowledge the due ex the forgoing
Operatian & Maintenance requirements. Witness my hand and # .
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. ����`,,� i ��►�"��2�-�.�
SEAL
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My commission expi��� �°�; '2.�! !'J
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ST�RM WATER MANAGE�IENT PLAN
Projec�t Narr�tive
for
r r rl l �
Frepared by Talb�rt Bright Inc.
In association wrth HQR Engineering
eptember , 2008
t v r 1, 1�
Pro°ect Descri tion
Charlotte/Douglas International Airport (CDIA) is proposing to construct a new
runway and taxiways just west of the existing terminal an airport praperty in
accordance with the airport's master plan. The project also includes two cross-
connectar taxiways to connect to the taxiway ne�wark, the associated navigation
aids and Iighting for the new airfield pavements to the existing runway, and the
relocation of Wallace Neel Road to the western portion of the praperty (from
Garrison Road to Old Dowd Road). Old Dowd Road relocation co ects the
relocated Wallace Neel Raad to the existing Old Dowd Road. An update ta t e
previously approved SWMP now includes the relocation of Wesf Blvd ta the
south portion of the property fro allace eeI oad ta Piney Top rive. The
existing buildings and' pavement within the footprint of the proposed airfield
will be removed.
Constructian Phasin and Tem orar Measures
Improvements to allow the new runway and taxiways to be completely
functianal will take approximately three years. Phasing will consist of a
Construction Package 1 - Clearing, Grading, and Drainage, and a Construction
Package 2 - Fina1 Grading, Pavement, and Lighting. Relocation af' the existing
roadways will be integrated into the airfield irnprovements. On-site soils will be
used to construct all improvements. Package 1 is anticipated to be two years in
duration, with Package 2 lasting 1 1/z years. Some overlap of these two
canstruction contracts is anticipated. An addendum for Package 1 is planned to
incorporate the final roadway des2gn plans (ta include fine grading, pavement,
and roadway drainage}.
Constructian to allow the relacation of Wallace Neei' Road to be completed and
vehicular traffic restored has been pragrammed to be expedited within the two
contracts. Taxiway Victor and relocatian of Old Dowd Road has been
incorporated into the second phase of the project. Construction for West Blvd
was planned su sequen# ta the co letion af the runway an taxi ay
i prove ents, under a separate construction contract. Therefare, permanent
storm drainage facilities and best management practices (BMPs) for the roadway
are pl ed to be operational in 2012.
Temporary Sediment and Erasion Cantrol measures are praposed and are
illustrated on the plans. This project has obtained an appraved NCDENR
sediment and erosion control permit based on the attached plans.
Starm Water �� � ' �z�t-Facilities
Permanent drainage facilities have been proposed in accordance with the various
gaverning jurisdictions for this project. Storm water conveyance an the airpart's
airfield has been designed in accardance with FAA criteria to pass the 1�-year
desi storm. Drainage for the roadway relocation has been designed in
accordance with NCDOT criteria to pass the 50-year storm for cross pipes, and
the 1Q-year storrn for roadway systems. In addition, because af the proximity ta
Interstate 485, NCDOT has required a 100-year check an the systems to prevent
overtopping on I-485. Lastly, the ansite systems are desi ed in accardance with
City of Charlatte Land Development Peak Discharge control to limit the 2-year
and 10-year storm events to the pre-development peak discharges. Ta
acco modate this xequirement, detention facilities are located on the airfield to
attenuate the discharge. These areas have been madified to act as extended dry
detentian basins for water quality control as well.
Permanent post-cons ction site runoff cantrol has been planned to take
advantage of the site requirements for runway and taxiway operatians per FAA
requirements, and to wark within the limitations af the site Iayout. In addition,
FAA requirements prevent same of the more acceptable BMPs (i.e. wet ponds are
prahibited within 10,000 feet of an airfield). Given these require ents and site
characteristics, the„ proposed site runoff contrals for storm water treatment
consist af the follawing:
■ Filter Strips - Grass shaulders along the runway and taxiway pavements,
graded at 3% slope, will serve as a filter strip. The longitudinal slope of
these pavements supports runoff in a laminar flaw. These shoulders range
from 70 feet to 200 feet in width. TSS removal for each 50 feet of filter strip
is prajecEed at 25%, and N removal at 25%.
� Grasse Swales -The site design includes perimeter swales at mild slopes
to collect runoff from the grass shoulders {Filter Strip) and transport it to a
praposed drainage inlet, or a fill slope flume. The longitudinal slope is 2%
or less, and will serve as a water quality device. T remaval for grassed
swales is projected at 35%,with N removal at 20°lo.
'• Extended etention Sasins - These basins will also serve for peak
discharge contral. These basins wi11 have a sand filter bottom with an
underdrain syste ta allow for higher efficiency in pollutant removal, and
ta prevent standing water. TSS removal is prajected at 50%, while N
remaval is 3Q%.
� Pavernent Sweeping with Vacuum - This non-structural BMP will be
employed on a frequent basis, in accordance with the aperatian and
management pian. Because of FAA requirements for airfield safety, this
practice is a common occurrence with CDIA, and will be performed an a
weekly basis. CDIA praposes the purchase of a Vacuum Sweeper that will
have a TSS removal performance af 78%, and N remaval of 60%. A copy
of the type proposed is included in the SWMP subrnittal.
� Bioretention - The design will incnrporate grass as the growing media for
TSS removal performance. This has a removal of 85 % for TSS. This
design has the ability to be installed in a co pacted area along a road
side. A farebay/filter strip will Iead the stormwater to the bioretention
basin.
Supportin�;Calculatians of Treafiment Devices
A preliminary discussion with NCI3ENR DWQ staff has confirmed this praJect
shall fallow the calculation procedure to be listed in the BMP Manual for
trea ent train processes (i.e. B' Ps in series). Supporting calculations are
attached in spreadsheet form to illustrate the use af the abave BMPs'thraughout
the project. Plans are attached to illustrate where each SMP is Iocated to allow
runoff fram the pavement to go through a series of treatment devices prior to
discharging off-site. The calculations include the use of pavement sweeping as a
non-structural BMP.
Thirteen drainage areas comprise the project area's sformwater runaff. Three of
those areas discharge to a water supply watershed which requires nutrient
removal {35'% N and P). The ather seven areas are desi ed to remove the
targeted 85% TSS goa1.
FAA Requirements
TAXIWAY SAFETY AREAS
Design Standards. The taxiway safety area shall be:
{1) cleared and graded and have no potentially haz dous ruts, humps,
depressions, or ather surface varzatians;
(2) drained by grading or starm sewers to prevent water accumulation,
- (3) capable, under dry canditions, of supparting snow removal equipment,
aircraft rescue and firefighting equipment, and the occasional passage of aircraft
without causing structural damage to the aircraft, and -
(4) free af objects, except far abjects that need to be located in the taxiway safety
area because of their function. Objects higher than 3 inches (7.6 cm} above grade
should be canstructed on low impact resistant supports (frangible mounted
structures} of the Iowest practical height wi the frangible point no higher than
3 inches (7.6 cm} abave grade. Other objects, such as manholes, should be
constructed at grade. In no case shauld their height exceed 3 inches (7.6 cm)
above grade.
RUNWAY SAFETY AREAS
Design Standards. The runway safety area sha11 be:
(1) cleared and graded and have no potentially hazardous ruts, humps,
depressions, or other surface variatians;
(2} drained by grading or storm sewers to prevent water accurmulatian;
(3) capable, under dry conditians, of supporting snow removal equipment,
aircraft rescue and firefighting equipment, and the occasional passage of aircraft
without causing structural damage to the aircraft; and
(4) free of objects, except for objects that need to be lacated in the runway safety
area because of their function. Objects higher than 3 inches (7.6 cm) above grade
should be constructed, to the extent practicable, on law impact resistant supports
{frangible mounted structures) of the lowest practical height with the fr gible
point no higher than 3 inches (7,6 cm) above grade. Other objects, such as
ma oles, should be constructed at grade. In no case should their height exceed
3 inches (7.6 cm} above grade.
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CD1A SWMP-West Blvd Supplement 'HDR Engineering, Inc
November 2011
Bioretention Calculations for CDIA - West Blvd'
`Drainage Drainage Pervious (mpervious Impervious
Section Area Area (ac Area (sqft) Area (sqft� Area ac)
�Y2 (Bio #1} 445,589 10.2 410,741 34,848 0.8
L1-4 Bio #2 199,543 4.6 154,401 45,142 1.Q
Total 14.8 1.8
Ponding Depth 1 ft
Calculated using the Simple Method
Design storm rainfall depth 1 in
Drainage Area Y2 ( io #1)
!m ervious ortion of Draina e Area
Y2 {Bio#1) = Total Drainage Area � 0.08
R„= 0.05 + 0.91A � 0.12
Volume 3630*Rp*R„*A = 4,47Q cft
Width - 15.0 ft
Length = 300 ft
Dimensions of Bioretention Cell - 4,500 sqft
Drainage Area L1-4 (Bio #2)
L1-4 (Bio #2) = Impervious portion of Drainage Area _ Q 23
Total Drainage Area
RV= 0.05 + 0.91A � Q.25
Volume 3630*RD*RV*A = 1,716 cft
Width = 30.0 ft
Length = 58 ft
Dimensions of Bioretention Cell = 1,740 sqft
CDIA SWMP-W�st Blvd 5upplemen# ' HDI� Engir�eering, Inc
November 2011
eir Lenghts Calculations
Ente ' g Basin L��vit���3�s��
Y ( io 1)
1-yr 10-yr 1-yr �{���rr
�� 0.6 0.6 �=' 0.6 t�a�
I �� ��- 4.0 6.02 I�i �- 4.0 �a��
.� ���}� 10.2 10.2 � ���� = 10.2 l�a�
Q (cfs)= 24.4 37.0 Q (cfs)= 24.4 37.0
�� ��C}' 3.0 �_ �.� 3aCl
�(��'= ' ����;, ' ���t} ' �l��t}= ��i�l ,, �f}DC} `
���J�)- l;� �;� � �f�/s}= l's� �a�
� �f�� `- �l$4 ��� � ��}= �.� t�.�
L1- ( io 2}
�-�� 10-yr 1-yr 1�J-�
�� �.�' 0.6 �= 0.6 41t�
I �i �= �.�4' 5.17 � �i �= 3.4 �s��
1�. ����-<- �.� 4.6 .� ����u> 4.6 �.�
Q (cfs}= 9.4 14.2 Q (cfs)= 9.4 14.2
C= 3.0 ��� �- �t�l �t�}
($}= ', 2 . ', ���#1 ', �?V�#��= ��d{� ', ��d� ,'
v� S}= x.s �.� � ����� �t� �.�
� }_ .� �.� � ���� �.� c�.�
V = 3.0
Permit Na.
(tv be assigned by DWQ)
������At+�r����
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STO WATER MANAGEMENT PER 1T APPLICATION FOR
401 GERTlFICATION APPLICATI�N FORM
. BIQRETENTIQN GELL SUPPLEMENT
This form musf be filled ouf, printed and submitted.
The Requ►r�d Jfems Checklist(Part 11()must be printed, f►11ed ouf and submitted along wifh afl of the required informafiona
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Site Charact�rlstics
Drainage area ' 44�,��� �'
Impervious area 3�,�� �
Percent impervious 7.8°!0 %
Design rainfall depth �¢� inch
Peak Flo C culations
Is prelpost contral of the 1-yr,24hr peak flow required? � �����1}
1-yr, 24-hr runof�depth i�'
�-yr, 24-hr intensity i�J�r'
Pre-deveiapment 1-yr,24-hr peak flow �#�����,
Post-devefopment 1-yr,24-hr peak flaw �#�����;
Pre/Pos#1-yr,24-hr peak control ������;
Stora e Volu e; on-S aters
Minimum valume required �x���.�{t3
Volume provided ' �,��Q.��ft3 UK
tora e Volu e: aters
1.5'"runoff volume ft�
Pre-development 1-yr, 24-hr runoff 'ft3
Past-develapment 1-yr,24-hr runaff ',ft3
Minimum volume required � ft�
Volume Rrovided ' ft3
Form SW401-Biaretention-Rev.3 ��rt 0����'��'# �f�
Permit No:
(to be assigned by DWQ)
Cell Dimensions
Ponding depth af water '12 inches OK
Ponding depth of watar 1.00 ft
Surface area of the top of the bioretention cell' ' 4��t�a��� OK
Length: ' 3��a���` OK '
Width: ��a��}ft' OK
-or-Radius ' ft
Media and Soils Summary
Drawdown time, ponded volume $hr OK
Drawdown time,to 24 inches below surface 16 hr OK
Drawdown time,total: 24 hr
!n-sifu soil:
Soil permeability 0:60 inlhr OK
Planfing media soil:
Soil permeability �f�� i�l�r OK
Soil composition
°10 Sand (by volume) ����' OK
°1a Fines(by valume) ����> OK
% Organic(by valume) ���� OK
Total� 100%
Phospharus llndex(P-Index)af inedia ,, (un�tless)
Basin Elevations
Temporary pool elevation ' ��1��� fr��l''
Type af bioretention cell(answer"Y"to only one of the two following
Is this a grassed cell? Y ' ,(Y ar N) C?K
Is#his a cell with treeslshrubs? 'N (Y or N}
Planting elevatian(top of the mulch or grass sod layer) ' 7��.7� ft���'
Depth of mulch ' inches
Bottom of the pfanting media soil ' 70$.58 fmsl
Planting media depth 3'.17 ft
Depth of washed sand below planting media soil ' ���.���'
Are underdrains being installed? Y ' (Y or Nj
How many clean out pipes are being installed? '8 OK
What factar of safety is used far sizing the underdrains?{See BMP ' ��' OK
Atltlitional distance between the bottom of the planting media and the 1 ft
8ottam of the cell required 2 fmsl
SHWT elevation ' 'fmsl
Distance fram bottam to SHWT 2 ft OK
Form SW401-Bioretention-Rev.3 Part lii, Page 2 of 3
Permit No:
(to be assigned by DWQ)
Internal Water Starage Zone(IWS)
Does the design include IWS 'Y ''{Y or N)
Elevation of the top of the uptumed elbow 705'.75'fmsl
Separatian of IWS and Surface 3 ft OK
Planting Plan
Number af tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does valume in excess of the design volume bypass the bioretention '� ,(Y or N) OK
Does valume in excess of the design volume flow evenly distributed '' '1� (Y or N) OK
What is the length of the vegetated filter? 3Q4 ft
Daes the design use a level spreader to evenly distribute flow? N ,(Y or N) Show how flow is evenly distributetl.
Is the BMP located at least 30 feet from surface waters(50 feet if SA 'Y (Y or N) OK
Is the BMP localed at least 10Q feet from water supply wells? `Y ',(Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? 'N (Y or N} Insufficient vegetated side slopes.
Is the BMP located in a proposed drainage easement with access to ' 'Y ,(Y or N} �K
Inlet velocity{from trea#ment system) �.�ftls�� Insu�cient inlet velocity unless energy
Is the area surrounding the cell likely to underga development in the " 'N (Y or N) OK
Are the slopes draining to the biaretention cell greater than 20°!0? 'N '(Y or N) OK
Is the drainage area permanently stabilized? 'Y (Y or N) OK
Pretreatment Used
Gravel and grass
Grassed swale
Forebay 'Y
Other
NOTES:
The 10-year design starm flow is evenly distributed through weirs leaving the forbay and entering the bioretention basins. The basin has a 40
ft weir leaving the basin.
The side slopes are 2:1 do to the limited space.
The inlet velocity from the farbay is entering a bioretention basin that is using grass for its pollutant remaval.
Form SW401-Bjaretention-Rev.3 Part Ifl, Page 3 of"3
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STORM ATER ANAGE EN7 P R IT APPLICATIO FO M
401 CERTIFICATfON APPLICATION FORM
BIORETENTI�N CELL SUPPLEMENT
This fo musf be filled out, printed and submitted.
The Required ltems Checkl�st(Part lll) mu�f be prinfed, �lled out and�ubmiffed ator�g wifh ali of the r�quired informafion.
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ProJect name �����t��������Int�rn�tc�����ic���'
Contact name ��n����r '
Phone number ������-���� '
Date P��v��t����������
Qrainage area number ��-�����#��
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Site Characteristics
Drainage area '1��,�43 �'
Impervious area ��,�4��
Peccent impervious 2�t6�� °�
esign rainfal!depth ' �d� ���E�
Pe�k Flo Calculations
Is pre/post cantrol af the 1-yr, 24-hr peak flow required? � (Y or N}
1-yr, 24-hr runoff depth 'in
1-yr, 24-hr infensity 'in/hr
Pre-development 9-yr, 24-hr peak flow 'ft3/sec
Post-development 1-yr, 24-hr peak flow ft3fsec
Pre/Post 1-yr, 24-hr peak control ft3/sec
tQra e Volu e: on- aters
inimu�n volume required �,�1�t� ft3
Volume provided �,7��,��'ft3 ��
tara e Volu e: A aters rs��
1.5" runoff valume 'ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum valume required � ft3
Volume provaded ft3
Cell Dimensions
Ponding depth of water ' 12'inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 1740.00 ft�'' OK
Length: 58.00 ft' OK
Width: ��.�� � OK
-ar- Radius 'ft
Media and Soils Summary
Drawdown time, ponded volume $'hr OK
prawdown time, #a 24 inches below surface 16 hr OK
Drawdown time, totaf: 24 hr
In-situ soil:
Soil permeability ' a.6a'in/hr OK
Planting media soil:
Soil permeability ' 1.50'in/hr OK
Soil camposition
°lo Sand (by volume) ' �����; OK
°lo Fines (by volume) ��°�' OK
°10 Organic(by volume) ' ��� OK
TotaL 1 QO%
Phosphorus Index(P-Index) of inedia (unitless)
Basin Elevatians
Temporary pool elevatian 704.00 fmsf
Type of bioretention cell (answer"Y" #o only one of the two
following questions}:
Is this a grassed cell? (Y or N) OK
Is this a cell with trees/shrubs? �(Y or N}
Planting elevation (top of the mulch or grass sod layer) 7a2.35 fmsl'' Taken at Mid Length
Depth c�f mulch inches
Bottom of the planting metlia soil 699.35'fmsl Taken at Mid Length
Planting media depth 3 ft
Depth of washed sand below planting media soil 4--ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 4 OK
What factor of safety is used for sizing the underdrains? (See ' ', ��j OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media 7 �
and the bottom of the cell to account for underdrains
Bottom of the cell required 694.35 fmsl Taken at Mid Length
SHWT elevation fmsl
Distance from bottam to SHWT 694.35 ft OK
fnternal Water Storage Zone (IWS)
Daes the design include IWS Y ', (Y or N)
Elevation of the top of the upturned elbow 700.03 fmsl
Separation of IWS and Surface 2.32 ft OK
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the y , (Y or N) OK
bioretent�on cell?
Does volume in excess of the design volume flow evenly Y (Y or N) OK
distributed through a vegetated filter?
What is the length of the vegetated filter? �� ft
Does the design use a level spreader to evenly distribute
N (Y or N) Shaw haw flow is evenly distributed.
flow?
is the BMP lacated at least 30 fee#from surface waters (50 feet ' Y (Y or N) OK
if SA waters)?
Is the BMP localed at least 100 feet from water supply wells? Y ' (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? N (Y or N) Insu�cient vegetated side slopes.
Is the BMP located in a proposed drainage easement with Y ' (Y or N) OK
access to a public Right af Way(ROW)?
Inlet velocity(from treatment system) ' 1.5=.ft/sec Insufficient inlet velocity unless energy
dissipating devices are being used.
Is the area surraunding the cell likely to undergo development ' � (Y or N) OK
in the future?
Are the sfopes draining to the beoretention cell greater than �y , (Y or N) OK
20°10?
Is the tlrainage area permanently stabilized? Y (Y or N) C?K
Pretreatment Used
(Indicate Type Used with an °X'° in the shaded cell)
Grave!and grass
(8inches gravel follawed by 3-5 ft af grass)
Grassetl swale OK
Forebay �
Other
NOTES:
The 10-year design storm flow is evenly distributed through weirs leaving the forbay antl entering the bioretention basinsa The
basin has a 24 ft weir leaving the basin.
The sitle slopes are 2:1 do to the steep terrain
The inle#velocity fram the forbay is entering a biorentention basin that is using grass for its pollutant removal.
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�' 11�IA�T C
�HEET 2 {�� �
F+���fNO. ��6��3 Ip. N/A ��t#�`1Y �����4�s�r`c� GECtLC1Gl�T J.Cerceo
! $I7E CRIPTI West Boulevard Bridge Overpass oF Proposedlntertnodal RaiVaad ND WATER(ft}
BORING NO. W68-1 BORING LOCATION 123+47 ' dFFSET 35 ft LT IWCrNM�' -L1- 0 HR: 24.0
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TOTAL �# 72.5 ft LL GF9NE D-50 DRILL M HollowStem Auger MMER NPE Automafac
DATE STARTED 6/22(07 COMPi.ETED 6/27J07 SURFACE WATER DEPTH N/A
ELEV. ��T"i� BLQW GOUNT BLdWS PER FQOT SAMP� �
O SQIL AND ROCK DESCRIPTiON �
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Groundwater Measured 9.9 Ft on 6-27-07.
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SHEET 2 OF 2
PFiOJEGT NO. ��4��� ID. NlA CQUNTY Mecklenburg GEOLOGIS7 J.Cerceo `
$ DESCRiFTi Wast Boulevard Bridga bveryass of Proposed Inte al Ratlroad GR ND WA_ R(ft)
BpRING NO. W8B-2 ���{"a LOGA710N 123+47 CIFFSET �ft �4tlG�+�E:t�°i° -L1- 0 HR 14.0
C E . 687.0 ft N NG 534,121 US ft Il 1,413,978 US ft ' 24 HR. 6.0
TOTAL DEPTH 68.0 ft ORILI MApiINE D-50 DRILL METtiOD Hollow aT�rr�Auger #��+1�lYPE Automatie
DAT'E 3TA 8121/07 C�MPL 1l07 $ FACIE WA DEPTH N1A
E1.EV. ��#�TH Bl.4W COUNT BLOWS PER FOl7T SAMP. L
Q � � ¢� $O �� NO O 30IL AND ROCK DESCftIPTION
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Groundwater Measured 9.7 Ft on 6-22-07.
Groundwater Measured 6 Ff on 6-27-07.
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SITE DESGRI�'tiQN West 0oulevard eridge Overpasa of Propased Intermodel Rai4road GROUWD WA7ER(ft}
N� �1��� . HG L. Ai1QN 123+95 $ 35 ft LT M �1� 0 HR.
COL.LAR ELEV. 690.4 ft NOR7HING 530,149 US ft I��'f�i'� 1,414.Q30 US ft ' 2A HR. 10.5
TOTAL DEPTH 90Q,0 ft ���.t.��t���Gh�t�-�5� C�RILL METN�D #i�AugsrJN(�Core 1���i�t�'���tt�t�tn���a
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�,� � � id � f��#�=�[t.�S�^t yf�i��k{�r���� n, ���, ta.
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Weathered,[�t�tlac��d Fraciure Zones,.5�ae�sr�v�t��Ing,Qea�ri����
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'� �#�� META DIORITE -Becom�ng High4y Weathered and Moderate(y Weathered
�# - at 60 Ft,Severe Manganese Staining,Frectured Zones and High Angfed Jaints
>46°dipped
� ° : 7'��. �
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� 4 �� ` Bacaming Siightly Weathered
Frectured Zones?45°Dlpped,Joims with Oxidatian an Facas,Verticai Jofnt at
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�� 6254-06-3863 ID. N1A �kl�r�b�ur� �� �1' J.Cerceo
gITE pESCRIpT1pN West Boulevard�g�Overpass at Proposed tntemiodal F��d GROUND WATER(ft)
'BORiNG Nf}. WBB-11 NG LOCA ` 125+30 3ET 0 ft' AUGNM -L1- 0 NR.
�(,ii.,�ELEV. 699.d ft NORTFNNG 530,095 US ft :�'�'t"1� 1,414,159 US tt ' 24 HR. 14.8
'TOTAL DEPTH 59.5 ft DRILL NtACWNE CM�-550 �t.��Vk�'Fl�t� Mud Rofary HAMMER TYPE Automatic
DATE ST 6/20J07 PL 6120I07 ,���WATER DEP7H NIA
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Groundwater Measured 14.8 Ft on 6-27-07.
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