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HomeMy WebLinkAboutDrainage Reports - 03/09/2017City of Fort Collins Approved Plans Approved by: M. t? /Zo t -27 Drainage Report for Hess Land, LLC 2590 Midpoint Drive Fort Collins, CO 80525 Prepared by: Mike Beach, P.E. Date: February 27, 2017 RIDGETOP ENGINEERING & CONSULTING" 5255 Ronald Reagan Blvd, Suite 210 Johnstown, CO 80534 (303) 322-6480 EMAIL: mbeoch@ridgetopeng.com - Section Page 1. Project Engineer's Certification........................................................................................ 3 2. Project Location & Overview............................................................................................ 4 3. Drainage Design Criteria................................................................................................... 4 4. Hydraulic Calculations........................................................................................................ 5 5. Facility Design.................................................................................................................... 6 6. Conclusion.........................................................................................................................8 7. References......................................................................................................................... 9 Appendix A — Site Vicinity Map Appendix B — Flood Insurance Rate Map Appendix C — NRCS Soils Map Appendix D — Hydrologic Criteria Fort Collins Rainfall Intensity Curve Fort Collins Rainfall Intensity Table Table RO-3 — Recommended Percentage Imperviousness Values Appendix E — Hydraulic Calculations Runoff Coefficients & Imperviousness Time of Concentration - SF-2 Rational Method Runoff Flows — SF-3 (2-Year Event) Rational Method Runoff Flows — SF-3 (100-Year Event) Detention Volume by Modified FAA Method (Subbasins 1 & 2) Orifice Calculations Detention Basin Stage -Discharge Table (Subbasins 1 & 2) Rain Garden Calculations (Subbasins 1 & 2) Historic Runoff Flow Calculations (Coefficients, TOC, 2-Yr event) LID Table Spillway Calculations (Ponds 1 & 2) Drain Times (Ponds 1 & 2) Appendix F — Maps Subbasin Map Holsinger Drywall Stormwater Plan Project # 16-015-002 Page 2 Section 1: PROJECT ENGINEER'S CERTIFICATION I hereby attest that this Final Drainage Report for the design of stormwater management facilities for Lot 18 (2590 Midpoint Drive) was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the responsible parties thereof. P' NOO L O_.. -... of :-E 45088 =: -.0 44 �SS�DtVAL E�G� Mike Beach, P.E. Registered Professional Engineer State of Colorado No. 45088 Project # 16-015-002 Page 3 Section 2: Project Location & Overview I nratinn The sites address is 2590 Midpoint Drive, Fort Collins, CO; which is in the SE 1/4, of the NW 1/4, of Section 20, TWP 7 N, R 68 W of the 6th PM in Larimer County, CO. Located along the north side of Midpoint Drive and east of South Timberline Road, the site is described as Lot 18 of the Prospect Industrial Park and contains 0.86 acres of<undeveloped vacant land. (See Appendix A —Site Vicinity Map) �0 r '�` Existing Condition The existing site is covered by native vegetation and slopes predominately towards Midpoint Drive at approximately 0.5% slope. Stormwater runoff collected into. Midpoint Drive is conveyed via gutter towards Sharp Point Drive where it is deposited into -an inlet that. conveys the water to Poudre River. �'•-:�`' • -i +. • � Proposed Condition The intent of the development is to construct a new single story pre-engineered metal building, approximately 9,047 SF, asphalt concrete parking, crushed asphalt overflow parking, landscaping and a stormwater detention and conveyance system for Hess Land, LLC. Floodplain FEMA Floodplain mapping in this neighborhood is located on map -panel 08069C0992G, revised May 2, 2012, which indicates the subject property is located in Zone X, which is outside the 100-year floodplain. (Appendix B — Flood Insurance Rate Map) Existing Soils The Natural Resource Conservation Service mapped the historic soils on the site.as part of the Caruso clay loam. The Hydrologic Class is Type 'D' Soils. (Appendix C — NRCS Soils Map) Section 3: Drainage Design Criteria Reference Manuals Storm drainage design criteria is defined in the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards Manual (FCSDCM) and Amendments, which references to the "Urban Drainage and Flood Control District" (UDFCD) and the "Urban Storm Drainage Criteria Manual" (USDCM), Volumes 1, 2, and 3, dated 2008 with revisions (the Manual), are used and referenced in this report. Four Step Process The City of Fort Collins has adopted the "Four Step Process" that is recommended in Volume 3 of the USDCM for selecting BMP's in urban redevelopment areas. The goal of this process is to minimize adverse impacts on receiving waters. The following describe how each step of the process are incorporated in the proposed development: Project # 16-015-002 Page 4 Step 1 — Employ Runoff Reduction Practices By selecting a site that is undeveloped that currently does not have detention or water quality treatment, the impacts of the proposed development will be less due to the addition of the detention pond with the water quality capture volume included. The project proposes to install rain gardens with underdrains and dry wells to aid in conveyance and infiltration opportunities and reduce the effects of the added impervious areas. Step 2 — Water Quality Capture Volume (WQCV) In order to reduce the sediment load and other pollutants leaving the site, it is important to provide WQCV to minimize the downstream impacts. This project proposes to provide rain garden/detention ponds located on the site. These ponds are sized to capture the WQCV and allow infiltration & release to the proposed drywells. Step 3 — Stabilize Drainageways Since this site is in close proximity to Poudre River it is important to take this Step into consideration. By providing stormwater detention and water quality and lowering the historic runoff and providing a metered outflow the project impacts to the drainageway are essentially reduced. The majority of the drainageway leaving the site is already stabilized. Step 4 — Implement Site Specific and Other Source Control BMP's The proposed project will contain the following BMP's: Rain Garden/Dry Wells: All runoff from the site will be directed into and through the proposed BMP facilities prior to leaving the site. As in the adjacent site (2600 Midpoint Dr., Lot 19), we are proposing to install Dry Wells as necessary to connect the Rain Garden Underdrains and aid in infiltration into the existing soil stratum., Maintenance: In order for BMP's to remain effective proper maintenance needs are required. Scheduled visual inspections and routine repair after larger storm events are critical in the maintenance and effectiveness of the installed BMP's. The sites owner will be advised of.these practices during installation in order to maximize the efficiency of the installed BMP's. Maintenance Standard Operating Procedures are also included in the Development Agreement with the City. Section 4: Hydraulic Calculations Criteria Runoff criteria for the proposed sites was analyzed for the 2-YR and 100-YR storm events. The. Rational Method is being used for the design of the proposed improvements. Rainfall Intensities used in the proposed design were determined as a function of the Time of Concertation for each subbasin. The values used were determined by the City of Fort Collins Rainfall Intensity/Duration/Frequency curve (Figure 3-1 and Table 3-1a (see Appendix D). Project # 16-015-002 Page 5 Imperviousness Values from Table RO-3 (USDCM) were used in determining the sites imperviousness. The overall proposed site improvements and landscaping equate to a total onsite proposed Imperviousness of 58%. Level 1 Watershed -Level Volume Reduction Method is applied to the extent possible on the site. Grass areas are strategically located in order to provide surface flow where allowed, prior to the stormwater leaving the site. Time of Concentration & Runoff Coefficient The onsite area was separated into two (2) subbasins with slopes varying between 0.5%to 4%. The calculated Time of Concentration (Tc) for each basin are listed in Appendix E. See Basin Map in Appendix F for more information. W QCV The UD-BMP_v3.03 (UDFCD) spreadsheet was used to calculate the required Rain Garden water quality capture volume for each of the two subbasins. See Appendix E for design information. Detention A "Modified FAA" Detention Spreadsheet for each of the subbasins was used to analyze the 100-year storm event with the allowable predeveloped 2-year release. See Appendix E for design information. Section 5: Facility Design The proposed improvements will increase the amount of impervious area; however, measures have been included in the design to minimize the amount of stormwater release from the site. Detention is sized for the 100-year rainfall event for each of the proposed ponds. The outlet structures are designed to release at the historic predeveloped 2-year event at a release of 0.142 cfs per for Subbasin 1.0 and 0.536 cfs per for Subbasin 2.0 (including Basin 1 & 2 from Lot 19, see Appendix E for Historic calcs). The runoff will sheet flow until a concentrated point and then be conveyed via trickle channel or gutters and then deposited into the respective pond. The site was broken into three developed subbasins; Subbasin 1.0 (0.331 acres), Subbasin 2.0 (0.470 acres), and Subbasin 3.0 (0.053 acres). See Appendix E for breakdown of the different area types for each subbasin and Appendix F for the Subbasin Map. Subbasin 1.0 contains the proposed building and minor areas adjacent to the building. The runoff will be conveyed to the back of the building and outlet into proposed drainage pan behind the building, which will convey the water to the new pond located between the new building and Midpoint Drive. Project # 16-015-002 Page 6 The Emergency Overflow Spillway for this Subbasin is designed with a length of 4-ft and will provide a designed flow rate capacity of 5.940 cfs, whereas the required 100-year developed flow rate is 2.98 cfs, therefore the designed spillway is sufficient. See Appendix for calculations. Subbasin 2.0 is primarily the parking and paved areas which drains to the west to a shared detention/water quality pond with Lot 19. This pond is being reworked to include sufficient volume as necessary for the newly added Subbasin 2 from Lot 18 (this project), as well as maintaining the required volume from the adjacent site as determined in the Holsinger Drywall (Lot 19) approved plans dated (4-12-2007). See Appendix F for that original design included. Lot 19 pond as constructed today includes an approximate total volume of 9,291 CIF (which includes water quality via Extended Detention Basin and Detention). Two existing "drywells" exist on Lot 19 as well to aid in infiltration and water quality and will be kept at full build out of Lot 18. Care was taken in the design to maintain the same 100-Yr WSEL for the shared pond with both contributing lots, which confirms the existing outlet structure will not need structural modifications. The Water Quality Control Volume for Lot 19 is currently treated via extended detention and the proposed WQCV for -Lot 18 & Lot 19 will be treated via Rain Garden (RG). The new RG is sized to include 0.78 acres of the Lot 19 site in order for consistency. The combining of Lot 18 and Lot 19 WQCV and Detention modeling was completed to determine the new outlet orifice size and 100-Yr WSEL. Orifice calculations are included in the appendix of this report. The Water Quality depth as designed is 1.0-ft in depth, however in order for the detained water reach the outlet orifice the water level will need to increase approximately 0.10-ft within the rain garden. The existing water quality/detention outlet structure on Lot 19 will only need modifications to the steel orifice plate, which currently has three %z" diameter perforations. The retrofitted plate as detailed in the construction drawings will require one orifice with a 4-7/16" diameter orifice that will replace the existing three %" orifices. See Appendix E for calculations. No other modifications are required to the existing outlet structure. Provided Volume for this Subbasin after construction of. Lot 18 will include approximately 13,546 cf. The Emergency Overflow Spillway for this pond will not require modifications as the existing length is 12' and provides for ample flow capacity. The available flow over the existing spillway is calculated at 14.425 cfs and the required flow rate for the contributing basin is 9.04 cfs, therefore no modifications are required. Subbasin 3.0 contains a small portion of the access driveway, sidewalk, and landscape area that due to the existing grades on the site being substantially higher than the adjacent roadway. cannot be directed to one of the detention ponds. The contributing area for this Subbasin is approximately 0.053 acres. This runoff would sheet flow to Midpoint Drive and continue along the curb and gutter to the next available catch basin. Project # 16-015-002 ' Page 7 See Basin Map in Appendix F for a reiteration of the existing and proposed volumes. The 100- Year water surface elevation with runoff from both site into this shared pond is shown on the Subbasin Map. For Water Quality, the project proposes to include the WQCV as Rain Gardens (as described above) below the Detention Pond with Underdrains tied directly to Drywells to aid in the infiltration and natural discharge of the runoff. Both of the ponds include sized Rain Gardens for the appropriate events in accordance with the City of Fort Collins criteria. The Drywells shall be excavated until a depth where the sand and gravel material is encountered, but shall not be less than 6ft below the Proposed Finish Grade. A boring log shows the existing sand and gravel material was encountered near 7.5-ft below Existing Grade. See boring log within the appendix of this report for reference. Below is a summary of each of subbasins design with supporting calculations within the Appendix of this report. Dev. 2- Year Flow (cfs) Dev. 100- Year Flow (cfs) WQCV Req'd (ac-ft) 100- Year Vol. Req'd (ac-ft) Tot. Volume Req'd (ac-ft) Tot. Volume Provided (ac-ft) 2-Yr Hist. Release Rate (cfs) Orifice (in) Sub 1.0 0.6 2.98 0.005 0.076 0.081 0.100 0.142 1-13/16" Sub 2.0* 0.62 3.07 0.008 0.087 0.095 0.215 0.201 N/A Sub 3.0 0.12 0.54 N/A N/A N/A N/A N/A N/A Lot 19* 1 N/A 6.0 0.020 0.181 1 0.201 1 0.203 1 0.335 1 N/A 2.0+19* 1.82 9.04 0.026 0.247 0.273 0.418 0.536 4-7/16" *Lot 19 Detention and Water Quality are combined with Lot 18's Subbasin 2.0 as well as WQtreatment is achieved via Rain Garden for this combined Basin. Lot 19 numbers above were calculated and compared to the Holsigner Drywall Plans dated 4-12-2007; the flow rates and volumes are very comparable. The Shared Detention Pond (with the Rain Garden) is sufficiently designed to accommodate the combined Subbasin 2.0 and Lot 19's contributing stormwater runoff. Section 6: Conclusions All computations that have been reviewed or completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards manual and the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volumes 1 & 2. The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater detention and water quality treatment of impervious areas by releasing the 100-Year storm event at the Predeveloped 2-Year runoff rates. The Water Project # 16-015-002 Page 8 Quality design will benefit the site by reducing the initial discharge from the site and removal of any sediments or other pollutants generated by the developed site. Section 7: References • The Natural Resource Conservation Service Soil Survey for Larimer County and the WSS website. • FEMA FIRM map -panel 08069CO992G Effective 05/02/2012. • "City of Fort Collins Stormwater Criteria Manual" dated December 2011 • Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual (UDFCD), Volumes 1, 2, and 3, dated 2008 with revisions (the Manual). Project # 16-015-002 Page 9 Appendix A Site Vicinity Map E. PROSPECT RD. E. PROSPECT RD. SITE LOCATION C� �f 4 i E. DRAKE RD. VICINITY MAP Appendix B Flood Insurance Rate Map 0 N s Ki i . sg, y �e a e m�'j O o°2_`m 'a c LL Q�Q Q � figal ° �$ vuLiB 288-8a N g'^ 2e Wm; gm'mf II Obi W Fa gg =5 LL W m ^E$=8 e V a V LL H ao LUU a o as3E e� o :ad 11 >_ Z c F fti of E��+ LLLL O a W 9 :( i o '- 0. o Qn J Eay Fa O Q Z21i 9 ' �£o�. r A ago ®C E K E m E y u u U uj Z _zQ WOmOWIy C9 ui •°7 3 ��p0 u �P� ON.. _vmiauiz�wao�aw a Zi O0. U,00000 �\ �u�aN�EzeaF~ op Wa ❑ N �? N4 ❑Oz)w Vuw 0 \G�p > z a wMzw wOwx JQy •O o� o 7 N N�❑ a❑ N t \N� w N�g�'�❑g w o 0 LPG Q f O°N�❑tLLAiF w G 2 aWwwoDiiac❑i7yac N ?�ZO UFr-uw w>' G w r v ? C) ,`- .. 0� Go coo d� O 7 N UJ S � K Z Q Ln 0 o ov - u �' o $ Appendix C NRCS Soils Map d 3S-0 N 40^ 33'39•N Soil Map—Larimer County Area. Colorado 3.1 a (Lot 18 - Midpoint Dr) w 497390 497410 4974M 497450 497470 3 Map Scale: 1:944 Npmtad m A porRalt (8.5" a 11") Axet. N Mete s 0 10 20 40 60 /V 0 45 90 180 270 Map prokcsm: Web Mercator Cana coordinates: WGS84 Edge tics: tftM Zone 13N VVGS54 I mm Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 497490 497510 8 S qgo 2 I 0 3J3a'N 497530 3 212912016 Page 1 of 3 m E— JI 0 C v IE z W U W J a Q N O S Nci C $m m5V r I ;Co n Z w m y v m o E mm ma'o 0 cyR N �ME o c n �ii 3 gym' m u o v n c'+ — J omE mao y 3 �n mc00 mnm� �m'"y ul m 6w m E n d my Q t` n C j a U.nw m p y2mj O m Ammov 2 O N �� O me E yo a Qn t N m m U t N N O a m ? U p m L U- H t m a m ¢a ZoomE m$gm Eo aEiREn om tL .2� N N C m y J C m m a m ZEE C y nQ � -° = aLi m M m o« o� m'o rnm dm `m i.c o� t0o '^a Q E oa nE Um) 3a nZ vaTNami 0C O aNCO E U) E mE N $ y yN E m U 6DQ U f> fOO N FLLVE OL em y T mU L P d N m m o — ££ C O � r m m n O- n n n a o o a p b p � q m G ynj N m vl Q N N N tll m U U U' U' i i i d K N N 0 N N in g a C m iC OX Q(®O )+X g 4 m n .O t N Q N v Z N Soil Map—Larimer County Area, Colorado Lot 18 - Midpoint Dr Map Unit Legend Larimer County Area, Colorado.(CO644) Map Unit Symbol Map Unit Name Acres in "AOI Percent of AOI 22 Caruso clay loam, 0 to 1 percent slope 1.9 100.0% Totals for Area of Interest 1.9 100.0% USDA Natural Resources Web Soil Survey 2/29/2016 Conservation Service National Cooperative Soil Survey Page 3 of 3 Appendix D Hydrologic Criteria 10.00 9.00 6.00 7.00 m m L c 6.00 rn 5.00 2 W z = 4.00 J J Q LL z 3.00 Q C 2.00 1.00 0.00 4- 0.00 RAINFALL INTENSITY -DURATION -FREQUENCY CURVE 10.00 .20.00 30.00 40.00 50.00 60.00 STORM DURATION (minutes) —2-Year Storm - - -. 10-Year Storm —100-Year Storm Figure RA-16 City of Fort Collins Rainfall Intensity -Duration -Frequency Curves 4.0 Intensity -Duration -Frequency Curves for Rational Method: The one -hour rainfall Intensity -Duration -Frequency tables for use the Rational Method of runoff analysis are provided in Table RA-7 and in Table RA-8. Table RA-7 -- City of Fort Collins Rainfall Intensity-Duration=Frequency Table for Use with the Rational Method (5 minutes to 30 minutes) Duration (min) 5 2-Year Intensity (in/hr) 2.85 10-Year Intensity (in/hr) 4.87 100-Year Intensity (in/hr) 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.8 8 2.4 4.1 8.38 9 2.3 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.5 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.3 17 1.75 2.99 6.1 18 1.7 2.9 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.6 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.2 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.6 30 1.3 2.21 4.52 DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table 110-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1.31i' —1.44i z + 1.135i — 0.12) for CA >— 0, otherwise CA = 0 (RO-6) CCD = KCD + (0.858i' — 0.786i2 + 0.774i + 0.04) (RO-7) CB = (CA + CcD )I2 2007-01 RO-9 Urban Drainage and Flood Control District THUNDERPUP CONSTRUCTION FORT COLLINS, COLORADO PROJECT NO: 1142088A LOG OF BORING B-2 SHEET 1OF1 DATE: DECEMBER 2014 RIG TYPE: CME55 WATER DEPTH FOREMAN: DG START DATE 12/10/2014 WHILE DRILLING 10, AUGER TYPE: 4' CFA FINISH DATE 12/1012014 AFTER DRILLING NIA SPT HAMMER: AUTOMATIC SURFACE ELEV NIA 24 HOUR NIA SOILDESCRIPTION D N Du Mc Do A -LIMBS -200 SMLL LL PI PRESSURE % 300 PSF TYPE FEET) (BLOWSIFT) (PSF I%I IPCF). %) TOPSOIL 8 VEGETATION 1 CLAYEY SAND (SC) mottled I brown / red 2 medium dense mottled 3 4 CS 5 19 9000+ 6.3 119.3 27 14 1 45.1 2000 psf 2.1% 6 -7- 8 SAND 8 GRAVEL (SP/GP) brown/grey I red dense 9 E 10 48 4.3 with cobbles _ _ 11 12 13 14 cave in, auger cuttings [SS 15 - - 16 17 18 19 cave in, auger cuttings [Ss 20 - 21 22 23 24 CLAYSTONE grey - wet rave in, auger cuttings SS 25 BOTTOM OF BORING DEPTH 25.5' Earth Engineering Consultants, LLG Appendix E Hydraulic Calculations no \c \/ �� km��■�� dWg C'ifefine la�aa�aa� -- «—■�„ likEi|!22 A J0 ƒ�\|cc CL ! �u -0 0 s§ j c! §W o§ k 0 §e kz )� CL / / 2 k ! c; § 00 as .� � OS Z's § § ; c 0� u c < 8 ! k0 \ k0 §f\{! =77,! � §Z f)\!\ 2|\\k !GW{2 7 &0«: ! \ ■m k) ujo Z NU LL d' 2 OUmt it o Q U -� zLL QW z 0 0 m U O w (V o N e W m r O N OD W Q 111111111 �:��IIIII�III III�IIUIIN111111 O n L 3 C O (h 7 C) O O' � w C N J O) O � C p W U U m N E y V O r T + O II O m II II Location: Lot 18 Calculated By: RSB Date: 1/8/2017 Cf = 1.00 RATIONAL METHOD PEAK RUNOOF Event: 2-Year Historic Flow Rate DATA Q = Cf C*i*A Q = Peak Discharge (cfs) C = Runoff Coefficient Cf = Frequency Adjustment Factor' I = Rainfall Intensity (in/hr) from COFC IDF Curve (I = 24.221 / (10+tc)^0.7968 A = Drainage Area (ac) Q = Cf C*i*A Q = Peak Discharge (cfs) C = Runoff Coefficient Cf = Frequency Adjustment Factor' I = Rainfall Intensity (in/hr) from COFC IDF Curve (I = 24.221 / (10+tc)^0.7968 A = Drainage Area (ac) a. «w�aoa� § k(mmfa§Sfmm fla�a���a�aa CL a:kkk{>= Ia #JfƒCd0E � . 0'a f as§ &U�k � a �©9 k0 ®� )) �@ 0 w IL ! k a�GG t222G ° Joaaa a k\Lem m / 0: f4 §§§ 2b ! : R W Ix 0 N C N Z F LL F N Q IX Z LLLu Um of 0o Q U J ZLL QO W H m d) N i O N � 111111111 1@AIIIIAIII■III � ■o■i■u■■mm■n W R' f` 0 N V N z 0 Um o� mm wo W 5 U J U 111111111 IIIIINIIIIIIIIIIII III 11111 A N rn LL U LL O U d a O r 3 c 0 m w N m c 'c C l0 E O U O Location: Lot 18 RATIONAL METHOD PEAK RUNOOF Calculated By: RSB Event: 2-Year Date: 1 /24/2017 Cf = 1.00 SUB -BASIN DATA Direct Runoff Q = Cf C'i'A Q = Peak Discharge (cfs) C = Runoff Coefficient Cf = Frequency Adjustment Factor = Rainfall Intensity (in/hr) from COFC IDF Curve (I = 24.221 / (10+tc)^0.7968 A = Drainage Area (ac) Location: Lot 18 Calculated By: RSB Date: 1 /24/2017 Cf = 1.25 RATIONAL METHOD PEAK RUNOOF Event: 100-Year SUB -BASIN DATA Direct Runoff. Q = Cf C`i"A Q = Peak Discharge (cfs) C = Runoff Coefficient Cf = Frequency Adjustment Factor i = Rainfall Intensity (in/hr) from COFC IDF Curve (i = 84.682 / (10+tc)^0.7975 A = Drainage Area (ac) Equations: LOCATION: CALCULATED BY: PROJECT NUMBER: DATE: BASIN: Qo = CiA V; = T*CiA = T*Qp Vo=m*QPo*(60*T) S=V; -Va DETENTION VOLUME CALCULATIONS RATIONAL VOLUMETRIC (FAA) METHOD Lot 18 - Midpoint Dr MRB 16-015-002 7/26/2016 1.0 Rainfall intensity from Larimer County Area I IDF Curve A trib. To pond = Ci00= Developed C*A = QPO tc = 0.331 acre 0.90 (C*Cf) 0.30 acre 0.142 cfs 5 min Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (CIS) Vol. In V; (ft) Outflow Adjustment Factor, m Vol. Out Vo (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 3.0 889 1.00 43 847 0.019 10 7.72 2.3 1380 0.75 64 1316 0.030 20 5.60 1.7 2002 0.63 107 1895 0.044 30 4.52 1.3 2424 0.58 149 2275 0.052 40 3.74 1.1 2674 0.56 192 2482 0.057 50 3.23 1.0 2887 0.55 234 2652 0.061 60 2.86 0.9 3067 0.54 277 2790 0.064 70 2.62 0.8 3278 0.54 320 2959 0.068 80 2.38 0.7 3403 0.53 362 3041 0.070 90 2.22 0.7 3571 0.53 405 3167 0.073 100 2.05 0.6 3664 0.53 447 3217 0.074 110 1.93 0.6 3795 0.52 490 3305 0.076 120 1.80 0.5 3861 0.52 533 3328 0.076 130 1.60 0.5 3718 0.52 575 3143 0.072 140 1.40 0.4 3503 0.52 618 2886 0.066 150 1.20 0.4 3217 0.52 660 2557 0.059 160 1.15 0.3 3289 0.52 703 2586 0.059 170 1.10 0.3 3342 0.51 1 746 2597 0.060 180 1.05 0.3 3378 0.51 1 788 2590 0.059 Required Storage Volume: 3328 It, 0.076 acre-ft Equations: DETENTION VOLUME CALCULATIONS RATIONAL VOLUMETRIC (FAA) METHOD LOCATION: CALCULATED BY: PROJECT NUMBER: DATE: BASIN: Qo = CiA Vi = T*CiA = T*Qo V. =m*Qeo*(60*T) S=Vi-Vo Lot 18 - Midpoint Dr MRB 16-015-002 7/26/2016 2.0 Rainfall intensity from Larimer County Area I IDF Curve A trib. To pond = 0.470 acre C100 = 0.75 (C*Cf) Developed C*A = 0.35 acre QPo = 0.201 cfs tc = 7.6 min Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In Vi (ft3) Outflow Adjustment Factor, m Vol. Out V. (ft3) Storage S (ft) Storage S (ac-ft) 5 9.95 3.5 _ 1052 1.00 60 992 0.023 10 7.72 2.7 1633 0.88 106 1527 0.035 20 5.60 2.0 2369 0.69 166 2202 0.051 30 4.52 1.6 2868 0.63 227 2641 0.061 40 3.74 1.3 3164 0.60 287 2877 0.066 50 3.23 1.1 3416 0.58 347 3068 0.070 60 2.86 1.0 3629 0.56 408 3222 0.074 70 2.62 0.9 3879 0.55 468 3411 0.078 80 2.38 0.8 4027 0.55 528 3499 0.080 90 2.22 0.8 4226 0.54 589 3637 0.083 100 2.05 0.7 4336 0.54 649 3687 0.085 110 1.93 0.7 4490 0.53 709 3781 0.087 120 1.80 0.6 4568 0.53 769 3799 0.087 130 1.60 0.6 4399 0.53 830 3569 0.082 140 1.40 0.5 4145 0.53 890 3255 0.075 150 1.20 0.4 3807 0.53 950 2857 10.066 160 1.15 0.4 3892 1 0.52 1 1011 2881 0.066 170 1.10 0.4 3955 0.52 1071 2884 0.066 1 180 1.05 0.4 3997 0.52 1131 2866 0.066 Required Storage Volume: 3799 fe 0.087 acre-ft Equations: DETENTION VOLUME CALCULATIONS RATIONAL VOLUMETRIC (FAA) METHOD LOCATION: CALCULATED BY: PROJECT NUMBER: DATE: BASIN: Qo = CiA V; = T*CiA = T*Qo V. =m*QPo*(60*T) S=V,-Vo Lot 18 - Midpoint Dr MRB 16-015-002 1/23/2017 2&Lot 19 Rainfall intensity from Larimer County Area 1 IDF Curve A trib. To pond = Ciao = Developed C*A = QPO tc = 1.250 acre 0.79 (C*Cf) 0.99 acre 0.536 cfs 7.6 min Storm Duration, T (min) Rainfall Intensity, i (in/hr) Qo (cfs) Vol. In V; (ft) Outflow Adjustment Factor, m Vol. Out V. (ft) Storage S (ft) Storage S (ac-ft) 5 9.95 9.8 2948 1.00 161 2787 0.064 10 7.72 7.6 4574 0.88 283 4291 0.099 20 5.60 5.5 6636 0.69 444 6192 0.142 30 4.52 4.5 8034 0.63 605 7430 0.171 40 3.74 3.7 8864 0.60 765 8098 0.186 50 3.23 3.2 9569 0.58 926 8643 0.198 60 2.86 2.8 10167 0.56 1087 9080 0.208 70 2.62 2.6 10866 0.55 1248 9619 0.221 80 2.38 2.4 11281 0.55 1409 9873 0.227 90 2.22 2.2 11838 0.54 1569 10269 0.236 100 2.05 2.0 12146 0.54 1730 10416 0.239 110 1.93 1.9 12579 0.53 1891 10688 0.245 120 1.80 1.8 12798 0.53 2052 10746 0.247 130 1.60 1.6 12324 0.53 2213 10111 0.232 140 1.40 1.4 11613 0.53 2373 9240 0.212 150 1.20 1.2 10665 0.53 2534 1 8131 0.187 160 1.15 1.1 10902 1 0.52 2695 8207 0.188 170 1.10 1.1 11080 1 0.52 2856 8224 0.189 180 1.05 1.0 11198 1 0.52 3017 1 8182 0.188 Required Storage Volume: 10746 It' 0.247 acre-ft Detention Orifice Calculations Project: Lot 18 - Midpoint Dr Date: 2/20/2017 d = diameter (inches) Q = flow (cfs) h = hydraulic head (ft) d = sgrt((36.88*Q)/(sgrt(h))) Subbasin 1.0 Diameter Standard Size d = sgrt(36.88*0.142)/(sgrt(2.5) = 1.82-inches 1-13/16" Orifice Subbasin 2.0 + Lot 19 Subbasin 2.0 = 0.201 cfs Lot 19 (Basins 1 & 2) = 0.335 cfs (See Historic 2-Yr flow calcs this report) d = sgrt(36.88*0.536)/(sgrt(1.3) = 4.16-inches 4-1/8" Orifice Spillway Emergency Spillways for both Subbasins are set at the same elevation as the 100-Year WSEL, which is the same elevation of the top of the outlet structure. Any event above the 100-Year event will fill the ponds and overtop the structure/spillway and be released into the adjacent roadway. See Overflow Spillway Weir Calculations in this report. Location: Calculated By: Date: WQCV = 300-Year WSEL = PROPOSED DETENTION POND - STAGE/STORAGE Pond: 1.0 Lot 18 MRB 7/28/2016 V = 1/3 d (A + B + sgrt(A'B)) V = Volume between Contours, ftA2 d = Depth between Contours, ft A = Surface Area of Contour, ftA2 Stage , (ft)'(ftA2) -Surface Area > Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage(ac ft) 96 0 96.5 245 0.00 0.00 97 525 0.00 0.01 97.5 835 0.01 0.01 0.00 98 1125 0.01 0.02 0.01 99 1665 0.03 0.06 0.04 300 2228 0.04 0.10 0.09 Required Detention Volume = Provided Detention = Required WQCV = Provided WQCV = Total Required Volume = Total Volume Provided = 0.076 See "Detention Volume Calculations" 0.090 0.005 See "WQCV" RG Calc Sheet 0.010 0.081 0.100 PROPOSED DETENTION POND - STAGE/STORAGE Pond: 2.0 Location: Lot 18 Basin: Subbasin 2.0 and Lot 19 (Subbasirfs 1 & 2) Calculated By: MRB Date: 2/22/2017 V = 1/3 d (A + B + sq rt(A* B) ) V = Volume between Contours, ftA2 d = Depth between Contours, ft A = Surface Area of Contour, ftA2 WQCV = 100-Year WSEL = Stage ft Surface Area ;' (ft-2) Incremental Storage (ac-ft) Total Storage (ac-ft) Detention Storage(ac ft) 97.3 752 98 1901 0.042 0.042 98.3 2110 0.014 0.055 99 13750 0.114 0.169 0.114 99.6 22682 0.248 0.418 0.362 Required Detention Volume = Provided Detention = Required WQCV = Provided WQCV = See Report for a Summary of All Subbasins. 0.247 See "Detention Volume Calculations" 0.362 0.026 See "WQCV" RG Calc Sheet 0.055 Form: Rain Garden Sheet 1 of 2 Designer: MRB Company: Date: Rldgetop Engineering May 24, 2016 project: Lot 18 - Midpoint Drive Location: Basin 1 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, - I, = 62.0 % (100% Nall paved and roofed areas upstream of rain garden) B) Tributary Areas Imperviousness Ratio (i = 1.1100) i =` 0.626 ~ ; C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = ''0.19. *!watershed inches (WOCV= 0.8' (0.91' i3. 1.19' i'+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 14,418 soft E) Water Quality Capture Volume (WQCV) Design Volume Vwocv=i icuft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of its = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VwocvoTRER o • -293.6," ! cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv uses = cu it (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A)WQCV Depth (I 2-inch ma)dmum) avow= 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" g rain garden has vertical walls) C) Minimum Flat Surface Area A. =- 156'.-7- rsq ft D) Actual Flat Surface Area Armor = 245 sq ft E) Area at Design Depth (Top Surface Area) ATE = 835 sq ft F) Rain Garden Total Volume VT=: 540 i cu ff (VT= ((AT, + Awnr) / 2) " Depth) 3. Growing Media Choose One QQ 18" Rain Garden Growing Media Q Other (Boain): 4. Underdrain System A) Are underdrains provided? Choose One Q YES QQ NO B) Underdrain system orifice diameter for 12 hour drain time ) Distance From Lowest Elevation of the Storage y= WA it Volume to the Center of the Office u) Volume to Drain in 12 Hours VOlrz=.... WA - i cu ft fill Orifice Diameter, 3/8" Minimum Do = --N/A. _.: in UD-BMP_v3.03 Basin 1, RG 5/24/2016. 4:39 PM - Design Procedure Form m RaGarden (RG) - `Sheet -- 2 of ` Designer: MRB - - Company: Ridgetop Engineering - Date: May 24, 2016 ,.• ', . Project: Lot 18 - Midpoint Drive -. - Location: Basin 1 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One _ A) Is an impermeable liner provided due to pro dmily of structures or groundwater contamination? I 6. Inlet / Outlet Control . Choose One " Q Sheet Flow- No Energy Dissipation Required A) Inlet Control _ Q Concentrated Flow- Energy Dissipation Provided " Choose One - 7. Vegetation Q Seed (Plan for frequent weed control)) " - - COO) Plantings - Q Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES NO SPRINKLER HEADS ON FLAT SURFACE A) Will the rain garden be irrigated? Q NO Notes: - - c UD-BMP v3.03 Basin 1, RG 5/24/2016, 4:39 PM Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: MRB Company: Ridgetop Engineering Date: January 24, 2017 - Project: Lot 18 - Midpoint or plus 0.78 acres of Lot 19 included Location: Basin 2 - 1. Basin Storage Volume . A) Effective Imperviousness of Tributary Area, I, I, = 77.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i =1.11 DO) i C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =----�A.25-71vratershed inches (WQCV= 0.8 " (0.91- i3- 1.19 " i2+ 0.78 " i) i D) Contributing Watershed Area (including rain garden area) Area = 54,450 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwo" o ou it Vol = (WQCV /12)"Area F) For Watersheds Outside of the Denver Region, Depth of - ds = 0.43 in ' Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQQ OTHER -r �1,127.1 `i cu ft Water Quality Capture Volume (WQCV) Design Volume - H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQOw USER = cuff - (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch ma)dmum) DwQc,= 12 in B) Rain Garden Side Slopes (Z = 4 min., hodz. dist per unit vertical) Z = 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area Au„ =:`rv7' 5177 sq it D) Actual Flat Surface Area Ate„, = 752 sq ft E) Area at Design Depth (Top Surface Area) AT, = 2110 sq it _ F) Rain Garden Total Volume VT=F--J431 ' - ?cu ft (VT= ((AT, + Aoa,.� / 2)Depth) . 3. Growing Media Choose one (b 18" Rain Garden Growing Media Q Other (Explain): 4. Underdrain System A) Are underdrains provided? Choose One O YES I&NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= WA It Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol,,=f�.�N//A11-,cult . iii) Orifice Diameter, 3/8" Minimum Do in UD-BMP v3.03 Combined Lot 18 n 19, RG . 1/24/2017, 7:02 AM Design Procedure Form: Rain Garden (RG) . .. _.. Sheet 2 of 2 Designer: MRB Company: Ridgetop Engineering Date: January 24, 2017 Project: Lot 18 - Midpoint Or plus 0.78 acres of Lot 19 Included Location: Basin 2 5. Impermeable Geomembrane Liner and Geotexfile Separator Fabric Choose One Q VES A) Is an impermeable liner provided due to proximity, C) NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One (1)Sheet Flow- No Energy Dissipation Required A) Inlet Control ._ Q Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation 0Seed(Plan for frequent weed control) Q Plantings Q Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES NO SPRINKLER HEADS ON FLAT SURFACE A) Will the rain garden be irrigated? - C) NO Notes: UD-BMP 0.03 Combined. Lot 18 n 19, FIG 1/24/2017, 7:02 AM LID Table 75% On -Site Treatment by LID Requried w Impervious Area 15,691 sq. ft. quired Minimum Impervious Area to be Treated 11768 sq. ft. ?a tributary to Rain Gardens 13,751 sq. ft. n-on Area N/A sq. ft. Impervious Area Treated by Rain Gardens 13751 sq. ft. Actual % On -Site Treated by LID 88% i C Overflow Weir Calculations PROJECT: Lot 18 - Midpoint Dr Basin/Pond: Basin 1 Date: 1/8/2017 Per UDFCD Chapter 12, Section 5.14.2 Q = flow (cfs) CBCW = Broad Crested Weir Coefficient L = Broad -Crested Weir Length (ft) H = Head above Weir Crest (ft) Z = Side Slope (horizontal : vertical Equation 12-20 Q = (CBcw)(L)(H^1.5) CBcw = 3 L= 4 H = 0.5 Q = 4.243 cfs Equation 12-21 Q = (2/5)(CBcw)(Z)(H^2.5) CBcw = 3 Z= 4 H = 0.5 Q = 0.849 cfs Total Flow Over Weir Q = (Eq. 12-20) + (2)(Eq. 12-21) = 5'.940 cfs Design Coo at Basin = 2.98 cfs Total allowable flow over weir exceeds the Design Q Overflow Weir Calculations PROJECT: Lot 18 - Midpoint Dr Basin/Pond: Basin 2 & Lot 19 (Basin 1 & 2) Date: 1/8/2017 Per UDFCD Chapter 12, Section 5.14.2 Q = flow (cfs) CBCW = Broad Crested Weir Coefficient L = Broad -Crested Weir Length (ft) H = Head above Weir Crest (ft) Z = Side Slope (horizontal : vertical Equation 12-20 Q = (CBcw)(L)(HA1.5 CBcw = 3 L = 12 (Existing Spillway length per Lot 19 Design Plans) H = 0.5 Q = 12.728 cfs Equation 12-21 Q = (2/5)(CBcw)(Z)(HA2.5) CBcw = 3 Z= 4 H = 0.5 Q = 0.849 cfs Total Flow Over Weir Q = (Eq. 12-20) + (2)(Eq. 12-21) = 14.425 cfs Design Qioo at Basin = 9.04 cfs Total allowable flow over weir exceeds the Design Q Stormwater Detention and Infiltration Design Data Sheet Lot 18 - Pond 1 Stormwater Facility Name: Facility location &Jurisdiction: 2590 Midpoint Dr, Fort Collins User (Input) Watershed Characteristics Watershed Slope = Watershed Length -to -Width Ratio = Watershed Area = Watershed Imperviousness = Percentage Hydrologic Soil Group A = Percentage Hydrologic Soil Group 8 = Percentage Hydrologic Soil Groups C/0 = ft/h LW acre pen per, pen per, 0.005 2.00 0.50 50.0% 0.0% 0.0% 100.0% User Input: Detention Basin Characteristics WQCV Design Drain Time = 12.00 hours After completing and printing this worksheet to a pdf, go to: https:llmayerture.diffitaidatosemices.com/­`uh/­?viewer=cswdif, create a new stornewater facility, and attach the pdf of this worksheet to that record. Design Storm Return Period = Two -Hour Rainfall Depth = Calculated Runoff Volume = OPTIONAL Override Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97%of Inflow Volume = Time to Drain 99%of Inflow Volume Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored User Defined Stage lei User Defined Area IHA21 User Defined Stage Iftl User Defined Discharge lcfsl 0.00 1 0.00 0.00 0.50 245 0.50 0.00 1-00 601 1.00 0.14 1.50 835 1.50 0.14 2,00 1,085 2.00 0.14 3.00 1,665 3.00 0.14 3.50 1,921 3.50 0.14 4.00 2,228 4.00 0.14 4.50 2,600 4.50 2.98 Routed Hvdroeraoh Results WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 0.53 0.98 1.36 1.71 2.31 2.91 3.67 0.007 0.019 0.033 0.047 0.072 0,095 0.127 0.007 0,019 0.033 0.047 0.071 0,094 0.127 9 7 6 5 7 a it 10 9 10 10 11 12 12 0.72 1.16 1.71 2.19 2.88 3.40 4.02 0.009 1 0,015 1 C.022 0.027 0.037 1 0,043 0.051 0.003 1 0.009 1 0.019 0,030 0.052 1 0,073 0.202 n acre-ft acre-ft acre-ft lours lours t acres e-ft Drain times Pond 1, Design Data 11/23/2016, 7:11 AM Stormwater Detention and Infiltration Design Data Sheet 3 100YR IN 2.5 2 1 05 p.........�....y__. -.. — 0.1 1 10 TIME IRr] a5 —100YR a —SOYA 3.5 —25YR —IOYR 3 —SYR S —2YR p 2.5 i —WQCV O a 2 `— 15 -- 1 0.5 0 0.1 Drain times Pond 1, Design Data 1 DRAIN TIME [fir] 10 Stormwater Detention and Infiltration Design Data Sheet Lot 18 - Pond 2 Stormwater Facility Name: Facility Location & Jurisdiction: 2590 Midpoint Dr, Fort Collins User (Input) Watershed Characterise Watershed Slope= Watershed Length -to -Width Ratio= Watershed Area = Watershed Imperviousness= Percentage Hydrologic Soil Group A = Percentage Hydrologic Soil Group B = Percentage Hydrologic Soil Groups C/O = 0.005 2.00 1.25 60.0% 0.0% 0.0% 300D% User Input: Detention Basin Characteristics WQCV Design Drain Time = 1200.hours After completing and printing this worksheet to a pdf, go to: httor//maoerture. digita Idataservices. com /evh/?viewer=cswd if. create a new stormwater facility, and attach the pdf of this worksheet to that record. Design Storm Return Period = Two -Hour Rainfall Depth = Calculated Runoff Volume = OPTIONAL Override Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97% of Inflow Volume = Time to Drain 99%of Inflow Volume = Maximum Ponding Depth - Maximum Ponded Area = Maximum Volume Stored = r rr � t rs r tr r r ® r t r t r rt � rs Routed Hvdroeraoh Results WQCV 2Year 5Year 10 Year 25 Year 50 Year 100 Year 0.53 0.98 1.36 1.71 2.31 2.91 3.67 0.019 0.059 0.095 0.130 0.193 0.252 0.334 0.019 0.058 0.095 0.129 0.193 0.252 0.334 6 3 3 4 5 6 8 7 6 6 6 6 7 9 0.47 0.93 1.15 1.25 1.41 1.55 1.71 0.028 0.046 0.222 0302 0.367 0.420 0.486 0.008 0.025 0.048 0.075 0.129 0.182 0.257 n acre-ft ¢re-ft ¢re-R icur5 tours t ¢res icre-h Drain times Pond 2, Design Data 1/24/2017, 12:34 PM 7 1 100YRIN — SOOVR OUT 0.1 Drain times Pond 2, Design Data Stormwater Detention and Infiltration Design Data Sheet 1 10 DRAIN TIME (hrl • • • • • • • • • • • • • • 10 • J • • • i • • • • • IN • • • 1/24/2017, 12:34 PM _J I 0 Appendix F Maps Project # 16-015-002 Page 14 j r'% I t LOT 19, HOLSINGER / I DRYWALL I FFE: 4897.E I I IN 1R WATER ED UNOT BEVAM4 - UMOT N � RECORDED IRlDER SEPARATE NSRIAENi ♦~`,fib — —, L — J. r - R1MA1 WiR Sa[InC IS IpEIIMf NII M DMMLL v.R NK.a am au I -rao x HaQ aw10 E RMIInO 4@AW f0 Mp ar II -$ / STYb QWi M NMVL aG4Vr I amPainh fw PIANO adD aals K PF E i iMM EMIT AR AR 11"D amKai "I b>M Iwfe Kae axa K-rr - .: !FALL IQ NE fHYCRIE a1n11 fIM Sprgl a IVO - $ M el Nrao-4x W0.M qLE Iea4D aEx Kit NK IOD 1¢Ir IWD al1J Kai lo'K roo Iwfe e, maof KaF Ou Ps-ttM is frAf IMJM 9Q fDMtl 1 it 1899 _ — — — e e—e e o —E— r SUBBASIN 3.0 — AREA_ AC W ' .053 t SUBBASIN 2.0--'-, -- AREA = 0.470 AC— — l W 100—YEAR WATER SURFACE �>N LL ( ELEVATION = 4899.6 e o O I I f I — L T18� I _ '.. O I I - IOD-YEAR WATER 0- l I SIEACE nFYADON 4" _T • 'I WAIT fRCNe - 41 PwC91 II DmKaam ux BUILDING j as WLLRKd F41 9,047 SF g SUBBASIN 1.0 I .1frQWALch.anoQ FFE = 4901 iWI CApY gIfF iE01FD xJ10 PM wYTI TwAE wMAQ w a AREA = 0.331 AC I I I I _ `. FAEYbA1401fF IF01Q Aa Irvin, aAE mv,A>n Angry nIDa FmK eoo)NAE Be>.ala AKP a YY I�KN r9A 9: 1iW POW- WATER QUALITY TREATMENT LEGEND suflesSIN I (RAN GARDEN PONoNG AREA) — S1BBrASN 2 (RAN GARDEN PONDNG AREA) IIIIIIIIIIIIIIIIII, BASIN IKiUDARY too -A W511 76%OnS1te Treatment by LID Requiried New Impervious Area 15 691 so It Required Minimum Impetuous Area to be Treated 11768 sq ft Area tributary to Rain Gardens 13,751 so if Run-on Area NA sq ft Impervious Area Treated by Ram Gardens 13751 sq. ft Actual % On -Sate Treated by LID 88% Surface Ponding Depth of ioi mum Ill Th lck Layer Blcretention Sand Media CONNECT UNDERDRAIN (see Bioretentlon Sand TO DRY WELL Media Specification below) L mimum 6' Thick Layer of ,.a Gravel Minimum COOT 1. 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PARKS AND RECREARON _ DATE Call before dig. you CHECKED BY: _ TRAFFIC ENGINEER DATE vI�P EN(;INEERE t; & C)ONSU IKf. zss Pawl P, ay.. stem AYnYwn cc aasJY RFAA LOT 18, PROSPECT INDUSTRIAL PARK 2590 MIDPOINT DR FORT COLLINS, CO R4 ARCHITECTS 226 REMINGTON, UNIT 3 FORT COLLINS. CO -1 SUBMITTAL FINAL DEVELOPMENT PLAN D5-All BY BW CHECKED BY MBB PHOJECT NO 16015002 REASIONB. DATE -_"A.. CITY COMMENTS 0902ci0is CRY COA4MENFS =f2p17 7/2712016 I DRAINAGE PLAN SNFEFTEORINTEDN C-2.1 7 Of 11 I INCMy K 9RRIC➢ w =Ta:cnc"I W Nm LAIC.E uN! w leCl4! \K6 - I4R14 �IEI ry[ 11 ''�• �Y ���^iY' ��tiu� JO + Sr6y ILK LLE • I - NOK'l1 CAM4t,Y IwldlK RNW4NG T COd Kf •CDMKiCC lMM'LLY w.ICPI. CMOTME TO COW .61 BEDDING REOUIRMENTS CHVd 'sr•a�.I. .F. NFH F`On Coll 15 LL A.: vVw-7 PIPE TRENCH AND BEDDING DETAIL N TS /r� M C0 •9nwi p, O / xWA norm a w ^ w —T ..,. xd, •1IN. �. TRAFFIC RATED CIEANOUT DETAIL � SEWER CONSTRUCTION wm w WW-1 - - DEIAII.S [uw Orr. 4N !/IVM-i$ CLEANOUT DETAIL NTS 1 S b B'— POND TOP ELEV. - 4900.5 Y� tll== STAINLESS STEEL PLATE 100-YR ELEV, = 490010CWIK;V (ORIFICE IE) 4697.5 STAINLESS STEEL PLATE PONMINE ID BOTTOM ELEV. = 4896.5 IIr I I L—I —I ' I I —I I I�If�Y M...ra �iiiiiiii ii X/i// I]kiwiImTllr:1f1 30' MAY. ADS GNAW BASIN OR EOUIVALEMT - SOLID UO FLUSH WITH BOTTOM OF POND - SIDE PERFORATORS RAIN CARDEN 4' PERFORATED PIPE PER MANAGE PLAN - 90' MW/NRNED aBOW FILL DRAIN BASIN WITH WASHED /2 ROCK PERFORATED BOTTOM WTN I• NAM. HOLES I' 1' CONCRETE VALLEY MrrER PAVEMENT I r a g a ^o. "a. Qd\moo n ea°bu oo•^.p•on `. u; YIYAI 11' BAY OAARY NOTES 1. SLOPE SHALL PROMOTE POSBiE DRAINAGE TO DRAINAGE STRUCTURES. SLOPE TOWARDS OR AWAY FROM CURB AS REWIRED. 2 ENPANSION JOINT PUCE AT EMS OF ALL RADII, 5' ON EACH SIDE O DRAINAGE STRUCTURES. AND AT 45' MAIL INTERVALS N STRAIGHT CURB AND WITTER. PROVIDE ITS . IB' LONG SMOOTH STEEL DOWEL BARS WTH I'll GREASE CAP TI MM EXPANSION ANTS. (1/Y DRa BTUMNOUR FILLER MATERIAL) J. CONTRACTION JOINT PROVIDE 2' DEEP . 1/4' WIDE CONTRACTION JOINTS AT 15'INTERVALS. 4. 2'-6' LONG BE BAR ON Y-6 CENTERS SHALL BE RTGVDEO WHEN MIT 6 ADJACENT N PC C PAVEMENT. S FROMOE 2 06 . Y-Mi LOG RE BANS TO CONNECT DUSTING AM NEW COI® AND OUTER, S. REMOVE FORMS AS EARLY AS POSSIBLE. BRASH TOP AM FACE LT CURBS TO REVOW ALL IMPERFECTIONS TYPICAL O ALL FON WOK(. 7. LIGHT BROW FINISH ON ALL EOEPIOR CONCRETE DRAIN PAN TUTS POND TOP ELEV. = 491 EVE. 4900.0 113/16 WO AND OUTLET STRUCTURE (SUBBASIN 1.0 NTS A} T _ y I, STREET �Hxlwl�asia a.c EDGE Gr sneeT N rRitOli{1f11 w1lIr HAR+ wmGK a %•Kv SECTION A -A rule -` IO `B B' 4 eAr.NsloH 91GewKN %'GA4v sreeLPurE r.T.k' wv..ncu. iwTE111K (ml u G[TAILI vuMet wKx 'Grl J Ie g °"OGs tC Cl w� w SECTION B-B aNm �I II'R 1S . 7Srlp L A l IT. mv. PAM k' w1 s( ew IW 0 C. wITl1 EDGE Oi E1EfFT TY JY CpRiIFnSUAx re.o E,.e. }' G E iWSx wITn RAtF Pw PLAIN G'c' rwu' I S'.Tx%' -- •A nLIwA • G.C. GLV ANae e p rw lr GC DETAIL 1 SECTION C-C METAL SIDEWALK CULVERT FOR VERT, CURB & GJTTER AND DETACHED SIDEWALK - OUTFALL TO CURB A ygpp2p _ _ - Call- ()R E TCE'AI', -- DETAIL et�ollmCCR / lwr�mlMEa®o!, CONS'RUCTION �_ pdT T/�/OOHS D-10B t^PI v.�wo BurNN B" D.yIX1 N METAL SIDEWALK CULVERT — DETACHED SIDEWALK (CONCRETE OUTFALL) NITS COMBO M SUMMSINS (LOT IB-MBOASN 2.0 & LOT 19 COLT. AREAr WD MSFI: 4ffHL3O WCCV REO'D: 0.026 AC -FT HOLY PROVIDED: 11.055 AC -FT :OD-1R WSFL: 4899.6 100-M VOL REOD: 0.247 AC -FT ico-YR VCL PR0191FD: 0.36•L AC --Ft TOTAL POD VOLUME PROV: 0.4-18-AC-FT !6I I I I REPLACE DUST' STEEL - PLATE (WTH LAKE NAIEflIAL) AND ENSURE SECURE ID OUTLET STRUCTURE 4-1/8' PERFORATION - lE 4800.30 I I POND BOTTOM'. 4187.31) SUBBASIN 2.0 RETROFIT FLOW CONTROL PLATE NTS CITY OF FORT COLLINS, COLORADO UTIUTY PLAN APPROVAL APPROVED: _ CITY ENGINEER DATE CHECKED BY: WATER t WASTEWATER UTUTY DATE CHECKED BY: STCBIWATER UTIUTY DATE CHECKED BY: PARKS AND RECREATION DATE CHECKED BY: TRAFFIC ENGINEER DATE Ri�c� o ENI:INEERIN i d ( ONSI'1:1 IM. ss roaR ��,yrr,Rm, 961E PROJECTTRLE LOT 18, PROSPECT INDUSTRIAL PARK 2590 MIDPOINT DR FORT COLLINS CO PREPPREO TOR R4 ARCHITECTS I 226 REMINGTON. UNIT 3 FORT COLLINS. CO TAWNRTAL.. FINAL DEVELOPMENT PLAN DR/,WNBY BSA (:MECHEB BY MRB RROIECI NO lffll W REVTc .B.: CITY COMMENTS W Lliv c;UMMENTS 2-i"- rodlrallf DATE 7/27/2016 .. BNEETI7ILE.'.. STORM & SEWER DETAIL SHEET . WFcI?T. RJ%�1ATION, C-4.2 11 of 11 LOT2 V/POINT - (/ MA h' .FTtT N M— _ _ _ _ /� (I MgJYr KiYSII b RYIfi I II ~� y7Emt- + I�lff 7- s+sR� I LOT 9 /,' Lorie I HDLSINGER DRYWALL OFrTCE/WAREHOUSE MIMUM DPENBiG MMERM LOT e / -" K,. .•. J A{YaM1 i tlt5' l: f it i JY - b• GaaYI� �TP Rid—f�IIRTm I ' LOT re I Aq nTm J / ' i so[wK GAIDH f � a lo� naaw nor_ _ �E �tD'AeY � � � WTBR FaG �AWb E S_ • O OaN[ aA0 MIp[ar s —Cr F•— s r M/DIO/Nin*nw • s s s �Cl6�y i • �w_ T _____ _ 1 tr _ _ __ LOT27 LOT20 1 T I I II I Loizs 1 PNA�NT SECTIONS PER GF.OTECHNICAL. REPORT Ir'iORR/JIO CFMENT CONCRETE 09,000PSU. 2 LIMRSOF STREETCUT SHOVAV ARE APPROXIMATE FWALLn,!R RETIRE DETERMMEO MT TH[FIELD BY THECT'E'NGINEEPoNOINSPECTOR ALLREPARESHALL BE IN ACCORDANCE WTTII THE CRY STREET REPAIR STANDARDS 3 DAMAGED 0.RB GUTTER AN051DEWAtIt EKRTNG PRIOR TOCCNSTRIICTKJN,AS WELL A$STREETS SapEWAUcS.Ctli®6 AND GUTTERS. UESTIIDYED. DAAUGED.OR REOUECCTONTHIS PROJECT.SHALLBEREIR-ACED RESMRMIM LIK KINDATTNE DEVELOPER EXPENSE N R TONF ACCEPTANCE OFCOETEDIMEMSAND/dAMORTOHElSAEOFTfJEFT CERTCATEOFOCCLIPANCY THELIMiTSOE THEREPAIRSWR R R]ENTWI O THE T'IOE P BY THE CITY ENGINEERING INSPECTOR HE PLANS TOANOOVER THE COlMSE OF DIE PROJECT AND NTLL NOT BE SHOWN DN THE PLANS 20 10 0 20 40 A. ALLDTSTURSED AREASICNANDOFF SREISHALL BE RESEEDED AND MULCHEDISEE �•: LANDSCAPE PLAN AND DRNNAGE AND EROSION CONTROL PlAl9 SCALE I-• 20 5 T MISHED FLOOR/ MINIMUM OPENING ELEVATION SICNVN IS THE MINAIUM ELEVATWN REOUIREO FOR PTtOTECTION FROM TIE IOOYURSTORM 6 NOGRADMGSHALLOCCURONADJACENTPROPEr SEXCE"AS51gWN .ate O4 VI 1lr�i aawfiw Pay pla�� � A � 1 s � wM re•..0 11 Pawns ��— ��m PwnFa � asp ,1/al �nf�pp� taCKwN WATER QUAUrn AND DETMM OUTUT •TM M11 ..s CALL UTLM MDTIRGTION CENTER OF CMORQG 1.800.922.1987 .AIL t-slra•a oaa R tlwH¢ BDoaT T61 FIG. qK(, A (ww; Iw k •AsaaaF a IAo11161RA0 m uw+u cUl oo tCM C Q m O W R o A uoa a06 M 0 wUW C 2 ]t L mJZ 0 NUa 0 - zLL 5 a W a J 0I J Q H � J L Y w Q o a Z 6 J ? 0 X U W a to 0 m a Z J a 0 2 Ir L9 n Y u OIY OF rORT CD.LINS, COLORADD UTILITY PLAN APPROVAL APPRDVED-' �( P —. CHECKED By «. « A Aas+T• n>t vRIN maw CHEOTED BY: CHECKED BY: '� PROJ.N0.106i0260C • iA FII CH "M BY: VA WIN WINBOF9 CHECKED BY. C-3 2)24 -,•,,,a,yl...ua.u-rd.a:oemror, al:nr�mr+w a..a e'e.. 4"+om w'.m sgiuWiJ®Yn.. �YUA'.ide.wa OSU DI^dC fmfiaNbll TEA LOT V/PO/NT I /I -----T----- I L I 1 L0T20 I 1 I 1 1 i LOTS ----------- - n rw ,tprr; v au,r. LOT 19 1 Hf]LSINGER DRYWALL OFFICE/WAREHOUSE .. / INIM11I2 OPENING AN I r � ----------- -__-- 11 YxF(,![[!N. TMWn \\\ IL> J i LOT 18 -- -- - - -- '•N NH (uWnl I � � -- - - ----- ------------ !---T --------- ---------------- 1 ---------- ''-------•• -- I --- T- -1 --------- -- - a L0T27 1 -"` 1 I - 1 LOTZB�LOT?D it 1 1 I` --D c NOTES. I POND TOM OVERE=AVA7ED AND USED ASAMDIMENT TRAP OIIRNG CONSTRUCTI0N T141SCONSTRU TIONSHALLBETHEFIRSE5 DuRiNG OVERLOTGRAOING POW SHALL BE CLEANED OF SEDIMENT AND BBOUGHTT0Fw5HEDGRADE MOOR TO SITE CER 1MATiON AND LANOSCAPING 2 ANY LOT/AREA NOT IMMEDIATELY BUILT ON SHALL BE SEEDED AND MULC11E0. WHEN THE OVERALL CONS771 C110N IN AN AREA IS FINISHED IT }ALL BE VEGETATED PEp THE APPROVED LANDSCAPE PLAN. 3 SEE LANDSCAPE PEAN FOR FLANIWGS THROUGHOUT THE SITE 4 N0GRAWNGSRAUOCCUR0NADJACENTPROMMIESE%CEMASMJOVM. RNONW Q4W0R al0 !�« CYJeR 09 � BRAN xO16 11) p. walR< <wb.1 Re«la iq.N a. n.tMYa N Ya1 nelrry !HI W. aY/ n e. NwuxT w hY NL IS) ,N. WI N w vY-nai1M a<=I11 snw. M Ilwb NVPyM n Ar alAtN pW la a .veer rwa.Nw w W wnu.w[n 1Wry nr N ..Iar1 r r,I rrJ 4rwAbF acWlr (r«nap .Rbe. MF+y N�) r...w +wn .Nw <mw .«v« nN N r « N M.<✓N ,w. r M <Wb«Nn «NWe n aNa1.FT «. gnr«r a.}t<.P.naa <mq.nV YM ba ..axl la3 « r W.w rvy .ralraNR N xa.ra. M N woa+an r PwnWy W w we.w .<..r.y vwM n. Prom .•a<n.x an<RbL 1M h<Ow M rta N rlen.Y. b YNlnn N In.blr<M9 a INI.. anN laflAi.. Ibw M.^ r ..Iwr N a Io mM.« .M Vu.n (S) Ya-f.E.Ma <N.1a14 M N PNM.J eM .NaM r.rMr /.alM IIYnp.y r l.Mnt. N ..MW ..a.lo.a wy G. IMN t. b. s.a(.) rNJr Iv hw.CN. <enYru<fv. .C..albu, W W M MIM pa<1MI NrM o. INw (�.) M ara w«.1 A.vp w eMwN�. au.Or lwtov�.sy aMr rawea.A .IaaWh Ir<s. N<.) «s e. as x ..wp..w ....onln .1 roamer r aa.. y,ma I..e .«�Ia.. �aJ (� <�.faMaxwM�. �a 19wnww wYn anbY n S�rNINa w wn a nwr NbIN WM .n..l .au -a -NJ na rwnah .weW .r'ar Mewrq a<un, ra mv. un nyawr n I1r+erN a,.lsl ...br (b9 a..a/mse. Ir.eevA ar.) N n.rrr wle. NarN.. gpn�aa bI IN drr<.we. (7) r rr n mbv.Ia rm.x IYNnIM • lw•Frw) f.IN<Ira) .rrY. <wIN mNvw ar (n) 9. r.Nelr r a Mltim a aw ..r/ Iw fl) .M. an MF weA Mpxawv as+n .vex W nowN r +<vnlula a •.<«vT R aw r «vr .0 In,wN vlamsw a INY Fn<W M<Va. MM I. M<a .MI .alA IM «r W M-� aNVM v.a wa N1N.wtll .to.«n i rrmNr 4. u. r«�w <v.N �w<tr. L Or T9«1 alive ba .II. Ra Nn NAIrIW! tJOY N rrrn.M .1 M IYb. W 4w Fpa.. fn) Fa <rb.nr na v«.Nxr7 44n a nr <We ia. mrnar aw.elnxl aearr n awy w«ea naNma a save o-m�a .ynu of wr. W ma. R+. New. a� .s..ea ra .New a M ra a ea .envy sv} �1a) r .rabr vNw.a .rxeilnr Rw. w rw.a nN.q rrw nr N •w...4 W ne.r4 r v a m.m. x v.a�w «.. roI 1e <.V.. ow '.le.. Fl. s.r elr. r IY vent rI« D,) In w .lqr. rn.a ew.s I.i (w) w1 n r w r.yw WA w wal.nr wR apnnl wru.wl e 01 r�rp A., w (.!) ,va «rm.Nw .svaa Lp<nl .r Mnxw w.a. .9 e. nva.N M Nw v..w Yr w N nN.r oon <rglNw .I n. aab:e ana ern. t.nry u. maw«..,c. a..r r a. oI,/aa.Il w rNm.oc...eeae� (.ca) (1J) ur ov w W t la.Y MrRwa Pwmx rWlo fors) ;.Rnwaab era x u+sN n 4VIl-q. e m u. e«erq..1 wr ra,lwt > <nlwmslr .Nw aw. a'wnbvtlq r« WW V W r Fala YI ar ml T.N b [rs«e Y,Nny mare P«wNa bv« .Npl ww.aa a va 4.w�ereL[Y, Rer. W Ol ..Na <a ;a.nlRs n�a n N On.. eW (�.) a arPaN sN � IW .bY <a<pN...bY <aYt IMn a<1MIY Y. <mv«..«Mn MW .�I lM N<w.m.Mn W wZr�1 >iaW r D'b lenr0.0 Nn aRY I'A) Nr «<) bm (Is) It nva Va rlrrl h.a M ma« M N FF.Yw nn W a M. a M SMYI ..IIw.M/wNb� tmlro M. ✓.n N b.edr a+e �ra4nwr vu Lw rod. o. ..+b�n!Iv NeaaM a Mrm.r N ITe waea evRv n.yatr. ('Mw lewlsM Dry l«.L Mlj 1.) ll N a 9Atr N.<.«e n (n) wt I. E.Y!,w e, M C ,/ tr m., q-a-1 rwtn <ut-tl s..v« F Nf1M 1. /.el M1 wwr+ v. PW WW 1M 'J..rer O'a FVw^wf «.I.w nss-n >. MwmNN MAMF u POND SUMMARY 90 VOLUME REOINRED 877 CU.FT. WO VOLUIff VIDE0 W7 CJ FT. Wo EEEVAT*4 4895.lr0 DETENTION VOEUIE REDUWED 7865 OI.R. DETENTION WENS PROVWEO 8414 CUFT. 100 M WATER SURFACE 48%.58 �LWAV VATION 480.80 TOP OF SRN ELEVATION 4897.00 TOTAL VTkWE PROV1�0 9291 CU.FT. LEGEND SJI � w•no•...»x. ca[.mca. aM<Yar R.f<M. O-.- anexcF corc.ac..xr. r..n.r<Y E ra .1,R.L.•� R.o DRAINAGE SUMMARY TABLE DESIGN POINT AREA OE9G AREA (ACRES)NN C 10 C 100 Tc f0 Ta 100 WI 0 10 O'$ 0 t00 Crs 1 f 0.23 M76 an 5.4 SO 0.9 2.2 2 2 0.55 0.88 am wil 7.9 1.4 3..8 3 3 0.011 039 0.48 5.0 SO 0.1 0.3 05 0$ OJ2 M47 Q58 11.7 11.7 0.5 1.4 .an .e.m a«N re .rrx M. .ri.r w_aar r..nerrew asp CALL URUTY NOTIMATION CENTER OF COLCRADO 1.800.922.1987 tali>-rrWex an W bra.a RTIIR !Il1 Dn 4[r(, A [EavrR rq R( vuANq d v.GlA7xvro 1[Vlll V'VRS CITY OF FORT CMUN5, C%CRADO UTILITY PLAN APPROVAL APPROVE - n CHECKED BY: ( YL OIECNED BY: z f .� s• ¢ u n CHEOIED BY: AL2 F✓q . l OUAmR - CHECNW BY: _ CHECNED BY; ME PIgJ. N0. 10810M00 °'R 70F9 9.0 C-3 2) A Y �vl.y1 vM°Veal«-ZLIDIf ausYCT 4Mca�YxYR.aa64iy.: 1.r/;tlydvtyv® v w.mla..e«ww�i ly ny<. <bsyi!by !<.C4PorMIlL