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Home My WebLink About20141219.tiff •NTCRWEST CONSULTING GROUP November 27, 2013 Mr.Justin Larson Vaught Frye Larson Architects 401 Mountain Avenue Fort Collins,CO 80521 Re: Bill Barrett Corporation Field Office,Weld County—Storm Drainage Letter Dear Justin, In partial fulfillment of the Weld County Use by Special Review entitlement requirements, Interwest Consulting Group has prepared this Drainage Letter for the proposed Bill Barrett Corporation Field Office and storage yard. The intent of this letter is to identify and assess potential project impacts to the drainage around the project site. The following information is presented in this letter report: Project Location The Project is located on a 5.5 acre parcel located in the SE I/4 SE IA Section 15, Township 6 North, Range 66 West of the Principal Meridan. The 5.5 acre parcel is bounded by Weld County Road 33 to the east,the Greeley No. 2 Canal to the south, and existing farmland owned by Plumb Ridge LLC to the west and north. Existing Conditions The existing site currently receives flows from the adjacent farmland to the north and west, flowing from northwest to southeast at an approximate grade of 0.9%. Drainage continues across the site from northwest to southeast ending up in the roadside ditch located along Weld County Road 33 or flowing overland before directly entering the Greeley No. 2 Canal. Runoff from the west half of the Weld County Road 33 ROW is also collected in the adjacent roadside ditch running north to south and outfalls into the existing Greeley No. 2 Canal through a 36"CMP. Proposed Improvements The proposed surface improvements consist of: • 2.7 acres of gravel surfaced equipment storage and parking • 0.5 acres of asphalt surfaced parking area • 0.6 acres of proposed buildings(includes future building area) • 0.4 acres of vegetated buffer/bio-retention pond area. 1218 W. ASH, STE.C, WINDSOR, COLORADO 80550 TEL. 970.674.3300- FAX 970.674.3303 Page 2 of 2 The proposed building will be set at an elevation higher than the surrounding area to produce positive 2 percent slopes draining away from the building and into the proposed drainage facilities. Flows will be routed to two on-site bio-retention ponds through vegetated swales to obtain a standard level of water quality before releasing the runoff to the existing roadside ditch. A berm will be graded on the north side of the property to direct off-site flows east to the existing roadside ditch. A 19"x30" horizontal elliptical concrete pipe will be installed under the new driveway and will pass flows in the existing ditch. A berm will also be graded on the west side of the property to keep off-site flow off of the developing property Design Calculations The bio-retention water quality ponds were designed in accordance with Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Drainage Criteria Manual. Calculations for site imperviousness,Water Quality Containment Volume(WQCV),and pond volume are attached. Conclusions 1. The Project currently receives flows from the adjacent farmland to the North and West and drains from northwest to southeast at grades of approximately 0.9%. 2. The imperviousness of the development site will increase from 0%to 22%: 3. The proposed building and improvements will be graded to produce 2 percent (minimum) slopes or in pans draining to two on-site bio-retention ponds before being released into existing drainage facilities. We trust that this Drainage Letter for the construction of the Bill Barrett Corporation Field Office is acceptable and complete. If you have any questions or need additional information please feel free to call at any time(970)460-8471. Sincerely, • X00 .•RE.G/TF• c. 34?88 • l i (ZIA Michael Oberlander,P.E.,LEED AP •1I„�•. .�+��.� Interwest Consulting Group Attachments 1218 W.ASH,STE.C, WINDSOR, COLORADO 80550 TEL.970.674.3300-FAX 970.674.3303 ..ACT malt 2011IDD I wayI I "" �6e I N-C� 24. BILL BARRETT I I -, FIELD OFFICE 66.26 67... 1 67 ` �T YATOI E76s1910 �^ T 0 I— T 67.26 67.91 . N•.. — — w- I1I 501E:PROM051160.JONT EMERY TEN(10)FEET. iror MCP IT/Fo•ass 2' CON( F1F PAN NWY]w A CU Nor To SCALE I !.7.S3 t l 67. 69.63 /-57.34 797 I NAM MGM a Tm _ oo.n 67.T5. 1 _►• ( 4' 30 15 0 30 b0MR=IIV 00.22 4769 61.126� • 6646-/P67.91 66.61 e. —r ' SCALE.1"•30' ■ I eon ,r 4... J- VAUGHT FRYE LARSONaMehlS.ets A / 6631 65.97 I �. eWs.6a ,.,�„ SE CRAY II �"^• e I - Strength in design-Strength N partnership. 9s� I I � THICKENED EDGE SIf1FWAl K DFTA■ \ w NOT TO SCALE LEGEND Slr6ngeh N community. vow Yn design-,5.w•gt Icaa..C11 OW �� I EXISTING MINOR CONTOUR P'e OM.224.I ten w'ual..blmv'so'`mm i EXISTING MAJOR CONTOUR 67.67 f „ ll u.00.nwwrR 67.72/ ro �� I ll a R I rl0(X R PROPOSED MINOR CONTOUR `� •� 76'7 IW J 67.02 I I I PROPOSED MAJOR CONTOUR - 6a I IPLEY rb 1 I- PROPOSED CONCRETE me7�■ ' �� DESIGN INC. f 6000 J to 1 PROPOSED ASPHALT 07.07r / OLIO __ X1Pi.2 FIDI I Z 1� 10 OD81MNI 9 7m • PROPOSED GRAVEL ■ 1 L o o I l"°"11"L am ABBREVIATION LIST _ SLOPE•177 ■land planning■landscape arcMtecture■ I D 0 ■urban design■emPoement■ I I W K I r r \ FG • D GRADE • I II I FL FLOWLINE .a+W.N.14R12 M1,l.5..•m r ,edriEcr INY INVERT RAMSR 5101 CROSS—SECTION A-A RG RAIN GARDEN 70 COMMA'OAR PL NOT TO SCALETC TOP OF CONCRETE I 6'�j FUTURE BUILDING WM 6hOtT r MIST.=PR I me TOP OF BERM l W.M.AMC owA6sr SINEI ` I.NANePanc IM0 ■ I •1.10; I 67■I Me1.NyTW 60./ I FL 60 �'R. 1OAAO6IA WIS.RCP ` 1NTYewtlr U,TING GROUP 9664 ■ �. 4w6/.6ns QM D!511K 947S M90 4 Dw 07:71 7116 6246 _ RNI 0118061 A X71 W16E1 Rd10.SE OIR71 lI/M YAKS YA701 106 90.M.. i H' T I i / _. _ .�• 9' 1 (R60.LT -MY 1,1 5114 FL �N TC niii! Ik =1Y� /� � �IOP O/ NOMSE 61101 �a 3 u5R 6u6n6W 11.27.201] \y i1 IJI J sl wn eAwc nA7m1 SLOPE 106 1l A 60.30 t I wAM cA1m6R MOTE 0.r MT a tip 67.1 64� \ �� 6�6.N 10.0, 1I =' R 5.9■COMMIT �� ;o� S❑ e5.3s , .14 MOO 1C siw 163D MiR=Ma 6636 0. INV 9 FL 6:406 TCs� I 6216 CROSS—SECTION B—e. D "j 0 O 66.10 00 FINISHED66.0 FLOOR 60.60 FO //� 0.81791 1 IP 60. NOT 70 SCALE ^ 1r66.00 66.00 0?•m yyyg I 4.4 b , I µ�V 1 if s FINISHED GRADE "II 7C � �1 AA AA � ADJACENT TO BUILDING `6464 0 }. -ss.50 si«15 Rw • I 2 as«J MOO ] 66.19 1c Tr 6440 6136 15 TOO 0 10 r swan( r CONCRETE 40 191 m / (64.46_, w/71600966 ma I 66.40) 0. AM 6'KKK ITV) I I l /rR OM SLOR CALL MUTT NOTIF1CAl10N .ou... ❑ �P a96aaa UAL eats ,n I ! /rte° 63.32 ��OF COLdiADo �0D TC 6409 n. \ / ( GALL 2-BUSNESS DAYS IN ADVANCE 61 60.S0 05.,9 lc * I ` BEFORE YOU OG,GRADE.IO GROUND r f6 6030 76 6060 RI' / � D `.16 FOR THE NARKING MIRES UNDERGROUND 44 n. ` 1 6373 I 0. 6527. 64.27 1 �' rd 65.65 1C lO 0079— 10 el. n I L4 \6iA fir' 'L ~ R 6. a CROSS—SECTION r.—r �Ir M71 J - ..� t` 63.24�\ 61.46 JO I YATaI O6S1rI6 1101 ro SCALE a L 0.� 1 — ` r 051tlR ll 1 70616 6431 .467 1°° � 4 T '. I ,•6601 SOUTH 216 V 75'w5..,RS Cf PAIL 6 4 2 >.R... 60.M -• 1 108 — 106. LEACH FIELD I 16 .1. �w�w..a.�...><w•n .o 0431 744—'0.6' Row roil M, • j 766 I xio Row I 60.401:a 44.617 Md YOIIM WARR 6717 I D wAM o.w6R 6 ! , I I '�eAwc �r� MING GRADING PLAN canna So or wo 6 Paws CRCONOWATCH 1'1 I r0V11M.61.79 6664 s R �� ■ 63.91 r/ .f r♦ 5.w I CROSS—SECTION D—D C 1 I II i NOT TO SCALE ...Icy nom. 2013-I00 SUMMARY TABLE wmtao Tributary Arq a CMG) OORa 0110bot WOWS ^� Stamm*Control Log(SCL) SC•2 Concrete N'afho,U Arca(CWA) BOW BILL BARRETT 1• Ba ssin Paint Ire) Mad (dal Ids) Ws) ne - 7 """ f") -- � I❑� I'=" 0Y,A FIELD OFFICE A A 2 V $20 0M 0e 2s em I �y: D O ,�,- '`'`V.i.,,i B B 406 12.2 ei 02 2; ea A « a 114413 rrJjgerTr rr IoR YtG R,„ 1YgI1� 119.3 17 WOO',ERG,o 0.4n ,J• I ....1.0.�� —J �, / 7N i�i (• X X/2 O X 2% -, rvwwrtr w+aRnln.are MIII MR=146V ♦7519 .�. .�. .�. .� �.:�=——�` .� `J T �..^..�.� SCALE:1"n X' Mil . _ ;�, VAUGHTFRYELARSONo,- hitecta 4.. • r• COIL gel I (B �Iu -."'.5,7 ,-e4;z L J._:,- ` I Strength in design.Strength in partnership. iFYMHII 005120_Infi J1ait Strength In community. I 2 - / `` I ...Raba,. aWs W..".,....r. •1. '.nr-:wr •ww_1..., .YrJ.+•v, Ia., wMwIMmMVR�s .Iy..Yr1YJr" ' IPLEY ♦727 / ` Sediment Centel Log ISCL) SC-2 M,N-1 Concrete Washout Area(CWA) CALL UTILITY ROTIflCATIOR ri7 ::\V 1 CENTER OF COLORADO �� 1 811 DESIGN INC. A �_...�`MEP IIIIII r•..e�"". wT"�w.'.rn'.��a��.•..o�.o...—..�`...., glgill.P.Il•OP.PS 0.ll ..�"'. arw......�Pg•/ FUTURE BUILDING li I I D DP• 1% ...r.""r ' * •,••«,..e MOW....si.c W Malmo,Colman coast,), Maw 19,01 WWI= rem ireou-na INTESMS•T CONSULTING GP OU• l -• -`Th. to �II I. ' ▪ —' cr -2ls __ I..u. o••er T ^'Q •"_•. .ii.r•• 1 USR horded 11-2)-201] I • Ili ] 40.5 Ur 1r RO.O asi• K I I.IMM.M.0 — il— J � V r RCP•e.OJi 0 / 1'rbkleTrscUnAC'oBInd(TC1 +; LEGEND ll FINISHED FLOOR-4766.0 1G N i`4:NIL. (s. I\ / EXISTING IAINORCOn000R Pa.� iIa �. •.. E%I SSNG MAJOR CONTOUR V\Iv ` •� �i{JCJ{l� PROPOSED MINORCONTOuR 2I.:\'''''...........: _ 1_ 7 ~v�� f ` �oPROP05EO MA1pR CONFOINt �.m r 1 I \.1.--------1-V''.1IC,WIYI'....."E"'1,-r }Y(o ='i:,:,ik. PROI'OSEO DIRECTION OF OVERLAND FLOW riwciuu•n s'Ns. Ci'.1...• +'�� ...... wroPOSED awNAGE .w. . yk n ® .;v' � BASIN DIVIDE UNE Ank VA• I { ...r,....„.,..;,.:,_ ~rADRAIN FRAraNID lat WI.II —• n .ors r• 0.3 •.6 M410N STORM out o FCOEFFIctna 11 _ DRAINAGE RA5N MF&ACRES A ■ m / • 10.tl'FVitMf 9 I rota nn.a. ^rrwr w•••• KC i i i' VEHICLE TRACKING CONTROL d 6 --..'-'4 //fff r- " 111 h SUM BA_-------' ‘ii, 8 I op CONCRETE WASx1IXIT AREA RAN yFc-, LGR/GAt[KNnF'Ma'am MNIR01 � . y I � 1 4 I ' I.I 1 + O SILT FENCE oP..."'.. / 44.0 V I RCP•291[ a••+•>+ 1,...,:a�I O) SEDIMENT CONTROL LOG ► LEACH FIELD " ...D.: y . I,...Y.r r. . •n J ,,.,..."..a..,m,.>,,,,,�,,,..��."sP�..ow., �°N°� DRAINAGE AND �`° r�1 1121 V EROSION CONTROL NOTES: PLAN ` #:" . II 1.THE CONTRACTOR SHALL OBTAIN AND STAY CONTINUOUSLY IN COMPLIANCE WITH A STATE OF I ,�'� COLORADO STORMWATER DISCHARGE PERMIT ASSOCIATED WITH CONSTRUCTION ACTIVITIES (AND ALL l\` APPLICABLE PERMITS).THIS INCLUDES THE CREATION AND MAINTENANCE OF A STORMWATER MANAGEMENT PLAN FOR THE SITE. ADDITIONAL EROSION CONTROL AND POLLUTION CONTROL ` MEASURES MAY BE REQUIRED AND MUST BE PROPERLY DOCUMENTED. /■/�,-/I// LA IIV 2 SUMMARY TABLE Design Tributary Area tc C(100) Q(2)tot Q(10)tot Q(100)tot Sub-basin Point (ac) (min) (cfs) (cfs) (cfs) I A A 2.16 12.6 0.44 0.6 2.5 6.4 B B 2.05 12.9 0.46 0.8 2.7 6.4 RUNOFF COEFFICIENTS&%IMPERVIOUS LOCATION: Bill Barrett Field Office PROJECT NO: 1187-II 5-fX) COMPUTATIONS BY: ES SUBMITTED BY: INTERWE.ST CONSULTING GROUP DATE: 1(/20/2013 Recommended%Impervious from Table RO-3 from Impervious Urban Storm Drainage Criteria Manual Residential-single family: Type B NRCS Hydrologic Soils Group Multi unit detached 60 Coefficients from Table RO.5 from Multi unit attached 75 Urban Storm Drainage Criteria Manual Business-commercial areas 95 Neighborhood areas 85 Streets(paved): 100 Streets(gravel): 40 Drive&walks: 90 Roofs: 90 Lawns(sandy soil): 0 Undeveloped areas(lawns.clayey soil): 0 SUBBASIN TOTAL TOTAL PAVED WALK GRAVEL ROOF LAWN % MINOR MINOR MAJOR DESIGNATION AREA AREA AREA AREA AREA AREA AREA Impervious COEFF. COEFF. COEFF. (ac.) (s(1.ff) (sq.tl) (sq.ft) (sq.tt) (suit) {sq.tt) (C2) (CO (Coo) A _ 2.16 _ 93,942 4,209 1,640 58,668 13,723 - 10.422 19% 0.11 0.27 0.44 B 2.05 89,485 7,950 1,861 58,185 13,683 5,679 25% 0.15 0.30 0.46 TOTAL 4.21 183,428 12,159 3,500 116,853 - 27,406 16,101 22% 0.13 0.28 0.45 11-20.13 Flow Calcs.xls TIME OF CONCENTRATION LOCATION: Bill Barrett Field Oilier PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: I I/20/2013 SUB-BASIN INITIAL/OVERLAND TRAVEL TIME i GLITTER OR CHANNEL FLOW to CHECK FINAL REMARKS DATA TINE(11) (It) (URBAN ED BASIN) tc DESIGN SUBBASIN(s) Area C, Length Slope I, Length Slope Land Cv Vol. II tc L= tc=111180).10 PONIT (Sc) (II) (AM) (nom (h) (R+0) Type (Pos) (mm) MI In) (mm) (mm) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) 111) (12) (13) 1141 A A 2.16 0.11 195 0.015 22.1 275 0.007 C 7.0 0.6 7.7' 29.7 470 12.6 12.6- B B 2.05 0.15 180 0.017 19.7 346 0.009 F 20A 1.9 3.1 228 526 12.9 12.9\ EQUATIONS: tc=ti+11 final tc=minimum of ti+tt and urbanized basin check-min.recommended tc=10 min. hi.[0.395(1.1-C5)051/51'3 Equation RO-3 Urban Drainage n=LNel. Vel.=C,SD6 Equation RO-4 Urban Drainage Land Type Cv Table RO-2 Urban Drainage Heavy Meadow A 2.5 Tilagedleld B 5 Short outwit/tam C 7 Nearly bare ground 0 10 Grassed waterway 6 15 Pawed areas F 20 11.20.13 Flow Calcside RATIONAL METHOD PEAK RUNOFF (2-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 1 1120/2013 DIRECT RUNOFF CARRY OVER OTAL REMARKS Design Tributary A C2 tc i O(2) trom O(2) Q(2)tot Sub-basin Design Point (ac) (min) (inrhr) (cis) Point (cis) (cfs) A A 2.16 0.11 12.6 2.6 0.6 0.6 B B 2.05 0.15 12.9 2.6 0.8 0.8 Q=CfCIA Q=peak discharge(cfs) C=runoff coefficient Cf=frequency adjustment factor I=rainfall intensity(in/hr)from IDF curve City of Greeley A=drainage area(acres) 11-20-13 Flow Calcs.xls RATIONAL METHOD PEAK RUNOFF (10-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 1 1120/2013 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C. tc i O(10) from O(10) O(10)tot Sub-basin Design Point (ac) (min) (inihr) (cfs) Point (cis) (cfs) A A 2.16 0.27 12.6 4.3 2.5 2.5 B B 2.05 0.30 12.9 4.3 2.7 2.7 Q=CfCIA Q=peak discharge(cfs) C=runoff coefficient C1=frequency adjustment factor I=rainfall intensity(in/hr)from IDF curve City of Greeley A=drainage area(acres) 11-20-13 Flow Calcs.xls RATIONAL METHOD PEAK RUNOFF (100-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 11/20/2013 DIRECT RUNOFF CARRY OVER OTAL REMARKS Des. Area A C,co tc i O(100) from O(100) O(100)1ot Design Point Design. 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STORMWATER MANAGEMENT DIVISION SCALE: NTS 1001 n Yr„MINA at> r.c«auno 5001 REVISED AUG 1996 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family * Multi-unit(detached) 60 Multi-unit(attached) 75 Half-acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. C, = K.A + 1.311 —1.4412 + 1.135i— 0.12 for Ca ≥0, otherwise CA=0 (RO-6) Co, = Kc.0 + (0.858/3 -0.78612 + 0.774i+ 0.04) (RO-7) CB = (CA + C�. )/2 2007-01 RO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 i 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP _ 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 , 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 _. 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District 13 Soil Map—Weld County,Colorado.Southern Part t 520600 520630 520660 90690 520720 520750 520780 520810 527,43 52x7) 529) 42tSTN �•I... --- PrwE Driveway .i 1 i ; QQ i i M ,...c.), i 32 O 11 .jN i I ii I � f1 ,� ► 1 / 1J :A+25 51'MI 40°28'S]'N 520600 520630 520660 520690 ffl/l.) 52075) 5a179J 52u810 520840 520870 520900 3 3 c Map Sole:1:1,410 if parted on A e(11'x 8.5")sheet VI tam g Meters g �N 0 20 40 80 120 S _Feet ■� 0 50 C° 2C°200 app /� Map p of :Wpb Mer Corner worderates:4V(�84 F*trjP tia:UTM Zone 13N WGS84 iiiiNatural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Weld County.Colorado.Southern Part MAP LEGEND MAP INFORMATION Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest(AOl) Stony Spot Warning Soil Map may not be valid at this scale. Soilsal Very Stony Spot Enlargement of maps beyond the scale of mapping Soil Map Unit Polygons 9 P Y PP 9 can cause of Wet Spot misunderstanding of the detail of mapping and accuracy of soil line ..� Soil Map Unit Lines placement.The maps do not show the small areas of contrasting 6 Other Soils that could have been shown at a more detailed scale. Soil Map Unit Points Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map 1.) Blowout Water Features measurements. Streams and Canals Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http:,dwebsoilsurvey.nres.usda.gov ( Clay Spot ,.,_, Rails Coordinate System: Web Mercator(EPSG:3857) Closed Depression r. Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit US Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate Landfill calculations of distance or area are required. Local Roads Lava Flow This product is generated from the USDA-NRCS certified data as of Background the version date(s)listed below. Marsh or swamp Fi Aerial Photography Soil Survey Area: Weld County,Colorado,Southern Part Mine or Quarry Survey Area Data: Version 11,Aug 27.2009 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50.000 • Perennial Water or larger. • - Rock Outcrop Date(s)aerial images were photographed: Apr 22.2011—Oct 19. 2011 - -- Saline Spot The orthophoto or other base map on which the soil lines were Sandy Spot compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps.As a result.some minor shifting of map unit boundaries may be evident. Sinkhole Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Weld County,Colorado,Southern Part Map Unit Legend Weld County,Colorado,Southern Part(CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 32 Kim loam,1 to 3 percent slopes 6.5 100.0% Totals for Area of Interest 6.5 100.0% �O1 1. 1 fZa J P USDA Natural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 3 of 3 Design Procedure Form: Rain Garden(RG) Sheet 1 of 2 Designer: ES Company: Interwest Consulting Group Date: November 26,2013 Project: Bill Barrett Field Office,Weld County Location: Rain Garden A 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,I, I,= 19.0 % (100%it all paved and roofed areas upstream of rain garden) 8) Tributary Area's Imperviousness Ratio(i-11100) i= 0.190 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.09 watershed inches (WQCV=0.8'(0.9r i3-1.19"i2+0.78"if D) Contributing Watershed Area(including rain garden area) Area= 93,942 sq ft E) Water Quality Capture Volume(WQCV)Design Volume Vwocv= 698 cu ft Vol=(WQCV/12)"Area F) For Watersheds Outside of the Denver Region,Depth of d6= in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwocVOTHER= cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VwoevuSER= CU ft (Only it a different WQCV Design Volume is desired) 2.Basin Geometry A)WQCV Depth(12-inch maximum) v cv= 12 in 8)Rain Garden Side Slopes(Z=4 min.,horiz.(list per unit vertical) Z= 4.00 ft/ft (Use"0"it rain garden has vertical walls) C)Mimimum Flat Surface Area Ark,= 465 sq ft D)Actual Flat Surface Area Ate„= 405 sq ft ACTUAL FLAT AREA<MINIMUM FLAT AREA E)Area at Design Depth(Top Surface Area) Ai = 830 sq ft F)Rain Garden Total Volume VT- 618 Cu ft TOTAL VOLUME<DESIGN VOLUME (Vi=((Aim+ /2)'Depth) Choose One 3.Growing Media 0 18"Rain Garden Growing Media l) Other(Explain): Native Seeding will be utilized 4.Underdrain System Choose One A)Are underdrains provided? 0 YES 0 NO B)Underdrain system orifice diameter for 12 hour drain time if Distance From Lowest Elevation of the Storage y= WA ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours Vo1,2= N/A cu ft iii)Orifice Diameter,3/8"Minimum Do= N/A in UD-BMP_v3_01 Rain Garden A.xls.RG 11/26/2013.7:24 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ES Company: Interwest Consulting Group Date: November 26,2013 Project: Bill Barrett Field Office,Weld County Location: Rain Garden A Choose One_ _ 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric Q YES A) Is an impermeable liner provided due to proximity ® NO of structures or groundwater contamination? ❑oose One 6.Inlet/Outlet Control Q Sheet Flow-No Energy Dissipation Required A) Inlet Control Q Concentrated Flow-Energy Dissipation Provided 7.Vegetation 0 Seed(Plan for frequent weed control) Q Plantings Q Sand Grown or Other High Infiltration sod Choose One S.Irrigation O YES A) Will the rain garden be irrigated? 0 NO Notes: UD-BMP_v3_01 Rain Garden A.xls,RG 11/26/2013.7:24 AM Design Procedure Form: Rain Garden(RG) Sheet 1 of 2 Designer: ES Company: Interwest Consulting Group Date: November 26,2013 Project: Bill Barrett Field Office,Weld County Location: Rain Garden B 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,I, t,= 25.0 (100%it all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i-le/100) i= 0.250 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.11 watershed inches (WQCV=0.8'(0.91'i3-1.19"i2+0.78"i) D) Contributing Watershed Area(including rain garden area) Area= 89.485 sq ft E) Water Quality Capture Volume(WQCV)Design Volume Vwocv= 804 cu ft Vol=(WQCV/12)"Area F) For Watersheds Outside of the Denver Region,Depth of d,= in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWocVOTHER= cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VwoevuSER= Cu ft (Only it a different WQCV Design Volume is desired) 2.Basin Geometry A)WQCV Depth(12-inch maximum) v cv= 12 in 8)Rain Garden Side Slopes(Z=4 min.,horiz.Dist per unit vertical) Z= 4.00 ft/ft (Use"0"it rain garden has vertical walls) C)Mimimum Flat Surface Area AM„= 536 sq ft D)Actual Flat Surface Area A ,,= 726 sq ft E)Area at Design Depth(Top Surface Area) AT„= 973 sq ft F)Rain Garden Total Volume VT- 850 cu ft (VT=((Aim+ /2)'Depth) Choose One 3.Growing Media 0 18"Rain Garden Growing Media l) Other(Explain): Native Seeding will be utilized 4.Underdrain System Choose One A)Are underdrains provided? 0 yEs 0 NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= NIA ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours Vol',= N/A cu ft iii)Orifice Diameter,3/8"Minimum Dc= N/A in UD-BMP_v3_01 Rain Garden B.xls.RG 11/26/2013.7:25 AM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: ES Company: Interwest Consulting Group Date: November 26,2013 Project: Bill Barrett Field Office,Weld County Location: Rain Garden B Choose One 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric O YES A) Is an impermeable liner provided due to proximity ® NO of structures or groundwater contamination? Choose One 6.Inlet/Outlet Control O Sheet Flow-No Energy Dissipation Required A) Inlet Control 0 Concentrated Flow-Energy Dissipation Provided 7.Vegetation 0 Seed(Plan for frequent weed control) O Plantings O Sand Grown or Other High Infiltration sod Choose One S.Irrigation O YES A) Will the rain garden be irrigated? 0 NO Notes: UD-BMP_v3_01 Rain Garden B.xls,RG 11!26/2013.7:25 AM Culvert Calculator Report 19x30 HERCP Solve For: Discharge Culvert Summary Allowable HW Elevation 4,767.47 ft Headwater Depth/Height 1.37 Computed Headwater Elev. 4,767.47 ft Discharge 19.42 cfs Inlet Control HW Elev. 4,767.47 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,767.41 ft Control Type Inlet Control Grades Upstream Invert 4,765.27 ft Downstream Invert 4,764.58 ft Length 116.50 ft Constructed Slope 0.005923 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1.29 ft Slope Type Mild Normal Depth 1.35 ft Flow Regime Subcritical Critical Depth 1.29 ft Velocity Downstream 6.78 ft/s Critical Slope 0.006302 ft/ft Section Section Shape Horizontal Ellipse Mannings Coefficient 0.013 Section Material Concrete Span 2.52 ft Section Size 19x30 inch Rise 1.60 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,767.41 ft Upstream Velocity Head 0.66 ft Ke 0.20 Entrance Loss 0.13 ft Inlet Control Properties Inlet Control HW Elev. 4,767.47 ft Flow Control Submerged GhcrietiTypel projecting(horizontal ellipse) Area Full 3.3 ftz K 0.00450 HDS 5 Chart 29 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:1...1design\culvertmaster119x30 crossing.cvm Interwest Consulting Group CulvertMaster v3.0[3.0003] 11/20/13 10:46:12 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Drive Aisle Crossing Solve For:Section Size Culvert Summary Allowable HW Elevation 4,765.50 ft Headwater Depth/Height 1.48 Computed Headwater Elevt 4,764.55 ft Discharge 6.40 cfs Inlet Control HW Elev. 4,764.40 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,764.55 ft Control Type Outlet Control Grades Upstream Invert 4,762.70 ft Downstream Invert 4,762.46 ft Length 46.50 ft Constructed Slope 0.005161 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth,Downstream 1.02 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.02 ft Velocity Downstream 5.97 ft/s Critical Slope 0.009893 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,764.55 ft Upstream Velocity Head 0.42 ft Ke 0.20 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 4,764.40 ft Flow Control Submerged Inlet Type Beveled ring,33.7°bevels Area Full 1.2 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:\...\culvertmaster\drive aisle crossing.cvm Interwest Consulting Group CulvertMaster v3.0[3.0003] 11/20/13 10:48:34 AM O Haestad Methods.Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report RGA to Ditch Crossing Solve For:Section Size Culvert Summary Allowable HW Elevation 4,765.05 ft Headwater Depth/Height 1.35 Computed Headwater Elew 4,765.00 ft Discharge 6.40 cfs Inlet Control HW Elev. 4,764.99 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,765.00 ft Control Type Entrance Control Grades Upstream Invert 4,763.32 ft Downstream Invert 4,762.16 ft Length 25.00 ft Constructed Slope 0.046400 ft/ft Hydraulic Profile Profile S2 Depth,Downstream 0.66 ft Slope Type Steep Normal Depth 0.60 ft Flow Regime Supercritical Critical Depth 1.02 ft Velocity Downstream 9.74 ft/s Critical Slope 0.009893 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,765.00 ft Upstream Velocity Head 0.55 ft Ke 0.20 Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 4,764.99 ft Flow Control Submerged Inlet Type Beveled ring, 33.7" bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:\...\culvertmaster\rga to ditch crossing.cvm Interwest Consulting Group CulvertMaster v3.0[3.0003) 11/21/13 01:48:37 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report RGB to Ditch Crossing Solve For:Section Size Culvert Summary Allowable HW Elevation 4,764.26 ft Headwater Depth/Height 2.42 Computed Headwater Elev 4,764.21 ft Discharge 6.40 cfs Inlet Control HW Elev. 4,764.21 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,764.02 ft Control Type Inlet Control Grades Upstream Invert 4,761.79 ft Downstream Invert 4,760.64 ft Length 25.00 ft Constructed Slope 0.046000 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.75 ft Slope Type Steep Normal Depth 0.70 ft Flow Regime Supercritical Critical Depth 0.96 ft Velocity Downstream 10.08 ft/s Critical Slope 0.028241 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,764.02 ft Upstream Velocity Head 1.06 ft Ke 0.20 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 4,764.21 ft Flow Control Submerged Inlet Type Beveled ring,33.7°bevels Area Full 0.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:1...lculvertmasterlrgb to ditch crossing.cvm Interwest Consulting Group CulvertMaster v3.0(3.0003] 11/21/13 01:49:36 PM ©Haeslad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 FINAL DRAINAGE REPORT FOR BILL BARRETT CORPORATION FIELD ❑ FFICE Prepared for: Vaught Frye Larson Architects 401 Mountain Avenue Fort Collins, CO 80521 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970) 674-3300 January 10, 2014 Job Number 1187-115-00 January 10, 2014 INTERWEST CONSULTING GROUP Ms. Jennifer Petrik Weld County Public Works 1111 H Street Greeley, CO 80632 RE: Final Drainage Report for Bill Barrett Corporation Field Office Dear Jennifer, I am pleased to submit for your review and approval, this Final Drainage Report for the Bill Barrett Corporation Field Office development. I certify that this report for the drainage design was prepared in accordance with the criteria in the Weld County Engineering and Construction Criteria. 1 appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, A jj_ ) I) Michael Oberlander, P.E. Colorado Professional Engineer No. 34288 ii 121E WEST ASH, SUITE C • WINDSOR, COLORADO 80550 TEL. 970.674 3300 • r*x. 970.674.3303 ENGINEER'S CERTIFICATION I hereby certify that this report for the drainage design of Bill Barrett Corporation Field Office was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Ri 13 34288 934 • _•n•1pYRC r't` Michael P. Oberlander, P. E., LEED AP State of Colorado No. 34288 iv January 10, 2014 Ms. Jennifer Petrik Weld County Public Works 1111 H Street Greeley, CO 80632 RE: Final Drainage Report for Bill Barrett Corporation Field Office Dear Jennifer, I am pleased to submit for your review and approval, this Final Drainage Report for the Bill Barrett Corporation Field Office development. I certify that this report for the drainage design was prepared in accordance with the criteria in the Weld County Engineering and Construction Criteria. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, z „ s) Michael Oberlander, P.E. Colorado Professional Engineer No. 34288 ii Case Name: Case Number. Date: Weld County Public Works Use by Special Review (USR) and Site Plan Review (SPR) Drainage Report Outline The following checklist is to be utilized as guidance, and may not be all inclusive. Other concerns not included in this checklist may arise during the review process. NOTE: A HARDCOPY OF THE DRAINAGE REPORT AND CONSTRUCTION DRAWINGS MUST BE SUBMITTED TO PUBLIC WORKS FOR REVIEW. Comment Headings Included Not N/A Included All reports shall be typed on 8-1/2"x 11" paper and bound. Drawings (24" x 36") shall be included. The drawings shall be bound within the report or included within a pocket attached inside the back cover of the report. The report shall be a stand-alone document and therefore all important reference material, supporting documents, and calculations shall be copied and included within the report appendix. The report shall include a cover letter presenting the drainage design for review and shall be prepared or supervised by an engineer licensed in Colorado. Only original documents sealed in ink will be accepted. The sealed report shall contain a certification sheet as follows: "I hereby certify that this report for the drainage design of(Insert Name of Project)was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage K criteria for the owners thereof." The Drainage Report is stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. All submitted construction plan sheets are stamped, signed, and dated by a registered P.E. licensed to practice in the State of Colorado. The following items at a minimum should be discussed in the Drainage Report narrative and should be supported with maps and calculations in the Appendix. Include a copy of this checklist with the Drainage Report submittal. I. General Location and Description A. Location 1. Township, Range,Section, '/ Section. 2. Local streets within and adjacent to the development. 3 Major open channels, lakes, streams, irrigation and other water resource facilities within and adjacent to proposed project site. 4 Names of surrounding developments including jurisdiction (municipalities). B. Description of Property 1. Area in acres. 2. Ground cover and soil types. 3. Major open channels and property ownership. X 4. General project description. �( Page 1 of 5 M.1CIay\Code OrdinanceSlU$R-SPR Drainage Report Checklist.docx Case Name: Case Number: Date: 5 Irrigation facilities and facility ownership information within 200 ft. of property. 6. Groundwater characteristics(where applicable). II. Drainage Basins and Sub-Basins A. Major Basin Description 1. Reference to Weld County Master Drainage Plan(s)where applicable. 2. Major basin drainage characteristics. 3 Identification of all FEMA-defined 100-year floodplains and floodways affecting the property. 4 On-site&offsite contours at minimum 2-ft vertical intervals are to be included on the Drainage Report drawings. B. Sub-Basin Description Historic drainage patterns on the subject property and adjacent 1. properties. Off-site drainage flow patterns and impacts on the subject property 2. (minimum 200 ft outside property boundary, or until no further off-site contributing flow area is encountered). Y- Ill. Drainage Design Criteria A. Development Criteria Reference and Constraints Discussion of previous drainage studies(i.e. project master plans)for the 1. subject property that influence or are influenced by the proposed drainage design for the site. Discussion of site constraints such as slopes, streets, utilities, existing 2. structures, irrigation ditches,and the site plan impacts on the proposed �! drainage plan. B. Hydrological Criteria 1 Identify design rainfall amounts and source of design storm depth information, NOAA Atlas, UD&FCD maps, etc. 2 Identify design storm recurrence intervals. Reference the appropriate information in the Appendix. Identify runoff calculation method(s)and any computer models. Include 3 summaries of the routing and accumulation of flows at all identified design points for minor and major storm runoff, Reference the results in the Appendix. 4 Identify detention discharge and storage calculation methods and computer models. Reference the results in the Appendix. Discuss of off-site flows will be routed around the proposed site or over 5' the spillway for the 100-yr developed condition. C. Hydraulic Criteria 1 Identify conveyance capacities from County references and any computer models. Identify detention outlet type. Include a summary of the 100-year water 2 surface elevation, spillway/overflow facility. Reference the appendix for the calculations. Include summaries of the detention storage sizing and provide a stage-storage table/curve identifying water quality storage, 100- Page 2 of 5 M\Clay\Code Ordinances\USR-SPR Drainage Report Checklist.docx Case Name: Case Number: Date: yr detention pond storage, and 1 ft of freeboard. Reference the calculations in the Appendix. 3 Identify water quality outlet configuration. Reference the calculations in the Appendix. 4 Identify culverts including diameter,type,and slope. Reference the calculations in the Appendix. Identify storm sewer inlets, manholes, etc. Reference the calculations in 5' the Appendix. X 6. Discussion of permanent erosion control features. Discussion and justification of criteria or calculation methods(for water 7. quality, check dams, drop structures, rundowns, etc.)used that are not v presented in Weld County CODE. IV. Drainage Facility Design A. General Concept 1. Discussion of concept and typical on-site drainage patterns. ,C Discussion of compliance with off-site runoff considerations and 2. constraints. -71 3 Discussion of the content of all tables, charts, figures, or drawings in the report. 4 Discussion of anticipated hydraulic structures(channels, pipes, rundowns, etc.). B. Specific Details 1 Discussion of maintenance access and aspects of the design. Include a maintenance plan. 2 Provide copies of CDPHE, CAFO, DRMS, or State Engineer's permit applications where applicable. V. Conclusions A. Compliance with the Weld County CODE 1. Statement of whether or not the design will meet Weld County Code. B. Drainage concept 1. Effectiveness of drainage design to control damage from storm runoff. Influence of proposed development on any applicable Weld County 2. Master Drainage Plan recommendations. ?� Identification of and intent to obtain written approval of affected irrigation 3 company or other property owner(s). Weld County may require that the applicant provide evidence that offsite impacted jurisdictions have been notified of the proposed plans. 4. Reference all criteria and technical resources utilized. The Appendices should include at a minimum the following information. The Drainage Report should be a standalone document and needs to include copies of all pertinent references used in the generation of the Drainage Report. VI. Appendices A. Hydrologic Computations Page 3 of 5 M:\Clay\Code Ordinances\USR-SPR Drainage Report Checklist.docx Case Name: Case Number: Date: 1 Vicinity Map showing location of the site in relation to surrounding area. Show the approximate boundaries of the site. 2 FIRMette showing location of the site in relation to the FEMA mapped floodplains/floodways. Show the approximate boundaries of the site. 3 Soil Survey Information/Map showing soil types and soil hydrologic y groups for the project site. 4 Rainfall Maps with the project location identified. Maps can be from UDFCD or NOAA as applicable. 5. Land use assumptions regarding adjacent properties. 6. Initial and major storm runoff computations at specific design points. (5- yr, 10-yr, and 100-yr) 7. Historic and fully developed runoff computations at specific design points. X 8. Computer model input and output. Include model files and/or spreadsheets on a CD-ROM to be attached to the Drainage Report. B. Hydraulic Computations Culvert sizing. Provide computations showing slope, pipe size, material, 1. invert elevations, 100-year energy grade line(EGL1cso), and hydraulic profile. 2. Storm inlet sizing. 3 Swale or channel sizing. The calculations need to show stability calculations for unvegetated and vegetated conditions. X 4 Riprap or other revetment design. The calculations need to include design for bedding and geo-fabric. 5 Pond area/volume capacity and outlet sizing. Show calculations for the 100-year water surface elevations and overflow facilities. C 6. Orifice plate, spillway, and pond outlet sizing. �[ 7. Include computations for permanent erosion control features. 8 Any computer model input and output. Include model files and/or spreadsheets on a CD-ROM to be attached to the Drainage Report. C. 24 x 36 Maps Historic Drainage Basin Map. Show drainage basin boundaries (on-site 1. and off-site),2 ft on-site and off-site drainage boundaries, design points, historic flow path,flow path length, and flow path slope. Fully Developed Drainage Basin Map. Show drainage basin boundaries (on-site and off-site), 2 ft on-site and off-site drainage boundaries, design 2 points, developed flow path,flow path length, and flow path slope. Show drainage easement including metes and bounds description around all drainage related features. Show any other drainage easements that may exist on the prAect site. Construction Drawings showing location, sizing,and details for all storm 3. sewers, open channels,culverts, cross-pans, and other appurtenances. , Include cross sections of swales and open channels. Construction Drawings showing location of detention facilities and outlet 4. works. Include the 100-year water surface elevations,overflow facilities, and labels for pond volume and discharge. Grading Plan showing existing and proposed contours. Identify the 5 lowest opening elevation of buildings showing that they are above the 100-year water surface elevations of channels, swales, streets, ponds, or other drainage facilities. Erosion and Sediment Control Plan showing all BMPs to be utilized on- 6. site. Include typical installation details, installation notes, and maintenance notes for all BMPs to be utilized on the project site. Page 4of5 M\CIay\Code Drdinances\USR-SPR Drainage Report Checklist.docx Case Name: Case Number: Date: Detail sheets for pond outlet,orifice plate, trash rack, spillway7. configuration, riprap, culverts, channels, etc. All culverts are to be identified and profiled in the Construction Drawings 8. with slope, pipe size, material, invert elevations, 100-year energy grade line (EGL,QQ), and hydraulicprofile. 9 On all Construction Drawings show the location of all existing and proposed utilities and identify the utility as existing or proposed. 10. The elevations of manhole and inlet inverts are identified and profiled. 11 Miscellaneous hydraulic structures/features are shown on the Construction Drawings. Page 5 of 5 M.1CIay\Code Ordinances\USR-SPR Drainage Report Checklist.docx TABLE OF CONTENTS TABLE OF CONTENTS iii 1. GENERAL LOCATION AND DESCRIPTION 1 1.1 Location 1 1.2 Description of Property 2 2. DRAINAGE BASINS AND SUB-BASINS 3 2.1 Major Basin Description 3 2.2 Sub-Basin Description 3 3. DRAINAGE DESIGN CRITERIA 4 3.1 Development Criteria Reference and Constraints 4 3.2 Hydrological Criteria 4 3.3 Hydraulic Criteria 5 4. DRAINAGE FACILITY DESIGN 6 4.1 General Concept 6 4.2 Specific Details 6 5. CONCLUSIONS 7 5.1 Compliance with Weld County CODE 7 5.2 Drainage Concept 7 6. REFERENCES 7 APPENDIX A DRAINAGE AND EROSION CONTROL PLAN, FIRM APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D WATER QUALITY AND DETENTION POND INFORMATION APPENDIX E MISC INFORMATION iii 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Project is located on a 5.5 acre parcel located in the SE 1/4 SE % Section 15, Township 6 North, Range 66 West of the Principal Meridan. The 5.5 acre parcel is located in the SE corner of intersection of CO 392 and Weld CR 33 and is bounded by Weld County Road 33 to the east, the Greeley No. 2 Canal to the south, and existing farmland owned by Plumb Ridge LLC to the west and north. The current address is 15741 Highway 392, Greeley, Colorado. 1 ' \ - - 8 0 ,..._` L` . --. FM i - - _ h - �. NW U T - a._ , _ ` .. .If i Figure 1. Vicinity Map (not to scale). 1 1.2 Description of Property The existing site encompasses 5.5 acres and existing ground cover for the on-site basin consists of native grasses and low brush. According to the "Soil Survey for Weld County Area, Colorado" (UDSA) soils for onsite and offsite basins is primarily Type B and include Kim loam (32). The existing site drains from NW to SE at approximately 1.3% with good ground cover. See Appendix E for soils map and information. No open channels are present on the site with the exception of roadside swales along Weld County Road 33. The property proposed for development is currently owned by Circle B Land Company LLC. The proposed surface improvements consist of: 2.7 acres of gravel surfaced equipment storage and parking 0.5 acres of asphalt surfaced parking area 0.6 acres of proposed buildings (includes future building area) 0.4 acres of water quality and detention area. The proposed building will be set at an elevation higher than the surrounding area to produce positive slopes draining away from the building and into the proposed drainage facilities. Flows will be routed to the water quality and detention pond through vegetated swales to obtain a standard level of water quality before releasing the runoff to the existing roadside ditch. A berm will be graded on the north and west side of the property to direct off-site flows east and south. A 19"x30" horizontal elliptical concrete pipe will be installed under the new driveway and will pass flows in the existing ditch. Groundwater characteristics was found approximately 10 feet below existing grade. Any dewatering required during construction will need to be properly permitted through CDPHE. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description No Weld County Master Drainage Plan exists for this basin. The major basin is bounded approximately by CR 72 to the north, CR 33 to the east, Greeley No. 2 Canal to the south and extends about 2700 ft west. Offsite basins sheet flow southeast to the roadside ditch located along CR 33 or to Greeley No. 2 Canal. The project is not within any FEMA mapped floodplain. Please refer to Appendix A for FEMA Panel No. 080266 0607C. 2.2 Sub-basin Description The existing site currently receives flows from the adjacent farmland to the north and west, flowing from northwest to southeast at an approximate grade of 0.9%. Drainage continues across the site from northwest to southeast ending up in the roadside ditch located along CR 33 or flowing overland before directly entering the Greeley No. 2 Canal. Runoff from the west half of the Weld County Road 33 ROW is also collected in the adjacent roadside ditch running north to south and outfalls into the existing Greeley No. 2 Canal through a 36" CMP. The historic sub-basin for this site is Basin H and is 5.5 acres and has an imperviousness of less than 1% consisting of the County Road. The average basin slope is 1.0%. The 5- year flow from the site is 1.6 cfs or 0.29 cfs/acre. The proposed sub-basins are described as follows: Basin A is 2.16 acres adjacent to the north property line. Features to be installed include asphalt drive aisle, gravel lot and future building. Flows from this basin will be collected in a swale located in the south portion of the basin and conveyed to a 15" RCP culvert to the detention pond. Basin B is 2.05 acres adjacent to the south property line. Features to be installed include asphalt drive aisle and parking lot, office building and gravel lot. Flows from this basin 3 will be collected in a swale to the south of the building and conveyed to the detention pond. 3. DRAINAGE DESIGN CRITERIA 3.1 Development Criteria Reference and Constraints No previous drainage studies are known to exist for the property. A berm will be graded on the north side of the property to direct off site flows east to the existing roadside ditch. A berm will also be graded on the west side of the property to keep off-site flow off of the developing property. 3.2 Hydrological Criteria Intensity-Duration-Frequency (IDF) curves used for this site are from the City of Greeley and are necessary to utilize the Rational Method for runoff analysis. The one-hour design point rainfall values obtained from the NOAA Atlas for Colorado were used for the development of the IDF curves. Please refer to Appendix E for this information. The 2, 10 and 100 year storm recurrence intervals for this site were analyzed per Weld County specification. The 5 year recurrence interval was used for the Historic analysis. All hydrologic calculations associated with the basins are included in Appendix B of this report. A runoff summary is noted on both the Historic and Proposed Drainage Plans located in the back pocket of this report. Detention calculations were performed using the Modifed FAA method. The 100-year proposed condition is detained to the 5-year historic release rate of 0.29 cfs/acre. Water quality volume was calculated using the method recommended in the "Urban Storm Drainage Criteria Manual". The water quality storage volume is equal to 120 percent of the WQCV based on a 40-hour drain time. As recommended in the Weld County Storm Drainage Criteria Addendum, the WQCV is considered a portion of the total 100-year detention volume. All pond calculations are in Appendix D of this report. 4 A berm will be graded on the north side of the property to direct off-site flows east to the existing roadside ditch. A 19"x30" horizontal elliptical concrete pipe will be installed under the new driveway and will pass flows in the existing ditch. This is the largest feasible culvert possible because of the existing depth of the roadside ditch. 3.3 Hydraulic Criteria Culverts will convey flows under the drive aisle (15" RCP at 0.5%) and the new driveway (19"x30" HERCP at 0.6%). The two culverts were sized using ©Haestad Methods CulvertMaster computer software. Based on ©Haestad Methods FlowMaster calculation, the existing roadside ditch currently conveys 16.3 cfs at capacity. The 19"x30" HERCP conveys 19.4 cfs. Refer to Appendix C for hydraulic calculations. The detention outlet structure was designed using the UDFCD's outlet structure and will consist of a rectangular box with WQ orifice plate on the front and an discharge orifice plate on the exit pipe. The WQCV of 0.05 ac-ft is set at 4762.1'. The detention pond was sized using the release rate of 0.29 cfs/acre for the major storm. The 100-year water surface elevation is set at 4763.5'. The emergency spillway will convey the peak 100- year storm discharge draining into the detention pond. The invert of the spillway is set at 4763.7'. The depth of flow out of the spillway is 0.5'. All detention storage sizing, outlet calculation and state storage table for the proposed water quality and detention pond are located in Appendix D. Native seed will be applied to any disturbed areas as a means of permanent erosion control. All culvert and detention outlet points will be protected by rip rap. 5 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The developed project will continue to drain east and south, will be treated by a water quality and detention pond and released to the existing roadside ditch. 4.2 Specific Details The Project currently receives flows from the adjacent farmland to the North and West and drains from northwest to southeast at grades of approximately 0.9%. A berm will be graded on the north side of the property to direct off-site flows east to the existing roadside ditch. A berm will also be graded on the west side of the property to keep off- site flow off of the developing property. Thus allowing offsite flows to bypass the site and remain at the historic condition. Ease of maintenance was considered in the design of the site, including manageable slopes and access to facilities. The imperviousness of the development site will increase from 0%to 22%: The proposed building and improvements will be graded to produce 2 percent (minimum) slopes or in pans draining to a water quality and detention pond where it will be allowed to settle before being released into existing drainage facilities. The Appendix contains copies of all calculations, models and resources that were used in the creation of this report. Hydraulic structures present in this design include culverts, swales and the detention pond outlet structure. No other structures are anticipated for this project. Culverts shall be maintained and cleaned out annually or on an as-needed basis to ensure proper drainage of the development. The trash rack sizing recommendations have been implemented per UDFCD. Access has been provided to the outlet and well screen for maintenance purposes. 6 5. CONCLUSIONS 5.1 Compliance with Weld County CODE This drainage design conforms to all applicable Weld County codes and regulations of providing water quality and detention to the 5-year historic conditions. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. The proposed development will not impact any existing Weld County Master Drainage Plan recommendations. No offsite jurisdictions shall be impacted by this development. 6. REFERENCES 1. Weld County, "Weld County Engineering and Construction Criteria" (WCECC), dated April, 2012. 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated June 2001 (revised April, 2008), and Volume 3 dated November, 2010. 3. Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criterial Manuals Volumes 1, 2, and 3, dated October, 2006. 7 APPENDIX A DRAINAGE AND EROSION CONTROL PLAN, FIRM A PROJECT NUMBER: 2013-100 / I II 1 / I k16$ LEGEND I 1I\/ EXISTING MINOR CONTOUR BILL BARRETT / / I i I %\ I - >;;<;r k EXISTING MAJOR CONTOUR FIELD OFFICE / I \ 7 �j- _ II1 I r P - PROPOSED DIRECTION OF OVERLAND FLOW HWY 392 &CR3 HISTORIC DRAINAGE „ I BASIN DIVIDE LINE U1 VI A DRAINAGE BASIN ID / II II.// I 0.3 0.63 MAJOR STORM RUNOFF COEFFICIENT ci / I I e- DRAINAGE BASIN AREA,ACRES 3O 15 0 3O 6O WE& 1- T 7 SCALE: 1 " = 30' / / I I VAUGHT FRYE LARSON architects / Strength in design. Strength in partnership. / I I Strength in community. / -.1 I p ` 401 West Mountain Avenue,Suite 100 Fort Collins,CO 80521 1 li ph:970.224.1191 Www.theartofoonstruotion.com / I IN ASSOCIATION WITH: / \ I N ----- EI I I CALL CENTER OF COLORADO QN Si I PLEY i II I 811 DESIGN INC. I I roll 2—BUSINESS DAYS IN ADVANCE II I I BEFORE YOU DIG, GRADE, OR EXCAVATE / II SUMMARY TABLE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Ism Q Design Tributary Area tc C(100) O(s)tot Of • land planning ■ landscape architecture ■ Q Sub-basin ■ urban design ■ entitlement ■ / K II f Point lac) (min) (cis) (cfs) 401 West Mountain Avenue Suite 100 Fort Collins.CO 80521 fax 970/224.1662 phone 970/224.5828 www.virdesigninc.com H historic 5.50 13 8 0.35 1.6 13.3 I z / / III I I I I I u i 1218 W.Ash,Suite C LLJ0 Windsor,Colorado 80550 Phone:(970)674-3300 Fax:(970)674-3303 `t I I INTERWEST CONSULTING GROUP H IIP % I 15.50 0.35 issued I * I No. Description Date I 1 DRAINAGE REPORT 01-10-2014 II 2 3 xI 4 5 II 6 7 0 8 9 'Ix III S 10 I III Revisions IIINo. Description Date 2 K 1 10.0' ROW RESERVATION 3 I £ I Ir, ,1 DRAWN BY: I C g CHECKED BY: I4' II 'BI SEAL: N II I r I I --I 30.0' ROW 20.0' NORTH WELD WAITER' ESMT I I I otsa PS‘5O- OoaO�oQpP``S4t / III S SOS /// / MO / / I III x4164' >4 IIII I I I, L / II I 1 COPYRIGHT: / III 1 VAUGHT FRYE LARSON ARCHITECTS.INC. THIS DRAWING MAY NOT BE PHOTOGRAPHED,SCANNED,TRACED OR COPIED IN ANY MANNER WITHOUT THE WRITTEN PERMISSION OF VFLA. / H N II \ I HISTORIC DRAINAGE �' \ , PLAN EX 36" CMP r \ I 4164 DRAWING NUMBER: \ / ONE � � �� C 0 PROJECT NUMBER: 2013-100 24" 4' LEGEND 65.27 1 I I EXISTING MINOR CONTOUR 67.27 INV L - •� 68.Ot �I 6" a • °. 4 7 67.16 66.30 w MATCH EXISTING a a a a ti" EXISTING MAJOR CONTOUR A. BILL BARRETT GRADE SHALLOW SWALE TO CULVERT 70.06 I I v CHAMFER ■ _oXXXX-' PROPOSED MINOR CONTOUR 69'41 TOB 45 • a NOTE: PROVIDE CONTROL JOINT EVERY TEN (10) FEET. ' 8" PROPOSED MAJOR CONTOUR TOB /i FIELD OFFICE � ►� I MATCH EXISTING 2' CONCRETE PAN THICKENED EDGE SIDEWALK DETAIL PROPOSED CONCRETE r 68.75- 47RA - - -476'- r,r I I NOT TO SCALE NOT TO SCALE TOB r I ' �mc- -..mr -mn� / 1 115.5 LF PROPOSED ASPHALT b 68.01 68.56- 1 19"x30" HERCP 68.25.4I a n� 67.91 68 W/ FES 0 0.6% PROPOSED GRAVEL HWY 392 &CR3 vi I .�I °u I 2' 2' 15' 2' 2' ABBREVIATION LIST Ii67.3± a 67.56 `t./} 67.15 68.23 I I MATCH EXISTING 69.95 - a a. - FG FINISHED GRADE 69.72 •X69.93 TOB 4767 476 \ ir TOP OF BERM - 4764.2 TOP OF BERM = 4764.2 FL FLOWLINE MrSEiV TThNe TOB'77��` 66.51 ~ SPILLWAY EL=4763.7 4769 (TOP OF RIPRAP) INV INVERT ❑ ❑ o ❑ o ❑ ❑ ❑ ❑ j❑ ❑ of ❑ - /B — — — — — I / 1 I� RG RAIN GARDEN 6934 J 69.76 J 68.07�❑ 63.52 64.58 TC TOP OF CONCRETE T08 65.97 I66.58iIINV St 67 04 TOB MI a e'(W)x15'(L)x24"(D) TYPE L RIPRAP PAD 10o-YR TOB TOP OF BERM It'LA't ` (BURIED W/ 8" VEGETATED SOIL WSEL=4763.5 iiik SF 66.9* NAUGHT FRYE LARSONarehite4 is m ❑ s °'� 66.21 �••• ' AND BEDDED WTF1 8' TYPE II BEDDING) MATCH EXISTING �0 63.48 62.92 INV 4 66.4 8 8j EMERGENCY OVERFLOW SPILLWAY T 68.43 • I I NOT TO SCALE Strength in design. Strength in partnership. Strength in community. a 8'(W)x8'(L)x18"(D) TYPE L RIPRAP PAD / a 476868.19 ' (BURIED W/ 6' VEGETATED SOIL 401 West Mountain Avenue,Suite 100 Fort Collins,CO 80521 / es v AND BEDDED WITH 6" TYPE II CALL UTILITY NOTIFICATION ph:970.224.1191 www.theartofconstruction.com V a rn BEDDING) CENTER OF COLORADO ' 67.86 J 1 811 IN ASSOCIATION WITH: 67.73 FG I `a I p I &6U. 2—BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND • 67.50 67.02 MEMBER UTILITIES. 4767 63.;2 FL I P L EY 68 57 I 66.32 TOB /.' : ,! I 4:1 FENCE EN 0 DESIGN INC. • 66.94 PROPOSED ` 65.83I TO EXISTING '. . . : ' ' • FENCE • 'TOB • -GRAVEL / • 66.46 m ' r - - 1 62INV Dm 72' : .• �\ EX GRADE ��° • I IJ1 30 1 5 0 30 60 ■ land planning • landscape architecture ■ .• 0 0 ■ urban design • entitlement ■ m 7` I FUTURE BUILDING I I J X 1 CROSS-SECTION A-A SCALE: 1 " = 30' . W 401 West Mountain Avenue Suite 100 Fort Collins,CO 80521 . I • a I > NOT TO SCALE fax 970/224.1662 phone 970/224.5828 www.vfrdesigninc.corn 4766 • m > . I I 4. rREGRAD E ROADSIDE DITCH I —TO CONSISTENT 0.9% SLOPE. MOVE INVERT 4' WEST. Ill I VEGETATED SWALE I I O 1,19% All EX 1218W.Ash,Suae CSHOULDERWlndsorColorado80550I 64� • 24' ASPHALT DRIVE AISLE POND WIDTH VARIES 4' ROADSIDE DITCH WIDTH VARIES MATCHPhone:(970)6743300 47 1 Fax:(970)674-330363.68 1 DETENTION POND EXISTING M 65.23 IFL 46.5 LF 15" RCP I PONDING EX GRADE ASPHALT INTERWEST CONSULTING GROUP W/ FES O 0.5% r DEPTH=63.5 - - 1 - / 68.64 64.75 — — ` I \ TOB • 64.94 • 61.92 I J _ `TOP OF 2' MIN \ 4:1 MAX 66.90 TOB n INN 3:1 MAX BANK FLATTEN SLOPE 11 4766 t° % POND INVERT ROADSIDE DITCH TOB n 62.46.; / 62.74 65.66 INV MOVE FL 4' WEST moo 0.9% CONSISTENT I .•. .•. ••• ��" r. r. . I I No. DaalptIon Date 762.70 LONGITUDINAL SLOPE • 65.0364.90 65.50 VEGETATED SWALE� 1NV co FL 5'(W)x5'(L)x18"(D) TYPE L RIPRAP PAD 1 USR Submittal 01-10-2014 • 65.75 FG O 1,458 65.14 FL (BURIED W/ 6" VEGETATED SOIL 68.63 m I 66.00 TC TC •s- 65.64 AND BEDDED WITH 6" TYPE II CROSS-SECTION B-B 2 TOB—Nil /4-66.o? -4 65FG BEDDING) NOT TO SCALE 3 • 64.66 I 64.90 65.14 FL \ 4 65.84 65.50 65.50 FINISHED FLOOR \ EL FG FG 65.64 TC 61.64 64.212TOB 5 6 65.14 65.35 = 66.0 66.00 TC INV i" WATER TAP ❑ 61.80 t, BY NORTH WELD WATER DISTRICT FINISHED GRADE 65.94 TC " ° ' I li 8 STEEL CHANNEL IL ADJACENT TO BUILDING 65.36 FL = 1Q FsL5.2O 64.76 I ! , OPTIONAL WING W� •) INTOCONCRETE5Da 9 _ n a AND PAD (END To MATCH �� pp ❑ • 65.50 • ��/�I. 65.20 I 1W�67 = 65.50 65.86 TC 1O —I 1 ~W r n EX 6 WATER T9NO OF AMA Wo - 10 / FG 65.50 FG 1 FL FLUSH 64.30 a I (CONTRACTOR VERIFY) 6;, 1 Lwo WATER (MAD) JT\ FL • 12" Ls 3'-6" SEE / \ r 66.00 66.00 ' • (MN.) 6' 3/8'x1' MT Q ' TABLEHOLE Revisions /7 \�(/ \y�f1J' 65.28 TC _ .�� BAtt HOLDING / • 0 64.65 65.11 TG —1 Y y 1/4' RITE w11DED 6" TRASH RACK 3 � Du �/ FRAME �• No, DeserlPUon D6 / 51"x51" GRAttIG a .a . FL 65.28 I '., ro CRATE. WITH A B (3i Sim D 1gFjlRiNc ��wFu SCREEN ° 64.64 3/8'x6'THREADED BOLT 1 A. ` ro FASTEN ORATE DOWN BARS A7 3' O.C.. BAR a N0. 93 (U.S. • ° ❑ }IL 65.44 TC FL FLUSH 64.64 OPP. SW BEIRING BARS AT FILTER ",11i V 3 1PUlE FLOW CONTROL (MN.) TICK 2 1.65.64 66.00 65.50 64.86 FL J 64.21 TOB 2 1/z'o.cJ OR EQUAL) 3 68.19 • • - TC FG 65.36 TC IIIII 61.64 __ TOB • 2' CONCRETE 5 I I _______ __ ___ ' • i STAINLESS STEEL ANCHOR BOLTS OR BOTTOM ROW OF ANCHOR S STEEL DRAWN BY: PAN (/l • INTERMENT WELDS ON TOP AND SUES HOLE To BE AT BOLT (TYP.) 0 f 4' SIDEWALK i 11• N 65.40 64.46 65 J TE W/ THICKENED EDGE 20.0' NORTHIWELD WATER ESMT� Q 3 WELL SCREEN INVERT or �F OW CONTROL PLATE CHECKED BY: / FL AND 6" REVEAL (TYP) I m m > ° -- `■""""'ll CENTERLINE Cr 2' CONCRETE n n n \ou1LET FIRE SECTION A-A SECTION B-B SEAL: PAN I a + 3 3 cotaRa IIIIIIIIIII 1 :/ 65.28 + I PLATE 1■■■■■■■■11 . TC 64.69 FL Obi N C ° 14■■k..0i■■■■■■■■■11 (� t r • LEGEND /' 65.50 65.50 65.50 FG 65.19 TC 61.14_' w I W '� N A AA 9E UE A-A(WOWS ❑ / FG FG INN I EMERGENCY B ) /4o,z' Part N ,SEcnoN ` 66.00 10.0' FUTURE ROW 61.15 > IL 3/8'x6' BOLTS 12' O.C. 0t HOOP y oc. B EWED) 64.21 OVERFLOW > 11►M■■■■P •1■■■■■TI ro HOLD HINGE N PLACE 3 BAR SPILLWAY D 1 METAL OR a ABBREVIATIONS eI 2 ,/4' FROM EDGE OF 64.25 65.94 TC I ` • GRATE (TYP. OPP. SIDE) CONCRETE CLR. arxcurs TYP. nom d . FL 65.45 4 ' I (SEE DETAIL) ,� I. / 2 IR FIPE DIA. METER Wo RUN of CONCRETE OPENING °Ex's T4 ❑ 65.27 64.24 �J1 ELEV. ELEVATOR W VADM OF PLATE :/ _ • 65.86 TC 64.17 "� J TO COVER METAL OPENING 1TC , 4 DIAGONAL Au. MUT MOM LW, LOCH COUTY STRUCTURE O°aTAP °�°�°aS�Jo� a —63.79— 62.16 63.70 FL II I I WELL SCRE1?N N0. 93 (FASTEN MTBi 3 6"x6' ( O TREADED BOLTS) 3• (TYP.) MIN. COMA We tlON OF STRUCTURE SQ .1 > FL 4764 FL II 61.00 FL (U.s. FILTER STAINLESS A B D 3/eH6' BOLTS 12' O.C. ' ' O.C. ON CENTER / MORI N° + a v ••.I 4 r� �. _� MATCH EXISTING sTm OR EQUAL) PLAN ro tULD NLNCE IN PLACE 4% 4% / • NA < rn 2 1/4' FROM EDGE OF 04012'O.C. OPP. 0PPCSIE O v V J 64.11 �� 63.26 • 61.74 FL I k MI (TM. OPP. „ SPILL BEV. lo BEN. A (POND IA.) 4760S /. . . FL FL 10 64.84 \ co I TRASH RACK ELEV. C V`Xr/•V . ELEV. B (WOW LBO 4762.1 61.63 n 1/4' RATE, WELDED .� �• 64.3¢ 64.21 v TO GRATE. WITH (NOTE 5) 4 OR 3 BEN. C 4763.1 • TOB g¢,Og 60.80 a 64.21 5'(W)x5'(L)x18"(D) TYPE L RIPRAP TOB TOB 3/8'x6'IMAM BOLT , ---''- • SECTION D-D SPILL ELEV. 47617 61.88 r� INN n TOB (BURIED W/ 6" VEGETATED SOIL �V. 8 TO FASTEN GRATE DOWN Dim(12' MN.) LS 2' CONCRETE La 3• 6413 PERK SOUTH PAN •vim °' \ a AND BEDDED WITH 6" TYPE II "�- I 14012' OUTLET PIPE - 1r S �J „ ' BEDDING) SC ' 93 ,5' RCP GENERAL NOTES Ws 3' .�■I4012' Wo 12' COPYRIGHT: ❑ 65.66 61.59 �S ,•�;• %1 (u s. F1LIER STANEESS �,. 0 I. CONCRETE 9WL BE CLASS B. MAY BE CAST-N-PUCE OR PRECAST. 66.28 61.45 Q STEEL OR EQUAL) HOLE DWkTQt 0.5' TOB_ LEACH FIELD I I 2 REIfORCNC BAS SWAT. EPDXY CONED AND DEFORMED,AND SHILL WO NAUGHT FRYE ARSON ARCHITECTS,INC. TOB 60.64 INV- ////777►►► FLOW CONTROL ME A MINIM 2"CLEARANCE 0 OF ROWS 4 THIS DRAWING MAY NOT BE PHOTOGRAPHED,SCANNED,TRACED OR • 64.21 / RATE 3 STEPS SM.BE FRONDED MEN wsTnc4L DRpN9ON E(CTIDS T-6' 0 OF COLUMNS 1 COPIED IN ANV MANNER WITHOUT THE WRITTEN PERMISSION OF VELA. AID 51WL BE N ACCORDANCE MDT MGM M 199. j, ■ DETENTION POND TOB 30.0' ROW OCr T wwAus 3. 100—YEAR OWLET 3 1/2' 3' CIR. 4.AL TRASH WCKs SHALL BE MOWED USING SLYNESS SiFfl waif AND v 65.49 WITH WO OUTLET STRUCTURE I •`Z' 1 I ORIFICE RATE x1 1/2• ON 64.84 cut (SEE DELL) KEY MOWED WITH HIHcm AID IOCKAeIE a IMITABLE ACCESS FMCS. °t 64.50 (SEE DETAIL) 27.5 LF BEV. ASKILL6 TRAM RIDS BE BE SINLESS D M AWY BE,Ot PORTER PMIT TRASH 15" RCP W/ FES i L • ■I� - !� RACKS yWL 1£MN Dv CM$C AO WY a HOT Pam PAmD O D.6% • _e : . AFTER OLWNIaLC I-18"---I , STEa ,00-YR GRADING PLAN • • . awl- RIFICE RAlE EXISTING " CMP lo • loon' t40+2' T 15' RCP OUTLET " DOWEL of 04L012' /1018' 'In FIPE 5 N 6' DIAMETER ORIFICE 66.91 I SECTION C—C ❑ 0 0 ❑ 04, n cl WATER QUALITY ORIFICE PLATE 66.89 66.11 II i OUTLET STRUCTURE 63.90 ONE DETAILSDRAWING NUMBER: i C 1 PROJECT NUMBER: 2013-100/ I SUMMARY TABLE ../ Y 6$ I Sediment Control Log (SCL) SC-2 Concrete Washout Area (CWA) MM-1 Design Tributary Area tc C(100) 0(2)tot a(10)tot «100)to_t z4 BILL BARRETT Sub-basin Point (ac) (min) (cfs) (cfs) (cfs) I SCL I,'� I e�_e_ FIELD OFFICE l — >, 1-----sal CWA A A 2.16 12.6 0.44 0.6 2.5 6.4 / SCL - ' - rW_ ::::4'P+i B B 2.05 12.9 0.46 a8 2.6 6.4 ,1 r` --• t' 1 k Ix-. 1n-. la'pm) b 'tom'%>Y: MOOD.STARE , - - W)- !, VEHICLE TRACKING / I ammo. (sEE 9•DIMMER (MIN) Jpi e K_ Y f N' , P ! VIC OLSt oR —476E I ` SF uwr coNIR0. AO -C- f DMw a STALE AlliIct 17£ SUPFKE . 6• ' ]•... CENTER(TOP. E•- 0474 ----• KF-mit mi. ik \, ' 7/ Cf SCL• NOTE LARGER Wr.:.•. „e' R°"I OT P,) DAN DI.NFlw sBDIMBNTI - :" � Z'I H WY 392 &CR3 CONTRCL HOGS MAT /t' 476 115.5 LF ea emcci°D BE if TP CONCRETE WASHOUT AREA PLAN Ep B ' 19"x30" HERCP THE:1 c ERIMETB Nu AROUND W WITH 2-FES __ _ 22 5L0PE `° I�. (SEE NOTE 1) SEDIMENT CONTROL LOG ]•uN. ;ems, co *I ! OMWsruRxn oa} 'T \ Z' 0 CENTER STNS IN CONTROL LOG ECYPKrzD SOIL I SWAN a AN I VDRCIE TPICKND /-- / 6 �-.�-•�-f A�IF.A- COMPKIEo EXCAVATED JY- 9'NNtrER(um7 CONTROL(SEENVLILI'- / / �' I�� Y�•�� yv wwa SOIL a wN sa tWwr coNIRaL Lac SECTION A o ^`� 4767 � : A�+ �' FLOW CWA-1. CONCRETE WASHOUT AREA 30 15 0 30 60 MrSEiV / �� I. co �4'•r� � � . T ‘j''' — cwt WSTtiurati Notes 4769 : .r �•�.� , e• I F PUN f MR- -CVO w I I 30' _ - J _ .. — g— U �•^•'�• .�• S ■ _ _ 4 Y-CWA INSTALLATION LOCATION SCALE: 1 = ` 2. DD NOT N N1 uxIRYD CWA MOM t00' of ANY NATURAL DRAINAGE PATHWAY Q • . •1C SECTION A SITE 0004.CO NOT LOCATE MINN IIFD'a ANY WELLS OR DRINKING HATER SOURCES.IF 1 CITE ryWSIRYNTS MAKE MS WFroaRI F. DR IF roomy PERMEABLE SOILS EXIST ON SITE. / CWA ❑ \ = a ER v— 111E CAA I Ayr EE INSTALLED WITH AN IMPERMEABLE LINER(I6 MIL Wri THICKNESS)OR VAUGHT FRYE LARSONarchitects • • 1 I UAW AlE STORAGE ND ORrGEs RE S ULD BPoGrm CONCRETE.wn910Ur DEVICES OR A LINED ABDh GROPE STORAGE ARE SHOULD BE USED. \ 18"' or A 16•(Wx) ].PE CWA SHALL BE INSTALLED PRIOR TO COICRETE PLC EIENI ON SITE . / —1WaaEx SINCE �•r e. CRAG SMALL INCLC S A MT SEBSURSKE PIT I'1 5 Al LEAST B'm B'HOOFS CALL UTILITY ILITY NOTIFICATION • OI ' . lFNN1 OIT OF THC SUBy1RFKE PO y4LLL BF \q M Aril ATFR MP M GALL ACE LT / • • . ' • a ' �/V N,b ' own. CENTER OF COLORADO Strength in design. Strength in partnership. CP SOLil 9'DLWERA (MIN) 5. BERN SURROUNDING SIDES MID BACK OF ME CWA SMALL NAVE MINWUN HEEIrt OF I'/ ' •. . SEONENT CONTROL LOG /� J Strength in community. / ••' '- ._ • / . I \ SEDIMENT CONTROL LOG JOINTS 6.venal Mimeo PAD SHALL BE SLOPED 2%TOWARDS THE CWA 811 7 BONS SHALL BE PLACED AT THE CTISIRUCRN ENTRANCE,AT THE CWA RIO �/ ♦ _ s. OF CONCRETE AS NECESSARY TO CLEARLY WauTE THE LOCATION or THE cwA TO OPERATORSCALL 2—BUSINESS DAYS IN ADVANCE 401 West Mountain Avenue,Suite 100 Fort Collins,CO 80521 . •/. . - V of COXCRBIE rwudcs AND PwP RIGS, I � h:970.224.1191 www.theartofconstructlon.com / I v SCI -1. SFMMFNT CONTROL I OG 8. USE EXCAVATED YAI[RIAL FiN r'EI6YBIER ffRM cawsTRucnoN. BEFORE YOU DIG, GRADE, OR EXCAVATE p ^�. .. .., /. .. •� �, - + ♦ I \ FOR THE MARKING OF UNDERGROUND INASSOCIAraNWITH: / • • 476 I MEMBER UTILITIES. • / ' . . b • N ^ . November 7110 Urban Drainage and Flood Canto(District SCL-3 November 2010 Urban Drainage and Flood Control District CWA-3 d, tPD,'! Urban Storm Drainage Criteria Manual Vduma 3 Urban Sturm Drainage Criteria Manual Volume 3 Sediment Control Log (SCL) SC-2 MM-1 Concrete Washout Area (CWA) ii PLEY ieui /• I DESIGN INC. 767 ' /•\• �v _ • • I I i SEESMEEI CFVlIRD1 IM NRr41A1 M]lT5 (WA NIJNITNAYI'F NOTES j I. SEE PLAN VIEW FOR LOCATION AND LENGTH Or SCOWENO CONTROL LOGS 1. INSPECT OWN EACH WORKDAY.MO WVNIMI TEEM TN EiFCCINE OPERATING CONDITION. %T MAINTENANCE OF BMA, SHOULD BE PROKTTAC NOT IYKINE. INSPECT BN%AS SOON AS %a 2 SEOYENT CONTROL LOGS MAT ACT AS A PERIMETER CONTROL SMALL BE INSTALLED PRIOR POSSIBLE INC ALWAYS MTH., 24 HOURS) rnALYMNB A STUN THAT CAUSES SURFACE �] C TO ANT WWIYENT LINO-DISIUPSNG AERATES. EROSION,AND PERFORM NECESSARY'AMAMIARCE. ,/ 2.16 0.44 / • I� SCL 3 SEOIMfNT CON RL LAGS SHALL CONSIST Doti STRAW.COiOsr. EXCELSIOt ORH COCONUT 2.FREQUENT COSEINATIONS AND UANICIVANCE ARE Ncasse Y TO MNRINN BWP.N l TIBER.AND SXNL BE TREE OF NI]HOKCUS ED SEEDS o9 DEFECTS NCLVWMD PoP5, EFFECTIVE OPERATING CTCIDOs NSPECTIONS Am CORRECTIVE NFA4mft SLIMED BE . I HOLES AND OBAWS WEAR. DOCUMENTED 1KNCVLHLY. • land planning a landscape architecture ■ A SEpYCNT CONTROL LOOS NAY BE USED AS WILL CHECK DAMS N DHOWS AND WALES. 3 WHERE RIP,HAVE FARED,REPAIR OR REPLCEMENT SNOJW BE HINTED UPON HOWEVER.TIC?SHOULD NOT BE USED W PERENNIAL STREAMS OR NCH KLOOT DRAPING( OTSCOARY Of THE FMUJRF. . urban design . entitlement . • ^ / WAYS. ♦ ME CWA SHALL BE REPNREO,CLEANED,OR ENLARGED AS NECESSARY TO YMXTIAW •; ,. I 5 • IT 5 RECOYYENBEO THAT SED'MENI CpnROL LOGS BE TRENCHED INTO THE GROUND TO CAPACITY FOR CONCRETE WASTE.CONCRETE MATERIALS,ACCUMULATED IN PIT.SPELL BE 401 West Mountain Avenue Suite 100 Fort Collins,CO 80521 • I A DEPTH Of APPROUMAIELY b Of THE GI*METER OF THE LOG F TPENCNINC TO nes REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2' 'I .. • OEPTH IS NOT FEASOLE AND/OA DESIRABLE (SNORT TERN INSTALLATION RN °BSRE NOT ro fax 970/224.1662 phone 970/224.5828 www.vr designinc.corn T I 1g- E LAIADSCAPE)A LESSER TRENCHING DEPTH MAY BE ACCEPTABLE WITH MORE ROBUST 5. CONCRETE WASHOUT WATER,WASTED PIECES OF CONCRETE AND AU.OTHER scams . I I $ OIMIO II Q slump IN THE SVf6WAtE PIT SHALL BE Terv5PIMlm FROM ONE JOB SITE IN A WATER-loll CONTAINER MO DISPOSED a PROPERLY. 6 THE UPMLL SIDE OF THE SEDIMENT CONTROL LOG SHALL 8E COMPACTEDBE N10 TIE new E 6. THE CWA eem REMXH N PLACE UNTIL AU.CONCRETE FOR T1HE PROJECT 19 NACED. .. • ll 4766 I I 1 O 1 rF ARIGHT IR,NXAE usNG A 91gL1 Cq ADORED LAWN HOLLER. J WHBN ME CWA IS REMOVED,ROVER THE GSINBED AREA WIN TOP SOIL.SEEN NlD ll IpR`O1. LL '''rj]l ] KOTW 1NWSKNRFR5'0UISAKE .E 5TANRK. IF' CURERS AER5' Ix5mUC0M.Y MULCH M OTHERYII3 STASH DNA YNIMER APPROVED BI THE LOLL S.SEED AN. • I I W NO SPEOFY SPACING. STARES SHALL BE PLACED ON 1 COMERS AND EMBEDDED A JI NINTH O 6 W TO 0E O OUND 3 C THE STAKE S L PROMUCE r i E TOP CF R MNW ua n, gNYp MM K en w am,mu w Hr•v u[n No aA / • Ir— THE LOG.SIAXES THAT APC BRONfR PRIOR TO NNAUAMN SMALL BE ffPUCFO. ...w.:-----..JURISOCn0x5 wK mall?.OETNl5 MAT vNn'iRW UMCD STNIDAAO DETNL5. Z CONSULT PITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD OE USED WHEN /..• I FUTURE BUILDING ""MFNi CON RD 'GRAIN iN NCE ND6s1218 W.Ash,Suite C I pnERE E5 ME NOTED L INSPECT WON EACH WORK°AE,AND AWMAN AMY N EFSECTIVE OPERATING COOOn1U1. Windsor,Colorado 80550 I, MAINTENANCE OF BM% WITHal BE OURS) FPROACTIVE.NOTOWI G REACTIVE. NYECi BM%A$$OOH A$ I / • ♦ I I 0 1 EEROSSPA. ANDSIBLE PLRFALIR�IAWNECSSSARY WMAINTEwANCLEM1Nc A STOMA NAT Gu5Es SURFACE Fax:(970)6743303 Phone:(970) 00 ',A?I 2. FREOUEM ODSEMATONS AND MNNTEIONCE ARE NECESSARY TO MAINTAIN w9f N / '. I 4764 I 0 CKECIM OPERATING CaaxnoN. INSPECTIONS MD CORRECTIVE MEASURES SHOULD BE INTERWEST T E R W E S T CONSULTING GROUP DOCUMENTED THOROUGHLY. 3 WHERE BHP.HAVE FARED.REPAIR OR nceuctMEMT SHOULD BE INITIATED UPON l'n 1 OSCOERr Of ME FMuIRE • N. SEDIMENT ACCUMULATED UPSTREAM OF SEWENT CONTROL LOC SNAIL BE ROCKED AS NBEDED TO Crack FU enoreLT OF THE BAP,TYPICALLY WHEN DEPTH Of ACCUNNATED �' •' `I SEDIMENTS IS ATRONNATfLY IS Of ME HEIGHT O ME SEDIMENT CONTROL LOG. / - - i 5. SEDIMENT CONTROL LOG SMALL BE REMOVED AT THE END CE CONSTRUCTION IF DISTURBED AREAS EXIST AFTER REMOVAL THEY SHALL BE COVERED MM TOP SOIL SEEM) ♦ ' AND MULCHED OR OIAERYIISE STABEAZED IN A MANNER APPROVED BY ME LOCAL ... I . I JURISDCIION. Issued • 4766 I ' ^ To SCL a (onus IUAIS FAIN.?OW n NAIa.Tel•l COMM M.IN.mesa.Dente m,NTI.maim .i]I NP on cc MWMLs Foam AM.w.aL S Anounl Na Description Date .. ♦ SCL a ars MANY WOH LOCAL JURRGC O VE S AS O*N*NCH DETAIL SHOULD BE USED STANDARD DETAILS. °ETA'Ls' 1 USR Submittal 01-10-2014 1 EFTEROCES ARE HOMED. — — 4764----------___.----1___ 764 I v Sul 3 (. ,. • co / 46.5 LF 15" RCP P. °• 4 et ♦71�S WITH 2—FES (SEE NOTE 1) 1 5 r/ I , November 2010 Urban Drainage and Flood Coasted District SCL-5 CWA-4 Urban Drainage and Flood Control District November`%:i'.' .. . A , Urban Mom Drainage Criteria Mm Volu me Urban Sloan Drainage Criteria Manual Volume 6 7 j e • 9 Vehicle Tracking Control (VTC) SM-4 C FINISHED FLOOR = 47:;� �e ° LEGEND 1• o I II Re _ • Net. ' 'A_z-..TT•sz VTC EXISTING MINOR CONTOUR Ravklom / I I , %m-C-0. No. Description Date • I I V 2O FOOT —XXX X—_. EXISTING MAJOR CONTOUR 1 ■ MOM CAN BE . 'i• . V I V 10.01 FUTURE ROW LESS CHICLES OST. 2 • " ,ICONFINED �)(XX)f� PROPOSED MINOR CONTOUR CONFINED ON BONS SIDES) '• I PASIDNED SURFACE OR OTHER 50 FOOT Mn)Sall-trek • PROPOSED MAJOR CONTOUR 3 PANEDD ;c N J. 2 'S• 7'• DRAWN BY: r5 .ti�4 1 44.44 Y r! e'sf'"" PROPOSED DIRECTION OF OVERLAND FLOW CHECKED BY: • 7. 1 jai ? • X II ■ EMERGENCY OVERFLOW SPILLWAY I !7 +KESIT ��1113'`' a.()MN) EL=4763.7 I W'•=� im ma PROPOSED DRAINAGE SEAL: Ak1 - BASIN DIVIDE LINE T08=4764.2 0, top 8 UNLESS o H RW 5E SPECIFIED N N9X BT LOCAL JUTWICTON.APSE ^ ^ v G ROADWAY aI COOT SECT. IpW.MSHlO)] II A I YJ MiN° S ROCK GTE DR b' A DRAINAGE BASIN ID 2.05 0.46 I1 A , SCL CEOFmLE FABRIC I I II I ECHOED. soL NO ROCK II �1 rn w 0.3 0.63 MAJOR STORM RUNOFF COEFFICIENT U A L LR$Ess DIXER'YI$[SPECIFIED LO CAL ON- I RL WELNL Rea FLUSH WITH JUFISPCIION USE COOT SECT, /703,AASMo DRAINAGE BASIN AREA,ACRES 5� ,(Y. • 1 I�- I OR BELOW TOP OF PAVEMENT El COARSE AGGREGATE a•(YIN.1 VO fj l`-a 1pP G VG tagirtagarireirran ' •R I , ♦l ai,. -E- , Y A OpaOEO�O PS�E i ��\ r��‘...;;.,4,,..•�4 •Si Ke,y�)ft,4*.?“-\i. I •0,....n...• FOE • • y COMPACTED,slecNKE .4.i'49 NON-WOVEN cements VTC IW' LW LF VEHICLE TRACKING CONTROL ex FABRIC e..�..a! - I • / SECTION A f • I 4764 SCL �A I� / CFI • Stu r _i CWA E I CONCRETE WASHOUT AREA / B J A I ID IVTC-1. AGGREGATE VEHICLE TRACKING CONTROL ■ "� 1 Sr SILT FENCE 1 I I ` r1:6% ,-• Ia - % COPYRIGHT: / • • x,�r' 27.5 LF 15" RCP SCL ) SEDIMENT CONTROL LOG NAUGHT FRYE ARSON ARCHITECTS,INC. WITH FES (SEE NOTE 1) ?010 Udan Drainage and Flood Control District VTGI J F�sy tl ) Urban 9um1 Drainage Criteria Mavual Volume 3 THIS DRAWING MAY NOT BE PHOTOGRAPHED,SCANNED,TRACED OR O5 - COPIED IN ANY MANNER WITHOUT THE WRITTEN PERMISSION OF VELA LEACH FIELD !• ea0A1ROW - DRAINAGE AND m • . . . .. . • • . '• 20.01 NORTH WELD WATER ESMT • . WATER WOCV 0.5 AC-FTDETENTION O 476207 \ ' NOTES. EROSION CONTROL • �' 100-YR DETENTION VOL•0.34 AC-FT 0 4763.5 PLAN 100-YR RELEASE RATE^7.2 CFS 1 1 . FLARED END SECTIONS TO HAVE 8" MIN. THICKNESS CONCRETE CUTOFF WALL, 18" DEEP AND 12" • EITHER SIDE OF FLARED END SECTION. • 1761 \ 2. THE CONTRACTOR SHALL OBTAIN AND STAY CONTINUOUSLY IN COMPLIANCE WITH A STATE OF / i COLORADO STORMWATER DISCHARGE PERMIT ASSOCIATED WITH CONSTRUCTION ACTIVITIES (AND ALL DRAWING NUMBER: /�� /�9 APPLICABLE PERMITS). THIS INCLUDES THE CREATION AND MAINTENANCE OF A STORMWATER MANAGEMENT PLAN FOR THE SITE. ADDITIONAL EROSION CONTROL AND POLLUTION CONTROL C 2 �� / k A MEASURES MAY BE REQUIRED AND MUST BE PROPERLY DOCUMENTED. .y w UV 10150 I tff.:fb:a left KYfl..tgY • Ye Ye li t3 o.. ._.r T.w e..-""f'..1 . .. ;I II 21 22 la 24 t.' .. 1 55554 non OVUM:� I ' FIRM %Et tf4.'Axe' ROM 119II MCI ttit UP ; ' I • WELD I. . COUNTY. I IICOLORADO !1 }'''l I R~ vYlurmR.015571 D..ew 1 II 1 1e 0- 1 CtllllQfi r1141 Num 01016 MP ar.IYlftO Stet%N•t: w .few• of INC r...... APPENDIX B HYDROLOGIC COMPUTATIONS B TS p Vi Q C O U t0 CO v a O O w Lo co E) w r7 O U N N o_ U O a O O N• U .7)O OU a v O C co a W _. Q V I I �'7 J U _J O O CO m Q I— - _ } >{.b C COr9 C m Q E Q 'U Eri p D Cl) a co ( a o N U o d U Q d N N Q � in • 'N L' -y a U O a a O J .o Q CO 7 43 7 J I F N H u, C C a)0) C C_ N 'p Q CD y O I o a o 0 RUNOFF COEFFICIENTS&%IMPERVIOUS LOCATION: Bill Barrett Field Office PROJECT NO: I187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE 12.30/2013 Recommended%Impervious from Table RO-3 from Impervious Urban Storm Drainage Criteria Manual Residential-single family: • RType B NRCS Hydrologic Soils Group Multi unit detached 60 Coefficients from Table RO-5 from Multi unit attached 75 Urban Storm Drainage Criteria Manual Business-commercal areas 95 Neighborhood areas 85 Streets(paved): 100 _ Streets(gravel): 40 Drive&walks: 90 Roofs: 90 Lawns(sandy soil): 0 Undeveloped areas(lawns,clayey soil): 0 SUBBASIN TOTAL TOTAL PAVED NALff GRAVEL ROOF- LAWN 14 ',1'AOR MINOR MAJOR DESIGNAT!ON AR!A AREA AREA AREA AREA AREA AREA irnaervious co[FP COEFF. COEFF. ;az.) (so ftl (saM) (sq.f: Isa.f1) (sq.f:) (so. ) (C,; (CO (C,w) A 2.16 93,942 4,209 1,640 58,842 13,723 10,422 19% 0.11 0.27 0.44 8 2.05 89,485 7,916 1,861 51,336 r. 13,683 5,679 24% 0.14 0.29 046 TOTAL 421 183,428 12,125 3.500 110,178 27.406 16,101 22% 0.13 0.28 0.45 Hlstonc' 5.50 239.525 0 0 0 0 239,525 0% 0.08 0.15 0.35 -Calculate CS instead of C2 for 5-year historic release rate. 12-30.13 Flaw Calcs.xls TIME OF CONCENTRATION LOCITION: Bill Barrett Field Office PROJECT NO: 1187.11 S-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 12/30/2013 SUB-BASIN INITIAL.!OVERLAND TRAVEL TINE I GUTTER OR CHANNEL FLOW Sc CHECK FINAL REMARKS DATA TIME(U) (n) (URBANIZED BASIN) tc DESIGN SUBBASIN(a) Aron C, Length Slope a Length Slops Land Cv Vol. II tc L+ tc•(t/16o)r t 0 POND (ac) (R) ( ) (me) (II) (EM) Two (Ns) (mm) trn (II) (me) (mn) (I) (2) (3) (4) (5) (6) (7) (8) 10) (IS) (11) (12) (13) (14) A A 2.16 0.11 196 0.015 22.1 275 0.007 C 7.0 0.8 7.7 29.7 470 12.6 12.6 0 B 2.05 0.14 180 0.017 10.8 346 0600 F 20.0 1.9 3.1 22.9 526 126 12.9 H Hlaloelo 5.50 0.00 0 0.010 0.0 413 0.010 B 5.0 0.5 13.8 13.8 19.a -05 instead of C2 EQUATIONS: tc=6*It final tc=minimum of ti*It and urbanized basin check-min.recommended tc=10 min. 1i=(0.395(1.1-CO L°51/S rn Equation RO-3 Urban Drainage tt=Wet. Vel.=C,S°S Equation RO-4 Urban Drainage Land Type Cv Table RO-2 Urban Drainage Heavy Meadow A 2.5 T/lage&Bald 8 5 Short pemerenawn C 7 Nearly bare ground 0 10 Grassed waterway E 15 Paved areas F 20 12-30.13 Flow Cal ca,°a RATIONAL METHOD PEAK RUNOFF (2-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 12130/2013 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C2 tc I O(2) from Q(2) Q(2)tot Sub-basin Design Point (ac) (min) (inThr) (cfs) Point (cfs) (cfs) A A 2.16 0.11 12.6 2.6 0.6 0.6 B B 2.05 0.14 12.9 2.6 0.8 0.8 H Historic' 5.50 0.08 13.8 3.7 , 1.6 1.6 •5-yr Storm Q=CrCIA O=peak discharge(cfs) C=runoff coefficient CI=frequency adjustment factor I=rainfall intensity(in/hr)from IDF curve City of Greeley A=drainage area(acres) 12-30-13 Flow Caics.xls RATIONAL METHOD PEAK RUNOFF (10-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115.00 COMPUTATIONS BY: ES SUBMITTED BY: INTER WEST CONSULTING GROUP DATE: 12/30/2013 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A Coo lc i O(10) from O(10) Q(10)1ot Sub-basin Design Point (ac) (min) (inrnr) (cfs) Point (cis) (cfs) A A 2.16 0.27 r 12.6 4.3 2.5 2.5 B B 2.05 0.29 12.9 4.3 2.6 2.6 H Historic' 5.50 0.15 13.8 4.4 3.6 3.6 Q=C,CiA Q=peak discharge(cfs) C=runoff coefficient C,=frequency adjustment factor I=rainfall intensity(Inlhr)from IDF curve City of Greeley A=drainage area(acres) 12-30-13 Flow Calcs.xis RATIONAL METHOD PEAK RUNOFF (100-Yr Storm) LOCATION: Bill Barrett Field Office PROJECT NO: 1187-115-00 COMPUTATIONS BY: ES SUBMITTED BY: INfERWEST CONSULTING GROUP DATE: 12/30/2013 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C,. 1c O(100) from O(100) Q(100)tot Design Point Design. (ac) (min) (inTr) (cfs) Point (cfs) Ids) A A 2.16 0.44 12.6 6.B 6.4 6.4 B B 2.05 0.46 12.9 6.8 6.4 6.4 H Historic' 5.50 0.35 13.8 6.9 13.3 13.3 Q=CiA O=peak discharge(cfs) C=runoff coefficient 1=rainfall intensity(in/hr)from IDF curve City of Greeley A=drainage area(acres) 12-30-13 Flow Calcsids APPENDIX C HYDRAULIC CALCULATIONS C Worksheet for EX Roadside Ditch Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation. 68.00 ft Options Current Roughness Weighted Meth: ImprovedLotters Open Channel Weighted Roughnes ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.045 II Discharge: 16.25 L )R,"1 c ft3/s Elevation Range 65.90 to 68.50 ft 61 X 5.0 1-1I KC e) Flow Area: 9.24 ft2 Wetted Perimeter: 14 11 ft Top Width: 8.23 ft Normal Depth: 2.10 ft Critical Depth: 1.20 ft Critical Slope: 0.03977 ft/ft Velocity: 1.76 ft/s Velocity Head: 0.05 ft Specific Energy: 2.15 ft Froude Number: 0.29 Flow Type: Subcritical Segment Roughness Start Station End Station Roughness Coefficient (0+00,68.00) (0+16.68.50) 0.045 Section Geometry Station Elevation 0+00 68 00 0+03 68 00 Cross Section for EX Roadside Ditch Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Section Data Roughness Coefficient: 0.045 Channel Slope: 0.00500 ft/ft Normal Depth: 2.10 ft Elevation Range: 65.90 to 68.50 ft Discharge: 16.25 ft'/s 776 2.10ft 8.23 ft V:5 L, H1 Culvert Calculator Report 19x30 HERCP Solve For Discharge Culvert Summary Allowable HW Elevation 4,767.47 ft Headwater DepthiHeight 1.3 Computed Headwater Elevt 4,767.47 ft Discharge 9.42 cfs cok - `<r. 3 r_ Inlet Control HW Elev. 4,767.47 ft Tailwater Elevation 0.00 ft ,R,• GX • Outlet Control HW Elev. 4,767.41 ft Control Type Inlet Control X- AA c 1-' ,,,4 Grades Upstream Invert 4,765.27 ft Downstream Invert 4,764.58 ft Length 116.50 ft Constructed Slope 0.005923 ft/ft • Hydraulic Profile Profile M2 Depth, Downstream 1.29 ft Slope Type Mild Normal Depth 1.35 ft Flow Regime Subcritical Critical Depth 1.29 ft Velocity Downstream 6.78 ft/s Critical Slope 0.006302 ft/ft Section Section Shape Horizontal Ellipse Mannings Coefficient 0.013 Section Material Concrete Span 2.52 ft Section Size 19x30 inch Rise 1.60 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4.767.41 ft Upstream Velocity Head 0.66 ft Ke 0.20 Entrance Loss 0.13 ft Inlet Control Properties Inlet Control HW Elev. 4,767.47 ft Flow Control Submerged GtxdetoTysprei projecting(horizontal ellipse) Area Full 3.3 ft' K 0.00450 HDS 5 Chart 29 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 Title: Front Range Community College Parking Lot Expansion Project Engineer Interwest Consulting Group x:I...ldesign\culvertmaster119x30 crossing.cvm Interwest Consulting Group CulvertMaster v3.0[3.0003] 11/20/13 10:46:12 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Drive Aisle Crossing Solve For:Section Size Culvert Summary Allowable HW Elevation 4.765.50 ft Headwater Depth/Height 1.48 Computed Headwater Elev 4,764.55 ft Discharge 6.40 cfs Inlet Control HW Elev. 4,764.40 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 4,764.55 ft Control Type Outlet Control Grades Upstream Invert 4,762.70 ft Downstream Invert 4,762.46 ft Length 46.50 ft Constructed Slope 0.005161 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 1.02 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.02 ft Velocity Downstream 5.97 fUs Critical Slope 0.009893 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.25 ft Section Size 15 inch Rise 1.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4.764.55 ft Upstream Velocity Head 0.42 ft Ke 0.20 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 4,764.40 ft Flow Control Submerged Inlet Type Beveled ring,33.7°bevels Area Full 1.2 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:\...\culvertmaster\drive aisle crossing.cvm Interest Consulting Group CulvertMaster v3.0 [3.0003) 11/20/13 10:48:34 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 1 of 1 APPENDIX D WATER QUALITY AND DETENTION POND INFORMATION D DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 Equations: Area trib. to pond = 4.21 acre Developed flow = Qn = CIA C (100) = 0.45 Vol. In = Vi = TCIA = T Q„ Developed CA = 1.9 acre Vol. Out = Vo =K QPo T Release rate, QPo = 7.2 cfs storage = S = Vi - Vo K = 1.0 (from fig 2.1) Rainfall intensity from City of Greeley IDF Curve. Storm Rainfall Qp Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft3) (ft3) (ft3) (ac-ft) 5 9.67 18.3 5496 360 5136 0.12 10 7.51 14.2 8537 720 7817 0.18 20 5.34 10.1 12140 1440 10700 0.25 _ 30 4.39 8.3 14970 2160 12810 0.29 40 3.59 6.8 16323 2880 13443 0.31 50 3.10 5.9 17619 3600 14019 0.32 60 2.78 5.3 18960 4320 14640 0.34 70 2.47 4.7 19654 5040 14614 0.34 80 2.16 4.1 19642 5760 13882 0.32 90 1.98 3.7 20205 6480 13725 0.32 100 1.79 3.4 20347 7200 13147 0.30 110 1.65 3.1 20569 7920 12649 0.29 _ 120 1.50 2.8 20461 8640 11821 0.27 150 1.23 2.3 20972 10800 10172 0.23 180 1.05 2.0 21484 12960 8524 0.20 Required Storage Volume: 14640 ft3 0.34 acre-ft DETENTION VOLUME CALCULATIONS pond.xls,FAA-100yr Rational Volumetric (FAA) Method 100-Year Event LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 25000 ♦ 20000 - 15000 as E 0 10000 5000 0 0 50 100 150 200 Storm Duration (min) —+—Inflow Volume —f--Outflow Volume pond.xls,FAA-100yr Rational Volumetric (FAA) Method 100-Year Event LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 16000 14000 12000 10000 E 8000 0 > 6000 4000 2000 0 0 50 100 150 200 Storm Duration (min) Storage Volume pond.xls,FAA-100yr Design Procedure Form: Extended Detention Basin(EDB)-Sedimentation Facility POND Project Name: BBC Project Number: 1187-115-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 12/30/2013 1. Basin Storage Volume A)Tributary Area's Imperviousness Ratio(i=la/100) la = 22 i= 0.22 B)Contributing Watershed Area(Area) A= 4.21 acres C)Water Quality Capture Volume(WQCV) WQCV= 0.123694 watershed inches (WQCV= 1.0`(0.91 •i3- 1.19*i2+0.78i)) D)Design Volume:Vol =WQCV/12'Area" 1.2 Vol. = 0.052075 ac-ft 2. Outlet Works A)Outlet Type(Check One) x Orifice Plate Perforated Riser Pipe Other: B)Depth at Outlet Above Lowevst Perforations(H) H = 1.3 ft C)Required Maxiumum Outlet Area per Row,(Ao) A0= 0.22 square inches (Figure EDB-3) D)Perforation Dimensions(enter one only) i)Circular Perforation Diamter OR D= 1/2 inches, OR ii)2"Height Rectangular Perforation Width W= inches E)Number of Columns(nc, See Table 6a-1 for Maximum) nc= 1 number F)Actual Design Outlet Area per Row(Ao) A0= 0.2 square inches G)Number of Rows(nr) nr= 4 number H)Total outlet Area(Aot) Aot= 0.8 square inches 3. Trash Rack A)Needed Open Area: At=0.5'(Figure 7 Value)*Aot At= 27.2081 square inches B)Type of Outlet Opening(Check One) x <2"Diameter Round 2"High Rectangular Other: C) For 2",or Smaller, Round Opening(Ref: Figure 6a) I)Width of Trash Rack and Concrete Opening(Wconc) Wconc= 3 inches from Table 6a-1 ii)Height of Trash Rack Screen(HTR) HTR= 13.6 inches =H-2"for flange of top support iii)Type of Screen Based on Depth H) x S.S.#93 VE Wire(US Filter) Describe if"other" Other: iv)Screen Opening Slot Dimension, x 0.139"(US Filter) Describe if"other" Other: v)Spacing of Support Rod(O.C.) 3/4 inches Type and Size of Support rod(Ref:Table 6a-2) #156 VEE vi)Type and size of Holding Frame(Ref:Table 6a-2) 3/8"x 1.0"flat bar DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 Equations: Area trib. to pond = 4.21 acre Developed flow= QD = CIA C (100) = 0.45 Vol. In = Vi = TCIA = TQ0 Developed C A = 1.9 acre Vol. Out = Vo =K QPp T Release rate, QPo = 1.2 cfs storage = S =Vi - Vo K = 1.0 (from fig 2.1) Rainfall intensity from City of Greeley IDF Curve. Storm Rainfall Qo Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft') (ft3) (ft3) (ac-ft) 5 9.67 18.3 5496 360 5136 0.12 10 7.51 14.2 8537 720 7817 0.18 20 5.34 10.1 12140 1440 10700 0.25 30 4.39 8.3 14970 2160 12810 0.29 40 3.59 6.8 16323 2880 13443 0.31 50 3.10 5.9 17619 3600 14019 0.32 60 2.78 5.3 18960 4320 14640 0.34 70 2.47 4.7 19654 5040 14614 0.34 80 2.16 4.1 19642 5760 13882 0.32 90 1.98 3.7 2.0205 6480 13725 0.32 100 1.79 3.4 20347 7200 13147 0.30 110 1.65 3.1 20569 7920 12649 0.29 120 1.50 2.8 20461 8640 11821 0.27 150 1.23 2.3 20972 10800 10172 0.23 180 1.05 2.0 21484 12960 8524 0.20 Required Storage Volume: 14640 ft3 0.34 acre-ft DETENTION VOLUME CALCULATIONS pond.xls,FAA-100yr Detention Pond LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 V = 1/3 d (A + B + sgrt(A`B)) where V =volume between contours, ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Detention Total Stage Area Storage Storage Storage (Elev) (Ft^2) (Ac-ft) (Ac-ft) (Ac-ft) 4760.8 0 4761.0 200 0.00 0.00 4761.5 1800 0.01 0.01 4762.0 3600 0.03 0.04 WQCV- 4762.1 4000 0.01 0.05 4762.5 7100 0.06 0.10 4763.0 11300 0.10 0.21 100-yr WSEL- 4763.5 14700 0.15 0.35 4763.8 16400 0.11 0.46 4764.0 18300 0.08 0.54 4764.2 21500 0.09 0.63 WQCV- PROVIDED WQCV= 0.05 AC-FT 4762.1 100-yr WSEL- REQUIRED DET VOL= 0.34 AC-FT 4763.5 pond.xls 100-yr Event, Outlet Sizing LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 Submerged Orifice Outlet: release rate is described by the orifice equation; Qo =C0A0 sqrt( 2g(h-EO)) where Qo= orifice outflow(cfs) Co= orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ap= effective area of the orifice(ft`) E.= greater of geometric center elevation of the orifice or d/s HGL(ft) h = water surface elevation (ft) Qo= 1.20 cfs outlet pipe dia =D = 18.0 in Invert elev. = 4760.79 ft(inv. "D"on outlet structure) Ea = 4760.64 ft(downstream HGL for peak 100 yr flow-from FlowMaster) h = 4763.50 ft- 100 yr WSEL Co= 0.65 solve for effective area of orifice using the orifice equation A0 = 0.136 ft` = 19.6 in` orifice dia. =d = 4.99 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) dl D = 0.28 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. =Red = 4Q/(itdv) = 3.01E+05 Co =(K in figure) = 0.65 check Used= 5 in A0 = 0.136 ft' = 19.63 in' Qmax = 1.20 cfs orifice- 100yr, pond.xls Detention Pond 315 Emergency Overflow Spillway Sizing LOCATION: BBC PROJECT NO: 1187-115-00 COMPUTATIONS BY: es DATE: 12/30/2013 top of berm Equation for flow over a broad crested weir Q=CLH3/2 1 b where C =weir coefficient= 2.6 \I. 7 y spill elevation H =overflow height L= length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond Design spillway with 0.5 ft flow depth, thus H = 0,5 ft Size the spillway assuming that the pond outlet is completely clogged. Pond Q(100) = 13 cfs (peak flow into pond) Spill elev= 4763.71 ft Min top of berm elev.= 4764.21 Weir length required: L = 14 ft Use L= 15 ft v= 1.35 ft/s spillway,pond.xls DRAINAGE CRITERIA MANUAL(V.3) STRUCTURAL BEST MANAGEMENT PRACTICES 10.0 6.0 EXAMPLE: DWQ= 4.5 ft 4.0 WQCV =2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? is. s 2.0 EQUATION: WQCV a= K40 1.0 in which, 1 K40 =0.013D Wo+0.22DWQ -0.10 ai 0.60 ai �� E 0.40 1 cb C3 0.20 �Q�r �� U O �,� (1 O I �v� 1 ' 0.10° 0.06 V 0.04 Qr Of' 0.02 r 0.01 - . Y 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 / 74:1equired Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Control District S-43 Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifi plate or vertical pipe outlet. Hole Dia Hole Dia Min, Sc Area per Row (sq in) (in) • (in) (in) n-1 n-2 n-3 1/4 0.250 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 , ..2,:.10.30 0.45 p 1/2 0.500 2 0.20 0.39 0.59 4 9/16 0.563 3 .25 0.50 0.75 5/8 0.625 3 0.31 0.61 D.92 11/16 0.688 3 0.37 0.74 1.11 3/4 0.750 3 0.44 0.88 1.33 13/16 0.813 3 0.52 1.04 1.56 7/8 0.875 3 0.60 1.20 1.80 15/16 0.938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1/16 1.063 4 0.89 1.77 2.66 1 1/8 1.125 4 0.99 1.99 2.98 1 3/16 1.188 4 1.11 2.22 3.32 1 1/4 1.250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 , 1 3/8 1.375 4 1.48 2.97 4.45 1 7/1C 1.438 4 1.62 3.25 4.87 1 1/2 1.500 4 1.77 3.53 5.30 1 9/16 1.563 4 1.92 3.83 5.75 1 5/8 1.625 4 2.07 4.15 6.22 1 11/16 1.688 4 2.24 4.47 6.71 1 3/4 1.750 4 2.41 4.81 7.22 1 13/16 1.813 4 2.58 5.16 7.74 1 7/8 1.875 4 2.76 5.52 8.28 1 15/16 1.938 4 2.95 5.90 8.84 2 2.000 4 3.14 6.28 _ 9.42 n - Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " • Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangularperforations allowed. Rectangular Min. Steel 9 Hole Width Thickness Rectangular Height = 2 inches 5" 1/4 " 6" 1/4 " Required Area per Row (sq in) Rectangular Width (inches) - 7" 5/32 " 2" 8" 5/16 " 9" 11/32 10" 3/8 " >10" 1/2 " Urban Drainage and Figure 5 Flood Control District WOCV Outlet Orifice Drainage Criteria Manual (V.3) Perforation Sizing File' V3-Outlet Detoils.dwg Table 6a-1: Standardized WQCV Outlet Design Using 2"Diameter Circular Openings. Minimum Width(Wconc.) of Concrete Opening for a Well-Screen-Type Trash Rack. See Figure 6-a for Explanation of Terms. Maximum Dia. Width of Trash Rack Opening(Wc0 )Per Column of Holes as a Function of Water Depth H of Circular Maximum Opening Number of (inches) H=2.0' H=3.0' H=4.0' _ H=5.0' H=6.0' Columns <0.25 3 in. .. 3 in. 3 in. 3 in. 3 in. 14 ,p► <0.50 - 3 in. 3 in. 3 in. 3 in. 3 in. 14 <0.75 3 in. 6 in.. 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 A. 9 in. 9 in. 4 < 1.25 9in. 12 in. 12 in. 12 in. 15 in. 2 < 1.50 12 in. 15 th. 18 M. 18 M. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 _ <2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2"Diameter Circular Openings. US FilterTM Stainless Steel Well-Screen' (or equal)Trash Rack Design Specifications. Max.Width Screen#93 VEE Support Rod Support Rod, Total Screen Carbon Steel Frame of Opening Wire Slot Opening Type On-Center, Thickness Type Spacing —.—f; 9" 0.139 #156 VEE '/d" 0.31' 3/1'k1.0"flat bar 18" 0.139 TE.074"x.50" 1" 0.655 . . '/,"x 1.0 angle 24" 0.139 TE .074"x.75" 1" ' 1.03" 1.0"x 1'A"angle 27" 0.139 TE.074"x.75" 1" 1.03" 1.0"x 1%2"angle 30" 0.139 TE .074"x1.0" 1" 1.155" 1 '/4"x 1'h"angle 36" 0.139 TE.074"xl.0" 1" 1.155" 1 '/4"x l%:"angle 42" 0.139 TE.105"x1.0" _ 1" 1.155" _ 1 '/4"x 11/2"angle ' US Filter,St. Paul, Minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch(0.625 in)diameter openings. Water Depth H above the lowest opening of 3.5 feet. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches(i.e.,rounded up from 5/8 inch actual diameter of the opening)and the Water Depth H=4 feet(i.e.,rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus,the total width is W coat_=36= 18 inches. The total height,after adding the 2 feet below the lowest row of openings,and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame= 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18",or less,wide opening trash rack using US Filter(or equal)stainless steel well-screen with#93 VEE wire,0.139"openings between wires,TE .074"x .50"support rods on 1.0"on-center spacing,total rack thickness of 0.655"and 3/4"x 1.0"welded carbon steel frame. Table 6a 1000800 600 400 200 yJ - .r.I O 100 - - T7) 80 A. /Act = 77(e -0.1240 ) • � 60 VVV ai• 40 a) a O 20 U O 3= • 10 8 o ,•° 6 o � 4 o _ ' 2 1 0 4 8 12 16 20 24 100 D - Outlet Diameter or Minimum Dimension, in Inches Urban Drainage and Figure 7 Flood Control District Minimum Trash Rack Open Areo - Extended Range Drainage Criteria Manual (V.3) File: V3-Trash Rock Sizing Groph.dwg APPENDIX E MISC INFORMATION E Soil Map—Weld County,Colorado,Southern Part k, % 520600 520630 520660 520690 520720 520750 520780 520810 520840 520870 520900 40.29 57 N ( ( y„ 40'°765TH Jf .r • :.a+t: W i Drive Way 10. r3 { 'Li Ili 1 I, Ito : 32 1 la� . R • c; , r'a w W• > r F.` , ,� ". .,r b 7 e. •$ ,... .,. r • ----- - '4• ' i r" r ifs �� ... - . ..._. _ _ _ �„�.- �.. yrt/,/,.rr•►, -is.,.• .i"'u � - d 46°2f51'N i f 40°ZB 53'N 520600 520630 520660 520690 520720 520750 520780 520810 520840 520870 520900 VMap Sole:1:1,410 i printed on A landscape(11"x 8.5")sheetMeters t N 0 20 40 80 120 t Feet 0 50 100 200 300 111 Map pn Jeolon:Wdl Mercator Corner coordinates:WGb84 Edge tics:UfM Zone 13N WGS94 USDA Natural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Weld County,Colorado,Southern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. I ) Ares of Interest(AOI) Stony Spot Warning:Soil Map may not be valid at this scale. Soils CZ Very Stony Spot Soil Map Unit Polygons Enlargement of maps beyond the scale of mapping can cause fsl: wet Spot misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Lines placement.The maps do not show the small areas of contrasting Other soils that could have been shown at a more detailed scale. Soil Map Unit Points Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map (2J Blowout Water Features measurements. Streams and Canals ?; Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Clay Spot +-+-► Rails Coordinate System: Web Mercator(EPSG:3857) Closed Depression ry Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit US Routes projection.which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate O Landfill calculations of distance or area are required. Local Roads ft Lava Flow Background This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. 416 Marsh or swamp - Aerial Photography Soil Survey Area: Weld County.Colorado.Southern Part + Mine or Quarry Survey Area Data: Version 11,Aug 27,2009 O Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50.000 (ll Perennial Water or larger. M Rock Outcrop Date(s)aerial images were photographed: Apr 22,2011—Oct 19, 2011 + Saline Spot The orthophoto or other base map on which the soil lines were Sandy Spot compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Sinkhole Slide or Slip • Sodlc Spot USDA Natural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Weld County,Colorado,Southern Part Map Unit Legend Weld County,Colorado,Southern Part(CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 32 Kim loam,1 to 3 percent slopes 6.5 100.0% Totals for Area of Interest 6.5 100.0% Groop USDA Natural Resources Web Soil Survey 11/19/2013 Conservation Service National Cooperative Soil Survey Page 3 of 3 DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family * Multi-unit(detached) 60 Multi-unit(attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel(packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns,clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1.31i' -1.44i2 + 1.1351-0.12)for CA 0, otherwise CA= 0 (RO-6) CCD =KCD + (0.858i' -0.786i2 +0.774i+ 0.04) (RO-7) CR = (C„ + C . )/2 2007-01 RO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 _ 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 _ 0.40 _ 0.46 _ 0.53 _ 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 350/s 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% - 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District should be located in the major drainage path. Due consideration should be given to street and utility layout to gain maximum aesthetic use of the drainage path. The initial and major storm frequencies used for runoff analysis and the subsequent design of stormwater control facilities in the City of Greeley are presented below: TABLE 3.2 - DESIGN STORM FREQUENCIES Initial Storm Major Storm Land Use Frequency Frequency Residential 2-year 100-year Commercial, Business & Industrial 5-year 100-year Downtown Business Area, Airport Terminals and Industrial (1) 10-year 100-year (1) Any industrial development within or adjacent to airport terminals or the downtown business area shall have an initial storm frequency of 10-years. 3.3 COLORADO URBAN HYDROGRAPH PROCEDURE (CUHP) DESIGN STORMS For drainage basins less than five square miles, a two-hour storm distribution without area adjustments of the point rainfall values shall be used for CUHP. For drainage basins between five and ten square miles, a two-hour storm distribution is used but the incremental rainfall values are adjusted for the large basin area in accordance with suggested procedures in the NOAA Atlas for Colorado. The adjustment is an attempt to relate the average of all point values for a given duration and frequency within a basin to the average depth over the basin for the same duration and frequency. For drainage basins between ten and twenty square miles, a three-hour storm distribution with adjustment for area shall be used. The distribution for the last hour was obtained by uniformly distributing the difference between the two- and three-hour point rainfall values. The adjustment for area was obtained from the NOAA Atlas for Colorado. The incremental rainfall distribution for all basin areas up to 20 square miles is presented in Table 3-1. 3.4 INTENSITY-DURATION-FREQUENCY (IDF) CURVES Intensity-Duration-Frequency (IDF) curves are necessary to utilize the Rational Method for runoff analysis. The one-hour design point rainfall values obtained from the NOAA Atlas for Colorado are required for the development of the IDF curves. The one-hour point rainfall values applicable for the City of Greeley are presented below. Section 3— Page 3 TABLE 3.4 - ONE-HOUR POINT RAINFALL(INCHES) 2-year 5-year 10-year 50-year 100-year 1.04 1.49 1.76 2.51 2.78 The IDF curves were developed by distributing the one-hour point rainfall values using the factors obtained from the NOAA Atlas as presented below. TABLE 3.4(1) - FACTORS FOR DURATIONS OF LESS THAN ONE HOUR Duration (minutes) 5 10 15 30 Ratio to 1-hour Depth 0.29 0A5 0.57 0.79 The point values were then converted to intensities and plotted on Figure 3-1. The data are also presented in Tables 3-1, 3-2, and 3-3. Section 3—Page 4 STORM STORM FREQUENCY DURATION 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR (IN/HR) (IN/HR) (IN/HR) (IN/HR) (IN/HR) (IN/HR 5 MIN 3.62 5.19 6.12 7.31 8.73 9.67 10 2.81 4.02 4.75 5.67 6.78 7.51 15 2.37 3.40 4.01 4.79 5.72 6.34 20 2.00 2.86 3.38 4.03 4.81 5.34 25 1.77 2.54 3.00 3.58 4.28 4.74 30 1.64 2.35 2.78 3.22 3.97 4.39 40 1.34 1.92 2.27 2.70 3.23 3.59 50 1.16 1.66 1.96 2,34 2.80 3.10 60 (1HR) 1.04 1.49 1.76 2.10 2.51 2.78 80 0.80 1.14 1.47 1.61 1.91 2.16 100 0.67 0.94 1.20 1.30 1.58 1.79 120(2HR) 0.58 0.80 0.96 1.14 1.30 1.50 150 0.49 0.66 0.78 0.93 1.10 1.23 180 (3HR) 0.42 0.56 0.67 0.80 0.92 1.05 4 HR 0.33 0.44 0.53 0.62 0.72 0.81 5 0.27 0.36 0.43 0.50 0.57 0.66 6 0.23 0.30 0.37 0.43 0.49 0.57 8 0.20 0.24 0.29 0.34 0.39 0.44 10 0.15 0.20 0.24 0.29 0.32 0.36 12 0.13 0.17 0.20 0.25 0.28 0.31 14 0.11 0.15 0.18 0.23 0.24 0.27 16 0.10 0.13 0.16 0.20 0.22 0.24 18 0.09 0.12 0.14 0.18 0.19 0.21 20 0.08 0.11 0.13 0.17 0.18 0.19 22 0.07 0.10 0.12 0.16 0.16 0.17 24 0.07 0.09 0.11 0.14 0.15 0.16 EXTENDED DURATION-INTENSITY-FREQUENCY TABULATION GREELEY, CO (:In of 7.-- I\ TABLE 3-3 IIIIGreele Colorado PUBLIC WORKS DEPARTMENT Great.From the Ground Up. 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