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Drainage Reports - 09/13/2007
7PROMMTr OF August 20, 2007 Mr. Basil Harridan City of Fort Collins Stormwater 700 Wood Street P.O. Box 580 Fort Collins, Colorado 80522 SUBJECT: Dry Creek Minor Amendment Drainage Study Amendment to the June 27, 2007 Letter Dear Basil: crty ofB Y E O N D E N G I N E E R I N G Ft. Colft Appro Approved Bye r�vrrr Date 111-3 97 Attached is a summary of the calculated changes to the Dry Creek Mobile Home Park drainage basins for the Dry Creek Minor Amendment development. The site is located south of East Vine Drive, east of Lemay Avenue, north of East Lincoln Avenue, and west of Summit View Drive. The Final Drainage and Erosion Control Report for Dry Creek Mobile Home Park (approximately 40 acres) was prepared in March 1997 by Parsons & Associates, Inc and is referred to herein as the 1997 Study. The majority of the roads designed as part of that project have been built. The Dry Creek Minor Amendment proposes to convert the site to single family residential. This letter is an Amendment to the June 27, 2007 letter. The update to this letter is the change of pond crest spillway cic,ations and some additional wording to the last paragraph (text changes are highlighted in blue). There are also some minor changes to sub -basins B-1, B-2, and B-3 areas. There are no other known changes to this letter from June 27, 2007. Portions of the site lie within the 100-year floodplain of Dry Creek. A portion of the site is also located in the Poudre River 500-year floodplain. The current Flood Insurance Rate Maps (FIRM) published by the Federal Emergency Management Agency (FEMA) are numbers 08069CO98I F and 08069C0983F, dated December 19, 2006 (reference is provided with this letter), whose Base Flood Elevations (BFE) are based on NAVD 88. Map 08069CO983F has two LOMC's which state the following. "this letter revalidates the determinations for properties and/or structures in the referenced community as described in the Letters of Map Revision Based on Fill (LOMR-Fs) and Letters of Map Amendment (LOMAs) previously issued ... these LOMR-Fs and LOMAs will revise the effective National Flood Insurance Program (NFIP) map dated December 19, 2006 for the referenced community..." (Dry Creek Minor Subdivision was included in the table). Copies of these LOMC's are provided with this Drainage Letter. It should be noted that the 2006 FIRM supersedes the July 17, 1997 FIRM panel number 0801010179E, which as of this date, is the panel that a map search on the FEMA website shows. Per the City of Fort Collins' request, the floodplain information (including all line work for Dry ' Creek floodway and the 100-year floodplain and the Poudre River 500-year floodplain) shown on the drainage and grading plans are based on information provided by the City of Fort Collins. The City of Fort Collins has informed Nolte Associates, Inc. that the City floodplain for Dry ' NOLTE ASSOCIATES, INC. 1901 SHARP POINT DRIVE. SUITE A FORT COLLINS, CO 80525-4429 ' 970.221.2400 TEL 970.221.2415 FAX WWW-NOLTE.COM ®n.m amw ,m..0 I owa w..�_,fix, Creek will become the FEMA flooplain once the Dry Creek Flood Control PMR is approved by ' FEMA (around April 2008). The BFE information shown on the Drainage Plans was also provided by the City of Fort Collins which is based on NGVD 29. To convert Dry Creek _ elevations to NAVD 88, 3.0 feet were added to the NGVD 29 elevations. Chapter. 10 of City Code shall be followed. The following notes have been added to the Drainage and Grading Plans: • If a structure is proposed to be built on one of the floodplain lots and it is planned to be out of the floodplain, a site plan for that lot must be submitted at building permit stage to show the floodplain lines in relation to the building footprint. • Floodplain elevations shown are on the NGVD29 Datum without the 1984 Correction. • A floodplain use permit and $25 permit fee will be required for any structure built in the Dry Creek floodplain. • A FEMA elevation certificate will be required to obtain a CO for any structure built in the Dry Creek floodplain. • The City floodplain for Dry Creek will become the FEMA flooplain once the Dry Creek Flood Control PMR is approved by FEMA. • No Critical Facilities are allowed in the Poudre River 500-year floodplain or in the Dry Creek 100-year floodplain. See Chapter 10 of City Code for definition of Critical Facilities. • All foundations within the Dry Creek 100-year floodplain shall be slab -on -grade. The following table lists the lots that may be affected by the Dry Creek 100-year floodplain: Regulatory Flood Assumed Minimum Proposed Minimum BFE at Upstream End Protection, Minimum Finished Floor (FF) Garage Elevation = Lowest Floor, & FF-18" or Minimum of Lot\1 Proposed Lowest HVAC Elevation per Grading Lowest Floor, Block Lot Elevations (BFE+18") Plan whichever is greater NGVD29 NAVD88 NGVD29 NAVD88 NGVD29 NAVD88 NGVD29 NAVD88 Datum Datum(2) Datum Datum(2) Datum Datum(') Datum Datum(2) t ft ft ft t ft ft t 1 1 4935.7 4938.7 4937.2 4940.2 4939.05 4942.05 4937.6 4940.6 3 5 4932.8 4935.8 4934.3 4937.3 4936.35 4939.35 4934.9 4937.9 2 4932.8 4935.8 4934.3 1 4937.3 4935.61 4938.61 4934.3 4937.3 5 3 4932.8 4935.8 4934.3 4937.3 4935.24 4938.24 4934.3 4937.3 1 4932.8 4935.8 4934.3 4937.3 4935.25 4938.25 4934.3 4937.3 6 9 4932.8 4935.8 4934.3 4937.3 4935.4 4938.4 4934.3 4937.3 10 4932.8 4935.8 4934.3 4937.3 4935.61 4938.61 ' 4934.3 4937.3 (1)Floodplain elevations provided by the City were based on the NGVD29 Datum without the 1994 Correction (tyro convert Dry Creek elevations to NAVD88, 3.0 feet were added to the NGVD29 elevations. (')Elevations shown on the Drainage and Grading plans are based on NGVD29 Datum (4)All lots listed above shall be slab -on -grade N:\FCB01991Drainage\Word\FCB0199_BasO_20070822.doe NOLTE ASSOCIATES, INC. i1 1 Attached to this letter are a table and an exhibit that illustrates the old (1997 Study) versus ' proposed (Minor Amendment) drainage basins. The 1997 Study computed runoff using general 2-year and 100-year runoff coefficients of 0.60 and 0.75, respectively. In calculating the runoff for the Minor Amendment, the same rainfall intensity values were used that were given in the ' 1997 Study but the basin areas and runoff coefficients were updated reflecting proposed paved areas and anticipated average impervious area per lot. Based on the assumptions given herein, there has been a slight increase in total area (approximately 0.51 acres) to the A, B, and C basins. The runoff from the A basin is expected to increase by about 1.4 cfs for the 100-year storm and the runoff from Basins B and C is expected to decrease by about 0.9 cfs and 1.3 cfs, respectively for the 100-year storm. According to the 1997 Study, only Basin C is detained while basins A and B spill to Dry Creek undetained. Pond A was designed to collect runoff from Basins C1 through C5. Because the C100*A is expected to decrease with the proposed development, the detention pond was not re -analyzed. However, the C100*A is expected to increase for Basins C6 through C7 which were originally designed to discharge into Pond B. An analysis of the proposed 1997 Study Pond B contours show that the water surface elevation would be expected to increase to 4931.02 feet instead of 4930.9 shown in the 1997 Study calculations, or about 0.1 feet (again assuming old City of Fort Collins rainfall intensity values). The 1997 ci�,. ,j- - the pond spillways (located at the south end of the detention ponds) crest elevations at 4931.5 feet and the top -of -berm elevations at approximately 4932.0 feet. Pond A and Pond B spillway crest elevations are being re -graded to 4930.95 feet and 3931.05 feet, respectively. The orifice sizes were not re -analyzed. As part of this letter we request a variance to allow the Detention Pond B freeboard be decreased by approximately 0.1'. Water quality plates are being proposed in front of the existing outlet box structures for both Ponds A and B. The required water quality volumes were based on proposed contours per the 1997 Study and Plans and are included within the pond volume. The plates will be placed in front of the structure and then bent along the face of the outlet structures (which are slanted) to the required water quality volume height. Photos of the existing outlet structures are shown below: 3 NOLTE ASSOCIATES. INC. ®R'n oa papers ma. J0 W'eo--fle' N:\FCB0199\Drainage\Word\FC B0199_Basi I_20070822. dm \ w Pond A outlet Pond B outlet This letter only compares the anticipated changes to the basin runoff values (based on predicted proposed final grading) to the old 1997 Study basins. I have not verified or analyzed offsite drainage basins or that the proposed, existing, or the 1997 Study hydraulic structures, conveyances, detention ponds, grading features, or other drainage structures are adequately designed or constructed and therefore, I do not assume responsibility for their capacity or adequacy. If you have questions, please contact me at (970) 419-1338. Sincerely, Nolte Associates, Inc. Michele White, P.E. Associate Engineer Attachments Cc: Mr. Glenn Couch, Uniprop, 2050 International Blvd., Fort Collins, CO 80524 f 4 ' NOLTE ASSOCIATES, INC. ®RinrtOm Iwpe. mea.nn I W%pwi �anwme� one, N:\FCB0I 99\Drainage\ W ord\FCB0I99_Basd-20070822.doc I •III IIL--- O��,a. I --JJJ . I• x•'�J J_JJ` _w°II �I_-�\ JL :POND r -'I r _ _ _ . L'- SPILLW) $'I J �• i� II li - II ��yyy� 04]o.7s Bw o p II� _ J J r w •.• J.70 OJ5 -- C- RE RIVER �I POND _ - TvmN lc 290 D.TS � 0 YEA •"u` - - r FinY twne ss r«.w , QUUV Al _ s ' I � . l `°, lr r .a: � I �•• i i r• r III • I r , .' � ' � � � �• , I � -� I2,510.75 WATER OUAUTY E TO OUTLET CTURE, SEE IL SHEET DR02 A .' ') I II,aa IIr I •. a r-- . a• M \/ 1.! PON4 / !isx II I _ Ji ` —I -- I �'II I a. 1 1II Ijr1 lLr. • a-s 1 -1r1 •��aI. __ 1 IrI - _ ,n.]4 Io, .]s Lrr -�rr. ' � a- I� ."---w - -.__. .��AI�O'� •"—r - ►—•n_ � - LI_ —_rr,._ `• ' �I• -a_._ _. /—I ,:Gw,F,'`-. '— _ \u•r_ a_ .®,a,p .••S (+s p - b0'i� + f}_b\O 48g ++ + �w + + + I aa1 Z Q CITY 100-YR DRY CREEK + + + CL FLOODPLAIN L - �a I a _ B- •.. _• r + + + Cc O x n _ _ LL 9W s r\ • � e :: .� I 62 � m„ II' 11 = -1 I ,a•�' ,n. (I .. ! -ss A♦f tx9 o]s _ s -POUDRE RI R •, o �) ,2,. 7A \ \ \. - - + + y + + + B • : L - .ice 500-YEARS Z Z n di w. ' FLOOOPL N ♦ / .j♦ Y\ a " bJ + + + + 1 ,dy 0 O o RIVER + + + wr t ='> T -= \ 'EAR — M �I— I- cn FLDODaw L _ _ - C-1 — - \ 1' + - + - + +� m O I�. / •� I . r-I r v= - _. Imo. i _ u„ I, •�� / �. \ \ '~ s. O Q _ a swss\ \ \ + - - - _ O sr _ m-N_ ].OJ 0.]5 - - - 1 a aa•[ ' \ _ W jjjE ! + +++ 1-800-922-1987 <L n , rO..a .,•rr �raa�" :. SW sas>;m9ix -Y� T + + 1+ + +` w U 0 O _'_-��- it-� -- V M: • t.,.. 1' -~ xs .. Y + + + + + } + + \- LEGEND w • �•• t'-'^il II II 11iL_-S A- JI'� A- a:.r,c�e�-` + +�+ + + + + + - EXISTING 1' CONTOUR LAI e�sO i r�+ + --- ExlsnNc s' CONTOUR — + PROPOSED V CONTOUR + + + + + + + + + + + + + - �9l0- PROPOSED 5' CONTOUR i 3 f9.6 0.20 - C J 1 + + + + + + + + + + + + + + + + + O BLOCK NUMBER + + ++ + + + + + + + + + X + Q STRAW WATTLE (SEE SHEET OT06) _ DRY CREEK + } + + + + + + . + + + + + + - + + + + +, + + + + + + + + MOBILE HOME PARK 997 STUDY + + + + + + � gg + . + + + + + 2.46 0.75 0 j1- BASIN DESIGNATION m + + + + + + + \+ + + + + + 'fir + + CITY 100-YR �- + + + + + + DRY CREEK o a MOBILE HOME PARK BASIN BOUNDARY1+ + -1- + + + FLOODWAY + + + + �� wl I'"' "•IT BBBiER BBBBB MINOR AMENDMENT BASIN BOUNDARY } "• + + + + + + + F + + + +10D=1N2 t` NOTES: + + + + + + + + + + + + + + f y. `I. I DRY CREEK - �;:, + + + + + + + + + + + + + -h ti- + 0�1RP AIN !� 1. ALL DISTURBED AREAS SHALL BE RE -VEGETATED + + \i� + + + -- + + + -I. } } . } + a 2. REFER TO THE DETAIL ON SHEET DR02 FOR INDIVIDUAL NOTES: 1 LOT SWMP (EROSION AND SEDIMENT CONTROL) 1. IF A STRUCTURE IS PROPOSED TO BE BUILT ONE THE LAIN LOTS AND IT IS PLANNED TO BE OUT OF THE FLOODPLAIN, A SITE PLAN FOR THAT LOT 3. REFER TO SHEET CV02 AND DR02 FOR EROSION CONTROL NOTES AND DETAILS MUST BE SUBMITTED AT BUILDING PERMIT STAGE TO SHOW THEE FLOODPLAIN LINES IN RELATION TO THE BUILDING FOOTPRINT. 2. FLOODPLAIN ELEVATIONS SHOWN ARE ON THE NGVD29 DATUM WITHOUT THE 1984 CORRECTION. , 3. A FLOODPLAIN USE PERMIT AND $25 PERMIT FEE PALL BE REQUIRED FOR ANY STRUCTURE BUILT IN THE DRY CREEK FLOODPLAIN. 4. A FEMA ELEVATION CERTIFICATE WILL BE REQUIRED TO OBTAIN A CO FOR ANY STRUCTURE BUILT IN THE DRY CREEK FLOODPLAIN. 5. THE CITY FLOODPLAIN FOR DRY CREEK WILL BECOME THE FEMA FLOODPLAIN ONCE THE DRY CREEK FLOOD CONTROL PMR IS APPROVED BY FEMA. 6. NO CRITICAL FACILITIES ARE ALLOWED IN THE POUDRE RIVER 500-YEAR FLOODPLAIN OR THE DRY CREEK 100-YR FLOODPLAIN. SEE CHAPTER 10 OF CITY CODE FOR DEFINITION OF CRITICAL FACILITIES. 7 ALL FOUNDATIONS WTHIN THE DRY CREEK 100-YEAR FLOODPLAIN SHALL BE S GRADE 1. DR01 SCALE 1fR11 SC 1•-N/A 1 m.b - 90 a xa^i.N�a P•s^• _ LAB-ON-G A PCB Basin PROPOSED Minor Amendment 1997 STUDY Mobile Home Park PROPOSED minus 1997 STUDY Area C2 CIM /� Q2 !� QI00 Area C- - C TWO ff11 `G2 !1 QIN AArea !1 AQ2 �l AQIDQ acres CA c s acres e s c s acres c s c s A-1 1.19 0.661 0.82 1.6 6.3 1.24 0.60 0.75 1.5 6.0 -0.05 0.1 0.3 A-2 2.29 0.611 0.76 2.9 11.4 2.1 0.60 0.75 2.7 10.3 0.19 0.2 1.1 A-3 0.73 0.701 0.87 1.3 4.9 0.76 0.60 0.75 1.2 4.4 -0.03 0.1 0.5 A's 4.22 4.3 1 16.8 4.1 0.60 0.75 4.0 15.4 0.12 0.3 1.4 B-1 2.43 0.59 0.73 2.9 11.3 2 ?9 0.60 0.75 2.8 10.9 0.14 0.1 0.4 B-2 2.59 0.54 0,67 2.8 10.9 2.66 0.60 0.75 3.2 12.5 .0.07 .0.4 -1.6 B-3 2.69 0.53 0.66 3.0 11.4 2.51 0.60 0.75 3.1 12.1 0.18 -0.1 -0.7 B-4 1.50 0.67 0,84 2.0 7.4 1.74 0.60 0.75 2.0 7.7 -0.24 0.0 -0.3 B-5 1.80 0.64 0.79 2.5 9.2 1.35 0.60 0.75 1.7 6.6 0.45 0.8 2.6 B-6 2.55 0.59 0.74 3.2 12.6 3.03 0.60 0.75 3.9 15.2 -0.48 -0.7 -2.6 B-7 4.00 0.60 0.75 3.8 14.5 3.7 0.60 0.75 3.5 13.3 0.30 0.3 L B-8 2.46 0.581 0.72 1 3.0 11.5 2.74 10.601 0.75 3.4 13.2 -0.28 -0.4 -1.7 B-9 1.50 0.65 0.82 2.0 7.7 - 0.60 0.75 1.6 6.1 0.21 0.4 1.6 B-10 0.44 0.461 0.57 0.5 1 2.0 0.51 0.601 0.75 0.8 2.9 -0.07 1 -0.3 .0.9 B's 21.96 1 17.4 66.2 21.84 0.60 0.75 17.7 67.1 0.12 1 -0.3 -0.9 C-I 1.03 0.651 0.81 1.6 6.0 1.02 0.60 0.75 1.4 5.4 0.01 0.2 0.6 C-2 1.76 0.571 0.71 2.2 8.3 1.71 0.60 0.75 2.2 8.5 0.05 0.0 -0.2 C-3 1.36 0.671 0.84 2.0 7.5 1.56 0.60 0.75 2.0 7.7 -0.20 0.0 -0.2 C-4 2.47 0.701 0.88 3.5 13.3 2.25 0.60 0.75 2.7 10.4 0.22 0.8 2.9 C-5 2.19 0.33 0.41 1.3 5.0 2.46 0.60 0.75 2.7 10.2 -0 27 -1.4 -5.2 C-6 3.44 0.61 0.76 4.0 1 15.1 2.9 0.60 0.75 3.3 126 0.54 C-7 0.38 0.20 0.25 0.2 0.8 0.43 0.60 0.75 0.8 2.8 -0.05 Cl-05 8.81 9.4 35.8 9 0.60 0.75 10.1 38.3 -0.19 A20. C6-C7 3.82 3.4 13.0 3.36 0.60 0.75 3.2 12.2 0.46 C's 12.64 112 425 12.36 0.60 0.75 11.5 43.8 0.28 HOUSE GARAGE - � - - �Mlx FE (atTeTl ro TABLr tmor4 _I� ...L aEc (xaen PLACE WO PLATE OUTSIDE OF EXISTING OUTLET BOX BEND PLATE TO MATCH OUTLET BOX SLOPE AND TO OBTAIN DESIGN WO HT BEND WO PLATE EXISTING OUTLET BOX STAINLESS STEEL ANCHOR BOLTS 1/4- MIN GALVANIZED STEEL PLATE (TM) MIN 3- LONG POND A: 1 COLUMN OF 1- DIAM HOLES. WO HT - 1.23' POND B: 1 COLUMN OF 3/4- DIAM HOLES. WO HT - 1.01' WATER OUALITY PLATE D TAI MINIYUN GARAE.GREAIER OF MIN EF - 1GE E1 r GR MIN LOWEST FLOOR (REFER TO TABLE BELOW) Regulatory Flood Proposed Minimum Assumed Minimum BFE at Upstream End P Protection, Minimum Finished Floor (FF) Garage Elevation = of Lot(1) Lowest Floor, & Elevation per Grading FF-18" or Minimum Block Lot Proposed Lowest HVAC Lowest Floor, Elevations BFE+18" ( ) -_ Ply__ whichever is greater NGVD29 NAVD88 NGVD29 NAVD88 NGVD29 NAVD88 NGVD29 NAVD88 Datum DatumC) 1 Datum Datum(2) Datum Datum (2) Datum Datum (2) r t ft t t r 1 1 4935.7 4938.7 4937.2 4940.2 4939.05 4942.05 4937.6 4940.6 3 5 4932.8 4935.8 4934.3 4937.3 4936.35 4939.35 4934.9 4937.9 5 2 4932.8 4935.8 4934.3 4937.3 4935.61 4938.61 4934.3 4937.3 3 4932.8 4935.8 4934.3 4937.3 4935.24 4938.24 4934.3 4937.3 1 1 4932.8 4935.8 4934.3 1 4937.3 4935.25 4938.25 4934.3 4937.3 6 9 4932.8 4935.8 4934.3 4937.3 4935.4 4938.4 4934.3 4937.3 10 4932.E 1 4935.8 1 4934.3 1 4937.3 4935.61 1 4938.61 4934.3 1 4937.3 r,UuuplMut Cmvuuuns prOVIcen Dy me eLry were based on the NCiVD29 Datum without the 1984 Correction (2)To convert Dry Creek elevations to NAVD88, 3.0 feet were added to the NGVD29 elevations. (3)Elevations shown on the Drainage and Grading plans are based on NGVD29 Datum (4)All lots listed above shall be slab -on -grade ADD WO PLATE TO FRONT OF EXISTING OUTLET BOX. BEND PLATE TO MATCH OUTLET BOX SLOPE AND CREATE THE REWIRED WO HT EXISTING OUTLET BOX STORM INLET BOX DETAIL (FROM ORIGINAL PLANS) � 4928- - / �\ --- -y- - - - - �931- - -RE-GRADE 15' SPILLWAY - - - -4932- - - -70 ELEV. - 4931.05 7 / - P-VIpD_8, - _ _ _4931-- _ - - _ - _ _.�r �! (SEE LANDSCAPE PLAN FOR DETAILS ON--_-4930- - - - i -- / n REVEGETATNG THE POND. THE EXISTING A00 WATER WN1TY PLATE- GRADES SHALL BE MAINTAINED WITH THE ,EXCEPTION OF THE PROPOSED GRADING TO OUTLET STRUCTURE. SEE % r / DETAIL ON 7H15 SHEET. / ml SHOWN FOR THE WETLAND AREA.) LOT 12 to q I III I ,1p1'1.5 SW I � � PROP II GRADING FOR MEW�WERL'ANDS EXISTING CON OURS BASED ON PREVIOUS 19971 RF)SIQL/I CONTOURS 7\,,, \� SW / /ry' / CUT TWO C.F. OF MATERIAL I �, \ ` / FRONT OF THE OUTLET STRUCTURE /2 WITH STRAW WATTLE FOR i \ I TEMPORARY SEDIMENT TRAP 4951� / / - RE -GRADE 35' SPILLWAY SW ELEV. - 4930.J5 \ � ADD WATER DUALITY PLATE eq`T TO OUTLET STRUCTURE, SEE DETAIL ON THIS SHEEP. //� i / ! (SEE LANDSCAPE OND PLLANN FOR DETAILS ON REVEGETATING THE POND. THE EXISTING GRADES SHALL BE MAINTAINED.) \ SW 1 Ineh 90 K LOT 17/////� N tRR F-dQb �§ti^ 323 Ehw� O Q N J = d m W Z w Q F- a J � O O Z Z O O `5 U / Z Q O fY] V5 D O CC 111 cc Z O Z W 0 a W ? 2 W Q CC fr z () 0 0 LL W POND GRADING AND DETAILS c 1 3D' p VOTE: SEES SHEET CV02 FOR STANDARD EROSION CONTROL NOTES TEED MI/1 (ALL DISTURBED AREAS) HE FOLLOWING MIX RATES ARE FOR DRILL SEmMG AND 'ALL NEED TO BE OUNM FOR HYDROSEFDING OR BROADCAST SEEDING. PECIES SCIENTIFIC NAME VARIETY S OF MIX LB/AC. PLS uffdogran Buchfee doc6Yoid. TeaoUd 44.4 5.4 wtarn wheotWaee Paacapyum amlfhli ArFlba 22.8 4.3 lender wheotgraee E/prloe frochrcoWu/s Son Wig 15.9 3.0 Ideoats gmma Boufdauo curtlpendulo Vaughn 13.2 2.5 lue 9rama am W.. pracUle Hachlto 3.2 Da and dropeeed Spo abdw ar)piondve 0.5 0.1 Seeding rot.18.9 Ib/ac, PLS EED MIXTURES FOR SITES WITH DISTINCTIVE SOIL PROBLEMS (E.G.. LKAUNITY, SALINITY OR HIGH WATER TABLE) SHOULD BE DEVELOPED BY A RAINED SPECIALIST. 4ULCH (ALL DISTURBED AREAS) NE OR MORE OF THE FOLLOWING MULCHES SHALL BE USED WITH A PERENNIAL RYLAND GRASS SEED MIXTURE. ACCEPTABLE ULCH DATES OF USE APPLICATION RATE TRAW OR HAY JAN. 01 - DEC. 31 2 TONS/ACRE YDRAUUC (WOOD OR PAPER) MAR. 15 - MAY 15 3/4 TONS/ACRE ROSION CONTROL (MATS OR BLANKETS) JAN. 01 - DEC. 31 NOT APPUCABLE AY OR STRAW MULCH SHALL BE FREE OF NOXIOUS WEEDS AND AT LEAST 50% F THE FIBER SHALL BE 10 INCHES OR MORE IN LENGTH. WHEN SEEDING IN NATIVE GRASSES, HAY FROM A NATIVE GRASS IS A SUGGESTED ULCHING MATERIAL, IF AVAILABLE. 7ERTILIZER REQUIREMENTS (ALL DISTURBED AREAS) SITES WILL BE FERTILIZED ACCORDING TO LABORATORY SOIL ANALYSIS AND RECOMMENDATION. IF APPROVED BY THE CITY OF FORT COLLINS, IN ABSENCE OF A SOL ANALYSIS, A MINIMUM OF 40 POUNDS OF AVAILABLE NITROGEN AND 40 POUNDS OF AVAILABLE PHOSPHORUS WILL BE APPLIED PER ACRE. LL ig WASTNaE.TmM 3fpleMi reNecn r n.r uw.� wrwr rx.W �r e• 8 g z rtAre lex, c 1otC6 rA � IWLL1W4 R. I6/ W14 � .E - E$S uAa umeaTNo ro w Arreoum saenMA WY xtaxe un1Ws A lar eomRA AWrrewr aW rla mr namL B: wrr uoxm r s r aWasar eunN M alml COIIIpL R RBIMMn ws Avu�1C1°'nWlAte iJ1�� foAW axE11 m�Wmlwwa� Cb1� sa°{'wrala°Ns�E90 sea eAm AtNx m�xraM AMai .1prt+IINN'r'/a CONORM PAWNG ollw K `EBM rmuAxwr sMo w.wTxa u sEAuxr .-K TEMPaI r dEo nuNTMc 50a Wer/iLATd NernNw/ uAn/ etANxen o Nv City of Fort Collins, Colorado uTDITV PLAN APPROVAL APPROVED: MY h0ser Data CHECKED BY: Ller k laetmter OUtlq Date CHECKED BY: Stolmnler DBIILr Date CHECKED BY: Pert ! Reaeetloa Dab CHECKED BY: hemc .�w.ul.Er Data CHECKED BY: Date DR02 SGLE WRIICV: "N/A NORXNTA, 1--ar Erosion Control'Cost Estimate Dry Creek Minor Subdivision, Minor Replat Fort Collins, CO ITEM UNIT QUANTITY UNIT COST TOTAL COST Straw Wattle EA 9 $ 150.00 $ 1,350.00 Silt Fence LF 0 $ 1.95 $ - Riprap TN 0 $ 39.00 $ - Vehicle Tracking Control (Construction Entrance) EA 0 $ 550.00 $ - Sub -Total $ 1,350.00 Contingency 8% $ 108.00 Total $ 1,458.00 City Reseeding Cost ITEM UNIT QUANTITY UNIT COST TOTAL COST Reseed / Mulch AC 5.3 $ 775.00 $ 4,107.50 Sub -Total $ 4,107.50 Contingencyl 8% $ 328.60 Total 1 $ 4,436.10 Erosion Control Escrow Amount $ 4,436.10 8/20/2007 Nolte Associates Job #: FCB0199 N:\FCB0199\Drainage\Excel\fcb0199_ECSureity.xls C N N .-- N M q =aoa V O 9 N 64 6Q C1 W c]m c7 C1 C]CI C1 pj CO UUUUUUU o oU d � O^ O •+ O ^' 0 0 �.j tV — ._ 0 0 p O O N '� N N N N G '^ .E Q O V. oO U r d � O T 0.— GQ O p O p C O O O O O O O O O Q C O O Q O Q O Q G ;F O O< vi AC ❑0AID ION O � F rn � r r ON a U o — O v � ' 0 a M ON c0 O O O .n In M N N r•i M M N O „ry N N M V O ih T 1+1 'y U op V� M hb Obr O M.D N.D aV�O ^vi rD 0r.D 0^V0 aV�D 0rI� 0? !�r ..nDO O V.b--dOdR 1p0 M00 Nr •-� Po` }� ♦ t Vi Vi Vl O R N O •-- �n V V1 O O O. O V V7 ^^M^^ .n r rn r W N V �O Vt M O M oo g N N b r r O T V1 VI ^ li N o o e e e e e e o o e e e e e e o o e v o o e Q 0 ry $ D\ r v �O v M oo r a r r.oM r N— o0 W W. O ooM r N Vl N ti v.n � (Cl!^^ y r—^oa. T �O M o M ee r 0 Q V O O M ^ O Vi V N O� 0 U a0 r op r �D �D o0 L` r r r 00 V1 op r C 00 R r N 3 0 0 0 06 C; e o o e �o Ub � g o,vMr�rn000�� h virroM ovlr r r 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O C O C C •JRGO IIU O O O ^ O O^ ^ O O O O O O^^ O C In O� IIU `m o d 6 c d d d d 6 d d d c o 6 66666 w a O O o O o O O O O^ O O O U b O 0 O O O O O C' m " �O op �O b .-• D` r r N M ut a0 00 op V O 0 0 6 O 0 0 0 0 0 0 .-^ 0 0 0 O O O O O. -• O 1 y> ' o oCi o vjG p 0 y� 0 0 0 O �n O O O y� p O y� In h vi p a p n O M r N b oG v Z ' '. �. '. .-. 1 � O: 7 � Z! �+ N r N R In �O vt oG N O S vt R O r M V^ M 1 :s N M N ^ N M r oo O. w '+ N M q Vl r U U U m ¢Q¢¢ moioawo5mmwaimiw c)uc)UdUdUV uU i 0 a 'c m 0 0 1^ g N y — 6o ry v � � m C ,p �y F 3 o o e •� m ;� qq o Fpp FF c c PROJECT NAME Dry Creek Minor Amendment PROJECT NUMBER FCB0199 CALCULATED BY MLW Total acreage to Detention Pond A = I= Time = 40 hours, from Figure EDB-2 or SQ-2, WQCV = Required Storage = (WQCV/12)*Area* 1.2= or BEY ON D E N G IN E E R ING 8.81 acres 0.49 0.20 watershed inches 7,859 cubic feet 0.15 acre-ft Delta Elevation Elevation Area Cumulative Volume Volume t 2 ft ft3 1ft3 4928.27 0.00 0 0 4929.00. 6,105.34 1,486 1,486 4930.00 18,913.10 11,921 13,407 Elevation, ft = El"30 - Elev29 (VO1R q.1 d-V0129)+Elev,9 V0130 - V0129 = 4929.53 DwQcv, ft = 1.26 DwQcv, .ft = 1.23 From Figure EDB-3, Area per row a=(WQCV/K40) K40 = a= Figure 5 0 At outlet pipe At WQ plate (elev = 4928.30) 0.191 where K=0.013DWQ2+ 0.22DWQ - 0.10 0.79 in' Use 1 column 1" KB0199-Comparison-SublAs, Pond A WQ, 3/14/2007 PROJECT NAME Dry Creek Minor Amendment PROJECT NUMBER FCB0199 CALCULATED BY MLW DESIGN STORM 100-YEAR Area (acres) of C6-C7 = 3.82 B E'Y ONO ENGINEERING C100*Area = 2.70 Qoutper 1997 study(cfs) = 1.20 Rainfall Duration (T) Rainfall Intensity Q;n-mbutary= �100*Area*I Inflow Volume Average Outflow Rate Outflow Volume Required Storage Volume I=Rainfall * Rainfall V1(QN-mb.t y*T*60) Qa Qout Vo Q.*T *60 Vs V; Vo mitt in/hr c s ft 3 ft 3 ft 3 ft 3 5 8.12 21.93 6,580 1.20 360 6,220 10 7.15 19.31 11,589 1.20 720 10,869 15 6.00 16.21 14,587 1.20 1,080 13,507 20 5.20 14.05 16,856 1.20 1,440 15,416 30 4.20 11.35 20,422 1.20 2,160 18,262 40 3.52 9.51 22,821 1.20 2,880 19,941 50 8.32 24,960 1.20 3,600 21,360 60 7.08 25,479 1.20 4,320 21,159 90 t1.44 5.08 27,424 1.20 6,480 20,944 120 3.89 28,007 1.20 8,640 19,367 150 3.21 28,931 1.20 10,800 18,131 180 1.06 2.86 1 30,925 1 1.20 12,960 1 17,965 Max Volume, ft- = 21,360 Max Volume, acre-ft = 0.49 Detention Pond Volume and Depth Delta Volume = (d/3)(Al+A2+(Al *A2)0.5) d = depth between elevations uo,. �roa Calculated (4931.1 is estimated) Elevation Cumulative Volume t ft 3 acre-ft 4928.00 0 0.00 4928.50 0 0.00 4929.00 1,041 0.02 4930.00 8,712 0.20 4930.90 19,992 0.46 DET Required Volume = 21,360 W.S. Elevation, ft = 4931.02 Additional 0 Elevation d Elevation Delta Cumulative Volume Area Volume ft ft ft z ft 3 ft 3 acre jt 4928.23 0 0 0 0 0.00 4929.00 0.77 4,171 1071 1,071 0.02 4930.00 1 11,177 7392 8,463 0.19 4931.00 1 14,194 12656 21,118 0.48 4931.10 0.1 14,437 1432 22;550 0.52 TOTAL 21,360 KB0199-Comparison-Sub2.x1s,,Pond B, 3/1312007 Wy-ER PROJECT NAME Dry Creek Minor Amendment PROJECT NUMBER FCB0199 CALCULATED BY MLW Total acreage to Detention Pond B = I_ Time = 40 hours, from Figure EDB-2 or SQ-2, WQCV Required Storage = (WQCV/12)*Area* 1.2= or B E Y O N'D E N G I N E E R I N G 3.82 acres 0.49 0.20 watershed inches 3,376 cubic feet 0.06 acre-ft Delta Elevation Elevation Area Cumulative Volume Volume ft ft 2 ft 3 ft 3 4928.23 0.00 0 0 4929.00 4,171.25 1,071 1,071 4930.00 11,177.45 '. 7,392 8,463 Elevation, ft = Elev30 - Elev29 (V0IRequi.d-V0129)+EleV29 V0130 - V0129 . = 4929.31 DWQcv, ft = 1.08 At outlet pipe DWQcv, ft = 1.01 At WQ plate (elev = 4928.30) From Figure EDB-3, Area per row a=(WQCV/K40) K40 = 0.136 where K=0.013DWQ2+0.22DWQ- 0.10 a = 0.48 in2 Figure 5 Use 1 column 3/4" FCB0199-Comparison-Sub2.xls, Pond B WQ, 3/14/2007 CITY OF FORT COLLINS MEMORANDUM ' DATE: JULY 14, 2003 TO: INTERESTED PARTIES NEEDING VERTICAL CONTROL IN THE CITY ' OF FORT COLLINS FROM: WALLACE MUSCOTT PLS, CITY SURVEYOR ' RE: UPDATED CITY OF FORT COLLINS VERTICAL CONTROL ' The City of Fort Collins Survey Department is pleased to make available to you the expanded listing of the City of Fort Collins Vertical Control Network. Generally the vertical control monuments are a 2 aluminum cap set in a solid concrete structure. The monuments are stamped "City of Fort Collins Benchmark" along with a ' distinctive identifying number. ' The elevations are given in feet to the nearest one hundredth of a foot (0.01'). The data was obtained using a Leica NA2002 Digital Level and Digital Level Rod. The field data was gathered using Leica software. The data was then transferred into Star*Lev Least Squares Level Net Adjustment software for adjustment. As a matter of common survey practice, please remember to always check between a least two vertical control monuments. If you discover an unresolved error in the ' published datum, or if a vertical control monument has been destroyed or is going to be disturbed, please call the City of Fort Collins Survey Department at (970) 221-6605. ' ' PLEASE READ The City of Fort Collins has been maintaining a vertical control network for many years. ' There are records of old vertical control dating back to the early 1950's. The City's ' vertical control has always been based upon "original" NGVD 1929 datum. In 1984 NGS re -leveled and adjusted the vertical control along the front range including Fort Collins. In Fort Collins the adjustment amounted to the new datum being 0.34' higher. Because ' Fort Collins had vertical control and flood mapping in place prior to 1984, we have continued to use the "original" 1929 datum for our basis of vertical control. Therefore, the City's elevations are 0.34' lower than the published datum on the remaining NGS . benchmarks in the City. We have provided City of Fort Collins elevations on the NGS ' benchmarks along with descriptions of their location. The descriptions are from the NGS data sheets and are used with their permission. . , ' The City of Fort Collins is not responsible for errors in the "City of Fort Collins Vertical Control Network" and makes no warranty, expressed or implied, in the accuracy thereof, _ and shall not be responsible for damages or injuries suffered by and party as a result of ' any such errors, whether such damages or injuries are direct, indirect, incidental or consequential. t Q�QAR 4ND SF.GJa Federal Emergency Management Agency Washington, D.C. 20472 The Honorable Doug Hutchinson Mayor, City of Fort Collins 300 LaPorte Avenue Fort Collins, Colorado 80521 Dear Mayor Hutchinson: N OV 3 0 2006 Case No.: 06-08-BO28V Community: Fort Collins, Larimer County, CO Community No.: 080102 Effective Date: December 20, 2006 LOMC-VALID This letter revalidates the determinations for properties and/or structures in the referenced community as described in the Letters of Map Revision Based on Fill (LOMR-Fs) and Letters of Map Amendment (LOMAs) previously issued by the Department of Homeland Security's Federal Emergency Management Agency (FEMA) on the dates listed on the enclosed table. As of the effective date shown above, these LOMR-Fs and LOMAs will revise the effective National Flood Insurance Program (NFIP) map dated December 19, 2006, for the referenced community, and will remain in effect until superseded by a revision to the NFIP map panel on which the property is located. The FEMA case number, property identifier, NFIP map panel number, and current flood insurance zone for the revalidated LOMR-Fs and LOMAs are listed on the enclosed table. Because these revalidated LOMR-Fs and LOMAs will not be printed or distributed to primary map users, such as local insurance agents and mortgage lenders, your community will serve as a repository for this new data. We encourage you to disseminate the information reflected by this letter throughout your community so that interested persons, such as property owners, local insurance agents, and mortgage lenders, may benefit from the information. c� For information relating to LOMR-Fs or LOMAs not listed on the enclosed table or to obtain copies of previously issued LOMR-Fs and LOMAs, if needed, please contact our Map Assistance Center, toll free, at 1-877-17EMA MAP (1-877-336-2627). Sincerely, William R. Blanton Jr., CFM, Chief Engineering Management Section Mitigation Division Enclosure cc: Community Map Repository Susan Hayes 700 Wood Street Fort Collins, CO 80521 COMMIJNITY NO.: 080102 CASE NO.: 06-08-BO28V EFFECTIVE DATE: December 20, 2006 Case No. Date Issued Identifier Map Panel No. Zone QUAIL HOLLOW, 6TH FILING, LOTS 27-31 -- 2700, 99-08-039A 11/18/1998 2701, 2707, 2713, & 2719 DIXON CREEK LANE 08069CO967F X Shaded 2050INTERNATIONAL BOULEVARD -- DRY CREEK MINOR SUBDIV, PORTION OF SECTION 7, 00-08-406A 10/16/2000 T7N, R68W, 6TH P.M. 06069CO983F X Shaded BALDW IN MINOR, LOT 1 -- 301 EAST LINCOLN 01-08-153A 3/23/2001 AVENUE 08069CO979F X Shaded COUNTRY CLUB CORNERS 3RD FILING, LOT 1 -- 02-08-003A 12/31/2001 1500 NORTH COLLEGE AVENUE 08069C0977F X Shaded 02-08-021 A 2/15/2002 THE MEADOW S AT FOX CREEK, LOT 11 08069CO986F X Unshaded MULBERRY & LEMAY CROSSING, FILING NO. 1, 02-08-189A 4/3/2002 LOTS 1-2 & 4 08069CO979F X Shaded 301 EAST LINCOLN AVENUE -- PORTION OF 02-08-485A 9/18/2002 SECTION 12, T7N, R69W, 6TH P.M. 08069CO979F LOTS M-1 THROUGH M-20, G-1 THROUGH G-4, BLOCK 2; LOTS 1 THROUGH 9, M-10 THROUGH 05-08-0658A 10/6/2005 M-17,18 THROUGH 26; OLD TOWN NORTH 08069CO977F LOT 1, BURGER INN P.U.D., 1298 NORTH 06-08-B541A 8/17/2006 COLLEGE AVENUE 08069CO977F X Shaded X X Unshaded Federal Emergency Management Agency. Washington, D.C. 20472 ND S£LJ NOV 3 0 2006 The Honorable Kathay Rennels Case No.: 06-08-BO28V Chair, Larimer County Board of Commissioners 200 West Oak Street Fort Collins, Colorado 80521 Dear Chairperson Rennels: Community: Larimer County Community No.: 080101 Effective Date: December 20, 2006 LOMC-VALID This letter revalidates the determinations for properties and/or structures in the referenced community as described in the Letters of Map Revision Based on Fill (LOMR-Fs) and Letters of Map Amendment (LOMAs) previously issued by the Department of Homeland Security's Federal Emergency Management Agency (FEMA) on the dates listed on the enclosed table. As of the effective date shown above, these LOMR-Fs and LOMAs will revise the effective National Flood Insurance Program (NFIP) map dated December 19, 2006, for the referenced community, and will remain in effect until superseded by a revision to the NFIP map panel on which the property is located. The FEMA case number, property identifier, NFIP map panel number, and current flood insurance zone for the revalidated LOMR-Fs and LOMAs are listed on the enclosed table. Because these revalidated LOMR-Fs and LOMAs will not be printed or distributed to primary map users, such as local insurance agents and mortgage lenders, your community will serve as a repository for this new data. We encourage you to disseminate the information reflected by this letter throughout your community so that interested persons, such as property owners, local insurance agents, and mortgage lenders, may benefit from the information. For information relating to LOMR-Fs or LOMAs not listed on the enclosed table or to obtain copies of previously issued LOMR-Fs and LOMAs, if needed, please contact our Map Assistance Center, toll free, at 1-877-FEMA MAP (1-877-336-2627). Sincerely, . William R. Blanton Jr., CFM, Chief Engineering Management Section Mitigation Division Enclosure cc: Community Map Repository Rex Bums Larimer County Engineering Department 200 West Oak Street Fort Collins, Colorado 80521. COMMUNITY NO.: 080101 CASE NO.: 06-08-BO28V EFFECTIVE DATE: December 20, 2006 ' Case No. Date Issued Identifier Map Panel No. Zone RESERVE SECOND SUBDIVISION OF MARIANA 97-08-056A 12/12/1996 BUTTE PUD, BLOCK 1, LOTS 17 THROUGH19 08069C1169F X Unshaded ' COUNTRYSIDE PARK PHASE III, LOT 142 -- 2701 00-08-064A 1/5/2000 CHERLY STREET 08069CO984F X Unshaded 309 SOUTH SUMMIT VIEW DRIVE -- PORTION OF 00-08-161A 3/31/2000 SECTION 8, T7N, R68W, 6TH P.M. 08069CO984F -X Unshaded HARMONY ROAD -- PORTION OF SECTION 3, 00-08-175A 12/12/2000 T6N, R68W, 6TH P.M. 08069C0994F. X Shaded COUNTRYSIDE PARK PHASE II, LOT 59 -- 2804 ' 01-08-143A 3/7/2001 ALAN STREET 08069CO984F X Shaded 2339 EAST MULBERRY -- PORTION OF SECTION 01-08-297A 7/2/2001 17, T7N, R68W, 6TH P.M. 08069CO983F X Unshaded COUNTRYSIDE PARK PHASE III, LOT 139 -- 2707 02-08-441A 9/27/2002 CHERLYSTREET 08069CO984F X Shaded 3020 GLADE ROAD -- PORTION OF SECTION 6, 02-08-461A 11/12/2002 T5N, R69W, 6TH P.M. 08069C1166F X Unshaded COTTON WILLOW ESTATES 6TH FILING, LOT2A 03-08-0103A 12/27/2002 -- 3503 GALWAY DRIVE 08069CO744F X Shaded ' 13721 BUCKHORN ROAD -- PORTION OF 03-08-0363A 5/7/2003 SECTION 32, T7N, R70W, 6TH P.M. 08069CO975F X Unshaded BRUNSW IG SUBDIV 2ND FILING AMENDED, LOTS 13-14 -- 414 WESTWOOD/1631 03-08-0437A 7/2/2003 MAPLEWOOD 08069CO977F X Unshaded ' AIRPARK INDUSTRIAL CONDOMINIUMS, LOT 2 -- 03-08-0492A 8/27/2003 227 LINCOLN COURT 08069CO983F X Unshaded 6117'WEST US HIGHWAY 34 -- PORTION OF 03-08-0604A 11/5/2003 SECTION 7, T5N, R69W, 6TH P.M. 08069131166F X Unshaded ' 127 MEADOW DRIVE -- PORTION OF SECTION 04-08-0126A 12/19/2003 35, T8N, R69W, 6TH P.M. 08069CO977F X Unshaded 04-08-0229A 3/12/2004 THE MEADOWS SUBDIV, BLOCK 17, LOTS 7-8 08069CO778F X Unshaded 12051 NORTH COUNTY ROAD 9 -- PORTION OF 04-08-0275A 3/17/2004 SECTION 8, T9N, R68W, 6TH P.M. 08069CO525F X Unshaded PORTIONS OF SECTIONS 8 AND 17, TOWNSHIP 05-08-0463A 7/21/2005 9 NORTH, TANGE 68 WEST 08069CO525F X Unshaded LOTS 1, 2, AND A PORTION OF LOT A, 05-08-0578A 9/16/2005 ARROWHEAD CONSERVATION DEPARTMENT 08069CO757F X Unshaded 06-08-0101A 11/29/2005 LOT 4, AIRPARK INDUSTRIAL CONDOMINIUMS 08069CO983F X Shaded PORTION OF SECTION 3, TOWNSHIP 6 NORTH, 06-08-0108A 12/6/2005 RANGE 68 WEST 08069C1013F X Shaded 06-08-Bl 15A 2/7/2006 LOT 1, JENSEN SUBDIVISION 08069131013F X Shaded LOT 28, MARIANA BUTTE P.U.D. 2N° 06-08-Bl 99A 3/21/2006 ' SUBDIVISION, 3649 CRESTON DRIVE 08069C1169F X Unshaded LOT 2, POUDRE CITY SUBDIVISION, 32583 06-08-B21 OA 6/1.5/2006 POUDRE CANYON ROAD 08069CO675F X Unshaded LOT 6, BLOCK 1, COTTON WILLOW ESTATES, 06-08-B348A 6/20/2006 4008/4010 CORK DRIVE 08069CO744F X Unshaded LOT 4, BLOCK 1, EAST MULBERRY SUBDIVISION, ' 06-08-B617A 9/14/2006. 1432 EAST MULBERRY STREET 08029CO983F X Unshaded No Text d Q �cm "Mom2 N m — N LmD w LL _3: W LL W fD F00 , mi W ti ? 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''�'� ' - ' ; . �' - Y/9ry� _ i ,`^� - b. -_ - k /Gj9lx�'�-,iL`. c Al f t � � h S 6 � . 'S6P } f '�} K:.,� .F' 6_h�,:(?�� t'.. fl r. - f:'-{3..%.: k y,' .'� / \ ' �/ �1,♦ yj��'� �`",y4 ��r. zt• �„t - ., ' - J//1��.� `.�.. ^L - .d�~; ` � �' � � �n �f v'yv�J' .�� ' tr zg, •a:_i#- II �, � vo I�' �� F sJ. _ •}" / 5 'r' �. I �'�` .. �IMi1',�,_ / a / a - 'ei�+.`. � 4�5,4''.; ��. _.. _ -� ��''-...�,e �, /.l�'. 4424� a �s_ as z` ,J v. ♦ 4,�r r_ir r ♦.y� feey v DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES 1 ' High groundwater should not preclude the use of an EDB. Groundwater, however, should to be considered during design and construction, and the outlet design must account for any upstream base ' flows that enter the basin or that may result from groundwater surfacing within the basin itself. Stable, all weather access to critical elements of the pond, such as the inlet, outlet, spillway, and ' sediment collection areas must be provided for maintenance purposes. 6.5 Design Procedure and Criteria The following steps outline the design procedure and criteria for an EDB. 1. Basin Storage Volume Provide a storage volume equal to 120 percent of the WQCV based on a 40-hour drain time, above the lowest outlet (i.e., perforation) in the basin. The additional 20 percent of storage volume provides for sediment accumulation and the resultant loss in storage volume. ' A. Determine the WQCV tributary catchment's percent imperviousness. Account for the effects of DCIA, if any, on Effective Imperviousness. Using runoff volume reduction practices in the tributary catchment and Figure ND-1, determine the reduction in impervious area to use with WQCV calculations. B. Find the required storage volume (watershed inches of runoff): Determine the Required WQCV (watershed inches of runoff) using Figure EDB-2, based on the EDB's 40-hour drain time. Calculate the Design Volume in acre-feet as follows: Design Volume = WQCV. Q2V. I * Area * 1.2 J In which: Area = The watershed area tributary to the extended detention pond 1.2 factor = Multiplier of 1.2 to account for the additional ' 20% of required storage for sediment accumulation 2. Outlet Works The Outlet Works are to be designed to release the WQCV (i.e., not the ' "Design Volume") over a 40-hour period. Refer to the TYPICAL STRUCTURAL BMP DETAINS AND SPECIFICATIONS chapter for schematics pertaining to structure geometry; grates, trash racks, and ' screens; outlet type: orifice plate or perforated riser pipe; cutoff collar size and location; and all other necessary components. For a perforated outlet, use Figure EDB-3 to calculate the required area per row based on WQCV and the depth of perforations at the outlet. See ' the TYPICAL STRUCTURAL BMP DETAINS AND SPECIFICATIONS chapter to determine the appropriate perforation geometry and number of rows. The lowest perforations should be set at the water surface ' elevation of the outlet micro -pool. The total outlet area is calculated by multiplying the area per row by the number of rows. Minimized the number of columns and maximize the perforation hole diameter when designing outlets to reduce chances of clogging by 2007-01 S-69 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES 0.50 0.45 0.40 0.35 d r 0.30 a v 0.25 0.20 U 3 0.15 0.10 0.05 0 00 i 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0:9 40-hr drain time a = 1.0 Extended Detention Basin 40-hour Drain Time Constructed Wetland Basin 24-hour Drain Time WQCV=a *(0.9113 -1.19i z +0.78i) Retention Pond, Porous Pavement Detention and Porous Landscape Detention 12-hour Drain Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i=/,w/100) Figure EDB-2—Water Quality Capture Volume (WQCV), 801h Percentile Runoff Event 2007-01 .. S-73 Urban Drainage and Flood Control District STRUCTURAL BMP DETAILS DRAINAGE CRITERIA MANUAL (V. 3) Orifice Perforation Details AWPlate = WCanc. + 6 inches (minimum) Structural Steel Channel- _ 1.1 Formed Into Concrete, To Y WConc. (see below) Span Width 0f Structure. Fi_�9SSf_tl/I See Figures 6-a, 6-b P Circular Openings: Wconc, Obtained From Table 5a-1 Rectangular Openings: Wcanc. = (Width of Rectangular Perforation W) +. 12" Rectangular Openings: Naming (see Figure 6-1b) Obtained From Table 6b-1 Sc, see 5:, see figure 5 Figure 5 W ]IT 00 0 0 0a O O O O 000 0 0 0 0 00 O Oa o o 0 0 000 0 0 0 000 0 ° 0 ° ° Or ° °0000 ° o ° 0 0 0 000 0 0 O 0 000 0 0 0 0 0 0 0 o 0 Example Perforation Patterns Note: The goal in designing the outlet is to minimize the number of columns of perforations that will drain the WQCV in the desired time. Do not, however, increase the diameter of circular perforations or the height of the rectangular perforations beyond 2 inches. Use the allowed perforation shapes and configurations shown .above along with Figure 5 to determine the pattern that .provides. an area per row closest to that required without exceeding it. . Urban Drainage and Figure 4 Flood Control District Orifice Details for Drainage Criteria Manual (V.3) Draining WQCV row V3-0udet DetQ1&d.9 Figure 4—Orifice Details for Draining WQL;V. Rev. 10-2005 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 3) Orifice Plate Perforation Sizing STRUCTURAL BMP DETAILS Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) - Hole Dip (in) Min. Sc (in) Area per Row (sq 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 0.15 a3D 0.45 1 /2 0.500 2 0.20 0.39 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11 16 1 0.688 1 3 0.37 0.74 1.11 3 4 1 0.750 1 3 0.44 0.88 1.33 13 16 1 0.813 1 3 0.52 1 1.04 1.56 7 8 1 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 16 1.438 4 1.62 3.25' 4.87 1 1 2 1.500 4 1 1.77 3.53 5.30 1 9 16 1.563 4 1.92 1 3.83 5.75 1 5 8 1.625 4 207 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 1 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 1 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 rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) Required Area per Row (sq in) ._ 2" Rectangular Hole Width Min. Steel Thickness 5" 1/4 6" 74 ' 7" 5/32 " 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 R.: v3-aeet 0etaas.dwy Figure 5-WQCV Outlets Orifice Perforation Sizing. Rev.10-2005 SD-7 Urban Drainage and Flood Control District STRUCTURAL BMP DETAILS, DRAINAGE CRITERIA MANUAL (V. 3) Orifice Plate Perforation Sizing Circular Perforation Sizing This table may be used to size perforation in a vertical plate of riser pipe. Hole Dia. (in.) Hole Dia. (in.) Min. S, (in.) Area per Row (sq. 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 0.16 0.24 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438. 2 0.15 0.30 0.45 1/2 0.500 2 0.20 0.40 0.60 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.62 0.93 11/16 0.688 3 0.37 0.74 1.11 3/4 0.750 3 0.44 0.88 1.32 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 1.58 2.37 11/16 1.063 4 0.89 1.78 2.67 11/8 1.125 4 0.99 1.98 2.97 13/16 1.188 4 1.11 2.22 3.33 11/4 1.250 4 1.23 2.46 3.69. 15/16 1.313 4 1.35 2.70 4.05 13/8 1.375 4 1.48 2.96 4.44 17/16 1.438 4 1.62 3.24 4.86 11/2 1.500 4 1.77 3.54 5.31 19/16 1.563 4 1.92 3.84 5.76, 15/8 1.625 4 2.07 4.14 6.21 111/16 1.688 4 2.24 4.48 6.72 1314 1.750 4 2.41 4.82 7.23 113/16 1.813 4 2.58 5.16 7.74 17/8 1.875 4 2.76 5.52 8.28 115/16 1.938 4 2.95 5.90 8.85 2 2.000 4 3.14 6.28 9.42 n = Number of columns of erfons ratio5/16" Minimum steel late thickness 1/4' 3/8- Designer may interfere to the nearest 32 inch to better match the needed area if desired. Rectangular Perforation sizing . . Use only one rectangular column whenever two 2;inch diameter circular perforations cannot provide needed outlet area. Rectangular Height = 2-inches Rectangular Width = Required Area per Row / 2" Rectangular hole Width Min. Steel Thickness 5" 1/4 " 6" 1/4 " 7" 5/32 " B. 5/16 " 9" 11/32" 10" 3/8 " >1a, 1/2" Figure 5-WQCV Outlets Orifice Perforation Sizing. F -By.] Rev. 10-2005 Urban Drainage and Flood Control District 1 _ FINAL DRAINAGE AND EROSION CONTROL REPORT FOR, DRY CREEK MOBILE HOME PARK -, FORT COLLINS; COLORADO DECEMBER 169 1996 REVISED: FEBRUARY 5,1997 REVISED: MARCH 2O,1997 -' PREPARED FOR: MR. ROBIN ELDREDGE - 2660 KERR GULCH ROAD EVERGREEN, COLORADO 80439 _ PREPARED BY: Parsons & Associates, Inc. 432 Link Lane Fort Collins, Colorado 80524. 1 ul(970) 221-2400 1 1 1 1 i VI. HISTORIC DRAINAGE CONDITIONS: As outlined above, the existing area has been used as irrigated farm fields and livestock grazing. 1 Figure 2 details the historic drainage patterns in the sub -basin of approximately 61.8 acres. All 2 year historic flows spill south, southeasterly toward the future extension of International Boulevard. Here the combined flows would join existing. underdeveloped flows from the adjacent IBPI site and flow south into a poorly defined drainage area. Calculations on the historic on -site flows show that there is approximately 8.2 cfs that spills from the site (Figure 2). The 3 hour (180 minute) storm was used to establish the total historic volume spilled to this point during the initial storm. Appendix A contains the actual volume estimate for the design storm, which was calculated at 1.76,800 cubic feet or 4.06 Ac.ft. The major. (100 yr) storm in this area would inundate large portions of the developed area with shallow flood water. The design of this mobile home park allows for shallow flooding of adjacent streets and will elevate all finished floors a minimum of 18" above the established base flood elevations (BFE):. The established BFE are shown on the Drainage and Erosion Control. exhibit in 1 the back pocket of this�report, also note that all development occurs outside of the .established floodway boundary for. Dry Creek. RJ 8 0 VD. DEVELOPED DRAINAGE CONDITIONS: Overall Concept: The general concept for handling stormwater runoff from the proposed development consists of dividing the area into three separate basins. All basins are divided into approximately four to nine additional sub -basins and drain:overland to adjacent streets or swales between lots. Basin A and B were designed to collect and convey surface flows to concentration point No. 14 along the southwesterly boundary of the project. Concentrated flows would be released from this area. directly to the established low -flow channel of Dry Creek. Analysis of travel times on Dry Creek show that the peak flows occur at approximately 4.8 hours (280 minutes) at the Poudre River confluence, please see figure 3 from the Pry Creek Masterplan. The first peak occurs at approximately 76 minutes at 1300 cfs, the second peak (2700 cfs) accounts for upstream Basin flows from the 65 square mile upstream area. Calculations of on -site. travel times (Appendix B) show that. peak undetained flows from Basins A and B occur at less than 35 minutes; more than 40 minutes before the initial peak flows on Dry Creek., Therefore, peak. spills to Dry Creek from the developed parcel will occur well before the high-water flood elevations occur adjacent to the site. Basin C developed area consists of approximately 12.36 Acres.. This area's flows are conveyed via surface gutters to two detention ponds at the far southeasterly comer of the site. From the pond areas, a controlled release rate of 8.2 cfs is passed downstream to the central median detention. areas of the IBPI and International Boulevard. The median detention pond and the associated conveyance u I 1J ..J system has been enlarged to accommodate the additional historic flows (8.2 cfs) from the upstream site. Please refer to Exhibits 1 and 2 for downstream improvements to International Boulevard that occur as part of this development. The common outfall point has been increased to a'24" RCP to handle 27 cfs from the designed IBPI parcel and the spill from the Mobile Home Park. The detention Appendix B also include a total release volume for the three hour storm from storage calculations in p the develo ed Basin C. These calculations show a maximum release volume of 2.43 ac. ft. (106,000 p P n cu. ft.). This volume is well below the historic volume of 4.03 ac. ft. from the historic site. This is due to the fact that Basins A and B (25.9 Acres) spill directly to Dry Creek before the 100 year peak. The remaining Basin C spills to the approximate historic release point, but has been reduced to only A 191 in es 0 12.36 Ac. verses the historic site area of 61.8 Acres. -P m-[mrr d velnnment vlea� -t3 eampr�,s�-af-tl� �ture-Phese�-- ,-• DETAILED DRAINAGE: -A 6- q Basin A Basin A is divided into 4 sub -basins. All overland flows are designed to spill to the developed streets and flows are designed to spill to the developed streets and flow southerly to concentration point 14. Overland times are slow due to grading of pads which are typically sloped toward the back of curb at approximately 1%. Here stormwater is captured in the gutter and conveyed downstream at 0%. Flows are directed thru intersections in concrete pans and at concentration approximately 0.3 point 14. they spill directly to.the Dry Creek Channel. 75 0/-ea ;)-, �ii recfl y it. Q yCr . Basin B Basin collects all runoff as surface flows to adjacent curb lines, as was described for Basin A. The routing of flows in Basin B is slightly different. Streets act as the main conveyance element, however in two areas (concentration points 9 and 13) flows are conveyed thru back yard swales, to downstream conveyance features. During the initial storm,. these features have adequate capacity to convey upstream flows. The major (100 yr) storm will cause flood water to reach far into the development and on -site conveyance elements will maintain capacity to convey site flood water to Dry Creek. The mobile homes will be elevated so that no on -site or off --site drainage will inundate the mobile homes. ' Basin C Basin C was designed to collect surface flows similar to Basin A and B. However, as outlined above th ese flows are collected to a detention pond in the southeasterly comer of the Basin. This pond . releases to the median detention pond ofIBPI at the historic (8.2 cfs) rate. Please refer to Appendix i B for a detailed developed drainage calculations along with sizing of detention pond on -site conveyance elements. Basin OS-1 i This basin consists of the existing area that historically collects to a sump area off --site, which upon �l. overtopping, drains to the south,, as shown on Figure 2. The historic drainage calculations in ease rate of cfs (per Dry Creek approved release rates - Appendix A, allow for a,10-year rel I Stormwater Utility). This historic pattern will remain and continue to collect and release to a shallow 11 1 I 1 I 1 Id 1 _J pan at approximately the same elevation as identified on the enclosed drainage plans (Sheets 15 and 16). These flows will be transferred to the westerly curb line in Basin A and conveyed downstream undetained. Additional historic flows along the westerly property to the outfall point at Dry Creek, he will be directed south to Dry Creek in a dedicated drainage easement (see plat). VDj EROSION CONTROL: A. Wind Erosion. an area designated as having moderate wind erosion potential. The existing This site is located in cover for the site in its natural state and the existing erosion natural grasses provide adequate ground from wind appears to be minimal. Areas disturbed (Grading Plan in Back Pocket) will be treated with native seed and straw mulch. Only building pads and street section areas are being left disturbed. Permanent improvements will be completed in these areas within two months after they are exposed. See Table 1 for the proposed construction sequence. Native grasses and hay mulch will be applied at a rate of 2 tons/acre immediately after paving and curb and gutter operations are completed, no additional wind erosion measures are proposed. B. Water Erosion This site is located in an area designated as having high erosion potential from storm water runoff drainage channels and embankments on the site. Runoff from Examples of this can be seen in existing this site will be conveyed through drainage channels and street sections. A detention storage pond 12 will be constructed in the southeasterly comer of the site. The erosion control measures on this site are significant for reducing or eliminating erosion, temporary sediment ponds will be used to act as a sediment basin during construction. Erosion control structures (straw bales) will also be placed in the drainage swales to insure that potential erosion from high flow, velocities are minimized. Swales seeded and velocities are sufficiently low to allow grass to will be completed to concrete or be become established. All areas disturbed by construction will be paved or seeded. 1X. CONCLUSIONS AND RECOIVII��NDATIONS: After careful review of all on -site and off site drainage issues for the proposed site, the following conclusions and recommendations can be outlined: I. The proposed site has been divided into 3 major basins. Basins A&B are designed to collect flows to streets and back yard swales. Combined flows will collect to a central channel and spill to Dry Creek undetained. Minor and Major flows from the developed site will spill to Dry Creek before the 100 yr flood. 2, The remaining (Basin C) area will spill to a detention pond at the projects southeasterly comer. This pond will attenuate flows and spill at the 2-yr historic rate: Historic volumes will also receive attenuation, as less area collects to the historic outfall point, as detailed in from the pond spill to a median detention area designed for IBPI the previous section. Flows 13 APPENDIX B mi O N r m n^ m m N N N m N❑ m m O � m �n 1!1 r N❑ m N � 0 m a r^ fil a r ^ N m " O ¢ — V m Q N m n m^ m r a ev r m . v umi m rmi tPl ❑^ enN ^ N m1 'n O m m N N If] ^ m m^ C C O^ N m 0❑ O N m m ^ [V N^ IV N N N N .m Q C O C � C Q m m P m N N m m r m O m m n OI m b r m P❑ d C O r n Q r m 0^ m m m N^ m O1 r N^ m^ O m^ P m P N m N N N N N ^ m N N . E d E Id in o N a N F d ... U o m m Q Q m r P mm > E_ 6m^ a r mFEa 1d N^ mN T d Q P e Q e P P P Q N N P P N N e N Q P N N Q N Q N P N P e Q P R P m m N N N N N N N a o O P Q P mO n N N N Y N N N N N N N N N N N 3 m r v m ^-' m� m m m m m m m m m m m m m m m 'm m m o m m S S m o m o 0 m o❑❑❑❑❑ 0 m m m m m m m m m o o a o 0.0 0 0 0 0 0 0 0 m w ac o 0 0❑ - a 0 0 0❑ o o❑❑❑❑$ o❑❑❑ o o a a S o S o o S-o 0 o a a 0 o❑ a❑ a o o a o o a a a d a a o m •- o o a o b a a o d m L U ❑ t _ O O O O O O� m m _ S ❑ m m m O m N m❑ m m m O m S S n n O m N m P m N OI P N O m N m O O O O ' m l'1 r r OI m Q m m m m m m r n � m m O m r pp 0 e m to m❑ N^ m P^ Id ^ .. . C ... m d Q Q a m E m r^ �n m N m❑ m P m ra ro � p m m a m m m o a m m n a n o N r n a rn e m Q❑ e a o c m o mi mi ❑ N O m N N O❑ O m a m� r w E � d T� 0 m LL 0 0❑❑ o 0 0 0 0 0 0❑❑ o❑ o 0 0 0❑^ CCC tl c a sO o 0 0 ❑ o❑ o❑❑❑ o o o a o m o ❑ o 0 0 0 0❑ o 0 0 0 0 0 0 0❑ o o❑ o 0 p `m y— o d o d o d d a o o a o m p � m U O O m N m m N m O O m m Q m^ O m m O m m O m S ❑ o ❑ cd E �. N m t❑'1 0 0 O O O m r2 � a m= m m r m IO r m m m m m N m tl� ❑ ^ ^ U � ❑ ❑ m U O_ C� ' O$ O O❑ m 0❑ O gj S O UI O m m p m yI O❑ N n m S� m m m r N N❑ N O m I(1 ❑ O O CC m N S 0 m m^ N� m N❑❑ O r^ C o a N m N N r IO P c m m m Id m N rn m P m m 'Q m LL CS = uNl m o m E m m❑ m � 0a ❑a Oo S em S m00 0a N b NON ~F0UU ❑LLci n1❑am UU Wa mo IoO 0o 0a I0m Iom Iam Iod. a ❑ o❑ o 0 o o o 0 E m o ir I" p FF c r ❑❑ Q P m m P P N O m m m P m o m m� 6 a ,o `o -x . N W� N N❑ n 0^ N Imo m r N� OI m ^ O p m r r O m m m N N N� r N O� m N N W N .- N m N� N O O d N E J m J Q Q Q Q ¢z0 Qz0 4 n 7 FL m� o❑i m r dtil WmU m� Q WID m W m w ��Q z�zbfj titi Fti tzmO zOU a<<<ip .€m❑ �nNy cbz m m maIcc zdj m mz Ei O . p O U Dm U . U U Y U N C E. i m Q mN f7 m m N m v tl O u�i O N V P m N m r N n m N❑ OI m— m Q ml F N C O m O CV N r N m O U1 I` Cl m m ImO C�� F m m N r❑ n o o❑ N N m O P P m o v n N m N m ui m m m m m n .� t v m m❑ n N v ❑r m m v m I? n r vi ui r ui 0 0 0 ui ui ro m (6 P P ui P m v r v v ui m m m m vi ui ro v v s 0 C ] C O o .m v v v n n n v m p m F O n p n m O m) O l') 0m p '� O m m m m G m. P m m � N r n m E m E n m N n P n m N n N N N N m c v Y P U •� m m n r m Q O P P m F Q m m P m r N m m m n r N n n C N n n Ill m m 0 O O F n mL7 n n Ci F m m N m N N N N n Q m m m F E P N N � m Im m m H V P P P P P P P P P P P P Y P Q P N N N N N N N N N N N N N N m mm m 3 W � LL a m n m m � n n n n n n n n n m m � p p❑❑ 0❑ 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ❑ o 0 0 0 0 0 o O D o 0 0 z 0 0 0 0 0 0 0 o D o 0 0❑ o m m -- o o a❑ o❑ a o 0 0 0 0 0 00 0 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 o d L D L 0 0 Im m O m O m mO N m m m b b loll V Oml 0� r r m N Q m m . � -� ❑ 0❑ g � m m m n N N ❑ m m � F F N m P CI m m m n r� m m W =. n n r o P P P m m m❑ � P � N J W E m E-❑ m o r m rn m m m m r m m N N r lO m m r to Iri n m o m m 3 ui d vi r_ p m rri mi r n r vi n m m m r F to r; vi r F `m E m r ui m C a N v E D o o❑❑ O O O O D O D O O O D O [ D O D O O [0 a m s D❑ o❑ D D o 0 0 0 0 o 0 0 0 0 0 0 o `o L o 0 0 0 0 c a m m — o 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 o c c 0 0 0 o a 0 D D 0. U m .a m= o c c c o 0 0 o a c > O u m U O O m m N p N m m O m O m P n 0 Ill p m m m 0 F ^ 0 0 p ml O O 0 u E c m D 0 0 m 0 O D O 0 D m o In F m m F n n m n m m m= 0 a V J '' m pl CC m a C O O ❑ p 0 m 'O Ill O y❑j m pp 0 0 0 N r N O N O r 0 Imll Q D_ r LL CI Y N Q m p f0 0 R m N m n O Cnl N m� m N OI m n Q m m r� Ol. m m mf. � tf m p 10 ppj m � [ F ' p CCry m U m C vNl r l� m m m m m r F m F m m m m m m m m m m m m 0 N m m m m O m m N m mQ F i j O 0 0 0 0 I] r r r F O F F O O❑❑ O O O O O O O O O Ci 0 D❑❑ ? w LL F a D 0 0 0 0 O O O o o U U m 0 ILL r r❑ N t? m m. D 0 N m y P O m 0 N tmm m r N Im�l to m 0 O m n n N N m N❑ N N N N N m N ml O m Q lV O P N N N r Cj z E m F m > D C m 0 a .m < Q Q p N n v Z m Q r J m IL m a m ul m F ¢ N m E 5 m Q NnPwmw mw r m W OI W IL IL zz cSti W zcSo tiz a E[ ti ff = 'm c E zrAz�z m�mm m m ti C_= e" OU U c Z p O O D O O U U G HIr U = iv m v In rn ❑ ❑ m N N N N N~ O U o a J a i DETENTION VOLUME REQUIREMENTS Page: too Year Event (DEVELOPED) of Pages Date: ojecl Number Project Title: DRY CREEK MOBILE HOME P. U.D. 23-Jan-97 95.18MOB POND A File: MOBDETA.WO1 ;timator: G.A. ODEHNAL DETENTION Problem: for the proposed development Determine the total volume of detention required All other basins will drain to which consists of approximately 9 acres. the points of concentration as shown . Given: a) Historic drainage conditions b) The Maximum release rate = 7 cfs (2-yr Historic) c) Basins Included: Sub -basin to East d) Mass Diagram Method of Detention Calculation CCfA = (O:fiO)(1.25)( 9 ac) = 6.75 e Time: Acumulated Outfall Volume: Storage, -3 Ac-Ft Time: 100 yr. freq. min. CCfA Inten. seconds Vol. (It -3) O = 7 cfs It 14 343 0.3293 5 6.75 8.12 300 16,443 2,100 24.758 0.5664 10 6.75 � 7.15 -. 600 28,858 4,200 30,15D 0.6921 15 6.75 6.00 900 36,450 6,300 33,720 0.7741 20 6.75 5.20 1200 42,130 8,400 38.430 0.8822 30- 6.75 4.20 1800 S1,030 12,fiD0 40,224 0.9234 _ 40 6.75 3.52 24o0 57,024 1 fi,80D 41, 170 0.9497 50 6.75 3.08 3000 62,370 21,11f10 38,466 O.BB31 60 6.75 2.62 3600 63.688 25,200 30,726 0.1 7054 90 6.75 1.88 5400 68,526 37,800 19,SEW 0.4496 - 120 6.75 1.44 7200 69,904 50,41H1 9,292 0.2133 150 6.75 1.19 9000 72,282 63.000 1,674 0.0384 1BO 6.75 .1.06 10800 77,274 75,600 Maximum Volume Required: 41,370 ft-3 or DETENTION: 0.95 Ac: Ft. Maximum Volume RELEASED: 77,274 ft"3 or 1.77 r ' DETENTION VOLUME REQUIREMENTS Page: 1o0 Year Event (DEVELOPED) of Pages Date: - ' ProjeclNumber. Project Title: DRY CREEK MOBILE HOME P. U.D. 23-Jan-97 95.18MOB POND B File: MOBDETB.W01 Estimator: " G.A. ODEHNAL DETENTION - Problem: - Determine the total volume of detention required for the proposed development which consists of approximately 3.36 acres. All other basins will drain to the points of concentration as shown . ' Given: , a) Historic drainage conditions b) The Maximum release rate = 1.2 cis (2-yr Historic) c) Basins Included: Sub -basin to East .. d) Mass Diagram Method of Detention Calculation e CCtA = (0.60)(1.25))( 3.36 ac) = 2.52. v Time 100 yr. fraq. Time: - Acumulated Outfall Volume: Storage Required: -3 Ac-Ft min CCfA Inten. seconds Vol. (ft-3) 1.2 cfs ft O = 5.779 0.1327 5 2.52 8.12 300- 6,139 3fi0 10,091 0.2317 10 2.52 720 13,60 12,528 0.2876 15 2.52 6.00 6.00 900 900 - 13,fi00 1,080 ... - 14,285 0.3279 20 2.52 5.20 1,440 1200 - 15,725 16,691 0.3678 30 2.52 4.20 1800 19,051 2,150 18,409 '0.4226 40 2.52 3.52 2,860 2400 21,289 19.685 0.4519 50 252 3.08 3000 23,285 3,600 19,449 0.4465 - 6o 2.52 2.62 4,320 3600 23,769 19.103 0.4385 ' 90 2.52 1.88 5400 25,583 6,480 17,487 0,4015 121 -2.52 1.44 026,127 0,640 16,189 0.3717 150' 2.52 1.19 90 9000 2fi,9B9 10,800 15,889 0.9648 180 2.52 1.05 10800 28,849 12,950 . ' Maximum Volume Required: 190.5 ft-3 or ------. ..__-.. ---"---- DETENTION :-..-_.__._..--0.45--Ac.Ft Maximum Volume RELEASED: 28,B49 ft-3 or ' 0.66 Ar. FL o - ... I tI i J Y r DETENTION POND "B" VOLUME 29-Jan-97 JOB: DRY CREEK CONTOUR CONTOUR VOLUME TOTAL ELEVATION AREA PER INCR. AT ELEV 4928 0.00 SF 0.00 0.00 4928.5 0.00 SF 1,041.25 1,041.25 4929 4,165.00 SF 7,670.50 8,711.75 4930 11,176.00 SF 11,280.69 19,992.44 4930.9 13,892.20 SF 0.00 19,992.44 0 SF . 0.00 19,992.44 0 SF 0,00 19,992.44 0 SF AREA REQUIRED (A FT): TOTAL ACRE FEET: 0.4590 CUBIC FEET: 19,992.44 �y 15 / \ 1 I I - H.P._ I� I 237 I Ila ------ -- `.+)4 59 M.F.EE.: M,EF. E- 33,43 I C\ ]].83 19 nl-EFE.= I J5-„ J3.51 IH.p.= 13.3 In }}. ) +_ __ ]1.71 MFFE.= .i.i.E= // ZZ\66 34.19 W 21H I MF.F.E.= 13J.55 !•' ]a.5a a• A.90 / 4.EEE.= ]7.2 �1' ]LbE' I. 9 _ 32_90 I72K,.5, 75 22B ' ]S.,B 225 ((i __ 34.83 I ]5.)6 IOH \�9��6 33.96; MY F.E. � I n IN.P= M.FI E.= ' v ssp 31.61 ' -226 I o MF.EE.= - , a 88' \\ P� 12 ]\ 219 , 43 N 238 Js.37 ]4.72 ]s.)I}� 35 198 Y.F.FE.= I 227 M.F.F.E.= 117 I 1 Y.F,F,E= - °+\ i 1.54 ]3.69 HP., 35.33 __� 33-5` 1lr 2.11 1 1 _ - uFFE.= 1 3C2J 32.76 \ I H.P.= RI -�-- - Ja lB P= 1! 12.4 H.P.= JS 21 35.61 I _ MATCH LINE �_ _ ], :; . ♦�\2 zzo �P ]2.4y-]2.90 Z� ]}... 33. Z0 }S H J 1 iG.b] 35EIFFE 55 tog I-4_ 239 is s6 116 ]5 55 i 1 '^ SEE SHEET 12- 5 - - - - - - - �1I- 1 n \ EE.= ], ]0\ 3 Y.EEE.= ^ 35.2, 1 N P � 33.84 124 MT F[, Jl..i E.= M.EEE.= N.i.EE.= 15.R � . 34 .8 ] a on MFF.E- j 11,40 j , 10 "i.l`A., \ ]L61 \ 33.2♦ JS.JB ]4.10 32.99 }1.06 - ! 2! -~-__ 35A5 I 11 r/ 1 LLi l.E.. M.F.F.E.- 1.15 1 I 224 n M.F.LE.= Ell 3330 , dS.]0_ _ O_JG 1 31.02 33,46 �' H_P.= •7 \ .09 , 32.09 LI 3296 35.Is 240 ' n 9 31.6Jt% \l as 221 222 223 Jet 115 "P = NF.EE.= Jt.pp \ I 32.10 _ !Z 5 32.9) M F.F.E.= '7 ``\ 33.30 1 `379 2.9C ]5.]0 •9.%- 3095 i•i \.J,.] d Lei _ _. ... _ }' OiICxLE 6 4. P1 \ IF H /MY- , .B) 1.]6 - 12]8 _. _.. 3265 t4 PAN.r.0 a 11 A 1 .' / A. 3].IS , J0.84' .79 val . V rt J. e4' n» 95 \ >u. q . ll- \/r Y.EF.E.. 31.1. /.� iaJ L_ `1.-JLIP.'+'1 3514 `\/J EIT qR N.P.= � � 0 3514 •� 2' NOE CONC. r IL54 30.6 \ 241 /;st�L.lJ�, I¢ I 1 £RI035 PAN/ a Y� P.J7 4i`]° PL.. " P 1 I ]M1�11 s• __-112- .00]5; \ al(, H ..- � `. J u )q Jm 32.62_ 3!9 v 6 i (c • tLU•1 b .p 1284E { 1 45 '(]0'S / ]1w5 5 \ las f (((.CIE .1) i•. ^� /nv IPF 3162 : 306Y\ ( (.' y >ls J((sv( 3a.fi2 1 /' ``\` •` 32.68. ,\30.]7 l y !�� •xl' ill -,J _- 113 I r. \\\YYY\(((333000 �\ J l r.c.. s 5 l2.68,�3i ]9 4 '�ev "'\. All c��s' lZ.t2 Q m PINE GRADING AND PAl?,VC NOTES ', 0. 5 32.53 /R.P= IV ss 34 F.E.. '• 9y`\ 3 '+Pn sr , i4 46 \r [R055 PAN 3412 I I. _.•p(V 1•T M ' st ll, IT ) A AE 11"Il( CAAE 0, S W 4FAFPaI 4 ., \ 31.}] r bi �� 11 4 4l •. I �Ad Mp! (IRm'k, 4OF (I 1O1 % UO SOF.4a° Y[ y 91p, 4mF = 1. - \\\`YA/ / . P1 ] 1 714 MT=EOM('4NIS "MoN OSE AmRSYP rm.NOE.P Cal"O PAPOP ♦ \ M.F.F.E. u '\\ n_- / ° .,° .il lj. ii„ __________ MC OC4l(PE. 5•RL COs(I N RCayE CWES. 32.37 t 4¢P/us s•4 Y R.rto ., . aNn 10 4E0 s•(Er RaP Mwa OAFII BE •P. 33 2 •, ]' a. �,♦ 6 1 •• (l fl �\ 1 •..E 1. a wNx s•.0 svC .nr r `Ei SHOE si _ - ' = : _ •I \ . qi NL A. PA n a PAPI'll. rp l' f N.F.F.E- /CROSS PAH iF Sa 11.a L •� - ` .M v[v • •[x. ii iovamS EP4(5 P 0.(A Cvc° ,0 v..m .R.S. 32,72 f i9 l 4 0[ . Y(R W-1 m MYL (1MT i LY• E. v.ICMS OY.. PW yiR9 10 WIC" IAP. / I. \1 PIP -V.p \ 0. 5 H,P.. \\ 5. R'(. •0 GEME.4 MRS 10P 10[K= .wLC.B1t G,rPY.Tp,. V 'r 31.]! 1 /j In it . f l ,c e 4l Cu KO AwS Ell -I •IPA 9 .1 •.I( lOPCWF PAP AT y190E COFSS \ N.F FE f/ Afi 4 2- (-OF all , JI P OE,EN (ION PONO '8 95 32-0RIP_ aP i Cu-OE-I.x• ° ° OMP aR#M Sq[[•( W[SS nOiN 0M(eNY PIVL ".H ' 9/ ll.S O FINAWRP Pd=_.'EA LIPS Am 0.'R.. _ 7' ODE n J )\ 7\ 1 '9.T n 1. -tt UA EEI.RP .--A s".LL TTE wrt.0 Ciw° .la lE 1 ,yi(. `` �' / RN. 0 j\� ii as 1i3i° 1 l Ip \ I I \ 9. EMVAx¢ On.L .1 +a,( v641 OAS w0 rulRP .1 CV 15PE [02] Am OURRI VS rE..ISm mpC.RS wPMV A.0 1 I [1[v.1q, pIE -J PAN O 0..0>. ji \p i 1\ S\6\ \\1 de(1 AMI GuiRR a• .y( [[MRP 9AM- TO R000PL1N pv v.wlA.a•,G r Mana O 40M ] `JJ IIl w5 P.P+G 0.ar, Rw(SENR [w4 d.OAG [.RPI TOrw[ fAAWG eK..i. TO , ♦SC gaOCKII '5 OREARA _ DETEN (IOH POND -p FGOA wW.➢ Ell. V®GE •O,C Is CAP e0, SF 0PC ,x.nl 11 AGNN I.M. P. I.r "1 1, . PA, al SE • P A 'A... PIT, +Pxmh TA..AE{ •PwuOS •.E SVALES 9Ew M 0S `A BANS. A tm TAPE PAO.G =14. iS MYPKRARP OR SIRE' ,S. ,1 S(E "11111 1 ,. rW . I.. RW, Ull.. n 1000%.N C. 'v I l.ltiw._ •-Lt'•((Ii✓/T ,(E-A4(41.4i A/-17. 17. Cv60.wig• . CHEf.4F I 1 GRAPHIC SCALE 0 m A. m `T-d=_r-d I ..T.,. IO N EP°MG A(R•v05 uZA Q %- W SECixN O 0- CLb rACE MM 1APEM0 MAP. 11L EACH . Q tr ..m 111..Ooo nPul POtpMS c1P 1a SUNE Eun NE.P 1APIA ....Ew1 TO WET Polo"o, Q KP,R55 P0.LPNP EunEA TO WE, . tM Am Au. ROPS 10 PASS. (] 1APCA PCLLOKP NPS 1O AI UOEs PAN pl APAP9MP1 J°- .MOLE PA. M AgLOM CW. © ...AVa KPOCH cl° 10 %%EOK11 cK .Q .71,•.-IS PO RVS EE.S .Ills. YE PP .. Of WE, IS PI 19 Qj I11POP RVS ILS.OEJ. XE PPma b' EN sNEEr q .1 If (� l PARSONS &ASSOCIATES, INC. 9.I ns. OPrLano za 80 FL. Co(970) Colorado 80524 CONSULTING ENGINEERS (9To) zzl-zaoY PHASE 1: SITES 1-9. 102-123, 207-240 (CLUBHOUSE/OFFICE-SITE 241) PHASE It: SITES 10-20, 154-167. 183-187, 203-206 PHASE III: SITES 21-101, 124-153. 168-182, 188-202, (MAINTENANCE k STORAGE -SITE 242) 95.1 B- MOB RN/ ChePler: GAO, OUP NNF DPW FES 5. 1997 (F 0 •17 RIP _R1P 'I MINOR AMENDMENT NO. 1 DR Y CREEK Sh at 12 GRADING PLAN 1 9heel s cr 4) P-1 MATCH LINE _ _ ;s 14e -�-- q HP. _ SEE SHEET 13 �]�. - - - - - -' - - - 1 5. S6 - - - - - - - - - - - L - - - ' ] C J, a+ ] L Se N.F.F.E.. , - - 95- Lse�\ 3s.75-__r35.3s 173 9 174 175 176 ti� T 1 - - - - -, - -' M,FF,E.- M,F.F. E.. N.F,F.E.- M.F.F.E.- ' M.FFE.- m M.F P.E- �,7a.8.I' M.F.F.E. ]6.I) ]5 ]6.0026 \ `17_f~ 1I ]5.75 35.04 ,� 36.0/ Y.F.F. E.- -^-- N.F.F.E.. Sam J619 76.}a 35A/ 35.04 149 I 1 I. 35A5 1 ^f --J� n }550 X.P. 4.60 K K ]S.a "__ 33.5 3400 M.FFE.. r a 33.71 ((7� H.P,- 3a,94 Y,F.F E.- ' 15 ]5 H.P.. ]2.4.` I J 33.11 3173 177 M,F.F,E.- 3400 }419 34.34 ]fi.+, A.P.• 128 u.PF.E.- a.65 �, 4 ] 34.6) �34.39 172 ]2.96 35.25 192 • 03 _ 35.90 31.26 I N r I MF.F.E.- 25 ✓- .. .. - M.P.= HP.- 1.97 / 37,42 \y M.F.FE.� ma's } 3].)7 33.19 3483 J3.90 ]4.92 la.0 _- iS. SB gJ - Si N 963 3 I 1 33 NF.F.E.. l4.18 „I 3J.9a 3a.53 3499 J., ' nP� - ].16 _�H.P,- y- 3 4fi M.P,.I J5.99 nI 5.P ]6, t n ` 3550 H.P.. '34, 70 NF.F.E.- 35.741 M.F.F,E.- ►- 134. 5 Y.F.FE.- p ]590 PARK C q,G. F.E.. ' +.59 150 H.P.• 34.22 3850 ARK B I MFF.E.• 364I 19 371] I M.F.EE.= 3a,a4 171 3536 191 8 ,P Y,P get' Sake w/r 24 r' 33.27 J 35.22 127 3Z27 aonw .xo cI goE l4Jz e 1 78 `�--_--r-_ ]J 7xl a]z ],.sa I 1 35. 7 J, 97� 97 . gv[s 35.75E.- ]7.7 Mff.E..3,,02. __ ]2.8 J --,-----_P nI �. }$.)5 1 JJ.26 ~� -' }4.]/ H.P J175 HP 3 JJ pe ]5s0 J3.41 r33.0i - ]/ , ! +0 ._ .. J 3,.2o I 35.e5 li ..- H.P.- r l} -�� •-r+I .. ��- '. 151_ ]5 M.F.F.E.- - ]SGO.E.• 35.74E a.10 I MFF.E- GRAPHIC SCALE 7448 `,, M12 L05 ]5.25 J2.61 21S J2.91 • 1 _ _ 190 $ _ _ .._ `\ - ]6.97 I MFF.E.- 98 I a a 7o ro w ,� `, �� �� i. 170 n 1 I 3,73 M.F.eE.- +T \•. t99 126 37.11 3550E.• 23 ]2.5 a� i NF.F.E.. - ]8.10 I }a.g0 0_ J I I I 35.50 ]3' ] 310 __-�' I 75.00 ^ + ( �f `I' 6 { iS2 !:8) M.F.F..- N ,F.E,. �% fr.E.- B M.F.F.E.- 1 mvn - ,9 rt N FI,E.• M.P.= � d I M.F.F.E• MP . ' 361MFF,E..J+ 9fi, Ja. 06 35.00 H.P.- 181 7a 6 M.EEE.. 3594 ]4.77 36.20 MY F,E.•]539 35.25 .- 131661X.P.- D.89 35.15 n 182 I I 1 179 5se 18 ., nI 202 I 201 OO I 36.61 N.FEE1 N.00 9 N.P. mI dl IH P. I i 12S ]6.951fi9 HP-},,2J m KP._2.37 °tiv' O .. 34.00 ' 34.30' 34.45 _ 3143 n1J4.09 M.P.-I JR.y Polllna, Cnlnratlo 331,37 32.95 -- n `' HP.- N.P. ]5.5] ]5.9J ? fi 2232.9 1S3 J.11-` Ymil !I I �_' J52 SiJ37 3 89 �JS. a5A . } 4 nI a I PI..iI +\'1'1'.'iV.11, H.P=I I � �_ 4 4�J4,1♦ 188M.F.F.E.. •y� � q _�� uAF.E.• lJ,BS Y.EEE- Y ]'�.6+ HP. M.P. F.E.. ]S.OJ ♦IP.• p-y_a.1]�Y Q SL4fiT 1 - - t 3515 I 35.00 I M.P.. 3/.3B 35.43 u+ . a.!...\p.... ^. ICI I !a.]I H.P.- ]J.fil 1 33.74 e, M,FF.E.- 1 s7 1 API _ H.P,- + 3613E 36F66E 1 47 0 YFC 1 1 + M.F.F.E. . E.- !7 M.F.F. E.- 1fi8 H.P,. ]1.8] .J6.60 Ieb:' :I•' ]S.SBE I 204 I ^ I ' ..�,.: 35.25 -.+/I , 3a. )3 33.7 + 4 ^ + _ 7.19 M.F.F.E.. 4, �II 21 ]31e M.F. F.F.E.- M.F F. E.- 2OS 49J5 [ 124 /) 10O 1 :rteC6.J Jr A /'i 1i�% 3z.77 1 ' 34,50 M.F.F.E.. vaW. rs20w 35.B2E.• I M.F.F.E.. I 206 ]4.a1 6,`"___�7 a UIII. D.•r ` i•-► M.F.F.E.- 1 87 ��// I [FaeK 35.00 167 184 185 1 186 1 11.17 Boa' rrneu a c.osv.x (rna 7J. H . P. q3 32.n }2.n 183 gJ I 1 e' aosvw }].I) ]].JO b.� ems, M.F.F.E.- ' M.F.F.E.- 32.8+ ,P ]2.81 154 M.El FF,E- I (rswea IwlEsa s 4 . ]].90 CHECKE.: 0'• _ I \ 2O ]2.6) ]j 34.73 xarto o1N[+ws[I ].2/ , a ]8.64 1 O J515 ^ - • 311) 105 20' 9n0E 31.+5 5.0.1SR 12.fi! , 33.0) !].]a- !J S6 JS e SS 99 14.2611 ,E nx- 1 3-.6) _- - - .. - .46 }2]0 _ ]2.Sy' g CBOSSPA�_ ]2.80 3J.0] � �s i OT }4.]t J� a6 -Jul' � 3.22 3].J9 SJ.Se ]3.BI 3,.15 - 34.41 t -_�- _ ]2'e SnD}OA � ��---%]J.10 52.94- : m ]2.S1 - ---- 5=0.5DR 33.6 Y.F.F.E.• i ]=.9e�'� 32.4 ]2.Se S=O.SSS I 32.49 J2. • J2• .i! 17.N ]].36 !l.6i ]!8fi 3a.Ot -� ' ... 32.05 - • - - 3z J2.9/ -� 35.55 , J3." t23 102 = Q ]!• r+n[ IICTOI y E• (yM f•[[ NM rYCxEP J2-5 - J2.67 KFFE--. Y.FFE- \ •. E1P! fnq_ I. geL D %�• ' •,•I H: ,• I 32. S- - 1 74.75 i 3490 72. 6 21 O M.FP-E • 93 \ x r woos nugwy, my .WoWa CAP m s.wc �I 1 ( '/S g M-FF E.. 20' m0E Pm, MFFE.- 36.01 H.P.• 4' one xc•o. art. NM .alpr to we, aq DwIl, •7 34,7) 212 4.F.FE. N FY- (1) 2.45I 1 S5 J/.75 SWALE 32.9 r;II n J5.1] N.F. F.E.= M.F.F.E.- 9 207 , ]6.51 Q Po•ar" IIEU-PKm o nell m Mm rL9. L.a Aw9 M.F.F.E- 1 M.EF.E.- H.P.- I ^ M.F.F.E.. I i I M.C.EE.. 1 35.52 ' 35.efi M P.. }4.9 I ]a 49 i 1 213 ' M.F.F.E.. i+.V.. .uow nos mess t 35,Dp 1 1• 34.75 ]3.a8 H. P..I 164 H. - n, 34.5e H.P.. }a.94 M. F 208 H p - M.F.F.E.- IA 1 ]2180 t 33.25 ]]. 37 3z)t 209 35.55 I 36.55 Q 'A•E.. WA. tulle 10.[cr von 1. 4 32.3 '1 1 166 I fi5 33.83 H.P.. Q m.xgwr >.• mrrxu ow m .gLo.Ew uC. , II T I _ ' G I I 3z.e[i mI Z74 } 21 - X.P.. �}a.76 I Im }•. 1031 1 1 11 M.F.F.E= ry X.P =I M.F.F.E-- I J4.5 e r.•r.9naw W.%c Cal, m.n[ows [.c 33./7 M.P.. }L71 nI H. ] .J H.P.- 34 J, 83 36A9 12 �-f- _ _ 35.48 2 I ^ ]1.39 - 78 ^ ,t o � i 3].1_�7]�� ]] ]2.SD �1Jp ]].70 34.5e M'L� FINE GRADING AND PAVING NOTES: ° M,F.F.E.- n n 'I `7r 31.59 ] .J u 2J6 Ij 53.82 24.34 21.26 Ir MJ'.FE.a -T+ 3/JSl'n}2.65 d t 156 X.P.-t =1 ]5,36 I S.fi9-M.F.F.E.- N•Ne1CAP ""I VIL NP1 EYC[EG 63J.Y9aE 1l,]i. 90CNµx5 'M1 L[NERµ 32.2 N 6' 'MDE CONC, _- H. :2.]0 nI J].8]� I I 36.39 g,•LL xar tr¢[P Sam slo.E p. 7o1 u[ 9Krµn •M a 10. SLOP[ ' M.F.F.E.- TRICKLE PAN 2.50 I M.F.F. E.• Iyy w•r s.Eo•L xax-Eu[.rs xE[o IP a[ md[ss[o xv x.xo¢av Cws9E.Anox r^ ' 34.>5 ]' 3.07 M.FFE._ M.F.F.E.- 1 I 1 M.F.F.E.- Im 104 IH[ oEMnvE+ SH.LL comL. wN .. E ACCAE cools. 3a.Je 231 .Js.D4 yI 232 J5. a1 i 1 36.Ja 121 a Za- - _153,� 3].!$ N.LEE.. wEw.us III. K n.CED Al , w•m m µLo..aEG no. P.-A. NE. n<,00. [ 3a, 75 111152 .o �� f q3 162 215 1 9J4 I 234 235 1 n ] IN[ n•xg,ED veE sx•0. PUW Mrn m ACL MYMms . • wx. Ift M P • `w M.F.F.E.- H: P.. H. M.FF. . 1 __3a. IB 1 O5 rc..lms'll", v CAP eeae I. "AD ARE.s, ]2.0 \1'' H.P.-' 34.30 � �3 33. _ 3 K � L__ N.F.EE- J5.15 .P,= K M.F.F.E- 17 } 6 PGF ]a.2a' 32.1 t4-- }�''-`1=8 ]S.aB 35.]7 n 38.23 D } .. .all[ wrF.0 -L M nS m,+e . a•R...•rCx[s ..w, sww ru.+Rl m M.rN .w ."10" 61DE a M.F.F.E.. 21 fi u.F.F,E.- '^ o I ■ s +EVEw m cE.E-a NORs ry yL anaw •wLc.xE wow•Ilox (:11095P.N '" ]6a4 M.F.F.E.. 3].Oa ]7.20 .]6 .91 I . v, 'SI e. •LL Lu-of-.MNs nmr .u. a sxML ++•[ i nac+M v.w .r mrm[ com - r „'N 1s.1 157 1 M. }' M10E CONC. [HANN 7a.97 23O ]3.01 _ _ - _ .- ..- \ I 1 s. w aw �••Pq arm xlo+ sr+C[n uwrn Nano o�•. awss sw•LL ..a ]aF�E. 61 a+A mK. �. ]2 6 4 J4 9H� 31.15 ]2. m Io 7 E` 2S Sa.06 3]. a6 20 J4.02' / S ]2.92 .nL- [ 3.30 W 6' CURB HEAD 33.89 I s. on-of--A.-INRl el MALL-•W WP.L RAPS wm W M. i6 '/`� JLA o K 2 S.O.a - J16A I -_ _---- Ja 63 36A6E I 1 • "-A DMWV----WPrIlCAS NDLVr •r[yl9P[loos.WI Al, / \ 32•00 217 -- ----- .sz:ae PARK A I N.FF.E.• M.F.F.E.- 106 1 [Le •NP OLnpr •1 INE oNRn ,1.Nn. . ¢� 1 1 `AS•ilJ.lt 2.90 M.F.FE.- M.F.F.E.. M.P.. c CCC v.P..c R•N -CAI"' nnr 1CNADIIIGCA.' C,, PC rw r. vAc 'L wSE �' }2. % M,EF.E,- ' 160 M.F.F.E. I ]4.44 J5.09 34.14 31 ,.. 23fi5.5e 34.92 36.01 119 J 7 ^ -_«- oNP •IILyp [•GH uE91U xpa, M] 4M1 Nor H OQI[ YFIIL M[ .CIU4 Pga[M ,/ / ,\, P.• 34,gD 'C IS K-C[P - SAE Lor, na ^d[ q e[ Yr d -'As .wp -LL saoxPE 34.00 229 .P9v s "A"I'M '"Asos PIC S..n Sm. ow m[ uwwc SCANS. •. rvay 33.00 /', •nJ5• I ^' I 34.09 Ix[ca• xc •aIa Y[MawsA RP ox-11 a M:EF.E.• n 33.05 340 Jl.52 --�-_ 1169 ^P ~- MFF � ]4.97 35.92E 9 ^•., .ILL ,.t ,4r_,p, NI r '' 34.57 \3303 158 73.I _--_� 71. In 1' �-- --�1J.29 H.P. !l.83 laM.w.,vn¢-.R ml '•� •' am n-Im, nNi+a-•Lt / - _ ..+. • rm ,+- .N . r-M[. lMw, .+Ls • 15 ,Ni 33.77 - I R. l 107 1 J �Llw.m-a�rt s•ol 1.7a / M.F.F.E.• rw _�^L. 74 \ I M.F.F.E,- JJ.ifi 35.07 m,_ 159 -H-a.- � }s-s2 J..efi Js.e7 %+ 7�---�-- M,F.F.E.. 237 _ H 1 2.19 M.F.F.E.- ]].BS ]].4] I 118 ]J.7r `��-` M.F. F.E.. / J2`6 34.90 34.19 218 I J5.11 37.51 IM.P.. JJ.]3 l^ 7- _ I • - . J2.2 1 32.90 ' 228 i ~ JaSa R- 35.76E.- % � s,[2.04 •G • J1.fi �_ }2.) 35J8 1 225 K f K I --�- 34.e2 _ ]s.76 I INIa coxc e[o wlew-Io/10 .nF f/ q-�r•y wv'` 31.2 , MF.FE.= +'1 \?g e'B M•P•-I n n M.P.- s[ 34.51 72 219 31t n 226 M.F.F. - n - 238 M.FF.E.• }472 ]571 E-• N_-_�-_j4�pp oWe a• .co1EUR e• �\ � \ � ]i.6 J ]3.96 108 CROSS-SECTION A \ � 13 J19e M.F.F.E.- I 'n 35,37 1 , (.Isl \-\fj2.11 34.23 • °\ ! > _ 31.54 3169 H,P.i. I 227 M.F.F.E. Ii rI 117 rolmsM. lxc ga[r n ar 1• ru PETAL) \ f J 31.]6 \ i N P. H.P.- ^I 112i -- -- 3a J8 P - N.F.F.E.- JS.et ' 1�. , _ MATCH LAVE _ _\ +s 31.92 / 12.:� 34.63 r_ �(3_4 _ 220 _ / 3u]-J7.9 3J14 v�_70 v.n P _ oo II 239 H,P,. J3.55 109 - a:T SEE SHEET 12 ` ✓�T.9---'--- -- - --=-�P�80 ---- --� �34.56 116 _ J 31.53 - - -I- CROSS-S .CTION B A. .oc f./fDAWL Aso \ \ M.F.F.E.. / ]1.30� N At / ' ' M.F.F.E.. H.P..-34Jb fM1lsl R \ `,\ �F.F.E.•F.F.E.- 06-1 }-. euM / a[qm• ❑ .(31.40. 1.2a 1 I _ ]3.11�- 3448 _3 I J].ea M.F.F.M.F.F.E.- 1 M.F.M.F,P.E- j , JJ.JB Ja.10 75.II ^ c d vosv 1 EP51Wc w[nwos .+u // 10 / • \•31.fi1 3].24 / 32.99 I b IN,2] I [ n M.F.F.E.. + l \ /f ]J.09E - I M.F. F,E.. ^ 35.45 I 1 1. sN..a u7oo 35.40 fJH--tc aw- a noR: MY.F,E.- 1.15 n•.v \caxc. RINL[ �• ISRN (Do Not YSE 33.46 I 224 I. M.F.F.E.. x� 110 [ xAw so vM v'•" PIPS) ..r F[.•n.w INOCARe MINNYM nwrsH[o Hoax 71.02 H.P.- � 1.09 I L h ]5.1e °'1 J].]0 ^ 7. -- - - / 9 221 j 222 1 223 I 32.89 32.96 240 I +- 14,L74I un N.naN WE m no0D1. OP J 17 3L45 I I n CROSS-SECTION r• CROcC-SECTION D N,.IMNc 1' 1.0100.ea •eCNE / ' 115 N.P.• M, . furs) 9 33.30 . 1.00• - 32.97 JJ-1 AMENDMEN N0. 1 IN r.-.S,CA- CNERx iS GE+tG. JJ.Sa 1Nrs1 �. D\5 vaD \ }a1D 3 - 32e .90 e. 3s.7 M1N s.JD 9�O ` ��1.2 I ---_-- _ -_.__. __._P TRICKLES tl D.C. /PAN579 •• J)'•I •.L 5'!'.vM9e�5 -�y ''%�'9e PARSONS &ASSOCIATES, INC. P`°7"` ss.ie-,uoe 432 ins. Colorado Plaza 80 6P.fm ,- - 4D' LinDRY CREEK 6E.aL CONSULTING ENGINEERS Ft. Collins, 221-2 0 Ba52q DIDner:r: aw ce.Pe. eaD, aNP GRADING PLAN 1319 (970) 221-2400 Orer[er: MMF Dab: FCa. !, 1997 an.el. C-3 1669 FLVE CRAOJNG AVD PAVING NOTES: 1.O.M. RAYPS 9,ALL ACT ERCQX San S CYC 11:2l. SEN IXEW"S Ix CERAL ,.A, x.i E.CC10 S.00{ SLOE 0:201. `WR.f SUWON, ARE O SUCN y MAr SPECUL RCWWEYCXLS NIM 10 BC ARDItSYX FOR HANDICAP CONSORRAINN ME OEIELOWER "ALL CP1P11 M,x APRICA9LC COJCS, 9M.ALNS SNML BE xArse At A M.ot 1. ALLOW .1 MOW wA.. m,R THE TOP a. m[ (.YSHED O,ADE .N xmE ..AF I.. AU 04ILOnC3 R A .N. ]S 1m a' Arm NEH A AN. ME 1CPAFIDS sWO.Es 9R COCA mRR a PA.. ARE.Ls. A. ANAL GALE" OR R.ALL CURE . M1n..AIC E5 ....AM .'T. 1D ..1M PY.. 3. RETCA TO CINERAL ROILS FOR N.J. DINER ARROCASIX NFORNORM. I . Au al-M-WARNS acEPI EARN R 5HAIL WNW ]' NEI.LE -AN AT OuT9DL Cods. 1, .-M-.A. 0 A OMEA 1NRRWR ,nCCI[ LMLCSS NOTE .mVMPY ..I HAW ROLL -ow. CYRR Alp CUMR, PHASE I: SITES 1-9, 102-123, 207-240 / GRAPHIC SCALE - (CLUBHOUSE/OFFICE-SITE 241) a ° LD N. m PHASE It SITES 10-Z0, 15a-167, IBJ-187, _ SITES 26 O' CRY.NBC 'Act, I..rcR•CTRR TALL .m wDrcO PHASE 111: SITES 21-( R4-153, I68-102, ane ncE, uM spE. / 1BB-202, (MAINTENANCE & 1 Ineb •0 LI Qs vs Rwws TRAN9n]x FRM ROLLOVER c.c rD sw.LE STORAGE -SITE 262) CORI HEAD TART.CYRR xo.1 1° YCEI RgLO'RR NOl[; R. CVL-RE-.AWN CENTER ISLANDS Y ALL HAW M WALL CURB &NO COMB. - 1'. ..., T •,R ••., 1 , O R[RRLSS ROLLOHR rA111EP 10 4L[t (LUN LINE ANR Y.(.FC,-a].]0 INRIGR] NNMYY RIMI W[R (UCNA R(IIVARCW ME ALLOW ILRNS 10 PASS. 10 ELOCUPLAIN M .AINIALWO. 0 (CLBOAm RRK I. ENTRANCE CREW SMALL NAIL NO.L LLRO AND CU[TEA At Rjlp COra:S AND NIRAl1 LE:Kj� .Im P. w.S.L,L., WHICHERCR IS CAIAOW • lAP[A RIXLD1Efl CURB i0 MLC! CRDSs PAN. C1MB ANp E4EnR 1 M[ C[NRN ISLAND 0Ar1..11. �.. 11. n -. TRAxYnON y' AI(NLL PAN 10 ROLDKR CYC. .•.._ .. ..... ....... ._. ID. TWEREE A OW NAx RE-IILSE N FINALEN 01AONc WEST ISE W1. FIM GIIME N.AC .uM NSE . _ _ HOWYNYCAM NE '.' xWC IW, CAN NOT , A IAR IH[ A[NRL bOYM--'.v MONS ON NRTCIL CAR N R LLOWS CAD CASINC N TLANOS AREA . I,R'NEFOE NNL°T 1 40Y[OSH REYI M A . Nx1M s I W°MD[FwC CAAONO WENARRO M DNNAO'EWONSRRµscs ATO M SNEOWN M1 �[ LRAOXc PLws. TNPpAI _. _._ „ �He ON M.P.- MR M.P.-35 1 \ -__ H.P.- ]8.07 _B.la H P.. 4 373640 f J6.96 �•r 11,SS 1 ].9 3B. �1] fir P ] 1 SB.JB __-��-- 7.62 HP.- a II 82 �-1I+Y ]B_la I 1 }7.00 r T- 1 UA .,„ T 1 1 62 1 1 M.F.F.E.. L 1 i I N.FEE.. y I M.EEE.. M.F. F.E.. 1111 M.F.F.E.. M.F.I... , M.P.F.E.. 1 ]B.B9 _ 1 ]7.32 III I 11 61 38.44 ]B.5] 38.67 ' M.FF.E.. M,FFE.. M.F I.E.. 59 60 1 i 3J.85 yj , 3B.Ba 3H 4QI 1 A MAIN-EN4NCE� SJ.47 , ]7.6] 1 J7.63 , M.F.F.E,- M.F.E.E,- 1 1 I 79 80 81 •-4BS 1 M. F.f,E.. N.f.P.E.+ & STORAGE2 3].50 I ]7.a9 3].64 ]J.80 I ]6.a5 3�i�( 78 1j JJ.$! Mr F.E.FE. 1 1j IH.P.. 1 t {I 37.19 1 I 17.23 I 39 } 40 41 T 36. 22 J1.0 58 1 I37.45 36.49, - 36.84 M.F.F.E.- Cs i f I 1 43 �M'P'' 35.64 35.50 M,FF,E- --` J6.b ]6-94 1 N i 242 I 38 35.63 It 3z 37.12 ]8.05 ]5.45 ]549 _ 35.28 ]5.l2 ]5 a) 35.fi3 _` F.F.E.- HAP - ]7.90 63 �: ] 36.94 8'3 1 1 ]7.58 ]62B\ 35.90 ] .10 _ash. 8.111 1 s _35.35 _. -_ H.P.. 3149 FUTURE DRIVE I11T r 6,-�` 35.0fi •--�- 137.03 37.35 6.96 fi.90 1 ]S.IB� ]5.5 fiA 12 � S6.a5 lS.Bb \ ESTENSION \ J49B 35.a2 �.9�-_ ]6.73 _--� 56 C. ---•'- 'M.P.- F- '7GiG��- ]6.28 l5.4 , 5.92 M.F.F.E,- I, PARK 1" M,f.F.E.. TR 7' AGGREGATE BASE 44 ' 57 M.F.F.E.- I I }7.29 77 35.39 / O FIRETRUCK TURN- _ 5.75 M.F.F. E.. 3&90 M.P.- 37.J5 PARK E 37.86 ]&B2 37.72 T ea 1 M.FF.E.- N.P.- M.FF,E+ N.F.EE.- $.90 'I 36.fi8 _ - .RDURO - - PARK D _ 25.78 J6 64-__�___,6. ]7 ] a90 36.96 ]6.]3 ID.18 37 36.46 31.a9 -y_ .pF l6.90 HR. �, n j2 3.81 _ 3519 31 3J.0 I - R' 35,02' __ 6.56 6 J5. a ' .B1 3]J6 _ _ n .r---�-- __-�-- 35.91 1 5 I _ _ . "__ - 16.5 J. BC ♦ -,.:5 ]S.S4 Ir- ]i5a M.E.F.E.- 1 •, •, 3 _� M.P.- M.F.F.E.- M.F.F.E 38.25 ]6.32 .42 \ 16.68 1 '•' HP.. -. .. M,i.F.E.- I]6.69 }ZI9 ]529 539.. _ 37.64 4 76 m M.FF.E- M.F.EE.- IT ]fi.S7 3+98 35d9 35.24 •� J7.J1 �I _ ]H.80 37.02 5.18 �Sfi. n� IJ8.21 GRADE OF ROCK FINISH 36 rv• _y 35.0 nA 1 A 36365 H H I 86. I 85 TO MATCH CURE HEIGHT I - _ 31 ,�I 3•.Ba 45 - - M F,F,E.- I 66 65 1 n 91 M.F.EE.- B7 1 OF ROLLOVER C6LG /R fi 4 _ J4.B] , l M,F.F,E- I} ,\MAP,+ .30 N I c 1 38.42 'H,P_- , M.F,FI-. ' 34.65 _'- I I 37.24 I I36.16 i 55 I o q J7.39 67 N. F.F.E= 1 75 ' o „' M.F.F.E. 1 c iH.P.-]8.08E..-- N 37.20 38.63 \ j H.P.- M.F.EE- i N 35.20 I rv, 88 M.F.i.E.. 41HP.. 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J] 1 1 30.30 1 S 9B 69 M.F,F.E.. 1 73 I 38.04 ' LB -+- 49 ' }e.&i M.F.F.E.- 9 M.F.F.F to 15.62 4.F.F.E.- 37.7] ,° J5.75 M.F.F.E.- 1 Sj M.F.F. ]6.98 I M.F.F.E.- M.F.F.E.- 1 I 3fi.10 51 1 52 ]6.7] N.62 a.]1 ' 1 1 373E ]5.341 ., A 35.B9 5.95 .p,-�• 92 ] 1 35.34 ^ 1 ' J6.56 33 ♦.51 m: 4.45 20' WIDE 1 } }y,16 _ - -- 28 H.P.- �• CROSS -PAN 34.5 J4.B7 6.0] J5.56 55, 72 8'04 a.51 341 34 I -...... 4.30 4.60% ,a N} _.._ _ _'1'5,6fl- .]y.B5 .. - I•,34.15 34.35 -� 4.39 34.2] �.: -. �4,fi0- - J4. 16 _ J491 - - -- _ -- 35. 88 n i �J4'yl �, A® 34.e1�.l+ZA ..' > ,34J6� }4.a55 _--.. .._.. 62 18 44 -_" 09 .25 -. ]fi •. ..._ 3415 3431 Sa.A5. - S.2] 5 5.40 '; 11B ''.g ]5.H9 sa 0 S. 15 1 34 •,•Jaj'� --... 400 IA0 N.E.F.E.- 9. M.F.F.E.- ]S. Jfi 35.56 3< �A9 a.N �1{a 6 } u N.F.F. E.. M.F.F.E.- + 1} 135 37.25 M.F. F.E.- ]7.03 M.F.F.E- 1 34.18 F ism ] ] 4 M.F.F.E.- I %F.E.- I M.F.F.E.. ITI ]7,96 41 1 Y< J6.]I 9 I 36.52 I 36.78 16.94 H P- ]5.07 1 13Z 1 1 31 93 I 1 % M.F.F.E.- il. 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MINOR AME,'NDM T NO. 1 36.00 26 �' 49 J5.50 H'P,- 4.60 !4.] M.F.FE.- N.P . 128 9 H' H.P,- I34,94 34.00 ]al ]6.H ri Li J].5 34.00 S,. M.FF.E.- N 33.71 - CL). x 35.1 33,20 177 M.F.EE.= + 4.OJ _ - _ ]5.98 3736 e N -J+ 35.75 M.P . ' 4.]9 T 1 72 l2. Sa ] ]5.25 I 1 92 .- . _ . _ H.P.- / 197 Y, 1° M.F.E.E. 34s7�13 - - J2.9fi H.P.- 34.92 34.44 '�' 35.0 96 n.az 4.69 'l Ll ,� ___� .I ._._-_.-__--"� I 34.83 3].901 I 35.58 -+' IT X9. - - r^ Pennon 8 D.UW ==:a.'.:. a__ .3 =_� PARSONS & ASSOCIATES, INC. PSh° ss.re-Moe DRY C�AE1K 114 422 Llnk Lane Plaza SORIA: 1• - 40' Ft. CDllim, LDlarada 80524 D.,ItnAP: RW Ch.ca.n CAD, OUR GRADING PLAN 19 CONSULTING ENGINEERS s7o) z21-z400 DE.fUY HHF OWL,: FEB. 5 1997 sh..t. City DI Fort Collins, Cnl.r:::''1 u rl.''1's' F. APf9'tJV:.'. , AK. CIIECAL+BY' 'HFCr;O rY; .(aAev,o-._lcR2.1as1c_ •'/. 17?.T, e .. UII /.' MATCH LINE _ 'sJJ 1 I64,'' SEE SHEET 16 j Ig i •�• i ` ' ' )• I JIe� I ,�,23�''� �• MATCH LINE GpmE e.r rxv s•n[ I„ 166 63 / I 211 I• r 1 206 • 0J - _ _ • _ scrum wa II acem i __ _ _ I I 213 1 711 111 1 210 r 209 , 1 I 1 1 OS-_� SEE SHEET •16 "A°mum'a Mwp _— O O c-t 121 DEVELOPED BASIN FLOWS �Y 36 .5�}161 I I 231 !c I232 233 BASIN DESIGNATION ARE. 0— 0.m I,ECEN� n234 m 17 / f� Oi 215 �I pcscN =al- a•va vume[a (Aq I<rZ. ([tr) ..rt. 05 m.or. O pp ® __ __ __ __�—__ _ I ,/ 1 23 //JJIILL----��� I I® / 12 rel nm [m1w r [glaw r, O / Ifit 1216 9J i 1 ) n• I Ir - aw\r� ' /" O 2]0 --'T- 1931 _ _r-\ _ _ l ITw•1Gu1 __�--�__'). .�---. e.w •dmu. LTfi'.JSe[,_ �•J y ® Ifi' \ IS] ___ I - 'I � �-'[ 1 I I� ' I .. ' • � l__..!_. ��'.:. b� _ Y,.490'au .'1`6- -..:, . r,e rr < o�' ;. ,/ \ \ = f �--- .. a o ' P H EJ. S E I [ ...xa v // y3 :- [.. .a, n•Y-.o / �� I 21 p 1119 IP- PARK A 6 19 __—_ J 0 nmalx•0 (..:,�, l.n /O� 6 160 10 ±' �C...... •m --- fl - _ _ne 4 Q o-4°o..ar aso-.ro. an V. r/ ®[5 %I \-\ ' _—__ I 21B) _T__-�\' "' 237 IIB 10, e-) •n r. - u nurr r•1. uq r- L Qr d.rML wm. a Y m Y-eu .� r - SJ k. - 159 ! 225, -dlaflh.ly-_ca_.�__°�.. 4 !or nram rmwv n°u nG.m•L'? 1/ / 227 •_T[mlul•_I v.e a ._ ). .n -•— aIr[Fa •I]1.'/ � __—__ 1. 1 125 i i •-r — Ins _____ )) 1.. rl S Q ma.11. 1.. raow b�1 / � 13 1 _ \ 1 I I 226 238 ? ..•e.._. +-. �r.--_._-_ _- ran nrtr r[. art aau // / \ 219 It] 1 1 r. ro•!•a[+_� ac. -___ -1 - -u," rm m. nav"•. w1 /• /' 93 12 / v ww_:` rll,l u� ( I ,w•u. uqm O /-\� , O 239 I -� •---•—°C—....__�.._._. p,-___ r- - ` [-mc.!"s• II 220) 1 I �N / n6 r \ ' s ' i-- —_—_ _. _,;_ _.___ .. .-_ O. __-_ scrw wuu npm r¢rr•d , 10 n0 .. _ .. _ . 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Cq w. n•aE! \ , ' ♦ / -� 1 yAI , •taq n)rrra) / M4 , -' am • ]!M14 TARE[ I STORY !HEFT BOX O£TA [„ n ^`© I ,• POND B . 7 .. w nnil/ M9 ftmox SNULKI ,!' -•vs .r, 1�,A+ i IY .uv _ _ _J / • ` i- - '9•] nnn.: r nY•r evav �n nAr amnrm mr [ OO rxals- - 4 _ �/ / PGNO A xmrt.a .q , �r mn,Tan p.rt Y6'r_ - w Ya• tee A .,I rvm +na! •r • v r:n wI'r.r� r0Y! all ° sr'4p •®Rriz 4.4! s mawa w .c-n _ "4°'a'r°' p.<apl u.o.r� y ti _ �I _ _f. _ .1 rpmu e•.urp.. 1[<rwoaul raC! ].•..3'P nnwu.e STORY SEWER PROn y PONn -A- - Yre -q[ _ m..sFr . _ rc STORY Sf:RE.R PROFlIT POND -R- rmr••4•nm•3 roe! .re uasrar Lar[•a r L 'Ao. ...•r ti. �. SBCT/ON A -A m4Y3 •-•l rn ,•Is ram •_rr .W sx:.l"•ae IX.r, rN ram E-r) rrr F1.000 PLAIN NOTES: 1.n1<s ra •smutla aaq man - n n.4n m nan n.r .nu n pn.[a q as nu Sul sr„ .•r ue, IfrF so-.. •>.�.. Ir 1 . •R x . m p m !Sri I • rm r. •R•gAaa ) . 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Is.-n), Ie3-1e1, ims°Ue Pe•sE Ip: n-191, 11.-1sl. nl-161. 1O " '°' w- Im-xm. • rncY Rct1R1-1.• 0g su P F.ri 9m 212.r4r srDPeu-v4 nA [-[ m Q31 FI, OrrP _ "11 GRAPHIC SCALE 60 f 0 30 60 il0 I I I 1 inch - 60 [L PARSONS & ASSOCI Pra;eet: ENGINEERING DEPT. NOTE: THIS REPRESENTS THE BEST QUALITY IMAGE POSSIBLE TAKEN FROM VERY POOR QUALITY 9ti6\ ORIGINALS A •Pr901E0 __ _ __ _ I M. M]NOR AMENDMENT N0. 1 acc149 _- ATES, INC. 95.18-7�toe DRY CREEK 9he61 432 Wok Lene Plazn 6eJe. [-=60' CONSULTING ENGINEERS Ft. Collins,(90) 221-.O e0524 De![mer: en0 Checker: R6,, DYP DRAINAGE AND EROSION CONTROL PLAN 1519 (970J 221-24D0 Drerte<: xI, lls6 D•le: f[B. 5, rg9) C-3 16�f9 M.I1 L CEND no LM..K L' CM.YM —n)C— •.Vn4Y [P.PM - `w°m0nncmR o e ... Iw.n I4t M m MYtTe e•w w. •VVI pp.... ,mR.•a.P.pr w. n,P nwwP u.P un.nw —•— AI ILML xmn..av Au .tm ro war.¢ R.e+r __ A•.,rr w .e-el .?+'arson wsx[ss •u. �""•"0'••.P e. I.Nro e. L.or.LtRK 1 � •s.•cr Yc.w, [ - vtro. wmP :t,assp.0 K R.Ra •n�o... sw n.s W.F,YL Pwr.P , IXR.Mr O — %Iqr pn•x0 e•II nLm n[v.xP LtlL. V.,PxF.n. 777777, rm •+ nom n.x O +bc.m v_•as me xR ,Prou9s ..r •r011 M rP P.Y...6 M p.v.[t M C.r`. N Cm^^Si�s•nN1v aN [s4. _q[rs .r.r.r N •v1V.1 .r ntl [. .`^1:•F"}, alr ear .. r......m...•.�m w.w•W ... ,wxrw...Mr •P.mwx. art-n �uxre. Y..+p+an.-x..0 ..r..w.wL� rrV P...n m1 +N a_R-1® W:•9 eM I. 1 ,��r�^ �N. .a.ary rN.•I... m mr..•-.. F rN cy w rm, [w. .•.rs. lax�n..rl .......mw�� . n..�-m.a�.......r r mM.•r..:-F ..m,.. a . -.—..K alas ... -w b rr. Y. ..® .v. r �... .. trot •..r � �.. " F, Ir N .w•, r W ,ra. W C.r uS.a•aT.rv.N ��. xnni ..m,rw •a.r.• ,N. w e,sw ..'..mM F rn. aarnerw !-Ity n! fist Cn:'i nR �ofor dr CMECRED BY: CNECYEO BY:� slnm.av Woo, f.,e CNEC[EC BY: . PAL• S R.r- i. _ r CYECREo BY: CNECREo BY: IEJ C Y, I-R. rOl-Iv. I0r-]wIIBx0Y5[/nnK[-Yh iN1s r0-It I>a-tee, 141-,41.l mis ]I-.p. ,Ll_,5i 154-leie-102. (9tlxLEM+N([aR.LS-9n ].}I GRAPHIC SCALE jA a' w a w .o 0' I In[k 50 LI SEED MIXlxt o,wrav uLn, tee H i, •/I tp O.W �`•r qp[ "9 sw.•. .'_S5 rP 4PT5 .� M,aKne ,A ..yprM1 nt. -P •. T. 'Mtl soot A R'-0Lrro e. FERTILIZER REQUIREMENTS lam+mem .Fm • ,9, .Y er T4r10 .®rPre b l.eP.IP. fP vYAM1 m•e14 P.� u'.v�mw, MULCH to o-M1naRe m9m w°i`.Lww w a vir. �`.:rinxc mao-n wu R .av ... w.w.a mi:wc •• Iw er - ac sr rwM1/M.L (V.nPNV.4.i1 .u. -NC 11 xol .•RW{ P In.. yxP YYl4 •.a P VaWi •elel M .r UV. fT P .e r{. pw R V ••otf P .Pi x rM IaIDK xl[Nrt4ir.4._ i..N.Rt• •nA P.55 nq 9i¢ISRe ELCo W TER a RICT n1FlR[P BDREIDER sAMITADM 01SWICT .rv.orcu an. wl.m om MATCH LINE SEE SHEET 16 aR.ot er an ,.n[ .q .ono r sIX eves 9PrL .n.II I m J woo m-art rwa m Tt [wM I rH110U1YJ oc A0L3u,lA1CJ, 114C. Il 432 Link L.ne PI... FL Cailins. CRIOTedo 80524 CONSULTING ENGINEERS (970) 221-2400 .--- 95.18-MOB 5P.le: I- = 60' Be,ioeT: Cn0 I Ch.ek.l BT.fte,: XT. HNF 1 0ele: M , 100 Ta i TO] I 201 I 205 ' e4]5 --- 1 ,ol102 _ s� t - I ' MATCH LINE_ 2n , zI0 , III / Z I I •'05 I SEE SHEET 16 � I22 MINOR AMENDMENT NO. I DRY' CREEK [I%l DRAINAGE AND EROSION CONTROL PLAN t-3 1A54