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Home My WebLink About20082900.tiff • APPENDIX D STEP-BY-STEP SPILL RESPONSE AND CLEANUP PROCEDURES • • 2008-2900 Step- By-Step Petroleum Spill Response Procedures • IMMEDIATELY EXTINGUISH ALL POTENTIAL SOURCES OF IGNITION, TURN OFF ENGINES, DO NOT USE CELLULAR TELEPHONES AND DO NOT SMOKE! UNLOADING OPERATION: STEP 1 Shut off the transport pump and the delivery valve will be closed immediately. LOADING OPERATIONS: STEP 1 Close the nozzle valve and turn the pump off. TANK DIKE/CONTAINMENT: STEP 1 If possible, stop the source of the leak and verify that the dike drain valve is in the closed position STEP 2 The person who discovers the spill will ask for assistance from all other personnel at the station to safely contain the spill and limit health or safety hazard. • STEP 3 Notify the Designated Responsible Person. STEP 4 The Designated Responsible Person will evaluate the hazard to human health and safety. STEP 5 Call the fire department(911) and evacuate the area if there is an immediate threat to human life, or if the spill is uncontrollable. Otherwise ask them to stand by in case their services are needed. STEP 6 If there is no immediate threat to human life, gather all necessary personnel and equipment at the station to safely contain and recover the spill. STEP 7 If deemed necessary, an environmental clean-up company will by notified to oversee the proper clean-up, testing and disposal of contaminated soils or product. STEP 8 The Designated Responsible Person will call the State Oil Inspector(303) 318-8547 within 24 hours if: • The spill is greater than 25 gallons (or that causes a sheen on nearby surface waters) • The spill is less than 25 gallons, but the cleanup cannot be completed within 24 hours of the spill • STEP 9 The Designated Responsible Person will call the Colorado Department of Public Health and Environment 1-877-518-5608 if the spill has or may impact the waters of Page 13 of 3 the State (which includes surface water, ground water and dry gullies or storm sewers • leading to surface water), no matter how small STEP 10 The Designated Responsible Person will submit a copy of this Spill Prevention, Control and Countermeasure Plan to the Regional Administrator of the Environmental Protection Agency within 60 days if: • The spill results in a discharge of 1,000 gallons or more of oil into the ground water, or • within a 12 month period, two spills discharge oil into the ground water greater than 42 gallons each spill Emergency Telephone Numbers: Local Fire Department 911 Williams Fire and Hazard Control (800)231-4613 Williams Fire and Hazard Control 24-Hour Emergency Numbers (409) 727-2347 and(281) 999-0276 Williams Fire and Hazard Control (Fax) (409)745-3021 Nearest Hospital Police Department 911 SemCrude Office al National Response Center (800)424-8802 (to report an oil spill-24 hours a day) Colorado Department of Public Health and Environment(CDPHE) (24 hours) (877) 518-5608 Weld County Department of Public Health and Environment (970) 304-6415 Weld County Sherriff's Department(OEM) (970) 304-6540 Colorado State Oil Inspector (303) 318-8547 Colorado Hazardous Materials and Waste Management Division (Tech. Assistance) (303)692-3320 North Weld Sanitary Landfill in Ault (970) 686-2800 Safety Kleen (303) 781-8256 SemCrude Terminal Manager (918)225-1914 ext 10 Cell (405)659-3828 Home (918)225-4750 Pete Schwiering(VP of Operations) (405) 692-5104 Cell (405) 760-1134 Gary Davis(Manager of Health and Safety) (405)692-5147 Cell (405) 760-9973 Home (405) 733-5388 Page 13 of 3 General Reporting Information: ('3112.7 (c) (6))• 1) Name of the facility: 2) Name of Responsible person: 3) Location of facility: 4) Telephone Number: 5) Date and Time of Discharge: 6) Type of Material Discharged: 7) Estimate of the Quantity Discharged: 8) Source of Discharge: 9) Affected Area: 10) Cause of Discharge: 11) Damages or injuries caused by discharge: 12) Actions used to stop,remove or mitigate the effects of the discharge: 13) Is an evacuation needed? 14) Names of individuals or organizations contacted: • • Page 2 sur 3 TETRA TECH July 15, 2008 Mr. David Bauer, P.E. Senior Engineer Weld County—Public Works 1111 H Street Greeley, CO 80632 ' Re: Drainage Addendum Letter for SemCrude Crude Oil Unloading Facility— Weld County, Colorado Tetra Tech Job No. 133-23438-08003 ' Dear Mr. Bauer: This drainage addendum letter for the SemCrude Crude Oil Unloading Facility is being submitted ' on behalf of SemCrude L.P., Anadarko Petroleum and Noble Energy for your review. The proposed Oil Polishing Facility will be developed at the west end of the SemCrude facility, on • Lots A and B of proposed recorded exemption. A vicinity map has been provided as an attachment to this letter. The drainage design for the proposed Oil Polishing Facility will adhere to the Final Drainage Report for SemCrude Crude Oil Unloading Facility dated January, 2008, prepared by Tetra Tech. Currently, there is a crude oil unloading facility, paved area for truck access, storage tanks, ' emergency spill confinement berms, and Stormwater onsite retention. The proposed Oil Polishing Facility will supplement the existing onsite facilities and will be located directly east of said facilities. The total project site, (both properties) is approximately 16.73 acres of undeveloped land. The ground slopes generally from the west to the east at approximately 1.5%. The proposed site historically sheet flows across the site from the west to the east. An existing ' drainage swale lies to the east of the proposed site. This drainage swale carries flows either to the south, into the roadside ditch along WCR 30, or to the north around the existing site. ' The proposed site will be developed into two Oil Polishing Facilities. Each facility will consist of two polishing heaters, six crude oil tanks, two crude rerun pumps, two crude redeliver pumps, two water tanks and an emission control device. Each site will also have a paved area for truck access, onsite open space, and an onsite detention pond. The proposed site will be subdivided into two properties; the north property to be owned and ' maintained by Noble Energy and the south property by Anadarko Petroleum. Developed runoff from each proposed site will sheet flow across the site from the west to the east, into their . respective onsite detention ponds. Detention Pond A is to be located on the northeast corner of the ' Page 2 It TETRA TECH Mr. David Bauer Ias July 15, 2008 • ' Anadarko Petroleum property. The detention Pond B will be located on the southeast corner of the Nobel Energy property. A swale will be located in between the two properties to carry offsite ' flows from Basin OS1 past the proposed sites into a proposed culvert to carry the flows under one of the proposed driveways. These flows will then be released offsite to where they historically drain. An additional swale will be located along the western boundary of the proposed site to direct ' flows from OS2 around the site into the roadside ditch along WCR 30. Historic and Developed runoff calculations have been provided as an attachment to this letter. ' In conclusion, the proposed drainage design for the Oil Polishing Facility will not adversely affect the existing drainage facilities or drainage patterns surrounding the site. Additionally, the drainage ' design for the proposed project adheres to the Final Drainage Report for SemCrude Crude Oil Unloading Facility dated January, 2008, prepared by Tetra Tech. All developed flows for the proposed project will be directed to two onsite detention ponds. ' If there are any questions or comments, or if you would like any additional information concerning this letter, please contact us. Sincerely, ......... IS TETRA TECH v oNt.• F' t Karlie M. Mark, E.I.T. Camer ' ikowlkes,g"S EED® AP Design Engineer Project b 6 j • tIV'AL X- ', ' Attachments P A133-23438-08003 AmUSR Weld ADeliverables\Reports V Drainage ADrainage Addendum Letter.doc 1 1• I I• r Appendix A Vicinity Map I I I l• N 1 I 1 I I I 1. I MILTON J N- RESERV R v • r it I , I cC O O I K w w J I c& S23 PROJ CT S24 Si9 LOCH ION z w Tr; 1 S) I 9 5 TA I5 WCR 30 I • 0 • LOT B LOT C I I I. le a S26 S25 S30 it t I I C 0 9 'v E § Q Co 0 0 IIIm 2000' 1000' 0' 2000' 4000' m 1 ,(r it a SCALE IN FEET z I -- 0- Drawing Description Project Na: 133-23438.08003 a i'7,1 El TETRA TECH Date: JULY 15,2008 0 VICINITY MAP Designed By: KMM illi '•? www_tetratech.com Drawing No. T 1900 S.SUNSET STREET,SUITE I-F SEMCRUDE/ANADARKO/NOBLE •1 v LONGMONT,CO 80501 I o PHONE:303.772.5282 FAX:303.772.7039 AMENDED USR - 1614 S ICopyright: Tetra Tech '• Appendix B I I Historic Runoff Calculations I r I I I t I 1 I I I I •1 o O ¢ V k uw; I c . h o to M C O• N - ° O - N C - tu • “ b in F II C a >" -. N N - - C N '4', F •I E c ,, n, F E r et m a � _ oOo O Co N OJ 6 = CD M Nl N N Ca I. 0 L CID y O O O — .-+ e F d � r � � as TO y .C1 ' v › C O o O G T., o e o o 1 ` y o >- oo a > >- o < v, oo .E. � rv — c a, 1 >- o o y a N O O 443 4 U G r t O O O o V1 O O N N q 9 o M o a ' • oo 11 E N N tla 11 d d b _ rE de e F• O o d o 95 C M U U ts o O O V O m L O W T. o CD C4 Q6. v0) J y ¢ CG• Cil �+ 61 (VI cn m m O ¢ o N O co O • W M Narn C �p WrT. .T. N M F a I I . .... c r • 30 N ...7' rn N O O I O rn r'1 N N a ^ b P N m M O N v -' '- Jb wvl O O a Y N co- -. (-10. :: r N ^ ^ .. O I E'. N v h - C N N P Q F 'E < 0 ,4 .4: ec; N V1 C N e't n <%; O E enn I 0000 >t, O° ^ rn ON O0 N a 7. ..- 00 m m m r'°n n Y N Q N 00000 ,p O Cu yr r v GL i' v a V O O O O O W •4 ' - .... CL) Q 'NJ O U 9 w , .. 0000, v 1. p: o 46 ›. 0 . 0 . I C N o 0 0 o E y a N O. 0 0 o y i x , 6666 m rJ O N r M O O O O O h O O O O W U 0 _O 1 y O Nea q O G Q e ammo A 0 O O O V ^ N ry rV ry I 41 E is 2 A r, v o O c ^ gW F I y a 0 0 0 n18 d" t PQ u F ^ a ? a r• } o a O w to o a a Q• j m U U_ C O 9 Ill \ O W W O Or O r } N V < 00N '0 rn° n a E Co) en v v a v v co o 3 3 m a . m ¢ Qchr/I = .5 Na m aa .� 5 ry 0. o.. M I • Appendix C 1 Developed Runoff Calculations I 1 1 1 N I 1 1 I 1 1 1 1. i I Ile yo 'PA Y I N o O V m aO e 'd e — .t. o.N m i ro ^ N Ill o m m o co g > -. N N N N I CbN F E ,u 8 lV I ' I>: O CD V r'9, u O N c o ,, O 0 0 9 F m I y e o N N a J V V — O O y b C0) u p • O O W Y O 7 a b do O' O O N le 6 u a 6 a r b O Vl r P . u) t —N O. O G I o N O. — x V O ' n v O O_ F 10 O V $O brn' O 1 0 re ta U O O N O O O O a E m 5M El I." w .o1 1 r4 ell E • W 6 O V 9 COd d O .,/c' Ly 9 42 1.3 0 0 Fo o N N �^. o a o o o o D5�' Y ._ QQ u it V ca i 3 pT O O N V d E. C P 4'. o — 06 r-: e '^ o 6 cn gQ v°) — E 'a Q Wcn y w � J -t r o cc 00 • rO Q M h N 6 6 o d cO en I O C o rq o n r4 ti 6ti 6 F F 4 1 ,. r Appendix D I Onsite Drainage Facilities 1 0 Detention Pond Sizing 0 Culvert and Orifice Sizing 0 Riprap Sizing • 1 1 I 1 MAJOR DETENTION VOLUME BY FAA&'MODIFIED.FAA METHOD I .:,..,...,:„±„,...:;;E:„:„..„.::,,-!:,:,.7,,,,„:„..: (See USDCM VOIMMe.I Runoff Chapter lo rdescdptlon of method) .. • : Project:AMENDED USR•16147-,..-:".:"..",:.."::..:±,-,,.". . .: Basin ID: Pond A , (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) The user must fill in all of the blue cells for these sheets to function. I __— Design Information(lnput� Catchment Drainage Imperviousness 1,=.,:,,17.00 _percent Catchment Drainage Area A=•:.:;:`8.1100 acres Predevetopment NRCS Soil Group Type=::•-'d±::'::a: A,B,C,or 0 'Return Period for Detention Control T=:: 100` years(2,5,10,25,50,or 100) I Iron of Concentration of Watershed 7c=:`7/7 7`':''': minutes (Al.owabte Unit Release Rate(See Table A) q=` 0.14 cfslacre Ore-hour Precipitation P, 2.80 inches Design Rainfall IOF Formula I=C1•P1f(C2+Tc)"C3 Coefficient One C,_ 28.50 .. I Coefficient Two C2= 10.00 Coefficient Three C.,- 0.79 Determination of Average Outflow from the Basin(Calculated): Runoff Coefficient C= (1.43 Inflow Peak Runoff Cp u1= 20,84 ds Allowable Peak Outflow Rate Op-out- 1,161:::'.'''di Ratio of Op-oueOp.in Ratio' •0.06:::.':7 Determination of MAJOR Detention Volume Using:FAA 8 Modified FAA Method _ 15 <-Enter Rainfall Duration Inuementa:Increase Value Here(e.g.5 for 5-Minutes) _ Rainfall Rainfall Inflow Average Outflow Storage Adjustment Average Outflow Storage Dunat,un Intensity Volume Outflow Volume Volume Factor Outflow VolumeVolume minutes inches!hr cubic feet (FAA,cis) (FAA,cf) (FAA,cf) (tv1od:fled) (Mod,cfs) (Mod,cf) (Mod,cf) (output) (output) (output) (output) (output) (output) (output) (output) (output) 5 9.39 9,629 0.61 182 9,647 1.00 1.16 348 9,488'- -: 20 543 22,738 0.61 726 22,012 0.92 1.06 1,273 21,464, : j I. 35 3.94 26,865 0.67 1,271 27,614 0.74 0.85 1,795 27,090 50 3.14 32,876 0.61 1,816 39,1')6(8 0.67 0.77 2,317 30,558 65 2.63 35,831 0.67 2,360 33;.471 0.63 0.23 2,839 32,992 80 2.28 38,184 0.61 2,905 35;270 0.60 _ 0.70 3.361 34,823 95 2.02 40,145 0.61 3,450 36,695 0.59 0.68 3,883 36,262 -1- 37,425 1.82 41,830 43,310 0.61 3,994 37,835 0.58 0.67 4,405 37,425 125 1,66 43,310 0.61 4,539 38,771 0.57 0.66 4,927 38,364 140 1.52 44,633 0.61 5,084 39.550 0.56 _ 0.F,5 5.448 39;185 155 1.41 45,831 0.61 5,628 40,203 0.55 0,64 5,970 39,861.- 170 1.32 46,927 0.61 6,173 40,754 0.55 0.64 6,492 40,435 185 1.24 47,939 0.61 6,718 41,221 0.54 6:63 7,014 40,925 200 1.17 48.879 0.61 7,262 41,616 0.54 ::0.63 7,536 .41;343 215 1.11 49,757 0.61 7,807 41,950 0.54 0.02 8,058,. ' 41;700• 230 1.05 50,583 0.61 8,352 42,231 0.54 0.62 245 1.00 51,362 0.61 8,896 42,466 0.53 0.62- 9,102 '' ' •42.251*'.- 260 0.96 52,100 0.61 9,441 42,659 0,53 062 9,823 • 424477 275 0.92 52,802 0.61_ . .,.9,986 42.816 0.53 :0.61.- 10,145 42,654:290 0.88 53,471 0.61 10,530 42,540 053 ..0.61 '. .-.1Q,667.::: 42.803.:.:.. 305 0.85 54,110 0.61.:.:: ....:11075 a:' :'43,035 0.53 061 '81:1`89 :'-':..42,921.':.. 320 0.82 54,723 0.61..:7... ':,;11;620•'::::":....:::43.103 0,53 "Q:61:..': -1:5:711' 43;012.•-. 335 0/9 55,311 0.61 12,164 : 43,147 0.52 ':0 ,61" • ,12,2 ,, .4,076' •' 350 0.76 50,877 0.61 :12,709'. 43,168 0:52 .' .0,61 ?2;155. : '' 43;.122. 365'"' 074 • 66,422- 0.61 : : :::"13,254:-'.. ' ..;'43,169 . ._....0.52:.... '. ':.":',:.0:81• ' ''132x7 43.146 ....380:. : 0-72 •56;849::: 0.61. ..' 13,798:. . .: 43,151 , .: .:0:52. .., '.'_.0.61 : :.13',790 '"43,151. 395' 0.70 57459:.: 0.61..:. .- 14343,•;:: 43115: ? : 0,52 "0:60. .14,320 .. "431.38 410 0.68 57.951 0.61" 14 888 43063 0:52: '060 ..'_ -14,842 • 43,1.09 425 0:66:: 58,429 0.61 .15,432 :. 42:996. .O( 2 ' ' 0.60 15;364 ' 43,065 • 440' 0.64'..._::: 58892 0.61,.. 16.977 ...:42.815. _ ,0.62 0.60 15;886 43,006 ' 455...;i 0.62...:....:.....59,343:':.:7: '..:0.61.•.: 16522 . . .:42,821 052 ..0.60': " . '18,408 - ' :42,935 . 470. ' 0.61' .50:791',:.- l'.0:61..'. • .17,067 -,42,714Ill I • 0.32 .... 0:60 16930: 42,851. 485 ': "'069" 60,207• ,:0.61 , :17,611 :42,596 0.52: 0.¢Q.' • 17 452 42 755 500 058 60,622 061' 78,756 42,461 0.52:' • '0.60 ' . 17;973 42649. .. $15, 0.57 61,027 0.61 18,701 ...' , ,42,327 : .0.52 0.60' 18,495 42,532 ' 530 0.55 61,423 0:j11 :... 19.245. ' 42;17!7 0,62 '' 0.60 • 19,017 '' 42,405 545 0.54 61,809 "0.61 19,790.'.': ':42,019 0.52 ',. '. 060 19;539 42269 ' IlAh FAA Major Storage Volume(cubic ft)_ - 43,169 : Mod.FAA Major Storage Volume(cubic ft.). •' 47151':, FAA Major Storage Volume{acre-fl)_ 89910 Mod.FAA Major Storage Volume(acre-ft.)= ' 09006 • UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02.Released January 2007 I North 1.10-Detention v2 02.xls,Modified FAA 7114/2008,2:54 PM I --• = - MAJOR DETENTION ... . .. ...... VOLUME BY FAA&MODIFIED FAA METHOD' 1 = ' '' (See USDCM Volume I Runoff Chapter for description of method) Prolet:C lei=-; :', AMENDED USR 1614 z.. Basin ID:.:.�g•� :.<.:i�='��- { ,.,.... ... ::<;:' PondA :- . ...,..� Inflow and Outflow Volumes vs.Rainfall Duration 1 Intersection of Modified and FAA Outflow Plots Is at maximum detention volume I70=000 I • • • • 60,000 _p----- --- • • • • 1 50.000 _.._. .-. -- -- I • -40,000 —-- ---. . I LL• to a 3 U 3 • IS73. 30 • --- - --_J - _.. ... ......_ • 1 ._ • • • io,oco 1 -- • • . . i I I • it I 0 100 200 300 400 500 600 Duration(Minutes) —!—Inflow Volume Modified Outflow Volume FAA Outflow Volume J I I. IIUDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Released January 2007 North UD-Detention—v2.02 x!s,Modified FAA 7/14/2008.2.54 PM I [UIIJ TETRA TECH • Professional Engineers • IClient:,,,,na ✓/z/-Jo /7o/n n1 ,/!/eb/ A..-;<-777/1 Job No.:/g3--785458.OSPOOgSheet ��/ of / I ^Description: ("Id Designed By: , n -, Date:Cl et //,/ O? h'G✓ — /l/5/ >A/62(2'(/ Checked By: Date: .14?-2 .a/-11 :�C.112 . r l r_ ? N`�IA, a , . . 3 rt i { I j_ 1 T r ;- I iiiiH..c/r)eg/91O,FZT ; 4 / jmperr frudrte`s®le �_ l.7(., ,a FT ._! + --_ 111— ool lea O 4��R8� r ' - L . I : Hf I I t �� Q1/ 1� 9J0 175_ /. 2�P l_7) i 98 /x. ! _ ' /0 I ! i ,� _ ( f � O/63 �� 1f* /-a�i �1. o84� 1zCra Sly , , _ I I I I 7 T- f- { i = I I G 1( i ,_ H , ; ; ; , ; , , i •1 t" , , ; i tit 'T- 4____ -1 r t' I 1k -_- C a r. �..._ a 1.. �--r _ t ... _. ... . -_. r 1 I , 1 .. I, i 4 tt I I [ III tr l ; ' ; , , { I , 11 . STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES(INLET CONTROL) Project: A0.ndod USR-1014 Basin 1O,Pond A InDla. T.— ol / \ 0 o X o o o • O ' #1 Vertical *2 W.M.I 51e1a to;testicle PNb for Circular Vertica10.dloe.or Pipes eft**) Or*k. OM. WMM Selmer Simeon et Oedo Oepnl EI.0 WS= 4.606.64 fee a Plp✓Verecal Or*c.freeze Invert Merman Rev Invrl= 4606.00 far Re Floe them* M Deese Depth = 1.10 OO F1W*OCA We.Mesas,(01ws) 001 24.00 Odes Orifice Codfimee C.= 005 Full-flow C.WeIN ICakulead( Fu*6cw ram Al. 0.14 so ft li Hal Owed My.n Reims Tlwy= 0.14 rd Feb".tep.c*y Of. 22.2 do Percent d Desgi Flow= 1916% Cakuieiw.4Orlk.Flow Coraial.n He Cereal s*.(O/TM0.3.14/6) Tee= 000 rd Flow eve A.' 0.13 eqa Tap wtle.d°fee).ch..) T.= 13.57 Incha Hey0 Iran earn d Poe b Baran d PlatefnMes) V.' 2.10 tnchss • Etre*l.desllaw.of Rake Else Pew t0010m 040.= 4,606.16 lee Resultant Peak flee Tbwgh Orifice at Design Oepl. 0.' 1.2 .4. 100-W1 n L 10.:,',7,''',.=,•;:07: Ih 100'0001 aertom 1 �y 0•e*e.viler .tier.R«k Pret«lim 4. - E.nwyen .5oa Y 444... r+s—•. ]-l0 10-1n 0.te.11m le Lp9w F1000e 1.4"...4 .� Ow.no..Ith Tre.n RocY gil .....4 ...trim 100-1R a Layer need eater Seem 11 \ it:1r_4 �'.�o 2, 2_to 10-'R e_p'ter§jyr3a•_s — �S� /10.0.4 Credo h►^ err.. 0V eeter Stored. �.-- A■B ' I'sera«r=t bete ' .P nal.later Role e"'Illi I(11f Ttan 6«*-... 14 ��aua Wm l2a_•r oeref c.r.•ar v 4No - tr114.Rolemr Yendue 0nbn l.far.natlen Dra.Al: 01 Hartz 021bni *1 Wei. 02 Vert Cower Dper.lp: Demeter n Inches Dal I I I Inches OR MI R.ctarp11r Openeol Wider in FM W• 072 11 Length(Heed b Wrest) La H= 010 11. Pemnlap.d Opel Area Ally Trash Rack Redxken %cPa.= I 1% 0404 Coffee* C.• 0.65 Wait COYlelw C.= Cdke Several(Seem le Vence) E.0 1 4000001 IR - C.k0WlewM Collctl nCard*: 1401 Opinko Area 1.6e Trait Rack Rdi<e0n) A.= 0001. W R Uewd wide Nn OP."o Ma A.. sq.R. Pelee*as IN or Length L.• R Uew-Owid.Wm Leo0 L,• IL Top FAleraw or Vertical Orin Owing.Top• 4606 all It i• Cedar Eleven,.d Vane*Odke Opereq.C.n. 4606.091 R. Routing 1:Water flows through WOCV plate artd#1 horizontal opening into 01 vertical opening. This flow plus flow from 02 horizontal opening flows through 02 vertical opening. NwlotYl 00 Ness Venial Orifices Lave. Weer WOCV 01 Hone. M Hofer_ 02 Hmc N7 Hair *t Vert. *2 Vet Total Teem wee.. b WOCV.Mw.a. Surface PIAe1Ose Will Orifice We. OrAce Collecw, CdlaclV Collection mecai.mm. 6 Maio Strip. Ele.kan Flow Pb. Flex now Fern Capacity Capacity C.p.<ley armor S1vao. 10.3.Elver* R cis cis oft <Is Ors Cis de ob ammo (input) (Meg) (User00/d) (0.4.0) (.4/14) lalwl) (wIW9 0.W/) (.AWI) (output) /1.4*0 mil..e0 *N/A A41A aN/A RYA RYA MLA 0.00 IWA MLA /MIA A/A *N/A M41A MLA 000 *11/A MLA RYA IOWA ALA RYA MLA 000 010A NOP MIA MLA AM *Mk AM AM 000 *WA MLA MIA *NIA A/A *NMVOA000 *NIA RYA *1/A *WA */A *WA RYA 000 IOWA RYA MLA MIA **YA *WA *114 000 IWA ' MYA *NIA MLA MIA *N1A RYA 0.00 IW/l1 6N/A RYA MIA *WA NAM *N/A 000 *WA — MLA A/A MLA RLA A/A RYA 0.00 /MIA • MLA NN/A RYA *WA MLA A/A 0.00 *WA *N/A MA *N/A *VA RLA MLA 000 IOWA MIA MLA *N/A *M/A 0N/A *WA 000 IOWA — *VA RYA *N/A RYA M<lA RYA 000 *WA A/A 6WA MIA AN/A A/A MLA 000 *WA MLA MLA AIA 114/A' MLA MLA 0.00 *WA MLA *N/A ASIA/A *N/A *MA A/A 000 *N*NM INI MLA MLA MIA OVA *WA *N/A 0.00 MA. MYA *N/A OVA A/A *PA A/A 0.00 IWAI MLA MLA MLA MIA MLA MIA 000 6WA — ^ *MIA MLA MLA MLA MLA MLA 0.00 IWA A/A MLA ALA MLA MLA MLA 000 AIWA 11N/A MLA *OA M4/A IOWA RYA 000 011/A.. *PA MLA A/A ANA MLA MLA 000 !MIA II MLA MLA *N/A ALA MLA MLA 000 IWA MLA *WA' AIA *N/A MLA ALA 000 *WA MLA RYA *N/A AIA MLA MIA 000 %WA — *WA RYA 00/A *WA *PA *1/A 000 MYA1 MLA MLA *NIA AIA AMA MLA 000 IN/A MIA MLA' A/A *N/A A/A MLA 000 AMA II RYA AN/A /NIA MIA MLA MLA 0.00 AIWA OVA A/A MLA MLA *WA MLA 000 0011* MLA AIA MIA RYA MLA RYA 0.00 OHM 104e1 *OA MLA *PA Me/A *WA 000 1111/A AIA MLA MIA ALA RLA MIA 000 IOWA r AMA MIA MLA RYA *WA RNA 000 *WA MIA RYA 6WA MIA MYA MLA 000 IOWA w *N/A IMI/A A/A A/A RYA MLA 000 IOWA 4 MLA MLA ALA*PA MIA *PA 000 IOWA MIAMLA RLA MLA MA *PA0.00 IWA pWA A/A MLA MIA MYA MLA 0.00 IWA *N/A *VA ANNA ALA A/A A/A 000 IWA A/A MLA MLA *PA RYA MLA 000 101/A OVA MA AIA *OA *4/A MIA 000 *WA M No//h UD-Determmn 02.02.Ms,Outlet 711412000,4 30 PM I •. -: MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD I (See USDCM Volume I Runoff Chapter for description of method) Project AMENDED USR-1614 ..- :„ Basin ID-Pond B -.. ., r'r I (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) The user must fill in all of the blue cells for these sheets to function. I Design Information(Input): Catchment Drainage Imperviousness I,= 19.00 percent Catchment Drainage Area A= 7.4000 acres Predevelopment NRCS Soil Group Type.- B A.B,C,or D Return Period for Detention Control T= 100 years(2.5,10,25,50,or 100) I Time of Concentration of Watershed To= 15 minutes Allowable Unit Release Rate(See Table A) q= 0.16 cfs/acre One-hour Precipitation Pr. .2.80 inches Design Rainfall IDF Formula I=CI'P1i(C2*Tc)^C3 Coefficient One CI= , .28.50 1 Coefficient Two C2= 10,00:. Coefficient Three Cs='. 0.79 Determination of Average Outflow from the Basin(Calculated): I Runoff Coefficient C= 0.44 Inflow Peak Runoff Op-in= 20.30 cfs Allowable Peak Outflow Rate Op-out= 1.21 cfs Ratio of Op-out/OP-in Ratio= 0.06'.1::.. - -- Determinatjioo-of MAJOR Detention Voluina Using;FAA&Modified FAA Method 15 <-Enter Rainfall Curation Incremental increase Value Here{e g 5 for 5-Minutes) Rainfall Rainfall Inflow Average Outflow Storage Adjustment Average Outflow Storage I]uraUon Intensity Volume Ouhtow Vomme Volume Factor Outflow Volume Volume m.n.,tes 'aches;nr cubit feet (FAA.cis) (FAA,cf) (FAA,cf) (Modified) (Mod.Cf5) (Mod.cf) (Mod,cf) (input) (cutout) (output) (output) (output) (output) (output) (output) (output) _ (output) 5 9.39 9,177 0.63 190 8,991 1.00 1.21 364 8,813 20 5.43 21,230 0.63 761 20;468: 0.88 1.07 1,282 19,948 I. 35 3.94 26,969 0.63 1,332 28,637: 0.72 087 1,828 25,142. 50 3.14 30.695 0.63 1,903 28,792 0.65- 0.79 2,374 28,321 65 2.63 33,454 0.63 2,474 30,981 0.82. 0.75 2,920 30,534 80 2.28 35,651 063 3,045 32,60! 0.60:-; : 0.72 3,466 32,185 95 2.02 37,482 0.63 3,616 33.866 0.558_`.!: 0.70 4,012 33,470 I 110 1.82 39,055 0.83 4,18/ 34,869 0.57 0.69 4,558 34,497 125 1.66 40,438 0 63 4,757 35,680 0.56 0.68 5,104 -�35,333 1401.52 41,673 .0.63 5,328 36,345 0.55 0.67 5,651 36,022 155 3.41- 42,792 0.63 5,899 36,892 0 55 0.67 6,197 36,595 170 :1,32 43815:. 0.63 6.470 ..:37,345 0.54 0.66 6.743 37,072 Il 185 • ..124 44,759 0.63 _ 7041- 32,718 0.54 0.66 7.289 37,4/0 2001,17 45.637`.' 063 7822 38025 0.54 0.65 7,835 37,802 215 ...1.11_,. 46.457 0.63 8,163 38;274 0,54. 0.65 8:-381 38,076 230 1'.06: 47,228 063 8;754..• '.`38;474 • :.0.53.:.° 0.65 8,927 38,301 245 1,00c; 47,955 0.63 9;325 38,631 ,0.5,3,:,: 0.64 9,473 38,482 260 096 48,645 0.63 9,886 38.149 353 0.64 10,019 38,625 275 08; .: .. ':49.300 0.63 ' 10,486 38,833 063 0.64 10.566 38,734 290 0.88.:r.:.:-/':;:49,924 0-63 14.037 38.867 0.63 D84': 11,112•:":-:"._'.:....38,812 .:305. ' ....:.::0.85 °30.521 0.63 :11:608' :: 38,913 0.52 ' 064 11,658 ...38,863 ;::320 ;:0.52 ::. '-51;093 0.63 1₹,119; ' ' `38,914 • 0.52 064 -`F .121204:. 38,889 I •335 '.'..'...:-.:.17-79.::.:::....::' 51642.:, 063 12.750 38.898 052 063 12,750 38 892 350 :::::-.:0.10,.i..,::. 52171.; .0.63 13,321 • 38,650 0.52 .::.-,013i.:: 13296 38875 �t65 0.74 52,680; 0.63 13892 38,788 0.52 0.63 13,842 . 38,838 _360. 0.72 • • l13.17T •••".-:•:'.:0.6.11 14:463 38,709::. -0.52 .-.:.:':-,:%53. .' 14,388 .'38,783' .•:• .:395 ::... 0.70.".•71-::...53.1347-:::.: ....0.63.::. 15.034.'_: .. .3.81613.....:. ---,-1,..52.. :-:. .8.,83 . ,:-..:-...L.. .14,935::.•. 3::38.71 _. :>410" :::.:.I 68 '._:=::541071:':::a.:°.:;0.63:::: :.. .,,.15,605. . 38:50;1..;; 0.52:. ... ;...::0:63:: ,':.46,481: : .. :.38,627:,:,.,. 425. 0.66 : 54,553::::::1.'::..0-'83:.. ..•; :18,175 . 38,378.. 0.52 •0;63: 167..: . ••38;526 440` '0.64 `54;986. .r is:0.63 -` '-; 15,746% i. 38,240 0.52. 0.63.....,:.r:...16,573.. .. ,38,413,•..i.- 0.62 56.4(47'1 ::-..•0A3: ...-17.317. 38,089 : . .. . 0.52 0.63..:: 17;118 38.288 --:-'470 0.61 .. !116:816.. : :. i..0.n:.-;.-. •.::.17:888`:: •• 37,927.••. 0.52.• -. 0:63.'••:. 17,665-.•.• ::..38,150.;..:.: 485.. 0 59 .: 58.714': 0.53 '.18.459 • 37,755' :0.52 • : 0.63:i i 18211 • 38002 500 058 56.602 O.b,3 19 030 37;572 0.52 063 18,757.:.: ..37844. . 515 .: 0.57 56,980 - . ...0;83 .... 19,601. 37,379•. :0.51 .:- 0.62 19.304..•• 1•.:.37,676 530 • 0.55 57,349 0-63 • 20,172 37,177 . : 0.51.:.. 062 19,850 37,499 545:: ... •:.0.54 57,709 0.63 " : 20,743 36,986.. . : 0.51.• 0.62 20,396 37,313 1 FAA Major Storage Volume(cubic ft.)=38,914 Mod.FAA Major Storage Volume(cubic ft.)= 38,892 FAA Major Storage Volume(acre-h.)= 0.6433 Mod.FAA Major Storage Volume(acre-ft)= 0.8928 E. UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02.Released January 2007 I South UD-Detention_v2.02.x15,Modified FAA 7/14/2008,2'53 PM I MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD Ida (See USDCM Volume 1 Runoff Chapter for description of method) lirProject:- AMENDED USR-1614,: Basin ID: Pond B; 1 Inflow and Outflow Volumes vs. Rainfall Duration Intersection of Modified and FAA Outflow Plots Is at maximum detention volume 1 70,000 60.000 1 50,000 1 I ur 40,000 _._.._ __ -__- -- 1 Et V I I. E > 30,000 -_. __ I 1 20.000 -__ _- _. -. . 1 10.000 I _ - I I ( I 0 100 200 300 400 500 600 Duration(Minutes) 1 -t-Inflow Volume —A-Modified Outflow Volume +FAA Outflow Volume J I. 1 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Released January 2007 South UD-Detention v2 02 ens,Modified FAA 7/10/2008,2:53 PM I IMTh TETRA TECH • Professional Engineers • csem/cn/ua L. P '• Client: z4 re/i -/in, �serim�AA�P yy Job No.: /55--,?-11,38:O&V?Sheet / of / IDescription' i n,n-,04,-//ire /o/ LSrsctir/ J✓ Designed By: . . n ' Date:IL y ///,a�8 ekrkti/ - —> ti//JC✓!/ Checked By: Date: 1 ct ua 4 a�«�z2149 Ar_ _ten L3 I , P.. r " - i -. I F -- - ! l ,Gl i.o, 9/(P '_9)3 A/9(0,19),. - 4' 7.?(D.! //a , r it_—t ! 4i ! a f =I !o^Q �l./ a,- �/ ) a - �7,0-*/ n ..�p arsI I-- ---+---J /a, , !_ ! i to I 7 I r _ i r 1._ r � 1 i ( f-: 1 , .� ___ i -} _ __. _ _ I I i i -! I I 1 I i L I x jI r j 11— 1 i _ _ f lkill, , . 1 STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES(INLET CONTROL) • Project Amended USR•1614 Basin ID:Pond B I.411) OIO. T, 0 o i—� o o A ___ 0 0 V0 041 Vented 02 ver6<r Salmi the Restricts*Plate for Clavier Vertical Danes or Pipes th.Wt OnRce Oat. Water Salem Elawron M Design DeIeIR Else WS= 4.601.55 lest Pp&Vrk<r 0,10/00 Entrance Meet Elevation Elm Merl. 4.00400 h. Reamed Pe*Flow W ough Orates at Deismor.er 0= 1.21 cis PIpWAwl.pr Odic.Diameter mien) = 14.00 s aches Orifice,Coef6clenl C.= 0.65 Folsflow Capacity ICakWledt R&M.area AI= 314' aqf I HMI CntrA Angle in Radians TMb= 3.14 rwl FM-flow cepKky or= 163. as Percent&Desg elm n Fl = 216314 c.looletion of(MN,Flow Condit*. HM Croy Arg1(OSThrac3.1410) Theta' 0511 ran Femme A.' 0.12 sgft Top meth of Oncce 7ecrw) T.=' 1325 mhos I Hight Rom Invert d Pow*Balm of PIN(inches) Y.= 200 inches d Baker,d PateE W Mara Bober Edge+ 4 004.17 IeM Resultant Peak Flow 7Motgh AMlce el Dsaign Depth O. 13 efe 100-Ail w Lar food Del.ntlm Overtopping Overflow with Up*Rack P(OIKtl4n YW rrario err SreoafY 1-to 10-YR Detention. 9w wed wi Overflow2-to with rDeh eon Dilllimey piney 1OO-YR w Lager flood watt*Sur low !w•,',^I$ .3* la IO-nt^*yt✓ 4eo �. .finished Crate ` e C.ye -1I/ OCV*flee Sur toes _ vat Neew Seamans Permanent WolofRestrktw Pate �a iill� I Tr RKl • WOM a *fax el CAW*pwa s M Milo re. �F✓'+�ri Or f Plate Deaign BSEIBIbn Ikoa1: MI Float M21bnx II1 Von. 12 Vat Cream Opening: Domeier in Inches Oia=` I I 1 Irocim OR I Rclagr00 Opennq' With in FM W= 0.71 k Loge,(Her9hi la Vereca) L w H_ %op O.11 R. Percentage d Op.r Area Ar R Trash Rack Reducl.,, en=M Coefficient C,= 065 /6.1000/04/00 C,_ OrAce Elevatnm(Bottom la WARM) 1,= a 4,004.001 IR 11. tektite...of Collection Capacity: I Net Opmap Area Miter Trash Rack Recloaaro s) 1= 000 sp.R Uow O+ e Net00worg Area A. sq.R Penmeter as WM Lagth L,= n Vas-Ocere We Lava L,= R. lop El...Mim of Vw/cal Orrice Openng,lop= 4004 III IR. ' Cent Elevation el Vertical Orifice Oprng.Cal= 4004 OB R Routing 1: Water flows through WQCVplate and p1 horizontal opening Into)11 vertical opening. This flow plus flow from#2 horizontal opening flows through 112 vertical opening. H0.4/00 al Minces Vertical OrMNe Lalrek Water WOCV M1 Halt M1 Hmi M2 lion M2 Hens a1 MN 12 V.L. Total Ism mamma as wriev.Moo. Surface PlatSRser Weir 01/cs Weal OM. CWCMen CORM, Collection b WOG..Arta. I eaaAuSword ENvaaan Flow FlomRow Flow FlowCapacityCapacityC.p ollp Al Moos Maw w S Essmaae A <Is ds of, cis Cr. cis c/s wens Vaunt* {input) (l'w.°) (Usainked) {dlnpoq {a+WAI IaW4 0,99,91) 1 local (a+Wrll (Wlwll (kA kw lark) NIA MIAN/A MLA MLA Capacity MIA MLA MA N/A MIA MLA MIA 000 MWA MIA ALA *MA MLA MA MIA 0.00 MN/A, IN/A ALA ash/A MLA MA *MA 014,AMWA NIA MN/A MLA *4/A MIA000 tWA NIA MIA MIAMIAN/A 000 MLA ALA *4/6 ALA MLA NIA N/A 0.00 MIA N/A MLA N/A *4/A *WA MARA 0.00 NM MLA MIA MN/A MA MLA *LA 0.00 MWA MLA MLA N/A MIA MIA MIA 000 MOM MIA MAASIAMLA MIAMWA 000 MWA AWA NIA NIA #4/A MIA 0.00 MINA MAMLA NIA NA MLA MLA 0.00 MWA MLA MLA *VA MLA MLA ALA 0.00 MIA IOWA MLA N/A NIA MIA MLA 000 MWA MLA MLA MLA N/A MLA MLA 000 MWA I :rWA MIAMIAMIA MLA N/A 000 MWA MLA MLA IMfA NIA MLA*la 000 IOWAALA N/A MLA NIA MLA *MA 000 NMNIA NIA MAN!A *MAMLA 0.00 01110. NIA N!A MA MN/A MLA MA 000 MWA NIA N/A MLA N/A MIA MIA 000 MWA NIA N/A MIA MA MIA N/A 000 IIII/A II N/A N/A *1/AMN/A MLA MLA 0.00 MIA MIAN/A MLA 000 MIA MLA *WA MLA N/A *OAMLA 000 PPMN/A N/A MIA N/A N/A MLA 000 MIA MN/A MN/A N/A *RA MWA MLA 000 MA NIA N/A NIA N/A NM MLA 0.00 MIA N/A N/A NIA MIA N/A MIA 000 MIA N/A MIA MIA MANIA *VA 0% NMWAMIANIA MLA N/A NIA 000 MIA MLA APIA N!A MWA NfA .LA 000 MWA *4/AIMIA MLA MIA MA NIA 000 MWA MWA *4/AMLA MLA NIA N!A 000 AMA MLA MLA MA' MIA' NM 0.00 NIA mill MLA MIA NIA MIAMLA NIA 000 MWA MA pWA MLA N!A N/A NIA 000 MINA IIII MLA NIA MWA NIA MIAMIA000 MIA N/A MIA NIA NIA MA 000 MIAAMANIA ShiaMIANIA MIA 000 MIA N/A MA N/A #61/A /MA MA 000 MLA MLA MLA MLA NIA MIA MA 0.00 AMA MA MA *4/A MIA MLA MLA 000 MWA ISouth UDAelenli0n 02 02 xis,Outlet 7/14/2006,0'.46 PM I '• DETENTION POND VOLUMES I Pond Volume WQCV Total Pond Volume (ac-ft) (ac-ft) (ac-ft) POND A 0.991 0.084 1.075 IPOND B 0.893 0.083 0.976 I I I i• I I I I ,• I • Worksheet for Pond A Swale I Friction Method Manning Formula Solve For Normal Depth �� 4n 1I� ., ;,�� ?( C s � :.. .:1 'ice z:s .}' .. t„. . ¢n � '..'r?� ' ^i,w'.�e'r ;� �.� �'� Roughness Coefficient 0.030 I Channel Slope 0.01300 ft/ft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 fUft(H:V) ' Discharge 9.18 ft3/s I Normal Depth 0.85 ft Flow Area 2.92 ft' Wetted Perimeter 7.05 ft Top Width 6.84 ft Critical Depth 0.80 ft Critical Slope 0.01853 ft/ft IVelocity 3.14 ft/s Velocity Head 0.15 ft I. Specific Energy 1.01 ft Froude Number 0.85 Flow Type Subcritical I . ,rte. aw .x�, , �sa ₹ ._,,. a73 ,�f ,'. Downstream Depth 0.00 ft I Length 0.00 ft Number Of Steps 0 'n „x'>e , ,. :�. .r.r,,2,...�: , +'.." ./a r.JN eaij`�i';�, ✓..'., .,: r ,, ....y�, , Upstream Depth 0.00 ft Profile Description I Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s INormal Depth 0.85 ft Critical Depth 0.80 ft I Channel Slope 0.01300 ft/ft Critical Slope 0.01853 ft/ft 'Ali - - Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (06.01.071.00] ' 7/1112008 4:08:06 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 1 I Worksheet for Pond B Swale INF9 €e . ,. "�r� .'�� r�i'� • ,3..v_..+s;" .c.�`Jn-aY" � ^ ,..:rc�,-;.., „ f. ,s 1� � r sy Friction Method Manning Formula Solve For Normal Depth I /c .2 3 S h} ' Y Jt v.„�,t,, o- M.T,:r'.^''rY kr,', >t v,.. s . , 5 ' *�z'' Roughness Coefficient 0.030 I Channel Slope 0.01700 ry/ft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) ' Discharge 9.53 ft/s I Normal Depth 0.82 ft Flow Area 2.72 ft2 Wetted Perimeter 6.80 ft ITop Width 6.60 ft Critical Depth 0.81 ft Critical Slope 0.01844 ft/ft IVelocity 3.51 ft/s Velocity Head 0.19 ft '• Specific Energy 1.02 ft Froude Number 0.96 Flow Type Subcritical / py Y py Downstream Depth 0.00 ft ' Length 0.00 ft Number Of Steps 0 Upstream Depth 0.00 ft Profile Description I Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ftjs INormal Depth 0.82 ft Critical Depth 0.81 ft ' Channel Slope 0.01700 ft/ft Critical Slope 0.01844 ft/ft '• Bentley Systems,Inc. Haestad Methods Solution Center 7/11/2008 4:08:14 PM 27 Siemons CompanyBentley FlowMaster [08.01.071.00] Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 I ILK Worksheet for Main Swale I Friction Method Manning Formula Solve For Normal Depth Roughness Coefficient 0.030 I Channel Slope 0.02100 ft/ft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) 1 Discharge 17.79 ft3/s I Normal Depth 1.00 ft Flow Area 4.01 ft2 Wetted Perimeter 8.26 ft 1 Top Width 8.01 ft Critical Depth 1.04 ft Critical Slope 0.01697 ft/ft I Velocity 4.44 ft/s Velocity Head 0.31 ft Specific Energy 1.31 ft I. Froude Number 1.11 Flow Type Supercritical .,' Downstream Depth 0.00 ft I Length 0.00 ft Number Of Steps 0 Upstream Depth 0.00 ft Profile Description 1 Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s INormal Depth 1.00 ft Critical Depth 1.04 ft IChannel Slope 0.02100 ft/ft Critical Slope 0.01697 ft/ft Ill• Bentley Systems,Inc. Haestad Methods Solution Center 27 Siemons Bentley FlowMaster [08.01.071.00] 711412008 4:50:54 PM Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 1 I I ' Worksheet for Main Swale Culvert • ;.vn _ a_ ale IFriction Method Manning Formula Solve For ss€€ Full Flow Diameter Roughness Coefficient 0.013 ' Channel Slope 0.00500 ft/ft Normal Depth 2.08 ft Diameter 2.08 ft IDischarge 17.79 ft3/s IDiameter 2.08 ft Normal Depth 2.08 ft Flow Area 3.40 ft2 IWetted Perimeter 6.54 ft Top Width 0.00 ft Critical Depth 1.51 ft ' Percent Full 100.0 % Critical Slope 0.00656 ft/ft ,• Velocity 5.23 ft/s Velocity Head 0.42 ft Specific Energy 2.51 ft I Froude Number 0.00 Maximum Discharge 19.14 ft'/s Discharge Full 17.79 fta/s ' Slope Full 0.00500 ft/ft Flow Type SubCritical ' Downstream Depth 0.00 ft Length 0.00 ft INumber Of Steps 0 ta r..1 a' �.,. a3,aixu.�t`..^., i. :;.:: j. ::: " 'E:if eL' xrea:s IUpstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] ' 7114/2008 4:52:41 PM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-7666 Page 1 of 2 1 Worksheet for Main Swale Culvert Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s ' Normal Depth 2.08 ft Critical Depth 1.51 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00656 ft/ft '• I t '• Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 711412008 4:52:41 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 I IWorksheet for South Swale • - . (cY,g - ' a ¢-.4 .[: eg_a.��. �,. ,._.i^s . _ .r_.. . .... � 1'z €r3,. . r-j C'�. � o..,x'.e�. IFriction Method Manning Formula Solve For Normal Depth 9 i [ � rt r !N ,. i f Roughness Coefficient 0.030 I Channel Slope 0.01300 ft/ft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) ' Discharge 44.77 ft/s I Normal Depth 1.55 ft Flow Area 9.59 ft2 Wetted Perimeter 12.77 ft I Top Width 12.39 ft Critical Depth 1.51 ft Critical Slope 0.01500 ft/ft I Velocity 4.67 ft/s Velocity Head 0.34 ft '• Specific Energy 1.89 ft Froude Number 0.93 Flow Type Subcritical Downstream Depth 0.00 ft I Length 0.00 ft Number Of Steps 0 Upstream Depth 0.00 ft Profile Description IProfile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s INormal Depth 1.55 ft Critical Depth 1.51 ft I Channel Slope 0.01300 ft/ft Critical Slope 0.01500 ft/ft • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 7/11/2008 4:08:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 II 3a I. -- ❑ K Iz . . a NNN u ❑ _ G. o I en 1 a m N o a -a j a a N m I 45i rrN jy 1 W Nv Q mm- 1 ❑1 N .9 � - - I ce A ^ P O, P p C^ .9 m 9 p u • M W n � a ac. a' at a 1 x I-' - N n r 6 N ' O O O ui } W 1 8 " m m„ 7 a N N } A 3aa F Q a m m d 9 I � N - ) d o ¢ 0 Q ❑ N I a cif a ry ry eN a p Ill o ro° 3 3 U S m V u ry II m • 6 S 3 m 0 o N \ O ry ' ❑ 66 � A dim II II Q LI a Hello