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HomeMy WebLinkAboutDrainage Reports - 05/18/2016 (3)1 1 1 1 1 1 1 1 1 1 1 1 1 City of Fort Collins A APPrbved by. Pproved plans Date: 5 g _ G FINAL DRAINAGE REPORT 1 Southeast Community Park 3350 Kechter Road, Fort Collins, Colorado Prepared for: CIVITAS 1200 Bannock Street Denver, CO 80204 303-571-0053 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970)460-8488 April 18, 2016 Job Number 1178-109-00 e TABLE OF CONTENTS t TABLEOF CONTENTS.............................................................................................................. i ' DRAINAGE LETTER................................................................................................................. 1 APPENDIX A VICINITY MAP AND DRAINAGE PLAN ' APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D LID CALCULATIONS ' APPENDIX E KECHTER AND ZIEGLER AND MCCLELLANDS CREEK INFORMATION (SWMM MODEL) APPENDIX F FIRM PANEL, FLOODPLAIN INFORMATIONAND CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 50% SUBMITTALS APPENDIX G SOILS INFORMATION, FIGURES AND TABLES ' APPENDIX H SNOUT® BMP INFORMATION n 0 April 18,2016 ' Ms. Heather McDowell ' City of Fort Collins Storm Water Utility 700 Wood Street ' Fort Collins, CO 80522 ' Re: Southeast Community Park — 3350 Kechter Road, Fort Collins, CO 80528 Final Drainage Letter ' ' Dear Heather, Please accept the following letter on behalf of the City of Fort Collins Parks Department to demonstrate the site's compliance with the City of Fort Collins Drainage Standards. Please note that the Erosion Control and Stormwater Management Plan report has been prepared and submitted to the City as a separate document. Comments from the City of Fort Collins Stormwater Engineering department from the 2nd PDP submittal in September of 2015 have been addressed in this letter. ■ INTRODUCTION ' Southeast Community Park is a proposed community park located in the Southwest Quarter of Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. It contains approximately 50 acres and is bounded on the south' by Kechter Road, the north by Saber Cat Drive and Fossil Ridge High School, the west by Ziegler Road, and the east by Lady Moon Drive. The site is bisected by McClellands Creek. Please refer to the attached vicinity map. ' The site is in the McClellands Basin and is included in the City's Storm Water Management Model (SWMM) and includes basins 506, 507 and 509 and a portion of basin 510. The ' applicable master drainage study is the "McClellands Creek Master Plan Update", by ICON Engineering, Inc., (November 30, 2000 and revised March 2003) and is referred to as the Master Plan. tThe Master Plan identifies an erosion buffer on McClellands Creek. A stream restoration project is a part of the park project and after completion of the restoration; the erosion buffer will be removed (similar to Radiant Park on the south side of Kechter). EXISTING CONDITIONS The site currently has an existing ball field, BMX bike course and irrigation pond and pump house but otherwise is vacant. The north portion of the site sheet flows south to McClellands Creek and the south portion of the site sheet flows north to McClellands Creek. PROPOSED DEVELOPMENT The proposed development consists of an access road and parking lot, new concrete trail system, playground area, restrooms and shelters, multi -use turf area, interactive creek play feature and ' utilities for the park. The site will also include ball fields and new pedestrian bridges. McClellands Creek will be re -graded in coordination with a City Stream Stability Project. NEW PARKING OFF OF SABER CAT AND LADY MOON Several new parking spaces have been proposed along Saber Cat Drive and Lady Moon Drive. ' Both areas will drain toward the flowline of the drives and will follow existing conditions. The parking spaces in Saber Cat Drive will drain to the north flowline of Saber Cat Drive where an existing inlet located to the east will collect the flow. The parking spaces in Lady Moon Drive ' will drain to the flowline of Lady Moon Drive where an existing inlet located to the south will collect the flow. Both of these inlets drain to the existing irrigation pond. The existing irrigation pond has no outlet so detention and water quality naturally occurs for all drainage directed to the pond. The pond acts as a sediment basin and detention was designed to limit flows over the spillway. The irrigation pond is a joint facility between the Poudre School District (PSD) and the City of Fort Collins Parks department. With the addition of new runoff directed toward this pond from the on street parking areas described above and the new BMX track, additional maintenance of the pond may need to occur. The City Park's department will coordinate with PSD on the maintenance of the pond. 0 BASIN DESCRIPTIONS The site is divided into six basins, A-F. The basins are delineated on the Drainage plan which is attached to this report. Basin A is adjacent to Basin F and is in the western portion of the site, south of McClellands Creek. It includes a parking lot, drive aisle off of Ziegler Road and open field area. The entire basin sheet flows north until it is cut off by the northern curb and gutter of the parking lot. Runoff will then be conveyed via gutter flow to a Type R inlet located in the parking lot turnaround on the eastern edge of the basin. The 10-year runoff event will be collected by the inlet and conveyed via the underground storm system to the rain garden located east of the soccer fields in between the sidewalk and McClellands Creek. Major storm events will spill over the curb and gutter at the turn around in the parking lot, sheet flow across the soccer fields and directly into McClellands Creek. The time of concentration for this basin is 11.8 minutes. 2 Basin B is located just north of Basin A and south of McClellands Creek. It includes a concrete trail system and sidewalks, landscape areas, community gardens, restroom, picnic shelter and ' playground. The sod, sidewalk areas and playground in the east of this basin drain north to a water quality trench system (French drain) and then to McClellands Creek after treatment. The natural areas and community gardens of the basin drain north through a grass buffer zone and then to McClellands Creek. Minor flows will be cutoff by the French drain and major flows will sheet over the French drain directly into McClellands Creek. The time of concentration for this basin is 14.2 minutes. ' Basin C is comprised of the portion of the site adjacent to Basins A and B on the east and south of McClellands Creek. It includes a concrete trail system and all-purpose fields. This basin ' drains to the northeast to a water quality trench system (French drain) and then to McClellands Creek after treatment. Minor flows will be cutoff by the French drain and major flows will sheet over the French drain directly into McClellands Creek. The time of concentration for this basin is 15.3 minutes. Basin D is comprised of the north portion of the site north of McClellands Creek up to the ' proposed baseball fields and south of Saber Cat Drive. It includes sidewalks, dog park and landscape areas. The western half of the basin — which only impervious area is the sidewalk system — sheet flows through a native grasses buffer zone and then into McClellands Creek. The ' sidewalk/hardscape areas and dog park in the easter half of the basin sheet flows south to a water quality trench system (French drain) and then to McClellands Creek after treatment. Minor flows will be cutoff by the French drain and major flows will sheet over the French drain directly ' into McClellands Creek. The dog park French drain system has its own outfall into the creek. The time of concentration for this basin is 13.9 minutes. ' Basin E is comprised of the northeast portion of the site north of McClellands Creek. It includes the BMX facility. This basin drains to a SNOUT® water quality facility with sump located within the track. This then discharges to the existing storm system in Lady Moon Drive that then ' discharges to the existing irrigation pond where 100% water quality treatment will occur. As previously mentioned, there is no below surface outfall for the irrigation pond so it acts as a sediment basin. The time of concentration for this basin is 13.1 minutes. ' Basin F is comprised of the drainage ditch adjacent to Ziegler Road in the southwestern most portion of the site. This basin drains to the north to McClellands Creek via a ditch and culvert located under the access drive. The time of concentration for this basin is 12.2 minutes. Basin G is comprised of the restroom building, two baseball fields, sidewalk/hardscape between the fields, and a portion of the sidewalk adjacent to the baseball fields. This basin drains to the south to a water quality trench system (French drain) and then to McClellands creek after ' treatment. Minor flows will be cutoff by the French drain and major flows will sheet over the French drain directly to McClellands Creek. The French drain system for this basin connects to a manhole and has a single outfall to the creek through an 18" pipe. The time of concentration for ' this basin is 14.7 minutes. According to the SWMM model, the peak flow of McClellands Creek in this area is at a time of ' 1 hour and 15 to 17 minutes. Please refer to the Appendix E for reference to the model. Because the basins' time of concentrations are much shorter than the time to peak flow of McClellands 3 Creek and the increase in percent imperviousness due to the park's development has not changed the flow of McClellands Creek, it has been deemed acceptable by the City that detention will not be provided for this site. More discussion is included in the following section under Proposed Model. OFFSITE DRAINAGE Offsite drainage is introduced to the site from the three 30-inch culverts crossing the roundabout ' from south to north at Kechter and Ziegler. This water will continue to follow current conditions and will flow north and pass through two proposed 30-inch culverts at the park's entrance drive. Because upstream basins have been diverted, the McClellands Basin SWMM model was updated. Three models will be used for this report and will be run on the Environmental Protection Agency (EPA) - Storm Water Management Model - Version PC.1. Duplicate Effective Model The duplicate effective model is the current model from the City. No changes were made in any modeling parameters and the model was run on a computer at Interwest Consulting Group. Portions of the input and output from this model are in Appendix E. The duplicate effective model output matches the City model output. The filename is MMCEX.DAT. The duplicate effective SWMM model determined that 299 cfs drained to the roundabout at Kechter and Ziegler (overtopping and in the pipes). Corrected Effective Model A corrected effective model was developed by taking the duplicated effective model and rerouting Basin 513, which contains Mail Creek Crossing and Kechter Crossing subdivisions, to node 313 since these subdivisions now bypass the original model's conveyance to the ' roundabout at Kechter and Ziegler. Also, Basin 511 (Homestead PUD) was rerouted to new pond 399 and then released to the conveyance element that drains to the roundabout. The filename is MMCEXCE.DAT. The existing conditions SWMM model determined that 299 cfs drained to the roundabout (overtopping and in the pipes). The updated model (corrected effective) determined that 165.8 cfs now drains to the roundabout removing 133.2 cfs from the system. The two proposed 30-inch culverts at the park's entrance drive will convey 114 cfs during the 100-year event. The remaining runoff (approximately 52 cfs) will overtop the drive aisle and be conveyed to the creek without impacting any structures. Proposed Model The proposed model has been developed by taking the corrected effective model and increasing the percent impervious values of basin 506, 507, 509, and 510 from 5% to 8.6% to reflect the Southeast Community Park Development. This was done to show that the increase in percent imperviousness does not impact McClellands Creek at nodes 411 and 412. The filename is MMCEXPROP.DAT. The peak flow of the corrected effective model at nodes 411 and 412 is 1,199.2 cfs and 1,227.6 cfs, respectively. The peak flow of the proposed model at nodes 411 and 412 is I,198.9 cfs and 1,227.0 cfs, respectively. The increase in percent imperviousness does not adversely affect McClellands Creek. r 4 DIRECTLY CONNECTED IMPERVIOUS AREA (DCIA) DISCUSSION Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff peaks, volumes, and pollutant loads from urbanizing areas, stabilizing drainageways and implementing long -tern source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff for the site will be routed through a rain garden, vegetated/ grassy buffer areas and water quality trench system (French Drain) systems thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. ' Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, a portion of the remaining runoff shall be treated through the water quality trench systems where sediment will settle and cleaner water will release through ' the underdrain system. The rain garden will allow sediment to settle out through the filter material as well as help reduce total runoff by allowing the water to infiltrate. The irrigation pond allows sediments to settle while incorporating zero release. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Rip rap will be used as a level spreader at the outlet of pipes that discharge into the McClellands Creek. The existing outfall into McClellands Creek from the drainage swale adjacent to Ziegler will -be maintained in order to prevent erosion and maintain channel stability. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post -construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. WATER QUALITY As the drainage leaves the site, water quality will be achieved through a network of best management practices (BMPs) including a rain garden, igrass buffers, water quality trench systems (French drains), and SNOUT® water quality facility with sump and storm system. It should be noted that this overall site is only going to be 10% impervious and most runoff from minor storms will infiltrate and not reach the water quality BMPs. F1 The rain garden will treat nearly all of the driveable impervious surface on site before being released to McClellands Creek. The rain garden will reduce volume, provide treatment and slow, release of the water quality capture volume. The grass buffer between the concrete trail areas and McClellands Creek will treat a majority of the concrete trail. Water will sheet from the concrete trail to the grass buffer where filtration of sediment will occur before the water reaches McClellands Creek. Urban Drainage lays out some minimum guidelines for utilizing grass buffers as a form of LID. The minimum width is recommended to be the same width as the contributing basin. In the case of the park, the sidewalk (new impervious area) sheet flows onto the adjacent grass area that is being defined as the grass buffer so the width is the same. The recommended length is defined as a minimum of 14 feet. Throughout the park the areas defined as a grass buffer vary from 20 feet to 250 feet. The maximum slope for a grass buffer should not exceed 10%. The park grass buffer area generally varies from 2% to 5%. Finally, utilizing a grass buffer for this site is applicable because the impervious area tributary to the grass buffer is sidewalk area only which is not considered a high pollution producing area. The water quality trench systems (French drains), located in basins B, C, D and G will treat the impervious portions of these basins as well as fertilized turf areas. The trench will be constructed with a layer of filter material and will convey flow in a slow and shallow manner were filtration of sediment will occur. Flow will be directed to storm systems or underdrains where it will then flow to McClellands Creek. A scour stop system or rip rap will be used as a level spreader at the outlet of these pipes. Because the park is adding very little hardscape, there is effectively no runoff from the typical "water quality event' of 0.5 inches. The water quality trenches are an extra way of treating the very minor flows that are expected. The BMX area in basin E will have a SNOUT® water quality facility with sump. This system will drain to the existing irrigation pond where further sediment will fall out below the pond outlet. This irrigation pond provides 100% treatment and is jointly owned by the School District and the City. Please refer to Appendix H for SNOUT® information and details. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS Runoff reduction practices (LID techniques) are also required. No less than seventy-five percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project added 201,800 sf of new impervious area. Using the rain garden, the water quality trench system (French Drain), and grass buffer as LID techniques, 150,825 sf of new impervious area (75%) will be treated using these three LID techniques which satisfies the 75% requirement. Additionally, approximately 772,500 sf of runoff area will be intercepted and treated by the water quality trench system which is_40% of the site. A small portion of this area is impervious (43,570 sf) as the majority of the area is highly maintained turf area (soccer field, baseball fields). It is anticipated that these turf areas will produce "dirty" runoff from fertilizers which the water quality trench systems will capture and infiltrate prior to reaching the creek. 3 FLOODPLAIN ' This development is subject to Chapter 10 of the City Code. A floodplain use permit will be required for each site construction element in the floodplain-and will be submitted with final compliance documents. A Floodplain modeling report was completed for the McClellands 1 Creek with a separate submittal and will be coordinated with The City of Fort Collins Stormwater department. Modeling is required in this area because the McClellands Creek will be re -graded and re -aligned in coordination with a City Stream Stability Project. The ' McClellands Creek floodplain/floodway in this area is currently only a City of Fort Collins regulated floodplain/floodway, and is not a Federal Emergency Management Agency (FEMA) regulated floodplain. Please refer to Appendix F for acopy of the FEMA FIRM Panel 1 #08069C0994F dated December 19, 2006 and the City of Fort Collins Floodplain Review Checklist for 50% Development Review Submittals. ' CONCLUSION The design minimizes impacts to other utilities and properties and maintains the ,existing 1 drainage flow paths as much as possible. The design will effectively control damage from storm runoff originating from the site. The recommended BMPs are sufficient to reduce runoff peaks, volumes and pollutant loads from the relatively minimal impervious areas of the site. 1 We appreciate your time and consideration in reviewing this submittal. Please call if you have . any questions (970) 460-8485. Sincerely, Reviewed by, 1 Skylar Brower; P.E. Michael Oberlander, P.E., LEED AP 1 Colorado Professional Engineer 44248 Colorado Professional Engineer 34288 Interwest Consulting Group `Interwest Consulting Group 1 Attachments 1 °PpDOa ICF�s y 44248 s 9' S/ONAL E 7 1 APPENDIX A VICINITY MAP AND DRAINAGE PLAN u A r ROCK CREEK DR 0 z 0 FOSSIL RIDGE O o HIGH SCHOOL 0 a J �F N �R McC�F�C ASS CREEK KETCHER RD SITE VICINITY MAP SCALE: NTS . /•1>>DIN 1J►at? HYDROLOGIC COMPUTATIONS 3 ' Interwest Consulting Group ' RUNOFF COEFFICIENTS & % IMPERVIOUS ' LOCATION: SE Commwdty Park PROJECT NO: 1179-109-00 COMPUTATIONS BY: es DATE: 211812016 ' Recommended Runoff Coefficients from Table RO-11 of Fort Collins Stormwater Criteria Manual Recommended % Impervious from Urban Storm Drainage Criteria Manual (Type C Soils) Table RO-3 Streets, parking lots (asphalt) Sidewalks (concrete) Roofs Gravel Areas Porous Pavers Landscape Areas Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.50 40 0.40 22 0.25 0 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.ft) ROOF AREA (sq.tt) PAVED AREA (sq.ft) SIDEWALK AREA (sq.ft) GRAVEL AREA (sq. ft) POROUS PAVEMENT (sq. ft) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious A 7.0 305,991 0 47,512 7,294 5,812 0 245,372 0.38 19 a 6.0 262,391 5,478 0 22,650 36,625 0 197,638 0.36 16 C 10.4 455,144 0 0 26,678 5,776 0 422,691 0.29 6 D 1 11.5 500,403 0 1 0 28,879 15,178 0 456,346 0.30 7 E 1.3 56,251 0 0 0 0 0 56,251 0.25 0 F 1.1 46,435 0 1,891 1,918 0 0 42,626 0.31 8 G 7.6 331,526 1,372 0 37,731 0 0 292,423 0.33 11 Total 37.34 1626615 6850 49403 125150 63390 1 0 1 1713347 1 0.39 1 12 Equations 181404 - Calculated C coefficients & % Impervious are area weighted C=L(Ci Ai) /Al Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 04-18-16 Flow.xls N Z O Q LL N ~ Z cc W p U LL Z 0 �¢U 0LL �d0 N W F Y a � O E d `� o o O V of w II U } W O z a o ce o r S U A N 'A Y Q f W C Q N t7 Of e r r �I N Q to C) CJ N Q ~ LL v O Q Q lA f7 l7 t7 Q v E m IU 0 r W N N O N U' J mrmr inmm 1A a _ u 7 r.- � •-� IV lh C v) a fV C II U 3 t0 N O r Q O l7 W N f7 r Q N N O Ih Q Qi N (V Ih N LL W K c rn o 0 0 0 0 0 0 0 W � f m N O m h (7 0 o aD � f 000000�- O h h O h h h t 4 J � c— eoi co e N N Nvi� N 0 Q. Q. 0 0 0 0 Q N .. N O e N O O O O O O O t C � Q o m— J W M th N th N t7 f7 o 0 0 o c c o O V U m E W 2 F N N N A OI r O O Q Q N O O WO Q M Z < ¢mU�wLL(7 m N Z Z F mf NO QmUOwLL(7 w a N O O N Z U Y IL U N L .r U O C m E a = 0 0 N .0 V O C c In l0 II o E E D E C E U a I F Y Q f w rc d N l7 A r r QN C N f7 CJ N< Z Y E LL (D N M O r r O < d N C1 lh M < ♦ Z _ omo .0 � -y E m o w Y N N N N Z W2 Q � N mrrnr O u�mm N CO U u � oro�omr� U 3 f0 N C9 1n t7 N C tG re of NfV hN LL J W r - - r i j m - - - x U m `°MMMMM`" 0' t 0 O �� o o 0 0 c o 0 0 0 0 0 0 0 W c C9 O e m N v W O N N O h N N f J L [O O �O V N 1p 10 W c C h qzJ IL aoo Ir lcm rom c,. voioo movie 0000000 O e � N O O O O O O O L O N O O M O O f7 lh N O CJ 0 v ass = 5 J s W � V M cG M O) M t+� N O N th N 17 M O J Q UJ G C C G C O O � W 2 N N O N N 0 N O 0� m 01 d N r 0 t0 Q`v nmo� �r N Z m m D In Z 2 H Q co aof L NZ0 QmUOwLL U' W d N C m c Cm L C �N m N G O v O LL w O U O A N 7 O) LL O N a C n N N. U N Z L � 3 LL Y O - d f 0 L U 0 V C N W m E m a = � a o cooa -C C EO J c Lo ` 4� N V O U + r J C > O E U U n E C p E H + op I I 7 .0.. d II II m 0 Y Q f W K � tD N M m � N n" M N Q z « E r IL "' O Q Q 1(1 M M M Q —y E m U O w N o 0 0 0 0 0 W Z Q J N N O v� r v� m o n in 0 r 0w in S m ER u 7 aoQmmoNa �� N N N N N •- N J n Q C N N n N LL W in n Z m — Q 2 U m (D o 0 o M m m Q C C C G C C G G K a C W O C7 e m N v W = o 0 0 0 0 0 JL OG Q Ip Q N tp N F r' n f0 n N m N Q tG t2 t0 O Q N 0 0 0 0 0 0 0 m � _ O e � lV lV lV lV lV fV � O O O O O O O L CC O N O M O M O M O M N O M J 0 o M M M cw i a U o 0 0 0 0 0 o U 5 W 0 0 0 0 0 0 0 O j v U M W f � Z_ f N O N O N Q m Q m N n O (D Q N Z mQmUOwLL(7 m D co Z z to f N Q N O w a 0 U 1 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: SE Community Park PROJECT NO: 1179-109-00 COMPUTATIONS BY: es DATE: 2/18/2016 2 yr storm, Cf = 1.00 a DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf to (min) i (inlhr) Q (2) (cfs) from Design Point Q (2) (cfs) 0(2)tot (ds) A A 7.02 0.38 12.4 2.03 5.4 5.4 B B 6.02 0.36 14.2 1.91 4.2 4.2 C. C 10.45 0.29 15.3 1.85 5.7 5.7 D D 1 11.49 1 0.30 1 13.9 1 1.93 6.6 1 6.6 E E 1.29 0.25 13.1 1.99 0.6 1 1 0.6 F F 1.07 0.31 12.7 1 2.01 0.7 0.7 G G 7.61 0.33 1 14.7 1 1.88 1 4.8 4.8 Q=CtCiA N Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+tcfJ� l 04-18-16 Flow.xls RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: SE Community Park PROJECT NO: 1179-109-00 COMPUTATIONS BY: es DATE: 2/18/2016 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) C Cf tc (min) i (irdhr) Q (10) (cfs) from Design Point Q (10) (cfs) Q(10)tot (cfs) A A 7.02 0.38 12.4 3.47 9.3 9.3 B B 6.02 0.36 14.2 3.27 7.1 7.1 C C 10.45 0.29 15.3 3.15 9.7 9.7 D D 1 11.49 1 0.30 13.9 3.30 1 11.3 11.3 E E 1.29 0.25 13.1 3.39 1.1 1.1 F F 1.07 0.31 12.7 3.44 1.1 1.1 G G 1 7.61 1 0.33 1 14.7 321 8.1 8.1 Q=CfCiA n Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+tc)o 7974 04-18-16 FlowAs RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: SE Community Park PROJECT NO: 1179-109-00 COMPUTATIONS BY: es DATE: 2/18/2016 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Point Area Design. A (ac) C Cf tc (min) i (inthr) 0 (100) (cfs) from Design Point 0 (100) (cfs) 0(100)tot (cis) A A 7.02 0.48 11.8 7.25 24.2 24.2 B B 6.02 0.45 14.2 6.68 18.1 18.1 C C 10.45 0.37 15.3 6.44 24.8 24.8 D D 11.49 0.37 13.9 6.74 28.8 1 1 1 28.8 E E 1. . 693 2.8 F F 07 038 12.2 75 2 228 G G 7.61 1 0.42 1 14.7 1 6.56 20.7 1 20.7 O=CiA N N 0 = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682I (10+ tc)o 7976 04-18-16 FlowAs I 0 CD N N � OR OR V GO C w nj Cj O N N N N Q O w M i n f") � O O) .f� O) CD d O .«•. w O N 1- O O r OD N O 10 er N O O O V d G O C GO N t+f O N 1 � 'E v ui ri r i c.i e u « O C_ O N 0 W V7 1� r � N V l0 M M N O v •� N V N (") (h N V O O a0 O n n a0 N O 00 10 0 O w � m .r.. C7 <'7 N Ci N o7 lh 00 N M M N N M ff� Ih V o o c o 0 o c 10 Q A to o c N N 7 a Q [a U 0 W lL (� a a h c o+ c o a N m (0 IL APPENDIX C HYDRAULIC CALCULATIONS 10 Project: Inlet ID: 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) 11 T. TUx y d a do or Geometry (Enter data in the blue cells) mum Allowable Width for Spread Behind Curb = T= 12.0 ft Slope Behind Curb (leave blank for no, conveyance credit behind curb) Sencx = 0.020 ftlft ring's Roughness Behind Curb (typically between 0.012 and 0.020) nix = 0.013 ht of Curb at Gutter Flow Line Hcuee = 6.00 inches nce from Curb Face to Street Crown Tcaowu = 25.0 ft !r Width W = 2.00 ft .t Transverse Slope Sx = 0.020 ft/ft rr Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Sw = 0.083 ft/ft .t Longitudinal Slope - Enter 0 for sump condition So = 0.000 Wilt ring's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor& Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) n�em = 0.012 Minor Storm Major Storm T. = 25.0 25.0 ft d. = 6.0 6.0 inches Q O check = yes R STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm R STORM Allowable Capacity is based on Depth Criterion Q,r,,,. =1 SUMP I SUMP efs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than Flow given on sheet'Q-Peak' Design Point A UD-Inlet_SECP 03-15-16.xlsm, Q-Allow 4/18/2016, 4:24 PM INLET IN A SUMP OR SAG LOCATION Project = Southeast Community Park Inlet ID = A A' Lo (C)—.y H-Cum H-Vert We WP W Lo(G) of Inlet Inlet Type I Depression (additional to continuous gutter depression's'fmm'D-AaoW) a-t Wr of Unit Inles (Grate or Cub Deering) No e Depth at Flewli a (outside of local depression) Ponding Depth a Information th of a Unit Grate La (G) i of a Unit Grate W. Deering Ratio for a Grate (typical values 0.15-0.90) A. Ong Factor for a Single Grata (typical valc 0.50 - 0.70) C, (G)' I Weir Coeffiaar4 (typical vale 2.15 - 3.60) C. (G)' t Office Coefficient (typical vale 0.60 - 0.80) Co (G) Opening information th of a Unit Cub Openng Lo (C): it of Vertical Cub Opening in inches H, : Y of Cub Office Throat in Inches Hs : i of Throat (see USDCM Figure ST-5) Theta Width for Depression Pan (typically the gutter vddth of 2 feet) % Ong Factor for a Single Curb Opening (typical value 0.10) Cn (C) : Opening Weir Coefficient (typical value 2.3a.7) C. (C)+ Opening Office Coefficient (typical vale 0.60 - 0.70) C. (C) at Inlet Interception Capacity (assumes clogged condition) Q, NING: Inlet Capacity less than D Peak for MAJOR Storm D scut asouxeo' MINOR MAJOR CDOT Type R Cub Openng 3.00 3.00 2 2 6.0 6.0 WA N/A WA N/A WA NIA WA WA WA N/A N/A N/A MINOR MAJOR 5.00 5.00 6.00 6.00 6.00 6.00 63.40 6340 2.00 2.00 0.10 0.10 3.60 3.60 O.fi7 MINOR 0.67 MAJOR rMIT xhoo Q O e Depths aat at Design Point A UD4nlet SECP 03-15-16.bsm, Inlet In Sump 4/18/2016, 4:25 PM N L 3 cCD o E m O N� i co a m o w 0 a E z N E m co ob v 0 LL a� J d ii a` C O cU c N o 0 H c c c Uo co 0 N m N C C E O O J Z W N y f 0 0 CD y V c ^, Oi O) Oi S m OD V Go a OD OD L O N 10 a c0 Cl) J C7 O. �^. N OGD OD w ODOODD - C S 7. V O R - V- O c 04 rn rn rn E 09 V v v v Z rn co co a) m e r- m c o o o m J fn in LO O CM N O CL co > J ^ c W S coo V coO V coc V O M N co C J �^+ _ W G V 00 O R f0 O 0 n m W J N r co to m c A U U U J OI OD 00 00 C ^ N C d 3 Ci M M E vl lL � U 01 O) O) 1p a L � N C 4 O C U lL O) c T J _O Q C , O Q 0 � 3 o m c Y lL U w W O O H z m aL C O N Cl) J Z O O O O O N O O (yQ 0) OS co O O O O W co O O 3n0 O9'L69b '13 'AU1 L0'Z064'13 WIU 'e)ce) 0 £ :ul - 1,LZ79+9 BIS m uI 9Z'9694 '13 'nul o 1nO 9Z'9694'13 'AUJ m OL'ZO64'13 will Z :Ul - Z 1.9'9 1,+9 BiS 0 LO I an 0 O LO l 0 v 0 0 0 � p � L U � M N r � O O M O N I N O 1 1 1 N i O N � � J 1 w U1 9E' t 694 '13 'AUI i 0 O in0 96' i,694 '13 'AUI OL'9694'13 WW1 j L :ul - 969'94+0 BiS 1 J = O - W uI 001694 '13 'nul f 99'Z694'13 TWE) IIBAnO - 00.00+0 B1S o o 0 0 0 0 0 `—' N 0 N h N 1D a) 0) OOi coO w G W O L 3 i� LOA s M O NCL i� r 1� 1� O co c 0 U d N C 6 O 7 f C m (p O N M N_ y 0 L C O C W N C J Z � O c •. N � J L m 2� co 0 O O C_ rL G C co N J (7 a ^ O m d L w to0 C9 a� c C7 0 E ^ v Z x � � N y G � L O e _O i. O. Oi co > LWx O O t L me G Go > J ^ C co V N N m CD c m U �M •- L J N co C ^ N J M _ O .m O E al 3 0 LL 0 O m C � L T C J F O w C � 0 N 3 o m c Y li s ) W O O 0 m a` z o JL Z 0 0 0 0 0 o o O O o o 0 ui 0 o n rn co of m ai co co co v v a a o 0 3n0 9 V688b '13 'AuI 09'L68t,'13 WIU L :ul - 9VZ'LL+O e3S o n i I I 0 m V CDs Lo U f0 N 6 � 0 M i O J N W O J x ul 00'898t '13 'nul 6L'68817 '13 TWO Ilegn0 - 00'00+0 etS 0 o 0 0 0 0 0 ui > a) m n co of co ai m vi co It v v v v < w Culvert Calculator Report SECP Twin 30" Culverts Solve For: Discharge Culvert Summary Allowable HW Elevation 4,911.50 ft Computed Headwater Elevation 4,911.50 ft Inlet Control HW Elev. 4,911.20 ft Outlet Control HW Elev. 4,911.50 ft Headwater Depth/Height Discharge Tailwater Elevation Control Type 2.52 114.07 cfs 4,906.80 ft Outlet Control Grades Upstream Invert Length 4,905.20 ft 112.00 ft Downstream Invert Constructed Slope 4,904.35 ft 0.007589 ft/ft Hydraulic Profile Profile CompositeM2PressureProfile Slope Type Mild Flow Regime Subcritical Velocity Downstream 11.67 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 2.45 ft N/A ft 2.37 ft 0.016741 f tft Section Section Shape Section Material Section Size Number Sections Circular Concrete 30 inch 2 Mannings Coefficient Span Rise 0.013 2.50 ft 2.50 ft Outlet Control Properties Outlet Control HW Elev. Ke 4,911.50 ft 0.20 Upstream Velocity Head Entrance Loss 2.10 ft 0.42 ft Inlet Control Properties Inlet Control HW Elev. Inlet Type K M C Y 4,911.20 ft Groove end projecting 0.00450 2.00000 0.03170 0.69000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form N/A 9.8 ft' 1 3 1 0 Project Engineer: Interwest Consulting Group x:\...\culvertmaster\2-30in culverts (update).cvm Interwest Consulting Group CulvertMaster v3.0 [3.0003] 03/23/16 10:27:52 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 Worksheet for SECP Entry Drive Spill ' Project Description Flow Element: Irregular Section Friction Method: Manning Fomlula Solve For: Normal Depth Input Data Channel Slope: 0.02000 ft/ft Discharge: 52.00 ft3/s ' Ipptions Current Roughness Weighted Methc Improved Lotters Open Channel Weighted Roughnes! ImprovedLotters ' Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.013 ' Water Surface Elevation: 11.40 ft Elevation Range: 11.00 to 12.15 It ' Flow Area: 9.01 ft' Wetted Perimeter: 42.24 ft Top Width: 42.23 ft ' Normal Depth: 0.40 ft Critical Depth: 0.55 ft Critical Slope: 0.00358 ft/ft ' Velocity: 5.77 ft/s Velocity Head: 0.52 ft Specific Energy: 0.92 ft ' Froude Number: 2.20 Flow Type: Supercritical Segment Roughness StaA Saon ..x.c R ttioughness Entl Station-�. CceffiGent� . (-0+38, 12.15) (0+35, 12.00) 0.013 -0+38 12.15 i-0+20 11.35 Worksheet for SECP Entry Drive Spill �jji- sofioW';Y rP - Elevation s 0+00 11.00 '0+20 11.35 0+35 12.00 SECP Entry Drive Cross Section for SECP Entry Drive Spill Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.013 Channel Slope: 0.02000 ft/ft Normal Depth: 0.40 ft Elevation Range: 11.00 to 12.15 ft Discharge: 52.00 ft3/S Y 0.40 ft j 42M ft --� a Worksheet for SECP West Channel Project Description Flow Element: Trapezoidal Channel L Friction Method: Manning Formula Solve For: Normal Depth Input Roughness Coefficient: 0.030 Channel Slope: 0.01000 ft/ft Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Bottom Width: 4.00 ft Discharge: 166.00 ft3/s Results --------------- s Normal Depth: 2.21 Flow Area: 28.46 ft' Wetted Perimeter: 22.25 ft Top Width: 21.71 ft Critical Depth: 2.10 ft Critical Slope: 0.01257 ft/ft Velocity: 5.83 ft/s Velocity Head: 0.53 ft Specific Energy: 2.74 ft Froude Number: 0.90 Flow Type: Subcritical Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVF Outputbata � Upstream Depth: 0.00 ft Profile Description: N/A Headloss: 0.00 ft Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 2.21 ft Critical Depth: 2.10 ft Channel Slope: 0.01000 ft/ft ' Worksheet for SECP West Channel Critical Slope: 0.01257 fttft I t SECP West Channel Cross Section for SECP West Channel Flow Element: Trapezoidal Channel Friction Method: Manning Formula Solve For: Normal Depth Roughness Coefficient: 0.030 Channel Slope: 0.01000 ft/ft Normal Depth: 2.21 ft Left Side Slope: 4.00 ft/ft (H:V) Right Side Slope: 4.00 ft/ft (H:V) Bottom Width: 4.00 ft Discharge: 166.00 ft3/s F4.00 ft V: s L, K 1 APPENDIX D LID CALCULATIONS b C Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: sb Company: Interwest Consulting Group Date: April 19, 2016 Project: Southeast Community Park Location: Basin A 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, 1, I, = 100.0 % (100% 0 all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = IJ100) i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =F 0.40 watershed inches (WQCV= 0.8' (0.91' i3- 1.19' a+0.78' i) " D) Contributing Watershed Area (including rain garden area) Area = 57,040 . sq it E) Water Quality Capture Volume (WQCV) Design Volume Vwocv =r 1,901 cu it Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of de = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocvcrnea = _1'cu fl Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWOCV usER = cu it (Only 0 a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dway= 12 in B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" 0 rain garden has vertical walls) C) Mimimum Flat Surface Area Am =r 1268 sq It " D) Actual Flat Surface Area A� = 1280 sq It E) Area at Design Depth (Top Surface Area) Arm = 2525 sq It F) Rain Garden Total Volume VT= 1,903 1 cu it (Vr ((Arm+Ak ) / 2)' Depth) 3. Growing Media Oxxrse One , Q 18" Rain Garden Growing Media Q Other (Explain): City of Fort Collins Specification Clwose One 0 YES Q NO 4. Underdrain System A) Are underdrains provided? B) Underdrain system onfice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= It Volume to the Center of the Orifice - ii) Volume to Drain in 12 Hours VOlrr=F N/A -'ICU It iii) Orifice Diameter, 318" Minimum D. in 1 02-24-16 UD-BMP_v3.02.x1s, FIG 4/1912016, 11:38 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: sb Company: Interwest Consulting Group Date: April 19, 2016 Project: Southeast Community Park Location: Basin A S. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximityQ of structures or gmurxtwaler contamination? Choose One — YFS NO 6. Inlet / Outlet Control A) Inlet Control r Choose One I Q Sheet Flow- No Energy Dissipation Required I 0 Concentrated Flow- Energy Dissipation Provided 7. Vegetation Ch A e One Q Seed (Plan for frequent weed control) Q Plantings 0 Sand Grown or Other High Infiltration Sod 8. Irrigation A) Will the rain garden be irrigated? Choose One Q YES Q NO Notes: 02-24-16 UD-BMP_v3.02.)ds, RG 411912016, 11:38 AM APPENDIX E KECHTER AND ZIEGLER CROSSING INFORMATION AND MCCLELLANDS CREEK INFORMATION (SWMM MODEL) E DUPLICATE EFFECTIVE SWMM MODEL t McCLELLANDS CREEK MASTER DRAINAGE PLAN UPDATE FINAL REPORT & TECHNICALAPPENDIX (VOLUME I OF2) NOVEMBER 309 2000 (Revised March 2003) Prepared for: City of Fort Collins Utilities 706 Wood Street. Fort Collins, CO 80522 Contact: Ms. Susan Hayes (970) 221-6700 9 Prepared by: ICON Engineering, Inc. 8100 South Akron Street, Suite 300 Englewood, CO 80112 (303) 221-0802 City of Fort Collins EXISTING MODEL: MMCEX.in NOTE, R 42 a nIRRmRa RW REWEN BAihE. CREEK Mxc.w YCIRIA DS CHANNEL 2 1 1 2 3 4 WATSRS9SD 0 MCCLELLRNDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30. 1999 ADOPTED 100-YRAR EVENT PILE: MMCRX.DAT UnOd for EXTRAN hydl09r8phE 3/22/00 600 0 0 1.0 1 1.0 25 5 1.00 1.24 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95•0.91. 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 -2 .016 .250 0.2 0.3 .51 0.5 .0028 • UPDATED BASIN WIDTHS 1 80 50 7109 86.2. 40 .01 1 60 SD 11SO 6.95 40 .01 1 70 61023929.38 40 .02 1 130 51 726124.66 40 .02 1 100 51 287513.19 40 .01 1 150 4'1590 1.84 80 .02 • BASIN 110 SPLIT INTO 110-118 BY ICON 1 110 11 1250 2.93 99 .02 1 113 11 700 1.05 99 .01 1 112 112 750 1-.34 99 .01 1 123 12 1200 1.34 99 .01 1 114 12 950 1.67 99 ..I 1 115 13 205D 1.70 99 .02 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2.24 10 .01 1 120 22 387517.79 80 .02 1 90 2 572513.12 10 .01 1 190 51 250 1.38 80 .01 1 200 20 455031.34 80 .01 1 210 44 1090 7.51 80 .02 -1 240 7 1742 5'.00 86 .01 1 220 '45 322822.23 10 .01 1 260 46 345423.79 50 .01 - 1. 230 47 223414.70 30 .01 1 290 291 1278 5.87 BO .01 1 340 34 1260 4.34 BO .01 • BASIN 280 .SPLIT INTO 280-283 BY ICON 1 280 27S 1000 2.04 99 .02 1 282 28 1650 3.16 99 .01 1 262 29 850 1.50 99 .01 1 283 30 2250 2.02 99 .01 1 330 33 700 5.63 80 .61 1 160 16 3500 4.02 84 :0] 1 121 16 850 1:43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 BO .01 • OAERIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 272 272 2027 6.30 55 .61 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 67 .02 •--------------- ___________________________ + ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RED, INC. 1 201 320. 321314.75 25.0183 1 202 322'107321.50 50.0165 1 203 172 702432.25 80'.0100' 1 204 166 413819.00 $0.0100 1 205 168 650 5.85 47.0105 - 1 206 171 958 7.76 70.0080 1 207 176 271823.80 57.0235 1 208 178 293633.61 70.0270 1 209 321 679523.40 40.0605 1 265 324 299110.30 40.0200 1 221 325 316510.90 64.0200 1 212 328 1220 4.20 80,0380 1 213 280. 147216.89 30.0055 1 214 279 465. 1.62 90.0120 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 • -------------------- ___________________________________________________ • ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RED, INC. • SOBBASINS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. • ADDED 74D MODEL By ICON 1 301 301 331528.S4 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 • SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON • CE 365 CHANGED TO 396 BY ICON 1 30S 369 683978.50 3.9.0120 1 306 372 2535 8.73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 3D8 370 2042 7.03 40.0.0200 1 309 362 888 1.63 4.0.1262 1 311 371 807 2.78 40.0.0200 1 312 363 569 2.09 2.3.2262 1 323 367 495 0.91 1.0.0500 1 314 402647091.25 34.0.0200 1 315 374 417914.39 40.0.0200 BASIN 316 CHANGED TO REFLECT POODRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57..0.0140 0.3 1 318 593.169919.50 47.0.0150 0.3 ___________________________________________-____-____________________ ALL FOLLOWING SUBBASINS ARE FROM G60 1986 MCCLELIANDS BASIN MASTER PLAN EXISTING CONDITION SUBBASINS SINN STETSON CREEK 6 CTY,RD 9' 1 227 368 1603 28.4 5.0 .010 1 218 .368 1515 17.4 5.0 .030 1 222 32 1681 19.3 5.0 .000 1 223 102 2004 23.0 5.0 .040 1 324 202 1202 13.B 5.0 .010 G60 SUHBASIN 225 RENUMBERED AS 225, REDUCED 70 EXCLUDE WILDWOOD 1 225 3S 5715 65.6 5'.0 .006 • ----------------------------------------------------------------------- • SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS. FROM • WILLOW SPRINGS POD DRAINAGE PLAN, LIDSTONE 6 ANDERSON, JUNE 1996 ,. 1 1 201 1200 8.5 40.0.0200 .026 .250 .1 .3 .51 ,5 .00180 1 2 202 2000 4.1 6B. 0. 0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 '.016 .250 :1 .3 .51 .50 .00100 1 4 209 750 1.6 74.0.0200 .016 .250 .1 :3 .51 .50 .00180 1 5 209 1600 2.7 68.0.0200 .016 .250 .1 .3 .51 .50 .00l BO 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 .SO .00180 1 8 210 450 2.3 67.0. 0200 .016 .250 .1 .3 .Sl .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 210 1400 9.1 26.0.0200 .016 .250 .1 :3 .52 .50 .00180 1 14 214 1000 4.8 54.0.0200 .016 .250 .1 .1 .51 .50 .002BO 1 15 215 1300 4.4 9.0.0200 .016 .250 .1 .3 .51 .50 .00280 1 16 216 200 1.0 12.0.0200 .026 .250 .1 .3 .51 .50 .00186 1 20 '223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .Sl .50 .00160 1 22 223 2800 7.3 52.0.0200 .026 .250 .1 :3 .51 .50 .00180 1 23 224 1000 2.2 61.0.0200 .016 .256 .1 .3 .52 .50 .00160, 1 24 224 600 3.1 34.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 26 226 1000 2.7 32.0-0200 .016 .250 .1 .3 .51 .50 .00180 1 30 130 21SO 5.9 67.D.0200 .026 .250 .1 .3 .51 .50 .00280 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 ..3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .D0180 1 39 216 700 3.1 21.0.0200 .016 .250 .1 :3 .51 .50 .00180 ' 1 40 140 2300 6.4 30.0.0200 .016 -.250 .1 .3 .51 .50 .00180 1 41 357 ODD 4.3 43.0.0200 .016 ,.2SO .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .026 .250 .1 .3 .51 .50 .00180 1 50 251 1800 8.2 42.0.0200 .026 .250 .1 .3 .51 .50 .00280 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00280 1 61 261 650 2.1. 80.0.0200 .016 .250 .1 _3 .31 .SO .00180 ' 1 62 262 2200 4.7 42.0.0200 .016 .250 .1 :3 .51 .SO .00180 _______________________________________________________________________ • SUBBASINS 370 TO 397 UPSTREAM OF LEMAY A7@NUR (LIDSTONE 6 ANDERSON, 1997) 1 370 570 1030 6.1 63. .010 .016 .25 .1 .3 .51 :5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0016 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0016 ' 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 _51 .5 .0018 1 374 574 8000 10.3 66. .020 .016 .25 .1 .3 .51 .5 .0010 1 375 75 5600 28.4 48. .020 .016 .25 .1 .3 -.Sl .5 .0018 1 376 576 1000 5.2 20. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577. 400 2.9 70. .010 .016 .25 .1 .3 .51 .5 .0028 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .D018 ' 1 379 479 450 1.5 70. .020 .016 .25 .1 .3 .51 .5 .0028 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .52: .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 :0018 1 382 582 700 0.8 67. .013 .019 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 :3 .51 .5 .Oche 1 384 84 2400 6.9 86. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 385 e5 2100 6.3 52. .020 .016 .25 .1 .3 .52 .5 .0029 1 386 586 2000 12.2 60. .020 .016 .25 .1 .3 .51 .5 .0028 1 387 586 800 3.2 70. .025 .016 .25 .1 _3 .51 .5 .0018 1 388 588 IS48 16.0 S. .020 .016 .25 .1 .3 .52 .5 .0018 1 389 BB 1220 7.0 S. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5.0016 1 392 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 2100 6.6 90. .020 .016- .25 .1 .3 .51 '.5 .0028 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 -90. .020 .016 .25 .1 .3 .151 .5 .0018 1 396 496'2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 491 BID 3.9 85. .021 .016 .25 .1 .3 .52 .5 .0018 • SVBEASINS 400 TD 407 WILD MOOD PARNS (ICON I0.4GINSSRING, INC. OCT, 199e) 1 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .0618 1 401 406 1170 26.7 20. .OIS .616 .25 .1 .3 .51 .5 .Dais 1 402 406 1520 17.4 45. .020 .026' .25 .1 .3 .51. .5 .0018 1 403 301 1920 11.0 45. .027 .016 .25 .1 .3 .51 .5 .ODIS ' 1 404 382 1790 10.4 55. .025 .016 .25 .1 .-3 .51 .5 .0018 1 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 406 383 2053 14.1 3B. .015 .016 .25 .1 .3 .51 .5 :0018 1 407 384 1921 13.2 40. .025 .016 .25 .1 .3 .52 .5 .0010 1 408 404 3378 38.0 S. .015 .026 .25 .1 .3 .51 .5 .0018 • _______________________________________________________________________ ' • SUBBASINS 500 TO $10 FOSSIL LAKE VILLAGE (ICON ENGINEERING. OCT. 1998). 1 SOO 527 3899 26.9 S. .020 .016 .25 .1 .3 .51 .5 .0018 1 501 416 2750 18.9 S. .020 .016 .25 .1 .3 .52 :5 .0018 1 502 517 3785 17.4 S. .020 .016 .25 .1 .3 .Sl .5 .0018 1 503 425 3893 44`.7 5. .015 .026 .25 .1 .3 .Sl .5 .0018 ' • 1 504 415 2570 11.8. 5. .020 .016 .25 .1 .3 .51 .5 .0018 SUBBASIN 504 SPLIT INTO 504 6 514 BY ICON 1. 514 413 4000 28.2 S. .020 .016 .25 .1 .3 .51 .5 .0028 1 SOS 409 5867 67.3 S. .020 .016 .25 .1 .3 .51 .5 .0018 1 506 412 2143 24.6 5. .020 .016 .25 .1 .3 .51 .5 .0028 1 507 412 2277 25.7 5. .010 .016 .25 :1 .3 .51 .5 .0028' ' 1 508 281 3833 26.4 5. .020 .026 .25 .1 .3 .51 .5.0018 1 509 411 1936 13.3 S. .010 .016 .IS .1 .3 .51 .5 .0018 1 510 411 2611 18.0 S. .010 .016 .25 .1 .3 .51 .5 .0018 •________________________________________________________________--- • SUBBASINS 511 TO 513 HOMESTEAD (ICON ENGINEERING, OCT, 1998) 1 522 283 5670 39.1 5. .010 .016 .25' .1 .3 .52 .5 .ODIB ' 1 512 386 6101 46.9 25, .010 .016 .25 .1 .3 .51 .5 .DO18 1 513 38016060124.4 S. .020 .D16 .25 .1 .3 .51 .5 .0018 0 32 371 402 402 403 404 405 406 407 408 SOO 502 502 505 506 508 509 • 51D 511 512 513 316 315 314 305 308 312 301 220 260 230 290 '340 CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 4 0.035 5.0 CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 10 2750 0.010 4 4 0.035 5.0 0 7 6 0 1 0 2400 0.0100 0 50 0.016 1.5 ' 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 ' • CE 13 REMOVED BY ICON 0 35 102 0 1 0 1250 0.010 50 -SO 0.045 5.0 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 • CS 11.SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0.006 50 0 0.026 1.5 ' 0 12. 13 0 1 0 '850 0.006 50 0 0.016 1.5 0 13 51 0 1 0 500 0.006 50 0 0.016 1.5 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 • CB 112 AWED BY ICON 0 112 11 0 1 0 700 0.010 50 0 0.016 2.5 • CE 9 REMOVED BY ICON ' • CE 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 6.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 2.5 0 44 51 0 1 3 800 0.005 - 10 10 0.035 2.0 CE 220 CHANGED TO BASIN BY ICON + -1 220 43 3 3 0 1 0 0 0.32 11.87 4.2 0.0 0 45 43 3 1 0.1 1 0.001 D.016 0.1 0 0 0.1 12.07 10. 12.87 0 22 43 0 1 0 2600 0.007 4 4 0.035 5.0 CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 3 0.1 : 1 0.001 0.016 0.1 ' CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. .27 FOR PROPER ROUTING 7O POND 1 0 50 2 0 1 10 1000 0.005 15 15 0.04D 5.0 0 51 9 0 1 1D 500 0.005 15 15- 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 CE 230 CHANGED TO BASIN BY ICON • -1 230 18 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 47 12 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 7.22 10. 7.21 • 0 24 7 6 1 6 700 0.008 50 0 0:016 2.5 • OAKRIDGE BUSINESS PARK 4TH 6 BTH. PILING OUTLET 0 250 25 2 2 0.1 1 0.005 0.013 0.2 ' 0 0 0.3 5.0 0 25 22 0 2 2.25• 500 0.005 0.013 2.25 • CE 260 CHANGED TO BASIN BY ICON • -1 260 42 3 3 0 1 0, 0, 0.29 11.19 6:99 0 C6 290 CEANTO BASINBY ICON GED ' • -1. 290 18 3 3 0 1 0. 0. 0.22 3.06 6.98 0 291 12 3 2 .1 1: 0.065 0.026 .1 0. 0. 0.20 3.06 20.0 3.06 0 46 42 3 1 0.2 1 0.001 0.016 0.2 0 0 0.1 21.19 10. 21.19 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 806 0.005 4 4 D.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 • OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.023 2.25 6 45 0.004 298 117 0.020 5.0 0 272 275 6 2 0.1 16 0.001 6.023 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 2.32 0 275 27 0 2 3.5 676 0:0084 0.013 3.5 0 27 41 8 2 0.1 10 0.002 0.013 0.2 ' 0 0 0.03 0.78 '0.22 2:51 O:S2 3.46 0.90 4.21 1.37 4.84 2.10 .57..63 3.20 191.38 0 41 26 0 5 4.0 200 0.005 0.026 4.0 10 200 0.00S 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.024 200 200 0.020 5.0 ' • CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 1000 0.005 '0 50 0.016 1.5 0 29 28 0 1 0 1650 0.006 0 50 0.016 2.5 0 30 29 0 1 0 050 0.005 0 50 0.026 2.5 CE 340 CHANGED TO, BASIN BY ICON -1 340 16 3 3 0 1 ' 0. 0. 0.23 1:91 6.96 0 34 16 3 2 .1 1. 0.005 0.026 .1 0.0 0.0 0.1 1.92 10.0 1.91 + COVIYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE )L 6 A. 1997) 92 89 0 2 2. 3000. .010 0. 0. .013 2. ' -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 89 BB 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1.. .1 D.00 0. 0.20 0.46 0.22 0.48 0.24 2.60 • POND 492 REVISED BY ICON ' 492 90 4 2 .1 1. .1 0.00 0. 0.50 2.0 0.60 92.9 0.70 260. 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 20. 10. .035 S. 496 88 6 2 .1 1. .1 0:00 0. 0.01 12.0 0.11 12.4 0.79 12.8 ' 2.06 13.2 3.53 31.6 8B 588 0 1 0. 700. .008 4. 4. .035 S. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 2.62 0.36 2.67 0.67 1.73 0.04 1.76 1.30 20.26 488 0 3 .1 1. - '588 • HARMONY CENTRE D87®PTION POND RATING CURVE WAS, COMPILED FROM THE • RESULTS OF EYTRAN DYNAMIC PLOW MODEL AND IS NOT APPLICABLE TO ANY • INFL4DW CONDITION OTHER TRAN THAT WHICH. IS MODELED HEREIN • POND 488 REVISED BY ICON FROM EKTRAN ANALYSIS ' 6130J99 488 586 2 2 .1 1. .1 0.00 0.0 50.0 0.0 ' 683 502 682 3 7 .1 ',I. .1 0.0 0.0 4.6 2.3 8.0 2.8 682 82 0 3 .1 1. 683. 0 3 .1 1. 82 05 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 S. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10.- .035 S. 84 586 0 i 0. 700. .010 50. 50, .016 ,5 t 50. 700. .010 10. 10. -.035 S. 506 486 0 3 .1 1. • ➢IER DETESTION POND REVISED BY ICON 6,'30/99 486 584 7 2 .1 1.- .1 0.00 0.0 0.02 0.1 0.38 11.23 1.42 15.73 4,55 29,63 5,56 74:29 5,87 85:20 673 584 684 7 3 .1 1. - .1 ' 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684 83 0 3 .1 1. 673 73 0 3 :1 1. 83 583 0 1 S. 400. .00S 4. 4. :035 S. • POND 483 REVISED BY IC,N 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 S. 73 572 0 4 0. 1300. .006 50. 50. :016 .5 50. 1300. .006 20. 10, .035 S. 401 577 2 2 .1 1. .1 0.00 0. 0.23 20. 480 577 2 2 .1 1. ,.1 479 577 2 2 .1 3. .1 0.00 0. 0.08 22.7 577 477 0 3 .1 1. 477- 76 14 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. "0.25 6. 0.27 B. 0.29 12. 6.30 16. 0.32 30. -0.34 30. 0-.36 45. 0.39 60. 0-.46 .75. 0.50 90. 0.55 105. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 '0 1 S. 600. .007 4. 4. .035 5. 574 474 0 3 ._1 1. 474 74 8 2 :1 1. ' 0.00 0.0 2.23 0.5 S.94 2.0 10.23 4:4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 20. 10. .035 S. 572 472 0 3 .1 1. 472 571 12 2 .1 1. .1 0.00.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5:21 '21. 6.95 24. 7.76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 670 9 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. ' 0.77 32. 0.84 40. 0.67 50. 0.89 60. 0.97 100. 570 470 0 3 .1 1. 470 31 7 2 .1 1. .1 0.00 0. 0.08 20. 0.12 20, 0.24 30. 0.66 40. 1.00 44. 1.47 160. ' • END OF LIDS70NE 6 ANDERSON INSERT UPSTREAM OF LEKAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 30 108 0.0075 50. 50. .035 5. • ARTIFICIAL OVERFLOW CHANNEL TO.ELIMINATE SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.026 1.5 • OAKRIDGE POND NITS REVISED OUTLET HYDRAULICS ' 0 2 216 12 2 0.2 77 0.007 0.013 0.1 0.0 0.0 0.59 86.17 2.36 115.72 6.27 144.72 12:05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 36.67 233.10 49.31 4 251.39 59.39 269,:69 '70.59 287.99 _______________________________________________________________________ ALL FOLLOWING CONVEYANCE ELEMENTS, "ON MIRAMONT MASTER PLAN, RBD, INC. ' POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 269 0 1 4.00 260 0.0021 2 2 0.035 4.00 POND 168 (303)'RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK + POND 168 EXTENDED BY ICON 0 168 269 5 2 0.1 30 0.0020 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.126 1.01 261.36 • CB 169 CHANGED 70 PIPE N/ovERPL.OM BY ICON 0 169 170 0 5 2.27 40 6.0070 0 0 0.013 2.27 40 40 0.0070 5o 50 0.016 4.00 0 270 174 0 1 4.00 460 0.0022 2 2 0.035 4.00 • FUTURE DETENTION POND 172 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0,013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 • POND 172 EXTENDED BY ICON ' 0 172 173 5.2 0.2 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 20.0 266. • CE 273 CHANGED 70 CHANNEL W/OVERFLOW BY ICON 0 273 175 0 4 0 1200 0,0050 4 4 0,035 1:10 30 1200 0.0050 ISO 150 0.035 3.00 ' • CH 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 174 175 0 5 2.25 75 0.0221 0 0 0.013 2.25 40 75 0.0211 50 50 0.016 4.00 • CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON 0 1,75 1,77 0 5 2,50 853 0.0123 0 0 0, 013 2,50 50 853 0.0123 50 50 0.016 4.00 ' •POND 176 (311) RATING CURVE FROM OhKRIDGE WEST PUD REPORT BY RED • POND 176 EXTENDED BY, ICON 0 276 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 '0.04 1.10 0.23 1.71 0.79 2.15 ' 1,78 2,51 2,44 94,46 3.10 261,70 ' • CE 177 CHANGED 70 PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.023 3:00 10.0 480 0.0100 50 50 0.016, 5.00 0 278 177 9 2 0.10 1310 0.0033 0 0 0.013 D.10 0.0 0.0 2.95 5.0 2.70 5.8 3.4 6.5 ' 4.2 8.8 4.6 26.2 4.9 29.5 5.2 44. 5.5 60. 0 320 322, 0 1 5.00 2350 0.0650 4 4 0.035 4.00 • POND 321 EXTENDED BY ICON 0 321 324 10 2 0.1 300 0.0053 0 0 0.013 0.20 0.0 0.0 0.05 0.0 0.31 2.6 0.79 A .3 ' 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 6.30 99.9 7.20 268. • FUTURE DETENTION FOUD-322 0 322 323 3 2 0.1 10 0.0100 0 0 D.013 0.20 0.0 0.0 2.9 11.0 4.0 11.3 0 323 324 0 1 0 150D 0.0142 50 0 0.026 1.50 ' • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 3 3.00 36 0.0222 0 0 0.013 3.DD 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.OD • CE 326 MODELED USING HGL AS SLOPE • ADDED OVERFLOW TO CE 326 70 ELIMINATE SURCHARGE - ICON 0 326 327 0 5 3.50 214 0.016E 0 0 0.013 3.50 40 214 0.0168 50 50 0.616 5.0 0 327 329 0 1 4.00 790 0.0050 '4 4 0.035 3.00 • CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL.AS SLOPE' 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 201 0:0149 133 44 .0.016 5.0 0 329180 0 1 5.00 240 0.0050 4 4 0.035 4:00 ' • CE 179 (330) MODELED WITH STREET CROWN .OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 2.50 0 80 O.D110 167 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLAPS 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 • .RATING CURVE FOR POND 180 WAS REVISED BY THE CITY (21/29/99) ' 0 160 341 6 2 0.10 20 0.0040 0 0 0.023 0.10 0.0 0.0 0.21 4.00 1.00 18.00 1.91 '.37.20 2.95 52.40 4.16 68.00 4.82 78.00 5.67 8B.DD 0 341 4 0 5 5.20 - 120 0.0040 0 0 0.013 5.20 • ---------------_- O _-_120- 0.0040---_ 50 ---"" 7:00 ----_50___0.026 '"'"""-- • ALL POLLOWING CONVEYANCE ELEMENTS FROM STETSON CERRA MASTER PLAN; RED. INC. • CONCEPTUAL DE7ENTICH FOR SUSBASINS 301 AND 303 • CE 303 REMOVED BY ICON • POND 302 REVISED BY JR ENGINSERING FOR HARMONY VILLAGE, ADDED BY .ICON 0 311 91 9 2 0.1 1 0,0050 0.013 0.1 0.00 0.0 0.20 2.21 0.85 4.20 1.8E 5.32 ' 2.45 5.76 3.27 13.3B 4.26 24.36 4:56 36.21 5.73 57.76 0 91 43 0 1 0' 1325 0.0250 4 4, 0.060 5.0 0 93 94 11 2 0.1 1 0.0050 6.013 0.2 0.00 O.0 0,05 0. 00 0.51 0.0 0.9E 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. ' 5.41 20.7 6.52 93.90 7.65 229.5 0 94 241 0 1 0 500 0.0027 3 3 D.035 5.0 0 95 93 0 3 0 1 0 357 350 0 1 16 10 0.0050 4 4 0.045 4.OD 0 35B 359 0 2 9.44 103 0.0050 0.023 '9.44 0 359 360 0 1 16 950 0.0050 4 4 6.045 4.00. ' 0 360 361 0 2 9.44 46 0.0050 0.023 9.44 0 361 362 0 1 36 619 0.0050 4 4 0.045 4.'00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.6050 4 4 0.045 4.00 • OVERFLOW ADDED 70 CE 364 FOR DEV, COND. BY ICON 0 364 366 0 4 16 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 • CE 365 CHANGED TO 396 BY ICON 0 364 366 0 4 0 1125 0.0045 4 4 0.035 2.30 50 1125 0.0045 50 50 0.035 5.00 • OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON - - 0 366 367 0 4 16 377' 0.0050 4 4 0.045 5.00 ' 40 377 0.0050 50 50 0.035 6.00 • OVERFLOW ADDED TO CH 38 AND 39 FOR DEV. COND. BY ICON 0 38 373 0 4 0 1080 '0.0050 4 4 0.035 3.50 40 1000. 0.0050 50 50 O.D16 4.50 0 39 38 0 4 0 860. 0.0050 4 4 '0.035 3.50 40 860 0.0050 -_50_ 50 0.016 4.50 • THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE • CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594 BY ICON • POND.593 WITHIN BASIN'318 0 593 592 10 2 0.10 1 0.005 0.013 0.10 ' 0.00 0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79 6.40 2.45' 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 • POND 594 WITHIN BASIN 317 0 594 591 8 2 0.10 1 0.005 0.013 0.10 ' 0.00 0.0 1.12 3.26 1.40 3.39 2.69 5.44 2.26 8.42 2.40 8.55 2.90 0.90 3.54 9.46 0 591 39_ D 1 0 1300 0.005 4.0 4.0 0.035 3.5 CONVEYANCE ELEMENT 40 ADDED BY ICON 0 40 373 0 1 5 1400 0.0050 4 4 0.035 5.00 '• • POND 370 REVISED BY ICON 0 370 362 6 2 0.10 1 0.0050 0.023 0.10 0.00 0.0 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0.96 33.52 _ 0 371 362 2 2 0.10 1 0.0025 0.013 0.10 0.00 0.0 .SS 1.75 ' • POND 372 RATING CURVE FROM STETSON CREEK 2ND PILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0:10 0.00 0.00' 0.17 10.00 0.42 22.37 ,0.74 33.27 0.94 37.98 1.17 50.54 0 373 364'18 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 10.8 8.216 19.6 8.669 20.8 9.522 21.6 9.916 32.5 10.298 49.4 20.667 72.6 11.075 99.7 11.463 230.9 13.4 333.7 15.52 429.6 POND 374 EXTENDED BY ICON 0 374 38 14 2 0.10 1 0.0040 - 0.023 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 2.13 0.469 2.21 0.528 2.76 0.678 3.94 0.827 4.84 1.062. 5.60 1.297 6.27 1.532 6.87 1.711 '7.29 2.341 59.9 ALL FOLLOWING CONY. ELEMENTS ARE FROM GLO 1986 MCCLELLANDS BASIN WASTEt. PLAN EXISTING. CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK -6 CTY RD 0 32 202 0 1 1.0 Soo 0.006 75 1.5 0.045 5.0 0 367. 368 0 4 5.0 950 0.007 2.0 2.5 0.045 8.0 35R0 9500.007 73.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 .0.045 11.0 CROSSING UNDER CNY RD 9; PER RED. 1987 NOCLELLANDS BASIN CH. IMP. PRASE ONE 0 102' 410 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 20.0 SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOW SPRINGS PRD3 DRAINAGE PLAN, LIDSTONE 6 ANDERSON, JUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1' 1. 203 209 0 3 .1 1. - 209 220 6 3 .1 1. 220 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.13 2.00 1.19 2.50 1.97 3.40 -3.93 4.36 6.64 6.73 7.74 8.87 8.36 20.27 8.76 11.47 9.03 12.41 9.21 12.99 '9.32 13.37 9.39 23.72 9.45 13.85 9.48 13.89 9.48 214 325 0 3 .1 1. 215 315 0.3 .1 1. POND 315 REVISED BY ICON 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0.24' 3.00 0.59 4.60 0.85 4.50 1.73 -5.00 1,43 96.9 1.63 265.0 216 216 0 3 .1 1. 116 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 .1 1. 224 334 0 3 .1 .1. POND 334 REVISE) BY ICON 6/25/99 ..1 334 124 11 2 1. 0.0 D.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 10.0 1.64, 12-.0 2.46 14.0 3.44 26.0 4.66 18.0 5.09 16.63 S.58 19.33 124 226 0 2 3.6 625. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. PONE 336 REVISE) BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0,44 6.00 0.98 8-.00 1.85 20.0 2.27 10.7 2:54 36.6 2.81 84.3 230 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0,2 3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .1 1.. 0.0 0.0 0.07 1.00 0.23 2.00 0.57 3.00 1.05 4.0 1.85 5.00 2.96 6.00 251 350 0 3 .1 1. POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 2.00 0.25 2.00 0.63 3.00 0.82 3.5 2.10 4.00 1.15 4:30 1.30 !+6.0 2.45 264.1 252 160' 0.3 .1 1. 160 261 0 5 1.5' 275. .0100 0.0 0.0 .023 1.5 0.0 275- .Dion 20. 20. .035 5.0 262 262 0 3. .1 1. 262 365i0 3 .1 1. 365 241 7 2 .1 1. 0.0 0.0 1.2S 6.3 2.42 7.5 2.52 14.0 2.63 25.9 2.73 42.3 2.83 59.5 241 141 0 3 .1 1. 141 357 0 1 ----------------------------------------------------------------------- 10.0 Soo. .0030 4.0 4.0 .035 5.0 NILDNOOD FARM. SUBDIVISION (ICON ENGINEDRING, INC) 301 382 5 2 .1 1. .1 0.0 0.0 6.48 2.2 0.96 5.51 2.03 6.3 2.14 48.9 302 401 16 2 .1 1. .1 0.0 0.0 0.09 2.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 7.2 0.76- 8.4 0.83 9.6 0.84 10.0 0.93 12.0 1.3D 20.0 1.24 30.0 1.35 40.0 2.47 50.0 1.51 55.0 402 402 0 1 2. 550. .013 50. 50. .026 1. 402 406 0 1 2. 950. :006 50. 50. .016 1. 400 406 0 1 20. 710. .006 , S. 6. .040 2. 406 380 0 3 .1 1. .1 POND 360 REVISED BY ICON 6/25/99 380 403 12 2 .1 1. .1 0.0 0.0 2.76 8.8 3.09 9.3 3.29 10.0 3.59 15.0 3.99 20.0 '4.87 21.8 5.00 22.0 5.64 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 2.. .1 0.0 0.0 2.01 3.7 1.89 9.3 2.94 21.6 2.98 15.5 383 407 7 2 .1 1. .2 0.0 0.0 .736 2.34 1.320 3.89 1.58 4.37 1.76 4.65 2.05 22.32 2.10 58.67 403 407 0 1 S. 950. .004 4. 4. .045 S. 407 405 0 3 .1 1. .1 J ADOPTED 200-YEAR EVENT FILE: MMCEX.DAT Used for EETRAN hydrograpns 3/22/00 •.• PEAR. FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS •.. NOTE :5 IMPLIES A SURCHARGED -ELEMENT AND :D IMPLIES A SORCHARRI6D DETENTION FACILITY CONVEYANCE PEAK (STAGE STORAGE TIME RLEMENT:TYPE (CPS) (Fr) (AC -PT) (HR/MIN) 2:2 274.5 .1 62.3:D 2. 25. 4:2 193.6 3.5 1 0. 6:1 173.7 3.5 0 37. 7:1 35.4 .6 0 36. 8:1 189.1 2.0 1 6. 9:1 742.6 3.1 0 41. 11:1 40.0 .7 0 36. 22:1 68.0' .8 0 36. 13:2 95.3 .9 0 36. 14:1 7.9 .4 0 36. 26:1 51.4 .6 0 35. 20:1 218.8 3.6 0 36. 21:1 31.2 .6 0 41. 22:1 212.4 3.3 0 37. 25:2 3.5 .8 0 48. 26:5 102.1 4.6 0 S6.. 27:2 101.6 .1 2.5:D 0 51. 28:2 35.0 .7 0 37. 29:1 18.2 .5 0 40. 30:2 15.5 .5 0 36. 31:5' 61.6 2.7 2 1. 32:1 29.9 .E 0 i8. 33:1 41.5 .7 0 36. 34:2 1.9 .1 .9:D 2 1. 35:1 86.1 :9 0 55. 36:5 23.6 1.5 0 35. 38:4 98.6 2.6 0 59. 39:4 76.5 2.4 0 59. 40:1 490.7 4.2 0 36. 42:5 101.6 4.3 0 52. 42:2 114.7 2.9' 0 55. 43:3 224.3 (DIRECT FLOW) 0 37. 44:1 67.9 2.5 0 4'0. 45:1 11.9 .1 2,2:D 1 52. 46:1 11.2 .1 3.9:D 2 1. 47:1 7.2 .1 1.6:D 1 SB. 50:1 497.3 2.8 0 39. 51:1 BD6.1 3.4 0 37. 72:5 23.8 1.6 1 32. 73:4 52.3 .6 0 37. 74:1 9.0 .4 2 25. 75:1 186.8 2.6 0 35. 76:1 51.1 1.9 0 40. 82:4 3.4 .2 D 36. 03:1 21.0 1.0 0 54. 64:4 57.3 - .5 0 35. 85:4 44.2 .5 0 36. 88:1 152:0 2.8 0 35. 89:1 13.6. 1.2 0 37. 90:4 4.9 .2 1 0. 91:1 27.2 2.6 1 23. 92i2 13.3 1.1 0 35. 93:2 72.1 .1' 6.2:D 1 2: 94:2 71.6' 2.9 1 '6. 95:3 284.0 (DIRECT FLOW) 0 35. 102:5 890.3 7.0 1 11. 112:1 12.4 .4 0 35. 116:1 283.9 3.3 2 27. 124:2 16.9 1.0 1 32. 130:2 55.3 2.4 0 35. 231:2 88.6 3.1 0 35. 240:2 294.0 3.3 2 27. 141:1 95.3 2.9 1 '6. 160:5 74.3 2.9 0 35. 166:2 25.6 .1 - 2.8:D 0 55-. 167:1 25.6 1.7 0 56. 266:2 19.0 .1 ..5:D 0 42. 169:5 44.1 2.4 0 42. 270:1 42.1 2.2 0 46. 171:2 4.1 .1 1.S:D 2 1. 172:2 10.8 .1 S.I:D 2 3. 173:4 8.8 1.1 2 9. 174:5 46.6 1.9 0 46. 175:5 48.7 2.3 0 49. 176:2 25.8 .1 1.9:D 0 51. 177:5 117.1 3.4 0 55. 178:2 46.9 .1 5.3:D 0 SB. 279:5 15.7 2.6 0 35. 280:2 80.3 .1 S.O:D 1 29. 202:3 52.3 (DIRECT FIJOM) 0 35. 202:3 91.2 (DIRECT RAW) 0 35. 203:3 37.0 (DIRECT FLAW) 0 35. .209:3 304.8 (DIRECT RAW) 0 35. 210:3 442.6 (DIRECT FLOW) 0 35. 224:3 37.9 (DIRECT FLOW) 0 35. 215:3 22.9 (DIRECT FLOW) 0 35. 216:3. 284.1 (DIRECT 'FLOW) 2 21. 223:3 i.i7.2 (DIRECT FLAW) 0 35. 224.3 286.6 / (DIRECT RAW) 0 35. 226:3 66.2 (DIRECT FLOE) 0 36. 241:3 95.8 (DIRECT RAW) 1 3. 250:2 3.6 .1 .2:D 0 46. 251:3. 67.3 (DIRECT FLAW) 0 35. 252:3 76.6 (DIRECT FLOW) 0 35. 262:3 94.5 (DIRECT FLAW) 0 35. 262:3 128.9 (DIRECT FLAW) 0 35. 270:3 25.4 (DIRECT FLOW) 0 35. 271:5 51.2 2.6 0 35. 272:2 .9 .1 .2:D 1 15. 275:2 .86.2 2.7 0 50. 281:1 53.0 .6 0 50. 282:1 298.4 1.9 1 .17. 283:1 298.7 1Q RA� 3 1.0 1 12. 291:2 3.1 .1 1.2:D 2 1. 301:2 28.3 .1 4.5:D 1 24. 310:2 9.5 A 13.8:D 2 10. 315:2 22.3 .1 1.2:D 1 0. 320:1 56.2 1.6 0 42. 321:2 38.4 .1 5.7:D 1 12. 322e2 11.2 .1 3.5:D 2 0. 323:1 11.2 .4 1 59. 324:2 97.6 2.4 0 35. 325:1 102.3 2.9 0 36. 326:5 178.8 3.7 0 136. 327:1 264.3 2.7 0 38. 328:5 41.0 2.6 0 '35. 329:1 284.4 2.8 0 38. 330:2 SA .1 2.3:D 2 1. 332:2 200.2 2.3 0 35. 334:2 16.9 .1- 4.0:D 1 31. 336:2 19.0 .1 2.4:D 2 1. 341:5 193.5 4.6 0 56. 350:2 11.7 .1 1.2:D 0 56. 357:2 381.3 3.3 1 20. 358:2 391.3 4.0 1 20. 359:1 381.2 3.3 1 23. 360:2 383.8 4.1 1 22. 361:1 389.2 3.3 1 21. 362:1 392.4 3.3 1 21. 363:2 403.5 3.4 1 28. 364A 613.6 4.2 1 7. -365:2 18.3 .1 2,6:D 10., 366:4 723.1 4.5 1 6: 367:4 722.3.. 6.2 1 8. BYa-751'.2 5.2 1 23. 369:4 125.4 2.6 0 52. 370:2 17.5 .1 .9:D 0 46. 371:2 2.5 .1 .S:D 1 38. 372:2 27.1 .1 .6:D 0 45. 373:2. 250.2 .1 12.6:D 0 58. 374:2 24.8 .1 1.9:D 0 51. 380:2 72.7 -.1 6.S:D 1 22. 381:2 6.2 .1 1.8:D 1 44. 382:2 31.9 .1 1.3:D 6 46. 383:2 16.0 .1 1:9:6 1 7. 384:2 20.9 .l 1.9:D 1 21. 386:1 265.7 2.2 1 6. 387:2 211.2 .9 1 1: 308:1 223.9 .9 0 53. 395:3 3.6 (DIRECT FLAW) 0 31. 400:1 48.7 1.2 0 37. 401:1 31.3 .4 0 48. 402:1 35.6 .S 0 50. 403:1 70.6 '2.1 1 -18. 404:5 84.0 2.5 0 }5. 405:5 229.6 4-.0 1 25. 406:3 229.8 (DIRECT FLAW) 0 35. 407:3 138.4 (DIRECT'FLCW) 1 13. 409:1 122.1 1.1 0 52: 41Or4 1304.4 4.5' 1 15. ill_4 � _k:pe.g_ 7.2 1 1B- 412:4 1355.0 6.4 1 20, 113:5 _ 1462.1 6.3 1 1B. 424:1 1488:6 3.3 1 21. 415:1 1534.7 2.8 1 24. 416:1 1547.4 3.2 1 26. 417:2 .0 .1. 4O8.4:E 10 0. 410:2 61.6 .1 1.1:D 2 1. 471:2 65.0 .1 .9:D 0 41. 472:2 53.5 .1 8.7:D 2 1. 474:2 9.0 .1 14.3:D 2 19. 477:2 60.2 .1 .4:D 0 36. 479:2 10.0 .1 .1:D 0 36. 480:2 0.5 .1 .1:D 0 37. 481:2 13.3 .1 .2:D 0 38. 483:2 2.8 .1 1.1:D 2 0. 486:2 28.8 .1 4.4:D 1 9. 488:2 .0 .1 18.9:D 10 0. 490:2 2.2 .1 .2:D 0 50. 491:2 3.6 .1 .S:D 0 55. 496:2 13.2 .1 2.1:0 1 7. 497:2 2.8 .1 .B:D 2 1. 517:3 2583.1 (DIRECT FLOW) 1 25. 570:3 92.5 (DIRECT FLOW) 0 40. 571:3 95.8 (DIRECT FLOW 0 35. 572:3 252.2 IDIRECT FLAW) 0 35: 574:3 428.8 (DIRECT FLOW) 0 35. 576:3 67.3 (DIRECT FLOW) 0 40. 577:3 65.2 (DIRECT FLAW) 0 35. 582:3 7.7 (DIRECT FLAW) 0 35. 583:3 23.8 (DIRECT FLOW) 0 54. 584:3 28.0 (DIRECT FUM 1 9. 586:1 220.8 (DIRECT FLAN) 0 35. $08:3 253.3 (DIRECT FLAW) 0 35. 592:2 9.1 1.2 2 S. 592:1 12.0 .6 1 59. 593:2 11:0 .1 3.2:D 1 56. 594:2 9.1 .1 3.1:D 2 0. 673:3 7.6 (DIRECT FLAW) 1 9. CORRECTED EFFECTIVE SWMM MODEL 0 CORRECTED EFFECTIVE MODEL: MMCCE.in YASW 42 i WM"WMm RWD �.1MEEN Maya"makTulmpM� Wm YC6LA1m5 UWOEI. . T D 0 I� 2 1 1 2 3 4 WATERSHED 0 MCCLELLANDS BASIN MODEL )FULLY .INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 200-YEAR EVENT PILE: MMCRECB'.OAT used for ErrRAN hydragrapho 3/22/00 600 0 0 1.0 1 2.0 25 5 2.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.22 1.06 1.00 0.95 0.91 0.87 0.64 0.82 0.73 0.71 0.69 0.67 -2 .616 • UPDATED BASIN WIDTHS 1 80 50 71D9 86.2 40 .02 1 60 50 2250 8.95 40 .02 1 70 61023929.38 40 .01 1 230 51 716124.66 40 .01 1 100 51 287513.19 40 .01 1 150 4 1690 1.84 80 .02 • BArlN 110 SPLIT INTO 210-118 BY ICON 1 110 11 1250 1.93. 99 .02 1 111 11 700 1.05 99 .02 1 112 122 750 1.34 99 :01 1 113 12 120D 2.34 99 .01 1 124 12 950 1.67 99 .01 1 125 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .02 1 117 51 2000 2.85 99 .01 1 118 14 2250 1.07 99 .01 1 320 11 305 2.14 10 .01 1 120 22 387517.79 80 .02 1 90 2 571513.12 10 .01 1 190 51 250 2.38 BO .O1 1 200 20 455031.34 80 .02 1 220 44 1090 7.52 BO .01 2 240 7 1742 5.00 80 .01 1 220 45 322822.23 10 .01 1 260 '46 345423.79 50- .01 1 230 47 223414.70 10 .01 1 290 291 1278 5.87 80 .01 1 340 34 2260 4.34 BD .01 BASIN 200 SPLIT INTO 280-283'BY ICON 1 280 275 1000 2.04 99 .02 1 281 28 1650 3.26 99 .Ol 1 282 29 050 2.50 99 .01 - 1 283 30 1250 2.02 99 .01 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 121 16 850 1.43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 SOO 1.60 80 .01 OAXRIDGB BLOCK ONE 1 270 270 625 3.30 60 .61 1 271 272 2017 6.30 55 .01 1 272 272 817'2.50 31 .09 1 360 36 3223 2.37 87 .02 -------------------------------------- 2.46 1.46 0.76 0.75 250 0.1 0.3 .51 0.5 .0018 • ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RED, IHC'. 1 202 320 321314.75 25.0183 1 202 322 187321.50 50.0165 ' 1 203 172 702432.25 80.0206 1 204 166 413819.00 80.0100 1. 205 268 650 5.85 47.0105 " 1 206 172 958 7.70 70tOOSD 1 207 276 171813.80 57.0235 3 200 278 293633.61 70.0170 ' 1 209 321 679523.40 40.0085 1 165 324 299120.30 40.0100 1 222 325 316520.90 64.0200 1 212 328 1220 4.20 80.0380 1 213 160 147216.89 30.00S5 1 214 279 465 1.62 90.0110 ' 1 215 331 500 0.70 90.0270 1 • 216 327 2405 0.96 90,0060 ---------------------------------------------------------------------`- • ALL FOLLOWING BASINS FRO14 STETSON REEK MASTER PLAN, RBD, INC. • SUBBASIMS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. • ADDED TO MODEL BY ICON ' 1 301 301 331526.54 71 .00S .430 0.6 1 302 951373647.50 45 .01 .390 0.6 • SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON • CE 365 CHANGED TO 396 BY ICON 1 305 369 683978.50 3.9.0110 ' 1 306 372 2535 8.73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 1 309 362 888 1.63 4.0.1262 1 312 371 807 2.76 40.0.0200 1 312 363 569 2.09 2.3.1262 ' 1 313 367 495 0.91 1.0.0500 1 314 402647091.15 34.0.0200 1 325 374 417914.39 40.0.0200 • BASIN 316 CHANGED TO REFLECT POUDRE -VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0:017 0.3 1 317 594 150717.30 57.0.0140 0.3 1 • 318 593 169919.SD 47.0.0150 ----------------- ------------------------------------------- --0.3 • ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MCCLELLANDS BASIN MASTER PINT • EXISTING CONDITION SUBBASINS BINH STETSON CHEEK 6 CTY RD.9 1 217 368 2603 26.4. 5.0 .010 1 218 368 252S 17.4 5.0 .630 1 t 222' 32 1682 19.3 5.0 .008 1 223 102 2004 23.0 5.0 .040 1 224 102 1202 13.8 5.0 .DlO • G4D SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 5715 65.6 5.0 .006 • --------------------------=-------------------------------------------- • SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM • WILLOW SPRINGS POD DRA7"4E PLAN, LIDSIONS 6 ANDERSON, JUNE 1996 ' 1 1 201. 1200 8.51 j.0.0200 .016 .250 .1 .3 .51 .5 .00100 1 2 202 2000 4.1. 1.0.0200 .016 .250 .1 .3 .51 .50 .00IBO 1 3 2D3 600 5.7-•4.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 4 209 750 2.6 74.0.0200 .016 .250 .1 .3 .SI .50 .00180 1 5 209 1600 2.7 68.0.0200 .016 .250 .1 .3 .S1 .50 .00160 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00280 ' 1. 7 209 750 3.3 5].0.0200 .DIG .25D .1 .3 .51 .SO .00180 1 e 210 450 2.3 :7.45 .016 .25D :1 .3 .S1 .50 .00280 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .SO .00180 1 10 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .SO .00180 1 14 224 2000 4.6 54.0.0200 .016 .250 .1 .3 .52 .50 .00100 1 15 215 1300 4.4 9.0.02DO .016 .250 .1 .3 .51 .50 .00160 ' 1 16 226 200 1.8 12.0.0200 .026 .250 .1 .3 .51 -SO .60280 1 20 223 600 4.1 46.0.0200 .016 '.250 .1 .3 .52 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 :250 .1 .3 :51 .50 .00280 1 22 223 1800 7.3 52.0.0260 .016 .250 .1 .3 .51 .50 .00160 1 23 224 2000 2.2 61.0.0200 .016 .250 .1 .3 .51 .50 .00280 1 24 224 600 3.1 34.0.0200 .016 .250 .1 :3 .51 .50 .00180 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51 .50 .00280 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 230 2750 5.9 67.0.0200 .016 .250 .1 .3 .31 .50 .0O180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .1. .52 .50 .00180 1 32 330 400 2.0 48.0.D200 .016 .250 .1 .3 .51 .50 .00280 1 39 216 700 3.1 12.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 40 1450 2300 6.4 30.0.0200 .016 .250 .1 .3 .52 .SO .00100 1 {1 357 800 4.3 43.0.0200 .OL6 .250 .1 .3 .51 .56 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 :1 .3 .51 .50 .00180 1 50 251 1800 8-1 42.0.0200 .016 .250 .1 .3 .51 .50 .00100 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 61 261 650 2.2 80.0.0260 .016 .250 .1 '.3 .51 .50 .00280 1 62 262 1200 4.7 42.0.0200 .016 .250 .1 .3 .51 .50 .00280 • SVBBASINS 370 7O 397 UPSTREAM OF LEMAY AVENUE (LIDSTONS 6 ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7- 45. .020 .026 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26-.7 45. .020 .016 .25 .1 .3 .51 .5 .0028 ' 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 :5 .0618 02 1 374 574 8000 18.3 06. .0 .016 .25 .1 .3 .51 .5 .6016 1 375 75 5400 28.4 48. .020 :026 .25 .1 .3 .51 .5 .0010 1 376 576 1000 5.1 20. .010 .016 .25 :1 .3 .51 .5 .0028 1 377 577 400 1.9 70. .OLD .016 .25 .1 .3 .51 .5 .0018 1 378 S77 450 2.3 70. .020 .026 .25 .1 .3 .51 .5, .DDIS ' 1 379 479 4SO 1.5 70. .010 .616 .25 .1 .3 .SI .5 .0028 1 380 480 350 1.4 70. :010 .016 .25 .1 .3 .51 .5 .0028 1 381 481 550 2.6 70. .010 .016. .25 .1 .3 .51 .5 ..0018 1 302 S82 700. 0.8 67. .613 .016 .25 .1 .3 .51 .5 .0010 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 385 85 2200 6.3 52. .020 .016 .25 .1 .3 .51 .5. .6018 1. 366 586 2000 12.2 60. .010 .DI6 .2S .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 S. .0018 1 3B8 SOB 1548 16.0 S. .020 .016 .2S :1 .3 .51 :5 .0018 1 389 88 1220 7.0 S. .020 .026 .2S .1 .3 .51 .5 .0028 1 390 490 550 1.4 70. .026 .016 .25 .1 .3 .51 .5 .0028 ' 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .6018 1 392 508 2100 6.6 90. .020 .026 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .620 .026 .25 .1 .3 .51 .5 .0028 1 394 92 900 1.4 90. .020 .016 .26 .1 .3 .51 :5 .0016 1 396 496 2950 '13.5 93. .013-.016 .25 :1 .3 .SI .5 .0018 1 397 497 610 3.9 B5. .021 .616 .25 .1'. .3 .51 .5 .0018 • _________________ SVBBASINS 400 I'O 407 WILD HOOD PARMS (ICON E•'GINSBRING, INC..00T, 1998) 1 400 400 660 9.9 50. .020 .026 .25 .1 -.3 .SI .5 .0018 1 401 406 1170 26.7 20. .DIS .016 .25 .1 .3 :51 .5 .DOI8 1 402 406 1520 17.4 45. .020 .016 :25 .1 .3 .61 .5 .0028 1 403 382 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0610 ' 1 404 382 1790 10.4 SS. .025,.016 .25 .1 .3 .51 .5 .0016 1 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .51 .5 .0010 1 406 383 2053 14.2 36. .015 .016 .25 .1 .3 .51 .5 .0018 1 407 384 1921 13.2 40. .015 .026 .25 .1 .3 .51 .5 .0018 1 408 404 3378 38.8 S. .015 .016 .25 .1 .3 .51 .5 .0018 SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING, OCT, 1998) 1 500 517 3699 26.9 S. .020 .016, .25 .1 .3 .51 .5 .0018 1 501 416 2750 28.9 S. .020 .016 .2S .1 ,3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .616 AS .1 .3 .62 .5 .0018 1 503 415 3893 44.7 S. .015 .026 .25 .1 .3 .S1 .5 .0028 1 504 415 2570 11.8 S. .020 .016.25 .1 .3 .51 .5 .0018 SUBBASIN 504 SPLIT INTO $04 6 S14 BY ICON • 1 514 413 4080 28:1 S. .020 .016 .25 .1 .3 .52 .5 .0018 1 505 409 5867 67.3 S. .020 .016 .25 .1 .3 .51 .5 .0028 1 506 412 2143 14.0 S. .020 .016 .25 .1 .3 .52 .S .0018 1 507 412 2277 15.7 S. .010 .016 .25 .1 .3 .51 .5 .0018 1 508 282 3033 26.4 S. .010 .016 .25 .1 .3 .SI .5 .0028 1 509 412 1936 13.3 S. .010 .616 .25 .1 .3 .51 .5 .0018 ' • 1 530 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0016 _______________________________________________________________________ SUBBASINS 522 TO 522 (513 rerouted north, 512 to pond 399, ICG Mar 2025) • HOMESTEAD (ICON ENGINEERING, OCT, 1998) 1 521 399 5670 39.1 25. .010 .016 .25 .1 .3 .51 .5- ,0018 ' 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .51 '.5 .0028 1 513. 38916060124.4 25. .010 .016 .25 .1 .3 -51 .5 .0018 0 31 371 401 402 403 404 405 406 407 468 500 502 502 605 506 508 509 510 522 512 316 325 324 305 308 312 301 220 260 230. 290 340 • CE 15 REMOVED BY ICON 0 .4 8 0 1 0 060 0.0044 4 4 0.035 5.0 • CONVEYANCE ELEMENT 8 ADDED BY ICON 0 .e 2 0 1 10 1750 0.010 4 4 0.035 5.0 ' 0 7 6 0 1 0 2400 D.0100 0 50 0.026 1.5 ' 0 6 SO 0 1 0 1200 0.0032 4 4 0.035 5.0 • CS 13 REMOVED BY ICON 0 35 202 0 1 0 2250 0.010 50 50 0.045 S.D 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 • CE 11 SPLIT INTO11-14 BY ICON 0 11 12 0 1 0 700 0.006 50 0 0.026 1.5 0 12 13 0 1 0 050, 0.006 50 0 0.016 2.5 0 13 51 0 1 0 Soo 0.006 50 0 0.616 1.5 0 14 51 0 1 0 900 0.006 SO 0 0.016 1.5 C0 11ADDED HY ICON 0 111 ] 11 0 1 : 0 700 0.030 50 0 0.016 1.5 ' CE 9 REMOVED BY ICON CE 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 0.035 5.0 0 21 44 0 1 0' 2200 0.005 50 0 0.026 1.5 0 44 51 0 1 3 Soo 0.005 10 10 0.035 2.0 22 • CE 0 CHANGED TO BASIN BY ICON ' -1 220 43 • 3 3 0 1 0 0 0.32 12.87 4.1 0.0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10. 12.87 0 22 43 0 1 0 1600 0.007 4 4 0-0is S.6 43 CB CHANGED TO HCH-ROUTING ELEMENT BY ICON 0 43 51 3 0.1 1 0.002 0.016 0.1 • CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. .17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 1000 0.00s 15 '35 0.040 5.0 0 51 9 0 1 10 Soo 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.635 5.0 • CR 230 CHANGED TO BASIN BY ICON ' -1 230 18 3 3 0 1 • 0. 0. 0.30 7:21 7.16 0 0 47 12 3 1 0.1 1 0.001 0.016 0.2 0 0 0.1 7.21 10. 7.21 + 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 + OAKRIDGE BUSINESS PARR 4TH 6 879 FILING OUTLET ' 0 250 25 2 2 0.1 1 0.005 0.013 0.1 0 0 0.3 S.0 0 25 22 0 2 1.25 Soo 0.005 0,013 2.25 CE 260 CHANGED TO BASIN BY ICON _ -1 242 3 3' 0 1 • 0. 0. 0. 0.24 13-.19 6.99 0 CE 290 CHANGED TO BASIN BY ICON -1 290 18 3 '3 0 1 + 0. 0. 0.22 3.06 6.98 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.20 3.06 10.0 ..3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 ' 0 0 0.1 12.19 10. 11.19 0 26 42 0 5 .3.5 800 0.005 0.016 3.5 10 $00 0.005 4 4 0.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 • OAENIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001, 30.0 ' 0 271 27 0 5 2.23 45 0.004 0.013 2.25 0 45 0.004 198 127 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 01.16 32 1.0. ' 0 27575 27 0 2 . 3.55 O: 676 0084 0.013 ].5- 0 27 41 8 2 0.1 30 0.061 0,013 6.1 0 0 0.03 0.70 0.22 2:51 0:52 3.46 0.90 4.22 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 30 200 0.005 50 50 0.026 5.0 ' 0 36 26 D 5 1.25 90 0.014 0.613 1.25 0 90 0.014 200 200 0:020 5.0 + CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 2000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 6 50 0.016 1.5 0 30 29 0 1 0 850 0.005 0 50 0.016 1.5 ' 34 CS 0 CHANGED TD BASIN BY ICON -1 340 16 3. 3 0 1 • 0. 0. 0.23 1.92 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0.0 0.0 0.1 1.91 10.0 1.91 • COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE )L 6 A. 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 89 88 0 1 0. Soo. .007 4. 4. .035 S. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.SD ' • POND 491 REVISED BY ICON 491 90 4 2 .1 1. .1 0.00 0. 0.50 1.0 0.60 91.9 0.70 260. 90 88 0 4 _ 0. 500. .010 SO. 50. .016 :5 so. 500. .020 10. 20. .035 S. BE 6 2 .1 1. .1 ' 0..0000 0. 0.01 12:0 0.31 22.4 0.79 12.8 2.06 13.2 3.53 31.6 Be 508 0 1 0. 700. .008 4. 4. .635 S. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 • 0-.84 1.76 '1.30 20.16 588 488 0 3 .1 1. HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM -THE • RESULTS OF EKTRAN DYNAMIC PLOW MODEL AND IS NOT APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN • POND 488 REVISED BY ICON FROM EKTRAN ANALYSIS 6/30/99 488 586 2 2 .1 1., .1 0.00 0.0 50.0 0.0 683 582 682 3 3 .1 1. :1 0.0 0.0 4.6 2.3 8.0 1.8 682 62 0 3 .1 1. ' 683 0 3 :1 1. 82 85 0 4 0. 1300; .014 so. so. .016 .5 50. 1300. .014 10. .10. .035 S. 65 586 0 4 0. 2000. .011 50. 50. .026 .5 so. 2000. .011 10. 10. .035 S. 84 586 0 4. 0. -700. _010 50. ,50. .016 .5 ' so. 700. .010 30. 10. .035 S. 586 486 0 3 .1 1. • PIER DETENTION POND REVISED BY ICON 6/30j99 486 584 7 2 .1 1. .1 0.00 0.0 0.02 0.2 0.38 11.23 1,42 35.73. 4.55 29.63 5.58 74.29 5.07 85.28 ' 673 584 684 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684 83 0 3 .1 1. 673 0 3 1. 83 83 583 D 1 5.. 400. .DOS 4. 7. .035 S. ' • POND 483 REVISED BY ICON 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.6 503 72 0 3 .1 1. 72 572 0.5 3. 700. .004 0. '0. .013 3. 6. 700. .006 60. 50. .016 5. ' 73 572 '04 0. 1300. .006 50. 50. .016 .5 1 So. 1300. .006 10. 10. .035 S. 481. 577 2 2 .1 1. - .1 0.00 0. 0.23 20. 480 577 2 2 .1 1. .1 0.00 0.. 0.07 9. ' 479 577 2.2, .1 1. .1 0.00 0. 0.06 22.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 D.00 0. 0.05 2. 0.19 4. 0.25 6. - 0.27 8'. 0.29 12. 0.30 16. 0.32 20. ' 0.34 3D. 0.36 45. 0.39 60. 0.46 75. 0.50 90. 0.55 105. 76 576 0 1 0.. Boo. .007 4. 4. .035 S. '576 574 0 3 .1 1. . 75 574 D 1 5. 600. .007 4. 4. .035 S. 574 474 0 3 J1 1. ' 474 74 8 2.3 1. .1 0.00 0.0 2.23 0.5 5.94 2.D 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13`.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 572 0 1 .1 1. ' 472 571 12 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12.. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 `30: 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. .1 ' 0.00.00 0. 0.19 30. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.07 '50. 0.09 60. 6.97 100. 570 470 0 3 .1 1. , 470 31 7 2 .1 1. .1 0.00 0. 0.08 20. 0.22 20. 0.24 30. - ' 0.66 40. 1.00 44. 2.47 160. • END OF LIDS70NE i ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 30 3OB 0.0075 50. 50. .035 S. • ARTIFICIAL O'>BRFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 21 0 1 0 .700 0.008 s0 0 0.026 1.S ' • OAERIDGE POND WITH REVISED OUTLET HYDRAULICS 0 3 216 12 2 0.1 77 0.007 0.013 0.2 0.0 0.0 0.39 86.17 2.36 315.72 .6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64, 224.38 38.67 233.10 49.31 251.39 59.39 269.69 70.59. 267.99 ALL POLLONING CONVEYANCE 6LL11ffiTf^ PROM MIRAMONT MA97HR PLAN, RED, INC. POND 166 1301) RATING CUR" COMPOSITES 1 DETENTION PONDS IN BASIN 204 0 166 167 1 2 0.1 96 01.0060 0 0 0.013 0.30 0.0 0.0 1.6 - 24.0 3.4 26.4 0 267 169 0 1 4.00 260 0-.0021 2 2 0.035 4.00 : POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK POND 168 EXTENDED BY ICON t 0 168 169 5 2 0.1 10 0.6010 0 0 0.013 '0.10 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.26 2.02 261.36 • CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 269 176 0 5 2.27 50 0.0070 0 0 0.023 2.27 ' 40 40 0.0070 5o 50 0,026 4.00 0 170 174 0 1 4.00 460 0.0022 2' '2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 O.0 0.0 1.0 4.0 2.0 4.3 _ • POND 172 (307). RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 POND 172 EXTENDED BY ICON 0 272 173 5 2 0.1 120 0.0033 0 0 0.013 '0.30 0.0 0.0 6.5 5.5 8.o 6.0 9.0 97.9 30.0 266. • CE 173 CHANGED TO CHANNEL W/OVERFLOOM BY ICON 0 173 175 0 4 0 1200 O.00SD 4 4 0.035 1.10 ' 30 1200 0.0050 150 150 0.035 3.00 • CE 274 CHANGED TO PIPE W/OVBRPLCW BY ICON 0 274 175' 0 5 2.25 75 0.0212 0 0 0.013 2.25 40 75 0.0211 50 50 0.016 4.06 • CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON 0 175 177 0 5 2.50 853 0.0123 0 0 0.023 2.50 ' 50 853 0.0123 50 50 0.026 4.00 • POND 176 (311) RATING CURVE FROM OAERIDGE NEST PUD REPORT BY RED • POND 276 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 t0.0 0.0 0,04 2,10 0.23 2,71 0.79 2,15 1.78 2.56 2.44 94.46 3.10 261.78 • CE 177 CHANGED TO PIPE W/OVERPLON BY ICON 0 277 342 0 5 3.00 480 0.01067 0 0 0.013 3.00 20.0 400 0.0100 50 50 0.016 5.00 0 178 177 9 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 1:95 5.0 2.70 5.8 3.4 6.5 4.2 8.8 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 • POND 321 E)LTBNDED BY ICON 0 321 324 30 2 0.1 300 0.0053 0 0 0.013 0.10 ' 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 6.36 99.9 7.20 168. • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0200 0 0 0.013 0.30 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0.1 0 1500 0.0142 50 0 0.016 1.5 . CE CE 324 MODELED USING NGL AS SLOPE- 0 324 331 0 2 3.00 36 0.0222 0 0 6.013 3.00 0 325 326 D 1 4.00 420 0.0050 4 4 0.035 3.00 CE 326 MODELED USING HGL AS SLOPE ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON 0 326 327 0 5 3.50 214 0.0168 0 0 0.013 3.50 40 '214 0.0266 50 50 6.616 5.0 0 327 329 0 1 4.00 750 O.00SO 4 4 0.035 3.00 • CB 328 MODELED WITH STREET CROWN OVERFLOW USING SOL AS.SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.15 0 101 0.0249 133 44 0.016 5.0 0 329 180 0 1 5.00 240 O.00SO 4 4 0.635 4.00 • CE 179 (330) MODELED WITH STREET CROWN*OVERP1,04 USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0:013 1:50 0 80 0.0120 167 167 0.016 5.0 • CE 331 MODELED USING SGL AS SLOPE 0 331 325 0 2 3.00 - 30 0.0267 0 0 0.013 3.00 • RATING CURVE FOR POND 180 WAS REVISED BY THE CITY (11/19/99) 0 100 341 8 2 0.10 20 0.0040 0 0 0.013 0.1D 0.0 0.0 0.21 4.DO 1.00 28.00 1.91 37.20 2.95 52.40 4.14 68.00 4.:82 78.00 5.67 88.00 0 342 4 0 5 5.20 120 0.0040 0 0 0.013 5.20 ' 220 0.6040 _50 -50 0.016 7.00 -0--- • ALL FOLLOWING CONVEYANCE ELEMENTS PROM STET SON :CREEE MASTER 'PLAN, RBD, INC. • CONCEPTUAL DETENTION FOR SUBBASINS 3D1 AND 303 • CE 303 REMOVED BY ICON • POND 301 REVISED BY JR ENGINEERING . FOR HARMONY VILLAGE, ADDED BY ICON 0 301 91 9 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.22 0.05 4.20 1.88 5.32 2.45 5.76 3.27 13.38 4.26 24.36 4.56 36.21 5.73 57.76 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 11 2 0.1 1 0.0050 0.023 0.1 ' 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 '3.33 7.7 4.35 24. 5.41 20.7 6.52 93.90 7.65 219.5 0 94 241 0 1 0 500 0.0027 3 3 0.035 5[0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 '0.0050 4 4 0.045 4:00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.005D 0.013 9.44 0 361 362 0 1 16 619 0.0050 '4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 '4 0.045 4.00 0 363 364 0 1 16 415 6.0050 4 4 0.045 4.60 ' • OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 4 16 90 0.0050 4 4, 0.045 5.00 40 90 0.0050 50 SO 0.035 6.00 • CE 365 CHANGED TO 396 BY'IODN 0 369 366 0 4 0 112S D.0045 4. 4 0.035 2.30 50 1125 0.0045 50 50 0.035 5.00 • OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON' 0 366 367 0 4 16 377 0.0050 4 4 0.045 S.00 40 377 0.0050 50 50 0.035 6.00 • OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON 0 36 373 0 4 0 SO80 0.0050 4 4 0.635 3.50 40 1080 0.0050 50 50 0.016 4.50 ' 0 39 38 0 4 0 860 0.0050 4 4 '0.035 3.50 40 860 0.0050 50 50 0.016 4.50 .•____________________________________ _ • THE SEAR-SROMN GROUP - POUDRE VALLEY HOSPITAL SITE ______________ CONVEYANCE ELEMENTS CHANGED TO 591, 592, '593, 594 BY ICON POND 593 WITHIN BASIN 328 0 593 592 10 2 0.10 1 0.005 0.023 0.10 0.00 -0.0 .57 0.50 1.14 3.04 1.40 3.57 1.79' 6.40 2.45 9.32 2.60 9-.71 3.23 21.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 • POND 594 WITHIN BASIN 317 ' 0 594 591 8 2 0.10 1 0.005 0.013 0.10 0.00 0.0 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 0.96 3.54 9.46 0 591 • 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 ________--"'-"'/""------""'"""""'-"""-""'-""""---------.. • CONVEYANCE ELEMENT 40 ADDED BY ICON 0 40 373 0 L 5 1400 0.0050 4 4 0.035 5.00 POND 370 REVISED BY ICON 0 370 361 6 2 0.10 1 0:0050 0.013 0.10 0.60 0.0 .41 1.40 .57 2.0, .68 3.23 .7 7.52 33.52 0 372 362 22 0.20 30 1 0:0015 0.013 0.30 ' 0.00 '0.0 .55 2.75 • POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363. 6 2 0.10 1 0.0020 0.013 0.10 0.06 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 2.17 50.54 ' 407 405 0 3 .1 -1. 1 405 410 0 5 3.5 2000. .002 0. 0. .013 3.5 40. 2000. .002 50. 50. .016 S. 404 407 0 5 3.5 900. 0.015 0. 0. .026 3.5 • 40. ____ _--900_ _ 0.015- 50. 50. .016 5. ' ______.____ __...______. • MAIL CREEK CROSSING AND AECHTEt CROSSING SUBDIVISIONS (RSROUTED,BY ICG 8i30/15) '0.0 388 387 0 2 1.5 2245. .004 0:0 .013 1.5 387 367 0 2 3. 1521. .004 0.0 0.0 .013 3. • HOMESTEAD SUBDIVISION (ICON ENG111SE RING, INC) 386 284 0 1 4. B00. .003 150. 150. .045 5. 284 283. 0 1 4. 700. .0063 150. 150. .045 S. ' 283 282 0 1 7. 1000. .0057 70. 40. .045 S. 282 410 0 1 9. 800-. .046 9. 1.5 .045 S. • HOMESTEAD POND 399 (ADDED BY IOG 3/24/15) 399 283 6 2 .1. 1. 1 0.00 0.00 0.26 3.46 1.48 4.64 1.70 4.65 ' -2.45 _ 68.71 3.00 76.42 • FOSSIL CREEK VILLAGE (ICON ENGINEERING, INC) 201 424 0 1 2. 1500.' .OIS 55. 76. .035 S. 409 413 0 1 1. 1500. .010 50. -50. .045 5.0 410 411 0 4 S. 600. .045 2.5 3.0 .035 7. ' 45. '600. .045 25.0 50.0 .035 13. 411 412 0 4 S. 2060. :0038 3. 2. .035 6. 30. 1060. .0038 35.0 60.0 .035 I1. 412 413 0 4 5. 870. .006 5.0 2.0 .035 6. 50. 870. .006 30.0 45.0 .035 12. 413 414 0 5 S. 40. .006 0. 0. .035 S. ' SO. 40. .006 100. 100. .016 20. 414. 415 0 1 S. 1180. .006 30.0 25.0 .035 20. 415 426 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 5. B00. .006 40. 25. .035 6. 527 417 0 3 .1 1, 1 • SHIFT RESERVIOR NOT MODEL AS A ROOTING ELEMENT ' 417 0 0 2 .1 '1. .063 0. 0 \ .035 .1 0 18 2 42 174 256 324 331 358 360 382 470 471 486 594 586 5B8 102 413 373 ' ENDPROGRAMRAM I 'MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS "ON 30 1999 ADOPTED 100-YEAR EVENT FILE: MMCEXCE.DAT Uaed for EXTRAN hydroyrapha 3/22/00 •'• PEAK FLANS: STAGES AND STORAGES OF GOITERS AND DETENTION DAMS ••• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME EI.BMENT:TYPE (CPS) (FT) (AC -FT) (HR/MINI 2:2 274.5 .1 62.3:D 2 25. : 193.E 3.5 3 0: - 6:2 373.7 3.5 0 37. ' 7:1 35.4 .6 0 36. 6:1 189.1 2.0 1 6. 9:1 742.6 3.1 0 41. 11:1 40.0 .7 0 36. 12:168.0 . .8 0 36. 13e1 23 95 95.3 .9 0 36. 14:1 7.9 .4 0 36. 16:3 51.4 .6 0 35. 20:1 218.8 3.6 0 36. 21:1 32.2 .6 0 41, 22:1 21. 3. 0 25:2 3 .5 .B 4i. 0 48. 26:5 202.1 4.6 0 56. 27:2 101.6 .1 2.5:D 0 51. 28:1 35.0 .7 0 37. 29:2 18.2 .5 0 40. 30:1 .5 .5 '0 3. 31:5 61.6 61 2.7 4 1. ' 32:3 29.9 .8 0 48. 33:1 41.5 .7 0 36. 34:2 1.9 .1 .9:D 2 1. 35:1 86.1 .9 0 55. 36:4 0 38:4 98. 6� 98.6 2.6 2.6 0 59. 59. ' 39:4 76.5 2.4 0 59. 40:1 490.7 4.2 0 36. 41:5 101.6 4.3 0 52. 42:2 114.7 2.9 0 55. 43:3 224.3 (DIRECT FLAW) 0 37.. 44i1 67.9 1.5 0 40. ' 45:1 11.8 .1 2.2:D 1 52. 46:1 21.2 .1 3.9:D 2 1. 47:1 7.2 :1 1.6:D 1 58. 50:1 497.3 2.8 0 39. 823.8 0 32. ' 72:5 72 ;5 23.8 1.6 1.6 1 31. 73:4 52.3 :6 0 37. 74:1 9.0 .4. 2 25. 75:3 188.8 2.6 0 35. 76:1 51.2 1.9 0 40. 82:4 . 34 .2 0 36. ' 83:1 21. 1.2 54 0 . 84:4 57.3 .5 0 35. 85:4 44.2 .5 0 36. 88:1 152.0 2.8 0 35. 89:1 13.6 2.2 0 37.. 90:a .9 .2 1 0. 91 :1 27:1 1.6 3 23. 92:2 13.3 1.1 0 35. 93:2 72.1 .1 6.2:D 1 2. 94:1 71.0 2.9 1 6. 95:3 284.0 (DIRECT FLAW) 0 35. 102:5 697.1 7.0 1 11-. ' 112:1 11.4 .4 0 35. 116:1 283.9 3.3 2 27. 124:2 26.9 1.0 3 32, 130:2 55.3 2.4 0 35. 231:2 88.6 3.1 0 35. 240:2 294.0 3.3 2 27-. ' 241:1 95.3 1.9 1 6. 160:5 74.3 2.9 0 35. 166:2 25.6 .1 2.8:D 0 55. 167:2 25.6 1.7 0 56. 168:2 19.0 .1 .S:D 0 42. 170: 4. 2. 0 4. ' 170:1 42.2 2.2 0 46. 171:2 4.1 .1 1.S:D 2 1. 172:2 20.6 .1 8.1:D 2 3. 173:4 8.8 1.1 2 9. 174:5 46.6 2.9 i 0 46. 175:5 48.7 2.3 0 49. ' 176:2 25.8 .1 1.9:D 0 51. 177:5 117.1 3.4 0 55. 178:2 46.9 .1 5.3:D 0 58. 179:5 15.7 1.6 0 35. 180:2 00.3 .1 S.O:D 1 29. 201:3 52.3 (DIRECT FLOW). 0 35. ' 202:3 91.2 (DIRECT FLAN) 0 35. 203:3 37.0 (DIRECT FLOW) 0 35. 209:3 3D4.8 (DIRECT FLOW) 0 35. 210:3 442.6 (DIRECT FLAN) 0 35. 214:3 37.9 (DIRECT FLOW) 0 35, 225:3 22.9 (DIRECT PIAW) 0 35. ' 226:3 284.2 (DIRECT FIRM) 2 21. 223:3 247.2 (DIRECT FLAW) 0 35. 224:3 186.6 (DIRECT FLAN) 0 35. 226:3 66.2 (DIRECT FLAW) 0 35. ' 241:3 95.8 IDIRECT FLOW) 1 3. ' 250:2 3.6 .1 .2:D 0 46. 251:3 $7.3 (DIRECT PTAW) 0 35. 252:3 76.6 (DIRECT FTA'd) 0 35. 261:3 94.5 (DIRECT PLOW) 0 35. 262:3 128.9. (DIRECT FTAW) 0 35. ' 270:3 25.4 (DIRECT PLOW) '0 35. 271:5 S1.2 2.6 0 IS. 272:2 .9 .1 .2:0 1 15. 275:2 86.2 2.7 0 50. 281:1 53.0 .6 0 50. 282: 165.. 1 S. ' 283:2 165.0 2.2 1 a. 284: 104.9 .7 � 6 914 291:2 3.1 .1 1.2:D 2 1. 301:2 28.3 .1 4.S:D 1 14. 310:2 9.5 .1 13.0:D 2 10. 315:2 11.3 .1 1.2:D 1 0. 320:2 56.2 1.6 0 41. 322:2 38A .1 5.7:D 1 12. 323:2 21.2 .1 3.S:D 3 0. 323:1 11.2 .4 1 59. 324:2 97.6 2.4 0 35. 325:1 182.3 2.9 0 36. ' 326 5 278.8 3.7 0 36. 327:1 164.3 2.7 0 '38. 328:5 41.0 2.0 0 35. 329:1 124.4 2.E 0- 3B. 330:2 5.4 .1 2.3:D 2 1. 333e2 100.2 2.3 0 35. ' 334:2 16.9 .3 4.0:D 1 32. 336:2 19.0 .1. 2.4:D 2 1. 342:5 293.5 4.6 0 56. 3S0:2 11.7 .1 1.2:D 0 56. 357:1 381.3 3.3 1 20: 358:2 382.3 4.0 1 20. 359:1 381.2 3.3 1 23. 360:2 363.8 4.1 1 22-. 362:1 389.2 3.3 1 21. 362:1 391A 3.3 1 21. 36:3.. 1 1, 364:4 62b13.6 4.2 1 7 7, ' 365:2 18.3 .1 2.6:D 1 0. 366:4 723.2 4.5 1 6. 367:4 729.4 6.2 1 B. 368:4 758:1 _ - 5.3 r 1 23. 369: 1.4. 2.6 0 . 3702 1717.5 .1 .94D 0 4646. ' 371:2 2.5 .1 .S!D 1 38. 372:2 27..1 .1 .6:D 0 45. 373:2 250.2 .1 12.6:D 0 58. 374:2 24.9 .1 1.9:D 0 51. 380:2 72.7, .1 6.1:D 1 12. 381:2 6.2 .1 1:B:D 1 44. ' 362:2 31.9' .1 1.3:D 0 46. 383:2 16.0 .1 1.9:D 1 7. 384:2 10.9 .1 1.9:6 1 21. 306:1 117.7 .9 0 46. 38:2 7.1 .8 2 2, 388:2, 7.1 1.5 24.2 :5 3 22. ' 395:3 3.6 IDIRECT PLOW) 0 31. 399:2 73.9 .1 2.7:D 0 52, 400:1 48.7 1.2 0 37. 401:1 32.3 .4 0 48. 402:1 .6- ' 0 . 403:1 70 70.E . Z1 1 18. 28 ' 404:5 84.0 2.5 0 45. 405:5 129.0 4.0 1 25. 406:3' 229.8 (DIRECT PLOW) '0 3S. 407:3 138.4 (DIRECT PLOW) 1 23. 410:4 1.3 0 51-. 430:4 1373.0 273.1-- 4.3' 1 31. ' 411:4 _ - 1399:3 T„0_ _.__1. - is_ 412:6 1227-.6 6.2 3 17, 413:5 1341.9 6.2 1 I5. 414:2 2370.3 3.2 1 18. 41:1 14.. 1 23. a 16:1 ]7.9 1432.9 3.1 3 23. ' 417:2 .0 .1 391.1:8 10 0. 470:2 61.6 .1 1.1:D 2 1. 472:2 65.0 .1 .9:D 0 41. 472:2 53.5 .1 8:7:D 2 1. 474:2 9.0 .1 14.3:D 2 19. 477:2 60.2 .1 .4:D 0 36. 479:2 20.0 .1 .1:D 0 36. 480:2 6.5 .1 .1:D 0 37. 481:2 13.3 .1 .2:D 0 38. 483:2 2.8 .1 1.1:D 2 0. 466:2 29.8 .1 4.4:D 1 9. 480:2 .0 .1 18.9:D 30 0. ' 490:2 2.1 .1 .2:D 0 50. 492:2 3.6 .1 .S:D 0 55. 496:2 23.2 .1 2.1:D 1 7.. 497:2 1.8 .1 .B:D 2 1. 517:3 2471.2 IDIRECT'FLOW) 1 22. ' 570:3 92.S (DIRECT FLOW) 0 40. 571:3 95.8 (DIRECT FLAW) 0 35. 572:3 252.1 (DIRECT FLAW) 0 35. 574:3 418.8' (DIRECT FLAW) 0 35. 576:3 67.3 (DIRECT FLOW) 0 40. 577:3 65.2 (DIRECT FLOW) 0 35. 582:3 7.7 (DIRECT PLOW) 0 35. 583:3 23.8 (DIRECT PLOW) 0 54. 584:3 28.8 (DIRECT FLAW) 1 9. .586:3 220.8. (DIRECT PLOW) 0 35. 588:3 253.3 (DIRECT FLAW) 0 35. M61111A (j.5 ' 59192i1:1 9.1 5 11.0 593:2 11.0 596:2 9.2 6:3 . 607 :3 82 6 .0 603:3 1.8 684:3 22.0 ' RNDPROGRAN t PROGRAM CALLED 1.1 2 5. 6 1 59. .1 3.2:D 1 56. .1 3.I:D 2 0. (DIRECT PLAN) 1 9. (DIRECT PLOW) 0 35. .(DIRECT FLOW) 0 35. (DIRECT PLAN) 0 42. 1 POND 1 10 year Orifice Die (in) 10.39 Orifice Area (sf) 0.5893 Orifice invert (ft) 4913.70 Outlet Orifice Area Stage release (SF) (FT) (CFS) 0.5893 4914.37 0.00 VM93 4914.50 1.86 0.5893 .4915.00 2.86 0.5893 4915.40 3.46 0.5893 4915.60 3.72 0.5893 4916.00 4.20 0.5893 4916.60 4.73 POND 2 100-year Orifice Dia (in) 9.62 Orifice Area (sf) - 0.5046 Orifice invert (ft) 4919.33 Outlet Orifice Area Stage release (SF) (FT) (CFS) 0.6046 4919.50 0.00 0.5046 .4920.00 1.37 0.5046 4920.60 2.31 0.5046 4921.00 2.97 0.5046 4921.40 3.40 0.5046 4922.00 3.97 0.5046 4922.60 1 4.38 0.5046 4923.00 1 4.76 orunofficial copy was downloaded on Mar-24-2015 from the City of Fort Collins Public Records Wehsite: hi ,or, additioml irrfwmatiou or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort 6tX� Q. W AcrR 4g16A 80524 1 . 1 1 1 is unofficial copy was t Pond One Staae-Storage Volurnan Elevation (ft) Surface Area Cummulative (ft2) Average Volume (ft) Cummulative Conic Volume (fts) 4917.0 73,207 106,701 105,907 4916.9 72.270 99,427 98,633 4916.8 71,326 92,247 91,453 4916.7 70,427 85,160 84,365 4916.6 69,574 78,159 77,365 4916.5 68,685 71,247 70,452 4916.4 67,427 64,441 63,647 4916.3 65,477 57,796 57,002 4916.2 62,870 51,378 50.585 4916.1 60,000 45,235 44.442 4916.0 67.027 '39.384 38.591 4915.9 54,079 33,828 1 33,037 4915.8 50,774 28,586 27,795 4916.7 47,146 23,690 22,900 4915.6 43,113 19,177 18,389 4915.5 36,493 15,096 14,311 4915.4 33,677 11,488 10,705 4915.3 28,730 8,368 7,688 4915.2 23,835 6,930 6,606 4915.1 18,939 5,982 5,954 4915.0 14,806 4,296 4,271 4914.9 11.292 Z990 i 2,970 4914.8 8,302. 2.010 1994 4914.7 5,877 1,301 1,289 4914.6 4,127 801 791 4914.5 2,767 457 449 4914.4 1.707 233 227 4914.3 926 101 97 4914.2. 396 35 33 4914.1 116 10 9 4914.0 38 2 2 4913.9 2 0 0 1o53dp.4 ",4 A. �1,�12f1-Qc3-s 3:l(oc-Cs Bit 2-43y Cv c on Mar-24-2015 from the City of Fort Collins Public Records Website: http9hitAM jcgov i al copy, please contact Gity of Fort Collins Utilities 700 Wood Street Fort Collins. CO 90524 I 1 M i I Project Name: Project No.: Client: Subject: Date: BY: With: I5.14 c ,24 3.4G c4 y i v � I 1 i I , i 1 � i v 4 ! v 1 v v { I v 1218 W. ASH, STE C • WINDSOR, COLORADO 80850 TE1:970.674.7500 • FA%.970.674.83O3 ' December 19, 2013 City of Ft. Collins;rjd Plans Approved By Date -Z FINAL DRAINAGE AND EROSION CONTROL REPORT ' Mail Creek Crossing ' Fort Collins, Colorado ' Prepared for: Everitt Companies 3030 S. College Ave. Fort Collins, Colorado Prepared by: ' NORTHERN ' ENGINEERING ' 20D Sa AC4ntphone. & to 10 W00im.fLW* SM24 t9pne970M.4169 rasc970271A169 �.yssgF,ecsm. ' Wj This Gonna P#mW is eonsdaey pm Wed as a NW,, Please conker the amhonmetd bdom p intliq Ibis daeumeal in its *nth*. 'When a bud copy Is absotd* ne`essM, we nea"mend deublwsidW pdntb". Project Number: 110-061 NorthernEn is unofficial copy was downloaded on Jol-16-2014 from the City of Fort Collins Public Records Websitc: httpJ/citydocs,fcgov.com r L 3O I YOAI alo'i _ I rxslYc z' Bryl, q LOT 7 I WIN �'I"�I"' k•"'�°° BLEHM SUBDIVISION I m I NWaU.R AIK/P KOLA¢ • i'M.iONIO'n. LuI � ' 10M s'"'1 wronCr oosPc 1 W I I I nmlem tlorl.n o1RerAD ICfK NO N I I I ROCRLM ".nnC II m E WA (m was OIA) OmiNO w XCAumorr momrow L LOT 7 BLEHM SUBDIVISION [vKTNa ]d [aSINO M' dI d1Oi 41f11K� NOMIm W. Y.—\ W1NKu KmI� L____--------i�w!lOOt- :��. KECFITER ROAD (CR-36) Emom— dm _ WlwS •.w E� SEE ABOVE ST^ 21 *50 KMOLILAn ..I N,ATOx LAl . {If CPOCR %R) -IM1W0 OAS YM m orwo la dlP EAsOltxl FFawl .woman sZ %M%� �Ap I I IN, , (wW SN) � Slvllltrr.0 I �P MIND10M1 .-INIm �IYU - (WE M m3M).— � x 1gF1N r'TT111i LEGEND: NMMD QMA. —1.— NOTES: I. 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MANIC AS IMFWCLO M COMMIT t (Z) NAL K CLAU a .M SIPY icNr AS NoF P T6 P[YYL AS I.OI UNITY IOR11AnfM IxM) 91K1 K .=P l IOS .-12 P .M RMD 140. 1 WL CoAs`%CMN "Mx L01 I O IM O.E. yI1OMLW WALL K CITTIMMIlD W. M PRCVCRII ONET rRIP 10 mu Cdncnn. Y QnMW. Au wm,¢ KLa(A 1 P MM¢YCn6 . AT I fxflY0. w ul N T. iIC. swW n COOION.Wo NM M PIIO(nv O V. Pa01 10 Cm"`,CnN C. A, IANox l .1. Dsw.m m,Lm MIIN Ifll I ¢ M W. 81tlOYWCM INY1 K ACMKm Y-.YD .. nCs10N0 I0 LPK P 41.. N.YI I.. abflYJb KL MMAC.11 WIKI K CWMN m rM iM MWEETT UNITE MP 10 Cdn1Au[TP s Al CNK... rNN M uWNa w.Mml f.xLN vKln W CASCYWI WML1 M COOWIAIm MIN MOWN[ v " MA AM, N CaCmIMwI. 8 M LOCAVP {NONQOLIK W HANJI) O M MEWL GAS MPWTOI MAOL1Ma BY 0M CWRACIW NALLR • MOTK&E MIND Ws LM A' M MINN L¢ATd1 MO W.Y IOI. ""CA. NW NP6PIK L¢ATOI . fM_ICMNAS RECLINE LENDINGO' M CAI EWO 0Af IN N TELL ! I M LRATEM 0IMICIllK AN ..t ) O Mf CasWxO 12-NM ^••"�Y'��'M'�'m0 IM HrtCISATON y M tlISTPt 1]-MI MAfSN OVC ... m'�0 MHM' wM WaryAl11%I WaMMO M M PAYNf. 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Ctly K FwIt CWNW., CNWf..W YrLLlEY PLAN A•pmal —CN.n N.A. f»..Nn At,1e CN.Lr, ACCEPTED RY W J W ry H U)T- LLa 00 � z 0 Q 0Z w J Ofa LUW/^ I < UZ Y� S..11hm,i / 0157 Sheets C-3 22 3 ,. .�(vm•s...i.Piu e.eG nr Al x-..0 hfK I — _ _ ��4_ p_ u�T •� }� RHyO•P _ �_ _ •� YydtlVl r v lr wa r ..a .��s•. r r � f.HLYlN M�C GRO�LLEI� ��. NA1 Y.S 1I NMI_ I j Lam �II� II �i =-90 r. M���. 5- DATED MA/.13f qT6t 40MilONY1LM9/G�LO NO YO®M IMMM1 A1141 .IO.M1gm11NmpNR of M AiYY'INOYL�Gl.ID .lflq qg Q:m F3W mIW m .y 0 SO Ilp IbfM (PIUS) 'w. eon. KEY MAP EY s•.ar ZZ 9 �_ 3 LEGEND: = WL ! 4D Y4K 1(YRIM( 94 NOII.OI (Yy1Mf NI VMe 0 [nIMG Sltld YY[. [•611C A[f5 Im. C .MS 1{, !� iKi056 COYtppi _b 1d �! NOTES: I. iesNc uo s4e .No(lAWVA All %I MSI 4pIXaUp1 .YK4R[ 10 IN lYfMl MC fYOiI111 Of[S N01 "MA As AVAA YI ll. it KCC.1K ro MJ t GIYII41[[ M 3.N A,Y I III I AIMI LIIgs I161MC VIUM1 A 15 .CfAaY II.Y" YT N01 f Tc0Z 1 f.[# M MSPoNSo 10 E d w CY.Y/L9. K , CONM/61V9 m ([ CNl 41 uNNe LORWSS (0.WC .ND Mv.In .BCM SO �9 rnuc.iKNON to Krrluci YluM1 lawrcxs. 3- ICt I SICK 4— ASHGYI W W W.s•C AS M100)RL1U fbl[1KR M (.C)( 9W 1 Q MM1l . Rf. J MOV69U IIRN SARIS S(LGi AS fIYY p1 M MAIIAC WS C KM .00IY%0 .Y Jv 1ILL Clf10N / M.t•YIS /TYI D6 Yt Ip 41 IX901 MIpY. Y. 4GICwG • VU MmIpMK Iq CIXIVi OI 9" I( CYsr.O.lee. /C.IIea.Rs4 OI.VI, Cam/. Debob T3 m fIAN AelKoeaf W J LL of �a F- Q V cn rZ w Z W a -iW H� QZ O 17A Of 57 Sheets -3 2 3 WT�/./N/fY/M1f.S I!YeY4Yf/CYI/Iys.�Y/Yt YY p.Ya4� B7E BenchMark ENGINEERS, PC Quafity minded communky spirited. ' is unofficial copy was downloaded on Jul-16-2014 from the Ciry of Fort Collins Public Records Websitc: httpi/citydocs.fcgov.com ■ m N r=4W 4w 8 W. r T .1 P Z U) 0 0 1z umn IL if 0 w '(F AT - /Ij 14 u PP 1p .11lb .- — . : :' [.iI 0- � -�J�y, ��--- ~_ � _~ItJ�.- 1 1 � �♦ �� � �<�j' 'l 3 � i. i � 1'�, + i 'i PAP � pUC 'I IU� V'{ �!� -'l:1 1 r �.♦�-�[ ' � � ' �` .� m 4,. f t�5 i.11 'I IRPRI la SIN 49411- 1 10. IF X. � r t S a I _ _- _ ; w _ _ _ _ _/ - - _ ; _� — � ' at' � - opS"_'^ ',' � I r � _ Y`, _"f - - (' J . i� 1l � \ � � � >ab gg� pg Bqy� iF� � � � � ��I q4� � !� @ t F I ' Culvert Calculator Report Culvert 1 ' Solve For. Discharge Culvert Summary114 Allowable HW Elevation 4.918.60 it ' Computed Headwater Elevs 4,918.60 ft Inlet Control HW Elev. 4.916.97 ft Outlet Control HW Elev. 4,918.60 it Headwater Depth/Height 3. Discharge 83.77 cis Tailwater Elevation ft Control Type Outlet Control Grades Upstream Invert 4,913.60 ft Downstream Invert 4,912.30 ft Length 276.00 ft Constructed Slope 0:004710 Wit ' Hydraulic Profile Profile CompositeM2PressureProtile Depth, Downstream 1.48 it Slope Type Mild Normal Depth N/A ft ' Flow Regime Subcritical Critical Depth 1.48 it Velocity Downstream 8.76 Wa Critical Slope 0.011549 ft/ft ' Section Section Shape Horizontal Ellipse Mannings Coefficient 0.013 Section Material Concrete Span 2.52 ft ' Section Size 19x30 inch Rise 1.60 it Number Sections 3 Outlet Control Properties Outlet Control HW Elev. 4,918.60 ft Upstream_ Velocity Head 1.11 ft Ke 0.20 Entrance Loss 022 ft - Inlet Control Properties Inlet Control HW Elev. 4,916.97 ft Flow Control Submerged Glidev9 pal projecting (horizontal ellipse) Area Full 9.9 'ftt K 0.00450 HDS 5 Chart 29 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 Title: Front Range Community College Parking Lot Expansion Project Engineer: Interwest Consulting Group x:1 ... tdesignlwlvertnrasterl3-19z30 culverts.cvm Interwest ConsuHing Group Culver[Master v3.0 [3.0003j 0324/15 10:48:19 AM O Haested Methods; Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 a V r s" C L__ 9AEE I 11 1 1 } _ ° i 1;I =-1 r raZ M AWAXL4 �� i , , I CML u1R/TY HODEICATIOM aff OF F� T COI `E l,.:n — anv OF Fd T cow 1.800 92 12 987 -_�_l 1 • rwwvm •x _.-- 1 m I mNo7: wta-.rtKa wnr uvrc[ r' — — -' -1 I I .onD. yarn I smel mal s pLWTIrH wa4 - rtm srtw a Atu FALf u mnw { - I , � _ xanA i�Nu I E!�_I I I LE PAPIx r•lr I �:: •'� , I P�mlt�r LT xxu A TSON, A �17�' n,� , ao xs o so 100 i' J "W$r1 aN� u DAe YM MIN ; — — J i rt nil ro — — — AMA Nn .` . __,I /, --`''�'_•"a— - � �'�----� _ /'---..•__ war. 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' ._. .. 1 IOf! .. _ ... .- . .. CMXED BC jr-2-Jr, OiWlt - .. . . :.. _.. - 1 aMti>W.AY� ... .. .. . .. ..:. orcraaD ar. 4 4905 .. .. .... .. .. ' :.. ..'-'' .. aao e c++E _ SEW 8T0 _. _ .. 8T 8 ...I - ... p tlaaaED Br owr490C 4e90 8T 1 8T 2 S 0+00 1+00 2+00 O+OD 1+00 0+00 1+00 2+00 3+00 0+00 1+00 DAII: = - - _• ..__ CITY OF FORT .._ COLLINS, COLORADO ._._.._— '•—• —Y-J;:MID Rt ,.FA5En. 91.—`�OK]Rr: � '• FI __... I ZIEGLER RD. OCHTER RD. ROUNDABOUT eye I . MPO 20 (rcAu: I I • ,; Bq. DATE: I I n - ENGINEERING DIVISION I re5• 12 0e I STORM SEWER PLAN AND PROFILE 35 C-1 au PROPOSED SWMM MODEL PROPOSED MODEL: MMCPROP.in hm . BASH 42 IS iWBERLIX ROAD BE'1WEN BATU ERM MVE AND YCLOIAD5C A/NEL T D H 9 ' Project Name Project No. Client: Subject: tDate: By: with: I f _In/.4.����' J f 1 , 1218 W. ASH, STE A • WINDSOR, COLORADO 80550 vaL.970.674.3300 • FAx.970.674.3303` 2 1 1 2 3 4 WATERSHED 0 MCCLELIANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEM EVENT FILE: MMCEXPROP.DAT Used for EXTRAS AydTOJXBPDs 3;22,00 600 0 0 1.0 1 1.0 - 1 25 5 1.00 1.14 1.33 2.23 2.84 5:49 9.95 4.12 2.48 2.46 - 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.72 0.69 0.97 -2, .026 .250 0.1 0.3 .51 0.9 .0018 • UPDATED BASIN WIDTHS 1 60 50 7109 36.2 40 .01 1 60 50 1150 8.95 40 .01 1 70 61023929.38 40 .01. 1 130 51 716124.66 40 .01 1 100 51 287513.19 40 .01 1 ISO 4 1590 1.84 80 .02 • BASIN 210 SPLIT INTO 220-118 BY'ICON 1 110 11 1250 1.93 99 .02 1 111 11 700 2.05 99 .01 1 212 112 750 1.34 99 .01 1 113. 12 1200 1.34 99 .01 1 114- 12 SSG 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .61 1 117 51 1000 2.85 99 .02 1 11B 14 1250 1.07 99 .01 1 320 11 305 2.14 30 .01 1 120 22 3B75I7.79 80 -.02 1 90 2 571513.12 10 .Dl 1 190 51 2501.38 80 .01 1200 20 455031.34 - 80 .02 1 210 44 109D 7.51 80 .01 1 240 7 1742 5.00 80 .01 1 220 45 322822.23 10 .01 1 260 46 345423.79 50 .01 , 1 230 47 223414.70 10 .01 1 290 291 1278 5.87 80 .02 1 340 14 1260 4.34 80 .01 BASIN 200 SPLIT INTO 260-283 BY ICON 1 200 275 2000: 2.04 99 .02 1 281 28 1650'3.16 99 .01 1 292 29 BSD 1.50 •99 .02 1 283 30 12SO 2.02 99 .01 1 330 33 7005.63 80 .01 1 260 16 3500 4.02 84 .02 1 121 16 850 1.43 80 .01 i 122 22 1200 1.81 '80 .01 1 250 250 500 1.60 :00 .01 OAKRIDGB BLOCK ONE 1 270 270 625 3.30 60 .0i 1 271 272 2017 6.30. 55 .01 1 272 272 817.1.50, 31 ..09 1 360 36 3223 2.37 87 .02 ____________________________________________________________________ ALL FOLLOWING BASINS PROMMIRAMONI MASTER PLAN, RBD. INC. 1 201 320 321314.75 25.0183 1 202 322 187321.50 5D.D165 1 203 172 702432.25 80.D100 1 204 166 413819.00 80.0200 1 205 168 650 5.85 47.0105 1 206 171 958 7.70 70.0080 1 207 276 172813.80 57. 0235 1 208 178 293633.62 70.0170 1 209 321 679523.40 40.0085 1 165 324 299120.30 40.0200 1 211 325 316510.90 64.0200 1 222 328 1220 4.20 60.0380 1 213 180 247216.89 30.0055 1 214 179 4651.62 90.0120 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 _______________________________________________________________________ ALL1FOLLOWING BASINS FROM STETSON CREEK MASTER .PLAN. RED. INC. SUBBASINS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. ADDED 70 MODEL BY ICON 1 301 301 331520.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 SUBBASIN 303 DELETED FOR WILLOM SPRINGS NORTH. BY ICON CE 365 CHANGED TO 396 BY ICON 1 305 369 683970.50 3.9.0110 1 306 372 2535 8:73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 1 .309 362 888 1,63 4.0.1262 1 311 371 807 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 1 313 367 495 0.91 1.0.0560 1 314 402647092.15 34.0.0200 1 315 374 427914.39 40.0.0200 BASIN 326 CHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717,30 57.0.0140 0.3 1 318 593 169919.50 47.0.0150 0.3 _______________________________________________________________________ ALL FOLLOWING SUBBASINS ARE FROM GLO 1986 MCCLELLANDS BASIN MASTER PLAN EXISTING CONDITICN SUBBASINS BTNH STETSON CREEK 6 CTY RD 9 1 217 368 1603 28.4 5.0 .020 1 218 368 1515. 27.4 5.0 .030 1 222 32 2681 19:3 5.0 .000 1 223 102 2004 23.0 5.0 .040 1 224 102 1202 13.8 5.0 .010 GLO SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 5715 65.6 5.0 .006 <----------------------------------------------------------- - - - - -- • SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM • MILLON SPRINGS PUD DRAINAGE PINT, LIDSTONE i ANDERSON, JUNK 1996 1 1 201 1200 8.5 40.0.0200 .016 .250 .1 .3 .51 .5 .00180 ' 1 2 202 2000 4.2 68.0.0200 .016 .250 .1 .3 .51 .50 _00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3 .Sl .50 .00180 1 4 209 750 1.6 74. 0.0200 .016 .250 .1 .3 .51 .50 ooiaD 1 5 209 1600. 2.7 68.0.0200 .016 .250 :1 .3 .51 .50 .00280 1 6 210 3800 '7.6 66.0.0200 .026 .250 .1 .3 .51 .50 .00260 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 :SO .001BO 1 8 210 450 2:3 67.0.0200 .016 .250 .1 .3 .Sl .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00100 1 10 220 1400 9.1 26.0.0200 .016 .2SO .1 .3 .51.50 .00160 1 14 214 1000 .4.6 54.0.0200 .016 .250 .1 .3 .61 .50 .00100 1 15 215 1300 4.4 9.0,0200 .016 .250 .1 .3 .51 .SO .00180 ' 1 16 216 200 1.8 22.0.0200 .016 .250 .1 .3 .51 :SO .00180 1 20 223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00100 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 22 223 1800 7.3 52.0.0200 .016 .250 .1 .3 .51 .50 .00280 1 23 224 1000 2.2 61.0.0200 .016 .250 .1 .3 .52 .50 .00100 1 24 224 606 3.2 34.0. 0200 .016 .250 .1 .3 .51 .50 .00100 ' 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51 .SO .DO180 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 130 27SO 5.9 67.0.0200 .016 .250 .3 .3 .51 .50 .00180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51, .50 .00180 1 32 330 400 2.0 40.0.0200 .016 .250 .1 .3 .52 .SO .00180 1 39 216 700 3.2 11.0.0200 :016 .250 .1 .3 :Sl .50 .00180 ' 1 40 110 1301 6A 30.0.0300 .016 .250 .1 .3 .51 .50 .00180 1 41 357 800 4.3 43.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .016 .UO .1 .3 .51 .50 .00280 1 50 251 2800 8.1 A2.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61:0.0200 .016 .250 .1 .3 .51 .50 .00180 3 61 261 650 2.1 80.0,0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 62 262 1200 4.7 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 •_______________________________________________________________________ • SUBBASINS 370 TO 397 UPSTREAM OF LE4AY AVENUE (LIDSTONE i ANDERSON, 1997) 1 370 570 105G 6.1 '63. .010 .016 .25 .1 .3 .51 .5 .0010 1 372 571 2000 ll.7 i45. .020 .016 .15 .1 .3 .32 .5. :OO1B 1 372 572 4900 26.7 45. .020 .026 .25 .1 .3 .S2 .5'. .0010 ' 1 373 73 2010 8.2 90: .015 .016 (25 .1 .3 .53. ..5 .bola 1 374 574'0000 18.3 86. .620 .016 .25 :1 .3 .51 .5 .0018 1 375 75 5400 28.4 40. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 2.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0028 ' 1 379 479 450 1.5 70. :010 .016 .25 .1 .3 .Sl .5 .bola 1 380 480 350 1.4 70 . .010 .026 .25 .1 .3 .51 ".5 .0018 1 301 481 550 2.6 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 382 '582 700 0.6 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0028 1 384 84 2400 6.9 84. .020 .016 .2S .1 .3 Si..5 .0018 ' 1 385 85 2100 6.3 52, :020 .016 .25 :1 .3. .51 .5 .0018 1 306 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 307 586 800 3.2 70. .025 :016 .25 .1 .3 .51 .5. .DOIB 1 388 S88 2548 16.0 S. .020 .016 .25 .1 .3 :51 .5 .0018 1 389 88 1220 7.0 S. .020 .016 .25 .1 .3 .51 .5 .0618 1 390 490 550 2.4 70. .020 .026 .25 .1 .3 .51 .5 .0018 ' '1 391 491 600 2.8 70. .020 .D26 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25. .1 .3 .31 .S .0028 1 393 BB 4400 22.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 :OI6 .25 . .1 .3 .51 .5 .0016 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 :25 .1 .3 .51 :5 .bole • SUBBASINS 400 TO 407 WILD MOOD PARKS (ICON ENGINEERING, INC. OCT, 1998) 1 400 400 860 9.9 50. .020 .016 .25 .2 .3 .52 .5 .0018 1 403. 406 1170 16.7 20. .015 .016 .25 .1 .3 .51 .5 .bola 1 402 406 1520 17.4 45. .020 .616 .25 .1 ..3 .Sl .5 .0018 1 403 382 2920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0020 ' 1 404 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .0026 1 405 402 3080 3.5 90. .020 .016 .25 .1. .3 .Sl .5 .0018 1 406 383 2053 24.2 38. .015 .016 .25 .1 .3 .52 .5 .0018 1 407 384 1921 13.2 40. .025 .016 .25 .1 .3 .51 . .5 .0016 1 408 404 3378 38.8 S. .015 .029 .25 .1. .3 :Sl .5 .00IB ♦----------- _-------------- _..................... _____.................. " ' • SUBBASINS EDO TO 510 FOSSIL LAKE 17ILLAGB (ICON ENGINEERING, OCT, 2998) 1 500 517 3899 26.9 S. .OID .016 .25 .1 .3 .51 .5 .0018 1 501 426 2750 10.9 S. .020 .016 .25 .1 .3 .51 .5 .00la 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 503 .415 3893 44.7 S. .015 .016 .25 .1 .3 .51 .5 .0028 1 504 415 2570 11.6 S. .020 .016 .25 .1 .3 .51 .5 .0028 SUBBASIN 504 SPLIT INTO 504 6 514 BY ICON SUBBASINS 506, 507, 509. AND 510 tI INCREASED FROM 5 TO 6.6 70 REFLECT • SE COMMUNITY PARE (ICG AUGUST 2015) 1 524 413 4080 20.1 5. .020 .016 .25 .1 .3 .51 .5 .0618 1 505 409 5867 67.3 S. .020 .016 .25 .1 .3 .51 .5 .0016 1 506 412 2143 14.8 8.6 .626 .016 .26 .1 .3. .51 .5 :0018 1 507 412 2277 15.7 0.6 .010 .016 .25 .1 .3 .51 .5 .0018 1 508 281 3833 26.4 S. .010 .016 .25 .1 .3 .51 .5 .0010 1 509 411 1936 13.3 8.6 .010 .016 .25 .1 .3 .51 .5 .001B 1 510 411 2611 28.0 8.6 .010 .016 .25 .1 .3 .51 .5 .0018 _______________________________________________________________________ • SUBBASINS 511 TO 512 1513 rerOOted 00rth, 511 to pond 399,- ICG Mar 2015) HOMESTEAD, (ICON ENGINEERING, OCT. 1998) ' • 1 511 399 5670 39.1 25. .010.016 .25 .1 .3 .51 ,.5 .0018 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .SI .5 .0018 1 513 36816060124.4 25. .010 .016 .25 .1 .3 .51 .5 .6018 0 ' 31 371 401 402 403 404 405 406. 407 408 500 Sol 502 505 506 SOB 509 $10 511 512 316 315 314 305 308 311 301 220 260 230 290 340 • CE 15 REMOVED. BY ICON 0 4 8 0 1 0 800, 0.0044 4 4 0.035 5:0 • CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 30 175D 0.010 4 4 0.035 6.0 0 7 6 0 1 0 1400 0.0200 0 50 0.026 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 ' CR 13 REMOVED BY ICON 0 35. 102 0 1 0 1250 0.010 50 50 0.045 5.0 0 16 .22 0 1 - 0 540 0.006 50 50 0.016 2.0 CH 11 SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0.006 50 0 0.016 1.5 0 , 12 13 0.1 0 SSO 0.006 50 0 0.016 1.5 0 13 51 0 1 0 Soo 0.006 50 0 D.016 1.5 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 ' CR 112 ADDED BY ICON 0 112 11 0 1 0 700 0.010 50 0 0.016 2.5 ' CH, 9 REMOVED BY ICON CS 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 0.035 5.0 0 21. 44 0 T 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 006 0.005 30 10 0.035 2:0 CE 220 CHANGED TO BASIN BY ICON_ -1 220 43 3 3 0 1 0 0 0.32 11.87 4.1 0.0 0 45 43 3 1 0.1 1 0.001 0.026 0.1 0 0 0.1 11.87 10. 11.87 0 22 43 0 1 0 160D 0.007 '4 4 0.035 5.0 CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 3 0-.1 1 0.001 0.016 0.1 CONVEYANCE ELEMENTS 50 AND 51 REPLACE G.S. 17 FOR PROPER'ROU71NG TO POND 2 0 50 2 0 1 10 2600 0.005 15 15 '0.640 5.0 0 51 9 0 1 30 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 CE 230 CHANGED TO BASIN BY ICON -1 230 18 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 47 12 3 1 0.1 1 '0.001 0.016 0.1 0 0 0.2 7.21 20. 7.21 0 24 7 0 1 '0 700 0.008- 50 0 O.D16 2.5 OAKRIDGE BUSINESS PARR 47H 6 87H FILING OUTLET 0 250 25 2 2 0.1 1 0.005 0.013 0.1 0 0 0.3 5.0 0 25 22 0 2 1.25 500 0:005 6.613 2.25 CB 260 CHANGED TO BASIN BY ICON -1 260 42 3 3 0 1 0. 0. 0:24 11.19 6.99 0 CE 290 CHANGED TO BASIN BY ICON -1 290 18 3 3 0 1 0. 0. 0.22 3.06 6.96 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19. 0 26 42 0 5 3.5' Soo 0.005 '0.016 3.5 10. Soo 0.005 4 4 0.035 -5.5 0 42 22 0 2 6 1 0.005 0. 016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 272 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 217 0.020 5.0 0 272 '275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.90 0.50 2.16 0.76 1.32' 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 6 2 0.1 10 0.002 0.023 0.1. 0 0 0.03. 0.78' 0.22 2.52 0.52 3.46 0.90 4.21 1.37 4.84 2.20 57.63 3.20 192.38 0 41 26 0 5 4.0 300 0.005 0.016 4.0 30 100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 6 90 0.014 200 200 0.020 5.0 CE 28 SPLIT INTO 28-30.BYICON 0 28 '275 0 1 0 1000 0.005 0 .50 6.016 1.5 0 29 28 0 1 0 2650 0.005 0 50 0.016 1.5 0 30. 29 0 1 0 850 0.005 0 50 0.016 1.5 CE 340 CHANGED TO BASIN BY ICON -1 340 16 3 3 0 1 0. 0. 0.23- 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0.0 0.0 0.1 2.92 10.0 1.91 COVBYANCE ELEMENTS BEIVEEN.92 AND 470 UPSTREAM OF LEMAY AVENUE (L 6 A. 1997) 92 89 0 2 2. '1000. '.010 0. 0. .013 2. -1 395 89 43 .1 1. .1 0.0 0.0 0:5 3.6 9.6 3.6 9.85 )0.0 89 , Be 0 1 0. 800. .007 4. 4. .035 S. 490. 90 4 2 .1 1. .1 0.00 0. 0.20 OAS 0.22 0.48 0.24 2.50 POND 491 RIMS® BY ICON 491 90 4 2 .1 1. .1 0.00 0. 0.50 2.0 0.60 91.9 0.70 260. 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 6 2 .1 1. .1 0.00 0. 6.02 12.0 0.11 12.4 0.79 22.8 2.06 13.2 3.53. 31.6 Be 588 0 1 0. 700. .006 4. 4. .035 S. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 2.73 0.84 1.76 1.30 20.16 588 488 0 3 .1 1. HARMONY CENTRE DETENTION. POND RATING CURVE WAS COMPILED FROM THE RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT. APPLICABLE' TO ANY INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 2 2 .1' 1. .1 0.60 6.0 50.0 0.0 683 582 682 3 3 .1 1. .1 0.6 0.0 4.6 1.3 8.0 '1.8 ' 682 82 0 3 .1 1. 6Bl 0 3 .1 1. 82 85 0 4 0. 1300. .024 SO. 50. .016 .5 50. 1300. .014 10. 10, .035 5. 85 586 0 4 0. 1000. .011 50. 50. .01E .5 50. 1000. .011 10. 10. .035 5. 84 586 *0 4 0. 70o. .010 50. 50. .016 :5 50. 700. .010 10. 30. .035 S. 586 486 0 3 .1 1. • PIER DETENTION POND REVISED BY ICON 6/30/99 486 SB4 ] 3 .1 1. .y ' 0. .00 00 0.0 0. 02 0.1 0.3E 13.23 1.43 15:73 4.55 29.63 5.58 74.29 5.87 85.28 673 584 684 7 3 .1 1. :1 0.0 0.0 20.0 0.0 22.0 1.0 24.0 3.0 7684 6.0 30.0 9.0 48,0 27.0 684 63 0 3 :1 1. ' 73 0 3 .1 1. .673 83 583 0 1 5. 400. .005 4. 4. .035 S. • POND 483 REVISEDBYICON 403 563 4 2 .1 1. .1 0,00 0, 0,94 2.0 1,14 2.8 4.0 2.8 583 72 D 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .023 3. 0. '700. .006 50. 50. .616 5. 73 572 0 4 0. 1300. .006 56. 50. .016 50. 1300.1 .006 10. 10. .035 5. 577 3 2 1. .1 0.00.00 0. 0.23 0. 20. 480 577 2 2 .1 1. .1 0.00 0. 0.07 9. 479 577 2 2- .1 1. .1 0.00 0. 0.08 22.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 ' 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 0.46 75. - 0.50 90. 0.55 105. 76 576 0 1 0. Soo. .007 4. 4. .035 S. 576 574 0 3 .1 1. ' 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 B 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15:13 10.2 16.66 12.5 28:20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 S. S72 472 0 3 .1 1. 472 571 12 2 .1 1. .1 0.00 0. 0.71 3. 0.69 6. 2.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6,95 24, 7.76 27. 8.04 30. 9.50 81. 571. 471 0 3 .1 .2. ' 471 570 9 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 46. 0.87 50. 0.89 •60. 0.97 100. 70 431 0 3 .1 1_ 431 70 7 7 .1 ' 0.00 0. 0.08 30. 'O.i7 2o. 0.24 30. 0.66 4o.. 1.00 44. 1.47 166. • END OF LIDS70NE 6 ANDERSON INSERT UPSTREAM OF LEMAY. AVENUE 0 31 275 0 5 3 100 0.0075 0.013 3.0 ' 30 O.D075 50. .ARTIFICIAL• EL ARTIFICIAL OVERFLOW CHANNEL 'IO BLIMINA78 SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 •OAHRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 216 12 2 0.1 77 '0.007 0.013 0.1 0.0 0.0 0.59 66.17 2.36 125.72 6.17 144.72 , 22.05 169.80 19.65 193.76 28.60 214.81 33.64 224.38 38.67 233.10 49.31 252.39 59.39 269.69 70.59 287.99 • ALL FOLLOWING COWMAKM ELEMENT FROM MIRAMONT MASTER PLAN; RED. INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 267 3 2 0.2 96 0.0060 0 '0 0.023 0.20 0.0 1.6 243.4 26. 0 267 16] 169 0 I 4.00 260 0. 0.0023 2 2 2 0.035' 9.00; ' • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT' REPORT BY LANDMARK • POND 168 EXTENDED BY ICON 0 168 269 5 2 0.2 10 0.0020 0, 0 0.013 0.10 , 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.26 1.01 261.7E ' • CB 169 CHANGED TD PIPE N/GYHR.PIA1/ BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.013 2.2-7 40 40 0.0070 50 50 0.016 4.00' 0 170 174 0 1 4.00 460' 0.0022 �2 -2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0030 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 • POND 172 (307) RATING CURVE COMPOSITES 5 DSTSNTION PONDS IN BASIN 203 • POND 172 EXTENDED BY ICON 0 272 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 - 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 20.0 266. ' • CS 373 CHANGED 1'0 CHANNEL W,'OVBRPIAN BY ICON 173 0 173 175 0 4 0 1200 0.0050 4 4 0.035 1.10 30 1200 0.0050 ISO 150 0.035 3.00 • CE 174 CHANGED TO PIPE'W/OVBRPLOW BY ICON. 0 174 275 0 5 2.2S 75 0.0211 0 0 0.013 2.25 40 75 0.0211 50, 50 0.016 4.00 ' • CE 175 CHANGED TO PIPE . W!OVERFL(Al BY ICON 0 175 177 0 5 2.50 853 0.0123 0 0. 0.013 2.50 50 853 0.0123 50 50 0.016 4.00 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST'PUD REPORT BY RBD • POND 176 EXTENDED BY ICON - - ' 0 176 177 7 2 0.1 315 0.0020 0 0 0.023 0.10 0.0 0.0 0.04 1.20 0.23 1.71 0.79 2.15 2.78 2.56 2.44 94.46 3.10 261.78 • CE 177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 3.00 ' 10.0 480 0.0100 50 50 0.026 5.00 0 178 177 9 2 0.20 1310 0.0033 0 0 0.013 0.16 0.0 0.0 1.95 5.0 2.70 9.8 '3.4 6.5 4.2 8.8 4.6 16.2 4.9 29.5 '5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 O.D05D 4 4 0.035 4.00 ' • POND 321 EXTENDED BY ICON 0 321 324 10 2 0.2 300 0.0053 0 0. 0.013 0.10 0.0 0.0 0.05 0.0 0.32 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.65 7-.3 5.40 8.0 • 6.30 7*20 PV1VR8 DETENTIONION POND 32227 26. 8 ' 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 21.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • Ce 324 MODELED USING HGL AS .SLOPE 0 324 331 D 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 ' • CE 326 MODELED USING ROL AS SLOPE • ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON 0 326 327 0 5 3.50 214 0.016E 0 0 0.013 3-.50 40 214 0,0168 50 50 '0.016 5.0 0 327 329 0 1, 4.OD 750, 0,0050 4: 4 0,635 3,00 • CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE t 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4' '4 0.035 4.00 • CE 179 (330) MODELED WITH STRERT.CROWN O:BRPIIOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0130 0.013 1:50 0 80 0.0130 267 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0367 0 0 0.013 3.6D • RATING CURVE FOR POND 280 WAS RBVISED.BY THE CITY (12/19/99) 0 180 341 8 2 0.10 20 0.0040 '0 0 0.013 0.20 0.0 0.0 0.21 4.00 1.00 18.00 1.91 37.20 2.95 52.40 4.16 68.00 4.82 78.00 5.67 88.00 0 341 4 0 5 5.20 220 0.0040 0 0 0.013 5.20 • 0 12.0 0.0040 50 50 0.016 7.00 • ----------------------------------------------------------------------- ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RED, INC. CONCEPTUAL DETENTION FOR SUBBASINS'301 AND 303 CE 303 REMOVED BY ICON POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE, ADDED BY .ICON 0 301 91 9 2 0.1 1 0.0050 0.013 •0.1 0.00 0.0 0.10 2.21 0.85 4.20 2.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4:56 36.21 5.57 91 1 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 ' 0 93 94 11 2 0.1 1 0.0050 0.013 .0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.90 '0.0 1.62 1.9 2.4D 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.6S 219.5 0 94 242 0 1 0 500 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 ' 0 357 358 0 1 16 30 0.0050 4 4 0.045 4.00 0 35B 359 0 2 9.44 '103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0056 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 36 .619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00. ' 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 • OVERFLOW ADDED TV CE 364 FOR DSV. COND. BY ICON 0 364 366 04 16 90 0.0050 4 -4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 • CS 365 CHANGED TO 396 BY ICON ' 0 369 366 0 4 0 1125 0.0045 4 4 0.035 2.30 50 1125 0.0045 50 50 0.035 5.00 • OVERFLOW ADDED TU CE 366 FOR DM. COND. BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 40 377 0.0050 50 50 0.035 6.00 • OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON 0 38 373. 0 4 6 1080 0.0050 4 a 0.035 3.50 40 1080 0.0050 50 .50 0.016 4.60 0 39 38 0 4 0 860. 0.0050 4 4 0.035 3.50 • 40 866 0.0050 50 50 0.016 4.50 --------------------------------------------------------------- THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE '------- CONVEYANCE BL9MBNTS CHANGED TO 592, 592, 593, 594 BY INN POND 593 WITHIN BASIN 318 0 593 592 SO 2 0.10 1 0.005 0.013 0.10 0.00 0.0 37 0.50 1.24 3.04 2.40 3.57 1.79 6.40 2.45 9.32 2.60 9.72 3.23 -11.14 4.124.97 14.12 0 592 39 0 1 4.0 59 01 1000 0.016 4.0 4.0 0.035 3:5 • POND 594 WITHIN BASIN 317 0 594 591. 8 2 0.10 1 0.005 0.023 0.10 0.00 0.0 2.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.5S 2.90 8.96 3.54 9.46 0 592 39 0 1 0 ----------------------------------------------------------------------- 1300 0.005 4.0 4.0 0.035 3.5 • CONVEYANCE ELEMENT 40 ADDED BY ICON 0 46 373 0 1 5 1400 0.0050 4 4 0.035 5.00 • POND 370 REVISED BY ICON 0 370 361 6 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .42 1.40 .57 2:8 .68 3.23 ' 3 .76 .52 0.96 34.S2 0 371 362 2 2 0.10 -1 0.0015 0.013 0.10 0.00 0.0 .55 1.75 • POND 372 RATING CURVE FROM STETSON CREEK 2ND PILING, BY-MORTHERN ENGINEERING ' 0 372 363 6 2 0,10 2 0,0020 0.013 0,10 0.00 0.00 0.17 20.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 '373 364 1B 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4, 6.256 16.8 6.909 28.0 7.562 28.8 8.216 19.6. 6.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 20.607 72.6 21:075 99.7 12.463 130:9 13.4 333.7 15.52 429.6 POND'374 EXTENDED BY ICON 0 374 36 14 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.130.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 2.062 5.60 2.297 6.27 1.532 6.87 2.711 7.29 2.341 59.9 ----------------------------------------------------------------------- ALL POLLOMING CONY. ELEMENTS ARE FROM G60 1986 MCCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENT" SUBBASINS BIWN STETSON CREEK 6 CTY-RD 0 32 202 0 1 1.0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 ,8.0 35.0' 950 0.007 75.0 45.0 0.045, 14.0 0 368 102 0 4 5.0 1960 0.020 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 CROSSING UNDER CPY RD 9; PER RED 1987 MOCLELLANDS BASIN CR. IMP. PHASE ONE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 D.018 20.0 ----------------------------------------------------------------------- SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS. FROM WILLOW SPRINGS POD DRAINAGE PLAN, LIDSIONE 4 ANDERSON. .TUNE 1996 201 202 D 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 220 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.30 0.13 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 13.85 9.48 13.89 9.48 214 315 0 3 .1 1. 215 315 0 3 .1 1. POND 315 REVISED BY ICON 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0:24 3.00 0.59 4.OD 0.05 4.50 1.23 5.00 1.43 96.9 1.63 265.0 216 116 0 3 .1 1. 126 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .635 5.0 223 224 0 3 .1 1. i 224 334 0 3 .1 1. POND 334 REVISED BY ICON 6/25/99 334 124 11 2 .1 1. 0.0 0.0 0.07 4.00 0.24 6.00 0:52 8.00 0.97 20.0 1.64 12.0 2.46 14.0 3.44: 16.0 4.66 28.0 5.09 28.63 5:58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .022 5.0. 226 336 0 3 ,1 1. POND 336 REVISED BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 OAS 8.00 2.85 20.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0'2 3.5 250. .0070 0:0 0.0 .013 3.5 330 241 7 2 .1 '1. 0.0 0.0 0.07 1.00 0.23 2.00 0.57 3.00 2.05 4.0. 1.85 5.00 2,.96 6.00 251 350 0 3 .1 1. POND 350 REVISED BY ICON ` 350 226 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 4.10 1.30 96.0 1.45 264.1 252 160 0 3 .1 1. 160 261 0 5. 1-.5 275. .0100 0.0 0.0 .013 1:S 0.0 275. .0100 10. 20. .035 5.0 261 262 0 3 it 1. 262 365 0 3 .1 1. 365 241 7 2 .1 1. 0.0 6.0 1.25 6.3 2.42 7.5 2.52 -14:0 2.63 25.9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 142 357 0 1 10.0 500. .0030 4.0 4.0 .635 5.0 MILLWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 _1 1. .1 0.0 0.0 0.40 2.2 0.96 5.32 2.03 6.3 2.14 46.9 382 401 16 2 .1 1. .1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 7.2 0.76 8.4 0.83 9.6 O.B4 10.0 0.93 12.0 1.10 20.0 1.24 30.6 1.35 40.0 2.47 50.0 1.51 55.0 401 402 0 1 2. 550: .023 50. 50. .016 1. 402 406 0 1 2. 950. .006 SO. SO. .016 1. 40D 406 0 1 10. 710. .006 5. 6. .040 2. 406 380 0 3 .1 1. .1 POND 390 REVISED BY ICON 6/25/99 300 403 12 2 .1 1. .1 0.0 0.0 2.70 8.8 3.09 9.3 3.19 :10.0 3.59 15.0 3.99 20.0 4.87 21.8 5.00 22.0 5.54 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 1. .1 0.0 0.0 1.01 3.7 1.89 9.3 1.94 13.5 1.98 15.5 383 407 7 2 .1 1. .1 0.0 0.0 .736 1.34 1.328 3.89 1.58 4.37 ' 2.76 4.65 2.05 22.32 2.10 58.67 403 407 0 1 5; 950: .004 4. 4. .045 5. 407 405 0 3 .1 - 1. .1 405 410 0 5 3.5 2000. .002 0. 0.. .013 3.5 40. 2000. .002 50. 50. .016 S. 404 407 0 5 3.5 900. 0.015 0. 0. .016 3.5 46. 960. 0.015 50. So. .016 5: • MAIL CREEK CROSSING AND KECHTER. CROSSING SUBDIVISIONS (REROUTED BY ICG 6/10/25) 388 3B7. 0 2 2.5 1245. .004 0.0 0.0 .023 1.5 387 367 0,2 3. 1522. .004 0.0 0.0 .013 3. ' • HOMESTEAD SUBDIVISION (ICON ENGINBBRING..INC) 386 284 0.1 4.- 800. .003 150. 150. .045 S. 284 283 0 1 4. 700. .0063 150. 150. .045 5. 283 282 0 1 7. 1000. .0057 70. 40. .D45 S. 282 410 0 1 9. 800. .046 9. 1.5 .045 S. • HOMESTEAD POND 399 (ADDED BY ICG 3/24/15) ' 399 263. 6.2 .1 1. .1 0.00 0.00 0.26 3.46 2.48 4.614 2.70 4.65 2.45 68.71 3.00 78.42 ----------------------------------------------------------------------- • .POSSIL CREEK VILLAGE (ICON ENGINEERING. INCI 281 414 0 1 2. 2500. .015 55. 76. .035. S. 409 413 0 1 1. 1500. .020 50. 50. :045 5.0 410 411 0 4 5. 600. .045, 2.5 3.0 .035 7. 45. 600. .045 25.0 Solo .035 23. 411 412 0 4 S. 2060. .0038 3. 2. .035 6. 30. 2060. .0036 35.0 60.0 .035 21. 422 413 0 4 S. 870. .006 5.0 2.0. .035 6: ' 50. 870. .006 30.0 45.0 .035 22. 423 414 0 5 5. 40. .006 0. 0. .035 S. So. 40. .006 100. 200. .016 10. 414 415 0 1 S. 2280. .006 '30.0 25.0 .035 10. 415 416 0 3 5. 3050. .006 40. 50. .035 10. 416 517 0 1 5. 800. .006 40. 25. .035 6. 517 417 0 3 .1 1. .1 • SMIPT RESERVIOR NOT MODEL AS A ROOTING KLEMENT 427 0 o 3 .1 1. .003 0. 0. .035 .1 0 18 2 42 174 250 324 331 350 360 382. 470 471 466 594 586 588 202 413373 ENDPROGRAM MCCLELIANDS BASIN MODEL IFULLY INTEGRATED) EXISTING CONDITIONS JUN 30 2999 ADOPTED 100-YEAR EVENT FILE: MMCRXPROP.DAT Used for EETBAN hydrographS 3/22!00 ••• FEAR FLOWS, STAGES AND STORAGES OF.GOTIERS AND DETENTION DAMS •+ - .++ NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAR STAGS STORAGE TIME SLEMENTITYPE [CPS) (FT) (AC -FT) (RR/M171) 2:2 274.5 .1 62.3:D 2 25. 4:1 193.6 3.5 1 0. 6:1 173.7 3.5 0 37. 7:2 35.4 .6 0 36. 8:1 189.1 2.0 1 6. 9:1. 742.6 3.2 0 41. 11:1 40.0 .7 0 36. 12:1 68.0 .8. 0 36. 23:2 95.3 .9 0 36. 14:2 7.9 .4 0 36. 16:1 51.4 .6 0 35. 20:1 218.8 3.6. 0 36. 21:1 31.2 .6 0 41. 22:1 212.4 3.3' 0 37, 23:2 3.5 .8 0 48. 26:5 102.1 4.6 0 56. 27:2 101.6 .1 2.5:D 0 51. 20:1 35.0 .7 0 37. 29:1 18.2 .5 0 40. 30:1 25.5 .5 0 36. 31:5 91.6 2.7 2 1. 32:1 29.9 .8 0 40. 33:1 42.5 .7 0 36. 34:2 1.9 .1 .9:D 2 1. 35:1 86.1 .9 0 55. 36:5 23.6 1.5 0 IS. 38:4 98.6 2.6 0 59. 39:4 76.5 2.4 0 59. 40:2 490.7 4.2 0 36. 41:5 1D1.6 4.3 0 52. 42:2 124.7 2.9 0 55. 43:3 224.3 (DIRECT FLAN) 0 37. 44:1 67.6 1.5 0 40. 45:1 21.9 .1 2.2:D 1 52. 46:1 11.2 .1 3.9:D 2 1. 47:1 7.2 .1 1.6:D 1 58. 50:1 497.3 2.8 6 39. 51:2 $06.1 '3.4 0 72:5 23.8 1.6 1 _37. 32. 73:4 51.3 .6 0 37: 74:1 9.0 .4 2 25. 75:1 188.8 2.6 0 35. 76:1 51.1 1.9 0 40. 62:4 3.4 .2 0 36. 83:1 21.0 1.0 0 54. 84:4 57.3 .5 0 35. 65:4 44.2 .5 0 36. E8:1 252.0 2.8 0 35. 89:1 23.6 1.2 0 37. 90:4 4.9 .2 1 0. 91:1 27.1 1.6 1 23. 92:2 13.3 1.1 '0 35. 93:2 72.1. :1 6.2:D 1 2. 94:1 71.8 2.9 1 6. 95i3 204.0 .(DIRECT FLAN) 0 35. 102:5 897:1 7.0 1 11. 112:1 11.4 .4 0 35. 116:1 283.9 3:3 2 27. 224:2 16.9 1.0 1 32. 130:2 55.3 2.4 0 35. 131.2 88.6 3.1 '0 35. 140:2 294.0 3.3 2 27. 141:1 95.3 1.9 1 6. 160:5 74.3 2.9 0 35. 166:2 25.6 .1 2.8:D 0 55. 167:1 25.6 1.7 0 56. 168:2 19.0 .1 .S.D 0 42. 269:5 44.1 2.4 0 42. 170:1 42.1 2.21 0 46. 171:2 4.1 .1 1.S:D 2 1. 272:2 10.8 .1 8.1:D 2 3-. 273:4 8.8 1.1 2 9. 274:5 46.6 1.9 0 46. 17S:S 48.7 2.3 0 49. 176:2 25.8 .1 1.9:D 0 51. .177n5 217.1 3.4 0 55. 178:2 46.9 .1 5.3:D 0 58. 179:5 15.7 1.6 0 35. 180:2 60.3 .1 S.O:D 1 29. 201:3 52.3 (DIRECT FEa,4) 0 35. 202:3 91.2 (DIRECT FLOW) 0 35. 203:3 37.0 (DIRECT FLAN) 0 35. 209:3 304.8 (DIRECT FLAN) 0 35. 210:3 442.6 (DIRECT PLAN) 0 35. 224:3 37.9 (DIRECT FLOW)' 0 35. 215:3 21.9 IDIRECT FLAW) 0 35. 216:3 284.1 (DIRECT FLAN) 2 21. 223:3 147.2 (DIRECT FLAN) 0 35. 224:3 186.6 (DIRECT FLAW) 0 35. 226:3 66.2 (DIRECT FLAN) 0 35. 241:3 95.8 (DIRECT FLAW) 1 3. 250:2 3.6 .1 .2:D 0 46. 251:3 57.3 (DIRECT FLOW) -_ 0 35. 252:3 76.6 (DIRECT PLAN) 0 35. 261:3. 94.5 (DIRECT PLAN) 0 35. 262:3 228.9 (DIRECT PLOW) 0 35. 270:3 25A (DIRECT FLAN) 0 35. 271:5 51.2 2.6 0 35. 272:2 .9 .1 .2:D 1 I5. 275:2 86.2 2.7 0 50. 281:1 53.0 .6 0 30. 282:1 165.5 1.4 1 S. 283:1 165.E 1.2 1 - 4-. 264:2 104.9 .7 0 54. 291:2 3.1 .1 1.2;D 2 1. 301:2 28.3 .1 4.5:D 1 14. 310:2 9:5 .1 13.8:D 2 10. 315:2 11.3 .1 1.2:D 1 0. 320:1 56.2 1.6 0 42. 322:2 38.4 .1 5.7_:D 1 12. 322.2 11.2 .1 3.5:D 2 0. 323r1 12.2 .4 1 59. 324:2 97.6 2.4 0 35. 325:2 181.3 2.9 0 36. 326:5 178.8 3.7 0 36. 327:1 164.3 2.7 0 38, 328:5 41.0 - 2.0 0 35. 329:1 184.4 2.8 0 38. 330:2 5.4 .1 2.3:D 2 1. 331:2 '100.2 2.3 0 35. 33422 16.9 .1 4.0:D 1 31. 336:2 19.0 .1 2.4:D 2 1. 341:5 193.5 4A 0 56. 350:2 11.7 .1 1.2:D 0 $6. 357:1 381.3 3.3 1 '30. 358:2 381.3 4.0 1 20:. 359:1 381.2 3.3 1 23. 360:2 383.8 4.1 1 22. 361:1 369.2 3.3 1 21. 362e1 391.4 3.3 1 21. 363:2 403.5 3.4 1 18. 364:4 613.6 4.2 1 7. 365:2 18.3 .1 2.SiD -1 0. 366:4 723.1 4.5 1 6. 367:4 729.4 6.2 1 S. 368:4 758.1 5.3 '1 13. 369:4 125.4 2.6 0 52. 370:2 17.5 .1 .9:D 0 46. 372:2 1.5 .1 .$:D 1 38. 372:2 27.1 .1 .6:D 0 45. 373:2 250.2 .1 12.6:D 0 58. 374:2 24.8 .1 1.9:D 0 S1. 380:2 72.7. .1 6.S:D 1 12. 381:2 6.2 .1 1.$:D 1 44. 382:2 31.9 .1 1.3:D 0 49. 383:2 16.0 .1 1.9:D 1 7. 384:2 10.9 .1 1:9:D 1 21. 306:1 117.7 .9 0 46. 387:2 7.2 .8 2 29. 388:2 7.1 1.5 .24.2:S 3 22. 395:3 3:6 (DIRECT FLOVO U 31. 399:2 73.9 ..1 2.7:D 0 52. 400:1 48.7 1.2 0 37.. 401:1 31.3 .4 0 48. 402:1 35.6 .5 0 50. 403:1 70.6 2.1 1 18. 404:5 $4.0 2.5 0 45. 405:5 129.0 4.0 3 25. 406:3 229.8 (DIRECT FLOW) 0 35-. 407:3 138.4 (DIRECT FLOW) 1 13. 409:1 122.2 1.1 0 52. 410A 1173.0 '4.3 1 11. 411:4 1198.9 7.0 27.0 - 6.2 1 17. 1-"15. 414:1 3369.6 3.2 1 18. 415:2 2416.6 2.7 1 21. 416:1 1432.3 3.1 1 23. 417:2 .0 .1 391.4:S 10 0. 470:2 62.6 .1 1.1:D 2 1. 471:2 65.0 .1 .9:D 0 41. 472:2 53.5 .1 8.7:D 2 1. 474:2 9.0 .1 14.3:6 2 19. 477:2 60.2 .1 A :D 0 36. 479:2 10.0 .1 .1:D 0 36. 480:2 8.5 .1 .1:D 0 37. 482:2 13.3 .1 .2:D 0 38. 48312 2.0 .1 1.1:D 2 0. 486:2 28.6 .1 4.4:D 1 9. 486:2 .0 .1 18.9:D 10 0. 490:2 '2.1 .1 .2:D 0 50. 491:2 3.6 .1 .5:D 0 55. 496:2 13.2 .1 2.1:D 1 7. 497:2 1.8 .1 .8:D 2 1. 517:3 1470.5 (DIRECT FLOW) 1 22. 570:3 92.5 (DIRECT FLOW) 0 40. 571:3 ;95.8 (DIRECT FLODW) 0 35. 572:3 252.1 (DIRECT PLAN) 0 35, 574:3 418.8 (DIRECT WAN) 0 35. 576:3 67.3 (DIRECT FLAW) 0 40. 577:3 65.2 (DIRECT FLOW) 0 36. 582:3 7:7 IDIRECT. PLAN) 0 35. 583:3 23.8 (DIRECT FLOW) 0 54. 584:3 28.8 (DIRECT FLOW) 1. 9. 586:3 220.8 (DIRECT FLAW) 0 35. 556:3 253.3 (DIRECT PLAN) 0 35. c144 / /.Z:.j t / mcell(i,rJ5 APPENDIX F FIRM PANEL, FLOODPLAIN INFORMATION AND CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR FINAL SUBMITTALS I J m IL LL W V U O LL 8 ul d e �. O w a ue� W \` ■ ,�L ma r f Erosion Buffer Limits City Flood Risk Map Hiah Risk ®City Floodway -Area of 100-year floodplain with greatest depths and This information is based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of fastest velocities. Fort Collin Master Dramageway Plans. This letter does not imply City Flood Fringe - May Include: that the referenced property will or will not be free from flooding or damage. A property not in the Special Flood Hazard Area or in a CL�Id - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) City Deslgnated Floodplain may be damaged by a flood greater - Areas of City 100-year floodplain including ponding areas and sheet than that predicted on the map or from a local drainage problem flow areas with average depths of 1-3 feet. not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage There is a 1`/o annual chance that these areas will be flooded. That results from reliance on this information. Moderate Risk All floodplain boundaries May include: -Areas of FEMA 500-year floodplain (FEMA Zone X-shaded). are approximate. Cityof -Areas of FEMA or City 100-year floodplain (sheet flow) with Fort Collins average depths of less than 1 foot. N -Areas protected by levees from the 100-year flood. cis Low Risk 1p E zoo 100 0 200 aoo r� Areas outside of FEMA and City mapped 100-year and 500-year Fret l - floodplains. Local drainage problems may still exist. S Printed: 06/03/2015 SS CoMMvN; Pa'-f k City of Fort Collins Floodplain Review Checklist 100 % Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an "NA" next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. Date of Review: Reviewer's Name: Plat May fl The following required items are on the plat: L 1.00-year floodplain boundary t=i City U FEMA 0 Floodway boundary City D FEMA U The benchmark number and elevation of benchmark U These items match the FIRM: (FEMA Basin) U These, items match the Master Plan. (City Basin) U The benchmark number and elevation match with those published in the City of Fort Collins benchmark system,. Site Plan The following "required items are on the site plan: U 100-year floodplain boundary- FEMA and City D 500-year floodplain boundary (if proposed structure is a "critical facility" and a 500-year floodplain is mapped) U Floodway boundary U Erosion buffer. zones ❑ Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproffed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered. on Drainage and Grading Plan) The followin required items are on the drainage and/or grading plan: 100-year floodplain boundary- FEMA and City Cji 00-year floodplain boundary (if proposed structure is a "critical facility" 1" and a 500-year floodplain is mapped) Floodway boundary Erosion buffer zones Cross-section locations BFE lines Lowest floor elevation of structures considered the lowest floor) (bottom of basement or crawl space is The floodplain and floodway boundaries are in the correct location and labeled properly. �4 The cross-section and BFE.lines are in the correct location and labeled properly. 5e Elevations are referenced to the appropriate datum: �:1�• FEMA basins — list in both NGVD 29 and NAVD 88 .City basins — list only in NGVD 29 Floodwa regulations have been met. 4::�; �4 o v3 Nf ' No fill in the floodway unless a hydraulic analysis shows `•no=rise". P/ s r / No manufactured homes, except in an existing park, can be placed in the ' floodway. No changing a nonconforming non-residential or mixed use structure. to a residential structure. Landscaping meets requirements for no encroachment in the floodway ' without a hydraulic analysis to show "no -rise", No storage of materials or equipment. 0 A note is on the plans about the above floodway restrictions. Critical facilities ' regulations have been met: 160 year —no life safety, emergency response or hazardous material critical facilities 500 year Poudre — no life safety or emergency response criticalfacilities ' 0 Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be "break -away". ' j 0 Fences in the floodway will not block conveyance. Example; split -rail fence .cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE or above). 0 Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are ' noted as being anchored. I ++ �s Erosion Buffer Zone requirements have been met: G;t�6�'4 jN t ( Si ,•� "^� ' Design of any allowed development minimizes disturbance to channel bed and banks. J No structures allowed. No additions to existing structures allowed._ Any fencing is split -rail design and break -away, but cabled. Must be oriented parallel to general flow direction. No detention or water quality ponds. No bike or pedestrian paths or trails except as required to cross streams or waterways. Road, bicycle and pedestrian bridges must span erosion buffer zone. No fill. No outdoor storage of non-residential materials or equipment.. No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. No utilities except as necessary to cross streams or waterways. No grading or excavation except as required for permitted activities in erosion buffer zone. No construction traffic except as required for permitted activities in erosion buffer zone. Any construction in the erosion buffer zone shows that it will not impact the channel stability. OK A note is on the plans about the above erosion buffer zone restrictions. n Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special PoudreRiver Regulations Poudre River Floodway Regulations have been met. j No construction ofnew residential, non-residential or mixed -use structures. No redevelopment of residential, non-residential or mixed -use structures. No additions to residential, non-residential or mixed -use structures. No fill unless hydraulic analysis shows "no -rise". (� Poudre River floodplain regulations have been met +'I J No construction of new residential or mixed -use structures No additions to residential structures 1-1 No additions to mixed -use structures if there is an expansion in the residential -use area of the structure. No floatable materials on non-residential sites Information Related to Structures in the Floodalain For structures in the floodplain, a table is shown that lists the following: City BFE at upstream end of structure f� FEMA BFE at upstream end of structure (if different than City BFE) r Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered I owest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation The BFE at upstream end of structures are correct based on interpolation between the cross -sections. The regulatory flood protection elevation is correct. The lowest floor and HVAC are at or. above the regulatory flood protection elevation. Elevations are referenced to the appropriate datum: L FEMA basins — list in both NGVD 29 and NAVD 88 r City basins — list only in NGVD 29 A typical drawing detail is included for each foundation type proposed (slab -on - grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. Fj There is I square inch of ventingfor every 1 square foot of enclosed area. U. The bottom of the venting is not higher than 1 foot above grade. ❑ , The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). If a non-residential structure is to be floodproofed, one of these conditions is met: Fi All requirements on separate sheet titled "Floodproofimg Guidelines" have been met. C If floodproofing information is not submitted as part of the plans, then a note is on the plans stating that floodproofing information will be submitted at the time of the building permit application. For manufactured homes, all submittal requirements on separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" have been met. 10 If the floodplain use permit is not going to be submitted until the building permit is ' applied for, then a note is on the plans stating that the floodplain use permit willbe submitted at the time of building permit application. A note is on the plans stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. ' Drainage Report The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City -designated is described. Any floodway or erosion buffer zones on the site are described. 'I The FEMA FIRM panel # and date and/or the Master Plan information is cited. A copy of the FIRM panel with the site location marked is included in the report. ' If a floodplain modeling report has been submitted, that, report is referenced. The reason for the floodplain modeling report is described. ' If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. ' If a FEMA LOMR is required after construction, this is stated in the report. ' The location of the structures relative to the floodplain is described. If there is. both a FEMA and a City floodplain on the site, the -location of the structures relative to both is described. The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed -use. Also, structures in all 100-year and Poudre ' River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) The report describes how the development is in compliance with the applicable ' floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no -rise, etc.) The type of foundation construction for the structures (Le: slab -on -grade, crawl space, basement, etc') is discussed in the report. The type of foundation matches with the lowest floor elevations and grading plan. If any of the garages are not going to be elevated above the regulatory flood r„ protection elevation, the hydraulic venting requirements are discussed. ' For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: i City BFE at upstream end of structure ' j FEMA BFE at upstream end of structure (if different than City BFE) 5 Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered t lowest floor) F000dproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation jtJ Elevations are referenced to the appropriate datum: ' 1,* FEMA basins — list in both NGVD 29 and NAVD 88 City basins — list only in NGVD 29 't If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. rI I If floodproofing information is not submitted as part of the plans,, then a note must be in the report stating that floodproofing information will be submitted at the time of the building permit application. A note is in the report stating that a FEMA elevation or floodproofing certificate will ' be completed and approved before the CO is issued. D( In the compliance section, Chapter 10 of City Code'is listed. ' F000dnlain Use Permit ❑ Floodplain Use Permit has been submitted for each structure. ' ❑ Permit fee has been submitted ' ❑ All information on permit matches the plans p All information on permit meets floodplain regulations ' FEMA CLOMR Approval ' ❑ FEMA has approved any necessary CLOMRs. Additional Comments: Terms to Note Lowest Floor Elevation — Elevation of the lowest floor of the lowest enclosed area (including.bottom of basement or crawlspace). This is not the same as f nished floor. The lowest floor should be distinguished from finished floor. on plans and reports. ' Regulatory Flood Protection Elevation — For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. Additional floodplain terminology is defined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result fn additional requirements. These will be discussed during initial meetings with the applicant. ' APPENDIX G SOILS INFORMATION, FIGURES, TABLES AND EXCERPTS FROM REPORTS ' J 1 R 069M?Ot M b[ A .501 3 M YT.l .501 019"?" 0£549D9 059YHb6 O4Lb91k ORVO" R OIL98>o AIM 11 aSOI I v vv 0 0 O m Y m a S T v N Z n y ym � a �U 4 # z m o Q LM` € m 2 5 a u K in � m � p C yg C � a c Z MiiQ: A O ZU M.9I .1 SDI 4� 2E > _ �> Q. )(/)�m )\p j /i| z / « /�§k ® ° m7 ) § \ CD \\�/\ j \0E w \ \ /W E 0 0 W �\ E, o_ = E o=— m o 0 cl \ 27k| }# ! \/f/ \ \� \\\ �\ \\ m \ FZE� LL 2a, _ [{#®§ z f Eo ©{E° 0 4)\�k ((}/2 \\ {{\ƒ 2w<0 {- - \ ; E E0-6 m{) V)7OF `/) § $ m\ 0<` 0j {-ww= � / } 2- 0 \\ 5{ C \\}a {/o)wE-a 0 t \Fa S \ \ \ } , c |k 0W , - 2 _ . ■ o o O § \ } ! « E -i ! ! $ 0 (! { {\ 9= S: R /« $ 2 S {< $ S )« o\ m e c\ \ / \ \ / / \ / / \ | � � � � | � I / c ■ ■ ■ � \\ { § � Hydrologic Soil Group—Larimer County Area, Colorado SE Community Park Hydrologic Soil, Group Hydrologic Son,Group— Summary by Map Unit — Latimer County Area,'Colorado (CO6441 Map unit symbol Map unit,aame Rating Acres in Am Percent of AOI 3.5_ Fort Collins loam, 1 to 3 percent slopes B 4.7 9.1 % 36 Fort Coffins loam, 3 to 5 percent slopes B 20.9 40.2% 74 Nunn day loam, 1 to 3 percent slopes C 18.6 35.6% 76 Nunn day loam, wet, 1 to 3,percent slopes C 0.9 1.7% 103 Stoneham loam, 5 to 9 percent slopes. B 6.9 13.3% Totals for Area of Interest 51.9 100.0% LjSnA Natural Resources Web Soil Survey 4/10/2014 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group--Larimer County Area, Colorado ' Description ' Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. ' The soils in the United States are assigned to four groups (A, B. C, and D) and three dual classes (AID,. B/D, and C/D). The groups are defined as follows: ' Group A. Soils having a high infiltration rate (low runoffpotential) when thoroughly wet. These consist mainly of deep; well drained to excessively drained sands'or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist ' chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. ' Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, BID, or C/D), the first letter is ' for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff* None Specified Tie -break Rule: Higher ' Natural Resources Web Sol Survey Conservation Service National Cooperative Soil Survey SE Community Park 4/1012014 Page 4 of 4 RAINFALL INTENSITY -DURATION -FREQUENCY CURVE W.uu ,uw 20A0 .30.00 40.00 50.00 MOD STORM DURATION (minutea) --2-YesrSlemi - - - 10•Ye2rStwm��100.YeerSpprm FIpn RA46—Clay of Fort Conlin Ratafall Gown (C) Volume 1, Chapter S=Runoff: (1) 'Section LO is deleted in its entirety. (2) Anew Section].] is added, to read as follows: ' 1.1 RunoffMethodelomcs (a) There are two runoff determination methodologies that are approved by the City. the Rational Method and the Stormwater Management Model (SWMM). The City is the determining authority with respect to the appropriate methodology to use under different circumstances; F,ady contact with the City is encouraged for the timely determi. nation of the appropriate nmff methodology to use. (b) The Rational Method may only be used to determine the runoff from drainage basins that are less than ninety (90) acres in size. The Stormwater Management Model (SWMM) must be used to model drainage basin areas of ninety (90) acres or more. (c) Al) nmoff calculations made in the design of both 2-year and 100-year drainage systems must be included with the Storm Drainage Report and all storm drainage facilities designed must be shown on Storm Drainage Plans. ' (3) A new Section Z8 is added, to read as Billows: 2.8 Rational Method Runoff Coefficients (a) The runoff coefficients to be used in the Rational Method can be determined based on either zoning. classifica- tions or the types of surfaces on the drainage area Zoning classifications maybe used to estimate flow rates and vol. umes for an Overall Drainage Plan (ODP) submittal, if the types. of surfaces are not known. Table .R0-] 0 lists the runoff coefficients for common types of zoning classifications in the city of Fort Collins. 27 (b) For a Project Plan or Final Plan submittal, runoff coefficients based on the proposed land surface types must be used. Since the actual runoff coefficients may be different from those specified in Table R0.10, Table R0-11 lists coefficients for the different types of land surfaces.. The runoff coefficient used for design must be based on the actual conditions of the proposed site. TAW RO-10 Rationd Mdhod Minor Storm Runoff Codaefenu for Zoning ChssfGeations For guidance regarding rmdog districts and elauifieetions of such &stiets please MfCr to "Cie Four of the City Land Use Cody as tmeaded. Tahle R041 Rodo-nsl Method Ruaop'CoeflWwts for Composlle Aosyeb l "'°mua'QJSbhaa Ba+e4B Stmetr, parkin lop.dr Y= AaFhait 095 Ceacr1 0,95 Gmvd OS BOOS 095 Recycled aspladt 0 8 s'mc0.to 7% 0.13 R ot7: M4 0.25 SAP>7% 035 (4) A new Section 2.9 is added, to read as follows: 28 29 Composite Runoff Coefficient Drainage sub -basins are frequently composed of land that has multiple surfaces or zoning classifications. In such cas- es a composite nmoffcoefficient must be calculated for any given drainage sub -basin, The composite runoff coefficient is obtained using the following formula: ±(Cl `Ac) C = (RO-8) Where: C = Composite Runoff Coefficient G— Runoff Coefficient for Specific Area (Aj A; = Area of Surface with Runoff Coefficient of C;, acres or feet' n = Number of different surfaces to be considered A, - Total Area over which C is applicable, acres or feet' (5) A new Section 2.10 is added, to read as follows: 2.10 Runoff Coefficient Adjustment for Ighmnent Storms The runoff coefficients provided in tables RO-1 o and RO-I I are appropriate for use with the 2-year storm evem..For storms with higher intensities, an adjustment of the runoff coefficient is required due to.the lessening amount of infil- tration, depression retention, evapo-tianspiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12. Table RO.12. Rational Metbod Runoff Coetntients for Composite Anemia. Simnn.JPek"PaiodbK PYapnow FipmrCy 2 to 10 1.00 11 m25 1.10 _ 26 to 50 120 51 to 100 125 Note: The pmdnet of C timer Cfc=Ot euad t w value cf 1; in the cua vkm h don, a.velue of 1 mun be used: (6) Section 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 33 is deleted in -its entb e(y. (9) A new Section 43 is added, to read as follows: 4.3 Computer Modeline Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users' Manual for appropriate modeling methodology, practices and development. The Us- ens' Manual can be found on the Environmental protection Agency (EPA) website t1ldnJ/wvvw.tiros.t!ov/ednmrnrl/models/swmml.�.Y 1m,1 (c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations 29 43.1 Surface Stor2gre ResistanceFactors, and Infiltration 'fable RO-13 provides values for surface storage for pervious and impervious:surfaces and the infiltration .rates to be used with SWMM. Table RO-13 also lists the appropriate infiltration decay rate, zero detention depth and resistance factors, or Manning's "n" values, for pervious and impervious surfaces to be used for SWMM modeling in the city of Fort Collins. Table RO-13 SWMM Input Parameters Depthofstmage an impervious am 0.1 inebes DcA of dmago an p"nus am 03 Tarbes ,Muimrmintiltredaarate 03tinobes/lM Miotmum ioLlbatim ram 050 inebeslhmn Dwsynte 0A018 ioohedsee Zero detention depth - 1% Man dalesn value for pervious Unsung 'DM5 Mans n value for ictpaviom amfanes 01016 4.32 FeMous-Imnerrlous Area. Table RO-14 should be used to determine preliminary percentages of impervious lend cover for a given land -use or zoning The final design must be based on the actual physical design conditions of the site- zoning. RO-14 Percent Imptrvioasners Relationship to Land Use' Load Me or Zoafag Pam' hwerwoar (y(� Business: T 20 CCN, CCR. CN 70 Z RDR, CC, LC 90. C. NC.t; D. HC, CS 90 Residential: RP. UR 30 luL NCL 45 IMN, NCM 30 MMN. NCB 70 Opts Spit. Open Spam and Parks (POL) t0 Open Spree along f bils>idge.(004 RF) 20 RC 20 For updated = ring deeigndiom and deSnitious. Plum Mils to Article 4 of *e City L W Use Code, as amended 433 Conveyance Element Methodoloav Embedded conveyance elements must begin at the midpoint of the sub -basin in order to appropriately represent the basin based on its actual physical characteristics. 4.3.4 Basin Width Basin width must be calculated as the area of the basin divided by the length of the basin: The basin length is defined as the length of the concentrated flow. 43.5 Dynamic Flow Ana lvsis Conditions may arise where a steady flow hydraulic analysis may not provide sufficient information on the operation Of drainage facilities. This is especially of concern when analyzing detention ponds inter -connected by culverts or scorn sewers and where release rates and pond volumes may be affected. In such camas, if the Utilities Executive Di- rector determines that additional analysis is required for an adequate evaluation of proposed drainage facilities, an unsteady flow hydraulic analysis using hydrograpbs generated from SWMM and the EXTRAN block of SWMM may be required. 30 DRAINAGE CRITERIA MANUAL (V.1) RUNOFF Table RO.3—Recommended Percentage Imperviousness Values Land Use or Suriece,Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Ec-71 rr in Single-famlly Multi -unit (detached) 60 Mulf -unit (attached) 75 Half -acre lot or larger Apartments 80 mausman Light areas 60 Heavy areas 90 Parks, cemeteries 16 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 wales g -^ Roofs 80 Lawns, sandy soil 0 Lawns, clayey soil 0 -d See Figures RO-3 through RO-5 for percentage Imperviousness. C,r = Ka + (l .31f3 — 1.44P + 1.135i — 0.12) for CA 2 0, otherwise Ca = 0 (RO-6) Cm = Km + (0.858i3 — 0.7860 + 0.774! + 0.04) (RO-7) Ca = (CA + Cca)12 2007-01 RO-9 Urban Drainage and Flood Control Disfrid DRAINAGE CRITERIA MANUAL (V. 1) Table RO-6- Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2- 5 10- r 25= 50- 100-yr 0% 0.04 0.16 026 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 024 0.32 .0.43 0.49 0.64. 20% 0.17 0.26 0.34 0.44 0.60 0.55 25% 0.20 0.28 0.36 0.46 30% 0.22 0.30 0.38 0.47 35% 0.26 0.33 0.40 0.48 40% 0.28 0.35 0.42 0.50 400.2 450A 0.31 0.37 0.44 0.51 50% 0.34 0.40 0.46 0.63 55% 0.37 0.43 0.48 0.55 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% L 0.45 0.49 0.54 0.59 0.62 0.66 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.64 0.68 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 1 0.70 0.72 0.74 1. 85% 0.66 0.68 0.71 0.7b 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.62 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS Nmmoeic Sous GRoup 0% 0.02 0.08 0.15 025 0.30 0.35 5% 0.04 0.10 0.19 .028 0.33 0.38 10% 0.06 0.14 022 0.31 0.38 0.40 15% 0.08 0.17 025 0.33 0.38 1 0.42 20% 0.12 0.20 027 0.36 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 025 0.32 0.39 0.43 0.47 35% 0.20 027 0.34 0.41 0.44 0.48 40% 023 0.30 0.36 0.42 0.46 0.60 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.36 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.64 60% 0.37 0.41 0.46 0.51 0.54 0.56 65oA 0.41 0.45 0.49 0.64 0.57 0.59 70% 0.45 0.49 0.53 0.68 0.60 0.62 76% 0.51 0.64 0.58 0.62 0.64 0.66 60% 0.67 0.58 0.63 0.66 0.68 0.70 850/0 0.63 0.66 0.69 0.72 0.73. 0.76 80% 0.71 0.73 0.75 0.78 0.80 0.81 96% 0.79 0.81 1 0.83 0.85 0.87 0.86 100% 0.89 0.90 0.82 0.94 0.95 0.96 ' 2007-01 Urban Drainage and Flood Control DIMet. 1 RUNOFF 0 Ro-11 APPENDIX H SNOUT® WATER QUALITY / BMP INFORMATION m Quick -Start Application Guide with SNOUT° to Structure Ratio (STSR) Methodology Background: The.SNOUT system from Best Management Products, Inc. (BMP, Inc.) is based on a vented hood that can reduce floatable trash and debris, free oils, and other solids from stormwater discharges. In its most basic application, a SNOUT hood is installed over the outlet pipe of a catch basin or other stormwater quality structure which incorporates a deep sump (see Installation Drawing). The SNOUT forms a baffle in the structure which collects floatable debris and free oils on the surface of the captured stormwater, while permitting heavier solids to sink to the bottom of the sump. The clarified intermediate layer is forced out of the structure through the open bottom of the SNOUT by displacement from incoming flow. The resultant discharge contains considerably less unsightly trash and other gross pollutants, and can also offer reductions of free -oils and finer solids. What follows are basic design tips to optimize the performance of SNOUT systems. Design Recommendations for Site: ❖ Establish SNOUT to Structure Ratio (STSR) for site as follows: Heavy Traffic and Pollutant Loading Applications (STSR 1:1): This includes gas stations, convenience stores, fast food restaurants, vehicle repair facilities, stores with "drive through" service (e.g. banks, drug stores, dry cleaners, coffee shops), loading docks, distribution facilities, marinas, hospitals, transportation terminals (air, bus, train, sea, shipping), school bus loading areas, maintenance facilities, light industrial sites, waste disposal facilities or "dumpster areas", parking and roadway areas of shopping centers close to the stores, etc. In "Heavy Traffic and Pollutant Load" areas a SNOUT in every structure is indicated (STSR 1:1). The exception will be where an inlet can not be maintained. In this case, and where additional treatment is desired, non -inlet polishing structures can be added to the drainage network prior to discharge (e.g. with a cover not a grate thus it receives no surface flow). An oil absorbing boom may also be deployed in structures that will receive heavy hydrocarbon loading and flow deflectors may be added to'a polishing structure to increase solids removals. Moderate Traffic and Pollutant Loading Applications (STSR 1:2): This includes office buildings, multi -residential complexes, schools (other than bus areas), most shopping mall parking areas, mixed retail commercial facilities, municipal/government buildings, athletic/entertainment/recreational facilities, non -fast food restaurants, special event/remote parking areas, etc. In "Moderate Traffic and Pollutant Load" areas a SNOUT in at least every other structure is indicated (STSR 1:2). The downstream structures (prior to discharge) are most critical, and oil absorbing booms may be useful if heavier hydrocarbon loading is expected. Flow deflectors may be employed in a polishing structure to increase solids separation. Low Traffic and Pollutant Loading Applications (STSR 1:3): This includes grassy or vegetated areas, single family residences, parks", parking for offices within residences, flow excess from permeable paving areas, etc. In Low Traffic and Pollutant Load areas one SNOUT in every three structures may be adequate (STSR 1:3). The need for oil booms or flow deflectors is unlikely as such a need would indicate a Moderate or Heavy Pollutant load scenario. * If discharge in a park setting is to a "high -value" water body, additional treatment may be indicated even if it is otherwise defined as a low traffic low load area. ' STSR Note: A large site may have different STSR areas, just like it may have different runoff coefficients. For instance, a shopping mall may have an STSR of 1:1 in heavy traffic roadways and loading/unloading areas, but may have a STSR ' 1:2 in a remote parking area. Therefore apply the appropriate STSR to each area of the site to arrive at the total number of SNOUT equipped structures for the project. ' Design Recommendations for Individual Structures: ❖ The SNOUT size will always be bigger than the nominal pipe size as the ' SNOUT must over the pipe OD (e.g. use an 18" SNOUT for 12" pipe). ❖ As a rule of thumb, BMP, Inc. recommends minimum sump depths based on outlet pipe inside diameters of 2.5 to 3 times the outlet pipe size. ' (Special Note for Smaller Pipes: A minimum sump depth of 36 inches for all pipe sizes 12 inches ID or less, and 48 inches for pipe 15-18 inches ID is required if collection of finer solids is desired.) ❖ The plan dimension of the structure should be up to 6 to 7 times the flow ' area of the outlet pipe. ❖ Bio-Skirts (for hydrocarbon and bacteria reduction in any structure) and flow deflectors (for settleable solids in a final polishing structure) can increase pollutant removals. Bio-Skirts are highly recommended for gas or vehicle service stations, convenience stores, restaurants, loading ' docks, marinas, or high traffic applications. Bio-Skirts are most effective when used in conjunction with a SNOUT. ❖ The "R" series SNOUTs are available for round manhole type structures of ' up to 72" ID with pipes up to 50" OD; the "F" series SNOUTs are available for flat walled box type structures for pipes up to 94" OD; the "NP" series SNOUTs are available for PVC Nyloplast® type structures up to 30" ID. Further structural design guidelines including CAD drawings, hydraulic spreadsheets, and site inspection and maintenance field reports and installation inspection sheets are available from BMP, Inc. APPLICATION DRAWINGS: ,TMCAL INSTAUATION SP► ON DEW f OUPEOR18 a, �Hwoww�r�y WFL.EF �• PPE y 16. MLD88EMEON 4� i BL3l7Rl/.1 7l A-1%WKPWOF#•M[Jj.5O1t1QF1.7P". O{ITIM FOR OVT�IS 17', L7EPFH�P•74SOYYh1. Contact Information: Please contact us if we can offer further assistance. 53 Mt. Archer Rd. Lyme, CT 06371. Technical Assistance: T. J. Mullen (800-504-8008, tjm@bmpinc.com) or Lee Duran (888-434-0277). Website: www.bmoinc.com The SNOUT' is protected by: US PATENT # 6126817 CANADIAN PATENT # 2285146 ' SNOUT® is a registered trademark of Best Management Products, Inc. Nyloplase is a registered trademark of ADS Structures, Inc. LL O J 0 O z m0g ClmmX W 0: W m 0 2 W LL V) mw � O � LL W co 0 M EM : aaw z 0 m o �� co (K] a Z L)Z ) g; N N o_ a Z z N a z O N O) 0 W F U aZF- m N O ((1) Z aZ)<_ NOo cr N r O LL U (L LLgow LL V U a�> LLC\lgz O LL M U EL N L)aZ(L mOm LL LL LL 0) >a J Z M Om �m LL 5N Z 0 W o �a WW a z Z-- EL 00 O zaa, F O. mo Wy F N M 0 J W z 0 » woozz Z J J J J 2 z z m m W z Z Z Z rC 0 M W ��0000 Omown ZZ Q Q Q Q W W N �o000�-550o Waagg ¢in 7 as co `a oo ND_0_LLLL 3j F a tOD f00 rmONMM VJ O= ON Q O h 6 cb 0o NtOC ,— M V W h Z mM--t-Tw rnF -H _H _H _ WFL ILy W 0 0 p w m w LL LL LL LL S M_= a� J R� N F F H H m V O O a 100 Z Z N Z Q yLLLLLLLLLL LLNaMO V yew 4? 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WE00 RROFo:DONEAwDM..N.STA I \ \ KECHTER RC Rmsara. CVFPIµt ?-,4Waa qtt OF FORT CN O UTILIN AP PLAN APPROVAL ua.IR APPROVED: qlY EN3,E➢l MR CHECKED BY: 'MRR Y WAMWAM UIERY WR CHECKED BY: smrw UA Un DAM O ing Nam¢: CHECKED BY: PARRS a REMRAna DAM FLOODPLAIN CHECKED BY: PLAN m,Ma>c ExartEn wrz CHECKED,, FP" y 1 u RN G DAM aar<a