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HomeMy WebLinkAbout20001195 Ver 12_Stormwater Plans_20111212 A �� ONE COMPANY T ra n s m i tta I Many Solut:ons �� — � � �� Y , � ,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� ����,����� ����....���...����� .. _ . $ 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. _ ,.. �v, � :; � , �� � �' �� ��� 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 # . � � r � �.� �� `� � -�-�- . ����`,,� i ��►�"��2�-�.� SEAL .... r�. My commission expi��� �°�; '2.�! !'J � i � � 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. ���,��VV�� HDR Engir�aering, Inc ���'�'���#r��nt�°r��n=-��f��i�n�� of fhe Carolinas �urrrtt��r T�t�� � � � W���#�t�� ���`�� �� � �� � Tatal eighted 5it� ��if��l Ir����vi��a� ��m�u�1 �;�r��v�� ��r��v�l ', ��r��s��l ' �omposite �r��{�,�} �f#� UV� 1.�� , ���lc� �{�%� ���1� �s�3 1.�� �.�� >���f� U r C r — O �j N C a- •` � � � G U �� C iJ.� � � Z ._ o \° � o � � �!S V 0�0 Z tSi C� SD a �C � � O d O di � O o � '�y o � 'V o � � � � F— � � F-° � W ' W' ' � � � at°'� � � � � c°QO � W � c°oo � W oo 'r � W oo-'-r � oor °' o' °7 0 °' 'o °'�' � 'S � 'S � c � o \ c :� ° ° c � \ \ °in � o`�oa`�o �� W c°oc°a '� W c°oc°� m > ' m > ' m > � ° .� ° .� ° � � ', � a�i I � a�i � � o°_ m � `-' ti o o ' o' p � ° ,a�o v c°� � c°fl �. a�' t!J C 'r' T � (r�� r r a f�1 r T°' a 4,? v �/ ' � � m �y m ' �' m m m ' F-�- f' N a�0 O od0 N oQ0 O o�0 N o�0 O oQ0 p Q O r I� p� Q O �'�-- p Q C7 r � a � aa��i aa��i � Q ' E �1 ' EQ ' � U N C�O . � (J N �' � U ' N C�9 t�'`� O d' �Q O d' (�Q O Ct ' � � r C � r C � r �(1F � c0 v tB N � c'[ � Q ' f� Q C �N ' .� ^N .E �� '' U? � p '. (A r p' V) s- Q m � � m '' � � O m' m 0 O Cp — m � — m �' — CO 1] � .1 � .,..�° � � � � � � � �?- n! � � J � °Y �J A U = _ — N � � � c � O � 's ' C� ' � ?' o ,� � � W � c Q � n I— � �. � � a. � � � � � � g n. o � vm 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���� � � '������ � � � 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 w. � . � �f x � � � � � �� w�.., w� x r w - � .; �� � w � � � �v�x �x � � �x+ � ��:, ��....... ���"���� ......:. �� ......::.f ..... �::. r........ f �.. .... �.. rr.........::.' ProJect name ����1����������#nt�r���i�n��A�r��t ' Con#act name `�����i��r Phane number ��4�3��-�8�� ' Date `�I�u�r��r��,��9� '' Drainage area number '����i���� r:r�. ; .� . :. ,.,; � �� � � r.� � w � � � � � � �� rs �� � � ��� � �x� � � � � ���,� �����.����r..r�� ..n.�. �.... .. ,. w..�.w.r.r r . : .w. �.� r . v.:... � . .....r .. ..... 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 �' C3 O O Q O O O O O Q � a � O� � COOC� e-- �y° h- Mlt' � v . ° rriuir. a� orc�i � lri � ,� c�° �- r .- T- .- cv N c� c� c� „ _ r � T o 0 o a o 0 0 0 0 � o � � � P� M CO M LC) f�- f� 6t7 CO � r � � oy � � d' CA � � a� N N N v� 7^+ c� Z7 �, O Q O O 'fJ O O O ' r a � � egM'y M a0 O CO h- 6S s- I°+ � ` — ,tA �' � � O C�!' M d' in i`� CO CA r � � m � � ., �..vy . � a- s-:. r e- �.r e- � e- ��. .���� p� °C � C t� o � 'g � lC'B � O Ln CU � � tri o °�'' U � Z p CO h- � a r N M d' CO t°` � �� •_• � Cy r r � r r r r " Z' � � cy'6 6? O ln �17 t0 r- O O O O �, � '6 iti I` G0 I�. C3) C� � � .- N � � � " O �' r17 Cfl h-' 00 � 'Q e�- c�-- � ', �' � r < vy, � >' i�- h- CO r O CY? � Q O O � C � r d? O 437 r p � O M M � c� r:. d' �' (DCfl � � o� � � � N C .,. ,,=' o � � d" h+ W � O) t� CQ h� N N r N Q v C4 M M � N �' C7' � . m � � � M d' lC') C{�. h- a0 � � � r � a� H � C L >' �?' d' M � i�. � P�- Un O d � 'tll " N �h r r � t77 � CO ln f\- h py � � rry' M d' Lf7 4f) Cfl h+• � W Q � � � . .0 � � �' 417 r� h- M Ln Cfl 4) C�7 O O � U � O G � N 07 00 f0 C.fl �' N r M N 4 � 3 iN rig M M d' L17 CO I\- � � Q � U? -� QY t � C R �` h- d' a°1Cflh- Od' OaNN 3' � Ct � f P� C'� r- a(? f� tf3 N CA O Od °_- ,-. . . . . . . . . - �' Cj � +-' g�y N M � '� � CD h- t` � � � N Z L W .� d '" '' e- e- '�l' M � O h- h- 4n C7 � U + Q' � L �t Cn (.O N O I� M O C7 00 � � � a � t � r N N M °� tt7 tf7 CO h+ � � � d � m � °' � ' G? "O' t o c� � � � �t �nc.� �rrn �-- maam �- � a� 3 a �„, -c orroua � r- r� r. u� r o � � �' LL c � c�i c0i �a c�i � �r `ri �ri co ti C m � �o �C o ' a � � `- d.? N M CV '�t CO 6�J r C77 Lt7 6 �` o � (J �- � Cfl O lt'i � d' 00 N f�- N I`� : � g' � � � °�} � r N N N M M � � tt7 l!7 C j � � � Q �y ' c� � > ca � '- � � � � U t�. � 1`� Q C� � f^� � CO C9 t!') C0 C �C lf? 63 M P- r lf7 C10 N CO 6� � � � � � � N r r N N M M M � V � fl � q) =`p (�6 �-. � Q- °- CO d' tV O CO M � �1" I` r � � � `JuJ ?+ y � M t0 O M' (D � a- � le- O' � � U � ,` o . . � ' 45 {.� g`q 'C � �+ � r' r N N' N N M M 'M �f' '' � :� ' C�" IJ O Q � aa r � r- o tfl tv `n c� d- E ora �rsrmo �- c� � (or- � s s L c � rY � rcvcvtvtvcvt� c c c c c ac c c �� ,� � c o co cv r. cei o r. o o cv ua � �i Ln r c� ln d- �-- � u7 0' cv oo =- r- a cfl as d� cV cv > � t`- � r N M � tt? Lf� CO CO O �' O eV c0 o M O � � � w . � � O'� O e- c-'.. r r'� r r 'r r- ��'� e r C � �- `- II � '- II � ,= II � ^ il II a0 J = O � i.C') oO t�- C� M O � � �!} t -� '� ,� � v ?"`� � ?'� 'o u N _ c � E CD I� CC1 CF? C7 r- N N M M d' N .. e�' N ,. O � .. � � .` �' � ,.C�, � � � O O O O O r e- r r � e- N C ?; � C � � °� 7, � °� ?s ti M �di � w o O C '�'� o '�'� � d � o C. � � p = �I C m m Q P- tC3 Q (+ r tf� CS� M CO O p� r ` a � o� � o rs •_ � .� � �# �t tC7 tQ c.fl I� f°� f` 00 W r ` � t ,-` ss y+�° �- V -.� v d r � �' O G? O C� 0 0 0 0 0 0 � °� � N �= c_ ,F, � c �"' O II� � � 0i N � �+ us � tC C � t° as � � � � a •r � d ` .c .� `' � E °a � cn q � � � � "� c .S � C .S d H 2 V � � � r cv us o en o °o °o °o °o f!E Q. C �iE � p � � gL c6 „ •- cv an r cv drs o � � ��,, � C � c 0 C '� Q , � � � #�#�,�s4d5�7€-`F{ . ��. �.,. � ,, ��t��,.� 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. r r.. . r . r. � { ��d( � #* j{ � ��� �� �� � � �# U ...�����y 4 ��...: �*:. .��4 .......r. , .. .,. ,. 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ProJect name �����t��������Int�rn�tc�����ic���' Contact name ��n����r ' Phone number ������-���� ' Date P��v��t���������� Qrainage area number ��-�����#�� r .r r� � �..r.n _. . �f � ¢ � � � � � � ��� � �� ��� � � �� � x # f � � � f ���r������.��������`���� �� �... w ���...:� � .....r..... r... . .r..r.� r.�.r 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. ?^ o000000000 � � , c� oo cfl o 0o r �r r� c� tc�a � °D . � , .— ri ui r= ao o .— c�i � �ri > �O �.�.. � ��� c- r ��r N N': N N�.�...N,�,. � ... .... .. 'c .:�:� �'` C7 O O O O O C7 d O .c � � f�- C'�? 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N/A ��t#�`1Y �����4�s�r`c� GECtLC1Gl�T J.Cerceo ! $I7E CRIPTI West Boulevard Bridge Overpass oF Proposedlntertnodal RaiVaad ND WATER(ft} BORING NO. W68-1 BORING LOCATION 123+47 ' dFFSET 35 ft LT IWCrNM�' -L1- 0 HR: 24.0 • ` CQLLAR ELEV. 680.Q ft NORiHiNG �3i}t15r6 US ft EA�'rt#�� 1,41��:3$� US tt 24 HR. 9.9 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 � ��#� (ft) 0.5ft 0.5ft 0.5K �} �9 ' 4tt 6t} � ��� N0. � �3�.2 C�nattusd from reuious a e ��y . ns Y, rt���kk}° k�s . . � , �t sANO ta-2-a�� r�nu�d) 2 , . � a � � . Tt 25 26 - ° ° �� , , . . . , , . :� . . ¢ j � � � . , _ F.. . , , . , . , , . � , 5a�a� r , ; , � . _ � . .. x � �� �,�t. �t�t�� t�. r = . � � samPi�d as creen.Gray.Whfte Silty Flne to . � . . � . . : � , . � . � , . v m , � . . . : � , � , t . � Medlum SAND(A-2-4) , a t . t t a .; � : ; . , . : � � � .,r "�7. ��' = Att�g�r I$��ess�I�r�'t���"��rm�fi�d&t�2:�a 'Fi: Groundwater Measured 2d Ft at Time of Boring. Groundwater asured 10.5 Ft on 8-20-07a Groundwater Measured 9.9 Ft on 6-27-07. ''0�' GSet3•v� 13f i7 � � � � � � � � � � � � • N.C.D.O.T. GEOTECHNICAL UNIT � MA�TE� gQRING LOG � , SHEET 1 QF � �k��.�1°�. �������� I�� t�1t� ��P�T�` ��c3�i�� �E.�#�" �lia�� � � �� 4�1 �' �+�f �d ' �sda�� . ' �Sd E����� �� �" � �. . 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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 ' {ftj {�t� Q.5ft 4.5ft 4.5ft � � §27.Z Co�Nnued frorn previous , e �i'�r�ns t� �s���wrt4 �� r�y Ey� � . , _ , r t . r � . '' Fine SAND(A-2-4}(contPnuad) r� � . , , , . � ., � ,¢ > > > . > > � 3 10 f3 � . ; ,, . � _ � . . . . � . 4 . , : 5 . , , . . � , , , : , � . , � A�agsr i� ��d��tr�g T��retSrs�t�d�g Groundwater Measured i4 Ft at Trme of Boring. Groundwater Measured 9.7 Ft on 6-22-07. Groundwater Measured 6 Ff on 6-27-07. 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