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W i , RA L�e.R 1 x 11 b -,.. ,4?�,r+> . s� ���a., E .g�� �b `z -• 1 `�>a..�1��a��M1a))w,.��w"'n+ "�S Y.. �`'�s ,i ��`` a e f" y y t sxd`..�' '•,:` � < ;�,. a � ,�..: ,:$ ' P1x a.! .,Y ,qar ,`�• �i}yat Y r.x„ � .,� , » > e °�H.+ .,d"% �. z . .,� • R SR r f Sss s 5e i `_�' '��� � -••• � �,`*H*§, a s � r:. e� ,y, is "P;,"6,5 5$Vit` ____ PROPOSED UPPER { fi. PHASE 1 LOWER , a �ti , COLLECTION SYSTEM �� +¢ Qo� , COLLECTION SYSTEM ` �' t D BL 4 (SOLID GREEN) o w + } +.'1 v� � c. ?e'er; .� DASHE UE RIC r PROPOSED PHASE 2 LOWER 4 . t� s�' ry 40�' w r x ^ a s o �; 0 COLLECTION SYSTEM a ` �iG�ILRO EXISTING SOUTH a' t 'ywu A u r t . - 44 (DASHED GREEN) N ° �� v_ ` �,! O 0 KEEFE R F—e+r• � a� If P NG LO� ARKI �ty v r,,. s m E oz PROPOSED + ^ �■ t i � yam. •_ i! � `tT -- , `�t° 1 ��� QK UNDERGROUND x"'w • , ;'`w? irr/^��.''�k zv ' �' :sr 2::;' STORAGEFACILITY a',' , ■m .,, �■ _ ' 1,',`" v� s_ ` e _ a 00 • •N t q s m. s T r % s r �� . tai^ - eP ■ � m t� '�� �.. _ � N A� - + � �^ -� � ' � + VPROPOSED TREATMENT "� 1 N LUSSIER€7 f y- • mYt3 �►+' K o p �t t1 f r N 3 STRUCTURES(TYP.) �i` F a o a o' {.. ■ m 1 Z air. .� Af, ^ CH ...1 ^ F y• f t. � c LDENr+aT� �! R l' 4 4 , T ' ":R o jF ^ y � LJ ,!.� ■ .�, 's ,r,' 'S - i. �p..' ,..' C.t e 0 w r f Iw. J W l �4c., t ■ `rte+ R , Al " S ' u , Lam. 1PROPOSED,r ._ Y �i ° OFORCE MAIN& ; .. ° ' , -�. • NcglF GRAVITY DISCHARGE 1 `' �' t O �' �" . '��--., :•:. v" � � t PROPOSED �. , � } I■f ; � - ST r��Y ';z/ „ 4�� _� `6 +.v3v.�A , .} � . ��u ° a " - W Z a 1 p/� "�s PUMP STATION 1,Rsb1� «51AFAET?E ,, r �` — �`. O �z LLJ4 z a — es if� �� �.,-s^•". . ,i3xt � ;o,: � ri �/ � !S ■ ° ��.f1„�, �'_' 3 +� P IT AVE �p �' ti i*_. i • f S. y d. �.r ! �.Os J 'J.'T7Yi5 1 1 ,. 'w1�° ,�y ■-,. � c, r i� , *� � •') •r�y _.� • PA _ . � ..� eSY�'y.+ �. <. p� ,r� , ��� .. A S° s�.: GLIFF':51' Y 4 ' � ,�' LAFAYET*iiE SSR t r'+. l n r O N :�', qT !Ir. . C' ,, a+ _ i n . " N N +• ` ^+t'-- „V e N .*, t•i • _ w r.' . x, f, k x ,/ .. X-,•' .� - ! �ANBSR PROPOSED �..3�r•'1” 'f+.: x =- ` �G 0 o '_ n, `ti d € r .�P w PLUNGE POOL w rfrz rcn Q a 1 C,u PROPOSED GRASS �k.:. _. ♦. . CHANNEL r k° r Q z Q PROPOSED INLET g, .f s' 0 � o N 0 BIO•RETENTION f STRUCTURE i or w Q O POND `. O4 call— o � PROPOSED BOX c CULVERT OUTFALL ' n' N = EXISTING POND } ROND 2'(H)x10'(W) oe No: zzaaao.oa zao' o zoo' °oo DATE: JULY 2015 '. �, SALEM HARBOR J 4 rY +,, eee..sce� SCALE: 1"=200' OUTLET TO BE 1 CHECK G„AP„;c sCa'Loo atFoaE USING DEMOLISHED rye.^ ° FIGURE 4 T A® 9xM-�'•! it a ".s -� . \' "�G�•`JT,+ A), >I. s].. ._" "�`tsM!"� �!r7-C '*A�, }ss!• '� I+ ] 3 `` }y ; 1 T7 r ] T 3 r! yR1 0. '... •.. } ..Y X 4w #-r,* ..... J, Ik. . 'G 4 1. ,/j t . ° D"S fSa S ' " . 1"`, ` i}.•" .. .inP ,�v's, ff�iyi��,�+' f 't. �' fir' K� V 1.. 6' '♦ 1 r. `5 it,_ + ,3�rT Tr apt �.t,.�•." � a`�:.�C' has "-��.r .� , "sv. t'�' � '��� ,8,... � e� t � + �S'� iti y� a "n __, r„ ,tea+�. '} aAh .�im ..y� &i+ ✓ Tilt vtY h� " y yy�' : ® Cab s 'm«,.'.. S7 -'x}• .f •SS 5. : P v6r'.'$`' u . Yf .„,f�$ .tc� e ,,4!�` '�' t '7'. . t�Yb ._;.�J }' r- • dw_�' a+�'�"�R � �,.. 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RESOURCE AREA DISTURBANCE GE: a PERMANENT TEMPORARY TOTAL pISNPBPNCE PAG REPLICPTGN AREA Q W \W D n �\ --. - Li, B 1 9 -T evw IBB BE fiw sr ses ss I.sT3 s Z g -*w B \ 1 Z \\ \ \ 1 5 v ` \ '` NS T0B-10 Y \ BANK 16 lF 55 UP T lF N/A Q Q a U •W ' 'OW�a ,I 10 WF RC Y r m m Y \��. \ X ,.� �" -- TOB wi'Tae B _ wr m 1/ +�"'r 1r IxSHO EAL a Is Bz BE Bz sr N/A w �3. vD �G�l CY @@ - R. T V T eN¢ -0 TDB a�r _ -s�\\\ wasTAL BARR 10 Ir 1°Ir 20 Ir N/A � � ED la y _ Q9-Ib o m 5-7 27,300 SE agw0 s xa700 sr N/A (n m RESOURCE AREA LEGEND Q W Q LM _ 13 Yom__ __ / c� •a 1 t \\ -! _xPF 10 ._ G.RDERINO WGETAIED NE R. G O NT_TOB-2 BANK L COASTAL BANK \\ M 9^ /J 00r - _ —I'f—'— �zm L > \ II LAND SUBJECT TO COASTAL ETORM FLOWAGE N N 100'BORDERING VEGETATED WERAND BUFFER F~- 1' EE `. ..( T11=9.23 W piR.\\�p 100'BANK BUFFER co C) U In 100'COASTAL SANK eVFFER = > WF- r'�' suar r so - C)< J ~d En 07 W BORDERING KCETATEp NEILWO AREA Q a W O U ® N H N SALT MMSN _O W Q N _1 Q WERANO REPLICATION AREA W ~ Z ~ Q N o J TEMPORARY WETGND UIsn1RBANCEF- U o Q O <® OJ N Q COASTPL BEACH � w ROCKY INTERRDAL SHORE (, { POND JOB N0: LY 2015 228340.04 OATS JU as C aC' BOSCALE: 1"=40' BAR ":s GE FIGURE 6 a' CHECK GRAPHIC sCAL£WORE USING -------- --- �- 1' WETLAND REPLICATION PLANTING LIST NE ZO _L1J LIMIT T Common Name. Genus/Species Size Planting Specifications No. o H LAND SUBJECT TO CIIAS$A� -- a STORM FLOWAGE Trees "F' - - serviceberry Amelanchier canadensis 2-3'min. singles,10 feet oc. 14 Shrubs o CD WE10 =mo" c o'c 1Ea \ M� LW inkbeny flex labra 2-3'min. in clusters of 2 to 4,4-6 feet o.c. 14 W ' Q LW PROPOSED TEMFOPPAYex . _ wEnAND DIsmRBANCE / \ L"�--_LWT - arrowwood Viburnum dentatum 2-3'min. in clusters oft to 4,4-6 feet o.c. 14 L LW�- W (SEE PLANTI USE l \ THIS SKEET) \\ Virginia rose Rosa virginiam 2-3'min. in clusters of 2 to 4,3-4 feet ox 21 a d,; 25 `O wa sm sa \\ SET SOCK 7.S Wr 7 Northeast weuand niversity Mi: U / W£TOB-11 nw.a+vm..a+wn A..---." \ / Wr TUy-1x . - '�� 2882% SpanaVireaa gmenbulLush -- BORDERING 1305/ 3 xs sa M1 .5 12,01% w g <rIVEGETATED 8351 Ca¢ Ip de Fannie,edge T OUT � ad rel �WETAND 69 clyg iditch a vs MB-14 \. 522% S rP a pe a Ig s /' \ U.0' 419% V rbevhmwa blue vervain Z \ 6 1 /.Q(2 209% Epour peffliatum bonelet P 152/ le de nncedgacs "'P m 146/ Fid coronale rew¢ed Q Q -16 1.36/ n1Y o eanad Canada ounces. J 3 r O WP TOE-15 \. 089% Epat m uma<Wmum J.,Mwe,a O / \ i (y",`�) 0731 Art as vgl'ae New England aster 7.49 i" [ � i 052% Al meplanta6 Noti<a Mourplanuin / WS TOB- �..../ 047% Fathamia gaminifolia gnoolusuPcIdemod Z 0471 subuixompan nn,hni goldenrod I-� O1soHE oai s mdx �erpun purl hemenounC,phabp 036e seropus mbemuramel'ii soft embwruch w C) Y I \ IL PROPOSED WETHAND REPECELON 0.3$% ASRrumbellaNa fLt[-bp wWl¢aRel L/ x i \r\ - (SEE PIAMMC LIT THIS SPEED 026% Carts crwi0 fiburned mg dsed U J a W �i 024% solidago Bigareca giant goldenrod _ Notes: 024/ BI eemua bnatongue W 022% p um Gana,stinum waterparso ip W a W MB-1z 0211 s' uave smdlfmlrodbulmsh U All plantings shall be native vazieties with no landscape 0181 - s-rp m1Cm<vpvs n¢adingbeggr tick: c�T PROPOSED - cultivars proposed. 0.16% croummaewala xAMr uildlemlock p x 0.08% Elymusranaae. xild rye k Specific placement of shrubs within the planting area 13 a rronaosa a T beggar-u<ks Z GE GP WO W P P g 006/ Angliaatropureuna purpl n angeh[a Q m y are approximate and may be adjusted in the field. 0.0511 nus „ate a k J - o.oaiCancyKI eago :. urn sax, anicum PentrAvaruasnwlxeed I ` w If necessary,any required substitute native shrubs shall be reviewed J. A Itig ;<m,,,1Ic s W Nt_ STONE 003% Ey v rip rverbark..ild,P. m Y by the Salem Conservation Agent prior to installation. 002% 3 o GO PROPOSED TERPOMT' //l� Cares lupI hap 4dge w l BANK DISTURBANCE / 001°o Iris versiwlar bloc flagHP 3 ` \ EXISTING POND (LAND UNDER WATER) n RESOURCE AREA LEGEND Y to w rOB-n roe-z X 'a BORDERING WGErATED wEnwxo O � V (n /, x W ¢, wE eanK U U O w W!0 SUBJECT TO COASTAL Froas ELOWAGE Q J F- N 1� LS in W 2- - — - -.—— — —.— 1D0'BORDERING VEGETATED WERAND BUFFER V) W = 100'SANK BUFFERn- � O .e !��'t U-T( L�`r' \ • SET SOCK lt_ Qai 1` y \ � —POR-1 xcTunD DISTURBANCE Q W U _- • z \ - _ UJ a W R \ \ y WERAND REPLICATION FflEA Q r a --- ------------- -- - -- SS �ME TDB-1D \ JOB N0: 228340.04 zo' c zo' 4a' DATE: JULY 2015 NI �, BPB 5idl£ SCALE: 1"=20' SDG, @G CHECK GRAPHIC scALE BEFORE DEINc FIGURE 7 \\\� �EGE7- ROERIN(- r 5 I ' CITY OF SALEM CONSERVATION COMMISSION �CIM1N� CONFIRMATION OF HAND DELIVERY Document: DEP #64-596: Canal Street Flood Mitigation Order of Conditions Recipient: Signature: Oj1& IVVIW / 1L Date: i&zhs CITY OF SALEM CONSERVATION COMMISSION July 22, 2015 David Knowlton, City Engineer City of Salem 120 Washington St. Salem, MA 01970 Re: Order of Conditions—DEP #64-596—Canal Street Flood Mitigation Project Dear Mr. Knowlton: Enclosed, please find the Order of Conditions for the above referenced project. Following the 10-business-day appeal period,this document must be recorded at the Essex County Registry of Deeds (Shetland Park 45 Congress Street, Suite 4100 Salem, Massachusetts). Once recorded, please return a copy of Page 12 of the Order, which will indicate to the Commission that the document has been recorded. As indicated in the Order, prior to any work commencing: 1. this Order must be recorded, 2. a sign must be displayed showing DEP File#64-596 within public view, and 3. contact me at least 48 hours prior to any activity (other than pre-construction activity specifically authorized in the Order) to schedule a pre-construction meeting to review the Order with your hired contractor. If you have any further questions,please feel free to contact me at 978-619-5682. Sincerely, l Tom Devine Conservation Agent Enclosure CC: DEP Northeast Regional Office Massachusetts Department of Environmental Protection Provided by MassDEP: 64-696 Bureau of Resource Protection - Wetlands MassDE MassDEP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem City/Town A. General Information Please note: Salem this form has 1. From: Conservation commission been modified with added 2. This issuance is for space to (check one): a. ®Order of Conditions b. ❑ Amended Order of Conditions accommodate the Registry of Deeds 3. To: Applicant: Requirements David Knowlton a. First Name b.Last Name Important: CityOf Salem When filling out forms on c.Organization the 93 Washington Street computer, use only the d.Mailing Address tab key to Salem MA 01970 move your e.City/Town f.State g.Zip Code cursor-do not use the 4. Property Owner(if different from applicant): return key. ����� See attached a. First Name b. Last Name c.Organization ream d. Mailing Address e.City/Town f.State g.Zip Code s. Project Location: See attached a.Street Address b. Cityriown c.Assessors Map/Plat Number d. Parcel/Lot Number d m s it m s Latitude and Longitude, if known: 9 d. Latitude e. Longitude wpaform5.doc- rev.6/162015 Page 1 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 64-596 WPA Form 5 — Order of Conditions MassDEP File# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem Citylrown A. General Information (cont.) 6. Property recorded at the Registry of Deeds for(attach additional information if more than one parcel): See attached a. County b.Certificate Number(if registered land) c.Book d. Page 6/29/2015 7/9/2015 7/22/2015 7. Dates: a.Date Notice of Intent Filed b. Date Public Hearing Closed c. Date of Issuance a. Final Approved Plans and Other Documents (attach additional plan or document references as needed): See attached a.Plan Title b.Prepared By c.Signed and Stamped by d.Final Revision Date e. Scale f.Additional Plan or Document Title g. Date B. Findings t. Findings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above-referenced Notice of Intent and based on the information provided in this application and presented at the public hearing, this Commission finds that the areas in which work is proposed is significant to the following interests of the Wetlands Protection Act(the Act). Check all that apply c ® Prevention of a. ® Public Water Supply b. ® Land Containing Shellfish Pollution f. ® Protection of d. ® Private Water Supply e. ® Fisheries Wildlife Habitat g. ® Groundwater Supply h. ® Storm Damage Prevention i. ® Flood Control 2. This Commission hereby finds the project, as proposed, is: (check one of the following boxes) Approved subject to: a. ® the following conditions which are necessary in accordance with the performance standards set forth in the wetlands regulations. This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above, the following General Conditions, and any other special conditions attached to this Order. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, these conditions shall control. wpaform5.doe• rev.6116/2015 Page 2 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 64-596 WPA Form 5 — Order of Conditions MassDEP File# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem Cityrrown B. Findings (cont.) Denied because: b. ❑ the proposed work cannot be conditioned to meet the performance standards set forth in the wetland regulations. Therefore, work on this project may not go forward unless and until anew Notice of Intent is submitted which provides measures which are adequate to protect the interests of the Act, and a final Order of Conditions is issued. A description of the performance standards which the proposed work cannot meet is attached to this Order. C. ❑ the information submitted by the applicant is not sufficient to describe the site, the work, or the effect of the work on the interests identified in the Wetlands Protection Act. Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests, and a final Order of Conditions is issued. A description of the specific information which is lacking and why it is necessary is attached to this Order as per 310 CMR 10.05(6)(c). 3. ❑ Buffer Zone Impacts: Shortest distance between limit of project disturbance and the wetland resource area specified in 310 CMR 10.02(1)(a) a. linear feet Inland Resource Area Impacts: Check all that apply below. (For Approvals Only) Resource Area Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 16 perm If, 16 perm If,55 55 55 4. ® Bank 55 temp- temp c. linea (feet d. linear feet 5. ® Bordering 155 perm sf, 155 perm sf, 1573 1573 Vegetated Wetland 830 temp 830 temp c.square feet d.square feet 6. ® Land Under See report see report Waterbodies and a.square feet b.square feet c.square feet d.square feet Waterways e.Gy dredged f.cty dredged 7. ❑ Bordering Land Subject to Flooding a.square feet b.square feet c.square feet d.square feet Cubic Feet Flood Storage e.cubic feet f.cubic feet g.cubic feet h.cubic feet 6. ❑ Isolated Land Subject to Flooding a.square feet b.square feet Cubic Feet Flood Storage c.cubic feet d.cubic feet e.cubic feet f.cubic feet g. ❑ Riverfront Area a.total sq.feet b.total sq.feet Sq ft within 100 ft c.square feet d.square feet e.square feet f.square feet Sq ft between 100- 200 ft g.square feet h.square feet i.square feet j.square feet wpaform5,doc• rev.611 612 01 5 Page 3 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 64-596 WPA Form 5 — Order of Conditions MassDEP File# El Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem CityfTown B. Findings (cont.) Coastal Resource Area Impacts: Check all that apply below. (For Approvals Only) Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 1o. ❑ Designated Port Indicate size under Land Under the Ocean, below Areas 11. ❑ Land Under the Ocean a.square feet b.square feet c.dy dredged d.Gy dredged Indicate size under Coastal Beaches and/or Coastal Dunes 1z. ❑ Barrier Beaches below cu yd cu yd 13. ❑ Coastal Beaches a.square feet b.square feet c.nourishment d. nourishment cu yd cu yd 14. ❑ Coastal Dunes a.square feet bsquare feet c.nourishment d. nourishment 10 temp If, 10 temp If, 15. ® Coastal Banks 10 perm 10 perm 16. ® Rocky Intertidal 82 temp 82 temp Shores a.square feet b.square feet 17. E:1 salt Marshes a.square feet b.square feet c.square feet d.square feet 1a. ❑ Land Under Salt Ponds a.square feet b.square feet c.cty dredged d.Gy dredged 19. ® Land Containing 82 temp 82 temp Shellfish a.square feet b.square feet c.square feet d.square feet 20. ❑ Fish Runs Indicate size under Coastal Banks, Inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above a.Gy dredged b.Gy dredged 21. ® Land Subject to 278300 sf perm,278300 sf perm, Coastal Storm 30400 temp 30400 temp Flowage 22. ❑ Riverfront Area a.total sqfeet b.total sq.feet Sq ft within 100 ft c.square feet d.square feet e.square feet f.square feet Sq ft between 100- 200 ft g.square feet h.square feet i.square feet j.square feet Page 4 of 12 wpafcrm5.doc• rev,6116/2015 Massachusetts Department of Environmental Protection Provided by MassDEP:64 Bureau of Resource Protection -Wetlands Mas-5965DEP File# WPA Form 5 - Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem Cityrrown B. Findings (cont.) •#23. If the 23 ❑ Restoration/Enhancement': project is for the purpose of restoring or a.square feet of BVW b,square feet of salt marsh enhancing a wetland resource area 24. E] Stream Crossing(s): in addition to the square b. number of replacement stream crossings footage that a.number of new stream crossings P has been C. General Conditions Under Massachusetts Wetlands Protection Act entered in Section B.5.c (BVW)or The following conditions are only applicable to Approved projects. B.1 Tc(Salt Marsh)above, 1. Failure to comply with all conditions stated herein, and with all related statutes and other please enter regulatorymeasures, shall be deemed cause to revoke or modify this Order. the additional amount here. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations. 4. The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: a. The work is a maintenance dredging project as provided for in the Act; or b. The time for completion has been extended to a specified date more than three years, but less than five years, from the date of issuance. If this Order is intended to be valid for more than three years, the extension date and the special circumstances warranting the extended time period are set forth as a special condition in this Order. c. If the work is for a Test Project, this Order of Conditions shall be valid for no more than one year. may be extended b the issuing authority for one or more periods of up to three 5. This Order y Y rit at least 30 days prior to the expiration he issuing authority Y years each upon application tot g Y date of the Order. An Order of Conditions for a Test Project may be extended for one additional year only upon written application by the applicant, subject to the provisions of 310 CMR 10.05(11)(f). 6. If this Order constitutes an Amended Order of Conditions, this Amended Order of Conditions does not extend the issuance date of the original Final Order of Conditions and the Order will expire on 7/22/2018 unless extended in writing by the Department. 7. Any fill used in connection with this project shall be clean fill. Any fill shall contain no trash, refuse, rubbish, or debris, including but not limited to lumber, bricks, plaster, wire, lath, paper, cardboard, pipe, tires, ashes, refrigerators, motor vehicles, or parts of any of the foregoing. Page 5 of 12 wP atorm5.doc• rev.6/1612015 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands 64-596 WPA Form 5 — Order of Conditions MassDEP File# 1 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP—Transaction# Salem Cityrrown C. General Conditions Under Massachusetts Wetlands Protection Act 8. This Order is not final until all administrative appeal periods from this Order have elapsed, or if such an appeal has been taken, until all proceedings before the Department have been completed. 9. No work shall be undertaken until the Order has become final and then has been recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case of the registered land, the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work is done. The recording information shall be submitted to the Conservation Commission on the form at the end of this Order, which form must be stamped by the Registry of Deeds, prior to the commencement of work. 10. A sign shall be displayed at the site not less then two square feet or more than three square feet in size bearing the words, "Massachusetts Department of Environmental Protection" (or, "MassDEP"] "File Number 64-596 " 11. Where the Department of Environmental Protection is requested to issue a Superseding Order, the Conservation Commission shall be a party to all agency proceedings and hearings before MassDEP. 12. Upon completion of the work described herein, the applicant shall submit a Request for Certificate of Compliance (WPA Form 8A)to the Conservation Commission. 13. The work shall conform to the plans and special conditions referenced in this order. 14. Any change to the plans identified in Condition#13 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 15. The Agent or members of the Conservation Commission and the Department of Environmental Protection shall have the right to enter and inspect the area subject to this Order at reasonable hours to evaluate compliance with the conditions stated in this Order, and may require the submittal of any data deemed necessary by the Conservation Commission or Department for that evaluation. 16. This Order of Conditions shall apply to any successor in interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. wpafcrm5.doc- rev.6A6/2015 Page 6 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - WetlandsMassDEP File#64-596 / WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) 17. Prior to the start of work, and if the project involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland in the vicinity of the proposed work area shall be marked by wooden stakes or flagging. Once in place, the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by the Conservation Commission. 18. All sedimentation barriers shall be maintained in good repair until all disturbed areas have been fully stabilized with vegetation or other means. At no time shall sediments be deposited in a wetland or water body. During construction, the applicant or his/her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed. The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission, which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order. 19. The work associated with this Order(the 'Project') (1) ® is subject to the Massachusetts Stormwater Standards (2) ❑ is NOT subject to the Massachusetts Stormwater Standards If the work is subject to the Stormwater Standards,then the project is subject to the following conditions: a) All work, including site preparation, land disturbance, construction and redevelopment, shall be implemented in accordance with the construction period pollution prevention and erosion and sedimentation control plan and, if applicable, the Stormwater Pollution Prevention Plan required by the National Pollution Discharge Elimination System Construction General Permit as required by Stormwater Condition 8. Construction period erosion, sedimentation and pollution control measures and best management practices (BMPs) shall remain in place until the site is fully stabilized. b) No stormwater runoff may be discharged to the post-construction stormwater BMPs unless and until a Registered Professional Engineer provides a Certification that: i. all construction period BMPs have been removed or will be removed by a date certain specified in the Certification. For any construction period BMPs intended to be converted to post construction operation for stormwater attenuation, recharge, and/or treatment, the conversion is allowed by the MassDEP Stormwater Handbook BMP specifications and that the BMP has been properly cleaned or prepared for post construction operation, including removal of all construction period sediment trapped in inlet and outlet control structures; ii. as-built final construction BMP plans are included, signed and stamped by a Registered Professional Engineer, certifying the site is fully stabilized; iii. any illicit discharges to the stormwater management system have been removed, as per the requirements of Stormwater Standard 10; wpafmm5 doc• rev.6116/2015 Page 7 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 64-596 WPA Form 5 - OrdLler of Conditions MassDEP File# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) iv. all post-construction stormwater BMPs are installed in accordance with the plans (including all planting plans) approved by the issuing authority, and have been inspected to ensure that they are not damaged and that they are in proper working condition; v. any vegetation associated with post-construction BMPs is suitably established to withstand erosion. c) The landowner is responsible for BMP maintenance until the issuing authority is notified that another party has legally assumed responsibility for BMP maintenance. Prior to requesting a Certificate of Compliance, or Partial Certificate of Compliance, the responsible party (defined in General Condition 18(e)) shall execute and submit to the issuing authority an Operation and Maintenance Compliance Statement ("O&M Statement) for the Stormwater BMPs identifying the party responsible for implementing the stormwater BMP Operation and Maintenance Plan ("O&M Plan") and certifying the following: i.)the O&M Plan is complete and will be implemented upon receipt of the Certificate of Compliance, and ii.) the future responsible parties shall be notified in writing of their ongoing legal responsibility to operate and maintain the stormwater management BMPs and implement the Stormwater Pollution Prevention Plan. d) Post-construction pollution prevention and source control shall be implemented in accordance with the long-term pollution prevention plan section of the approved Stormwater Report and, if applicable, the Stormwater Pollution Prevention Plan required by the National Pollution Discharge Elimination System Multi-Sector General Permit. e) Unless and until another party accepts responsibility, the landowner, or owner of any drainage easement, assumes responsibility for maintaining each BMP. To overcome this presumption, the landowner of the property must submit to the issuing authority a legally binding agreement of record, acceptable to the issuing authority, evidencing that another entity has accepted responsibility for maintaining the BMP, and that the proposed responsible party shall be treated as a permittee for purposes of implementing the requirements of Conditions 18(f)through 18(k)with respect to that BMP. Any failure of the proposed responsible party to implement the requirements of Conditions 18(f)through 18(k) with respect to that BMP shall be a violation of the Order of Conditions or Certificate of Compliance. In the case of stormwater BMPs that are serving more than one lot, the legally binding agreement shall also identify the lots that will be serviced by the stormwater BMPs. A plan and easement deed that grants the responsible party access to perform the required operation and maintenance must be submitted along with the legally binding agreement. f) The responsible party shall operate and maintain all stormwater BMPs in accordance with the design plans, the O&M Plan, and the requirements of the Massachusetts Stormwater Handbook. wparorm5.doc• rev.6/16/2015 Page 8 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands 64-596 MassDEP File# El WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# Salem City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) g) The responsible party shall: 1. Maintain an operation and maintenance log for the last three (3) consecutive calendar years of inspections, repairs, maintenance and/or replacement of the stormwater management system or any part thereof, and disposal (for disposal the log shall indicate the type of material and the disposal location); 2. Make the maintenance log available to MassDEP and the Conservation Commission ("Commission") upon request; and 3. Allow members and agents of the MassDEP and the Commission to enter and inspect the site to evaluate and ensure that the responsible party is in compliance with the requirements for each BMP established in the O&M Plan approved by the issuing authority. h) All sediment or other contaminants removed from stormwater 13MPs shall be disposed of in accordance with all applicable federal, state, and local laws and regulations. i) Illicit discharges to the stormwater management system as defined in 310 CMR 10.04 are prohibited. j) The stormwater management system approved in the Order of Conditions shall not be changed without the prior written approval of the issuing authority. k) Areas designated as qualifying pervious areas for the purpose of the Low Impact Site Design Credit(as defined in the MassDEP Stormwater Handbook, Volume 3, Chapter 1, Low Impact Development Site Design Credits) shall not be altered without the prior written approval of the issuing authority. 1) Access for maintenance, repair, and/or replacement of BMPs shall not be withheld. Any fencing constructed around stormwater BMPs shall include access gates and shall be at least six inches above grade to allow for wildlife passage. Special Conditions (if you need more space for additional conditions, please attach a text document): Attached conditions are issued under the Wetlands Protection Act and are sufficient for compliance with the local ordinance 20. For Test Projects subject to 310 CMR 10.05(l 1), the applicant shall also implement the monitoring plan and the restoration plan submitted with the Notice of Intent. If the conservation commission or Department determines that the Test Project threatens the public health, safety or the environment, the applicant shall implement the removal plan submitted with the Notice of Intent or modify the project as directed by the conservation commission or the Department. wpaform5.doc• rev.6/16/2015 Page 9 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands 64-596 WPA Form 5 — Order of Conditions MassDEP File# 1 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP-Transaction# Salem Cityrrown D. Findings Under Municipal Wetlands Bylaw or Ordinance 1. Is a municipal wetlands bylaw or ordinance applicable? ❑ Yes ❑ No 2. The Salem hereby finds (check one that applies): Conservation Commission a. ❑ that the proposed work cannot be conditioned to meet the standards set forth in a municipal ordinance or bylaw, specifically: 1.Municipal Ordinance or Bylaw 2. Citation Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards, and a final Order of Conditions is issued. b. ® that the following additional conditions are necessary to comply with a municipal ordinance or bylaw: Wetlands Protection and Conservation Ordinance c. 50 1.Municipal Ordinance or Bylaw 2.Citation 3. The Commission orders that all work shall be performed in accordance with the following conditions and with the Notice of Intent referenced above. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, the conditions shall control. The special conditions relating to municipal ordinance or bylaw are as follows (if you need more space for additional conditions, attach a text document): Attached conditions are issued under the Wetlands Protection Act and are sufficient for compliance with the local ordinance wparorm5.doc• rev.6/16/2015 Page 10 or 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands6 Mass EP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Tran, saction# w City/Town E. Signatures Important:when This Order is valid for three years, unless otherwise specified as a special a( filling out forms condition pursuant to General Conditions#4,from the date of issuance. ate Issuance on the computer, use only the tab Please indicate the number of members who will sign this form. key to move your This Order must be signed by a majority of the Conservation Commission. 2.Number of Signers cursor-do not use the return The Order must be mailed by certified mail (return receipt requested) or hand delivered to key the applicant.A copy must be mailed, hand delivered or filed electronically at the same time with the appropriateMassDEP Re ional Office. Signatures, ISI i )� 'y hand delivery on El requested, certified mail, return receipt requested, on �f ( �e Date F. Appeals The applicant, the owner, any person aggrieved by this Order, any owner of land abutting the land subject to this Order, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate MassDEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department,with the appropriate filing fee and a completed Request for Departmental Action Fee Transmittal Form, as provided in 310 CMR 10.03(7) within ten business days from the date of issuance of this Order.A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he/she is not the appellant. Any appellants seeking to appeal the Department's Superseding Order associated with this appeal will be required to demonstrate prior participation in the review of this project.Previous participation in the permit proceeding means the submission of written information to the Conservation Commission prior to the close of the public hearing, requesting a Superseding Order, or providing written information to the Department prior to issuance of a Superseding Order. The request shall state clearly and concisely the objections to the Order which is being appealed and how the Order does not contribute to the protection of the interests identified in the Massachusetts Wetlands Protection Act (M.G.L. c. 131, §40), and is inconsistent with the wetlands regulations (310 CMR 10.00). To the extent that the Order is based on a municipal ordinance or bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. wpa5sigs Eoc• rev.02/2512010 Page 1 of Massachusetts Department of Environmental Protection Provided by MassDEP: 64-596 Bureau of Resource Protection - Wetlands MassDEP File# WPA Form 5 - Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 ;DEP Transaction# Salem City/Town G. Recording Information Prior to commencement of work, this Order of Conditions must be recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land subject to the Order. In the case of registered land, this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions. The recording information on this page shall be submitted to the Conservation Commission listed below. Conservation Commission Detach on dotted line, have stamped by the Registry of Deeds and submit to the Conservation Commission. -------------------------------------- To: Conservation Commission Please be advised that the Order of Conditions for the Project at: Project Location MassDEP File Number Has been recorded at the Registry of Deeds of: County Book Page for: Property Owner and has been noted in the chain of title of the affected property in: Book Page In accordance with the Order of Conditions issued on: Dale If recorded land, the instrument number identifying this transaction is: Instrument Number If registered land, the document number identifying this transaction is: Document Number Signature of Applicant Page 12 of 12 vvPaform5.ticc• rev.6/1612015 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands Request for Departmental Action Fee Provided by DEP Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Request Information 1. Location of Project a.Street Address b. City/Town,Zip c.Check number d. Fee amount Important: 2 Person or party making request(if appropriate, name the citizen group's representative): When filling out forms on the computer, Name use only the tab key to Mailing Address move your cursor-do City/T wn State Zip Code not use the return key. Phone Number Fax Number(if applicable) 3. Applicant(as shown on Determination of Applicability (Form 2), Order of Resource Area Delineation (Form 46), Order of Conditions (Form 5), Restoration Order of Conditions (Form 5A), or Notice of Non-Significance (Form 6)): anon Name Mailing Address City/Town State Zip Code Phone Number Fax Number(if applicable) 4. DEP File Number: B. Instructions 1. When the Departmental action request is for(check one): ❑ Superseding Order of Conditions—Fee: $120.00(single family house projects)or$245(all other projects) ❑ Superseding Determination of Applicability— Fee: $120 ❑ Superseding Order of Resource Area Delineation— Fee: $120 wPaform5.doc• rev,4/222015 Page 1 oft Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands Request for Departmental Action Fee Provided by DEP Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Instructions (cont.) Send this form and check or money order, payable to the Commonwealth of Massachusetts, to: Department of Environmental Protection Box 4062 Boston, MA 02211 2. On a separate sheet attached to this form, state clearly and concisely the objections to the Determination or Order which is being appealed. To the extent that the Determination or Order is based on a municipal bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. 3. Send a copy of this form and a copy of the check or money order with the Request for a Superseding Determination or Order by certified mail or hand delivery to the appropriate DEP Regional Office (see http,//www.mass.gov/eea/agencies/massdep/about/contacts/). 4. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he/she is not the appellant. Page 2 ort wpaform5.doc• rev.4222015 _y Attachment to Order of Conditions # 64-596 �Y Page 1 of 5 ATTACHMENT TO ORDER OF CONDITIONS SALEM CONSERVATION COMMISSION DEP FILE #64-596 CANAL STREET FLOOD MITIGATION PROJECT Located at: Hersey Avenue, Ocean Avenue, Meadow Street, Laurel Street, Forest Avenue, Clifton Avenue, Salem State University O'Keefe Center Parking Lot (225 Canal Street), 105 Canal Street, 125 Canal Street, and Forest River Park City of Salem, Massachusetts (See attached site locus map and list of owners) ADDITIONAL FINDINGS Based on the Estimated Habitats of Rare Wildlife and Certified Vernal Pools Map (7/2/2015, online) from Natural Heritage & Endangered Species Program (NHESP) of the Massachusetts Division of Fisheries and Wildlife, it has been determined that this project does not occur near any habitat of state-listed rare wildlife species nor contain any vernal pools. This Order permits the construction of the Canal Street Flood Mitigation Project per Notice of Intent and Stormwater Report submitted 6/29/2015,approved plans listed below,and these conditions.Appropriate removal of invasive plants from the Forest River Park pond is permitted,but not required,under this Order. GENERAL CONDITIONS 1. This Order of Conditions must be recorded in its entirety(including all 5 pages of Special Conditions) at the Essex County Registry of Deeds or the Land Court for the district in which the land is located, after the expiration of the 10-day appeal period and within 30 days of the issuance. A copy of the recording information must be submitted to the Salem Conservation Commission before any work approved in this Order commences. 2. Approval of this application does not constitute compliance with any law or regulation other than M.G.L Chapter 131, Section 40, Wetlands Regulations 310 CMR 10.00 and the City of Salem Wetlands Protection Ordinance, Salem Code Chapter 50. 3. All work shall be performed in accordance with this Order of Conditions and approved site plan(s). No alteration of wetland resource areas or associated buffer zones, other than that approved in this Order, shall occur on this property without prior approval from the Commission. 4. Prior to any work commencing on site,a DEP Sign showing DEP File#64-596 must be installed at the entrance to the site and seen from the public way,but not placed on a living tree. sw§ Attachment to Order of Conditions# 64-596 Page 2 of 5 z 5. No work approved in this Order may commence until the ten(10)day appeal period has lapsed from the date of the issuance of this Order. 6. With respect to this Order,the Commission designates the Conservation Agent as its agent with powers to act on its behalf in administering and enforcing this Order. 7. The Commission or its Agent,officers,or employees shall have the right to enter and inspect the property at any time for compliance with the conditions of this Order,the Wetlands Protection Act MGL Chapter 131, Section 40,the Wetlands Regulations 310 CMR 10.00, and shall have the right to require any data or documentation that it deems necessary for that evaluation. 8. The term"Applicant"as used in this Order of Conditions shall refer to the owner, any successor in interest or successor in control of the property referenced in the Notice of intent, supporting documents and this Order of Conditions. The Commission shall be notified in writing within 30 days of all transfers of title of any portion of the property that takes place prior to issuance of the Certificate of Compliance. 9. It is the responsibility of the applicant to procure all other applicable federal, state and local permits and approvals associated with this project. These permits may include but are not necessarily limited to the following: (1) Section 404 of the Federal Water Pollution Control Act(P.L.92-500, 86 stat. 816),U.S. Army Corps of Engineers. (2) Water Quality Certification in accordance with the Federal Water Pollution Control under authority of sec. 27(5)of Chapter 21 of the Massachusetts General Laws as codified in 314 CMR 9.00. (3) Sewer Extension Permit from the DEP Division of Water Pollution Control under G. L. Ch. 21A ss7 and 314 CMR 7.00. Any Board of Health permit for septic system design for any portion of the septic system within 100 feet of wetlands shall be submitted to the Commission prior to construction initiation. (4) Design Requirements for Construction in Floodplains under the State Building Code(780 CMR 744.). 10. If there are conflicting conditions within this Order,the stricter condition(s) shall rule. H. All work shall be performed so as to ensure that there will be no sedimentation into wetlands and surface waters during construction or after completion of the project. 12. The Commission or its Agent shall have the discretion to modify the erosion/siltation control methods and boundary during construction if necessary. 13. The Commission reserves the right to impose additional conditions on portions of this project or this site to mitigate any actual or potential impacts resulting from the work herein permitted. 14. The work shall conform to the following attached plans and special conditions: Final Approved Plans CITY OF SALEM, MASSACHUSETTS, DEPARTMENT OF PUBLIC WORKS, CANAL STREET FLOOD MITIGATION PROJECT, sheets G-000 to G-002, C-200 to C-222, C-500 to C-507, and 5-500 (Title) 'L N%, Attachment to Order of Conditions # 64-596 r Page 3 of 5 6/20/2015 (Dated) David A. White (Signed and Stamped hy) City of Salem Conservation Commission (On file with) 15. Any proposed changes in the approved plan(s) or any deviation in construction from the approved plan(s) shall require the applicant to file a Notice of Pro7ect Change with the Commission. The Notice shall be accompanied by a written inquiry prior to their implementation in the field, as to whether the change(s) is substantial enough to require filing a new Notice of Intent or a request to correct or amend this Order of Conditions. A copy of such request shall at the same time be sent to the Department of Environmental Protection. 16. In conjunction with the sale of this property or any portion thereof before a Certificate of Compliance has been issued,the applicant or current landowner shall submit to the Commission a statement signed by the buyer that he/she is aware of an outstanding Order of Conditions on the property and has received a copy of the Order of Conditions. 17. [Reserved]. PRIOR TO CONSTRUCTION 18. Prior to the commencement of any activity on this site other than activities listed above,there must be a Pre-Construction Meeting on site between the project supervisor,the contractor responsible for the work, and the Conservation Agent and/or a member of the Conservation Commission to ensure that the requirements of the Order of Conditions are understood. The staked erosion control line shall be adjusted, if necessary,during the pre-construction meeting. Please contact the Conservation Agent at (978)619-5685 at least forty-eight(48) hours prior to construction to arrange for the Pre- Construction Meeting. 19. Prior to the pre-construction meeting and commencement of any activity on this site, sedimentation and erosion control barriers shall be installed as shown on the approval plan(s)and detail drawings. The Commission and/or its Agent shall inspect and approve such installation at the pre-construction meeting. 20. No clearing of vegetation,including trees,or disturbance of soil shall occur prior to the pre-construction meeting. Minimal disturbance of shrubs and herbaceous plants shall be allowed prior to the pre- construction meeting if absolutely necessary in order to place erosion control stakes where required. 21. There shall be adequate additional erosion and sediment controls stored onsite for emergency purposes. EROSION CONTROL 22. Appropriate erosion control devices shall be in place prior to the beginning of any phase of construction, and shall be maintained during construction in any wetland resource area and/or buffer zones. The erosion control measures shown on the approval plan(s)and provisions in the Order will be the minimum standards for this project; the Commission or its Agent may require additional measures. Attachment to Order of Conditions # 64-596 7t8': Page 4 of 5 23. All debris, fill and excavated material shall be stockpiled a location far enough away from the wetland resource areas to prevent sediment from entering wetland resource areas. 24. Erosion and sedimentation control devices shall be inspected after each storm event and repaired or replaced as necessary. Any accumulated silt adjacent to the barriers shall be removed. 25. The area of construction shall remain in a stable condition at the close of each construction day. 26. Any de-watering of trenches or other excavation required during construction shall be conducted so as to prevent siltation of wetland resource areas. All discharge from de-watering activities shall be filtered through straw bale sediment traps, silt filter bags or other means approved by the Commission or its Administrator. 27. Within thirty (30) days of completion of construction on any given portion of the project,all disturbed areas in the completed portion of the site shall be permanently stabilized with rapidly growing vegetative cover,using sufficient top soil to assure long-term stabilization of disturbed areas. 28. If soils are to be disturbed for longer than two(2)months, a temporary cover of rye or other grass should be established to prevent erosion and sedimentation. If the season is not appropriate for plant growth, exposed surface shall be stabilized by other appropriate erosion control measures, firmly anchored,to prevent soils from being washed by rain or flooding. DURING CONSTRUCTION 29. A copy of this Order of Conditions and the plan(s)approved in this Order shall be available on site at all times when work is in progress. 30. No alteration or activity shall occur beyond the limit of work as defined by the siltation barriers shown on the approved plan(s). 31. All waste products, grubbed stumps,slash;construction materials,etc. shall be deposited at least 100 feet from wetland resource areas and 200 feet from river. 32. Cement trucks shall not be washed out in any wetland resource or buffer zone area,nor into any drainage system. Any deposit of cement or concrete products into a buffer zone or wetland resource area shall be immediately removed. 33. All exposed sub-soils shall be covered by a minimum of three(3)inches of quality screened loam topsoil prior to seeding and final stabilization. 34. Immediately following drainage structure installation all inlets shall be protected by silt fence,strawbale barriers and/or silt bags to filter silt from stormwater before it enters the drainage system. 35. There shall be no pumping of water from wetland resource areas. 36. All equipment shall be inspected regularly for leaks. Any leaking hydraulic lines,cylinders or any other components shall be fixed immediately. 37. During construction,all drainage structures shall be inspected regularly and cleaned as necessary. 38. The applicant is herby notified that failure to comply with all requirements herein may result in the issuance of enforcement actions by the Conservation Commission including,but not limited to, civil administrative penalties under M.G.L Chapter 21A,section 16. yb, Attachment to Order of Conditions # 64-596 Page 5 of 5 AFTER CONSTRUCTION 39. Upon completion of construction and final soil stabilization,the applicant shall submit the following to the Conservation Commission to request a Certificate of Compliance(COC): (1) A Completed Request for a Certificate of Compliance form (WPA Form 8A or other form if required by the Conservation Commission at the time of request). (2) A letter from a Registered Professional Engineer certifying compliance of the property with this Order of Conditions. (3) An"As-Built"plan signed and stamped by a Registered Professional Engineer or Land Surveyor showing post-construction conditions within all areas under the jurisdiction of the Massachusetts Wetlands Protection Act. This plan shall include at a minimum: (a) All wetland resource area boundaries with associated buffer zones and regulatory setback areas taken from the plan(s)approved in this Order of Conditions; (b) Locations and elevations of all stormwater management conveyances, structures and best management designs, including foundation drains,constructed under this Order within any wetland resource area or buffer zone; (c) Distances from any structures constructed under this Order to wetland resource areas- "structures"include,but are not limited to,all buildings,septic system components,wells, utility lines,fences,retaining walls,and roads/driveways; (d) A line delineating the limit of work-"work"includes any filling, excavating and/or disturbance of soils or vegetation approved under this Order; 40. When issued,the Certificate of Compliance must be recorded at the Essex County Registry of Deeds and a copy of the recording submitted to the Salem Conservation Commission. 41. If the completed work differs from that in the original plans and conditions,the report must specify how the work differs; at which time the applicant shall first request a modification to the Order. Only upon review and approval by the Commission,may the applicant request in writing a Certificate of Compliance as described above. 42. Erosion control devices shall remain in place and properly functioning until all exposed soils have been stabilized with final vegetative cover and the Conservation Commission and/or its Agent has authorized their removal. ADDITIONAL CONDITIONS 43. A swale and/or appropriate grading shall be constructed to direct runoff from the parking lot adjacent to the Forest River Park pond into the bioretention area. 44. Any pipe openings that are larger than 12" and accessible to the public shall be covered with a grate. PERPETUAL CONDITIONS 45. [Reserved] MAP-BLOCK- STREET LOCATION OWNER MAILING ADDRESS CITY STATE ZIP BOOK PAGE CITY CONTROLLED LOT NUMBER 33-743 32 Clifton Ave/Forest City of Salem 93 Washington Street Salem MA 01970 -- — YES River Park NO/Letter of Authorization Provided 32-124 225 Canal Street Commonwealth of Massachusetts 352 Lafayette Street Salem MA 01970 17145 407 33-105 125 Canal Street Crosby Salem Realty LLC 28 Meadow Street Georgetown MA 01833 25179 203 NO/LettePof Authorization Provided 33-132 105 Canal Street 1&D Canal LLC PO Box 555 Salem MA 01970 5574 1 741 NO/Lener of Authorization Provided , /%'Cv ( Halltide / \ \g r11 Rock � l J i { � 0 , \��� �I 6hs Hawthorne Cove. � �\ Flatchs Marina ^ Jc n LL-EM Wharf W E i� Derby Wharf W Iy J �ARD ST iDerby art i WharfLight \ y\i �J i 11bCJ(�r� South S Fol, /Ji_A KsoN STWhart ih'Wer 1A Long Point ^\ 0 � \ \ 1 .y Cole N Qi�?a1mef Point. i— 111 - r t> .. 'I �=�> � �� 11 , � r SITE L000S �, �r+. � a' m: ��� /W sT O + CSt�c�° d_ 1. Plcke`fGa-Point >� s� �.� �P�- j \ <:p ',1 Purr is t rte' ti � 0 S\� Salex,i ;IL7a a --Jeggle % Stater .\ fege� Island "..N \Col �90 / I'\, =�STATIONJRD% \ ul" f ! � � ,� NIARBLEHEAD� 4 tl SOURCE: USGS TOPOGRAPHIC MAP eoa rvo:2zeaap wsn.nw R<oo,smiam CITY OF SALEM. 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LSI '" �� b it Tai �� a ����� �� a a' '� a a IV 7 s A r 51 e � IFc anvrM-Co ��e - . *�' ��` A'i{�-'mow. Y' 3Atl MOl Y t, ,n ♦ �. n > trc Y bj xA , s CITY OF SALEM. MASSACHUSETTS lJ� asn. �wo.gmn.no DEPARTMENT OF PUBLIC NORMS A,mva,xuumu.m A ABUTTERS NOTIFICATION srass,.na lx.w.wxaNwnn.�m q ti m FLOOD MI➢CAiION IMPROOEMENTS - FOR THE CANAL STREET/ oesicNco ev sux cnccnEo ev. onw &C�RRAN mXRaFMaIN1EG%tt onrvE vesmTs SALEM STALE UNIVERSItt AREA onAxn er. 32-00460 230 CANAL STREET MACKEY HERBERTIFFLORENCEM 230 CANAL ST SALEM MA 01970 32-0047-0 228 CANAL STREET CUBE COLLETTE 226 CANAL ST SALEM MA 01970 32-0048-0 22412 OANALSTREET GOYETTE PAULA GOYETTE ROSE 22412 CANAL STREET SALEM MA 01970 32-0048-0 224 OANALSTREET KARPINSKI DONNA R 224 CANAL ST SALEM MA 01970 32-0050.0 222 CANAL STREET DIXEY HELENA DIXEY WILLIAM 222 CANAL ST SALEM MA 01970 32-0052-0 218 CANAL STREET OUELLETTE OSCAR G YVETTEL 218 CANAL ST SALEM MA 01970 32-00510 216 CANAL STREET SMITH PAUL F JR SMITH SUSAN 216 CANAL ST SALEM MA 01970 32-0050.0 212 CANAL STREET ELASHKAR JILL EL-ASHKAR EMAOM 212 CANAL STREET SALEM MA 01970 32-00530 9B BROADWAY LIMA PETRONIO LIMA GIOVANIA 911BR0ADWAY SALEM MA 01970 32-0101-0 11 PACIFIC STREET MICHAUD EDMOND J JR CAROL 11 PACIFIC ST SALEM MA 01970 32-0117-0 98 LINDEN STREET DOYLE THOMAS 106 LINDEN STREET SALEM MA 01970 32-01130 7 DAY AVENUE BETTANO MICHAEL MCMANUS MEAGHAN ELIZABETH 7DAY AVE SALEM MA 01970 32-01200 9 MY AVENUE AVIGIAN JOHN BERTHAT 9DAYAVE SALEM MA 01970 32-01210 98 LINDEN STREET NGUYEN HUE WLINDEN ST SALEM MA 01970 3241289 95 BROADWAY HAMILTON ANDREW 11 RIVERSIDE DRIVE MARBLEHEAD MA 01945 32-%27-0 99 REABROADWAY BEDARD REBEKAH 14ADAMS STREET SALEM MA 01970 32-0182-0 64 62 LINDEN STREET KANTOROSINSKI REALTY TRUST KANTOROSINSKI HENRYIPATRIOIA 84 LINDEN ST SALEM MA 01970 32-01859 1 3 LUSSIER STREET CRUZ LUIS JR BWELDAVENUE ROXBURY MA 02119 32-01860 5 7 WSSIER STREET LAPHAM EDWARD SWSSIER STREET SALEM MA 01970 32-0187-0 9 11 LUSSIER STREET BEAREGARO LORRAINE E 11 LUSSIER STREET SALEM MA 01970 32-01860 13 WSSIER STREET ORANNEY SHEILA CRANNEY BRIAN 13 LUSSIER STREET SALEM MA 01970 32-01930 13 FORESTAVENUE DOYLE PETER DOYLE 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MA 01970 3101150 12 HAZEL STREET SQUIBB WILLIAM 509 CABOT STREET BEVERLY MA 01815 3101260 3 ROSLYN STREET COURT GOMEZMARIA Il ROSLYN ST CT SALEM MA 01970 3301260 0 7 ROSLYN STREET COURT FULLERTON BRIAN L FULLERTON LORRAINE M 7ROSLYN ST CT SALEM MA 01970 33-01350 05 ST PAUL STREET IAPOINTE NORMAN P LAPOINTE ROBERTAA SST PAUL ST SALEM MA 01870 33-01450 0 99 12 CANALSTREET LASKOWSKI KAZIK LASKOWSKI ANNA 9912 CANAL ST SALEM MA 01970 33-02960 0 15 HAZEL STREET MORIN DUANE MORIN DOUGIASIMCHALE PAUTA 14 LAUREL STREET DANVERS MA 01923 33-0297-0 17 HAZEL STREET WURSTER HAROLD WURSTER CHRISTINA J P0Box 2100 ANNAPOLIS MD 21404 33-0298-0 019 HAZEL STREET HH,LLC 6ORKNEY R0AD Y 46 BRIGHTON MA 02135 33-0300.0 21 HAZEL STREET STRAUSS MARSHALL B STRAUSS EIAINE0 10 CHESTNUT STREET SALEM MA 01970 33-0301-0 23 HAZEL STREET TALBOT GLORIA 23 HAZEL ST SALEM MA 01970 33-038&0 0 B FORESTAVENUE PEABODY CHARLES PEABODY ISABELLE 25 CENTRAL STREET BEVERLY MA 019155825 33-030]-0 0 0 FORESTAVENUE SMITH ANTHONY RIZZO NICOLEA 6F0RESTAVE SALEM MA 01970 33-0400-0 4 FORESTAVENUE BRAUGHLER TIMOTHY D FIBER BRIAN 4F0RESTAVENUE SALEM MA 01970 33-0401-0 2 FORESTAVENUE 2 FOREST AVENUE REALTY TRUST JEAN MARC WEAN PAUL R TRS 20 WEST STREET DANVERS MA 01923 33-0408-0 2 CLIFTONAVENUE JON-HEATH REALTY TRUST ROY ROBERT H JR ET AL TRS 11 APPLETON ST SALEM MA 01970 33.0410-0 317 LAFAYETTE STREET 317 LAFAYETTE ST.RLTY TRUST PELLETIER JOAN TR 317 LAFAYETTE STREET SALEM MA 01970 338412-0 6 8 CLIFTONAVENUE BAY VIEW REALTY TRUSTMOCCW J MOCCIA JOSEPH E TR 73 LITTLE NAHANT R0AD NAHANT MA 01908 33,)4130 12 CLIFTONAVENUE TAISTRA PAUL TAISTRA SARAHP 12 CLIFTON AVE SALEM MA 01970 33-0414-0 W CLIFTONAVENUE CURRAN REBECCA 14 CLIFTON AVE SALEM MA 01970 330418-0 17 PLYMOUTH STREET MARGERUM EDWARD S MARGERUM EILEEN G 17 PLYMOUTH ST SALEM MA 01970 33.0417-0 1 CLIFTONAVENUE LEVESQUE GERALD E LIAIREJ 1CLIFT0N AVE SALEM MA 01970 3}0884-0 34 SHORE AVENUE LEBtANC ROBERT- EVELYNM 34 SHORE AVENUE SALEM MA 01970 33-0865-0 32 SHORE AVENUE PEIRCE SHELLEY 32 SHORE AVENUE SALEM MA 01970 33.0886-0 30 SHORE AVENUE JALBERT MARK JALBERTMARGARETM 30 SHORE AVE SALEM MA 01970 33.0667-0 28 SHORE AVENUE TACHE REALTY TRUST TACHE JOSEPH?ACHE JULIANNA TR 8FAIRVIEW R0AD SALEM MA 019T0 330668-0 28 SHORE AVENUE SORENSEN PETER SORENSEN CHRISTINE J 28 SHORE AVE SALEM MA 01970 330669-0 24 SHORE AVENUE POWER MATTHEW 203 WASHINGTON STREET SALEM MA 01970 330670-0 22 SHORE AVENUE COTE PAULJ BAGHDAD-COTE NASSIRA 22 SHORE AVENUE SALEM MA 01970 330671-0 16 SHORE AVENUE 16 SHORE AVENUE SALEM RLTY TR CARTER ROBERT CARTER MARY ETIPS 34 SMITH STREET MARBLEHEAD MA 01945 33-08930 13 CLIFTONAVENUE 13 CLIFTON STREET REALTY TRUST SPINALE JOHN JORDAN DANA P TRS 34 BRIDGE ST SALEM MA 01970 33-0700-0 17 CLIFTONAVENUE JRJ FAMILY REALTY TRUST JULIEN J RICHARDUULIEN MARIE/CARPENTER SUZANNE TRS 17 CLIFTON AVE SALEM MA 01970 33-0701-0 19 CLIFTON AVENUE WALKER PETER bO WALKER DIANNE 19 CLIFTON AVE SALEM MA 01970 33.5702-0 21 CLIFTON AVENUE CECERE MICHAEL 21 CLIFTON 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OCEANAVENUE ROMANOMTZ KEITH R ROMANOVITZ RITA SILOTTE KATHLEEN 90 OCEAN AVENUE SALEM MA 01970 33-0084-0 0 143 CANAL STREET CANAL REALTY TRUST THE HOLTJER CORNEUSIESER SUZANNE PG BOX 3127 PEABODY MA 01960 32-00410 90 BROADWAY SUANNA 211 L0WER BAY R0AD SANBORNTON NH 03269 33-073&0 B WESTTERRACE WHOLLEY WILLIAM WHOLLEY DONNA BWESTTERR SALEM MA 01970 330095-0 19 LAUREL STREET NGUYEN JOSEPH THAN HCAT 19 IAURELST SALEM MA O1970 33-001&0 0 24 FORESTAVENUE OPTING DOMINGOS E MARY 16 ENGLEW00D RD PEABODY MA 01960 330727-0 24 CLIFTON AVENUE GINLEY MICHAEL 24 CLIFTON AVE SALEM MA 01970 33-0080.0 95 OCEANAVENUE TINKHAM PHILIP TINKHAM MARY 95 OCEAN AVE SALEM MA 01970 33-0752-0 38 SHOREAVENUE JANVRIN JUOITHA 30 SHORE AVE S.1— MA 01970 33-0029-0 0 7 HERSEY STREET ANOREOLA RENA DA 10UTLOOK HILL ROAD SALEM MA 01970 33-013&0 7 STPAUL STREET ROUGHAN BENJAMIN M 7S PAUL ST SALEM MA 01970 33-0017-0 0 22 FORESTAVENUE KAVANAUGH JOHN PO BOX 457 BEVERLY MA 01915400 33-0129-0 10 STPAUL STREET GRAY ELLIOT MAOORE OORISP MADORE LORRAINE A 185T PAUL STREET SALEM MA 01970 32-0118-0 1 DAYAVENUE MARTIN DIRKD MARTINTARA 1DAYAVENUE SALEM MA 01970 32-0200-0 15 FORESTAVENUE LEGASEY EUTABETH G 15 FOREST AVE SALEM MA 01970 33-0134-0 0 101 CANAL STREET ROLKETTLINOA 44 CHESTNUT STREET N BOSTON MA 02108 32-0305-0 33 BELLEAU ROAD BREWER GREGORY L 33 BELLEAU ROAD SALEM MA 01970 32-00450 86 BROADWAY CORREAANA 86 BROADWAY SALEM MA 01970 33-0291F0 19 12 HAZEL STREET NEW REALTY TRUST MCNUT .UDITHTR 25AUTUMN LANE HAMILTON MA 01930 33-0731-0 12 PLYMOUTH STREET $KELLEY CAROL 1 S CLIFTON AVE SALEM MA 01970 32-02630 11 WESTCIRCLE AYERS KIMBERLEY J AYERS JAMES 11 WEST CIRCLE SALEM MA 01970 32-0044-0 06 BROADWAY SU ANNA 211 LOWER BAY ROAD SANBORNTON NH 03269 33-0104-0 0 127 CANALSTREET 127CANALSTREETREALTY LLC C/O PHI REALTY PO BOX 1074 WINCHESTER MA 010904474 334012-0 0 34 FORESTAVENUE THREE SONS REALTY TRUST CATALOG RONALD J TR 34 F0RESTAVE SALEM MA 01970 32-0267-0 7 WESTCIRCLE PYRGOS REALTY TRUST PRAPPAS VASILIOS PRAPPAS FAY TRS 7WEST CIRCLE SALEM MA 01970 33.00840 15 MEADOW STREET GUTIERREZ GABRIEL GUTIERREZ GLORIA E 15 MEADOW STREET SALEM MA 01970 32-030¢0 35 BELLEAU ROAD CARL J DECOTIS REVOCABLE TR DECOTIS CARL J TR 35 BELLEAU R0AD SALEM MA 01970 32-0264-0 0 1 WESTCIRCLE FOTOPOULOS STAVROS FOTOPOULOS"TINA M 1 WESTCIRCLE SALEM MA 01970 32-0184-0 19 FORESTAVENUE BOUCHARD LENA LEGER DIANNE BOUCHARD 19F0RESTAVE SALEM MA 01970 33-01100 20 HAZELSTREET HMHIAJ XHEVAHIR HAXHIAJ MATILDA 29 HAZEL ST SALEM MA 01970 33-072" 22 CLIFTON AVENUE KAKO JOHN KANG ANNE 22 CLIFTON AVENUE SALEM MA 01970 32-01099 2 ATLANTIC STREET SHUTE PAMELA 44 ATLANTIC STREET SALEM MA 01070 32-0190-0 4 6 ATLANTIC STREET LAPHAM ROY LAPHAM ELEANOR 5LLSSIER STREET SALEM MA 01970 33-0742-0 53 WESTAVENUE FREEMAN ELEANOR J 53WESTAVE SALEM MA 01970 32-0081-0 100 BROADWAY LAM DES 100 BROADWAY SALEM MA 01970 33.0041-0 0 16 HERSEY STREET SANCHEZ ANA LUI$A 1O HERSEY STREET 02 SALEM MA 01870 32-0100-0 3 PACIFIC STREET MARTIN FAMILY REALTY TRUST MARTIN STEPHEN T/MARTIN LTR$ 33 KENNETH R0AD MARBLEHEAD MA 01945 23-0151-0 50 BROADWAY THOMAS MACKEY 6 SON$INC PO B0X 386 SALEM MA 01870 32-0121-0 LAFAYETTE STREET MASS COMMONWEALTH OF TRUSTEE OF STATE COLLEGE SALEM m 01970 33-00050 0144 CANALSTREET 1M CANAL ST NOM RLTY TRUST C/O SNAKEBITE REALTY TRUST PO BOX 1074 WINCHESTER MA 018904474 33-0005-0 0 142 CANALSTREET 142 CANAL STREET N0M TRUST SNAKEBITE REALTY,LLC PO BOX 1074 WINCHESTER m 01890 33-0037-0 26 HERSEY STREET NIMIIA,INC 26 HERSEY STREET SALEM MA 01970 33-0083-0 0 145 CANALSTREET BEST PETROLEUM NET LEASE.LLC C/0 KE ANDREWS 000 19000ALROCKROAO ROWETT TX 75088 33-0082-0 17 MEADOW STREET BENNY J.FISHERIES LIMITED PO BOX 201 SWAMPSCOTT MA 01907 33-0131-0 0 103 CANALSTREET ADAMS JOHN MANCINI PO BOX 555 SALEM MA 01970 32-0198-002 11 FORESTAVENUE Ull LOBSITZ RICHARD M DEBRA 11 FORESTAVENUE UII SALEM MA 01970 33-0003-0 0 150 CANALSTREET MCDONALD CORPORATION 02010140 C/O CHARLES UETZ MCDOANLDS 150 CANAL STREET SALEM MA 01970 33-0081-0 W OCEAN AVENUE ADAM WERNER REALTY.LLC 97 OCEAN AVENUE SALEM MA 01970 32M20-601 5 FORESTAVENUE U1 HNAT JOANNM 5FORESTAVE UI SALEM M4 01970 32-0220-802 7 FORESTAVENUE U2 MACKEY EILEENC LORINGT 7FORESTAVE U2 SALEM MA 01970 33-0001-0 0 208 CANALSTREET ENON ENTERPRISES INC CID ALLIANCE ENERGY CORP ATTN'.TAX DEPARTMENT 15 NORTHEAST INDUSTRIAL RD BRANFORD CT 06405 334020-803 16 FORESTAVENUE U3 HANLON HAROLD HANLON JUDITH 116 RAND C0VE R0AD CHATHAM MA 02633 33-0020-802 16 FORESTAVENUE U2 GOODWIN COROLETTE 16 FOREST AVE U2 SALEM MA 01970 33-0020-601 16 FORESTAVENUE Ul MANGKLARATANA RAMACHART NAGASING TIPAVANEE 16 FOREST AVE UI SALEM MA 01970 33-0013001 18 FORESTAVENUE U1 DO ALLYN 18 FOREST AVENUE UI SALEM MA 01970 33-0013803 18 FORESTAVENUE U3 FORSYTH MAUREEN 692 EAST STREET TEWKSBURY MA 01076 33-0013802 18 FORESTAVENUE U2 KAZIMIR DAVID$G. 799 EAST SHERW0OD HILLS DR, BLOOMINGTON IN 474014401 3300850 0135 CANALSTREET 135 CANAL STREET RLTY TRUST VUTAJ LUIGI TR 11 GREEN STREET DANVERS MA 01923 33000&0 132 134 CANAL STREET 134 CANAL STREET REALTY,LLC P O BOX 1074 WINCHESTER MA 018904474 33001&802 20 FORESTAVENUE U2 CARD MATTHEW 25545 QUITS P0ND C0URT CHANTILLY VA 20152 33-001&003 20 FORESTAVENUE U3 VENO MATTHEW VENO KAREN 20 FOREST AVE U3 SALEM MA 01970 33-0003-0 0 141 CANALSTREET MORNEAV PAUL H 3 PLYMOUTH ST SALEM MA 01970 33-00380 22 HERSEY STREET WEENERJAMES 59 BROADWAY SALEM MA 01970 33-0757-0 201 CANALSTREET COCA REALTY TRUST COSTA NELSON CAFUA FERNANDO 201 CANAL STREET SALEM MA 01970 3391030 27 LAUREL STREET ANTIGUA REALTY TRUST RIORDAN MELISSA F TR 27 LAUREL ST SALEM MA 01970 33-0011-0 0 203 CANALSTREET ZB M REALTY TRUST KANTOROSINSKI ZBIGNIEW KANTOROSINSKI MARIA T 42 BLODGETTAVENUE SWAMPSCOTT MH 01907 33-0402-0 310 LAFAYETTE STREET LEISEY KENNETH LEISEY MONICAR 310 LAFAYETTE STREET SALEM MA 01970 33-07250 28 CLIFTON AVENUE NORTH SHORE HERITAGE ASSOC INC 64 H0LTEN ST DANVERS MA 01923 33-0743201 32 38 CLIFTON AVENUE SALEM CITY OF FOREST RNER PARK MA 33-0743-202 32 38 CLIFTON AVENUE SALEM CITY OF FOREST RIVER PARK MA 33-0018-001 2O FORESTAVENUE Ul MARQUEZ MATLDITA 20 FOREST AVE UI SALEM MA 01970 32-0198-801 9 FORESTAVENUE U9 SCHOELLES CRAIG RISLEY DEEA 42 CHARLES STREET SALEM MA 01970 33-0036-0 0 151 CANALSTREET NB C REALTY TRUST LAGONAKIS N-UNARDOS CMS 9BRIDGE STREET SALEM MN 01970 32-04230 220 CANALSTREET MACKEY ELAINE 230 CANAL STREET SALEM MA 01970 33-0116-801 10 HAZEL STREET Ul MANNION GINA MANNION JOHN 10 HAZEL STREET UI SALEM MA 01970 330116-802 10 HAZEL STREET U2 PINK HEATHER 10 HAZEL STREET U2 SALEM MA 01970 3.116-803 10 HAZEL STREET U-3 FARGUHESONMIRIAM 10 HAZEL STREET U3 SALEM MA 01970 334116-BO4 10 HAZEL STREET R-0 CHUBB DAVID 10 HAZEL STREET U4 SALEM MA 01970 33-0116005 ID HAZEL STREET R-5 WHITE KRISTEN OOANEBRANDON 10 HAZEL STREET US SALEM MA 01970 32-1424-0 7 PACIFIC STREET SEACHROSE REALTY TRUST LIEBMAN DAVID/LIEBMAN ROGAN TR 14 CROWN WAY MARBLEHEAD m 01945 32-0125801 99 BROADWAY U1 TRZCINSKI MARIA A OZUBINSKI DAVID 99 BROADWAY UNIT 1 SALEM MA 01970 32-0125802 99 BROADWAY U2 ARROWHEAD CONSULTING,LLC BARROWHEADROAD MARBLEHEAD MA 01945 32-0125803 99 BROADWAY U3 PYBURN JENNIFER L 123 JAKE STREET PEABODY MA 01980 330700-0 19 HERSEY STREET J AND D REALTY TRUST ADAM 5 JOHWROGERS DANA TRS PO BOX 555 SALEM MA 01970 33-075MO1 0 32 FORESTAVENUE UTHI ESOUIVEL VIRGINIA 32 FOREST AVENUE UNITTII SALEM MA 01970 33-075&002 0 32 FORESTAVENUE UTH2 COUGHLIN JULIE 32 FOREST AVENUE UNIT 712 SALEM MA 01970 32-0183.001 17 FORESTAVENUE U1 17 FOREST AVENUE,LLC 20C DELOARMINE STREET WAKEFIELD MA 01880 32-018}002 17 FORESTAVENUE U2 17 FOREST AVENUE,LLC 20C OELOARMINE STREET WAKEFIELD MA 01880 M418}803 17 FORESTAVENUE U3 GIRGIN TURKER CIO BURAK SOZER B3 MOTORPARTS 1083 RTE 03 UNIT NI CAPE MAY COURT HOUSE NJ 08210 334044-801 0 10 HERSEY STREET U1 SEKMICHELLE 10 HERSEY STREET UNIT I SALEM MA 01970 33A040.882 0 10 HERSEY STREET U2 GAWLOCKI CRYSTAL G 10 HERSEY STREET U2 SALEM MA 01970 3;-0040.803 0 10 HERSEY STREET U3 SCHETTINOTHOMAS 12800 HARRISGLENN DR APT 128 AUSTIN TX 78753 33-0101401023 LAUREL STREET UA QALY STEPHEN GUZMAN CASSANDRA 23 LAUREL STREET UA SALEM MA 01970 33-0101402 0 23 LAUREL STREET US AYUBE LAUREN 23 LAUREL STREET UB SALEM MA 01970 I CERTIFY THIS IS A TRUE AND CORRECTCOPY DAT€;- _ 6Y: /dssessor' COMMITMENT& INTEGRITY 40 Shattuck Road I Suite 110 T 866.702.6371 DRIVE RESULTS Andover, Massachusetts 01810 T 978.557.8150 www.woodardcurran.com F 978.557.7948 Hand Delivered p June 25,2015 RECEIVED Salem Conservation Commission JUN 2 0, 2015 _ ` Attn: Tom Devine DEPT.OF PLANNING& ' WOODARD 120 Washington Street COMMUNITY DEVELOPMENT &CURRAN Salem, MA 01970 Re: Notice of Intent Canal Street Flood Mitigation Project -' Dear Members of the Salem Conservation Commission: On behalf of the City of Salem, Massachusetts, Woodard & Curran, in association with LEC Environmental Consultants, Inc.is pleased to submit this Notice of Intent(NOI)for the Canal Street Flood ' Mitigation Project. The work involves the construction of infrastructure improvements within Hersey Avenue,Ocean Avenue, Meadow Street, Laurel Street, Forest Avenue, Clifton Avenue,the Salem State University O'Keefe Parking Lot, and the Forest River Park at 105 Canal Street and at 125 Canal Street. ' The NOI is being submitted as portions of the work are within or adjacent to inland and coastal Wetland Resource Areas subject to protection under the Massachusetts Wetlands Protection Act(M.G.L.,c. 131, s.40),its implementing Regulations(310 CMR 10.00),and the City of Salem Wetlands and Conservation ' Ordinance. Enclosed please find one original and seven copies of the NO[application and supporting documentation. The NOI includes a site locus, narrative, photographic documentation, abutter notification information, ' with the Stormwater Management Report and Project Plans attached separately. The proof of abutter mailing will be submitted at the public hearing.We respectfully request that you place this matter on your agenda for the next scheduled Public Hearing on July 9,2015. - ., If you have any questions, please do not hesitate to call me at 1-800-985-7897 extension 2004 or dwhite@woodardcurran.com.Thank you for consideration in the matter. Sincerely, WOODARD&CURRAN D 0 David A.White,Jr., P.E. Senior Project Manager Enclosure(s) cc: David K. Knowlton, P.E. (Salem-City Engineer) -� Mark L. Manganello, PWS(LEC Environmental Consultants, Inc.) PN: 228340 Wetlands Protection Notice of Intent WOODARD &CURRAN Canal Street Flood ' Mitigation Project t 1 40 Shattuck Road,Suite 110 Andover.Massachusetts 01810 ' 866.702.6371 In conjunction with: ' LEC Environmental Consultants, Inc. 12 Resnik Road, Suite 1 Plymouth,Massachusetts 02360 228340 woodardcurran .com City of Salem COMMITMENT & INTEGRITY DRIVE RESULTS June 2015 1 n ' 0 � 1 m c 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 "glRftAtD4 ' TABLE OF CONTENTS SECTION PAGE NO. 1. N01 WETLAND FEE TRANSMITTAL FORM AND PAYMENT............................... ...1.1 2. WPA FORM 3-NOTICE OF INTENT.............................................................................................................2.1 3. INTRODUCTION..............................................................................................................................................3.1 4. RESOURCE AREAS.......................................................................................................................................4.1 ' 4.1 Wetland Boundary Determination Methodology..............-..................................................................4-1 4.2 Canal Street/0'Keefe Parking Area and Associated Drainage Area.....................................................4-1 4.3 Forest River Park Description........ ...... ............ ......... ...............................................-...........4-2 ' 4.4 Wetland Resource Area Descriptions..................................................................---.........................4-3 4.4.1 Bordering Vegetated Wetlands(BVW)......................................................................................4-3 4.4.2 Bank.........................................................................................................................................4-3 4.4.3 Land Under Waterbodies and Waterways(LUW).....................................................................4-3 ' 4.4.4 Coastal Bank..............................................................................................................----......4-0 4.4.5 Rocky Intertidal Shore...............................................................................................................44 4.4.6 Coastal Beach........... ............-.............................. ........--...-.......44 ' 4.4.7 Salt Marsh.................................................................................................................................44 4.4.8 Land Containing Shellfish...............................................................................................---...4-5 4.4.9 Land Subject to Coastal Storm Flowage(LSCSF)---..............................................................4-5 ' 4.5 Natural Heritage and Endangered Species Program Designation.........................................................45 4.6 Area of Critical Environmental Concern..........................................................---...............................4-5 4.7 Outstanding Resource Water................................................................................................................4-5 4.8 Total Maximum Dairy Load(TMDL).......................................................................................................4.5 t5. PROPOSED WORK.........................................................................................................................................5.1 5.1 Upper Collection System........................... -.........4...--........................................_........_...................5-1 ' 5.2 Lower Collection System.......................................................................................................................5-1 5.3 Underground Storage Facility-...... ....... ....----.......... ...........-... ... .......................-5-1 5.4 Pump Station...._...................................................................................................................................5-2 5.5 Force Main and Gravity System............................................................................................................5-2 ' 5.6 Forest River Park..................................................................................................................................5-2 5.7 Impacted Wetland Resource Areas.......................................................................................................5-2 5.8 Erosion Control......................................................................................................................................5-2 ' 6. EVALUATION OF PERFORMANCE STANDARDS.......................................................................................6.1 6.1 Bordering Vegetated Wetland(BVW)....................................................................................................6 1 6.2 Bank............................................................................................-.1............1...14..................................6-2 ' 6.3 Land Under Water(LUW)......................................................................................................................6-3 6.4 Land Subject to Coastal Storm Flowage(LSCSF).................................................................................6.4 6.5 Coastal Bank..........................................................................................---........................----...6-4 ' 6.6 Rocky Intertidal Shore..........................................................................................................................65 6.7 Land Containing Shellfish.....................................................................................---........................6-5 7. CONCLUSION.................................................................................................................................................7.1 ' City of Salem(228340) 1 Woodard&Curran Notice of Intent June 2015 1 FIGURES Figure 1: Site Lows Map ' Figure 2: Upper Collection System Figure 3: Lower Collection System APPENDICES Appendix A: Owner Information ' Appendix B: Pond Assessment Report Appendix C: Stormwater Management Report(Bound Separately) Appendix D: Design Drawings(Bound Separately) ' Appendix E: Affidavit of Service,Notice to Abutters,&Abutters List Appendix F: FEMA Map Appendix G: Habitat Map ' 1 1 t City of Salem(228340) ii Woodard&Curran ' Notice of Intent June 2015 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands NOI Wetland Fee Transmittal Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important:When A. Applicant Information filing out forms on the computer, 1. Location of Project: use only the tab key to move your Canal Stret Salem cursor-do not a.Street Address b.CitylTown use the return kkeyy.�I. NIA NIA 1�1t c Check.number d.Fee amount 2, Applicant Mailing Address: David Knowlton rstn a.First Name b.Last Name ' City of Salem c.Organization 120 Washington Street d.Mailing Address ' Salem MA 01970 e.CdylTown L State g.Zip Code 978-745-9595 DKnowiton@satem.com h.Phone Number i.Fax Number j.Email Address 3. Property Owner(if different): See Attached Owner Information ' a..First Name b.Last Name c.Organization 1 d.Mailing Address e-City/Town f.State g.Zip Code ' h.Phone Number I.Fax Number I.Email Address To calculate B Fees filing sees,refer ' to the category Fee should be calculated using the following process&worksheet, Please see Instructions before fee list and 9 9 examples in the filling out worksheet. instructions for filling out WPA Step 11rype of Activity:Describe each type of activity that will occur in wetland resource area and buffer zone. ' Form 3(Notice of Intent). Step 2/Number of Activities: Identify the number of each type of activity. ' Step 311ndividual Activity Fee:Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities(identified in Step 2)times the fee per category (identified in Step 3)to reach a subtotal fee amount. Note: if any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone,the fee per activity should be multiplied by 1.5 and then ' I added to the subtotal amount. Step SfTotal Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. ' Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract$12.50.To calculate the cityttown share of the fee,divide the total fee in half and add$12.50. ' mw etf.Aar•Wetst Fee Tra.urinal Farm•rev,101 ep.1 012 1 Massachusetts Department of Environmental Protection ' `— Bureau of Resource Protection -Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (continued) Step 1/Type of Activity Step 2/Number Step Step 4/Subtotal Activity ' of Activities 3/Individual Fee Activity Fee Exempt ' 1 1 Step 6/Total Project Fee: Step 61Fee Payments: Total Project Fee: a.Total Fee from step 5 ' State share of filing Fee: b. 112 Total Fee less$12.50 CitylTown share of filling Fee: a 112 Total Fee plus$12.50 , C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to ' the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 ' Boston,MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent:a copy of this form: and the city/town fee payment. t To MassDEP Regional ice(see Instructions):Send a copy of the Notice of Intent or Abbreviated Notice of Intent;a copy of this form;and a copy of the state fee payment.(E-filers of Notices of Intent may submit these electronically.) , C noiteetreac•wetland Fee Tmn fttal Form•rev.1 W t Page 2 at 2 , J 1 1 1 1 1 1 1 1 1 1 1 1 1 Z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Massachusetts Department of Environmental Protection FovidedtyMaSaoEP Shy, kr ' Bureau of Resource Protection -Wetlands MaSsoEP File kh;m erj � �. ru`i: .. ai� 131 §40 , . .�1 WPA Form 3 - Notice of IntentIN Document Transaction umber Massachusetts Wetlands Protection Act M.G.L. c. , Salem m CitylTovm Important. When filling out A. General-Information ' When forms on the computer,use 1. Project Location(Note: electronic filers will click on button to locate project site): only the tab key to move your Forest Ave/Clifton Ave/Hersey Ave/Laurel St Salem 01970 ' use -re not /Ocean St/Meadow St/O'Keefe PL/FRP b.City/rom c.Zip code use the return key. 42.50648 N 70.89607 W Latitude and Longitude: tl.Latitude e.Longitude ' ra Maps 32133 Lots 124/10511321743 t.Assessors MaptPlat Number g.Parcel/Lot Number 2. Applicant: ' David Knowlton a. First Name b.Last Name Note: City of Salem ' Before c Organization completing120 Washington Street form consultlt your local d.Street Address Conservation Salem MA 01970 ' Commission e-City(row L State g.Zip Code regarding any municipal bylaw 978-619-5673 DKnowlton@salem.com or ordinance. h, Phone Number i. Fax Number j.Email Address ' 3. Property owner(required if different from applicant): ® Check if more than one owner See Attached Owners Information(Appendix A) a, First Name b.Last Name ' c-Organization d.Street Address ' e.Cityrrovm t State g.Zip Code ' h. Phone Number t.Fax Number j.Email address 4. Representative(if any): David White a. First Name b.Last Name Woodard &curran c.company ' 40 Shattuck Road d.Street Address Andover MA 01810 e.City/Tom f.State g.Zip Code ' 1-800-985-7897 978-557-7948 dwhite@woodardcurran.com h.Phone Number i, Fax Number I.Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): ' Exempt Exempt Exempt a.Total Fee Paid b.State Fee Paid c CityJTown Fee Paid ' wpafoim3.doc•rev,4122/2015 Page 1 of 9 1 t Massachusetts Department of Environmental Protection Pro�aedbyRM1assDEF -- Bureau of Resource Protection -Wetlands Masa ' - sDEP Fife Number WPA Form 3 - Notice of Intent .�. Document Transaction Numbet� Massachusetts Wetlands Protection Act M.G.L. e. 131, §40 Salem ' CitylTown A. General Information (continued) 6. General Project Description: , The proposed project involves mitigating the flooding in low-lying areas of the South river watershed in downtown Salem, MA. The project involves the construction of new dranage pipes, a flood storage ' tank, a stormwater pump station, a grassed channel, upgrades to the ballfield at Forest River Park, and the installation of a box culvert for the final discharge of stormwater. 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) ' 1.. ❑ Single Family Home 2. ❑ Residential Subdivision 3. ❑ Commercial/Industrial 4. ❑ DockJPier , 5. ❑ Utilities 6. ❑ Coastal engineering Structure 7. ❑ Agriculture (e.g., cranberries,forestry) 8. ❑ Transportation ' 9. ® Other ' 7b, Is any portion of the proposed activity eligible to be treated as a limited project(including Ecological Restoration Limited Project)subjectto 310 CMR 10.24(coastal)or 310 CMR 10.53 (inland)? i. E] Yes ® No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) ' 2.Untried Project Type If the proposed activity is eligible to be treated as an Ecological Restoration o Limited Project(310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Cert cation. 8. Property recorded at the Registry of Deeds for: ' See Attached Owner Information in Appendix A a.County b.certificate#(if registered land) c.Book d.Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. ❑ Buffer Zone Only—Check the project is located only in the Buffer Zone of a Bordering ' Vegetated Wetland Inland Bank or Coastal Resource Area. 2. ® Inland Resource Areas(see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, , Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. ' 1 wpaform3.doc•rev.412212015 Page 2 of 9 ' 1 Massachusetts Department of Environmental Protection P oiled by M aoeP ' Bureau of Resource Protection -Wetlands 1S a \� MassDEP Fde Namber -, .,t WPA Form 3 - Notice of Intent � `Document TransacGw7 Numbat ' Massachusetts Wetlands Protection Act M.G.L. a 131, §40 Cityt'rown B. Buffer Zone & Resource Area Impacts (temporary& permanent) (conYd) ' Resource Area Size of Proposed Alteration Proposed Replacement(if any) ' a. ® Bank 16 perm/55 temp 55 For all projects 1.linear feet 2.linear feet affecting other b. ® Bordering Vegetated 155 perm!830 temp 1,573 Resource Areas, I Wetland I.square feet 2.square feet ' please attach a See attached report narrative c.® Land Under 1.square feet 2,square feet explaining how Waterbodies and the resource area was Waterways 3.cubic yards dredged delineated. Resource Area Size of Proposed Alteration Proposed Replacement(h any) d. ❑ Bordering Land ' Subject to Flooding 1.square feet 2.square feet 3,cubic feet of flood storage lost 4.cubic feet replaced e. ❑ Isolated Land ' Subject to Flooding 1.square feet 2.cubic feet of flood storage lost 3.cubic feet replaced ' t ❑ Riverfront Area 1,Name of Waterway(if available -specify coastal or inland 2. Width of Riverfront Area (check one): ' ❑ 25 ft. - Designated Densely Developed Areas only ❑ 100 ft - New agricultural projects only ' ❑ 200 ft. -All other projects 3.Total area of Riverfront Area on the she of the proposed project: square feet ' 4. Proposed alteration of the Riverfront Area: ' a.total square feet b.square feet within 100 ft, a square feet between 100 ft.and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? ❑ Yes❑ No ' 6.Was the lot where the activity is proposed created prior to August 1, 1996? ❑ Yes❑ No 3. ® Coastal Resource Areas: (See 310 CMR 10.25-10.35) ' Note:for coastal riverfront areas, please complete Section B.2.f. above. 1 wpaform3.doc-rev.412 212 01 5 Page 3 of 9 1 Massachusetts Department of Environmental Protection Probed by MasbbEP S m a 'Bureau of Resource Protection -Wetlands ,; \(Fy WPA Form 3 - Notice of Intent i04450 `Numba[Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 � ' cityrrown B. Buffer Zone & Resource Area impacts (temporary & permanent) (cont'd) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. ' Onfine Users: Include your Resource Area Size of Proposed Alteration Proposed Replacement(if any) document transaction number a. F-1Designated Port Areas Indicate size under Land Under the Ocean, below ' (provided on your receipt page) b. ❑ Land Under the Ocean with all 1 square feet supplementary ' information you 2.cubic yards dredged submit to the Department. c. ❑ Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. ❑ Coastal Beaches 1.square feet 2,cubic yards beach nourishment ' e. ❑ Coastal Dunes 1,square feet 2.cubic yards dune nounshment ' Size of Proposed Alteration Proposed Replacement(if any) r. ® Coastal Banks 10 temp 110 perm 1_linear feet t g. ® Rocky Intertidal 82 temporary - Shores 1_square feet h.❑ Salt Marshes t 1,square feet 2,sq it restoration,rehab.,creation i. ❑ Land Under Salt Ponds 1.square feet 2.cubic yards dredged ' I. ® Land Containing 82 temporary Shellfish 1.square feet ' k. ❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1.cubic yards dredged ' I. ® Land Subject to 278,300 perm/30,400 temp Coastal Storm Flowage t.square feet , 4. ❑ Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional ' amount here. a.square feet of BVW b.square feet of Salt Marsh 5. ❑ Project Involves Stream Crossings ' a.number of new stream crossings b.number of replacement stream crossings ' wpaform3.doc•rev.41222015 Page 4 of 9 t I Massachusetts Department of Environmental Protection Provided by Ma"DEP . ? Bureau of Resource Protection -Wetlands dN WE w,Mas@DEP File Number oft- FDL WPA Form 3 — Notice of IntentG= ,a �-t3obumenf Transaction Number Massachusetts Wetlands Protection Act' M.G.L. c. 131, 40 e - § Salem CiryfTovm C. Other Applicable Standards and Requirements ' ❑ This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Notice of Intent— Required Actions (310 CMR ' 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review ' 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the . Natural Heritage and Endangered Species Program (NHESP)?To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://mai)s.massgis.state.ma.us/PRI EST HAB/viewer.htm. a. ❑ Yes ® No If yes, include proof of mailing or hand delivery of NOI to: ' Natural Heritage and Endangered Species.Program Division of Fisheries and Wildlife 2008 1 Rabbit Hill Road ' It. Date of map Westborough,MA 01581 ' If yes,the project is also subject to Massachusetts Endangered Species Act(MESA) review(321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent(NOI); OR complete Section CA J, if applicable. H MESA supplemental information is not included with the NOI, ' by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review(unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review` ' 1. ❑ Percentage/acreage of property to be altered: (a)within wetland Resource Area percentage/acreage ' (b)outside Resource Area percentage/acreage ' 2. ❑ Assessor's Map or right-of-way plan of site 2. ❑ Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed ' treelvegetation Gearing line, and clearly demarcated limits of work " (a)❑ Project description(including description of impacts outside of wetland resource area 8 bufferzone) ' (b) ❑ Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat,and require NHESP review(see http.11www.mass.goyleealapenciesldfcddfwlnatural-heritage/reoulatory-reviewi). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. ' `. MESA projects may not be segmented(321 CMR 10.16).The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. y wpafonn3.doc•rev.4122/2015 Page 5 of 9 Massachusetts Department of Environmental Protection Provided Ly MassDEP `- Bureau of Resource Protection -Wetlands ` 1a ' MassDBP file Nwnber WPA Form 3 - Notice of intent ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 2DacumantT angacbon Number 1 Salem CitylTown C. Other Applicable Standards and Requirements (cont'd) (c)❑ MESA filing fee(fee information available at ' http://www.mass.gov/dfweleldfwlnhesp/regulatory review/mesalmesa fee schedule.htm). ' Make check payable to'Commonwealth of Massachusetts- NHESP"and mai/to NHESP at above address Projects altering 10 or more acres of land.also submit ' (d)❑ vegetation cover type map of site (e)❑ Project plans showing Priority& Estimated Habitat boundaries ' (Ig OR Check One of the Following 1.❑ Project is exempt from MESA review. ' Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, http://www.mass.qov/dfwele/dfw/nheso/regulatory review/mesa/mesa exemotions.htm; t the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to. 310 CMR 10.37 and 10.59.) 2.❑ Separate MESA review ongoing. a.NHESP Tracking if b.Date submitted to NHESP t 3.❑ Separate MESA review completed. Include copy of NHESP"no Take"determination or valid Conservation & Management ' Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. ❑ Not applicable—project is in inland resource area only b.® Yes ❑ No t If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore-Cohasset to Rhode Island border,and North Shore-Hull to New Hampshire border: ' the Cape& Islands: Division of Marine Fisheries- Division of Marine Fisheries- ' Southeast Marine Fisheries Station North Shore Office Attn: Environmental Reviewer Attn: EnvironmentalReviewer 1213 Purchase Street—3rd Floor 30 Emerson Avenue t New Bedford,MA 02740-6694 Gloucester, MA 01930 Email: DMF.EnvReview-South(cDstate.ma.us Email: DMF.EnvReview-North((astate.ma.us Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, ' please contact MassDEP's Boston Office. For coastal towns in the Southeast Region, please contact MassDEP's Southeast Regional Office. wpaamr3.doc•rev.4/22t2015 Page 6 of 9 ' t I 1 Massachusetts Department of Environmental Protection K01174 Bureau of Resource Protection -Wetlands r 1 ` MassDEP Fate Number c Ll WPA Form 3 - Notice of intent Document Transacttan Numbee Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Sale .", � - Salem City/Town C. Other Applicable Standards and Requirements (cont'd) 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? Online users: a. ❑ Yes ® No If yes, provide name of ACEC(see instructions to WPA Form 3 or MassDEP Include your Website for ACEC locations). Note: electronic tilers click on Website. documem transaction b.ACEC number ' (provided on your 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water receipt page) (ORW)as designated in the Massachusetts Surface Water Quality Standards, 314 CMR-4.007 wit all supplementary a. ❑ Yes ® No information you submit to the 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Department. Restriction Act(M.G.L. a 131, §40A) or the Coastal Wetlands Restriction Act(M.G.L. c. 130, § 105)? a. ❑ Yes ® No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. ® Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management ' Standards per 310 CMR 10.05(6)(k)-(q)and check if: 1.❑ Applying for Low Impact Development(LID) site design credits(as described in Stormwater Management Handbook Vol. 2, Chapter 3) ' 2.® A portion of the site constitutes redevelopment 3.® Proprietary BMPs are included in the Stormwater Management System. b.❑ No. Check why the project is exempt: t.❑ Single-family house ' 2.0 . Emergency road repair 3.❑ Small Residential Subdivision (less than or equal to 4 single-family houses or less than ' or equal to 4 units in multi-family housing project)with no discharge to Critical Areas. D. Additional Information t ❑ This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent—Minimum Required Documents(310 CMR 10.12). ' Applicants must include the following with this Notice of Intent(NOI). See instructions for details. Online Users: Attach the document transaction number(provided on your receipt page)for any of the following information you submit to the Department ' 1. ® USGS or other map of the area (along with a narrative description, if necessary)containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) ' 2. ® Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure)relative to the boundaries of each affected resource area. 1 wpaform3.doc•rev.412212015 Page 7 of 9 Massachusetts Department of Environmental ProtectionPondei by"assaEa 'o Bureau of Resource Protection -Wetlands as MassDEP He Number TS ra WPA Form 3 - Notice of IntentIN is Document Transaction Number g Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Saiem..�... n ' City/Tovm D. Additional Information (coned) 3. ® Identify the method for BVW and other resource area boundary delineations(MassDEP BVW 1 Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. ® List the titles and dates for all plans and other materials submitted with this NOI. Canal Street Flood Mitigation Project ' a.Plan Title Woodard 8 Curran David White, P.E. b.Prepared By c.Signed and Stamped by 06/25/2015 See Plans ' it.Final Revision Date e.Scale f.Additional Plan or Document Title g.Date ' 5. ® If there is more than one property owner, please attach a list of these property owners not listed on this form. 6.❑ Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. , 7. ® Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 6. ® Attach NOI Wetland Fee Transmittal Form ' 9. ® Attach Stormwater Report, if needed. E. Fees ' t. ® Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth,federally.recognized Indian tribe housing authority, municipal housing ' authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form)to confirm fee payment: ' N/A N/A 2.Municipal Check Number 3.Check date N/A N/A ' 4.State Check Number 5.Check date N/A N/A 6. Payor name on check:First Name 7.Payor name on check.Last Name wpafonn3.doc•rev.412 212 01 5 Page 8 of 9 ' Massachtisetts.Department of EnArcinmentai Protection P6161*f by MassOEP ] _ Bureau of Resource Protediern-Wetlands -- ' I j - MiaSIDEP File number WPA Form 3 - Notice of intent } Ga ume�Sraxelmn Wtmzber. Massachusetts Wetlands Protection Act M,G.L. c.131, §40r Salem F. Signatures and Submittal Requirements .heraby certify kinder rthe;penahes o'f pejurythat'the forsgang:Notice of Intent and acbornpanying I ' plans,documants,and.sypporfing data are True and complete to the best ofmy knowiepge I understarid that the Gonsenationcommisslonwlill place notification of this Notice in a local newspaper at the expense of the appBcent in aecordance.witn the w.Btlands regulations, 31 Q:CMR i Q.05(5)(a). li 1 further:ertily under penaiGes of perjury that all abiitters were-notified o;this application,pursuarit to F1e requ�rement�o iyi G:L.c 131,§40.Notice must be rzadc br PrUfidate-o`Marling dr ln wrl.11, by hanj delivery or cerffhec-marl{retum recajpt requested)tc all abut' rs w tin 100 feet of tine property'tine of therw%W eC'iocaHon I 515 fAP[du. 3.£,x�rtetu ��^uwxt(ff' .djfletunt2 �- G Sign�i^-ot rxtpese+dzt{ve'ltary;� �6..tata ' For Conservation Commission- Two copies of the cgtmpWed.Notice of Interft(Fomf 3),including suppotting plans and documents; two cop're: of the NOI Viret'and Fee 7ranemittai Form,andthe c[tyftown+se pa,anentfoJlne- ' Conservation Commission by certified mail or:hand delivery, For MassDEP; One ropy of the compieted.Nouce:of Intent(Form 3,. including supporting pians and documents,one copy of the ho Wetland Fee 7ransmittal Form,and a copy of the state fee paymerl+.o the ' MassDEP Regianai Office(see(ns�ructiorrs)by.cerEiOed mail or hand delivery. Other., If the checked the`yes'box m any part of Section t; Item 3.above.refer to that section,and the Inst uctions-for additional submit:alreaSirements. Theorsginai and copies must be sem.simultaneously.Failure by the appiicent.to send capiasin a timely marnar may,result in dismissal of the Notice of!Ment. i I I I I f t 40onlx -rw.4722241'5 'Paan 9:af9 j,. i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r WOODARD &CURRAN ' 3. INTRODUCTION On behalf of the City of Salem,Woodard&Curran in conjunction with LEC Environmental Consultants, Inc.(LEC)has ' prepared a Notice of Intent(N01)in support of the Canal Street Flood Mitigation Project located within the South River Watershed.The project is being submitted to the Conservation Commission as an NOI because the flood mitigation work is located in and/or near Bordering Vegetated Wetland (BVW), Bank, Land Under Water(LUW),Coastal Bank, Rocky Intertidal Shore, Coastal Beach, Safi Marsh, Land Containing Shellfish and Land Subject to Coastal Storm Flowage (LSCSF). These are Wetland Resource Areas that are protected under the Massachusetts Wetlands Protection Act(M.G.L.,c.131,s.40),its'implementing Regulations(310 CMR 10.00)and the City of Salem Wetlands ' Protection Ordinance(Salem Code Chapter 50). The proposed project is depicted on Plans prepared by Woodard & Curran,dated June 2015,which are included in Appendix D. The low-lying areas of the South River watershed have been plagued with flooding problems for nearly a century. t Runoff collects in the areas where there is little elevation difference between the ground surface and mean high water. During periods of high fide,the South River cannot discharge to the ocean,and there is insufficient storage below flood elevations to contain the floodwaters.In addition,increased development and floodplain encroachment have decreased the area of natural wetland storage and the capacity of the existing stormwater infrastructure to collect and convey ' runoff. Because of these factors, the Canal StreetlSalem State University area shown on Figure 1, frequently experiences flooding.The flooding often damages private and public property as well as renders roadways impassable, residential properties uninhabitable,and businesses inoperable. In some instances,flooding persists for days. Two primary subsurface drainage systems collect and convey runoff from the Project Area to the South River Conduit Runoff from business and industries along Canal Street and the properties between Canal Street and the Boston and Maine Railroad are collected in storm drains in Canal Street This drainage system runs along Canal Street and ' combines with a second storm drainage system that serves Salem State College's O'Keefe Parking Area and side roads entering Canal Street from the east.These systems collect runoff from commercial, industrial, and residential properties and throughout the area and convey it to the South River Conduit Collectively, the two drainage systems ' collect runoff from approximately 85 acres of fully developed urban watershed. Figurel shows the Project Area,which is the lowest tying area within the South River Watershed.The drainage systems servicing the area convey runoff to the South River Conduit,which also services the remainder of the 1,400-acre South River Watershed. Given that the Project Area is the lowest area of the watershed, it is often subject to backwater conditions when the South River Conduit reaches capacity or is subject to high tide conditions. In addition,drainage systems in the area do not have the capacity to convey runoff during significant rainfall events, which further ' exacerbates flooding within the area.Capacity is limited because of the undersized infrastructure and limited'elevation differential along the infrastructure. The overall project goal is to reduce flooding for up to the 1-percent annual chance event(100-year event),in the Canal Street and Salem State University O'Keefe parking lot.Additional benefits from the project occur at Forest River Park. These include correcting the flooding issues at the ball field,allowing for more frequent Pond flushing,and preventing the existing seawall from overtopping from the landward side flooding. ' This report presents a summary of wetland resource areas within the Project Area, describes the proposed project, and demonstrates compliance with applicable state and local regulations. 1 ' City of Salem(228340) 3-1 Woodard&Curran Notice of Intent June 2015 1 1 }� 1 V ' 1 1 1 1 1 1 1 1 1 �wCURUN ' 4. RESOURCE AREAS The inland and coastal Wetland Resource Areas were delineated in the field by LEC in accordance with the above- referenced Act and Ordinance. The proposed project is depicted on Canal Street Flood Mitigation Project Plans prepared by Woodard&Curran,dated June 20,2015,which are included in Appendix D of the N01 Application. ' This section also references the attached Forest River Park Pond Inspection Report,located in Appendix B,prepared by Dr. David Mitchell, Ph.D., Certified Lake Manager (CLM). Dr. Mitchell conducted field evaluations of the Pond, including water quality analysis,for the purpose of evaluating baseline conditions within the Pond as well as evaluating the potential effects of the project on the Pond. ' 4.1 WETLAND BOUNDARY DETERMINATION METHODOLOGY On December 4, 2014, LEC conducted a site evaluation to identify and characterize existing protectable Wetland ' Resource Areas located near Forest River Park Pond. Wetland Resource Areas delineated in the field include BVW and Bank,as described below.Additional Wetland Resource Areas including LUW,Coastal Bank,Coastal Beach,Land Containing Shellfish, Salt Marsh and LSCSF were delineated on the plans based on field observations and other ' mapping resources.LUW is located in the interior of the Pond and is further described in the Wetland Resource Area descriptions below.Coastal Bank,Coastal Beach, and Rocky Intertidal Shore are located seaward of the seawall and Coastal Bank is coincident with the tap of the seawall. The transition between Coastal Beach and Rocky Intertidal ' Shore is based on observations of the average size of stones,cobbles and small boulders exceeding 10"in average diameter. Land Containing Shellfish is presumed to be present within the Coastal Beach area based an the Massachusetts Geographic Information System(MassGIS)Shellfish Suitability Maps(Attached).The limits of the Salt Marsh vegetafion was survey-located in the field. LSCSF is based on Federal Emergency Management Agency ' (FEMA)flood insurance rate map(FIRM)mapping and topographic contours on the site. The BVW boundaries were determined through observations of the existing plant communities,using the"fifty percent ' criteria" to determine dominance of wetlandlupland vegetation; the interpretation of soil characteristics, and other indicators of wetland hydrology in accordance with the Massachusetts Department of Environmental Protection (MassDEP) handbook, Delineating BVWs under the Massachusetts Wetlands Protection Act(March 1995), the Field Indicators for Identifying Hydric Soils in New England (April,2004), and the criteria set forth in 310 CMR 10.55.The ' boundary of the BVW was marked in the field with orange surveyor's flagging tape embossed with the words "LEC Resource Area Boundary"in bold, black print.Welland flags associated with BVW are numbered 1-21. ' Bank was delineated through observations of the first observable break in slope and indicators of mean high water including changes in vegetation and water-staining on vegetation in accordance with the definition at 310 CMR 10.54. The top of Bank was delineated with blue flagging numbered TOB 1-27. ' 4.2 CANAL STREETIO'KEEFE PARKING AREA AND ASSOCIATED DRAINAGE AREA The Canal StreeVO'Keefe Parking Area portion of the project includes drainage infrastructure improvements east of ' Canal Street, between Broadway Street and St. Paul Street, and installation of an underground storage facility and pump station within the O'Keefe Parking Area on the Salem State College property. The work area includes the seven block,densely developed area located east of Canal Street,south of St.Paul Street, ' west of Lafayette Street and north of Loring Avenue.The area is densely developed with residential and commercial development along with the Salem State University Complex,and is part of an 82-acre urban watershed.Mature trees and small lawn areas are scattered among residential properties; however, a majority of the area is comprised of ' impervious surface. ' City of Salem(228340) 4-1 Woodard&Curran Nofice of intent June 2015 WODDARD &CURRAN Approximately 31-acres of the watershed is located within the FEMA Zone AE (el. 11)floodplain classified as LSCSF. ' There are no other Welland Resource Areas within the vicinity of the Canal Street/O'Keefe Parking Area and Associated Drainage Area. 4.3 FOREST RIVER PARK DESCRIPTION ' Figure 1 shows Forest River Park, which is located to the east of the Canal Street'O'Keefe Parking Area and is accessible from Clifton Avenue.Project-related activities at the park include oonstruction of a drainage treatment swale ' and installation of a box culvert extending from the Forest River Park Pond to a new outfall into Salem Harbor. An existing baseball field and surrounding recreational areas will also be re-graded to increase its elevation by an average of 2-feet in an effort to reduce flooding impacts. I ' The northwestern portion of Forest River Park includes a multi-use recreational field,a baseball field,basketball court, park buildings, and paved driveways and parking areas. The main driveway continues east to a parking area overlooking Salem Harbor.A concrete seawall extends on a northwestlsoutheast axis along the harbor shoreline. A ' small manmade Pond exists between the recreational fields and the seawall. To the north of the Pond, several structures and associated appurtenances,known as Pioneer Village,situated within a forested upland. LEC's field observations determined that vegetation within the forested upland areas around the Pond include a ' moderately dense canopy layer of red oak (Quercus rubra), white oak (Quercus alba), catalpa (Catalpa speciosa), cottonwood (Populus deltoides)and Norway maple (Acer platanoide). The shrub layer dominated by sapling canopy species,with clusters of raspberry(Rubus spp.),multiflora rose(Rosa multiflora),autumn olive(Elaeagnus umbellata) ' and privet(Ligustrum vulgare). Groundcover species include patches of Asiatic bittersweet (Celastrus orbiculatus), burdock(Arctium spp.)and scattered tufts of grasses(Family Poaoeae). The existing Pond contains a fringing BVW,dominated by a conspicuous common reed(Phragmites australis)marsh, , along its northern shoreline.An 8-foot tall chain-linked fence encompasses the Pond and Pioneer Village area. The Pond,the baseball field and forested upland north of the baseball field are within a Zone AE(el. 11)coastal floodplain and therefore are classified as LSCSF. , The Pond is situated within a slightly depressed basin and contains an average depth of between 1.5 and 2.5 feet. There are no natural tributaries to the Pond, though it periodically receives stormwater runoff from adjacent paved ' roadways in residential areas and the field complex.Under existing conditions,stormwater from the field complex and surrounding urban residential development is directed to a primary 12`drainage outfall located near the intersection of Clifton Avenue and Shore Avenue.The outfall discharges into the grass field where runoff sheet-flows overland toward the basketball court, becoming somewhat channefized along the north side of the baseball field. Overland stormwater , ultimately flows under the existing chain-link fence and into the Pond.Additional surficial runoff is directed toward the Pond from the southern portion of the pads. Minimal, if any,treatment is provided to stormwater prior to entering the Pond under existing conditions. ' The approximately 30,000 square foot Forest River Park Pond has been evaluated by Dr. Mitchell,in conjunction with LEC,to assess existing water quality and other baseline environmental and ecological conditions in the context of the proposed project.Dr.Mitchell's Forest River Park Pond Site Inspection report is attached to the NOI as Appendix B.In ' summary, Dr. Mitchell found that the manmade Pond has low-quality ecological values due to its poor water quality. The poor water quality is the result of its isolated urban location,saltwater impacts from storm over wash, untreated urban stormwater inputs,and a malfunctioning outlet pipe.The 8-inch outlet pipe is not maintained regularly and does ' not function property due to debris clogging on the Pond side and due to the outlet buried in sand on the beach side. Dr. Mitchell's report also discusses the impact of the proposed project on the waterbody, as further detailed in the Performance Standards Section 7 concluding that the project will not adversely affect the Pond and may result in improvements to the Pond. ' City of Salem(228340) 4-2 Woodard&Curran Notice of Intent June 2015 ' t W' `!RD RAN ' 4.4 WETLAND RESOURCE AREA DESCRIPTIONS In accordance with the Act and the Salem Wetlands Protection Ordinance, existing protectable Wetland Resource ' Areas have been identified and characterized on or immediately adjacent to the project footprint. As noted above, LSCSF is the only resource area associated with the Canal Streett0'Keefe Parking Area portion of the project.Wetland Resource Areas associated with Forest River Park include BVW, Bank, LUW, Coastal Bank, Rocky Intertidal Shore, ' Coastal Beach,Salt Marsh,Land Containing Shellfish and LSCSF.These resource areas are described in the following subsections and the locations are shown on Drawing C-218. 4.4.1 Bordering Vegetated Wetlands(BVW) ' BVW is defined in 310 CMR 10.55(2) as freshwater wetlands which border on creeks, rivers, streams, ponds, and lakes.In these areas.soils are saturated and/or inundated such that they support a predominance of wetland indicator ' plants. The boundary of BVW is the line within which 50%or more of the vegetation community consists of wetland indicator plants and saturated or inundated conditions exist. A BVW is associated with the Pond located within the northern portion of Forest River Park.Vegetation within the BVW ' is dominated by a dense colony of common reed(Phragmites australis).Scattered individuals of mature sugar maple, red maple (Acer rubrum) and green ash (Fraxinus pennsylvanica) make up the canopy layer and the shrub layer includes seedlings from the canopy and pussy willow (Salix discolor), red-osier dogwood (Cornus sericea), glossy ' buckthorn(Rhamnus frangula)and blackberry(Rebus spp.).Patches of Japanese knotweed(Polygonum cuspidatum) are also located on the edge of the BVW in places. 4.4.2 Bank ' Bank is defined in 310 CMR 10.54 (2) (c) as the first observable break in slope or the mean annual flood level, whichever is lower. The lower boundary of a Bank is the mean annual low now level. Bank is associated with the aforementioned Pond and is essentially coincident with Mean High Water, which was estimated in the field based on indicators of high water such as changes in vegetation, as shown on the Plans.The embankments are up to 4 feet along the southern shoreline and transition to the BVW system along the northern and ' eastern shoreline. 4.4.3 Land Under Waterbodies and Waterways (LUW) ' LUW is defined at 310 CMR 10.56(2)(a)as the land beneath any creek,river,stream,pond of lake. Said land maybe composed of organic muck or peat, fine sediments,rocks or bedrock. ' 310 CMR 10.56(2)(c)continues that the boundary of LUW is the mean annual low water level. The boundary of LUW is the mean annual low water level that is coincident with the lower boundary of Bank as noted above. Determining the mean annual low water level is difficult due to the seasonal limitations of our study and the ' variably functional outlet pipe. Town officials and other anecdotal evidence suggests that the Pond comes close to drying up during the summer months. If that is the case,the mean annual low water level would be a relatively small pool of water in the centralldeepest portion of the Pond. While a definitive boundary of LUW is not identified, the performance standards for LUW are addressed below. The additional volume of stormwater directed to the Pond by ' the proposed project will result in a larger area of LUW post-construction as the Pond is expected to contain a larger average volume of water.The physical and chemical characteristics of the Pond are described in the Forest River Park Pond Site inspection Report(Appendix B). ' City of Salem(228340) 4-3 Woodard&Curran Notice of Intent June 2015 M 4.4.4 Coastal Bank ' Coastal Bank is defined at 310 CMR 10.30 the seaward face or side of any elevated landform, other than a coastal dune, which ties at the landward edge of a coastal beach, land subject to tidal action. or other wetland. , A vertical concrete seawall is located on the eastern side of Forest Park and protects the upland from the inundation of daily tides and most coastal stones.The seawall is defined in the Regulations as a coastal engineering structure. ' The upland protected by the seawall has a seaward face or side along the backside of the seawall.As such,there is a Coastal Bank adjacent to the wall and the top of Bank would be located along the interface between the upland and the seawall as defined in the MassDEP Wetlands Protection Program Policy 92-1.The Coastal Bank does not supply sediment to the coastal system, but its stability is important to the interests of Storm Damage Prevention and Flood ' Control. 4.4.5 Rocky Intertidal Shore ' Rocky Intertidal Shore is defined at 310 CMR 10.31 as naturally occurring rocky areas, such as bedrock or boulder- strewn areas between the mean high water line and the mean low water line. Rocky Intertidal Shore is present immediately east of the existing concrete seawall and extends from the mean high ' water seaward to the mean low water line based on the identification criteria provided in A Guide to the Wetlands Regulations of the Massachusetts Wetlands Protection Act(G.L. 131, s. 40).The Rocky Intertidal Shore is primarily composed of rocks larger than 10 inches in diameter (i.e., boulders) with coarse sand, gravel and cobbles located ' between and beneath the boulders. This Rocky Intertidal Shore appears to be very stable and resistant to erosion, unlike the Coastal Beach located to the south that is outside the proposed work area. LEC identified the approximate location of the transitional boundary between Rocky Intertidal Shore and Coastal Beach during our site evaluation and ' wetland delineation described above.The boundary is depicted on the Drawing C-218. The Rocky Intertidal Shore area adjacent to the proposed culvert location generally lacks any algae or other marine organisms that would indicate the area contains high value intertidal zone habitat. ' 4.4.6 Coastal Beach Coastal Beach is defined at 310 CMR 10.27 as unconsolidated sediment subject to wave.tidat and coastal storm action , that forms the gently sloping shore of a body of salt water and includes tidal flats. Coastal beaches extend from the mean low water line landward to the dune line, coastal bankline or the seaward edge of existing human-made structures, when these structures replace one of the above lines, whichever is closest to the ocean. ' Coastal Beach is present immediately south of the aforementioned Rocky Intertidal Shore and extends eastward from the concrete seawall to the Mean Low Water line.The Coastal Beach is primarily comprised of fine to coarse sand with ' scattered cobbles and boulders throughout. The boundary was determined through visual observations and field survey.The boundary is depicted on Drawing C-21 B. 4.4.7 Salt Marsh ' According to 310 CMR 10.32(2), Salt Marsh means a coastal wetland that extends landward up to the highest high tide tine, that is, the highest spring fide of the year, and is characterized by plants that are well adapted to or prefer ' living in, saline soils. Dominant plants within salt marshes typically include salt meadow cord grass(Spartina patens) and/or salt marsh cord grass (Spartina aitemiftora), but may also include, without limitation, spike grass (Distichtis spicata), high-tide bush (iva frutescens), black grass(Juncos gerardir), and common reedgrass (Phragm tes). A salt marsh may contain tidal creeks, ditches and pools. ' City of Salem(228340) 44 Woodard&Curran Notice of Intent June.2015 ' 1 W� IRD 5 CUR6RAN tThe site contains a small,isolated patch of Salt Marsh within the Rocky Intertidal Shore located approximately 20-feet north of the proposed culvert installation area.The Salt Marsh vegetation consists of salt marsh cordgrass (Spartina alerniflora). The boundary was determined by LEC through visual observations during our site evaluation and ' subsequent field survey location of the footprint of vegetation.The boundary is depicted on Drawing C-218, 4.4.8 Land Containing Shellfish ' Land Containing Shellfish is defined at 310 CMR 10.24(2) as land under the ocean, tidal flats, rocky intertidal shores, salt marshes and land under salt ponds when any such land contains shellfish. Shellfish means the following species: Bay scallop (Argopecten irradians); Blue mussel (Mytilus eduhs); Ocean quahog (Arctice islanoica); Oyster ' (Crassostrea virgmica);Quahog(Mercenaria merceneria);Razor clam(Ensu directus):Sea clam(Spisula solidissima); Sea scallop(Placopecten magellanicus); Soft shell clam(Mya arenaria). ' According to the MassGIS Database,the adjacent portion of Salem Harbor is considered suitable for soft shell clam (Mya arenaria);however,the area is also mapped as a Prohibited Growing Area. This resource area may be present within the Rocky Intertidal Shore, Coastal Beach and Salt Marsh located in the vicinity of the proposed work area. ' 4.4.9 Land Subject to Coastal Storm Flowage(LSCSF) LSCSF is defined at 310 CMR 10.04 as land subject to any inundation caused by coastal storms up to and including that caused by the 100-year storm. surge of record or storm of record, whichever is greater. tLSCSF is contained with the FEMA FIRM shows a Zone VE (el. 16)in Salem Harbor extending to the seawall and a Zone AE (el. 11)that includes the Forest River Park Pond, Pioneer Village,baseball field,basketball courts, a portion ' of the recreational field and a portion of the Canal Street area,as depicted on the FEMA Map(Appendix F). 4.5 NATURAL HERITAGE AND ENDANGERED SPECIES PROGRAM DESIGNATION ' According to the 13th edition of the Massachusetts Natural Heritage Atlas(effective October 1,2006)published by the Natural Heritage & Endangered Species Program (NHESP), the Project Area does not occur within an Esfimated Habitat of Rare Wildlife or Priority Habitat of Rare Species. No Certified or Potential Veinal Pools occur within the ' vicinity of the Project Area. 4.6 AREA OF CRITICAL ENVIRONMENTAL CONCERN. ' The Project Area does not fie within an Area of Critical Environmental Concern as defined in 301 CMR 12.00,Areas of Critical Environmental Concern. 4.7 OUTSTANDING RESOURCE WATER ' According to the Massachusetts Surface Water Quality Standards,314 CMR 4.00,the project does not lie or discharge to an Outstanding Resource Water. ' 4,8 TOTAL MAXIMUM DAILY LOAD(TMDL) Salem Harbor is classified as impaired (303d category 5 listing) by MassDEP and has an approved Total Maximum ' Daily Load(TMDL)for pathogens.The City's plan to enhance and improve the stormwater collection system in Canal Street and the Salem State University O'Keefe Athletic Facility Parking Area will help to address this.A more detailed discussion of the enhancements are located in the Stonnwater Management Report(Appendix C). ' City of Salem(228340) 4-5 Woodard 8 Curran Notice of Intent June 2015 1 1 . (� 1 7 ' 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .. 1 1 WO WOQDARARD 5zg1RRAN ' 5. PROPOSED WORK The proposed project consists of the following major components of work: • An upper collection system that will convey water to the South River Conduit, • A lower collection system that will convey flow to an underground storage facility located in the O'Keefe ' - parking lot, • A pump station that will convey stored stormwater from the underground storage facility to Salem Harbor at Forest River Park via a combination of a force main and gravity drain system,and • Modifications/Upgrades to Forest River Park. 5A UPPER COLLECTION SYSTEM Figure 2 shows the upper collection system.The upper collection system is comprised of modifications to the existing gravity storm drain system that connects Salem State University to the South River Conduit(herein called the Salem ' State University Gravity System) and construction of a new storm drain system from Broadway to the South River Conduit along the railroad tracks (herein called the Upper Broadway System). The Salem State University Gravity System is a pipe located east of Canal Street that connects the storm drain systems in and around Salem State University to the South River Conduit.The proposed Upper Broadway System will intercept surface stormwater runoff in Broadway and adjacent properties and convey the stormwater to the South River Conduit rather than allowing it to continue flowing to Canal Street. The portions of the Upper Broadway System located in resource areas protected under the Act were previously permitted under MassDEP File No.64.587. ' Improvements to the Upper Collection Systems are shown on Drawings C-205 and C-206, for the Broadway Improvements and C219 for the Salem State University Gravity System. ' 5.2 LOWER COLLECTION SYSTEM Figure 3 shows the lower collection system.The lower collection system will convey stormwater runoff to a proposed ' underground storage facility located in the O'Keefe parking IoL The overall system is a combination of proposed improvements and retrofits to existing systems required to redirect the stormwater to a proposed underground storage facility rather than the South River Conduit. ' Catch basins in the main portion of Crosby's Marketplace parking lot(located at the intersection of Canal Street and Laurel Street)will be retrofitted to connect to the lower collection system. Improvements to the Lower Collection Systems are shown on Drawings C-200,201,202,203,and 204. t5.3 UNDERGROUND STORAGE FACILITY t The underground storage facility located in the O'Keefe parking lot as shown on Drawing C-219 will provide 4.0 million gallons of storage for stormwater that is conveyed from the lower collection system. The storage facility will be constructed of prefabricated concrete box culverts connected together to provide the required storage volume. ' Stormwater from the lower system will be directed through stormwater treatment devices to remove sediment and oil from the stormwater runoff upstream of the underground storage facility.These treatment devices will protect the pump station from accumulating sediment and oil and improve the water quality of the stormwater being discharged to Salem t Harbor. Additional detail on the treatment devices is located in the Stormwater Management Report and shown on Drawing C-501. ' City of Salem(228340) 5-1 Woodard&Curran Notice of Intent June 2015 RRO CURRAN 1 5.4 PUMP STATION ' A pump station, as shown on Drawings C-221, located in the northeast comer of the O'Keefe parking lot,will convey stormwater from the underground storage facility to Salem Harbor at Forest River Park.The pump station will consist 1 of a wet well with three, 15 cubic feet per second(cls)submersible pumps that will operate in a lead,stand-by and lag configuration.During the 2-,10-,and 25-year storm events,one pump will operate at 15 cis and two pumps will operate at 25 cfs during the 50-and 100-year events. A superstructure above the wet well will house electrical and control equipment. An exterior generator will provide stand-by power to the pump station. The first floor elevation of the superstructure,generator and electrical transformer will be constructed 1-foot above the 100-year flood elevation(EL. 11,NAVD 88). 5.5 FORCE MAIN AND GRAVITY SYSTEM ' The pump station will convey stormwater to Salem Harbor through a 30-inch force main and 304nch gravity drain system,as shown on Drawings G-207 thru C-210.The force main will run from the pump station along Forest Avenue. Near the intersection of Forest Avenue and Summit Avenue,the force main will discharge to a gravity storm drain and continue down Clifton Avenue to Forest River Park.'At the end of Clifton Avenue, the gravity drain will discharge to a grassed treatment swale,which will run along the north side of Forest River Park and discharge to the existing Pond. ' Flow from the Pond will be conveyed through a 2-foot by 10-foot concrete box culvert from the Pond to Salem Harbor. 5.6 FOREST RIVER PARK Proposed work in Forest River Park is shown on Drawings C-211 thru C-217. The flow from the force main/gravity system will discharge to the proposed plunge pool in Forest River Park.The stormwater will then be conveyed to the existing Pond via a grassed channel before discharging to Salem Harbor through the proposed 2'x10' concrete box ' culvert Along with the improvements that are necessary to accommodate the flow from the pump,station, there will also be other proposed construction in the park to help mitigate flooding in the park area. The existing ball field will be raised approximately 2 feet and converted to a synthetic turf surface.The added elevation ' will allow for the construction of an underdram system that will collect stormwater runoff from the field and discharge into the proposed grass channel. This underdrain system will greatly improve the existing conditions of the ball field and aid in the flood mitigation of the park. ' Another feature that will be added to the park is a bioretention area that will be located on the eastern end of the parking lot This bioretention area will treat stormwater runoff from the adjacent pavement prior to discharging into the existing Pond. ' 5.7 IMPACTED WETLAND RESOURCE AREAS The Canal Street Flood Mitigation project will result in permanent and temporary alterations to some Wetland Resource ' Areas. Permanent alterations will result in work associated with the new outfall from the Pond in Forest Park to Salem Harbor as well as some temporary impacts associated with grading of the treatment Swale entering the Pond from the park.All disturbed areas will be revegetated and landscaped to restore the functionality of the resource area.Additional ' detail of the impacts and restoration are described in Section 6 of this report and shown on the Drawings in Appendix D. 5.8 _EROSION CONTROL ' Temporary and permanent measures will be implemented during construction to prevent erosion and sedimentation within and around the Project Area. Erosion control measures are detailed on the plans provided in Appendix D and 1 explained in further detail in the Stormwater Report in Appendix C. City of Salem(228340) 5-2 Woodard&Curran ' Notice of Intent June 2015 �I 1 1 9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ . : _. � 1 1 1 1 1 1 1 �� - WO ' `"`URearN ' 6. EVALUATION OF PERFORMANCE STANDARDS The Canal Street Flood Mitigation project will result in permanent and/or temporary disturbance to BVW,Bank,Coastal Bank, LSCSF and Rocky Intertidal Shore.Permanent alterations will result in work associated with the new outfall from the Pond in Forest Park to Salem Harbor as well as some temporary impacts associated with grading of the treatment swale entering the Pond from the park. All disturbed areas will be revegetated and landscaped to restore the functionality of the resource area.The Wetlands Protection Act Regulations set forth specific performance standards ' for work within the above referenced Wetland Resource Areas. The pertinent performance standards and an explanation of the project's compliance with these standards follows below.The location of the weband disturbances are shown on Drawing C-218 in Appendix D. ' 6.1 BORDERING VEGETATED WETLAND (BVW) The proposed project activities at Forest River Park Pond involve construction and installation of the grass Swale and ' culvert that will result in temporary and a small amount of permanent alteration to the BVW; Temporary Impacts: The 830 square feet of temporary impacts to the BVW will be restored in place by re-grading the upper 6 to 12 inches of soil as necessary to match existing conditions and re-establishing a wetland plant ' community by spreading a wetland seed mix and installing native wetland plantings. If additional topsoil is necessary, it will be imported to the site and will consist of approximately 70%mineral soil combined with 30% organic matter(clean leaf compost). ' Permanent Impacts: Permanent alteration to the BVW is limited to the disturbance associated with the culvert installation,totaling 155 square feet This disturbance will be mitigated by creation of a 1,573 square foot Wetland Replication Area, in accordance with the BVW Performance Standards as further described below.The Wetland ' Replication Area will be excavated to a sub-grade that is 6-12 inches below the existing adjacent wetland elevation. Prior to planting, 6-12 inches of topsoil will be imported to match elevations with the adjacent wetland consisting of approximately 70%mineral soil and 30%organic matter,similar to the restored wettands described above.The ' area will then be replanted with native wetland vegetation including shadbush(Amelanchier canadensis),inkberry (flex glabra), Virginia rose (Rosa virginiana) and arrow-wood (Viburnum dentatum) and the Northeast Wetland Diversity Seed Mix.Wetland restoration and replication details are provided on the Plans. ' The Performance Standards for BVW at 310 CMR 10.55 (4)(b) state: Notwithstanding the provisions of 310 CMR 10.55(4)(a), the issuing authority may issue an Order of Conditions permitting work which results in the loss of up to 5000 square feet of Bordering Vegetated Wetland when said area is replaced in accordance with the following general ' conditions and any additional,specific conditions the issuing authority deems necessary to ensure that the replacement area will function in a manner similar to the area that will be lost 1.the surface of the replacement area to be created("the replacement area')shall be equal to that of the area that will ' be lost("the lost area); The area lost is 155 square feet and the proposed Wetland Replication Area is 1,573 square feet;greater than a 1:1 ratio of mifigation to impact, therefore the project complies with this Performance Standard. ' 2.the ground water and surface elevation of the replacement area shall be approximately equal to that of the lost area; The Wetland Replication Area will be excavated to appropriate sub-grades to allow for introduction of organic rich ' topsoil (as described above) and creation of final elevations that will be coincident with, or reasonably close to elevations within the abutting BVW and the lost area. 3. the overall horizontal configuration and location of the replacement area with respect to the bank shall be similar to that of the lost area; ' City of Salem(228340) 6-1 Woodard 8 Curran Notice of Intent June 2015 &CURRAN ' RD & URRAM The Wetland Replication Area directly abuts the existing BVW as depicted on the Welland Resource Area Disturbance and Mitigation Plan. t 4.the replacement area shall have an unrestricted hydraulic connection to the same water body or waterway associated with the lost area: The Wetland Replication Area will border the Forest River Park Pond which is the waterbody associated with the , lost area. 5. the replacement area shall be located within the same general area of the water body or reach of the waterway as ' the lost area; The 1,573 square foot Wetland Replacement Area will border the northwestern limits of the BVW between wetland flags#7-#12,approximately 5 feet northeast of the BVW disturbance associated with the proposed grass swale. ' 6. at least 75%of the surface of the replacement area shall be reestablished with indigenous wetland plant species within two growing seasons, and prior to said vegetative reestablishment any exposed soil in the replacement area shall be temporarily stabilized to prevent erosion in accordance with standard U.S. Soil Conservation Service methods: ' The replacement area will be monitored by a Wetland Scientist during construction and for two years post construction to ensure 75%coverage by wetland indicator species is achieved.The monitoring will include annual reports submitted to the Commission at the end of the growing season that describe the health of the plantings, ' an approximation of the percent coverage by wetland plant,species. and recommendations for supplemental plantings and invasive species control,if necessary. 7� the replacement area shall be provided in a manner. which is consistent with all other General Performance ' Standards fir each resource area in Part Ill of 310 CMR 10.00. The Wetland Replication Area will be constructed in a location that will not result in compliance issues with any ' other Wetland Resource Areas;therefore,this standard will be met. The Performance Standard at 310 CMR 10.55 (4)(c) does not apply because the weUand disturbance is not a `finger-like project'and mitigation is provided.The Performance Standard at 310 CMR 10.55(4)(d)and(e)do not t apply as the site is not within mapped habitat by NHESP and is not within an Area of Critical Environmental Concern. 6.2 BANK ' The proposed culvert and grass swale will result in 16 linear feet of permanent disturbance and 55 feet of temporary disturbance to the existing Bank associated with the Forest River Park Pond.The proposed grass swale(inlet)to the ' Pond will temporarily disturb 55 linear feet of the Bank on the southwestern shoreline of the Pond to be restored in place.The culvert(outlet)will permanently impact 16 linear feet of the Bank in the northeastern portion of the Pond. The Performance Standards for work on a Bank provided by 310 CMR 10.54(1)(a)states that any proposed work on ' a Bank shall not impair the following.- 1 ollowing:1. the physical stability of the Bank: The physical stability of the Bank will not be substantially compromised by the proposed Bank disturbance.Erosion ' controls will be installed along the Bank during construction as shown on the Plans to prevent any siltation into the Pond or erosion of the Bank.The proposed grades along the Bank in the location where the grass swale intersects ' the Pond will be similar to existing conditions.The planting plan specified for the adjacent Wetland Replication Area will be utilized to ensure stabilization of the top of Bank.The stormwater flowing into the Pond through the grass swale is not expected to destabilize the Bank, as the velocity of water will be sufficiently regulated by the pump station at the O'Keefe Parking Area to ensure no erosion occurs on the Bank. ' City of Salem(228340) 6-2 Woodard&Curran , Notice of Intent - June 2015 � 1 ` l ' w00QARD ScC�RRAM 2. The water carrying capacity of the existing channel within the Bank; ' The Bank is associated with a Pond,thus there is no existing channel or significant water flow associated with the resource area. Nevertheless, the water carrying capacity of the Bank will be preserved by regrading temporarily ' disturbed Bank to match existing conditions. The culvert will be constructed with an inlet set at the top of Bank elevation and therefore the Pond's ability to contain a similar volume of water as existing conditions will not be compromised. ' 3. Groundwater and surface water quatity, As stated in Dr. Mitchell's Pond Site Inspection Report, the Pond does not appear to be groundwater fed and ' surface water quality is generally poor. Disturbance to Bank is therefore unlikely to adversely affect the groundwater supply. The existing baseline conditions for water quality in the Pond are described in the above- referenced report.The proposed project will change the hydrology of the Pond by increasing the average volume of water that enters the Pond and creating a manmade outlet(the culvert)to ensure water flows through the Pond ' and into Salem Harbor. Despite these changes to hydrology in the Pond, the surface water quality will not be adversely affected by the project when put in the context of the degraded existing conditions in the.Pond. The flushing that will result from the increased discharge of water into the Pond may result in an improvement to the ' Pond,as noted in Dr.Mitchell's Report. 4. The capacity of the Bank to provide breeding habitat,escape cover and food for fisheries; As noted in Dr. Mitchell's Report, the Pond does not appear to support any fish species due to its degraded condition. If any species are present, they are tolerant of degraded conditions and would not be affected by changes in hydrology associated with the project. ' 5. The capacity of the Bank to provide important wildlife habitat functions. A project or projects on a single lot, for which Notices) of Intent is filed on or after November 1, 1987, that (cumulatively) alters) up to 10% or 50 feet (whichever is less) of the length of the bank found to be significant to the protection of wildlife habitat, shalt not be ' deemed to impair its capacity to provide important wildlife habitat functions. in the case of a bank of a river or an intermittent stream, the impact shall be measured on each side of the stream or aver.Additional alterations beyond the above threshold may be permitted if they will have no adverse effects on wildlife habitat,as determined by procedures contained in 310 CMR 10.60. ' As previously stated, the project will result in 16 linear feet of permanent Bank disturbance and 55 linear feet of temporary Bank disturbance.The temporary disturbance will be restored in place as described above;therefore, ' there will be no adverse effects on wildlife habitat in this area.The permanent disturbance is limited to 16 linear feet associated with the culvert location.The Pond has over 600-feet of Bank therefore;the applicable threshold above is 50-feet.The 16 linear feet of permanent disturbance is below 50-feel and therefore shall not be deemed to impair the Bank's capacity to provide important wildlife habitat functions,as stipulated above.As noted above ' and within Dr.Mitchell's Report,the Pond is degraded with poor water quality and does not provide any important wildlife habitat functions or features. ' 6.3 LAND UNDER WATER(LUW) The project does not involve any direct impacts, i.e. excavation or construction activity, within LUW. The proposed project involves pumping treated stormwater from the Canal Streetl0'Keefe Parking Lot Drainage Area to a newly ' constructed treatment swale in Forest River Park that will direct flow by gravity into the Pond prior to discharge into Salem Harborvia the proposed culvert.This change to hydrology in the Pond is not expected to adversely affect LUW and may in fact result in some improvements to the Pond,as noted above and within Dr.Mitchell's Report.As a result, ' the project complies with the Performance Standards as follows: ' City of Salem(228340) 6-3 Woodard 8 Curran Notice of Intent June 2015 WOODARD &CURRAN ' The Performance Standard for LUW at 310 CMR 10.56(4)(a)states that any proposed work within Land under Water Bodies and Waterways shall not impair the following. ' 1. The water carrying capacity within the defined channel. which is provided by said land in conjunction with the banks: ' As stated above under the Bank Performance Standards, there is no existing channel or significant water flow associated with the Pond.The culvert will be constructed with an inlet set at the top of Bank elevation and therefore the Pond's ability to contain a similar volume of water as existing conditions will not be compromised. ' 2. Groundwater and surface water quality; As stated above under the Bank Performance Standards and within Dr. Mitchell's Report, the Pond does not ' appear to be groundwater fed and surface water quality is generally poor. The project is therefore unlikely to adversely affect the groundwater supply.The existing baseline conditions for water quality in the Pond is described in Dr. Mitchell's Report. The proposed project will change the hydrodynamics of the Pond by increasing the ' average volume of water in the Pond and creating a manmade outlet to ensure water flows from the Pond into Salem Harbor. Despite these changes to hydrology in the Pond, the surface water quality will not be adversely affected by the project when put in the context of the degraded existing conditions in the Pond. 3. The capacity of said land to provide breeding habitat,escape cover and food for fisheries;and ' As noted above,the Pond does not appear to support any fish species due to its degraded condition. 4. The capacity of said land to provide important wildlife habitat functions. A project or projects on a single lot for which Notice(s)of intent is filed on or after November 1, 1987.that(cumulatively) after(s) up to 10% or 5,000 square feet(whichever is less)of land in this resource area found to be significant to the protection of wildlife habitat shall not ' be deemed to impair its capacity to provide important wildlife habitat functions.Additional aRerations beyond the above threshold may be permitted if they will have no adverse effects on wildlife habitat, as determined by procedures established under 310 CMR 10.60. Them are no direct alterations to LUW associated with the project;direct resource area impacts associated with the proposed grass swale inlet and culvert outlet will be limited to BVW and Bank as described above.As noted above,the Pond presently contains degraded environmental conditions including poor water quality.As a result, t the Pond does not provide any important wildlife habitat functions with the possible exception of open water habitat for birds. The presence of open water habitat for birds will not be adversely affected by the project in fact the additional water input to the Pond may increase the available open water habitat in the Pond post-construction. 6.4 LAND SUBJECT TO COASTAL STORM FLOWAGE(LSCSF) ' There are no performance standards for LSCSF in the Act or the Ordinance. ' 6.5 COASTAL BANK The Coastal Bank serves as a vertical buffer to storm waters,so 310 CMR 10.30(6)through (8)shall apply: t As stated at 310 CMR 10.30(6),Any project on a coastal bank or within 100 feet landward of the top of such coastal bank,shah have no adverse effects on the stability of the coastal bank. ' The proposed 10 linear feet of permanent alteration to the concrete seawall and associated work proposed in the area located within 100 feet landward of the seawall will be beneath the existing grade and the work area will be re-graded to pre-construction elevations;therefore, there will be no adverse effect on the stability of the Coastal Bank. ' City of Salem(228340) 6A Woodard&Curran ' Notice of Intent June 2015 1 ' WRRARN (7) Bulkheads. revetments, seawalls, groins or other coastal engineering structures may be permitted on such a ' coastal bank except when such bank is significant to storm damage prevention or flood control because it supplies sediment to coastal beaches, coastal dunes,and barrier beaches. ' The existing concrete seawall that protects the Coastal Bank will be altered to accommodate the culvert installation and reconstructed so that no portion of the bank will be exposed after construction. (8) Notwithstanding the provisions of 310 CMR 10.30(3)through(7),no project maybe permitted which will have any ' adverse effect on specified habitat of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. ' As noted above,the Project Area is not mapped by NHESP therefore: this standard does not apply. 6.6 ROCKY INTERTIDAL SHORE ' According to 310 CMR 10.31(4), When a Rocky intertidal Shore is Determined to Be Significant to the Protection of Marine Fisheries or Wildlife Habitat,any proposed project shall ff water-dependent be lesioned and constructed,using best available measures, so as to minimize adverse effects, and if non-water-dependent, have no adverse effects, on water circulation and water quality. Water quality impacts include, but are not limited to, other than natural fluctuations ' in the levels of dissolved oxygen, temperature or turbidity,or the addition of pollutants. The proposed water-dependent project has been designed to minimize adverse effects to Rocky Intertidal Shore by ' limiting the impact to 82 square feet of temporary disturbance immediately adjacent to the proposed culvert and seawall. The Rocky Intertidal Shore will be temporarily disturbed by excavation associated with construction of the culvert outlet within the existing seawall.The Rocky Intertidal Shore disturbance area will be excavated by construction equipment perched on the roadway behind the seawall.There will be no equipment in the Rocky Intertidal Shore.Prior ' to excavation, large stones and cobbles will be stockpiled in an upland area along with the upper 12 inches of surface material(sand and gravel).This material will be utilized to restore the area post-construction. ' Water quality impacts associated with the project are being minimized by the upgradient stormwater system design that will collect and treat stormwater up to a 100-year event.Any disturbances are expected to be de minimus given the relative infrequency of freshwater input and the relative short duration(24 hours or less per storm event)of the flow as regulated by the pump station.When viewed in the context of existing conditions,the project is likely to have a net ' positive effect on Salem Harbor by redirecting and treating stormwater that is currently discharging untreated into the harbor. ' 6.7 LAND CONTAINING SHELLFISH According to 310 CMR 10.34(2) (4)Except as provided in 310 CMR 10.34(5),any project on land containing shellfish shall not adversely affect such land or marine fisheries by a change in the productivity of such land caused by: ' (a) alterations of water circulation; (b) alterations in relief elevation.- (c) levation;(c) the compacting of sediment by vehicular traffic; (d) alterations in the distribution of sediment grain size, ' (e) alterations in natural drainage from adjacent land;or (fj changes in water quality, including, but not limited to, other than natural fluctuations in the levels of salinity, dissolved oxygen,nutrients, temperature or turbidity, or the addition of pollutants. ' City of Salem(228340) 6-5 Woodard&Curran Notice of Intent June 2015 EARD CURMN ' The proposed project is designed to minimize any substantive impacts to Land Containing Shellfish in the immediate vicinity of the new culvert and is likely to have a net positive effect on Land Containing Shellfish within Salem Harbor t by redirecting and treating stormwater that is currently discharging untreated into the harbor.Salem Harbor is currently a prohibited recreational shellfish harvesting area due to poor water quality. The proposed culvert outlet will be constructed in the seawall at the upper limits of the intertidal zone within the seawall t adjacent to the upper limits of Rocky Interfidal Shore. As noted previously, the temporary direct impact to Rocky Intertidal Shore associated with excavation and installation will be fully restored post-construction. If necessary, LEC will consult with City of Salem Shellfish officials to coordinate removal of any shellfish in the work footprint prior to ' construction. Indirect effects on Land Containing Shellfish from the freshwater input associated with the project are not anticipated ' to be substantive because the inputs are expected to occur infrequently and brief in duration. The pump system is designed to empty the subsurface detention system within 24 hours so freshwater inputs into the system will begin and end within 24 hours. (5) Notwithstanding the provisions of 310 CMR 10.34(4), projects which temporarily have an adverse effect on ' shellfish productivity but do not permanently destroy the habitat may be permitted if the land containing shellfish can and will be returned substantially to its former productivity in less than one year from the commencement of work, ' unless an extension of the Order of Conditions is granted, in which case such restoration shag be completed within one year of such extension. As noted above, any shellfish within the work footprint will be removed prior to construction and the restoration of ' habitat will ensure that the area will be returned to its former productivity within one year from commencement of work. (6) in the case of land containing shellfish defined as significant in 310 CMR 10.34(3)(b) (i.e.,those areas identified on the basis of maps and designations of the Shellfish Constable), except in Areas of Critical Environmental Concern, ' the issuing authority may. after consultation with the Shellfish Constable, permd the shelffush to be moved from such area under the guidelines of.and to a suitable location approved by,the Division of Marine Fisheries,in order to permd a proposed project on such land.Any such project shaff not be commenced until after the moving and replanting of the t shellfish have been commenced. As noted above,the Shellfish Constable will be contacted to coordinate moving and replanting of shellfish as necessary. (7) Notwithstanding 310 CMR 10.34(4) through (6), projects approved by the Division of Marine Fisheries that are ' specifically intended to increase the productivity of land containing shel ish maybe permitted.Aquaculture projects approved by the appropriate local and state authority may also be permitted. The project does not involve aquaculture therefore this standard does not apply. t (8) Notwithstanding the provisions of 310 CMR 10.34(4)through(7),no project maybe permitted which will have any adverse effect on specified habitat of rare vertebrate or invertebrate species, as identified by procedures established ' under 310 CMR 10.37. As noted above,the Project Area is not mapped by NHESP therefore;this standard does not apply. 1 . 1 City of Salem(228340) 6-6 Woodard 8 Curran ' Notice of Intent June 2015 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L � 1 1 1 1 1 W B® ' 7. CONCLUSION ' The proposed project has been designed in compliance with the applicable Performance Standards set forth in the Massachusetts Wetlands Protection Act Regulations and the City of Salem Wetlands Protection Ordinance and as a result can be conditioned to protect the interests of these statutes. The objective of the project is to reduce flooding severity in a flood-prone urban area by collecting, detaining and treating stormwater runoff that presently discharges into Salem Harbor and Forest River Park through an antiquated drainage and conduit system. 1 III 1 1 1 . 1 1 ' City of Salem(228340) 7-1 Woodard&Curran Notice of Intent June 2015 C 1 DC7 cn 1 1 1 1 1 ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 it I � 1 1 1 &CURRRN ixCRRAN 1 FIGURES 1 1 1 1 1 ' 1 1 1 1 1 1 1 1 1 City of Salem(228340) Woodard&Curran Notice of Intent June 2015 1 A � �'w r � . �i ' • I 1 1 1 Vv �Wv CSO ,Halitidt �� _ D� Rocky N ✓Hawthorne Cove HetchS Marina ���aILEM Wharf W E �ml� Derby Wharf ' 0��� WARD'S�iT' Derby 511 ���e� 11 l Wharf Light S Pickenng South FOI .:^c� � �® �DwFiarfRiver Long Point Palmer Cove O D 4 %�ostyN s7 � calmer Point F. SITE LOCUS o11 O 5 ■ � o ' Wes �S I_ire P � Pickermg� int Bc t t.c \ D Salem ® Jegglet k Colle-e 1- Island' 9a, ' �1)))� MARB'LEHE;AD � �P� ,J � �OFFATr?RU• n ��J t �. r_. W tL': f �•.60� OQ e �-. �Oer v�� � � ggsr, moo\ ,� ® t Le SOURCE: USGS TOPOGRAPHIC MAP t JOB'XNE r10 25.101 b smw.txow,sia.nn qTY OF SALEM, MASSACHUSETTS DALE JJaE 5 � NWom,RanaNu,�R%9,U SITE LOCUS MAP ' WOODARDcawnl�xraons0xmowvesew�rs DESMWer. era NEE 0r. DAW FLOOD MITIGATION PROJECT Fig 1 &CURRAN DRAWN BY, BLP FltiBff 1—41E LOfllSa� u - SIMONNil � � � r 4■,n t# ,. 1 Ifs _ �■: .� :�r ,� 1 - ������ 'solo, Own IWE , � ■■. ;tom sal 1� �� ; jj i, t a►� Ir it+� �� ii�i�' IM#11 N fj. `tet • �ar- � �� �il,l, ��:'�ii ;'-��,�����l�t ;_ �_ ♦/ /�i' - C�11� I � r. • / �/, � �, >f! I� 11 e � �.� 1+�■y � � i � / - i iii, MR LqF/j ROW ARK 101 MEN w �' � � 11i i� �" �•� ■ as � � e � ' '_: � �/� �♦ 'r1� —` � ,,, 1 �� � � 1 * ■ > as ■ + EEM ■ '_I ,� INS ASWIEW INIM not tom- I _ I - � �r ,w•' 'i ..rte� il�- Allllll MEN • • RWlE G=j .• 1614a a. : .. • . e • • • 3- 1 1 1 1 1 1 1 1 1 1 1 1 � 1 1 1 1 d 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i � OO® &CURRAN t APPENDIX A: OWNER INFORMATION 4 f` IfCity of Salem(228340) Woodard&Curran Notice of Intent June 2015 f I 1 1 'J �� �� LJ �� �� I� �� NIAP-BLOCK- STREET LOCATION OWNER MAILING ADDRESS CITU' STATE 'L11' ROOK PAGE CITY CONTROLLED 1,O'r NUMBER 33-743 32 Clifton Ave/Forest City of Snleot 93 Washington Street Solan MA 01970 -- -- TES River Park NO/Lcncr of Authorizatimr 32-124 225 Canal Street Commonwealth of Mass9ehusms 352 Lafayette Street Salcm MA 01970 17145 407 1'rocidal 33-105 125 Camel Street Crosby Salem Really LLC 28 Meadow Street Georgetown NIA 01833 25179 203 NOd-otter of Arlhorizmion 6 ProvidCd '4OfLarcr of Authorization 33-132 105 Canal Sirect )&D Canal LLC PO Box 555 Salcgn Proeitla9 MA 01970 5574 741 c,l - Hr. .. r 1 11 MI 111111M General Counsel and Vice President S a e � ' S T A T E ! U N I V E R S I T V ' J uac 17, 2015. 1 ' Mr. David Knowlton, City Engineer_ City of Salem 1.20 Washington Street, 4th Floor ' Salem,MA 01970 ' Re: Authorization and Acknowledgment of Filing Permits Canal Street Flood Mitigation Project ' Dear Mr. Knowlton: .Salem State University/DCAl M is the current Owner of Record fox Parcel 32-012"on 225 Canal Street, Salem, M.A. I have met with the City of Salem regarding the inclusion of this ' parcel in the project indicated above. Salem State University provides authorization for the City of Salem to submit permit applications for local and state approval for future work on the property, and future amendments if necessary, for the proposed project Sincerely, Signa John enan, General Counsel and price President for Administration ' Salem State University Printed Name ' June 17,2015 Date i tMr. David Knowlton;City Engineer City of Salem ' 120 Washington Street,4th Floor Salem, MA 01970 ' Re: Authorization and Acknowledgment of Filing Permits Canal Street Flood Mitigation Project Dear Mr_ Knowlton: Crosby Salem Realty LLC is the current Owner of Record for Parcel 33-0105-0 on 125 Canal Street, ' Salem, MA. I have met with the City of Salem regarding the inclusion of this parcel in the project indicated above. Crosby Salem Realty LLC provides authorization for the City of Salem to submit permit applications for local and state approval for future work on the property, and future amendments if necessary,for the proposed project. ' Sincerely, rl Sig is ure ' Tdtimta La Lrsb ' Printed Nd iii ' bate 1 I Mr.David Knowlton, City Engineer City of Salem ' 120 Washington Street,4th Floor Salem, MA 01970 ' Re: Authorization and Acknowledgment of Filing Permits Canal Street Flood Mitigation Project ' Dear Mr, Knowlton: ' J & D Canal, LLC is the current Owner of Record for Parcel 33-0132-0 on 105 Canal Street, Salem, MA. I have met with the City of Salem regarding the inclusion of this parcel in the project indicated above. J&D Canal, LLC provides authorization for the City of Salem to submit permit applications for local and state approval for future work on the property, and future amendments if necessary,for the proposed project. ' Sincerely, ' Signature Printed Name Date 1 1 t 1 1 1 1 1 1 I 1 I 1 i 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 WOODARD &CURRAN ' APPENDIX B: POND ASSESSMENT REPORT 1 ' City of Salem(228340) Woodard&Curran Notice of Intent June 2015 June 22,2015 1 ' David A. White,P.E. Senior Vice President Woodard and Curran ' 95 Cedar Street,Suite 100 Providence,RI 02903 ' RE: Forest River Park Pond: Site Inspection and Evaluation of Potential Impacts of the Canal Street Flood Mitigation Project ' Dear Mr. White: LEC Environmental Consultants,Inc. ("LEC")and Dr. David F. Mitchell, Ph.D.,Certified Lake Manager ' (CLM)conducted site inspections at Forest River Park(FRP)in Salem, Massachusetts, in association with the Canal Street Flood Mitigation Project("Mitigation Project")designed by Woodard and Curran W&C on behalf of the Ci of Salem.These inspections were conducted in January and June 2015 to ' ( ) City p R allow assessment of the current ecological function of the FRP Pond and the potential effects of the proposed Mitigation Project. Important sub-tasks of these inspections included a watershed ' reconnaissance,pond function characterization,water quality sampling,and inspection of the proposed outfall location.The results of the assessment are provided below. ' SITE AND WATERSHED INSPECTIONS Objectives of the Site Inspections Site inspections were conducted on January 15 and June 4,2015 of a small pond(the"Pond")located in Forest River Park in Salem,MA(Figure 1).The purpose of these site inspections was to: • Visually inspect the Pond,basin setting and shoreline; ' • Collect measurements of Pond water and soft sediment depths; • Collect a representative water quality sample in a central location;and • Inspect the existing and proposed outfall location and downgradient marine resources. In addition,a limited watershed reconnaissance of the local environmental setting in the vicinity of the Pond was conducted to establish the sources of water to the pond, patterns of hydrologic flow,and ' potential sources of sediments or nutrients to the Pond. Of potential interest was the routing of stormwater and overland flow from local urban areas and roadways into the Pond. Pond and watershed information was used to support an evaluation of the potential effects of the proposed Mitigation Project ' on the Pond. Photographs of the Pond and local environment are provided in Appendix A,with Set A and Set B corresponding to the January and June inspections, respectfully. ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page I 1 1 1 Visual inspection of the Pond ' The Pond(Appendix C, Figure 1)is a slightly elongated basin running east-west with an estimated area of 0.69 acres based on limits of wetland resource area Bank flagging(see photos A 1-6; BI-4)established by LEC. The Pond lies in a slightly depressed basin with higher banks(3-4 ft)on the southern shoreline.The ' eastern limits of the Pond are located only about 15-20 ft from the edge of the seawall(see photo A 10). This makes it very vulnerable to storm overwash and sea spray,particularly at high tide.The Pond surface water elevation was high during the January inspection with water encroaching on the northern shoreline ' but was down by more than I ft in June following several dry months(April-May 2015).The Pond is bordered by variably dense vegetation on all sides, including large trees and stands of the invasive species common reed(Phragmiles auslralis). Another invasive species,Japanese knotweed(Polygonum: ' cuspidalum),was noted in the buffer zone upgradient from the Bank. The original nature of the area currently occupied by FRP Pond basin is uncertain. Some anecdotal ' evidence suggests that prior to the construction of the seawall it may have contained tidal wetlands, although this is not documented by existing historical maps. Neither the Pond nor any pre-existing wetland area was shown on the 1893 United States Geological Survey(USGS)map of Salem(USGS ' 1893). However,both Forest River Park and the Pond are depicted on the 1940 version(USGS 1940). Land for Forest River Park was reported to be acquired from the former Hemenway estate for the City of Salem in 1907(Salem Public Library 2010). At some time in the last century the Pond was developed as ' an aesthetic feature for Forest River Park.The Pond borders the"Pioneer Village"created for the 1930 tercentenary(300th anniversary)of the founding of Salem(photos A8-9,A 19-20). The existing watershed(drainage basin)of the Pond is approximately 25.3 acres(W&C 2015). Land uses ' in the watershed include: grassed park land and ball fields,a basketball court, local roadways and neighboring high density residential areas to the north and west. Stormwater is discharged into the park , by 12"corrugated metal pipe(CMP)outfall located at the northwest comer of the Park(photo A22)and a 12"broken PVC pipe located at the Park entrance(photos A23-24). There is no formal stormwater conveyance system within the Park. However concentrated surficial flow extends along the eastern t portion of the park toward the northwest corner of the Pond. The Pond has no natural tributaries but periodically receives overland flow from the immediate watershed ' and stormwater routed from the ball fields(photo A21)that enter the Pond at the northwest corner(photo A8, photo B6). Stained areas and accumulation of leaves and debris associated with overland flow were ' apparent during the site inspection in January and standing water was located there after a precipitation event in June(photo B5).There is a short vegetated swale draining higher portions of"Pioneer Village" to the Pond(photo A9)that acts as overflow from a demonstration well and pump. The swale was not ' flowing during either January or June inspections. The Pond does not appear to receive much groundwater input due to the small and rocky nature of the , watershed and surrounding landscape(considerable ledge). In addition,the fine silt texture of the sediments is not typically conducive to groundwater inputs(i.e.,coarse or sandy sediments are usually needed). ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 2 , Inspection of the Existin¢and Proposed Outfall Locations An 8" inch pipe located at the eastern end of the Pond functions as an outlet from the Pond to Salem ' Harbor, however,the functionality of the outlet appears to be compromised. The upgradient inlet within the Pond is susceptible to clogging by debris within the Pond(photos 137-9). On the downgradient outlet end of the pipe,beach sand appears to bury the pipe thereby restricting flow from the Pond. It is likely that the poorly functioning drainage pipe promotes stagnation of the Pond. The Pond outlet was observed by LEC staff during wetland flagging but was not visible during the January inspection due to ice cover.The outlet was clearly visible in June(photos B7-9)due to the lower water level and the 8"pipe located under a rectangular stone cover appears nearly blocked(photos B8-9) by debris from the Pond.There is a roadway just east of the Pond and a short seawall with three drainage ' ports designed only to drain the roadway from wave overwash(photos A13-15).There is manhole in the roadway(photo At 2)located approximately where the outlet would be expected but no confirmation of its utility or connection with the Pond outlet was possible at the time of inspection. However,previous t utility investigation by the City and field surveys confirmed the manhole is located on the outlet pipe (Woodard and Curran,2015).The patterns of accumulated debris and Phragmires remains along the fence and seawall suggest that,at least during some storm events,the Pond overflows its basin onto the ' roadway and water is subsequently drained by these ports. Observations of the intertidal zone seaward of the existing and proposed outfall location were conducted ' during the site inspections.The existing outlet discharges through/over the seawall to a small sandy tidal flat that appears to provide shellfish habitat.The tidal flat provides a feeding and resting area for ducks and waterfowl at low tide(photos A16-18). During the January site visit,numerous birds were observed tfeeding or resting on this tidal flat area but this area was largely empty in June(photos B 13-15). Pond Water Depth and Sediment Depth ' Winter observations provide a useful snapshot of Pond conditions during a biologically inactive period. Water quality would be expected to be less affected by Park seasonal activities and would be near baseline conditions.The ice cover and resultant lack of light(preventing photosynthesis)allows more ' direct evaluation of potential sediment oxygen demand. In contrast,summer inspection allows observation of fluctuation of water level,additional water quality characterization following spring runoff,and assessment of the biological community in the Pond during the growing season. ' In January,the Pond was covered with about 34"of fresh clear ice and was safely accessible at all points for water and sediment depth measurements. Holes were chipped in the ice at I I locations scattered around the Pond(Figure 2). Water and soft sediment depth were measured by a calibrated rod(photo A7) and the results are presented in Table 1. When the Pond was revisited in June,several points were ' revisited and water depth recorded(shown in parenthesis on Table l). In January, the water depth ranged between 2.0 and 2.8 It with an average of 2.5 ft. [Note: this is ' probably an overestimate of true water depth since the weight of the ice can push water up in the observation holes]. The sediment depth was more variable, ranging between 0.8 and 3.8 ft with an average of 2.1 ft. The sediment was very uniform and consisted of fine black silt with some organic ' muck. The presence of hydrogen sulfide(HzS) in some locations indicated anaerobic conditions,but little ebullition of bubbles was noted suggesting methane release was limited. Little leaf material was ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 3 recovered but some organic remains were found at FRPP-1, which was within the flooded zone near the ' Phragatlles stand to the north. (Appendix C, Figure 2) Table 1. Water and Sediment Depths at Forest River Park Pond (1/15/15 and 6/4/15) , Water Location depth Sediment Total Sediment Observations OW depth ft depth ft FRPP-1 2.5 1.1 3.6 black,organic with visible plant remains , FRPP-2 2.6(l.2) 1.7 4.3 fine silt over a hard bottom FRPP-3 2.0 2.5 4.5 fine silt,mild H2S odor FRPP4 2.6 2.9 5.5 fine silt mixed with organic muck ' FRPP-5 2.6(l.4) 0.8 3.4 fine silt mixed with organic muck FRPP-6 2.5(t.2) 1.4 3.9 fine silt mixed with organic muck FRPP-7 2.7 1.8 4.5 fine silt mixed with organic;mild H2S odor ' FRPP-8 2.8 2.0 1 4.8 fine silt mixed with organic muck FRPP-9 2.2 2.7 4.9 fine silt mixed with organic;mild H2S odor , FRPP-10 2.7 3.8 6.5 fine silt mixed with organic;strong H2S odor fine silt mixed with organic muck;WQ sample FRPP-11 2.7(l.5) 2.7 5.4 taken ' • Value in parenthesis is the June 2015 reading taken at approximately the same location. In June, it was evident that,despite the recent precipitation two days earlier,water level elevation was ' down at least I ft due to the lack of precipitation in the antecedent month. This decrease is consistent with observations of the outlet and water depths recorded at four points. Water depth in the Pond at the four points averaged slightly over 1.3 ft. ' There was evidence that some of the bottom material had been floated to the surface due to the water input from recent rains(photos 1310-12).There were patches of green filamentous algae attached to these ' mats(photos Bl 1-12). Despite the shallow depth there were no submerged rooted aquatic plants (macrophytes)on the Pond basin bottom or any floating-leaved macrophytes present(e.g.,waterlilies or duckweed).The lack of these important primary producers within the Pond basin indicates it provides ' poor substrate for many macroinvertebrates that use the plants for food,resting,and habitat. Based on the average water depth in January(2.5 ft)and surface area(approximately 30,000 ft2),the , Pond's winter volume was estimated at 75,000 ft'or about 561,050 gallons. It had been reported that the pond area and volume can be much reduced during the late summer' in some dry years.This is consistent with our observations in June when the summer volume of the Pond was estimated at 39,000 ft'or about ' 291,740 gallons. Due to the episodic and unpredictable nature of stormwater inputs into the Pond,no estimate of the average hydraulic retention time(HRT)or flushing can be reliably calculated. ' 'Reported observation of Director Warren,Salem Sound Coast Watch. Final Report-June 22,2015. Forest River Park Pond Site Inspection/Page 4 ' SII Pond Water Oualitv Two surface water quality samples were taken at location FRPP-1 I (Figure 2),one each in January and ' June.The water quality samples were delivered to GeoLabs, Inc.of Braintree,Massachusetts and analyzed for general parameters(pH,alkalinity,and specific conductivity);nutrients(total phosphorus (TP),nitrate-nitrogen(NO3-N),nitrite-nitrogen (NO2-N),ammonia-nitrogen(NH3-N)and total Kjeldahl- nitrogen(TKN);chemicals of interest(chloride, iron,and selenium);and biological oxygen demand (BOD).The results of the water quality sampling are present in Table 2 and the supporting laboratory data are provided in Appendix B. ' Table 2.Water Quality in FRP Pond 1/15/15 6/4/15 ' Nutrients Unit Surface Surface Total Phosphorus mg/L 0.240 0.404 Ammonia-N mg/L 0.35 <0.25 ' Nitrate-N mg/L <0.05* 0.048 Nitrite-N mg/L NA <0.02 TKN mg/L 2.43 3.02 tGeneral Alkalinity(as CaCO3) mg/L 51.4 49.4 Chloride mg/L 659 644 ' Iron mg/L 0.327 0.437 Specific conductance uS/min 1720°i 1440 pH SU 7.3 9.1 tSecchi disk depth ft NA 1.4(TB) Biological ' BOD mg/L 9.0 5.1 "Reporting limit; ss previously reported as 17,200 due to 1 transcription error. NA=not analyzed t The January water quality sample was taken before the water and sediment depth measurements were made to avoid disturbing and suspending bottom material. The color of the water was distinctly yellowish-brown,suggesting the presence of tannic and humic acids. During June,the water was ' brownish-green,denoting the presence of phytoplankton(floating algae). Due to the shallow depth,the Secchi disk transparency depth(measure of clarity)was to the bottom, indicating the entire water column receives light. A submersible meter(YSI Type 6)was used to measure temperature(°C),dissolved oxygen(DO), dissolved oxygen percent saturation(%DO)2,and specific conductivity(uS/cm) in June. At four ' locations in the Pond,water temperature averaged 15TC and specific conductivity averaged 1,640 ' z%DO saturation compares the measured concentration against the amount of DO expected if the Pond is in atmospheric equilibrium with the overlying air and value is corrected for water temperature. %DO values> IOU'/o are considered ' "supersaturated.- Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 5 uS/cm. Dissolved oxygen levels ranged from 14.7 to 15.2 mg/L with corresponding saturation levels of ' 140-154%, indicating that the Pond was supersaturated with respect to DO'. The riparian shoreline was circled quietly by kayak to look for presence or sign of fish or amphibian ' larvae.No evidence of fish or amphibian was found. Wildlife present on or near the Pond were 18 mallard duck(Anal platyrbynchos), including seven ducklings(indicating local nesting and rearing)and red- ' winged blackbird(Agelaius phoeniceus).Three black rats(Raters rattus)were observed foraging along the southern shoreline among the tree roots. The two sets of water chemistry results presented on Table 2 provide insight into the Pond's seasonal ' cycle of biological activity. Some water quality parameters were fairly similar between the two samples including: alkalinity(52.4 vs 49.4 mg/L as CaCOA chloride(649 vs 644 mg/L),and iron(0.33 vs 0.44 , mg/L). Biological oxygen demand ranged from 5.1 to 9.0 mg/L. Specific conductivity ranged from 1,720 to 1,440(as measured in the laboratory).The two pH levels were distinctly different with 7.3 Standard Units(SU)in winter and 9.1 during the summer inspection(see further discussion below). ' Total phosphorus levels were high for both samples(i.e.,0.24—0.40 mg/L). There was a shift in nitrogen fractions between January and June due to the presence of oxygen. In the low redox conditions under the ' ice in winter,there were measurable amounts ofNH3-N(0.35 mg/L)but the oxidized forms of NO3-N and NO=-N were below detection. In contrast,the Pond in June was well-oxygenated with nitrate(NO3-N at o.048 mg/L but NH3-N below detection. TKN was approximately similar for both samples(2.4 and 3.0 ' mg/L). Total nitrogen (TN)ranged from 2.43 to 3.07 mg/L. While TN levels would be considered moderate,the elevated TP concentration is consistent with eutrophic(nutrient-rich)water quality that is associated with high productivity and occurrence of nuisance algal blooms'. ' Current Condition of the Pond FRP Pond is a small aging man-made water feature that is slowly being filled with silt and plant debris. ' The winter water quality analyses indicate that the Pond was subject to low oxygen and reducing(i.e.,low redox)conditions under the ice,as evidenced by high levels of iron,ammonia-nitrogen,total phosphorus and BOD as well as NO3-N and NO2-N concentration below detection levels.These results,combined ' with the yellowish-brown appearance of the water and assumed slow hydrologic flushing make it likely that the effects of sediment oxygen demand is compounded by lack of aeration of the water column due to the thick ice cover. Under these conditions,the Pond is likely to experience very low DO conditions which could result in periodic winter fishkil Is, if any are present. While the presence or absence of fish could not be confirmed due to the ice cover it seemed likely that the FRP Pond would prove a challenging ' environment for all but fish species tolerant of low DO conditions(see also field observations in June). In June,the Pond had a developing algal bloom that likely was a response to the input of water and ' nutrients from runoff from the precipitation earlier in the week. The greenish color of the water,the supersaturated DO levels,and the high pH levels(caused by uptake of CO2)are all indicative of active photosynthesis.The availability of light throughout the water column and high level of phosphorus would ' 3 The DO probe was calibrated prior and after the sampling.Since%DO was higher than initially expected the meter was recalibrated between reading readings as well. All reoalibmtion measurements met standards(Le., 1000%DO). ' °Total nitrogen is measured as the sum of TKN+NO3-N+NO2-N- 5 TP concentration exceeding 0.050 mg1L are considered consistent with eutrophic conditions by many limnologists(Dodd and Whiles 2010). Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 6 ' 1 ' support high levels of primary productivity,eventually leading to turbid conditions.The rapid response of the algal bloom following the storm event may be due to the presence of easily displaced bottom algae mats(photos B 10-12)that provide a ready source of"seed"material or inoculate for water column ' blooms. ' The high chloride concentration and specific conductance reading seen over both seasons are indicative of the Pond's close proximity to the marine environment and potential for salt inputs due to marine overwash,splashes and aerosols. In addition,watershed use of road salt,washed into stormwater,may ' contribute to chloride and salinity. The amount of chloride observed is typical of brackish estuarine waters(e.g., 500 mg/L chloride)which equates to about 1 part per thousand(ppt)salinity.The observed Pond chloride level (644-659 mg/L)easily exceeds the secondary maximum contaminant level (MCL)of ' 250 mg/L set for drinking water use(U.S. EPA 2013). In addition,this chloride level may pose an adverse risk for some freshwater pond organisms and overall water use.The U.S. Environmental Protection Agency(EPA)has established water quality standards for chloride for the protection of aquatic I ife in freshwater and water bodies are considered potentially "impaired" if these criteria are exceeded(U.S. EPA 2014).The ambient water quality criteria(A WQC) ' for chloride for chronic exposure for freshwaters is 230 mg/L while the acute criteria is 860 mg/L.Thus, the observed concentration of approximately 650 mg/L may negatively impact some sensitive freshwater organisms(fish or amphibians)and likely reduce species diversity in the Pond to more salt-tolerant ' organisms. Summary of Site Inspection ' 'rhe two site inspections and water quality analyses both indicated a degraded and stressed freshwater habitat that provides low levels of ecosystem function. Physical and chemical factors of concern include: poor hydrologic flushing,episodic stormwater flooding events, surface elevation variation,seasonal ' stagnation and low winter DO,eutrophication and algal blooms,and elevated amounts of chloride. In addition,the Pond homogeneous water depth and sediment type,along with a total lack of submerged or ' floating macrophytes, provides poor habitat structure for fish and aquatic invertebrates. Careful inspection of the Pond shoreline turned up no sign of fish or amphibians. Few resting logs for turtles exist and no turtles were observed in June.No semi-aquatic mammals were present although rats prowl the shoreline. _ ' Currently,the major ecological function of the Pond is providing limited resting and nesting area for waterfowl.The close proximity of a popular tourist attraction,recreational activities in the park and adjacent parking areas suggest human proximity,light and noise levels would also present challenges for wildlife use. POTENTIAL EFFECTS OF THE MITIGATION PROJECT ' Description of the Proposed Mitigation Project The Mitigation Project is designed to reduce flooding severity in the Canal Street/Salem State University ' area(the"Project Area"); see Figure I in W&C(2015). These low-lying areas are within the South River watershed and have been plagued with flooding problems for nearly a century. Runoff collects in the areas where there is little elevation difference between the ground surface and mean high water. During periods of high tide,the South River cannot discharge to the ocean,and there is insufficient storage below flood elevations to contain the floodwaters. In addition, increased development and floodplain encroachment have decreased the area of natural wetland storage and the capacity of the existing ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 7 1 1 stormwater infrastructure to collect and convey runoff. As a result of these factors,the Canal Street/Salem ' State University area,frequently experiences flooding,damaging private and public property as well as rendering roadways impassable,residential properties uninhabitable,and businesses inoperable. In some t instances,flooding persists for days.The overall Mitigation Project goal is to reduce flooding for up to the 1-percent annual chance precipitation event(100-year storm event), in the Canal Street area and Salem State University O'Keefe parking lot. ' Based on the current Mitigation Project(W&C 2015),flow of rerouted stormwater from the area near Salem State University would be combined with stormwater from the existing watershed and conveyed to ' the Pond. A combination of stormwater best management practices(BMPs)is to be implemented to treat the stormwater. A proposed underground storage facility under the SSU O'Keefe parking lot and pump station will collect and temporarily detain a portion of the stormwater under low flow conditions.The ' project's BMPs will result in a 7-fold decrease in sediment load(Total Suspended Solids(TSS))and corresponding constituents that are attached to sediment as well as employ measures to retain and reduce oils/greases and floatable materials(currently there,are no controls). In addition the project also proposes ' to employ non-structural measures,particularly source controls through enhanced efforts in the City's the National Pollution Discharge Elimination System(NPDES) Municipal Separate Storm Sewer System (MS4)program directed at these project's watershed. ' Stormwater released pumped from the storage facility and other direct stormwater flows will be routed through a grassed swale prior to its entry in the Pond.The proposed outlet is a 2' x 10'box culvert located ' approximately 100 ft to the north that will discharge to a shoreline area of rocky substrate(W&C 2015). Additional benefits from the project are anticipated for Forest River Park.These include reducing the flooding issues at the ball field,allowing for more frequent pond flushing,and correcting outlet blockage ' and eliminating the existing seawall from being overtopped during flooding during precipitation events. The proposed Mitigation Project would also potentially affect the FRP Pond environment and biota.The ' potential effects of the stormwater improvements were evaluated with regard to pond hydrology,water quality,ecological condition,and potential effects from the new outfall to the marine environment. Pond Hydroloav ' As noted earlier,the pond currently receives the majority of its inflow from stormwater and precipitation and it is intermittently subject to drought.The proposed Mitigation Project will not significantly affect the ' frequency of stormwater inputs. However,due to the increased watershed area draining to the Pond,these inputs will be of a greater magnitude and,due to the storage facility,flow from the subsurface basin ' through the system into the Pond may occur for a longer duration. Accordingly, it is expected that the flushing rate of the Pond will increase and there will be a more complete exchange of water during the year. Increased flushing will reduce the amount of stagnation of water and potentially displace low DO ' water.The increased flow will tend to stabilize the Pond surface elevation,presumably determined by the elevation of the drop inlet,and mitigate drought conditions(W&C 2015).The replacement of the current 8"pipe with the larger culvert will reduce the backflooding of the Pond onto park lands and should reduce ' overtopping of the seawall during large storm events.Overall,there should be improvement in pond hydrology of the resource area due to the proposed Project. 1 Final Report—June 22,2015_ Forest River Park Pond Site Inspection/Page 8 ' 1 ' Water Ouality Water quality will be affected by the stormwater flows,as the total watershed area and average percent ' impervious surface draining to the Pond will increase under the Mitigation Project. This will increase the load of stormwater constituents entering the Pond. This increase is partly mitigated by implementation of upstream stormwater BMPs producing an expected 70%reduction of stormwater total particulates TSS. ' Since total phosphorus is often bound to particulate matter,this TSS removal should also mitigate levels of this important limiting nutrient of freshwater aquatic productivity. Some of the dissolved fractions in stormwater(particularly nitrate and chloride)are not effectively treated by the BMPs,so average concentrations of these may increase in the Pond. With additional nitrogen the Pond sediments may become more active as sites of microbial denitrification which would lead to eventual release of nitrogen (N2 gas)to the atmosphere and removal of nitrogen that would otherwise go to the ocean.Overall,the ' proposed project will increase total stormwater loading to the Pond but should not result in an adverse impact to water chemistry.The Pond is already receiving high loads of nutrients from the local watershed and chloride via maritime influence. 1 Ecological Condition As described above,ecological habitat quality in the FRP Pond is already poor and stressed due to a ' variety of physical and chemical factors.This has resulted in an aquatic habitat with few or no fish,no apparent mammals,reptiles and amphibians,which lacks submerged or floating-leaved macrophytes and has silty unconsolidated bottom sediments with little or no structural elements. Due to the existing ' stressors,the limited biotic community would be expected to largely consist of few macroinvertebrates species adapted to low light,low DO,high salt levels,etc. These species should continue to be present and not adversely effected by the Mitigation Project. While the proposed Mitigation Project will increase ' the total loads of stormwater constituents,these additions should not lead to further impairment to the Pond's current ecosystem functions. An improvement in waterfowl resting area may be provided by the larger surface area expected due to greater hydrologic inputs. Overall,the proposed project will not have an adverse impact to the resource area's ecological condition. Marine Environment ' Potential effects of the Mitigation Project would include redirected storm flows that discharge to a rocky substrate that should mitigate flow velocity, reduce erosive effects on the tidal flats,and reduce sediment ' resuspension/transport.The rerouting of existing stormwater and watershed BMPs in the upper watershed will reduce the load of stormwater constituents entering the marine environment and should positively affect water quality in Salem Sound,when compared to the existing condition. This is particularly true for ' any nitrogen that can be rerouted away from marine waters since nitrogen is often the limiting nutrient for productivity in salt waters.Overall,there should be a substantial improvement in water quality and reduced impact to marine resources due to the proposed Project. 1 ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 9 1 1 Summary 1 The FRP Pond was inspected and water quality sampled in January and June 2015. It was assessed with regard to its hydrology,water quality,and ecological habitat. In its current conditions, it provides poor 1 aquatic resource value and is generally used mainly by waterfowl as a resting and nesting area.The proposed Mitigation Project will result in a significant cumulative reduction of upper watershed flooding and less stormwater input to Salem Sound with positive benefits for marine resources.The more regular 1 flushing in the Pond may stabilize water level elevations and mitigate stagnation. While the Mitigation Project may lead to some increase in water chemistry concentrations in the Pond,this effect should not result in an adverse effect to the habitat and biota. 1 Let me know if you have any questions or comments regarding this letter report. Sincerely, 1 David F. Mitchell, Ph.D.,CLM 1 For LEC Consultants. 1 1 1 1 1 1 ' 1 1 1 Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 10 1 1 1 ' References t Dodds, W.and M. Whiles.2010. Freshwater Ecology. Concepts and Environmental Applications of Limnoloay. 2nd edition. Academic Press. ' Salem Public Library.2010."Salem Links and Lore". Website last updated in June 2010 and accessible at: http://www.noblenet.org/salem/wiki/index.php/Main_Page t United States Environmental Protection Agency.2013."Secondary Drinking Water Regulations: Guidance for Nuisance Chemicals"Website last updated on May 31,2013 http://water.epa.gov/drink/contaminants/secondarystandards.cfm. ' United States Environmental Protection Agency.2014. "National Recommended Water Quality Criteria- Aquatic Life Support Table."Website Last updated on December 03,2014 and accessible at: ' hUp://water.epa.gov/scitech/swguidance/standards/criteria/current/index.cfm. United States Geological Survey. 1893. Salem quadrangle(IS minutes series). Electronically accessible ' at: http://docs.unh.edu/MA/saim93se.jpg United States Geological Survey. 1944. Salem quadrangle(7.5 minutes series). Electronically accessible ' at: http://docs.unh.edu/MA/simn44sejpg Woodard and Curran(W&C).2015. Flood Mitigation Improvements for the Canal Street/Salem State ' University Area. Figure I Existing Watershed Treatment Area; Figure 2 Proposed Watershed Treatment Area and Resource Area Disturbance calculations Andover,MA. 1 1 ' Final Report—June 22,2015, Forest River Park Pond Site Inspection/Page 1 I M1 ygpY• 1. ..1wv,.. a ]( • g �yIp�/� ' �� X31;. r '. � •. r �� ,�` � _� . v �♦a4t"4 '�.S '. �.a qtr. '�R,� •-.. sjjSz � ' :. 1' .1 , ♦,;F` I �4�r � E.'��� i � •: ,� •fly� �. � x `:� .��'`- r�, {. •'e � �.4; ASW 5 . � a MASS u k _ •.� 1 100 • 11 410 600 Figure 1: Aerial Flood Mitigation Project 1 rt x 'i i • it fd.. w ry yp „•a' rFY .t�4 x, . -ga� i nw r "ry • t FRPP-9 ear•_.$' ti y ,;. FRPP-4 y .� • FRPP-10 +1� �• • 4 {' to ' • FRPP-11 FRPP-8 n t e g FRPP-5 • 9 � FRP.0 3 FRPP-7 w i • • r FRPP-2 FRPP-6 I f • k 11 S ,p FRPP-1 t7,Ir • -'�• �` .z,yc,. .. tea. T.••4 yq�iP_ #�• Wim. 44 'i • !r ` • �C. .iL yfAi e** ' F .AJ ® f 25 50 100 150 FigureFeet Quality Depth LEO • Sampling Locations 1 1 ' 1 1 1 APPENDIX A. PHOTOGRAPHS 1 1 1 1 1 Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 12 ' a• in?i t IFS. w` ✓ i�!"9"�.+� AITi sd e ':^art "�"ir ,FIR'.. }Id&w4�Y-.gym I 19 .I. . _dry` ; ✓±Qyr' r-� �! x`I ��:/ I� � AMP?4411 r r r�. I I • I 'ioil 3 f"Lli't y w IT x 4"� 1 1 C 4 - 1 I I I d d I v. - Q t�, w ' x � t I ax-.•' �=c�.�`6 a, �>l ;s."�, -��"`-t�'��'i�ti�`r r,...'; 4s,.�c `*�'`'r ,r - p.o:st......... �"_"'..s:•i ! a lis._ s+:` -:_ a .' r .. �:a'^:.• •,Y�f` ^,+�4 'i� x i �(>�. 1. `�.}��r®7, ��`� `Siac��'�f:4S}.4. ;��k-. �y ..ils� �y1�,k+¢�n a—'• �{1 ' � �°'. . _ �/ + 4F�^F?�tq�+l�,_.s� t1.,y fit. .��., � ({ ,1�;�l A3jw i'" Ik .ri .' �t {✓+' Y X2.82"" t . xf�R� Y •,ns ll Wzjkt�- rp u� "I, Photo Set B-Forest River Park Pond Site Inspection—June 4,2015. ' 13. Tidal Flat east of Pond 14. Tidal flat east of Pond 15. Tidal flat east of Pond ' 1 1 1 1 1 1 1 1 1 t t ' APPENDIX B. WATER QUALITY DATA t t u. I 1 1 1 1 ' Final Report—June 22,2015. Forest River Park Pond Site inspection/Page 13 1 1 ANALYTICAL REPORT t J Geoiobs,inr, ' Friday, January 30, 2015 GeoLabs, Inc. ' 45 Johnson Lane Mark Manganello Braintree MA 02184 LEC Environmental Consultants, Inc. Tele: 781 848 7844 ' 12 Resnik Rd. Fax: 781 848 7811 Suite 1 Plymouth, MA 02360 ' TEL: (508)746-9491 , FAX: (508)746-9492 Project: Forest River Park Pond Investigation ' Location: Order No.: 1501073 Dear Mark Manganello: ' Geol-abs, Inc. received 1 sample(s)on 1/15/2015 for the analyses presented in the following ' report. The laboratory results in this report relate only to samples submitted. ' All data for associated QC met method or laboratory specifications, except when noted in the ' Case Narrative. If you have any questions regarding these tests results, please feel free to call. ' Sinccgrely, !' ' David Mick Laboratory Director ' For current certifications,please visit our websHe at vAmgeoiabs.com certifications: ' CT(PH-W4a)-MA(M-MADIS)- Hm(250)•RI(1A000252) 1 1 1 ' Date: 30-Jan-15 CLIENT: LEC Envirommental Consultants,Inc. ' Project: Forest River Park Pond Investigation CASE NARRATIVE Lab Order: 1501073 ' Physical Condition of Samples The project was received by the laboratory in satisfactory condition. The sample(s)were received tundamaged, in appropriate containers with the correct preservation. Project Documentation ' The project was accompanied by satisfactory Chain of Custody documentation. Analysis of Sample(s) All extractable samples were extracted and analyzed and any Volatile samples were analyzed within ' method specified holding times and according to GeoLabs documented Standard Operating Procedure. No analytical anomalies or non-conformances were noted by the laboratory during the processing of these samples. ' SIGNATURE: /L j61,44V Com` LAB DIRECTOR ' PRINTED NAME: David Mick DATE: 01/30/15 1 1 1 1 ' GeoLabs,Inc. 45 Johnson Lane—Braintree MA 02184—781 848 7644—781848 7811 ANALYTICAL REPORT Reported Date: 30-Jan-15 ' CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: FRPP-1 ' Lab Order: 1501073 Collection Date: 1/15/2015 12:40:00 PM Project: Forest River Park Pond Investigation Date Received: 1/15/2015 Lab ID: 1501073-001 Matrix: GROUNDWATER ' Analyms Result RL Qual Units DF Date Analyzed TOTAL METALS BY ICP-E200.7 Analyst OS ' Prep Method: (200.7) Prep Date: 1/2012015 10:00:13 AM Iron 0.327 0.120 mg/L 2 1/20/2015 ' SelaHurn NO 0.100 mgA. 2 1/2012015 AMMONIA(AS N)-E350.1 Analyst SUB ' Prep Method: Prep Date: Ammonia(as N) 0.350 0.0200 mg/L 1 1/20/2015 ' NOTES: Analyzed by Phoenix Environmental laboratories M-CT007 BOD,5 DAY-SM5210B Analyst: SUB ' Prep Method: Prep Date: Biochemical Oxygen Demand 9.00 4.00 mgfL 1 1/16/2015 7:09:00 PM , NOTES: Analyzed by Phoenix.Environmental Laboratories M-CT007 NITRATE-E300.0 Analyst SUB Prep Method; prep Date: , Nitrate NO 0.0500 mg/L 1 1116!2015 8:21:00 PM NOTES: ' Analyzed by phoenix Environmental Labordiorles M-CT007 TOTAL KJELDAHL NITROGEN-E351.1 Analyst SUB Prep Method: Prep Dale: ' Nitrogen,Total igeldahl 243 0.100 mg/L 1 1120/2015 NOTES: ' Analyzed by Phoenix Envkenmental Laboratories M-CT007 TOTAL PHOSPHOROUS-SM4500P E Analyst: SUB Prep Method: Prep Date: ' Phosphorus,Total(As P) 0.240 0.0200 mg1L 1 1/19/2015 NOTES: ' Analyzed by Phoenix Environmental Laboratories M-CT007 Qualifiers: B Analytc detected in the associated Method Blank BILL Below Reportingl.tmit E Value above quantitation range H Holding times for preparation or analysis exceeded ' J Analyte detected below quantitation limits ND Not Detected at the Repotting Lnnit RL Repordtrg Lumt S Spike Recovery outside recovery limits GeoLabs,Inc. ' 45 Jobason Lane Braintree AIA 02184-7818487844—781848 7811 ANALYTICAL REPORT Reported Date: 30-Jan-I5 ' CLIENT: LEC Environmental Consultants,Inc. Client Sample ED: FRPP-I Lab Order: 1501073 Collection Date: 1/1512015 12:40:00 PM Project: Forest River Paris Pond Investigation Date Received: 1/1512015 ' Lab ED: 1501073-001 Matrix: GROUNDWATER Analyses Result RL Qual Units DF Date Analyzed ' ALKALINITY-SM2320B Analyst WFR Prep Method: Prep Date: ' Total Akalinity(as CaCO3) 51.4 5.00 mg/L CaCO3 1 112212015 CHLORIDE-L-1 04 1 7-07-1-8 Analyst: RP ' Prep Method: Prep Date: Chloride 659 10.0 mglL 10 1/29/2015 ' SPECIFIC CONDUCTANCE-E120.1 Analyst RP ' Prop Method: Prep date: Specific Conductance 17200 2.00 pmhos/cm 1 1/1912015 ' NITRITE- L10.107-05-1-A Analyst: RP Prep Method: Prep Date: ' Nitrite(as N) ND 0-0200 mgti 1 111614015 10:23:00 AM ' PH-SM4500-H-B Analyst: RP Prep Method: Prep Date: pH 7.3 0 H pH units 1 1/15/2015 3:00:00 PM ' NOTES: taken at 6.1 deg.0 1 Qualifiers: B Analytedetectedintheaasodated Method Blank BRL Below Repotting limit E Value above quactitationmage H Holding times for preparation or amlysis exceeded 7 Analyte detected below quantitation limits ND Not Deteded at the Reporting lit RL Reporting limit S Spike Recovery outside recovery limits ' GeoLabs,Inc. 45 Johnson Lane—Braintree MA 02184--781 848 7844—781 848 7811 PAGE OF CHAIN Op TODY RHCOiIID Sample Handling: circle choice Special Instructions Gen Labs, Inc. ErWMnmente1tah0raf0r1e5 Filtration Done aeotaba,tea 45 Johnson Lane,Braintree,MA 02184 p 781.848.7844 a 1781.848.7811. Lab to do www.goolabs.com Preservation Lablodo YIN Turnaround:clicla one Data Delivery:curie choice(e) Requirements:circle choice(a) Fax emall GW-1 MCP Methods CT RCP(Reasonable Confidence Protocols) 1-day 3-day Format: 8-1 DEP State/Fed Program-Crheda 2-day5/F&iya Excel Pi)F OC Other Client LE Phone: 57691.- Project ✓a anL „ + n r Address H t P19fyv14 MQ 1723 d Project PO: Contact�at•�1( •—° to email: a LLeG v r en P�. B� Invoice to Preservative: COLLECTION CONTAINER Analysis Requested Lab use oNy $ e Is X L G T A T G A C G Q. rn '= A T r P a le SAMPLE y N T 0 R GeatabsSAMPLE NUMBER M LOCAnON I M P I P a U d1 s p E E E y E T fdy ` - _ �G2 g y x � 2 )z:�e Lel FRPP— t A '/l 073 �00 X X X �G X d Matrix Codes: Received on Ica Preservatives Containers eW=GraundWater OW=DrinNniiWater S=Soil A=Nr ❑ 1 =Hd 3=H2504 5eNaOH 7=Other A=gym O=Bag 0=Other G=Glass P=FlaeUc WW=WeataWater =Sludge 0-011 OT=01her 2=HNO3 4=Na2S 8-MEOH S=Summa V=Voa Ralin ulshed Date/Time (' Received by-. Dats/Tim aa.J Gn.a - as wood -Ae Paym tem,s are NFTWPrya.A CT PFi-014 NH(?-We) MA(MA-0151 late t eh pm 1896 to em end ecM�IM7ud�e6Je RI�52) rem aad court meta WE be app9ad br t ga oad days. ' ANALYTICAL REPORT ' �GeoLabs,lae; Monday, June 15, 2015 ' Geol-abs, Inc. 45 Johnson Lane Mark Manganelio Braintree MA 02184 ' LEC Environmental Consultants, Inc. Tele: 781 848 7844 12 Resnik Rd. Fax: 781 848 7811 Suite 1 ' Plymouth, MA 02360 ' TEL: (508)746-9491 FAX: (508) 746-9492 ' Project: FRP Location: Order No.: 1506046 1 Dear Mark Manganello: ' Geol-abs, Inc. received 1 sample(s)on 6/4/2015 for the analyses presented in the following report. The laboratory results in this report relate only to samples submitted. ' All data for associated QC met method or laboratory specifications, except when noted in the Case Narrative. ' If you have any questions regarding these tests results, please feel free to call. Sin rely, David Mick ' Laboratory Director For current certifications, ptease visit our website at www.g"labs.com ' Certifications: CT(PN-0148)-MA("A015)- NN(2508)-RI(UW00252) Date: IS-Jun-15 ' CLIENT: LEC Environmental Consultants,Inc. Project: FRP CASE NARRATIVE , Lab Order: 1506046 Physical Condition of Samples , The project was received by the laboratory in satisfactory condition. The sample(s)were received undamaged, in appropriate containers with the correct preservation. ' Project Documentation The project was accompanied by satisfactory Chain of Custody documentation. ' Analysis of Sample(s) ' All extractable samples were extracted and analyzed and any Volatile samples were analyzed within method specified holding times and according to GeoLabs documented Standard Operating Procedure. ' No analytical anomalies or non-conformances were noted by the laboratory during the processing of these samples. SIGNATURE.: 6J, ` LAB DIRECTOR ' PRINTED NAME: David Mick DATE: 06/15(15 ' GeoLabs,Inc. ' 45 Johnson Lane—Braintree MA 02184—781 848 7844—781 848 7811 ' ANALYTICAL REPORT Reported Date: 15-7tm-15 ' CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: Center Area FRP/FRP 1 S Lab Order: 1506046 Collection Date: 614/2015 9:15:00 AM Project: FRP Date Received: 6/4/2015 ' Lab ID: 1506046.001 Matrix: WATER Analyses Result RL Qual Units DF Date Analyzed ' TOTAL METALS BY ICP-E200.7 Analyst CIS Prep Method: (200.7) Prep Date: 6/6/2015 3:36:27 PM ' Iran 0.437 0.120 mglL 2 6/0/2015 Selenium NO 0.100 mg1L 2 618/2015 ' AMMONIA(AS N)-E350.1 Analyst: SUB Prep Method: Prep Date: ' Ammonia(as N) NO 0.250 m9fL 1 6/11/2015 NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 ' BOD, 5 DAY-SM5210B Analyst: SUB Prep Method: Prep Date: ' Biochemical Oxygen Demand 5.10 3.80 mg/. 1 61512015 6:00:00 PM NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 ' TOTAL KJELDAHL NITROGEN-E351.1 Analyst SUB Prep Method: Prep Date: ' Nitrogen,Total Kjeldahl 3.02 0.500 mgfL 1 6/1112015 NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 ALKALINITY"SM23211B Analyst RP Prep Method: Prep Date: Total Aikellnity(as CaCO3) 49A 5.00 mgiL CaCO3 1 6!812015 ' CHLORIDE-L-10-117-07-1-B Analyst RP ' Prep Method: Prep Date: Chloride 644 10.0 mgIL 10 602015 NOTES: +Spike recovery indicates matrix Interference.The method is in control as indicated by the laboratory control sample(LCS). Q�1lfier8: B Analyhe detected in the asmoiated Method Blank BRL Below Reporting Limit ' E Value above quantitation range H Holding times forpreparationoranatysis exceeded r J Analyte detected below quantitation limits ND Nat Detected at the Rcporting Imtit RL Reporting Limit S Spike Recovcryoatsidcrecoverylimits ' GeoLabs,Inc. 45 Johnson lane—Braintree MA 02184--781 848 7944—791 848 7911 ANALYTICAL REPORT Reported Date: 15-Jun-15 ' CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: Center Area FRPIFRP IS ' Lab Order: 1506046 Collection Date: 6/4/2015 9:15:00 AM Project: FRP Date Received: 614/2015 Lab ED: 1506046-001 Matrix: VPATEP ' Analyses Result RL Quell Units DF Date Analyzed SPECIFIC CONDUCTANCE-E120.1 Analyst RP ' Prep Method: Prep Date: SpedficConductance 1440 2.00 pmhoslcm 1 602015 ' NITRITE- L10-107.05-1-A Analyst: RP Prep Method: Prep Date: ' Nitrite(as N) NO 0.0200 mg/L 1 6/5!2015 11:46:00 AM NITRATE-L10-107-04-1-C Analyst: RP ' Prep Method: Prep Date: ' Nitrate(as N) 0.0483 0.0200 mg/L 1 6/5/2015 11:46:00 AM PH-SM4500-H-B Analyst: RP ' Prep Method: Prep Date: PH 9.1 0 H pH units 1 6/412015 3:40:00 PM ' NOTES: taken at 22.7 deg.0 TOTAL PHOSPHOROUS-L10-115-01.1E Analyst: RP ' Prep Method: Prep Date: Total Phosphorous 0.406 0.200 mg/L 1 6/1112015 ' Qualifiers? B Analyte detected in the associated Method Blank BRL Below Reporting Limit E Value above quantitation range H Holding times for preparation oranalysis exceeded ' J Analytedemotedbelowquan6tadonhinits ND Not Detected at the Repotting limit RL Repotting Limit S Spike Recoveryoulsideteooverylimlts GeoLabs,Inc. t 45 Johnsou Lane—Braintree NIA 02194—781 848 7944—78l 848 7311 i� M M g*f°M EWAGE!M d" QAAa �P CSJ:S� ®Y�1—�R® Samphoice Special instructions !q77 abs, Inc. &rvimnmental Laboratades Flltraahnson Lens,Braintree, MA 02184 d.648.7844 1 781.848.7811.geolabs.com PreseY/N:circle one Data Delivery:circle chDice(sRequirements:circle choice(s) Fax emailMCP Methods CT RCP(Reasonable Confidence Protocols) 3-day Format: S-1 DEP State/Fed Program-Criteria 5/7-days Excel PDF DC Other Client: Phone:-may,- -7g - 014q I Project Address: 17 t?�SPJt�l. t;D SU�1t"Itr I Fax: Sm- "14�- gLt9'- Project PO: Pt �MpV��ir %A- O ,VaP Contact: Mav4c Maw email: nnMavt !ln Alec nv,ranonevrh�ff[OM Invoice to Preservative: COLLECTION CONTAINER Analysis Requested Lab Use Ont+ JTECa -o A T D A c a ' -p da A P 9SAMPLE Y NT 0 R Geolabs SAMPLE NUMBER n V C. pB L Y LOCATION/10 E T 1 P B G,P W p DY % CN O r N Am Ce y rea AftIMass I I H,,® X KX m P ! IA x )G P t o Matrix Codes: Received on Ice Preservatives Containers: GW=Ground Water OW=DrinMng Water S=SoR A=Air ❑ 1=Hd 3=H2SO4 5=NaOH 7=Other A=Amber B=sag 0=Other G=Glass P=Plastic VAN-Waste Water SL=Sludge 0=0e OT=Other 2=HNO3 4-N82S203 G=MEDH S-Surmre V=Voa Relinquished bjData/Time Rec&fd bIt: 4aleV The 3 2010730JJ&P.0 of CR.09122/10 THANK YO - APPR CI YOUR BUSINESS A9d1SC9wWb0mmovedmtff90dMAand tefmo mo NEr 30 Days.A CT(PH-0148) NH(2508) AIA(MA-015) tale peyment merge of 1.696 per month m 1896 per YM,together wah mpenem throve az beyond aolhv lm oasts,mewano edomay's AI O AM0252) Ime eM mM r+n1a ..'e lin mWbl fn lalenrm fhef m Iv.n+u1 r.IGT Gn,laue 1 ANALYTICAL REPORT Reported Date: ' CLIENT: LEC Environmental Consultants,Inc. Client Sample TD: Center Area FRP/FRP 1S Lab Order: 1506046 Collection Date: 614,12015 9:15:00 AM 1 Project: FRP Date Received: 6/4/2015 Lab ED: 1506046-001 Matrix: WATER Analyses Resalt RL Qual Units DF Date Analyzed ' TOTAL METALS BY ICP-E200.7 Analyst: CIS ' Prep Method: (200.7) Prep Date: 61812015 3:36:27 PM Iron 0.437 0.120 mg/L 2 6!612015 ' Selenium ND 0.100 mg1L 2 61812015 ALKALINITY-SM2320B Analyst: RP , Prep Method: Prep Date: Total Alkelinity(as CeCO3) 49.4 5.00 mg/L CaCO3 1 61812015 ' CHLORIDE-L-10-117-07-1-B Analyst: RP Prep Method: Prep Date: ' Chloride 644 10.0 mg/L 10 61612015 NOTES: *Spike recovery Indicates matrix Interference.The method is in control as Indicated by the laboratory control sample(I-CS). ' SPECIFIC CONDUCTANCE-E120.1 Analyst RP Prep Method: - Prep Date: ' Specific Conductance 1440 2.00 ymhoslom 1 6/9/2015 NITRITE- 1-110-107-05.1-A Analyst: RP ' Prep Method: Prep Date: Nitrite(as N) ND 0.0200 mg/L 1 6/5/201511:46:00 AM ' NITRATE-1-10-107-04-1-C Analyst: RP ' Prep Method: Prep Date: Nitrate(as N) 0.0483 0.0200 mgtL 1 6/512015 11:46:00 AM , PH-SM4500-H-B Analyst RP Prep Method: Prep Date: ' Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reporting Limit T B Value ah o - ' r F '.. E{i� H �to e Umes t repatpon an ' is pcceeded 7 Analyte tRt�u an h s 1 Sit t D A E d�t��.2e imit� , RL Reporti n -w—v V `S eRibve'I oufsr` de-$y emits=<_ D Ceol.abs�Inc. ' 45 Johnson Lane-Braintree MA 02184-781848 7844-781848 7811 ' ANALYTICAL REPORT Reported Date: ' CLIENT: LEC Environmental Consultants,Inc, Client Sample ID: Centex Area FRPIM 1S Lab Order: 1506046 Collection Date: 61412015 9:15:00 AM Project: FRP Date Received: 6/4/2015 ' Lab ID: 1506046-001 Matrix- WATER Analyses Result RL Qaal Units DF Date Analyzed ' PH-SM4500-H-B Analyst: RP Prep Method: Prep Date: t PH 8.1 0 H pH units 4 61412015 3:40:00 PM NOTES: taken at 22.7 deg.0 ' TOTAL PHOSPHOROUS-L10-115.014E Analyst: RP Prep Method: Prep Date: ' Total Phosphorous 0.404 0.200 mg1L 1 6111/2095 t 1 1 Qualifiers: B Analyte detected in the associated Method Blank BRL Below RepotGnB Limit ��� tE value atMse�n�n` �r} anPF y`{ icy t 1"� l�hlHHol'dtttesf .,�rcperffitoaanlis�sxceaded ] Analyted e ed PvTe vant� n ht fs , r o-N ^ 'j[do t¢¢ed veld W RL Repom unit -r.G. N .. _ !:in ...,,1 S4_.. r� .s uvx�pi Reobvay 00 vet'�'yaimilp— GeoLabs,Inc. 45 Johnson Lane-Braintree NN 02184—781 848 7844—781848 7811 t 1 1 1 1 APPENDIX C. POND FIGURES PREPARED BYLEC ENVIRONMENTAL CONSULTANTS ' 1 1 1 1 Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 14 t 1 w. 41 c 1 R Y� \ '� t ami a •�� A'4 i . �.]�'_. x�r...i�. - .;... �•�1ri°/ y4. t:. } ab ,a¢�kvd.... _, ..:: , 'a' a t c f 'o -� 01 F � • �r '�] ' ht'.•. '. � r 14 yCC i y Y Y !m �.wV L r 1. ♦ ti e All + a*� 5 t . y t� s •� •.r, v 1 100 20011 .11 Figure 1: Aerial Orthophoto FloodLEC Canal Street Mitigation Project A Forest River Park June 22,2015 i �� . .ai'r aM+ " • x. . s i Ak- • �f • r • " 9 - FRPP • • FRPP-i0 �. '� • FRPP41 FRPP-6 �iq= FRPP-5 •. f FR P-3 FRPP-7 _ • ' FRPP-2 FRPP-6 r • l t & FRPP-i 0 25 IE a a it r^ L • "v .pyo a. • � Y � • 100 .. r .a , Feet • I 1 t 1 � 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 t 1 WOODARD &CURRAN 1 ' APPENDIX C: STORMWATER MANAGEMENT REPORT (BOUND SEPERATELY) ' City of Salem(228340) Woodard&Curran Notice of Intent June 2015 1 1 1 1 1 a � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1DARD 5 CURRAN ' APPENDIX D: DESIGN DRAWINGS (BOUND SEPERATELY) ' City of Salem(228340) Woodard 8 Curran Notice of Intent June 2015 1 1 1 t 1 1 t 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 f 1 1 t _ o ' &CURRAN CllRRAN DARD APPENDIX E: AFFIDAVIT OF SERVICE, NOTICE TO ABUTTERS, & ABUTTERS LIST ' City of Salem(228340) Woodard&Curran Notice of Intent June 2015 AFFIDAVIT OF SERVICE Under the Alassachusetts Il etlands Protection Act Regtrlations(3 10 CMR 10.00) and the City of Salem Wetlands Protection and Conservation Ordinance (Chapter 50) I,Penni L. Pomeroy, on behalf of the City of Salem.hereby certify under the pains and penalties of perjury that on June 29,2015, notification to abutters was given in compliance with the second paragraph Massachusetts General Laws Chapter 131, Section 40,and 310 CMR 10.05 (4) ' (a), in connection with the following matter: A Notice of Intent Application was fled with the City of Salem's Conservation Commission on June 29,2015 under the Alassachusetis Wetlands Protection.get and the City of Salem ff eilands Protection Ordinance(Chapter 50). The Notice of Intent was filed by Woodard &Curran on behalf of the City of Salem,for the Canal Street Flood Mitigation Project. 71te form of notification, and a list of the abutters to whom it was given and their addresses,are attached to this Affidavit of Service. Penni L. Pomeroy Date Permitting Technician ' Notification to Abutters Under the Massachusetts Wetlands Protection Act Regulations (3 10 CMR 10.00) and the City of Saleln Wetlands Protection and Conservation Ordinance (Chapter 50) In accordance with the second paragraph of Massachusetts General Laws Chapter 13 L Section 40,tire - Alassackuseus Ifedands Protection Act Regulations(310 CMR 10.00)and the City of Salem 14 cilands Protection and Conservation Ordinance(Chapter 50), you are hereby notified of the following: A. The names oftire Applicant is The City of Salem. 93 Washington Street, Salem. MA OI970 B. The Applicant has filed a Notice of IntentApplication(NOI)with the Conservation Commission for the municipality of Salem. Massachusetts for the Canal Street' Flood Mitigation Project. Proposed work activities occur within or adjacent to inland and coastal Wetland Resource Areas protected under the Aassachusetts Wetlands Protection Act(M.G.L.,c. .13 L s. 40),, its implementing Regulations(310 CMR 10.00),and the City of Salem Weilands and Conset-vation Ordinance. C. The activity is located within Hersey Avenue, Ocean Avenue_Meadow Street, Laural Street, Forest' Avenue, Clifton Avenue, Salem State University O'Keefe Parking Lot and Forest River Park. ' D. Copies of the Notice of Intent Application may be examined at the Salem Conservation Commission office located at 120 Washington Street 3�d Floor Salem MA or by contacting the Commission at 978-619-5685. E. Copies of the Notice of Intent Application may be obtained from Woodard&Curran (the applicant's representative)by calling 978-557-8150 between the hours of 8700 A.M. and 5:00 P.M.,Monday through Friday. A fee may be charged for each copy requested. ' F. Information regarding the public hearing may be obtained from tire Salem Conservation Commission (the regulatory agency)by calling 978-619-5685. NOTE: Notice of the Public Hearing, including its date, time,,and place,will be published at least five (5)days in advance in the Salem News. ' NOTE: You also may contact the nearest Department of Environmental Protection Regional Office for more information about this application or the Wetlands Protection Act. To contact DEP,call: ' Northeast Region: 978-694-3200 6` S ♦�y, 4[ ®. .. ♦ � n y. vGC sG.apG. r P' E1 a ems.•: .s '��a►33 f �°�e'e r e 1�' �yp1 ��d v.�yPCt {�@p�9.r �vi�A ii A�'t�G♦A rs:y!.d p �6E� wir0s( ►,.��'°F ,romps o�fs��`s ♦♦fit A�„G, > ♦ 4 Pal ♦age. �J� > �" ► �5'*oar u6aiC;y►A4AA• � >�:'9 10, alum- Ave WAI x�}I� 41itr�al �� ♦� Y�a � ff.. 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WOUAARD ' F&-CURRAN APPENDIX G: HABITAT MAP ' City of Salem(228340) Woodard&Curran Notice of Intent June 2015 I I , LJ�ElZnells Vim; tor POINT IWPA$ a E Areas of Critical Environmental \4 Concern ACECs ,�z M � � �� I � � � aga `f _ �tiO4 +�'j , NH ESP Estimated Habitats of Ra �' oL) M. c Wildlife Potential Vernal Pools 4 r It4 .¢ vvdS4 f?ceai� t\v�*�gL ' o — NH ESP Certified Vernal Pools to 14 0 c "� SIF Q o rf L Tax Parcels fOrOuery m � Yi Y] 11a meq,r�.'*.. A #� F_ o n. Detailed Features m Z:+ d -r,cresx °� `1 FD"fesf Tax Parcels � ' � #° PICKER N ' t1 es a t Ns � �F Structures N ` _ POW d w 3 sale m State 1.7 \^1 Unlie4'sltyt�r.�yyy '`�j '� talo ~� Y _HOrace.�.n,ann O <7\ `,� La bora to r• ,. i j3 School 00 a r t r P es,ft6 m tjAAra artmrnt♦ . r 3P �o Fo U . 'stauonrs f ( }4'e e �z �17 �y q� 4�orir-.`1 fid' 1 N j2 a ,,� °1r44rr'FF •r 'E CL 100 m �¢+r ' � 'Pyr s 200,ftJEGGLE A -rigIlk L ' � © i JOB N0:0228340 — � DATE: JUNE 2015 SCALE: N.T.S Stormwater . . nt oou` Report &CURRAN StreetCanal •„ Mitigation Project tt i1 �t ' tIOFq iBo.S98� _Q. 40 Shattuck Road, Suite 110 ' Andover.Massachusetts 01810 866.702.6371 111340 Woodardcurran.com City of Salem CONBUTMENT &INTEGRITY DRIVE June 20, 2015 C7 Z ' m z � � � � � I 1 1 1 1 1 1 � � 1 1 1 1 1 1 I 1 1 1 1 1 1 l 1 l 4 OD D &CURRAN TABLE OF CONTENTS ' SECTION PAGE NO. ' 1. INTRODUCTION................................................................................................................................1-1 2. EXISTING CONDITIONS...................................................................................................................2-1 ' 2.1 Collection System.....................................................................................................................................2-1 2.2 Forest River Park......... ....... ................................... ........ 3. POST-DEVELOPMENT CONDITIONS..............................................................................................3.1 it 3.1 Project Component Descriptions...............................................................................................................3-1 3.1.1 Upper Collection System............................................................................................................3-1 3.1.2 Lower Collection System............................................................................................................3-1 I' 3.1.3 Stormwater Treatment System...................................................................................................3-1 3.1.4 Underground Storage Facility.....................................................................................................3-2 ' 3.1.5 Pump Station..............................................................................................................................3-2 3.1.6 Force Main and Gravity System......................................-..........................................................3-2 3.1.7 Forest River Park............................................................-..........................................................3-2 ' 4. WATER QUALITY..............................................................................................................................4.1 4.1 Total Suspended Solids, Floatables and Hydrocarbon Removal..............................................................4-1 4.2 Pathogen Reduction..... ............__............ ....................................................................... .......................4-3 ' 4.3 Conclusion 4-4 5. HYDROLOGIC & HYDRAULIC ANALYSIS.......................................................................................5.1 5.1 Collection System.....................................................................................................................................5-1 . 5.1.1 Hydrologic Model........................................................................................................................5 1 5.1.2 Hydraulic Model..........................................................................................................................5-2 ' 5.2 Forest River Park......................................................................................................................................5-3 6. EROSION CONTROL........................................................................................................................6-1 ' 6.1 Proposed Outfall.......................................................................................................................................6-1 6.2 Grassed Channel......................................................................................................................................6-3 6.3 Riprap Plunge Pool...................................................................................................................................6-3 ' 7. CONSTRUCTION PERIOD EROSION AND SEDIMENT CONTROL PLAN.....................................7-1 8. COMPLIANCE WITH STORMWATER MANAGEMENT STANDARDS............................................8.1 ' 9. CONCLUSION.......................................................................................................................... ........9-1 ' Canal Street Drainage Improvements(228340) i Woodard&Curran Stormwater Wriagement Report June 2015 A �A16,'"k WOODARD S CURRAN LIST OF TABLES TABLE PAGE NO. ' Table 4-1: Weighted TSS Removal.......................................................................................................................4-3 ...... ' Table 5-1: 24-hour Precipitation Depths................ .......................................................................................... 5-1 Table 5-2: Salem Harbor Tide Elevations..............................................................................................................5-3 Table 5-3: Forest River Park Subwatershed Areas............................................................................................... 5A Table 6-1: Proposed Outlet Velocities...................................................................................................................6-2 ' LIST OF FIGURES ' FIGURE ' Figure 1: Site Locus Map Figure 2: Upper Collection System Watershed Map Figure 3: Lower Collection System&Watershed Map ' Figure 4: Existing Watershed Treatment Area Figure 5: Proposed Watershed Treatment Area Figure 6: Sol Map , APPENDICES Appendix A: Hydrologic Analysis(2-, 10-,25-, 50-, & 109-Year Storm Events) ' Appendix B: Hydraflow Hydraulic Analysis Appendix C: Design Calculations(Grassed Channel, Plunge Pool, &Outlet Velocity) ' Appendix D: StorrnwaterChecklist Appendix E: TSS Spreadsheets Appendix F: Water Quality Treatment Device:Contech ' Appendix G: Operation and Maintenance Plan 1 1 1 Canal Street Drainage Improvements(226340) 6 Woodard 8 Curran Sta ter Management Report June 2015 ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L � 1 i ' &CUDARD &CURRAN 1. INTRODUCTION ' The low-lying areas of the South River watershed have been plagued with flooding problems for nearly a century. Runoff collects in the areas where there is Tittle elevation difference between the ground surface and mean high t water. During periods of high tide, the South River cannot discharge to the ocean, and there is insufficient storage below flood elevations to adequately contain the floodwaters. in addition, increased development and floodplain encroachment have decreased the area of natural wetland storage and the capacity of the existing stormwater infrastructure to collect and convey runoff. As a result of these factors, the Canal Street/Salem State University area frequenfly experiences flooding, damaging private and public property as well as rendering roadways impassable, residential properties uninhabitable,and businesses inoperable. In some instances, flooding persists for days. To mitigate this flooding,the proposed Canal Street storm drain improvements will modify the existing project corridor storm drain system to disconnect low lying areas from the South River conduit and redirect the associated ' stormwater runoff to an underground storage facility. From this point, stormwater runoff will be pumped by a proposed pumping station to Forest River Park, where runoff will be conveyed through a grassed channel and eventually discharge to Salem Harbor via a proposed 2'x10' box culvert. A Site Locus Map is included with this report as Figure 1. The overall project goal is to reduce flooding for up to the 1-percent annual chance event (100-year event), in the ' Canal Street and Salem State University O'Keefe Parking Lot. Additional benefits from the project occur at Forest River Park. These include correcting the flooding issues at the ball field, allowing for more frequent pond flushing, and preventing the existing seawall from overtopping from the landward side flooding. This report presents a summary of existing and proposed stormwater conditions within the project area,describes the proposed project,and demonstrates compliance with applicable state and local regulations. 1 Canal Street Drainage Improvements(226346) 1-1 Woodard 8 Curran Stormwater Managemant Report June 2615 1 1 � � 1 1 1 1 1 1 1 1 1 1 i � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . . 1 1 1 1 1 A. ' WCUQARD &CURRAPB 2. EXISTING CONDITIONS 2.1 COLLECTION SYSTEM ' Two primary subsurface drainage systems collect and convey runoff from the Project Area to the South River Conduit. Runoff from business and industries along Canal Street and the properties between Canal Street and the Boston and Maine Railroad is collected in storm drains in Canal Street,This drainage system runs along Canal Street ' and combines with a second subsurface drainage system that serves Salem State College's O'Keefe Parking Lot and side roads entering Canal Street from the east. These systems collect runoff from commercial, industrial, and residential properties and throughout the area and convey it to the South River Conduit. Collectively, the two ' drainage systems collect runoff from approximately 85 acres of fully developed watershed. The Project Area,as shown on Figure 1, is the lowest lying within the South River Watershed. The drainage systems ' servicing the area convey runoff to the South River Conduit which also services the remainder of the 1,400-acre South River Watershed. Given these factors,the area is often subject to backwater conditions when the South River Conduit reaches capacity or is subject to high tide conditions. In addition, drainage systems in the area do not have ' the capacity to convey runoff during significant rainfall events, which further exacerbates flooding within the area. Capacity is fimfted as a result of undersized infrastructure and limited elevation differential along the infrastructure. • ' 2.2 FOREST RIVER PARK Forest River Park is a public park that is located at the end of Clifton Avenue and on the coast of Salem Harbor.The ' Forest River Park watershed is approximately 23.4 acres in size and consists of approximately 40% impervious surface cover. The project construction will take place in the northern portion of the park where there is currently a basketball court, athletic fields and Pioneer Village. There is also an existing pond that is currently fenced in and is ' part of a historic re-creation area known as "Pioneer Village". Existing conditions of Forest River Park can be found on Sheets C-211 to C-212 of the attached plan set. Stormwater runoff in the adjacent neighborhoods in this watershed is collected by dated catch basins that are tributary to a 15"ouffall that is located in the western comer of the park. Discharge from this outfall then travels over land to the existing pond in Pioneer Village. Runoff from the park travels over land into the existing pond where there ' is currently an 8"outlet to the adjacent beach. This outlet does not function property and does not allow the pond to drain appropriately. ' The existing pond at Forest River Park is located on the western side of the park in Pioneer Village.The pond has an 8"outlet that outfalls directly onto the adjacent beach. The outlet to this pipe is often filled with sediment and does not allow stormwater to discharge from the pond as designed. Due to the non-functioning outlet from the pond and the ' adjacent Salem Harbor, Forest River Park experiences substantial flooding during storm events and tidal surges.As the selected ouffall location,this will allow the project to also address some of the flooding issues in this area. ' Canal street Drainage linprovements(228340) 2-1 Woodard 8 Cum Stomtwaw Management Report June 2015 1 1 1 1 1 1 1 1 1 1 1 1 £ � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ...'"k rDMO RRAM 3. POST-DEVELOPMENT CONDITIONS 3.1 PROJECT COMPONENT DESCRIPTIONS ' The proposed work consists of an Upper Collection System, as shown on Figure 4; that will convey water to the South River Conduit and Lower Collection System as shown on Figure 5; that will convey flow to an underground storage facility located in the O'Keefe Parking Lot.A pump station will convey stored stormwater to Forest River Park ' through a combination of a force main and gravity drain system. The stormwater will then travel through a proposed grassed channel and the existing pond before discharging to Salem Harbor via a 2'00' concrete box culvert. The different components of the project are described below. 3.1.1 Upper Collection System ' The proposed improvements to the Upper Collection Systems are shown on plan set sheets C-205 and C-206. The Upper Collection System is comprised of modifications to the existing gravity storm drain system that connects Salem State University to the South River Conduit (herein called the Salem State University Gravity System) and ' construction of a new storm drain system from Broadway to the South River Conduit along the railroad tracks(herein called the Upper Broadway System). The Salem State University Gravity System is a pipe located east of Canal Street that connects the storm drain systems in and around Salem State University to the South River Conduit. ' Proposed improvements to the Salem State University Gravity System are shown on sheet C-219. The proposed Upper Broadway System will intercept surface stormwater runoff in Broadway and adjacent properties and convey the stormwater to the South River Conduit rather than allowing it to continue flowing to Canal Street.The portions of ' the Broadway system located adjacent to the railroad tracks where previously permitted by the Conservation Commission as part of the bike path extension project under Massachusetts Department of Environmental Protection (MassDEP)File No.64387. ' 3.1.2 Lower Collection System The proposed improvements to the Lower Collection System are shown on plan set sheet numbers C-200 thru C- 204. The Lower Collection System will convey stormwater runoff to a proposed underground storage facility located in the O'Keefe Parking Lot. The overall system is a combination of proposed improvements and retrofits to existing ' systems required to redirect the stormwater to a proposed underground storage facility rather than the South River Conduit. ' Catch basins in the main portion of Crosby's Marketplace parking lot(located at the intersection of Canal Street and Laurel Street)will be retrofitted to connect to the Lower Collection System. ' 3.1.3 Stormwater Treatment System Stormwater from the lower system will be directed through stormwater treatment devices, as described in Section 4 ' of this report, to remove sediment, hydrocarbon and fioatables from the stormwater runoff upstream of the underground storage facility. These treatment devices will protect the storage facility and pump station from accumulating sediment and oil and improve the water quality of the stormwater being discharged to Salem Harbor. ' Additional detail on the treatment devices is shown on Drawing C-501. ' Canal Street Drainage Improvements(228340) 3-1 - Woodard&Curran Stormersrer Management Report June 2015 W2DARD ' & RRAMd 3.1.4 Underground Storage Facility A proposed underground storage facility, which is shown on Drawings C-219 and C-220, will provide 4.0 million , gallons of storage for stormwater that is conveyed from the Lower Collection System. The storage facility will be constructed of prefabricated concrete box culverts connected together to provide the required storage volume. ' 3.1.5 Pump Station A pump station, as shown on Drawings C-221 and C222, located in the northeast comer of the O'Keefe Parking Lot, ' will convey stormwater from the underground storage facility to Salem Harbor at Forest River Park. The pump station will consist of a wet well with three, 15 cubic feet per second (cfs) submersible pumps that will operate in a lead, ' stand-by and lag configuration. During the 2-, 10-,and 25-year storm events one pump will operate at 15 cfs and two pumps will operate at 25 cfs during the 50- and 100- year events. A superstructure above the wet well will house electrical and control equipment.An exterior generator will provide stand-by power to the pump station.The first floor t elevation of the superstructure, generator and electrical transformer will be constructed 1-foot above the 100-year flood elevation(EL. 11, NAVD 88). 3.1.6 Force Main and Gravity System The pump station will convey stormwater to Salem Harbor through a 30-inch force main and 30-inch gravity drain ' system, as shown on Drawings C-207 thru C-210. The force main will run from the pump station along Forest Avenue. Near the intersection of Forest Avenue and Summit Avenue, the force main will discharge to a gravity storm drain and continue down Clifton Avenue to Forest River Park. At the end of Clifton Avenue, the gravity drain will ' discharge to a grassed treatment swale,which will run along the north side of Forest River Park and discharge to the existing pond. Flow from the pond will be conveyed through a 2-foot by 10-foot concrete box culvert from the pond to Salem Harbor. ' 3.1.7 Forest River Park Proposed work in Forest River Park is shown on Drawings C-211 thru C-218. The flow from the force main/gravity system will discharge to the proposed plunge pool in Forest River Park. Stormwater will then be conveyed to the existing pond via a grassed channel before discharging to Salem Harbor through the proposed 2'x10' concrete box ' culvert Along with these improvements that are necessary to accommodate the flow from the pump station, there will also be ' other proposed construction in the park to help mitigate flooding in the park area. The surface elevation of the existing ball field will be raised approximately 2 feet and converted to a synthetic turf surface. The added elevation will allow for the construction of an underdrain system that will collect stormwater runoff from the field and discharge ' into the proposed grass channel. This underdrain system will greatly improve the existing conditions of the ball field and aid in the flood mitigation of the park resulting from precipitation events. Another feature that will be added to the park is a bioretention area that will be located on the eastern end of the parking lot.This bioretention area will treat previously untreated stormwater runoff from the adjacent pavement prior to discharging into the existing pond. 1 Canal street Drainage Improvements(228340) 3-2 Woodard 8 Curran 5torrmater Management Report Jum 2015 i � � i 1 1 1 1 1 1 1 � M"b� ' 1 _ 1 1 i 1 1 1 1 1 1 1 1 ODARD 1 &CURRAN CURRAM 4. WATER QUALITY The project will result in a significant improvement to quality of stormwater that is discharged to Salem Harbor. The Canal Street and Forest River Park watersheds are comprised of a densely-developed urban mix of residential, commercial, industrial and institutional land uses that were constructed prior to implementation of current stormwater regulations. Typical of most urban settings in Massachusetts, stormwater from these watersheds is collected in the municipal street drainage systems and conveyed directly to the receiving waters. As such, these systems lack structural Best Management Practices (BMPs) for water quality and therefore don't provide effective removal of stormwater pollutants, such as sediment, floatables and hydrocarbons. The project proposes to take measures to reduce sediment, floatables, hydrocarbon and pathogen loads to Salem Harbor. The following narrative and calculations presents the project's approach to improving water quality. 4.1 TOTAL SUSPENDED SOLIDS, FLOATABLES AND HYDROCARBON REMOVAL ' The project proposes to install structural BMPs within the project corridor to remove sediment (total suspended solids), floatables and oils/greases, The new structural BMPs to be constructed as part of this project are ' summarized as follows: • Twenty-seven (27) deep sump catch basins with oil/grease hoods on the new portions of the collection (upper and lower) systems, which collect stormwater from an urban, largely impervious watershed. There are no sumps or hoods on the existing storm drain system. e A grassed channel that will collect previously untreated surface water runoff from the Forest River Park watershed as well as stormwater from the pump system.The channel is tributary to the existing pond. ' • Proprietary treatment devices, consisting of four High Efficiency Continuous Deflective Separators (CDS) and a Vortechnic unit are proposed at the end of the Lower Collection System prior to discharge to the ' pump/storage system. e A rain garden that will collect previously untreated surface water runoff from the Forest River Park parking lot located on the south side of the existing pond. The discharge of this BMP is tributary to the grassed channel. Existing and proposed treatment areas are shown on Figure 4 and Figure 5 of this document. The BMPs were designed in five distinct treatment trains. The BMPs were sized and selected in accordance with the Massachusetts Stormwater Handbook. Total suspended solids (TSS) removal efficiencies for each of the proposed treatment trains were determined in accordance with the MassDEP Stornwater Management Standards Handbook. The calculation ' spreadsheets for each Treatment Train are provided in Appendix E. Sizing calculations for the grassed channel is provided in Appendix C.The proprietary treatment devices were selected for their ability to provide enhanced solids removal as documented through the New Jersey Corporation for Advance Technology (NJCAT) Program as well as ' the removal of floatables and hydrocarbons. The sizing calculations for these devices are provided in Appendix F. Verification of the CDS and Vortechnic units from NJCAT and their New Jersey Department of Environmental Protection(NJDEP)TARP certifications are provided in Appendix F. The five treatment trains are described below: Treatment Train #1: Is comprised of 11.7 acres of the upper portions of the watershed to the east of Canal ' Street in which no alterations to the existing stormwater systems are proposed or are impractical to install due to right-of-way and utility constraints. The City of Salem, Massachusetts (City) proposes to execute an enhanced annual street sweeping program in this area (see the Pathogen Reduction discussion below). Currently the City ' Canal Street Drainage improvements(228340) 4-1 Woodard 8 Curran Stonnwater Management Report June 2015 A..WOODARD '"IL NURRAN ' �CCURRAf�d performs sweeping twice per year, this will be increased to four times per year once the project construction has been completed.The expected TSS removal from enhanced sweeping is 10%. ' Treatment Train#2: Is comprised of 5.2 acres of the upper portions of the watershed to the west of Canal Street along Broadway. Installation of a new drainage system in Broadway will accommodate deep sump catch basins with oil/grease hoods to remove sediments and floatables, including hydrocarbons. The use of the deep sump catch basins and the enhanced annual street sweeping program will result in an expected 33%TSS removal. Treatment Train#3: Is designed to treat stormwater runoff from the 22.25 acre watershed tributary to the Forest River Park.A grassed channel will be constructed along the northeastern portion of the Park, up gradient of the existing pond. The grass channel and enhanced annual street sweeping program will result in an expected 55% TSS removal as well as floatables, including hydrocarbons. ' Treatment Train#4: Is designed to treat stormwater runoff from the largest,65.2 acre watershed that is tributary to the Lower Collection System. Storrnwater runoff will be collected in deep sump catch basins with oil/grease hoods and conveyed to one of four proprietary treatment devices, comprised of either a CDS or a Vortechnic ' device. These devices used in conjunction with the enhanced annual street sweeping program will result in an expected 88%TSS removal as well as floatables,including hydrocarbons. Treatment Train #5: is designed to treat stormwater runoff from the parking lot adjacent to the pond in the ' Forest River Park. A Rain Garden will treat runoff from the parking lot prior to discharging to the existing pond. The use of the Rain Garden in conjunction with the enhanced street sweeping will result in TSS removal rates of 91%. ' The improvement to water quality in Salem Harbor resulting from the project's stormwater management BMPs are presented in the following Table 4-1. Figure 4 depicts the existing South River and Forest River Park watersheds that ' are collectively comprised of 105.5 acres. Presently,stormwater management BMPs in these watersheds are limited to the City's bi-annual (twice-per-year) street sweeping program resulting in a reduction of 10% of TSS. Figures 2 and 3 depict the South River and Forest River Park sub watersheds and the location of the aforementioned proposed ' treatment trains and the corresponding TSS removal efficiencies. This table demonstrates that implementation of the proposed project and BMPs will result in a total reduction of 70%in TSS,a seven-fold increase over current removal, thereby substantially improving water quality to Salem Harbor, 1 Canal Street Drainage Improvements(228340) 4-2 Woodard 8 Curran Stonnwater Management Report June 2015 , „'' ” A. '"k WOODARD &.CURRAN Table 4.1: Weighted TSS Removal aim .,lE%ISting COfltht10n5 ,t,�FProposedConditions�.x 3r a x«r; mei ,(TSS) Area(Ac)ix (Area)'(TSS) Treatment Train#1 ' 10% °j 105.5 10.55 11.7 1.17 (StreetSweeping) , :; _ r t� �f Treatment Train#2 i T (Deep Sump and hooded Catch ;33°/° 5.2 1.72 1 Basins wl Sireei'Sweepin ) aTreatmerttTram#3 - r� fir W fStreet Seveepirg and Grassed P' S5% 22.25 12.24 EMChannel) �, d ' Treatment Train#4 57.38 (Treatment Turns j1,42 and r °k r 652 Proprietary TreatmentT)evice) 1 _ �Treaiment Tran#5 "Ht%� 1.15 1.05 fSirset Sweepinlj and Rain Gaiden) I ��� ,�. , �LTfltals mWup 2,-,W1hA € 105.5 10.55 105.5 73.56 -'Weighted TSS Removal Efficte ` �i4 m a 10% 70% Note+: TSS removal efficiencies for each of the proposed treatment trains were determined in accordance with the MI Stormwater Management Standards Handbook. 4.2 PATHOGEN REDUCTION In addiion to the treatment trains outlined above, the project proposes to deploy structural and non-structural measures focused at achieving reductions in pathogen contributions to Salem Harbor. Salem Harbor is classified as impaired (303d category 5 listing) by MassDEP and has an approved Total Maximum Daily Load (TMDL) for pathogens. ' In conjunction with the construction of the proposed drainage system improvements, the City also commits to enhance and improve the stormwater collection program and to expand beyond the minimum requirements of the ' U.S. Environmental Protection Agency (USEPA) and MassDEP General Permit for Stormwater Discharges from Small Municipal Separate Storm Sewer Systems (MS4 Permit). Concurrent with the completion of the construction project, the City will update its MS4 Stormwater Management Plan to include the following enhanced program ' elements: A. Stormwater and Sanitary Sewer Collection System Upgrades: The project will be phased to replace and upgrade significant elements of the stormwater and sanitary sewer collection system in the project and ' catchment areas. The process of replacing and upgrading storm sewer lines will reduce the potential infiltration of non-storm water flows such as leaks from sanitary sewer lines and eliminate any identified sanitary,sewer cross connections. Repair and replacement of sanitary sewer collection systems within the ' project area will reduce likelihood for exfiltration and leaks from sanitary sewer collection system.This will improve the quality of the slormwater by limiting inflow of illicit sources. Additionally, the project area improvements to the storm drain system will include the inclusion of catch basin stenciling requirements as a part of the construction bid package. ' B. Illicit Discharge Detection and Elimination Program: The City currently conducts an aggressive illicit discharge detection and elimination (IDDE) program in storm drain systems discharging to Derby Wharf, ' Canal Street Drainage Improvements(223340) 4-3 Woodard 8 Curran Stormwater Management Report June 2015 'r ARD &CURRAN , ' i5[C,URRAAN Juniper Beach, Palmer Cove and Commercial Street MS4 ouffalls. The program includes both outfall screening and sampling and intensive catchment system investigation.Consistent with the City's IDDE Plan, ' the City will conduct post-project construction IDDE catchment investigations in the project area to ensure elimination of illicit discharges to the newly constructed stormwater storage system. The investigation will follow protocol as outlined in the City's IDDE Plan,which is consistent with procedures being considered in the next generation Massachusetts MS4 Permit. C. Enhanced MS4 Pollution Prevention: The City will increase pollution prevention efforts within the project area to reduce potential migration of stormwater pollutants, including pathogens,to the storage system.The ' current draft MS4 Permit requires street sweeping two times per year for waters which are impaired and for those with approved TMDLs.The sweeping will reduce debris and solids that can carylgenerate pathogens into the storm water system. The City proposes to increase the street sweeping in the watershed ' contributing to the ouffall from two to four times per year.A 2009 study (Skinner, et al, 2010) in California investigated the effects of street sweeping on the indicator bacteria concentrations in a residential street gutter. Water samples were collected and analyzed before and after street sweeping occurred. The study ' reported a 94% reduction in both enterococci and fecal coliform bacteria counts after street sweeping had been performed. D. Summary: The program outlined above will provide a comprehensive assessment and enhancement of the ' stormwater collection system in the Canal Street Flood Mitigation Project area to maximize the value of the stornwater storage project for both flood protection and reduction of pathogens at the discharge location. 4.3 CONCLUSION ' Implementation of the Structural and Non-Structural BMPs outlined above will result in a significant improvement to ' the quality of stormwater from the 105.5 acres of project's watersheds. Proposed structural BMPs have been designed to specifically address the removal of TSSs.The project will achieve a 70% reduction in TSS, a seven-fold decrease. Additional non-structural BMPs will be implemented to specifically reduce Pathogens, consistent with the ' Salem Harbor TMDL. These measures will result in a significant improvement to stormwater quality contributing to Salem Harbor and provide for the project to meet Standard 4 to the maximum extent practicable, as required by the Massachusetts Stormwater Management Standards for stormwater retrofit/redevelopment projects. ' 1 1 1 Canal street Dramage Improvements(228340) 44 _ Woodard 8 Curran Str%meater Management Report June 2015 ' 1 1 1 1 1 � � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A.- 0 ' 6tCURR m 5. HYDROLOGIC & HYDRAULIC ANALYSIS ' The following section outlines the hydrologic and hydraulic methodologies used to size the collection systems and improvements to the Forest River Park. ' 5.1 COLLECTION SYSTEM ' 5.1.1 Hydrologic Model ' The hydrologic model for the collection system was developed to estimate the peak rates of runoff for various frequency rainfall events.This information was used to size the following: • Pump station flow rate and pipe diameter of the corresponding force main;and g ' • Volume of the underground storage facility. ' Peak rates of runoff were predicted using HydroCAD® modeling software, developed by HydroCAD® Software Solutions LLC. The HydroCAD®software is based upon the Soil Conservation Service's Urban Hydrology for Small Watersheds (TR-55),which is an industry accepted standard. The HydroCAD®model calculates peak rates of runoff by considering various hydrologic parameters and the stonnwater structural measures that directly influence the rate ' at which runoff is conveyed from a watershed. The hydrologic parameters that were applied to perform these calculations are as follows: ' • Rainfall Depths: Rainfall depths were obtained from rainfall data maps included in "Technical Paper 40 — Rainfali Frequency Atlas of the United States." A Type-III rainfall distribution, as developed by the National Resource Conservation Service(NRCS),was used, and an antecedent moisture condition of 7 for normal ' conditions was applied. The total precipitation depth associated with each rainfall event is outlined in Table Table 5-1: 24-hour Precipitation Depths ' Rainfall Event Depth (Frequency) inches ' 10-year 4.5 25-year 5.3 50-year 6.0 100-year 6.7 • Curve Number. Curve numbers(CN)are specific to each watershed and are a function of the perviousness of-the watershed cover, the underlying soil type, and antecedent moisture conditions. Surface cover for the project area was determined by using the aerial photos and topographic survey information provided by WSP Sells and verified by field observations. ' • Time of Concentration: The time of concentration (TOC) represents the time for runoff from the hydrologically most-distant point of the watershed to reach the discharge location. They are speck to each watershed and are a function of the slope, length, and surface roughness of the flow path. For the hydrologic models, flow paths were refined using the topographic survey information and field observations ' of surface types. TOC values were calculated using Urban Hydrology for Small Watersheds TR-55 methodology. ' Canal Street Drainage Improvements(226340) 5-1 Woodard 6 Conan Storms atar Management Report June 2015 WOODARD ' &CURRAN • Watershed Boundaries & Areas: Watershed boundaries were delineated using the topographic survey information. ' Results pertaining to the hydrologic modeling efforts are presented and discussed in Section 5.2. Supporting calculations, including the parameters that were utilized (for example, CNs, watershed areas, etc.), are provided in , Appendix A. 5.1.2 Hydraulic Model ' Hydraflow Storm Sewers Extension for AutoCAD Civil 3D version 8.0, developed by Autodesk,was used to size pipe , infrastructure. Hydraflow uses the energy-based standard step method to compute the hydraulic profile within a closed conduit drainage system to evaluate the capacity of the system. Specifically, Hydraflow was used to: • Size the upper and lower systems collection systems for the 100-year rainfall event;and t • Estimate the maximum hydraulic grade-line(HGL)within the upper and lower systems collection systems. The physical characteristics of the'infrastructure are integral to evaluating the capacity and maximum HGL of the ' system. These parameters include the slope, geometry, roughness characteristics, and boundary condition at the outlet of the system. These properties for the proposed collection system were input into the Hydraflow model and are presented on the Drawings and Appendix B.The following subsections describe the hydraulic approach for each ' of the major system components. Upper Collection System , The Upper Collection System, consisting of two systems; the Broadway and Salem State University Drainage Systems and will convey flows to the South River Conduit. The HGL of the South River Conduit at the intersection of ' St. Paul Street and Canal Street was used as the starting water surface elevations for these systems since this is where the systems connect to the South River Conduit. The Broadway System will intercept runoff from higher elevations located to the west of Canal Street, preventing the flows from reaching to lower lying, flood prone areas. This is shown on Drawings C-204 and C-205. ' Similarly, drainage improvements to the Salem State University Drainage System will consist of extending the drainage system up multiple side streets as shown on Drawings C-200 thru C-203 to intercept runoff from the higher , elevations along the side streets located to the east of Canal Street. These collection systems will be connected to the existing Salem State University Drainage System. Since the Salem State University Drainage System is located within the low lying areas of the watershed and the 100-year HGL in the Salem State University Drainage System was determined to be above the existing ground surfaces,these portions of the Salem State University system will be retrofitted with bolt down covers to prevent surcharge into the low lying areas. Lower Collection System t The Lower Collection System will convey runoff from the low lying areas of the watershed that cannot be drained by t gravity by either of the Upper Collection Systems. Runoff from these lower areas will be conveyed to the proposed storage facility and pump station located under the Salem State University's O'Keefe Athletic Center Parking Lot.The Lower Collection System consists of the following components: • The existing Forest Avenue drainage system will be modified disconnecting it from the Salem State ' University Gravity System and redirecting stonnwater to the storage facility. The drainage system will be removed and replaced to permit construction of adjacent force main. Existing catch basins along the Forest , Canal Street Drainage Improvements(228340) 5-2 Woodard 8 Cum Stormvrater Management Report June 2015 ' ' WOOOAR14 diWRRAM Avenue right-of-way,will be replaced with deep sump hooded catch basins.These improvements are shown ' on Drawings C-207 and C-210. • The existing drainage system in the O'Keefe Parking Lot will be modified to direct stormwater to the subsurface storage facility. A portion of the pavement area will be excavated to install the storage facility. ' The pavement will be replaced and the surface grading will be modified to accommodate the storage facility and promote positive drainage through new catch basins connected to the storage facility. The proposed improvements are shown on Drawings grading, and layout of the parking lot catch basins will be completed ' during final design. Proposed inverts of the storage facility can be seen on plan set Drawing C-219 and C- 220. • The Canal Street storm drain, which was constructed in 2013, will be extended to the low lying portions of ' the adjacent side streets. Many of these areas are presently connected to the Salem State University Drainage System. These will be replaced and redirected to the proposed pump station via the 2013 improvements. The improvements are shown on Drawings C-200 thru C-204. ' The peak water surface elevations of the proposed storage tank served as the starting water surface elevation for the design of the Lower Collection System. An elevation of-1.0 foot(NAVD 88)was used to represent the design peak ' water surface elevation in the storage tank during the 100-year stone event (as presented in Appendix A). Utilizing this elevation,the Lower Collection System was sized to maintain the HGL below the elevation of low lying areas with the project corridor such as the Canal Street area near the McDonald's restaurant and in the Salem State University ' Parking Lot 5.2 FOREST RIVER PARK HydroCAD was also used for the hydrologic analysis at Forest River Park. An existing conditions model was created to determine current runoff rates as well as water surface elevations of the existing pond during different storm ' events and fides. The Forest River Park watershed is approximately 23.4 acres and is comprised of impervious surfaces,wooded areas and also grassed areas. The watershed is approximately 40% impervious surface cover and comprised of three subwatersheds, all of which are tributary to the existing pond and Salem Harbor. Appendix A ' contains an existing conditions watershed drawing. As a part of the design three different tide conditions were modeled, Mean Low Water, Mean High Water, and the ' High Tide Line,to analyze the effect on the Forest River Park watershed.These elevations are shown in Table 5-2. Table 5-2: Salem Harbor Tide Elevations ' Tide Elevation(NAVD 88) Condition Mean Low Water -3.4' ' Mean High Water 5.4' High Tide Line 7.6' ' The rainfall depths used in the collection system hydrologic model, as shown in Table 5-1, were also used for the Forest River Park model. The existing conditions model was analyzed to determine the varying water surface elevations of the pond for each of the design storms and the tide conditions. ' The proposed hydrologic model for Forest River Park includes both the Forest River Park watershed area and the flow from the proposed pump station. As in the existing HydroCAD model, the three different tide conditions were ' Canal Street Drainage improvements(228340) 5-3 Woodard&Curran Stormwater Management Report June 2015 1 rO 1 analyzed, but it also included varying pumping rates from the pump station.The pump station will operate at different flow rates depending on the storm event: 1 • 15 cfs for 2-, 10-and 25-year storm events;or • 25 cfs for 50-and 100-year storm events. 1 The proposed watershed at Forest River Park was divided into four subwatershed areas and also includes the proposed water quality features, bioretention area and grassed channel. A proposed conditions watershed drawing 1 can be found in Appendix A of this report. A comparison between the existing and proposed subwatershed areas is shown in Table 5-3. Table 5-3: Forest River Park Subwatershed Areas 1 Subwatershed Existing Areas Proposed Area s 1 295,560 295,560 1 2 164,886 164,886 3 562,148 513.196 4 N/A 48,952 1 Total 1,022,594 1,022.594 Two of the design Considerations for the outfall to Salem Harbor are permissible velocity on the Rocky Intertidal Shore and also the impact to the existing pond. From a wetlands delineation performed by LEC, the Top of Bank 1 elevation of was determined to be 7.5' (NAVD 88). Using this information, the proposed outlet from the existing pond to the 2'x10' box culvert was set at this elevation to ensure no change to the Top of Bank elevation. A summary of the existing and proposed flood elevations at Forest River Park can be found in Appendix A of this report. A 1 discussion of the design velocity from the discharge of the proposed pond outlet is provide in Section 6. 1 1 1 1 - 1 1 1 1 Canal Street Drainage inprovements(228340) 54 Woodard 8 Curran Stormwater Mampment Report June 2015 1 1 1 . 9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A.. " . ' &DODARD CURRAN 6iCURRAM 6. EROSION CONTROL ' The project has been designed to avoid erosion to Waters of the Commonwealth.The following section presents the design basis for the permanent erosion control measures proposed for the project. ' 6.1 PROPOSED OUTFALL ' The proposed outfall has been designed to discharge treated stormwater to a non-erosive velocity and hence will be a substantial benefit to the coastal resources. Presently, the existing pond outlets to Salem Harbor through an existing 8" culvert. The inlet of the existing culvert routinely becomes clogged by debris (leaf matter, tree branches, sediment, etc.). Additionally, the outlet of the culvert is located on a sandy beach and routinely becomes blocked from sand migration along the beach.As a result, the culvert does not function property and does not allow the pond to drain during rainfall events. During significant events, the pond fills and overtops the adjacent seawall. The ' overtopping results in scouring of the beach in front of the wall.The upgraded outfall will relocate the outfall from the Coastal Beach to a more stable coastal environment; that is, to a Rocky Intertidal Shore. The upgraded outfall was designed to accommodate peak rate of flow from the pond to the Rocky Intertidal Shore at a non-erosive velocity. Two methodologies were utilized to establish the maximum permissible non-erosive outlet velocity. A visual inspection of the Rocky Intertidal Shore reveals the shore is comprised of cobble and boulders with gravel (see Photo ' 1 below). Two samples were obtained at the proposed outfall location; one sample was of the surficial soils to a depth of six inches below grade the second sample was from a depth of 6 to 12-inches below grade.A sieve analysis was conducted on each sample in accordance with American Society for Testing and Materials (ASTM) D422. The ' sieve analysis concluded that in addition to the evident boulders and cobbles, the material is comprised of predominately gravel with some sand (see Appendix C). Utilizing the results of the sieve analysis the maximum allowable shear stress and corresponding maximum permissible velocity was calculated in accordance with the ' procedure outlined from Federal Highway Administration Report—Design of Roadside Channels with Flexible Linings Hydraulic Engineering Circular 15,Third Edition (September 2005). The resulting maximum permissible velocity was determined to be 4.1 feet per second. The calculations are provided in Appendix C. In addition, the calculated permissible velocity was compared to published data on allowable stream bank and shorelines for the material present at the outfall. The published information (provided in Appendix C) indicates allowable velocities of approximately 4 feet per second are reasonable expectations for the soils present at the outfall. Therefore, the calculated maximum allowable velocity of 4.1 fee per second was determined to be appropriate for the outfall ' location. Summary tables showing water surface elevations, and outlet velocities can be found in Appendix A of this report. 1 1 1 Canal Street Drainage Improvements(228340) 61 Woodard&Curran Stormwater Management Report June 2015 A. Wool' ' &Cult= r 1 t Photo 1: Rocky Intertidal Shore ' The maximum permissible velocity of 4.1 feet per second was compared to the outlet velocities calculated for the 2-, 10- and 25-year storm events, consistent with the Massachusetts Stornwater Management Standards (calculations ' provided in Appendix C). Table 6-1 provides a summary of outlet velocities calculated during three tidal conditions; mean low tide, mean high water and mean high tide. The information that is displayed in this table has been calculated using HydroCAD and can be found in the HydroCAD calculations in Appendix A. Table 6-1: Proposed Outlet Velocities Tidal Condition ' Storm Event Mean High Tide Mean Tide Mean Low Tide 2-year 2.0 3.4 3.4 ' 10-year 2.8 4.0 4.0 ' 25-year 2.9 4.1 4.1 1 The outlet velocities were determined to be equal to or less than 4.1 feet per second maximum permissible velocity ' under the each of the various tidal conditions. As such, the project Will not result in erosion to the Rocky Intertidal Shore and degradation of Waters of the Commonwealth. r Canal Street Drainage Improvements(228340) 6-2 Woodard 8 Curran Stormwatar Management Report June 2015 ' "l ' ARD &CURRAN &CURRAPF 6.2 GRASSED CHANNEL ' The grassed channel conveyance at the Forest River Park was designed to resist erosional forces from the 25-year storm event. The channel was sized to provide requisite water quality volume (112-inch rainfall) and hydraulic residence time with a flow velocity of less than 1 foot per second in accordance with Volume 2, Chapter 2 of the Massachusetts Stonnwater Management Handbook. The sizing computations for the channel are provided in Appendix C. The channel was then checked to confirm that the channel's geometry (slope and cross section) were adequate to convey the 25-year storm event non-erosive. The 25-year peak flow velocity in the channel were determined to be 2.3 feet per second (see the hydraulic computations provide in Appendix A). This velocity is below the permissible velocity of 2.5 feet per second for a grassed lined channel with a slope of 0-5%(Volume 3, Chapter 1, and Page 3 of the Massachusetts Stormwater Management Handbook). Therefore, the design of the grassed channel was determined to be capable of conveying the anticipated flows without erosion. ' 6.3 RIPRAP PLUNGE POOL A dprap plunge pool was designed to dissipate energy from peak flow rates generated from the pump station and contributing areas of Clifton Avenue and Forest River Park Drive.The plunge pool is located in the Forest Rarer Park t at the end of Clifton Avenue and is shown on Drawing C-210. Design of the plunge pool was developed utilizing the guidelines published in the 2011 Maryland Standards and Specifications for Soil Erosion and Sediment Control, December 2011.The design calculations are provided in Appendix C and depicted on the project Drawings. t 1 tCanal Street Drainage Improvements(228340) 6-3 Woodard 8 Curran Stortnwatar Management Report June 2015 1 1 1 1 . 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WOODARD t &CURRAN 7. CONSTRUCTION PERIOD EROSION AND SEDIMENT CONTROL PLAN ' All Stormwater Management features shall be inspected and maintained during construction. The following erosion control measures will be utilized during construction: ' • Perimeter Sediment Controls (Forest River Park): Silt Socks will be erected in advance of construction along the perimeter of the Site in locations shown on the Plans. Such barriers will be inspected immediately after each runoff-producing rainfall and at least daily during prolonged rainfall. Sediment deposits will be removed when the level of deposition reaches approximately one-half the height of the barrier. • Catch Basin Inlet Protection: Silt sacks are proposed to be installed in all catch basins within the project area to prevent sediment from entering the storm drainage system prior to permanent stabilization of the project site. Silt sacks will be inspected after every rain storm and repairs made as necessary. Sediment will be disposed of in an area protected from erosion by either structural or vegetative means. Catch basin inlet protection will be removed and the area repaired after the contributing drainage area to the inlet has been completely stabilized. • Erosion Control Blanket: An erosion control blanket is proposed in the grassed channel. The soil shall be prepared prior to installation of the blanket including any fertilization and seeding. The erosion control blanket will be inspected after every rainstorm and repairs made as necessary. The erosion control blanket will be biodegradable,and will remain in place until vegetation takes root. ' The location of these devices are shown on the Drawings. r r Canal Street Drainage Improvements(228340) 7-1 Woodard&Curran Stormwaler Management Report June 2015 1 1 1 1 1 1 li 1 � 1 1 1 i 1 g 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 til ill I � 1 1 1 .000ARD W�DARD &CURRAN 8. COMPLIANCE WITH STORMWATER MANAGEMENT STANDARDS Per section 310 CMR 10.05(6) of the Massachusetts Wetlands Protection Act (WPA) regulations, the proposed project is subject to the provisions of the MassDEP Stormwater Management Standards as defined by the Massachusetts Stormwater Handbook (MassDEP, 2008). The following sections describe the applicability of these Stormwater Management Standards and demonstrate that the Canal Street Flood Mitigation Project complies with these requirements.A copy of the Checklist for Stormwater Report is also included in Appendix D of this report. The Massachusetts Stormwater Handbook defines a redevelopment project as one of the following: t • Maintenance and improvement of existing roadways, including widening less than a single lane, adding shoulders,correcting substandard intersections, improving existing drainage systems,and repaving; • Development, rehabilitation, expansion and phased projects on previously developed sites, provided the redevelopment results in no net increase in impervious area; and • Remedial projects specifically designed to provide improved stormwater management, such as projects to separate stone drains and sanitary sewers and stormwater retrofit projects. ' Redevelopment projects are required to meet Stormwater Management Standard 2, Standard 3, and the pretreatment and structural stormwater BMP requirements of Stormwater Management Standards 4, 5, and 6 only to the maximum extent practicable. The project is a Redevelopment Project as defined in the Stormwater Management Standards. The project improves existing roadways including the improvement of existing drainage systems and repaving. Furthermore, the work will occur on previously developed sites and will not result in an increase in ' impervious area. It is Woodard & Curran's opinion that the proposed work complies with Stormwater Management Standards 1, 2, 3, 5, 6, 7, 8, 9 and 10 and with Standard 4 to maximum extent practicable as demonstrated throughout the subsections of Section 5 of this report. The below sections describe each Standard and the projects optional or required compliance with that standard. STANDARD 1: NO NEW UNTREATED DISCHARGES All proposed discharges will be treated as documented in Section 4 and Appendices E and F.The project outlets and conveyance devices have been designed such that discharges will not cause or contribute to erosion as documented by the computations contained in Appendix C. For these reasons, it is Woodard&Curran's opinion the project will not result in a new untreated discharge or erosion in wetlands or waters of the Commonwealth. ' STANDARD 2: PEAK RATE ATTENUATION The proposed outfall at Forest River Park will discharge to land subject to coastal storm flowage as defined in 310 ' CMR 10.04 of the WPA Regulations. For this reason, it is Woodard & Curran's opinion Standard 2 waiver is appropriate because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. STANDARD 3: RECHARGE The proposed project is primarily located within existing paved areas and parking lots,and in the area of Forest River Park. No new areas of impervious surface are proposed as part of this project. Since there is no increase in impervious surface cover,there is no loss of annual recharge to groundwater.As such, the annual recharge from the post-development site will be the same as the annual recharge from pre-development conditions. For these reasons, ' Canal Street Drainage Improvements(228340) &1 Woodard&Curran Stormwater Mmagement Report June 2015 ®A ' WOODARD 6 CURRAN it is Woodard &Curran's opinion that the project will not result in groundwater recharge loss and therefore the project meets the Recharge standard of the MassDEP Stormwater Management Handbook. ' STANDARD 4: WATER QUALITY Implementation of the structural and non-structural 8MPs outlined in Section 4 and Appendix E will result in a significant improvement to the quality of stormwater from the 105.5 acres of project's watershed. These include the following measures: ' • The project has been designed with no increase in impervious surfaces and therefore will have no increase in post-construction TSS load. • Multiple structural 8MPs, configured in five different treatment trains, have been designed to specifically address the removal of TSSs. • A Pathogen Reduction Plan consisting of non-structural 8MPs will be implemented to specifically reduce ' pathogens,consistent with the Salem Harbor TMOL. • The City Will enhance its MS4 program concurrent with construction of the proposed drainage system improvements as described in Section 4 of this report. ' These measures will provide the project to meet Standard 4 to the maximum extent practicable, as required by the Massachusetts Stormwater Management Standards for stormwater retrofittredevelopment projects. Implementation of these measure results in a Weighted TSS Removal Efficiency of 70%, a seven—fold reduction over current TSS loading as well as a substantial reduction in pathogens. For these reasons, it is Woodard&Curran's opinion that the proposed project will not result in degradation of water quality. ' STANDARD 5: LAND USES WITH HIGHER POTTENTIAL POLLUTANT LOADS The Site does not include Land Uses with Higher Potential Pollutant Loads.Therefore,this standard does not apply. ' STANDARD 6: CRITICAL AREAS The proposed project does not lie within a Critical Area as defined in the Massachusetts Stormwater Handbook. Therefore, it is Woodard &Curran's opinion that this standard is not applicable to the proposed project. STANDARD 7: REDEVELOPMENTS AND OTHER PROJECTS SUBJECT TO THE STANDARDS ONLY ' TO THE MAXIMUM EXTENT PRACTICAL As noted above, this project is a Redevelopment Project as defined in the Stormwater Management Standards. The , project improves existing roadways including the improvement of existing drainage systems and repaving. Furthermore,the work will occur on previously developed sites and will not result in an increase in impervious areas. ' As previously noted, it is Woodard&Curran's opinion that the proposed work complies with Stormwater Management Standards 1, 2, 3, 5, 6, 7, 8, 9 and 10 and with Standard 4 to maximum extent practicable as demonstrated throughout the subsections of Section 5 of this report. STANDARD 8: CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL ' A plan to control construction-related impacts, specifically erosion and sedimentation, has been developed for the proposed project. The proposed project has been designed to minimize land disturbance and preserve vegetation to ^ Canal Street Drainage Improvements(226340) 8-2 Woodard&Curran Stormwater Management Report June 2015 A . . 'R ' ODARD &CURRAN CURRAft the maximum extent practicable. The proposed construction BMPs have been designed in accordance with Massachusetts Erosion and Sediment Control BMPs Handbook published by the MassDEP. A Construction Period Pollution Prevention and Sedimentation Control Plan outlining the BMPs and pollution prevention measures proposed for erosion and sedimentation control, including maintenance and inspection requirements, is provided in Section 8 of this report. The project construction will require a National Pollutant Discharge Elimination System (NPDES) Construction General Permit be obtained (though submittal of a Notice of Intent application) as the area of disturbance will exceed one acre. A stormwater pollution prevention plan (SWPPP) will be prepared before submittal of the Notice of Intent Application to USEPA and before land disturbance begins. The Contractor will be responsible for implementing the specified erosion and sedimentation control methods, as well as all orders outlined in the Order of Conditions issued by the Conservation Commission, prior to commencing any ' land disturbing activities at the project.These measures will be maintained and kept in place until the disturbed areas of the project have fully stabilized. ' STANDARD 9: OPERATION AND MAINTENANCE PLAN A long-term operation and maintenance plan has been developed and is provided in Appendix G. tSTANDARD 10: PROHIBITION OF ILLICIT DISCHARGES It is Woodard & Curran's opinion that the proposed project will not result in any illicit discharges to the stormwater management system. In addition,the construction of a new drainage to replace the existing,aged drainage collection system will likely result in a reduction of illicit discharges.As noted, in Section 4.3, a Pathogen Reduction Plan will be implemented to identify and remove illicit discharges. An Illicit Discharge Compliance Statement will be submitted ' prior to construction. 1 1 ' Canal Street Drainage improvements(228340) 8-3 Woodard 8 Curran StormwatDr Management Report June 2015 i 1 i 1 � 1 1 t 1 6 i 1 1 1 1 f 1 1 1 1 i 1 ' &CRRAN CURRAN 9. CONCLUSION ' In conclusion, the proposed storm drain improvements to the Canal Street area of the City will significantly improve the existing drainage system. The proposed improvements will also provide pretreatment to all stormwater runoff in ' the project area that currently discharges with minimal pretreatment. The project complies with the 10 Stormwater Management Standards outlined in the Massachusetts Stormwater Handbook(February 2008),as represented in the Stormwater Checklist provided in Appendix D. 1 1 1 1 ' Canal Street Drainage Improvemerb(228340) 9-1 Woodard&Curran Stmnmater Management Repon June 2015 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 d 1 1 1 1 t 1 _ - -- 1 1 1 1 I Llj� SUB WATERSHED 2 -1; AREA 3.78 ACRES OcEpi; ATERSHED 1 �_AREA 5.7 z s V- 6 V1 11 1 , �;j - -7 4000' A t�i cn '12 4 10 99 t -_7 50 SALEM HARBOR Up Li POIND B B CLIF N E.0 -Aso C c UJ 60 3: 73 c_ #00 SUB-WATERSHED 3 CRES __j AREA 12.95 A, ull) Z, b13 D D 40 Poo :ol #00 X 2 lo FlUUKE I I � I i 4 1 r 9 i t i i '. It 1 i i 1 1 1 1 1 1 1 9�TIm't-':5 Fxuyiav' steAd'! Fis+9Av! T2 SAK'm:Y.S 6�NPa+ TQ 1 1 1 1 0. 011- 1 Sil'� F2eacFt P-Unf]C lyd� EzConditionsForest Rdver Pmic uPda¢ed ra6dap HAW 88 Y{enter your comPenY name here}, Pring 8i23J2A15 10 00.13 sin 012D4 id 2014 HydmCAD Sothvare Sohfians LLC 1 1 Ex Conditions Forest River Dark updated rainfall NAVD 88 ' Prepared by {enteryour company name here) Printed 6123/201:5 HydroCADO 10.00-13 sin 01204 ©2014 Hydro CAD Software Solutions LLC Pape 2 Area Listing(all nodes) ' Area CN Description (acres) (subcatchment-numbers) ' 28.133 92 118 acre lots, 65% imp, HSG D (4S, 5S: 6S, 10S, 11 S, 12S, SW-1, SW-2, SW-3) 12.972 80 >75% Grass cover, Good, HSG D (5S, 6S, 115, 12S, SW-2, SW-3) ' 5.176 98 Paved parking, HSG D (6S, 12S, SW-3) 4.273 98 Paved roads w/curbs&sewers, HSG D (4S, 10S, SW-1) 19.874 77 Woods, Good, HSG D (5S, 6S, 115, 12S, SW-2, SW-3) ' 70.427 86 TOTAL AREA 1 1 1 1 1 Fac Conditions Forest River Park updated rainfall NAVD Type 1// 24-hr 2-yearRainfall=3.20" ' Prepared by{enter your company name here} Printed 6/23/2015 HydroCADID 10-00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 3 ' Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn,Stor-Ind method ' Subcatchment 4S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=2.45" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=18.01 cfs 1.383 of ' Subcatchment 5S: Sub-Watershed 2 Runoff Area=164.686 sf 7.32% Impervious Runoff Depth=1.40" Tc=6.0 min CN=80 Runoff--6.16 cfs 0.442 of ' Subcatchment 6S: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=1.76" Flow Length=1,400' Tc=-Tg min CN=85 Runoff=24.90 cfs 1.890 of Subcatchment 10S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=2.45" Flow Length=1,281' Tc=7.3 min CN=93 Runoff-18.01 cfs 1.383 of Subcatchment 11 S. Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=1.40" ' Tc=6.0 min CN=80 Runoff=6.16 cfs 0.442 of Subcatchment 12S: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=1.76" Flow Length=1;400' Tc=7.9 min CN=85 Runoff=24.90 cfs 1.890 of ' Subcatchment SWA: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=2.45" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=18.01 cfs 1.383 of ' Subcatchment SW-2: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=1.40" Tc=6.0 min CN=80 Runoff--6.16 cfs 0.442 of ' Subcatchment SW-3: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=1.76" Flow Length=1,400' Tc=7.9 min CN=85 Runoff=24.90 cfs 1.890 of ' Pond 4P: Existing Pond Peak Elev=8.52' Storage=114,857 cf lnflow=48.88 cfs 3.715 of r Primary--1.59 cfs 2.219 of Secondary--0.00 cfs 0.000 of Outflow=1.59 cfs 2.219 of ' Pond 7P: Existing Pond Peak Elev=8.19' Storage=94.907 cf Inflow=48.88 cfs 3715 of Primary--2.63 cfs 3.651 of Secondary--0.00 cfs 0.000 of Outflow--2-63 cfs 3.651 of ' Pond 13P• Existing Pond Peak Eiev=8.19' Storage--94,754 cf inflow=48.88 cfs 3.715 of Primary--2.63 cfs 3.665 of Secondary--0,00 cfs 0.000 of Outflow=2.63 cfs 3.665 of Link 2L: Tide Inflow-1-59 cfs 2.219 of Primary--11.59 cfs 2219 of Link 8L: Tide Inflow--2.63 cfs 3.651 of ' Primary=2.63 cfs 3.651 of Link 14L• Tide Inflow--2,63 cfs 3.665 of Primary-463 cfs 3.665 of ' Total Runoff Area=70.427 ac Runoff Volume= 11.146 of Average Runoff Depth= 1.90" 60.62%Pervious=42.692 ac 39.38%Impervious= 27.735 ac Ex Conditions Forest River Park updated rainfall NAVD Type 11124-hr 2-year Rainfall=3.20" ' Prepared by {enter your company name here} -- - Printed 612312015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 4S Sub-Watershed 1 ' Runoff = 18.01 cfs @ 12.10 hrs, Volume= 1.383 af, Depth= 2.45' Runoff by SCS TR-20 method, UH=SGS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description ' 233,521 92 1/8 acre bots, 65% imp, HSG D 62,039 98 Paved roads w/curbs & sewers, HSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftfsec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 1 Ex Conditions Forest River park updated rainfall NAVO Type NI 24-hr 2 yearRainfall=3.20" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10.00-13 sfn 01204 ©2014 Hydro CAD Software Solutions LLC Page 5 ' Summary for Subcatchment 5S: Sub-Watershed 2 Runoff = 6.16 cfs @ 12.09 hrs, Volume= OA42 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.20" ' Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area t12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, i 1 1 1 t Ex Conditions Forest River Park updated rainfall NAVD Type 11124-hr 2 yearRainfall=3.20" - ' Prepared by {enter your company name here} Printed 6/2 3120 1 5 HydroCAD® 10.00-13 stn 01204 ©2014 HydroCAD Software Solutions LLG Pape 6 Summary for Subcatchment 6S: Sub-Watershed 3 ' Runoff = 24.90 cfs @ 12.11 hrs, Volume= 1.890 at, Depth= 1.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description ' 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots, 65% imp, HSG D 562,148 85 Weighted Average ' 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (Rift) (ftlsec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 7.9 1,400 Total 1 1 ' Ex Conditions Forest River Park updated rainfall NAVD Type 11124-hr 2-year Rainfall=3.20" ' Prepared by fenter your company name here} Printed 6/23/2015 HydroCAD6 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 7 ' Summary for Subcatchment 10S: Sub-Watershed 1 Runoff = 48.01 cfs @ 12.10 hrs, Volume= 1.383 af, Depth= 2.45' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20 ' Area (sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, HSG D 1 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (ds) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 • 1 Ex Conditions Forest River Park updated rainfall NAVD Type/1124-hr 2-yearRainfall=3.20" ' Prepared by {enter your company name here} - Printed- 6/23/2015 HydroCAD® 10-00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Pape 8 Summary for Subcatchment 11S: Sub-Watershed 2 Runoff = 6.16 cfs @ 12.09 hrs, Volume= 0.442 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description' ' 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, 1 Ex Conditions Forest River park updated rainfall NAVC Type lli 24-hr 2-year Rainfall=3.20" ' Prepared by {enter your company name here) I Printed 612312015 HydroCAD® 10.00-13 s/n 01204 ©2014 Hydro CAD Software Solutions LLC Pape 9 ' Summary for Subcatchment 12S: Sub-Watershed 3 Runoff = 24.90 cfs @ 12.11 hrs, Volume=. 1.890 af, Depth 1.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" ' Area (sf) CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots 65% imp, HSG D 562,148 85 Weighted Average t 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (fusec) (cfs) 2.3 100, 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 Ex Conditions Forest River hark updated rainfall NAVD Type 1/124-hr 2-year Rainfall=3.20" ' Prepared by {enter your company name here} Printed-61231201:5 HydroCAD® 10.00-13 stn 01204 ©2014 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment SW-1: Sub-Watershed 1 ' Runoff = 18.01 cfs @ 12.10 hrs, Volume= 1.383 af, Depth= 2.45" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0:01 hrs Type III 24-hr 2-year Rainfall=3.20" Area (sf) CN Description ' 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs & sewers, HSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope . Velocity Capacity Description (min) (feet) (f ift) (ft/sec) (Of S) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 0-8 510 0.2500 10,15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 r 1 __ ---- ____ Ex Conditions Forest River Park updated rainfall NAVD Type 111 24-hr 2-year Rainfall=3.20" Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD(910 00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 11 ' Summary for Subcatchment SW-2: Sub-Watershed 2 Runoff - 6.16 cfs @ 12.09 hrs, Volume= 0.442 af, Depth= 1.40" ' Runoff by SGS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" ' Area (sD CN Description 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious.Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (ccs) &.0 Direct Entry, t 1 ' 1 Ex Conditions Forest River Park updated rainfall NA_ V_D Type Ill 24-hr 2 yearRainfall=3.20" Prepared by{enter your company name here} Printed 6/23/2015 HydroCAD6 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment SW-3: Sub-Watershed 3 ' Runoff = 24.90 cfs @ 12.11 hrs, Volume= 1.890 at, Depth= 1.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt 0.01 hrs Type III 24-hr 2-year Rainfall=3.20" Area (so CN Description ' 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots, 65% imp, HSG D 562,148 85 Weighted Average ' 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (f/ft) (ftfsec) (cls) 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" , 2.3 600 0.7500 4.33 Shallow Concentrated Flaw, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 ' Ex Conditions Forest River Park updated rainfall NAVO Type 11124-hr 2-year Rainfall=3.20" Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD@ 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Pape 13 ' Summary for Pond 4P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 1.90" for 2-year event tInflow 48.88 cfs @ 12.11 hrs, Volume= 3.715 of Outflow 1.59 cfs @ 16.36 hrs, Volume= 2.219 af, Atten=97%, Lag= 255.4 min Primary = 1.59 cfs @ 16.36 firs, Volume= 2.219 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01,hrs Peak Elev= 8.52' @ 16.36 hrs Surf.Area= 64,587 sf Storage= 114,857 cf Plug-Flow detention time= 596.2 min calculated for 2.219 of(60% of inflow) Center-of-Mass det. time=488.3 min ( 1,305.3 - 817.0 ) ' Volume Invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data (Irregular) Listed below(Recalc) ' Elevation Surf.Area Perim. Inc.Store CUm.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 ' 6.73 28,452 689.0 33,811 33,811 32,899 '8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L=42.0' CPP, square edge headwall, Ke= 0.500 Inlet 1 Outlet Invert= 5.40'13,89 S= 0.0381 T Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area=0.35 sf ' #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangutar Weir 0 End Contraction(s) rimary OutFlow Max=1:59 cfs @ 16.36 hrs HW=8.52' TW=7.60' (Dynamic Tailwater) ' =Culvert (Outlet Controls 1.59 cfs @ 4.57 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.40' TW=7.60' (Dynamic Tailwater) t2--Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 1 , 1 1 1 Ex Conditions Forest River Park updated rainfall NAVD Type///24-hr 2-year Rainfall=3.20" ' Prepared by {enter your company name here} - Printed 6/2312015 HydroCADO 10.00-13 s/n 01204 O 2014 HydroCAD Software Solutions LLC Page 14 Summary for Pond 7P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 1.90" for 2-year event Inflow = 48.88 cfs @ 12.11 hrs, Volume= 3.715 of ' Outflow = 2.63 cfs @ 14.76 hrs, Volume= 3.651 af, Atten= 95%, Lag= 159.5 min Primary = 2.63 cfs @ 14.76 hrs, Volume= 3.651 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 8.19' @ 14.76 hrs Surf.Area= 56,851 sf Storage= 94,907 cf ' Plug-Flow detention time= 454.6 min calculated for 3.651 of(98°1 of inflow) Center-of-Mass det. time=444.1 min ( 1,261.1 -817.0 ) Volume Invert Avail.Storage Storage Description 1 #1 5.40' 758,574 cf Custom Stage Data (irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 ' 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices - #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 5.40'_1.3.80' _S= 0.0381 '1' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area=0.35 sf ' #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) nmary OutFlow Max=2.63 cfs @ 14.76 hrs HW=8.19' TW=5.40' (Dynamic Tailwater) ' =Culvert (Inlet Controls 2.63 cis @ 7.55 fps) Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=5.40' TW=5.40' (Dynamic Tailwater) - 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) ' 1 1 1 ' Ex Conditions Forest River Park updated rainfall NAVD Type /ll 24-hr 2-year Rainfal1=3.20" ' Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10,00-13 sln 01204 @ 2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond 13P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 1.90" for 2-year event ' Inflow 48.88 cfs @ 12.11 hrs, Volume= 3.715 of Outflow 2.63 cfs @ 14.77 hrs, Volume= 3.665 af, Allen= 95%, Lag= 159.6 min Primary = 2.63 cfs @ 14.77 hrs, Volume= 3.665 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Star-Ind method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 8.19' @ 14.77 hrs Surf.Area= 56,789 sf Storage= 94,754 cf ' Plug-Flow detention time=454.9 min calculated for 3.664 of(99% of inflow) Center-of-Mass det. time=446.9 min ( 1,263.9 -817.0 ) Volume Invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below(Recalc) ' Elevation Surf.Area Perim. lnc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 ' 6.73 28,452 689.0" 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 12.73 244,138 2,670.0 403,759 758,574 662,565 Device Routing Invert Outlet Devices ' #1 Primary 5.40' 8.0" Round Culvert L=42.0' CPP, square edge headwall, Ke= 0.500 Inlet 1 Outlet Invert= 5.40' /3.80' S=.0.0381 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf ' #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=2.63 cfs @ 14.77 hrs HW=8.19' TW=440' (Dynamic Tailwater) ' t 1=Culvert (Inlet Controls 2.63 cfs @ 7.54 fps) Sccondary OutFiow, Max=0.00 cfs @ 0.00 hrs HW=5.40' TW=-3.40' (Dynamic Tailwater) tL2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 1 s Ex Conditions Forest River park updated rainfall NAVD Type 111 24-hr 2 yearRainfall=3.20" Prepared by {enter your company name here} Printed 6/23/2015 ' HydroCADN 10.00-13 s/n 01204 ©2014 Hydro CAD Software Solutions LLC Pape 16 Summary for Link 2L: Tide 1 Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 1.13" for 2-year event Inflow - 1.59 cfs @ 16.36 hrs, Volume= 2.219 of Primary - 1.59 cfs @ 16.36 hrs, Volume= 2.219 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' 1 1 1 1 1 1 Ex Conditions Forest River Park updated rainfall NAVD Type /// 24-hr 2-yearRainfal1=3.20" Prepared by (enter your company name here) Printed 6/2312015 HydroCADO 10-00-13 stn 01204 @ 2014 HydroCAO Software Solutions LLC Page 17 Summary for Link 8L: Tide Inflow Area = 23.476 ac, 39.38% impervious, Inflow Depth > 1.87" for 2-year event Inflow 2.63 cfs @ 14.76 hrs, Volume= 3.651 of Primary 2.63 cfs @ 14.76 hrs, Volume= 3.651 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Fixed water surface Elevation=5.40' Ex Conditions Forest River Park updated rainfall NAVD Type !1124-hr 2-yearRainfall=3.20" ' Prepared by {enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 @ 2014 HydroCAD Software Solutions LLC Page 18 Summary for Link 14L: Tide ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 1.87" for 2-year event ' Inflow — 2.63 cfs @ 14.77 hrs, Volume= 3.665 of Primary = 2.63 cfs @ 14.77 hrs, Volume= 3.665 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span=0.00-48.00 hrs, dt= 0.01 hrs ' Fixed water surface Elevation= -3.40' 1 t 1 Ex Conditions Forest liver Park updated rainfall NAV Type 11124-hr 10-yearRainfall=4.50" Prepared by {enter your company name here} Printed 6123/2015 HydroCAD®10-00-13 s!n 01204 ©2014 HydroCAD Software Solutions LLC Page 19 ' Time span=0.00-48.00 hrs,dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment 4S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35%Impervious Runoff Depth=3.71" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=26.70 cfs 2.096 of Subcatchment 5S: Sub-Watershed 2 Runoff Area=164;886 sf 7.32% Impervious Runoff Depth=2.46" Tc=6.0 min CN=80 Runoff=10.93 cfs 0.776 of ' Subcatchment 6S: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=2.91" Flow Length=1,400' Tc=7.9 min CN=85 Runoff--40-98 cfs 3.129 of Subcatchment 10S:Sub-Watershed 1 RunoffArea=295;560 sf 72.35% Impervious Runoff Depth=3.71" Flow Length=1,281' Tc=7.3 min CN=93 Runoff--26.70 cfs 2.096 of Subcatchment 11 S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=2.46" Tr-=6.O min CN=80 Runoff=10.93 cfs 0.776 of ' Subcatchment 12S:Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=2.91" ' Flow Length=1,400' Tc=7.9 min CN=85 Runoff=40.98 cfs 3.129 of Subcatchment SW-I: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=3.71" Flow Length=1,281' Tc=7.3 min CN=93 Runoff--26.70 cfs 2.096 of Subcatchment SW-2: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=2.46" Tc=6.0 min CN=80 Runoff=10.93 cfs 0.776 of ' Subcatchment SW-3: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=2.91" Flow Length=1,400' Tc=7.9 min CN=85 Runoff=40.98 cfs 3.129 of ' Pond 4P: Existing Pond Peak Elev-8.94' Storage--144,253 cf Inflow=7828 cfs 6.002 of Primary--1.92 cfs 3.194 of Secondary=17.34 cfs 1.312 of Outflow=19.26 cfs 4.506 of t Pond 7P: Existing Pond Peak Elev=8.90' Storage=141.652 cf Inflow=78.28 cfs 6.002 of Primary--2.99 cfs 5251 of Secondary--7.24 cfs 0.667 at Outflow=1023 cfs 5.918 of ' Pond 13P: Existing Pond Peak Elev=8.90' Storage=141.633 cf Inflow=7828 cfs 6.002 at Primary--2.99 cfs 5.268 of Secondary--7.18 cfs 0.663 of Outflow--10.17 cfs 5.931 of Link 2L: Tide Inflow=19.26 cfs 4.506 of ' Primary--19,26 cfs 4.505 of Link 8L: Tide Inflow--10.23 cfs 5.918 of ' Primary--10.23 cfs 5.918 of Link 14L: Tide Inflow--10.17 cfs 5.931 of Primary--10.17 cfs 5.931 of ' Total Runoff Area=70.427 ac Runoff Volume= 18.005 of Average Runoff Depth=3.07" 60.62a1a Pervious=42.692 ac 39.38%impervious=27.735 ac 1 Ex Conditions Forest River Park updated rainfall NAV Type 111 24-hr 10-yearRainfall=4.50" Prepared by Tenter your company name here} - - — Printed 6/23/2015 ' HydroCAD® 10.00-13 s!n 01204 ©2014 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 4S: Sub-Watershed 1 ' Runoff = 26.70 cfs @ 12.10 hrs, Volume= 2.096 af, Depth= 3.71" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area (sf) CN Description ' 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, HSG D , 295,56Q 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0,150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, , Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total t i Ex Conditions Forest River Park updated rainfall NAV Type/it 24-hr 10-yearRainfall=4.50" ' Prepared by (enter your company name here) Printed 6/23/2015 HydroC4nm 10.00-13 do 01204 cn 2014 HydroCAD Software Solutions LLC Pape 21 ' Summary for Subcatchment 5S: Sub-Watershed 2 Runoff — 10.93 cfs @ 12.09 hrs, Volume= 0.776 af, Depth 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" ' Area (sl) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 - , 7.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ftfsec) (cfs) 6,0 Direct Entry, 1 1 1 1 Ex.Conditions Forest River Park updated rainfall NAV Type lU 24-hr 10-year-Rainfali=4.50" ' Prepared by {enter your company name here} - - _ - Printed 6/23/2015 HydroCAD®10 00-13 sin 01204 ©2014 HydroCAD Software Solutions LLG Page 22 Summary for Subcatchment 6S: Sub-Watershed 3 , Runoff = 40.98 cfs @ 12.11 hrs, Volume= 3.129 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 10-year Rainfall=4.50" Area (so CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D t 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots, 65% imp, HSG D 562,148 85 Weighted Average t 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ftfft) (ftfsec) (cfs) ._ , 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 2.3` 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total t t 1 �, r Ex Conditions Forest River Park updated rainfall NAV Type Ill 24-hr 10-yearRainfal1=4.50" Prepared by Tenter your company name here} Printed 6/2312015 HydroCADO 10.00-13 stn 01204 ©2014 Hydro CAD Software Solutions LLC Pape 23 Summary for Subcatchment 10S: Sub-Watershed 1 Runoff - 26.70 cfs @ 12.10 hrs, Volume= 2.096 at, Depth 3.71" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" ' Area (sf) CN Description 233,521 92 118 acre lots, 65% imp, HSG D 62,039 98 Paved roads wlcurbs & sewers, HSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description . (min) (feet) (f(ft) (f tsec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 10-yearaainfall=4.50" Prepared by {enter your company name here} - Printed--6/23/2015 ' HydroCADO 10.00-13 do 01204 Q 2014 HydroCAD Software Solutions LLC Pape 24 Summary for Subcatchment 11 S: Sub-Watershed 2 , Runoff = 10.93 cfs @ 12.09 hrs, Volume= 0.776 af, Depth 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 10-year Rainfall=4.50" Area (st) CN Description , 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 - Direct Entry, 1 1 Ex.Conditions Forest River Park updated rainfall NAV Type Ill 24-hr 10-year Rainfall=4.50" Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 sin 01204 O 2014 HydroCAD Software Solutions LLC Page 25 ' Summary for Subcatchment 12S: Sub-Watershed 3 Runoff - 40.98 cfs @ 12.11 hrs, Volume= 3.129 af, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" ' Area (sf) CN Description - 225,900 77 Woods, Good, HSG D ' 104,706 80 >76% Grass cover, Good, HSG D 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots 65% imp HSG D - 't 5152,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 31.45% impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps t 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 Ex.Conditions Forest River Park updated rainfall NAV Type 1/124-hr 10-year Rainfall=4,50" ' Prepared by {enter your company name here) Printed 6123/2015 HydroCAD® 10.00-13 sin 01204 O 2014 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment SW-1: Sub-Watershed 1 ' Runoff = 26.70 cfs @ 12.10 hrs, Volume= 2.096 af, Depth= 3.71" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area (sf) CN Description ' 233,521 92 118 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs&sewers, HSG D t 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ftlsec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, , Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 1 Ex Conditions Forest River Park updated rainfall NAV Type ul 24-hr 10-yearRafnfall=4.50" Prepared by {enter your company name here} Printed 6/2312015 uadroCADrsl 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Pape 27 ' Summary for Subcatchment SW-2: Sub-Watershed 2 Runoff = 10.93 cfs @ 12.09 hrs, Volume= 0.776 af, Depth= 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.50" ' Area (sf) CN Description 18,579 92 118 acre lots,65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (f/sec)' (ds) 6.0 Direct Entry, t 1 Ex Conditions Forest River Park updated rainfall NAV Type IN 24-hr 10-year Rainfall=4.50" ' Prepared by {enter your company name here} Printed 6123/2015 HydroCAD@ 10.00-13 sln 01204 @2014 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment SW-3: Sub-Watershed 3 ' Runoff = 40.98 cfs @ 12.11 hrs, Volume= 3.129 af, Depth 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 0.00-48.00 hrs, dt= 0.01 hrs Type ][[ 24-hr 10-year Rainfall=4.50" Area (sf) CN Description ' 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots, 65% imp, HSG D 562,148 85 Weighted Average ' 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fttft) (ft sec) (�s)---__ �. �, _ ... 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv=5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, , Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 1 1 1 Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 10-yearRainfaff=4.50" Prepared by {enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 0 2014 HydroCAD Software Solutions LLC Page 29 Summary for Pond 4P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 3.07" for 10-year event Inflow 78.28 cfs @ 12.10 hrs, Volume= 6.002 of Outflow 19.26 cfs @ 12,51 hrs, Volume= 4.506 af, Atten= 75%. Lag= 24.5 min Primary = 1.92 cfs @ 12.51 firs, Volume= 3.194 of Secondary = 17.34 cfs @ 12.51 hrs, Volume= 1.312 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 8.94' @ 12.51 firs Surf.Area=77,592 sf Storage= 144,253 cf Plug-Flow detention time= 507.5 min calculated for 4.505 of(75% of inflow) Center-of-Mass det. fime=421.7 min ( 1,226.1 - 804.4) Volume Invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. lnc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 1033 162,389 2,349.0 225,783 354,815 434,260 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet I Outlet Invert= 5.40'/3.80' S= 0.0381 T Cc-- 0.900 n= 0.010 PVC, smooth interior, Flow Area=0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir OEnd Contrar-tion(s) frimaryOutFlow Max=1.92 cfs @ 12.51 hrs HW=8.94' TVV=7.60' (Dynamic Tailwater) L--I=Culvert (Outlet Controls 1.92 cfs @ 5.51 fps) Secondary OultFlow Max=17.32 cfs @ 12.51 hrs HW=8,94' TW=7.60' (Dynamic Taitwater) L2--Sharp-Crested Rectangular Weir (Weir Controls 17.32 cfs @ 0.90 fps) Ex.Conditions Forest River Park updated rainfall NAV Type 11124-hr 10-year Rainfall=4.50" ' Prepared by {enter your company name here) Printed 6123/2015 HydroCAD& 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Page 30 Summary for Pond 7P: Existing Pond ' Inflow Area = 23.476 ac, 39.38% impervious, Inflow Depth = 3.07" for 10-year event , Inflow = 78.28 cfs @ 12.10 hrs, Volume= 6.002 of Outflow = 10.23 cfs @ 12.73 hrs, Volume= 5.918 af, Atten= 87%, Lag= 37.5 min Primary = 2.99 cfs @ 12.73 hrs, Volume= 5.251 of ' Secondary = 7.24 cfs @ 12.73 hrs, Volume= 0.667 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 8.90' @ 12.73 hrs Surf.Area= 76,291 sf Storage= 141,652 cf ' Plug-Flow detention time= 502.5 min calculated for 5.918 of(99% of inflow) Center-of-Mass det. time=494.0 min ( 1,298.4-804.4 ) ' Volume Invert Avail.Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data (irregular) Listed below(Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 , 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices ' #1 Primary 5.40' 8.0" Round Culvert L=42.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 5.40' 13.80' S=0.0381 T Cc= 0.900 ' n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max--2.99 cfs @ 12.73 hrs HW=8.90' TW=5.40' (Dynamic Tailwater) ' t-1=Culvert (Inlet Controls 2.99 cfs @ 8.57 fps) Secondary OutFlow Max=7.24 cfs @ 12.73 hrs HW=8.90' TW=5.40' (Dynamic Tailwater) , 2=Sharp-Crested Rectangular Weir (Weir Controls 7.24 cfs @ 0.68 fps) - 1 t Ex Conditions ForestRiver Park updated rainfall NAV Type /11 24-hr 10-year Rainfa]1=4.50" Prepared by jenter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 sin 01204 0 2014 HydroCAD Software Solutions LLC Page 31 Summary for Pond 13P: Existing Pond Inflow Area 23.476 ac, 39.38% impervious, Inflow Depth= 3.07" for 10-year event Outflow 10.17cfs@ 12.73hrs, Volume= 5.931 af, Atten= 87%, Lag= 37,8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Plug-Flow detention time= 503.5 min calculated for 5.930 af(99% of inflow) Volume Invert Avail.Storage Storage escription � N� Elevation Sur[Anza Perim. Inc-Store {�un1.8ture VVe1/\reo (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) � 5.40 22,507 587.0 0 0 22,607 6.73 28,452 689O 33,811 33,811 32,899 o.'a vv.".= `',^"." .5,221 129,032 173,711 , M73 162.389 2,349�U 225,783 354815 434,260 12.73 244,138 2,6700 403,759 758.574 582'565 Ex Conditions Forest River Park updated rainfall NAV Type 1N 24-hr 10-yearRainfa11=4.50" Prepared by{enter your company name here} Printed 6/2312015 HydroCADCD 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLG Page 32 Summary for Link 2L: Tide Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 2.30" for 10-year event ' Inflow = 19.26 cfs @ 12.51 hrs, Volume= 4.506 of Primary = 19.26 cfs @ 12.51 hrs, Volume= 4.506 af, Atten= 0%, Lag= 0.0 min Primary outflow= inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Fixed water surface Elevation= 7.60' 1 1 1 1 Ex Conditions Forest River Park updated rainfall NAV Type 1H 24-hr 10-year Rainfall=4.50" ' Prepared by {enter your company name here} Printed 6/2312015 HyaroCADO 10.00-13 s/n 01904 02014 HydroCAD Software Solutions LLC Page 33 Summary for Link 8L: Tide Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 3.03" for 10-year event ' Inflow = 10.23 cfs @ . 12.73 firs, Volume= 5.918 of Primary = 10.23 cfs @ 12.73 firs, Volume= 5.918 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 firs tFixed water surface Elevation= 5.40' 1 , 1 1 1 i 1 t Ex Conditions Forest River Park updated rainfall NAV Type H/24-hr 10-yearRainfalt=4.50" Prepared by {enter your company name here} Printed- 6/23/2015 ' Hydro CAD® 10.00-13 s/n 01204 @ 2014 HydroCAD Software Solutions LLC Page 34 Summary for Link 14L: Tide Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 3.03" for 10-year event Inflow = 10.17 cfs @ 12.73 hrs, Volume= 5.931 of ' Primary = 10.17 cfs @ 12.73 hrs, Volume= 5.931 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Fixed water surface Elevation= -3.40' 1 1 Ex Conditions Forest River Park updated rainfall NAV Type III 24-hr 25-yearRainfafl=5.30" Prepared by (enter your company name here) Printed 6123/2015 HydroCADO 10.00-13 s1n 01204 C 2014 HydroCAD Software Solutions LLC Page 35 Time span=0.00-48.00 hrs, dt=0.01 his, 4801 points Runoff by SCS TR-26 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Sub-Watershed 1 Runoff Area=295,560 sf 72.35% Impervious Runoff Depth=4.49" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=32-01 cfs 2.540 of Subcatchment 5S: Sub-Watershed 2 Runoff Area=164,886 sf 7.32% Impervious Runoff Depth=3.16" Tc=6.0 min CN=80 Runoff--14-00cfs 0.996 of Subcatchment.6S: Sub-Watershed 3 Runoff Area=562,148 sf 31.45% Impervious Runoff Depth=3-65" Flow Length=1,400' Tc=7-9 min CN=85 Runoff=51.03 cfs 3.921 of Subcatchment 10S: Sub-Watershed I Runoff Area7-295,560 sf 72.35% Impervious Runoff Depth=4.49" Flow Length=1,281' Tc7-7.3 min CN=93 Runoff--32.01 cfs 2.540 of Subcatchment 11S: Sub-Watershed 2 Runoff Area=164,886 sf 7.32% Impervious Runoff Depth=3.16" Tc=6.0 min CN=80 Runoff=14.00 cfs 0.996 of Subcatchment 112S: Sub-Watershed 3 Runoff Area=562,148 sf 31.45% Impervious Runoff Depth=3.65" Flow Length=1,400' Tc=7.9 min GN=85 Runoff--51.03 cfs 3.921 of Subcatchment SW-I:Sub-Watershed I Runoff Area=295,560 sf 72.35% Impervious Runoff Depth=4.49" Flow Length=1,281' T�7.3 min CN=93 Runoff=32,01 cfs, 2.540 of Subcatchment SW-2: Sub-Watershed 2 Runoff Area=164,886 sf 7.32% Impervious Runoff Depth=3-16" Tc=6.0 min CN=80 Runoff=14.00 cfs 0.996 of Subcatchment.SW-3- Sub-Watershed 3 Runoff Area=562,148 sf 31.45% Impervious Runoff Depth=3.65" Flow Length=1,400' Tc--7.9 min CN=85 Runoff=51.03 cfs 3.921 of Pond 4P: Existing Pond PeWlElev--9.01' Storage=149,744 cf Inflow--96.61 cis 7.457 of Primary--1.97cfs 3.342 of Secondary=45.69cfs 2.619 of Outflow--47.66 cfs 5.961 of Pond 7P: Existing Pond Peak Elev--8.98' Storage=147,871 cf Inflow=96.61 cfs 7.457 of Primary--3,03 cfs 5.538 of Secondary--35.14 cfs 1.832 of Outflow--38.17 cfs 7.370 of Pond 13P: Existing Pond Peak Elev--8.98' Storage=147,855 cf Inflow=96.61 cfs 7.457 at Primary--3-03 cfs 5.554 of Secondary--35.05 cfs 1.829 of Outflow--38.08 cfs 7.383 of Link 2L: ride Inflow--47.66 cfs 5.961 of Prlmary=47.66 cfs 5.961 at Inflow--38.17 cls 7.370 of Link 8L: ride Primary--38.17 cfs 7.370 of Link 14L: ride Inflow--38.08 cfs 7.383 at Primary=38.08 cis 7.383 at Total Runoff Area=70.427 ac Runoff Volume= 22.372 of Average Runoff Depth=3.81" 60.620/6 Pervious=42.692 ac 39.38%Impervious=27.736 ac 1 Fac Conditions Forest River Park updated rainfall NAV Type 11124-hr 25-year Rainfall=5.30" Prepared by {enter your company name here) IPrinted 6/23/2015 HydroCAD® 10.00-13 s/n 01204 ©2014 Hydro CAD Software Solutions LLC Page 36 Summary for Subcatchment 4S: Sub-Watershed 1 ' Runoff - 32.01 cfs @ 12.10 hrs, Volume= 2.540 af, Depth 4.49" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" ' Area (sf CN Description 233,521 92 118 acre lots, 65% imp, HSG D 62,039 98 Paved roads wlcurbs & sewers, NSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 1M' 0.4 80 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 Ex Conditions Forest River Park updated rainfall NAV Type /// 24-hr 25-yearRainfall=5.30" Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 C 2014 HydroCAD Software Solutions Ll-c Pape 37 Summary for Subcatchment 5S: Sub-Watershed 2 Runoff = 14.00 cfs @ 12.09 hrs, Volume= 0.996 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5,30" Area (si) CN Description 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass Gover,Good, HSG D 164,886 80 Weighted Average 152,810 92,611% Pervious Area 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Ex Conditions Forest River Park updated rainfall NAV Type H/24-hr 25-yearRainfafi=5.30" ' Prepared by{enter your company name here} Printed 6/2312015 HydroCAD® 10.00-13 stn 01204 @ 2014 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 6S: Sub-Watershed 3 Runoff = 51.03 cfs @ 12.11 hrs, Volume= 3.921 at, Depth 3.65" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" Area (so CN Description t 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots, 65% imp, HSG D 562,148 85 Weighted Average ' 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope . Velocity Capacity Description-_ (min) (feet) (ft/ft) (f fsec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 1 1 Fac Conditions Forest River Park updated rainfall NAV Type /// 24-hr 25-year Rainfall=5.30" 1 Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10-00-13 s/n 01204 O 2014 Hydro CAD Software Solutions LLC Page 39 1 Summary for Subcatchment 10S: Sub-Watershed 1 Runoff = 32.01 cfs @ 12.10 hrs, Volume= 2.540 af, Depth= 4.49" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN; Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type 111 24-hr 25-year Rainfall=5.30" 1 Area(sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads wlcurbs & sewers, HSG D 1 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ftfsec) (cfs) 1 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0,150 P2= 3,20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, 1 Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 1 1 1 1 1 M 1 Ex Conditions Forest River Dark updated rainfall NAV Type 11l 24-hr 25-year Rainfall=5.30" Prepared by {enter your company name here) Printed 6123/2015 ' HydroCAD® 10 00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Pape 40 Summary for Subcatchment 11S: Sub-Watershed 2 N Runoff = 14.00 cfs @ 12.09 hrs, Volume= 0.996 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-48.00 hrs, dt=0.01 hrs ' Type III 24-hr 25-year Rainfall=5.30" Area (sf) CN Description ' 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area -12,076 7.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 - Direct Entry, 1 1 Ex Conditions Forest River Park updated rainfall NAV Type !1124-hr 25-yearRainfall=5.30" Prepared by {enter your company name here} Printed 6123/2015 HydroCAD(DIG.00-13 stn 01204 C2014 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 12S: Sub-Watershed 3 Runoff = 51.03 cfs @ 12.11 hrs, Volume= 3.921 af, Depth= 165" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt-- 0,01 hrs Type III 24-hr 25-year Rainfall=5.30" Area (sf) CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots, 65% imp, HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cf S) 23 100 0.7500 0.72 Sheet Flow, Grass: Short n=0.150 P2= 3.20" 23 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total Ex Conditions Forest River Park updated rainfall NAV Type ll/24-hr 25-year Rainfall=5.30" Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Pape 42 Summary for Subcatchment SWA: Sub-Watershed 1 Runoff = 32.01 cfs @ 12.10 hrs, Volume= 2.540 af, Depth= 4.49" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5:30" , Area (so CN Description 233,521 92 1/8 acre lots, 65% imp, NSG D 62,039 98 Paved roads w/curbs & sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short rt= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.Ofps 7.3 1,281 Total 1 1 ' Ex Conditions Forest giver Park updated rainfall NAV Type It/ 24-hr 25-yearRaintall=5.30" Prepared by {enter your company name here) Printed 6123/2015 llydroCAD® 10 00-13 s/n 01204 @2014 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment SW-2: Sub-Watershed 2 Runoff = 14.00 cfs @ 12.09 hrs, Volume= 0.996 af, Depth= 3.16" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.30" M Area (so CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 I c Ex Conditions Forest River Park updated rainfall NAV Type IN 24-hr 25-yearRainfall=5.30" Prepared by {enter your company name here} -- --- - - Printed 6/23/2015 HydroCAD® 10-00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment SW-3: Sub-Watershed 3 Runoff = 51.03 cfs @ 12.11 hrs, Volume= 3.921 af, Depth 3.65' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-year Rainfall=5.30" Area (sf) CN Description 225,900 77 Woods, Good, NSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots, 65% imp, HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area ' 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fuft) (ft/sec) (cfs)"' - 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3,20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 7.9 1,400 Total 1 ' Ex Conditions Forest River Park updated rainfall NAV Type 111 24-hr 25-yearRainfall=5.30" Prepared by{enter your company name here} Printed 612312015 HydroCAD0 10 00-13 s/n 01204 02014 Hydro CAD Software Solutions LLC Page 45 ' Summary for Pond 4P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 3.81" for 25-year event ' Inflow = 96.61 cfs @ 12A0 hrs, Volume= 7.457 of Outflow 47.66 cfs @ 12.28 hrs, Volume= 5.961 af, Atten= 51%, Lag= 10.8 min Primary = 1.97 cfs @ 12.28 hrs, Volume= 3.342 of Secondary = 45.69 cfs @ 12.28 hrs, Volume= 2.619 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.01' @ 12.28 hrs Surf.Area= 80,304 sf Storage= 149,744 cf ' Plug-Flow detention time=418.6 min calculated for 5.961 of(80% of inflow) Center-of-Mass det. time= 342.3 min ( 1,141.0-798.7 ) ' Volume invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum Store WeLArea (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,49&0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L=42.0' CPP, square edge headwall, Ke= 0.500 Iniet 1 Outlet Invert= 5.40' 13.80' S= 0.03817' CG-- 0.900 n=0.010 PVC, smooth interior, Flow Area=0.35 sf ' #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) nmary OutFlow Max=1.97 cfs @ 12.28 hrs HW=9.01' TW=7.60' (Dynamic Tailwater) ' =Culvert (Outlet Controls 1.97 cfs @ 5.65 fps) SecondaryOutFlow Max=45.65 cfs @ 12.28 hrs HW=9.01' TW=7.60' (Dynamic Tailwater) t2=Sharp-Crested Rectangular Weir (Weir Controls 45.65 cfs @ 1.25 fps) Ex Conditions Forest River Park updated rainfall NAV Type Ill 24-hr 25-yearRainfall=5.30" ' Prepared by {enter your company name here} - - Printed 6123/2015 HydroCADO 10.00-13 s!n 01204 ©2014 HydroCAD Software Solutions LLC Page 46 Summary for Pond 7P: Existing Pond ° - " for 25 ear event Inflow Area - 23.476 ac, 39.38/o Impervious, Inflow Depth- 3.81 25-y ear = 96.61 cfs @ 12.10 hrs, Volume= 7.457 of t Outflow = 38.17 cfs @ 12.36 hrs, Volume= 7.370 af, Atten= 60%, Lag= 15.6 min Primary = 3.03 cfs @ 12.36 hrs, Volume= 5.538 of Secondary = 35.14 cfs @ 12.36 hrs, Volume= 1.832 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0,01 hrs Peak Elev= 8.98' @ 12.36 hrs Surf.Area= 79,384 sf Storage= 147,871 cf ' for 7.3 8 of 99% of inflow Plug-Flow detention time 430.5 min calculated 6 ) g { Center-of-Mass det. time=423.4 min ( 1,222.1 - 798.7 ) Volume Invert Avail.Stora e Storage Description g g P #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc:Store Cum.Store - -Wet.Area - - (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 ' 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP,square edge headwall, Ke= 0.500 Inlet i Outlet Invert= 5.40'13.80' S= 0.0381 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) PrimaryOutFlow Max=3.03 cfs @ 12.36 hrs HW=8.98' TW=5.40' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 3.03 cfs @ 8.68 fps) Secondary OutFiow Max=35.11 cfs @ 12.36 hrs HW=8.98' TW=5.40' (Dynamic Tailwater) L2=Sharp-Crested Rectangular Weir (Weir Controls 35.11 cfs @ 1.15 fps) ' Ex Conditions Forest River Park updated rainfall NAV Type /it 24-hr 25-yearRainfall=5.30" Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD010-00-13 sfn01204 @ 2014 HydroCAD Software Solutions LLC Page 47 Summary for Pond 13P: Existing Pond Inflow Area 23.476 ac, 39.38% impervious, Inflow Depth = 3.81" for 25-year event Inflow 96.61 cfs @ 12.10 hrs, Volume= 7.457 at Secondary = 35.05cfs@ 12-36nrs. Volume= /.n29u, ww Routing byDyn-Shnp|ndmethod, Time Span= O.0U'48.U0hno. dt= 0.01hm Peak E|ev= &.88' @12.3GhraSurfAreo= 7Q,37§ sfStorage= 147'855cf 0� Plug-Flow detention time=431.8min calculated for 7,383af(Q9% ufinflow) Center+of-yWasndeLtime= 425.Gmin ( 1'224,2- 7Q87 ) *^ o.*" 758.574 ^. Custom Stage Data rrr-o-l-', Listed ( ) Elevation Sorf./\re$ Perim. |nc.Store Cunn.Stnne Wet-Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 7,0 0 U 22,507 6.75 28,452 889.8 83,811 33,811 32,899 N� 833 89'812 1.48&0 95^221 128.032 173,711 1073 162,389 2,3490 225,783 354,815 434,260 � 12.73 244,138 2.070.0 403^759 750'574 562.555 Device Routing Invert Outlet Devices #1 Primary 5.40' 80' Round Culvert L=42.0' CPP, square edge headwall, Ke-- 0.500 n= 0,010 PVC, smooth interior, Flow Area= 0.35 sf N� #2 Secondary 8� ��8�' 250.0' long Weir u � o �^ nv/u/ucuo//\s/ � frimary OmtF|mw YNax=3.03ds@12.36hra HVV=8.98' TVV=-3.40' ([ymemin'Toi|woh*h L~I= ao|vedi (Inlet Controls 3.U3 cfs @ &68fps) econdary OutFlow Max=35.03cfs @12.38hrsHVV=8.SD' TVV=-3.40' (Dynamic Toi|vvated 2 � Rectangular Weir � �� (Weir Controls � � � � Ex Conditions Forest Diver park updated rainfall NAV Type Hl 24-hr 25-year Rainfall 5.30" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 48 Summary for Link 2L: Tide ' Inflow Area = 23.476 ac, 36.38% Impervious, Inflow Depth = 3.05" for 25-year event ' Inflow = 47.66 cfs @ 12.28 hrs, Volume= 5.961 of Primary = 47.66 cfs @ 12.28 hrs, Volume=, 5.961 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt 0.01 hrs ' Fixed water surface Elevation= 7./60' 1 1 Ex Conditions Forest River Park updated rainfall NAV TYPe 0124-hr 25-year Rainfall=5.30" Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10.00-13 s1n 01204 0 2014 HydroCAD Software Solutions LLC Page 49 Summary for Link 8L: Tide Inflow Area = 23,476 ac, 39.38% Impervious, Inflow Depth > 3.77" for 25-year event. Inflow 38.17 cfs @ 12.36 hrs, Volume= 7.370 of Primary 38.17 cfs @ 12.36 firs, Volume= 7.370 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt-- 0.01 hrs Fixed water surface Elevation= 5.40' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 25-yearRainfall=5.30" ' Prepared by {enter your company name here} Printed 612312015 HydroCAD® 10.00-13 sin 01204 ©2014 HydroCAD Software Solutions LLC Page 50 Summary for Link 14L: Tide ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 3.77" for 25-year event ' Inflow = 38.08 cfs @ 12.36 hrs, Volume= 7.383 of Primary = 38.08 cfs @ 12.36 hrs, Volume= 7.383 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt 0.01 hrs ' Fixed water surface Elevation -3.40' 1 1 1 1 I I 1 , Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-yearRainfall=6.00" 1 Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10 00 13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 51 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method 1 Subcatchment 4S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=5.18" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=36.62 cfs 2.930 of 1 Subcatchment 5S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=3.78" Tc=6.0 min CN=80 Runoff=16.72 cfs 1.193 of 1 Subcatchment 6S: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth=4.30" Flow Length=1,400' Tc=7:9 min CN=85 Runoff=59.84 cfs 4.627 of Subcatchment 10S: Sub-Watershed 1 RunoffArea=295.560 sf 72.35% Impervious Runoff Depth=5.18" 1 Flow Length=1,281' Tc=7.3 min CN=93 Runoff=36.62 cfs 2.930 of Subcatchment 11 S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=3.78" Tc=6.0 min CN=80 Runoff=16.72 cfs 1.193-af Subcatchment 12S: Sub-Watershed 3 RunoffArea=562.148 sf 31.45% Impervious Runoff Depth=4.30" Row Length=1,400' Tc=7.9 min CN=85 Runoff--59.84 cfs 4.627 of 1 Subcatchment SW-1' Sub-Watershed 1, Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=5.18" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=36.62.cfs 2.930 of 1 Subcatchment SW-2: Sub-Watershed 2 Runoff Area--164,886 sf 7.32% Impervious Runoff Depth=3.78" Tc=6.0 min CN=80 Runoff=16.72 cfs 1.193 of 1 Subcatchment SW-3: Sub-Watershed 3 Runoff Area=562.148 sf 31.45% Impervious Runoff Depth-4.30" Flow Length=1,400' Tc=7.9 min CN=85 Runoff=59.84 cfs 4.627 of 1 Pond 4P' Existing Pond Peak Eiev=9.07' Storage=154.971 cf Inflow=112.68 cfs 8.750 of Primary--2.02 cfs 3.450 of Secondary--78.81 cfs 3.805 of Outflow--80.83 cfs 7.254 of 1 Pond 7P: Existing Pond Peak Eiev=9.04' Storage=152.326 cf Inflow--112.68 cfs 8.750 of Primary--3.06 cfs 5.763 of Secondary--61.43 cfs 2.897 of Outflow--64.49 cfs 8.660 of 1 Pond 1313: Existing Pond Peak Elev=9.04' Storage=152.307 cf Inflow--I 12.68 cfs 8.750 of Primary--3.06 cfs 5.778 of Secondary--61.31 cfs 2.894 of Outflow--64.37 cfs 8.672 of Link 2L: Tide Inflow--80.83 cfs 7.254 of 1 Primary=80.83 cfs 7.254 of Link 8L: Tide Inflow--64.49 cfs 8.660 of 1 Primary--64.49 cfs 8.660 of Link 14L: Tide Inflow--64.37 cfs 8.672 of Primary=64.37 cfs 8.672 of 1 Total Runoff Area= 70.427 ac Runoff Volume=26.251 of Average Runoff Depth=4.4T' 60.62% Pervious=42.692 ac 39.38%o Impervious= 27.735 ac 1 1 Ex Conditions Forest River Park updated rainfall NAV Type ll{ 24-hr 50-year Rainfall=6.00 Prepared by {enter your company name here} -- — — Printed 6123!2015 HydroCAD® 10.00-13 s!n 01204 O 2014 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 4S: Sub-Watershed 9 Runoff - 36.62 cfs @ 12.10 hrs, Volume= 2.930 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0A0-x+8.00 hrs, dt= 0.01 hrs 1 Type III 24-hr 50-year Rainfal1=6.00" Area (so CN Description 233,521 92 118 acre lots, 65% imp, HSG D 62,039 98 Paved roads wlcurbs & sewers, HSG D ' 295,560 93 Weighted Average - 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ftfsec) (cls) 4.8 100 0.1200 0.35 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 Ex Conditions Forest River Park updated rainfall NAV Type M 24-hr 50-year-Rainfall=6.00' Prepared by {enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 @ 2014 HydroGAD Software Solutions LLC Paqe 53 Summary for Subcatchment 5S: Sub-Watershed 2 Runoff 16.72 cfs @ 12.09 hrs, Volume= 1.193af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92,68% Pervious Area 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (M) (ft/sec) (rfs) 6.0 Direct Entry, Ex Conditions Forest River Park updated rainfap NAV Type Ill 24-hr 50-year Rainfall=6.00" ' Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 sln 01204 @2014 HydroCAD Software Solutions LLC Pape 54 Summary for Subcatchment 6S: Sub-Watershed 3 , Runoff = 59.84 cfs @ 12.11 hrs, Volume= 4.627 af, Depth 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" ' Area (sf) CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 118 acre lots, 65% imp HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fuft) (fusec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass: Short n= 0,150 P2= 3.20" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 1 1 1 ' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00" Prepared by (enter your company name here) Printed 6/23/2015 HydroCAD@) 10-00-13 s/n 01204 O 2014 HydroCAD Software Solutions LLC Pape 55 ' Summary for Subcatchment 10S: Sub-Watershed 1 Runoff - 36.62 cfs @ 12.10 hrs, Volume= 2.930 af, Depth= 5.18" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" ' Area (sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D ' 62,039 98 Paved roads w/curbs & sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0,150 P2= 3,20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total t 1 Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-yearRainfall=6.00" ' Prepared by {enter your company name here) Printed *6/2312015 HydroCAD® 10.00-13 s/n 01204 0 2014 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment IIS: Sub-Watershed 2 , Runoff = 16.72 cfs @ 12.09 hrs, Volume= 1.193 af, Depth= 3.78" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" Area (so CN Description 18,579 92 178 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, 1 ' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00" Prepared by (enter your company name here} Printed 6/23/2015 HydroCAD® 10-00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Pape 57 ' Summary for Subcatchment 12S: Sub-Watershed 3 Runoff - 59.84 cfs @ 12.11 hrs, Volume= 4.627 af, Depth= 4.30" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" ' Area (so CN Description 225,900 77 Woods, Good, HSG D ' 104,706 80 >75% Grass cover, Good, HSG D 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots 65% imp HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) Oysec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass: Short n= 0.150 P2=3.20" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00" , Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s!n 01204 ©2014 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment SW-1: Sub-Watershed 1 , Runoff = 36.62 cfs @ 12.10 hrs, Volume= 2.930 af, Depth= 5.18" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" Area (so CN Description ' 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, NSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35%impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, e - Grass: Short n= 0:150 P2= 3-20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total ' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=8.00" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 59 ' Summary for Subcatchment SW-2: Sub-Watershed 2 Runoff = 16.72 cfs @ 12.09 hrs, Volume= 1.193 af, Depth 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-year Rainfall=6.00" ' Area (sf) CN Description - 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D . 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (Rift) (ft/sec) (cls) 6.0 Direct Entry, 1 Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00' Prepared by {enter your company name here) - - - Printed 6123/2015 t HydroCAD® 10.00-13 sJn 01204 ©2014 Hydro CAD Software Solutions LLC Page 60 Summary for Subcatchment SW-3: Sub-Watershed 3 ' Runoff = 59.84 cfs @ 12.11 hrs, Volume= 4.627 at, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs t Type III 24-hr 50-year Rainfall=6.00" Area (sf) CN Description ' 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots 65% imp, HSG D 562,148 85 Weighted Average ' 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ftlft) (ft/sec) (cfs) - 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" t 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total t t t - _ t � InflowEx Conditions Forest River Park updated rainfall NAV Type /H 24-hr 50-yearRainfall=6.00n Prepared by {enter your company name here) Printed 6/23/2015 HydroGADO 10.00-13 s/n 01204 0 2014 HydroCAD Software Solutions LLC Page 61 Summary for Pond 4P: Existing Pond . _ Area -- , 39.38% Impervious, |n8uvv 112.08tfs@12.10hrs. Volume= 8.750af N� Outflow 88.83chs @12.18hrn. Volume- 7.254uLAtlenc28%. Lag= 5.2min Primary 2.02cfa0b12.19hrt. Volume= 3.4508f Secondary 78.81dt@12.19firs, Volume= 3.805u/ Routing byDyn-Shop|ndmethod, Time Span= 0.OU-48.0Ohm` dt= 0.O1 hm Peak Bev= S.07' @12.19hrrSud[.Area= 02,844ufStorage= 154.S71rf Plug-Flow detention time= 3O5.1min calculated for 7,253of(83% nfinflow) CenteFmf-yNaasdet. time= 295.9min ( 1,00O.5- 794.0Volume Invert AvaiI.Storage Storage Description) N� #1 5.40' 768,574 cf Custom Stage Data(irregular) Listed below(Reca1c) N� Elevation Surf.Area Perim. |nu.Shxe Cum.SVore VVeLAnea (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.48 22,507 587�0 U u 22'50/ � 073 2O452 �8SD 33811 33,811 32'899 0� � ` � ` ~� &73 63,812 1.498.0 35,221 128`022 173.711 � 10.73 182.389 2,349.0 225`783 354,815 434.250 ' 1273 244`138 ' 2,670.0 403'769 758^574 562.585 ~~ Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L=42.0' CPP, square edge headwall, Ke= 0.500 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Secondary 8.86' 250.W long Sharp-Crested Rectangular Weir uEnd Cnno*cvo/vu/ � ��mtFlmvv &1�x�2D2cio8D12�1ShmHVV�Q�Q7' T\8�7�S0 (Dynamic � ��°,,".� � `, ' ' � �����vert (Outlet Controls l02 cfs @5J7fps) � ,Secon da ' 0udF Mmx--7878dt@12.10hrs HVV=9.07' TYV=7.60' (DvuanioTaikwater) -F— —2—Sharp-Crested Rectangular Weir (Weir Controls 78.7Rcfs@1.5Ufps) � � � - ^ � mo | | �� Ex Conditions f=orest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00" ' Prepared by (enter your company name here) Printed 6/23/2015 HydroCAD® 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 62 Summary for Pond 7P: Existing Pond ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth - 4.47" for 50-year event ' Inflow - 112.68 cfs @ 12.10 hrs, Volume= 8.750 of Outflow = 64.49 cfs @ 12.24 hrs, Volume= 8.660 af, Atten= 43%, Lag= 8.1 min Primary = 3.06 cfs @ 12.24 hrs, Volume= 5.763 of Secondary = 61.43 cfs @ 12.24 hrs, Volume= 2.897 of , Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.04' @ 12.24 hrs Surf.Area= 81,564 sf Storage= 152,326 cf ' Plug-Flow detention 6me= 384.2 min calculated for 8.658 of(99% of inflow) Center-of-Mass det. time= 377.9 min ( 1,172.5 - 794.6 } ' r Volume Invert Avail.Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below (Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 ' 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices ' #1 Primary 5.40' 8.0" Round Culvert , L=42.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet invert= 5.40'7 3.80' S=0.0381 'T Cc-- 0.900 t n= 0.010 PVC, smooth interior, Flow Area=0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) PrimaryOutFlow Max=3.06 cfs @ 12.24 hrs HW=9.04' TW=5.40' (Dynamic Tailwater) ' t-1=Culvert (Inlet Controls 3.06 cfs @ 8.75 fps) Secondary OutFlow Max=61.40 cfs @ 12.24 hrs HW--9.04' TW=5.40' (Dynamic Tailwater) ' 2=Sharp-Crested Rectangular Weir (Weir Controls 61.40 cfs @ 1.38 fps) Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-yearRainfal1=6.00" Prepared by {enter your company name here} Printed 6123/2015 HydroCAD010,00-13 s/n01204 @2014 HydroCAD Software Solutions LLC Page 63 Summary for Pond 13P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 4.47" for 50-year event Inflow 112,68cfs @ 12.10 hrs, Volume= 8.750 of Outflow 64.37 cis @ 12.24 hrs, Volume= 8.672 af, Atten= 43%, Lag= 8.2 min Primary = 3.06 cfs @ 12.24 hrs, Volume= 5.778 of Secondary = 61.31 cfs_@ 12.24 hrs, Volume= 2.894 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.04' @ 12.24 hrs Surf.Area= 81,554 sf Storage= 152,307 cf Plug-Flow detention time= 385.4 min calculated for 8.672 of(99% of inflow) Center-of-Mass det. time=379.7 min ( 1,174.3- 794.6 Volume Invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data (Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store VVet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689.0 33,811 33,811 - 32,899 833 69,812 1,498.0 95,221 129,032 173,711 10,73 162,389 2,349,0 225,783 354,815 434,260 12.73 244,138 2,670,0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5A0' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 5.40' 1 3.80' S= 0.0381 T Cc-- 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir OEnd Contraction(s) frimaryOutflow Max=3.06cfs @12.24hrs HW=9.04' TVV=-3.40' (Dynamic Tailwat4r) T­1=Culvert (Inlet Controls 3.06 cfs @ 8.75 fps) tecondary OutFlow Max=61.29 cfs @ 12.24 hrs HW=9.04' TW=-3.40' (Dynamic Tailwater) 2--Sharp-Crested Rectangular Weir (Weir Controls 61.29 cfs @ 1.38 fps) Ex Conditions Forest River Park updated rainfall NAV Type III 24-hr 50-year Rainfall=6.00" ' Prepared by {enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Pape 64 Summary for Link 2L: Tide ' Inflow Area = 23.476 ac, 39,38% Impervious, Inflow Depth = 3.71" for 50-year event ' Inflow — 80.83 cfs @ 12.19 hrs, Volume= 7.254 of Primary = 80.83 cfs @ 12.19 hrs, Volume= 7.254 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt 0.01 hrs ' Fixed water surface Elevation= 7.60' 1 1 1 t 1 ' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 50-year Rainfall=6.00" Prepared by{enter your company name here) Printed 612312015 HydroCADO 1000-13 sIn 01204 02014 HydroCAD Software Solutions LLC Page 65 ' Summary for Link $L: Tide Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 4.43" for 50-year event ' Inflow 64.49 cfs @ 12.24 hrs, Volume= 8.660 of Primary 64.49 cfs @ 12.24 hrs, Volume= 8.660 af, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 5.40' 1 , 1 1 Ex Conditions f=orest River Park updated rainfall NAV Type /1124-hr 50-yearRainfa11=6.00" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 @ 2014 HydroCAD Software Solutions LLG Page 66 Summary for Link 14L: Tide ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 4.43" for 50-year event ' Inflow — 64.37 cfs @ 12.24 hrs, Volume= 8.672 of Primary = 64.37 cfs @ 1224 hrs, Volume= 8.672 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Fixed water surface Elevation= -3.40' 1 1 Ex Conditions Forest River Park updated rainfall NAV Type I// 24-hr 100-year Rainfall=6.70" Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10.00-13 sin 01204 0 2014 HydroCAD Software Solutions LLC Page 67 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-GN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Sub-Watershed I Runoff Area=295,560 sf 72.35% Impervious Runoff Depth=5.87" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=4122 cfs 3.322 of Subcatchment 5S: Sub-Watershed 2 Runoff Area=164,886 sf 7.32% Impervious Runoff Depth=4.47' Tc=6.0 min CN=80 Runoff=19.46cfs 1.394 of Subcatchment.6S: Sub-Watershed 3 Runoff Area=562,148 sf 31.45% Impervious Runoff Depth=4.97" Flow Length=l,'4-00' Tc=7.9 min CN=85 Runoff--68.65 cfs 5.341 of Subcatchment 10S: Sub-Watershed 1 Runoff Area=295,560 sf 72.35% Impervious Runoff Depth=5.8T' Flow Length=1,281' Tc=7.3 min CN=93 Runoff=41.22 cfs 3.322 of Subcatchment 11 S: Sub-Watershed 2 Runoff Area=164,886 sf 732% Impervious Runoff Depth=4-42" Tc=6.0 min CN=80 Runoff--19.46cfs 1.394 of Subcatchment 12S: Sub-Watershed 3 Runoff Area=562,148 sf 31.45% Impervious Runoff Depth=4.9r, Flow Length=1,400' Tc=7.9 min CN=85 Runoff--68.65 cfs 5.341 of Subcatchment SW-1: Sub-Watershed I Runoff Area=295,560 sf 72,35% Impervious Runoff Depth=5-87" Flow Length=1,281' Tc--7.3 min CN=93 Runoff=41-22 cfs 3.322 of Subcatchment SW-2: Sub-Watershed 2 Runoff Area=164,886 sf 7.32% Impervious Runoff Depth=4.42" Tc=6.0 min CN=80 Runoff-19.46 cfs 1.394of Subcatchment SW-3: Sub-Watershed 3 RunoffArea=562,148 sf 31.45% Impervious Runoff Depth=4-97" Flow Length=1,400' Tc=7.9 min CN=85 Runoff=68.65 cfs 5.341 of Pond 4P: Existing Pond Peak Elev=9.12' Storage=15 1 9,376 cf inflow=128.75 cfs 10.056 of Primary--2.05 cfs 3.540 at Secondary--110.11 cfs 5.020 of Outflow--112.16 cfs 8,560 at Pond 7P: Existing Pond Peak Elev--9.10' Storage=157,243 cf Inflow=128.75 cfs 10.056 of Primary--3.08 cls 5.967 of Secondary--94-62 cfs 3-996 of Outflow=97.70 Us 9.963 of Pond 13P: Existing Pond Peak Elev=9.10' Storage=1 57,226 cf Inflow--128.75 cfs 10.056 of Primary--3.08 cfs 5.982 of Secondary--94.50 cfs 3.993 of Outflow--97.58 cfs 9.975 of Link 2L: ride Inflow--112.16 cfs 8.560 at Primary--112.16 cis 8.560 of Link 11L: ride Inflow=97.70 cfs 9.963 of Primary=97.70 cfs 9.963 of Link 14L: ride Inflow--97.58 cfs 9.975 at Primary--,97.58 cfs 9.975 of Total Runoff Area= 70.427 ac Runoff Volume= 30.168 of Average Runoff Depth=5.14" 60.62% Pervious=42.692 ac 39.38'Yo Impervious= 27.735 ac Ex Conditions Forest River Park updated rainfall NAV Type /l/ 24-hr 100-yearRainfall=6.70" , Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 4S: Sub-Watershed 1 ' Runoff = 41.22 cfs @ 12.10 hrs, Volume= 3.322 af, Depth= 5.87" t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0,01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (sf) CN Description ' 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, NSG D ' 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) t 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, , Short Grass Pasture Kv= 7.0 fps 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 100-yearRainfal1=6.70" ' Prepared by tenter your company name here) Printed 612312015 HydroCADO 10.00-13 s1n 01204 n 2014 HydroCAD Software Solutions LLC Page 69 ' Summary for Subcatchment 5S; Sub-Watershed 2 Runoff = 19.46 cfs @ 12.09 hrs, Volume= 1.394 at, Depth= 4.47' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= o.0048.00 hrs, dt= 0.01 hrs Type H124-hr 100-year Rainfall=6.70" ' Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (Rift) (ft/sec) (cfs) 6.0 Direct Entry, t Ex Conditions Forest River Park updated rainfall NAV Type ll/ 24-hr 100-yearRainfall=6.70" Prepared by {enter your company name here} - - Printed 6/23/2015 ' HadroCAD® 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 6S: Sub-Watershed 3 ' Runoff = 68.65 cfs @ 12.11 hrs, Volume= 5.341 af, Depth= 4.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 100-year Rainfall=6.70" Area (sf) CN Description ' 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384. 92 1/8 acre lots 65% imp HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area ' 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f 1sec) (cfs)- 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, - Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 7.9 1,400 Total Ex Conditions Forest River Park updated rainfall NAV Type /1124-hr 100-yearRainfa11=6.70" Prepared by{enter your company name here} Printed 6/23/2015 HydroCADO 1000-13 s1n 01204 (D 2014 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 1I0S: Sub-Watershed I Runoff = 41.22cfs@ 12.10 hrs, Volume= 3.322 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, d t= 0.01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (sD CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs & sewers, HSG D 265,560 93 Weighted Average 81,732 27,65% Pervious Area 213,828 72.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftisec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.2T' 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0,8 510 02500 10-15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 100-yearRainfali=6.70" ' Prepared by(enter your company name here) Printed 6/23/2015 HydroCAD® 10.00-13 stn 01204 @ 2014 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment 11S: Sub-Watershed 2 ' Runoff = 19.46 cfs @ 12.09 hrs, Volume= 1.394 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (so CN Description ' 18,579 92 118 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, NSG D ' 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, ` 1 t ' Ex Conditions Forest River Park updated rainfall NAV Type lli 24-hr 100-year Rainfall=6.70" ' Prepared by {enter your company name here) Printed 6/2312015 HydroCAD9 10.00-13 stn 01204 C 2014 HydroCAD Software Solutions LLC Page 73 ' Summary for Subcatchment 12S: Sub-Watershed 3 Runoff - 68.65 cfs @ 12.11 hrs, Volume= 5.341 af, Depth= 4.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (sf) CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots 65% imp HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 31.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f ift) (ftfsec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3,20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 02500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 1 t 1 1 Ex.Conditions Forest River Park updated rainfall NAV Type NI 24-hr 100 year Rainfall=6:70" t Prepared by {enter your company name here} Printed 6/2312015 HydroCAD® 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment SW-1: Sub-Watershed 1 , Runoff = 41.22 cfs @ 12.10 hrs, Volume= 3.322 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (so CN Description 1 233,521 92 118 acre lots, 65% imp, HSG D 62,039 98 Paved roads wfcurbs &sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total 1 1 1 \ 1 Ex Conditions Forest River Park updated rainfall NAV Type IFI 24-hr 100-yearRainfall=6.70" ' Prepared by {enter your company name here} Printed 612312015 HydroCAD® 10.00-13 sfn 01204 ©2014 HydroCAD Software Solutions LLC Page 75 ' Summary for Subcatchment SW-2: Sub-Watershed 2 Runoff = 19.46 cfs @ 12.09 hrs, Volume= 1.394 af, Depth 4.42" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.70" tArea (so CN Description 18,579 92 118 acre lots, 65% imp, HSG D ' 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, NSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, t t 1 Ex Conditions s=orest River Dark updated rainfall NAV Type It/ 24-hr 300-year Rainfall=6.70" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s!n 01204 @ 2014 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment SW-3: Sub-Watershed 3 ' Runoff = 68.65 cfs @ 12.11 hrs, Volume= 5.341 at, Depth= 4.97" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=6.70" Area (sf) CN Description 225,900 77 Woods, Good, HSG D 104,706 80 >75% Grass cover, Good, HSG D ' 75,158 98 Paved parking, HSG D 156,384 92 1/8 acre lots, 65% imp HSG D 562,148 85 Weighted Average 385,340 68.55% Pervious Area 176,808 . 31.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (f/sec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 7.9 1,400 Total 1 1 Ex Conditions Forest River Park updated rainfall NAV Type NI 24-hr 100-year Rainfall=6.70" ' Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD® 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Page 77 Summary for Pond 4P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 5.14" for 100-year event ' Inflow 128.75 cfs @ 12.10 hrs, Volume= 10.056 of Outflow 112.16 cfs @ 12.15 hrs, Volume= 8.560 af, Atten= 13%, Lag= 3.0 min Primary = 2.05 cfs @ 12.15 hrs, Volume= 3.540 of M Secondary = 110.11 cfs @ 12.15 hrs, Volume= 5.020 of Routing by Dyn-Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.12' @ 12.15 hrs Surf.Area=84,954 sf Storage= 159,376 cf Plug-Flow detention time= 324.8 min calculated for 8.558 of(85% of inflow) Center-of-Mass det. time 261.4 min ( 1,052.4- 791.0 ) Volume Invert Avail Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689,0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 ' 12.73 244,138- 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices _ ' #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 5.40' /3.80' S= 0.0381 P Cc= 0.900 ' n= 0.010 PVC, smooth interior, Flow Area=0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primaryoutflow Max=2.05 cfs @ 12.15 hrs HW=9.12' TW=7.60' (Dynamic Taiiwater) t1=Culvert (Outlet Controls 2.05 cfs @ 5.88 fps) Secondary OutFlow Max=109.94 cfs @ 12.15 hrs HW=9.12' TW=7.60' (Dynamic Taiiwater) M2=Sharp-Crested Rectangular Weir (Weir Controls 109.94 cfs @ 1.68 fps) 1 Ex Conditions Forest River Park updated rainfall NAV Type 111 24-hr 400-year Rain€all=6.70" , Prepared by (enter your company name here) Printed 6)2312015 HydroCAD® 1000-13 sin 01204' @ 2014 HVdroCAD Software Solutions LLC Page 78 Summary for Pond 7P: Existing Pond t Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 5.14" for 100-year event ' Inflow = 128.75 cfs @ 12.10 hrs, Volume= 10.056 of Outflow - 97.70 cfs @ 12.18 hrs, Volume= 9.963 af, Atten= 24%, Lag= 4.6 min Primary = 3.08 cfs @ 12.18 hrs, Volume= 5.967 of Secondary = 94.62 cfs @ 12.18 hrs, Volume= 3.996 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.10' Q 12.18 his Surf.Area= 83,935 sf Storage= 157,243 of t a Plug-Flow detention time- 348.3 min calculated for 9.963 of(9910 of inflow) Center-of-Mass det. time= 342.4 min ( 1,133.4- 791.0 ) t Volume Invert Avail.Storage Storage Description #1 5.40' 758,574 of Custom Stage Data (Irregular) Listed below (Recalc) - - - 1 Elevation Surf.Area Perim. 1nc.Store Cum.Store "1Net:Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 , 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert=5.40'/3.80' S= 0.0381 T Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf ' #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) nmaryOutFlow Max=3.08 cfs @ 12.18 hrs HW=9.10' TW=5.40' (Dynamic Tailwater) ' =Culvert (Inlet Controls 3.08 cfs @ 8.83 fps) Secondary OutFlow Max=94.60 cfs @ 12.18 hrs HW=9:10' TW=5.40' (Dynamic Taitwater) -t2=Sharp-Crested Rectangular Weir (Weir Controls 94.60 cfs.@ 1.59 fps) r i Ex Conditions Forest River Park updated rainfall NAV Type Ill 24-hr 100-year Rainfall=6.70" ' Prepared by(enter your company name here) Printed 6/2312015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 79 Summary for Pond 13P: Existing Pond Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 5.14" for 100-year event ' Inflow 128.75 cfs @ 12.10 hrs, Volume= 10.056 of Outflow 97.58 cfs @ 12.18 hrs, Volume= 9.975 af, Atten= 24%, Lag= 4.6 min Primary - 3.08 cfs @ 12.18 hrs, Volume= 5.982 of Secondary = 94.50 cfs @ 12.18 hrs, Votume= 3.993 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 9.10' @ 12.18 hrs Surf.Area= 83,927 sf Storage= 157,226 cf Plug-Flow detention time= 349.2 min calculated for 9.975 of(99% of inflow) Center-of-Mass det. time= 344.1 min ( 1,135.0 - 791.0 j Volume Invert Avail.Storage Storage Description #1 5.40' 758,574 cf Custom Stage Data(irregular) Listed below(Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (fleet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 5.40 22,507 587.0 0 0 22,507 6.73 28,452 689.0 33,811 33,811 32,899 8.73 69,812 1,498.0 95,221 129,032 173,711 10.73 162,389 2,349.0 225,783 354,815 434,260 12.73 244,138 2,670.0 403,759 758,574 562,565 Device Routing Invert Outlet Devices ' #1 Primary 5.40' 8.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet i Outlet Invert= 5.40' t 3.80' S= 0.0381 '1' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Secondary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) ' 1nmary OutFlow Max=3.08 cfs @ 12.18 hrs HW=9.10' TW=-3.40' (Dynamic Tailwater) =Culvert (Inlet Controls 3.08 cfs @ 8.83 fps) SeTV V=-3-40'OutFlow Max=94.50 cfs @ 12.18 hrs HW=9.10' T =-3.40' (Dynamic Tailwater) M2=Sharp-Crested Rectangular Weir (Weir Controls 94.50 cfs @ 1.59 fps) 1 Ex Conditions Forest River Park updated rainfall NAV Type IU 24-hr 100-yearRainfall=6.70" , Prepared by {enter your company name here} Printed 6/23[2015 HydroCAD® 10.00-13 sin 01204 ©2014 HydroCAD Software Solutions LLC Page 80 Summary for Link 2L: Tide ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth = 4.38" for 100-year event ' Inflow = 112.16 cfs @ 12.15 hrs, Volume= 8.560 of Primary - 112.16 cfs @ 12.15 hrs, Volume= 8.560 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Fixed water surface Elevation= 7.60' r i Ex Conditions Forest River Park updated rainfall NAV Type /11 24-hr 100-year-Rainfal1=6.70" Prepared by{enter your company name here} Printed 6123/2015 HydroCADO 1000-13 sin 01204 .0 2014 HydroCAD Software Solutions LLC Page 81 Summary for Link 8L: ride Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 5.09" for 100-year event Inflow 97.70 cfs @ 12.18 hrs, Volume= 9.963 at Primary 97.70 cfs @ 12.18 hrs, Volume= 9.963 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 5.40' Ex Conditions Forest River Park updated rainfall NAV Type 11124-hr 100-year Rainfall=6.70" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Page 82 Summary for Link 14L: ride ' Inflow Area = 23.476 ac, 39.38% Impervious, Inflow Depth > 5.10" for 100-year event ' Inflow = 97.58 cfs @ 12.18 hrs, Volume= 9.975 of Primary = 9,7.58 cfs @ 12.18 hrs, Volume= 9.975 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs t Fixed water surface Elevation= -3.40' 1 1 i a m v L o "— .bn:aP+A3NP]np WFV'AP P1PPI:]H Iill35nH3YS5YW 'W3lY'v �81'InS3N 3,11NO l.l.IHp31N1 Y 1NdWllWWOOtls'NVii21N�'9 31ra uouampvy n3o S1N3WMONd WI llYjlnO " CV 08V000M O3HS831VM UJ w......ap>P+apppx.wyrnI ILNTP "s �� a3SOdoad a ~ 0V8{P,Noenypa,ecp•aaappw 'MW SN21OM ;fllBOd 30 1N3Yv'LNV 3O ry{1.npl+5•p^oH N�^UyyS Pt 5113SnHDYSSVW •W31V5 30 UID z -- - 'ipLLJ killc __� \ � � .•tI���✓ ryi `/!! z r' t v 11 r i v yyy .1. �11j1 I,r t ly/hl • / .'!• :�1 �� � t 1 ll 1 �A. VV ll l \ V vv t 1 / I , { $ If. V) l t{ q ` r n \ yv Ik �7-,,,J ,v •.wi t A It r InD LY i }r ?Y71 r �, t" � g r t4 r l 'Iy _'��. v+._. _. .� •e S 1�` ! ), l"l.r { �,�v _ �w v Nook I Ify F / 7 / t ....�\\� �. ,� \` •• � ' � � \\�\�\� � ` t i l"�1 P � �/l` x '.1 f AAv x li �.. `v icev ts1 { may. 1 �.,�J \ l� "�A �'.+ t II t r,• ..,._� ` \ ` VI Of Cl U I r -0 z < ! m W 1. i 1 \ I I t t 7 t'rr f^'vr 8j, \ v- -.' � �� -. `•. !� [! 4 ! / /✓tet f� ��\ v $� 1 y e / Ae v ` �� 6$3 a 1. > � 7 1 � i t C v><.� A ✓ `�! It 1 ��\\ yy \/1// Ar �'Vl V• / `V t �� ^•f�� �� 1A� \A` /z \ r � y ✓ r - � �— 1.-' 1� �` 7777 �` r, �� ,�` '// <` � ` � ♦ ,i k � � �17r{ r ' �'•-04 ���~, '` r 'w�ls w� '4I �� 1 � � �J!! S\�\�%%/ ji- \. �� �� _.;:;.\ ,.',^%� � li\,��� 1`, ij•r .r° y , • 4 Ubl..W1.-7 v t v l c , ✓f''� s v s r I t7O t f�� li l � �:� ��i� l Z f �,��✓ �� //P �4V �' V " �4 � n/ � ,� ly 1 3 if f �� fo pp ..._..�11 �, 1 1 �� llr /, 11,ff.' + If _ III w 1 ' Y I�r f y �, t tt,v 1 1 - ' Y In ` -- ✓`'1 +1� iti..''I e , �� a 3 J 1, \ \� co rY 4 I 1 n r� le „ ✓V,a 1 fi M CLIENT: Ci(YOISSIOM PROJECT: Phew 11 Alk- DESIGNED BY: Brendan Pyburn DATE U2912016 CHECKED BY: Haman Pelage DATE 6/1112016 WOODARD COMMITMENT&INTEGRITY N DRIVE RESULTS PROJECT NO 228340,00 SHEET NO, I of 'I &CURRA 40 Shattuck Road-Suite 110 Andover,Mousaachutnith;01810 Tol:978.857-7946 Fax:978557-7948 Pond Water Surface Elevation, ResIderceTrom High Tide Line EL,7.6' Huth Title Line EL.7,13' Storm Event 2-year lo.y.., 25-year 50-year 100-year Storm Event 2-Year lo-year 100-year ERIS 8.52 IL94 9.01 1 9.07 1 912 48 lit, 48hrs I >4 ll,s >4911,s 9�V Exist' 02 9.06 Ftmms.d Z5.70'mrs 25.8 h,, 25.90 Jim 25.8 hrs 25.85 hr, ,.PC 8A6 8.73 &91 Meen 11lhja1LrEL,.1,1.' EL A' sij tc7ova.r I to, 2 a, 50- ear 100-year I Storm Event 2.v... L�or"7 2WaterS-yaa 50-year 48 Storm Event 2-year 10-Y >48 h1s a 8.98 9.0`1 9.10 Ex1plum" I 1�481,rslj >�481,rcj 48�hrsj IxIstIm, 9.19 Pro 'I o used 8.44 8.67 UM4 used Mean Low Water EL. Mean Low Water EL.-3,4' [-S(orn,Event I 2- ear 10-year 29-year 50 year 100- earStorm Event I 2-year I 10-year I 25-year 1 50-ye., 100- ear 1 EXIA11 1 19 8.98 9.10 48hrs I 1481,rc 1 48 hrs; >48 11,9 nsm. 8.90 9(8.44 8,67 9.92 4)4 Pro" sed Culvert Outfall Velocities(fps) Runoff Volume Commurlson(Pond) I Storm Event High Tide Mean High Mean Low Water Storm Event Existing Proposed I I Volume of Volume(at) Line I Water 2-year 2.0 3.4 3,75 69.00 10 ear 2.8 4.0 4.0 10-year 6.00 65.28 66 74 41 746 707.66 25-year 2.9 4 1 -j-0-y a,- 8-75 3_0 4.2 4.2 100-year 3.0 41 4.2 108*97 1 N.tav 1.1,10,25-yr Force Main Flow-15 six 2.50 and 100•yoar Force Ma In Flow-25 cf, &Existing a"Outlet Invert-SW 4.Outlet Grate Invert-7,5';2-9101 Box Culvert Invert=413, S.Maturing's n=0,013 6,Tide Dara provided by LEC 7,Calculations performed In HydroCAO a.Elevation,based on NAVD Be 1 1 _ , .__ _ ._ _ _ _ _ . 1 I�� I J 1 1 1 1 1 1 1 Nee 235 Weir Ye iWBsur 35 1 51ft� 1 1 1 M 1 , � '" Routing Diagram for 2015.06Pr Conditions Forest River Park bs teea {NAV08B} 1 SuOn 3 7fd�C; .08 �,.,,.. Prepared by(enter your company name here), Printed 6/18!2015 HydmCADO 10.00-13 stn 01204 @ 2014 HydmCAD Software Solutions LLG 1 2015.08.08 Pr Conditions Forest River Park(NAVD88) ' Prepared by(enter your company name here) Printed 611812015 Hydr CADV 10 00-13 sMO12D4 ®2014 Hyo CAD S fi Soly& LLC Page 2 Area Listing(Selected nodes) Area CN Description (ayes) (subcatchm.t-numbers) ' 28.133 92 178 acre lots,65%imp,HSG D (47S,48S,58S,59S,103S,104S,110S,SW-1.SW-2) 12.972 80 >75%Grass cover,Good,HSG D (48S,59S,103S.1045,1105,SW2) 5.175 98 Paved paddng,HSG D (103S,INS,IMS,i 10S,111 S,115S) 4 273 98 Paved roads w curb.8 sewers,HSG D (47S,58S,SW 1) 19 874 77 Woods,Goad,HSG D (48S,59S,103S.1045,1045,11OS,111 S,11 SS,SW-2) 70.427 86 TOTAL AREA. l 1 1 2015.06,08 Pr Conditions Forest River Park(NAVD88) Type IH 24-hr 2-year Ralnfefl=3 20- Panted 6/1812015 Prepared by tenter your company name here) Pace 3 Hyd,.CADS IO,00-13 /n 01204 Q2D14Hyd,oCADS-ftwar-SOkd--LLO Time span=0.00-72,00 hrs,dt-0,01 hrs,7201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method Pond routing by Dyn-Stor-Ind method Subcatchrnent 47S:Sub-Watershed I Runoff 7vea=295,560 sf 72.35%Impervious Runoff Deith=2.45' Flow Length=1,281' Tc-73 min CN=93 R.noff-Illot cls 1.353 at Runoff Pjea=164.886 at 7.32%laPon,i--s RunoliDepth--1.40- Subcat.hment 48S*Sub-Watarshed 2 Tc=6.0min CN-80 Runoff--6.16cfs 0442ef 'Subcatchnient 58S:Sub-Watershed 1 Runoff Pea=295,560 sf 72.35%Impervious Runoff Depffi=2.45" Flow Lnqth=1.281' Tc=7.3.0 CN=93 Runoff--18.01 cts 1.383 of Subcatchment 59S:Sub-Watershed 2 Runoff Area=164,886 sf 7.32"Io Impervious Runoff Depffi=I.W T,,6.0 min CN�ff) Runoff--6-16 cls 0.442 at Runoff Area=513.195 st 32.78%impervious Runoff D.Pth=1,76- Subcatchment 103§:Sudo-Watershed 3 Flow Length=1,409 TC=7.9mn CN=BS Runoff=-M.74cfs 1.72631 Sub,,tchmnt 104S:Sub-Watershed 3 Runoff A,"=513,196 sf 32,78%Impervious Runoff DePth=1.76" Flow Lngth-1,400 TC=79 In. CN=85 Runoff-22,74 cis 1.726 at R..IlArea=48,952st 17.54%hn;xavi,. RunffDepth--l.4-r Subcatchunent IOSS:Rain Garden Flowt.ength=375* T�16.4,nin CW81 Ru"ff--1-40cfs 0.138 at Sub,,johm,nt 110S:Sub-Manshed 3 Runoff A ea613,196 sf 32.78%finpennous RunuffDepth--4.76' FivaL,,gth-J.4(X)' To=7.9ffan CN=115 Runoiff-22.74cfs 1.726.1 Subcatchment 111 S.'Rain Garden RunoffAI.-Vl,9Usf 17.540Ahnalvous, Runoff Depth--1.4r Fj,.LaU8=375' TC=16.4.in CN-81 Runoff-1,40cis 0138af Runoff Alea-48,9521( 17-549�1-Pmvi-as Runoff Deptb=l'47- Sub,,,,thmant 115S,Rain Garden Row Lenij&376 Tc=16A rain CN=Z1 Runoff--1.40 ofs 0.130 at SUbWb,h,,,nt SW.J:Sub Watershed I Runoff Area=295,560 sf 7235%InVeMOUS Runoff Deplh=2.W Ft.Lngth=l"' Tc=73 fff- CN--93 RunofM8.01 cis 1.383 at Runoff Avea�-164,MS sf 7,32%InIper,ious Ru�ff D2plh=1.4T Sab,,tch,,,d SW-2:Sub-Watershed 2 T.=6,0 mkt CN=80 Rutnoff=6.116ofs 0.442-1 Reach IM Grass Channel Avg.Flow Depth=DB5' Max W-321fps lnfiow=38.70cfs 91006 at ,=0.030 L=600.0' S=0.OD87'r Capoly=116.65o8 Ounloe,3736ofs 90.916 at Reach 50R-Grass Channel Avg.Row Depth=065' Max Vel=321 Joe lnflo�3870 CIS 91006 at n=l),030 L=600.0' S=0.0087'f CapadIy--116Z5cfS Outftow=37.36cfs 90916 at Avg.Flow Depth=D.W Max Vel=9.98Vs inflow--15.00 ds 89269 at Reach SIR--(new Reach) 3D.T Round Pipe n=0.012 L-570.0' S=10.01737 Capacity-58-50cls oultw,15.00cfs 89249 at Reach 52R:(rum,Reach) Avg.Flow Depth-0.85 Max Vel--a.98Ips Inflow--15.00 cls 89269 of 30.1rRound Pipe n--0.012 L-570.0' S--0.0173'f Capack-58.50cf-. outfto,=-15,00cft89.249.f Reach 61R,Grass Channel Avg.Flow Depth-0.65' Max Vel=321 fps Inflow=-311.70 cis 9I.OD6 at n=0,030 L=600.D- Ste.iffffq-f Capacity-116.65cfs Offtow3736cls90.916.1 A� .Flow Deaft,=D.W hAaxVel-9-98fps Inflo.-15.00cf. 89269 at Reach 62P--(newReachAvg.30.(r Round Pipe r 0.012 L--570.0' S=0.01737 Cpacky-58-50cla Oudow=15,00cis 89249 at Peak Elev=13.76 SWage=0.087 at Inflow-33.01 cis 90.M at Pond 45P:Plunge Pod Peak =32-68 cis 90.563 at Peak --8.44' Stonage--60,108cf Inflour-511.112cls 92.779 at Pond 47P:Existing Pond Primary-41.47 cfs 92.246 at Terbary=0.00 cis 0.0110 at Oudow-11,47 cf. 92246 of PeakBev--5W Inflow-41.47 ds 92246 at Pond 48P-.rxIO'C~ 120.0'x24.0' Box Culvert .=0.013 L-150-9 S�.0000'f Ouffiow=41.47 aft 92246 at Pond 53P-.Existing Pond Peak Elev-8-44' Starage--50,108 cf jnffow=59.82cfs 92.779 at P*nary=41.47 cis 92246 at Terfimy--ODD cis 0.000 at Ouflaw�-41.47 cis 92246 at Peak Elev--5,66 lnfiaw=4IA7cfs 92246 at Pond 54P:ZxJW Culvert 120Arx24Z Boz Culvert n=0.013 L=150.0 s=D.exgi,r Outllo�-41.47cfs 92246 at Pond 55P-.Plunge Pool Peak Ekw=13.75 Sueaile--0-087 at Inila33.01 cis 90.632 of Outflow=-32-68 cis 90.563 at PeakElev=SAV Starage=51,1147 cf lnffow�-S9.112cts 91.779 at Pond 63F-.Existing Pond Pftarr-4059 cis 92225 at Terfiwy=O.DD cis ODDID of Oufflon'=4039cis 92225 at Peak El�-7.71r Intow=40.59 Is 22225 of Pond 64P:2'z10'Calvert 120.U .24.U' Box Culvert =0.013 L-150.9 "- MOIDDY Outllo.-4059cft 92 at 1 2015,06.08 Pr Conditions Forest River Park(NAVD88) - Type 11124-hr 2-year Raintail=3.20" Prepared 6y{enter your company name here) Printed 6/10/2015 ' HydroCADO 10 00.13 sM 01204 ®2014 HydroCAD SofP.vare Solutions LLC Page 4 Pond 65P:Plunge Pool Peak Elev=13 75' Storage=4087 of In8ovr33 01 ds 90.632 of Out80vr=3268 ds 90.563 of Pond 106P:Rain Garden Peak Efev=13.37' Storage=2,490 at Inflovr--/.40 cfs 0.138 of ' Ouftc G.l9 cfs 0.138 at Pond 109P:Rain Garden Peak Elev=13.37' Storage=2;490 cf Infloi 40 ds 0.138 of Outfb,0.19 cls 0.138 of ' Pond 112P:Rain Garden Peak Etev=13.37' Storage=2,490 cf 1n9ovr-1.40 cis 0.138 of OuObvr0.19 cft 0.138 of Link 49L:Tide Inflow=41.47 cis 92.246 of ' Pdma y=44.47 cis 92.246 of Lmk 56L:Tide Inffovr--41.47 c5¢92.246 of Primary-41.47 ds 92.245 of Link66L:Tide Inflovr-40.59 cfs 92.225 of ' Primary--40.59 cfs 92225 of Total Runoff Area=70.427 ac Runoff Volume=11.065 of Average Runoff Depth=1.89" 60.62%Pervious=42.692 ac 39.38%Impervious 27.735 ac ' 1 t -- ----- - --- ---------- 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type!1124-hr 2-year Rain'hilf=3.20' Prepared by(enter your company name here) Printed 611812015 HydroCADO 10 -13 sh,01204 02414 HydoCAD Sotha Summary for Subcatchment47S:Sub-Watershed 1 Runoff = 18.01 cfs 0 12.10 hrs, Volume= 1.383 at, Depth= 245- Runoff by SCS TR-20 method.UH=SCS,Weighted-CN,Time Span=0.00.72.00 hrs,dt=0.01 hrs Type III 24-hr 2-year Rainfall=3.20" Area(so ON Descri,lion 233.521 92 Ifflacre lots,65%imp,HSG D 62,039 98 Paved roads w1curbs&sewers,HSG D 295,560 93 Weighted Average 81,732 27.65%Pervious Area 213,828 72,35%Impervious Area Tc Length Slope Velocity Capacity Description (mm) (feet) (fVff) (ft/sec (Cis) 48 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=3.20' DA 80 02500 3.50 Shallow Concentrated How, Short Grass Pasture Kv-7ofps 0.8 510 0.2500 10,15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Row, Grassed Waterway K -15.0 fps 7.3 1,281 Total Summary for SubcatchMent 48S:Sub.Wateished2 Runoff 6J6cfs@ 12.09 hrs, Volume- 0.442 at, Depth= 1.40' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O-OD-72.00 lus,dt=0,01 bm Type III 24-hr 2-year Rainfall=320" Areas ' CN Description 18,579 92 1/8 am lots,65%imp,HSG D 62,665 77 Woods,Good,HSG D 83,642 80 >75%Gress cover,Good,RSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area I2,076 7.32%Impervious Area Tc Length Slope Ve4ocity Capacity Description min. fee(feet) (fvft) (ftfser) LCLS) Direct Entry, 60 Summary for S ubcatchment 58S:Sub-WatershLd 1 Runoff 18.01 CIS @ 12.10 hrs., Volume= 1.383 at, Depth= 2-45" Runoff by SCS TR-20 method,UH=SCS,Weighted-ON,Time Span=0.00.72-00 hrs,dt=6.01 hrs Type III 24-hr 2-year Rainfafl=320" Area ID ON Description 233,521 92 118 am tots,65%imp,HSG D 62,1139 98 p,,.d roads wfwrbs 6 sewers,HSG D 295,560 93 Weighted Average 61,732 27:65%Pervious Area 213,828 72.35%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (1110 0111sag (Cfs) 4.8 100 0.1200 0,35 Sheet Flow, Grass:Short n=0.150 P2=320" OA 80 0.2500 3.50 Shallow Concentrated Row, Short Gross Pasture Kv-7.0 fps 0.8 510 0.2500 10-15 Shallow Conrcenorated Row, Paved Kv=20.3 fps 13 591 0250D 7.50 Shall"Concentrated Him, Grassed Waterway Kv=-15-0 fps 7.3 1281 Total Summary for Subcatchment SSS:Sub-Watershed 2 Runoff = 6.16 ch;@ 12o9 hrs. Volume- 0.442 at, Depth= 1.40" Runoff by SCS TR-20 method,UH=SCS.Weighted-ON,Time Span=0.00-72.00 hrs,dt=0,01 hrs Type ID 24-hr 2-yew Raftifall-3.20' 1 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 2-year Rainfafl=3.20" Prepared by(enter your company name here) Printed 611812015 ' HydroCAD®t 0 00-13 sin 01204 ®2074 HydroCAD Software Solutions LLC Fade 6 Area(sf) CN Description 18.579 92 118 aue lots,65%imp,HSG D 62,665 77 Woods,Good,HSG D ' 83,642 80 >75%Grass cover,Good,HSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.32%Impervious Area To Length Slope Velocity Capacity Description ' (min) (feef) ((tiff) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 103S:Sub-Watershed 3 ' Runoff = 22.74 cfs@ 12.11 hrs, Volume= 1.728 at, Depth= 1.76" Runoff by SCS TR-20 method, UH--SCS,Weighted-CN,Time Span=000-72.00 hm,dt=0.01 hrs ' Type 11124-hr 2-year Rainfall=3.20" Area(s0 CN Description 185,534 77 Woods,Good,HSG D 104,706 80 >75%Grass cover,Good,H SG D 1 66,572 98 Paved parking,HSG D 156,384 92 118 acre lots.65%imp HSG D 513,196 85 Weighted Average 344,974 67.22%Pervious Area 168,222 32.78%Impervious Area ' To Lengdt Slope Velocity Capacity Description _(min) (feet) (6R0 (ft7sec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, - t Grass:Short n=0.150 P2=3.20" . 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodeand Kv=5-0 fps 3.3 .700 0.2500 3.50 Shallow Concentrated Flow, Short.Grass Pasture Kv=7.0 fps , 7.9 1,400 Total Summary for Subcatchment 104S:Sub-Watershed 3 Runoff = 22.74 cfs@ 12.11 hrs, Volume= 1.726 at, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time.Span=0.00-72.00 hrs,dt=0.01 hrs _Type III 24-hr 2-year Rainfall=320" Area(sf) CN Description t 185,534 77 Woods,Good,HSG D 104,706 80 >75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG D 156,384 92 118 acre lots 65%imp.HSG D ' 513,196 85 Weighted Average 344,974 6712%Pervious Area 168,222 32.78%Impervious Area Tc Length Slope Velocity Capacity Description. (min) (feet) -(tt(tl) (fUsec) (ds) 2.3 100 0.7500 0.72 Sheet Flow, Grass:Ston n=0150 P2=310" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv--5.0 fps ' 3.3 700 025W 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 7.9 1,400 Total Summary for Subcatchment 1065:Rain Garden Runoff = 1.40 cis @ 1213 hrs, Volume= 0.138 af, Depth= 1.47" Runoff by SCS TR-20 method, UH--SCS,Weighted-CN,Time Span=0.00-72.OD hrs,dt=0.01 his Type III 24-hr 2-year Rainfall=3.20" ' Arra(s0 CN Description 8,586 98 Paved parking,HSG 0 40.366 77 Woods.Good HSG D ' 48,952 . 81 Weighted Average _-40,366 _. 112.45%Pervious Area. 8,585 17.54%impervious Area 1 ' 2015.06.08 Pr Conditions Forest River Park(NAV088) Type III 24-hr 2-year Rainfatl=3.20" Prepared by(enter your company name here) Printed 6118/2015 HydroCADO 10.00-13 sin 01204 0 2014 Hyd CAD Software w solutions LLC Page 7 ' Tc Length Slope Velocity Capacity Description (nun) (feet) (tuft) (Msec) (cis) 123 50 0.0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.20" ' 29 175 0.0200 0-99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture K =7 0 fps ' 18.4 375 Total Summary for Subcatchment 11OS:Sub-Watershed 3 ' Runoff 2274 cfs @ 12.11 hrs, Volume= 1.726 at, Depth= 1.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,cit=0.01 hrs Type III 24-hr 2-year Rainfall=320' ' Area Is!) CN Description - 185,534 77 Woods,Good,HSG D 104,706 80 >75%Grass cover,Good,HSG D 65,572 98 Paved parking,HSG D 56,3s4 92 118 acre lots 65%'mp HSG D 513,196 85 Weighted Average 344,974 67.22%Pervious Area 166,222 32.76%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (fdseC) (cfs) 23 100 0-7500 0.72 Sheet Flow, Grass:Short n=0.150 P2=320" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, - ' Woodland Kv-5.Ofps - 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 7.9 1,400 Total Summary for Subcatchment 1115: Rain Carden ' Runoff = 1.40 cfs @. 1223 hrs; Votume 0.138 af, Depth= 1.47' ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O.DO-72-00 hrs,of=0.01 hrs Type If 24-hr 2-year Rainfall-3.20" Area(sq CN Description 8,586 98 Paved parking,HSG D ' 40.366 77 Woods.Good.,HSGD 48,952 a1 Weighted Average 40,366 82.46%Pervious Area 8,586 17.54%Impervious Area ' To Length Slope Velocity Capacity Description (min) (feet) (ftfff) (f/sec) (cis) 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.2T ' 2.9 175 0.0201) 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kw 7-0 fps 0.4 100 0.0500 4.54 Shall"Concemrated Flow,SCF Paved Kw 20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Shon Grass Pasture K =7 0 fps 15.4 375 Total Summary for Subcatchment 115S:)lain Garden ' Runoff = 1.40 cfs @ 1223 hrs, Volume= 0.138 af, Depth= 1.47" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O-DD-72.00 hrs,dt=0.01 hrs Type III 24-fir 2-year Rainfall-3.20' ' Area(sf) CN Description - 8,586 98 Paved parking,HSG D 40,356 77 Woods,Good,HSG D 48,952 81 Weighted Average - ' 40,366 82.46%Pervious Area 8,585 17b4%Impervious Area 1 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type IU 24-hr 2-year Rainfall--3.20" ' Prepared by{enter your company name here) Printed 611 812 01 5 HydmCAD®10 00-13 s/n 01204 ®2014 HydroCAD Sofivare Sob6ons LLC Page 6 Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (fUsec) ids) 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.2(r 2.9 175 0-0200 0,99 Shallow Concentrated Flow,SCF , Short Grass Pasture KV=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.6 50 0.0200 099 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7,0 fps ' 16.4 375 Total Summary for Subcatchment SW-1:Sub-Watershed 1 Runoff 18.01 cfs @ 12.10 hrs, Volume= 1.383 af, Depth= 2.45` ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type 11124-hr 2-year Rainfall=3.20" Area(sf) CN Descripfon ' 233,521 92 118 acre tots,65%imp,HSG D 62,039 98 Paved roads vdcurbs&sewers HSG D 295,560 93 Weighted Average 81,732 27.65%Pervious Area 213.828 72.35%Impervious Area Tc Length Slope Velocity Capacity Description - fmin) (feet) (TUR) (ft(sec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=320' 0.4 80 02500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv-7.0 fps 0.8 510 0.2500 10-15 Shallow Concentrated Flow, , Paved Kv-20.3 fps 1.3 591 0.2500 Z50 Shallow Concentrated Flow, Grassed Waterway Kw 159 fps 7.3 1,281 Total Summary for SubcatchmentSW-2:Sub-Watersbed 2 ' Runoff 6.16 cfs @ 12.09 hrs, Volume= 0.442 at, Depth= 1-40' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.72.00 hrs,dt=0.01 hrs , Type III 244w 2-year Rainfall=3.20" - Area(s0 CN Description -- - 18,579 92 118 acre lots,65%imp,NSG D ' 62,665 77 Woods,Good,HSG D 83,642 88 >75%Grass cover,Good,HSG D 164,886 80 Weighted Average - 152,810 92.68%Pervious Area 12,076 7.320/6 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUR) (ftisec). (cfs) 6.0 Direct Entry, Summary for Reach 17R:Glass Channel Inflow Area= 10.570 ac, 49.06%Impervious, Inflow Depth>103.31' for 2-year event Inflow 38.70 cfs @ 12.11 his, Volume= -91.006 of ' Outflow 37.36 cfs @ 12.14 hrs., Volume= 90.918 at, After=3%, lag=1.9 min Routing by Dyn-Stor-Ind method,Time Span=D.00-72.00 hrs,dt=0.01 hrs Max.Velocity=3.21 fps, Min.Travel Time=3.1 min Avg.Velocity=2.32 fps, Avg. Travel Time=4.3 min Peak Storage=6,980 of @ 12:14 hrs Average Depth at Peak Storage=0.66 Bank-Full Depth=125 Flow Area=24.7 sf, Capacity=116.65 cfs 16.00' x 1.25 deep channel, n=0930 Earth,grassed&winding , Side Slope Z-value=3.0'1 Top Width--Z3.50' Length=600.0' Slope=0.0087'f Inlet invert=12.73', Outlet Invert=7S0' 1 ' 2015.06.08 Pr Conditions Forest River Park(NAVO88) Type ll!24-hr 2-year Rainfall--3.20" Prepared by{enter your company name here) Printed 6/1812015 H d CADS 10 00-13 sM 01204 6 2014 HydmCAD S fh 5 rdi LLC _ Pace 9 �•o..T-°� �. .u.�'� z ?�`� . w v.€c' v ti e" �'gG�'X�,. *r�' � r � q,gm.�m. Summary for Reach SOR:Grass Channel ' Inflow Area 10.570 ac, 49.06%Impervious, Inflow Depth>10331" for 2-year event Inflow 38.70 cfs @ 12-11 hrs, Volume= 91.006 of Outflow 37.36 cfs @ 12.14 hrs, Volume= 90.916 at, Atten=B%, Lag=1.9 min Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Max.Velocity=321 fps, Min.Travel Tune=3.1 mm Avg..Velocity=2.32 fps, Avg.Travel Time=4.3 min Peak Storage=6,980 of @ 12.14 hrs Average Depth at Peak Storage=OSS' ' Bank-Full Depth=125' Flow Area=24-7 sf,. Capacity=116.65 cfs 16.00' x 125' deep channel, n=0.030 Earth,grassed 8 winding Side Slope Z-value=3.07 Top Width=23.5V Length=600.8 Slope=0.0087'r ' Intel Invert=1273', Outlet Invert-7.50' . ._ ._ 1k . . er Summary for Reach SIR:(new Reach) Inflow = 15.00 cfs @ 0.00 hrs, Volume= 89269 at, Ind.15.00 cfs Base Flow Outflow = 15.00 cfs @ 0.40 hrs, Volume= 892498d, Atten=0%, lag=24.0 min ' Routing by DynStosind method,Time Span=0.00-72.00 hrs,dt--0.01 hrs Max.Velocity=9.98 fps, Min.Travel Time=1.0 min Avg.Velocity=9.98 fps, Avg-Travel Time=1.0 min ' Peak Storage=1157 cf @ 0.40 hrs Average Depth at Peak Storage=O-W Bank-Full Depth-2.50' Flow Area 4.9 sf, Capacity=58.50 cfs 30.0- Round Pipe ' 0=0.012 Concretepipe,finished Lenglh=570.0' Slope=0.0173'r inlet Invert=22.63', Outlet Invert-12J5' ' Summary for Reach 52R:(new Reach) Inflow = 15-00 cfs @ 0.00 hrs, Volume= 89269 af, Ind.15.00 ds Base Flow 1 Outflow = 15.00 cfs @ 0.40 hrs, Volume= 89249 af, Atten=0%, Lag=24.0 min ' Routing by DynSW4nd method,Time Span=0.00-72.D0 hrs,d1=0.01 hrs Max.Velocity=9.98 fps, Min.Travel Time=1.0 min Avg.Velocity=9-98 fps, Avg.Travel Time=1.0 min ' Peak Storage=857 of @ 0.40 hrs Average Depth at Peak Storage=0.86' Bank-Full Depth=2.50' Flow Area=4.9 sL Capacity=58.50 cis ' 30.O" Round Pipe n=0.012 Concrete pipe,finished Length=570.0' Slope=0-01737 Inlet Invert-22.63, Outlet Invert=12-75! 2015,06.08 Pr Conditions Forest River Park(NAVD88) Type HJ 24-hr 2-year RainfaY=3.20" Prepared by(enter your company name here) Printed 611812015 '-oCADS 10.00-13 sin 01204 69 2014 HydroCAD Software Solutions LLC Page 10 ' t Summary for Reach 61R:Grass Channel Inflow Area 10.570 ac, 49,06%Impervious, Inflow Depth 1103.31` for 2-year event Inflow = 3830 cfs @ 12.11 hrs, Volume= 91.006 at Outflow = 37.36 cis @ 12.14 hrS, Volume= 90,916 at, Alien=3%, Lag=1.9 min Routrng by Dyn-Stor-Intl method,Time Span=0.0072.00 las,di=0.01 hrs ' Max.Velocity=321 fps, Min.Travel Time=3.1 min Avg.Velocity=2.32 fps, Avg.Travel Time=4.3 min Peak Storage=6,980 cf @ 12.14 hrs Average Depth at Peak Storage=0.65' ' Bank-Full Depth=12S Flow Area=24.7 sf, Capacity-116.65 cfs 16.00' x 125' deep channel, n=0.030 Earth,grassed 8 winding Side Slope Z-value=3.0 7 Top Width=23.50' Length=600..0' Slope=0.0087'r Inlet Invert=12,73, Outlet Invert=7.50' Y � `' -� ���-• .«-r__:_ � ate.::lair_ -� - `y" _ Summary for Reach 62R (new Reach) Inflow = 15.00 cfs @ 0.00 Ars, Volume= 89269 at, Ind.15.DO cis Base Flow Outflow = 15.00 cfs @ 0.40 hrs, Volume= 89.249 at, Atlen=0%, Lag=24.0 min Routing by Dyn-Stor4nd me0tod:,Time Span=0.W-72.00 hrs,dt=0.01 hrs ' Max.Velocity=9.98 fps, Min.Travel Time=U min Avg,Velocity=9.98 fps, Avg.Travel Time=1.0 min Peak Storage=857 cf @ 0.40 firs , Average Depth at Peak Storage=0.86 - - - Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=5850 cfs 30.0' Round Pipe, ' n=0.012 Concrete pipe,finished Length=570.0' Slope=0.0173'r Inlet Invert=22.63', Outlet Invert=12.75 _ q ,Summary for Pond 45P:Plunge Pool Inflow Area= 6.785 ac, 7235%Impervious, Inflow Depth A 6D.2g" for 2-year evert Inflow = 33.01 cfs @ 121Ohm, Volume= 90.632 at Outflow = 32.68 cfs @ 12.11 hrs, Volume= 90.563 at, Atten=1%, Lag=0.6 min Primary = 32.68 cfs @ 12..11 im, Volume= 90563 of Routing by Dym-Stw-Ind method,Time Span=0.0O72D0 hrs,dt=0.01 hrs , Peak Eiev=13.75'@ 12.12 him Surf.Area=0.050 ac Storage=01787 of Plug-Flow detention time=3.3 min calculated for 90.562 of(100%of inflow) Cenfer-of-Mass det time=1.6 min(2,141.3-2J39-6) Volume me Invert Avail Storage Storage Description ' #1 82S 0.088 of 12-50W x 15.00'LA 6.00'H Prismatoid Z=3.0 0.154 of Overall-0.065 of Embedded=0.088 at #2 825 0-026 of 1250'W x 15.001 x 4L WH Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0%Voids ' 0A14 of Total Available Storage Device- Routing invert Outlet Devices. 91 Primary 12.75' 16.0'long x 20'breadth Broad-tested Rectangular Wert - 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type U/24-hr 2-year Rainfafi=3.20' Prepared by(enter your company name here) Printed 611 812 01 5 Hyd,oCADS iO.00-13sh,0120402014HydmCADS-fiver S.I.b.mLLC Page 11 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1,60 1.80 200 250 3.00 3,50 Coef.(English) 2-54 2.61 2,61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlowMax=32.45cfs @12.ilbrsHW=13.74' TW=13.37' (DynamicTailwater) t-I=Broad-Crested Rectangular Weir (Weir Controls 32.45 cfs;@ 2.04 fps) Summary for Pond 47P:Existing Pond Inflow Area 23,476 ac, 39,38%Impervious, Inflow Depth 147,43' for 2-year event Inflow 59.82 cfs @! 12.12 hrs, Volume= 92.779 of Outflow = 41.47 cfs @ 12.28 hrs, Volume= 92246 of, Men=31%, Lag=9.3 min Prim" = 41.47 cfs @ 1228 hrs, Volume- 92.246 at Tertiary 0.00 cfs @ 0_0D hrs, Volume= 0.000 at Routing by Dyn-Stor4nd method,Time Span=0_00J2,00 firs,dt=0.01 hrs Peak Eley 8.44'@12,26hrs Surf.Arel,=-63,216sf Storage=50,1108cf Plug-Flow detention time=25.5 min calculated for 92.2,33 of(99%of inflow) Center-of-Mass det time=12.8 min(2123.9-2,111.1 ) Volume Invert Avail.Storaoe Storarje Description j-1 7S0' 699,180 of Custom Stage Data(irregular)Listed below(Ratak) Elevation Surf.Area Perim. lnc.Store CUM.Slore WelArea (feet) (sq-11 (feet) (cubic-feet) (cubic-fee§ (sq-ft) 7,50 44,376 1,000_0 0 0 44,376 8,73 69,812 1,491111 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 1273 244,136 2,670-0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7-50' 38_0"x48,0r`Horiz_OfificefCirate C=OMD Limited to weir flow at I"heads #2 Tertiary 8,86 250-Olong Sharp-Crested RectanguiarWeir OEnd Con"clion(s) Primary OutiFlow Max--41.47 ds @ 12.28 hrs I HW=8.44' TW=5.86 (DynarnicTaiWater) t­11=06ficelGrate (WeirContmis 41.47 cfs @ 3.16 fps) Tertiary OutFlow Max=0_00 cfs @ 0.00 hrs HW=T59 (Free Discharge) t-2=Sbarlo-Crested Rectangular Weir (Controls 0.00 ds) Summary for Pond 48P:2'x10'Culvert Inflow Area 23A76 ac, 39.38%impervious, Inflow Depth>47.15' for 2-year event Inflow 41 A7 cfs @ 1228 hrs. Volume- 92246 at Outflow = 41-47cfs @ 1228 hrs, Volume- 91246af, Atten=G%. Lag=0.0min Primary 41.47cfs @ 1228 hrs, Volume- 92246 at Routing by Dyn-Stor-Ind method,Time Span=0.00-72D0 hrs,dt--0.01 bra Peak Eley-&W @ 1228 hrs Device Routing Invert Outlet Devices #1 Primary 423' 120.0-W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.5DD Inlet I Outlet Invert--4.23!14.23! S--0.0000 If Cc=0_gD0 n=0.013 Concrete pipe,bends&ochnecfiorrs, Flow Area-MOD sf Primary Outflow Mar-41.47 cfs @ 12,28 Ivs HW---5-86' TW=3.40r 'Dynamic Tailwater) t-j=cuhert (Barrel Controls 41.47 cfs @ 3-40 fps) Summary for Pond 53P:Existing Pond Inflow Area= 23.476 ac, 39,38%Impervious, Inflow Depth>47.43" for 2-yeas event Inflow 59.82 cfs @ .12.12 hrs, Volume= 92,779 of Outflow 41.47cfs @ 1228 hrs, Volume= .92246 at, Allen=31%, Lag=9.3 min Primary 4147 cfs @ 1218 hrs, Volume= 92.246 of Tertiary 000 cfs @ 000 firs. Volume= 0,000 at Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dt-0.01 hrs Peak Eiev-8_4AV @ 1:228 hrs SurfAma=63,216 sf Storage=50,108ef Plug-Flow detention time-25.5 min calculated for 92.233 at(99%of inflow) Center-of-Mass det firne=12.8 min(2,123-9-2,111.1 Volume Invert Aajj.SmMqe storage Description 91 7S0' 699,180 ct Custom stage moi(imagular)Listed below(Recak,) LElevation Surf-Area Perim Iticstore CUM.Store WeILArea (feet) (sq-1,10 (feet) (cubic4eet) jcubiolleef) (sq-M 7.50 44,376 1,00M0 0 0 44,3N &73 69,812 1,498.0 69,637 69,637 1143,383 10.73 162,389 Z349-D 225,783 295,421 403,932 12.73 244,138 2,670-0 403,759 699.180 $32,237 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 2-year Rainfa#=3.20" Prepared by(enter your company name here) Printed 6/18/2015 , HydroCAD8 10.0043 On 01204- ®2014 HydmCAD Software Solutions LLC Page 12 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"z 48.0"Horiz OrificefGrate, C=0,6150 Limited to weir flow at low heads ' #2 Tertiary 8.86' 250W long Sharp-Crested Rectangular Weir O End Contraction(s) Primary OutFlow Max=41.47 cfs @ 1228 hrs HW=8.44' TW=5.86' (Dynamic Tailwater) 'L7=OnficelGrate (Weir Controls 41.47 cis @ 3.16 fps) ' Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.50' (Free Discharge) 't2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 54P:2'x10'Culvert ' Inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>47.15" for 2-year event Inflow = 41.47 cfs @ 1228 hrs, Volume= 92.246 of Outflow = 41.47 cfs @ 12.28 hrs, Volume= 92.246 of, Aden=0%, Lag=0.0 min Primary = 41.47 cfs @ 1228 hrs, Volume= 92246 at t Routing by Dyn-Stor-Ind method,Time Span=D.DD-72.00 hrs,dt=0.01 hrs Peak Elev-5.86'@ 12.28 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet I Outlet Imien=4.23'14.23' S=0.00007 Cc=0.900 n=0.013 Concrete pipe,bends&connections, Flow Area=20.00 sf Primary OutFlow Max--41-47 cfs @ 12.28 hrs HW=5.86' TW=5.40' (Dynamic Tailwzt er) L1--Culvert (Barrel Controls 41.47 cfs @ 3.40 fps) - - Summary for Pond.55P: Plunge Pool Inflow Area= 6.785 ac, 7235%Impervious, Inflow Depth A60.29" for 2-year event ' Inflow = 33-01 cfs @ 12.10 hrs, Volume= 90.632 of Outflow 32.68 cfs @ 12.11 hrs, Volume= 90.563 at. Aden=1%, Lag=0.6 min Primary = 32.68 cfs @ 12.11 hrs, Vplume= 90.563 of Routing by Dyn-Star-Intl method.,Time Span=0.00-72.00 bas,dt=0-01 Inns ' Peak Elev=13-76 @ 12.12 hrs SurtArea=0-050 ac Storage=0.087 of Plug-Flow detention time=3.3 min calculated for 90.562 of(100%of inflow) - Canter-of-Mass det.time=1.6 min(2,141.3-2,139.6) Volume Invert Avail-Storage, Storage Description - t #1 825' 0.688 of 12-SOW x 15.00%x 6.00'H Prismatoid Z=3.0 0.154 at Overall-0.065 at Embedded=0.088 of #2 829 OM45af 12.50Wx15.00'Lx4.00'HPrismatoid Z=3.0 Inside#1 - 0.065 at Overall x 40-D%Voids , 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0'long x 20'breadth Broad-Crested Rectangular Weir ' Head(feet) 020 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1-80 2.00 2.50 3.00 3.50 Coat.(English) 2.54 2.61 2.61 2.60 2.66 2.70 277 2.89 288 2.85 3.07 3.20 3.32 Primary OutI Matt--32,45 cfs @ 12.11 hrs HW=13.74' TW=13.37' (Dynamic Tallwater) t1=Broad-Crested Rectangular Weir (Weir Controls 32.45 cfs @ 2-04 fps) t Summary for Pond 63P:Existing Pond Inflow Area 23.476 ac, 39.38%Impervious, inflow Depth>47,43' for 2-year event 1 Inflow = 59.82 cfs @ 12.12 hrs, Volume= 92.779 at Outflow = 40.59 cfs @ 1229 hrs, Volume= 92225 af, Aden=32%., Lag=9.8 min. Primary = 40..59 cfs @ 1229 hrs, Volume= 92225 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-7200 hrs,dt=001 hrs ' Peak Eley 8,46'@ 12.291m; Surf.Area=63,817 sf Storage=51.847 ci Plug-Flow detention flme=26.4 min calculated for 92.212 of(99%of inflow) Center-of-Mass det.time=1.3.3 min(2,124.4-2,111.1) ' Volume Invert Avail.Storage Storage Description #1 7.50' 699,180 at Custam Stage Data(Irregular)Listed below(Recale) Elevation Surt.Area Perim. Inc.Store Cum.Store WelArea t (feet) (sg-it) (feet) (cubic-feetl ihwbiafeef) (sq-111) 7.50 44,376 1,000-0 - 0 - 0 44,376 8.73 -_--69.812 1,498.D 69,637 69.637 -_. - 143,383 .... _. . - .. .._. -__. .... .. . _ _ _. 10.73 162,389 2,349A 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 ' --- ---------- ---- ---- X 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type M724-hr 2.year Rainfa#=3.20" Prepared by{enter your company name here) Printed 611812015 HydroCADS 10 00-13 sin 01204 C 2014 HydroCAD Softwa Para 13 Device Routin2 Invert Outlet Devices #1 Primary .600 Limited to weir flowat low heads #2 Tertiary 8,86' 250.0-long Sharp-Crested Rectangular Weir OEnd Contraction(s) Primary Outflow Mau--40.59 ds Q 1229 hrs HW=8.46 TW=738' (Dynamic Tailwater) 't-1=Orificet(,rate (Weir Controls 40.59 cfs g 3.01 fps) Tertiary OuU`I-vv M8,-11.110 ds @ 0,00 firs IIW=7,50' 'Free Discharge) t-2=Sharp-Crested Rectangular Weir (Controls 0,00 cfs) Summary for Pond 64P: 2'x10'Culvert Inflow Area 23.476 ac, 39.3B%Impervious, Inflow Depth 147.14" for 2-yearevent Inflow 40.59 cfs @ 1229 hrs, Volume= 92,225 of Outflow 40.59 cfs @ 12.29 hrs, Volume= 92225 8f, Aflen=0%, Lag=0.0 min Primary = 4059 cfs @ 12.29 hrs, Volume= 92.225 of I Routing by Dyn-Ston-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs; Peak Elev=-7.78'g 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 0' RCP,square edge headwall, Ke=0.500 Inlet)Outlet Invert--423'14.23' S=O.DMO*r C,,-0.900 o=0,013 Concrete pipe,bends&connections, Flow Area=20.00 sf Primary OutFlow Man=40.59 cis 9 1229 hrs HW=7.78' TW--7.60' (Dynamic Tw1water) t--J=Cuj,,rt (Inlet Controls 40.59 cls @ 2,03 fps) Summary for Pond 66P:Plunge Pool Inn"Area 6.785 ac. 72.351Y.Impervious, Inn"Depth A 6029' for 2-year event Inflow = 33.01 ds @ 12.10 firs, Volume= 90.632 of Outflow 3268 cis @ 1111 hrs, Volume= 90.553 at, Aften=1%, Lag=0.6 min Primary 32.68 cfs @ 12.11 furs. Volume= 90.563 at Routing by Dyn-Stor-Ind method,Time Span=0.00-72-00 hrs,dt-0.01 hrs Peak tdev=13-75'@ 1212 hrs Surf.Ama=0.050 ac Storage=0.087 at Plug-Flow detention time--33 min calculated for90.562 of(100%of inflow) Center-,f-mass dei tune=1.6 min(2,141-3-2,139-6) Volume Invert Avail.Storage Stora a Description #1 826 0.088 of 12-50W x 15.00'L x 6,00rH Prismatoid Z=3.0 0.154 al'Overall-0,065 at Embedded=0,098 of #2 825, 0.026 of 125OW x 15.001 x 4.WH Prismtold Z=3.0 Inside#1 0.065 at Overall x 40.0%Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 1276 16.0'tong x 20 breadth lgad-Crested Rectangular Weir Head(feel) 020 0.40 0.60 0,80 1.00 120 1.40 1.60 1-80 2.00 2.50 3.00 3.50 Coef.(English) 2.54 2.61 2.61 2.60 2.66 270 2.77 2.89 2-98 285 3.07 320 3-32 Primary OutRaw Max=32.45ds@1211hrs HW=13.74' TW=13.3T (DynarnicTailmter) 't-11=13road-Crested Rectangutar Weir (Weir Controls 32.45 ds @ 2.04 fps) Summary for Pond 106P: Rain Garden Inflow Area 1.124 ac, 17.54%Imper vious, Inflow Depth= 1.47- for 2-yeareverl, Inflow = 1.40 cfs @ 12.23 Ins, Volume= 0.138 at Outflow = 0.19 cls @ 1331 furs, Volume= 0.138 at, Attem:87Y., Lag=65.0 min Primary = OAS cfs @ 13.31 hrs, Volume= 0.138 at Routing by Dyn-Stor-Ind method,Time Span=0-00-7200 Ins,dt--0.01 hrs Peak Eiew 13.3T @ 13,31 hrs SurfArea=3,356 sf Storage=2,490 d Piug-Flow detention fime=-(not calculated:outflow precedes inflow) Center-of-Mass del.time=198-3 min(1,D47.5-8492) Volume Invert Avail.StOM2e, Stomoe Description #1 9-W 1,872cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13-00, 1 Custom Stage Data jPrismatic)Listed bel"(Recafc) 3,752 ef Total Available Storage Elevation Surf.Area Voids IM.Store Cum'store (feet) Iso-ft) (%) (qqb foetl (Mbic-feen 9.00 1,560 Do 0 0 13LCG I'SM W-0 1,972 1,872 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 1N 24-hr 2-year Rainfall=3.20" Prepared by{enter your company name here) Printed 611612015 ' Hydro ADE 10 00.13 s/o 01204 C 2014 HydmCAD Software Solutions LLC Page 14 Elevation Surf.Area Inc.store Cum.Store (feet) (sq-ft) (wbic-feet) (cubic feet) 13.00 1,560 0 0 ' 14.00 2,200 1,680 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 ' _ Inlet I Outlet fnved=833'17.73' S=0.0200? Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.50' 12.0"Hom.OrificelGrate C=0,600 Limited Io weir clow at low heads #3 Device 1 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13,75' 10.0'long x 5.0'breadth Broad-Crested Rectangular Weir Head(feel) 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Cool.(English) 2.34 2.50 2.70 2.66 2.68 2.66 2.65 2.65 2.65 2.65 267 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.19 cfs @13.31 hrs HW=13.3T TW=8.10' (Dynamic Tailwater) 1=0ulvert (Passes 0.19 cfs of 2.88 cfs potential flow) � iri 2=orcelGrate (Controls 0.00 cfs) ' 3=Exfilbation (Exnt nation Controls 0.19 cfs) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 109P:Rain Garden Inflow Area 1.124 ac, 1754%impervious, Inflow Depth= 1.47" for 2-year event ' Inflow = 1.40 ds @ 1223 hm, Volume= 0.138 of _ Outflow 0.19 cls @ 13.31 his, Volume= 0.138 at, Allen=87%, Lag=55.0 rtdn Primary = 0.19 cfs @ 13.31 his, Volume= 0.138 of Routing by Dyn-Ston-Ind method,Time Span=0.00-7200 hrs,dt=0.01 hrs ' Peak.E)ev-13.37'Q 13.31 his Surf.Area=3,356 sf Storage=2,490 ef Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=198.3 min(1,047.5-549.2) Volume Invert Avail-Storage, Storage Description. #1 9.00' 1,872 of Custom Stage Data(Prismatic)Listed below(Recalc) #2 13.00' 1.880 d Custom Stage Data(Prismatic)Listed below(Recalc) ' 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc-Store Cum-Store (feet) (sq-ft) M) (wbic-feet) (cubio-iee0 9.00 1,560 0.0 0 0 ' 13-DD 1,560 30.0 1,872 1,872 Elevation Surf.Area Inc.Store Cum.Stom (feet) (sq-ft) (cubic-feet) (cubic-feet)- 13.00 1,560 0 O ' 14.DD 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,pro)ecling,no headwall, Ke=0.900 , INetl Outlet Invert=8.33 17.73' S=0.02007 Cc=0.900 n=0.010 PVC,smooth inferior, Flow Area=0.35 sf #2 Device 1 13.50' 120"Horm OrificeiGrate C=0600 Limited to weir flow al low heads #3 Device 1 9.00' 2400 infhr Exfltration over Surface area _ #4 Primary 13.75' 10.P long x 5D'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.4D 0-60 0.80 1,00 120 1.40 1.60 1.80 2.D0 2.50 3.00 3.50 4.00 4.50 5A0 5.50 ' Cod.(English) 2.34 2.50 2.70 2,68 2.68 2.66 2.65 2_65 2,65 265 267 2.66 2.68 2.70 2.74 2.79 2.88 . Primary OutFlow Max=0.19 cis @ 13.31 hrs HW--13.3T TW=8.10' (Dynamnc Tailwater) �utvert (Passes 0.19 CIS of 288 cis potential flow) �2=Ori0celGrate (Controls 0.00 cls) ' 3=Exrritration (6d7hration Controls 0.19 ds) L-4-Broad-Crested Rectangular Weir (Controls 0.01)cfs) Summary for Pond 112P-Rain Garden ' Inflow Area 1.124 ac, 1754%impervious, Inflow Depth= 1.47" for 2-year event ' Inflow - 1.40 cls @ 1223 hrs, Volume= 0.138 of Outflow = 0.19 ds @ 13.31 his, Volume= 0.138 of, Atten=87%, Lag=65.0 min Primary = 0.19 cis @ 13.31 hm, Volume= 0.138 of ' Routing by Dyn-Stor-Intl method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Elev-13.3T @ 13.31 hrs Surf.kea=3,356 sf Storage 2,490 d Plug-Flow detention time=(not calculated:outflow precedes inflow) ' Center-of-Mass det.time=196.3 min(1,047.5-849-2) 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 111.24-hr 2-year RaintaP=3.20" Prepared by(enter your company name here) Printed 6/18/2015 H d CADS10 00-13 sinOI204 02014 HytlmCAD 5 iT Solutions LLC Pape 15 t Volume Invert A a I Storage Storage Description - #1 9.00' 1,872,f Custom Stage Data(Prismatic)Listed below(Recalc) #2 1300' 1 880 c( Custom Stag Data(Prismatic)Listed below(Recalc) 3,752 of Total Available Storage ' Elevation Surf.Area Voids Inc.Store Cum.Store (feet) ( g-h1 (%) (c tic-feei) (cubic-feet) 9.00 1,560 0,0 0 0 13.00 1,560 30.0 1,872 1,872 ' Elevation SurtArea Inc.Store Cum.Store (feet) (sq-ft) (cubio-feet) (cubic-feet) 13.00 1,560 0 0 14.OD 2.200 1,680 1,880 ' Device Roubnq Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 Intel 1 Outlet Invert=8,33'17.73' S=0,0200 T Cc=0.900 n=0-010 PVC,smooth interior, Flow Area 0.35 sf #2 Device 1 13.50' 12-0"Hod-Ori0ceiGrata C=11,600 Limited to weir flow ai low heads #3 Device 1 9.00' 2.400 infhr Exiitration over Surface area #4 Primary 13.75' 10-O'tong x5.0-breadth Broad-Crested Rectangutat-Weir Head(feet) 020 0.40 0.60 0.80 1.00 120 1.4D 1-60 1.80 2.00 2.50 3.00 380 4.00 480 5.00 5-50 Coef.(English) 2-34 2.50 270 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2-66 2.68 2.70 2.74 2.79 2.68 ' Primary OuWtow Max-0.19 cfs @ 13.31 hrs HW=13.3T TIN=8.12' (Dynamic Talwater) 1=CuiveR (Passes 0.19 cls of 2-88 chs potential flow) �2�celGrate (Commis 0.00 cfs) 3=Ez61tration (Extubation Controls 0.19 cfs) ' =Broad-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Link 49L:Tide Inflow Area= 23.476 ac, 39.38%.Impervious, Inflow Depth>47A V for 2-year event ' Inflow - 41.47 cfs @ 1228 hrs., Volume= 92246 of Primary 41.47 cfs @ 1228 his, Volume= 92246 at, Aden=0%, Lag--0.0 min Primary outflow=Inflow,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Fixed water surface Elevation=3.40' Summary for.Link 56L•Tide ' Inflow Area= 23.476 ac, 39.38%Impe"iGus, Inflow Depth>47.15" for 2-year event , Inflow 41-47 cfs @ 1228 his, Volume= 92246 of Primary 41.47 cfs @ 1228 hrs., Volume= 92,246 at, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-72.00 firs,dt=0-01 hrs Fixed water surface Elevation=5.40' Summary for Link 66L•Tide ' Inflow Area= 23.476 ac, 39.38%Impervious,_Inflow Depth>47.14" for 2-year even Inflow 40.59 cfs g 1229 hrs, Volume= 92,225 of Primary 40.59 cfs @ 1229 hrs, Volume= 92.225 at, Men 0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-72.00 firs,dt=0.01 hrs Faced water surface Elevation=7-60' i 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type ttt 24-hr 10-year Rainfall=4.50" ' Prepared by(enter your company name here) Punted 6/1812015 1-1ydroCAl3P1100O-13 .!.01204 G'22Di4HydmCADSoftvmm S.I.fi .LLC Page 16 Time span=0.00.72.00 hrs,dt=0.01 hrs,7201 points , Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchnnent47S:Sub-Watershed) Runoff/,..=295,5600 72.35%Impervious RunoBDepth=3.71" ' Flow Length=1,281' Tc=7.3 min CN=93 Runoff=26.70 cfs 2096 of Subcatchment 485:Sub-Watershed 2 Runoff Mes164,8a6 sf 7.32%Impervious Runoff Depfh=2-46" Tc=6.0 min CN=80 Runoff=10.93 cls 0 776 of Subcatchment 58S:Sub-Watershed) Runoff Area=295,5605f 7235%Impervious Runoff Depth=311 ' Flow Length=1,281' Tc-7.3 min CN=93 Runolf=26.70 cfs 2095 of Subcatchnnent 59S:Sub-Watershed2 Ru..ffAom=164,886.1 7.32%Impervious Runoft Depm-2.46" ' Tc=6.0 min CN=80 Rurwff=10.93 cis 0.776 of Subcatchment 1035:Sub-Watershed3 Runoff Area=513,196sf 32.78%Impervious RunoffDepth=291" Fiow Length=1,400' Tc=7.9 mm 01,1=85 Runo8=37 41 cis 2855 of Subcatchment 1045:Sub-Watershed 3 Runoff A ta=513.196 sf 3278%tmpervious Runoff Depth=2.91" ' Row Length=1,400 Te=7.9 nim CNS Runoff=37.41 cis 2.856 of Subcatchment l OGS:Rain Garden Run ff Area--48,952 sf 17,54%Impervious Runoff Depth=2.55" Flow length=375 Tc=16A min CN-81 Runt!=2.46 els 0.239 of ' Subcatchment 1105:Sub-Watershed 3 Runoff Mea--513,195 sf 32.78%Impervious Runoff Depth=2.91" Flow Length=1,400' To=75 mm CN=85 Runoff--37A1 cfs 2.856 of Subeatchment111S:Rain Garden Runoff Mea=48,952af 17.54%Impervious Runoff Depth=2.55" ow ' FlLength=375' Tc=16.4 min CN-91 Runof�246 ch 0.239 of Subcatchment 1155:Rain Garden RunoffAma=48,952sf 17.54%Impervious Runoff Depth=2.55" Flow Length=375 T�-16.4 min CN�l Runoff=246 cfs 0.239 of Subcatchment SWA:Sub-Watershed 1 RunoffArea=295.560 sf 72.35%Impervious Runoff DepHr=3.71` ' Flow Lenglh=1,281' T�-7.3 mat CN=93 Runoff-26.70 cfs 2096 of Subcatchment SW-2:.Sub-Watershed2 Runofffvea=164,886sf 7.32%Impmrvmus Runoff Depth=2.46' Tc=fi.0 mm CN=80 Runaff=10.93 afs 0.776 of ' Reach 17R:Grass Channel Avg.Flow Dept"- -7r Max Vel--3.56 fpsInfim=51,90 cis 92053 at n-0.030 Lx00d' S=0.0087'r C ally=116.65 cf-. Outffo,,50O9 cfs 91.964 of Reach SOR:Grass Channel Avg,Row Depth=07T Max Vel=3.56 fps Inflmw51.90 cfs 92.053 of ' n=0.030 LY00.0' SW.00877 Capaaly=116.65cfs Outflow-50A9cfs 91.964 at Reach 51 R:(new Reach) Avg.Flow Deplh=0.86' Max Vel=9.98 fps Inflow=15.00 ofs 89269 of 30.0` Round Pipe n=0.02 L=570.0' S=0.01737-Capaciy-56-60cls Ou1Bmv-15A0cfs 89249 of Reach 52R:(new Reach) Avg.Flow Depth=D.86' MaxVe".98 fps Inflaw=15.00 cfs 89.269 at ' 30:0' RoundPipe n=0.012 L=570.0' 5=0.0173'1 Capacity=58.50 cfs Outflva=15A0 cis 89.249 at Reach 61 R Grass Channel Avg.Flow Deptir-0.77' Max Vet=3.56 fps Inflow-51.90 cls 92053 at ' - n=0.03D L=600.0' S=0.0087'," Capadty=,118.65 cis Ou bw=50.09 cfs 91.964 of Reach 62R:(new Reach) Avg.Flow Depth=0.86' Max Vet=9.98 fps Inflo --15.00 cfs 09269 of 301" Round Pipe n-0O12 L=5700' 5-00173'( Capacity=58.50 cls OuBow=15AO cfs 89249 of Pond 45P:Plunge Pool Peak Elev=13.91' Storage=0.095 of Inf ow=�I.70 cfs 91.345 of ' - - Ouiffm�1124 cfs 91.277 at Pond 47P:Existing Pond Peak Elw=857* Storage=6S,787 of Inflow=87.12 cls 95059 of Primary=58.26 ofs 94.525 of Tertiary=D.00 cls 0.000 at Ouftw--5826 cis 94525 of ' Pond UP:7x10'Culvert Peak Eiev,622' Inilove 5826 cfs 94.525 of 120Off x 24.0" Box Culvert n--0.013 L=150.0 S=DO0DD't OufRow=5826 cis 94525 of Pond 53P:Existing Pond Peak E1ev=8.67'Smrage=65.787 of Inllow-87.12 cfs 95.059 of Primary-58.26 els 94.525 at Terfery=0.00 cfs 0.000 of Outflow-58.26 cis 94.525 of ' Pond 54P:7x10'Culvert Peak Elev=627 Inffo.=5826cfs 94.525 of 1200 x 240" Box Cullen n=0.013 L=150.0 S=D.D000 7 OutRmr-5826 is 94.525 at Pond SSP:Plunge Pool Peak Elev=13.91' Storage=0.096 of Inflow=41.70 c(s 91.345 of ' Outflow=-41.24 cis 91177 at Pond 63P:Existing Pond Peak Elev=.77 Storag.=69,937 of h ftD.=87.12 cls 95.059 at Plenary=5277 cis 94505 of Tertiary-0D0 cfs 044 of Oft.--52.77 ofs 94.505 at Pond 64P:2'x10'GuheK - - - - - - - - -- Peak FJev=750.tnflow=52.77 of. 94505 at 120.D'x24.D' Boz Culvert n-0.013 L=150.0 5--0.0000't Out6ow=52.77cfs 94.505 of 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 1024-hr 10-yearRainfaff=4.50" Prepared by(enter your company name here) Printed 611812015 Page 17 Hyd,,CADZ>I Pond 65P:Plunge Pool Peak Elev=l 3.91' Storage-0.096 of lnflo�-41.70 cfs 91,345 of O.tfi.v 4124 cfs 91.277 f Pond 106P:Rain Garden Peak Et.v=13.75' Storaqe=3,224 cf 46 crs 0239.f Odla,-1.49 c& 0239 at Peak E[av=13.75' St. .=3,224 cf Infle,2_46 cfs 0.239 of Pond 109P:Rain Garden 9 oudkn,-1.49 cfs 0239 at Pond 112P:Rain Garden Peak E1,1 3,75' Storage=3,224 ct lnflov.=2 46 cis 0 239 of OOo,-IA9 cfs 0.239 of hflo.=58.26 cfs 94,525 of Link 49L:Tide Primry-58.26 cfs 94.525 of lnfi�-58.26 d. 94.525 of Link 56L Tide Pfiniary-68,26 ds 54.525 at Infi.,-52.77 ds 94.505 of Link 66L ride Primry=52,77 cfs 94.505 of Total Runoff Area=70.427 ac Runoff Volum=17.903 of Average Runoff Depth=3.05- 60+6rAPervious=42.692ac 39.38%impervious=27.735ac 2015.06.08 Pr Conditions. Forest River Park(NAVD88) Type If/24-hr 9Q year Rainfafl=4.50" Prepared by(enter your company name here) Printed 611812015 ' HydroCAD®10.00.13 stn 01204 4:+2014 HydroCAD Sof,v.SOI.fi..LLC _ - Page 18 Summary for Subcatchment 47S:Sub-Watershed 1 Runoff 26.70 cfs @ 12.10 hrs, Volume= 2.096 af, Depth= 3,71" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00.72.00 hrs,dt=0.01 hrs Type III 24 hr 10-year Rainfall=4.50" Area(s0 CN Description ' 233,521 92 118 acre lots,65%imp,HSG D 62,039 98 Paved roads w'curbs 8 sewers,HSG D 295,560 93 Weighted Average 81,732 27.65%Pervious Area ' 213,828 72.35%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (Pott) (fusee) (cfs) 4,8 100 0,1200 0.35 Sheet Flow, ' Grass:Short n=0.150 P2=3.20' 0-4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7,0 fps 0,8 51D 0.2500 10-15 Shallow Concentrated Flow, Paved Kv=20.3fps , 1.3 591 02500 7-50 Shallow Concentrated Flow, Grassed Waferway. Kw 15.0 fps 73 1,281 Total - Summary for Subcatchment 48S:Sub-Watershed 2 ' Runoff = 10,93 cfs @ 12,09 hrs, Vofume= 0.776 at, Depth= 2.45" Runoff by PCS TR-20 method, UH=SCS,-Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Type 11124-hr 10-year Rainfall=4.50" Area{s0 CN Description 18,579 92 118 acre tots,65%imp,HSG D 62,665 77 Woods,Good,HSG D ' 83,642 80 s75%Grass Cover,Good,HSG D 164,886 80 Weighted Average 152,810, 92,68%Pervious Area 12,076 7,32%Impervious Area To Length Slope Velocity Capacity Description ' (min) ffeei) (NHt) (ffisee) fcfs) 6.0 Direct Entry, - Summary for Subcatchment 58S:Sub-Watershed 1 ' Runoff = 2610 cfs @ 12.10 hrs, Volume= 2.095 at, Depth= 3.71' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.0D-72.00 hrs,dt--0.01 hrs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 233,521 92 118 acre lots,65%imp,HSG D 62.,039 98 Paved roads Wourbs 8 sewers.HSG D ' 295,560 93 Weighted Average - -- ---- _ - 81,732 27.65%Pervious Area 213,628 72..35%Impervious Area To Length Slope Velocity Capacity Description ' (min) (feet) (Pof0 ffttsec) (ds) 4.8 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=3.20" 0.4 6o 0.2500 3.50 Shallow Concentrated Flow, ' Short Grass Pasture Kv=7-0 fps 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv-20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps ' 7.3 1,281 Tota) Summary for Subcatchmenf59S:Sub-Watershed 2 Runoff = 10-93 cis @. 12.09 hrs., Volume= 0.776 at, Depth= 2AS" Runoff by SCS TR-20 method. UH=SCS,Weighted-CN,Time Span=0.0042.00 hrs,dt=-Q01 hrs Type fit 24-W 10-year Rainfall=4S0" 2015-06.08 Pr Conditions Forest River Park(NAVID88) Type III 24-hr ID-year Rairdaff=450' Prepared by{enter your company name hem) Printed 611812015 fid r.CAD0 10,0o13 s/o 01204 02014 HydMCAD Soft...e Sluli.us LLC Pane 19 Areas CN Description 18,579 92 118 acre lots,65%imp,HSG D 62.665 77 Woods,Good,HSG D 83,642 80 175%Grass cover,Good,HSG D 164.886 80 Weighted Average 152,610 92.58%Pervious Area 12,076 7,32%Impervious Area Tc Length Slope Velocity capacity Description (min) (feet) (RI11) (ftfsed) pets) Direct Entry, Summary for Subcatchment 1635:Sub-Watershed 3 Runoff = 37-41 cfs 9 12.11 hm, Volume= 2.856 af, Depth= 2.91' Runoff by SCS TR-20 method.UH=SCS,Weighted-CN,Time Span=0-110-72.00 Irrs,dt=0.01 firs Type III 24-hr 10-year Rainfall=-4.50" Area - CN Description 185,534 77 Woods,Good,H51,i U 104,7116 80 >75%Granis cover,Good,HSG 11 66,572 98 Paved parking,HSG 0 I56'384 82 I 116 acne lots.65%injR.HSG D 513,196 85 Weighted Average 34.4,974 6722%Pervious Area 1611,222 32,711%Impervious Area Tc: Length Slope VeIOCRY Capacity Description min. feet.(feet) (ftlff) 0I fcfs) 2.3 100 0.7500 0.72 Sheet l"Im, . Grass:Short n--0.150 P2--3,20" 2-3 600 0,7500 4,33 Shallow Concentrated Fl", Woodland Kv=-5-0 fps 3.3 700 02500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7-0fps 7.9 1,409 Total Summary for Subcatchment 104S:Sub-Watershed 3 Runoff = 37,41 cfs @ 12.11 hrs. Volume= 2.856 at, Depth= 2.91' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.011-72.00 fire,dt=0.01 hire Type III 24-hr 10-year Rainfall=4.50' Area(at) CN Description 185,534 77 Woods,Good.HSG u 104,705 80 >75%Gress cover,Good,HSG D 56.572 98 Paved parking,HSG D 156_3B4 92 118 am lots6 513,196 85 Weighted Average 344,974 67.22%Pervious Area 168,222 32-78%Impervious Area TC Length Slope Velocity Capacity Description (tirrin) ifeet III fvsec 1cfs 2-3 100 0.7500 0L72 Sheet Flow, Grass:ShOrl n-0.150 P2=320' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv--5,0 fps 3.3 70D 02500 3,50 Shalltv,Concentrated Flow, ShortGrass Pasture Kv-7.Ojps 7.9 1,4133 Total Summary for Subcatchment 1065:Rain Garden Runoff 2.46 cis 0 1223 his, Volume= 0,239 at, Depth= 2.55" Runoff by SCS TR-211 method,UH=SCS,Weighted-CN,Time Span=11,11D.72- firs,dt=0.01 Inns, Type III 24-hr 10-year Rainfafl=4,50' Area 150 CN Des 017110n 8,586 98 Paved Wking,HSG D 40,366 77 Woods Good. HSG D 48,952 81 Weighted Average 40,366 6246%Pervious Area 8,586 17.54%Impervious Area 2015.06.08 Or Conditions Forest River Park(NAVD88) Type III 24-hr 10-year Rainfall=4.50" Prepared by{enter your company name here) Printed 6118/2015 ' HydroCADS 10.00-13 s!n 01204 ®2014 HydmCAD Software Solutions LLC Pane 20 Tc Length Slope Velocity Capacity Description (min) (feet) (futt) (fvsec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow,Sheet.Flow , Woods:Light underbrush n=0.400 P2=3.20" 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=70 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps , 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Shod Grass Pasture Kv=7.0 fps 18.4 375 Total Summary for Subcatchment 11 OS:Sub-Watershed 3 ' Runoff = 37.41 cis @ 12.11 firs, Volume= 2.856 at, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-72.00 firs,dt=0.01 firs ' Type Ifl 24-hr 10-year Rainfall=4.50" Area(sf) CN Description 185,534 77 Woods,Good,NSG D 104,706 80 >75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG D 156,384 92 118 acre lots,65%imp HSG D 513,196 85 Weighted Average 344,974 67.22%Pervious Area 168,222 32..78%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftf t) (fttsec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass:Short n=0.150 P2=320" 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv=5.0 fps 3.3 700 02500 3.50 Shallow Concentrated Flow, ShortGrass Pasture Kv=7.O fps ' 7.9 7,400 Tota! Summary for Subcatchment 111S:Rain Garden Runoff = 2.46 cfs @ 1223 firs, Volume 0,239 at, Depth= 2.55' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span 0.00-72.00 hrs,tit=0.01 firs Type III 24-hr 10-year Rainfall=4.50" Area(sf) CN Description ' 8,586 98 Paved parking,HSG D 40,366 77 Woods,Good,HSG D 48,952 81 Weighted Average 40,366 82.46%Pervious Area 8,585 17.54%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (@fft) (fused (cfs) 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow ' .. ._ Woods:tight underbrush n=0.400 P2=320' -- - - - - -- - - - 2.9 175 0.0200 099 - Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv-202 fps ' 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kw 7.0 fps 16.4 375 Total Summary for Subcatchment 1155:)lain Garden ' Runoff = 2.46 cfs @ 1223 hrs, Volume= 0.239 at, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=O.DD-72.00 firs,dt=0.01 firs ' Type It)24-hr 10-year Rainfall=4.5W Area(sf) CN Description 8,586 98 Paved parking,HSG D 40,366 77 Woods.,Good,HSG D t 48,952 81 Weighted Average 4D,368 82.46%Pervious Area - - 8,586 17.54%Impervious Area ' 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 10 year Rainfall=4-50" Prepared by(enter your company name here) Printed 611 812 01 5 H di CADO t 0 00-13 sln 01204 C20I4HydroCADSo%vareSoIAonsLLC Pape 21 ' Te Length Slope Velocity Capacity Description (min) (feet) (f fft) (ftfsec) (cf ) 12.3 50 0.0200 0,07 Sheet Flow,Sheet Flow Woods:Lightunderbrush n=0.400 P2=3.20" t 2.9 175 0,0200 0,99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF ' Short Gras Pasture Kv=7.0 fps - 16A 375 Total Summary for Subcatchment SWA:Sub-Watershed 1 ' Runoff = 25.70 ON @ 12.10 hrs, Volume= 2096 af, Depth= 3.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0,00-72.00 hrs,dt=0.01 hrs Type ill 24-hr 10-year Rainfall=4:50" ' Aoea JsD CN Description 233,521 92 118 acre lots,65%imp,HSG D 62,039 98 Paved roads wlcurbs 8 sewers.HSG D 295,560 93 Weighted Average ' 81,732 27,65%Pervious Area 213,828 72.35%Impervious Area Tc Length Slope Velocity Capacity Description min feet (fi8) Ift/sec Cls 4.8 100 0,1200 0.35 Sheet Flow, Grass:Short. n=0.150 P2=320" 0.4 80 02500 3,50 Shallow Concentrated Flow, Short Grass Pasture Kv-7,0 fps 0.8 510 0-2500 10.15 Shallow Concentrated Flow, ' Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Flow, Grassed Water" Kv=15.0 fps 7.3 1,281 Total Summary for Subratchment SW-2:Sub-Watershed 2 ' Runoff - 10,93 cfs @ 12.09 his, Volume= 0.776 at, Depth= 2.46' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.72.00 hrs,dt=0.01 hrs Type III 24-hr 10-year Rainfall-4.50" Areas GN Descd tan 18579 92 118 acre lots,65%imp,HSG D 62,665 T7 Woods,Good,HSG D ' 83,642 80 >75%Grass cover,Good,HSG D ` 164,886 80 Weighted.Average 152,810 9268%Pervious Area ' 12,076 7,3211 impervious Area Te length Slope Velocity Capacity Description min feet ft!ft ftfsec refs)- 6.0 Direct Entry, ' Summary for Reach 17R:Grass Channel Inflow Area= 10.570ac, 49,06%impervious, Inflow Depth M04.50" for 10-yearevent . Inflow = 51.90 efs @ 12.10 hrs, Volume= 92.053 of ' Outflow = 50.09 cfs @ 12.13 hrs, Volume= 91.964 af, Aaen=3%, Lag=1.8 min Routing by Dyn-Stor-Ind method,Time Span=0.00-72.DD hrs,dt=0.01 hrs Max.Velocity=3.56 fps, Nin.Travel Time=28 min Avg,Velocity=2.33 fps, Avg.Travel Time=4.3 min ' Peak Storage=8,447 of @ 12.13 hrs Average Depth of Peak Storage=07T Bank-Full Depth=1.25' Flow Areas 24.7 St. Capacity-116.65 cis ' 16.00' x 1.25 deep channel, m 0,036 Earth,grassed 8 winding Side Slope Z-value=3.0 7 Top Width=23.50' Length=600.0 Slope=0.0087'1 Inlet Invert=12.73', outlet Overt=7-50' 1 2015,06.05 Pr Conditions Forest River Park(NAVD88) Type H124-hr 10 year Rainfall=4.50" ' Prepared by{enter your company name here) Printed 611812015 H dr0CADS 10.00-13 s/n 01204 ®2014 H dmCAD S0ftkare So1uti r LLC Page 22 Y Y 0 1 - ..����� Summary for Reach SOR:Grass Channel Inflow Area= 10.570 ac, 49.06%Impervious, Inflow Depth X104,50" for 10-year event ' Inflow = 51,90 cis @@. 12.10 hrs, Volume= 92.053 of Ouiflow = 50.09 cis @ 12.13 his, Volume= 91.964 at, After=3%, Lag=1.8 min Routing by Dyn-Stor-Ind method,Tune Span=0.0042.0[1 hrs,cit=0,01 hrs ' Max.Velocity=3-56 fps, Min.Travel Time=2.8 min Avg.Velocity=2.33 fps, Avg.Travel Time=4.3 min Peak Storage=8,447 of @ 12.13 hrs Average Depth at Peak Storage:0.77 ' Bank-Full Depth=1.25' Flow Area=24.7 sf, Capacity=116.65 cfs 15.Ofr x 1.25' deep channel, n=0.030 Earth,grassed 8 winding Side Slope Z-value=3.07 Top Moth=2350' Length=600.0Slope=0.001577 ' Inlet Invert=12.734, Outlet.Invert=7.50' - AW e swarm .: Summary for Reach 51 R:(new Reach) t Inflow = 15.,00 cis @ 0.00 hrs, Volume= 89269 at, Incl-15.00 cfs Base Flow Outflow = 15.00 cis @ 0.40 hrs, Volume= 89249 at, Allen=0%, Lag=24.0 min Routing by Dyn-Stor-Ind method,Time Span=O.OD-72A0 hrs,dt=0.01 hrs ' Max.Velock--9.98 fps, Min.Travel Time=1.0 min Avg.Velocity=9.98 fps, Arg.Travel Time=1.0 min Peak Storage=857 cf @ 0.40 hrs , Average Depth at Peak Storage=0.66' Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=56.50 cis 30.0" Round Pipe - n=0,012 Concrete pipe,finished ' Length=570.0' Slope=0.01737 Inlet Invert=22.53% Outlet'Invert-12.75' Summary for Reach 52k*(new Reach.) Inflow = 15.00 cis @ 0.00 his, Volume= 89.269 at, Ind.15.00 cfs Base Flow Outflow = 15.00 cfs @ 0.40 hrs, Volume= 89249 af, Attert=0%, tag=24.0 min t Routing by Dyn-Stow-Ind method,Time Span=0.00-72.DO hrs,di=0.01 hrs Max.Velocity=9.98 fps, Min.Travel Time=1.0 min Avg,Velocity=9.98 fps, Avg,Travel Imre=1.0 min Peak Storage=857 ef @ 0.40 hrs Average Depth at Peak Storage=0.86' - Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=5850 cis 30-0' Round Pipe n=0.012 Concrete pipe,finished , Len =570-0' Si =0.0173'r 9th ope Inlet Irrvert=2253', Outlet Imren=72.75' III 24-hr 10year Rainfa)1=4 50' 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type Printed 6118/.2015 Prepared by(enter your company name here) 23 HydroCADS V),00-13 sMO1204 02014 HydroCAD Software SDIU60M LLC Summary for Reach 61 R:Grass Channel Inflow Area= 10,570 ac, 49,06%Impervious, Inflow Depth 1104.50' for 10-year event Inflow = 51.90 CIS Q 12.10 hrs, Volume= 92,053 of Outflow = 50,09 cfs @ 12-13 hrs, Volume= 91,964 at, Allen=W., Lag=1.8 min Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dt--0.01 hrs Max.Velocity-3.56 fps. Min,Travel Time=2.8 min Avg-Velauty=2,33 fps, Avg.Travel Time=4.3 min Peak.Storage=8,447 d @ 12.13 hrs Average Depth at Peak storage=O.TT Bank-Full Depth=1.25' Flow Area=24.7 si, capacity-116.65 cfs 16=' x 125' deep channel, n-0.030 Earth,grassed&winding Side Slope Z-value=3.07 Top Width=23.50' Length=600-C Slope=0-0087 T inlet Invert=1273', outlet Invert=7.50' Summary for Reach 62R.(nevi Reach) Inflow 15.00 ds @ 0.00 hrs, Volume- 89,269 af, Ind-15.00 cfa Base F)" Outflow 15.00 ets@ 0.40 hrs, Volume= 69249 at, Allen=T16, Lag=24,0 min Routing by Dyn-Stor4nd method,Time Span=O.OD-72,00 hrs,dt--0.01 hrs Max.Velocity--9-98 fps, Min,Travel Time=10 min Avg-Velocity=9-98 fps, Avg-Travel Time,1.0 min Peak Storage=857 cf Q 0-40 hrs Average Depth at Peak Storage=OBU Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=58.50 CIS 30.0' Round Pipe n=0.012 Concrete Pipe.finished Length=570.0' Slope=0.0173'r inlet Invert--22.63', Outlet Invert=12.76 Summary for Pond 45P:Plunge POOt Inflow Area= 6.785 at, 72.35%impervious, Inflow Depth A61.55" for 10-year event Inflow 41.70 cis @ 12,10 hrs. Volume- 91,345 at Outflow = 41.24 cfs @ 12.11 hrs, Volume= 91277 af, Allen=1%, Lag=0.6 min Primary = 41.24 ds;@ 12.11 hrs, Volume- 91277 of Routing by Dyn-Stor4nd method,Time Span=0.00-72,00 hrs,dt=O.Dl hrs Peak Elev=-13.91'@ 12-12 his Surf-Area=0.052 ac, Storage,0-096 at Plug-Row detention fire=3.3 min calculated for 91276 at(100%of inflow) Center-of-Mass det lime=1.6 min(2,130.5-2,128-9) Volume Invert Avail.StonagO StOM92 Desai ption id Z--3.0 91 826 0.088 of JZ.50 W x 15.00'L x 6.WH Pris=tO 0.154 at Overall-0.065 at Embedded=0.088 of 1,2 825, 0,026 at 125a x 15.001 x 4.WH Pritoid Z=3,0 Inside#1 0.065afOverall x4D.0%Voids 0-114 at Total Available Storage Device Routing Invert OuBet Devices #1 primary 1275 lb.a" x 20'breadth IgroadZrested Rectangular Weir 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 0124-hr I0-year Rainfa0=4.S0" Prepared by(enter your company name here) - Printed 6/1812015 , Hydro CADS 10.01113 sin 01204 Qc2014 HydroCAD Soffivare Solutions LLC Page 24 Head(feet) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coal.(English) 2.54 2.61 2.61 2.50 2.56 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=40.91 cfs @ 12.11 hrs HW=13.91' TW=13.49' (Dynamic Tailwater) ' 't­1=Broad-Crested Rectangular Weir (Weir Controls 40.91 cfs(0 220 fps) Summary for Pond 47P:Existing Pond Inflow Area 23.476 ac, 39.33%Impervious, Inflow Depth,48.59" for 10-yearevent ' Inflow - 87.12 cfs @ 12.12 hrs, Volume= 95.059 of Outflow = 58.26 cfs @ 12.26 hrs, Volume= 94.525 af, Aflen=331%, Lag=8.6 min Primary = 58.26 cfs @ 12.26 hrs, Volume= 94.525 of ' Tertiary = 0.00 cis @ 0,00 hrs, Volume= 0.000 of Routing by Dyn-Ston-nd method,Time Span=0.00-7200 hrs,df-0.01 hrs Peak Elev=8,67'@ 12.26 hrs Surf.Area=68,537 sf Storage=55,787 cf Plug-Flow detention time=25.3 min calculated for 94.512 at(99%of inflow) ' Centerof-Mass det,time=12.7 min(2,0921-2,079.5) Volume Invert Aval.Stomde Storage Description #1 7.50' - 599,180 of Custom Stage Data(Irregular)Listed below(Recalc) ' Elevation Surf-Area Perim. Inc Store Cum.Slore Wet.Area (feet) (sq-fl) (reef) (cubic-feet) _ (cubio€eet) (sq-fl) 7.50 44,375 1,000.0 - 0 - 0 -' 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 ' 10.73 1.162,389 2,349.0__,w___225,783. . _ _295,421 403,932,_ 12.73 244,138 2,670.0 403,759 599,381). 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"x 48.0"Hors.OnficefGrate C=0.600 Limited to weir flow at low heads ' #2 Tertiary 8.85' 250.0'long Sharp-Crested Rectangular Weir 0 End Contractions) PrimaryOutflow Max=5825 cfs@ 12.26 hrs HW=8.67 TW=6.22' (Oynamit Tapwater) t-1=Ori6cefGrate (Weir Controls 58.25 cfs @ 3.54 fps) ' Tertiary OutFlow Max=1,00 cfs @ 0.00 hrs H W=7.60' (Free Discharge) L2=Sharp-Crested Rectangular Weir (Controls 0.00 cis) Summary for Pond 48P:2'x10'Culvert. Inflow Area= 23.476 at. 39.38%Impervious, Inflow Depth>48.32" for 10-year event Inflow 58.26 cfs @ 12.26 hrs, Volume= 94.525 of Outflow = 56.26 cfs @ 12.26 hrs, Volume- 94.525 at, Aften=0%, Lag=0.0 min. Primary 5826 cfs @ 12.26 hrs, Volume= 94525 at ' Routing by Dyn-Stor-Ind method,Time Span=OAO-72.1)0 hrs,dt=0.01 hrs Peak Eley-6.27 @ 1226 hrs Device Routing invert Outlet Devices ' #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet I Outlet I"ert 423'14.23' S=O.00OO 7 CF 0.900 n=0,013 Concrete pipe,bends 8 connections, Flow Area=20.00 sf Primary Oufflow Max=58.25 cfs @ 1226 hrs HW--5522' TW=-3.40' (Dynamic Talwater) t-ixulvert (Barrel Controls 5825 cfs @ 3.90 fps) Summary for Pond 53P:Existing Pond _ inflow Area 23.476ac, 39.38%Impervious, Inflow Depth,4839' for 10-yearevent ' Inflow = 87.12 cfs @ 12.12 hrs, Volume= 95.059 of Outflow = 5826 cfs @ 1226 hrs, Volume= 94.525 at, Aften=33%, Lag=8.6 m'rn Primary = 5826 cfs @ 1226 hrs, Volume= 94,525 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Peak Elev=8.67 @ 12.26 hrs SurfAr sa=68,537 sf Storage=65,787 cf Plug-Flow detention time=25.3 min calculated for 94.512 of(99%of inflow) Center-of-Mass det time=127 min(2,092.1-2,079.5) ' Volume Invert Avail.Slorage Storage Description #1 7.50' 699,180 of Custom Stage Data(Irregular)Listed below(Recalc) Elevation SurfArea Perim. Inc.Store Cum-Store Wet.Axea (feet) (sq-f0 (feet) (Cubic-feet) (cubfwfeet) sq-8) t 7.50 44,376 1,000.0 0 0 _ 44,375___ 8.73 69,812 1,49a.D 69,637 69,637 143,383 - - - 10.73 1623a9 2,349.D 225,783 295,421 403,932 ' 12.73 244,138 2,670.0 403,759 699,1:80 532,237 '2015.05.08 Pr Conditions Forest River Park(NAVD88) Type Ill 24-hr 10-year Rainf69=4.50" Prepared by(enter your company name here) Printed 611 812 01 5 HydroCADSIO.MI3 s/ 01204 ®2014 HydrvCAD S ftv Sd-fi LLC Pace 25 ' Device Routing invert Outlet Devices #1 Primary 7,50' 36.W x 48.0"Horii Or ficelGrate C=0.600 Limited to weir flow at low heads #2 Tertiary - 8.86' 250.0'long Sharp-Crested Rectangular Weir 0 End Contractions) Primary OutFlow Max=58.25 cis @12.26 hrs HW=8.6T TW=6.22' (Dynamic Tailwater) t1=OrificetGrate (Weir Controls 58.25 ds @ 3.54 fps) Tertiary OutFlow M3x=0.00 cis @ 0.00 hrs HW=7.50' (Free Discharge) ' 'L2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 54P:2'x10'Culvert inflow Area 23.476 ac, 39.38%impervious, Inflow Depth,48.32" for 10-year event ' Inflow = 58.26 ds @ 1226 hrs, Volume= 94.525 of Outflow _ 58.26 cis @ 1226 hrs, Volume= 94525 af, Aden=0%, lag=0.0 min Primary 58.26 cfs @ 1226 hrs, Volume= 94.525 at Routing by Dyn-Star-Intl method.,Time Span=0.00-72.00 hrs,dt--0.01 hrs ' Peak Eley 6-22'@ 12.26 hrs Device Routing Invert. Outlet.Devices #1 Primary UT 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet t Outlet Invert=423'i L23' S=0.0000'1 Cc=0.900 n=0.013 Concrete pipe,bends&connections, Flow Area=20.00 sf ' Primary OutFlow Max=58.25 ds @ 12.26 hrs H W=622' TW=5.40' (Dynamic Tailwater) L1=Cuivert (Barrel Controls 5825 cis @ 3.90 fps) - Summary for Pond 55P:Plunge Pool Inflow Area= 6.785ac, 7235%Impervious, inflow Depth A61.55" for 10-yearevent Inflow = 41.70 ds @ 12.10 hrs., Volume 91.345 of Outflow 4124 cfs @ 12.11 hrs, Volume= 91277 at, Allen=1%, Lag=0.6 min ' Primary = 41.24 ds @ 12.11 hrs, Volume= 91277 of Rotting by Dyn-Stor-ind method,Time Span=0.00.72.00 hrs,dt-0.01 hrs Peak Elev=13.91'@ 12.12 hrs Surf.Area=0.052 ac Storage=0.096 of ' Plug-Fk w detention fime=3.3 min calculated for 91.276 at(100%of inflow) Center-of-Mass del ume=1.6 min(2,130.5-2,128-9) Volume Invert Avail.Stora a Storage Description #1. 825' 0.068 of 12.50Yd x 15.001 x 6.00-H Prismatoid Z=3.0 0.154 of Overall-0.16.5 of Embedded=0.088 of 92 825' 0,026 of 125(1 W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0%Voids 0.114 at Total Available Storage ' Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0'long x 2.0'breadth Broad-Crested Rectangutar Weir Head(feet) 020 0.40 0.60 0.00 1.00 120 1.40 1.60 1,60 2.00 2.50 3.00 3.50 . Coet.(English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 285 3.07 320 332 ' PrimaryOutFlow Max=40.91 oft @ 12.11 hrs HW=13.91' TW=13.49' (Dynamic Tailwater) 'L7=BroadCrested Rectangular Weir (Weir Controls 40.91 cfs @ 220 fps) Summary for Pond 63P:Existing Pond Inflow Area 23.476 ac, 39.38%Impervious, Irrtlow Depth>48,59" for 10-yearevent. Inflow = 87.12 cfs @ 12.12 hrs, Volume= 95.059 at Outflow = 52.77 cis,@ 12.30 has, Volume= 94.505 at, Allen=39%, Lag=10g min ' Primary 52.77 ds @ 12.30 hrs, Volume= 94.50521 Tertiary 0.00 cfs @ 0.00 hrs, Volume= 0.000 at Routing by DynStor-Ind method,Time Span=0.00.72.00 hrs,dt=0.01 hn Peak Elev--8.73'@ 1231 hrs Surf.Area=69,969 sf Storage=69,937 d ' Plug-Flow detention time=26.3 min calculated for 94.505 of(99%of inflow) Center-of-Mass del time=132 min(2,092-7-2,079.5) Volume Invert Avail Storage Storage Description - #1 7S0' 699,180 cf Custom Stage Data(Irregular)Listed below(Recalc) Elevation Surf-Am Perim. Inc.Store Cum-Store Wet.Area (feet) fsti-t0 (feeti Icubic-feet) fcub-o-fee0 (sq-f0 ' 7.50 44,376 1.,000.0 0 0 44,376 8.73 69,812 1,498.0 69,637 69,537 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138 2,670-0 403,759 694,180 532,237 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 10-year RairW=4.50" Prepared by{enter your company name here) - Printed 611812015 Hyd CADS I D 00-13 sInGM4 9 2014 HydmCAD Software Solutions LLC Paoe 26 Device Routing Invert Outlet Devices - #1 Primary 7,50' 36.0"x48.0"Horiz.0dficWGrate C=0.600 Limited to weir Flow at low heads - #2 Tertiary 8.86' 250.0'long Sharp-Crested Rectangular Weir 0 End Contraction(s) primary OutFlow Max-52.77 cfs @ 12.30 hrs HW=8-73' TW=7.96' (Dynamic Tailwater) I ' =-Orifice/Grste (Office Controls 52.77 cfs @ 4.40 fps) Ierbary Outflow Max=0.00 cfs @ 0.00 his HW=7.50' (Free Discharge) L2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 54P:2'x10'Culvert Inflow Area= 23.476 ac, 39-38%impervious, Inflow Depth>48.31" for 10-year event Inflow = 52.77 cfs @ 1230 hrs, Volume= 94.505 of Outflow = 52.77 cfs @ 12:30 hrs, Volume= 94.505 at, Alien=0%, Lag=0.0 min Primary = 52.77 cfs @ 12.30 hrs, Volume= 94.505 of Routing by DynSior-Ind method,Time Span=0.00-72.00 hrs,of=0.01 his Peak Elev=7.90'@ 12.30 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet]Outlet Invert=423714.23' S=0.00007 Cc=0.900 n=0.013 Concrete pipe,bends 8 connections, Flow Area=20.00 sf Primary OutFlow Max=52.77 cfs @ 1230 hrs HVV=7.90' TW=7.60' (Dynamic Tailwater) tlxulvert (Inlet Controls 52.77 cfs @ 2..64 fps) Summary for Pond 65P:Plunge Pool Inflow Area 6.785 at, 72.35%Impervious, Inflow Depth,i61.55" for 10-yearevem Inflow - 41.70 cfs @ 12.10 hrs, Volume= 91.345 of - - Outflow = 41.24 cfs @ 1211 hrs, Volume= 91277 at, After=1%, Lag=(.6 min Primary = 41.24 cfs @ 12.11 hrs, Volume= 91.277 of Routing by Dyn-Stor-lnd method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Eley=13.91'@ 12.12 hrs Surf.Area=0.052 ac Storage=0.096 of Plug-Flow detention fime=3.3 min calculated for91.276 of(100%of inflow) Center-of-Mass del time=1.6 min(2,1395-2,128.9) Volume Invert Avail Storage Storage Description 91 825' 0,088 at 1250'W x 15.OtrL x 6.00'H Prism toid Z=3.0 I 0.154 at Overall-0.065 at Embedded=0.088 at #2 825' 0.026 of 12.50'W x 15.001 x 4.00'H Prismetoid Z=3.0 Inside#1 - - 0.065 of Overall x 40.0%Voids 0114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 1275' 16.0'long x 2P breadth Broad-Crested Rectangular Weir Head(feel) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.D0 2.50 3.00 3.50 Coef.(English) 2.54 2,61 2.61 2.60 2.65 2.70 2.77 2.89 2.88 285 3.07 3.20 3.32 - Primary OutFlow Max=40.91 ch;@12.11 hrs HW=13.91' TW=13.49' (Dynamic Tailwater) t1=8road-Crested Rectangular Weir {Weir Controls 40.91 cfs @ 220 fps) Summary for Pond 106P:Rain Garden I Inflow Area 1.124ac, 17.54%impervious, Inflow Depth= 255 for 10-yewevent "- -- - --- __ Inflow = 2.46 cfs @ 12.23 hrs, Volume= 0239 at Outflow = 1.49 cfs @ 12.47 hrs, Volume= 0239 of. Allen=39%, Lag=14.4 min Primary = 1.49 cfs @ 1247 hrs, Volume= 0.239 of ' Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak.Eley 13.75'@ 12.47 hrs Surf-Area=3,601 sf Storage=3,224 of Plug-Flow detention fime=(not calculated:outflow precedes inflow) Centerof-Mass det.time=159..3 min(992.5-8332) Volume Invert Avail.Storaoe Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13.DP 1 880 cf Custom Stage Data(Prismatic)Listed below(Recalc) I 3,752 of Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Slore [feet) (soft) (%) (cubic-feet) (cubic-feel) I 9-00 - 1,550 0A 0 0 - 13.00 1,560 30.0 _ 1,872 _ - - 1.872 1 '2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 10-year Rarnfail=4.50" Prepared by(enter your company name here) Primed 611812015 15 P H d CAD510 00.13 J 01204 ®2014 Hyd fi CAD 5 Soluti LLC aqe 27 ' Elevation Surf.Area InaStore Cum.Sfore (feet) (sq-h) (cubic-feet) (cubio-feei) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 ' Derice Rqutin Invert Ou0e2 Devices #1 Primary 8.33' 8.0" Round Culvert L=30A' CMP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=8.33'1 T73' S=0,0200? Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.50' 12.0"Horm Orifice/Grate, C=0,600 Limited to weir flow at tow heads ' #3 Device 1 9,00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75 10.0'long x 5-0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.34 2.50 2.70 2.68 2..68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.68 Primary OutFlow Maz-1.49 cfs @ 12.47 hrs H W=13.75' TW=8.59' (Dynamic Tailwater) 1=Culvert (Passes 1.49 cfs of 2.99 cis potential flow} T-2-Orifice/Grate (Weir Controls 129 cfs @ 1.64 fps) 3=Exfiltration (Exfiltration Controls 0.20 cfs) ' =Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.07 fps) Summary for Pond 109P:Rain Garden Inflow Area 1.124ac, 17-54%Impervious, Inflow Depth= 255' for 10-yearevent ' Inflow 2.46 cfs @ 1223 hrs.,Volume= 0.239 of Outflow 1.49 cfs @ 1247 hrs, Volume= 0.239 at, Atten=39%, Lag=14.4 min Primary 1.49 cfs @ 12.47 hrs, Volume= 0239 of Routing by Dyn-Stor-Ind method,Time Span 0-00-72.00 hrs,dt=0.01 hrs ' Peak Elev=13.75'Q 12.47 hrs Surf.Ares=3,6D1 sf Storage=3,224 cf Rug-Flow detention sine=(not calculated:outflow precedes inflow) Center-of-Mass det.time=159.3 min(992.5-8332} ' Volume Invert Avail-Storage Storage Description #1 9.00' 1,872.cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13 00' 1 880 d Custom Stage Data(Prismatic)Listed below(Recalc) 3,752.cf Total Available Storage ' Elevation Surf-Area Voids Ine'store Cum-Store (feet) fsq-ft) (%) jwbic4ee0 (oubio-f"D 91H1 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 , Elevation Surf-Area Inc-Store Cum-Store , (feet) (sq-ft} (cubic-feet) (oubio-feet) 13.00 1,550 0 0 14.DD 2,200 1,880 1.880 Device. Routing hwet Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 inlet!Outlet Invert=8.33'17.73' S=0.0200 7 Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.50' 120"Horiz OrificerG to C=0.600 Limited to weir flow at low heads ' #3 Device 1 9.09 2A00 in/hr Extiitration over Surface area #4 Primary 13.75' 10A'long x 5A'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 120 1-40 1.60 1.80 2.00 2.50 3-00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 234 2.50 2.70 2.68 2.68 2.66 2.65 2-65 2.65 2-65 267 2.66 2-68 2.70 2.74 2.79 2.88 Primary OutFlow Max--1-49 cfs @ 12.47 hrs HW=13.75 TW=8-59' (Dynanuc Tailwater) . i=Cuivert (Passes 1.49 cfs of 2.99 cfs potential flaw) � 2=0ri6edGmte (Weir Controls 1.29 cis @ 1.64 fps) 3=E dfltragon (iEdiItration Commis 020 ds) road-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.07 fps) Summary for Pond 112P:Rain Garden Inflow Area 1.124 ac, 17.54%Impervious, Inflow Depth= 2.55" for 10-year event tinflow _ 2.46 cfs @ 1223 hrs, Volume= 0239 of Outflow 1.49 cfs,@ 12.47 hrs, Volume= 0239 at, Atten=39%, Lag=14.4 min Primary 1A9 cfs @ 1247 hrs, Volume= 0.239 of Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dl=0.01 hrs ' peak per-13.75'@ 1247 hrs Sud.Area=3,601 sf Sinrage=3,224 d Ptug-Flow detention time=(not calculated:outflow Precedes inflow) Cemer-of-Mass oat fime=159-3 min(992.5-8332) 1 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 10-year Rainfall=4.50" ' Prepared by(enter your company name here) Printed 611812015 HydmCADZ 10.00-13 s/n 01204 6+2014 HydroCAD Software Solutons LLC - Page 28 ' Volume Invert Avail.Siorage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic)Listed below(Reoalc) 3,752 cf Total Available Storage ' Elevation Sud.Area Voids Inc.Slvre Cum.Siore (feel) (sq-h) M) (cubic-Feet) (cubic-feet) 9.00 1,560 0,0 0 0 13.00 1,560 30.0 1,872 1,872 Elevation S'urf.Area Inc.Store CUM.Store (feet) sq-ft) (cubic4eei) (cubio-feet) 13.00 1.560 0 0 ' 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30A' CMP,projecting,no headwall, Ke 0,900 Inlet./Outlet Invert--833')7.73' S=0,0200? Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0,35 sf t #2 Device 1 13.50' 12.0"Horm OriFcelGrate C=0.600 Limited to weir flow allow heads #3 Device 1 9.00' 2.400 inlhr Exfiltration over Surface area #4 Primary 13.75' 10.0'long x 5.0'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0,60 0.80 1.00 1.20 1.40 1.60 1S 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.34 2.50 270 2.68 2S8 2.66 2.65 2.85 2-65 265 2.67 2,66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=1.49 cfs@ 12.47 his HW=13.75' TW=8,88' (Dynamic Tailwater) - i=Culvert (Passes 1.49 cis of 2.99 cfs potential flow) �2�cefGmte (Weir Controls 1.29 cis @ 1.64 fps) 3=Exfiltmtion (Ext'iltrabon Controls 020 cfs) =Broad-Crested Rectangular Weir (Weir Controls O.W ds Q 0.07 fps) Summary for Link 49L:Tide Inflow Area 23.476 at, 39.38%impervious, Inflow Depth-48.32' for 10-year event Inflow = 5826 cis Q 1226 hrs, Volume= 94.525 of Primary = 5826 cfs Qa '1226 hrs, Volume= 94.525 at, Aften=0%. Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-72.00 his,dt=0.01 bra ' Fixed water surface Elevation=-3.4(r Summary for Link.56L:Tide Inflow Area 23.476 al) 39.38%Impervious, Inflow Depth,48.32' for 10-year event ' Inflow = 58.26 cfs @ 1226 his, Volume= 94.525 of Primary = 5826 cfs @ 12.26 hn, Volume= 94.525 at, Allen=0%, Lag 0.0 min Primary outflow=Inflow,Time Span=-0.00-72.00 firs,dt=0.01 hrs ' Fixed water surface Elevation=5.40' I Summary for Link 66L:Tide ' Inflow Area 23.476ac, 39.389Simpervious, Inflow Depth>48.31" for 10-yearevent Inflow = 52.77 cfs @ 12.30 hrs, Volumes 94.505 of Primary - 52.77 efs @ 12.30 his, Volume= 94.505 af, Allen=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-72.00 hrs,dt=0.01 him Fixed water surface Elevation=7.60 1 1 '2015.06.08 Pr Conditions Forest River Park(NAVD88) Type!f!24-hr 25-year � Printed 6118!2015 prepared by(enter ' on compamhere) page H droCAD910 00-13 yt01204 ®2ny4mCADOaft"We 29 Solutions LLC Time span=O.OD-72.00 hrs,dt=0.01 hrs,7201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond muting by Dyn-Ston Ind method ' Subcatchment 475:Sub-Watershed 1 RanoffArea=295.560 sf 72.35%Impervious Runoff Depth=4AS' Fbw Leng1h=1,281' Tc=7.3 min CN=93 Runoff--320t cis 2.540 of Runoff Area=164,886sf 7.32%Impervious Runoff Dept- =3.16-Subcatchment 4M Sub-Watershed 2 Tc= ,O min CN=80 Runoff=MDO cfs 0.996 of ' Subcatchment S85r Sub-Watershed) femoffArea=295,560sf 72.35%Impervious Runoff Depbh .49" Flow Length=1281' Tc=73min CN=93 Runoff--32.01 cis 2.540af ' RunoHA1ea=164,8867p un Rfeph=3:1 Subeatchment 59S:Sub-Watershed2 TF6.0min CN= D Runoff -UdDos 0.99 - Runoff Area=513.196 sf 32.78%neparvious Runoff Depth=3.65" Subcatchment 1035:Sub-Watershed 3 Fymv Lengtri 400' Tc=7.9 mn CN=85 Runolf--46:68cfs 3..560af r Subcatchment 1045:Sub-Watershed Ruoff Area=513,196sf 32.78%Impenrous Runoff Depth=365" Flaw Lengflr=l,4Qa T�7.9 min CN=85 Runoff-4658 ck 3.580 of Runoff Area=48,9525t 17.54%1mP-ntmaa Runoff Depth=3.25' ' Subeatchment 1065:Rain Garden Flaw Length=375' Tc=16.4 min CN=81 Rurwff=3.13 cls 0.305 of Subwtchrrlent ltOS:Sub-Watershed3 RanoffArea=513,1955f 32.78%impervious Runoff Depth=3.65' Flow Le.gth=1,400' T�-79 min CN=85 Ramo f-46.58 cls 3.580-f ' Subcafchment 111 S:Rain Garden- Runoff Area=48,952.( 1754%Impervious Runoff Depth=325' Flow Length-37T Te=16.4 min CN�i RunaR=313 cfs 0.305 of Ru..ffArea=452 8,9sf 17.54%Impervious Runoff Dep8r=325' Subcatehment 1155 Rain Garden' Row Leng81=375' Tr 16.4min CN=81 Rmroff=3.t3cf5 0.305af Subwtchtrmnf SW-1:Sub-Watersheds RunoffAvea=295,560sf 7235%Impervious Runoff Daplh=AT Flow Le Mth=1,281' Tc=7.3 min CN=93 Runa8=32.01 cfs 23403f Runoff Area=164,886sf 732%impervious Rurwff Depth=3.16'. ' Subcatchment SW-2:Sub-Watershed 2 T,=6,0 min CN$0 Ram."- 4.00 is 0995 at Avg.Flow Depth=OaW Mar Vel=374 fps inflavvf=60.13 cfs 92.716 of Reach 17R:Gess Channel n=0.030 L=600.0' S=4.00877 Cap olty=116.65ck Outflor 58.06ds 92627 of Reach.50R:Grass Channel 0'Avg.Flaw Depth�.64- Max Veb374 fps Inrav 60.13 ds 92716 of n=0.030 L=600. S=ODD87 f Capac4=11655 cfs QuMD'--58D6 cls 92.627 of ' Reach 51 R:{raw Reacri) Avg.Flow Depth=D.86' Mas Vel=9.98 fps Infk w 15.00 ds 89269 at 309' Round Pipe. n=0.012L=570.0' S=O-0173T Capacty=58.50 cb 0uMow=15.00 cfs 89249 of Avg.Flow Depth=.86' M.v V-174"8 fps Infk�l59D cis 89.269 of Reach 52R(naw Reach) 309' Round FWe n=0.012 L=5n.0' S=0.0173 Y Capadty=58.50 ds Out5ow=15.00 CLS 89249 at Avg.Flow Depth= ax0.84' MVd=3.74 fps fnflo --60.13 ck 92.716 at Reach 61k Grass Channel n� 030 L�600.T S=O.0D87'f 0apadty=116-65 cls OuMow=58.06 eb 92.627 of Reach 62R:(new Reach) Avg.Flow Depth=0.86' Max VeW998 fps hfio --15.00 cfs 892690 30.0' Round Pipe rdi.012 L=570.0' S=0.0173r Capacity=58.50 els ouhbo 15.00 cfs 89.249 of Peak Elev=14.0T Storage=0.101 at lnllow 47.01 ots 91789 a1 Pond 45P Plunge pop) Ou18ov=46A9 ds 91.721 at Peak El"=8.82 Storage=T6,321 ef Infloly-104.31 cls 96.511 of ' Pond 47P:Exisfing Pond P i wy=66 47 cis 95.978 at Tertiary4.00 ds 0:000 of 0uMaw-5647 ds 95.978 of Peak Elev=6.39' Inflar=66.47 ck 95-978 of Paid 48P:2x1O'Cuivan 120.0'x 24.0- Box Culvert n=0.013 L=150.0' S=O.0000'f Outswx=66.47 cf. 95978 of ' Peak Eley=8.a2' Stomga=76.321 of Inflow=104.31 ds 96.511 of Pond 53P Existing Pond primary--66.47 cls 95.978 of Te6ary=O.00 cfs 0.000 of Outfiow=66.47 cls 95.976 of Peak Elev=6.39' Inflow--6647 cis 95.978 of Pond 54P 2x10'Culvert 120.0"x 24.0' Box Culvert n=0.013 L=150.0' S=g9DOD 7 Outflaw=65.47 ds 95.978 of ' Pond SSP Plunge Pool Peak Elev=14.01' Starage=0 101 of In 9147.01 ds el'789 of OuMoxr-46.49 cfs 91.721 of Peak Etev=8.91' Stnrage--82.,546 d tn8rnw10431 ck 96-511 at ' Pond 63P:6nsting Pond primary--5r.63 ck 95.857 of Tedwy-82Mo 2 cfs D.100 of ouw=64.85 cfs 95.957 of Peak Elav=7.96 Inflow-56-63 ds 95..857 of Pond 64P.2910'Guhant 12O.P x249' Bax Cla en n=0.01.3 L=150.ff S=.000D'f Om avc-56.63 cfs 95.857 of 2015.08.08 Pr Conditions Forest River Park(NAVD88) Type It/24-hr 25-year Rainfaff=5.30" Prepared by{enter your company name here) Printed 611812015 , HydroCRDO 10.00-13 stn 01204 0 2014 HydroCAO SofMare Solutions LLC Pane 30 Pond 65P:Plunge Pool - Peak EIev=14.01' Storage�.101 of Infbvr_4701 cfs 91.789 of Out6ow=46.49 cfs 91.721 of Pond 106P:Rain Garden Peak E,v=13 83' Storage=3,364 cf Inflovr--3.13 cfs e305 of ' Outflow=2.65 cfs 0.305 of Pond 10SP:Rain Garden Peak Elev=13.83' Storage=3,384 cf Inflow=3,13 cfs 0.305 of ' Outflow=2.65 cfs 0.305 of Pond 112P:Rain Garden Peak EIev=13 83' Storage=3,384 cf Infiovn-3.13 Os 0.305 of Outflow=2.65 cfs 0.305 of Link 49L:Tide _ InBovr_66.47cfs 95978 of - Primary--66.47 ds 95.978 a( Link 56L:Tide In9ow-66.47 c!s 95578 of Prinwy=66.47 ds 95.978 of Link 65L:Tide - kr1a,56.63 cfs 95.857 of Primary 56.63 ds 93857 of Total Runoff Area=70.427 ac. Runaff Volume=22.261 of Average Runoff Depth=3.79' ' 60.62%Penkous=42.6922c 39.38%lmpervlous=27.735ac t Type 1/1 24-hr 25-year Rainfall=5-30- 2015,06.08 PrConditions Forest River Park(NAVDBB) Printed 611812015 Prepared b, enter our company name helial P.O.31 Hydi,CAD&10.00-13 cht 01204 0 2014 tijd,oGAD soffv.r Scdo.LLC Summary for Subcatchment 47S:Sula-Vitatershed 1 Runoff 32,01 CIS @ 12.10 Krs, Volume= 2,540 af, Depth= 4AT Runoff by SCS TR-20 method.UH=SCS,Weighted-CN,Time Span=0,00-72.00 hr$,dt=0.01 hrS Type III-24-hr 25-year Rainfall=5.30" Area(sf) GN DescnPton 233.521 92 118 acre lots,5b%imp,HSG D 62,039 98 Paved roads wicurbs&sewers,HSG D 295,560 93 Weighted Average 81,732 2765%Pervious Area 213,828 72,35%Impervious Area Te Length Slope VeIOCRY Capacity Description Imin) feat) (ftfft) fisec) (cfs 48 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=320" 0.4 80 D-2506 3.50 shallow concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv-20.3 fps 13 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Watenva Kv=15.0 S 73 1,281 Total Summary for Subcatchment 48S:Sub-Watershed 2 Runoff = 14-00 efs @ 1209 his, Volume= 0.996 a% Depth= 3.16" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt-0.01 11M Type III 24-hr 25-year Rainfel=5-30- Ala CN Desai. tion 18,579 92 V8 acre,lots,55%imp,HSG 0 62,665 77 Woods,Good,HSG D Good HSG D 83.642 SD >75%Grass cover 164,886 80 Weighted Average 1512,810 92-68%Pervious Area 12,076 7.32%Impervious Area Tc Length Slope = Cape (:y Description Us min fee Lfeet) (fVft) 6,0 Direct Entry, Summary for Subcatchment 58S:Sub-WatLrshed 1 Runoff 32,01cfs@ 12-10hrs, Volume= 2.540 at, Depth= 449" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0-00-72.00 hm,dt=0.01 him Type III 24-hr 25-year Rainfall=5.30" Area(sf) CN Des criPl'on 233,521 92 118 am lots.65- imp,HSG D 62,039 98 Paved natudswicurbs&sewers HSG D 295.560 93 �Weighted Average 81,732 27.65%Pervious Area 213,828 7,2.35%Impervious Area Tc Length Slope Velocity Capacity Description (min) Lf--* fvft sect Icis 4.8 IDD 0-1200 0.35 Sheet Flow, Grass:Shod n=0.150 P2=320' 04 80 02500 1-50 Shallow Concentrated Flow, Short Gress Pasture Kv=7.0 fps 0-8 5I0 0.2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 13 591 02500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv--15.0 fps 72 1,281 Total Summary for Subcatchment 59S:Sub-Watershed 2 Runoff = 1400 cfs @ 12.09 hm Voluma= 0.996 at, Depth= 316" Runoff -CN,Time Span=0.00-72.00 firs,dt=0.01 him ff by SCS TR-20 me"d.UH�SC�S,Weighted Type ype fit 24-hr 25-year Raintall=530" r 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type N/24-hr 25-year Rainfall=5:30" Prepared by{enter your company name here) Printed 6/182015 HydroCADO 10.00-13 awn 01204 02014 HydmCAD Sol6vare Solutions LLC Page 32 Area(aft CN Description 18,579 92 1/8 acre lots,65%imp.HSG D 62,665 77 Woods,Good,HSG D r 83,642 80 75%Grass cover,Good,HSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.321/6 Impervious Area r Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (fUsec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 103S:Sub-Watershed 3 r Runoff = 46.58 cfs @ 12.11 firs, Volume= 3.580 of, Depth= 3.65" Il Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72:00 his,dt=0.01 firs r Type It 24-hr 25-year Rainfall=5.30" ' Area(so CN Description 185,534 77 Woods,Good,HSG D - r 104,706 BD >75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG D 156.384 92 118 acre lots 65%imp HSG D 513,196 85 Weighted Average 344,974 67.22%Pervious Area r 168,222 32.78%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (fusee) (efs) 2.3 100 0.7500 0.72 Sheet Flow, r Grass:Short n=0.150 P2=320' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv=5.0 fps 3.3 700 01500 3.50 Shallow Concentrated Flow; Short Grass Pasture Kv=7.0 fps r 7.9 1,400 Total Summary for Subcatchment 404S:Sub-Watershed 3 Runoff = 46.58 cfs @ 12.11 hot, Volume= 3580 at, Depth= 3.65' r Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O.OD-72.00 firs,dt=0.01 his Type III 24-hr 25-year Rainfall=5.30" Area(sf) CN Description r 185,534 77 Woods,Good,HSG D 104,706 80 -75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG D 156,384 92 118 acre lots,65%imp HSG D r 513,196 85 Weighted Average 344,974 67.22%Pervious Area 188,222 32.78%Impervious Area Tc Length Slope Velocity Capacity Description r -{min) (feet) (ftfft) (Msec) - (cfs) 2.3 100 0.7500 0.72 Sheet Flow, Grass:Short n=0.150 P2=3-20' 23 600 0.7500 4.33 Shallow Concentrated Flow, r Woodland Kv=5.0 fps 3.3 700 0.2500 3150 Shallow Concentrated Flow, Short Grass Pasture Kv-7.0 ips 7-9 1,400 Total' Summary for Subcatchment 1085: Rain Garden r Runoff = 3.13 cfs @ 12.23 his, Volume= 0.305 at, Depth= 3.25' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O.M72.OD his,dt=0.01 his r Type III 24-hr 25-year Rainfall-5.30" Area(sfi CN Description 8.586 98 Paved Parking,HSG D ' 40.366 77 Woods,Good,HSG D 48,952 81 Weighted Average 40,365 -_ 8248%Pervious Area _ 8.586 17.54%Impervious Area r I 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 25 year Rainfa11=5.30" Prepared by{enter your company name here) Printed 611812015 H dr CADO 10.00-13 stn 01204 C2014 Hyd CAD Software Soutions LLC Page 33 ' Tc Length Slope Velocity Capacity Description (min) (feet) ((Ufl) (fysec) (ds} 12.3 50 OA200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=320" 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv--7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture l 7.0 fps 16.4 375 Total � Summary for Subcatchment 110S:Sub-Watershed 3 ' Runoff = 46.58 cls @ 12.11 firs, Volume= 35808f, Depth= 3.65" Runoff by SGS TR-20 method.,UH=SCS,Weighted-CN,Time Span=0.00-72.00 firs,df--0-01 hrs Type III 24-hr 25-year Rainfall=5.3T Area M CN Description 185,534 77 Woods,Good,HSG D' 104,706 80 >75%Grass Mver,Good,HSG D 65,572 98 Paved parking,HSG 0 ' 158,384 92 118 acre tots,65%int ,HSG D 513,196 85 Weighted Average 344,974 6722%Pervious Area 168,222 32.78%Impervious Area _ Te Length Slope Velocity Capacity Description (min) (feet) (fttf) (fttsec) (cfs) ISI 2.3 100 0.7500 0.72 Sheet Flow, Grass:Short n-0,150 P2=320" 2.3 600 0.7500 L33 Shallow Concentrated Flow, Woodland Kv=5.0 fps 3.3 700 02500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7-D fps 7.9 1,400 Total Summary for Subcatchment 111S:Rain Garden Runoff = 3.13 ofs Q 1223 hm Volume= . 0.305 af,.Depth= 325" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.DO-72.00 firs,dt=0.01 him Type III 24-hr 25-year Rainfall=5.30" Areas CN Description 8,586 98 Paved parking,HSG D 40.366 77 Woods.Good.HSG D 48,952 81 Weighted Average 40,366 82.46%Pervious Area 8,586 17.54%Impervious Area Tc Length Slope Velocity Capacity Descrip5on� rtan lee ffism cfs 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=32D" 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF ShortGrass Pasture Kr-7.0 fps 0.4 100 OL500 4.54 Shallow Concentrated Flow,SCF Paved Kv--20.3 fps 0.8 50Q.0200 0.99 Shallow Concentrated Flow,SCF - Short Grass Pasture K -70 fps 16.4 375 Total Summary for Subcatchment 115S:Rain Garden Runoff = 3.13 cfs® 1223 firs, Volume= 0.305 af, Depth= 325" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 firs,dt=0.01 him Type 11124-hr 25-year Rainfall=5.30" Area in CN Description 8,586 98 Paved parking,HSG D 40,366 T7 Woods,Good,HSG D 48,952 61 Weighed Average ' 40,366 82.46%Pervious Area 8,566 17.54%Impervious Area 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 25 year Ramfatl=5.30" Prepared by(enter your company name here) Printed 6/18/2015 HydTuCADS rn OU­l3 sJn nr2na 020I4NydmCAD Soffwaro QN tio=s 1 I C Page 34 Tc Length Slope Velocity Capacity Description (min) (feet) (tint) (ft/sec) (cis) 12.3 50 (9200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.20" 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF ' Short Grass Pasture Kv=-7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Short G Pasture K =7.0 fp ' 16.4 375 Total az Summary for S u bcatchment SWA:Sub-Watershed 1 Runoff = 32.01 cfs @ 12.10 hrs, Volume= 2.540 at, Depth= 4.49" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 firs Type HI 24-hr 25-)ear Rainfall=530" _ Area(sf) CN Description ' 233,521 92 1/8 acre lots,65%imp,HSG D 62,039 98 Paved roads wlcurbs&sewers HSG D 295,56D 93 Weighted Average ' - 81,732 27.65%Pervious Area 213,628 72.35%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftif) (fUsec) (cis) 4.8 100 0.1200 0.35 Sheet Flow, _ Grass:Short. n=0.150 P2=3_20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kw 7.0 fps 0.8 510 0.7500 10.15. Shallow Concentrated Flow, ' Paved Kv=20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv=15.0 fps 72 1,281 Total Summary for Subcatchment SW-2:Sub-Watershed 2 1 Runoff = 14.00 cfs @ 1299 hrs, Volume= 0.996 at, Depth= 3.16" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-7290 hrs,dt=0.01 hrs ' Type till 24-hr 25-year Rainfall=5.30" Area(sf) CN Description 18579 92 118 acre lots,65%imp,HSG D ' 62,665 77 Woods,Good,HSG D 83,642 80 >75%Grass cover,Good,HSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,075 7.32%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feel) (ft/ft) (fttsec) (cis) _. 6.0 Direct Entry, Summaryfor Reacfi 17R:Grass Channel Inflow Area 10.570 ac, 49.05%impervious, Inflow Depth 710526" for 25-yearevent Intl" = 60.13 cis @ 1210 hrs, Volume= 92.716 of Outflow = 58.06 cfs @ 12.13 hrs, Volume= 92B2720, Aifen=3%, Lag=1.7 min Routing by Dyn-Stor-Ind method,Time Span=0.00.72.00 hrs,dt=0.01 hrs Max.Velocity=3.74 fps, Min.Travel Time=27 min Avg.Velocity=2.34 fps, Avg.Travel Time=4.3 min , Peak Storage=9,306 cf @ 1213 hrs Average Depth at Peak Storage=0.84' Bank-Full Depth=1_2F Flow Area=24.7 sf, Capacity=116.65 cfs 16.00' x 1.25 deep channel, no 0.030 Earth,grassed&winding ' Side Slope Z-vatue=3.0T Top Width=23.50' Length--600.0' Slope=0.0087 7 Inlet Invert=12.73', Outlet Invert=7.50' Type III 24-hr 25-year RainWI=5 30- 2015.06,08 Pr Conditions Forest River Park(NAVD88) Printed 611812015 Prepared by(enter your company name here} Page 35 HydraCADS 10 00-13 sin 01204 0 2014 Hyd.CAO Soflxare SoW5ore LLC M: Summary for Reach STIR:Grass Channel Inflow Area= 10,570 ac, 49.D6%Impervious, Inflow Depth A05.26" for 25-year event Inflow = 60,13cfs Q 12.10 hrs, Volume= 92.7,16 at Outflow = 58.06 cis @ 1213 hrs, Volume= 92,627 af, Aten=3%, Lag=1.7 min Routing by Dyn-Stor-Ind method,Time Span=000-72,00 hrs,cft=0.01 his Mac Velocity=3.74 fps, Min Travel Time=2,7 min Avg.Velocity=2.34 fps, Avg,Travel Time=4.3 min Peak Storage=9,306 cf g 12.13 fire Average Depth at Peak Storage=UA! Bank-Full Depth=1.25' Flow Area=247 sf, Capacity-116,65 CIS 16,00' x 1.25 deep channel, n-0.030 Earth,grassed&vintling Side Slope Z-value 3.07 Top Widfh=23.50' Length=600.0' Slope=0,0087 T inlet Invert=1273'. Outlet Invert-7.50' Sumintary for Reach 51 R:(nevi Reach) Inflow = 1500 cis @ 0.00 hrs, Volume= 89269 af, Ind.15.00 cts Base Flow WHOW = 15.00 cis @ 040 his, Volume= 89249 at. Attar=0%, Lag=24-0 min Routing by Dyr,-StorAnd method,Time Span=0,00j2-00 hrs,dt-001 hrs klz.Velocity--9.98 fps, Min,Travel Time=1.0 min Avg,Velocity=9.98 fps, Avg.Travel Time=1.0 min Peak Storage-W cf @ 0.40 firs Average Depth at Peak Storage=0.86 Bank-Full Depth=-2,50' Flow Area=4.9 sf, Capacity--58-50 cis 30.0" Round Pipe n=0.012 ConcretePiPe.149shed Length=570.9 Slope=0,0173'1' Inlet Invert=22.63', Outlet invert--1275' Summary for Reach 52R:(new Reach) Inflow 15.00 cis @ 0.00 hrs, Volume= 89269 at, Ind.15.00 ds Base Flow Outflow 15.00de@ 0.40 hrs, Volume= 119249 af, Atten=0%, Lar 24.0 min Routing by Dym-Stor4nd fffethod,Time Span=0.00.72.00 tus.dt=0.01 him Max.Velocity=9.98 fps. Min,Travel T-1 me=1.0 min Avg.Velocity=9-98 fps, Avg.Travel Time=1.0 min Peak Storage=857 cf @ 0.40 him Average Depth at Peak Storage-0.86 Bank-Full Depth--2-50' Flow Area=4.9 sf, Capacity--58.50 CIS 309" Round Pipe TM 0912 Concrete pipe,finished Lengfh=5700 Shipe=0.0173'r Inlet Invert=22.63, Outlet Imert=12 75 2015.06.08 Pr Conditions Forest River Park(NAVD88) type 0124-hr 25 year Rainfall=5.30" Prepared by(enter your company name here) Printed 6/1812015 ' HydroCADO W 00-13 sin 01204 02014 HydmCAD Software Solutions LLC Page 36 Summary for Reach 61R:Grass Channel ' Inflow Area= 10.570 ac, 49,06%Impervious, Inflow Depth 1105-26" for 25-yearevent. Inflow = 60.13 cfs @ 12-10 hrs, Volume= 92.716 of Outflow = 58.06 cis @ 12.13 hrs, Volume 92.627 at,, Allen=3%, Lag=1.7 min t Routing by Dyn-Stor-Ind method,Time Span=D.00-72.00 firs,dt=0.01 hrs Max.Velocity=3.74 fps, Min.Travel Time=2.7 min Avg.Velocity,=2.34 fps, Avg.Travel Time=4,3 min Peak Storage=9,306 cf oQ 12.13 hrs Average Depth at Peak Storage=0.84' Bank-Full Depth=1.25' Flow Area=247 sf, Capacity=116-65 cis 16.00' x 1-25' deep channel, n=0.030 Earth.grassed&winding Side Slope Z-value=3.07 Top VVi th=23.50' Length=600.0' Slope=0.0087'r Inlet Invert=12.73', Outlet Invert=7.59 Itm :_ Summary for Reach 62R:(new,Reach) Inflow = 15.00 cis @ 0.00 firs, Volume 89269 at, Ind.15.00 cis Base Flow _ OuHlow = 15.00 cis @ 0.40 firs, Volume- 89249 at, Alien=0%, Lag=24.0 min Routing by Dyn-Scor-Ind method,Time Span=0.00.72.00 hrs,dt=0.01 hrs Max.Velocity=9.98 fps, Min.Travel Tune=1.0 min Avg.Velocity=9.98 fps, Avg.Travel Time= 1-0 min - Peak Storage=857 M oQ 0.40 hrs Average Depth at Peak Storage=0.85' Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=58.50 cis 30,0' Round Pipe ' n=0.012 Concrete pipe,finished . Length=570.0' Slope=0.0173 7 - Inlet Invert=22.63', Outlet Invert=12.75, - Summary for Pond 45P:Plunge Pool Inflow Area= 6.785 ac, 72,35%impervious, Inflow Depth A 62.34' for 25-year event , Inflow = 47.01 cis @ 12.1Ohm, Volume= 91.789 of - Outflow = 46.49 ch;@ 12.11 hrs, Volume 91.721 af, Allen=1%, Lag=0.6 min Primary - 46.49 ds @ 12.11 hrs, Volume= 91121 of Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Elev-14.01'@ 12.12 firs Surf.Area=0.053 ac Storage=0.101 of Plug-Flow detention 5me=3.3 min calculated for 91.707 at(100%of inflow) Center-of-Mass det.time=1.6 min(2,123,8-2,122.2) Volume Invert Avail.Storage Storage Description &1 825 0.088 of 1250W x 15.00'L x 6.00'H Prismstoid Z=3.0 4154 at Overall-0.065 of Embedded=0.088 of g2 825 0.026 of 1250W x 15.001 x 4.WH Prismatoid Z=3.0 Inside 41 ' 0.065 of Overall x 40.0%Voids - - - - 0.114 of Total Available Storage - - _ -- - -- _ Device Routing Invert Outlet Devices 01 Primary 1275 16,ff long x 20'breadth Broad-Crested Rectangular Weir ' 2015.06.08 Pr Conditions Forest River Park(NAV088) Type If/24-hr 25-year Rainfa9=5.30" Prepared by(enter your company name here) Printed 6718!2015 H droCAD@71400.73 sfi 0 1204 Q 2014 H dmCAD Software S.W..LLC Pa e 37 Y 0 Head(feet) 0.20 0,40 0.60 0.80 7.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coen.(English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2aB 2.85 3,07 3.20 3.32 Primary OutFlow Max=46.11 cis@ 12.11 hrs HW=14.06 TW=13.56' (Dynamic Tailwaler) 't--l--Broad-Crested Rectangular Weir (Weir Controls 46.11 cis @ 2.30 fps) Summary for Pond 47P:Existing Pond Inflow Area 23.476 ac, 39.38%Impervious, Inflow Depth,49.33" for 25-year event - Inflow 104.31 cfs @ 12.12 hrs, Volume= 96.511 of Outflow = 66.47 cfs @ 12.28 hrs, Volume= 95.978 at, Anon=36%, Lag=9.7 min Primary = 66.47 cfs @ 1228 hrs, Volume= 95.978 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-72,00 hrs,dt=0.01 hrs Peak Elev=8.82'@ 12.28 hrs Surf.Area=73,279 sf Storage=76,321 of Plug-Flow detention hme=25.1 min calculated for 95.965 at(99%of inflow) Center-of-Mass det.time=12.6 min(2,072.6.2,059.9) Volume Invert A ail Storage Storage Description #1 7.50' 699,180 of Custom Stage Data(Irregular)Listed below(Recatc) Elevation Surf.Area Perim. InaStore Cum.Store WetArea (feet) ( q-ft) (feel) (cubic-feet) (cubic-feel) (spit) T50 44,376 1,0008 0 0 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 .I 12.13 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.56 36:0"x 48A"Honz-OrificatGrate G-0.600 Limited to weir flow at low heads #2 Tertiary 8.85' 250.0'long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFiow Max=66.47 cfs@ 12.28 hrs HW=8.82' TW=6.39' (Dynamic Taiilwateo t-1=Onficel03rate (Orifice Controls 66.47 cis @ 5.54 fps) Tertiary OudFlow Max=0.00 cis @ 0.00 hrs HW=7.50' (Free Discharge) t--2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 48P:2'x10'Culvert ' Inflow Area 23.476 ac, 39.38°4 Impervious, Inflow Depth,49.06" for 25-year event Inflow 68.47 cfs @ 12.28 hrs, Volume= 95.978 at Outflow 66.47 cis @ 1228 hrs, Volume= 95.978 at, After=0%, Lag=OA min Primary = 66.47 cfs @ 1228 hrs, Volume= 95.978 at ' Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' - Peak Elev=6.39'@ 1228 hrs Device Routing Invert Outlet Devices 41 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RGP,square edge headwall, Ke=0.500 ' ' Inlet f Outlet Invert=4.23 14.23' S=0.0000'! Cc=0.900 n=0.013 Concrete pipe,bends 8 connections, Fiow Area=20.00 sf Primary Ould'J" Max=66.47 cis @ 12.28 hrs HW=6.39' TW=3.401 (Dynamic Tailwater) 'L1=CuWert (Bartel Controls 66A7 cfs @ 4.10 fps) Summary for Pond 63P:Existing Pond Inflow Area 23.476 ac, 39.38%Impervious, Inflow Depth,49.33" for 2;&yew event Inflow = 104.31 cfs @ 1212 hrs, Volume= 96.511 of Outflow _ 66.47 cfs @ 1228 hrs, Volume= 95.978 af, Aften=36%, tag=9.7 min Primary 66.47 Ms @ 12.28 hrs, Volume= 95.978 at Tertiary 0.00 oft @ 0.00 hrs, Volume= 0.000 of Reuling by Dyn-Scor--Ind method,Time Span=0.00.72.00 hm,'dt=0,01 hrs ' Peak Elev=8.82'@ 12,211 hrs Surf N.=73,279$f Storage=.76,321 of Plug-Flow detenflon lime=25.1 min calculated for 95.965 of(99%of inflow) Cerner-cf-Mass cat.fime=12-6 min(2,072.6-2,059.9) Volume Invert AvailStorage Storage Description #1 7.50' 699,180 of Custom Stage Data(Irregular)Listed below(Recalc) i Elevation Surf-Area Perim Inc-Store Cum.Store Wet.Area (feet} (so-fo (feet) tcuti C4eet) tarbiafee0 (sg-ft) 7-50 44,376 1,000.0 0 0 44376 8,73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.D 225,783 295,421 403,932 12-73 244,138 2,570.0 403,759 699,180 532237 2015.06.08 Pr Conditions Forest River Park(NAV088) Type I824-hr 25-yearRainfa#=5.30" Prepared by(enter your company name herel Printed 6118/2015 -'- CAD610 00-0' s/n 01204 ®2014 Hyd GADS Owva 5 tul LLC Page 38 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"x 48.0"Horm Orifice7Grate C=0600 Limited to weir flow at low heads #2 Tertiary 8.66' 250.0'long Sharp-Crested Rectangular Weir 0 End Contwction(s) Primary OutFlow Max=66.47 cfs@ 12.28 hrs HW=8.82' TW=6.39' (Dynamic TaiM2teF) 'L1=0McelGraw (Orifice Controls 66.47 cfs(0 5.54 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.50' (Free Discharge) L2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 5415:2'x10'Culvert Inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>49.06" for 25-year event Inflow = 65A7 cfs @ 12.28 hrs, Volume= 95.978 of Outflow = 66.47 cfs @ 1228 hrs, Volume= 95.978 af, Atfen=0%, Lag=0.0 min Primary = 86.47 cfs @ 12.28 hrs, Volume= 95.978 of Routing by Dyn-Stor-Intl method,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Peak Elev=6.39'Q 1228 hrs Device Routing Invert Outlet Devices #1 Primary 4,23 120-0"W x 24.0"H Box Culvert L=150,0' RCP,square edge headwall, Ke=0.500 Inlet f Outlet Invert=423'1423' S=0.0300 T Cc=0.9DO n=0.013 Concrete pipe,bends 8 connections, Flow Area=20.00 sf PrimaryOutFlow Max=66A7 cfs @ 1228 hm HW=6.39' TW=5.40' (Dynamic Talwater) Lixulvert (Barrel Controls 66.47 cfs @ 410 fps) Summary for Pond 55P:Plunge Pool Inflow Area 6.785 ac, 7Z35%Impervious, Inflow Depth>162.34' for 25-year event Inflow = 47,01 cfs @ 12-10 hrs, Volume= 91.789 of Outflow = 46,49 cfs @ 12.11 hrs, Volume= 91.721 at, Allen=1%, Lag=0_e min - Primary = 46.49 cis @ 12.11 hrs, Volume= 91.721 at Routing by Dyn-Stor4nd method,Time Span=0.00-72.00 brs,dt=0-01 hrs Peak Elev--14.01'@ 12.12 hrs SurfArea=O.D53 ac Storage=0.101 at Plug-Flow detention time=3.3 min calculated for 91.707 of(100%of inflow) Center-of-Mass det,time=1.6 min(2,123-6-2,122-2) Volume Invert Avail Storage Storage Description #1 8.25' 0:088 of 1250W x 15.00'L x 6.00'H Prisrnatoid Z=3.0 ' 0.154 at Overall-0.085 of Embedded=0,088 of #2 8.29 0.025 of 12.50W x 15.001 x 4.00'H Prismatoid Z=3.0 Inside#1 0,065 of Overall x 40.0%Voids 0.114 of Total Available Storage ' Device RoutiM In en Outlet Devices #1 Primary 12.75' 16.9 long x 20'breadth Broad-Crested Rectargutar Weir Head(feet) 020 0.40 0.60 0.80 100 120 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coal.(English) 2.54 261 261 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3-07 3.20 3.32 ' Primary OutFlow Max=46.11 cfs @ 1211 hrs HW=.14.00' TW=13.58 (Dynamic Tailwater) L7=8roaa-Crested Rectargular weir (Weir Controls 46.11 cis @ 2.30 fps) Summary for Pond 63P:Existing Pond Inflow Area= 23.476 ac, 39.38%Imperviou s, Inflow Depth>49.33" for 25-yeareverd Inflow = 104.31 cfs @ 12.12 hrs, Volume= - 96.511 of Outflow = 54.85 cfs @ 1229 hrs, Volume= 95.957 af, AOer-38T, Lag=10.4 min Primary = 55.63 cfs @ 1229 hrs, Volume= 95,857 of Tertiary = 8.22 cfs @ 1229 hrs, Volume= 0.100 of Routing by Dyn-Ston-Ind method,Time Span=0.00-72,00 hrs,dt=0.01 hrs Peak Eley=8.91'@ 1229 hrs SurfArea=76,436 at Storage=82,546 of -- - - ' Plug-Flow detention time=26.2 min calculated for 95.957 at(99%of inflow) Center-of-Mass dei fine=13.2 min(Z073.1-2,059.9) Volume Invert A a'1 Storage Storage Description #1 7,50' 699,180 cf Custom Stage Data(irregular)Listed below(Recalc) Elevation Surf Area Perim Inc.Store CumStore WeLlvea (feet) (sq-111) (fee* (cubic-feel) (cutne feel) (sq-11) 7.50 44,376 1,Oo0.O 0 0 44,376 8.73 .69,812 1,498.0 69,637 69,637 143,383 - 10.73 - 162,389 2,349.0 225,763-. . 295,421-. -- 403,932_.__ 12.73 - - 243,138 2,670- 403,759. 699,180 '532,237. 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-lir 25-year Rainfall=5.30" Prepared by(enter your company name here) Printed 6118.2015 HydroCADS 10,00-13 sin 01204 0 2014 Hyd CAD Soffvzu,Solutiona LLC Pave 39 ' Device Routing Invert Ouflet Devices #1 Primary 7.50' 36.0"x 48.0`Hom.OrificelGrete C=0.600 tlm0ed to weir flow at tow heads #2 Tertiary 8.86' 250.0'long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=56.63 cfs @12.29 hrs HW=8.91' TW=T95' (Dynamic Tailwater) Lt=OrificelGrate (Orifice Controls 56.63 cfs @ 4.72 fps) Tertiary OutFlow Max=8.20 cfs @ 12.29 hrs HW=8.91' (Free Discharge) 1--2=Sharp-Crested Rectangular Weir (Weir Controls 8.20 cfs @ 0.71 fps) Summary for Pond 64P:2'x10'Culvert Inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>49.00" for 25-year event Inflow = 56.63 cfs @ 1229 hrs, Volume= 95.857 of ' Outflow = 56.63 cfs @ 1229 hrs, Volume= 95.857 at, Allen=0%, Lag=0.0 min Primary - 56.63 Ms @ 1229 hrs, Volume= 95.857 of Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 hrs,or=0.01 hrs Peak.Elev=795'@ 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet l Outlet Invert--4.23'14.23' S=O.ODOO'I Cc-0.900 n=0.013 Concrete pipe,bends 8 connections, Flow Area=20.00 sf PPrimary OutFlow Mar56.63 cfs @12.29 hrs HW=7.95' 1W=7.60' (Dynamic Tailwater) 1--Culvert (Inlet Controls 56.63 cfs @ 2.83 fps) Summary for Pond 65P:Plunge Pool rInflow Area= 6.785 ac, 7Z35%impervious, Inflow Depth A62-W for 25-yearevent Inflow = 47.01 cfs @ 12.10 hrs, Volume= 91.789 of Outflow 46.49 cfs @ 12.11 hrs; Volume= 91.721 at, Atten=1%, Lag=0.6 min Primary = 46.49 cfs @ 12.11 hrs, Volume= 91721 of Routing by Dyn.Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Elev=14.01'@ 12.12 hrs Surf.Ama=0.053 ac Storage=0.101 of Plug-Flow detention time=3.3 min calculated for 91.707 of(100%of inflow) Center-of-Mass dei time=1.6 min(2,123.8-2,122.2) Volume Invert Avail.Stora a Storage Description #1 825' 0.088 of 12:50W x 15.001 x 6.00'H Prismatoid Z=3.0 0.154 of Overall-0065 at Embedded=0.088 at ' #2 8.25' 0.026 of 1250#x 15.001 x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0%Voids 0.114 of Total Available Storage - Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0'tong x 20'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.00 2-50 3.00 3.50 Coal.(English) 2-54 2.61 261 2.60 2.66 2.70 2.77 2.89 2.88 Z85 3.07 320 3.32 Primary OutFlow Max=46.11 cfs @ 1211 hrs HW=14.00' TW=13.56' (Dynamic Taihvater) "C1=15road-Crested Rectangular Weir (Weir Controls 46.11 cfs @ 2.30 fps) Summary for Pond 106P:Rain Garden ' Inflow Area_ 1.124 ac, 17.54%Impervious, Inflow Depth= 3..25- for 25-year event Inflow 3.13 cfs @ 1223 hrs., Volume= 0.305 of Outflow = 2.65 cfs @ 12.33 hrs, Volume= 0.305 ad, Atten=15%, lag=62 min Primary - 2.85 cfs @ 1283 hrs, Volume= 0.305 at ' Routing by Dlm-Stor-tnd method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Elew 13.83'@ 12.33 hrs Surf.Area=3,650 sf Storage=3,384 cf Plug-Flow detention lime=(not calculated:outflow precedes inflow) _ ' Center-of-Mass det time=1392 min(9655-826.3) Volume Invert Avai[.Storage Storage Description 91 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 1300' 1.880 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3,752 ct Total Available Storage Elevation Surf.Area Voids In-store Cum.Store (feet) (sq-fit (1') (cubic-feet) (cubic-feet) 9.M 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 2015.06.08 Pr Conditions Forest River Park(NAVD88) T')pe Ill 24-hr 25-year Rainfall=5:30° ' Prepared by(enter your company name here) Printed 6118,12015 Hyd CAD 10 00-1' sMO1204 Q2D14Hydn,CADSoftwareSDIufinsLLC Page 40 Elevation SurfArea. Inc.Store Cum-Store' _--- - -- - ---' t (feel) (sq-ft) (cubic-feel) (cubic-feet) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Dvices #1 Primary 8.33' 8.0" Round Culvert L=30,0' CMP,projecting,no headwall, Ke=0.900 Inlet./Outlet Invert=833'1 T73' S=0.0200? Cc=0.900 0=0.010 PVC,smooth inferior, Flow Area=0.35 sf #2 Device 1 13.50' 12.0"Horiz OrificefGrxte C=0,6D0 Limited to weir flow allow heads #3Device 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75' 10-0'long x 5.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1,00 1.20 1.40 1.60 180 290 2.50 3-00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2,65 2.65 2.67 2.66 2..68 2.70 2.74 2-79 2.88 PrimaryOutFtow Max=2.65 cfs @ 12.33 hrs HW=13.83' TW=8.82' (Dynamic Taiiwater) =Culvert (Passes 2.13 cfs of 2.97 cfs potential flow) �2=0dCOfice7Grate (Weir Controls 1.93 cfs 1.87 fps) 3=Exfiltmtion (Exfiltration Controls 0-20 cfs) goad-Crested Rectangular Weir (Weir Controls 0.51 cfs @ 0.65 fps) ' Summary for Pond 109P:Rain Garden Inflow Area.= 1,124ac, 17-54%Impervious,.inflow Depth= 3.25' for 25-yearevent Inflow = 3.13 cfs @ 12.23 his., Volume= 0.305 of Outflow = 2.65 cfs @ 12.33 his, Volume= 0.305 at. After=151Y0, Lag=6.2 min - Primary = 2.65 cfs @ 12.33 hrs, Volume= 0-305 at Routing by Dyn-Ston-Ind method,Time Span=0.00-7200 hrs,dt--0.01 hrs Peak Elev=13-83'Q 12.33 hrs SurfArea=3,650 sf Storage=3,384 cf Aug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass dei time=139.3 min(965.5-826-3) Volume Invert Aval Storage Storage Description - ' #1 9.00' 1,872.ef Custom Stage Data.(Prismatic)Listed below(Recalc) #2 83RD' 1,880 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3,752 cf Total Available Storage Elevation Surf-Area Voids Inc.Slore Cum.Store (feet) (sq-it) (%) (cubic-feet) (cubicfeeU 9.00 1,560 OA 0 0 13.00 1,560 30.0 1,872 1,872 Elevation Surf-Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.OD 1,560 0 0 14.D0 2,200 1,880 1,880 - Device Routing Invert Outlet Devices ' #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwaff, Ke=0.900 Inlet I Outlet Invert=8-33'17.73' S=0.0200'r C�-0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.50' 120"Horm OrificefGrate C=0600 Limited to weir flow at low heads ' #3 Device 1 9.00' 2400 inthr Extiltration over Surface arra F4 Primary 13.75 10.0'Jong x 5.0'breadthBroad-Crested Rxtangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 200 250 3.00 3.50 4.D0 4-50 5.00 5.50 Coef(English) 234 280 2.70 2.68 2.68 266 2.65 2.65 2.65 2.65 2.67 2.66 268 2.70 274 2.79 2.88 'nlary OufFiow Max=2.65 cfs@12.33 hrs HW=13.83' TW=8.82'..(Dynamic.Talwater)_ _ ___ txulvert (Passes 2.13 cfs of 297 cfs potential Flow) �-2=DrificeiGrate (Weir Controls 1.93 cts@1.87 fps) 3=Fxfdtration (E diltration Controls 020 cfs) road-Crested Rectangular Weir (Weir Controls 0-51 cfs @ 0.65 fps) Summary for Pond 112P:Rain Garden Inflow Area 1.124 ac, 17.54%Impervious, Inflow Depth= 325" for 25-year event _ Inflow = 3.13 cis @ 1223 hrs, Volume= 0.305 of Outflow = 2..65 cfs @ 12.33 hrs, Volume= 0.305 at, After=15%, Lag=6.2 min Primary = 265 cfs @ 12,33 hrs, Volume= 0.305 of Routing by Dyn-Ston-Ind method,Time Span=0.00-7200 hrs,dt=0.01 hrs ' Peak Elev=13.63'@ 1233 his Surf Area=3,650 sf Storage=3,384 cf Plug-Flow detention Sime=(notcalculated:outflow precedes intlovv) Center-of-Mass dei times 139.3 into(965Z-M.3) 1 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 777 24-hr 25-year Rain£alf=5.30" Prepared by(enter your company name here) Printed 611812015 Hy4roCAD1110 60.11 sin 01204 0 2014 HydroCAD Sfta Page 41 1 Volume Invert A a 1 Storage Storage Description - #1 9.00 1,872 of Custom Stage Data(Prismatic)tasted below(Recalc) #2 13.09 1,880 d Custom Stage Data(Prismatic)listed below(Recalc) 1 3,752 cf Total Available Storage Elevation Surf.Area Voids IMStore Cum.Store (feet) ( g-ft) (%) tcublc4eet) (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30,0 1,872 1,872 1 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fit) (oubic-feet) (cubic-feet) 1300 1,560 0 0 14.00 22DO 1,880 1,880 - 1 Device Roofing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 Inlet f Outlet.I"ert-8.33'17.73' S=0.0200T Cc=0.900 n=0,010 PVC,smooth interior, Flow Area=0,35 st 1 #2 Device 1 13.50 120"Hor¢OrificelGrete C=0,600 Limited to weir flow at low heads 93 Device l 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75' 10.0'long x 50 breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2-DO 2.50 3.00 3.50 4.00 4.50 5-00 5.50 Coef.(English) 2.34 2.50 2.70 2.68 2-68 2.66 2.65 2.65 2.65 2.65 267 2.66 268 2.70 274 2.79 2.88 MPrimary GutFiOw Mar-2.65 cfs @12.33 him HW=13.83' TW-8-90 (Dynamic TedWeler) 1=Cuh+ert (Passes 213 cfs of 2.94 cis potential flow) �2=0n'FicelGrate (Weir Confrols 1.93 cfs @ 1-87 fps) 1 3=6dittration (Ex9trabon Controls 0.20 of$) =Broad-Crested Rectangular Weir (Weir Controls 0.51 cfs @ 0.65 fps) Summary for Link 49L:Tide 1 inflow Area 23,476 ac, 39.38%Impervious, Inflow Depth>49-06' for 25-year evert. Inflow 65A7 cis Qa 1228 hrs,.Volume= 95.978 of Primary 66.47 cis 9 12.28 lits, Volume= 95.978 af, Allen=0°b, Lag=0.0 min Primary Outflow=Inflow,Time Span=0.00.72.00 hrs,dl=0.01 firs 1 Fined water surface Elevation=-3-40` Summary for Link 66L•Tide 1 Inflow"a 23.476 ac, 39.38%Impervious. kill"Depth,49.06" for 25ryear event - Inflow 66A7 cfs @ 1228 hrs, Volume= 95.978 of Primary 66.47 cis @ 1228 his, Volume= 95.978 at, Atten=0%, lag=0.0 min 1 Primary outflow=Inflow,Time Span=0.00-72.00 his,dt=0-01 his Fixed water surface Elevafion=5.40' Summary for Link 66L:Tide 1 Inflow Area 23.476 ac, 39,38%Impervious, meow Depth,49.00" for 25-year event Inflow 56.63 cfs @ 1229 hrs, Volume= 95.857 at Primary 56.63 cfs @ 1229 his, Volume= 95-857 af, Atten=0%, Lag=0.0 min 1 Primary outflow=inflow,Time Span=0.00-72,00 him.dt=0.01 his Fixed water surface Elevation=7.60' 1 1 , � 1 1 1 1 Mem ta.Wser xeery xqn Warr wpn ibe twe zi,,l azft� tsza /tsps—��3�R IL -0 eai a?s -0 Lia - 1 SubCat Rea' ppp ��]�{ Routing Diagram for 201 5M.08 Pr Condon Forest River Park(RAWD88) Prepared by{enter your company name here), Printed 611812015 HOdUZCAD&10.06-13 sfi 01204 fl 2014 HydmCAD Software Solutions LLC ' - ' 2015.06.08 Pr Conditions forest River Park(NAVD88) Prepared by(enter your company name here) Printed 6/18/2015 4 d CADS 1 D 00.1 ! 01204 02014 Hyd CAD S fi Sc4ub LLC Paae 2 ' Area listing(selected nodes) Area CN De cnp'tion (acres) (subcatchment-numbers) ' ' 28.133 92 118 acre Iats,65%imp,HSG D (685,695,785,795,885,895,113S,1165,1195) 12.972 80 >75%Grass cover,Good..HSG D (69S,79S,895,1135,1165,1195) 5.176 98 Paved parking,HSG D (1135,1145,1165,1175,1195,12DS) 4273 98 Paved roads w1curbs 8 sewers,HSG D (685,78S,885) 19.874 77 WOod,Good,HSG D (695,79S.89S,1135,1145,1165,1175,1195,120$) 70.427 86 TOTALAR6 r r r r r i r r r � r r r r r r 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 50-year Rainfall=6.00° ' Prepared by(enter your company name here) Printed 671812015 HydroCADe 10 00-13 In 01204 C 2014 HydroCAD Sof v- r.Solutions LLC Paoe 3 Time span=0:00-72:00 hrs,d1=0.01 hrs,-7201 points ' Runoff by SGS TR-20 method,UH=SCS,Weighted-CN Reach rouling by Dyrl-Stor-Ind method - Pond routing by Dyn-Stor-Intl method Subcatchment 68S:Sub-Watershed t Runoff Area=295.560 sf 72.35%Impervrous Runoff Deyth=5:18" ' Flaw Length=1,281' Tc=7.3mh CN-93 Ruwff=36.62cfs 2.430 of Subcatchment 69S:Sub-Watershed 2 Runoff Area=164,886 sf 7:32%Impen,ious Runoff Depth=3.78" Tc=6.0min CN=80 Runoff=16.726s 1.193of Subcatchment 78S:Sub-Watershed1 Runoff Area=295,560sf 72.35%impervious Runoff Depth=5.18' ' Flow Length=1,281' Tc=7.3 min CN=93 P.unoM-36.62 cts 2,930 at Subwtchment 79S:Sub-Watershed2 Runoff Area=164.886 sf 732%impervious Runoff Depth=3.78" Tc=6.0 min CN=W RunoR=16.72 cls 1.193 of ' Subcatchme it BBS:Sub-Watershed) Runoff Area=295.580 sf 72.35%impervious Runoff Depth=5,18" Flow Length=l 28V Tc=7,3 mm CN=93 Runoff--M.62 cls 2930 of Subcatchment 89S:Sub-Watershed 2 RunoffArea=164.886 sf 7.32%Impervious Runoff Depth=3.78" ' TC�G.O min C14=80 Runofi=16.72 c(s 1:193 of Subcatchment 1135:.Sub-Watershed 3 RunoffAma=513,1960 32.78%impervious Runoff Depth-11T Flow Length=1,400' Te=7.9 mm CN-85 Runoff--54.63 cfs 4.224 of Subcatchment 1145:Rain Garden Runoff Area=48,952 sf 17.54%Impervious Runoff Depth-388' Flow Length=375 Te=16.4 min CN=81 Runoff=3.73 cis 0.364 of Subcatchmem116S:Sub-Watershed3 RunoffArea--513,196 of 32.78%inperviaus Runoff Depth�.30" ' Ffow Length=1,400' Tc=7,9 mm CN--85 Runoff=54.63 cis 4.224 of Subcatchment 117S:Rain Garden Runoff Area=48.952 sh 17.54%impervvious Runoff Depth=3.88" Flow Length=375' Tc=16.4 min CN=81 Runoft=3.73 ets 0,364 of Subcatchment 119S,Sub-Watershed3 RunOffArea=513,196sf 32.78%Impervious Runoff Depth=4,30 ' Flow Length=l 400' Tc=7.9 rrnn CN=85 Runo8=54.63 ch 4224 of Subcatchmerd 12OS:Rain Garden Runoff Area=48.952 si 17.54%Impervious Runoff Depth=3.88' Flow Length=375 Tc=16.4 min CN=81 Runoff--3,73 is 0.364 of Reach 71 R:Grass Channel Avg.Ffow Depdx=09T Max Vek4.09 tps Inflovr=77.45 oft 152.796 ai n=.030 L=i00.0' S=O.W877' Capacity=116£5cfs Oufflow=75.32cts 152672 of Reach 72R:(new Reach) Avg.Flow Deph-1.14' Max Vel=11.45 fps Inftow=25.00 cfs 148.781 of ' 30.0' Round Pgxe 0,4.012 L=5713.0' S=9.01737 Capacity=58.50 cfs Outflow=25.00cfs 148.752 of Reach 81R'Grass Channel - Avg.Flow Depth=O.9T Max Ve-M.09 fps inflow=77.45 cfs 152796 of n=0.030 L=600.0" S=0.00877 Capacity--116.65c& Outflow=-75.32 ch 152.672 at Reach 82R:(new Reach) Avg.Fkm Depth=1.14' Max Vel=11.45 fps Inflow=25.00 cis 148.781 of ' 301" Round Pipe n=0.012 L=570.0' S=0.0173 T Capacity--58.50 cfs Outflow--25.00 cis 148.752 of Reach 91 R:Grass Channel Avg.Flow Depth=1-01' Max Veb397 fps Inflow=77.44 ch 152.796 of n=0.030 L=465.0' S=0.00797 Capacity=110.99 cfs Outflow-75.99 cfs 152.697 of ' Reach 92R:(new Reacb) Avg.Flow Dapm=1.14' Max Vet=11,45 fps Inflow=-25.00 ds 148.781 of 309' Rmmd Pipe n=0.012 L=570.0' S=0.0173 7.Capacity=58.50 cfs Outflow=-25.00 c!s 148.752 al Pond 73P:Existing Pond - Peak Elev=8.99' Storage=88.714 of Inflow=129.69 Is 157,260 of -_ - - -----'- - ---_- -- - - --- - -Pranary=70.43cf5 155.904 of Terffary=36.43chs 0-577 of Outflov,106.86cfs 156.461 of Pond 74P:.7x10'Culvert Peak Elev$.4T in9mr--70.43 of. 155.904 of 120.0'.24.0" Box Culvert n=0.013 L=150.0" S=0.0000 V Outfidw=70.43 cfs 155:904 al ' Pond 75P:Plunge Pool Peak Ehw=1422' Storage-0.113 of InBave=6162 ck 151.683 of Outflow--61.12 cfs 151-603 of Pond 83P:Existing Pond Peak Elev=8.99 Storage=88,714 cf InWmrF129.69 cfs 157250 of Primary--70.43 els 155904 of Tertiary-36A3 cS 0.577 of Ouft,-106-86 cis 156481 of Pond 840":ZxIO'Culvert Peak Elev=6.47' InHov,7OA3 c!s 155.904 of 1209'x 24.0" Bax Culvert n=0.413 L=150.0' 5-0.00007 Dutfiovr-70.44 cis 155904 at Pond 85P:Plunge Pool Peak EIL 1422' Storage=0.113 at Inftov+ 61.62 cis 151,683 of ' OuMow=61.12 cf. 151.603 of Pond 93P:Existing Pond Peak Bev=9.OZ Storage=91,473 d Inflow=130.54 cls 157285 of Primary=59.05 els 155.456 of Tertiary=52.37 cfs 1.020 of outflow=111.42 cfs 155.476 at ' Pond 94P:2'x10'Culvert - - - -- - - - - Peak Eley--7.98' Irrflmr-59.05 cis 155,456 of 120.0"x24.0' Box Culvert n=0.013 L=1509' S=000W'L OUMovF511M cfs 155.456 al. Type III 24-hr 50-year Rarnfelf=6-00" 2015,06.08 Pr Conditions Forest River Park(NAV088) Printed GM812015 Prepared b,'enter You,cOmf)2nl name herelP.�.4 Hyd,OCADVICOO-13 shiO1204 02014HYdMCAD.Software SoWfium LLC PeakEl"=1424' Stomge- 114 Inflow=61,62cis 151.6833f Pond 9SP:Plunge Pool Outflmr-61.13 cls 151,603 at Peak Elev=1 3.a7* stomge�,479 cf Inflow-3.73 ca 0 364 of Pond NSP:Rain Garden ouft�-3.53 cfs 0.364 of PeakElev=13.8T Stomge=3,479cf ln8k,w=3,73cfs 0364 of Pond 118P:Rain Garden Ouftv1=3.53 cis 0.364 of Peak Elev=13.8T Stomqe=3,479cf Inflo�-173cfs 0.364 of Pond 121 P:Rain Garden Outflow=-3.53 cfs 0.364 of 1n11,.=70.43.% 155.9D4 of Link 76L:Tide Prkn,ry=70 4S cfs 155.904 of M..=70.44 cf-. 155-904 of Link 8fiL Tide Primary=70.44 cfG 155.904 of c% 155.456 of Link 96L Tide Primary-39.05 cts 155A56 of Total Runoff Area 70.427ac Runoff Voh,,,=2&j33af A,,,age Runoff Depth�4.45" 60.62%pe,,gious 42-69Z at 3S,38%ImperAOUS, 27-735 ac 1 2015.06.08 Pr Conditions Forest River Park(NAV088) Type ll!24-hr 50 year Rainfall=6.00" Prepared by(enter your company name here) Printed 6/1812015 ' Hydr PZO 10.00-13 In 01204 0 2014 HydroCAD Sofrirere Solutions LLC Page 5 Summary for Subcatchment 68S:Sub-Watershed i Runoff = 36.62 cfs Q 12.10 hrs, Volume= 2.930 af, Depth= 5.18" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 los,dt=0.01 hrs Type III 24-hr 50-year Rainfall=6.00" Area(so CN Description 233,521 92 118 acre lots,65%imp,HSG D 62.,039 98 Paved roads w1curbs&sewers,HSG D 295,560 93 Weighted Average 81,732 27.65%Pervious Area ' 213,828 72.35%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (alb) (R4sac) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv-20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv=-15.0 fps 7.3 1,281 Total Summary for Subratchment 69S:Sub-Watershed 2 Runoff = 16.72 cfs Q 12-09 hrs, Volume= 1.193 at, Depth= 3.78- Runoff by SCS TR-20 method,UH=SCS,We)ghted-CN,Time Span=O.DD-72.00 hrs,dt=0.01 hrs , Type III 24-hr 50-year Rainfall=6.00" Area(A CN Descripilon 18,579 92 118 acre lots,65%imp,HSG D t 62,665 77 Woods,Good,HSG D 83,642 80 175%Grass cuver,Good HSGD 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.3294.Impervious Area Tc Length Slope Velocity Capacity Description (min) {feet) Offt) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment M:Sub-Watershed s Runoff = 36.62 cfs @ 12.10 hn, Volume= 2..930 af, Depth= 5.1B- Runoff by SCS TR-20 method,UH=SCS,Weighled-CN,Time Span=0.00-72.00 hrs,dt=0.01 tors ' Type III 24-hr 50-year Rainfall=6.00' Area(at) ON Description 233,521 92 1/8 am lots,65%imp,HSG D 62,039 98 Paved roads wlcurbs&sewers HSG D 295,560 93 Weighted Average 81,732 Z7.65%Pervious Area 213,828 72.35%Impervious Area Tc Length Slope Velocity Capacity Description - (mm) ;feet) (ftlff) (fusee) (eft) 4.8 100 0.1200 0:35 Sheet Flow, Grass Shon n=0.150 P2=3,29' 0.4 80 02500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.8 510 025DO 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv- 15.0 Ips ' 7.3 1281 Total Summary for Subcatchment 79S:Sub-Watershed 2 Runoff = 1832 cis-@ 1209 hrs, Vdume= 1.193 af, Depth= 3.78- ' Runoff by SCS TR-20 method.UH=SCS,Weighted-CN,Time Span=0.00.72.00 hm,dt=0-01 ins Type Ill 24-hr 50-year Rainfall=6.01T 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 50-year Rainfafl=6.00' Prepared by{enter your company name here) Ptinted 6/7812015 ydmCAD&ID.00-13 EJr01204 Q2014HydmCPD Software SoiLitions LLC paue 6 Areas GN Desai tion 18,579 92 118 acre lots.65%imp,HSG D 62,665 77 Woods,Good,HSG 0 83.642 80 >75%Gross cover,Good,HSG D 164,886 80 Weighted Average 152.810 92,68%Pervious Area 12,076 7,32%Impervious Area Tc Length Slope Velocity Capacity Descnplion (min) (feet) (ItIft) (filsec) (Cfs) 6.0 Direct Entry, Summary for Subcatchment 88S:Sub-Watershed 1 Ruroff = 36.82 ds @ 12.10 hrs, Volume= 2,930 af, Depth= 5.18" Runoff by SCS TR-20 method,UH=SGS,Weighed-CN,Time Span=-0.00-72.00 hm,dt=0.01 hm Type III 24-hr 5D-year Ralnfall=6.00" Area M CN Desorption 233,521 92 118 acre lots,55%imp.HSG 1) 62,039 98 Paved roads Wcurbs&sewers,HSG 1) 295,560 93 Weighted Average 81,732 27.65%Pervious Area 213,826 72,35%Impervious Area TC Length Slope Velocity Capacity Description (min) Ifeet (ft1f0 (fV$ec) (CIS) 4.8 100 0.1200 0,35 Sheet Flow, Graiss:Shorl n=-O.150 P2=320' 0.4 80 0.2500 3.50 Shallov,Concentrated Flow, Short Gross Pasture Kv=-7.Ofps 0.8 510 0,2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Conmintrated Flow, GrassedWatenvay Kw 15.0 fps 7.3 1,281 Total Summary for Subcatchment M:Sub-Watershed 2 Ruff = 16,72 cis 0 12.09 I'm, Volume= 1,193 51, Depth= 378' Runoff by SCS TR-20 method,UH--SCS,Weighted-CN,Tim Span=OLOD-72.00 Ars,dt=0,01 hm Type fit 24-hr 50-year Rainfall=6-00" Area'i* CN Desiption 18,579 92 1/8 acre lots,55%imp,HSG D 62,665 77 Woods,Good,HSG D 83.642 80 >75-1.Gass gover,Cood,HSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.32%Impervious Area Tc Length S(I;g Capacity Description. 'Tyun' 02��" ftlsec cis 6.0 Direct Entry, Summary for Subcatchment 113S:Sub-Watershed 3 Runoff = 54.63 cls @ 12.11 hirs, Volume= 4.224 at, Depth-- 4.30" Runoff by SGS TR-20 method,UH=SCS,Weighted-CN,Time Spar=-O.ODJ2-00 hm,dt=0.01 hm Type it 24-hr 50-year Rainfall--6.00- Arealsf) CN Description 185,534 77 Woods,Good,HSG D 104,706 80 >75%Grass cover,Good,HSG 0 66,572 98 paved parking,HSG 0 156,394 92 111,acre tots 65%imp,HSG D 513,196 85 Weighted Average 344,974 6722%Pervious Area 16IL222 32.78%Impervious Area 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 50 year Rainfall=6.00" Prepared by{enter your company name here) Printed 611812015 Hyd CAD&10 00-13 /n 01204 ®2014 Hyd CAD S fMa Soloti LLC Paae 7 ' To Length Slope Velocity Capacity Description _{min) (feet) (fire) TU/Sec) WS) 2.3 100 0.7500 0.72 Sheet Flow, ' Grass:-Short n=0.150 P2=3.20" 2.3 . 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv-5.01ps 3.3 700 0.2500 3.50 Shallow Concentrated flow, Short Grass Pasture K =7 0 fps ' 7.9 1,400 Total Summary for Subcatchment.114S: Rain Garden Runoff = 3.73 cfs @ 12.22 hrs, Volume= 0.364 at, Depth= 3.88' ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type Id 24-hr 50-year Rainfa11,=6.00" - Area(sf) CN Description 8,586 98 Paved parking,HSG D 40,366 77 Woods,Good,HSG D 48,952 81 Weighted Average 40,366 82.46%Pervious Area ' 6,586 17.54%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fvft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow ' Woods:Light underbrush n=0.400 P2=3.20" 2.9 175 0.0200 0.99 shallow Concentrated Flow,SCF Short Grass Pasture Kv-7-0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps ' 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture K,-7.0 fps 16.4 375 Total Summary for Subcatchment 116S:Sub-Watershed 3 ' Runoff = 54.63 cfs(a3 12.11 hrs, Volume= 4.224 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=OM-72.00 hrs,dt=0.01 hrs Type III 24-hr 50-year Rainfall=6.0(r . Area( 1) CN Description 185,534 77 Woods,Good,HSG D 104,706 80 >75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG D 156.384 92 118 acre lots 65%imp HSG D 513,196 85 Weighted Average 344,974 6722%Pervious Area ' 168,222 32.78%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (81ft) (ft sec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, - - - - - - _ Grass:Short n--0.150 P2=320" 23 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kw 5.0 fps 3.3 700 02500 3.50' Shallow Concentrated Flow, Shod -Grass Pasture K 70 fps ' 7.9 1,400 Total Summary for Subcatchment 117S:Rain Garden Runoff = 3.73 cfs Q 1222 hrs., Volume= 0.364 of. Depth= 3.88' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O.OD-72.00 hrs,dt=0-01 hrs Type III 24-hr 50-year Rainfall=6.00' Area(s0 CN Description 8,586 98 Paved packing,HSG D 40.366 77 Woods..Good,HSG D 48,952 81 Weighted Average 40,366 8246%Pervious Area - - 8,586 17.54%Impervious Area ' 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type NI 24-hr 50-year Rainfal)=-6.00" Prepared by{enter your company name here) Printed 6/182015' HydroCADO10.00-13 !n 01204 0 2014 FfydroCAD Soft, solutions LLC Page 6 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftiff) (ft! ) (cfs) 12.3 50 0.0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.20" ' 2.9 115 0,0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0-4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF ' Short Grass Pasture Kv=7 0 fps 16.4 375 Total Summary for Subcatctlment 1195:Sub-Watershed 3 tRunoff = 54.63 ofs Qo 12.11 firs. Volume= 4.224 af, Depth= 4.30" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type III 24-hr 50-year Rainfall=6.00" t Area(sf) CN Description - 185,534 77 Woods.,Good.HSG D 104,706 80 -75-A Grass cover,Good,NSG D 66,572 98 Paved parking,HSG D 156,3a4 92 118 acre lots,65%imp HSG D - 513,196 85 Weighted Average 344,974 67.22%Pervious Area 168,222 32.78%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (flit) (hfsec) Ids) 2.3 100 0.7500 0.72 Sheet Flow; Grass:Short n=0.150 P2=320' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kw 5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Row, ShortGrass Pasture K -7 D fps 7.9 1,400 Total - Summary for Subcatchment 1205.Rain Garden Runoff = 3.73 cis 9 12.22 hrs, Volume= 0.364 af, Depth= 3.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type 11124-hr 50-year Rainfall=6.00" Area(sf) CN Description -- 8,586 98 Paved parking,HSG D 40.366 77 Woods Good.,HSG D 48,952 81 Weighted Average 40,366 82.46%Pervious Area 8,586 17.54%Impervious Area t Tc Length Slope Velocity Capacity Description - (rnin) (feet) (flffl) (fVsec) ( f ) 12.3 50 0-0200 0.07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.20" ' 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kw 20.3 fps 0.8 50 0.0200 0.99 Shaflow Concentrated Flow,SCF \ Short Grass Pasture K 70 fps 16-4 375 Total Summary for Reach 71R:Grass Channel tInflow Ana= 10-570 ac, 4905%Impervious, Inflow Depth A73.46" for 50-year event Inflow 77.45 of$@ 1210 hrs, Volume= 152.795 at Outflow = 75.32 of$@ 1213 hrs, Volume= 152.672 at, Atten=3%, Lag=1.6 min Routing by Dyn-Stor-Ind method,Time Span=0-00-72.00 hrs,dt=001 hrs Max-Velocity=4-09 fps, Min.Travel Time=2.4 min Avg.Velocity=2.81 fps, Avg.Travel Time=3-6 min Peak Storage=11,053 of @ 12.13 hrs ' Average Depth at Peak Storage=0.9T Bank-Full Depth=125' Flow Area=24.7 sf, Capacity=116-65 cls t 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 50 year Rainfa&=6.00" ' Prepared by(enter your company name here) Printed 6118:2015 HydroCADS 10,00-13 sIn 01204 02014 HydroCAD Software Solutions LLC Page 9- 16.00' x 125' deep channel, n=0,030 Earth,grassed&winding Side Slope Z-value=3.07 Top Width=23.50' Length=600.0' Slope=0.0087'r Inlet Invert12.73', Outlet Invert 750 fi�;1 t�''� f .r vto�`"d LSG., !k _' K� Summary for Reach 72R:(new Reach) Inflow = 25.00 cfs @ 0.00 hrs, Volume= 148781 af, Incl.25.00 cfs Base Flow ' Outflow = 25.00 cfs @ 0.35 hrs, Volume= 148752 af, Atten--0%, Lag=21.0 min Routing by Dyn-Stor-Ind method,Time Span=0A0-72:.00 hrs,dt=0,01 hrs Max.Velocity= 11,45 fps, Min. Travel Time=0.8 min - Avg.Velocity=11.45 fps, Avg.Travel Time=0,8 min Peak Storage=1,245 cf @ 0.35 hrs Average Depth at Peak Storage=1.14' Bank-Full Depth=2-50' Flow Area=4.9 sf, Capacity=58.50 cis 3OAr Round Pipe n=0.012 Concrete pipe,finished - Length=570.0' Slope=O.D173 7 Inlet Invert=22.63', Outlet Invert=12.75 Summary for Reach 81R:Grass Channel Inflow Area= 10.570 ac, 49.05%Impervious, Inflow Depth X173.46" for 50-year event Inflow = 77-45 cfs @ 12..1Ohm, Volume= 152.796 of Outflow = 75.32 cfs @ 12.13 hrs, Volume= 152.672 af, Atten=3%, Lag=1.6 min Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,df=0.01 hrs ' Max.Velocity=4.09 fps, Min.Travel Time=2.4 min Avg.Velocity=2.81 fps, Avg.Travel Time=3.6 min Peak Storage=11,053 cf @ 12.13 firs Average Depth at Peak Storage=0.97' Bank-Full Depth=1.25' Flow Area=24.7 sf, Capacity-116.65 cfs 16.00' x 1.25 deep channel, n=0.030 Earth,grassed 8 winding Side Slope Z-vatue=3_07 Tap Width=23.50' ' Length=600-0' Slope=O.DO87'f Inlet Invert12.73'. Outlet Invert=7.50' Summary for Reach 82R:(new Reach) Inflow = 25.00 cfs @. 0.00 his, Volume= 148-781 ad, Ind.25.00 cfs Base Flow Outflow = 25-00 cfs @ 0.35 hrs, Volume= 148.752 af, Allen 0%, Lag=21.0 min Routing by DymStor-Ind method,Time Span=0-00-72.00 hrs,dt=0.01 hrs Max.Velocity=11.45 fps, Min.Travel Time=0.8 min Avg.Velocity=11A5 fps, Avg,Travel Time=0.8 min Peak Storage=1,245 cf @ 0.35 hrs Average,Depth at Peak Storage=1.14' Bank-Full Depth=2.50' Flaw Area=4-9 sf, Capacity=58.50,cfs 30.D" Round Pipe ' n=0-012 Concrete pipe,finished Length=570.0' Slope=0.0173 T Inlet Invert=22.63', Outlet Invert=12.75 - - -- -- - - - --- - - - - t2015.06.08 Pr Conditions Forest River Park(NAV088) Type Ni 24-hr 50 year Rainfall=6.40" Prepared by{enter your company name here) Printed 6/18/2015 HydioCAI)0bI0.00-I1 sfo01204 02G14HXdmCADSofjvSDkrtonsLLC Pace 10 r� Summary for Reach 91R:Grass Channel Inflow Area= 10.570ac, 49.06%Impervious, Inflow Depth,173.46" for 50-yearevent. Inflow 77.44 cis @ 12.10 his, Volume= 152.796 of Outflow 75.99 cfs @ 12.12.hrs, Volume= 152.697 af, Allen=2%, Lag=1.3 min Routing by Dyn-Slor-Ind method,Time Span=0.00-72-00 his,d1=0.01 his Max.Velocity=3.97 fps, Min.Travel Time=2.0 min Avg.Velocity=2.72 fps, Avg.Travel Time=2.9 min Peak Storage=8,905 cf @ 12.12 hrs - Average Depth at Peak Storage=1-01' - Bank-Full Depth=125' Flow Area=24.7 sf, Capacity-110.99 cfs 16.00' x 126 deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=307 Top Width=23.50' Length=465.0' Slope=-0.110797 Inlet Invert-12-73', Outlet Irwed=9.06' ' Summary for Reach 92R:(new Reach) - Inflow 25-00 cfs @ 0.00 hrs, Volume= 148.781 at, Ind.25.00 cfs Base Flow Outflow = 25.00 cfs @ 0.35 hrs, Volume= 148.752 af, Allen=0%, Lag=21.0 min Routing by Dyn-Stor-Ind method,Time.Span=0.00.72.00 his,dt=0.01 hrs Max.Velocity=11.45 fps, Min.Travel Time=0.8 min Avg.Velocity=11,45 fps, Avg.Travel Tune=0.8 min Peak Storage=1245 d @ 0.35 his Average Depth at Peak Storage=1.14' - Sank-Full Depth=2.50' Flow Area=4.9 sf, Capacfiy=58.50 ds 30.0" Round Pipe n=0.012 Concrete pipe,finished ' Length=570.9 Slope=0.0173 7 Inlet Invert=22.63', Outlet Invert=12-76 ' Summary for Pond 73P:Existing Pond Inflow Area 23.476 ac, 39,3B%Impervious, Inflow Depth,80.39' for 50-yearevent follow = 129.69 ds @ 12.12 hrs, Volume= 157260 of ' Ou81ow 106.85 ds @ 1220 hrs, Volume= 156.481 af, Aden=18%, Lag=4.9 min Primary 70.43 cfs @ 1220 hrs, Volume= 155.904 of Tertiary 36.43 cfs @ 12.20 hrs, Volume= 0.577 of Routing by Dyn-Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Peak Elev=8.99@ 1220his Sud.An, =79,501&f Storage=88,714 d Plug-Ffaw detention time=22.2 min calculated for 156.460 of(99%of inflow) Center-of-Mass deL lime=112 min(2,099.1-2,087.9) ' Volume Invert Avai-Storage Storage Description Si 7W 699,1Bo cf Custom Stage Data(lnnular)Listed below(Recalc) 1 , 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type/124-hr 50-year Rainfaft=6.00" ' Prepared by(enter yourcompany name here) Printed 611812015 HydroCAM 10 00.13 s/n 01204 Q 2014 HydroCAD Software Solutions LLC Page 11 Elevation Surf.Area Perim. Inc.Store Cum.Store WetArea (feet) (sq-f) (feet) (cubic-feet) (cubiofee0 (sq-fl) 7.50 44,376 1,000.0 0 0 44,375 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295.421 403.932 ' 12.73 244,138 2.670.0 403,759 699,180 532,237 - Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"x 4a.0'Horiz Orificel6mte C=0.600 Limited to weir flow at low,heads ' #2 Tertiary 8.a6' 2500long Sharp-Crested Rectangular Weir 0 End Contractions) Primary OutFlow Max-70.43 cis @ 12.20 firs HW=6.99'' TVV=6,47' (Dynamic Tailwater) 'L1=0rificefr3mte (Orifice Controls 70.43 cfs @ 5.87 fps) Tertiary OutRow Max-35.40 cfs @ 12.20 his HW=8.99' (Free Discharge) ' L2=9harp-Crested Rectangular Weir (Weir Controls 35.40 cfs @ 1.16 fps) Summary for Pond 74P:2'x10'Culvert Inflow Area23.476 ac, 39-38%Impervious, Inflow Depth>79,69" for 50-year event ' Inflow = 70.43 cfs @ 1220 firs, Volume= 155.904 at Outflow = 70.43 cfs @ 12,20his, Volume= 155.904 af, Atter-O%, Lag=0.0 min Primary = 70.43 cfs @ 1220 hrs, Volume= 155.904 of - Routing by Dyn-Sia-Ind method,Time Span=0.00-72.90 firs,of-0.01 firs Peak Elev--SAT @ 1220 him Device Routing Invert Outlet Devices ' #1 Primary 4.23' 120.0"W x 24.0'H Box Culvert L=150.0' RCP,square edge headwall, Ke=0500 ' - Intel l Outlet invert--423 14.23' 5=0.0000 Y -Cc=0.900n=0.013 Concrete pipe,bends&connections, Flow Area=20.00 sf Primary OutFlow Max=70.43 cfs @ 1220 him HW=6.47" TW=-3.40' (Dynamic Tailwater) L1--Culvert (Barrel Controls 70.43 as @ 4.20 fps) ' Summary for Pond 75P:Plunge Pool - Inflow Area= 6.785 ac, 72.3594k Impervious, Inflow Depth x268.26" for 50-year event Inflow = 61.62 cfs @ 12.1Ohm, Volume= 151.683 of Outflow = 51.12.cfs @ 12.11 hrs, Volume= 151.603 af, Atten=1%, Lag=OS min _ Primary - 61.12.tis @ 12.11 tis, Volume= 151.603 of Routing by Dyn-Sta-Ind method,Time Span=0.00-72..00 his,of--0.01 him Peak Eler-14.22'@ 12.12 hrs Suri.Area=0.056 ac Stomge=0.113 of Plug-Flow detention bore=2..3 min calculated for 151.560 of(100%of infloarj Center-of-Mass det time=1.1 min(2,134.8-2,133.6) Volume Invert Avail.Storaa Storage Description ' #1 825' 0088 of 12.50"N x 15.001 x 6.00'H Prismatoid Z=3.0 0.154 of Overall-0.065 of Embedded=0.088 of #2 825' 0,1026 of 12.50'W x 15.001 x 4-WH Prfsmatofd Z=3.0 Inside#1 0.065 of OvemN x 40.0%Voids ' 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0'long x 20'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.00 2.50 3.00 3-50 ' Doer.(English) 2,54 2.61 261 2.60 2-66 230 2.77 2.89 2.88 2.85 3.07 320 3.32 Primary OutFlow Max-60.71 cfs @ 12.11 firs HW=1422' TW=13.70' (Dynamic Ta}water) 'L1=Broad-Crested Rectangular Weir (Weir Controls 60.71 cfs @ 2.58 fps) Summary for Pond 83P:Existing Pond ' Inflow Area.= 23.476 as. 39.38%Impervious, Inflow Depth>80-39" for 50-year event Inflow = 129.69 cfs @ 12.12 his, Volume= 157260 of ' Outflow = 106.86 cfs @ 1220 hrs, Volume= 156.481 at, Atter 18%, Lag=4.9 min Primary. = 70.43 cfs @ 1220 firs, Volume= 155.904 of Tertiary = 35.43 cis @ 1220 firs, Volume 0.577 of Routing by Dyn-Scor-Ind method,Time Span=0.00-7209 firs,of=0.01 hrs ' Peak Eler-8.99'@ 1220 him SudArea=79,501 sf Storage=88,714 of Plug-Flow detention time=22.2 min calculated for 156.460 of(99%of inflow) - Center-of-Mass det 8me=11.2 min(2,099.1-2,087.9) Volume Invert Avat.Stomge Storage Description ' #1 7.50' _ 699,180 cf Custom Stage Data(irregular)Listed below(Recalc) - - - a ) Q . ............. . , � II 24-hr 50-year Raitr`611=6-00' 2015.06.08 Pr Conditions Forest River Park(NAV088) Type IPrinted 611B12015 Prepared by(enter your company name here} Pane 12 Hydr�CAD&10.DO-13 .1.01204 C 2014 Hy�CAD Sofivs Elevation Surf.Area Perim. Inc.Slore Cum,Store Wet.Area (feet) (sq-ft) (feet) (cub�feet) (cubic-feet) (sq-ft) T50 44,376 I,ODD,O 0 0 44,376 833 69.812 1,498.0 69,637 69,637 143,383 1033 162,389 2,3.49,0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Roulin Invert Outlet Devices #1 Primary 750' 36.0"X48-0-H0 z. Ic rae C=0,600 Limited to weir flow allow heads #2 Tertiary 8,86' 250.0'long Sharp-Crested Rectangular Weir OEnd Contractiond(s) Primary OulFlow Mlax=70,43 efs 9 12,20 lus HVV=11,99' TW=6,47' '[Dyn2inicToalwale, t--I=orjf-1ce7Grate (Orifice Controls 70.43 CIS @ 5,87 fps) Tertiary OutFlow Max=36.40 cfs Q 12,20 firs HW=8.99' (Free Discharge) �2=Sharp.Crested Rectangular Weir (Weir Controls 3640 cis @ 1.16 fps) Summary for Pond 84P: 2'x10'Culvert Inflow Area= 23,476 ac, 3938%Impervious, Inflow Depth,79,69' for 50-year event Inflow 70A3 cfs Q 12.20 hrs, Volume= 155.904 at Outflow 70-44 cis Q 12.20 firs, Volume= 155.904 at, Allen=0%, Lag=0,0 min Primary 70,44 cis @ 1220 hrs, Volume= 155-904 of Routing by Dyn-Ston-Ind method,Time Span=0.00-72.00 brs,dt=0.01 his Peak Elev=-6AT Q 12-20 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W X 24.0-H Box Culvert L=150.0' RCP,square edge headwall, Ke=0.500 Inlet IOutlet Invert=423!I,L23' S=fLOOGOY Cr-0-900 n=0.013 Concrete pipe,bands&connections, Flow Area=20,00m Primary OutFlinv Mao=70.43 cis a 12-20 hrs HW=6.4T TW=5.40' (Dynamic Tailwaterj -1 culvert (Barrel Controls 70-43 cis @ 4.20 fps) Summary for Pond 85P:PI unge Pool Inflow Area 6.785 ac, 72-35%Impervious, Inflow Depth 3^68.26' for 50-year event Inflow 61.62 cis @ 12.10 hrs, Volume= 151.683 at Outflow 61.12 cis @ 12.11 11M, Volume= 151-603af, Aften=l%, Lag=G.Smin Primary 61.12 cis @ 12.11 hrs, Volume- 151.603 of Routing by Dyn-Ston-lad method,Time Span=0.00-72.00 his,dj=0.01 firs Peak Elev=-14,2T@ 12.12 hrs Surf-Area=0.056 as Storage=0.113af Plug-Flow detention time=2-3 min calculated for 151.580 at(IOD%of inflow) Center-of-Mass det fime=1.1 min(2,134-8-2,I33,6) Volume Invert Avail.Storage Storage Description #1 $25 0.088 of 1250WX15.00rLX6-(KrHPmunaIo1d Z=3,0 0.154 at Overall-0.0135 at Embedded=0.088 of #2 825 0_026 at 1250'Wx15.01'Lx4,Q(rHPdmnato,d Z=3,0 lnside#1 0.065 at Overall x 40.01Y.Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0'long x 2tr breadth Broad rested Rectangular Weir Head(feet) 020 0.40 0.60 OM 1.00 120 1.40 1.60 1.80 2,00 250 3.00 3.50 Coal.(English) 2.54 2.61 2-61 2.60 2.66 2.70 277 2.89 2.88 2.85 3,07 3.20 3,32 Primary OutFlow Max-60.71 cis @ 1?11 his HW=1422' TW=13.70' (Dynamic Tailwater) t--j=BrbsrdZyemed Rectangutar Weir (Weir Controls 6071 cis @ 2.58 fps) Summary for Pond 93P:Existing Pond Inflow Area 23.476 ac, 39,38%Impervious, Inflow Depth>80.40' for 50-year event Inflow 130-54 cis @ 12-12 his, Volume=- 157265 of Outflow 111,42cfs @ 12.19 hrs, Volume= 156.476 at. Aiken-15%, Lag=4.2 min Primary = 59.05cfs @ 12.18 hrs, Volume= 155.456 at Tertiary 52.37 cis @ 12.19 hrs, Volume= 1.020 at Routing by Dyn-Ston-rd method,Time Span--000-72.110 hrs,dt-0.01 hrs Peak Elev=-9.02'Q 12.19 hrs SurfArea=80,853 sf Storage=91,473ef Plug-Fl"detention firne--211 min calculated for 156-455 at(99%of inflow) Cenber-of-Ma"dettime=11.6min(2,0992-ZO57,6) Volume Invert Avail-StOn02e Storage Description #1 7-W 699,180ct Custom stage uala(Irregular)Limed below(Recalic) 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 50 year Rarofail=6.00" Prepared by(enter your company name here) Printed 6/18/2015 t HydroCADO f 000-13 sin 01204 62014 HydroCAD SoIDwre Solutions LLC Page 13 Elevation Surf.Area Perim. Inc.Store Cum.Store We1.Afea (feet) (sq-fl) (feet) . (cubic-feet) (cubic-feef) (sq-fl) 7.50 44,376 1,000.0 0 0 44,376 ' 8.73 69,812 1,498.0 69.637 69,637 143,383 10.73 162,389 2,349,0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices - #1 Primary 7.50' 36.0"x 48.0"Horiz OrificelGrate C=0.600 Limited to weir flow at low heads #2 Tertiary 8,68' 250.0'long Sharp-Cmsted Rectangular Weir 0 End Contractions) Primary OutFiow Max=59.04 cis@ 12.18 firs HW=9.02' TW=7.98' (Dynamic Tailwater) ' L1=13rificelGrate (Orifice Controls 59.04 cfs @ 4.92 fps) Tertiary OuTlow Max=52.29 cfs @ 12.19 his H W=9.02' (Free Discharge) L2-Sharp-Crested Rectangular Weir (Weir-Controls 5229 cis @ 1.31 fps) Summary for Pond 94P: 2'x10'Culvert ' Inflow Area 23.476 at, 3938%Impervious, Inflow Depth>79.46' for 50-year event - Inflow = 59.05 cfs @ 12.18 hrs, Volume= 155.456 of Outflow = 59.05 cfs @ 12.18 his, Volume= 155.455 at, Atten=0%, Lag=0.0 min ' Primary = 59.05 cis @ -12.18 hrs, Volume= 155.456 at Routing by Dyn-Scor-Ind method,Time Span=0.00.72.00 hrs,dt=0.01 hrs Peak Elev=7.99 @ 1218 hrs Device Routing Invert Outlet Devices ' #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150or RCP,square edge headwall, Ke=0.500 Inlet]Outlet Invert4.23'14.23' S--0.00007 Cc=-0.9D0 n=0.013 Concrete pipe,bends&connections, Flow Area=20.00 st Primary OutFluw Max=59.04 cfs @1218 hrs HW=7.98' TW=7.60' (Dynamic Taihvater) L1=Culverr (Inlet Controls 59.04 cfs @ 2.95 fps) Summary for Pond 95P: Plunge Pool Inflow Area= 6.785 ac, 72.35%Impervious, inflow Depth=268.26" for 50-year event Inflow = 6162 cfs @ 12.10 hrs, Volume= 151.683 at Outflow = 61.13 cfs @. 12.11 hrs, Volume= 151.603 at, Attem 1%, Lag=0.5 min Primary = 61.13 cfs @ 12.11 hrs, Volume= 151:603 of Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 his Peak Elev=14.24'@ 12.12 hrs SUd.Ama=0.057 ac Storage=0.114 of Plug-Flow detention time=2.3 min calculated for 151.580 of(100%of inflow) - Center-of-Mass det time=1.1 min(2,`134.8-2,133.6) Volume Invert AvaiI.Storage Storage Description #1 8.25' 0.088 of 1150'W x 15.00'L x 6.WH Prismatoid Z=3.0 0.154 at Overall-0.D65 at Embedded=0.088 at #2 825 0.026 of 1250W x 15.00'L x 4.00.14 Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0%Voids 0.114 at Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 1275' 16.0'tong x 20'breadth Broad-Crested Reetangutar Weir _ Head(feet) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Goef.(English) 254 2.61 261 2.60 2.66 2.70 2.77 2.89 2.88 285 3.07 320 3.32. Primary OutFlew Max--60.76 cfs @ 12.11 hrs HW=1424' TW=13.73' (Dynamic7atlwater) ' tt=81road-Crested Rectangular Weir (Weir Controls 60.76 cfs @ 2S6 fps) Summary for Pond 115P:Rain Garden Inflow Area 1.124 ac, 17.54%Impervious, Inflow Depth= 3.88" for 50-year event Inflow = 3.73 cfs @. 12.22 hrs, Volume= 0.364 at Outflow = 3.53 cfs @ 1228 hrs, Volume= 0-%4 at, Aden=5%, Lag=3.1 min Primary = 3.53 cfs @ 1228 hrs, Volume= 0.364 of Routing by Dyn-Scor-Ind method,Time Span=0.00.72.00 hrs,dt=0.01 hrs ' Peak Bev=13-8T @ 1228 hrs Surf.Area=3,679 sf Storage 3,479 ct Plug-Flow detention time=(not calculated:outflow precedes inflow) Cerner-of-Mass det time=125.8 min(947.1-8212) _ ' ' 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type IN 24-hr 50-yearRainla11=6 00" Prepared by{enter your company name here) Printed 6118!2015 Hr sh 01204 0 2014 HydruCAD Sfta,.Solufinasr Page 14 ' Volume Invert Avail.Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 1300' 1880cf Custom Stage Dam(Prismatic)Listed bel (Reralc) 3,752 cf Total Available Storage Elevation SurfArea Voids Inc.Store Cum.Store (feet) (sg-ft) (%) (cubic-fee0 (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 ' Elevation SurfArea Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-fee!) (cubic4eet) 13,00 1,560 0 0 - 14.00 2,200 1,880 1,880 ' Device Routing tnvert Outlet Devices 41 Primary -80- Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 inlet/Outlet Invert=8,33'17.73' S=0,02007 Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf ' #2 Device 1 13.50' 120"Horm Orifice/Grate C=0,600 Limited to weir flow at low heads #3 Device 1 9.00' 2.400 in/hr ExHItration over Surface area #4 Primary 13.75' 10.0'long x 5.0'breadthBroad-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.34 250 2.70 2.68 2.68 266 2.65 2.65 2.65 265 2.67 2.66 2.68 2.70 2.74 2.79 2.88 ' Prima ry OutFlow Max=3.53 cfs @ 12.28 hrs H W=13.87' TW=8.96' (Dynamic Tailwater) 1xulveA (Passes 2.51 cfs of 2.9d cfs potentia!flow) 2�rificdflrafe (Orifice Controls 2.31 cfs @ 2.94 fps) 3=Exfiltmtion (ExFdtralion Controls 0.20 cfs) ' broad-Crested RectanguWr Weir {Weir Controls 1.01 cfs @ 0.62 fps) Summary for Pond iiBP:Rain Garden Inflow Area 1.124 ac, 17.54%Impervious, Inflow Depth= 3.86' for 50-year event ' Inflow 3.73 cfs @ 1222 hrs, Volume= O-MA of CLAD" 3.53 cfs @ 12.28 hn, Volume= 0.364 af, Allen=5%, Lag=3.1 min Primary 3.53 cfs @ 1228 hrs. Volume= 0.364 at ' Routing by Dyn-Stdr-Ind melhod.,Time Span=0.D0-72.00 In,dt=0:01 ho' Peak Elev--13.87'@ 12.28 hn Surf.Area=3,679 sf Storage=3,479 cf Plug-Flow detention time(not calculated:outnow precedes inflow) _ Center-of-Mass oat time=125.8 min(947.1-821.2) ' Volume Invert Avail.Storaa Storage Description #1 9.00' 1,872.cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13,00r 1,880 Cf Custom Stage Data(Prismatic)Listed below(Recalc) 3,752 of Total Available Storage ' FJevafion SurfArea Voids Inc.Store Cum.Store (feet) (so-fo f%) (cubic4eet) (cubiofeee 9-00 1,550 0.0 0 0 13-DD 1,560 30.0 1,872 1,872 Elevation SurfArea tnc.Store Cum.Store (feet) (sq-f0 (cubic-feet) (cubio-feet) 13.00 1,560 0 0 ' 14.00 2,208 1,880 1,860 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0-900 Inlet/Outlet Invert=8.33'17.73' S=0,02007 Cc=0-900 n=0.010 PVC,smooth intenor, Flow Area=0.35 sf ' #2 Device 1 13.50' 120"Horiz OrthcelGrate C=0.600 Limited to weir flow at low heads #3 Device 1 9.00' 2.400 infhr FxEiItration over Surface area #4 Primary 13.75 10.0'long x 5A'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 200 2,50 3.00 3-50 4.00 4.50 SAO 5.50 Coef(English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 265 2.65 267 2.66 2.68 2.70 274 2.79 2-88 ' Primary Outflow Max--3.53 oft @ 12,211 hn HW=13.8T TW=B. (Dynamic Tall-ter) 1=Culvert (Passes 2.51 cfs of 2.94 cfs potential flow) A�-2=OnficelGrate (Orifice Controls 2.31 cfs @ 2.94 fps) 3=Exfiftration (Exfidration Controls 020 cfs) - ' Bmad.Cmsted Rectangular Weir (Weir Controls 1.01 ofs @ 0.82 fps) Summary for Pond 121 P:Rain Garden ' Inflow Area-- 1.124 ac, 11-54%Impervious, Inflow Depfh= 3.88" for 50-year event Inflow 3.73 cfs @ 1222 Inns, Volume= 0.364 of Outflmv 3.53 cfs @ 1228 hrs, Votrmfe= 0.364 af, Aften=5%, tag=3.1 min Primary 3.53 cfs @ 1228 hm, Volume= 0.384 of 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 50-year Rainfal1=6.00" Prepared by{enter your company name here) Printed 611812015 HydrocAD0 10 00-13 s/n DI204 (Z 2014 HydmCAD Softwam Soludoos LLC Page 15 Routing.by Dyn-Slog-Intl method,Time Span=000-72.00 his,dt=0,01 his Peak Elev=13.87'@ 12.28 hrs Surf.Area=3,679 sf Storage=3,479 cf Plug-Flow detention 6me=(not calculated:outflow precedes inflow) 1 Center-of-Mass det.lime=125.8 min(947.1 -821.2) Volume In en A a'I S1n age Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13 00' 1 680 cf Custom Stage Data(Prismatic)Listed below(Recalc) ' 3.752 cf Total Available Storage Elevation Surf.Ama Voids Inc.Store Cum-Store _ (feet) sq-fl) (°O (cubic-feet) (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 Elevation Surf.Area Inc-Store Cum.Siore (feet) (sq-ft) (wbic-feet) (cubic-feet) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 ' Inlet!Outlet Invert=8.33'17.73' S=0.4200 T Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0-35 sf #2 Device 1 13.50' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 9.00' 2.400 inthr Exfiitration over Surface area #4 Primary 13.75' 10.0'long x 5-0'breadth Br d-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 1.00 1.20 1.40 1.60 7.80 2.00 250 3.00 3.50 4A0 4.50 5.00 5.50 ' Coef:(English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 265 267 2.66 2.68 2.70 2.74 279 2.88 Primary Outi Max=3.53 cfs @ 12.28 hrs HW=13.87' TW=8.99' (Dynamic Talwater) culvert (Passes 2.51 cis of 293 cis potential flow) 2=OrificelGrate (Orifice Controls 2.31 cis @ 2.94 fps) , 3=Exfittration (Exhiiralion Controls 0.20 cis) i Broad-Crested Rectangular Weir (Weir Controls 1.01 cis @ 0.82 fps) Summary for Link 76L Tide Inflow Area 23.476 ac, 39,38%Impervious, Inflow Depth>79.69' - for 50-year event ' Inflow = 70.43 cis @ 1220 his, Volume= 155.904 of Primary = 70.43 cis @. 1220 hrs, VoWme= 155.904 af, Atten=0%, Lag=0.0 min - Primary outflow=Inflow,Time Span=0.D0-72-DO his,dt=0.01 his .' Fixed water surface Elevation=-3.40' Summary for Link 86L'Tide ' Inflow Area 23.475 ac, 3938%Impervious, Inflow Depth>79.69' for 50-year event Inflow = 70.44 cfs @ 12.20 hrs, Volume= 155.904 of Primary = 70.44 cfs @ 1220 his, Volume= 155.904.at, Atter=0%, Lag=0.0 min Primary outflow=inflow,Time Span=0.00-72.00 hrs,dt=0.01 his , Fixed water surface Elevation=5.40' Summary for Link 96L:Tide _ , Inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>79.46^ for 50-yearevent Inflow = 59.05 cis @ 12.18 hrs, Volume= 155.455 of Primary = 59;05 cis @ 12.18 his, Volume= 155.455 at. Atter 0%, Lag=0.0 min ' Primary outflow=Inflow.Time Span=0.00-72.00 hrs,dt-0.01 his Fixed water surface Elevalim=7.60' t t ---------------- Type III 24-hr 100-year 2015-06,08 Pr Conditions Forest River Park(NAVD88) Printed 6118/2015 Prepared by(enter your company hem) Page 16 HydmCADOMOD-13 s! 01204 �201=CAD Soft..m S-1-60-LLC Time span=0.00-72,00 hrs.dt=0.01 ms.7201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-GN Reach routing by Dyn-Stor-Ind method Pond muting by Dyn-Stor-Ind method Subcatchment 68S:Sub-Watershed I Runoff Area=295,560 of 72.35%Impervious Runoff DePth=5 B7" Flow Lonsth=1,281' Tc=7'3mn CN-93 Runoff=4122cft 3.322 of Subcatchment 69S:Sub-Watershed 2 Runoff Pie.=164,896 sf 7.32%Impervious Runoff Dep1h�.42' To=6h min CN=80 Runoff-19.46 cfs 1 394 at Subcatchment 78S:Sub-Watenhed I Runoff Aea=295.560 of 72-35%Impervious Runoff Depth=5.87' FfowLonqffi=1,2S1' T,7,3oh CN=93 Ru.ff=41.22cfs 3322of Subcatchment 795:Sub-Watershed 2 Rumff Nea=iSA,alffi of 7.32%Impervious R.o.ff Depth.,42- Tc=r.0 min CR-80 Runoff-I9.46 efo 1.394 of Subcatchment 885:Sub-Watershed I Runoff Ae.=295.56Dsf 7235'AirrPer'lous Runoff DcPth=567" FT,wL.,9th=1281' T,73.,. CN=93 R.ri.f*41.22cf. 3,322-f Subcatchment 89S.Sub-Watershed 2 R,nffA11.=16406sf 7,32%.l.pen,ious Runoff Depth-442" Tc=6.0rrm CN=90 R...ff>l 9 46 Cis 1.394 of Run1ffPuea=513,196Sf 32.78%1.per,(...s ftnafft)ofrth�.97' Subcatchment 113S:Sub-W.tershed 3 Flow L,,gth=1.407 Tc--79 thin CW85 R.MfI=U.57 of. 4.876 at Runoff Area=48,952 at 17.54%Impervious Runoff Dptlf=4,53' Subcatchment 114S:Rain Garden Flow Longth=376 Tc=16.4 min CN--91 fkunrrff4.33 ds 0A24 at Runoff Area=SM196 of 32-78%JMPeNim- Runoff Depth=4.sr Subeatchment I ISS:Sub-Watershed 3 Flow Length Tc=7.9 1*1 CN=85 Runoff-62.67 ds 4.876 at Runoff Are�-48,952 sf 17.54%finp.Mus Runoff Depff"- .53" S,bc,tchnvmt JITSi Rain Garden Flow Leng0h=375 Ta=-16-4 Min CW-81 Ruwff=4.33 cfs 0A24 of Runoff fVea=513,195sf 32.78%tmpeniious R.OffDe;Ah=C9r Subcatchment 119S-Sub-WaterShed 3 P,,w Lw�-1,400` Tc=7.9 min CN=BS R...ff�-62.67 cfs 4.876 at Ru,.ffAfea=48,952sf 17,54%Impervious Runoff Depth=4-53* Subcatchment JZDS:Rain Garden Flow Length-S75' Tc=16.4 min CN=81 Runoff--433 CIS 0.424 of Arg.F1,,D.pth=1.OT Maxliel�4cf 22fPl Inflo,=8620 . 153.388 at Reach 71 P--Grass Channel -D.C30 L=6MT 5=-0,00877 Capacifty-116-65-f- 010-18264cis 153.265 of Reach 72P-,(nen'Reach) Avg.F1uwDep1h--1.1jV 14MVel-11-45fps In8OV25-00cfs 148.781 of 300 RoundPipe n--zO,012 L=5709' 5---0.0173'f Capacity=58.50cts Outnew=25.00cfs 148-752 at Reach SIR:Grass Channel Avg Flow0epth=1-03' Max V6-422fps jnflow=8620cfo 153288 at n=0.030 L=500.0* S----O.0087*f CapacAy=116.65efs Outftcw�-82.64cfs 153.265 at Reach 821R:(new Reach) Avg.F)DwDepth=1J4' Max Vek11.45fps tnflow=25.00ofs 148,781 at 30.0' Round Pipe n=0,012 L-570.0' S=0.0173 T Capacity--58-50 of$ Outfloa-25.00 cfs 148.752 at Avg.F1MDePth=1.D6' tAmVe1=4,09fps inflow=85.88cls 151.388 at Reach 91 R Grass Channel ,-.0,030 L=4650 5=0.0079-t Oapa*=JjQ.qqrjs Outfi..=83,54cfs 153.289 of Avg.Flow Depth=1.14' Mar Vel-11.45fps tnflow=25.00cfs 148781 at Reach 92R.,(ramrRwch) 30.0' Round Pipe n=0.012 L--570.0' 5=0.0173,r Cap.c4--58s0cfs Outflow,25.000s 148.752 of Pond 73P:Existing Pond Peak Efev--9.03' Storage=92,130 of mfiow�-146.45 ets.158.5TA of Prhnary-71.43 cls 155.800 Of TerfiaW-56.41 CIS 0,986 at Out9krw�127.83 ct 157,785 at PekElev=6.49' tn8ow=71.43cfs 156.800 at Pond 74P:7x40'Culvert 120.0'x 24.0' Boz Culvert n--0-013 1=1 50.0' 5=0,0000 T O.Mow=71.43 cls 156.800 at Peak ERw-1 4.30' Stowe==D-1 14 at InS..=66.22 cfs 152-074 at Pond 75P:Plunge Pool oufflovW71 cis 151,995 at Pond 83P:Existing Pond Peak Elav--9.03' Storage--82.130 at trrfio+ 146A!i cfs 158564 at Prionary-71.43 cls 156.800 at Terfiary-56.41 ds 0,986 at Outflow=-127M cfs 157.785 at PeakEL,6.49' 1nfiow=71A3cf. 156.800 at Pond W:Zxl(r Culvert 120.T x 24.0' Sox Culvert n=D.Oi 3 L=159.0' S=O.DDOO T Odtfiow=71.44 cls 1562D0 at PeakEiev--1430' Soaage--0,114sf Inflow=6522cfa 152074 at Pond BSP:Plunge Pool Ou0ffew=66.71 cts 151 996 at Pond 93P.Existing Pond Peak E1-v=S.W Starage=94,591 of tnfiow--147.47 ds 158-589 of pfimzry-W M cfs 156278 at TerfiaW-7220 cjs 1.502 at OofflowF132m cis 157.780 at P.AEk,=7.99 lnffaw-�52Zcls 156279 at Poled 94P:2'XIW Culvert 120.T.24.0' am Cuiven n=0.013 L=150.7 S=0=0? oufflow=59.84cfs 156278 at 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type]1124-hr 100 year Rainfall=6.70" Prepared by(enter your company name here) Printed 6/18/2015 , HydroCAQ9 10.00-13 sM 01204 P 2014 HydmCAD Sofhaare Solutions LLC Page 17 Pond 95P:Plunge Pool Peak Elov=14.31' Storage--0.114 of InBw 6622 cls 152 074 a£ Outflov#6.44 cfs 151,9S4 of Pond 115P:Rain Garden Peak E1,13,91' Storage=3,566 ct Inflaw=4.33 cis 0.424 of , Outlbw-420 ds 0.424 of Pond 118P:Rain Garden Peak Elev=13.91' Storage=3,566 cf Infl.,-4.33 ch 0.424 at Ouffiow=4.20 cfs 0.424 at , Pond 121P:Rain Garden Peak Elev=13,91' Storage=3,566 c£ Inflow=4.33 cfs 0.424 at 0utflow=420 cls 0.424 of Link 76L:Tide Inflow=71.43 cts 156,800 of , Primary=71.43 cfs 156.800 of Link SSL'Tide Infiow=71 44 cfs 156.800 at Primary=71 44 cfs 156.,800 of Link 96L-Tide Inflow=59.84 cfs 156.278 at ' Primary=59.84 cfs. 156,276 of Total Runoff Area=70.427 ac Runoff Volume=30.045 of Average Runoff Depth=5.12" SO.S2%Pervious=42.692ac 39.38%Impervious=27735ac ' t t 1 ------------------- ---------------------------- _ .- ' 2015.06.08 Pr Conditions Forest River Park(NAV088) Type 11124-hr 700-year Ratn.`alf=6.70" Prepared by{enter your company name here) Primed 61age 15 P H d CADS 10 00.13 h 01204 0 2014 Hyd CAD 5 % S ! ti LLC - Page 18 ' Summary for Subcatchment 68S.Sub-Watershed 1 Runoff = 41.22.cfs® 12.10 hrs, Volume= 3.322 af, Depth= 5.87" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfafl=670" Area(sq CN Description 233,521 92 Ila acre lots,65110 imp,HSG D 62.,039 98 Paved roads w,'curbs 8 sewers.HSG D 295,560 93 Weighted Average 81.732 27,65%Pervious Area 213,828 72.35%Impervious Area ' To Length Slope Velocity Capacity Description " min fee tiff!) Mysecl (cfs 4.8 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2=3.20" r ' 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv-70 fps 0.8 510 0.2500 10:15 Shallow Concentrated Flow, Paved Kw 20.3 fps 1.3 591 0.2500 750 Shallow Concentrated Flow, ' Grassed Waferwav K =15 Offs 7.3 1,281 Total Summary for Subcatchment 69S:Sub-Watershed 2 ' Runoff = 19-46 cis @ 12..09 hrs, Volume= 1.394 of, Depth= IA2" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfa11=6.70" ' Arco[sa Description _ 18,579. 92 118 acre bis,65%imp,HSG D 62,665 77 Woods,Good,HSG D 113,642 80 >75%Grass cover Good: HSGD ' 164,886 80 Weighted Average 's 152,810 9268%Pervious Area 12,078 7.32%Impervious Area ' To Length Slope Velocity Capacity Description nim feet. ffin ftlsec Us 60 Direct Entry, Summary for Subcatchment 78S:Sub-Watershed) tRunoff = 41.22 cis @. 12.10 hrs, Volume= 3.322 af, Depth= 5,B7- Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs ' Type III 24-hr 100-year Rainfa11=13.70" Area CN Description 233,521 W-1/8 acre lots,65%imp,HSG D 039 98 Paved roads acurbs 8 sewers HSG D ' 295,56D 93 Weighted Average _ 81,732 27.65%Pervious Area 213,828 72.35%Impervious Area To Length Slope Velocity Capacity Description ' min feet sec ds 4.8 100 0.1200 0.35 Sheet Flow, Grass:Short n=0.150 P2--320" 0.4 80 02500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv--7.0 fps ' 0.8 510 02500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv--15.0 fps 7-3 1,281 Total - Summary for Subcatchment 79S:Sub-Watershed 2 Runoff = 19.46 cis @ 12.09 Its,Volume- 1.394 at, Depth= 4.42' ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.72.00 hrs,dt=0.01 hrs Type III 2444 130-year Rainfall--6.70- 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type O!24-hr 100 year Rainfa11=6.70" t Prepared by{enter your company name here) Printed 611812015 HydroCADS 10,00-13 On 01204 ®2014 HydroCAD Sofhwue Salus ors LLC Page 19 ' Area( t) CN Description 18,579 92 118 acre lots,65%imp,HSG D 62,665 77 Woods.Good,HSG D B3,642 80 75%Grass cover,Good,HSG D ' 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.32%Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ftifi) (fUsec) _(cfs) 8.0 Direct Entry, Summary for Su bcatchment 88S:Sub-Watershed 1 ' Runoff = 47.22 cfs @ 12:70 hrs, Volume= 3.322 af. Depth= 5.87" Runoff by SCS TR-20 method, UH---SCS.Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs Type III 24-hr 100-year Rainfa8=6.70' ' Area(sp CN Description 233,521 92 118 acre lots,65%imp,HSG D 62,039 98 Paved roads vdwrtrs&sewers,HSG D 295,550 _ 93 Weighted Average ' 81,732 27.65%Pervious Area -. 213,828 72,35%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (filR) (ft7sec) -lets) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass:Shod n=0.150 P2=3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, - Short Grass Pasture Kv=7.0 fps t 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 02500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv=--15.0 fps 7.3 1,281 Total ' Summary for Subcatchment 89S:Sub-Watershed 2 Runoff 19.46 cis @ 1209 hrs, Volume= 1.394 at, Depth= 4.42' ' Runoff by SCS TR-20 method.,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 firs - Type III 24-hr 100-year Rainfall=6.70" Area(sl) CN Description , 18,579 92 1B acre lots,65%imp,HSG D 62,665 77 Woods,Good,HSG D 83,642 80 >75%Grass cover,Good,HSG D 164,886 80 Weighted Average 152,810 92.68%Pervious Area 12,076 7.32%Impervious Area Tc Length Slope Velocity Capacity Description (min) (reef) (Riff) (ftJsec) (cfs) 6.0 -_ - - _ Direct Entry, ' Summary for Subcatchment 113S:Sub-Watershed 3 Runoff = 62.67 cis @ 12-11 his. Volume= 4.876 af, Depth= 4-97' , Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=O.OD-72.00 hrs,dt-0.01 hrs - Type III 24-hr 100-year Rainfa 11=6.70' Area(st) CN Description , 185,534 77 Woods,Good,HSG D 104,705 80 75%Grass cover,Good,HSG D 66,572 98 Paved parking,HSG.D 156,3114 92 118 acre lots 65%imp HSG D 513,196 85 Weighted Average ' 344,974 67.22%Pervious Area 168,222 32.78%Impervious Area 2015.06.08 PrConditions Forest River Park(NAVD88) Typ=_11124-hr 100-year Rainfall=6.70" Prepared by{enter your company name here) Printed 6/18/2015 Hyd CAM 10 00-13 sinOI204 Q2014HydMCADSofhYareSo[utiomLLC Page 20 Tc Length Slope Velocity Capacity Description (m ) (feet) (fUft) (R/sec) (cfs) 2.3 100 0.7500 0.72 Sheet Flow, Grass:Short n=0.150 P2=320" ' 2.3 600 0.7500 4.33 Shallow Concentrated Flow, Woodland Kv-5.0 fps 3.3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass PastKv=7 0 fps 7,9 1,400 Total ' Summary for Subcatchment 114S: Rain Garden , Runoff = 4.33 cfs @ 12.22 hrs, Volume= 0.424 af, Depth= 4.53" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 hrs,dt=0.01 hrs _ Type 14124-hr 100-year Rainfall=6.70" Area(st CN Description 8,586 g8 Paved parking,HSG D 40,366 77 Woods,Good.,HSG D 48,952 81 Weighted Average 40,366 82.46%Pervious Area 8,586 17.54%Impervious Area i ' Tc Length Slope Velocity Capacity Description min fe Rlft fvsec cfs) 12.3 50 0.0200 OA7 Sheet Flow,Sheet Flow ' Woods:Light underbrush n=0.400 P2=320" 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kw 7A fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv--20.3 fps ' 0.8 50 0-0200 0.99 Shallow Concentrated Flow,SCF Short Gras Pasture Kv=7.0 fps 18.4 375 Total Summary for Subcatchment 11 SS:Sub-Watershed 3 ' Runoff = 62-67 cfs @ 12.11 his, Volume= 4.876 af, Depth= 4-97- Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.DO hrs,dl=0.01 hrs ' Type 11124-hr 1110-year Rainfall=6.70" i Area CN Description 185,534 77 Woods,Good.,HSG D 104,706 80 >75%Grass cover,Good,HSG D ' .66,572 98 Paved parking,HSG D 156.384 92 118 acre lots,65%imp.HSG D 513,195 85 Weighted Average 344,974 6722%Pervious Area 166,222 32.78%Impervious Area ' Tc Length Slope Velocity Capacity Description min feet Rift Msec cfs 23 10D 0.7500 0.72 Sheet Flow, Grass:Short n=0.150 P2=320" ' 2.3 60D 11.7500 4.33 Shallow Concentrated Flow, Woodland Kv-5.0 fps 33 700 0.2500 3.50 ShaliowConcemrated Flow, Short Grass Pasture Kv-7.0 fps ' 7.4 1,400 Total Summary for Subcatchment 117S:Rain Garden Runoff = 4.33 cfs @ 1232 hrs, Volume= 0.424 af, Depth= 4.53- . ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=O.DD-72.00 hrs,dt=0.01 Ars Type Ill 24-hr 100-year Rainfall--6.70" Area(st CN Description ' 8,586 98 Paved parking,HSG D 40.366 77 Woods.Good.HSG D 48,952 81 Weighted Average 40,366 62.46%Pervious Area ' 8,586 17.541*Impervous Area 2015.06.08 Pr Conditions Forest.River Park(NAV088) Type lil 24-hr 700-year Rainfall=6.70" Prepared by(enter your company name here) Printed 6118/2015 HydroCADZ 10 00-13 stn 01204 xc2014 HydroCAD Software S.IAons LLC - Paae.21 ' Tc Length Slope Velocity Capacity Description _(min) (feet) (ftf t) (fLrsec) (cis) 12.3 50 0.0200 0-07 Sheet Flow,Sheet Flow Woods:Light underbrush n=0.400 P2=3.20' 2.9 175 0.0200 0.99 Shallow Concentrated Flow,SCF Short Grass Pasture Kv=7.0 fps 0.4 100 0.0500 4.54 Shallow Concentrated Flow,SCF Paved Kv=20.3 fps 0.8 50 0.0200 0.99 Shallow Concentrated Flow,SCF ' Short Grass Pasture Kv=7.O fps 16.4 375 Total - Summary for Subcatchment 1195 Sub-Watershed 3 , Runoff = 62.67 cis @ 12.11 hrs, Volume= 4.876 at, Depth 4.97" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN.Time Span=0.00-72.00 hrs,dt=0.01 him Type 11124-hr 100-year Rainfall=8.70" ' Area(s0 CN Description 185,534 77 Woods,Good,HSG D 104,706 SO >75%Grass cover,Good,HSG D 66.572 98 Paved parking,HSG D ' 156,3B4 92 1f8 acre lots 65%imp HSG D 513,196 85 Weighted Average 344,974 6722%Pervious Area 168,222 3278%Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ftttt) (ftlsec) (cls) 23 - 100 0.7500 0.72. Sheet Flow, Grass:Short n=0.150 P2=320- 23 600 0.7500 4.33 Shallow Concentrated Flow, ' Woodland Kv-5.0 fps 3-3 700 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kw 7.O fps 7.9 1,400 TOW ' Summary for Subcatchment 120S:Rain Garden Runoff = 4.33 cls @ 1222 hrs., Volume= 0.424 at, Depth= 4.53" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-72.00 firs,dt=0.01 firs t Type Ill 24-hr 100-year Rainfall=6.70" Area(s0 CN Description 8,586 98 Paved panting,HSG D ' 40.368 T7 Woods Good HSG D 48,952 81 Weighted Average 40,356 - 82.46%Pervious Area 8,586 1754%Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (hff0 (ftisec) lots) 12.3 50 0.0200 0.07 Sheet flow,Sheet Flow Woods:Light underbrush n=0.400 P2=320" , 2.9 - 175 0.0200 0.99 Shallow Concentrated Flow,SCF - - - - - ---- - - - - - Short Grass Pasture Kv-7.0 fps 0.4 100 0-0500 4.54 Shallow Concentrated Flow,SCF Paved Kv-20.3 fps 0.8 50 00200 0.99 Shallow Concentrated Flow,SCF ' ShortGrass Pasture Kv-7.0 fps 18.4 375 Total Summary for Reach 71R:Grass Channel ' Inflow Area= 105709c, 49-05%Impervious, Inflow Depth 7174.13" for 100-year event- Inflow = 8620 cis @ 1209 hrs, Volume= 153.388 at Outflow = 8254 ds @ 12.12.hrs, Volume= 153265 at, Allen=4%, Lag=1.9 min Routing by Dyn-Stor4nd method,Time Span=0.00-72.00 lin,dt=0.01 hrs ' Max.Velocity=4.22 fps., Min Travel Time=2.4 min Avg.Velocity=2.61 fps, Avg.Travel Time=3.6 min Peak Storage=11,756 cf @ 12.12 his ' Average Depth at Peak Storage=1.03' Bank-Full Depth-12S Flow Neo=24.7 lit, Capac"115,55 cls ' 2015.06.08 Pr Conditions Forest.River Park(NAVD88) Type 11124-hr 100-year Rainfall--15.70' Prepared by{enter your company name here) Printed 6/1612015 H dr CADS 10,00-13 h 01204 0 2DI4 HydrsCAD S fM S.lufions LLC Page 22 ' 16,00' x 1.25' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.07 Top Width=23.50' Length=600.0' Slope=0.0087'r Inlet Invert=12.73'. Outlet Invert=7.50' ' � �x a^•n�+W ` .�aM� .y �C�"T�6+Fv" xx�RyPf'��'i AzMa` 't 'Y- a.y'A' ,:sf' _y .,... *y""c ^=v»c �+�a-,`r,. '-�'.'"":�... � Y Y � _y, _ � �}ma :& ,�€s�; ttl-�-�� +.� ??>,aa��f ���t.�`t.6�+w la• ap:� Summary for Reach 72R:(new Reach) Inflow = 25-00 cis @ 0.00 hrs, Volume= 148.781 at, Incl.25.00 cfs Base Flow ' Outflow = 25.00 cfs @ 0.35 hrs, Volume= 148.752 at. Alien=0916, Lag=21.0 min Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 Ms,or=0.01 hrs Max.Velocity=11.45 fps, Min.Travel Time=0.8 min ' Avg.Velocity=11 AS fps, Avg.Travel Time=0.8 min Peak.Storage=1245 cf @ 0.35 hrs Average Depth at Peak Storage=1.14' Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity=58.50 cfs ' 30.0' Round Pipe n=0012 Concrete pipe,finished Length=570.0' Slope=0.0173 7 - Inlet Invert=22-63', Outlet Inver-12.75 I Summary for Reach 81R:Grass Channel ' Inflow Area 10.570 ac, 49.05%Impervious, Inflov Depth A74.13" for 10D-year event Infiow 85.20 cfs @ 12.09 hrs, Volume= 153.388 at Outflow = 82.84 cfs @ 12.12 hrs, Volume= 153265 at, Atter=4%, Lag=1.9 min ' Routing by DynStor-Ind method,Time Span=0.00-72..00 hrs,dt=0.01 hrs Max.Velocity=4.22 fps, Min.Travel Tune=2.4 rain Avg.Velocity=2.81 fps, Avg.Travel Time=3.6 min Peak Storage=11,756 cf @ 12.12 hrs ' Average Depth at Peak Storage=1-03' Bank-Full Depth=1.25' Flow Area=24.7 sf, Capacity=116.65 cfs 16-W x 1.25 deep charnel, n=0.030 Earth,grassed&winding Side Slope Z-value=3,07 Top Width=23.50' ' Length=600.0' Slope=0.00877 Inlet invert-12.73', Outlet Invert=7-50* a ' Summary for Reach 82R:(new Reach) Inflow = 25.00 cfs @ 0.00 hrs., Volume= 148.781 af, Incl.25.00 cfs Base Flow Outflow - 25.00 cfs @ 0.35 hrs, Volume= 148.752 af, Atten=0%, Lag=21.0 min ' Routing by D1m-Stor-Ind method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Max.Velocity=11.45 fps, Min.Travel Time=0.8 min Avg.Velocity=11 AS fps, Avg.Travel Time=0.8 min Peak Storage=1,245 d @ 0.35 hrs Average Depth at Peak Storage=1.14' Bank-Full Depth=2.50' Flow Area=4.9 sf, Capacity-58.50 cfs 30.0' Round Pipe ' n=0.012 Concrete pipe,finished Length=570.P Slope=0.01737 "at invert=22.63', Outlet Invert=12.75 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type ill 24-hr 100-year Rainfall=6.70" , Prepared by{enter your company name here) Primed 6/1812015 Hyd CAD910 00.13 s/.01204 rs 2014 HydroCAD Svftw nv Solutkrnm LLC Paine 23 Y Summary for Reach 91 R:Grass Channel Inflow Area 10,570ac, 49.06%Impervious, Inflow Depth>174.1W for 100-yearevent - Inflow 85-88 cfs @ 12.09 hrs, Volume= 153.388 of Outflow = 83.54 cfs @ 12.12 hrs, Volume= 153,289 of, Allen=3%, Lag=1.6 min Routing by Dyn-Slor-Ind method,Time Span=0.00-72.00 hrs,dl=0.01 him ' Max.Velocity=4.09 fps, Min.Travel Time=1-9 min - Avg.Velocity=2.72 fps, Avg.Travel Time=2-8 min _ Peak Storage=9,486 cf @ 12.12 firs Average Depth at Peak Storage=1.06 ' Bank-Full Depth=1.25' Flow Area=24.7 sf, Capacity=110.99 cls 16-00' x 1.25' deep channel, n=0,030 Earth,grassed 8 winding Side Slope Z-value=3.0 T Top Width=23.50' Length=465A' Slope=0.00797 ' Inlet Invert=12.73', Outlet Invert=9.06 $ ���^ z e'��. �R�.1 �fiGym.,r.-=rat+-:v`` '-'r��s 5�� :;.e-r'.`.•m�='. :' .i� "3 .3: °1�.;5 p Summary for Reach 92R_-(new Reach) - ' Inflow = 25.00 cis @ OM tars, Volume= 148.781 at, Intl.25.00 cis Base Flow Outflow = 25.00 ds @ 0.35 hrs, Volume= 148752 af, Atten=0'/, Lag=21.0 min Routing by Dyn-Stor4nd method,Time Span=0.00-7200 his,dt=0.01 him Max.Velocity=11.45 fps, Min.Travel Time=0-8 min Avg.Velocity=11,45 fps, Avg-Travel Time=0-8 min Peak Storage=1,245 cf @ 0.35 him ' Average Depth at Peak Storage=1.14' Bank-Full Depth=2.50' Flow Area=4-9 st, Capacity=58.50 ds 30.0" Round Pipe n=0.012. Concrete pipe,finished ' Length=570.0' Slope=0.0173 7 Inlet Invert=22.63', Outlet invert=12.75' - -f Summary foiPond 73P: Existing Pond - -- - Inflow Area 23.476 ac, 39-38%Impervious, Inflow Depth-81AS for 100-year event Inflow = 146.45 ds @ 12-12 hint, Volume= 158,564 of t Outflow = 127-83 ds @ 12-18 his, Volume= 157.785 at, Atten=13%, Lag=3.8 min Primary = 71-43 cfs @ 12,18 hrs, Volume= 156.800 of Tertiary 55.41 cis @ 12.18 hrs, Volume= 1 0.986 of i Routing.by Dyn-Stor-Ind method,Time Span=0.00-72-00 him,dt=0.01 hrs ' Peak Elev-9.03@ 12.18 hrs Surf.Ama=81,174 sf Storage=92,130 d Plug-Flow detention time=Z2.1 min calculated for 157.785 at(100%of inflow) Center-of-Mass det 6me=111 min(2,0882-2,077.1) Volume Invert Avail Storage Storaos Description ' #1 7.57 694,180 d Custom Stage Data(Irregular)Listed below(Recalc) yf Type III 24-hr -I00-year Rai 2015.06.08 Pr Conditions Forest River Park(NAVD88) Printed 61nfal1=5 70' 1812015 Prepared by(enter you,company name here) Pane 24 HydroCAEM 10.0o-13 sin 01204 C 2014 HydmCAD 6ofhvare Solutions LIC Elevation Surf.Afea Perim. Ina Store Cure Store Wet.Area (feet) _1bir (sq-ft)(sq-fi) (feet) (au --feet) (cubic-feeg 750 44*3715 1,000,0 11 u 44,376 8J3 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2.349.0 225,783 295,421 403,932 12.73 244,138 2,670,0 403,759 699,180 532,237 Device Roulint! lnwft outlet Devices #1 Primary 7,50' 36_0'x48_0-HonOrificeIGrate C=0.600 Limited to weir flow allow heads #2 Tertiary 8,86' 250-0'long Sharp-Crested Rectangular Weir OEnd Contraction(s) Primary Cuff"" Ila,-11,41 cis @ 12,111 hrs IIW=9,03' TW=5.49' (Dynamic Tailwater) . I=Orifice!Grate (Orrice Controls 71.43 cfs;@ 5.95 fps) Tertiary OutFlow Mx=56.34 Cfs @ 12-18 hrs HW=9,03' (Free Discharge) t--2-Sharp-Crested Rectangular Weir (Weir Controls 55.34 cis @ 1.34 fps) Summary for Pond 74P:2'x10'Culvert InflmvArea 23.476 ac, 39.38%Impervious, Inflow Depth>80,15" for IOD-year event Inflow = 71,43 cis @ 1218 hrs, Volume= - 156.800 at Outflow 71,43cfs@ lZIllhrs, Volume= 156_800 at, Aflen=0%, Lag=11,0 min Primary 71.43 cis @ 12,111 Ins, Volume= 156.800 at Routing by Dyn-Star-Ind mernad,Time Span=000-72-00 hrs,or-0.01 hrs Peak Elev-6.49 @ 12-18 him Device R utin Invert Outlet.Devices 41 Primary 4,23' 120.0'W x 240"H Box Culvert L=15D,0' RCP,square edge headwall, Ke,-0,530 connections, Flow Area=20M sf Inlet I Outlet Invert-42T 14,23' S--0.0000'r Ce-0.900 n=0.013 Concrete pipe,bends con Pfinuary OutFlow Ma,,_71.43 ofs g 12,18 him HW=6.49' TW=-3A0' (Dynamic Tailwater) Li =Culveir (Barrel Controls 71.43 of$@ 422 to$) Summary for Pond 76P:Plunge Pool Inflow Area 6.785 ac, 7225%Impervious, Inflow Depth 268.95' for IOD-year event Inflow 6622 cis @ 12.10 his, Volume- 152-074 at Outflow 66.71 ds Q 1211 hrs, Volume= 151.995 at, Allen=OY., Lag=0.6 min Primary 66.71 ds Q 1211 hrs, Volume-- 151-995 at Routing by Dyn-Stor4nd method,Time Span=0.00-72.00 hrs,dt=001 him Peak Elev=14.30'@12,llhrs SurfAniazo.057ac Storage=0.114af Plug-Flow detention time=2.3 min calculated for 151.993 at(10D%of inflow) Cenler-of-MassdetIMO=1,1min(2*131,2-2,130,I) Volume Invert AvatI.StoMe Storage Desch Ition 825' 0,088 at 1250W x 1515.001x a-WH Prismatoid Z- -3.0 0A 54 at Overall-0.055 at Embedded=0.088 at #2 $25, OfI26 at IZ50W x 15.00'L x 4,00'H Prismatoid Z=3.0 Inside#1 0.065 at Overall x 40.0%Voids - 0,114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary Head(feet) 020 GAO 0long x 20'breadth 60 080 1.00 1 Rectangular Weir 20 1,40 160 180 2.DO 2,50 3.00 3.50 Coal.(English) 2.54 2,61 261 2.60 2B6 2.70 2.77 2.89 2X8 2.85 3.07 320 3.32 primary ourFlow Mo,_862acfs g 12-11 hrs HW=14,30' TW=13,71' (DynarnicTililwaler) 't­1=13rosid-Crested Rectangular Weir (Weir Controls 66.28 cfs @ 268 fps) Summary for Pond 83P:Existing Pond Inflow Area= 23.476 ac, 39.38%impervious, Inflow Depth>81.o5- for 100-year event Inn" 146.45 cis Q 12-12 hos, Volume= 158.554 21 Outflow 127-83 cis @ 12.18 hrs, Volume- 157.785 at. Allen-13%, Lag=3.8 min Primary = 71.43 cis @ 1218 hrs, Volume= 156,800 at Tertiary 56.41 afs @ 12.18 hrs, Volume= 0,985 at Routing by Dyn-Star-Ind method,Time Span=0.60-72.00 hiss,dt=0.01 hrs Peak Eley=9.0W@12.18hrs SurrArea=81,174 sf Storage=92.130cf Plug-Flow detention time=22-1 min calculated for 157,785 at(100%of inflow) Cerfter-of-Massdel time=ll,lmin(ZOBB2-2,OT7.1) Volume Invert Avail-Stomige, Storage Description 91 7,59 699,180cf Custom Stage Data(irregular)Listed below(Recala) 2015.05.08 Pr Conditions Forest River Park(NAVD88) Type t1124-hr 100-year Rainfall=6.70" Prepared by(enter your company name here) Printed 6/18,2015 ' HydroCAD3 10 00-13 sln 01204 0 2014 HydroCAD Software Solutions LLC Page 25 Elevatioa Surf-Area Perim. Inc-Store Cum store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic feet) (sq-ft) 7.50 44,376 1,000.0 0 0 44,376 ' 8.73 69,812 1,498,0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices ' #1 Primary 7.50' 36.0"x 48.0"Horiz Orifice1Grate C=0.600 'Limited to weo flow at low heads #2 Tertiary 8.86' 250.0'long Sharp-Crested Rectangular Weir O EOd Contractions) Primary OutFiow Max=71.43 cfs@ 12.18 hrs HW=9.03' TW=6.49' (Dynamic Tailwater) ' -1=Orifice!Grate (Orifice Controls 71.43 cfs @ 5.95 fps) Tertiary Outflow Max=56.34 cis @ 12.18 hrs H W=9.03' (Free Discharge) L2=Sharp-Crested Rectangular Weir (Weir Controls 5634 cfs @ 1.34 fps) Summary for Pond 84P:2'X10'Culvert ' of owArea= 23,476 ac, 39.38%impervious, Inflow Depth-80.15" for 100-year event Inflow = 71.43 cfs @ 12.18 hrs, Volume= 156.800 of Outflow = 71.44 cfs @ 12-18 hrs, Volume= .156.800 at. Atten=TI., Lag=0.0 min ' Primary = 71.44 cfs @. 12.18 hrs, Volume= 156.800 of Routing by Dyn-Stor4nd method,Time Span=0.00-72.00 hrs,dt=0.01 hrs Peak Elev=6.49'Q 12.18 hrs - Device Routing hrvert. Outlet Devices ' #1 Primary 4.23' 120.0"W x 24.0"H Box Culvert L=150.0' RCP,square edge headwall, Ke=O.5DO Inlet/Ouflet Invert=413'14.23' S=0-0000 7 Cr-0.900 n=0.013 Concrete pipe,bends&connections, Flow Area=2000. sf Primary Outriow Max=71.43 aft @12.18 hrs HW=6.49' TW=5.40' (Dynamic Taihvater) ' L1=Culvert (Barret Controls 71.43 cfs @ 4.72 fps) Summary for Pond SSP:Plunge Pool Inflow Area= 6,785 ac, 72.35%Impervious, Inflow Depth 868.95" for 100-year event ' Inflow = 6622 cfs @ 12.10 hrs, Volume= 152-074 of Outflow = 66.71 cfs @. 12.11 hrs, Volume= 151.995 af, Aden=0%, Lag=0.6 min Primary = 66.71 cfs @ 12.11 hrs, Volume= 151.995 of .. Routing by Dyn-Scor-Ind method,Time Span=0.00-72.00 tus,dt=0.01 his ' Peak Elev=14.30'0 1211 hrs Surf.Area=0.057 ac Storage=0.114 of Plug-Flow detention fime=2.3 min calculated for 151-993 of(100%of inflow) Cenfer-of-Mass det.time=1.1 min(2,1312-2,1303) ' Volume Invert Avait.Storape Storage Description #1 825' 0.088 of 12.50W x 15.0t1'I 6.00'H Prismatoid Z=3.0 0-154 of Overall-O.D55 of Embedded=0.088 at #2 8.25' 0.426 of 12-50W x 15.001 x 4-00'H Prismatoid Z=3.0 Inside#1 ' 0.065 of Overall x 40.0%VMs 0.114 of Total Available Storage Device Routing Invert Outlet Devices ' 91 Primary 12.75' 16.0'long x 20'breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0.60 0.80 I 1.20 1.40 1.60 1.80 2.00 250 3.00 3.50 Coef.(English) 2.54 2.61 2.61 2.60 2.66 2.70 277 2.69 2.88 2.85 3.07 320 3.32 ZPrimary OutFlow Max=66.28 CIS @1211 hrs HW=14.30' TW=13.75' (Dynamic Taflwater) t t=Broad-Crested Rectangular Weir (Weir Controls 66.28 cis @ 2.68 fps) Summary for Pond 93P:Existing Pond inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>81.07" for 100-year event Inflow = 147.47 cfs @ 12.12 hrs, Volume= 158-589 of Outflow = 132.03 cfs @ 12.17 hrs, Volume= 157.780 at, Atteo 10%, Lag=3.2 min Primary = 59.84 cfs @ 12.17 hrs, Volume= 156278 of Tertiary = 7220 cfs @ 12.17 hrs, Volume= 1.502 of ' Routing by Dyn-Stor-Ind method,Time Span=0.00-72-00 hrs,dt=OA 1 hrs Peak Elev=9.06'@ 1217 hrs Surf-Area=82,368 sf Storage=94,591 cf Plug-Flow detention fime=23.0 min calculated for 157.780 of(99%of inflow) ' Cenar-of--Mass det.time=11.6 min(2,08&4-2,076.8) Volume _Invert AvaiLStorage Storage Description r - - -_-- - -- _ #1 7.5tr 699,180 cf Custom Stage Data(Irregular)Listed below(Reeaic) ' 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type 11124-hr 100-year ted 6/11812015 Printed 6!1812075 Prepared by{enter your company name here) Pae 26 ' H d,.CADS 10.00-13 stn 01204 02014'MCAD Software 5o1utions LLC Elevation Surf.Area Perim- Inc.Store Cum.Store WetArea (feet) ( q-fl) (feet) (Mb -feet) (cubic-feet) 7,50 44,376 1,000.0 D 0 44,376 ' 8.73 69,812 1490.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295.421 403,932 12-73 244,138 2,670.0 403,759 699,180 532,237 ' Device Roulm Invert Outlet Devices #1 Primary 7.50' 36.0"x 4B0"Honz OntjcelUnAe C=0.600 Limited to weir flow at low heads #2 Tertiary 8,86' 250.0'long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OufFlow M8x=59.82 Ms @ 12.17 hrs HW=9.06' TW=7.99' (Dynamic Tailwaler) t-1=Orifice1Grate (Orifice Controls 59.82 cfs @ 4.99 fps) ' Tertiary OutFlow Max=72.19 cis @ 12,17 hrs HW--9.05' (Free Discharge) t-2=Sharp-Crested Rectangular Weir (Weir Controls 72-19 cis @ IA6 fps) Summary for Pond 94P:2'x10'Culvert lnflowArea= 23.476ac, 39.36%Impervious, Inflow Depth>79.88" for 100-yearevent Inflow = 59-84 cfs @ 12.17 hrs, Volume= 156278 at ' Outflow _ 59.84 cis @ 12.17 hrs, Volume= 156278 at, Aften=0%, Lag=0.0 min Primary 59.84 cfs @ 12A7 his, Volume= 1562789 Routing by Dyn-Stor-Ind method,Time Span=0.0072-00 hrs,of-0.01 hrs Peak Elev=7.99'@ 12-17 hrs ' Device Routing Invert Outlet.Devices #1 Primary 4.23' 120.0"W x 24.0"H Be,Culvert L=150.0' RCP,square edge headwall, Ke=0.500 inlet!Ouflet Invert=42371423' S=0.0000'r CC`-0-900 n=0-013 Concrete pipe,tends 8 connections, Flow Area=20.00 st ' Primary OutFiow Max=59.83 ds@1217 hrs HW=7.9977tN=7.60' (Dynamic Tailwater) t-lxuhert (Inlet Controls 59.83 cis @ 2.99 fps) Summary for Pond 95P: Plunge Pool ' Inflow Area 6.785 ac, 72.35%Impervious, inflow Depth 1268.95" for 100-year event. Inflow 6622 cfs @ 72.10 hrs, Volume= 152.074 of Outflow 66-44 cis @ 12.11 hrs., Volume= 151-994 at, Atten=0%, Lag=0.6 min Primary - 66-44 cis @ 12.1.1 hrs, Volume= 151.994 at ' Routing by Dyn-Stor-Ind method,Time Span=0.0072-00 hrs,dt=0.01 his Peak Elev=14-31'@.12.11 hrs SUd.Area=0.057 ac Storage=0114 of Plug-Flow detention 6me=2-3 min calculated for 151.971 of(100%of inflow) ' Center-of-Mass dat lime=1.1 min(2,1312-2,130,1) r Volume l"art Av fl,Stara a Storage Descrition #1 825 0.088 at 125OW x 15.001 x 6.00'H Prismafoid Z=3.0 0.154 of Overall-0.065 of Embedded=0.088 of ' #2 825' 0,026 of 1250'W x 15-00-Lx 4.00-H Prismatoid Z=3.0 Inside#1 0.065 of Overall x4 Voids 0114 of Total Available Storage Device RD Ifiri Invert Outlet Devices ' #1 Primary 12.75' 16-V Tong x 2.P breadth Broad-Crested Rectangular Weir Head(feet) 020 0.40 0:60 0.80 1.00 120 1.40 1-60 1,80 2.00 2.50 3.00 380 Coat.(English) 2.54 2.61 251 2.60 266 2.70 237 189 188 2.85 3,07 320 3-32 ' Primary Outflow Max--66,08 eft @ 12,11 hrs HW=14.31' TW=13,7T (Dynamic Ti ilwater) t-j=BMad-Crested Rectangular Weir (Weir Controls 65.08 cis @ 2.65 fps) Summary for Pond 115P:Rain Garden ' Inflow Area 1.124 at. 17.54%impervious, Inflow Depth= 4,53' for 100-year even . Inflow 4-33 ch;@ 1222 hrs, Volume= 0.424 of Outflow 4.20 efs @ 1226 his, Volume= 0.424 at, Atte n=3%, lag=22 min Primary = 4.20 cis @ 1226 hrs, Volume= 0.424 of ' Routing by Dyn-Stor-Ind method,Time Span=0.0072.00 his,dt=001 hrs Peak Eiev-13.91'@ 12.26 hrs Surflaea=3,705 sf Storage=3,566 d Plug-Flow detention time=(not calculated:outflow,precedes inflow) - Cener-of-Mass dei.time=114.9 min(931.8-816-9) 1 2015.06.08 Pr Conditions Forest River Park(NAVD88) Type III 24-hr 100-year Rainfall=6.70" Prepared by(enteryour company name here) Printed 6118!2015 ' HydmCAOO 00.13 stn 01204 C 2014 MydmCAD SoEavare SolAons LLC - Page 27 VolumeInvert Avail-Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) #2 13.00' 1,880 of Custom Stage Data(Prismatic)Listed below(Recatc) , 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.store (feet) (sq-ft) (%) (cubiefeet) (cubic-feet) 9.00 1,560 0.0 0 0- 1100 -13.00 1,560 30.0 1.872 1,872 Elevation Surf.Area Inc.Store Cum-Store (feet) (sq-ft) (cubic-feel) (cubiofeef) ' 13.00 1,560 0 0 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8:33' 8.0" Round Culvert L=30.0' CMP,projecting,no headwall, Ke=0.900 ' Inlet/Outlet.Invert=UT 17.73' S=0.02007 Cc=0.900 n=0,010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.59 120"Horm OrificeiGmte C=0.600 Limited to weir Now at low heads #3 Device 1 9.00' 2.400 Whir Exfiltration over Surface area #4 Primary 13.75' 10.0'long x 5.0'breadth Broad-Crested Rectangular Weir Head(feeQ 020 0.40 0.60 0.80 1.00 120 1.40 1.60 1.80 200 250 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef.(English) 2.34 2.50 270 2.68 2.68 2.66 2.65 2.65 255 265 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary Outflow Mar-420 es@12.26 his HW=13.91' TW=8.99' (Dynamic Tailwater) 1=Culvert (Passes 2.64 cis of 2.94 cis potential flow) T-2=Orifice/Grate (Orifice Controls 2.43 as @ 3.10 fps) ' 3=Exfiltmtion (Exfilbafion Controls 021 cfs) __ Broad-Crested Rectangular Weir (Weir Controls 1.55 cis @ 0.95 fps) Summaryfor pond 118P:Rain Garden Inflow Area 1.124ac, 17.54%Impervious, inflow Depth 4.53' for 100-yeareveni ' Inflow, = 4.33 cfs @ 1222.hrs, Volume= 0.424 of Outflow = 4.20 cfs @ 1226 hrs, Volume= 0.424 af, ANen=3%, Lag=22 min Primary = 4.20 cis @ 1226 hrs., Volume= 0.424 of ' Routing by Dyn-Ston-Intl method,Time Span=0.00-72.00 hrs,dt=0.01 him Peak Elev= 13.91'@ 1226 him Sud.Area=3,705 sf Storage=3,566 cl Plug-Flow detention fime=(not calculated:outflow precedes inflow) - ' Center-of-Mass det time=114.9 min(931.8-816.9) Volume Invert Avail.Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic)Listed below(Recalc) - - - -- - - - - #2 13.00' 1,880 cf Custom Stage Data(Prismatic)Listed below(Recale) ' 3,752 ef Total Available Storage. Elevation Surf-Area Voids Inc.Store Cum.Store _ (feet) (sq-1M (S6) (cubic-feet) (cubic feef) ' 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 Elevation Surf.Area Incs ore Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' .. .13.00 1,560 0 ._ 0 .... . .. .. .._. .. _.._ 14.00 2,200 1,880 1,8BD - Device Routing invert Outlet.Devices - #1 Primary 8.33' 8.0" Round Culvert L=300' CMP,projecfmg,no headwall, Ke=0.900 ' Inlet/Outlet Invert--8.33'17.73' S=0.02007 Cc=-0-9D0 n=0.010 PVC,smooth interior, Flow Area=0.35 sf #2 Device 1 13.51r 120"Horm-OrificelGrate C=0-600 Limited to weir flow at low heads #3 Device 1 9.00' 2-400 in/hr Exfiltration over Surface area 44 Primary 13.75 10-0'long x 5.0'breadth Broad-Crested Rectangular Weir ' Head(feet) 020 0.40 0.60 0.80 100 1.20 1.40 1.60 1.80 200 250 3.00 3.50 4.00 4.50 5.00 5.50 Coal.(English) 2.34 2.50 2.70 2.68 2.68.266 2.65 2.65 265 2.65 267 2.66 2.68 2.70 2.74 2.79 2-88 Primary OutFlow Max=4.20 cfs @ 12.26 his HW=13.91' TW=8.99' (Dynamic Tailviater) T--1--CWvert (Passes 2.64 cis of 294 cis potential flow) IIII--4�-2=0rifrcefGrate (Orifice Controls 2A3 cis @ 3.10 fps) ' 3=Exfrttretion (Exnhration Controls 0.21 cis) Broad-Crested Rectangular Weir (Weir Controls 1.56 cis @ 0.95 fps) Summary for Pond 121 P:Rain Garden , Inflow Area= 1.124 ac, 17.59%Impervious, Inflow Depth= 4.53" for 100-year event - - - Infiow -4.33 cis @ 1222 hrs, Volume= -0.424 of - - -- - - - -- Outflow = 420 cfs @ 1226firs, Volume= 0.424ad, Atten=3%, Lag=22 min Primary = 4.20 cis @ 1226 hrs, Volume= 0.424 of ' 2015.06.08 Pr Conditions Forest River Park(NAV088) Type Ili 24-hr 700-year Raiafa6=6.70" Prepared by{enter your company name here) Noted 61182015 Hyd CAD.'R 10 00.13 sli-01204 Q2014HydwCA[)SDftwareSo1ufionsLLC Page 28 ' Routing by Dyn-Scor-Ind method,Time Span=0.00-72-00 his,of-0.01 hrs Peak Elev-13.91'@ 12.26 firs Surf.Area=3,705 sf Storage=3,566 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) - Center-of-Mass det.lime=114.9 min(931.8-816.9) ' Volume I rt Avall.Storade Storage Description #1 - 9.00' 1,872 d Custom Stage Data(Prismatic)Listed below(Recalc) #2 13 00' 1 880 cf Custom Stage Data(Prismatic)Listed below(Recal ) ' 3,752 cf Total Available Storage Elevation Surf.Area Voids Ina Store Cunl.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) _ 9.00 1,550 00 0 0 t13.00 1,550 30.0 1,872 1,872 Elevation Surf.Area Inc.Store Cum.Store (feet) (sa-ft) (cubic-feet) (cubic-feet) 1300 1,560 0 0 ' 14.00 2,200 1,880 1,880 Device Routino Inved. Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L=30.0' GMP,projecting,W headwall, Ke=0.900 Inlet I Outlet Invert=8.33'17.73' S=002007 Cc=0.900 n=0.010 PVC,smooth interior, Flow Area=0.35 sf ' #2 Device 1 13.50' 12.0"Har¢Orifice agate C=0,600 Limited to weir flow of low heads 43 Device 1 9.00' 2.400 in/hr Exfiltation over Surface area 94 Primary 13.75' 10.0'long x 5-0'breadth Broad-Crested Rectangular-Weir Head(feet) 020 0.40 0.50 0.80 1.00 1.20 1.40 1.60 1.80 2.00 250 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef.(English) 2.34 2.50 2.70.2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 266 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=420 ds @ 1226 firs HW=13.91' TW=9.02' (Dynamic Tailwater) 1ulvert (Passes 2.64 cfs of 2.94 ds potential flow) F-2=OfificelGate (Onfice Controls 2.43 chs @ 3.10 fps) 3=Ec1fination (ExhIbation Controls 021 efs) road-Crested Rectangular Weir (Weir Controls 1.56 ds @ 0.95 fps) Summary for Link 76L:Tide Inflow Area= 23.476ac, 39.38%Impervious, Inflow Depth,80.15" for 100-yearevent Inflow 71.43 cis @ 12.18 his, Volume= 156.800 of Primary 71A3 cfs @ 1218 ha, Volume= 156.800 af, Arera 0%, Lag=t)0 min Primary outflow=Inflow,Time Span=0.00-72.00 hrs,i t=0.01 hrs ' Fixed water surface Elevation=-3.40' Summary for Link 86L:Tide ' Inflow Area 23.476 ac, 39.38%Impervious, Inflow Depth,80.15' for 100-year event Inflow 71.44 cfs @ 12.18 his, Volume= 156.800 of Primary = 71.44 cfs @ 12.18 his, Volume= 156.800 at, Atum=0%, Lag=0.0 min - Primary outflow=Irdtow,Time Span=0.00-72.00 ha,dt=0.01 ha Fixed water surface Elevation=5.40' Summary for Link 96L:Tide Inflow Area= 23.476 ac, 39.38%Impervious, Inflow Depth>79.88" for 100.year event Inflow 59.84 cis @ 12.17 firs, Volume= 156.278 of Primary - 59.84 aft @ 12.17 hrs, Volume= 156278 at, Atten=01h, Lag=0.0 min ' Primary outfow=inflow,Time Span=0.00-72.00 fins,dt=0.01 his Fixed water surface Elevafion=7.60' 1 t 1 - - __ _- LSA Lower ystem 1 ("L'S5,e) L er System 2 Lower Syste 5 60" ipe 1;S -3� N7 Lower System 3 Lower Syste4�� ..;- 4 Million Galion Storage Routing Diagram for 2013.1127 Canal Street Pump Analysis-415AG 'U c J. Prepared by(enter your company name lie Printed 6rzW2OI HydMCADG)10.Do-13 stn 01204 ®2014fiydmCAI Software solutions L.LC 2013.11.27 Canal Street hump Analysis - 4 MG Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) ' Area CN Description ' (acres) (subcatchment-numbers) 28.210 98 (LSI, LS2, LS3) 24.860 83 (LSI, LS4, LS5) 4.400 79 (LS4) 5.300 82 (LS4) 2.500 88 (LS4) ' 65.270 89 TOTAL_AREA 2013.11.27 Canal Street Pump Analysis -4 MG Type /// 24-hr 2-year Rainfaii=3.20" r Prepared by {enter your company name here} Printed 6123/2015 HydroCAD® 1000-13 sin 01204 ©2014 HydroCAD Software Solutions LLC Page 3 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method r Subcatchment LSI: Lower System 1 Runoff Area=2.1.620 ac 86.68% Impervious Runoff Depth=2.75" Tc=11.5 min CN=96 Runoff=54.01 cfs 4.953 of r Subcatchment LS2: Lower System 2 Runoff Area=4.610 ac 100.00% Impervious Runoff Depth=2.97" Flow Length=275' Slope=0.0200 '/' Tc=8.0 min CN=98 Runoff=13.23 cfs 1.140 of Subcatchment LS3: Lower System 3 Runoff Area=4.860 ac 100.00% Impervious Runoff Depth=2.97" Tc=7.2 min CN=98 Runoff=14.31 cfs 1.202 of Subcatchment LS4: Lower System 4 Runoff Area=18.300 ac 0.00% Impervious Runoff Depth=1.54" rTc=22.9 min CN=82 Runoff--20.85 cfs 2.346 of Subcatchment LS5: Lower System 5 Runoff Area=15.880 ac 0.00% Impervious Runoff Depth=1.61" r Tc=23.6 min CN=83 Runoff=18.72 cfs 2.129 of Pond SP: 60" Pipe Peak Elev=-7.54' Storage=0.009 of Inflow=54.01 cfs 4.953 of Outflow=53.99 cfs 4.953 of rPond 7: 4 Million Gallon Storage Peak Elev=-6.40' Storage=3.146 of Inflow=104.90 cfs 11.770 of Outflow--25.00 cfs 11.770 of rTotal Runoff Area=65.270 ac Runoff Volume=11.770 of Average Runoff Depth=2.16" 66.78% Pervious=37.060 ac 43.22%Impervious=28.210 ac 1 1 i r r r r r � 2013.11.27 Canal Street bump Analysis - 4 MG Type llf 24-hr 2-year Rainfall=3.20" Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 sin 01204 0 2014 HydroCAD Software Solutions LLC Pape 4 Summary for Subcatchment LS1. Lower System 1 ' Runoff = 54.01 cfs @ 12.16 hrs, Volume= 4.953 af, Depth 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2-year Rainfall=3.20" Area (ac) CN Description ' * 18.740 98 2.880 83 ' 21.620 96 Weighted Average 2.880 13.32% Pervious Area 18.740 86.68% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ftfsec) (cfs) 11.5 Direct Entry, ' 1 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type lil 24-hr 2-year Rainfall=3.20" Prepared by {enter your company name here} Printed 6/2312015 HydroCADOIO.00-13 s/nO1204 02014 HydroCAD Software Solutions LLC Page 5 Summary for SubGatchment LS2- Lower System 2 Runoff = 13.23 cfs @ 12.11 hrs, Volume= 1.140 at, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.20" Area (ac) CN Description 4.610 98 4.610 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fttsec) (Gfs) 03 50 0.0200 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2=3.20" 11.3 225 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6 0 nirart Entrv. 8.0 275 Total 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type /ll 24-hr 2-year Rainfall=3.20" 1 Prepared by (enter your company name here} Printed 6/23/2015 HydroCAD010.00-13 s/n 01204 02014 HydroCAD Software Solutions LLC Paoe 6 1 - Summary for Subcatchment LS3: Lower System 3 Runoff = 14.31 cfs @ 12.10 hrs, Volume= 1.202 at, Depth= 2.97" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 firs, dt= 0.05 hrs Type III 24-hr 2-year Rainfall=3.20" 1 Area (ac) CN Description 4.860 98 1 4.860 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _ min) (feet) (ft/ft) (ft/sec) (cfs) 1 7.2 Direct Entry, 1 1 1 1 1 1 1 1 ----- - ---- ----........ ffwf�� I E 2013.11.27 Canal Street Pump Analysis - 4 MG Type fil 24-hr 2-year Rainfail=3.20' Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 sIn 01204 02014 HydroGAD Software Solutions LLC Page 7 Summary for Subcatchment LS4: I Lower System 4 Runoff = 20-85 cfs @ 12.32 firs, Volume= 2.346 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type ill 24-hr 2-year Rainfali=3.20" Area (ac) CN Description 6.100 83 4.400 , 79 5.300 82 2.500 88 18,300 82 Weighted Average 18.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 118 Direct Entry, 9,1 Direct Entry, 22.9 0 Total 2013.11.27 Canal Street Pump Analysis - 4 MG - Type 11124-hr 2-yearRainfall=3.20"- ' Prepared by{enter your company name here} Printed 6/2312015 HydroCAD0 10.00-13 s/n 01204 02014 HydroCAD Softward Solutions LLC. Pape 8 ' Summary for Subcatchment LS5: Lower System 5 Runoff = 18.72 cfs @ 12.33 hrs, Volume= 2.129 af, Depth= 1.61" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt 0.05 hrs Type III 24-hr 2-year Rainfall=3.20" Area (ac) CN Description 15.880 83 15.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/t) (ft/sec) (cfs) ' 23.6 Direct Entry, 1 Ir 2013.11.27 Canal Street Pump Analysis -4 MG Type /// 24-hr 2-year Rainfall=3.20" Prepared by (enter your company name here) Printed 612312015 HydroCAD010.00-13 s/n 01204 @2014 HydroCAD Software Solutions LLC Page 9 Summary for Pond 5P: 60" Pipe Inflow Area 21.620 ac, 86.68% impervious, Inflow Depth = 2.75" for 2-year event Inflow 54.01 cls @ 12.16 hrs, Volume= 4.953 of Outflow = 53.99 cfs @ 12.16 hrs, Volume= 4.953 af, Atten= 0%, Lag= 0.2 min Primary = 53,99 cfs @ 12,16 hrs, Volunne= 4.953 of Routing by Stor-Ind method, Time Span= 0.00-36,00 hrs, dt= 0.05 hrs Peak Elev= -7.54' @ 12.16 hrs Surf.Area= 0.022 ac Storage= 0.009af Plug-Flow detention time= 0.1 min calculated for 4.946 of(100% of inflow) Center-of-Mass det. time= 0.1 min (779.2 -779.1 ) Volume Invert Avail Storage Storage Description #1 -8.57' 0.338 of 60.0" Round Pipe Storage L= 750.0' S= 0.00307 Device 'Routing Invert Outlet Devices #1 Primary -8.57' 60.0" Hori7_ orifice/Grate C=0.600 Limited to weir flow at low heads frimary OutFlow Max=53.31 cfs @ 12.16 hrs HW---7.54, (Free Discharge) L-11=0rificelGrate (Weir Controls 53.31 cfs @ 3.31 fps) 2013.11.27 Canal Street Pump Analysis - 4 MG Typefl// 24-hr 2-year Rainfall=3.20" ' Prepared by {enter your company name here) Printed 6123/2015 HydroCADO 10.00-13 s/n 01204 ©2014 Hydro CAD Software Solutions LLC Page 10 ' Summary for Pond 7: 4 Million Gallon Storage Inflow Area = 65.270 ac, 43.22% Impervious, Inflow Depth = 2.16" for 2-year event t Inflow - 104.90 cfs @ 12.16 hrs, Volume 11.770 of Outflow = 25.00 cfs @ 11.85 hrs, Volume= 11.770 af, Allen= 76%, Lag= 0.0 min Discarded = 25.00 cfs @ 11.85 hrs, Volume= 11.770 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -6.40` @ 12.82 hrs Surf.Area= 0.000 ac Storage= 3.146 of ' Plug-Flow detention time= 35.2 min calculated for 11.754 of(100% of inflow) Center-of-Mass det. time= 35.1 min ( 837.3 - 802.1 ) Volume invert Avail.Storage Storage Description #1 -8.60' 12.275 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) -8.60 0.000 ' 0.00 12.275 Device Routing Invert Outlet Devices #1 Discarded -8.60' 25.000 cfs Constant Flow -1iscarded OutFlow Max=25.00 cfs @ 11.85 hrs HW=-8.50' (Free Discharge) =Constant Flow (Constant Controls 25.00 cfs) 1 -------------------- 2013.11.27 Canal Street Pump Analysis -4 MG Type 11124-hr 10-year Rainfall=4.50" Prepared by (enter your company name here) Printed 6/2312015 HydroCADO 1000-13 sin 01204 C)2014 HydroCAD Software Solutions LLC Page 11 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment LSI: Lower System I Runoff Area=21.620 ac 86.68% Impervious Runoff Depth=4.04" Tc=l 1.5 min CN=96 Runoff=77.65 cfs 7.271 of Subcatchment LS2: Lower System 2 Runoff Area=4.610 ac 100.00% Impervious Runoff Depth=4.26" Flow Length=275' Slope=0.0200 'r Tc=8.0 min CN=98 Runoff=18.73cfs 1.638 of Subcatchment LS3: Lower System 3 Runoff Area=4.860 ac 100-00% Impervious Runoff Depth=4.26" Tc=7.2 min CN=98 Runoff=20.25 cfs 1.727 of Subcatchment LS4: Lower System 4 Runoff Area=18.300 ac 0.00% Impervious Runoff Depth=2.64" Tc=22.9nmn CN=82 Runoff--35.96cfs 4-O2Oaf Subcatchment LSS: Lower System 5 Runoff Area=15.880 ac 0.00% Impervious Runoff Depth=2.73" Tc=23.6min CN=83 Runoff=31-83cfs 3.607af Pond 5P: 60" Pipe Peak Elev--7.25' Storage=0.017 of lnflow=77-65 cfs 7.271 at Outflow--77.61 cfs 7271 of Pond 7: 4 Million Gallon Storage Peak Elev---4.26' Storage=6.190 of Inflow=159.75 cls 18263 of Outflow-25.00 cls 18.263 of Total Runoff Area=65.270 ac Runoff Volume= 18.263 of Average Runoff Depth=3.36" 56.78% Pervious=37.060 ac 43.22%Impervious=28.210 ac 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type Ill 24-hr 90-year Rainfall=4.50" t Prepared by (enter your company name here) Printed 6/2312015 HydroCADO 10.00-13 s1n 01204 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment LS1: Lower System 1 t Runoff = 77.65 cfs @ 12.15 hrs, Volume= 7.271 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type H124-hr 10-year Rainfall=4.50" Area (ac) CN Description --- 18.740 98 ' 2.880 83 21.620 96 Weighted Average 2.880 13.32% Pervious Area ' 18.740 86.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) ' 11.5 - Direct Entry, M A A EKn�� 2013.11.27 Canal Street Pump Analysis - 4 MG Type III 24-hr 10-yearRainfa11=4.50" Prepared by fenter your company name here) Printed 6/23/2015 HydroCAIDO 10-00-13 sfn 01204 @ 2014 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment LS2: Lower System 2 Runoff = 18.73 cfs @ 12.11 hrs, Volume= 1.638 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (ac) CN Description 4.610 98 4.610 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cf-S) - 0.7 50 0.0200 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 1.3 225 0.0200 2.87 Shallow Concentrated Flow, Paved Kv-- 20.3 fps 6.0 Direct Entry, 8*0 275 Total i 2013.11.27 Canal Street Pump Analysis - 4 MG Type N!24-hr 10-year Rainfall=4.50" ' Prepared by {enter your company name here} Printed 6/2 312 01 5 HydroCAD® 10.00-13 s/n 01204 C 2014 HydroCAD Software Solutions LLC Page 14 ' Summary for Subcatchment LS3: Lower System 3 Runoff = 20.25 cfs @ 12.10 hrs, Volume= 1.727 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (ac) CN Description 4.860 98 ' 4.860 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, 1 2013,11.27 Canal Street Pump Analysis - 4 MG Type /H 24-hr 10-year Rainfall=4.50" ' Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 ©2014 HydroCAD,Software Solutions LLC Page 15 ' Summary for Subcatchment LS4: Lower System 4 Runoff = 35.96 cfs @ 12.32 hrs, Volume= 4.020 at, Depth= 2.64" Runoff by SCS TR20method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" * Area (ac) CN Description 6.100 83 4.400 79 ' 5.300 82 2.500 88 18.300 82 Weighted Average ' 18.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 Direct Entry, 91 Direct Entry, 22.9 0 Total v r i 2013.11.77 Canal Street Pump Analysis -4 MG Type ill 24-hr 10-year Rainfall=4.50" Prepared by {enter your company name here) - Printed 6/23/2015 , HydroCAD® 10.00-13 sin 01204 62014 HydroCAD Software Solutions LLC Pape 16 Summary for Subcatchment LS5: Lower System 5 ' Runoff — 31.83 cfs @ 12.32 hrs, Volume= 3.607 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-year Rainfall=4.50" Area (ac) CN Description * 15.880 83 15.880 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.6 Direct Entry, ' - ---------- --- --------- ........... 2013.11.27 Canal street Pump Analysis - 4 MG Type 11124-hr 10-year Rainfal]=4.50" Prepared by (enter your company name here) Printed 6/23/2015 HydroCAD010.00-13 s/nO1204 02014 Hydro CAD Software Solutions LLC Page 17 Summary for Pond 5P: 60" Pipe Inflow Area 21.620 ac, 86.68% Impervious, Inflow Depth= 4.04" for 10-year event Inflow 77.65 cfs @ 12.15 hrs, Volume= 7.271 of Outflow = 77.61 cfs @ 12.16 hrs, Volume= 7.271 af, Atten= 0%, Lag= 0.3 min Primary = 77.61 cfs @ 12.16 hrs, Volume= 7.271 of Routing by Stor-Ind method, Time Span= 0.00-36-00 hrs, dt= 0.05 hrs Peak Eley= -7.25' @ 12.16 hrs Surf.Area= 0.032 ac Storage= 0,017af Plug-Flow detention time= 0.1 min calculated for 7.261 of(100% of inflow) Center-of-Mass det.time= 0.1 min (770.1 -770.1 Volume Invert Avaii.Storage Storage Description ' -8.57' 0.338 of 60.0" Round Pipe Storage L= 750.0' S= 0.00307 Device Routing Invert Outiet Devices #1 Primary -8.57' 60.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads �rimary OutFlow Max=76.62 cfs @ 12.16 hrs HW=-7.26' (Free Discharge) �I=Orifice/Grate (Weir Controls 76.62 cfs @ 3.74 fps) 2013.11.27 Canal Street Pump Analysis -4 MG Type ilt 24-17r 10-year Rainfall=4.50" Prepared by (enter your company name here) I Printed 6/23/2015 HydroCAD® 10.00-13 s!n 01204 O 2014 HydroCAD Software Solutions LLC Pane 18 ' Summary for Pond 7: 4 Million Gallon Storage Inflow Area = 65.270 ac, 43.22% Impervious, Inflow Depth = 3.36" for 10-year event Inflow = 159.75 cfs @ 12.17 hrs, Volume= 18.263 of Outflow = 25.00 cfs @ 11.70 hrs, Volume= 18.263 af, Atten= 84%, Lag= 0.0 min Discarded = 25.00 cfs @ 11.70 hrs, Volume= 18.263 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -4.26' @ 13.09 hrs Surf.Area= 0.000 ac Storage= 6.190 of ' Plug-Flow detention time= 78.8 min calculated for 18.238 of(100% of inflow) Center-of-Mass det.time= 78.7 min ( 872.6 -793.9 ) Volume Invert Avail.Storage. Storage Description ' #1 -8.60' 12.275 of Custom Stage Data Listed below Elevation Cum.Store ' (feet) (acre-feet) -8.60 0.000 ' 0.00 12.275 Device Routing Invert Outlet Devices #1 Discarded -8.60' 25.000 cfs Constant Flow giscarded OutFiow Max=25.00 cfs @ 11.70 hrs HW=-8.51' (Free Discharge) "=Constant Flow (Constant Controls 25.00 cfs) ' 2013.11.27 Canal Street Pump Analysis - 4 MG Type IH 24-hr 25-yearRainfall=5.30" ' Prepared by (enter your company name here) Printed 6/23/2015 IjydroCADOD 1n nn-13 stn 01204 C 2014 Hydro CAD Software Solutions LLC Page 19 ' Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment LSI: Lower System 1 Runoff Area=21.620 ac 86.68% Impervious Runoff Depth=4.83" Tc=11.5 min CN=95 Runoff=92.09 cfs 8..704 of Subcatchment LS2: Lower System 2 Runoff Area=4.610 ac 100.00% Impervious Runoff Depth=5.06" Flow Length=275' Slope=0.0200 T Tc=8A min CN=98 Runoff=22.10 cfs 1.945 of Subcatchment LS3:. Lower System 3 Runoff Area=4.860 ac 100.00% Impervious Runoff Depth=5.06" Tc=7.2 min CN=98 Runoff=23.90 cfs 2.050 of Subcatchment LS4: Lower System 4 Runoff Area=18.300 ac 0.00% Impervious Runoff Depth=3.35" ' Tc=22.9 min CN=82 Runoff=45.58 cfs 5.107 of Subcatchment LS5: Lower System 5 Runoff Area=15.880 ac 0.00% Impervious Runoff Depth=3.45" Tc=23.6 min CN=83 Runoff--40.12 cfs 4.561 of Pond 513: 60" Pipe Peak Elev=-7.10' Storage=0.023 of Inflow--92.09 cfs 8.704 of Outflow--92.01 cfs 8.704 of ' Pond 7: 4 Million Galton Storage Peak Elev=-2.82' Storage=8.255 of Inflow=194.00 cfs 22.367 of Oufflow=25.00 cfs 22.367 of rTotal Runoff Area=65.270 ac Runoff Volume= 22.367 of Average Runoff Depth=4.11" 56.78% Pervious=37.060 ac 43.22%tmpervious=28.210 ac 1 2013.11.27 Canal Street Pump Analysis -4 MIS Type IU 24-hr 25-year Rainfall=5.30" Prepared by {enter your company name here} Printed 6/23/2015 ' HydroCAD® 10.00-13 sin 01204 ©2014 HydroCAD Software Solutions LLC Paoe 20 Summary for Subcatchment LSI: Lower System 1 , Runoff = 92.09 cfs @ 12.15 hrs, Volume= 8.704 af, Depth= 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25-year Rainfall=5.30" Area (ac) CN Description * 18.740 98 2.880 83 ' 21.620 96 Weighted Average 2.880 13.32% Pervious Area 18.740 86.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 11.5 Direct Entry, t 2013.11.27 Canal Street Pump Analysis 4 MG Type tl/24-hr 25-yearRainfatl=5.30" ' Prepared by {enter your company name here} Printed 6123/2015 HydroCAD® 10 00-13 sin 01204 @2014 HydroCAD Software Solutions LLC Pape 21 ' Summary for Subcatchment LS2: Lower System 2 Runoff = 22.10 cfs @ 12.11 hrs, Volume= 1.945 af, Depth= 5.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-year Rainfall=5.30" Area (ac) CN Description 4.610 98 4.610 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) ' 0.7 50 0.0200 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 1.3 225 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 Direct Entry, 8.0 275 Total t 1 2013.11.27 Canal Street Pump Analysis -4 MG Type //t 24-hr 25-yearRainfall=5.30" Prepared by{enter your company name here} Printed 6/23/2015 ' HydroCADO 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment LS3: Lower System 3 ' Runoff = 23.90 cfs @ 12.10 hrs, Volume= 2.050 af, Depth= 5.06" Runoff by SGS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-year Rainfall=5.30" Area (ac) CN Description ' 4.860 98 4.860 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 72 Direct Entry, ' ----------- - 2013.11.27 Canal Street Pump Analysis -4 MG Type N124-hr 25-year Rainfall=5.30" Prepared by {enter your company name here) Printed 6/2312015 HydroCAD010-00-13 s/nO1204 @2014 HydroCAD Software Solutions LLC Page_23 Summary for Subcatchment LS4: Lower System 4 Runoff = 45.58 cfs @ 12-31 hrs, Volume= 5.107 af, Depth= 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-h, 25-yea, Rainfall=5,30" Area (ac) CN Description 6,100 83 4.400 79 5.300 82 2.500 88 18.300 82 Weighted Average 18.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/ser) (Cfs) 13.8 Direct Entry, 9"1 —Direct Entry, 22.9 0 Total 2013.11.27 Canal Street Pump Analysis 4 MIS Type It! 24-hr 25-year Rainfall=5.30" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCADQa 10.00-13 sln 01204 ©2014 HydroCAD Software Solutions LLC Pape 24 Summary for Subcatchment LS5: Lower System 5 Runoff = 40.12 cfs @ 12.32 hrs, Volume= 4.561 af, Depth= 3.45" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-year Rainfall=5.30" ' Area (ac) CN Description 15.880 83 15.880 100,00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 23.6 Direct Entry, 1 r 2013.11.27 Canal Street Pump Analysis -4 MG Type 11124-hr 25-year Rainfall=5.30" Prepared by{enter your company name here) Printed 612312015 HydroCADO 1000-13 stn 01204 0 2014 HydroCAD Software Solutions LLC Page 25 Summary for Pond 5P:-60" Pipe Inflow Area = 21.620 ac, 86,68% Impervious, Inflow Depth = 4,83" for 25-year event Inflow 92.09 cfs @ 12.15 hrs, Volume= 8.704 at Outflow = 92.01 cfs @ 12.16 hrs, Volume= 8.704 af, Atten= 0%, Lag= 0.3 min Primary = 92.01 cfs @ 12.16 hrs, Volume= 8.704 at Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -7.10' @ 12.16 hrs Surf.Area= 0.037 ac Storage= 0.023af Plug-Flow detention time= 0.1 min calculated for 8.691 of(100% of inflow) Center-of-Mass det. time= 0.1 min (766.2- 766.1 Volume Invert Avail Storage Storage Description #1 -8.57' 0.338 of 60.0" Round Pipe Storage L-- 750.0' S= M0307 Device Routing Invert Outlet Devices #1 Primary -8.57' 60.0" Horiz- Orifice/Grate C= 0.600 Limited to weir flow at low heads rimary OutFlow Max-90.81 cfs @ 12.16 hrs HW=-7.1 1' (Free Discharge) L-1=Orifice/Grate (Weir Controls 90.81 cfs @ 3.95 fps) 2013.11.27 Canal Street Pump Analysis- 4 MG Type 111 24-hr 25-year Rainfall=5.30" ' Prepared by {enter your company name here) Printed 6!2312015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 26 Summary for Pond 7: 4 Million Gallon Storage ' Inflow Area = . 65.270 ac, 43.22% Impervious, Inflow Depth = 4.11" for 25-year event , Inflow - 194.00 cfs @ 12.17 hrs, Volume= 22.367 of Outflow = 25.00 cfs @ 11.60 hrs, Volume= 22.367 af, Atten= 87%, Lag 0.0 min Discarded = 25.00 cfs @ 11.60 hrs, Volume= 22.367 of ' Roofing by Stor-fnd method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -2.82' @ 13.28 hrs Surf.Area= 0.000 ac Storage= 8.255 of ' Plug-Flow detention time= 110.8 min calculated for 22.336 of(100% of inflow) Center-of-Mass det.time= 110.6 min ( 900.6-790.0) Volume Invert Avail.Storage Storage Description #1 -8.60' 12.275 of Custom Stage Data Listed below Elevation Cum.Store ' (feet) (acre-feet) -8.60 0.000 0.00 12.275 ' Device Routing Invert Outlet Devices #1 Discarded -8.60' 25.000 cfs Constant Flow ' Iscarded OutFlow Max=25.00 cfs @ 11.60 hrs HW=-8.51' (Free Discharge) =Constant Flow (Constant Controls 25.00 cfs) ' A -1 E7 2013.11.27 Canal Street Pump Analysis - 4 MG Type I// 24-hr 50-year Rainfal1=15.00" Prepared by (enter your company name here) Printed 6/23/2015 HydroCADO 10.00-13 s1n 01204 @ 2014 HydroCAD Software Solutions LLC Page 27 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment LSI: Lower System I Runoff Area=21.620 ac 86.68% Impervious Runoff Depth=5.53" Tc=1 1.5 min CN=96 Runoff=l 04.69 cfs 9.959 at Subcatchment LS2: Lower System 2 Runoff Area=4.61 0 ac 1 Go-00%-Impervious Runoff Depth=5-76" Flow Length=275' Slope=0.0200 T Tc=8.0 min CN=98 Runoff=25.05 cfs 2.214 of Subcatchment LS3: Lower System 3 Runoff Area=4.860 ac 100.00% Impervious Runoff Depth=5.76" Tc=7.2 min CN=98 Runoff=27,08 cfs 2.334 of Subcatchment LS4: Lower System 4 Runoff Area=18.300 ac 0.00% Impervious Runoff Depth=3-99" Tc=22.9 min CN=82 Runoff--54.08 cfs 6.080 at Subcatchment LSS: Lower System 5 Runoff Area=15.880 ac 0.00% lmpervious Runoff Depth=4.09" Tc=23.6 min CN=83 Runoff=47-43 cfs; 5.414 at Pond 6P: 60" Pipe Peak Elev-6.96' Storage=0.028 at Inflow--104.69 cfs 9.959 at Outflow--104.59 cfs 9.959 at Pond 7: 4 Million Gallon Storage Peak Elev=1.46' Storage=10.193 at Inflow--224-13 cfs 26.000 at Outflow=25.00 cfs 26.000 at Total Runoff Area=66.270 ac Runoff Volume=26.000 of Average Runoff Depth=4,78" 56.78% Pervious=37.060 ac 43.22%Impervious=28.210 ac 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type III 24-hr 50-year Rainfall=6.00" , Prepared,by (enter your company name here) Printed 6/23/2015 HydroCAD® 10.00-13 s!n 01204 ©2014 Hydro CAD Software Solutions LLC Page 28 Summary for Subcatchment LS1: Lower System 1 ' Runoff = 104.69 cfs @ 12.15 hrs, Volume= 9.959 af, Depth= 5.53" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-year Rainfall=6 00" ' Area (ac) CN Description 18.740 98 ' 2.880 83 21.620 - 96 Weighted Average 2.8810 13.32% Pervious Area t 18.740 86.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 11.5 Direct Entry, t t t 1 1 ---------------- -------- .. 2013.11.27 Canal Street Pump Analysis -4 MG Type H/24-hr 50-year Rainfa/1=6.00" Prepared by {enter your company name here) Printed 6/23/2015 HydroCAD(DIO.00-13 s1nO1204 02014 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment LS2: Lower System 2 Runoff = 25.05 cfs @ 12.11 firs, volume= 2.214 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 firs, dt= 0.05 firs Type III 24-hr 50-year Rainfall=6,00" Area (ac) CN Description 4.610 98 4.610 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 13 225 0.0200 2,87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6,0 Direct Entry, 8.0 275 Total 1 2013.11.27 Canal Street pump Analysis -4 MG Type it/24-hr 50-year Rainfall=6.00" , Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment LS3: Lower System 3 Runoff - 27.08 cfs @ 12.10 hrs, Volume= 2.334 af, Depth= 5.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-year Rainfall=6.00" ' Area (ac) ON Description 4.860 98 ' 4.860 100,00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 7.2 Direct Entry, , 1 --------- ---- - - -:.514 2013.11.27 Canal Street Pump Analysis -4 MG Type Ill 24-hr 50-year Rainfall=6 00" Prepared by (enter your company name here) Printed 6/2312015 HydroCADQD 10.00-13 sfn 01204 Q 2014 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment LS4: Lower System 4 Runoff = 54.08 cfs @ 12.31 hrs, Volume= 6.080 af, Depth= 199" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 his, dt= 0.05 hrs Type Ill 24-hr 50-year Rainfall=6.00" Area (ac) CN Description &IOD 83 4.400 79 5.300 82 2.500 88 18.300 82 Weighted Average 18.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (fUsec) (ds) 13.8 Direct Entry, 9A Direct Entry, 22.9 0 Total 1 2013.11.27 Canal Street Frump Analysis -4 MG Type Ili 24-hr 50-year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 10.00-13 s!n 01204 @ 2014 Hydro CAD Software Solutions LLC Page 32 Summary for Subcatchment LS5: Lower System 5 ' Runoff - 47.43 cfs @ 12.32 hrs, Volume= 5.414 af, Depth= 4.09" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-year Rainfall=6.00" t Area (ac) CN Description 15.880 83 ' 15.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 23.6 Direct Entry, 1 2013.11.27 CanalStreet Pump Analysis -4 MG Type Ill 24-hr 50-year Rain{all=6.00" Prepared by (enter your company name here) Printed 6/23/2015 HydroCAD0 10 00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Page 33 ' Summary for Pond 5P: 60" Pipe Inflow Area = 21.620 ac, 86.68% Impervious, Inflow Depth= 5.53" for 50-year event ' Inflow 104.69 cfs @ 12.15 hrs, Volume= 9.959 of Outflow 104.59 cfs @ 12.16 hrs, Volume= 9.959 af, Atten= 0%, Lag= 0.3 min Primary = 104.59 cfs @ 12.16 hrs, Volume= 9.959 of ' Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -6.96' @ 12.16 hrs Surf.Area= 0.042 ac Storage= 0.028 of ' Plug-Flow detention time= 0.1 min calculated for 9.945 of(100% of inflow) Center-of-Mass det. time= 0.1 min (763.4- 763.3 ) ' Volume Invert Avail Storaqe Storage Description #1 -8.57' 0.338 of 60.0" Round Pipe Storage L= 750.0' S= 0.00307 ' Device Routing Invert Outlet Devices #1 Primary -8.57' 60.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' rimary OutFlow Max=103.21 cfs @ 12.16 hrs HW=-6.98' (Free Discharge) =06ffice/Grate (Weir Controls 103.21 cfs @ 4.13 fps) I 1 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type It124-hr 50-yearRainfall=6.00" t Prepared by {enter your company name here} --- Printed-6123/2015 HydroCADD 10,00-13 s/n 01204 O 2014 HydroCAD Software Solutions LLC Page 34 Summary for Pond 7: 4 Million Gallon Storage ' Inflow Area= 65.270 ac, 43.22% Impervious, Inflow Depth = 4.78" for 50-year event ' Inflow = 224.13 cfs @ 12.17 hrs, Volume= 26.000 at Outflow = 25.00 cfs @ 11_40 hrs, Volume= 26.000 af, Atten= 89%, Lag= 0.0 min Discarded = 25.00 cfs @ 11.40 hrs, Volume 26.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs ' Peak Elev= -1.46' @ 13.52 hrs Surf.Area= 0.000 ac Storage= 10.193 of Plug-Flow detention time= 141.7 min calculated for 25.964 of(100% of inflow) ' Center-of-Mass det. time= 141.5 min ( 928.6 -787.1 Volume Invert Avail.Storage Storage Description ' #1 -8.60' 12.275 of Custom Stage Data Listed below Elevation Cum.Store ' (feet) (acre-feet) - — - -8.60 0.000 0.00 12.275 ' Device Routing Invert Outlet Devices #1 Discarded -8.60' 25.000 cfs Constant Flow ' Discarded OutFlow Max--25.00 cfs @ 11.40 hrs MN=-8.51' (Free Discharge) t=Constant Flow (Constant Controls 25.00 cfs) _ 1 2013.11.27 Canal Street Pump Analysis - 4 MG Type In 24-hr 100-year-Rainfafi=6.70" Prepared by {enter your company name here} Printed 6/23/2015 HydroCADt 10-00-13 s1n 01204 0 2014 HydroCAD Software Solutions LLC Parle 35 Time span=0.00-36.00 hrs, dt=0.05 Ims, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment LSI: Lower System I Runoff Area=21.620 ac 86.68% Impervious Runoff Depth=6.22" Tc=I 1.5 min CN=96 Runoff=117.25 cfs 11.215 of Subcatchment LS2: Lower System 2 Runoff Area=4.610 ac 100.00% impervious Runoff Depth=6.46" Flow Length=275' Slope=0.0200 T Tc=8.0 min CN=98 Runoff--28.00 cfs 2.482 of Subcatchment LS3: Lower System 3 Runoff Area=4.860 ac 100-00% Impervious Runoff Depth=6.46" Tc=7.2 min CN=98 Runoff=3027 cfs 2.617 of Subcatchment LS4: Lower System 4 Runoff Area=18.300 ac 0.00% Impervious Runoff Depth=4.64" Tc=22.9 min CN=82 Runoff=62.62 cfs 7-069 of Subcatchment LSS: Lower System 5 Runoff Area=15.880 ac 0.00% Impervious Runoff Depth=4.75" Tc=23.6 min CN=83 Runoff=54.77 cfs 6.280 of Pond 5P: 60" Pipe Peak Elev---6.84' Storage=0.033af lnflow=117.25cfs 11.215 of Outflow--117.11 cfs 11.215 of Pond 7: 4 Million Gallon Storage Peak Elev=-0.01' Storage=12.256 of lnflow=254.32 cfs 29.663 of Outflow=25.00 cfs 29.663 of Total Runoff Area = 65.270 ac Runoff Volume= 29.663 of Average Runoff Depth=5.45" 66.78% Pervious= 37.060 ac 43.22% Impervious=28.210 ac 2013.11.27 Canal Street pump Analysis -4 MG Type ill 24-hr 100-yearRainfall=6.70" t Prepared by{enter your company name here) Printed 6/2312015 Hydro CAD® 10.00-13 s!n 01204 ©2014 Hydro CAD Software Solutions LLC Page 36 Summary for Subcatchment LS1: Lower System 1 , Runoff — 117.25 cfs @ 12.15 hrs, Volume= 11.215 af, Depth= 6.22" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.70" ' Area (ac) CN Description 18.740 98 , 2.880 83 21.620 96 Weighted Average 2.880 13.32% Pervious Area ' 18.740 86.68% impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f fft) (f fsec) (cfs) ' -11.5 _ . . Direct Entry, t 2013.11.27 Canal Street Pump Analysis - 4 MG Type H/ 24-hr 100-year Rainfafl=6.70" Prepared by {enter your company name here) Printed 6123/2015 HydroCADO 10 00-13 s/n 01204 @ 2014 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment. LS2: Lower System 2 Runoff = 28.00 cfs @ 12.11 hrs, Volume= 2.482 af, Depth= 6.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.70" Area (ac) CN Description 4.610 98 4.610 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0,0200 1.20 Sheet Flow, Smooth surfaces n= 0.011 P2=3.20' 1*3 225 0,0200 2,87 Shallow Concentrated Flow, Paved Kv= 203 fps 6.0 Direct Entry, 8.0 275 Total 2013.11.27 Canal Street Pump Analysis 4 MG Type 11124-hr 100-yearRainfa11=6.70" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCADOD 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Paqe 38 Summary for Subcatchment LS3: Lower System 3 ' Runoff = 30.27 cfs @ 12.10 hrs, Volume= 2.617 af, Depth= 6.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, df= 0.05 hrs Type III 24-hr 100-year Rainfall=6.70" Area (ac) CN Description 4.860 98 ' 4.860 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.2 Direct Entry, 1 1 1 1 I 2013.11.27 Canal Street Pump Analysis - 4 MG Type /// 24-hr 100-year Rainfal]=6.70' Prepared by {enter your company name here} Printed 6/23/2015 HydroCADO 10-00-13 s1n 01204 0 2014 Hydro CAD Software Solutions LLC Page 39 Summary for Subcatchment LS4: Lower System 4 Runoff = 62.62 cfs @ 12.31 hrs, Volume= 7.069 at, Depth= 4.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-year Rainfall=6.70" Area (ac) CN Description 6.100 83 4.400 79 5.300 82 2.500 88 18,300 82 Weighted Average 18.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) ftsec) (cfs) 13.8 Direct Entry, 9.1 Direct Entry, 22.9 0 Total 2013.11.27 Canal Street Pump Analysis 4 MG Type Al 24-hr 100-year Rainfall=6.70" ' Prepared by {enter your company name here} Printed 6/23/2015 HydroCAD® 1OM-1 3 s/n 01204 Q 2014 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment LS5: Lower System 5 , Runoff — 54.77 cfs @ 12.32 hrs, Volume= 6.280 af, Depth= 4.75' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-year Rainfall=6.70" ' Area (ac) CN Description 15.880 83 ' 15.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.6 Direct Entry, 1 1 1 1 1 1 1 1 5- ----------- 2013.11.27 Canal Street Pump Analysis - 4 MG Type 1/124-hr 100-yearRainfal/=6.70" Prepared by {enter your company name here) Printed 6123/2015 HydroCADO 10.00-13 s/n 01204 C 2014 HydroCAD Software Solutions LLC Page 41 Summary for Pond 5P: 60" Pipe Inflow Area 21,620 ac, 86.68% Impervious, Inflow Depth = 6.22" for 100-year event Inflow 117.25 cfs @ 12.15 hrs, Volume= 11.215 at Outflow = 117.11 cfs @ 12.16 hrs, Volume= 11.215 af, Atten= 0%, Lag= 0.3 min Primary = 117.11 cfs @ 12.16 hrs, Volume= 11.215 at Routing by Stor-Ind method, Time Span= 0,00-36.00 hrs, dt= 0,05 hrs Peak Elev= -6.84' @ 12.16 hrs Surf.Area= 0.046 ac, Storage= 0.033 of Plug-Flow detention time= 0.1 min calculated for 11.199 of(100% of inflow) Center-of-Mass det.time= 0.1 min (761 A - 761.0 Volume Invert Avail Storage Storage Description #1 -8.57' 0.338 af60.0" Round Pipe Storage . L= 750.0' S= 0.00307 Device Routing Invert Outlet Devices #1 Primary -8.57' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads �rimary OutFlow Max=1 15,54 cfs @ 12.16 hrs HW=-6.85' (Free Discharge) �I=Orifice/Grate (Weir Controls 115.54 cis @ 4.28 fps) 2013.11.27 Canal Street Pump Analysis - 4 MG Type 11124-hr 100-yearRainfa]1=6.70" , Prepared by {enter your company name here) Printed 6/2312015 HydroCAD® 10.00-13 s/n 01204 ©2014 HydroCAD Software Solutions LLC Paqe 42 Summary for Pond 7: 4 Million Gallon Storage '. Inflow Area = 65.270 ac, 43.22% Impervious, Inflow Depth = 5.45" for 100-year event ' Inflow = 254.32 cfs @ 12.17 hrs, Volume= 29.663 of Outflow = 25.00 cfs @ 11.25 hrs, Volume= 29.663 af, Atten= 90%, Lag= 0.0 min Discarded = 25.00 cfs @ 11.25 hrs, Volume= 29.663 of ' Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= -0.01' @ 13.82 hrs Surf.Area= 0.000 ac Storage= 12.256 of ' Plug-Flow detention time= 175.1 min calculated for 29.663 of(100% of inflow) Center-of-Mass det. time= 175.1 min ( 959.6 - 784.6) Volume Invert Avail.Storage Storage Description ' #1 -8.60' 12.275 of Custom Stage Data Listed below Elevation Cum.Store , (feet) (acre-feet) -8.60 0.000 ' 0.00 12.275 Device RouSng Invert Outlet Devices #1 Discarded -8.60' 25.040 cfs Constant Flow ' iscardect-OutFlow Max=25.00 cfs @ 11.25 hrs HW=-8.51' (Free Discharge) =Constant Flow (Constant Controls 25.00 cfs) ' l 1 1 - 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 1 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 it 1 1 1 1 1 1 Storm Sewer Profile Proj. file: Forest Ave System w-Canal-As Built&Crosbys.stm STORAGE SYSTEM TO HERSEY AVE 1 c C p c p m c c J i J J j J J 0 C ONS J �c pc Qe �c Qc �� J Elev. (ft) o�N o e oNi o my X r o ° ono oy 1 Ui SCR mW� n ��' CO m ��� Amo a�G �CS � oaw a www N +�ww o 0-iww ,'� www 07ww m 0-luiw m u-iw n ; 8 -Eii ftii g ,g>i � .9:; V1 c N p.ec m 'd.ec to d.ee N WES N 'dft.ec rn KeC N KS 19.00 19.00 ' 12.00 12.00 ' 5.00 5.00 -2.00 -2.00 1 it -9.00 2.232Lt-24"00 1.57% -9.00 t 1 .18ou- 245 90U-66 ' -16.00 - C a ouo 25.3990-12"Q 0.31% .16.00 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 HGL— — - EGL Reach(ft) ' Storm Sewers i Storm Sewer Profile Proj. file: Forest Ave System w-C. 1 STORAGE SYSTEM TO MEADOW STREET t ' Elev.(ft) , w Q.. a ' . m .. n n -. mT T ao -r « � tulm L ' 19.uu19.00 ' 12. 12.00 F. F 5. 5.00 -2.00 -9.00- 186.180E - "9•W ' 45.490E i 26.567L1-36'0 1.52%1 1 •16. -0 100 2W 3W 400 500 600 700. 600 900 1000 1100 6.00 ' HGL Reach(ft) 1 . ' Storm SEM Storm Sewer Profile �a Pro;. rile: Forest Ave system W-C; ' II STORAGE SYSTEM TO LAUREL STREET ' &CROSBY S PARKING LOT I t ' Elev.(ft) C5 M N m v N N N N N 1 t0 i to d h d S i ' 16. 16.00 t ' 11. 11.00 5.00 1 1.00 �1.OSN6 14.059Lf- - 57Lf-3� 50. -4. ' 1a4. 3gL1- -4.00 ' 16.319Lf-WO 0.49% -9' 0 50 100 150 200 250 300 350 400 450 500 550 500-9.00 ' HGL Reach(tt) 1 ' Storm Sew Canal Street Flood Mitigation Project - ' Hydratlow Results Table June 2015 Line ToLinc LineLength Iner.Area TotalArca RunoffCoeff. IncrC x A Tola1C x A InletTime TlmeConc Rnfallnt TotalRunoff TotalFlow CapacFull Veloc Pi eSize Pi eSlo a Inv ElevOn Inv EIevU IIGLDn IIGLU Grud/RimDn crnd/RimU Line ID (ft) (ac) (ac (C) (min) (min) (.n/hr) (cfs) (cfs) (C f,,) (Ns) (in) (%) (ft (ft) (f1) (fl) (ft) I 0mfa11 245.49 0 25.17 0 0 2067 0 13.7 5,6 115.23 115 23 199.76 485 66 0.3 -10.33 -959 -1 -0.75 722 7.05 60 RCP(2)(2) 2 1 41.535 0 22.37 0 0 18.15 0 13 6 5.6 10153 101.53 14L74 5.17 60 0.3 -959 -9,47 -0.44 -038 7.05 6.88 60 RCP 2 2 3 2 186.18 0 22.37 0 0 15.15 0 13 57 103.09 103.09 157.41 525 60 037 _9.32 -8.64 -0.07 0.22 6.88 4.65 60 RCP ' 4 3 45.288 0 22.16 0 0 17.96 0 12.9 5 7 102.4 102 4 2T3 68 522 60 1.1 -8 64 -R.14 0.55 0.62 4.bS 4.48 60 RCF 5 4 49363 0 IS.7 0 0 15.23 0 12.7 5.7 87.23 8723 169.89 444 60 043 -7.92 -7.71 1.16 1.21 4.48 4.65 60 RCP 6 5 99.719 0 18.66 0 0 15.19 0 12.3 5.8 87.87 87.87 784 44 448 60 0.5 -7.56 -7.06 1.44 1.55 465 5 60 RCP 7 6 70 87 0 18.53 0 0 15.08 0 12 5 8 87.81 87.81 223.11 4.47 60 0.73 -6 95 -6.33 1.79 1 87 5 6 60 RCP 8 7 33.019 0 14.78 0 0 11.97 . 0 11.9 5.8 69.91 69.91 124.99 5.56 48 0.76 -6.51 -6,26 2.18 2.26 6 6 48 RCP ' 9 8 26.567 0 8.12 0 0 6.29 0 11.9 5.9 36.81 36.81 1103 5.21 36 1.62 -5.64 -5.21 2.8 2.85 6 6 36 PVC 10 9 182.393 022 749 0.8 0.18 5.8 6 11.2 5.9 34.5 34.5 30.11 4.88 36 0.12 -5.56 -5.34 332 361 6 644 36 PVC 11 10 16.499 0 7.27 0 0 5.62 0 I L2 6 33.51 33.51 30.19 4.74 36 0.12 -501 -5 3.69 3.71 6.44 6.2 36 PVC 12 11 30.105 0.06 608 09 0,05 4.78 6 11.1 6 28.58 28.58 47.41 4.04 36 03 -5.25 -5.16 4.15 4.19 6.2 5.94 36 PVC ' 13 12 30.449 006 6.02 0.9 0.05 4.73 6 10.9 6 2836 2836 31,42 401 36 0.13 4.97 -4.93 4.23 4.26 5.94 6 36 PVC 14 13 93.927 0.06 5.96 0 9 0 05 4.67 6 10.6 6.1 2833 2893 26.84 4 01 36 0.1 -4 94 -4.85 4.3 4 4 6 5.22 36 PVC 15 14 63 0 5.9 0 0 4.62 0 109 6.1 28.2 28.2 28.9 399 36 0,11 4.85 478 444 4.51 522 6.02 36 PVC 16 15 33.028 0 5.9 0 0 462 0 10.2 6.1 28.37 28.31 30.17 4.01 36 0.72 -4.78 4.74 4.54 4.58 6.02 6.45 36 PVC t 17 16 13.788 0.18 0.18 0.9 0.16 0.16 6 6 7 1.13 1.13 4.67 144 12 1.02 2 2.14 504 5.05 6.45 6.33 12 PVC 18 8 29.654 0 6.66 0 0 5.68 0 10.6 6.1 34.42 3442 35.6 4.87 36 0.17 -623 -6.18 2.85 2.9 6 6 30 PVC 19 18 33 218 0 636 0 0 5.41 0 10.5 6.7 32.86 32.86 108.67 6.7 30 4.15 -3,49 -2.11 327 339 6 6 30 PVC 20 19 98.931 2.19 5.96 1 0.81 1.77 5.05 6 102 6.1 30.9 30.9 23.97 6.3 30 02 -2.65 -2.45 4.07 4.41 6 6.99 30 PVC 21 20 112.063 0 3,77 0 0 3 28 0 9.8 6.2 2031 2031 20.15 4.14 30 0.14 -2.39 -223 4.85 5,0[ 699 6,67 30 PVC ' 22 21 49.674 0 3.59 0 0 3.12 0 96 6.2 19.42 19.42 3548 3.96 30 044 -22 -1.98 5.29 536 6.67 6.2 30 PVC 23 22 95667 0 3.14 0 0 2.71 0 9.2 6.3 17.12 17.12 34.9 349 30 0.43 -1.86 -145 5.6 5.69 6.2 5.99 30PVC 24 23 115.812 0 1.63 0 0 1.43 0 8.5 64 9.19 9.19 20.26 2.93 24 047 -104 -0.49 5.93 6.04 5.99 6.69 24 PVC 25 24 80496 0 1.27 0 0 LI 0 8.2 6.5 7.18 7.18 9.26 406 18 0.46 0.9 1.27 6.13 6.35 669 7 18 PVC t 26 25 161.127 0.77 127 0.85 0.65 1.1 6 76 66 731 731 768 4.14 18 032 1.24 1.75 6.39 6.85 7 8 - 18PVC 27 26 48498 0.39 0.5 0.9 035 0.45 6 7.2 6.7 3.01 3.01 7.72 2.45 15 0.85 2 241 706 7.13 8 766 15 PVC 28 27 41.593 1 0.11 0.11 0.9 0.1 O.l 6 6 7 0.69 069 5.96 0.56 15 0.5 345 3.66 7.25 7.25 7.66 773 15 PVC 29 7 24.718 0 3.22 0 0 2.66 0 7.3 6.7 1 17.8 17.8 49.32 2.52 36 0.32 -6.1 -6.02 239 2.4 6 5,68 36 PVC 30 29 14.127 0 1.81 0 0 1.56 0 6 7 10.82 10.82 30.3 345 24 1 06 -23 -2.15 2.5 2.52 5.68 5.16 24 PVC - 31 3 12.12 0.21 0.21 09 0.19 0.19 6 6 7 1.32 1.32 4.61 4.27 12 0.99 1 1.12 137 16 468 3.93 12 PVC 32 4 22.232 3.16 3,46 0.78 246 2.73 6 8.4 6A 1763 1763 36.89 5.61 24 1,57 -2 -1.65 1.04 1.12 4.48 4.1 24 PVC 33 5 11,423 0.04 0.04 0.9 0.04 0.04 6 6 7 0.25 0.25 4.54 1.28 12 0.96 1 1.11 1.74 132 4.65 4.08 12 PVC 34 6 10.96 0.13 0.13 0.9 0.12 0.12 6 6 7 0.81 0.81 442 228 12 0.91 14 1 15 2.03 1.88 5 4.91 12 PVC 35 7 23.941 0.53 0.53 0.83 0.44 0.44 6 6 7 306 3.06 13.67 1.733 18 1 -034 -0.1 2,44 2,46 6 6 18 P VC 36 9 11 0.63 0.63 0.78 0,49 049 6 6 7 3.42 3 42 6.24 6.63 12 1.82 3.57 3.77 4.1 4.56 6 6 12 PVC 37 ]1 12,056 1 09 L l9 0.69 0.75 0.84 6 6.8 - 6.8 .5.72 5.72 6.8 7.28 12 2.16 -3 68 -33.42 406 4.24 6.2 6.5 12 PVC 38 16 1 16.319 0.15 5.72 0.9 0.14 446 6 10.1 6.1 27.37 27.37 60.71 3.87 36 0.49 4.74 4.66 4.84 4.86 645 6 36 PVC ' 39 38 30.385 7.79 1.79 0.63 1.13 1.13 6 6 7 7.85 785 13.56 444 18 0.99 -3.16 -2.86 509 5.19 6 6 18 PVC 40 18 5.73 03 09 0.9 0.27 027 6 6 7 1.88 1,88 4.74 2.39 12 1.05 1.44 1.5 3.55 3.56 6 6 12 PVC 41 19 5.605 04 04 0.9 036 036 6 6 7 2.51 2.51 83 3.19 12 3.21 0.88 106 453 4.55 6 5.99 12 PVC li 42 21 5355 0.18 0.18 09 0.16 0.16 6 6 7 1,13 1.13 5.29 144 12 1.31 2.5 2.57 5.5 5.51 667 6.79 12 PVC 43 22 7.328 0.45 0.45 0.9 0,41 041 6 6 7 2.52 2.82 1471 3 59 12 101 0.83 1,57 558 5.61 6.2 6.14 12 PVC ' 44 23 5.435 1.51 1.51 0.85 1.28 128 6 6 7 8.93 8.93 6.59 11.37 12 2,02 248 2.59 5.87 607 5.99 5.82 12 PVC 45 24 7.624 036 096 0.9 0.32 032 6 6 7 2.25 225 4.74 2.87 12 1.05 3.5 358 6.13 6A5 6.69 636 12 PVC 46 30 8.783 181 1.81 0.86 1.56 1.56 6 6 7 10.83 10.83 13.82 6.13 18 1,02 1 109 2.7 276 5.16 5 18 PVC 47 38 104.538 0 3.78 0 0 3.19 0 9.5 6.2 19.95 1995. 86.89 2.82 36 1 4.59 -3.54 52 5.26 6 6 36 ADS ' 48 47 53357 1.3 3.78 0.74 0.96 3.19 6 9.2 6.3 20.13 20.13 86,41 2.85 36 0.99 -267 -2.14 538 5 4) 6 6.4 36 ADS 49 48 50.359 0 248 0 0 2.23 0 8.8 6.4 14.24 14.24 8639 2.01 36 1 0.99 -2.14 -1.64 5.5 5.51 6.4 7 30 ADS 50 49 114 059 0 2.48 0 0 2.23 0 79 6.6 14.63 14.63 86.68 2.07 36 1 -1.64 -05 5.52 5.55 7 6 24 ADS 51 50 28.571 1.7 249 09 1.53 2.23 6 7.7 6.6 14.7 14.7 104.61 2.99 30 3.85 -0.5 0.6 5.58 5.6 6 6 24 ADS 52 29 49.116 0.1 1.41 0.76 0.08 ].11 6 6.9 6.8 748 7.48 333 238 24 1.28 -2.88 -2.25 2.51 2.54 568 3.86 24 PVC ' 53 52 92.082 0.04 131 0.72 0.03 1,03 6 6.2 6.9 7.12 7.12 29.39 2.27 24 1 -2.25 -133 2.56 2.62 3.86 3.92 24 PVC 54 53 6.253 0.05 1.27 0.76 0.04 1 6 62 6.9 6.93 6.93 28.8 221 24 0.96 -133 -1.27 263 2.64 3,92 3.63 24 PVC 55 54 34.766 122 1.22 0.79 0.96 0.96 6 6 7 6.71 6.71 29.5 2.14 24 1.01 -1.27 -0.92 2.65 2.67 3.63 361 24 PVC 56 1 31 077 2.8 2.8 0.9 2.52 2.52 6 6 7 17.54 1754 4439 6.74 24 3,28 -2.02 -1 -044 0.51 7,05 7.8 ' 57 51 93 0 0.78 0 0 0.7 0 6.7 6.8 4.77 4 77 41.44 1,52 24 2.86 0.6 3.26 5.76 5.8 6 63 58 57 70 0.34 0.34 0.9 031 0.31. 6 6 7 2.13 2.13 0 3.9 10 0 3.75 3.75 5.83 6.4 6.7 6.2 59 57 50 0 0 44 0 0 1 0.4 0 6.3 6.9 2.72 2.72 834 2 22 15 1.42 -;2 6 3.97 5.83 5.91 6.7 73 60 59 12 0.22 0.44 0.9 0.2 04 6 6.3 6.9 2.73 2.73 4.02 3.48 12 1.08 3.97 4.1 5.99 6.05 73 TI, 61 60 44 022 0.22 09 0.2 0.2 6 6 7 1.38 1.38 1.52 2.53 10 041 4.1 4.28 6.41 656 7.1 7.3 62 32 131.765 0 03 0 0 0.27 0 64 6.9 1,86 1.86 8.29 105 18 0.53 -1 -0.3 1.8 1.83 4.1 4.5 63 62 25.399 0.15 0.15 0.9 0.14 0.14 - 6 6 7 094 0.94 2.17 1.2 12 0.31 0.2 0.28 1.85 1.87 4.5 3.59 64 62 5.515 0.15 0.15 0.9 0.14 0.14 6 6 7 0.94 0.94 2.85 3.19 12 0.54 1.7 1.73 2.1 2.14 4.5 4.31 65 37 18 0.05 0.05 0.9 0.05 0.05 6 6 7 031 091 407 04 12 ].11 4 4.2 5.81 5.81 6.5 6.2 ' 66 37 4 0.05 0 05 0.9 0.05 0.05 6 6 7 091 091 6l 04 12 25 -0.5 -0.4 5.81 5.81 6.5 6 45 1 1 1 1 � ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I , ' CLIENT:Glo PROSECT'Phasem 11 II DESIGNED BY Brendan Pyburn DATE 3112/2015 W0. � W000ARU CHECKED BY: Hernap Patalla DATE itri12015 COITM kT k94iE6fiITY &CURRAN DRIF RESULTS PROJECT NO. 228340.00 SHEET NO. 1 of 3 40 Shattuck.Road Suite 110 Andover,MassachusetSs01810 ' Tel:978557-7946 Fax 978-557-7948 Gassed Channel GlcWations ' Step 1: - Step 2: I/2^WQV Mrornum Width QjS�iqu)(e)tV✓QV) - W=n'Q/111.49)"(D^5/3)`tS^I/2)) ' Whprv: Where: Q(5)=fhw rate assoeated with firs[3J2'of runoff(ds) W=Width(ft) qu=unit peak discharge,in csmFn n=roughness coefficient A=ha em.surface drainage area(square mles) S=Slope(ft/ft) ' WQV=water quality volume m watershed inches t1/2=) D=Deft Ptflowfft) Q=flow ratelds) A=0-008 n=0.03 t WQV=0.5 S--O,009 D=033 Q(-5J=253 Total Q(.4)= L93 0-2,93 W=4.19 Step 3: Step 4: Veiocty Check Required length for resid.time . ' VxNw*D t=W-V Where: Where: V=vd citytfpsl t=required length(ft) Q=how r"ds) - 540=required residence time of 9 min(sec) W=widthift) ' V=velocdytfps) D=depth of flowtft) L=480 OK Proposed Swale is 600' ' 4=293 W=4-i9 D-033 V=212. Nogood,must be c lips Q=2.43 W=10 D=0.33 ' V=0.89 OK , Plates: ' L Designed in acmrdance with Mass stornmuntor tiarrdbook L Water Quality Row Rate equation taken from MassDEP 1 t t _ _ . _ 1 1 1 1 - t 1 CLIENT: Cily of Salem PROJECT. Phase 8 DESIGNED BY:Brendan Pybum DATE 5898015 00MWTwNf,&INTEGRITY CHECKED BY: Haman Perafta DATE 61118015 WOODARD t &CURRAN DRIVE RESULTS PROJECT NO. 228340-00 SHEET NO. 1 of 40 Shattuck Road-Suite 110 Andover,Massachusetts 01810 Tel:978-557-7946 Fax:978-557-7948 Determine Rip Rap Stone Size: dsa-(o.0125d^2/Tw>r(Wd^zs)-4f3 Where ' d=diamter of culver lit) Tw=Taiiwater depth(it) Cr= Design flow for the culvert,minimum 100-year 24 hr storm(cfs) t d=2.5 Invert 13.23 Tw=0.5 Tarvnter 13.73 Q= 65 ' dSO=1.93 23.11 in. Determine plunge pool dimensions: ' C-(3zd)+i6xf) 8={2xdH6xF) ' Where G= plunge pool length fit) B= plunge pool width(ft) D= rip rap thickness(ft);2xd50 ' E=culvert.diameter(it) 3E= plunge pool bottom length(ft) 2E= plunge pool bottom width(ft) F= plunge pool depth--0.5(d) ' F= 125 C=SS B- 12-5 E=2.5.5 3E=7.5 2E=5 Notes: L Designed using flows of 10"r storm ' 2.Elevations based on"I'D U 1 1 1 1 1 __. _ 1 ' CLIENT:C4o; m Sale �. PROJECCT Phase 11 DESIGNED BY: Bbendan Pybum DATE 226!2015 WOOD �� �� Rj ��t� CHECKED BY. Heman Peralta DATE 5/1112015 ' &CURRAN aRNERESULTS PROJECT NO- 228340.00 SHEET NO. 1 of 1 40 Shattuck Road Suite 110 Andover,Mf sachusetts 01810 ' Tei:978-557-7046 Fm:978-557-7948 permissible Velocity Cates ' Vp=1.49/•t{n)`I7`d^tl/Z)11`tR"{1/fr1)YTp°{I/Z)! Where: TP=¢"(U?5) V p=Permissible Velocdy[fps) ' n= mugness coef lent Where. T=Unit weight of water(Ib/ft^2) D75=Soil size where 75%is finer(in) R=Hydraulic radius a= Unit Conversion Constant Tp<Permissible Shear Stress(lb/W2) ' d=Maximum depth of flow D75=0.9 a=0.4 Tp=.036 TP=0.36 ' Y=62.4 R= 1.64 n=0-03 d=1 ' A=18 P=31 Vp=4-7.0 Notes: L catodated in a=rdance WO design of Roadside Channels with Aesible linings HEC1S,Third Edition ' 2,soil infor.Wion otrxained from sieve analysis perforated by G"Testiag an 01/ZIf15 3.Forest Park Nurth neve analysis used for cattutationt 1 1 ` t 1 t 1 1 1 1 Client; Woodard 6 Curran ^�. Project: Canal Street Drainage Improvements Location: Salem,MA Project No: GTX-301932 ' ed r g y Boring ID: --- ' Sample Type: bucket Tested By: jor Sample 1D: Forest Part:South Test Date: 01/21/15 Checked By: emm Depth ; 0-1 ft _ Test Id: f 320487 Test Comment; --- ' Sample Description: Moist,dark yellowish brown gravel with sand Sample Comment: J ' Particle Size Analysis - ASTM D422 I - pp ' G N Cn fn fnbt t' H M Q tD N N -.._..-�..._ .K .10 O O 9b 4t PE Lk 9! Yk 3k _ 1 I I I I 6 1 I 1 so 1 .. . . .. .. . . LL 1 4 3 J I 1 �1 1 1 4 4 �� I G 1 � � 11 1 1 � I �! 1 1= , � • ,. 1 V 1. t 40 .- ... ... . , 1 .1. i t ..c . I - • i 1 1 I 11�� I � 30 r 1 1 1 1 1 ! 1 I I 1 - 1 ; tDDD 1D0 10 1 0.1 0.01. 0-001 Gate s a offf* %Cobble %Gavel I %San %S1t&C"3Y-%R _ 51.8 47.0 .t2 —� ' SiewEHTQV SPq �efCoCff-eientsm D85=27,1092 mm D30=2.11.39 mm- 2. w.uu Ina Dsn=8.1282 mm D15=0.7562 mm ' LS In 37S6 42 1 . Dso=5.T047 mm D1o=0.4401 mm e.n M :9.o-- C =18.469 Cc =1.249 _, 'raged gravel Well-gratled gravel with sand (GW) .16 2-mz9 _- q HT Stone Fragments,Gravel and Sand rag O,az xa 9c9Sample/Test Description Sand/Gravel Particle Shape : --- :200 -'—n.o>s m _.. — � � Sand;Gravel Hardness : HARD pramS1'<V301: Y:09 Y$u d(1 —� Client: Woodard i;_Curran Project: Carmi Street Drainage ImprovementsS LoCEItion: Salem, MA Project No: GTX-301932 In � I Baring ID: - Sample Type: bucket _TEsL,�d­By:77_jbT_ Geloum t 91 -- E X Sample]D: Forest Park North 'fest Date: 01/21,115 Checked By: emm Depth : 0-1 ft 'Test Id: 320456 Test Comment: --- Sample Description: Moist, yellow brown gravel with sand Sample Comment: Particle Size Analysis - ASTM D422 -0 00 ft ... ... ........ .... .. t 70t ------ ­ eo-' So' 40 a 30 IDDO too to 1 0.1 0.01 0.001 Gain stm ft r9 Cobble amfei Sand! %sit&Clay size I T- 151.6 35.5 q =29-8919 Mm D30 n2,4631 mm -)Go 14,3/�1.2 mm D�5�0.7521 L L mm D50=8.7044 min DID=0.4500 Mai CL, =31.359 C, =0.940 P037�1.ln AS7rM Poorly graded gravel with sand (GP) ss, Gravel and Sand AASHTQ Stone Fragment (A-1-a(1)) '60 AMple/TestDescription .,.a uco _L Sand/Gravel Particle Shape Sand/Gravel Hardness COMPANION DOCUMENT 580-10 ALLOWABLE VELOCITY AND MAXIMUM SHEAR STRESS ' Streambank and Shoreland Protection Code 580 s Brus6�'Mattresses' �` , ' Staked onl w/rock n r toe mitral 0.8-4.1 5 Staked onl w/rock ri toe rown 4.0-8,0 12 Coir Geetexble'Rofh' '-:' R011 with coir rope mesh staked onty wittwut rock 0 2-0 8 5 riorap toe Roll with Polypropylene rope mesh staked only 0.8-3.0 <8 without.rockti ra toe ' ROA with Polypropyiene rope mesh staked and 3.0-4.0 K 12 wit rock ri ra toe 1.iveFascine'' <r LF Bundle wl rock riprap toe 20 3.1 8 Fine colloidal sand 0.02-0.03 1.5 Sandy loam(noncolioaial) 0.03-0:04 1.75 ' Alluvial sift(nonootloidal) 0.045-0.05 t2 Silty loam(noncoiloidal) 0:045-0.05 9.:75-225 Firm.loam 0:075 15 Fine gravels 0.075 25 Stiff da 0:26 3.4.5 Alluvial silt colloid 026 3.75 Graded loam-to cobbles 0,38 375 Graddd*silts to cobbles ., ,., .. .' ' 0.43. _. ', 4 Stales and hardDan 0.67 6 ' Gravd/Cobble4 1 inch 0.33 25-5' 2-inch 0.67 3� 64nah 2 4-7.5 ' 12-inch 4 5.5-12 Y tion ' Class A turf ret class 3.7 6-6 Class B turf(ret class) 21 4-7 Class C turf(ret class) 1 3.5 Retardance Class D 0.6 Design of roadside ' Retardance Class E 0.35 channels HEC-15 Long native grasses 1.2-1.7 4-6 Short native and bunch grass 0.7-095 3-4 EFH Notice 210-WI-119 February 2009 1 COMPANION DOCUMENT 580-10 Allowable Tjrpe afTaheenf Shear ' Soil Bloenglneering" ' Wattles 0.2-1.0 3 Reed fasoine 0.6-125 5 Coir roll 3- Vegetated .Vs etated coir mat 4-8 tress 9.5 Live brush mat 'i litiat 0.4-4.1 4 Live brush mattress! romm 3,90.8.2 12 Brush la erin tinitiaV wn 0.4-6.25 12 Live fascine1.25-3.10 6-8 Live willow stakes 2.10-3.10 3-10 Hard Surfacl Gabions 10 14-19 Concrete 12.5 >18 Boulder Gasters` Boulder Very large (>80-inch diameter) 37.4 25 Large >40-in diameter 18.7 19 ' Medium(>20-inch diameter) 9.3 14 Small >10-inch diamete 4.7 10 Cobble ' Large (>5-4nch diameter) 2-3 7 Small >2.5-inch diameter 1.1 5 Gravel Very Course(>1.25-inch diameter) 0.54 3 Course >_63-inch diameter) 025 2-5 'Brush mattresses{ERDC TN Emw-sR-23): Mro/hal eMausa�e arrnv myemrru/udits2"colt. ' C&Geofaxtile roll(ERDC TN EMRRPSR-04): h.to'f/sLwdc usace.amrvsiye rrntadVsA4.odf. 'Live Fascine(ERDC TN EMRRPSR31): httpJleLerdausamam mifen rrdndfisY l ndL 4 Stream Restoration Materials(ERDC TN EMRRPSR-23): Irkp''�eLerdc�sace armvmtVamrndodUsf29 odf. 'Boulder Clusters(ERDC TN EMRRPSR-11): tdfn'LieLerdc.usace-armv-miVamrm�ndUsrl t.odf. Additional Sources: ' Wisconsin Department of Transportation, Erosion Control- Product Acceptability List(PAL}-- — - httn 1AyLtMr oot tvlsconsin govllibrarvhesearcvdoc-�vfinalmoorts4au-finahegods/erosion.pdf ' Texas Department of Transportation, Approved Product List httolkatw4otstate tz.usrmnt/erosion/contents.htm EFH Notice 210-WI-1i9 ' February 2009 1 1 ISI ® � i 1 1 1 ' 1 � 1 '�� 1 1 1 � rt . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report A. Introduction ' imaortant:When A Stormwater Report must be submitted with the Notice of Intent permit application to document silime out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report (which should provide more substantive and detailed information) but is offered use only the tab key to mow your here as a tool to help the applicant organize their Stormwater Management documentation for their curse-do not Report and for the reviewer to assess this information in a consistent format As noted in the Checklist. use the return the Stormwater Report must contain the engineering computations and supporting information set forth in ' key, s--��,, Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and Y� certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report • Applicant/Project Name • Project'Address ' Name of firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and,Sedimentation Control Plan required by Standard 82 N . Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information,the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, MRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site ' where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report If any of the information specified in the checklist has not been submitted,the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10, ff not included in the Stornwater Report,the r0icit Discharge Compliance Statement mustbe submitted prior to the discharge of stormwater nmoff to the post-construction best management practices. ' 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. to that event,the issuing authority has the discretionto issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site.. N2015.06.09 swcheck-04101M Stormwater Report Checklist-Page t of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program 'IV[ A A ILAI Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed,in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary fora comprehensive Stormwater Report that addresses the ten Stormwater Standards. Noce: Because stormwater requirements vary from project to project, it is possible that a complete ' Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. ,Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, long-term Pollution ' Prevention Plan,the Construction Period Erosion and Sedimentation Control Pian (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the Wormation presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature VA 2`3 A. o ' %7111 17, "F Signature and Date Checklist Project Type: is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ Newdevelopment Redevelopment ❑ Mix of New Development and Redevelopment 201.5-06.09 swcheck•OUD1.R38 Stormwater Report Checklist-Page 2 ar 8 Massachusetts Department of Environmental Protection Bureau of Resource� Checklist forf�"�Wetlands Program Stormwater Report ' Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project ' ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Onl)o ❑ Minimizing disturbance to existing trees and shrubs ' ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ' ❑ Credit 3 ❑ Use of'country drainage'versus curb and gutter conveyance and pipe ® Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ' ❑ Treebox Filter ' ❑ Water Quality Swale ® Grass Channel ❑ Green Roof ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ' ® Outlets have been designed so there is no erosion or scout to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. ' 2015.06-09 swcheck•0410 V08 Stormwater Report Checklist•Page 3 0l8 Massachusetts Department of Environmental Protection ' t, Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ® Standard 2 waiver requested because the project,is located in land subject to coastal storm flowage and starmwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. , ❑ Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour stones. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ' 0 N/A-Project will not increase impervious area_Therefore, there will be no loss of annual recharge to groundwal ❑ Soil Analysis provided. , E] Required Recharge Volume caiculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ' ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' ' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ' ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ' ❑ Recharge BMP's have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ' ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 t ❑-Project is otherwise-subject to Stormwater Management.Standards only to the maximum extent practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ' ❑ Property includes a M.G.L c. 21 E site or a solid waste landfill and a mounding analysis is included. ' `80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. ' 2015.06.09 swcheck•04/01/08 Stormwater Report Checklist-Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge(continued) ' ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. ' Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: ' Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover, • Vehicle washing controls; + Requirements for routine inspections and maintenance of stormwater BMPs; ' Spill prevention and response.plans; + Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; ' Pet waste management provisions; Provisions for operation and management of septic systems; + Provisions for solid waste management ' Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implemenfing Long-Term Pollution Prevention Plan; ' • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone 11 or Interim Wellhead Protection Area ' ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ' ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ❑ Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if ' applicable, the 44%TSS removal pretreatment requirement are provided. t2015.06.09 swcheck•04101/08 - Stormwater Report Checklist-Page 5 of 8 Massachusetts Department of Environmental Protection ? Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The""/:` or 1`Water Quality Volume or (Bioretention Area) ' ® The equivalent flaw rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. (Grass channel a proprietary devices) ' ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying ' performance of the proprietary BMPs. ® A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. ' Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution ' Prevention Plan (SWPPP) has been included with the Stormwater Report- E] eport❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ® The NPDES Multi-Sector General Permit does not cover the land use_ ' ❑ LUHPPLs arelocated at the site and industry specific source control and pollution prevention ' measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. , ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with>1000 vehicle trips per day) and the treatment train includes an oil grit separator, a.filtering bioretention area, a sand filter or equivalent , Standard 6: critical Areas ED N/A- Project does not discharge near or to a critical area. ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP ' has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and-BMPs are-identified in-the-StormwaterReport_— - — -- – – – _ 1 2015.06.09 swcheck•WO1/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program. Checklist for Storm. water Repo Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ' ® The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path andfor Foot Path ® Redevelopment Project ' ❑ Redevelopment portion of mix of new and redevelopment. ® Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an ' explanation of why these standards are not met is contained in the Stormwater Report, ® The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found ' in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) ' improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; t • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; ' Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; ' Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 2015.45.09 swcheck•0M01108 Sto water Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ' ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and ' Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins- ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ' ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins- Standard 9: Operation and Maintenance Plan , ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ' ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ' ® Plan showing the location of all stormwater BMPs maintenance access areas; ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ' ® Operation and Maintenance Log Form. Qz The responsible party is not the owner of the parcel where the BMP is located and the Stormwater ' Report includes the following submissions: The City of Salem will execute a copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the ' operation and maintenance of the project site stormwater BMPs, The City of Salem will execute a plan and easement deed that allows site access for the legal ' entity to operate and maintain BMP functions- Standard-10:-Prohibition unctions.Standard-10:Prohibition of-III icit-Discharges ---- — ---- -- - - - - ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An illicit Discharge Compliance Statement is attached; ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of ' any stormwater to post-construction BMPs. � 1I 2015.05.09 swche�k•04101/08 Stonm ater Report Checklist• Page 8 or 8 1 1 1 1 1 3 � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' Page 1 of 1 � � - C-►N7ECH� „. ENGINEERED SOLUTIONS ' Purpose: To calculate the water quality flow rate(WQF)over a given-site area. in this situation the WQF is derived from the first 0.50"of runoff. Reference: Massachusetts Dept.or Environmental Protection Wetlands Program 1 United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual ' Structure Impv. A to tr WQV Given: Name acres (Miles) min hr in O.0429991 O.333 0.333 0.50 0.0974211 a's`'+'�rx`6;i3. 'x 0.133 0.50 =,.T83"^ 0.0060144 0.100 0.50 0.00619810.117 0:50 ' Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc, read the unit peak discharge(qu)from Figure 1 or Table in Figure 2,qu is expressed in the following units:cfslmi2lwatershed inches(csmlin). btructure Name 2u(rsmfin.) TD#1 TD#2 ' TD#3 - TD#433 OQ r! ' 1. Compute Q Rate using the following equation: Q0-e=(qu)(A)(WQV) ' when:: Q os=flow fate associated with first i/Z"of runoff qu=the unit peak discharge, in csm/in. ' A=impervious surface drainage area(in square miles) WQV=water quality volume in watershed inches(112"in this case) Structure Name cfs TD#1 TD#2 TD#3 TD#4 1 1 , 1 VORTECHS SYSTEM®ESTIMATED NET ANNUAL TSS REDUCTION ' STORAGE FACILITY ' Cf.!w'NTECH" SALEM, MA . ENGINEERED SOLUTIONS MODEL NAME VORTECHS 11000 SITE DESIGNATION TD#1 (27.52 acres)x(0.91 x(449 gpmlcfs) = 141.6 Design Ratio'= 1 (78.5 s$ Estimated bypass occurs at an elevation of 3.11 (at approximately 66 gpmisf)above inlet invert° - *assumIn2 a weir ten th of 4 ft Rainfall Intensity Operating Rafe' Treated Flow %Total Rainfall Rmvl.EffcV4Rel.Eftcv "Ihr gpmlsf cfs Volume" % % ' 0.02 2.8 0.50 10.2% 98:0% 10.0% 0-04 5.7 0.99 9.6% 98.0% 9.5% 0.06 8.5 1.49 9.4% 96.9% 92% 0:08 ,11.3 - 1.98 7.7% 95.3°% 7.4% ' 0.10 14.2 2.48 8.6% 92.8% 8.0% DA2 17.0 2.97 6.3% 90.6% 5.7% 0.14 19.8 3.47 4.7% 88.0% 4.1% 0.16 22.7 3.96 4.6% 86.10% 4.0% ' 0.18 25.5 4.46 3.5% 84.9% 3.0% 0.20 28.3 4.96 4.3% 83.1% 3.6% 0.25 35A 6.20 8.0% 79.4% 6.3% 0.30 42.5 7.43 5.6% 74.0% 4.1% ' 0.35 49.6 8.67 4.4% ` 65.6% 2.9% 0.40 56.6 9.91 2.5% 60.8% 1.5% 0.45 63.7 11.15 2.5% 55.7% 1.4% 0.50 70.4 1233 1.4% 48.9% 0.7% ' 0.75 90.2 15.78 4-3% 8.0% 0-3% 1..00 109.0 19.07 0.8% 0.0% 0.0% 1.50 176.4 30.87 0.0% 0.0% 0.0% 200 190.4 33.32 0.0% 0.0% 0.0% ' 3.00 213..5 37.36 0.2% 0.0% 0.0% 81.6% %rain failing at>0"Ittr or bypassing treatment= 12% Assumed removal efficiency for bypassed flows= 0.0% ' Estimated reduction In ef€iclency"= 0.0% Predicted Net Annual Load Removal Efficiency= 82% 1-Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cfs to gprn conversion)/Grit Chamber Area ' - The Total Drainage Area and Runoff Coefficient is specified by the site engineer. - The conversion factor from cfs to gpm is 449. -Operating Rate(gpnysf)=intensity("fhr)x Design Ratio. 3-Based on 10 years of houdy precipitation data from NCDC Station 770,Boston WSFO AP,Suffolk County,MA ' Reduction due tome of 60-minute data for a sde that has a time of concentration less than 30-minutes. Calculated by. CJA 5/18/15 lChecked by., I I 1 I 1 ' CDS ESTIMATED NET ANNUAL TSS REDUCTION BASED ON THE RATIONAL RAINFALL METHOD s' ' ail C/'� STORAGE FACILITY C..►�NTECH` SALEM, MA ' ENGINEERED SOLUTIONS for SYSTEM: TD#2 Area 475 acres CDS Model ' Weighted C 0.90 2025-5 Tc 6 minutes CDS Treatment Capacity 3.2 cfs Rainfall Percent Cumulative Total Removal Incremental ' intensity' Rainfall Rainfall Flowrate Treated Flowrate icfsl Efficiency Removal f0/61 mth Volume' Volume cfs 0.02 10.2% 10.2% 0.09 0.09 100.0" 10.2 ' 0.04 9.6% 19.8% 0.17 0.17 98.8 9.5 0:06 9.4% 29.3% 0.26 0.26 97.6 9.2 0..08 7.7% 37.D% 0:34 0.34 96.3 7.4 0.10 8.6%L 45.6% 0.43 0.43 95.0 8.1'- ' 0.12 6.3% 51.9% 0.51 • 0.51 93.8 5.9 0.14 4:7% 56.5% 0.60 0.60 92.5 4.3 0.16 4.6% 61.2% 0.68 - 0.68 ,91.:2 - 4.2 ' 0.18 3.5% 64.7% 0.77 "'0.77 '90:0 3.2 0.20 4.3% 69.1% 0.86 - 0,86 88.7 3.9 0.25 - 8.0% `77.1% 1.07 -L07 85.5 6.8 0.30 5.6% 82.7% - 128- 1.28 82.3 4.6 t 0.35 4.4% 87.0% 1:50 1.50 79.2 3.5 0.40 2.5% -89.5% 1.71 - '1.71 76.0 1.9 `0.45 2.5% 92.1% - 1.92 1.92 72:8 1.8 ' 0.50 1.4% 93.5% . 2.14 2.14 59.6 1.0 0.75 -5.0% 98.5% - 3.21 3.20 :53:8 2.7 1.00 1�0% 99.5% " '4.28 3,20 40.3 0.4 ' 1.50 '0.0% 99.5% 6,41 320 - 26.9 0.0 2.00 0.0% 99.5% 6.55 3.20 20.2 •0.0 3.00 0.5% 100.0% 12.83 3.20 13.4 0.1 - .. .. 88.8 ' Removal Efficiency Adjustmen?= 0.0% Predicted%Annual Rainfall Treated = 99.4% Predicted Net Annual Load Removal Efficiency= 88.8% I -Based on 10 years of hourly precipitation data from NCDC Station 770,.,Boston WSFO AP, Suffolk County, MA 2-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. 1 CDS ESTIMATED NET ANNUAL TSS REDUCTION n �, BASED ON THE RATIONAL RAINFALL METHOD ns 4i STORAGE FACILITY %wino ECH$ SALEM, MA ENGINEERED SOLUTIONS for SYSTEM: TD#3 , Area - 3.85 acres CDS Model Weighted C 0.90 _ _ 2025-5 _ Tc 6 minutes - CDS Treatment Capacity 3.2 cfs Rainfall Percent Cumulative Total Removal 1� Rainfall Rainfall Ftovarate Treated Flowrate Icfsl Efficiency Incremental t Removattkl inth Volume' Volume cfs. 0,02 10.2% 10.2% 0.07 0.07 100.0 10,2 0.04 9.6% 19.8% 0.14 0.14 99.3 9.6 - ' 0.06 9.4% 29.3% 0.21 - 0_21 98.3 9.3 0.08 1 7.7% 37.0% 0.28 0.28 97.3 7.5 o.10 8,6% 45.6% 0.35 0.35 96.2 8.3 ' 0.12 6.3% 51.9% OA2 0.42 95.2 6..0 0.14 4.7% 56.5% 0.49 - 0.49 94.2 4A 0.16 4.6% 61.2% 0,55 0,55 93A .4.3 0.18 3.5% 64.7% 0,62 0.62 92..1 3.3 ' 0.20 4.3% 69.1% 0.69 0.69 91..1 4.0 0.25 8.0% 77.1% 0.87 0.87 1 88.5 . 7.1 0.30 5.6% 82.7% 1,04 1,04 _ 85.9 4.8 ' 0.35 4.4% 87.0% 121 1.21 83.4 . 3.6 DA0 2.5% 89.5% 1,39 1.39 80.8 2.0 0.45 2.5% 92A% 1.56 1.56 78.2 2.0 0.50 1.4% 93.5% 1,73 1.73 75.7 1.0 ' 0.75 5.0% 98.5% 2.60 2.60 62.8 32 1,00 1 1.0% 99.5% 3.47 320 49.8 0.5 1.500.0% 99.5% 520 320 332 0.0 ' 2.00 0.0% 99.5% 6.93 . 3,20 24.9 0:0 3.00 0.5% 1 100.0% 1 10.40 3.20 16.6 0.1 91.1 Removal Efficiency Adjustment2= 0.0% , Predicted%Annual Rainfall Treated = 99.6% Predicted Net Annual Load Removal Efficiency= 91.1% 1 -Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA ' 2-Reduction due to use of 60-minute data far a site that has a time of concentration less than 30-minutes. GDS ESTIMATED NET ANNUAL TSS REDUCTION BASED ON THE RATIONAL RAINFALL METHOD STORAGE FACILITY %V ► NTECH{ SALEM, MA ' ENGINEERED SOLUTIONS for SYSTEM: TD#4 Area 3.97 acres CDS Model ' Weighted C 0.90 2025.5 Tc 7 minutes CDS Treatment Capacity 3.2 cfs Rainfall Percent cumulative Total Removal Incremental Intensity' Rainfall Rainfall Flowrate Treated Flowrate(cfs) Efficiency Removal 1%1 fin/hr Volume, Volume fcfsl ° 0.02 10.2% 10.2% 0.07 0.07 100.0 10.2 ' 0.04 9.6% 19.8°!0 0.14 0.14 99.3 9.6 - 0.06 9.4% 29.3% 0.21 0.21 982 - 9.3 0.08 7.7% 1 37.0% 0.29 0.29 97.1 7.5 ' 0.10 8.V/0 45.6% 0.36 0.36 96.1 8.2 0.12 6.3% 51.9% 0.43 0.43 95.0 6.0 0.14 4.7% 56.5% 0.50 0.50 94.0 4.4 0.16 4.6% 61.2% 0.57 0.57 92..9 4.3 ' 0.18 3.5% 64.7% 0.64 0.64 91.8 3.3 020 4.3% 69.1% 0.71 0.71 90.8 3.9 0.25 8.0% R77.1% 0.89 0.89 88.1 7:0 0.30 5.6% 7% 1.07 1.07 85.5 4.8 0.35 4.4% 0% 1.25 1.25 82.80.40 2.5% .5% 1.43 - 1.43 80.2 20 0.45 2.5% .1% 1.61 1.61 77.5 2A0.50 1.4% .5% 1.79 1.79 74.9 1.0 0.75 5.0% .5% 2.68 2.68 61.6 3.1 1.00 1.0% .5% 3.57 3.20 48.2 0.5 1.50 0.0% 99.5% 5.36 3.20 322 0.0 2.00 0.0% '99.5% 7.15 3.20 24.1 0.0 3.001 1 0.5% 100.0% 1 10.72 1 3.20 16.1 0.1 90.8 ' Removal Efficiency Adjustmen?= 0.0% ' Predicted%Annual Rainfall Treated = 99.6% Predicted Net Annual Load Removal Efficiency= 90.8% t 1 -Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA. 2-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. 1 1 _ 1 1 1 t ' NJCAT TECHNOLOGY VERIFICATION ' HIGH EFFICIENCY CONTINUOUS DEFLECTIVE SEPARATOR (CDS@ CONTECH CONSTRUCTION PRODUCTS Inc. January 2010 TABLE OF CONTENTS ' i. Introduction . - , 5 _ --________ LINICHT Program-------------------------------------------------------------------------------------- �1 1-2 Interim Certification6 -------------------------------------------------------------------------------------------- 1 1.3 Applicant Profile ----------------------------------------------------------6 1.4 Key Contacts........................................ ..............................................................7 2. The High Efficiency CDS-----------------------------------------------------------------------------------------------7 ' 3. Technology System Evaluation:Project Plan..............................................................10 ' 3.1 Introduction --- - 10 12 Site and System Description--------------------------------------------------------------------------1.1 3-3 Sampling Design ................................................................................... .........14 ' 3.4 Particle Size Distribution and Residual Solids Assessment Methods 17 3.5 Precipitation Measurement------------------------------------------------------------------------------19 3.6 Flow Measurement - - - - 20 ' 3.7 Starmwater Data Collection Requirements-------------------------------------------------------21 4. Technology System Performance---------------------------------------------------------------------------------22 ' 4.1 Data Analysis---------------------------------------------------------------------------------------------------22 4.2 Test Results 32 ------------------------------------------------------------------------------------------------------ 4.3 System Maintenance and Residual Solids Assessment Results-------•---------------34 ' 4.4 Summary----------------------------------------------------------------------------------------------------------3g 5. Performance Claim Verification 39 ' 6. Net Environmental Benefit 40 7. References 40 ' Appendix A: Individual Storm Events , 2 t ' - — — -- List of Tables- ,.._ Table 1 Analytical methods used for analytical,parameters of interest-----------------------------------------16 ' Table 2 Instances of contaminated detection in equipment rmsate blank and equipment field blanksamples.........................---........... ........... ........... _..._. .-••••--. .._..-- ......_-17 Table 3 Comparison of monthly rainfall data between.National Weather Service(NWS) ' cooperative station in Toms River,NJ and Manasquan Savings Bank study site rain gage---------1.9 Table 4 Rainfall and runoff statistics for sampled events at the Manasquan Savings Bank study site -------------------------------------------- - ------------------------- ------------ ----------------------------------------------20 -------------- ' Table 5 Percentage of calculated rainfall volumes measured at Manasquan.Savings Bank study site - - -----------------------------------------------------------------------------------------------21 Table 6 Stormwater data collection requirements results------------------------------------------------------------22 ' Table 7 Suspended Solids Event Mean Concentrations(EMCs)for the 19 events sampled at the Manasquan Savings Bank study site — 23 _— Table 8 Total Volatile Suspended Solids Event Mean Concentration(EMCs)for the 1.9 events ' sampled at the Manasquan Savings Bank study site------- -------------------------------- ------- -----•--- ---------24 Table 9 Calculated Parameters,(mineral)Event MenConcentrations(EMCs)for the 19 events sampled at the Manasquan Savings Bank study site.......................................................................25 ' Table 10 Suspended Solids Event Sum of Loads(SOL)Efficiency Calculations for the 19 events sampled at the Manasquan. Savings Bank study site---------------------------- --------I --------------------------------27 Table 11 Total Volatile Suspended Solids Event Stun of Loads (SOL)Efficiency Calculations ' for the 19 events sampled at the Manasquan Savings Bank study site --••-••_ --_••-••• ••••-•••28 Table 12 Calculated Parameters(mineral)Event Sion of Loads (SOL)Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site-------------------------•----------------29 ' Table 1.3 Calculated percentages of material less than 500 put and 50 gm for the 1,9 events sampled at the Manasquan Savings Bank study site..............•. -..-..... .......--.........-..,.30 Table 14 Calculated percentages of combustible materials that are assumed to be organic in ' nature for the 19 events sampled at the Manasquan Savings Bank study site........................31 Table 15 Particle size distribution analysis results using ASTM D4464 for events sampled at the Manasquan Savings Bank study sitc---------------------•-------------------------------- -------------------------------------35 1 3 List of Figures Figure 1 Schematic Representation of the CDS System--------- 8 ' --------------------------------------------------------- Figure 2 Schematic of an Off-Line CDS Unit ................................................._..........................1.0 Figure 3 Aerial.view of Manasquan Savings Bank study area with drainage area outlined..........12 Figure 4 View of front parking lot area of Manasquan Savings Bank study site---------------------------13 ' Figure 5 View of back parking lot area of Manasquan Savings Bank study site---------------------------13 Figure 6 Elevation view of High Efficiency CDS unit installed at Manasquan Savings Bank studysite...._.._ _....... ....--- ---------------------------------------------------- ----------..-----.-....._--.-.14 ' Figure 7 View= of Mobile Monitoring Unit(MMU) installed at the Manasquan.Savings Bank study site---------------------- ----------------------------------------------------------------------------------------- ------------------------1.5 -Figure 8 Top view of cone splitter apparatus prior sample splitting using sieves.........:..._._.._____.18 ' Figure 9 Side view of cone splitter apparatus prior sample splitting using sieves............................18 .......... Figure 10 Influent particle size distribution generated using serial filtration covering 6350µm to 1-51im particle range;dashed line represents mean particle size distribution--------------------------------36 ' Figure I 1 Influent PSD generated using serial filtration covering 500µm to 1..5µm particle rane.- dashed line represents mean particle size distribution ...............37 Figure 12 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 6350µm to 1-5µm particle size range---------------------------------------------------37 Figure 13 Comparison of mean influent and effluent particle sire distributions generated using serial filtration covering 500µm to 1-5µm particle size range..........................• ..............38 ' t 1 1 1 4 ' 1 1. Introduction ' Ll. New Jersey Corporation for Advance Technology(NJCAT)Program NI'CAT is a not-for-profit corporation to promote in New Jersey the retention and growth of technology-based businesses in emerging fields such as environmental and energy technologies. NICAT provides innovators with the regulatory, commercial, technological_ and financial ' assistance required to bring their ideas to market successfully. Specifically,NJCAT functions to: • Advance policy strategies and regulatory mechanisms to promote technology commercialization; • Identify, evaluate, and recommend specific technologies for wbich the regulatory and commercialization process should be facilitated; ' • Facilitate funding and commercial relationshipslalliances to bring new technologies to market and new business to the state; and • Assist in the identification of markets and applications for commercialized technologies. The technology verification program specifically encourages collaboration between vendors and users of technology. Through this prograrn, teams of academic and business professionals are formed to implement a comprehensive evaluation of vendor specific performance claims. Thus, ' suppliers have the competitive edge of an independent third party confirmation of claims. Pursuant to N.J.SA. 1.3AD-134 et seq. (Energy and Environmental Technology Verification. Program) the New Jersey Department of Environmental Protection (NJDEP) and NJCAT have established a Performance Partnership Agreement (PPA) whereby NJCAT performs the technology verification review and NJDEP certifies that the technology meets.the regulatory t intent and that there is a net beneficial environmental effect of the technology. In addition,. NJDEP/NJCAT work in coniunetion to develop expedited or more efficient timeframes for review and decision-making of permits or approvals associated with the verified/certified ttechnology. The PPA also requires that: . ' • The NJDEP shall enter into reciprocal environmental technology agreements concerning the evaluation and verification protocols with the United States Environmental Protection ' Agency, other local required or national environmental agencies, entities or groups in other states and New Jersey for the purpose of encouraging and permitting the reciprocal acceptance of technology data and information concerning the evaluation and verification of ' energy and environmental technologies; and • The NJDEP shall work closely with the State Treasurer to include in State bid specifications, ' as deemed appropriate by the State Treasurer, any technology verified under the Energy and Environment Technology Verification Program. 5 1.2 Interim Certification _ CONTECH Construction Products Inc. (CONTECH) is a leading provider of innovative, long- ' term stormwater treatment solutions, offering a variety of products, maintenance; laboratory, and engineering support to meet stonmwater treatment needs_ CONTECH's patented product, the High Efficiency Continuous Deflective Separator (CDS*) unit is a Best Management Practice ' (BMP) designed to meet federal, state, and local requirements for treating stormwater runoff in compliance with the Clean Water Act. The High Efficiency CDS unit improves the quality of stormwater runoff before it enters receiving waterways through continuous deflective separation ' and settling to provide enhanced solids removal. (See Section 2 for an additional description of the teehnolog3'.) CDS Technologies, Inc_, now CONTECH, received New Jersey Corporation for Advanced ' Technology (NJCAT) verification of claims for the CDS in June 2003. This verification was ' revised in December of 2004 and a Conditional Interim Certification.was issued by NJDEP in January of 2005 for the High Efficiency CDS when used as a pre-treatment device. A major condition of this Conditional Interim Certification was the execution of a field evaluation in , accordance .with the TARP Tier 11 Protocol (TARP, 2003) and New Jersey Tier 11 StorniNvver Test Requirements—Amendments to TARP Tier II.Protocol(NJDEP,2006). Conditional Interim Certification was extended in August of 2007. A Project Plan for the Field Evaluation was ' completed in November of 2007,resulting in the commencement of monitoring activities. 1.3 Applicant Profile , CONTECH offers a range of storm,,nater treatment products including filtration, hydrodynamic separation, volumetric separation, detentionlretention, screening, oil/water separation, and flow ' control technologies. A knowledgeable team of 200 professionals across the U.S. provide the engineering and customer service support to determine a project's most appropriate stormwater treatment system that meets the requirements of the relevant permitting jurisdiction. ' At CONTECH's state-of-the-art laboratories, engineers and scientists conduct ongoing research to further the understanding of non-point source pollution and develop practical product ' solutions. CONTECH helps its customers achieve their water quality goals by providing treatment technologies that remove a variety of pollutants from stormwater runoff. These stormwater treatment products are specifically designed to meet federal, state, and local ' regulations. .. Former CONTECH subsidiaries Vortechnics (2004) and. Stormwater Management Inc. (2005) ' combined to form Stormwater360 (2006), and later became CONTECH Stormwater Solutions, Inc.-a-division-of-CONI'ECH-Consttruuction-Products-Inc.-ln-December-?006,-GDS-Technologies,-- -- Ing. was added into CONTECH's product offerings. ' 6 ' ' CONTECH has four primary regional offices that service their customers. Ohio(Headquarters) Maryland 9025 Centre Pointe Drive, Suite 400 521 Progress Drive, Suite H West Chester, OH 45069 Lithieum, MD 21090 ' 800-395-0608 866-740-3318 Maine Oregon California ' 200 Enterprise Drive 11835 NE Glenn Widing Dr 3777 Long Beach Blvd., Suite 400 Scarborough,ME 04074 Portland OR 97220 Long Beach, CA 90807 207-885-9830 866-400-3180 562-264-0701 Key managers of CONTECH are Rick Stepien — President CONTECH Marketing, James Lenhart--Chief Technical Officer, and Frank Bir_ney—Vice President of Stormwater. 1.4 Key Contacts ' Rhea Weinberg Brekke Richard S. Magee, Sc_D_,P.E.,BCEE Executive Director Technical Director NJ Corporation for Advanced Technology NJ Corporation for Advanced Technology ' c/o,New Jersey EcoComplex 15 Vultee Drive 1200 Florence Columbus-Road Florham Park,NJ 07932 Bordentown,NJ 08505 973-822-1425 ' 609499-3600 ext.227 .973-879-3056 cell rwbrekket7a,n icat.ora rsmagee(a),rcn.com ' Derek Berg Jim Lenhart, P.E. Regional Regulatory Manager Chief Technology Officer CONTECH Construction Products, Inc. CONTECH Construction Products, Inc. ' 200 Enterprise Drive 11835 NE Glenn Widing Drive Scarborough,Maine 04074 Portland,OR 97220 207-885-9830 866-400-3180 ' beredrnZcontech-cpi.com len hartiCa,contech-cui.com ' 2. The High Efficiency CDS ' The High Efficiency CDS unit is typically comprised of a manhole that houses flow and screening controls designed around patented, continuous deflective separation.technology. ' Stormwater runoff enters the High Efficiency CDS unit's diversion chamber where the diversion weir guides the flow into the unit's separation chamber and pollutants are removed. The separation and containment.chamber consist of a containment sump in the lower section and an ' upper separation section. Gross pollutants are separated within the chamber using a perforated plate allowing the filtered water to pass through to a volute return system and,thence to the outlet pipe. The water and associated pollutants contained within the separation chamber are kept in ' continuous motion by the energy generated by the incoming flow. This has the effect of 7 1 preventing the separation plate from being blocked by the gross solids separated from the inflow. ' The heavier solids ultimately settle into the containment sump. Figure 1 is a schematic representation of the solid separation mechanism of the CDS technology. , Detail Section: ' Inlet Gd By-P s Outlet From Inlet- _, Separation Scrcen f To Outlet Separation 1( ' Plan View Figure 1 Schematic Representation of the CDS System ' The diversion of the stormwater and associated pollutants into a separation chamber overcomes problems associated with the direct filtration systems of conventional gross pollutant traps. The ' present design of the CDS system utilizes a simple solid diversion unit to divert flows into the separation chamber. The diversion unit is designed to divert all flows into the separation chamber as long as water levels are below the crest level of the diversion unit. As water levels , exceed the crest of the diversion unit some flows would by-pass the CDS system. The crest level of the diversion unit may be adjusted to suit individual installations. The solid separation system consists of a large expanded stainless steel plate which acts as a ' filter screen with an outer volute outlet passage. The perforations in the separation screen are ' typically elongated in shape and are aligned with the longer axis in the vertical direction. The size of the elliptical holes can be specified according to performance requirements and typical width of the short axis ranges from 2.4 mm to 4.7 mm The separation screen is installed in the ' unit such that the leading edge of each perforation extends into the flow within the containment chamber. Operating Mechanism ' The essential operational function of the CDS unit is to ensure that the separation screen remains ' free from blocking by trapped material as the volume of pollutants trapped increases. All flows up_tothe_unit's treatment design opacity enter the 5epeation_chamber. Swirl concentration,and --. screen deflection forces direct floatables and solids to the center of the separation chamber, ' where floatables and neutrally buoyant debris. larger than the screen apertures are trapped. Storrllwater then moves through the separation screen, over the sediment weir, and exits the unit. The separation screen remains clog free due to continuous deflection. During flow events t exceeding the design treatment capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants will not wash out. Once treateA stormwater is ' 8 ' directed to a collection pipe or discharged to an open channel drainage way. For more detailed information about the High Efficiency CDS unit visit uw-,A,.contechstormwater.com. ' The screen surface area is of the order of 40-45.times the pipe inlet area. Measurement of screen perforations indicates that the orifice area in the direction perpendicular to the plate is ' approximately 20%of the total plate area. The radial flow velocity through the screen is thus an order of magnitude less than the pipe inlet velocity. Gross solids are prevented from blocking ' the separation screen using the significantly higher tangential flow velocity compared to the ' radial velocity throughout the surface of the separation screen. The flow direction in the outer volute outlet system is opposite to that of the circular motion in the separation chamber. ' Tangential velocity decreases along the separation screen as well as with depth and decreases from the screen to the center of the separation chamber_ The radial velocity distribution is a direct reflection of the distribution of flow through the separation screen. Different inlet ' conditions can influence distribution of flow through the separation screen and optimization of the CDS unit configuration has been conducted to promote a radial velocity distribution whichis consistent with the distribution of tangential velocities along the separation screen. Thus the ' ratio of tangential to radial velocities is maintained at a high level throughout the surface of the separation screen with both velocities decreasing with increasing distance frorn the inlet. ' Gross Solids Separation Solids entering the separation chamber can either be floating or settleable materials,with those ' solids which are larger than the aperture size of the separation screen being prevented from passing through the screen. The trapped material is kept in motion within the separation chamber by the design of the unit which maintains the ratio of tangential to radial velocities ' necessary to promote the non-blocking mechanism. throughout the surface of the separation screen. The settleable material ultimately settles into the containment sump. The floating material that enters the CDS unit (including organicinatter which over time absorbs water and eventually sinks, e.g. leaf litter) remains within the separation chamber and circulates at the water surface until the water level drops and inflow ceases. The action of the inflow jet, the shaping of the screen and centrifugal effects tend to concentrate this floating material towards the tcenter of the chamber away from the screen. Fine Solids Separation ' For solids which are smaller than the aperture size of the separation screen, trapping efficiency )AU be affected by the ability of the unit in keeping these solids away from the separation screen ' as they progressively settle into the containment chamber. The trajectory of these fine particles within the separation chamber is defined by the combined effect of fluid velocity within the chamber and the settling velocity of the particles. The likelihood for very fine particles to flow through the separation screen is higher than coarser particles owing to the trajectory of the former being more exposed to the separation screen. Both particle size and its settling velocity ' have a direct influence on the trapping efficiency of these particles by the CDS unit. 1 9 Oil and Grease Removal ' Oil and grease and other total petroleum hydrocarbons (TPHs) are- primary water quality constituents of concern from many catchment areas, such as parsing areas and highways. CDS ' units are equipped with a conventional oil baffle to-capture and retain oil and grease and TPH pollutants as they are transported through the storm drain system during dry weather (gross spills)and.vet weather flows. There are three (3) types of configurations that CDS units are available in to meet the hydraulic and hater quality needs of large and-small projects. These trealineni configurations can have either an internal or external bypass_ Figure 2 provides an illustration of a typical off-line CDS__ unit. Storm Drain Storm Bypass Weir Storm Drain ' : Sri`•` � �W '�'� , y,..,=' Oil Retention Inlet77 , ,k 1 �z{ Baffle Separation k ' Screen v. REM w 3 ' Catchment Sump With Cleanout Basket Figure 2 Schematic of an Off-Line CDS Unit ' 3. Technology System Evaluation:Project Plan ' 3.1 Introduction CDS Technologies, Inc- now CONTECK received New Jersey Corporation for Advanced ' Technology (NJCAT) verification of claims for the CDS in June 2003. This verification was ' revised in December of 2004 and a Conditional Interim Certification (CIC) was issued by NJDEP on. January- of 2005 for the High Efficiency CDS for 50% TSS removal. A major ' condition of-this Conditional Interim Certification was the execution of a field evaluationin accordance with the TARP Tier 1I Protocol (TARP, 2003) and New Jersey Tier II Stormwater Test Requirements—Amendments to TARP Tier II Protocol(NJDEP, 2006). Conditional interim Certification was extended in August of 2007. A Project Plan for the Field Evaluation was completed in November of 2007,resulting in the commencement of monitoring activities_ ' 3.2 Site and System Description The Manasquan Savings Bank study site is located in the Borough of Point Pleasant New Jersey ' (Lat: N 40.0834, Lon: W 74.07208) approximately 18 feet above sea level and is situated at the northeastern end of Ocean County,New Jersey. The site is located at the intersection of Route 88 and Berbertsville Road. A convenience store and bank currently occupy the site. Based on ' information provided by the specifying engineer the total drainage area of the site is 1.972 acres, 79% impervious. The contributing drainage area to the High Efficiency CDS installed on site is 0.90 acres. An aerial photo of the Manasquan Savings Bank study site is shown in Figure 3 and ' photographs of the study site are provided in Figures 4 and 5. Storm-water runoff'from the site is directed to a High Efficiency CDS unit model PMSU20 25 ' (CDS2025) seen in Figure 6, before eventually discharging into the Manasquan River. The unit was installed during redevelopment of the site. The installation was allowed by NJDEP under the Conditional Interim Certification of the High Efficiency CDS. The High Efficiency CDS ' unit is designed in -an on-line configuration with respect to the sto Vater conveyance pipe system.. The water quality flow rate provided by the specifying engineer for the Manasquan Savings Bank study site is 1.4 efs, based on the New. Jersey Water Quality Design. Storm of 1.25 inches over 2 hours. The Model 20_25 High Efficiency CDS unit is rated to treat a maximum water quality flow rate of 1.6 cfs and a peak flow rate of 5.43 cfs. The next smallest CDS Model is only rated for a water quality flow of I.I cfs so the Model 20_25 is appropriately sized for this site. Sizing is based on laboratory testing that serves as the basis of the CIC; the testing demonstrated a suspended solids removal rate of 73.7%or greater based on silica sand particles <I00pm with a dsfl of 63pm. 1 11 1 f' . 1 Tu # 5 q 1 l S J 1§ } IT Rx; i nay= rt t Fv.m Figure 3 Aerial view of Manasquan Savings Bank study site with drainage area outlined. ' 12 1 be .xGt 1 _f 1 t r. 1 1 1 Figure 4 View of front parking lot area of Manasquan Savings Bank study site 1 _ 1 1 1 ' Figure 5 View of back parking lot area of Manasquan Savings Bank study site 1 13 1 VAX R m 24'm NFNX0.E (nH-2-2c0)3 SPnRnTM ' - k fT(44tE C PER i�EL id4P' - 2<'R P OV!l.ET PIPE F13i-RMS$ - ' CYLI�ER ER &k MIET ROWS 5E SEMON VIEW - - G 1 MIENIEW - (SHEET 3) - ]� •J (WcEf 3) 28" RCP lye ppaE $EPARATIOR MY. 1S.J2' ST' SGREER SEDIUER!NEW DEPTH PELPA' P 8" 21'a SUIS_f StYARATWN••'. OPETLNG PtAIE 77 soup(}TP.) 24' INSERT - e 15 Gn slWRt65"sfEFl 8. SEPPRATgN PWE s z<•a PLAN VIEW ' Figure b Elevation view of High Efficiency CDS unit installed at Manasquan Savings Bank , study site 3.3 Sampling Design ' The equipment and sampling techniques used for this study are in accordance with the Project , Plan (CONTECH, 2007) developed by CONTECH in consultation with NJDEP and NJCAT under the TARP Tier 1I Stormwater Protocol (TARP, 2003) and New Jersey Tier 11 Stormwater ' Test Requirements—Amendments to TARP Tier II Protocol (NJDEP, 2006). CONTECH personnel were responsible for the installation, operation, and maintenance of the. sampling equipment. Sovereign Consulting ,vas utilized for sample retrieval, system reset, and sample ' submittal activities. Water sample processing and analysis was performed by NJAL and Test America–A_-general-ouervieraTf-tlrexnethodalag3=is�rovidcd— A mobile monitoring unit (MMU) was provided; installed, maintained, and operated by ' CONTECH for sampling purposes. The MMU is a towable, fully enclosed, self-contained storrmater monitoring system specially designed and built by CONTECH for remote, extended- ' deployment stormwater monitoring. The design allows for remote control of sampling equipment, eliminates confined space entry requirements, and streamlines the sample pickup and data collection process. The MMU is shown in Figure 7. ' 14 J t Y ii access to High Efficiencv CDS Unit ' Figure 7 View of Mobile Monitoring Unit(MMU) installed at the Manasquan Savings Bank study site t Influent and effluent samples were collected using individual ISCO 6712 Portable Automated ' Samplers configured for standard, individual, round, wide-mouth sample bottles with HDPE bottles in the l through 12 positions for discrete sample collection. The samplers were connected to individual 12VDC deep cycle power supplies recharged by a solar panel_ The t effluent sampler was equipped with an ISCO 750 Area. Velocity Flow Module with a Low Profile Area Velocity Flow Sensor for flow analysis and effluent sample pacing. Sample pacing was based upon effluent flow readings by using a paired sampler configuration though the use of ' an ISCO SPA 1026 cable. Each sampler was also connected to an ISCO SPA 1489 Digital Cell Phone Modem to allow for remote communication and data mess. Rainfall was analyzed with 0.01-in resolution with a Texas Electronics TR-4 tipping bucket-type rain gauge. The sample ' intake from each automated sampler pump was connected to a stainless steel sample strainer (9116" diameter, 6" length, with multiple 1/4" openings) via alength of 318" ID Acutech Duality FEP/LDPE tubing. Sample strainers and the effluent flow sensor were mounted to the invert of ' the influent/effluent pipes using stainless steel spring rings. The sample collection program input into each automated sampler was a two-part program ' developed to maximize the number of water quality samples collected as well as the coverage of the storm event. Influent and effluent sample collection programs were configured to collect two 500-mL aliquots per bottle spread between up to 12 I-L HDPE bottles. Samplers were 15 programmed to enable and start the sample collection program-when flow conditions exceeded 5 gpm Once enabled, the sampling equipment collected samples on a volume-paced basis allowing the specified pacing volume to pass before taking a sample. Pacing volumes were calculated for each storm event based on the predicted depth of precipitation in order to satisfy storm event coverage requirements. Upon the collection of samples following a precipitation event, CONTECH personnel remotely communicated with the automated sampling equipment to confirm sample collection and dispatch personnel -&om.Sovereian-to retrieve-the samples-and reset the--automated.-sampling ' equipment. Samples were delivered to NJAL by Sovereign using cold transport and accompanied by chain-of-custody documentation. At the direction of CONTECH personneL sample bottles were combined by MAL to create composite samples through identification of ' those bottles best representing the storm event based upon the storm event bydrograph. Selected sample bottles were thoroughly shaken and emptied into a cone splitter with a 2000 micron sieve on top to remove particles greater than 2000µm to ensure proper operation of the cone splitter t (USGS, 1980). Table 1 Analytical methods used for analytical parameters of interest , Parameter . Analytical Method Suspended Sediment Cone. (SSC) ASTM D3977 ' Total Suspended Solids (TSS-SM) SM2540 D Total Suspended Solids(TSS-EPA) EPA 160.2 ' Total.Volatile Suspended Solids (TVSS) SM 2540G Particle Size Distribution ASTM D4464 As per the Project Plan, the following quality control samples were used to assess the quality of ' both field sampling and analytical activities: equipment rinsate blanks, equipment field blanks, method blank, and duplicate analysis. Sample processing blank samples were not taken. Except t for solids analyses that employ the use of the whole sample volume (SSC), all method blanks and duplicate analyses were handled by NJAL. Since solids analyses that employ the use of whole sample volume(SSC)consume the entire sample volume,replicate samples were prepared in place of duplicate samples and analyzed to allow the assessment of analytical accuracy. The results of equipment rinsate blanks; equipment blanks, and sample processing blanks are shown in Table 2 accompanied by associated decisions and action items for instances of detection. ' t 16 ' ' Table 2 Instances of contaminant detection in equipment rinsate blank and equipment field blank samples Date Blame Detections--Level -Action --- o of Sample Pairs Affected-- - _-- - - -_ 04/15/08 Rinsate None _ 0 - 09/18/08 Field None 0 Disqualify TVSS(�50}cm) 21"/a - — ' TVSS results TVSS(<500µm) 16°f 01/29/08 Field T"VSS 0.9 <4.5.mg/L for TtirSS(<2000µm) 5% - — - ' last QC Blank. TVSS(>2000gm) 21% - ' 3.4 Particle Size Distribution and Residual Solids Assessment Methods Two methods of evaluating influent particle size were used for this project. The first method, laser diffraction, was used in accordance with the TARP Tier 11 Protocol_ The second method was a serial filtration process that was utilized for every-storm event sampled. The serial filtration method is a direct measurement of particle size by mass whereas indirect methods such as Laser Diffraction and the electrical sensing zone method (Coulter Principle) convert counted data points into mass by way of assumptions regarding particle shape and density (CONTECH, 2004). For each storm event sampled, samples were poured through a 2000µm sieve prior to being split with a cone splitter as seen in Figure 6. Subsamples intended for SSC (<50p.m) and SSC (<500um) analysis were passed through 50µm and 500pmsieves respectively prior to analysis, as seen in Figure 8 and 9. Results were obtained for SSC, SSC (>2000µm), SSC (<2000µm), SSC (-5500µm), and SSC (<501im). Results for SSC (>20001im) and SSC were calculated. SSC (>2000µzn) was calculated ' using the estimated volume'of the sample used for the composite 'and the..mass of material retained by the 2000µm sieve. SSC, was equal to the sum of. SSC (>20001im) and SSC ' (<2004gm). The use of 2000gm and 50µm sieves to bracket the sand fraction is based upon the USDA particle size distribution system. ' Residual solids captured by the system were assessed at the end of the monitoring phase of the project. The assessment involved the estimation of captured material found inside the system and the collection of a 20iter composite sample of the residual solids. The composite sample of ' residual solids was homogenized by hand and representatively sampled,far analysis. Subsamples were analyzed to determine moisture content, bulk density, and particle size"distribution using hydrometer and sieve.techniques. Results were used to characterize and determine the dry mass ' of captured residual solids. a 17 P+ 1 r3#164�yat Way 141010"Q mgm Q _ " h r ,a K c< ks 10 '2 f r Y nu 1 1 I 1 ! ! ! ! 1 1 ! $ a a-« ' W 14�.IQ via °xe W SH �x 1 ul.Y b- -'t* e Ory a :�V _ hC j x Y 1 - 3.5 Precipitation Measurement Rainfall was measured with a Texas Electronics TR-4 tipping bucket-type rain gauge. The rain gage was connected to the ISCO 6712 programmed to record the total number of tips (0.01 inch per tip) every 5 minutes, A comparison of data collected during the monitoring period to data t from a National Weather Service (NWS) cooperative station in Toms River, NJ (about 12 miles south of Point Pleasant) on a monthly basis indicated that the rain gauge was working properly during the monitoring period (Table 3). A comparison of the Toms River rain gauge monthly totals to monthly normal totals shows that rainfall in the area was below normal in October (2007), November (2007). January (2008), April (2008), June (2008), July (2008), August (2008), and October (2008). Rainfall was noticeably above normal in. December (2007), ' February. (2008) and September(2008). Table 3 Comparison of monthly rainfall data between National Weather Service.(NWS) ' cooperative station in Toms River,NJ and Manasquan Savings Bank study site rain gage MSB NCDC Toms Monthly normal ' rain Percent of normal Month gage rain gage (%) totals g (in.) (in.) (1977-2000) ' October(2007) -- 2.6 73 3.6 November(2007) 2.0 1.9 46 4 1 December(2007) 6.1 6.8 167 4.1 January(2008) 2.2 2.6 61 4.2 February (2008) 5.3 5.6 168 3.4 March(2008) 4.5 4.8 110 43 t April(2008) 2.2 1.5 37 4.0 May(2008) 4.6 4.9 118 4.2 June(2008) 3.8 2.6 73 3.5 ' July (2008) 3.0 3.2 70 4.6 August(2008) 1.3 2.9 58 5.0 September(2008) 3.9 8.5 214 4.0 t October(2008) 2.1 1.6 46_ 3.6 November(2008) 5.0 4.6 114 4.1 ' A total of 19 qualifying storm events were successfully sampled during the monitoring period between January of 2008 and November of 2008. Collection of storm, events commencer) after the review and conditional approval of the Project Plan by project stake holders. Storm event durations ranged from 2.58 hours to 27.08 hours, rainfall depth for sampled events ranged from 0.31 to 3.20 inches, and 15 and 30 minute maximum intensities were 2.44 and 1.74 inches/hour ' respectively. Based on the drainage area provided by the specifying engineer of 0.90 acres the calculated total rainfall volume ranged from 7575 to 78,199 gallons (Table 4). 19 Table 4 Rainfall and runoff statistics for sampled events at the Manasquan Savings Bank ' study site. Event 173 Duration of storm Total PIS P30 Total rainfall event(hours) rainfall (in.) (in/hr) (in/hr) volume (gal) MS13011008 11.25 0.50 0.16 0.52 12219 MS1301.1308 10.08 0.63 0.32 0.46 15395 MSB011.708 15.08 0.70 0.24 0.30 17106 ' MSB020I08 9.08 1.22 0.40 0.62 29813 MSB040408 27.00 0.57 0.24 0.24 13929 MSB050908 23.58 1.21 0.36 0.40 29569 ' MSB051208 18.08 0.97 0.28 0.38 23704 MSB052708 2.58 0.39 0.52 0.66 9530 MSB053108 21_58 0.31 0.52 0.26 7576 ' MSB060408 10.83 0.85 0.64 0.90 20772 MSB061.408 10.58 0.57 1.12 0.56 13929 MSB061508 21.08 0.92 2.44 1.74 22482 ' MSB070508 21.08 0.88 0.80 0.88 21505 MSB072408 8.08 1.14 1.44 0.80 27858 MSB081408 27.08 0.85 0.76 0.46 20772 ' MSB092508 15.08 120 1.40 1.38 78199 MSB 111508 25.33 0.97 0.28 0.26 23704 MSB 112508 14.83 0.97 0.16 0.30 23704 ' MSB 113008 32.08 1.46 0.36 0.50 35678 3.6 Flow Measurement An ISCO 750 Area Velocity Flow Module with a Low Profile Area Velocity Flow Sensor was used to measure flow and pace sample collection. Level measurements were adjusted by applying corrections that reflected differences between recorded and measured water surface elevations in the effluent pipe where the 1SCO flow sensor was installed. On average 78 percent of the maculated total rainfall volume was measured as runoff for the events monitored(Table 5). 1 20 ' Table 5 Percentage of calculated rainfall runoff.volumes measured at Manasquan Savings Bank study site Event ID Event depth Influent volume Total rainfall volume Percent runoff (in) (gal) (gal) (%) ' MSB011008 0.50 8275 12219 68 MSB011308 0.63 10530 1.5395 68 MS13011708 0.70 9487 171.06 55 MS8020108 1.22 30508 29813 102 MSB040408 0.57 4740 13929 34 MSB050908 1.21 13134 29569 44 ' MSB051208 0.97 10050 - 23704 42 MSB052708" 0.39 7915 9530 83 M:S13053108 0.31 10153 7576 1.34 MSB060408 0.85 24003 20772 116 MSB061408 0.57 1.3560 13929 97 ' MSB061508 0.92 15465 22482 69 MSB070508 0.92 24748 22482 110 MSB072408 1.14 28963 27858 104 ' MSB081408 0.85 19781 20772 95 MSB092508 3.20 65868 781.99 84 _— MSB111508 0.97 15806 23704 67 MSB 112508 0.97 11707 23704 49 '. MSB113008 1.46 24187 35678 68 3.7 Stormwater Data Collection Requirements Of the 19 qualifying storm events sampled between January of 2008 and November of 2008: 1) ' the total rainfall was greater than 0.1 inch for all storm events sampled, 2) the minimum inter- event period was greater than 12 hours for all storm events sampled, 3) flow-weighted composite samples covered a minimum of 70%of total storm flow for all storm events sampled, ' 4) the average number of samples collected per storm event was 11, 5)the total sampled rainfall was 18.35 inches, 6)three events exceeded 75% of the design treatment capacity, and 6) TSS- Stvt TSS-EPA; and SSC data were collected for all storm events sampled. All but two of the ' events qualified to strict interpretation of the stormwater data collection requirements as per New Jersey Tier 11 StDrmwater Test Requirements—Amendments to TARP Tier 11 Protocol (NJDEP, 2006) and the NIDEP interpretation of TARP(2003), Table 6. .For the storm events in t question, MSB040408 and MSB072408, less than 6 samples were collected but storm event coverage was greater than 90%. Considering the very small margin separating these events from qualification,they were deemed qualified based upon best professional judgment. 1 21 Table 6 Storm-water data collection requirements results Coverage Number Event Antecedent Influent Peak Percent Event ID (nearest of depth dry period volume flow of hid. 10%) samples (in.) (hr) . (gal) (gpm) designM ' (fa) NISB011008 70 6 0.50 734 8275 241 34 MSB011308 70 8 0.63 -53 10530 162 23- ' MSB011709 90 9 0.70 64 9487 113 16 MSB020108 80 24 1.22 49 30508 209 29 MSB040408 >90 5 0.57 45 4740 66 9 ' MSB050908 70 9 1.21 235 13134 132 1.8 MSB051208 80 8 0.97 51 10050 103 14 ' MSB052708 90 9 0.39 12 7915 353 49 MSB053108 90 9 0.31 81 10153 238 33 MSB060408 >90 22 0.85 69 24003 339 47 ' MSB061408 >90 14 0.57 228 13560 436 61 MSB061.508 >90 9 0.92 12 15465 743 103 MSB070508 >90 8 0.92 89.6 24748 363 51 ' MSB072408 >90 5 1.1.4 84.8 28963 620 86 MSB081408 .90 6 0.85 14.8 19781 349 49 NISB092508 >90 21 3.20 304 65868 61.9 86 ' MSB111508 >90 10 0.97 33 15806 145 20 MSB112508 >90 8 0.97 212 11707 57 8 MSB11.3008 >90 14 1.46 114 24187 158 22 4. Technology System Performance 4.1 Data Analysis Of the 19 storm events captured between January of 2008 and November of 2008, data ' verification and validation did not lead to the outright disqualification of any events due to obvious monitoring, handling, or analytical errors, or the substantial exceedance of the design operating parameters. However, some instances were encountered that suggested the ' disqualification or separation of select analytical results from the data set. Some monitoring error *as-encountered in--the farm-of-equipment contamination_as discussed_inthe_Sampling_Design_ - section. This suggests the disqualification of a portion of the Total Volatile Suspended Solids ' (TVSS), data as well as calculated parameters that utilize TVSS data according to Table 2. Disqualification of either an influent or effluent result resulted in the elimination of the paired data from the final data set. Event mean concentrations (EMCs) from influent and effluent ' samples are summarized in Table 7, 8, and 9. 22 ' end ed Solids Event Mean Concentrations (EMCs)Table� Suspended for the 19 events sampled at the Manasquan Savings Bank study site TSS-SM TSS-EPA SSC SSC SSC SSC Event ID (42000pm) (<20001im) SSC (>20001im) (<2000pm) (<500pm) (<50pm) (mgfl). (mgfl) (mgn) (mg/1) (m9fl) (mg/1) (M g/1) 1 influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB011006 180,0 40A 130.0 30.0 1360.0 40.3 367.0 2,5 993.0 40.3 397.0 40.3 55.7 26.9 MS13011308 60.0 10.0 50.0 10.0 760.0 13.2 381,0 4,1 379.0 13.2 101.0 13.0 26.2 12.8. MSB011708 60,0 30,0 60.0 40.0 178.0 36.5 25,5 4.4 152A 36,5 81.1 35.7 44.2 35.5 MSB020108 60.0 50.0 60.0 50.0 152,0 65.3 42.7 11.1 109.0 54.2 70.0 43A 56.6 51,6 MS8040408 310.0 2.9 40.0 10.0 341.0 2.4 NT NT 341.0 2.4 99.7 2,9 26.5 2.9 MSBO50908 56 21 48 21 78.7 23.3 24.7 0.2 54 23.3 27.7 23.8 4.8 7.6 MSB051208 41 6 32 8.7 50.6 9.3 15.7 0.2 34.9 9,3 10.2 6.3 4.6 3.7 MSBO52708 68 32 60 34.7 74.5 401 7 2A 67.5 38.3 40.5 29,6. 14.3 k 7.5 MSB053106 154 43.2 141 41 188.5 41.1 27.7 0.27 160.8 40.8 60 1 30.3 20.8 12.8 MS8060408 24.3 9 23.3 7.7 27.7 10.5 0.8 0.8 26.9 9,9 17.4 j 5.3 6 Ilp 7,3 MSB060408 718 84 658 51 710.7 74.7 25.2 4.4 685.5 l '70.3 508.6 1 :41.6 125.1 32.8 MSB061508 304 40 298 37 299.5 55.9 11 0.1 288.5 85.9 241 1 29.5 172.6 11.8 MSB070508 271 26 232 25.5 241.9 30.3 3.9 0.38 238 29.9 158 13.6 52.4 6.8 MSB072408 458.7 46 427 43,3 500 49.7 8.6 6.71 491.1 43 256:2 24y2 74.4 9.4 MSB081408 657 48 468.5 41 59@ 42.5 55.2 . 0.2 542.8 42.3 271.2 31 9 50', 14.2 MSB092508 2269 13.8 2075 12.7 6995 22.5 845 0.1 6150 22.5 2558 9.1 16.2 4.7 MSB 111508 75.5 259 46.6 17 113 21.8 41.1 0.1 71.9 21,7 X21.4 9.3 11.8 7.2 MS8112508 29.4 2.6 20.5 2,5 38.9 3.8 14.2 0.1 24.7 3.7 9.2 1! 11114 ND ! ND MSBI13008 519 16.8 348 16.7 361.8 15.7 25,5 0.1 356,3 15.6 178.6'1 7,6 56.1 5.1 Min 24.3 2.5 20.5 2.5 27.7 2.4 0.8 0.1 24.7 2.4 9.21:4 4.6 2,9 Max 2259,0 84.0 2075.0 51.0 6995.0 74.7 845.0 11.1 6150.0 i 70.3 2556.OI 1 43L4 125,111 61,6 Median 154.0 20,8 60:0 25.5 241.9 30,3 25.4 0.3 238.0 .29.9 99.7 23.8 135.4' 1 8.5 Mean 331.8 28.8 274.6 26.3 680.9 . 31.6 106,8 2.1 587.7 1 30.2 268.8 21,0 39,9, 14.5 ND=Non-detect i NT= Not Tested iI I III I I 23 Table 8 Total Volatile Suspended Solids Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank studyl site c TVSS TVSS TVSS TVSS Event ID (>2000Nm) (<2000Nm) (<500trm) (<50Nm) TV88 (mall) (mall) (Mg/1) (mg/1) (ma/1) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MS6011008 NT NT 90.7 17.3 46.5 19.2 20.9 11.5 NT NT MS6011308 NT NT 41,1 7.3 21.2 7,2 12.2 7.1 NT NT MS6011708 NT NT 29.0 15,1 218 14.8 17.4 14,7 NT NT MSB020108 NT NT 25.9 20.7 24.3 16.8 21.1 10.8 NT NT MS6040408 NT NT 24.9 2.4 19.9 2.9 11.8 2.9 NT NT MSBO50908 23,4 0,2 35,4 14,8 16A 12.7 5.1 3.6 58.8 14.8 MSBO51208 14.4 0.2 28 9.3 8.8 8.5 6.4 5.2 42.4 9.$ MSB052708 6.6 2.3 40.3 19,9 23 15.6 6.6 2.6 46.9 22.2 M56053108 9.6 0.3 100.8 22 30.1 14.5 6.6 6 110.4 22.3 MSBO60408 0.8 0,6 13.9 6,8 8.9 3.4 3.2 1,4 143 7.4 MS6061408 22.9 4 284.5 32.8 207.6 18 38.6 12.4 307.4 36.8 MSBO61508 8.7 0.1 119 23.9 91.8 10.7 20.2 4.1 127.7 23.9 MS6070608 3.5 03 106 11.9 58,3 6.3 15,4 2.7 109 12.2 MS6072408 8.6 5.7 220,2 43 106.4 242 23.6 9.4 229 49 MS8081408 39,6 0.2 2351 13.2 94.4 11.6 3.2 6.1 274,8 13.4 MS6092508 QC DQ QC DQ 67.2 9.1 QC DQ QC DQ QC DQ QC DQ 97.4 9.2 MSBI11508 QC DQ QC DQ 44.8 10.9 103 4,6 QC DQ QC DQ 69 11 MS13112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 21 2.9 MS6113008 QC DQ QC DQ 145.6 8.2 QC DQ QC DQ QC DQ QC DQ 171,1 6.3 Min 0.8 0.1 13.9 24 8.8 2.9 3.2 1.4 14.7 2.9 Max 39,5 5.7 284.5 43.0 207.6 24.2 38.6 19.8 307.4 49,0 Median 9.2 0.3 56,0 14,0 241 12.2 12.2 6.0 103.2 12.8 Mean 13.8 1.4 91.8 15.9 49.5 11.9 14.2 7.3 120.0 17.2 ) NT= Not Tested QC DO=Quality Control Disqualification 24 I I• Table 9 Calculated Parameters (mineral) Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site Coarse Solids Sand Slit Event ID (mineral) (mineral) (mineral) (material>2000um) (material 2000um to 50um) (material<50um) (moll) (mall) (m9111 Influent Effluent Influent Effluent Influent Effluent MSB011008 NT NT 868.0 2A 36.0 15.0 MSB011308 NT NT 324.0 1.8 14.0 6.0 MSB011708 NT NT 96.0 1.6 27.0 21.0 MSB020108 NT NT 48.0 1.4 36.01 32.0 MSB040408 NT NT 301,0 2.9 14.7 2,9 MSB050908 1.3 0.2 19 4.5 1.7 4 MSB051208 1.3 0.2 8.7 2.3 ND ND MSB062708 0.4 0.1 19.5 13.5 7.7 4,9 MSB053108 18.1 0.1 45.8 12 14.2 6.8 MSB060408 NDND 10.2 0.6 2.8 5.9 MSB061408 2.3 0.4 314.5 17.1 86.5 20.4 MSB061508 2.3 0.1 117.1 243 52.4 7.7 MSB070508 ND ND 95 13.9 37 4.1 MSB072408 0 1.01 220,1 0 50.8 0 MS8081408 15,6 0,2 260.8 21 46.8 8.1 MSB092508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MSB111508 QC DQ QC DQ 20.9 5.1 QC DQ QC DQ MSB112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MSB113008 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ Min 0.0 0.1 8.7 0.0 1.7 0.0 Max 16,1 1,0 868A 24.3 86,5 32.0 Median 1.8 0.2 95.5 3.7 31.0 6.4 Moan 5.2 0.3 1730 7.8 30.5 9,9 ND= Non•detect NT=Not Tested QC DQ=Quality Control Disqualification 25 Using SSC(<500 hm) and SSC(<50 µm)EMC results the percent of corresponding SSC(<2000 ' gm)-EMC results was calculated. The calculated percentages of corresponding SSC (<2000gm) EMC results indicates the portion of material that are less than 500 gm and 50 gm in size and are 'summarized in Table 13. Using TVSS EMC results the percent of corresponding SSC results was calculated. The ' calculated percentages of corresponding SSC (<2000gm) results indicate the portion of material that is less than 500 gm and 50 gm in size and are summarized in.Table 14. Appendix. A details system-performance on an individual storm basis (discrete removal ' efficiency) using the Washington State Department of Ecology "individual storm reduction in pollutant concentration" method (WADOE, 2002 method #1)—the performance of the system ' over the course of a single storm event based upon EMC. Hydrograph and rainfall data from the events are also shown in Appendix A. In order to determine if data was normally or log-normall,= distributed the Koimogorov-Smirnov t test was used. EMCs for all parameters analyzed were tested. Influent EMCs for SSC (<50gm), TVSS, TVSS (>20001 m), TVSS (<50gm), and Silt(mineral)were normally distributed. Effluent ' EMCs for SSC, TVSS, SSC (<2000gm), SSC (<500prn), TVSS (<2000gm), TVSS (<500gm), TVSS (<50gm), TSS-SM (<2000gm), and TSS-EPA (<2000gm) were normally distributed_ ' Influent EMCs for Sand (mineral), SSC, SSC (>2000gm), SSC (<2000gm), SSC (<5004m), TVSS (<2000gm), TVSS (<500µm), and TSS-SM (<2000ym) were log normally distributed. Effluent EMCs for Coarse Solids(mineral)and SSC(>200Ogm)were log-normally distributed. ' Non-parametric statistical methods were used to evaluate correlations and differences between influent and effluent EMCs since.influent and effluent EMCs were generally not from the same ' statistical distribution. To test for positive correlations between influent and effluent EMCs, the Spearman Rank Order Correlation test was used (USGS, 1991). To evaluate the significance of differences between influent and effluent EMCs, the Mann-Whitney Rank Sum Test was used ' (USGS, 1991). For the Mann-Whitney Rank. Sum Test the null hypothesis was that the two samples were not drawn from populations with different medians. A significant difference between influent and effluent EMCs was concluded when P<0.05. ' Performance was.calculated using the summation of loads (SOL) method. The SOL method defines the efficiency as a percentage based on the ratio of the summation of all incoming loads to the summation of all outlet loads. The SOL method assumes: 1) monitoring data accurately represents the actual entire total loads in and out of the BMP for a period long enough to overshadow any temporary storage or export of pollutants and 2) any significant storm events ' that were not monitored had a ratio of inlet to outlet loads similar to the storm events that were - monitored (URSI--EPA-1999).-Sum-of-Loads-(SOL) Efficiency Calculations for the-l9-events— sampled at the Manasquan Savings Bank study are summarized in Tables 10, 11, and 12. ' Detectible concentrations were observed for all parameters analyzed except for SSC (<50gm) for the MSB092508 event, Coarse Solids (mineral) for the MSBO60408 and MSE070508 ' events., and Silt(mineral) for the MSB051208 event For values that were reported as non-detect no substitutions were made for statistical testing or calculation of event loads. 26 ' Table 10 Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site TSS•SMSSC SSC SSG (<2000pm) TSS-EPA SSC SSG (<2000pm) (<500pm) (<50pm) Event l0 (<2000pm) (k9) (n2000pm) (k9) (k9) (k9) (k8) (kg) (k9) Influent Effluent influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB011008 5.6 1.3 4.1 0.9 42.6 1.3 11.5 0.1 31.1 1.3 12.4 1.3. 1.7 0.8 MSBO11308 2.4 OA 210 0.4 30.3 0.5 15.2 0.2 15.1 0.5 4.0 0.5 1.0 0.5 MSBO11708 2.2 1.1 2.2 1.4 6.4 1.3 0.9 0.2 5.5 1.3 2.9 1.3 1.6 1.3 MSB020108 6.9 5.8 6.9 5.8 17.6 7.5 4.9 1.3 12.6 6.3 8.1 5.0 5.5 6.0 MSB040408 5.6 0.1 0.7 02 6.1 010 NT NT 6.1 0.0 1.8 0.1 0,5 0.1 MSB060908 2.8 1.0 2.4 1.0 3.9 1.2 1.2 0.0 2:7 1.2 1.4 1.2 0.2 0.4 MSBO51208 1.6 0.2 1.2 0.3 1.9 O.4 0.6 OA 1.3 OA 0.4 0.2 0,2 0.1 MSBO52708 2,0 1.0 1.8 1.0 2.2 12 0.2 0.1 2.0 1.1 1.2 0.9 OA 0.2 M88063108 5.9 1.7 5.4 1.6 7.2 1,0 1.1 0.0 6.2 1.6 2.3 1.2 0.8 0.5 MSBO60408 2.2 0.8 2.1 0.7 2.5 1.0 0.1 0.1 2A 0.9 1.6 0:5 0.5 -0.7 MSBO61408 36.9 4.3 33.8 2.6 38,5 3.6 1.3 0.2 35.2 3.6 26.1 2.1 6.4 1.7 M813061508 17.8 2.3 17.4 2.2 17.5 3.3 0.6 0.0 16.9 3.3 14.1 1.7 4.2 0.7 MSB070508 25.4 2.4 21.7 2.4 22.7 2.8 0.4 0.0 22.3 2.8 143 1.3 4,9 0.6 MSBO72408 50,3 5.0 46.8 4,7 54.8 5.4 0.9 0.7 53.8 4,7 28.1 2.7 8.2 1.0 MSBO81408 49,2 3.6 35.1 3.1 44.8 3.2 4.1 0.0 40,6 3.2 20.3 2.4 37 1.1 MSBO92508 563,2 34 W.3 3.2 1743.9 5.6 210,7 0.0 1533.3 616 637.7 23 4.0 1.2 MS8111508 4.5 1,5 2.8 1.0 6.8 1.3 2.5 0.0 4,3 113 1.3 0.6 0.7 0.4 MS8112508 1.3 0.1 0.9 0,1 1.7 0.2 0.6 0,0 Lt 0.2 0.4 0.1 ND ND MSB113008 47.5 1.5 31.9 1,5 35.0 14 2,3 -0,0 32,6 1,4 16.4 0,7 5,1 0.5 Total 633,2 31.6 736.5 34.2 2084.4 43.0 259.2 2.9 1825.1 40.6 795,3 25,8 50.9 17.7 SOL Efficlency 95 95 96 99 98 97 65 ND=Non•detect NT= Not Tested 27 Table 1 Y Total Volatile Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site TVSS TVSS TVSS TVSS TVSS Event ID (>20001im) (42000pm) (<500pm) (<50pm) (kg) (kg) (kg) (kg) (kg) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB011008 NT NT 2.8 0.5 1.5 0.6 0.7 0.4 NT NT MSB011308 NT NT 1,6 03 0.8 0.3 0.5 0.3 NT NT MSB011708 NT NT 1,0 0.5 0.9 0.5 0.6 0.5 NT NT MSB020108 NT NT 3.0 2,4 2.8 1.9 2.4 2.3 NT NT MSB040408 NT NT 0.4 0.0 0.4 0.1 0.2 0.1 NT NT IIMSB050908 1,2 0.0 1.8 0.7 0.8 0.6 0.3 02 2.9 0.7 SB051208 0.5 0.0 1,1 0A 0.3 0.3 0.2 0.2 1.6 0.4 MSBO52708 0.2 0.1 1.2 0.6 0.7 0.5 0.2 0.1 1.4 0.7 MSB053108 0.4 0.0 3.9 0.8 1.2 0.6 0.3 0.2 4.2 0.9 MSB060408 0.1 0.1 1.3 0.6 0.8 0.3 0.3 0.1 1.3 0.7 1ti188061408 1.2 0.2 14,6 1.7 10.7 0.9 2.0 0.6 15.8 1.9 MSB061508 0.5 0.0 7.0 1.4 5.4 0.6 1.2 0.2 7.5 1,4 MSB070508 0.3 0.0 9.9 1.1 5.5 0,6 1.4 0.3 101 1.1 MSB072408 0.9 0.6 24.1 4.7 11.7 2.7 2,6 1.0 25.1 5.4 MSB081408 3,0 0.0 17.6 1,0 7.1 0.9 0.2 0.5 20.6 1A M3B092508 QC DQ QC DQ 16,8 2.3 QC DQ QC DQ QC DQ QC DO 24.3 23 MSB111508 QC DQ QC DQ 2,7 0.7 0.6 0.3 QC DQ QC DQ ' 4.1 0,7 A188112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 0.9 0.1 MSB113008 QC DQ QC DQ 13.3 0.6 QC DQ QC DQ QC DQ QC DQ 15.7 0.6 Total 8.3 1.0 124.1 20.3 51.0 11.6 13.1 6.9 135.7 17.7 SOL EfflclencV Be 84 77 47 87 i NT� Not Tested QC DQ=Quality Control Disqualification i i I I 28 Table 12 Calculated Parameters (mineral)Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site Coarse Solids Sand Slit Event ID (mineral) (mineral) (mineral) (kg) M) (kg) Influent Effluent Influent Effluent Influent Effluent MSBO11008 NT NT 27.2 0.1 1.1 0.5 MSBO11308 NT NT 12.9 0.1 0,6 0.2 MSB011708 NT NT 3.4 0.1 1,0 0,8 MSB020108 NT NT 5.5 0.2 4.2 3.7 MS13040408 NT NT 5A 0.1 0.3 01 MSBO50908 0.1 0.0 0.9 0.2 0.1 0.2 MSBO51208 0.0 U 0.3 0.1 ND NO MSB052708, 0.0 0.0 0.6 0.4 0.2 0.1 MSBO53108 0.7, 0.0 1.8 0.5 0.5 0.3 MSB060408 ND' NO 0.9 0.1 0.3 0.5 MSD061408 0.1 0.0 16.1 0.9 4.4 . 1.0 MSBO61508 0.1 0.0 6.9 1.4 3.1 0,5 MSBO70508 NO NO 8.9 1,3 3.5 0A MSB072408 0,0 0.1 24.1 0.0 5.6 0.0 MSB081408 1.2 0.0 19.5 1.6 3.5 0.6 MSBO92508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MSB111508 QC DQ QC DQ 1.3 0.3 QC DQ QC DQ MSBt12508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MSB113008 QC DQ QC DQ QG DQ QC DQ QC DQ, QC DQ Total 2.2 0.2 135.8 7.1 28.2 8.8 SOL Efficiency 92 95 69 NO= Non-detect NT=Not Tested QC DQ=Quality Control Disqualification 29 Table 13 Calculated percentages of material less than 500 µm and 50 µm for the 19 events sampled at the Manasquan Savings Bank study site Event ID SSC(<500-um)(mgn)f. SSC(<50•um)(mgigi SSC(<20004um)(mglg SSC(<2000•um)(mgn) Influent Effluent Influent Effluent MSBOI1008 40% 100% 6% 67% MSBO11308 27% 98% 7% 97% MSB011708 53% 98% 29% 97% MSB020108 64% 80% 52% 96% MSB040408 29% 121% 8% 125% MSB050908 51% 102% 9% 33% MSBO51208 29% 68% 13% 40% MSBO52708 60% 77% 21% 20% MSBO53108 37% 74% 13% 31% MSB060408 65% 54% 22% 74% MSBO61408 74% 59% 18% 47% MSBO61508 84% 53% 25% 21% MSB070508 66% 45% 22% 23% MS8072408 52% 56% 15% 22% MS8081408 50% 75% 9% 34% MSBO92508 42% 40% 0% 21% MBB111508 30% 43% 16% 33% MSB112508 37% 38% ND ND MSB113008 50% 49% 16% 33% Min 27% 38% 0% 20% Max 84% 121% 52% 125% Median 50% 68% 15% 33% Mean 50% 70% 17% 51% ND=Non-detect i i I 30 Table 14 Calculated percentages of combustible materials that are assumed to be organic in nature for the 19 events sampled at the Manasquan Savings Bank study site Event ID TVSS (<2000-um) (mg/1) TVSS (<500-um)(mgn) TVSS (<50-um)(mg/1) TVSS (>2000•um) (mg/1) TVSS(mgll)I SSC(mgll) I SSC(<2000-um)(mgli) 1$SC(<500•um)0911) I SSC(<50-um)(mall) I S$C(>2000•um)(mglp Influent Effluent Influent Effluent Influent 'Effluent Influent Effluent Influent Effluent MSB011008 9% 43% 12% 48% 38% 43% NT NT NT NT MS8011308 11% 56% 21% 56% 47% 56% NT NT NT NT MSBOI1708 19% 41% 29% 41% 39% 41% NT NT NT NT MSBO20108 24% 38% 36% 39% 37% 38% NT NT NT NT MSB040408 7% 100% 20% 100% 45% 100% NT NT NT NT M88050908 66% 64% 59% 53% 106% 47% 95% 100% 75% 64% MSBO51208 80% 100% 86% 135% 139% 141% 92% 100% 84% 100% MSBO52708 60% 52% 57% 53% 40% 35% 94% 96% 63% 55% MSBO53100 63% 54% 50% 48% 32% 47% 35% 111% 59% 54% MSBO60408 52% 69% 51% 64% 53% 19% 100% 100% 53% 70% MSB061408 42% 47% 41% 43% 31% 38% 91% 91% 43% 49% MSBO61508 41% 43% 38% 36% 28% 35% 79% 100% 43% 43% M88070508 45% 40% 37% 46°/a 29% 40% 90% 79% 45% 40% MSD072408 45% 100% 42% 100% 32% 100% 100% 85% 46% 99% MSBOB1408 43% 31% 35% 36% 6% 43% 72% 100% 46% 32% MSB092608 1% 40% QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 1% 41% MSB111508 62% 50% 48% 52% QC DQ QC DQ QC DQ QC DQ 61% 50% MSBI12508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 54% 76% MSB113008 41% 40% QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 45% 40% Min 1% 31% 12% 36% 6% 19% 35% 79% 1% 32% Max 80% 100%, 86% 135% 139% 141% 100% 111% 84% 100% Median 42% 48% 39% 50% 38% 43% 91% 100% 50% 52% Mean 39% 56% 41% 59% 47% 55% 85% 96% 51% 58% NT=Not Tested QC DQ=Quality Control Disqualification 31 1 4.2 Test Results , Based on the use of the Spearman Rank Order correlation, test positive correlations (P<0.05) were determined between influent and effluent EMCs for TVSS, SSC (<50gm), TVSS (<500gun), TVSS (<50gm), and TSS-EPA (<200Oµm). The concentration of influent and effluent sample pairs tended to increase together. , Based on the use of the Mann-Whitney Rank Sum test the difference in the median values between the influent and effluentt-EMCs is greater than would be expected by chance; there is a ' statistically significant difference(P< 0.05) for all parameters analyzed. Suspe�uled Solids 7'arairxeters ' Influent EMCs for TSS-SM(<200Ogm) ranged from 24.3 mg/I to 2259.0 mg/I with a median of 154.0 mg/1 and a mean of 331.8 mg/1. Corresponding effluent EMCs ranged from 2.5 mg/I to ' 84.0 mµ11 with a median of 26.0 mg/I and a mean of 28.8 mg/I. Total event loadings,for-4he stud3 % ere 833.2 ke at the influent and 37.6 kg at the effluent sampling location. lr uuitmg b ail overall remov al efficiency, of 95PW., ' Influent EMCs for SSG (<20UOgm) ranged from 24.7 mgll to 6150.0 mg/l with a median of 238.0 mg/1 and a mean of 587.7 mg/l_ Corresponding effluent EMCs ranged from 2.4 mg/1 to ' 70.3 mgll witb a median of 29.9 mg/1 and a mean of 30.2 mg/L Total event loadings for the study were 1,825.1 kg at the influent and 40.6 kg at the effluent sampling location, fesult ngrm an ' opera 1 removal efficaenc} 6f98µ% In general, the relationship between TSS-SM (<2000gm) and SSC (<20001im) was determined , to be positive based on the linear regression results for both influent (R2==0.9) .9) and effluent (W x.91) EMCs. The ratio of TSS-SM (<20001im) to SSC (<2000gm) EMCs ranged from 0.2 to 1.5 with a median of 1.0 for the influent compared to a range from 0.6 to 1.2 with a median of t 0.9 for the effluent. Influent EMCs for TSS-EPA (<20OOpm) ranged from 20.5 mg/I to 2075.0 mg/I with a median ' of 60.0 mg/1 and a mean of 274.6 mg/l. Corresponding effluent EMCs ranged from 2.5 mg/I to 51.0 mg/I with a median of 25.5 mg/I and a mean of 26.3 mg/!. Total event loadings for the study were 736.5 kg at the influent and 34.2 kg at the effluent sampling location, resulting in an , overall removal efficiency of 95%. Influent EMCs for SSC ranged from 27.7 mg/I to 6995.0 mµ11 with a median of 241.9 mg/l and a mean of 688.9 mg/l. Corresponding effluent EMCs ranged from 2.4 mg/I to 74.7 mg/I with a ' - median of 303 mg/1-and-a mean-of-31:6-mg/i-Total-event-loadings.-for the-study-were,.2084 4_kg--__ _. at the influent and 43.0 kg at the effluent sampling location, resulting in an overall removal ' efficiency of 98%. Influent EMCs for SSC (>200Ugm) ranged from 0.8 mg/l to 845.0 mg/l with a median of 25.4 ' mg/I and a mean of 106.8 mg/l. Corresponding effluent EMCs ranged from 0.1 mg1l to 11.1 mg/1 with a median of 0.3 mg/1 and a mean of 2.1 mg/l. Total event loadings for the study were 259.2 32 t 1 ' kg at the influent and 2.9 kg at the effluent sampling location, resulting in an overall removal - efficiency of 99%. ' Influent EMCs for SSC (<500gm) ranged from 9.2 mg/l to 2558.0 mg/l with a median of 99.7 mg/l and a mean of 268.8 mg/l. Corresponding effluent EMCs ranged from 1.4 mg/l to 43.4 mg/I ' with a median of 23.8 mg/l and a mean of 21.0 mg/l. Total event loadings for the study were 795.3 kg at the influent and 25.8 kg at the effluent sampling location, resulting in an overall removal efficiency of 97%. For each stone event the percent of SSC (<2000 gm) represented by ' SSC (<5(J0 gm) was calculated. Influent and effluent median percentages of SSC (<2000gm) were 50% and 68% respectively. The percentage of corresponding SSC (<2000gm) results indicates the portion of material that are less than 500gm in size. ' Influent EMCs for SSC (<50gm) ranged from 4.6 mg/l to 125.1 mg/l with a median of 35.4 MP„/l and a mean of 39.9 mg/l. Corresponding effluent EMCs ranged from 2.9 mg/l to 51.6 mg/1 with a ' median of 8.5 mg/l and a mean of 14.5 mg 1. Total event loadings for the study were 50.9 kg at the influent and 17.7 kg at the effluent sampling location, resulting in an overall removal efficiency of 65 %. For each storm event the percent of SSC (<2000 gm) represented by SSC ' (<50 pm) was calculated. Influent and effluent median percentages of SSC (<20001im) were 15% and 33% respectively. The percentage of corresponding SSC (<2000gm) results indicates the portion of materials that are less than 501im in size. Volatile Suspended Solids Parameters ' Influent EMCs for TVSS (>2000gm) ranged from 0.8 mg/l and 39.6 mg/I with a median of 9,2 mg/l and a mean of 13.8 mg/l. Corresponding effluent EMCs ranged from 0.1 mg/l to 5.7 mg/l with a median of 0.3 mgfl and a mean of 1.4 mg/l. Total event loadings for the stuffy were 8.3 kg at the influent and 1.0 kg at the effluent sampling location, resulting in an overall removal efficiency of 88%. For each storm event the percent of SSC (>2000 gm)represented by TVSS (>2000gm) was calculated Influent and effluent median percentages of SSC (>2000pm) were ' 91% and 100% respectively. Percentage of corresponding SSC (>2000gm) results indicates the percent of combustible materials that are assumed to be organic in nature. ' Influent EMCs for TVSS ranged from 1.4.7 mg/I and 307.4 mg/l with a median of 103.2 mg/I and a mean of 120.0 mg/l. Corresponding effluent EMCs ranged from 2.9 mg/1 to 49.0 mg/l with a median of 1.2.8 mg/1 and a mean of 17.2 mg/l.Total event loadings for the study were 135.7 kg at ' the influent and 17.7 kg at the effluent sampling location, resulting in an overall removal efficiency of 87°10. For each storm event the percent of SSC represented by TVSS was ' calculated. Influent and effluent median percentages of SSC were 50%and 52%respectively. Percentage of corresponding SSC results indicates the percent of combustible materials that are assumed to be organic in nature. ' Influent EMCs for TVSS (<2000gm) ranged from 284.5 mg/I and 13.9 mg/l with a median of 56.0 mg/1 and a mean of 91.8,mg/l. Corresponding effluent EA4Cs ranged from 2.4 mg(1 to 43.0 ' mg/I with a median of 14.0 mg/l and a mean of,15.9 mg/l. Total event loadings for the study were 124.1 kg at the influent and 20.3 kg at the effluent sampling location, resulting in an overall removal efficiency of 84%. For each storm event the percent of SSC (<2000 gm)represented by 1 33 i TVSS (<2000µm) was calculated. Influent and effluent median percentages of SSC (<2000µm) i were 42% and 48% respectively. Percentage of corresponding SSC (<206Oµm) results indicates the percent of combustible materials that are assumed to be organic in nature. i Influent EMCs for TVSS (<50Oµm) ranged from 207.6 mg/1 and 8.8 mg/1 with a median of 24.1 mg/l and a mean of 49.5 mg/I. Corresponding effluent EMCs ranged from 24.2 mg/I to 2.9 mg/I i with a median of 12.2 mg/I and a mean of 11.9 mg/i. Total event loadings for the study were 51.0 kg at the influent and 11.6 kg at the effluent sampling location, resulting in an overall removal efficiency of 77°1/0. For eachstormevent the percent of SSC (<500 gm) represented by TVSS i (<500 µm) was calculated. Influent and effluent median percentages of SSC (<500µm) were 39% and 50% respectively. Percentage of corresponding SSC (<500µm) results indicates the percent of combustible materials that are assumed to be organic in nature. i Influent EMCs for TVSS (<50gm) ranged from 3.2 mg/I and 38.6 mg/1 with a median of 12-2 mg/I and a mean of 14.2 mg/l. Corresponding effluent EMCs ranged from 1.4 mg/1 to 19.8 mg/I i with a median of 6.0 mg/l and a mean of 7.3 mg(L Total event loadings for the study were 13.1 kg at the influent and 6.9 kg at the effluent sampling location, resulting in an overall removal efficiency of 47%. For each storm event the percent of SSC (<50 gm) represented by TVSS (<50 i µm) was calculated. Influent and effluent median percentages of SSC(<50gm) were 38% and 43% respectively. Percentage of corresponding SSC (<50pm) results indicates the percent of combustible materials that are assumed to be organic in nature. i .4dditioiwl Parameters i Influent EMCs for Coarse Solids (mineral) ranged from 0.00 mg/I and 18.1 mg/I with a median of 1.8 mg/I and a mean of 5.2 mg/l. Corresponding effluent EMCs ranged from 0.1 mg/I to 1.0 i mg/I with a median 0.2 mg/1 and a mean of 0.3 mg/l. Total event loadings for the study were 2.2 kg at the influent and 0.2 kg at the effluent sampling location, resulting in an overall removal efficiency of 921/a. i Influent EMCs for Sand (mineral) ranged from 8.7 mg/I and 868.0 mg/t with a median of 95.5 mg/I and a mean of 173.0 mg/1. Corresponding effluent EMCs ranged from 0.0 mg/I to 24.3 mg/1 i with a median of 3.7 mg/I and a mean of 7.8 mg/l. Total event loadings for the study were 135.8 kg at the influent and 7.1 kg at the effluent sampling location, resulting in an overall removal efficiency of 95%. i Influent EMCs for Silt (mineral)ranged from 1.7 mg/I and 86.5 mg/1 with a median of 31 A mg/l and a mean of 30.5 mg/L Corresponding effluent EMCs ranged from 0.0 mg/l to 32.0 mg/I with a i median of 6.4 mg/l and a mean of 9.9 mg/l. Total event loadings for the study were 28-2 kg at the influent and 88-kg at-the-effluent sampling location;-resulting-.in-an-overall.-removal-efficiency of_ 69%. i 43 System Maintenance and Residual Solids Assessment Results Inspection of the CDS system in,April 2008 revealed that a substantial volume of leaf litter had i accumulated in the separation chamber. A vactor track was contracted to remove this material 1 34 ' from the separation chamber on April, 15, 2008. Upon removal of the leaf litter it was ' determined that the remainder of the system did not require maintenance. At the conclusion of ' the monitoring period in January 2009 a vactor truck was contracted to remove all contents from the CDS system Prior to this maintenance event on January 13, 2009 samples were collected from the separation chamber, sediment sump and annulus area for evaluation In order to safely enter the system a vactor truck was used to dewater the system. Following the dewatering of the system, multiple sediment samples were collected of materials contained in the system and depth measurements taken. Sediment samples were combined into a composite sample. Subsamples ' were then collected from this composite and analyzed for bulk density and particle size distribution. Prior to particle size distribution analysis the subsample was passed through a 2000µm sieve in an effort to i%late soil separates. Particle size analysis of materials <2000µm t revealed that the total solids portion of materials contained in the system had a sand texture (USDA classification). ' The mass of materials contained in the system was estimated using depth measurements and bulk density results_ The mass of materials contained in the system included material removed during both the maintenance inspection performed on April 15, 2008 and final maintenance performed ' on January 13, 2009. The estimated total dry mass of materials contained in the system, after dewatering, was approximately"1300 kg (2860 lbs). Approximately 8% of the of the mass was located in the annulus area outside of the separation chamber, approximately 51% of the mass t was located in the treatment chamber, and approximately 41% of the mass was located in the sump of the unit_ The accuracy of the estimated mass of materials contained in the system should be considered limited, due to the non uniform distribution of materials contained in the ' system as well as the unaccounted for material removed .by the vactor truck during the dewatering process. tParticle Size Distribution Analysis Results The particle size distribution,(PSD) results obtained using the Laser Diffraction method are ' summarized in Table 15. Results suggest the average d5o is greater than 100µm for both influent and effluent sampling locations for all three events submitted for analysis. These results are supported by the observed (TSS-EPA, TSS-SM, and SSC<2000µm) removal efficiency of greater than 900%, which suggests the presence of a substantial mass of coarse solids and a ds, greater than 100µm. ' Table 15 Particle size distribution analysis results using ASTM D4464 for events sampled at the Manasquan Savings Bank study site ' Event ID SAND SILT CLAY d5o Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSBOS1208A .. 99.17 9282 0.83 2.18 0.00 0.00 1315.63 1163.59 ' MSB061408A 50.49 66.54 47.11 31.67 2.40 1.80 76.38 . 392.77 MSB 111508A 76.93 67.47 22.11 31.15 0.96 1.38 582.00 412.15 Median 76.93 67.47 22.11 31.15 0.96 1.38 582.00 412.15 ' Mean 75.53 77.28 23.35 21.67 1.12 1.06 658.00 656.17 35 Influent particle size distribution (PSD) obtained using the serial filtration method covering the 6350gm to 1-5gm particle size range suggests that the average d5o is greater than 100µm for all of the events captured to date, as shorn in Figure 10. The upper size limit of 635flgm is ' approximately equal to the sample strainer opening. It is assumed that particles larger then the opening will not be sampled. The lower size limit of 1.5gm is equal to the pore size of filters used by the analytical laboratory for solids analysis. Serial filtration particle size distribution ' results are also supported by observed solids (TSS-EPA, TSS-SNI, and SSC <2000um removal efficiency rates of greater than.90%, which suggests the presence of a substantial mass of coarse solids and a dso greater than 100prn. ' 110 77 m 40- 70 o R 0.1 1 10 100 1000 10000 Particle Diameter(um) ' Figure 10 Influent particle size distribution generated using serial filtration covering ' 6350µm to 1.5µm particle size range; dashed line represents mean particle size distribution Influent particle size distribution (PSD) obtained using the serial filtration method covering the ' 500µm to 1.5µm particle size range reflect an average d5o that is less than 100µm for all the events captured to date, as seen in Figure 11. . 1 36 t ' - 110 . . ' 100 - - / -- m a so ' N ------- 70- V) o - eo - ! / / ------------ ' / /� d CO tj p 10 ------- ------- - ° o -' - - ' o � ---;io 100 1000 l0000 ' Particle Diameter(um) Figure 11 Influent PSD generated using serial filtration covering 5OOgm to L51tm particle size range; dashed line represents mean particle size distribution Influent and effluent mean particle size distributions were compared using data obtained using ' serial filtration covering the 63501im to 1.5µm particle size range, as seen in Figure 12. Plotted results indicate that the d50 values were greater than 100µm for the influent sampling location. and less than IOOgm at the effluent sampling location 110 100 -- — -- -- ' Influent 90 __ --....:Effluent — - � - 1 N 70 C 50 ~ -- -- --- =J— =--- — m 40 -- — ---- — — E 30 — — J ------ t 20 -- —'- y - — --` — ° o — -- ---- — -- — ' 01 .. 1 . .: 10 100 1000 10000 Particle Diameter(um) 1 Figure 12 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 6350µm to I.Spm particle size range 37 Influent and effluent mean particle size distributions were compared using data obtained using serial filtration covering the 500µm to 1.5µm particle size range, as seen in Figure 13. Plotted results indicate that the din values were less than 100µm for both the influent sampling location ' and the effluent sampling location. 4.4 Summary t Between January of 2008 and November of 2008, 19 storm events were monitored and were determined to meet the storm data collection requirements as per New Jersey Tier 11 Stornwater ' Test Requirements—Amendments to TARP Tier IJ Protocol (NJDEP, 2006) and the NJDEP interpretation of TARP (2003). Total rainfall depth for qualified events was 18.35 inches and three events exceeded 75% of the design treatment capacity, thus satisfiing TARP Tier 11 and NJDEP completeness criteria Significant reductions for suspended solids loads were observed between influent and effluent ' sampling locations: SSC (<2000µm) 98%, TSS-SM (<2000µm) 95%. TSS-EPA (<2000µm) 95%, SSC (<5001 m) 97%, and SSC (<5011m) 65%. The positive capture of solids by the system ' was verified as part of the residual solids assessment during both the maintenance inspection as well as the final maintenance_ Comparison of the estimated mass of material contained in the system to calculated loads using water quality results was determined to be within the realm of ' expectations for the study. 110 ' a 100 ------- 90 - hAueM _ - -- -- � Ef[iuert 20 m m 0.1 1 10 100 100010000 t Particle Diameter(um) ' Figure 13 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 500pin to 1.5µ.m particle size range , I 38 ' ' 5. Performance Claim Verification ' Given that the performance standard is based on TSS-SM, and TSS-SM removal efficiency results for this study are associated with suspended solids with a dso greater than 100µm, the review of additional data was required to further understand removal efficiency results. In general, removal efficiency results in excess of 90% are not typical for a flow through gravity separation technology but are within the realm of expected performance associated with observed influent TSS-SM EMCs with a d:,q greater than 100µm. In an effort to isolate ' suspended sediment removal efficiency based on specific particle size ranges, SSC samples were sieved prior to analysis. The particle size ranges that were isolated for this study include 6350µm to 1.5µm, 20001im to 1.5gm. 500µm to 1.5µm.. and 50µm to 1.5gm. ' The isolation of suspended solids removal efficiency based on particles 5001im to 1_5gm with d.,o less than 100µm and particles between 50µm and 1.5 gm with a d;o less than 50µm resulted in an ' overall removal efficiency of 97% and 65% respectively. The use of these results is proposed to confirm favorable removal of solids and in order to satisfy the site qualification requirements (do< 100um) as per New Jersey Tier 11 Stormwater Test Requirements—Amendments to TARP ' Tier If Protocol (NJDEP, 2006) and the NJDEP interpretation of TARP (2003). Additionally, these results demonstrate performance greater than 601/o removal (65% SSC<501im) of suspended solids with a dso less than 50gm. Past research has concluded that when coarse ' particles are not present results obtained with the SSC method differ very little from results obtained using the TSS method (Gray et al 2000. Guo 2006), so results of the SSC<50um analysis are expected to be representative of TSS results. ' Focusing on finer solids fractions also reduces the potential for bias towards the sampling of coarse mineral solids using accepted sampling techniques. Finer mineral particles smaller than 501im (Silt(mineral)) are generally expected to be more or less uniformly distributed throughout the water column. In addition to SSC, removal efficiency based on mineral particles smaller than 50gm was isolated. Silt (mineral) results were calculated by subtracting the volatile suspended solids results (TVSS (<50gm)) composed of combustible materials assumed to be organic in nature from the suspended solids results (SSC (<501im)). Removal efficiency based on it ' (Mineral)results resulted in an overall removal efficiency of 691/o. Recognizing the potential of a limited number of storm events to dominate sum of loads ' performance efficiency calculations, storm events with TSS-SM(<2000µm) EMCs less than 500 mg/l were segregated from the data set and evaluated. Significant reductions for suspended solids loads were observed between influent and effluent sampling locations: SSC (<2000gm) 85%. TSS-SM(<2000µm) 82%, TSS-EPA(<2000gm) 800/ SSC(<500gm) 81%. SSC (<501 m) 580/0. and Silt(mineral) 651/o. t The primary purpose of this project was to document High Efficiency CDS system performance with respect to suspended solids removal and quantify performance in accordance with the TARP Protocol for Stormwater Best Management Practice Demonstrations and NJDEP Tier 11 tmonitoring requirements. 39 1 1 I The High Efficiency CDS unit model PMSU20 25 (CDS2025) installed online at the Manasquan Savings Bank study site sized based on the New Jersey Water Quality Design Storm to treat a maximum water quality flow rate of 1.6 efs and a peak flow of 5.43 efs demonstrated significant ' suspended solids removal including greater than 60%removal of suspended solids-with a d;o less than 50µm. The CDS2025 also demonstrated the ability to remove greater than 80% of stormwater solids when the influent particle size distribution is predominantly sand sized ' particles (50-2000 microns). 6. Net Environmental Benefit The High Efficiency CDS unit requires no input of raw material, has no moving parts and ' therefore uses no water or enemy other than that provided by stormwater runoff. During the l l- month monitoring period the mass of materials captured and retained by the High Efficiency CDS unit was approximately 1300 kg (2860 lbs). This material would otherwise have been ' released to the environment during runoff producing rain events. 7. References ' CONTECH Stormwater Solutions Inc.(CONTECH) (2007). Quality Assurance Project Plan for , Manasquan Savings Bank High Efficiency CDS®Model PMSU2025 Field Evaluation Portland, Oregon. ' Gray, J.R., Glysson, D.G., Turcios, M. L., and Schwarz, E-G. (2000). Comparability of Suspended-Sediment Concentration and Total Suspended Solids Data. U=S, Geological Survey ' Investigations Report 00-4191. Available Online: htto://water.uses.eov/osw/Du.b.gWRIR00-41.91.odf New Jersey Department of Environmental Protection (NJDEP). (2006). New Jersey Tier 11 ' Stormwater Test Requirements—Amendments to TARP Tier 1I Protocol. Trenton,New Jersey. Available online: http://www-state.nj.us/dep/dsr/bsr-it/NJStormwateT-Tierl.l.pdf ' Technology Acceptance and Reciprocity Partnership (TARP). (2003). The Technology Acceptance Reciprocity Partnership Protocol for Stormwater Best Management Practice ' Demonstrations. Harrisburg, Pennsylvania_ Available online: bttpJ/www.dep.state.pa.us/depldeputate/poliprev/techsen-ices/tarp/pdffiles/Tier2protocol.pdf United States Environmental Protection Agency (USEPA). (2002). Urban Stormivater BMP , Performance -Monitoring.A-Guidance-Manual-for-Meeting--the National Stormwater BMP — Database Requirements (EPA-821-B-02-001). Washington, D.C. Available Online: t bttpJiepa.gov/ii,aterscience/stonnNN,ater/monteomplete_pdf U.S. Geological Survey (USGS). (1980). Water Resources Division by Office of Water Quality ' (OWQ) Technical Memorandum No. 80.17 40 ' i U.S. Geological Survey (USGS). (1991) U.S. Geological Survey, Techniques of Water- Resources Investigations Reston, Virginia:D.R. Helsel and RM. Hirsch. ' CONTECH Stormwater Solutions Inc. (CONTECH) (2004) A Comparison of Methods to Determine the Particle Size Distribution of Solids in Storm-water Samples. Portland, Oregon. URS Greiner Woodward Clyde, Urban Drainage and Flood Control District, Urban Water Resources Research Council (UWRRC) of ASCE, Off-ice of Water US Environmental Protection Agency (URS/EPA) (1999). Development of Performance Measures Task 3.1 — Technical Memorandum Determining Urban Stormcvater Best Management Practice (BMP) Removal Efficiencies. Washington, D-C. Rutgers, The State University of New Jersey Department of Civil and Environmental Engineering,New Jersey Department of Environmental Protection Division of Science,Research ' and Technology. (RutgerstN)DEP) (2006). Correlation of Total Suspended Solids (TSS) and Suspended Sediment Concentration (SSC) Test Methods: Trenton, New Jersey: Qizhong (George)Gua. 1 . 1 1 41. 1 APPENDIX A INDIVIDUAL STORM REPORTS , 1 t 1 42 ' General Site:information Manasquan'Savings Bank,(31378), Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ft'sediment storage capacity,design 1.6 cls) Event Date: 01113/08 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 53 hours since last rain event,0.11" Total Precipitation(in)[ 0.63 ' Peak Flow(gpm): 162(23%of design) Total Runoff Volume(gat): 10530 Vol.Coverage(nearest 10%): 70 Event Hydrograph . eftem o + ger Set Taken"xT ]5%o)design�Pr ip8on 724 b 00 ' 60 OJO 5576 020 ' 504 030 c E 432 0.40 '^. a ` no 0.50 e Q � 266 0.60 n 'o n` ' 216 0.70 14-0 0.80 72 . . • , . , 0.90 0 1.00 -ttt3= 1n3708 1h3/06 tn3/a8 1A3818 1n4108 V1410B 1n4 1114108 1H4UM 114708 1714!08 1n4108 1114M 1990 2m90 21:00 22:00 2390 090 1:00 200 3:00 4:00 5:00 6:00 790 8:00 mme(date hh:..) Parameter Concentrations(mdlL) - �` Discrate Removal Number of Aliquots: Influent EMC Etlluerd EMC MRL Dun.RPD Efficiency IN:8(32-L) Sand(min? 324 ND 1.79 99% ' EFF 8 SiM 4rni.11 14 6 1.75 60% _ SSC1>2000aut0 381 ND 4.08 99% SSC 760 132 4.08 98% SSC.(0000-um) 379, 132 1.79 . 24.3% 97% SSC(<500.um) 101 13.0 1..77 24.3% 87% SSC(<50-um) 252 12.8 1.75 24.3% 51% TVSS(0000-uml 41.1 7.33 1..79 82% TVSS t<SOD-um) 212 7.72. 1.77 66% t TVSS(<50-um) 12.2 7.13 1.75 42% TSS(SM) 60.0 10.0 10.0 83% TSS(EPA) 50.0 10.0 10.0 1 Mi 80% .Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due ' to OC oomparadom.A6 samples passed.through a 2000-um eieve prior to spl'dting.Underlined parameters are calculated: SSC defined as sum of SSC(>2000-urn)and SSC(<2000-um);Sand defined as between 20o"M and 50-um;Sifl defined as <50-um;SSC(>2000a1m)calculated using estimated volume of sample used fm compmite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um Steve;mureaal tractor determined through Subtraction of volatile from ' total results. A single influent and ef8verd alnuot from 01/10/2008(not displayed)was included in the composite due to overlap between evems and their correspondinq sample bodies on account of the`stacked'sampling approach. 43 General Site:Information Manasquan Savings Bank, (31378),Point Pleasant,NJ ' System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity;design 1.6 cis) Event Date: 07/17!08 Date of Last Maintenance: _ 1029107 Antecedent Conditions: 64 hours since last rain event.0.09' Total Precipitation(in): 0.70 , Peak RDW(qpm): 113(16%of design) - Total Runoff Volume(gal): 9467 Vol.Coverage(nearest 10%): 90 Event Hydrograph ESfiuenl O + Sampde Set Taken''`^'m"75%gl design�Preciailation - 720 0.00 348 0.10 ' 576 0.20 504 9.30 c E 432 0,40 g - z ' a 36ro 0.50 5 a = 288 0.60 9 'm 276 0.30 ac 0.80 72 - , 0.90 ' •#'� 4 + f�s.+.a- ,.ice . 0 1.00 1117108 1FfM 1/17MB U17MS ILM7M IA7A8 N77A8 t/law 1118m8 141sms 1rlaw imams imams imams hams Imams 1710 10:00 1490 290 2190 221M 23:00 O:W 1:00 200 300 4:00 5:00 6:00 7:00 800 ' -- Parameter Concentrations(madL) Discrete Removal Numberot Aliquots: Influent EMC EfBuem EMC MRL Dup,RPD Efficiency IN:9(3.6-L) canes(mm� 96 ND 1.61 M 98°h , EFF:9 c_h1..,=.ten 27 21 1,58 22% ccr(»nnn.,n) 255 ND 427 83% 178 36.5 437 79% SSC(0000-um) 152 36.5 1.61 15.6% 76% SSC(c500-um) 81 A 35.7 159 15.8% 56% SSC(<50-um) 442 35.5 1 S8 15.8% 20% T5/Rc!<7nnMiml 29.0 15.1 1.67 48% TVSS(<50D-um) 23-8 14.6 159 36% TVSS(<50-um) 17.4 14.7 1S8 undeterminable , TSS(SM) 60.0 30..0 10.0 50% Mom TSS(EPA) 60-0 49.0 . )0o" _ 33% Peak sow and total mw f volume based on effluent flow measurements. Shaded RPD vaiwas defaulted to 20%standard due ' to OC complicadens.Alt samples passed through a 2000-um sieve plttu to spitting. Undefined parameters are catculaled: SSC defined as sum of SSC(>20M-um)and SSC(0000-umy Sand defined as between 2000-um and 50-um;Silt defined as X50-um; SSC¢20DO-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;fnmeral fraction determined through subtraction of volatile from total results. �. 44 1 Site:General •' Manasquan Savings Bank,(31378),Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.8 cis) ' Event Date: 02101/2008 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 49 hours since last rain event,0.05' Total Precipitation(in): 122 Peak Flow(gpm): 209(29%of design) Total Runoff Volume(gal): 30508 Vol Coverage(nearest 10p!): 80 - Evert Hydmgraph Effluenrt0 + Sample.SetlakeaW]5%oltlesgn ?rec'rytalion 720 0-� 6qs 9.10 576 0 m E 432 0.40 dsd 0 tl. g 288 0.60 c m 6 ns oa6 1M ow _ a ciao a • a Ia. ' 72 aay ALL 4 ++ 8.66 tl i+ I I I 1 1 I I I I H(l��t'�F•�I I a� 0 1.W 2//Ri6 21J08 211816 21ms 28166 23106 2tims 2M d1s 211106 21106 21103 21M 7"s 6:W 300 low 11'00 1200 13;00 14M 15.90 1690 17:00 18:00 1300 21'90 mnre idols hh:mm) ' - Concentrations(mgQ Discrete Removal Parameter Number of A6quofs: Influent EMC 'Effluent EMC MRL Dup.RPD '? Efficiency X 24(9.t-L} ca..,1(mi_nn� 48 ND 1.4397% EFF:24 c'x tminwan 36 32 132 undeterminable SS0_(»nnn,ddi 42.7 ND 111 74% SSC 152 65.3 111 57% SSC <2000-um 109 542 1.18 ,�5.7% 50% ' SSC(<500-um) 70.0 43.4 1.43 5.7% 38% SSC(<50-um) We 51.6 1.32 5.7% 9% Tvsa.fonnr..rmt 259 20.7 1.18 20% TVSS(<500-um) 24.3 16.8 1.43 `' 31% TVSS(<50-um) 21.1 19.8 122 undeterminable TSS(SM) 60.0 50.0 10.0 - undeietminable TSS(EPA) 60.0 .50.0 10A undetemlinable Peak flow and total runoff volume based on effluent Boy measu/emems. Shaded RPD values defaulted to 20%standard due ' to QC complications.At samples p mralgh a 2000-um sle a prior to spitfim). Undel6ned paametal ane Calculated: SSC defined as sum of SSC(-2000-um)and SSC(<200D-um):Sand defined as between 2000-um and 50-um;Sit defined as _ <50-um;SSC(>2000-um)dalctilated Busing estimated volume of sample used for composite(visual'es i fate of actual aliquot volume)and mass of nummai tetamed by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 45 1 1 Site:InformationGeneral Manasquan Savings Bank,(31378),Point Pleasant, NJ System Descdpf)on: CDS PMSU20_25HE(40.5 fe sediment storage capacity,design 1.6 cis) Event Date: 04/04/08 -- — ' Date of Last Maintenance: 1029107 Antecedent Conditions: 45 hours since last rain event,0.08"..- s Total Precipitation(in): 0.67 Peak Flow(gpm): 66(9%of design) Total Runoff Volume(gap: 4740 _Vol.Coverage(nearest 10%): >90% - Event Hydrograph ' Efnaete p + Sampe Set Taken"`"'�"75K a1 desi �Prari_afiart 720 Coo 648 0,10 576 020 504 0.30 F 432 0.40 E c B 360 0s� O 9 298 0.60 216 e70 44 Call 72 0.90 1 0 1.00 4r3108 4aM 414108 414M 414108 49N8 414M 414N8 4t4t08 414108 4/4/08 04MB 4/4/08 4r410e 414M 22:00 2100 0.00 1.00 2'00 3'00 4:00 5:00 6:00 7:00 8:00 son 10:.00 11.00 12:011 Time(dale hhnnm) - t Parameter Concentrations fmofL) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiencv IN:5(2.5-L) c>�.t t..:=..ten 301 ND 2.85 , - ' 99% EFF:5 cal imineran _ 14.7 ND 2.% 80% gSC rr>,^?_nrtn_��m1 NT NT — SSC 341 2.36 28 99% ' SSC(<2D00-um) 341 2.36 2.77 99% SSC(<S00-urt) 99.7 ND 285 97% SSC"D-um) 26S ND 294 89% _ TVSS(<2000-um) 24.9 2.36 2.77 91°h ' TVSS(<50D-um) 19.9 ND 2.85 85% TVSS(<50-um) 11.8 ND 2.94 75% 287ODO% 99% 10.0_____ _ 10.0 OAD% 755C Peak flow and total runoff volume based on effluem stow measurements. Slued RPD values detaufted to 2D%standard due to CrC complications.A6 samples passed through a 2000-Um sieve prior to spiiffing. Underlined parameters are calculated: SSG defined as sum of SSC(>20DD- )and SSC(0000-um);Sand defined as between 200"m and 5"m;Sid defined as <50-um;SSC 4>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot 46 ' General ' 'Site:Information _. Manasquan Savings Bank,(31378),Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ftp sediment storage capacity,design 1.6 cfs) Event Date: 05/09/08 Date of Last Maintenance: 4115108 Antecedent Conditions: 235 hours since last rain event,0.62' Hy-drology Total Precipitation(n): T 21 ' Peak Flaw(qpm): 132(18%of design) Total Runoff Volume(gal): 13134 Vol.Coverage,(nearest 10%): 70 ' Event Hydrugraph •CletetA 9 + Semale Stl Ta15xi c�ram�y%MCe n -Its>mo Tm 0.00 6G9 0.40 02 432 0.Q n a Sad Q a � O.fiO c �$ QN n '9 1 ' o m Sam same sant Sam sum SBm same Sam Same SIAM Wall stoma t1= 39JJ a90 TWW 600 1190 5390 te:OD 1790 16W 21:00 2390 1:W Ttrne 44are hhimr4 ' - - Parameter - Concentrations tmd/U .Tw�, Discrete Removal- - Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Ef iency ' 84'9(4.5-L) r-narse c lkis aunerafi 1.3 ND 02 85% EFF:9 �^"-(r>'"� 19 4.5 17 76% cm r..:ne.an ND 4.0 17 release ccC 78.7 23.3 17 10% - 70% c 58.8 14.8 1.7 MMM 75% SSC(>2D00-um) 247 ND 02 10% 99% SSC(-1000-u4 54.0 23.3 1.7 10% 579. SSC(<500-um) 27.7 Z3-8 17 10% 14% ' SSC(c50-um) 4.8 7.0 1.7 10% release TVSS(>2000-um) 23.4 ND 0.2 '- 99% TVSS(<ZDDOatm) 35.4 14.8 1.7 58% TVSS(<500.um) 16.4 12.7 17 23% TVSS(<5D-um) 5.1 3.6 1.7 29% TSS(SM) 56.0 21.0 5.0 63% TSS(EPA) 48.0 21.0 5.0 _ 56% Peak flow and totai-,nmoff volume based,m efliuem flaw-measurements. Shaded RPD values defaulted to 20%standard due ' to OC complications,A11 samples passed through a 2000-um sieve prior to spli ing.UnderSned parameters ate caicuta ett SSC defined as sum of SSC P2000-um)and SSC(<2()W-um):Coarse Solids defined as>2006-um:Send defined as balween 20D0-um and 50-um; Sig defined as <50-um; SSC (>2000-um) calculated using estimated volume of sample used for composte (visual estimate of actual aliquot volume) and mass of material retained by the 2000-um stave; mineral fraction ' determined through subtraction of volatile from total results. 47 1 1 Site:Information Manasquan Savings Bank,(31378),Point Pleasant, NJ General 1 System Description: - CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 05112/08 _ Date of Last Maintenance: 4115/06 Antecedent Conditions: 51 hours since last rain event., 121" - - `-- - -- - _ - - Total Precipitation(in): 0-97 , Peak Flow(gpm): 103(14%of design) Total Runoff Volume(gal): 10050 SF Vol.Coverage(nearest 10%): 80 Event Rydrograph ' E81uan:Q Sa Sat Talo �""'"''YL1TS%vl drsi n�Preci 'tazmn _ e 720 U am 640 D60 576 0.20 5D4 ass _ 1 432 a40 - E 36D aw c n 2S8 a.e a 8 216 a.70 144 0.90 ' 4 72 0.90 ._. +w r D a •• .• 1a0 512108 5^!2108 5(12109 ShM 5!12818 Stt238 S12A08 Srt2109 5t2018 U12M 592!08 592.46 5113108 I= 3#I soo 7:51 9:51 11:00 t3.'00 1590 1790 1990 2190 23,DD 190 ' TNre{date bhaami Parameter Concentrations(mg/L) Discrete Removal NumberafAliiquots: Influent EMC Ef8uenl EMC MRL Dup.RPD Efficiency ' IN:8(8-L) Coarse Material(minera0 1.3 No 0.2 85% EFF:8 Sand(minera0 8.7 ND 23 74% SM(MmeraD ND ND 23Lc$':�73i% undeferminabie SSC 50.6 9.3 23 8% 82% ' TVSS 42.4 9.3 23 ';?q!fi,, - 78% SSC(>2000-um) 15.7 ND 0.2 8% 99% SSC(<2a0D-um) 34.9 9.3 23 8% 73% SSC(<500-um) 102 6.3 23 8% 38% ' SSC(<50-um) 4.6 3.7 2.3 8% 20% TVSS(>2000-um) 14.4 ND 02 99% TVSS(<2000-um) 28 9.3 2.3 67% TVSS(<500-am) ex 8S23 undetemrmable ' TVSS(<50-um) 6.4 52 2.3 19% TSS(SM) 41.0 6.0 5.0 85% TSS{H'J� 92,0 *7 C.0_11 Peak flow and total mrloff volume based on affluent flow measurements. Shaded RPD values patrolled to 2096 standard rue w QC 1 compltwfiwrs.AA samples passed through a 2000-um sieve prior for splifdng.Underrrned parameters are calculated SSC defined as sum of SSC (>2006um)and SSC(QQDD�),Coarse Solids datimd as>2000-um;send defined as between 2000-um and 50-um;SM defined as 3D-um: SSC(>200D-um)calculated using estimated velums of sample used tar mmposm,(vm"estimate or stool aliquot volume)and mass of materizl renamed by the.2000-um sieve;mineral fracture draenninedtwough suetmebon of volatfie from total resul8. p ♦ .a 0 1 General Site:Information - Manasquan Savings Bank(31378),Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ft"sediment storage capacity,design 1.6 cfs) Event Date: 05!27108 - ' Date of Last Maintenance: 4115108 - Antecedent Conditions: 12 hours since last rain event,0.04' 'Total Precipitation(in): 0:39 - - ___ - -- - - -- - Peak Flow(gpm): 353(49%of design) Total Runoff Volume(gal): 7915 Vol.Coverage(nearest 10%): >90 ' - Event Hydrogmph Eftwe tQ + SamPf set Taken'^'"4'jtlib]594 o1 tksign�Preclptiation( 0.00 720 6a8 0.10 0.20 576 ' 030 c SDA � E 432 040 E 0.50 V ' 360- 286 50 ze6 m n e.70 216 060 544 0,90 rr 527!06 5WM srnme 527,o8 WVAI8 527/08 M7MB 527m5 s2ama SMMS S26A5 526ma 5126+04 16:00 1]:00 IM te700 z070o 21700 Moll 23700 ¢00 1700 2:00 3n0 4700 time{date nh:mm) ' - Concerdrations(MOIL) Discrete Removal pararnetalf, influerrt Q4G Effluent EMC MRL Dup-RPD EtIm iempy Number of AtquoW IN:9{8:5-L) Coarse Material 7mir�a0 O.II OA 0.1 31% EFF:9. Sand(mineral) 19.5 13.5 1.4 - 31% PAR(mineral) 73 4.9 to ..,r 36% SSC 74.5 40.7 1.4 - 20% 45% TVSS 46-9 22.2 1.4 jjMM 53% SSC(120D0-um) 7.0 2.4 0.1 14% 68% ' SSC(<ZDO0-um) - 67b 38.3 1.4 14% 43% , ssC( 500-um) 40.5 29.6 1A 14% 27% SSC(<50-um) 14.3 7.5 1.4 14% 48% TVSS(s2000-um) 6.6 2.3 0.1 65% . TVSS(<2000-um) 40-3 19.9 1.4 _ 51% TVSS{<500-um} 23-0 15.6 1.4 32% TVSS(<51Wm) 6.6 2.5 1.4 61% TSS(SM) 68-0 32.0 5.0 4.3% 53% ' TSS(EPA) 80.0 34.7 6.3 125% 42% _ Pack 11ow arW lofal Yunolf volume based'M atlluaM fiow measufamems. Shaded RPD values tlatodus'to 20%standard dad to.QC compli`atio�-M samples passed through a 2000.um sieve prior to saftfing.Undenmerl Paramatan:are cakWatedSSC deaned as more of SSC (>2000-um)and SSC(a000.unf):Coarse solids dal e d as>2000• ;Send defined as between 2000-um and 50 um,slit Wired as<511 u , ' SSC t>2000-wn)o ku ded uvrig estimated volume 01 SM*used for comPosife(visual esamate of actual aliquot volume)and mass of mate" retained by the 2000-um sieve;minammi frerbun detennirredthmugh subbaction of votsen'from total Mora. 49 tion General Inform - . Site: - Manasquan Savings Bank(31378),Point Pleasartf,NJ System Description: CDS PMSU2O_25HE(40.5 ft'sediment storage capacity, design 1.6 cis) Event Date: 05/31M ' Date of Last Maintenance: 4/15108 Antecedent Conditions: 81.4 hours since last rain event,0.39' Total Precipitation(in): 0.31 , Peak Flow(gpm): 238(33%of design) Total Runoff Volume(gao: 10153 Vol..Coverage(nearest 10%): 90 Event Hydmgmph '- C-tflvemO + Sa le bet Taken --arnw.>5%of desi Pre ' moon - T20 00 1 0 648 r 0.50 , 576 0.20 Soo 0,30 432 0.40 E = m 360 aSa c a � 268 o w a o 216 a,m 144 060 72 050 ' a 1.00 S131M 5131108 513118 MUM MUM 513116 5731/08 5!31!06 W31MB 611/06 61118 6Hm8 6 )118 ON sO0 10:00 1zOo 14.00 A= 16:00 2000 22:09_ 0:00 2:00 4:00 600 ' Tme(date hh:®m) Parameter Concentrations(mgq Discrete Removal Number of Aliquots Influerd EMC Effluent EMC MRL Dup.RPD Effmiency IN;9(8.5-L) Coarse Material(mmera0 18.1. ND 01 99% EFF 9 Sand lmirstra0 453 i2.0 1 4 - 74% ' SIM(m)rtera0 - 142 69 1.4 - 52% SSC 1885 41.1 14 14% 78% TVSS 110.4 22.3 1.4 _ 80% SSC p2O00-um) 27.7 027 0.1 14% 99% SSC(QO00-um) 1609 40.8 1.4 14% 75% SSC(<5O0.um) 60.0 303 1.4 14% 50% SSC(<50-um) 20-8 12.8 1.4 14% 38% TVSS(>20OD-um) 9.6 0.3 0 1 = ,. 97% TVSS(<2000-um) 10D9 22.0 14 .. ' . 78% ' TVSS(<500 u ) 30.1 14.5 1 4 52% 14 umietelminable TSS(SM) - -- 154.0 432 5.0 07°5 72% TSS(EPA) 141.0 - 41.0 5.0 24.1% - 71% ' Peak flow and total rurroR volume tumsd on effluent flow measurements. Shaded RPD values defaulted b 20% standaM due to OC rompfice8ma.a8 samples pasffid Nrough a 2000um sieve prior to splitting.Underlined parameters are calculated SSC defined as sum of SSC (>200o.um)and SSC(¢000-um);Coarse Solids defmad as>2000-um:Sand dafined in 5ehimen 2000-um and 50wm:SM defined as SSC(,20W-um)calculated using estimated volume of sample used for compoe m(visual a nmaie of actual aliquot volume)and mass of material retained by the.2000-um save;mineral traction determined through suormcmin of volonle from total nesue. General • Site: Manasquan Savings Bank,(31378),Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ft2 sedment storage capacity,design 1.6 cis) t Event Date: 06/04108 Date of Last Maintenance: 04115108 Antecedent Conditions: 69 hours since last rain event,0.17' Hydrology Total Precipitation(in): - -0.85 Peak Flow(gpm): 339(47%of design) Total Runoff Volume(gal): 24003 Val.Coverage(nearest 10%): >90% Event Hydrograpb F' 'Effluent O + Sample Set Taken^^""°`^T$%at devgn�Preapna5on 1060 O.DO UUJ ' am DAD a36 664 0.20 792 1 D 3D 720 c E 64g 0.40 E 576 DSD - 504 C 9 432 am a 360 a` ' 0.70 2$8 216 0 o 444 ;r • D.gO g 613*6 6r3/06 61M06 6t4A6 SAM 6970 SAME 64A6 64108 614me 6!4106 614106 ShU01l M '22,00 2390 0.90 t% 100 390 4:00 500 6:00 7:00 6 tR1 1:00 10:00 Time(oafs hh:mm) Analytical ' Parameter Concentrations(mg/L) .` ' ..Discrete Retnovat Number at A5quots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency fit 22(11-L) Coarse Material(minerall No ND 0.1 undeterminable EPF:22(11-L) -Saud(minem0 102 ND 0.6 94% ' Sin rminera0 2.8 5.9 0.6 �. release SSC 27.7 105 0b 5.7% 62% TVSS 14.7 7.4 Ob 112M 50% SSC(-20DO-um) 0.8 0.5 0.1 5.7% 25% ' SSC(<2000-um) 26.9 9.9 0.6 5.7% 63% SSC(<500-um) 17.4 5.3 Ob 5.7% 70% l SSC(<50-um) 6.0 7.3 0.6 5.7% release i TVSS(>20W-um) 0.8 0.6 0.1 25% TVSS(<2000-um) 13.9 6.8 0.6 51% TVSS(<500-um) Be 3.4 Ob 62% TVSS t<504um) 3.2 1.4 0.6 M 56% TSS(SM) 24.3 9-0 2.5 22.6% 63% TSS(EPA) 23.3 7.7 2.5 6.4% 67% Peak son end total mnoff'votume based on emuent,Om measurements, Shaded RPD"tun defaulted-to 20%'stendard due m OC com inbons.AD samples passed through a 20tai m slave prior M seining.UMadined parameter;are Calculated: SSC debned as sum at sac t>2300.um)and SSC i<2aD0 um1:coarse Sods defined as>2001-un;Sand defined as between 200Ium and 5D-um;Sth dented as<50+ SSC(>200hum)caltumned ustrry esOmrted volume of samga used for Ccmpone(viwm estimate of somal aliquot volume)and mass of mehuel retained by the 2DDD-um sieve;mineral traction detenninedthrough subuacbon of volatile tmm total results. 51 General Inf Site: • • 'Manasquan Savings Bank (31378),Point Pleasant,NJ ' System Description: CDS PMSU20_25HE(40.5 f?sediment storage capacity,design 1.6 c€s) Event Date: 06/14108 t Date of Last Maintenance: 04715/08 Antecedent Conditions: 228 hours since last rain event,1.55' Total Precipitation(in): 0.57 Peak Flow(gpm): 436(61%of design) ' Total Runoff Volume(gat): 13560 Vol.Coverage(nearest 10%): >90% Event Hydrograph E6Wetd 0 + Sampk Sm Taken`=""�75%of design�Recipdation 1440 090 1368 ' i 1196 0.10 IZ24 1152 920 1080 , 1006 OJO 936 E 864 0.40 .+ 792 _2 ga 720 am ., O 648 a 9 576 Ob0 > 504 n` 432 0,79 360 288 t 0.80 216 144 r4 • 0.90 , 0 dF'Fi}M tel'.+ + 1.00 6114108 6/14Na 6114!08 6/14108 6114f08 611410 6n4rtie 6n4108 6r15108 6115/08 6115108 SM5108 6r15A18 16:00 17:00 1800 1990 20:00 ?m 2200 23:00 090 100 200 3:00 490 Sime idea,hh:mm) Parameter Concentrations(MA,) Discrete Removal Number of Aliquots: Innuerd EMC Effluent EMC MRL Dup.RPD Efficiency ' IN:14(7000-mL) Coarse Sobs(minerall 2.30 0.40 0.183%? 83% EFF:14(7000-mL) Sand(mineral) 3145 17.1 1.1 _ 95% ' SN im"meral) 86.5 20.4 1.1 76% SSC 710.7 74.7 1A 6.9% 89% TVSS 307.4 36.8 1.1 C .- 68% SSC('2000-um) 252 4.4 0.1 6.9% 83% SSC(QODD-um) 685.5 70.3 1.1 6.9% 90% SSC(<500-UN 508.6 41.6 1.1 6.9% 92% SSC(c50atm) 125.1 32.8 1.1 6.9% 74% TVSS(>20DD-um) 22.9 4.0 O183% TVSS(<200D-um) 2845 32.8 tt FORS-11MI66% ' TVSS(600.um) 207.6 18.0 11 91% TVSS'(<5D-um)_____ 38.6 124 11 68% -- - TSS(SM) 718:0 84A` 20A T:1W- BB% TSS(EPA) 658.0 51.0 20.0 3.0% 92%. Peak pow and total runoff voiame based an effluent flow measuremems. Shaded RPD values Waulted ro 20% standam due to OC� wmpbcatons.Al samples passed through a 2000-um sieve prior to spiit5ng.Underimed.parumeuns ate calculated SSC defined es sum of SSC (>2000-umJ and SSC(Q000-umk Coarse ScUds defined as'2000-urn,Sand defined as between 2000-um and 50�um;Sot defined as<50.um, SSC(>200D4um)calculated using estimated volume of sample used 1w cempusite(ftual asfimate of actual a8quo(volume)and mass of material ' tetamed by the.20,00-tan sieve;minerte traction determined mrouph weve tion of volaHfe from telae mw0s. A ' SII 52 ' ' Site:Information- - Manasquan Savings Bank(31378),Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft`sediment storage capacity,design 1.6 cfs) Event Date: '06115108 t Date of Last Maintenance: 04115/08 Antecedent Conditions: 12 hours since last rain event,0.57' Hydrology Total Precipitation(in). T _0.92 ' Peak Flow(gpm): 743(103%of design) Total Runoff Volume(gal): 15465 Vol.Coverage(nearest 101/6): >90% ' - Evert Hydrograph EOWedQ + Sample Set Taken x'76%dtlesign�predpitatipn Isle O.W ' 368 1206 0.10 1224 1152 020 1059 ' 1908 0-30 ._ 936 c E 86-0 0.40 E 792 E m 7m 9sn o 648- S76- ae 576 r Ds9 509 n 492 0.79 36D 288 0.80 216 ' 144 0.90 t 4 + g 1.90 6rlsme Bn5Rt8 Wisma 6r1SIW 6115108 .SI15f08 611 SUS WlW8 6115/08 anslas, en5IW 10:00 1190. 12:W 13:00 14:00 15:00 16:.W 17.40 18:00 i9:W 2090 ' Mine(date M.-mol ' Parameter - Cm Concentrations(mglL) Discrete Reoval Numberol Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency M:9(4500-mL) Coarse Solids tminerah 2.3 ND 0.1 96% EFF:9(450D-mt) Send(minerdll 117.1 24.3 1.1 mss; 79% ' Silt fmiriera0 524 7.7 1.1 85% SSC. 299.5 55.9 1.1 10.0% 81% TVSS - 127.7 23.9 1.1 t 81% SSC(>20ao-um) 11.0 ND 0.1 10.0% 99% ' SSC(<200(1-um) 288.5 55.9 1.1 10.0% 81% SSC(<500-urn) 241-0 29.5 1.1 10.0% 88% SSC(<50-um) 726 11.8 1.1 10.0% 84% TVSS(>2000.1atl) 87 ND 0.1 99% ' TVSS(<21304um) 119 23.9 1.1 80% TVSS(<WD-um) 91.8 10.7 1.1 88% TVSS(<50-um) 202 4.1 1.1 IN 80% TSS ISM) 304.0 40.0 10.0 1.1% 87% ' TSS(EPA) 298.0 37.0 10.0 3.0% - 88% 'Peak flow and total mroft vdume based On'eMuem fiow measurements, Shaded RPD vahces desaufted to 20% standard due to 4C oomph a opa.A8 ssmpies passed through a 200D-um sieve prier to spOtfingunderlined parameters are calculated SSC defined as sum of SSC (>2W9-um)end ssc fc=o-um):Coarse Solids dallied as>2oW um;Sand mired as between 2MD•nm and Strum:Solt Wined as<51m , SSC(>2000-um)cal Wd d using estimated volume of sample used toroamposte(visual es5mafe of adual aliquot vofuma)and ones of material retained by the 2 urs sieve:mineral(rection tlNermined thmu0h substudion of volatile from total issues, 53 General Site:Information Manasquan Savings Bank,(31378),Point Pleasant, NJ ' System Description, CDS PMSU20_25HE(40.5 ft7 sediment storage capacity,design 1.6 cfs) Event Date: 07105= ' Date of Last Maintenance: 04/15(08 Antecedent Conditions: . 89:6 hours since last rain event,0.06" TotalPrecipitation(in): 0.92 1 Peak Flow(gpm): 363(51%of design) Total Runoff Volume(gat): 24748 Vol.Coverage(nearest 10%): >90% - Event Hydrogmaph " Eflluam Q + Sample Sea Taken"®""'"`759b of d �Are[iptauon 720 Q.DO b4E 0.10 576 0 20 `t4 eD.30 ' F 432 DRQ -cam n 366 0.50 a ' O � o 286 f. m 0.60 � 216 0.70 ' 44 0.00 72 DSD ' d 1.00 7146E 715105 7/5108 715708 715!09 76106 7tSIDe 715M6 Mrs 7150E 7f510E 7/586 76M8 nroD 0.00 2:DQ 4:DD em am 10:00 12.00 14:QD 16= lam 2000 22--OD Time 4dam nemm) Parameter Concentrations(mglL) Discrete emoval ' Numberol'Afquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:8(4000.mL) Coarse Sods(mineral) NO ND 0.1 25 undeterminable EFF: (4000-rrnt.) Sand(minetan 95 13.9 14 C>' 85% Sift(mmendi 37.0 4.1 1.4 "7 89% t SSC 241.9 30.3 1A 4.1% 87% TVSS 109 12_2 1A J _. 89% SSC(12U06vm) 3.9 0.38 0.1 4.1% 90% SSC(<2000-um) 238 29.9 14 4.1% 87% SSC(<5D0-um) 158 13-6 1.4 4.1% 91% SSC( 50-um) 524 6.8 1A 4.1% 87% TVSS(>2DD0.um) 3.5 0.3 01 vqgz 91% TVSS(<20D0-um) 106 11.9 1.4 89% ' TVSS(<506-um) 58.3 5.3 14 . 89% TVSS(<50-um) 15.4 27 1.4 :-amu 82% . - TSS(SM) - '-277-�-75:0__'-5.0_ TSS(EPA) 232 25-k 5.0 3AWo, _ 89% Peek Dow and tool runoff valume based on effluent flow measummehts. Shaded RPD values defaulted to 20% standard due w oc campli®Curls.A6 samples passed through a 2DW-um sieve Prue,to spitting.Undamped parameters are calculated SSC darned as sum of SSC 020DD-um)and SSC(<2000-um);Coarse Solids defined as>2000 um;Sand refired as between 20W-um and 51)u :Silt dermed m<S0 a2., SSC(>20Q m)catcuwak using estimated volume of sample used for coniposte tvisual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve:mineral fracture determined through subtradfum of"oasts from total recuts. 54 ' General Site:'Information "" Manasquan Savings Sank,(31378),Point Pleasant,NJ " System Description: CDS PMSU20_25HE(40.5 sediment storage capacity,design 1.6 cfs) ' Event Date: 07/24108 Date of Last Maintenance: 04/15108 Antecedent Condl9orm: 84.8 hours since last rain event,0.24' s Total Precipitation fin): -- 1.14. - -_ ' Peak.Flow(gpm): 620(86%of design) Total Runoff Volume(gal): 28963 Vol.Coverage(nearest 109/6): >90% . Event Hydmgmph £f&renl O + Sarrwle Set Taken s`""Oi"`75%of �Prec "an Tn 0.00 646 0.10 1 576 t a 504 030 c 432 y DAD m --3W 4 0.50 a - o zae Oso _ a` ' 216 d 0.70 144 r am rr r 72 r � 1100 4-1 +' + + + p IeD 724108 7124/08 724108 7241D8 7124106 724108 71248 MAIMS 7124818 724M 72W08 724818 7(14fDa 091) 190 200 3700 4:00 590 6.'00 7:00 89D 900 10.-00 Mod 1200 ' z - T1me(date hh:mml, •.. , ' Parameter Concentrations(mg&) Discrete Removal Number of Afiquots: Influent EMC E}8uent EMC MRL Dup.RPD Efficiency IN:5(2500-mL) Coarse Solids(mineral! 0.0 191 02release EFF:5(2500-mL) Sand(mineral 220.1 0.0 2.5 M,, 1 OD% ' Silt fmtnera0 50.8 0.0 2.5 100% SSC 500 49.7 2.5 1.3% 90% TVSS 229 49 1.4 MffM 79% SSC(>20MM) 8.6 6.71 02 1.3% 22% SSC(<2000-um) 491.1 43.0 2.5 1.3% 91% SSC(<500-um) 2562 242 2,5 1.3% 91% SSC(<50.um) 74.4 9.4 2.5 1.3% 87% TVSS(>2000-um) 8.6 5.7 02 34% TVSS(0000-um) 2202 439 2S 8D% TVSS(<500-um) 105.4 242 2,5 ' 77% TVSS(<50-um) , .Z3.6 9.4 2.5 50% TSS(SM)- 456 7 46.0 5.0 23% �90% TSS(EPA) 4279 43.3 6.7 6.6% 90% ' Peak flow and total rurw8 volume based on effluent Bow measurement. Shaded RPD values defauhad t 20%standard due In OC complmations.AN samples messed Through a 200D-um sieve prior to splitting.Undedined parameters ere cWodated SSG defined as sum of SSC (>2000-um)and SSC{<00O-MI,Coarse Sohl defined as>21Y0D-um;Sand defrost as between 21300-um and 50um,Sift de0rred as<50-um; ' SSC(>2000-um)catadffied usmg estimated volume of sample used for mmposde(visual adman,of acdual aliquot volume)a4/mass of material retained by the 2000-um svwe;mineral fraction determined through subtraction of volaWe from total resuhs. 1 55 General Site:Information Manasquan Savings Bank(31378), Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 ft'sediment storage capacity,.design 1.6 cis) Event Date: 08/14/08 Date of Lasf Maintenance: 04115108 _ .1 Antecedent Conditions: - 14.8 hours since last rain event,0.98' Total Precipitation(in): 0.85 ' Peak Flow(gpm): 349(49%of design) Total Runoff Volume(gal): 19781 Vol.Coverage(nearest 100/6): 90 £vent Hydrolimph • Ealuent0 + Sm,ple SiTatan '^T=>5%cif eanign�PretlphaNan T20 AW 648 00 , 5 8 0.20 SM .srsax-.ra. � �mca'rcrrm. -xs. A20 E y` m 36A A50 a 0 Vol AB6 y 216 A d AII ; 0m ' 72 1 use 0 1.00 8'1408 8'1408 014.08 8.14/09 m4ao8 encm &Tama anaroe 6'16,09 anWW an5r08 L1Sm9 w1S08 ' 15.M 169,0 11:0' 1800 1800 2000 21= 2290 2 w 0M lYG ±M 3M T+me{ex.neon.) Parameter Concentrations(mq&) Discrete Removal Number WA)iquots: Influent EMC EtWenlEMC MRL Dup.RPD Efficiency IN:6(3D00-ML) Coarse cm,ae(m,a n 15L ND 02 99% ' EFF:6(3000-mL) cP^^(^-ten 260.8 21.0 1.6 92% - cia�f�n - 46.8 8.1 1.6 83% SSC 598.0 425 1.6 10.0% 93% T/cC 274.8 13.4 1.6 - 95% SSC(120D0-um) 552 NO 02 10.0% 100% ' SSC(42000-um) 542.8 42.3 1.6 10.0% 92% SSC(<s00-um) 2712 31S 1.6 10.0% . 88% SSC(<5"Mll 50.0 142 1.6 '10.0% 72% TVSS(>20W0 um) 39.6 ND 0299% ' TVSS(<2DOD-um) 2352 13.2 - 1.6 94% TVSS(<50D-um) INA 11.6 15 �_fir 88% TVSS(<50-um) 32 6.1 1 release TSS(SNS 657,0 48.0 4.0 4.1% 93% TSS(EPA) 468.5 41.0 4.0 16.9% 91% .._ Peak gow and! mfal mwff volume based on effluent How measurements.-Shared RPD values defaulted m 20% standard due a 4C complications.AU samples passed ttoougb a 2000- m sieve prior to spildin9.Underlined parameters are calculated SSL defined as sum of SSC ' (>2000. m)and SSC(c2000-um);Coarse Solids tlefined as>20013-um:-Sand defined as belmeen 200Datm and 5I1-ttm:SUt defined as< en: SSC{>200bum)calculated using estimated volume 01 sample Used for composite(visual estimate o1 actual aliquot volume)and mass of malerimi retained by the 2000 um sieve;mmerd fraction determined thmugh subtraction of volatile from uses msags. i 56 ' General Site" Manasquan Savings Bank,(31378),Point Pleasant NJ - + System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 c€s) -Event Date: 09125!08 ' Date of Last Maifitenance: 04/15/08 Antecedent Conditions: 304 hours since last rain event,0.68' H-ydrology Total Precipitation(in}: 3.20' - - - ' Peak Flow(gpm): 619(86%of design) - Total Runoff Volume(gal): 65868 Vol.Coverage(nearest 10%): >90 M event Hydrograph -rnberto + samWasmram� =�*r5x wee.mn�artdcibuu. rm am sae am ' I sn am SM n� 7 4E ' aAb E 1 p . n • o am 4 'r r' •r. 215 a]0 41•••f - 1• .7 1aa „ am CM p 1.DD azem D.n:Jas SR5se, 9MC& 9/£W8 RA:51 0'9pma, arffi08 9,3e08 e/ffiID9 Salem 9R9pa s_-0511a 1?ap 14130 tam 14110 2C,M ]210 Dae 2:W Call em ant 10% 12:W ' - Tnoe(detetfia� ' Parameter Concentrabons(mg/L) - Disoete Removal Number ofAhquots: Ingue . n EMC Effluent EMC MRL Dup.RPD Efficiency Coarse IN:21 (105OD-mL) Solids(mineral) 815 NO 0.1 n_ 100% EFF:21 (10500-m L) Sand(mineral) 6071 1015 1.0 100% ` Silt(mineral) 11.8. . 22 10 75% SSC 6995 2215 10 100% TVSS 97.4 92 10 t°"'- 91% SSC(>200D-um) 845 NO 0.1 1o0% 1 SSC(<2000-um) 6150 2215 1.0 3 100% SSC(<5w-um) 2558 9.1 '1.0 100% SSC(<50-um) 162 4.7 1.0 'fit�_. 71% TV-1,%>2000-urn) 30.2 NO 0.1 100% TVSS(<20D0-um) 672 9.1 1.0 ° 86% TVSS(<500-um) 25.0 3.6 to 86% TVSS(<50-um) 4.4 1.8 1.0 ..�.. 59% TSS(SM 2259 13.8 5.0 14,5% 99% TSS{EPA) 2075 ,12.7 5D 2.4% 99% Peak 0. amt!dal rumfl vdume based on eM mM flow measuremems. 'Shaded RPO values damin ed to 2D%atandatd rue w OC camprcatiols..Al)samples passed through a 2000-um sieve prior w r#bng.Underlined pa metem are calculated SSC deleted m sum d SSC (12000erm)and SSC('2000-uml:Course Solids defidred as 12000-um;Sand mused as between 2DW-um and 50-um;Sin Mined as<50- m: ' SSC(12000-um)caleulafed usual estimated vdume of sample used for ewnposim(visual es4mate of passel aliquot volume)and mass of material retained by the.20D0-um sere:mineral Implies desurn ed through iamma tion of volatile from trial helium R 1 57 General Information Site: - Manasquan Savings Bank,(31378),Point Pleasant,NJ _ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 11/15108 ' Date cif Last Maintenance: 04/15108 Antecedent Conditions: - 33 hours since last rain event,0.57` Total Precipitation(in): 0.97 ' Peak Flow(gpm): -- 145(20%of design) Total Runoff Volume(gat): 15806 Vol.Coverage(nearest 10%): >90% _ Event Hydrograph Effluent G! + Sample SetTaken '='�75%a}design�Preclphaiion� 720 0.00 64b 0.10 ' 576 020 - •'�--_gin- -.ri.n n,�,.�..x.�..re� -r:.�..._ __ ' 504 0.30 432 0,40 a -- - m 360 0,50 m O n 288 Oso 0 216 0.70 ' 44 , 0.80 i 4 72 y '" OaO , L ' 0 1.00 ' 11115108 11115108 1/115108 11/15!08 1111508 11115!08 11115106 11/15108 it/i5100 11115100 11115108 it/i0N8 11156708 . 3:00 590 7:00 9.00 flat 13:00 15:00 17:00 1900 217.00 23:00 190 JAR ' Tme(does t111xnrrd Parameter Concentrations(mg/L) Discrete Removal ' Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency - IN:10(5000-mL) CDarne Rnt d<rrn,.n 16.9 ND 0.1 99% EFF:10(5000-ML) Rsnn(Sonannn 20.9 5.1 1.0 - _ 76% ' Sift-uolgaran 62 5.7 1.0 undeterminable SSC 113 21.8 1.0 27.7% 81% I1LSS 69.0 11.0 1.0 Uffim 84% SSC(>20D0-11m) 41.1 ND OA 27.7% 100% ' SSC(-*000-um) 71.9 21.7 1.0 27.7% 70% SSC(<50D�um) 21.4 9.3 1.0 27.7% 57% SSC(<50-um) 11.5 72 1.0 27.7% 38% TVSS(>2000-urn) 242 0.1 0.1tOD% TVSS(<2()00-um) 44.8 10.9 22all - TSS 75% TVSS(<500-um) 10.3 4.8 21 53% TVSS(550-um)__.. -5.4 -7.5_- -1.0(SM) 755251 __ _. 5.0 5.7% - 67% .. TSS(EPA) 46.6 17.0 5.0 9.0% 64% Peak flaw mrd total rurmfl volume based on et0uera flow meawtemems. shaded RPD values defaulted to 226 standmd due to OC comps hurohs.N samples passed through a 2000-um sieve prior w sp*UD9.Undedmed paremeters are calculated SSC defined as wm of SSC (>2000um1 and SSC(QODO.um);Coarse Snlis darned as>20o0-um:Sand dnrned e5 between 2000-um end SOum;SIH defnw as<50-um; ' SSC(>2000-um)calcuh led using estimated volume of sample used for oomposhe(visual es9mate of actual aliquot v ume)and mass or mmenst retained by t4/2000-um sieve;mineral fraction detemuned through wbuachon of Wave from total rewOs. 58 ._ , General information Site: Manasquan Savings Bank,(31378);Point Pleasant,NJ System Description: CDS PMSU20_25HE(40.5 f?sediment storage capacity,design 1.6.ds) Event Date. 11125/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 212 hours since last rain event,0.53' a • •s Total Precipitation(in): 0:97" Peak Flow(gpm): 57(8%of design) Total Runoff Volume(gat): 11707 Vol.Coverage(nearest 10%): >90% Event Hydrograph ' E'flluento + Smmk Set Taken 7596Ndesign�Pravprtaaon 7� 0.00 ' 64g O.tO sn oxo 504 .x_.. . 0.30 ' 432 cm c 360 tr50 Y O K 286 0.60 0. 216 0.70 ' 144 0.80 0 1.00 1uMii It2sMe.-DO 1125108200 11125816400 1125106600 11251088700 lire08 1125l06 tif15106 22110 10:00 1200 1400 ' nine(rude hhmrcn) ' - Concetdraborls(mo/L1 Discrete Removal ^ . NumberofAliquots: Parameter Influent EMC EMluerlt EMC MRL Dup.RPD Efficienw M.8(4000-my coarse s^6n<ice=^ 26 NO 0.1 %% EFF:a(40O0-ML) c�en pin - 15.3 NO 1.491% cm nnin�ren �.NO NO 1.4 undeterminable . SSC 38.9 38 1.4 8.5% 9D% SSS 21.0 29 1.4 86% SSC(>2000-um) 142 NO DA 8.5% 99% ' SSC(<ZD00-um) 24.7 3.7 1.4 8.5% 85% SSC(<50D-Um) 92 NO 1.4 8.5% 85% SSC.(<50-um) NO NO 1.4 8.5% undetemunable TVSS(>2000-tun) 11.6 NO 0.1M 99% TVSS(<MD-um) 9.4 28 1.4 70% sigmg TVSS(<900-wn) 5A NO 1.4 72% TVSS(<50-UM) 1.4 NO 1.4undeterminable TSS(Sw 29.4 25 2.5 91% ' TSS(EPA) 20.5 NO 25 88% Peak flew end total rtfnofl 1aume based on efhuar flow measuremeNs, Shaded RPD velum Eefruled to 2D%stamlerd due to OC' cenlplirations.NI semges passedthrough a ZOmI-um sieve gator to spitting.Ututadinetl pammaters.are celeulate2.SSC defined as rum of SSC (>2od0-um)and SSC(<MDO-um):Coarse Solids defined as>ZDDD- Send defined as between 2MG0 m and 50 um SOT defined as<50-um: ' SSC(>200D um)calculated using ee6meled volume of sample used for mmPosi[e(visual esrrtnste of aswel aliquot volume)end mass of material retained by the 2000-um sieve;miners frarlim detemnned through sutarecson of voi3ble form hotel results. ' 59 1 General Information Site: Manasquan Savings Bank,(31378),Point Pleasant,NJ System Descdption' CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 CIS) Event Date: - 11/30708 ' Date of Last Maintenance: 04/15108 _ Antecedent Conditions: - 14 days since last rain event,0.97' a4 Total Precipitation(in): 1.46 - Peak Flow(gpm): 158(22%of design) Total Runoff Volume(gal): 24187 Vol.Coverage(nearest 10%): >90% Event Hydmgmph - Effluent0 + Sample Sec Taken�LL'�=75%at design ?reaplWmn 720 0.00 s4a ata 576 020 030 ' 432 OAO ' c E o m 380 0.50 m , O u 266 0&0 a` 216 0.70 ' 144 0.80 � t 72 , .. � 0.90 ' 0 1.00 11=108 1113MOB 11130108 11130/08 11130106 11/30108 11130ma 11130108 113010E 12!5108 1211168 lWitra 1211108 8:00 8:00 MOO 12-00 147OD 18:00 18.00 2090 22:00 0.00 2'00 COO 6700 Time(date ishan) ' Parameter Concentrations(mgJQ Discrete Removal Number of Aliquots: influent EMC Effluent EMC MRL Dup.RPD Efficiency IN: 14(7000-mL) Coarse SofMs(mineral) ND NO 0.1 "' undeterminable EFF: 14(7000-mL) Send fmirterah 170-1 7.0 1.4 96% Sit Iminemn 40.6 2.4 1.4 94% SSC 381.8 15.7 1.4 11.1% 98% TVSS 171.1 6.3 1.4 96% SSC(-2000-um) 25.5 ND 0.1 11.1% 100% SSC(<2000-um) 356.3 15.6 1.4 11.1% 96% ' SM(e500-um) 178.6 7.6 1.4 11.1% 96% SSC(<5D-um) 56.1 5.1 1.4 11.1% 91% TVSS(>200D-um) 25.5 ND 0.1 100% TVSS(e2000-um) 145.6 62 1.4 96% TVSS(<500-um) 66.5 4.4 1A 93% TVSS(c5o-um) 15.5 27 14 � 8396 TSS-(SM)__ .-_-._.__519.0 -- 16.6 _ 10.0 ". .:.t a: .. . _-.97% -- TSS(EPA) TSS(EPA) 3480 16.7 10.0 096 95% Peak flow and tatal rumif volume based on effluent how measuramems. Shaded RPD vatues deteuded In 20%standard due to OC compliraGons.AA samoes passed through a 2000-um sieve prior to spitting.Undemned parameters are calraletart SSC darned as sum of sac (v2DO0-um)and SSC(<2000-um);Come Solids refined as>2000-um;Sand Mined as between 2000-um and 50.um;Sitt defined as<50-um: SSC P2000-um)c Iculeted using estimated volume of sample used for composite(visual estimme of A=W aliquot volume)and mass of material ' retained by the 2000wm sieve,mineral fraction determined through subuacum of vetm6e tram total resul6. 60 r ' VORTECHS 11000 DESIGN NOTES .s 18-0'[4877 mm) — - _ ------ —— VORTECHS 11000 RATED TREATMENT CAPACITY IS 17.5 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. ALUMINUM SWIRL - THE STANDARD NLETT/OUTLET CONFIGURATION IS SHOWN_FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH- ' CHAMBER CONSTRUCTION PRODUCTS REPRESENTATIVE. www.cwtachES.mm A 1 SITE SPECIFIC ' E DATA REQUIREMENTS m 0 STRUCTURE ID WATER QUALITY FLOW RATE(CFS) t - PEAK FLOW RATE(CFS) RETURN PERIOD OF PEAK FLOW(YRS) CONTECB' o PIPE DATA: I.E. MATERIAL DIAMETER FLOW _ INLET PIPE i s� s INLET PIPE 2 1 �mEnnxc�u� two-.. OUTLET PIPE RIM ELEVATION BAFFLEWALL FLOW CONTROL WA!L ANTI-FLOTATION BALLAST WIDTH HEIGHT ' SECTION B-B FRAME AND COVER NOTESISPECIALREQUIREMENTS: (DIAMETER VARIES) N.T.S. CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE PER ENGINEER OF RECORD FINISHED GRADE GRADE RING/RISER TOP AND SIDES SEALED TO _ VAULT GENERAL NOTES 1, CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. o WEIR AND ORIFICE PLATES 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. ' o - 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR --- L_____________ --- B OONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE www.ConteohES.c E 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO EINLET PIPE -rte' CONFIRM ACTUAL GROUNDWATER ELEVATION. r5 E OUTLET 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY ag y PIPE TO THE SWIRL CHAMBER DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. ' o _ T. OUTLET PIPES)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE z " OF THE VAULT, N o INSTALLATION NOTES ' PERMANENT A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. POOL ELEV. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE g SECTION A-A VORTSENTRY HS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). ' C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT 15 SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. l o EWGI E CONTECH VORTECHS 11000 g 1V 10- www.CoMechrs. ' o �e KK= � ���« 9&25 Ca 4e PaHeO-SL*e400. WeStChe$W,DH4SW9 STANDARD DETAIL V W,SHR:ST-AI]:�1.�{V FWOQ1DREMH 90&-338-1 122 51364 7" 513545.7893 FAX FOR INFORMATIONAL PURPOSES ONLY ' NOT INTENDED ASA CONSTRUCTION DOCUMENT -BYPASS AND JUNCTION STRUCTURES MAY OR MAY NOT BE SUPPLIED BY CONTECH- 1 ' BYPASS OR STORMGATE JUNCTION MANHOLE MANHOLE ' BYPASS _ TO OUTFALL BYPASS WEIR LENGTH AND ' CREST ELEVATION TO BE w DETERMINED BY CONTECH Z w ENGINEERED SOLUTIONS LLC ! �w I* 9� w a: ' ALT OUT TO OUTFALL 1 ' VORTECHS SYSTEM I p 3 G ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO 5 SITE SPECIFIC CONSIDERATIONS VVortechs° la8M�C11L6m4Y XEflW6C1£J'WiN�i¢IDMMG i ' � m.amw Nmwmsuw n...wemm.Kue�eoaa.mmmvaaomara..wX+w.nwwXarMmifi[awrwmcewuaut('mu.etT�mwenmMne-e uswrtuamtmvf.uaq�wemmmrienR'w.,eaevxn.Mw�ve�mmmm �1 MN,yin..buwHnew.a..wa.P++eb.msCmYeNrv6d/adumu0'�4Mbmiwfwa�IWavnua pp X®w-W amaw bvaN/l imvem Ra•akdWrTwgeEo6®OmLtl Wemamn..wamvHanabwmknnW�M1tiveLvemew mtMnuYdbMiS rmWMIYNiswaumnC¢adeT Cwwfn Mfmm WYbMGs1Yw MHmMWrt. > 'omrdbwivaar'nbmb�epNKAm� C NTECH' ' Q TYPICAL BYPASS LAYOUT 4 ENGINEERED SOLUTIONS LLC wWw.CantaohES.wVORTECHSO STORMWATER TREATMENT SYSTEM y chES=m m 8 200 Enterprise Drive, ScarbarougT, ME 04074 ' a 877.80 4mm 207$B54IB30 207$8549!15 FAX OATE:M3 I SCALE:NONE PROJECT No_TYPnZBPL.O SEO.No_ NJA I ORAWN:SCF I CHECKEh.NDG ' CDS2025-5-C DESIGN NOTES CD52o25_5-C RATED TREATMENT CAPACITY 6S 32 CFs,OR PER LOCAL REGULATIONS. ' FIBERGLASS SEPARATION CYLINDER CENTER OF CDS STRUCTURE, THE STANDARD CD52025-5C CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME AND INLET SCREEN AND SUMP OPENING CONFIGURATIONS MAY BE COMBINED TO SUR SITE REQUIREMENTS. CONFIGURATION DESCRIPTION ' A ; ,tj GRATED INLET ONLY(NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY(NO INLET PIPE) ' FLOW — ' — j `�'^` CURB INLET WITH INLET PIPE OR PIPES i I SEPARATE OIL BAFFLE(SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) SEDIMENT WEIR FOR NJDEP/NJCAT CONFORMING UNITS ' TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) PVC HYDRAULIC 60'[1524)I.D. SHEAR PLATE MANHOLE STRUCTURE MAX star star SITE SPECIFIC " rs DATA REQUIREMENTS r h PLAN VIEW B-B N.T.S. STRUCTURED WATER QUALITY FLOW RATE(CFS OR US) ' CONTRACTOR TO GROUT TO PEAK FLOW RATE(CFS OR Us) . FINISHED GRADE ST 'a RETURN PERIOD OF PEAK FLOW(YRS) GRADE � SCREEN APERTURE(2400 OR 4700) ' N RWGStRISERS PIPE DATA IE MATERIAL DIAMETER m FIBERGLASS OhSformW aces`o INLET PIPE2 ' SEPARATIONCYLINDER ' 3 AND INLET OUTLET PIPE . RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH HEIGHT B INLET PIPE _ j B _ FRAME AND COVER (MULTIPLE INLET PIPES MAY OUTLET PIPE (DIAMETER N DTEi/SPECIAL REQUIREMENTS. o BE ACCOMMODATED) I 4 --- ' s --- N.T.S. PER ENGINEER OF REGARD a 0 a PERMANENT POOL ELEV. { GENERAL NOTES . o _ OIL BAF N N 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. w SKIRT 2. DIMENSIONS MARKED WITH O ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. x _ 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR CONTECH CONSTRUCTION w t PRODUCTS REPRESENTATIVE. www.mrR "mm > " . RODU echcpr. 4. CDs WATER QUALITY STRUCTURE SHALL 8E IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. I m � 1.13•[533] Fes— o - S. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET HS20(AASHTO M 3067 LOAD RATING,ASSUMING GROUNDWATER ELEVATION i m AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. U SEPARATION 6. PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER REMOVE AND REPLACE AS NECESSARY DURING K _ SCREMAINTENANCE Q m M CE CLEANING. AIN m I ya' T PVC HYDRAULIC i SHEAR PLATE INSTALLATION NOTES TIONS AND SHALL BE SPECIFIED SUB-BASE,'w 1. ANY S ASE BACKFILL DEPTH ANDIOR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDEf2A z �: �,.. BY ENGINEER OF RECORD. w SOLIDS STORAGE e 4 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO UFT AND SET THE COS MANHOLE STRUCTURE SUMP (LIFTING CLUTCHES PROVIDED). ELEVATION A-A 3. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS,AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE.INSTALL.AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 0 N.T.S. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNrr IS WATER TIGHT,HOLDING WATER TO FLOWUNE INVERT MINIMUM. R IS !( ' m SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. i z A �{ �lTCAE>® CDS2025-5-C .1111110 CONSTRUCTION PRODUCTS INC. INLINE CDS 9026Cxntre 400. OH 450M STANDARD DETAIL ti - 800-331Lt122 519-fi4S'!W� S73&1ST493 FAX 1 1 � 1 1 1 1 1 1 1 1 1 SII 1 1 1 Ali 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Location TreatrnentTrain,1 Outlet fo SoutYi Ftiyet Co iiul4 A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E �, Street $weeping; 0.10 1.00 0.10 0.90 `� Q O 0.00 0.900.00 0.90 0.00 0.90 0.00 0.90 E J. x U O Vvt � � t 0.00 0.90 0.00 0.90 Mo 0.90 0.00 0.90 Separate Form Needs 10% to be Completed for Total TSS Removal - Each Outlet or BMP Train Project Salem Plisse II Prepared By BrP ' ` *Equals remaining load from previous BMP (E) Date 2/20/2015 . ` s , which enters the BMP Note: This treatment train is a part of the existing upper collection system that outlets at the South River Conduit. This area is denoted with blue color and cross hatch on the treatment area figure. Location: Treatmeht Train'2.'--'Outli»t to 566thYR ver ConBult A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Sfreet sweeping 10% 0.10 1,00 0.10 0.90 ODeep Sump antl Hooded Catch' ; o "" a ein 0.25 0.90 0.23 0.68 E 0.00 0.68 0.00 0,68 V O F ^� 0.00 0.68 0.00 0.68 r� 0.00 0.68 0.00 0.68 Separate Form Needs 33% to be Completed for TEach Outlet or BMP Total TSS Removal Train Project. ' Salem PhSse II , " Prepared BY: "-7 ` ; 'Equals remaining load from previous BMP (E) Date2/20/2015 , a which enters the BMP Note: This treatment train is also apart of the upper collection system that outlets to the South River Conduit.. This area Is denoted with blue color and honeycomb hatch on the treatment area figure. . Location. TreattrleA- Train Ji- Foreat'Rlver.ParK�Outfall .� A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E W,eeltSweepfngi 10% 0.10 L00 0.10 0.90 > C +' (y 0 Grass Channel 0.50 0.90 0.45 0.45 t11 � i 0.00 0.45 0.00 0,45 _. p V0.00 0.45 1 0.00 0.45 0.00 0,45 0,00 0.45 Separate Form Needs 55% to be Completed for Total TSS Removal = Each Outlet or BMP Train Project .Sslem Phase It Prepared By, BTr? "Equals remaining load from previous BMP (E) Date. ZIOfZ015 which enters the BMP Note; This treatment train includes the area adjacent to Forest River Park that will flow through the proposed grassed channel and outlet Into Salem Harbor via a 2'x9' Box Culvert. This area is denoted on the treatment figure with green color and a triangle hatch. LOCatIOn: TreatmenP7ran 4 Forest River`perk Outfall A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E '•Street SWaepin8 10%'.= 0.10 1.00 0.10 0.90 M 0 peep SuMp aPtl.Hootletl Catch 0.26 0.90 0.23 0.68 - Proprietary Treatment Device `. 0.82 0.68 0.55 0.12 (� (a0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 Separate Form Needs to be Completed for 88% Each Outlet or BMP Total TSS Removal = Train Project. . .�, salam'Pn,sa ll Prepared By BTP .r 'Equals remaining load from previous BMP (E) Date 6/812015 ...tr, which enters the BMP Notes: 1) This treatment train includes the Lower Collection System that is directed to the proposed 4 million gallon storage tank. This runoff will be pumped to the proposed grassed channel at Forest River Park and outfall Into Salem Harbor via a 2'x10'box culvert. This area is denoted on the treatment figure with green color and a line hatch. 2) Removal rate for proprietary treatment device shown represents the Treatment Device(TD-1)with the lowest removal efficiency(Vortechnics 11000)of 82% predicted net load removal efficiency. Treatment Devices TD-2,TD-2 and TD-3 have predicted net load removal efficiencies of 88.8%, 91.1% and 90.8%, respectively. Therefore Total TSS Removal will be greater. 7rea"trri'ent Tralrs 5 FoYesf Rlv&r Park Raln Location: Garden , A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Street SWee p9=in , 0.10 1.00 0.10 0.90 �+ Rain Garden 0 .0�. ty 0.90 0.90 0.01 0.09 C1 0.00 0.09 0.00 0.09 Ny0i 0.00 0.09 0.00 0.09 r� 0.00 0.09 0.00 0.09 Separate Form Needs to be Completed for 91% " Each Outlet or BMP Total TSS Removal Train Project m SalePhasa�l, Prepared By. BTP ' 'Equals remaining load from previous BMP (E) Date BI812015 which enters the BMP Note: This treatment train includes the area adjacent to the pond at Forest River Park that will flow over land to the proposed rain garden and outlet Into the existing pond. a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 COMMITMENT & INTEGRITy 40 Sha;uck Road ;Suite 110 T 86,ry.702.531 i ' DRIVE RESULTS Andover,I§assachusetts 011810 T 0,78.557.8150 www.woodarocurran,com F 978.551.194 1 ' Operation& Maintenance Plans for Best Management Practices (BMP's) This Long-Term Stormwater Pollution Prevention Pian outlines measures that are essential to ' Ominimize potential adverse impacts on stormwater quality runoff from the following: Alb- Ah.— 44k Responsible Party: �WOODARD The party responsible for implementing this plan is: &CURRAN ' City of Salem Department of Public Works ' 120 Washington Street Salem, MA 01970 BMP 1:Deep Sump Catch Basin Regular maintenance is essential.Deep sump catch basins remain effective at removing pollutants only if they are cleaned out frequently.One study found that once 50%of the sump volume is filled,the catch basin is not able to retain additional sediments. ' Inspect or clean deep sump basins at least four times per year and at the end of the foliage and snow-removal seasons. Sediments must also be removed four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin.If handling runoff from land uses with higher potential pollutant loads or discharging runoff near or to a critical area,more frequent cleaning may be necessary. Clamshell buckets are typically used to remove sediment in Massachusetts.However,vacuum trucks are preferable, because they remove more trapped sediment and supernatant than clamshells. Vacuuming is also a speedier process and is less likely to snap the cast iron hood within the deep sump catch basin.Always consider the safety of the staff cleaning deep sump catch basins. Cleaning a deep ' sump catch basin within a road with active traffic or even within a parking lot is dangerous,and a police detail may be necessary to safeguard workers. ' In the absence of evidence of contamination,catch basin cleanings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste,without any prior approval by MassDEP. However,some landfills require catch basin cleanings to be tested before they are accepted. `Actmrty .., .p ' �' , ,Frequency t* Inspect units Four times per year Ciean�nrts z " m1 Fourtirespergearorwheneverthedepfh- ' y of deposits'is greater than of equal tonne, L} `hal#theepth-froririebottoMoftheinvert � G „1aaF " ...',, .?.„ Of the'loweSt pipe IR She basin., 11I 1 BMP 2: Grassed Channel (Biofilter Swale) 1 Mowing: Set the mower blades no lower than 3 to 4 inches above the ground. Do not mow beneath the depth of the design flow during the storm associated'with the water quality event 1 —04 (e.g., ifthe design flow is no more than 4 inches, do not cut the grass shorter than 4 inches). A20- OREM Mow on an as-needed basis during the growing season so that the grass heig ht does not exceed 6 inches. WOODARD &CURRANInspection: Inspect semi-annually the first year, and at least once a year thereafter. Inspect the grass for growth and the side slopes for signs of erosion and formation of rills and gullies. 1 Plant an alternative grass species if the original grass cover is not successfully established. If grass growth is impaired by winter road salt or other deicer use,re-establish the grass in the spring. 1 Trash/Dehris Removal, Remove accumulated trash and debris priorto mowing. Sediment Removal:Check on a yearly basis and clean as needed. Use hand methods(i.e.,a person with a shovel)when cleaning to minimize disturbance to vegetation and underlying soils. Sediment build-up in the grass channel reduces its capacity to treat and convey the water quality 1 event,2-year and 10-year 24-hour storm. BMP 3:Bioretention Areas&Rain Gardens 1 Bioretenfiori Nfamtenaoce Schedulli'­ Activity rime of Year Frequency Ins ed 8reiiove.trash;• . � Yeai'round Monthl 1 Mulch Spring Annually Remove dead vegetation Fall or Spring Annually Replade&advegetatron Spnnga ` `5 * `` Annually 1 Prune Spring or Fail Annually h xr needed` ,;» Replace entire meds&ail LateSpnngieadp; As vegetation- Summer Paying careful attention to pretreatment and operation&maintenance can extend the life of the soil media BMP 4:Contech Proprietary Treatment Devices 1 Proprietary treatment devices are to be inspected and maintained in accordance with manufacturers specifications. 1 r 1 City of Salem(228340) 2 Woodard&Curran 1 0&M Plan June 17,2015 Stormwater Construction Site Inspection Report > ' General information 1 A IM Protect Name /�- Tracking No. Location W�`�O�OtDAr�R�Dt,� UiCURiltilti- Date of Inspection StartJEnd Time V Ilri Inspect es Name(s) Inspector's Title(s) ' Inspector's Contac Information Describe present phase of construction 1 Type of Inspection ❑Regular ❑ Pre-storm event0 During storm event O Post storm event 'i'i a, x.`4 9 Weather 3nformaGon v ,�' -, t =s r `. Has it tamed since the last inspection." ❑Yes ❑No t If yes,provide: ' Storm Start Date&.Time: Storm Duration(hrs): Approximate Rainfall (in): Wentherat time of this inspection? ' Do you suspect that discharges may have occurred since the last inspection? ' UYes ONo .. Are there any discharges at the time of inspection? ClYes aNn t City of Salem(228340) 3 Woodard 8 Curran 08M Plan June 17,2015 Site-specific BIMP5 Nunhher the structural and non-structural B_MPs identieted in yrour SIr,'PPP on Your site map and list them below (add as many BhIPs as neccssar3.) Carry a copy r?f this numhered site map hrith you during your inspectionx. /his list wilt help ensure th¢ryou are nispeeting all required Bh,fl�s at i+iter Ah4- site. Cusioni_e this section as needed &CURRA,N - .SldPDescription ` IMP Installed Corrective Action Needed Date forwirktive ; and Operating actiontresponsible Properly? r r person QYes ONO I. Silt Fence QYes ONO 2 Hay Bales QYes ONO 3 Temporary Seeding ❑Yes QNa 4 Mulch QYes ONO 5 Silt Sacks ❑Yes ONO 6 Stabilized Construction Entrance Oyes ONo 7 Forebay QYes ONO 8 QYes ONO 9 QYes ONO 10 Oyes ONO ll Oyes ONO ' 12 Oyes ONO 13 City of Salem(228340) 4 Woodard&Curran O&M Plan June 17,2015 ' 1 M BMP Descnptton BMP installed Corrective Action Needed Date for corrective and Operating actionlresponsible Properly? - person. .' ' QYcs QNo 14 WOODARD Overall Site issues &CU RRAN " MP1Actirdy �' = :Implemented?w 'Maintained? '.Corrective Action' : Date forcorrectiive ; z - x a cbonlresponsitrle Person h .a 'uu' 1 Are all slopes and disturbed ❑Yes QNo Oyes areas not actively being QNo worked properly stabilized? ' 9. Are natural resource areas QYes QNo Oyes streams, wetlands, ONo mature trees, etc.) protected with barriers or similar BNIPs? ' 3 Are perimeter controls and QYes ONo QYes sediment barriers adequately QNo installed (keyed into substrate) and maintained? ' 4 Are discharge points and ❑Yes QNo QYes receiving waters free of QNo sediment deposits? ' 5 Are storm drain inlets properly QYes ONo Oyes protected? ONo b Is there evidence of sediment QYes ONo QYes being tracked into the street? QNo 7 Is washlitter from work areas QYes ONo Dyes collected and placed in QNo covered dumpsters? ' 8 Are washout facilities (e.g., QYes QNo QYes paint, stucco: concrete) QNo available, clearly marked, and maintained? - 9 Are vehicle and. equipment QYes ONo QYes fueling, cleaning, and QNo maintenance areas free of spills, leaks, or any other deleterious material? ' City of Salem(228340) 5 Woodard&Curran 0&M Plan June 17,2015 c 1 BMPJAcLvity r ' le ie Date Maintained? Correctve Action for corrective. ' '' c as. •t s ,'G aaG1:14i1)r85l1OnSItTIB 10 Are materials that are potential ❑Yes ONO ❑Yes storm cater contaminants ONO stored inside or under cover? WOODARD 11 Are non-stormuater Oyes ONO Oyes &CURRAN discharges (e.g., wash water, ONO dewatering) properly controlled? 12 (Other) - Oyes ONO E]Yes ONO Certification statement: `I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel property gathered and evaluated the information submitted. Based on my inquiry of the person or persons who ' manage the system,or those persons directly responsible for gathering the information,the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and ' imprisonment for knowing violations.' Print name: ' Signature: Date: City of Salem{2283q 6 Woodard&Curran ' 0&M Plan June 17,2015 1 ' Corrective Action Log ' Peisonw ,D * Datemf Acton (Response,Repair or Replacement) Maintenance Completing ' Diswvery Action - ' Corrective Acton :. �,. , ,. ,: �r y ADM WOODAR &CURRA 1 1 t 1 ' City of Salem(228340) 7 Woodard&Curren 0&M Plan June 17,2015 Date ofDate of �{SoavQ Acton (Response Repaar or Replacement) Ma+ntenance_ Complet+ng ; . +y Actwn Correctrye Acton OtN ODAR - &CURRA 1 1 1 Cfty o1 Salem(228340) 8 Woodard&Curran ' 0&M Plan ,lune 17,2015