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Home My WebLink About20040825 Ver 2_Stormwater Info_20080416MI.-'0Z'qA P't'f?? TIC JOHN R McADAMS COMPANY, INC. LETTER OF TRANSMITTAL To: Annette Lucas NC Division of Water Quality 2321 Crabtree Blvd., Suite 250 Raleigh, North Carolina 27604 919-715-3473 Re: Merck VMF 102 I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 1 Approved Final Design Calculations 1 Approved Plans These are transmitted as checked below: ? As requested ® For approval ? For review and comment Remarks: Date: April 15, 2008 ** FEDERAL EXPRESS ** Job No.: MER-07000 ? For your use ® P Q512, ? APR 3 6 ?(?Cif2 yy??NDS AND STQRPn?"?6i??? SR,ANC?? Copy to: Signed: 9./C? Brandon R. Finch, PE Sr. Project Manager FOR INTERNAL USE ONLY ® Copy Letter of Transmittal Only to File ? Copy Entire Document to File CIVIL ENGINEERING LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, INC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com 77 kR@rfflq1,W' U L. APR 1 6 2008 DEitiR WA(EC? C "Al' WETLANDS AND STORMWATER 6F2ANCH COUNTY OF DURHAM ENGINEERING DEPARTMENT March 25, 2008 Raymond Rein Merck & Co., Inc. 5325 Old Oxford Highway Durham, NC 27712 Re: Stormwater Measures Control Plan Approval Merck Temporary Construction Staging DRB Number D0700545 Dear Mr. Rein: MAR 2 7 2008 On February 19, 2008, we received a submittal package for the Merck Temporary Construction Staging Plan. Enclosed is one copy of the plans and calculations, stamped approved by this office. The approved stormwater system consists of the conversion of an existing approximate 250' x 70' x 6' dry detention basin to a constructed wetland stormwater facility. The existing precast outlet structure, barrel, and dissipator pad shall be reused. This system is designed to limit the post-construction flowrate from the one-year 24-hour storm to 1.12 cubic feet per second. Our office will issue a Stormwater Permit after the following are completed: 1. The stormwater facility is constructed, and final construction inspected by a registered professional engineer, a registered land surveyor, or a registered landscape architect. A signed and sealed copy of the inspection report must be submitted to this office. 2. Any sediment deposited in the basin during construction is removed from the basin. Please feel free to contact me if you have any questions pertaining to this approval at (919) 560-0739. Sincerely, Chris Roberts, PE Stormwater and Erosion Control Division Manager cc: Joseph Albiston - Erosion Control Technician Brandon Finch, PE - The John R McAdams Company, Inc. 120 E. Parrish Street, Law Bldg., 1st Floor, Durham, N.C. 27701 (919) 560-0735 Fax (919) 560-0740 Equal Employment/Affirmative Action Employer 'dip ;%; THE JOHN R. WADAMS APR 1 6 2008 DE??< . ey?rEi? titUAi?TY WETi?NDS At?D 5TC>Ftt?WATER BRAN MAR 17 2008 DURHAM COUNTY ENGINEERING DEPARTMENT S & E DIVISION MERCK TEMPORARY CONSTRUCTION STAGING DURHAM, NORTH CAROLINA Research Triangle Park, NC Post Office Box 14005 Research Triangle Park, North Carolina 27709 2905 Meridian Parkway Durham, North Carolina 27713 800-733-5646 919-361-5000 919-361-2269 Fax Charlotte, NC 5311 Seventy-Seven Center Drive, "e 66 800; rth Carolina 28217 704521lQ00 704-527-2003 Fax FINAL DESIGN CALCULATIONS FOR THE PROPOSED CONVERSION OF THE EXISTING DRY POND INTO A STORMWATER WETLAND FACILITY ppRUW i zE MER-07000 ;;'ENT G? Brandon R. Finch, PE Sr. Stonnwater Project Manager onnp e! tei?Slve 'La(t.fi Deve{vi.imie3 t DeSigr) Services www.johnrmcadams.com We help our clients succeed. DURHAM 1 B 6 9 WY OF MEDICM City of Durham Pu orks Dep ent Stormwater S s Divisions 101 City Hall rburham, No Tina, 27701 560-4326 FAX (919) 316 Constructed Wetland and Pocket Wetland Design Summary Stormwater Management Construction Plan Review: A complete stormwater management construction plan submittal includes a design summary for each stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details. 1. PROJECT INFORMATION Project Name: o Cows uc ,o Phase PIN: oms - a¢- se- -7342 Case #: Design Contact Person: -SebAyorl 1z. F:IrAc_kV - 'Pe Phone #: (Qq) 3c,? - 5 ooa Legal Name of Owner: magm it c ,4vAw'1 JG. Owner Contact: pg n n L g, IA Phone #: dtq %- 4 i i Owner Address: 4sys aw twexov yu&gwAY -- pow A ., w. zi-m Deed Book Page # or Plat Book Page# for BMP Property For projects with multiple basins, specify which pond this worksheet applies to: INx,s-cwc V" pv?jp ro ?, Does the proposed pond also incorporate stormwater detention? Yes No c'Mn etention provided for: -,v,-1-year X 2-year x 10-year other am Height: 0,z (feet) Dam Classification: D Elevations Wetland bottom elevation Permanent pool elevation Temporary pool elevation 1-year storm orifice/weir elevation 1-year storm water surface elevation 2-year storm orifice/weir elevation 2-year storm water surface elevation 10-year storm orifice/weir elevation 10-year storm water surface elev. Emergency spillway elevation Top of embankment/dam Maximum water surface elevation Depth from design storm to Lowest orifice elevation Areas Permanent pool area provided Minimum required perm. pool area Design storm surface area &rainage area (10-acres min to Constructed Wetland) 241.00 ft. (floor of the wetland) 294- . ao ft. (invert elevation of the orifice) Z9?l.q} ft. (itia,?oTt,.--a a?) ?,'° Wad -' ft. (invert elevation) G?uAU*y s1Y9A 295.94 ft. - ft. (invert elevation) 2%.Vs ft. ft. (invert elevation) 248 nd ft. 29 .aS ft. (-top or RiS Eq- E1_EVXn-M 3w ft. (elevation) 299.02-> 16 svrr.+4JAf } 249.24 ft. o-yaA (max. storm pond can safelf passim ao ft SmeM w?T CASE SC+fiJO?b q . 809 ft' (water surface area at orifice invert elevation) 19 qql° ft' (calculated surface area required) 30,UT ft2 (Sped frequency event: I0 year) I(0.(10 ac. (total drainage to the wetland) Discharges (Specify only applicable frequency events) At BMP ?l -year 2-year 10-year too year wnesm Inflow t.4 cfs 33.8 cfs t,Z.o cfs cfs chsE 5?iGNlh'2?t7 Routed outflow n • I cfs 1).2- cfs o cfs ?Lb.a cfs At Analysis Point(s) that BMP Contri butes to (SU686-S, 013) 1-year 2-year 10-year -year Pre-development 14 cfs 4` cfs 14.5 cfs cfs Post-development w/o detention 722 cfs cfs 79.2 cfs cfs With detention ?.1 cfs 2.5 cfs 03.3 cfs cfs Volumes Permanent pool volume 11 #1? ft3 (volume of main pond and forebay) Water quality pool storage volume t8 Sit ft3 (volume above permanent pool)--? t?' yon Design storm storage volume 7 ft3 (volume above permanent pool)---* to- %flt Total Storage volume provided at design storm 4! S?? ft3 t 1,3t.1 + 301207 = 41, 196$ Gi S"M Total Storage volume provided at top of dam A.25 _ ft3 Forebay volume (Constructed Wetlands only) _A sift ft3 VWVt 'f -t fAtL t)-ftbL Environmental Zones Zone Water Depth at Normal Pool' Water Depth at Temporary Pool (Max Depth of 12-inches above Normal P Portion of Tem Pool a Area Deep Pool Low Marsh High Marsh Woody U ' Depths are to be calculated using the hydraulic depth calculation for each zone. Hydraulic Depth is the volume of water at an elevation divided by the water surface area at the same elevation. Other Parameters SA/DAZ tA /A (from DWQ table) Diameter of orifice 2 .,0 in. (must provide draw down over 2 to 5 day period) Draw-down time '72 hrs Design TSS removal 6.5 % (minimum 85% removal required) z When using the SA/DA tables from the NCDENR BMP Manual, linear interpolation may be used for values between table entries.) C? Riser/Principal and Emergency Spillway Information 1-year storm orifice/weir diameter - in., length - ft. 2-year storm orifice/weir diameter in. length ft. •10-year storm orifice/weir diameter - in. length = ft. year storm orifice/weir diameter - in. length ft. Principal spillway Fr. vI&s_jETEjL caizcw.afL 96SER- Emergency spillway width--q_ R. side slopes slope_ % 5EE PcS- ?t LT pATA ?____ II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. Applicant's initials - t a. The forebay volume is approximately equal to 20% of the pond volume. ck?_ b. The temporary pool controls runoff for water quality design storm. c. The temporary pool draws down in 2- to 5-days. d. The drainage area to a Constructed Wetland is at least 10-acres. Smaller drainage areas to Pocket Wetlands will be reviewed on a case-by-case basis. e. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations). f. The wetland length to width ratio is greater than or equal to 3:1. g. The wetland side slopes above the permanent pool area are no steeper than 3:1. t4 lk h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the perimeter of the pond (show on plan and profile and provide a vegetation plan). i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is permitted on the embankment. j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice. Flat top trash racks are not acceptable. Access hatch has been provided. t4 l k. A recorded drainage easement is provided for each pond including access to the nearest right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs). 1. If the basin is used for sediment and erosion control during construction, a note requiring clean out and vegetative cover being established prior to use as a wet detention basin shall be provided on the construction plan. in. A mechanism is specified which will drain the pond for maintenance and emergencies. Valves used shall be plug valves. n. Anti-floatation calculations are provided for riser structure. o. A plan view of the wetland with grading shown is provided. t4 t+, p. A profile through the forebay, wetland and spillway is provided. Water surface elevations are shown on the profile. Np, q. Riser structure details are provided. r. Dam designed to account for a 5.00% settlement factor. s. Compaction specifications for the embankment are shown on the plan. t. The minimum top of dam width has been provided for the wetland embankment top width per Section 8.3, Stormwater Control Facilities (BMPsj Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit 0 fee per facility and payment of surety are required prior to construction drawing approval This Page is Intentionally Left Blank • 0 I? • 1 MISCELLANEOUS SITE 1 INFORMATION 2 PRECIPITATION INFORMATION 3 WATERSHED SOIL INFORMATION 4 PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS 5 POST-DEVELOPMENT HYDROLOGIC CALCULATIONS 6 STORMWATER WETLAND DESIGN CALCULATIONS 7 100-YEAR (WORST CASE) ROUTING CALCULATIONS g APPENDIX MIS C. SITE INFORMATION • • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 • • ? 1`i Z r f_ - s` I E S I. i:4 140 _ ._ • u t pp r ( L? II I SCALE 1.24000 U 1 MILES 1 t8 f 0 1000 YARDS 1= - 0 1 KILOMETER 91 VV ?i Oe: NORTHEAST DURHAM I_oratinn- 036° 06` 34_9R" N ')7'P,' SO' 35_J.R^ vlll iV4.[1 ?7 i Daie: 1%23%20025 F Scale: I inch equals 2000 r`ee I Copyright (G) 1998, Maptech Inc ???? MCI LL d? L) w LLJ cT c? ?dY `i li3 =-t PRECIPITATION INFORMATION DATA TAKEN FROM PREVIOUSLY APPROVED DESIGN CALCULATIONS (SEAL DATE: JUNE 18, 2004) • • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 W o C`' o N 0 F ° ?L ? a W L a L ? a • F F O U ? U ? o z U F A Q A e D ? ? i W Q O N'NIN'NIN ?O ? M G .- N lI NI L y .-. O ?--? O O 4 V1 00 O oov,oo?Oin od'r- ooo G ,p. C .-• N m 4 4 r; .O o0 ? y h 00 ?O O [? o O. O --? O? N N N M M4 Vl ,C l-: L y° 00 n V M N N N ?y u "0 00 N ?o ?O in ? C O .-. ? fV fV M M er v? ?O N --L Y 'y v o o M 00 eT n c) ON ?o M E,y W C ,C. O ?-+ .+ ?--? N N M M V vl A H z ' d kn N 00 et N O 00 00 N a Z ci Wa C O C + lV CV N M d V a w z 0 0 0 ? d? DD O\ ?!1 O W N v'i M O v n O M [? Q .r ? ., ?p WW F L ?^ N O O .r .-i --? : .? N N t+1 M " A ? a ? ? ? ?y ? ? y ' 7 ? 7 E 7 ? O ? 0 + 0 0 7 0 p 0 W ? E E E E E '° '_ = L ? A A N M `O c V ?„? v N ? ? H M ? L d ?" N O d' 00 O O O ?O t? M ? ? l? V' N N Vl O Vl Q1 ? m OC ,. C. T OO [? Vl M N --O O O ti L. L _ ? ter' OS t? ?O DD .N-. 00 m DO h OM tn L _ ?--? O O M 00 ?O N r` `I' N N u 00 n ?O ?t N ?--? --? 0 0 0 L _ ?' N M ?1' .-. r+ N h O? N ? N r+ N [? et M O ?O M N 0 u? ? Vl M fV -+ ?+ 0 0 0 C L 00 r- N O 00 m Q\ d ' h h h N N --? N 00 vl M --? ? vl et M cV ? O O O O ?IN\C??I?IOIO?O??I?I?INI? q ? yy. y yy O ?+ ?+ w ?+ a?+ L LL V F. 7 l*0070 0 0g7 CC 0 0 ? 'E E E E Ess.ass A ,Ci.VI- oo NM'Z N w ao C> N 1 ? 4v- co L }? •• ??+ N h I'D O n 0000000'--- . .r L ? 0 0 0 0 0 0 0 --? M O L a?i N 7 t? M vl N M O 00 Vl --N M 00 M [? ? 0 0 0 0 O O O? N M N L N 7 \0 ON r- M 00 V' 01 %0 >y -i -i •• N 'V l- C? ?n In eF 0 0 0 0 0 0 0 0 N 'IT ra ti U Q w 0 L 00 N O M I- et M 00 N -- r- l- as O? ?D : V7 U Q w ? L 4 t- --? N h N el vl O ? : V rG N 0t 00 tIR \D ? O O O C O --? N M ?O Z N G Q Q G ? C4 in tn M N O 7 a . r M A r. ? U N w O N • WA TERSHED SOIL INFORMA TION DATA TAKEN FROM PREVIOUSLY APPROVED DESIGN CALCULATIONS (SEAL DATE: JUNE 18, 2004) • • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 laaj 000 5 01789T:T BIODS Z Ti 0 al!W T n MER-04000 WATERSHED SOIL R.E. JIMENEZ JR., El MERCK VACCINE MANUFACTURING FACILITY INFORMATION 5/20/2004 Watershed Soils Information Symbol Name Hydrologic Soil Group Al Altavista C Cc Cartecay & Chewacle soils C Gr Granville B Mf Mayodan B Wn Wehadkee D References: 1. SOIL SURVEY: DURHAM COUNTY. NORTH CAROLINA. UNITED STATES DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT SECTION). SHEET NUMBER 1 I 2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL CONSERVATION SERVICE. 1986. => Conclusion Due to the large proportion of 'T ".group soils, the entire watershed was modeled with the following curve numbers: Cover Condition SCS CN - HSG B Impervious 98 . Open 61 (Assume Good Condition) Wooded 55 (Assume Good Condition) C7 MERCK VACCINE FACILITY • PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS DATA TAKEN FROM PREVIOUSLY APPROVED DESIGN CALCULATIONS (SEAL DATE: JUNE 18, 2004) • • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 0009-T96 (OTO) 9001-aULZ dIZ 900iT XOa 'O'd ox 'xava si!)xymi Hoxvasax sxOaaeiiiis/saalau d/saaM!)Na 'DNI `?kNVdi'voo SNiV(IVC)Nt *H NHOf HHI r 11) f :aara vclM Q?IG-dRLTXIA ITINMWO'TI??A:IQ?-aM tV00Z-LZ-90 V NIIIO? V o t1.l.Cl?l?l 6J/?L V HI:M(i '00-V = l :alms i %C IT 9 W 92= Z9'1i aalani S .LORI Vaav ------------------ 09-L a.IJE ZoH vauv Ir`? ? 83rJt3 = (iaicnLS,Lori Z5'0 Gal 9# J.NZI l DZS 1 t# .iXRK02S a 0 1# .IMi1 oas J I ?/r Z# MaKoaS J ?- s# n Z# JNZD1iDZS r I# J.NaKD2S 1 ?y= t J it 1 san OI amcms ION, d LMS-000*083W , 000-Vo-83w '0, r?araua a 00t, = gout I i 0019 00ir ooz o 00ir SOS DIHdV2iO M ,t j ?? tJ 1 z, 8 1 I# l q;r,: MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE MER-04000 Pre-Development-Subbasin #3 5/26/2004 • Total Sub-basin Area = 13.66 acres On-site Area = 13.66 acres Off-site Area = 0 acres Contributing Area SCS CN Area (acres] Comments On-site open 61 0.00 Assume good condition On-site impervious 98 0.00 - On-site wooded 55 13.66 Assume good condition _ On-sit_pond 100 - ? 0.00 _ Off-site open 61 0.00 Assume -good condition Off-site impervious 98 0.00 Off-site wooded 55 0.00 Assume ood condition Off-site Pond 100 0.00 _ Total area = 13.66 acres 0.0213 sq.mi. Composite SCS CN = 55 • % Impervious .= 0.00% B. Time of Concentration Information Time of concentration is calculated using SCS TR-55. Segment 1: Overland Flow Length = 50 ft Height = 2.3 ft Slope = 0.0460 ft/ft Manning's n = 0.40 Woods - light underbrush P (2-year/24-hour) = 3.6 inches (Durham, NC) Segment Time = 8.33 minutes Segment 3: Channel Flow Length = 670 ft Height = 63.05 It Slope = 0.0941 ft/ft Manning's n = 0.045 Natural Channel Flow Area = 4.00 sf (Assume 2'x 2' Channel) W. Perimeter = 6.00 ft (Assume 2'x 2' Channel) Channel Velocity = 7.75 ft/sec Segment Time = 1.44 minutes $C"SC? Cover Condition SCS CN Comments Impervious 98 Open 61 Assume good condition Wooded 55 Assume good condition _> Sub-basin #3 A. Watershed Breakdown Segment 2: Concentrated Flow Length = 102 ft Height = 12.2 It Slope = 0.1196 ft/ft Paved ? = No Velocity= 5.58 ft/sec Segment Time = 0.30 minutes Time of Concentration = 10.08 minutes SCS Lag Time = 6.05 minutes (SCS Lag = 0.6* Tc) = 0.1008 hours Time Increment = 1.75 minutes (= 0.29*SCS La • 1 OF 1 HEGHMS Project: MER-04000 Basin Model: SIA - /X/ Subbasin-1 Subbasin-2 • f Subbasin-3 • HMS Project : HER-04000 • Start of Run : 21May04 0000 End of Run : 22May04 0000 Execution Time : 26May04.0947 Summary of Results Run Name : Pre - 1 Basin Model SIA - Predevt Met. Model RDU - 1 Year Control Specs SIA - 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 5.9540 21 May 04 1219 1.4786 0.128 Subbasin-2 5.7033 21 May 04 1218 1.5827 0.155 Subbasin-3 1.3809 21 May 04 1205 0.21998 0.021 Subbasin-4 1.3273 21 May 04 1208 0.26773 0.026 Subbasin-5 2.9000 21 May 04 1212 0.70023 0.068 0 HMS * Summary of Results Project HER-04000 Run Name : Pre - 2 Start of Run 21May04 0000 Basin Model SIA - Predevt End of Run 22May04 0000 Met. Model RDU - 2 Year Execution Time 26May04 0948 Control Specs SIA - 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 18.717 21 May 04 1227 2.8153 0.128 Subbasin-2 20.297 21 May 04 1225 3.1036 0.155 Subbasin-3 4.1463 21 May 04 1212 0.42984 0.021 Subbasin-4 4.3374 21 May 04 1216 0.52372 0.026 Subbasin-5 10.100 21 May 04 1220 1.3713 0.068 • 0 HMS Project : HER-04000 • Start of Run : 21May04 0000 End of Run : 22May04 0000 Execution Time : 26May04 0948 Summary of Results Run Name : Pre - 10 Basin Model SIA - Predevt Met. Model RDU - 10 Year Control Specs SIA - 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Subbasin-1 73.208 21 May 04 1223 8.4295 0.128 Subbasin-2 86.012 21 May 04 1221 9.6195 0.155 Subbasin-3 17.513 21 May 04 1209 1.3305 0.021 Subbasin-4 18.459 21 May 04 1213 1.6218 0.026 Subbasin-5 42.911 21 May 04 1217 4.2481 0.068 is E • POST-DEVELOPMENT HYDROLOGIC CALCULATIONS 0 • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 0009-19£ (616) T 8002-9z-LO :3190as-6OLLz atz 900ro1 x0o 'U•d af?-IW UZHS`HaL?7A&J-2kdO'f A2C1-;LS0d JN ';INVd 21JitVIN 'r1OTKIS:19 t. ?. '00Z = ,j :31VDS saoTTx i 7an?nds/sa?n?tlNSyta/sr???nrelnt? ! ? : I - f :A.?f D NJ x!5 10T1 ?u1 Y l, -j h .I. It , -) ?14( , I? 1 .8d91d Jf. al. l,di 1?9 .Z ll v.,.?Wl.y' 91?d? .rY1 VLC..-a XG00L0213W fZ-LO-BCIOZ:AWWNB III . OOOLO-b3W 'ON .LJaI'007 = ugut Z p? l? !, .f rf < . , , ;p r kk j, "' T -- iia I Ir Jr ' ? X, ,;, Y/^ aS "? 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NGI1Gna1SNG3 o3sodoad 3H1 30 laVd .. , I i w ` ' fI SV ONV313M 2i31VMN2JO1S V O1N1 031?I3AN00 ' "4 S 38 Ol )d1n10VJ SNOB ,1b0 ONI1SIk3 x y r?r pl ` k q, t, ¢ 10 NA",k; t ` I v I, tl ! i ? 4m ? " ?, ,, ,?'y`, . . , t , . , ?lj ON - ? ?? ,*,:?', I w M 7 r ,?. - I I ?4? _?,f?"` . I I - -? 4 - . - -,? ?;' -,a I* -?11 I , ? , - I . ._ -_ _ __ s1:9 -. )yp ymr a. ,17 nvw J . r _: .. - .. :. r• a „I 3(" a q ' l „' ti ?A ; ( ! __ i : tJ h 1 I -, fII .?; ?'?,.? 11 "r r f I I I•I w r F rNxl ." , ?'r r^a ! •A Wy - t I I , 6 aw 'Z',y "" Jr r, ?," ^' 4 ( j 'P I r' - I ?. ICI l , '+ ?I r A. I ` ^' ,? s ?, , i ?.../, '1 1" jlf' nlr., % 1 b?j#+r` ?o- x ;?1 +r I f'-i?ill` 91' ? ? , ?? / , e l r , ?Z ?y: , ' *, 1 r ' M,'rY JJ %,. A I Y C , '. Yv? 1 1, r.. , ?,d ., ? 'I? :',' ? ' #+" gy m c:r I . " ? l a - M:I 1 % f 1 a i Y ^k f I I I " '. I , Wt, I d r Ii r H1 'i 11,P? }8? S', " :,' ? q k M r 'i t? If 4 1g •+ -F ark F 1,1 - 0 . --- - 11 .._ ..?-_ _ q Yy,.AUx mnkYd[ti?.w,m., x, ., z .u '. ,. ... •?.wLL?, --M- . ,.... _nnM.? MERCK TEMPORARY HYDROLOGIC CALCULATIONS CONSTRUCTION STAGING Post Development MER-07000 •I. SCS CURVE NUMBERS Cover Condition SCS CN Comments Impervious 98 - Open 61 Assume good condition Wooded 55 Assume good condition II. POST DEVELOPMENT => Subbasin #3 - To SWMF #1 A. Watershed Breakdown ==> Hydrologic Calculations Contributing Area SCS CN Area [acres] Comments Onsite impervious 98 4.86 - Onsite open 61 7.29 Assume good condition Onsite wooded 55 3.63 Assume good condition _ Onsitepoond 100 0.82 Measured at Top of Dam 0ffsite im ervious 98 0.00 - Offsite open 61 0.00 Assume good condition Offsite wooded 55 0.00 Assumood condition Offsite and 100 0.00 - • Total area = 16.60 acres 0.0259 sq.mi. Composite SCS CN = 72 % Impervious = 29.3% B. Time of Concentration Information The post development time of concentration is assumed to be 5 minutes (conservative assumption). • Time of Concentration = 5.00 minutes SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc) 0.0500 hours Time Increment = 0.87 minutes (= 0.29*SCS Lag) B.R. FINCH, PE 1/25/2008 I OF 2 MERCK TEMPORARY HYDROLOGIC CALCULATIONS CONSTRUCTION STAGING Post Development MER-07000 022> Subbasin #3 - Bypass A. Watershed Breakdown -> Hydrologic Calculations Contributing Area SCS CN Area [acres] Comments Onsite impervious 98 0.00 _Onsite open 61 1.54 Assume good condition 4 Onsite wooded 55 3.04 Assume ood condition Onsite and 100 0.00 Measured at To of Dam Offsite impervious 98 0.00 - Offsite o en 61 0.00 Assume good condition_ Offsite wooded 55 0.00 Assume ood condition Offsite and 100 0.00 - Total area = 4.58 acres 0.0072 sq.mi. Composite SCS CN = 57 % Impervious = 0.0% B. Time of Concentration Information The post development time of concentration is assumed to be 5 minutes (conservative assumption). • B.R. FINCH, PE 1/25/2008 Time of Concentration = 5.00 minutes SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc) = 0.0500 hours Time Increment = 0.87 minutes (= 0.29*SCS Lag) • 2OF2 HEC-1` MS Project: MER-07000 Basin Model: Post Devt • 0 HMS * Summary of Results Project HER-07000 Run Name : Post W/O - 1 Yr Start of Run 23Jan08 0000 Basin Model Post Devt w/o SWMF End of Run 24Jan08 0000 Met. Model RDU - 1 Year Execution Time 18Feb08 1047 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (s4 mi) To SWMF #1 21.392 23 Jan 08 1157 1.1144 0.026 Bypass Area 1.0351 23 Jan 08 1201 0.094251 0.007 Junction-1 22.177 23 Jan 08 1158 1.2086 0.033 • 0 HMS * Summary of Results Project HER-07000 Run Name : Post W/O - 2 Yr • Start of Run 23Jan08 0000 Basin Model Post Devt w/o SWMF End of Run 24Jan08 0000 Met. Model RDU - 2 Year Execution Time 18Feb08 1047 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 33.791 23 Jan 08 1205 1.6374 0.026 Bypass Area 2.3655 23 Jan 08 1207 0.17397 0.007 Junction-1 35.955 23 Jan 08 1205 1.8114 0.033 • 0 HMS * Summary of Results Project : MER-07000 Run Name : Post W/O - 10 Yr . Start of Run : 23Jan08 0000 Basin Model : Post Devt w/o SWMF End of Run : 24Jan08 0000 Met. Model : RDU - 10 Year Execution Time : 18Feb06 1048 Control Specs : 1 minute dT Hydrologic Discharge Time of volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 -61.980 23 Jan 08 1205 3.4420 0.026 Bypass Area 8.1720 23 Jan 08 1205 0.50341 0.007 Junction-1 70.152 23 Jan 08 1205 3.9454 0.033 • C7 HEC-HMS Project: MER-07000 Basin Model: is • S,51?ti m 0 HMS * Summary of Results Project : NER-07000 Run Name : Post - 1 inch • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model : 1" Storm Execution Time 25Jan08 1004 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 SWMF #1 Bypass Area Junction-1 • 0.022031 23 Jan 08 1755 0.016484 0.026 0.0078030 23 Jan 08 2400 0.0036092 0.026 0.0 22 Jan 08 2400 0.0 0.007 0.0078030 23 Jan 08 2400 0.0036092 0.033 0 ISMS * Summary of Results for SWMF #1 Project : HER-07000 Run Name : Post - 1 inch • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model 1" Storm Execution Time 25Jan08 1008 Control Specs 1 minute dT Computed Results Peak Inflow 0.022031 (cfs) Date/Time of Peak Inflow 23 Jan 08 1755 Peak Outflow 0.0078030 (cfs) Date/Time of Peak Outflow 23 Jan 08 2400 Total Inflow 0.01 (in) Peak Storage 0.012875(ac-ft) Total Outflow 0.00 (in) Peak Elevation 294.04(ft) • is HMS * Summary of Results Project MER-07000 Run Name : Post - 1 • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model RDU - 1 Year Execution Time 25Jan08 1005 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 21.392 23 Jan 08 1157 1.1144 0.026 SWMF #1 0.14678 23 Jan 08 2400 0.13298 0.026 Bypass Area 1.0351 23 Jan 08 1201 0.094251 0.007 Junction-1 1.1235 23 Jan 08 1201 0.22723 0.033 is HMS * Summary of Results for SWMF #1 Project : 14ER-07000 Run Name : Post - 1 • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model RDU - 1 Year Execution Time 25Jan08 1005 Control Specs 1 minute dT Computed Results Peak Inflow 21.392 (cfs) Date/Time of Peak Inflow 23 Jan 08 1157 Peak Outflow 0.14678 (cfs) Date/Time of Peak Outflow 23 Jan 08 2400 Total Inflow 0.81 (in) Peak Storage 0.98141(ac-ft) Total Outflow 0.10 (in) Peak Elevation 295.94(ft) • C7 HMS * Summary of Results Project MER-07000 Run Name : Post - 2 • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model RDU - 2 Year Execution Time 25Jan08 1005 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 33.791 23 Jan 08 1205 1.6374 0.026 SWMF #1 0.17000 23 Jan 08 1931 0.15959 0.026 Bypass Area 2.3655 23 Jan 08 1207 0.17397 0.007 Junction-1 2.4633 23 Jan 08 1207 0.33356 0.033 0 HMS * Summary of Results for SWMF #1 Project : MER-07000 Run Name : Post - 2 • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model RDU - 2 Year Execution Time 25Jan08 1009 Control Specs 1 minute dT Computed Results Peak Inflow 33.791 (cfs) Date/Time of Peak Inflow 23 Jan 08 1205 Peak Outflow 0.17000 (cfs) Date/Time of Peak Outflow 23 Jan 08 1931 Total Inflow 1.19 (in) Peak Storage 1.4778(ac-ft) Total Outflow 0.12 (in) Peak Elevation 296.73(ft) • C7 HMS * Summary of Results Project MER-07000 Run Name : Post - 10 • Start of Run 23Jan08 0000 Basin Model Post-development End of Run 24Jan08 0000 Met. Model RDU - 10 Year Execution Time 25Jan08 1141 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 61.977 23 Jan 08 1205 3.4419 0.026 SWMF #1 2.9638 23 Jan 08 1449 1.2319 0.026 Bypass Area 8.1715 23 Jan 08 1205 0.50340 0.007 Junction-1 8.3146 23 Jan 08 1205 1.7353 0.033 is 0 HMS * Summary of Results for SWMF #1 Project : MER-07000 • Start of Run 23Jan08 0000 End of Run 24Jan08 0000 Execution Time 25Jan08 1141 Run Name : Post - 10 Basin Model Post-development Met. Model RDU - 10 Year Control Specs 1 minute dT Computed Results Peak Inflow 61.977 (cfs) Peak outflow 2.9638 (cfs) Total Inflow 2.49 (in) Total Outflow 0.89 (in) Date/Time of Peak Inflow 23 Jan 08 1205 Date/Time of Peak Outflow 23 Jan 08 1449 Peak Storage 2.3243(ac-ft) Peak Elevation 298.00(ft) C7 0 • STORMWA TER WETLAND DESIGN CALCULATIONS 0 0 MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 _- / /? ? // Il 11 111 I\ I ` 1 i 1 1 1 1 1 ` F 1 I I I ? ? /I /// \\` \\?? \ \??? 1\ 11 Il 11 II Ill 111 111 111 I 11 111 111 ,Il II III ?? i II II III i /I I / /??_? ?\\ ??\ \ 11 II I Il 1 1 1 1 1 I I I I I 11 ? I Il I I / I ! / \- //? ? \ 1 1 1 1 1 1 11 II 1 I I I II 1 1 II I? 1 I 11 i /! I I ? ? 1 11 II 11 I 11 I I 11 11 II I II 11 11 I II I I I 1 I I \ 11 11 11 II I 11 II 11 II I II 11 II II I Il 11 1? I I I I I I I 1 1 1 1 1 I I 11 11 1 1 1 1 11 I I II I 119 / / I / ? I I II 11 \ \, `I `, `\ \ `\ 1\ I, `\ I 1\ '\ II II ? W ? rn /I / i ; ? II I \ \ \\ 1 ,1 1 \ `1 11 \ \ \ \ ? N O N \ \? I / I / / I 1 \ \? \ \ \ `1 , 1\ 1 N J, CO 1 1 ; C) t l ` \ \\ 11 11 \I Q 6 ` \\ \\ \\ `\ \ / / I I I ?? 1 A V 1 ul O O N \ 1 A ` V A V\ A\ \V / // // / I `I \\ \ \ \ \ \ \ \ \' I I ? 1? I?I 111 11 'I ? __- ? ? \ \\ \\ \\I \\\ A \\\ \\\ \\\ \\\ ?\ \\\ \\\ \\\ \\\ \ \?? ? I 1\\ I\ \\ \ \? I A \ \ \ ill WI III III III ? `? \? \,\\ `\\\ \\\ \\\ A \\\ \\\ \\ \\\ ?\ \\\ \\\ \\\ \\\ ? ? ?? \\\ \\\ \\\ 11 1 I 1 ? ?? ? A \ V A V A ` V A V A ? ? A V A I 1 N \ \ \ `\ \\`, I W 11 ?l \ 1\ \\ \\ \\ V A A\ \\ \\ \ \V ,v , V \\ \\ \I 11 I II I 1 - \ I \\ ? ?\ ?? \ ?? ?? ?? ?? \ \I I I II I I\? 11 I 1 1 ?? I I I ?? V ? ? ?? ? V ? I I I I 1 1 I l _ I I 1 1 I I I ??? \\?? \?? ?? \? ? I II I V I I I II ?,` ???-'1 I I 1 I I 1 \\ I I I I I I I I I II 1 / / ? I I i _ ?? ?? A ?I ?1 I I II II I I I I I I i I/ /// I I?? ?. ,.. ? ? I I I I ? I II II I I I 11 I I I I I I I I I I ??, // I/ I I I i ,___ ? ?? II Il I I I I / I I I I I I I I I ??(? `` I I I I I I ? I II I I II // // / I II I II II I? / >\ I I ? ? I I I I I I I I / / I I I I \ I / C?u ???6L'N , / I I II ?', ? ?C i G-R PIIP-SCM'i F'- _ - ' 40 0 2G' 40 , 80' -17 ci-, zxr "'L ? %EP POOLS (21-x, STH-1ALL0 TI LAND (32%) ) c NO. MER-07000 2009-02-12 NER07000-SW3 q - SCA E'er 1 "=40' DURHAM, NORTH CAROLINA DATE.02-12-2008 -l T ff-Ill E J?gll '"" JOHN R. McADANIS a ,?7n7,Ais - raTe. f, T ElgGINEERS/PLANNERS/SURVEYORS RESEARCH TRIANGLE 4 k R 1. NC t .0. L;0)( '-"f)05 ZS! ?-7709-SO05 (919) 361-5000 MERCK TEMPORARY SWMF #1 B.R. FINCH, PE CONSTRUCTION STAGING 1/25/2008 MER-07000 • Stage-Storage Function Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 3. ? 0.00 1980Q 2-p 5.LN) 2.00 24864 22337 44673 44673 2.01 2 Ak) 4.00 302!3' 27536 55071 99744 3.95 100Jyj 6.00 3551= 32860 65720 165464 6.05 Storage vs. Stage C1 180000- i 160000 1.1883 0 140000 Y = zl R = 0.9996 120000 100000 -; U 2 80000 o 60000 I I 40000 20000 i i 0 -- --- ---'--- ---- 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Stage aacad0 1 , = 10496 j, fa = 1.188_ 0 MERCK TEMPORARY SWMF #1 CONSTRUCTION STAGING MER-07000 • Stage - Storage Function Ks = b= Zo = Elevation Storage [feet] [cf] [acre-feet] 100-YR 294.00 0 0.000 294.20 2880 0.066 294.40 6563 0.151 294.60 10625 0.244 294.80 14955 0.343 295.00 19496 0.448 295.20 24212 0.556 295.40 29080 0.668 295.60 34080 0.782 295.80 39200 0.900 296.00 44428 1.020 29620 49756 1.142 296.40 55176 1.267 296.60 60682 1.393 296.80 66268 1.521 297.00 71930 1.651 29720 77663 1.783 297.40 83465 1.916 297.60 89331 2.051 • 297.80 95258 2.187 297.85 96749 2.221 0.000 298.00 101245 2.324 0.103 298.20 107288 2.463 0.242 298.40 113386 2.603 0.382 298.60 1!9537 2.744 0.523 298.80 125737 2.887 0.665 299.00 131937 3.030 0.809 29920 138284 3.175 0.954 299.40 1-14627 3.320 1.099 299.60 151014 3.46 7 1.246 299.80 157444 3.614 1.393 300.00 163916 3.763 1.5'!2 B.R. FINCH, PE 1/25/2008 11 MERCK SWIVIF #1 B.R. FINCH, PE MER-07000 2/18/2008 Stage-Storage Function - Above Normal Pool • i Average Incremental Accumulated Est mated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 294.0 0.0 19,809 _ 296.0 m 2.0 24,864 22,337 44,673 44,673 2.01 298.0 4.0 30.207 27,536 55,071 99,744 3.95 300.0 6.0 35,513 32,860 65,720 165,464 6.05 • Storage vs. Stage 180,000- 160,000-- y = 19496x'-1883 140,000 R2 = 0.9996 LL 120,000 100,000 a 0 80,000 N 60,000-- 40,000-- 20,000-- 0- 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 19496 b = 1.1883 • 1 OF 6 MERCK Below NWSE - North Forebay B.R. FINCH, PE MER-07000 2/18/2008 Stage-Storage Function - North Forebay • Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 291.0 0.0 647 292.0 1.0 982 815 815 815 1.00 293.0 2.0 1,374 1,178 1,178 1,993 1.98 293.5 2.5 1,591 1,483 741 2,734 2.52 • Storage vs. Stage 3,000 2,500 y = 811.9x1.3141 R2 = 0.9996 LL 2,000 V 1,500 0 N 1,000 500 0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Stage (feet) Ks = 811.9 b = 1.3141 2OF6 MERCK Below NWSE - South Forebay B.R. FINCH, PE MER-07000 2/18/2008 Stage-Storage Function - South Forebay • Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 241.0 0.0 461 292.0 1.0 m 732 m?597 597 597 1.00 293.0 2.0 1,059 896 896 1,492 1.98 293.5 2.5 1,244 1,152 576 2,068 2.52 0 Storage vs. Stage 2,500 2,000-- y = 594.4)0""' U 1,500 RZ = 0.9996 d $ 1,000-- 500-- 0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Stage (feet) KS = 594.4 b = 1.3486 • 3OF6 MERCK Below NWSE - Micropool B.R. FINCH, PE N ER-07000 2/18/2008 Stage-Storage Function Micropool A Outlet • Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 291.0 0.0 424 M- 292.0 1.0 761 593 593 593 1.00 293.0 2.0 1,123 942 942 1,535 1.98 293.5 2.5 1,325 1,224 612 2,147 2.52 • Storage vs. Stage 2,500 2,000 y = 590.54x13972 R2 = 0.9997 C1 1,500 M I w 1,000 N 500 0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Stage (feet) Ks = 590.54 b = 1.3972 0 4OF6 MERCK Below NWSE - Main Pool B.R. FINCH, PE MER-07000 2/18/2008 Stage-Storage Function - Main Pool • Project Name: Merck VMF Designer: B. R Finch, PE Job Number: MER-07000 Date: 2/18/2008 Average Incremental Accumulated Contour Contour Contour Contour is • Contour Stage Area Area Volume Volume (feet) (feet) (SF) (SF) (CF) (CF) 293.50 0.0 4,160 294.00 0.5 13,490 8,825 4,413 4,413 5OF6 MERCK STORMWATER WETLAND B.R. FINCH, PE MER-07000 Volume /Surface Area Computations 2/18/2008 Volume of North Forebay = Volume of South Forebay = Volume of Micropool @ Outlet = Volume of Main Pool = Total = 2,734 cf 2,068 cf 2,147 cf 4,413 cf (EL 293.5 to EL. 294) 11,361 cf 0.26 acre-ft Volume Above N"E = 165,464 cf 3.80 acre-ft Total Volume of Facility = 176,825 cf = 4.06 acre-ft rw Surface Area @ NWSE = 19,809 sf Area of Deep Pools = 4,160 sf = 21% Volume of Deep Pools = 6,948 cf Hydraulic Depth = 1.67 ft Area of Shallow Land = 9,330 sf • 47% Area of High Marsh = 6,319 sf 32% r? 6OF6 MERCK TEMPORARY WATER QUALITY VOLUME CONSTRUCTION STAGING CALCULATIONS MER-07000 SWMF #1 > Determination of Water Quality Volume (WQ v) WQ v = (P)(R v)(A)112 Input data: Total area, A = i 6, f= acres Impervious area = a.. +n acres Percent impervious cover, I = % Rainfall, P = f ii) a inches Calculated values: Rv = WQv = acre-ft cf where, WQv = water quality volume (in acre-ft) Rv = 0.05+0.009(I) where I is percent impervious cover A = area in acres P = rainfall (in inches) B. PINCH, PE 1/25/2008 => Drawdown Calecatations Per the NCDENR handbook "Stornnvater Rest Monogen?ent Practices" (October 2007), drowdown of the storinwater runoff shall occur within 2 to 5 drays • Gptf ?. ada Eta: V%'Qv = cf. st'A e/•Sic.ro e DEaiapo Ks b Zo - Vol. in 1.0" Rainfall = cu. fi !?Ca?c r?E'are Es?rY Va3?ug"yo Depth an Easi_S - 0.97 is _ 11.09, inches EL = It 0 MERCK TEMPORARY SWMF #1 B.R. FINCH, PE STAGING AREA 1/25/2008 MER-07000 • Inverted Siphon Design Sheet D orifice = # orifices = Ks = b= Cd siphon = Normal Pool Elevation = Volume @ Normal Pool = Orifice Invert = WSEL @ 1" Runoff Volume = • 2 inch 1 19496 1.133 0.60 294.00 feet 0 cf 294.00 feet 29=1.9- feet WSEL (feet) Vol. Stored (cf) Siphon Flow (cfs) Avg. Flow (cfs) Incr. Vol. (cf) Incr. Time (sec) 29.,4.97 18891 0.099 294.89 16985 0.094 0.097 1906 19728 294.81 15113 0.089 0.092 1872 20412 294.72 13277 0.084 0.087 1836 21208 294.64 11480 0.078 0.081 1797 22153 294.56 9727 0.072 0.075 1753 23303 24.4' 8023 0.066 0.069 1704 24751 '94,3? 6374 0.058 0.062 1648 26665 ?x=1.31 4791 0.050 0.054 1503 29394 2_94.;2-' 3288 0.039 0.044 1503 33826 X94, °_ ? 1889 0.023 0.031 13991 44608 Drawdown Time = ?~ 3.08 days i By comparison, if calculated by the average head over the orifice (assuming average head is half the total depth), the result would be: Average driving head on orifice = feet Orifice composite loss coefficient = Cross-sectional area oft" orifice = _ 7 sf Q = 0.0701 cfs Drawdown Ti_?ire = Volume / Flowrate / 8600 (sec/day) Drawdown Time = 112 days ? lConclusion e Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated 11 1 volume from the 1.0" storm runoff, with a required time of about 3.1 days. 0 • Type.... Outlet Input Data Page 1.01 Name.... SWMF #1 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: REQUESTED POND WS ELEVATIONS: Min. Elev.= 294.00 ft Increment = .20 ft Max. Elev.= 300.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Weir-XY Points ES ---> TW 299.020 300.000 Stand Pipe RI ---> BA 297.850 300.000 Orifice-Circular SI ---> BA 294.000 300.000 Culvert-Circular BA ---> TW 290.910 300.000 TW SETUP, DS Channel r? • SIN: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 11:30 AM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 Page 1.02 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: OUTLET STRUCTURE INPUT DATA Structure ID = ES Structure Type = Weir-XY Points ------------------------------------ # of Openings = 1 WEIR X-Y GROUND POINTS X, ft Elev, ft .00 302.00 3.29 301.00 6.59 300.00 7.46 299.74 14.50 299.50 28.72 299.02 33.32 299.50 38.15 300.00 42.27 300.43 Lowest Elev. = 299.02 ft Weir Coeff. = 2.600000 Weir TW effects (Use adjustment equation) .7 • S/N: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 11:30 AM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 Page 1.03 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: • OUTLET STRUCTURE INPUT DATA Structure ID = RI Structure Type ----------------- = Stand Pipe ------------- ------ # of openings = 1 Invert Elev. = 297.85 ft Diameter = 5.0000 ft Orifice Area = 19.6350 sq.ft Orifice Coeff. _ .600 Weir Length = 15.71 ft Weir Coeff. = 3.000 K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 Structure ID = SI Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 294.00 ft Diameter = .1667 ft Orifice Coeff. _ .600 SIN: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 11:30 AM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 Page 1.04 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: • OUTLET STRUCTURE INPUT DATA Structure ID = BA Structure Type ------------------ = Culvert-Circular ------------------ No. Barrels = 1 Barrel Diameter = 3.0000 ft Upstream Invert = 290.91 ft Dnstream Invert = 289.83 ft Horiz. Length = 71.50 ft Barrel Length = 71.51 ft Barrel Slope = .01511 ft/ft OUTLET CONTROL DATA... Mannings n = 0130 Ke = .5000 Kb = .007228 Kr = .5000 HW Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 ratio (HW/D) = 1.153 T2 ratio (HW/D) = 1.299 Slope Factor = -.500 L` • Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 294.37 ft ---> Flow = 42.85 cfs At T2 Elev = 294.81 ft ---> Flow = 48.97 cfs S/N: 621701207003 The John R> McAdams Company PondPack Ver. 8.0058 Time: 11:30 AM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 Page 1.05 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: OUTLET STRUCTURE INPUT DATA Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs • S/N: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 11:30 AM Date: 1/25/2008 Type.... Composite Rating Curve Name.... SWMF #1 Page 1.17 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: • • Ll WS Elev, Total Q Elev. Q ft cfs -------- 294.00 ------- .00 294.20 .04 294.40 .06 294.60 .08 294.80 .09 295.00 .10 295.20 .11 295.40 .12 295.60 .13 295.80 .14 296.00 .15 296.20 .15 296.40 .16 296.60 .17 296.80 .17 297.00 .18 297.20 .19 297.40 .19 297.60 .20 297.80 .20 297.85 .20 298.00 2.95 298.20 9.97 298.40 19.44 298.60 30.83 298.80 43.85 299.00 58.31 299.02 59.83 299.20 74.56 299.40 93.56 299.60 101.55 299.80 114.34 300.00 131.54 S/N: 6217012070C3 PondPack Ver. 8.0058 ***** COMPOSITE OUTFLOW SUMMARY **** -------- Converge TW Elev Error ft +/-ft -------- ----- Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Notes ------------------------- Contributing Structures (no Q: ES,RI,SI,BA) SI,BA (no Q: ES, RI) SI,BA (no Q: ES, RI) SI,BA (no Q: ES, RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA .(no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) SI,BA (no Q: ES,RI) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) RI,SI,BA (no Q: ES) ES,RI,SI,BA ES,RI,BA (no Q: SI) ES,RI,BA (no Q: SI) ES,RI,BA (no Q: SI) ES,RI,BA (no Q: SI) The John R> McAdams Company Time: 11:30 AM Date: 1/25/2008 • 100-YEAR STORM (WORST CASE) ROUTING CALCULATIONS • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000 MERCK TEMPORARY SWMF #1 CONSTRUCTION STAGING MER-07000 __> Stage - Storage Function • Ks = b= Zo = Elevation Storage [feet] [cf] [acre-feet] 100-YR 294.00 0 0.000 294.20 2880 0.066 294.40 6563 0.151 294.60 10625 0.244 294.80 14955 0.343 295.00 19496 0.448 295.20 24212 0.556 295.40 29080 0.668 295.60 34080 0.782 295.80 39200 0.900 296.00 44428 1.020 296.20 49756 1.142 296.40 55176 1.267 296.60 60682 1.393 296.80 65268 1.521 297.00 71930 1.651 297.20 77663 1.783 297.40 83c165 1.916 • 297.60 89331 2.051 297.80 95258 2.187 297.85 96719 2.221 0.000 298.00 101245 2.32-/+ 0.103 298.20 107283 2.46-,3 0.242 298.40 113386 2.603 0.382 298.60 1 1953 7 2.744 0.523 298.80 12573 7 2.887 0.665 299.00 13198 7 x.0_,0 0.?S09 299.20 138284 3.175 0.95! 299.40 144627 3.320 1.099 299.60 1'5101_; ,.J67 1.2J!6 299.80 1 5744J 3.61's 1. 93 300.00 163916 3. 7 631 1.54 E.R. FINCH, PE 1/25/2008 0 Type.... Outlet Input Data Page 1.01 Name.... SWMF #1 - 100 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: REQUESTED POND WS ELEVATIONS: Min. Elev.= 297.85 ft Increment = .20 ft Max. Elev.= 300.00 ft Spot Elevations, ft 297.85 OUTLET CONNECTIVITY ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft Weir-XY Points ES ---> TW 299.020 300.000 Stand Pipe RI ---> BA 297.850 300.000 Orifice-Circular SI ---> BA 294.000 300.000 Culvert-Circular BA ---> TW 290.910 300.000 TW SETUP, DS Channel • E S/N: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 12:02 PM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 - 100 Page 1.02 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: • OUTLET STRUCTURE INPUT DATA Structure ID = ES Structure Type = Weir-XY Points ------------------------------------ # of Openings = 1 WEIR X-Y GROUND POINTS X, ft Elev, ft .00 302.00 3.29 301.00 6.59 300.00 7.46 299.74 14.50 299.50 28.72 299.02 33.32 299.50 38.15 300.00 42.27 300.43 Lowest Elev. = 299.02 ft Weir Coeff. = 2.600000 Weir TW effects (Use adjustment equation) C, • SIN: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 12:02 PM Date: 1/25/2008 Type.... Outlet Input Data Page 1.03 Name.... SWMF #1 - 100 File.... X:\Projects\MER\MER-07000\Storm\Con struction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: • OUTLET STRUCTURE INPUT DATA Structure ID = RI Structure Type = Stand Pipe ----------- ------ ------------------- # of openings = 1 Invert Elev. = 297.85 ft Diameter = 5.0000 ft Orifice Area = 19.6350 sq.ft Orifice Coeff. _ .600 Weir Length = 15.71 ft Weir Coeff. = 3.000 K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 Structure ID = SI Structure Type = Orifice-Circular ------------------------------------ # of Openings = 1 Invert Elev. = 294.00 ft Diameter = .1667 ft Orifice Coeff. _ .600 Ll • S/N: 6217012070C3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 12:02 PM Date: 1/25/2008 • Type.... Outlet Input Data Name.... SWMF #1 - 100 Page 1.04 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: OUTLET STRUCTURE INPUT DATA Structure ID = BA Structure Type ------------------ = Culvert-Circular ------------------ No. Barrels = 1 Barrel Diameter = 3.0000 ft Upstream Invert = 290.91 ft Dnstream Invert = 289.83 ft Horiz. Length = 71.50 ft Barrel Length = 71.51 ft Barrel Slope = .01511 ft/ft OUTLET CONTROL DATA... Mannings n = 0130 Ke = .5000 Kb = .007228 Kr = .5000 HW,Convergence = .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0098 Inlet Control M = 2.0000 Inlet Control c = .03980 Inlet Control Y = .6700 T1 ratio (HW/D) = 1.153 T2 ratio (HW/D) = 1.299 Slope Factor = -.500 • • Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 294.37 ft ---> Flow = 42.85 cfs At T2 Elev = 294.81 ft ---> Flow = 48.97 cfs SIN: 621701207OC3 The John R> McAdams Company PondPack Ver. 8.0058 Time: 12:02 PM Date: 1/25/2008 Type.... Outlet Input Data Name.... SWMF #1 - 100 Page 1.05 File..... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: OUTLET STRUCTURE INPUT DATA Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs • S/N: 621701207003 The John R> McAdams Company PondPack Ver. 8.0058 Time: 12:02 PM Date: 1/25/2008 • • • Type.... Composite Rating Curve Name.... SWMF #1 - 100 Page 1.10 File.... X:\Projects\MER\MER-07000\Storm\Construction Drawings\FINAL DESIGN.PPW Title... Project Date: 1/15/2007 Project Engineer: Brandon R. Finch Project Title: Merck VMF Project Comments: WS Elev, Total Q Elev. Q ft - cfs ------- 294.00 ------- .00 297.85 .20 298.00 2.95 298.20 9.97 298.40 19.44 298.60 30.83 298.80 43.85 299.00 58.31 299.02 59.83 299.20 74.56 299.40 93.56 299.60 101.55 299.80 114.34 300.00 131.54 S/N: 621701207003 PondPack Ver. 8.0058 ***** COMPOSITE OUTFLOW SUMMARY **** Notes ------ -- Converge ---------- ---- -- --------- TW Elev Error ft +/-ft - Contributi ng Structures ----- Free -- ----- - Outfall ---------- (no Q: ES --------------- ,RI,SI,BA) Free Outfall SI,BA (no Q: ES,RI) Free Outfall RI,SI,BA (no Q: ES) Free outfall RI,SI,BA (no Q: ES) Free Outfall RI,SI,BA (no Q: ES) Free Outfall RI,SI,BA (no Q: ES) Free Outfall RI,SI,BA (no Q: ES) Free Outfall RI,SI,BA (no Q: ES) Free outfall RI,SI,BA (no Q: ES) Free Outfall ES,RI,SI,B A Free Outfall ES,RI,BA (no Q: SI) Free Outfall ES,RI,BA (no Q: SI) Free Outfall ES,RI,BA (no Q: SI) Free Outfall ES,RI,BA (no Q: SI) The John R> McAdams Company Time: 12:02 PM Date: 1/25/2008 HEC-AIMS Project: MER-07000 Basin Model: Post - 100 is • SWMF #1 E HMS * Summary of Results Project MER-07000 Run Name : Post - 100 • Start of Run 23Jan08 0000 Basin Model Post - 100 End of Run 24Jan08 0000 Met. Model RDU - 100 Execution Time 25Jan08 1201 Control Specs 1 minute dT Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) To SWMF #1 106.50 23 Jan 08 1204 6.4783 0.026 SWMF #1 78.791 23 Jan 08 1209 6.4400 0.026 Bypass Area 18.661 23 Jan 08 1205 1.1514 0.007 Junction-1 93.905 23 Jan 08 1208 7.5914 0.033 0 HMS * Summary of Results for SWMF #1 • Project : HER-07000 Start of Run 23Jan08 0000 End of Run 24Jan08 0000 Execution Time 25Jan08 1201 Run Name : Post - 100 • Computed Results Basin Model Post - 100 Met. Model RDU - 100 Control Specs 1 minute dT Peak Inflow 106.50 (efs) Date/Time of Peak Inflow 23 Jan 08 1204 Peak Outflow 78.791 (cfs) Date/Time of Peak Outflow 23 Jan 08 1209 Total Inflow 4.69 (in) Peak Storage 0.98629(ac-ft) Total Outflow 4.66 (in) Peak Elevation 299.24(ft) 0 r 1 L_J APPENDIX DESIGN PLANS FROM THE JOHN R. MCADAMS COMPANY, INC. SEALED ON SEPTEMBER 16, 2004 • • MERCK TEMPORARY CONSTRUCTION STAGING MER-07000