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HomeMy WebLinkAboutDrainage Reports - 03/16/1988ff FINAL STORM DRAINAGE REPORT FOR WATERCHASE P.U.D. PHASE ONE DUECK COLORADO PROPERTIES, LTD. MARCH, 1988 PREPARED BY: - Parsons & Associates Consulting Engineers 432 Link Lane Plaza Fort Collins, CO 80524 (303) 221-2400 Project No.: 87.31 PHI March ,3, 1988 !Mr. Glen Schlueter Storm Drainage Utility City of Fort Collins P.O. Box 580 Fort Collins, CO 80524 Dear Glen: We are pleased to submit this Final Drainage Report for Phase One of WaterChase P.U.D. We have previously submitted preliminary drainage plans for the area, most recently in December, . 1984 as a part of Provincetowne/Portner Estates S.I.D. As you can see on the site plan for WaterChase P.U.D., there are a series of lakes. and ponds which will provide detention. We also propose other temporary and permanent detention ponds to attenuate the runoff. We will be generating a preliminary master drainage plan for the rest of WaterChase in the near future. However, at this time, we are only designing for Phase One. Thank you for your assistance in preparation of this report. If youhave any questions, please give me a call. Sincerely, .Todd A. Shimoda, P.E. 1 � 5 ' FINAL STORM DRAINAGE REPORT WATERCHASE P.U.D. PHASE ONE ' Introduction The purpose of this 'report is to document the results of a ' hydrologic and hydraulic analysis of the ,existing and proposed site.known as WaterChase P:U.D. Phase One. ' WaterChase is located near the intersection of Lemay Avenue and Trilby Road, in the southwest quadrant. Phase One is 42.1 acres and consists of 84 single-family detached lots, a clubhouse with swimming pool, and open.space including a series of connected ponds. The .site historically drains to the east 'and the runoff is ' intercepted by a ditch along Lemay Avenue, directing it to the north where culverts carry the water under the road. From there, runoff flows to Stanton Creek --a tributary of Fossil Creek. ' WaterChase Blvd. (formerly Brittany) and Province Avenue from Lemay to WaterChase Blvd. has already been installed. The site consists of three basins noted as 10.0, 200, and 300. ' The Rational Method was. used to calculate the stormwater runoff . for both historic and developed conditions. Detention has been provided for the 100-year event, releasing at the 2-year historic ' rate. The detention ponds have been designed to accomodate offsite runoff using an overflow weir. ' All criteria and standards used in this report can be found in,.", the City of; Fort. Collins Storm Drainage Design Criteria and Construction Standards, unless otherwise noted. ' Prepared under the -direct superN5000NW 1!l &42f Of Todd A. Shimoda, P.E. _ 18792 ¢ * 11 e Colorado License No. 18792 OF C0\0n,���� Na�uuaati�� 1 11 1 1 :1 1 1 1 1 1 1 1 1 1 BASIN 100 This basin consists of 22.4 acres plus a contributory offsite area of 33.2 acres. The basin is divided into three subbasins each; with a detention pond. The schematic drawing shows the design points, ponds, pipes, and elevations.. Ponds '1-B and 1-C are lakes with a constant water surface elevation. Each,of the ponds is designed to attenuate the 100-year runoff to 2-year historic conditions, with freeboard and an overflow spillway to accommodate the offsite runoff. � \ �ww.w• . wv. - I COUNTY R0. N f, ri . 1 � / 1 1 1 1 :1 1 1 1 1 1 � v 4s4 1 1 .1 - 1 1 1 , 1 1 r` y 12 �or it kar 3o.8� MC3 0)tzsc-Z AtfLv 0 OF t" C�,4 ac� 2,go� IU o.y as n�• —a "I' PIPE. 72 24" t2-r 7&;-7 l05 1 3 OL p. (o ac. PtRt 4 RvrJOF>= 2,(o aL POND oi¢ . ISn Fv,Ca l03 D1R�� 1zvN OFF ".1 oc. A 49•v R.LP 43.2 ASS 41.E Oo �00 '1 BASIN 100 JJ POND 1-C 2-Yr_ Historic Conditions- 2.6 cfs Area = 8.5:Ac.. C = 0.2 Length = 550 Ft. 'l Slope = 16/550 = 2.9`k �Jv )) tc (Overland) = 28 Min. '1 iz = 1.5 In. /Hr. Q-z = 2.6 cfs ' Detention - 0.94 Ac. Ft. ' Developed C = 0.5 Cf = 1.25 ���li> Detention tc x i x (Cf C) (A) (60) = Vol. - _LQz ) (tc ) (60) = Vol.(-(Ac. Ft. ) 40 3.5 319 44600 6200 0.88 50 3.,0 319 47800 7800 0.92 60 2.6 319 49700 9400 0.93 70 2.3 319 51300 10900 0.93 80 2.1 319 53600 12500 0.94 90 1.9 319 54500 14000 0.93 �I 100 1.7 319 54200 15600 0.89 j Volume Provided - 1.36 Ac. Ft. 3�..- S5) �y V Normal Water- Surface @ 4982 A=A = 1.27 Ac. �08� f �l Detention to 83 $=A = 1.54 Ac.'r .10 Vol. _ (1.27) (.1) + (1.54 - 1.27) (1)/3 = 1.36 ' Vel A$M ,�ra,n� 6'I Freeboard to 8.4 A = 1.81 Ac. Ft. 3 ) C - - qo46,4r �J I Outlet Q = 2.6 Use Rectangular Weir: Q =� H = 1 Ft. = 12 in. ,(49 L = 9 In. i ffyN Off site Rui Area = 33.2 Ac. Length = 1800 Ft. Slope = 2% tc (Overland) = 57 Min. i2 = 0.9 In./Hr. i i o = 1.6 �2 iioo = 2.7 ti 41 a, �e r t �o� oyt sign (Point 110) �d a 2 )3LHI . a tg ,,111w LW —4983) �bL �� 0�ck- Coo off Qioo 18 cfs �,S \ � e C =r0.2 Q2 = 6 cfs Q1 o = 11 Q1 o o �0.5 Offsite Runoff Spillway (Point 110) Use Reidangular Weir: H = 12 in.,(4983 - 4984) e`er L = 5' 5" = 65 in. Design Points -ems - 65i ' 111: Inlet - L = 10 Ft A = 1.5 Ac. tc : Overland Flow (C = .2), L = 100 Ft. ••. S 2% tc = 13 Min.-.;• ' Street Flow L = 400 Ft. S 1.5% tc = 3 Min. V = 2.5 fps (Velocities from urban drainage & flood .control district figure "Estimate of average flow velocities") Total tc = 16 Mina i2 = 2.0 In./Hr. Q2 = 1.6 cfs ilo, = 3.6 ____ _ .7 �. �0 iioo = 5.8 to = 4,4'.:r e 1 GrL�- --- 1 1 1 1 1 1 1 1 Offsite: 29.2 Ac. C = 0.2 L = 1800' Ft. S = 29 to = 57 Min. i2 = 0.9 In./Hr. Q2 = 5.3 cfs iio = 1 6 Qio = 9.3 cfs iioo = 2.7 Qioo = 15 cfs Note: Based on the preliminary design for Phase II of WaterChase, most of this will ,be intercepted. Therefore, use a total.of 10 cfs for inlet design. From Fig. 5-2, Q/Ft. = 1 cfs/Ft. Use L = 10' 112: Inlet - L = 5 Ft. A = 1.6 Ac. C = 0.5 tc: Overland Flow (C = .2) L = 130 Ft. S = 2% tc = 15 Min. Street Flow L = 400 Ft. S = 1.7% tc = 3 Min. i2 = 2.0 In./Hr. Q2 = 1.6 cfs iio = 3.6 Qio = 2.9 iioo = 5.5 Qioo = 4.4 . Offsite: 1.6 Ac. C 0.2 L = 400 Ft. S = 2% tc = 27 Min. i2 = 1.6 In./Hr. Q2: = 0.5 cfs iioo = 4.4 Qioo = 1.4 cfs Use Q =.5 cfs L = 5 Ft. 1 1 ' STORM SEWER LINE 5 - 24" RCP Q = 15 cfs = Design Flow ' S 0 5% Capacity:. Use Mannings n = 0.012 Q = 14 cfs ' POND 1-B 2-Yr. Historic - 1.9 cfs ' Area = 7.8 Ac: Length = 1220.Ft. C = 0.2 Slope = 30/1220 = 2.5% tc (Overland) = 43 Min. 1 i2 = 1.2 ' 92 =• 1.9 cfs ' Detention - 0.92 Ac. Ft. h� C = 0.5 Cr = 1.25 ' Detention tc x i x (CiC)(A)(60) = Vol. - (Q2)(tc)(60) = Vol.. (Ac. Ft.) 40 3.5; 292 40900 4600 _ 0.83 ' 50 3.01 292 43800 5700 0.87 60 2.6 292 45600 6800 0.89 70 2.3 292 47000 8000 0.96 ' 80 2.1 292 49100 9100 0.92 90 1.9 292 49900 10300 0.91 100 1.7 292 49600 11400 0.88 1 Volume Provided - 0.95 Ac. Ft. ' Normal Water Surface @ 4966 A = 0.40 Ac. Detention to 68 A = 0.62 Ac. ' Vol. = (0.4)(2) + (0.62 - 0.40)(2)/3 = 0.95 Ac. Ft. Freeboard to 68.5 A = 0.75 Ac. Outlet Design (Point 103) d = 7" Outlet Q = 1.9 cfs Use Ofifice Equation: Q = 0.625 (2gH)i12 g = 32.2 Ft./Sec.2 Solve for A = Q/0.625 (64.4 H)liz H = 2 A = .27 Ft.z r 3.5" d = 7" Overflow Spillway Q = Pt. 110 + Offsite = 2.6 + 18 = 20.6 Use Rectangular Weir H = 0.5' L = 18 Ft. Design Points Storm Sewer Line 3 - Q = 12 cfs Design Points 107, 108, 109 are existing inlets 107: (Clubhouse) - Open Culvert A = 0.6 C = 5 .8 L = 150' S = 1% V = 2 fps Use tc = 5 Min. iz = 3.3 In./Hr. Qz = 1.7, cfs i1 o o = 9.0 Q1 o o = '4 . 6� 108: A = 1.2 Ac. C 0.5 tc: Overland (C = .2) L = 70' S = 2% tc = 11 Min. Street L = 600' S = 3.2% tc = 3 Min. - V = 3.5 fps' tc = 14 Min. iz = 2.2 In. /Hr. Qx = 1._3 cfs itoo = 6.2 Qioo = 3 % / l 109: A = 1.0 Ac. C = 0.5 tc = 14 (Same as 108) iz = 2.2 In./Hr. Qz = 1.1 cfs iioo = 6.2 Qioo = cfs Total Q = 12 cfs , Storm Sewer Line 3 - 24" RCP Q = 12 cfs = Design Flow S = 0.52% Capacity: Q = 14 cfs Storm Sewer Line 4 - Q = 22 cfs, 24" @.1% 106: -Area Inlet A = 0.5 C = 0.5 tc Overland (C = .2) L = 200': S = 2% tc = 19 Min. i2 = 1.9 In./Hr. Q2 = 0.5 cfs i2 = 5.3 Qa = 1.3 cfs e (` Grate/Area Inlet Design Use 42" x 4 2 " @,50-) Open Area = 6.125 Ft.2 Use Figure 5-3: Assume Ponding @ 0.5 Ft. Flow = 3.5 cfs/Ft.2 Q=:(3.5)(6.125) = 21.4 cfs Design Flow = Pt. 110 + Offste + Pt. 106 = 2.6 +.18 + 1.3 = 21.9 cfs Storm Sewer Line 4 - Use 24".@ 1% Q 20 cfs 105• Curb Opening A = 1.3 C = 0.5 tc : Overland (c = .2) L = 130' S = 3..8% tc = 12 Mina Street L = 200' S = 1.0% tc = 2 Min. V = 2 fps tc = 14 • Min. i2 = 1.9 In./Hr. Q2 = 0.5 cfs iioo = 5.3 Qioo = 1.3 Use 5' Curb Opening 104:; Curb Opening A = 0.5 C = 0.5 tc: Overland (c = .2) L = 35' S = 2.2% tc = 7 Min. Street Use 5 Min. tc = 12 Min. iz = 2.3 'Qz = 0.7 cfs iioo = 6.6 Qtoo = 2.0 Use 5' Curb Opening POND 1-A 2-Yr. Historic Conditions - Q = 1.9 cfs Area = 6.4 Ac. C = 0.2 Length = 800 Ft..: Slope = 30/800 3.75% tc (Overland) = 30 Min. iz = 1.5 In./Hr. Qz = 1.9 cfs Detention - 0.72 Ac. Ft. Detention tc x .i x (CfC) (A) (60) = Vol. - (-Qz) (tc) (60) = Vol. (Ac. Ft.) 40 3.5 240 33600 4600 0.67 50 3.0 240 36000 5700 0.69 60 2.6 240 37400 6800 0.70 70 2.3 240 38600 9000 0.70 80 2.1 240 40300 9000 .0.72 90 1.9 240 41000 10300 0.71 100 1.7 240 40800 11400 0.67 :1 1 1 1 1 1 1 1 1 1 1 Detention Provided- 0.94 Ac. Ft. Elevation Area (Ac.) Volume (Ac'. Ft.) 44 0.05 46 0.09 0.18 51.3. 0.25 0.76 TOTAL = 0.94 Freeboard to 52.0 A = 0.26 Ac. K el�bh Outlet Design - d = 5" �y � Use Orifice Equation: H = 7.5' �'��`P A = 0.138 Ft.2L�a`� r ,= 2.5" a d = 5„ Offsite Runoff 100-Yr.: Pt. 103 + Pt. 110 + Offsite = 1.9 + 2.6 + 18 = 22.5 Overflow Spillway Weirs H = 0.7' L = 10' Q = 21 cfs Design Points 101: Inlet L = 5 Ft. A = 0.4 Ac. C = 0.9 L = 700' (Street) S = 1.4% V = 2.0 fps tc . = 6 Min. iz = 3.0 In./Hr. Q = 1.0 cfs iioo = 9.0 Q = 3.2 Use L = 5' 102: Inlet L.= 10 Ft. A = 4.9 Ac. C = 0.5 te: Overland L = 450 (C =.0.2) S 2.6% to = 26 Min. Street L = 410 S = 1.8% V = 2.5 fps tc = 3 tc = 29 Min. iz = 1.5 In./Hr. Qz = 3.7 cfs iioo = 4.3 Qioo = 10.5 cfs. Use L = 10' 1 1 1 1 1 1 1 1 1 Grass Swale:- Lot Line (Pt. 105) Bottom Width - 2 Ft. Side Slopes - 4:1 Top Width - 10:Ft. Depth 1 Ft. Use Manning's: n = 0.06 S = 1% Q = 11 cfs 1 1 1 1 1 1 1 BASIN 200 Basin 200 is 10.7 acres plus a total offsite area of 37.1 acres. The detention pond designed is overdesigned by 2 acre feet in anticipation of future development. An overflow spillway will accommodate' the off site overflow. ODUNTY RD A121n .. Z J:]12 --3 UE.. SEWER .............. �� 04 ' BASIN 200 POND 2 ' 2-Yr. Historic Conditions -:2.4 cfs ' Area = 10.7 Ac. C = 0.2. Lenth = 1300 Ft g . Slope = 2.3% tc = 46 Min. ' i2- = 1.1 In./Hr. Qz = 2.4 cfs ' Q�g Detention - 1.3 Ac. Ft. ay ((/� C = 0.5 Cf = 1.25 ' Detention tc x i x (CfC)(A)(60) = Vol. - (22)(tc)(60) = Vol. (Ac. Ft.) 40 3.5 400 ' 50 3.0 400 60 2.6 400 62600 8600 1.1 ' 70 $0 .2.3 400 2.1 400 64600 67400 10100 11500 1.2 13 90 1.9 400 68600 13000 1.3 100 1.7 400 68200 14400 1.2 Detention Provided - 3.3 Ac. Ft. ' Elevation Area (Ac.) Volume (Ac. Ft.) 52 0.0 ' 54 0.5 0.3 59 0.8 30 3.3 Outlet - Use Orifice: H = 7.6' A = 0.174 Ft.2 r = 3„ d = 6" 1 1' 1 1 1 1 Total Offsite: A = 33.2 Ac. 3.9 37.1 tc: 2000' S = 2% i2 = 0.9 In./Hr. iioo = 2.6 Use Weir: H = 1.0' L = 10.0' Q = 33 cfs i Overflow -Spillway C = 0.2 0.85 0.27 tc = 60 Min. Qz = 9.0 cfs 'Qi o o = 26 cfs Desian Points Note: Points 208, 209, 210, 211, 201, 202, 203, 204 are existing inlets 205: Channel Flow A = 9.2 Ac.. C = 0.5 tc : Overland Flow L = 60' S = 2% tc = 10 Min. Street Flow L = 650' V = 1.8 fps tc = 6 Min. Channel Flow L = 600' V = 3.0 fps tc = 3 Min. tc =.19 iz = 1.9 In./Hr. Qz = 8.7 cfs iioo = 5.4 Qtoo = 25 cfs 206: Curb Opening - 5' A = 1.3 C = 0.5 tc : Overland L = 100' - S = 4% to 11 Min. Street L = 430' S:= 2.5% V = 3.0 fps tc = 3 tc = 14 Min. iz = 2.2 Q2 = 1.4 cfs iioo = 6.2 Qloo = 4.0 cfs 1 1 1 1 207: Curb Opening - 5' I I A = 0.7 q C = 0.5 tc Overland L = 50' S = 496 tc = 8 Min. Street L = 300' S = 2.5% tc = 2 Min. tc = 10 Min. iz = 2.5 In./Hr. Qz = 0.9 cfs iioo = 7.2 Qioo = 2.5 cfs Use Grass Swale: See pt. 105 Point.205 Swale Top Width = 20' Bottom Width = 4' Depth = 2' S = 2% n = 0.04 Q = 140 cfs BASIN 300 ' .This basin is 2.4 acres with no, offsite runoff.. A temporary detention pond has been designed to attenuate developed runoff. The pond will be replaced when development to the north occurs ' and a'drainage plan for the area is completed.. 1. 1 1 - I 1 1 No Text 1 1 1 1 1 1 1 1 1 1 1 1 1 BASIN 300 POND 3 2-Yr. Historic Conditions - Q2 = 0.8 cfs Area = 2.4 Ac. C = 0.2 Length = 650 Ft. Slope = 30/650 = 4.6% tc = 26 NIin. i9 = 1.6 In./Hr. 22 = 0.8 cfs Detention - 0.26 Ac. Ft. Detention tc x i x (CfC)(A)(60) = Vol. - (22)(tc)(60) = Vol. (Ac. Ft.) 50 3.0 90 13600 2400 .25 60 2.6 90 14150 2900 .25 70 2.3 90 14600 3400 .26 80 .2.1 90 15200 3800 .26 90 1.9 90 15500 4300 .26 100 1.7 90 15400 4800 .24 Volume Provided - 0.26 Ac. Ft. Elevation Area (Ac.) Volume (Ac. Ft.) 45 0.0 46 0.0187 .006 47 0.0374 .025 48 0.0623 .046 49 0.0952 .073 50 0.1282 .106 0.26 Use Orifice: H = 5' A = .071 Ft.2 r = 1.9" Use 4'' PVC Outlet 1 1 1 1 1 1 Design Point 301: End of.Street A = 2.3 Ac c = 0.5 tc 'Overland L 150! S = 3%. to = 14 Min. Street L = 700' S = 3.5% V = 3.5 fps tc = 3 tc = 17 Min. iz = 2.0 In./Hr. Qz = 2.3 cfs iioo = 5.8 Qioo = 6.7 1 1 1 1 1 1 1 1 1 Other Calculations Storm Sewer Line 1 (Culvert under WaterChase Drive at Lemay) Pt. 1 - Direct A = 1.6 Ac. C = 0.5 tc : Overland L = 130' S = 3% tc = 13 Min. Channel L = 500' S = 2% V = 3 fps tc = 3 tc = 16 Min. 12 = 2..0 Qz = 1.6 cfs iioo = 5.7 Qioo = 4.6 Pt. 2 - Inlet A = 1.40 Ac. C = 0.8 L = 940' (Street) S = 1% V = 2 fps tc 8 Min. iz = 2.6 Qz = 2.9 cfs iioo = 7.3 Qioo 8.2 cfs Pt. 200 - Qz = 17 cfs (Inc. Offsite) Qi o o = 27 Pt. 100 - Q2'= 16 cfs (Inc. Offsite) Qioo = 23 Total Qa = 37 •cfs Qioo = 64 Design 10-yr Qio = 45 cfs a 1 1 Use Culvert Capacity Charts: 1 .HW D Use 30" RCP 1 Street Capacity 2-Yr. 1 Curb - Roll Over (36' Flow Line to Flow Line) 2-Yr. Storm High Water Depth = 0.5' from Flow Line Street Cross Slope = 2% 1 Area = 3.1 Ft.2/L.F. P = 21.3 Ft. R = 0.145 N = 0.016 1 S_=•-0-._0.] 1 �M • mum) Use Manning'sQz = 8.5 cfs Qz..:Max = 3.7 cfs 100-Yr. 1 Storm High Water Depth = 0.5' Above Crown W (� A = 20 Ft.2 P = 46 Ft. r /- R = 0.43 f�G� 1 Q1o,,o = 110 cfs �� �{j141 gA,l� Qioo Max = 10.5 cfs Grp f JJP r 1 - 1 1 1 1 1 MEMO OF CITY OF FORT COLLINS O..IC. OP O.V.IO.M.NT ...VAC.. .,Q......0 YANG.. OIV TO: sue& w� 2TU1,'Z G/_�7y 5C1i� UE7G—�Z TRANSMITTAL DATE: .3-32 —88 PROJECT: l -Pr Chase TRANSMITTED HEREWITH ARE: 1 Revised utility plans for your review and comments to be returned by _ 4 2ML J(,_ O Revised plat for your review and comments to be returned by O Revised storm drainage report. O Your redlines returned for reference. O Original mylars needing your department's signature. Please return by O Plat for signature. O Sticky -back tab comments included. O Other: Office of Development Services, Engineering Department 300 LAPORTE AVENUE•P. O. BOX 680 FORT COLLINS, CO 606226(303) 221-6005 I t2 - 5 41 41 Y �OLOP& GWM 9WPlf e' rDD n� PRd%1L nlRPngr FILIAL w At g 11 - - pmmIm \--___--- _—� � � =M` ___.. maprt x•.rn uwe I' _ la f rrt 'j I / / / pt5 Pt Q { r415 / ILL. 5 Is 15 1 I �� V 11 IIIILL IV�� M mL 4'.Y'111PN•uT / I I FFH 5a W.H•IY.D° It anun{ u I Mta F14 j NALLy �\ 1 fFM RL /-- / / FF W / to 01RD / 1 FF-1ILL. \ `�a / INIXe1 / / �I / \ / F°u FF? i / FL/F°•. � 8W o'cupe tLFLYva A,Z \ �� 1 I . SNEq FFsS \ ROADS L-- / tk21( 1 5t 10 ILL. 14 11 IS \\ fFYD / i P I \\ Rx : FD�ce Ain FL511_= j' we Yl/ mfih HAT 0,25' -� —_ UAW Rl° WP CRIFOLf {W4. 'AID Y ALL M Vice, wTNI LEMAY AVENUE Division By PARSONS & ASSOCIA ES P' 631 PN 00 pm 432 Link LeDe PIs Scale: r= 50' Ft. Collins. Colit 80524 Designer: TA.S. Checked Dy:D.N CONSULTING ENGINEERS 13031221-Y400 Draftsman: L.O. Prepared: MARS / \ � /� ff FMIDn runes 'rvouz) ��"'� / FL RpWLh)t tvPTctl \ f \ 4W6 Ib°MPL WIFn +arrPALE fltWilCu Ff13yW4 /H'L F tl \wac NLM wntNi dllRfyCC uwn�rou (kCl YR. Dc4y11ou) J FD WG OF FI}CE[aeRD 4cvn u E%17TW fOLLIbJR RrOidzO taLLYpiR \ 11 / alRRro J r M FA nlmymv (P2LOIJ) y heQ.LR PORGNXI PP -� t)Qdh L ftOW OIPFGTIW o N£i OR 511:WgX 6eLn451.1 II n /• V FIAREp-EII) 6 T1 / u a (_ �a/ ✓I It I � �ie�r,FDP°AY xr n v �ui nPlp T (.t7reo y-.Gly@tea DLu�7y2Y«. �Ierwis /- CrDSLDn --- /a 'As,, perk t e �.,.. ` RLT P!TjI2' Nc� //"f..v( cwWwo ' an5Y io n It �L`5\ FL�'y5 L-a� )e4 A. — n—I lesav IMP ravx IF 59JRn 5CWri ultl (!fE FiLPICG 'nT 14 ) Sheet PU.D. Phase I 14 GRADING & DRAINAGE PLAN � Revision °"' PARSONS & ASSOCIATES °foject; 8T31 PH D° WaterChase P.U.D. Phase I 992 Link LaneColorado GRADING &DRAINAGE PLAN FL Collin.. Coloradodo 8 C..ck.4 By: D.M.F 0524 Designer : T.A.S. CONSULTING ENGINEERS (303)221-2400 Dr.fbm.n: L.O. Pny.n4: 88 1 E I 530 �I S 515 1 nlauuT W1KIi.L i POND ,e zl\ —wo nleenv wcclw 45 L irLff I . 5 110 H if P'Lo n� RFiO NCG 3 i 35 m 75 70 POND 2 SPILLWAY /2 4ZD oO, 4o neuu-m ens oelviw 45 70 @ /P pe 40 65 Ee0 Nv aEafnrr �1-10.is:ln 12 END tFfNF G- // eiRE %Im� 35 60 LF, eLA�s uo e>+e= m I n 4 Pz 0+00 1+00 STORM SEWER LINE 1 go i9 0+00 V CEO ENV a[Z 55 50 45 29Iw;:;i h- d eca P O 52% 54m _�Ze See 75 F I ro E I —M5 po MxWDui POND I-B SPILL" aD DM c Si ' can ec � \ b'. n'nuuM*lw an,r 0,0 i) VL �ML RwnDIL POND I-C SPILLWAY 5545 s01 40 S LLLi �Vi� 2500 3+00 STORM SEWER LINE 2 4+00 85 ferc AND1ep MEFlNP6 eo ' w.v No gne %1nv1Nb wau mee PLAN akn P �z' n.raD we 41)wa xiwNn t et ALVE 16- FLARED V` eve PROFILE 'mv� enee. PONDI-B CONTROL STRUCTURE .ve i� a.ua 1�1 v.�R4UTE ne�.L ! SUMP INLET 6 50 45 ,ej\EMV suT.1. r 40 M1ik=L F e 5+00 80 aV ar[( W kIlf, eM i f5 75 Re 1+00 2+00 0+00 STORM SEWER LINE 3 By Date PARSONS & ASSOCIATES {all Link Lane Plaza Ft Col003 Colorado BOSR{ CONSULTING ENGINE ENS (3031 221-2400 a DI Er o8 �Im °jv env :. �., WO ya =y ANO e, b00 2+00 STORM SEWER LINE 4 8731 PH 1 00 :uw t prepared; IT RIP 9AP L' COL >y rLExuL.a> WI { J 51 rOLT L1101GL EFD OE iY r�C ORIFICE PLATE STTT 17 FLV INLET PETALL 11 „FF ,nL�`Ieu �''eewo 0 rx �•v CTL INLET L.e 85 h� - __ 80 N°o 1RLPaOSr. — ) 75 ZW LF N'CY 3 GOn[ < TAWS e NF NEu I pr M1Er$ - rDIEyM WATER DETINV M 5p/Ron COLLM S46fetp4 ST UTILITY PLAN APPROVAL S ib I w MIIER .. IR4?mD mre `^" nwRov�D ssrE.s ENwEEN WE VAR El IFUII zw GRfT�E$ WGLEWGLE 79 L�L OTT 4 i2 80 75 9, romp F�4 � Da°gym a �9,mu °m a �o E F 3+00 0I00 1+00 2+00 3400 STORM SEWER LINE 5 WaterChase P.U.D. Phase I STORM SEWER PLAN & PROFILE/DETAILS MY. es/ieiar w1T. AM. ELEV 4996.9 .nem 9990 By D°' PARSONS & ASSOCIATES Rn 432 Link Lane Ft. Collins,Colorado 80524 CONSULTING ENGINEERS (303)221-2400 Project: 8731 PHI00 Seale: 1 200' Deelanen T.AS C Halcyon and Adjoining Properties for Dueck Development Inc. :x Y I WV1u MIUT 3 9" �unu wo °e¢ Wd EOJWMI to-9e.+' d eouw a PATLIA 7rorsn Imewtx S4I srom� sue¢ 'N.RYI[➢. 41 #calTgLl ILLId 111.('( hfIELILTLMt WATERCHASE P U. D. PHASE ONE T A.S dl MAR 88 OVERALL DRAINAGE PLAN mmmmmmmmm ammmmmmmm Ammmmmomm 11a®m®moom cmommmomm mmmmmmmmm mmmmmmmmm mmmmmmmmm mmmmmmmmm mmmmmmmmm mmm©mommm mmmmmmmmm mmmmmmmmm LEGEND TIR HORIZONTAL CONTROL Q VERTICAL CONTROL x SPOT ELEVATION . 4260-"N` INDEX CONTOUR INTERMEDIATE CONTOUR �-� DEPRESSION _ '--- -"-- FENCE GUARD RAIL -__-- DIRT ROAD PAVED ROAD RAILROAD STREAM —� DITCH �L CULVERT HEADWALL CS BUILDING i TREE OUTLINE A POWER-TELE. POLE 20 0 2 0 40momomme060 I NNllNNN 7 F/ha