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HomeMy WebLinkAboutDrainage Reports - 06/30/2005PROPERTIr FORT COLTINS FINAL DRAINAGE & EROSION CONTOL REPORT Kinard Junior High School at NW Corner of Ziegler Road & Trilby Road Fort Collins, Colorado For Poudre School District April 5, 2005 I April 5, 2005 Mr. Basil Harridan, P.E. City of Fort Collins, Civil Engineer -t 700 Wood Street Fort Collins, CO 80522-0580 IRE: Drainage Study for the Poudre Valley School District- Kinard Junior High JVA Job # 1252c Dear Basil: JVA has completed the design of the storm drainage system for Kinard Junior High for ' the Poudre Valley School District, located west of Ziegler Road and across from Fossil Lake First Filing. The proposed site is located within the Fossil Lake Master Drainage Plan by Anderson Engineering. Originally, the Fossil Lake Reservoir provided storage ' for the entire study area. However, that plan has been recently updated to account for restrictions in the flow path and detention is now required on site. Kinard Junior High will detain the site's 100-yr storm, pass the historic major storm for the western undeveloped Kechter property and pass the detention pond outflow from Homestead Second Filing to the north. The site's release rate will be determined by a proportion of the pipe capacity for the existing 30-inch concrete pipe that flows east under Ziegler Road toward the Fossil Lake P.U.D. The school district requests a variance for the site's design storm. The Storm Drainage Design Criteria and Construction Standards lists that non-residential areas design to the 10-year and 100-year storms. Due to the flat site and constrictions at the Ziegler Road crossing, the 10-yr design storm surcharges the water level in the storm pipes and inlets above the ground level. The site limitations require that the 2-year design storm be conveyed in the piping to the detention pond so not to surcharge the system. The remaining flows will proceed to overland to the pond. The City has already granted a variance for the detention pond release rate. The 2-year historic outfall flow from the detention pond greatly increased the detention volume ' required for the site. The variance was approved because an existing 30-inch concrete pipe with adequate capacity was available for the pond outfall at the Ziegler Road and Trilby Road intersection. The 30-inch pipe was placed by the Fossil Lake Subdivision to convey the drainage flows east under Ziegler Road, through a swale and ultimately into Fossil Creek Reservoir. ' We have modeled overflow conveyance with the Kinard Junior High School detention pond outlet pipe in a plugged condition. The school district requests a variance" for the ' freeboard height. The detention pond, with a conservative volume approach, holds more than adequate storage for the site and the adjacent roadway sections. The pond configuration has a 100-year water surface level at elevation 4918.9. The top of berm ' elevation is set at 4920. JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax 303.444.1957 Toll Free: 877.444.1951 Web site: www.jvajva.com E-mail: info@jvajva.com Principals David M. Houdeshell Robert B. Hunnes Thomas P. Skinner Thomas S. Soell Kevin A. Tone Cindera L. Ward Structural Engineering Daniel E. Cooke Mark C. Cormier Daniel M. Folmar Glenn A. Gilbert Kathy A. Gilhooly Heidi M. Hall Derek D. Henderson Michael R. Hope Nancy R. Hudson Craig M. Kobe Blake R. Larsen Michael J. McDonald David M. Mier Derek M. Pedersen Sarah E. Watts Charles B. Wilkerson Civil Engineering Charles R. Hager Robin L. Kriss Howard M. McHenry Carolyn A. Sullivan Melissa F. Tolve Administration Andrew P. Krizman ' B O U L D E R I F O R T C 0 L L I N S W I N T E R P A R K There are two offsite flows passing through the school site. The historic major flow from the Kechter property to the west has been routed through the site. Future western developments will be limited to the historic 2-yr outfall from the property. From the north, the 100-year discharge, approximately 3 cfs, from the Homestead Second Filing pond number two will be directed into the Kinard Junior High detention pond. This was necessary to allow for the proposed right-of-way expansion of Zeigler Road and eliminate the current ditch section behind the edge of pavement. The following Drainage and Erosion Control Report, and attached drainage map for the above referenced project, have been produced in accordance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, and comply with provisions thereof. It is our understanding that the information provided herein will be all that is required to complete your review of the drainage calculations for this project. If you have any questions regarding this submission, please give me a call. ' Siincerely, JVA, Inc. Aax";'� ��� A-'O� Alaina Kneebone Marler, P.E. o Project Manager cc:Ken Fields — RB+B Architects Ed Holder- Poudre Valley School District This report (plan) for Kinard Junior High was prepared by me (or under my direct supervision) in accordance with the provisions of City Of Fort Collins Storm Drainage Design Criteria and Construction Standards, and was designed to comply with the provisions thereof. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Final Drainage and Erosion Control Report Kinard Junior High School ' at NW Corner of Ziegler Road & Trilby Road Fort Collins,. Colorado ' For Poudre School District 2445 LaPorte Avenue ' Fort Collins, CO 80521 JVA, Inc. ' Consulting Engineers 1319 Spruce Street ' Boulder, CO 80302 (303) 444-1951 ' fax (303) 444-1957 ' JVA Project No. 1252c January 27, 2005 CONTENTS DRAINAGE & EROSION CONTROL REPORT Contents Introduction......................................................................................................... l HistoricDrainage.................................................................................................I Proposed (Developed) Drainage....................................................................2 Irrigation Ditches and Laterals..........................................................................7 ErosionControl.....................................................................................................7 Conclusions..........................................................................................................8 References...........................................................................................................9 APPENDIX A- SITE MAPS APPENDIX B- HYDROLOGY APPENDIX C- DETENTION CALCULATIONS APPENDIX D — HYDRAULICS APPENDIX E — ADJACENT DRAINAGE STUDIES Kinard Junior High School — Final Drainage & Erosion Control Report i ' FINAL DRAINAGE & EROSION CONTROL REPORT ' INTRODUCTION GENERAL LOCATION AND DESCRIPTION The Poudre Valley School District is planning to construct a 750-student junior high ' school at the northwest corner of Trilby Road and Ziegler Road (County Rd 9). The 24.90-acre parcel is located northwest of the intersection of Trilby Road and ' Ziegler Road. Homestead PUD Second Filing bounds the property on the north, east by Ziegler Road, south by the proposed Trilby Road and west by the Kechter Property. The site is currently in Larimer County. There is an agreement with the ' City of Fort Collins to annex this parcel once the utility plans and plat are approved because it is adjacent to the city limits. Drainage and roadway design will conform to City of Fort Collins Storm Drainage Design Criteria and Construction Standards and ' Larimer County Urban Area Street Design Standards. The site slopes generally from west to east at 0.5%, and varies in elevation from 4925 to 4918 feet. Currently the site is being used for agricultural crops. PROPOSED PROJECT ' The proposed onsite development consists an 81,800 square foot school building, regional soccer and track field, softball/soccer practice field and a softball field. Site construction will include a bus loop and staff parking on the north side of the school, ' parent and visitor parking on the south sided of the school, widening of Ziegler Road, approximately an eighth mile section of Trilby Road and a detention pond. In conjunction with site development, a fire access will be provided to Old Legacy Drive ' in the Homestead Second Filing to the north. The fire access will consist of a 16-foot Fire Lane sidewalk connection from the north parking lot to a proposed cul-de-sac on Old Legacy Drive. Easements for the proposed public improvements, drainage area ' and emergency access will be granted as required by the City of Fort Collins under separate document. HISTORIC DRAINAGE According to the FEMA Flood Insurance Rate Map Community Panel Number 080102 0001-0007, dated February 15, 1984, the site is located outside the 500-year floodplain area. The panel, 080102 0006A has not been printed. A copy of a portion of the referenced flood map that depicts the site location is included in the Appendix A. Kinard Junior High School — Final Drainage & Erosion Control Report This site is part of the Fossil Creek Reservoir Major Drainage Basin and Master Plan, herein referred to as Master Plan. The Fossil Creek Reservoir previously provided detention storage for upstream areas within the watershed as modeled with the Colorado Urban Hydrograph Procedure (CUHP) and the Urban Drainage and Flood Control District's Storm Water Management Model (UDSWM2PC). Due to discoveries of flow restrictions in the main drainage path, the City has required subsequent development to detain the 100-yr storm to prevent ponding at these restrictions. The Final Drainage Report for Fossil Lake PUD First Filing, to the east, provided routes and flows for the developed drainage pattern. The western basin, a 86-acre drainage basin; that contains the site, is to drain through a 30-inch RCP culvert under Ziegler Road and enter a drainage swale on the north side of Trilby Road in the Fossil Lake PUD. This storm sewer provides adequate capacity for the maximum discharge of the detention pond. A storm line connection has been provided to the southeast side of the intersection for future development with this site construction. The connecting pipe to the south side of Trilby Road will require head to assist flows into the 30-inch concrete pipe. This is due to available cover at the intersection and pipe slopes. On the east side of Trilby, at the 30-inch pipe discharge point, the Fossil Lake swale has been designed for the 100-yr discharge through the culvert crossing Ziegler Road and for a smaller one crossing on the east side of Trilby Road. Please see Figure IC for these connections. PROPOSED (DEVELOPED) DRAINAGE DRAINAGE DESIGN CRITERIA A variance on design criteria has been requested. The variance would allow the site to use the 2-yr design storm instead of the 10-year design storm for the onsite runoff conveyance design. The runoff developed from the 10-year design storm surged the water level above the pipe and inlets, thus creating ponding. The proposed storm line design considered flows, depth and pipe sizing. Lowering the pipeline within the site was not feasible due to the outlet elevation in the detention pond and school building location. Increasing the pipe size was not able to alleviate the surging due to cover constraints on the pipe under the ball fields. Therefore, a variance is requested to use the 2-yr design storm for pipeline design on the Kinard school site. All proposed inlets have been designed to convey the initial 2-year storm event. There are four field inlets and an area drain located on the north side of the school. The synthetic field collects flows from an under drain and trench drain system. These are discharged into two separate drainage paths. A Type 13-C inlet has been designed to collect flows in the north parking lot. These aforementioned inlets are connected to the storm line that discharges into the detention pond. Storms with a higher intensity will pond at the inlets before sheet flowing downstream, eventually making their way to the detention pond. Kinard Junior High School — Final Drainage & Erosion Control Report 2 ' The release rate for the site was determined by using a ratio of the existing pipe capacity. The existing 30-inch RCP culvert located at the southeast comer of the ' detention pond is designed to convey an inlet controlled condition, 52 cfs, across Ziegler Road to a drainage Swale on the north side of Trilby Road in the Fossil Lake PUD. The basin outfalling to this junction contains 86 acres according to the "Final ' Drainage Study for Fossil Lake PUD First Filing". Using a ratio of site acres to flow a release rate of 13 cfs was determined. Historic offsite flows will pass through the ' site and be released over the spillway. Future development of the upstream areas will reduce the offsite flows passing through to a 2-yr historic level. The southwest side of Ziegler and Trilby Roads will discharge to the culvert through an inlet connection on the south side of Trilby Road. Please see Figure I for a plan view of the connection. Profiles of the storm line have been included in the construction plans. ' There are several culverts on site to convey the storm flows under roads to swales that discharge into the detention pond. 15-inch culverts have been used under the ' driveways near the right-of-way and 12-inch culverts were used in the south parking lot. Pipe sizes were determined from drainage flows and available cover. The roof drainage has been routed to the pond. The south roof drain discharges ' directly into the pond. The north roof drain is connected to the storm sewer_ which discharges into the pond. ' The onsite drainage and storm sewer system has been designed according to the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards." The attached Developed Drainage Maps, Figure IA-C, shows the resulting drainage and storm sewer system, including sub -basin designations and design points. (For calculations, See Appendix B) BASINS AND SUB -BASINS The proposed site has been divided into a single major drainage basin as well as several sub -basins. Please refer to the Developed Drainage Map (see attached sheets Fig. IA-C). The major basin drains into the onsite detention pond. Sub -basin boundaries were established based on watershed tributary areas. Runoff from the site will flow overland across fields, parking lots, via gutters and grassed swales into the pond or into proposed storm sewers then to the onsite detention pond. The north side of the site is routed through the storm drain system that discharges into the pond. The south side of the site is routed through swales to the detention pond. ' Basins R-1 and R-2 are comprised entirely of school roof areas. Basin R-2 is connected to, the main north stormdrain that discharge into the pond. Basin R-1 ' consists of roof drain connections that discharge into the detention pond near the south parking lot. Starting from the west side of the site, Basin A5 collects water from the synthetic ' field 'and crusher fines track and discharges into the storm drain system at design point (dp) 6. Kinard Junior High School — Final Drainage & Erosion Control Report 3 Basin A8 is overland flow from the west softball field that drains into a field inlet that is downstream of the track in the storm drain system at dp 9. Basins A 14, A9 and A10 also collect overland field flows and discharge into the same storm drain line. Basin Al I collects parking lot flows into a Type 13 Combination inlet in a sump location at dp 12. These flows are discharged into the pond through a 24-inch flared end section. In the northeast corner of the site, Basins A15 and A16 are concentrated and discharged into a swale that flows to the pond. Basin A16 also will route the 100- year release of the Homestead detention pond. Previous reports have stated that the 100-year release rate is 3.4 cfs from the detention pond. These flows will be routed along a gentle swale that connects to the detention pond. There is a small basin on this north edge of the site that discharges offsite. Basin OS2, 0.14 acres, is the proposed cul-de-sac at the end of Old Legacy Drive. The cul- de-sac will be designed and constructed by others. The logical discharge point for the cul-de-sac is the drainage pan that flows east towards the Homestead pond, along the rear of the lots. The cul-de-sac will be constructed to prevent school traffic from entering the neighborhood. Fire access is provided by a fire lane connected to the north parking lot. ' Starting at the west along the southern path to the detention pond, Basin OS1, directs 17 acres of offsite flows to the site. This historic flow will travel across the site to the ' detention pond and be released undetained from the site. The impact by this offsite flow will be reduced when future development of the area occurs and the site discharge is limited to the 2-year historic flows its own onsite detention. The major ' historic flows from Basin OS1 are designed to be released over the spillway undetained along with the 100-year release from the north Homestead pond. Basins Al and A3 are field and landscape areas on the west side of the Trilby ' entrance. Parking lot flow from Basin A2 is also routed onto the west side of the entrance. These flows are concentrated at dp 4, a driveway culvert, and passed to a large swale that drains to the pond. Basins A4 and A 12 collect flow from the west side of the building and discharge into the large drainage swale that flows east along Trilby. The area drain located in basin Al2 collects minor flow from the cafeteria courtyard area. An overflow drain through a wall has been provided to prevent any unintentional ponding from entering the building. Basins A6 and A7 are parking lot flows that are collected at curb cuts and released into the large swale that flows east along Trilby Road. Basin A13 is landscaped areas around the school that sheet flow to the detention pond. This basin also includes the detention pond. The ultimate outfall of site discharges through the outlet structure and into the existing 30-inch concrete pipe that crosses under Ziegler Road. This pipe discharges into a swale that is routed to Fossil Creek Reservoir. Basin OS3 and OS4 are Trilby and Ziegler Roads, respectively. These flows are collected into a 5-foot type R inlet and discharged into the detention pond. Kinard Junior High School — Final Drainage & Erosion Control Report 4 ' Basin OS5 contains the south side of Trilby Road and the south portion of Ziegler Road. The basin boundary is along the ROW line because future developments to the ' south will contain their flows onsite. The Ziegler Road Right -of -Way was identified as an emergency drainage overflow ' conveyance path for the Kinard Junior High. The designed conveyance path for Ziegler Road has a maximum calculated carrying capacity of 181.7 cfs at a flow depth of 0.76 feet (See Appendix D). The overflow spillway release rate for the ' detention pond assumes a plugged condition at the outlet as well as the flows from the pond outfall from Homestead Second Filing to the north and for the historic major event flows from the west. These discharges were added to the overflow release rate ' for the school site to get 181.7 cfs. In the event of the emergency spillway being overtopped, the flows will enter the intersection, overtop the roadway crown and flow east on Trilby Road towards Fossil Creek Reservoir. Future development to the west ' of the school site will decrease the offsite flows entering the site to the historic 2-year flow. HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES The Rational Method (Q=CIA) was computed to determine the storm runoff (Q) from this site, composite runoff coefficients (C) and contributing areas (A) for given design t points in sub -basins can be seen in Appendix B. The runoff coefficients were determined from site composite imperviousness. These impervious values for each ' basin were then used to determine runoff coefficients from Table RO-5 from the Urban Drainage and Flood Control District, 2001 edition. These values are slightly higher than the recommended method in the Fort Collins Manual. The Fort Collins ' manual determines the C2 value and calculates the Cloo using Ctoo= (Cf)C2. This conservative approach in determining runoff .coefficients may help reduce discrepancies between the City of Fort Collins' comparison between master plan ' SWMM models and rational method empirical models to determine watershed and detention volumes. Intensities (I) were calculated for the initial storm event at 2-year and 100-year ' intervals for all sub -basins, using the Rainfall Intensity Duration Frequency Table (Figure 3-la of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards; see Appendix A). Corresponding rainfall intensities, ' composite runoff coefficients, and storm flows for the 2-year and 100-year storms for each sub -basin are provided in the Appendix. Routed storm flows through each sub - basin using the Rational Method procedure, are also provided in the Appendix. ' Hydraulic grade analysis was determined using Hydraflow Storm Sewers 2003 by Intellisolve. . Pipe sizing, flow capacities and velocities were estimated using computer program, Flowmaster v7.0, by Haestad Methods, hic. RUNOFF AND DETENTION ' Runoff rates for the various design points have been shown on the included Developed Drainage Map. Calculations showing how the runoff rates were determined are shown in the Rational Method procedure (See Appendix). ' Kinard Junior High School — Final Drainage & Erosion Control Report 5 The City has already granted a variance for the detention pond release rate. The 2- year historic outfall flow from the detention pond greatly increased the detention volume required for the site. The variance was approved because an existing 30-inch concrete pipe with adequate capacity was available for the pond outfall at the Ziegler Road and Trilby Road intersection. The 30-inch pipe was placed by the Fossil Lake Subdivision to convey the drainage flows east under Ziegler Road, through a swale and ultimately into Fossil Creek Reservoir. The release rate used to determine pond volume is 13 cfs. The release rate for the site was determined by using a ratio of the existing pipe capacity. The existing 30-inch RCP culvert located at the southeast corner of the detention pond is designed to convey an inlet controlled condition, 52 cfs, across Ziegler Road to a drainage swale on the north side of Trilby Road in the Fossil Lake PUD. The basin outfalling to this junction contains 86 acres according to the "Final Drainage Study for Fossil Lake PUD First Filing". Using a ratio of site acres to flow a release rate of 13 cfs was determined. Historic offsite flows will pass through the site and be released over the spillway. Future development of the upstream areas will reduce the offsite flows passing through to a 2-yr historic level. The onsite detention pond volume of 3.56 acre-ft and release rate of 13 cfs was calculated using the FAA method (See Appendix Q. Water quality control volume (WQCV) has also been calculated for the detention pond. The total volume for the pond included the FAA pond volume and the entire WQCV. Please see the summary listed below. Volume Total Volume Elevation Water Quality 18678 cf.(.43 Ac-Ft) 4916.03 10 year 77,566 cf (1.78 Ac-Ft) 96,244 cf (2.21 Ac-Ft) 4917.90 100 year 136,273 cf (3.13 Ac-Ft) 1 154,951 cf (3.56 Ac-Ft) 4918.92 The spillway detail is shown on Figure IC. The freeboard will be 0.5-feet. This reduction in a freeboard of one -foot is to accommodate the sidewalk grades and earthwork restrictions of the site. Proposed flows from this pond are in conformance with the "1999 Final Report for Hydrologic Model Update for the Foothills Basin Master Drainage Plan" and available discharge routes. STREETS, OPEN CHANNEL FLOW, AND CULVERTS There are two 15-inch driveway culverts on site. These 15-inch culverts were sized based on available cover, pipe inverts and conveyance. They are placed at the entrances to the site from Trilby and Ziegler Roads, respectively. Any overflow from the culverts will overtop the sidewalk, enter the driveway and flow towards the low spot on Ziegler Roads. The street flows from Trilby and Ziegler Roads will be conveyed to the same low spot at the intersection. The west side of Ziegler and the north side of Trilby Road ' Kinard Junior High School — Final Drainage & Erosion Control Report 6 have been included in impervious calculations, the pond volume and water quality control volume. The south side of Trilby Road will be directly attached to the outfall ' pipe that conveys the pond outfall to Fossil Creek. This inlet is directly attached to provide access to Fossil Creek Reservoir to the future southwest corner development. ' The inlets on Trilby Road and Ziegler Road were designed to handle 10-year storm. Both inlets are 5-ft Type R located in a sump condition. The capacity for the 10-year and 100-year storm was checked and is located in Appendix D-Hydraulics. Both ' storms do not overtop the crown. The 100-year storm is 0.54 ft above the flowline and below the crown of the road. ' IRRIGATION DITCHES AND LATERALS The site is bound offsite by main laterals of the New Mercer Ditch Company, Mail ' Creek Ditch and Muskrat Ditch. There are two laterals that run diagonal under the northwest comer of the property that carry flows for the Fossil Lake Ranch HOA. The HOA has been contacted and the pipes remain undisturbed. ' There is a return ditch along the south property line that is used to route ditch flows after they have been used on the field. This property owner has been contacted and the return ditch will be realigned with the roadway construction before the ditch flows ' are released in the spring. There are also two concrete structures in the proposed right -of way of Trilby. The lateral and headgate structure will be abandoned with the development of the ' roadway. EROSION CONTROL All erosion control features will be established prior to onsite construction and overlot grading. Temporary erosion control measures, proposed and existing, will be maintained until the completion of the project, and until vegetation is established. The site is considered to have moderate erosion properties as defined in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. Construction will begin with implementation of all temporary erosion control devices specified on the Erosion Control Plan and the Stormwater Management Report on Sheets C1.1 and C1.2 , included in the report. Vehicle tracking control will be used at the site construction entrance off Trilby and Ziegler Roads .and silt fence will be installed according to the erosion control plan. The detention pond and storm sewer network will be constructed during overlot grading to settle out sedimentation prior to leaving the site. The contractor has been required to clean any collected sedimentation from the detention pond. Erosion control for the storm sewer system, including gravel sock inlet and outlet protection, is indicated on the construction plans. Non-structural erosion controls including project schedule, and other pollution prevention measures are specified in the Erosion Control Plan. The proposed temporary erosion control measures also abate wind erosion. Please see the calculation for wind erosion included in Appendix D. ' Kinard Junior High School — Final Drainage & Erosion Control Report 7 ' All flared end section outlets will be protected from erosion with riprap. The overflow spillways will be soil reinforced with buried type L riprap. ' The stormwater management plan has been included on the Erosion Control Plan and detail sheets within the bid document package for the site construction with all ' structural BMP's shown as required (See attached Sheet C1.1 and C1.2). CONCLUSIONS ' All of the proposed development at the junior high school site will be directed to the onsite detention pond. Flows from the west will continue downstream undetained to ' the detention pond spillway. The proposed stone drain and detention pond release rates are in conformance with the current master plan. Calculations and other reference materials used are attached in Appendix A. Excerpts from the adjacent ' drainage reports are included in Appendix E and have been incorporated into the calculations in Appendix B. The referenced Developed Drainage Maps, Figure lA-C, depicts the drainage design points and' configuration of the proposed storm drainage system. The recommendations of this report are in conformance with all applicable storm drainage regulations and criteria of the City of Fort Collins. 1 Kinard Junior High School — Final Drainage & Erosion Control Report 8 1 REFERENCES ' 1. "Final Drainage Study for Fossil Lake P.U.D. First Filing", Fort Collins, Colorado, Northern Engineering Services, January 1999. ' 2. " Final Drainage Study for Homestead Second Filing PD and PLD", Fort Collins, Colorado, Northern Engineering Services, August 2003. 3. "Final Report for Hydrologic Model Update for the Foothills Basin Master ' Drainage Plan", Fort Collins, Colorado, Anderson Engineering, revised December 1, 1999. ' 4. "City of Fort Collins Storm Drainage Design Criteria and Construction Standards", City of Fort Collins, Revised April 12, 1999. 5. "Erosion Control Reference Manual for Construction Sites", City of Fort Collins, ' January 1991 6. Hydraflow Storm Sewer 2003, Intellisolve ' 7. Flowmaster v.7, Haestad Methods 8. Volumes 1-3, Urban Drainage and Flood Control District, Denver, Colorado, June 2001 9. FEMA Flood Insurance Rate Map Community Panel Number 080102 0001-0007, February 15, 1984 J Kinard Junior High School — Final Drainage & Erosion Control Report 9 APPENDIX A - SITE MAPS 1 1 ro N M Y Q V N N 0 ' o CA CJ 1 � 3 0 0 CJ N U CA ' CJ 1 / V1 n I t0 9 36 KECHTER RD HEA THSTO E ORC ERS'(ONE Cl Cl 0 W N GE' r�Yf C f�� R/'VC 4R c� T N WAS SO SOS pgYp TRILBY �AYf p�A LOCATION TWIN HERON CT BROOKWATER LN OF PROJECT ROO ERY RD FOSSIL CT SAGEWA ER CT EGRET CT ROCK K DR i FOSSIL CREEK I RESERVOIR VICINITY MAP - NOT TO SCALE ArclMS Viewer Page 1 of I http://gis.larimer.org/website/parlocator/MapFrame.htm 4/5/2005 i A �J O A m D� O4. CC)cm I o cm 0C yA r� m () 0 O m O O o O G1 LE MAY m � AVENUE D I rmn D ZM A 2 Cy" A rma °y Oia mOa O COZff i r ❑ C. o m 0 .a 3N1"IL38W11 y 2 A m O r D 2 O O 1 T _p Z m m O C CD � D O f m O D N Z O N co O O Z Q7 m (� a n �) Tam o JZ 3 38.0 oa9 n o ^ a 3'�m! 0 ��m me 0 y S B v�ym �gs�a no �? @ 02 333m Q c°Zmsm 3.0STm m aSS�� wSa o2�>j a stR @^de $gam �0 m' L o m 320 � rip •a G i m CDC e 3 •� w 70 1Z CDLr+ 70 e e� y3 ez a� � CI.)� <� N� � 3 o m � v I .I "4 .. : �_ r L♦ - Fr t I \ I J' ti + 11 �q4 ji OS; fi ;C�:ER FIELD�sA591 • II II. /\ I.I ,I. .I j J I 1'" ILI , 5+631 �Vj'.� 140 LF 15• RCP VC : I AB i 1 \ ' 03.2% SOFTBALL Fl. ; J /; �,! INLET 1 FLG s 4ti , - aa rY% 1 till " Y ♦•. ,� 146 lF IS" RCP ,• a I J 17• ARi(. DRAIN 1 I , \ JO SOO -4 f i I ! ♦ -� 4 i RS `I L5 1, • I �■ 1 A4 J) 1 5 .fi4 / ECK THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YR STORM, MINMUM. FINISHED FLOOR ELEVATIONS ABOVE THE 100-YR WATER SURFACE IN STREETS, CHANNELS, DITCHES, SWAIES, OR OTHER DRAINAGE FACILITIES, AS ILLUSTRATED BY A MASTER GRADING PLAN ARE TO BE SHOWN. FINISH FLOOR 4925.33 Soo 0p o to i RDI 104 LF 8' PVC 0 0.7% LF 8' PVC +00.78 44 UP 16 RCP ' ® d*, �r , 22_ , �E6 -- - �, _ • `\I , "LI � � � � . I `F,. , III , I I AIS 24 7 I II -'SDFTB I LL n�w I B R IDDE/�ji`K CROSSING LF a I ryK I I I AI2 { I . LD INLET 2 . 264 If,l.'i ROP I l6 MATCH LINE SEE FIG-16 KINARD JUNIOR HIGH SCHOOL tr '•1 FINISH F OOR 4924,00 • I V 23 LF 8' PVC I� 1 1 24 IF 6" L\ i 9 36 KECHTER RD HE A 1H510 C OP �S10HC G � COp A �' Y CF (0 SRpJ C� �C CIY C • N WAS SO 10 PQyO TR0.BY �qkC QR LOCATION TON HERON CT BROOKWATER UN OF PROJECT R ERY R FOSSE L7 SAGEWA R CT EGRET CT ROCK RK DR I, FOSSIL CREEK RESERVOIR VICINITY MAP-- NOT TO SCALE PENDING OF PON9.68 ' ELEV = 4919.68 XL � 1 ! \ T TYPE 13C INLET / TURE ; u 37 15 CDU&TS: ----- - - -- - fUTUR TEU I {LA$ M (T) I I I I I ETEN110N'PO14D � i FSMT - FES INV OUT 4917.78 i -• 1 24 LF 5' PVC\ SUMMARY RUNOFF TABLE BASIN DESIGN POINT DIRtC7 RUNOFF(CFS) CUMULATIVE RUNOFF(CFS) AI 2 0.86 8.01 0.86 8.01 A2 J 0.37 2.21 0.37 2.21 A3 4 0.60 12.55 C24 78,17 A4 5 029 335 0.40 3.89 A5 6 0.82 7.73 0,92 773 A6 7 0.11 073 0,11 073 A7 8 2.09 11.84 2.09 11.84 A8 9 1.24 18.79 2.12 20.63 A9 10 0.33 4.64 3.87 30.97 AID 11 0.70 10.57 4.56 41.36 All 12 0,89 5.50 0,89 5.50 Al2 13 0.15 0.72 0.15 0.72 RDI 14 3.29 15.98 3.29 15.98 RD2 15 1.22 5.94 1,22 5.94 A15 16 0.46 2.24 OA6 2.24 A16 17 0.13 2.80 1.13 6.20 A13 18 2.61 39.45 16.11 181.71 A14 19 0.22 3.18 233 23.21 OSl I I 292 61.07 292 fi1.07 052 20 0.19 1.14 O.i9 1.14 OS3• 21 2.38 5.44 6.1 13.58 O5/' 22 1 3.11 7.17 6.1 IJ.58 OS5 23 2.95 6.84 295 8.97 '- REPORT 010 AND 0100 f 1 �I 19 �1 Q ;I q LEGEND PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR �• •• .yt YY / EXIST INDEX CONTOUR 3<'v EXIST INTERMEDIATE CONTOUR 11111 W M 11111 MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR BASIN) - - - - - PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) -� DIRECTION OF FLOW (HISTORIC) DIRECTION OF FLOW (DEVELOPED) - BASIN DESIGN POINT A MASTER DRAINAGE STUDY BASIN IDENTIFICATION BU98LE I.0 A = MASTER BASIN DESIGNATION I.0 . AREA ACRES DRAINAGE BASIN IDENTIFICATION BUBBLE A A - DEVELOPED BASIN DESIGNATION .5 1.0 .5 - 100 YR RUNOFF COEFFICIENT 1.0 - AREA ACRES SWALE CROSS-SECTION A 0.00 A I 1 50 0 50 100 SCALE OF FEET Clly of Fat CaMn% Cdaodo PUN APPROVAL APPROVED: CITY ENGINEER DATE CHECKED BY: WATER A WASTEWATER UTILITY DATE CHECKED BY: STORMWATER UTILITY DATE CHECKED BY: PARKS AND RECREATION DATE CHECKED BY: _ TRAFFIC ENGINEER DATE FIG-1A W - - MAIM LINt Jtt Ylli-IA i ♦ ' /SASS I♦ i I elm RD7 KINARD JUNIOR HIGH SCHOOL 1.4 FINISH ( WR 4124,10 p 1 -109 LF B' PVC 23 LF 8' PVC ' I 1 I 6 A4 I 5 64 I ,24 if S- PVC 1 j 66 L( 8' PVC ® Rp RD RD :3 0 0.7x 2J B 0 .! 29 if 6' Pt / O I 12LFIYP- � 1 7ID Lf 1 'PVC I � yI'I SOCCER FIELD & TR CK DRAINAGE ESNT I .. _� FOR FUTURE DEVELOPMENT I 05% .O,W ' (n DETENTION POND DUVALL. - � �- . � .�� -� ` � AI3 WTFALL MAY 1407 EXCEED OE . A2 ,� 1 1 L 5 fi.1 2-AR HISTORICAL SFLOWSCALE Iy�' 1' I� \ .fi 1 ry £ I WDETENLETTION STRUIOND RE , lGI- -- - ' 'CS 0,T0 SWAlE I I A1.5 , I 1771E ,9 11 '..' �- �� INV Wi;4914.50 ?F' I i; 5 7.5 (I. 005% Im ••- a �� _ IR BE, LF 12" PVL 7�1.1 z3NLJNLM W �I IS ` V d LF 1 RCP : F � ■i/ _-- +t ♦ w �75 LF IS RCP \, 1 r ', I I� K ` r Ioo AR WATER SURFACE I _ELEVATION = 4925.,09._. 275 26.51-.-_. 25.5 24.5 gas- -0+35 -0+30 -0+25 -0420 -0415 -000 -0405 0+00 0405 0410 0415 DRAINAGE SWALE CROSS-SECTION A -A SCALE: HORI2. 1 10 VERT, - 1' = 5' 100 YR WATER SURFACE Y2.0 ELEYAHGN -_.4919d9_____-, -_ 2 20+ 1..-.�._._. 17.5I -0+35 -0+30 -0+25 -DI -0+15 -0410 -0105 0+00 0405 0+10 0415 0+20 DRAINAGE SW CROSS-SECTION B-B SCALE: NORQ. - 1 = 10' VERT. - I' - 5' LEGEND PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR EXIST INDEX CONTOUR EAST INTERMEDIATE CONTOUR I• I• M 111111 MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR BASIN) - - - - - PROPOSED DRAMAOE BASIN BOUNDARY ISLE BASIN) —� DIRECTION OF FLOW (HISTORIC) DIRECTION ON FLOW (DEVELOPED) BASIN DESIGN POINT MASTER DRAINAGE STUDY BASH-rDENTIFICARON BUBBLE 1.0 A - MASTER BASIN DESIGNATION 1.0 - AREA ACRES DRAINAGE BASIN IDENIIFICATII BUBBLE A A - DEVELOPED BASIN DESIGNATION .5 1.0 .5 - LOU ARRUNOFF COEFFICIENT 1.0 - AREA ACRES AA o1$WALE CROSS-SECTION JVA, b¢aPwebE '� ti v,Remd10RR1 III �' L �.. RNfa Dp,M41Y51 i � .I RwRX HfaQ,wN�mn ' 1 1r1 �I, Il ll 1 , POND SEEDETAIL SCE I FIG -IC i ,1 t Ii� d It Fa w a -i O U Lu U U z 2 O 50 0 50 100 SCALE OF FEET Z APPROVED: CITY ENGINEER GATE CHECKED BY: WATER h WASTEWATER UTNTY DATE CHECKED BY: STORMWATER UTILITY DATE CHECKED BY: PARKS AND RECREATION DATE CHECKED BY: TRAFFIC ENGINEER DATE LLJ O W Q O 2 za S co SI NON FIG-1 B -a MR sums j -EGEND IF L PROPOSED INDEX CONTOUR q PROPOSED INTERMEDIATE CONTOUR EAST INDEX CONTOUR 0 EAST 114TERMEDIATE CONTOUR 27 C DETENTION POND I In MASTER DRNIJAGE STUDY BASIN BOUNDARY (MAJOR RASH) ESM7 PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) 24" FES DIRECTION Or FLOW (HISTORIC) iNV OUT 4917.78 14 1. DIRECTION OF FLOW (DEVELOPED) I IN■i'I BASIN DESIGN POINT N LI t—A-1 N MASTER DRAINAGE STUDY BASIN IDENTIFICATION BUBBLE MATCH LINE SEE FIG- I A' t A - MASTER BASIN DESGNANON 1.0 - AREA ACRES DRAINAGE 8A9N IDENTIFICATION BUBBLE it Ii A - DEVELOPED BASIN DESIC14ATION MATCH LINE SEE FIG- 1. B !1,1 .5 -�101) YR Rumorr COEFFICIENT 1.0 AREA ACRES V SWALE CROSS-SECTION KINARD JUNIOR HIGH SCHOOL A FINISH FLOOR 492400 ji �j 23 LF B" M G LIMITS Of POND114 ELEV 4919.00 1071mmmmlw�jjjj 24 IF 5' PVC ■ am m m m M, 0 Im it 24 LF 6- PVC RD R LJ . J I 23 23 LF 8- P1!f STAGE DETENTION P0140 W/ 320 LF 12'VC k,yATER DUALITY TVOCV 044 AC -FT WOCV022AC-F1 EMERRGENCY IFILLWAY - jj 0 1 R 1S114917.9O 100-YR REWIRED3.56 AC-Fl L-200 Fl I)O-YR PROVIDED: 3.67 AC -FT CREST 4919�50 /5 1 oa-YR wcr olti-q 30 0 30. 60 12 LF 12' PVC WSE: 491&92 - - - - - - - - - - - I SCALE OF FEET TOP Of BERM. 4920�O TYPE L BURIED RIPRAP 2; /T A/ I utt1 11 1 1 c J r- - - - 11 LIMIT PONDING I V 4919.00 10' v C, DETENTION POND 70P OF PERM 49200 cmn OUTLET STRUCTURE CREST ELEV 4919.5 INV OUT 4914.03 4 Alt j I r in i ' 1 2' TtWALK 8' TREE 4 2% 2% 7 lit 1YPE L BURIED RIPRAP 2001.10,01.1 5'D 49150 — — — — — — — — — — R T 42 SPILLWAY CROSS SECTION SCALE 1:10 C 1 IT 79 J r. 00 19 City of Fort 0"3. Coionmlo PLAN APPROVAL APPROVED:— CITY ENGINEER DATE CHECKED BY. WATER & WASTEWATER UTILITY DATE CHECKED BY. STORMWATER UTILITY DATE CHECKED BY. PARKS AND RECREATION DATE CHECKED BY. TRAFFIC ENGINEER DATE CHECKED BY, — -FATE JVA, IncNIPIN810d lvssRrvaB Y . m orctX DIESIGNIED BY: m I DAWN BY: JFF CHECKEID BY: KAT me m 1252c DATE: OV1705 QMNAINC (L 00 uj Z: FE 0 L) < z o 0—j 0 z ;z co a- LLI z 0 0 Lu 0 SHIEETNO. FIG-1C , II I . _ --�IL - ��ER FIELD 5R994 A - - / 140 LF 15 RCP COS:II .1 SOFTBALL FI LD SASE, ; / / / q INLET N 146 LF 15• RCP 12' ARt( DRAIN �- ' / .p . t ` /4 LF IB' RCP 002% a t• 2a. �4§* 1 it _____ 'I I I I SOFTB LL Fl♦jLD I r..� 1 .I � � 2• J \ I \ I \ A10 L £ I FIELD INLET 5 2. ti _ 11 1 1' I R02 try FIINI$H FLO I' I -p 10; 1f TSS7a OR 4925.33 ,% to 264 lF 1! PCP j �N. I ELD I � I , 1 1 , . 1 � / 04 - H- �I It 1 1'S li (. , j n4 5 64 -� ry I -mil it % j 1 it it .. MATCH LINE SEE FIG-18 17 ` KINARD JUNIOR HIGH SCHOOL RDI 104 LF 8" PVC FINISH F OOR 4924.00 B 07% \• I. 66 LF E' PVC Q Ro RD Ro ❑ 00.7xn 24 LF 6' P_ r . • , Km THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REOUIRED FOR PROTECTION FROM THE 100-YR STORM. MINMUM FINSHED FLOOR ELEVATIONS ABOVE THE 100-YR WATER SURFACE IN STREETS. CHANNELS, DITCHES, SWALES, OR OTHER DRAINAGE FACILITIES, AS ILLUSTRATED BY A MASTER GRADING PLAN ARE TO BE SHOWN. 36 9 i KECHTER RD HE P 1HSTOIE DR OE ERSTH G C� F R�OOH H�( 0 P T N WAS SO (OS Q1'p TRILBY '(qA"! a'' LOCATION TWIN HERON CT BROOKWATER USE OF PROJECT R0D CRY RD FOSSIL CT SAGEYIA R C7 EGRET CT ROCK K DR FOSSIL CREEK RESERVOIR VICINITY MAP -_ NOT TO SCALE I� �Iftl� - t.. 1111/r1 .__ NA•IrcoM=W eoee., meow Rlo:.:.161 Affi1 F. e01A14.16/ _` �I eeeQ{wlwmn PONONG ' ELEVV - 4919.68 .1 1 I� TYPE 13C INLET I ♦j aj` I1: . LURE37 �FUTUR- :� oilI;I .. �CLAS TOM (TYP _ f L_J L_ ..Ii it it'.I ETENTION'POND a 11 I ! ,I I ESM7 , I'1 FCS �INV OUT 4917.78 II24' f�mjlgl . 24 LF 5/'/PVVCC�JF\���y����� IN ii. i SUMMARY RUNOFF TABLE BASIN DESIGN POINT DIRECT RUNOPF(CFS) CUMULATIVE RUNOFF(CFS) AI 2 0,86 8.01 0.86 801 A2 3 0.37 2.21 0.37 2.21 A3 4 0.60 12.55 424 78.17 A4 5 0.29 3.35 0.40 3.89 A5 6 0.62 7.73 0.82 7.73 A6 7 0.11 073 0.11 0.73 A7 8 2.09 11.84 2.09 11.84 AT 9 1.24 18.79 212 2003. A9 10 0.33 4,64 3.87 30.97 AID II 0.70 10.57 4.58 41.36 All 12 0.89 5.50 0,89 5.50 Al2 13 0.15 0.72 0.15 0.72 RDI 14 3.29 15.98 3.29 15.98 RD2 15 1,22 5.94 1,22 5,94 A15 16 0.46 224 0,46 224 A16 17 0,13 2.80 1.13 6,20 A13 IB 2.61 39,45 16.11 181.71 A14 19 0,22 3.18 .33 23.21 OSI I 2.92 161.07 2.92 161.071 OS2 201 0.19 1.N 0.19 1.14 OS31 21 2.38 5.44 E.1 13.SB 054' 22 3.31 7.17 fi.i 13.58 OS5' 23 1 2.95 1 6,84 1 2.95 1 8.97 •- Ttsl A, UIU ANU VIW LEGEND PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR EXIST INDEX CONTOUR •5,: EXIST INTERMEDIATE CONTOUR 1111 1111 11111111 1111 1111 MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR BASIN) . . . . . . PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) -o DIRECTION OF FLOW (HISTORIC) Q DIRECTION OF ROW (DEVELOPED) BASIN DESIGN PONT A MASTER DRAINAGE STUDY BASIN IDENTIFICATION BUBBLE L0 A = MASTER BASIN DESIGNATION 1.0 = AREA ACRES DRAINAGE BASIN IDENTIFICATION BUBBLE A A - DEVELOPED BASIN DESIGNATION .5 LO .5 - 100 YR RUNOFF CDEFFICIENT 1.0 = AREA ACRES SWALE CROSS-SECTION A 0+00 A 50 0 50 IDO SCALE OF FEET APPROVED: CITY ENGINEER CHECKED BY: WATER H WASTEWATER UTILITY CHECKED BY: STORMWATER UDLIIY .CHECKED BY: PARKS AND RECREATION CHECKED BY: TRAFFIC ENGINEER CHECKED 8Y: I= J Q O U_ § W U Q co N Z = 0 0 = J Z U)LLI = IX = _ za Y Z SIHM NO. FIG-1A 0 DRAINAGE ESMT FOR FUTURE DEVELOPMENT DETENTION POND OUTFALL. OU7FAUL MAY NOT EXCEED TjyL,I 2-YR HISTORICAL PLOYS INTO SWALE MAIUM LINL btt HU-IA Al2 KINARD JUNIOR HIGH SCHOOL 104 LF 5' PVC FINISH Floop 492400 23 UP 8' PVC 6 0.7% 5 A4 64 1 1 1 1 . 24 LF 5' PVC w 66 UP 8' PVC A 24 LF 6' P8 I P I 0 07 12 IF 12' f ft #4 I I I l� SOCCER FIELD & TR CK logo 6 AT 5 1.15 86 LF 12" PVC 0 23% 5 .7 0 It p 100 YR WATER SURFACE ELEVATION = 4925.09 27.5 26,5 255 2Z5 2 3.5 -0+35 -0+30 -0+25 -0+20 -0415 -0410 -0+05 040o o+o5 oito 0,15 DRAINAGE SWALE CROSS-SECTION A -A SCALE: HORT IV VERT. 5' 100 YR WATER SURFACE ELEVATION-4919A__ 210.5 I P, 17,51 -0+35 -0+30 -0425 -0420 -0+15 -041D -0+08 0+00 0+05 0+10 0415 0+20 DRAINAGE SWALE CROSS-SECTION B-13 SCALE:_H0RiZl' = 10 VERT. - 1" 5' 9 320 LF 177 0( U 03 . Es 15' POP FED75 LF 15' RCP` 0 0.5% 0 r DE7EN7104 POND OUTLET STRUCTURE INV OU.T '41914.50 Ll 01 - lb3 7 1.1 (10, Yl R 7 raaia 7 in LEGEND PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR EXIST INDEX CONTOUR 52 EXIST INTERMEDIATE CONTOUR MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR EASN) — — — — — — PROPOSED DRAINAGE BASH BOUNDARY (SUB BASHI) DIRECTON OF FLOW (HISTORIC) DIRECTION OF FLOW (DEVELOPED) BASIN DESIGN POINT /--A'% MASTER DRAINAGE STUDY CASH IDENTIFICATION BUBBLE 1.0 A - MASTER BASIN DESIGNATION 10 - AREA ACRES DRAINAGE BASIN IDENTIFICATION BUBBLE A - DEVELOPED BASIN DESIGNATION .5 - 100 YR RUNOFF COEFFICIENT Z7 1.0 - AREA ACRES T SWALE CROSS-SECNON A Di DO A Mom. W, Fs aGIIM.l6 OESIGFIED BY: AKM 0 m" ".. JFF MCKEDIFY. KAT Me 0; 125k DATE: 011270 02005JVAINC 0- 0 0 c) — Oft Lu 0 Go to z CD _j 1 o 50 0 50 100 w 0 LL SCALE OF FEET 0 My of Fort Cdb36 C*mdo PLAN ARWAL APPROVED: CITY ENG114EER CHECKED BY; WATER & WASTEWATER UTILITY CHECKED BY, STORMWATER UTILITY CHECKED BY. PARKS AND RECREATION CHECKED BY TRAFFIC ENGINEER LJJ z of or cc LLI Ir D m 0 < Z CL 0 cf) FIG-lB 23 r $ 27 C 1 7J 7J 0. � r MATCH LINE SEE FIG-1A r MATCH LINE SEE FIG-1B _b ' KINARD JUNIOR HIGH SCHOOL FINISH FLOOR 4924,00 I l 1 ! 23 LF 5" PVC ■ 24 LF 6" PVC Rp —Rd RD Rp Rp 23 0 p ■ 23 LF B' P`•11 tl 320 LF 12' I,VC a 11 ++ t ! i ---_� ■ ! 21 WEWtm--mam I I I I I DETENTION POND ESMT 24' FES INNVV OUT 4917.78' 24 LF 5' PVC / EMERRGENCY SPILLWAY ' L-200 FT 12 ' LF 12' PVC CREST: 491950 WEE 4918.92 TOP OF BERM: RIPRAP TYPE L BURIED RIPRAP III CY I b C L F13 5 B. ,h DETENTION POND OUTLET. STRUCTURE Ih'1 `✓ __ 91 r INVjOUT 4914.03 i ■ IJ 1.1. CI?i � ■ �1 i li 11 i. � .■ li i11{ fl j I �P `I'�w■ 1{{ ' j l !I I i■ l I- 1 I I I I 1■ I I�; itj' II )'• 1� I' I LIMITS OF PONDIND .Q �; II, '■ (. f k' ELEV 4919.00 O�j is �. '■ i� �•, _ Lu LuI It '..� } I JI ) II ■ I` I I..�i ISTAGE DETENTION POND W/ 'WATER OUALITY t' ■ ;I I WOCV. 0.44 AC -FT r� I T, t• I1 , i . I:'+OCV VISE: 4916.03 K !1' i0-VA REQIRED: 2.21 AC -FT I1 ■ Iril '10-YR VISE: 491790 !^ .I 190-YR REQUIRED: 3.56 AC -FT '.AO-YR PRONDED: 3.67 AC -FT 1' I 1,11 :IDO-YR WSr 1916.92 ' �� i■...S III 4:i Illb �•I � � � 'I. f; .l I ' Ill _willeg a-m-go—god-ol 00 i ' immis 411 1 . mil! LEGEND PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR E)OSi INDEX CONTOUR EXIST INTERMEDIATE CONTOUR SIR M M MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR BASIN) — — — — — PROPOSED DRAINAGE BASIN BOUNDARY (SUB BASIN) —p DIRECTION OF FLOW (HISTORIC) Q DIRECDO14 OF FLOW (DEVELOPED) BASIN DESIGN POINT A MASTER DRAINAGE STUDY BASIN IDENTIFICATION BUBBLE KZ7 A - MASTER BASIN DESIGNATION 1.0 - AREA ACRES A DRAINAGE BASN IDENTIFICATION BUBBLE A - DEVELOPED BASIN DESIGNATION 5 I,0 .5 - 100 YR RUNOFF COEFFICIENT LO - AREA ACRES Al aOU T SCALE CROSS-SECTION l 30 0 30 50 SCALE OF FEET 10' 9' TOPC REST — 5.8' WALK B' TREE 2x xTYPE L BURIED RIPRAP 200'LdD'Wd.5D SPILLWAY CROSS SECTION D-c SCALE 1:10 i I I my N Fort Quar , Q*mdo PLAN APPROVAL APPROVED: CITY ENGINEER pATE CHECKED BYE WATER k WASTEWATER UTIUtt DATE CHECKED BY: STORMWATER UTILITY DATE CHECKED BY: PARKS AND RECREATION DATE CHECKED BY: . TRAFFIC ENGINEER DATE CHECKED BY: DATE �. COMMIX! .,m . W.N.1W1 F.: �.1WT -nRR4va.Nymm� OESIGFEDBY: ARM O: FF 171E1]fEDANNBYDBY; IGJT Jost. 125k DATE: OuFIN5 a OU Lu h U) z 0 = O O O U O zLLI En a cc o 0 a Z Z d LLI Y W 0 FIG-1C r APPENDIX B- HYDROLOGY \A N "ALL 9 C r �1t)N Mom^ ^N O1�-000NO ^ O�Oq ^ N O_ C A my NMd ^^NN NON{O^ O10b^ n G U m0 E .-GiN ^NONMNN NON �m `�" tloONdO�Oif VA0 Om <�NNMtO�I��Om Omi p m C O My^OA{yMOAAdA N t71fIN {00{OdOQhQN N�{O�)�NO� NNN�MM� {C--N UFU01 V ^ d� NNMON d0){�IO M{O GO A{ON OMO N OO N MO-WN^uioM �G^M-N^OGti 2 aN VO10 {OdOOAAOGOOOOOOdAAI�Oh ^ K d^{ V C O O N G O N O C N{ V t V N O O C^ C I^ i T E Z o0 000 n 0 n N n O 0000 N N N N A n 000 A N N N > oo N�O 0000{OO, pp N O^ 0 0 0 t+) 97"ON O O N d O N� O m O C� GOO p �- M s M m N ^NN O V H OH{OO�OGOO Jv Oie N ^O tON qqO M0 V. NOO{0 R a d O{{d��N iC v ��N ey-�O.N-NNN�MOO{O�NN {�q NONM Ec H J wggO �OCN^ W?RR . .Y)Im00000yN�-O^O OC^ C U qq oae Cd^ ^ ^ NOO^ ^ ^ ^ q b N q o pps m N W^ U NON MOONOOON y Nt01 op _ 0 C ^ ^ f�lOo ^ v �J IFF 0 m m IA {O M n N NM M O I 1II 0 N V I A O Y I N Iw O f O O l O q 01 W (O N O) { 1 R O 1 A N N N (7 A 1W {O (m N{ A N D In V O O O O O O O O O O O O O O{ O O O O O O O O O m0 O y p p � U U d Vf 000c Ci M d Im 00000000000000000 m M M M y 0 aO W of M M {7 {i tO G0 t�) c NyyjNNC'!O pc V01, NN NNmmmON NN NN{OO GND O y N U o0000000cocooccGi Gic oGiOC O n e w^^ n^ V I{ O n t D n 0 0 0 0^{ D f 0^ a D N 0 N U N H ^ NNdy ^ ^ dO GO OO^ ^ ^ ^dtOO N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (wo.wai OOmN ON^ID On 000000 d W 0{O 0O N' lua d eD lV G 00 O {G GO G u0 {C I[i Vi N mtmyy^^^^{n YI G m Oi O Oi N Yi aum 1� Ni Pa1481aM�1%Mn^c{i o V HN pMmA^N^{nm Qm ul NOS O ^ ONG'-0 {NO{dONOmOOiN�T00 o-yM Otm00 - Q~v GOO <{M�1 �Mm pyCN pQOCp^00 p�ci-; m0 GCMOd MON P o00TNdn {^ONO Omid {N�l Cli O i H b ^fin vic01 ppN NMOIO ^ rn u]Oi I Q v m^^ N m Mn d00 ON NON d d V {y O O O^ O O O O O O O O O O O O O O O O O N I D Oi i M v � vp1i uyi o � ^ Q OOOOOOOOOOOOp{�jjOO 00 00000�' �y� �v N i INDN GOO ;C n i pp n NN131nd{NOAN {{{{yyyy YA)Gy0_0O V Om.d O NtN�I Wv M M N d A H m^ WN N N m^ y Am N (I M N dd U N 1 O) O N N {M. pMOWN"ppO SO GO �m O O M {00000 m W A (OOOrtN�l00 O^ A < d 1 O y N v -A N A N N ^ A - 1 C N M GO { CID_ Go{ O o 0 0 0 0 0 n 0^ o 0 0 0 0 0 0 0 0 0 o a y A N f �v M Ol N f 0000000000000000000000000{ 0 A 0 A 8 N i C 'p i N{nd ymn000' N' d ybAGOO ^NNN ttyV � N O 1 E E� I C O N i m Z O^ N N N M d q ^aVd1a N aa�da^aaititaaaa0000mi A n 0 m M y y I ' L _W x 9 lV 1 C ' � E'Q Z Z o u O ' A o o 0 o T »oIn o 0 A wo 2 z W c 2U N ' C y y S 0 a Q 0 J J( O a M lL Iw� N O s Z C1 ) g 0 mo lJ `0 `, E ' _jM N W J W a co p m y w u d m` u .`� a�i aCi V t u u u aJj ¢ C C C - p 0 0 u o -Q u F a (Ulw) o rn a7 n N A an •- awn lane�l lelo Ri ui ao (ulw) ll E E sd oo a ( AI o N an )) 1 N ao a ci ri iri (V F (4) l6Bual a n o oNi om v (ul) ezlS adld m N N N n (%) adol w Ln n A A Ci (sjJ) MOIj U61Sad OMo ztaOV m n (W) Mol j u6lsaa N m S U) (%) adolS (Sjo)i) M m aal oo N 7 ^ an N n O � (j4N!) 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Y O O 6 (7 fn N 1411 OI 7e ( ) V.0 A ic, �? ^ 0) n O N N m m O m � N M N t+f N n N m O N m � m 7 m m O O 0 j O: (UIW) 71 in n m � m NJ N .- t7 'l O �j N M N N N OF �j N O Yi 'O Ui g 7 N W O N O 7 tp N m ° 1ua17y{ao� n a tq M M o m Ci cn umi m Ci M N R younjjom ooa oo a g o 000 000 a oo o o Joe) eai v t N ro tq o m m oDW. IT u01)eu6!Saa < ¢¢<¢a<<Q¢¢ O ' N N w<aaa0000 �O m fh V N m IT ulseqqn lulod u6lsaa N N M o n uol)eoo-I 10047S 461H iolunp pieum N c a � OI N N ro CI A N V 0 0 � � N 0 OIL v o u6jsa4 N O i i> Q 2 9 m m L° o a rS > d n a `m >. Z m u u u u u c c 9 4 Q m u o= m V H a a aw6 laneJI Ielo�Nlml I NI �I I I I I I I I ml ml I I ^I (U1W) 11 N M m m C O G O O •- E E F (sd;) /q!oola N pl m aI t7 of R (V > f (g) w6ua-1 a (u!) amS adld N m N o N m (%) adolS °3 M m m n r M 0 0 6 u61sap ro m (sp) moij ufilsad d v s co (%) adol �n (slo) a e y �+ tq n umi .r U) w M O N t m M (Jll/ul) I M Q tOD A A tOo O c r iri n of of n ui F (oe) V.J3 m r v . (uiw) o) lelo (sp)p�vngm°rUmi.o�r�oow�n�N'�u�°m�.m�� v m N t0 O m t7 U) O O O N M CV O N l4 (JaN!) 1 6 N m o m m N o m m m m N m m m m m m m m 0 m in N a m N a O m U) m O M N It '-' n of r r r of r Ui n r r of of ai of r r n vi of m r oe ( )d.3ap m m m m M m m m o N^ n N m m m m o m ry m a m o M O N n m o m m r m 0 0 0 (uNJ) 01 N m C1 .- O O O m tD (V G> O O � UJ N v fV fV Uj fV t+f (V CI U) UI td N O ., _ 1.3 m m UJ M m n m m m M m N r m m m N m m m m m m m m m m m M m m m UI m M U) r m m n m m 0 ci 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 )ue!olyaoo .. N m m U) M m n m m m M U) N n Uf m m m m m m m m m m m m m m m M m m m m m M m n m m n m m young . (38) eal V N tm0 O m Omi A O Uf N O tMD O O CV 0 .- O M O N O O O O O aD O O uogeu6isaa N0 mmMvN N(e ,NMammnmmo a a a a a a a a<«¢ ¢ a¢ ¢ 0 ulseggnS -- tr 0 0 0 {ulodu61sadcv N i Lo m nLo m uoneool loogoS L161H Jolunp pJeulm a APPENDIX C DETENTION CALCULATIONS JVA, Incorporated Job Name: Kinard Jr High 1 r r`` 1 1319 Spruce Street Job Number: 1252c f"" Boulder, CO 80302 Date: 01/19105 _ Ph: 303.444.1951 By: JFF/AKM Fax: 303.444.1957 TABLE 4 FAA VOLUME METHOD Kinard Junior High School Detention Pond Sizing 10-year C value 0.40 Area 30.25 Release Rate 2 TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 10 year Volume Cum total Detention Detention mins secs in/hr cfs) (ftA3) (ftA3) (ftA3) (ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 4.870 59.51 17853.065 600.0 17253.1 0.3961 10 600 2.524 38.55 23132 1200.0 21932.0 0.5035 15 900. 2.134 32.60 29336.582 1800.0 27536.6 0.6322 20 1200 1.944 29.69 35632.812 2400.0 33232.8 0.7629 25 1500 1.754 26.79 40187.727 3000.0 37187.7 0.8537 30 1800 1.564 23.89 43001.326 3600.0 39401.3 0.9045 35 2100 1.461 22.32 46877.982 4200.0 42678.0 0.9798 40 2400 1.357 20.72 49737.833 4800.0 44937.8 1.0316 45 2700 1.252 19.13 51638.433 5400.0 46238.4 1.0615 50 3000 1.147 17.53 52579.782 6000.0 46579.8 1.0693 .55 3300 1.043 15.93 52561.88 6600.0 45961.9 1.0551 60 3600 0.936 14.30 51469.617 7200.0 44269.6 1.0163 65 3900 1.390 21.23 82804.13 7800.0 75004.1 1.7219 70 4200 1.340 20.47 85965.992 8400.0 77566.0 1.7807 75 4500 1.200 18.33 82483.361 9000.0 73483.4 1.6869 80 4800 1.170 17.87 85782.696 9600.0 76182.7 1.7489 85 5100 1.100 16.80 85691.047 10200.0 75491.0 1.7330 90 5400 1.050 16.04 86607.529 10800.0 75807.5 1.7403 V 10 REQUIRED 77566.0 1.7807 CF AC -FT 'eak JVA, Incorporated Job Name: Kinard Jr High ?Z0 1 1319 Spruce Street Job Number: 1252c rVk%;J"I' Boulder, CO 80302 Date: 01/19/05 _ Ph: 303.444.1951 By: JFF/AKM Fax: 303.444.1957 TABLE 5 FAA VOLUME METHOC Kinard Junior High School Detention Pond Sizing 100-year C value 0.57 Historical Release Rate 5.3 Area 30.25 Release Rate 13 TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention mins secs in/hr) (cfs) (11A3 ftA3 ftA3 ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 172.15 51644.203 3900.0 47744.2 1.0961 10 600 7.720 133.57 80139.346 7800.0 72339.3 1.6607 15 900 6.520 112.80 101523.68 11700.0 89823.7 2.0621 20 1200 5.600 96.89 116264.34 15600.0 100664.3 2.3109 25 1500 4.980 86.16 129240.27 19500.0 109740.3 2.5193 30 1800 4.520 78.20 140762.89 23400.0 117362.9 2.6943 35 2100 4.080 70.59 148237.03 27300.0 120937.0 2.7763 40 2400 3.740 64.71 155295.93 31200.0 124095.9 2.8489 45 2700 3.460 59.86 161628.19 35100.0 126528.2 2.9047 50 3000 3.230 55.88 167649.02 39000.0 128649.0 2.9534 55 3300 3.030 52.42 172995.1 42900.0 130095.1 2.9866 60 3600 2.860 49.48 178133.57 46800.0. 131333.6 3.0150 65 3900 2.720 47.06 183531.56 50700.0 132831.6 3.0494 70 4200 2.590 44.81 188202.89 54600.0 133602.9 3.0671 75 4500 2.480 42.91 193081.84 58500.0 134581.8 3.0896 80 4800 2.380 41.18 197649.37 62400.0 135249.4 3.1049 85 5100 2.290 39.62 202061.19 66300.0 135761.2 3.1166 90 5400 2.210 38.24 206473 70200.0 136273.0 3.1284 95 5700 2.130 36.85 210054.36 74100.0 135954.4 3.1211 100 6000 2.060 35.64 213843.33 78000.0 135843.3 3.1185 105 6300 2.000 34.60 217995.63 81900.0 136095.6 3.1243 110 6600 1.940 33.56 221525.08 85800.0 135725.1 3.1158 115 6900 1.890 32.70 225625.48 89700.0 135925.5 3.1204 120 7200 1.840 31.83 229206.83 93600.0 135606.8 3.1131 125 7500 1.790 30.97 232269.15 97500.0 134769.2 3.0939 130 7800 1.750 30.28 236161.93 101400.0 134761.9 3.0937 135 8100 1.710 29.59 239639.48 105300.0 134339.5 3.0840 140 8400 1.670 28.89 242701.8 109200.0 133501.8 3.0648 145 8700 1.630 28.20 245348.89 113100.0 132248.9 3.0360 150 9000 1.600 27.68 249137.86 117000.0 132137.9 3.0335 155 9300 1.570 27.16 252615.41 120900.0 131715.4 3.0238 160 9600 1.540 26.64 255781.54 124800.0 130981.5 3.0069 165 9900 1.510 26.12 258636.24 128700.0 .129936.2 2.9829 170 10200 1.480 25.61 261179.53 132600.0 128579.5 2.9518 175 10500 1.450 25.09 263411.39 136500.0 126911.4 2.9135 180 10800 1.420 24.57 265331.82 140400.0 124931.8 2.8680 185 11100 1.400 24.22 268861.28 144300.0 124561.3 2.8595 V 100 REQUIRED 136273.0 3.12AA CF AC -FT 3eak JDFCD ime limit JVA, Incorporated Job Name: Kinard Jr High 1 r re l\ 1319 Spruce Street Job Number: 1252c Boulder, CO 80302 Date: 01/19/05 Ph: 303.444.1951 By: JFF/AKM Fax:303.444.1957 TABLE 6 ' Kinard Junior High School Volume & WQCV Calculations I TOTAL Areas %la I %Iwq 13175561 36.9 1 27.0 -i Extended Detention Basin - EDB 'Figure EDB-2 WQCV = a " (0.911A3 - 1.191A2 + 0.781) 40 hour drain time a = 1.0 Iwq = 0.27 WQCV= 0.14 watershed inches Design Volume = (WQCV /12) *Area ' 1.2) ' Design Volume = 0.429 ac-ft REQUIRED1 18678 f A3 jj Water Quality Outlet Structure Plate Design: Inv = 4914.35 Hwq= 4916.03 Dwq= 1.68 ft Area per row: 'Ao=Design Volume / K40 K40 = 0.013 ' DwgA2 + 0.22`Dwq - 0.10 AZ- 1.40 inA2 ' Figure 5 Hole Diameter = nc = 1 nr = 5 Steel Plate Thickness= 1/4" Total Volumes from Figure ND-1 UDFCD K40= 0.31 1.31 (1-5/16") A = 1.35 Stage Vol (co Vol AC -FT WQCV 18678 cf 0.429 ac-ft Vol 10 77566 cf 1.781 ac-ft Vol 100 136273 cf 3.128 ac-ft Vol 10+ WQCV 96244 cf 2.209 ac-ft Vol 100+ WQCV 154951 cf 3.557 ac-ft JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 TABLE 7 DETENTION POND VOLUME CALCULATION ELEVATION 4914.4 4915.0 4916.0 4917.0 4918.0 4919.0 4920.0 Job Name: Kinard Jr High Job Number: 1252c Date: 01/19/05 By: JFF/AKM WEIGHTED INCREMENTAL CUMMULATIVE AREA AVG AREA VOLUME VOLUME DEPTH S.F. S.F. C.F. C.F. 0 0.6 3,042 1,977 1,977 6,083 1.0 15,638 15,638 17,615 . 25,193 1.0 33,883 33,883 51,497 42,572 1.0 49,683 49.683 101,180 56,793 1.0 58,678 58,678 159,858 60,563 1.0 64,548 64,548 224,405 68,532 5.65 1 TOTAL CUBIC FEET 224,405 1 5.15 Ac-Ft STAGE/STORAGE STAGE CUM VOL(CF) CUM VOL(Ac-Ft) 4914.4 0 0 4915.0 1,977 0.05 4916.0 17,615 0.40 4917.0 51,497 1.18 4918.0 101,180 2.32 4919.0 159,858 3.67 4920.0 224,405 5.15 Pond Outflow 13 cis Volume Ac-Ft Surface Elev Required Vol-WQCV 18678 cf 0.43 ac-ft 4916.03 Required Vol-10* 96244 cf 2.21 ac-ft 4917.90 Required Vol-100* 154951 cf 3.56 ac-ft 4918.92 * includes WQCV Available Vol in Pond 159858 cf 3.67 ac-ft 4919.00 STAGE VS. STORAGE Pond A 4920.0 4919.0 4918.0 2 O F Q_ W W 4917.0 wW am tL Q y w 4916.0 w F Q 3 4915.0 4914.0 0 20000 40000 60000 80000 100000 120000 140000 160000 .180000 POND VOLUME(CF) JVA, Incorporated Job Name: Kinard Jr High M. % r 1 1319 Spruce Street Job Number: 1252c `J `J ' 111 Boulder, CO 80302 Date: 01/19/05 _ Ph: 303.444.1951 By: JFF/AKM Fax: 303.444.1957 TABLE 8 Kinard Junior High School Detention Pond Orifice 100-Yr Orifice Plate using Headwater above opening and Q=cA(2gH)A.5 C= 0.65 Qj00 allowable release rate= 13 cis Summary of Available Pipe Releases Water Surface Elev 4918.92 Pipe Dia I Area I Inv Elev 4914.03 18" RCP will release more than allowable -Use Orfice Plate to control flow Determine the Height of the Plate to release Allowable Flow Using the 18" RCP pipe for Area that passes Qallowable ' Q=cA(2gH)A.5 C= 0.65 Q 13 cfs c 0.65 Hhead 4.14 Needed Area 1.23 sf ' Using Area- determine Ao 1.23 sf Apipe 1.77 sf ' theta 2.234 rad Ao-calced 1.36 sf m 0.33 ft distance above(+) or below(-) center H 1.08 It Height above pipe invert Orifice Plate H A. —I A°,al z r-0 +I rsin�� I'rcos (0)J 2;r )] m = rcos(12 ) H=r+m ❑ NA, Incorporated ❑ 1VA, Incorporated O JVA, Incorporated Date: y Page: of 1319 Spruce Street 25 Old Town Square P.O. Box 1860 By: Chkd. By: Boulder, CO 80302 Suite 200 79650 US Hwy 40 Job No: 1 ZSZ G Ph: 303.444.1951 Fort Collins, CO 80524 Winter Park, CO 80482 Project: KCf NF-?-D .I12 HriW Fax 303.444.1957 Ph: 970.225.9099 Ph: 970.722.7677 Client: Fax: 970.225.6923 Fax: 970.722.7679 ❑ Preliminary ❑ Final P tFr- CkFA, C-lr7 fg- pow c> PZaI_E/A'SE P-A,-r= 2Z.�L _ 2Lp% �Jm THF-..v Ptr = SI,�¢LfS F/1L 6A2-EEI4- FL)D F(9�sT �FILINCI (,A-rJ 1qi 31kSi N �A rv\?— Pi PE ASS /4recx- OF S(.l1100 1 Z-S L f L A S)F J6kobL— 13 c.-s Mks /O /VMI,A-5LE e.L-EAsF OATS rprz- So-lovL. APPENDIX D - HYDRAULICS L 0 V M A � C_ U1 CD mOfY � Q AO LL Z Z LL '. O O A T > > c m ' N Rlz z o 0 0 O U) CO o m v `r `o �Ucivi Cy 'a�co 'L m 0 m a LL lJ 11 G. J ' E �1 00000 O CO O00 Q 0 o0 U) �o.- c.=c.00 Y � n 'm 01 c W� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 m Lc) NO cli co V FZCO�)n� m.M NmQN17o 7 7 �- MNM�M n y m co o 00000Nc0. 0 U) Cj N CD W N M N c ' rC)ra r ON 0ON0 CO0000M� 0000�rWCO(6OQf o Imo mr—:c;occ000M - w mrnrnrnrnrnrnrnrnrnrnrnmrnrrn 0.000ro000000o00rn CL 00000rn000a0000mm m M O m m U) M T M O V I- 0 0 0 0 0 0, M O o o o o o o o o o o o o o 0 o o m a v � 0 v co cn U) CO r U) r to O CO,T M N. O O Or a N U) x r r r r r M O M r N � N com a o o 0 00 M U) N O o OO� O Cl Q� U) c O •� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N To N J � 0 LOC-4 r 0 r0N; N 0 r 0 m W a c Jcn ;T� °NNa 0 c c U) al\ O N. r 000 m r m m M O O N 0m U U) ��.. U)r CO N U) O CO N CO N M O 0'It 047 c a OC 6c;4 �.-�.--N.-��.- E CD 000UO 00000 OOOO Ja Cl) 7N V mMin CD IT M MONM No c Z m m w N 000 V00O m 9 CO Mr N0•- rM CO IT Q U U) N O C000 N o O o co 0) vi o N (MO o 00 o o N cc v a° c N Cl) 7 U) CO r m 00 N M CO r co 0) CA.-- O 0 o E cc m co Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Y Y Y Y ri, ONOO W co: (A O O O c � i0 p) V U) � LL M � I,N W c) c ' m LL L O O N N O O O O w W mmmmm O Cl) 0 0 (L o000 �000 U 0000 om0Cl) m o �- (O M M O .�\... mNm r r r U) r 0 O O O � error = o 0 a U) O7m a N U) • r � d. 00 0 0 c o p 0 0 - C) m ffi a w 'O �a OD CN VMCl) to w J U) 0 0) �1. a)c N 03 U w . r O h c U) � N E o000 0 a, 0. J .='' m 0 0 't 00 y m m a y v C 0 a N N N .N 0 c m y E m z in w ai ai No Text C_ y L m p F C O L J O C O to O .- z a 0 N p p O p p p p o _ ro ta E o W 10 Cl o N O 10 o n O 07 Cl) Cl LO M ,1^+ 'a-r `•' vi c+i of vi LO N p N N N N N N N N N M O O O O O O O 0 0 Q Y n o �n in n o 0 u 0 m M Cl) M M M Cl) M M 2 Av o 0 0 0 0 0 0 0 > 0 0 0 0 0 0 0 0 00 m m N A 0 u a) c H 2 a E d J w •- N m co ao z CL � MW NTCi> < CW_ ... 00 co 00 N N N N N m m 6^ C O o N M V' N O 4'� W It O 10 O tO N M O U0 O O 0 m 0 C c > � > CO n (O N (O N � N �O � t0 M c W "" rr ao ao of o o ci N N N N m C o O O O O O O O c y E � C6 C6 � ai o 0 0 e oU o CD M co co m CD <o 0)w co w 0 O 0 oo u 0 0 0 0 0 0 0 0 3 LL E m u O N - fM0 O O G `m �% 0 0 CN o o q cn 0 0 e �O 0 0 0 0 0 0 �i n Y 0 0 0 0 0 o vi r� a 2 a o aci aci N NC E CD^ m r m M N Of to M R v O 0 n 0 co C ii 0 o�i a U) Cox 0 c 0 C 0 0 6 0 6 0 0 0 J m" b N to N m O C Z C W LL m U m J 2 N M R 10 w n e0 d F� Storm Sewer Summary Report io0-yam ve5iyr7 S><O� Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 MH1 47.01 24 c 118.0 17.78 18.16 0.322 19.76' 28.22' n/a End 2 DP 12 5.66 18 c 37.0 18.26 18.35 0.243 28.22' 28.33' 0.16 1 3 DP 11 41.36 18 c 142.0 18.26 18.97 0.500 28.22' 50.25' 4.26 1 4 DP 10 30.97 15 c 264.0 19.17 20.44 0.481 54.51 115.26* 14.85 3 5 DP 19 23.21 15 c 140.0 20.54 21.24 0.500 130.11' 148.21' 6.12 4 6 DP 9 20.03 15 c 146.0 21.52 22.25 0.500 154.33' 168.38' 2.90 5 7 DP 15/Roof Drain 3.17 8 c 41.0 20.54 21.90 3.317 130.11' 132.94' 1.28 4 8 DP 6/North Track 0.89 8 c 200.0 22.35 23.35 0.500 171.28' 172.36' 0.10 6 Project File: 1252c-100yr Storm Final.stm Number of lines: 8 Run Date: 01-18-2005 NOTES: c = circular, e = elliptical; b = box; Return period = 100 Yrs.; ' Indicates surcharge condition. Hydrafldw Storm Sewers 2003 c_ m F O cli. O rn in � J - rn M O C3 0 o ON Cb m co 01 W (0 0 (O O n O C 0 W E r N N N M N M N M N M N m Q i0 O •p C CL .�' O. 0) (0 M O 10 O O O n O O M M OO c (7 N N N N N N N N mci C N N N O M e} O N W e 06 N 06 Nco N '- J M = 6 N N COLO M N N N Oi 0 N N ' 06 06 O 0 co V (O M CV n N N N O co r co N O N n 0) N N N a} 10 (O M m m C W N N N N O m N c 1 I (m m V N N 001 (� j 06 Cd 06 N N N Z oi N N 3 m 0 Cl 0 a N M N O UO c0 V O 10 O N N M O U0 N 0. y O O 0 0 0 0. m 0 7 a m a N N C - N O co OD cO u m C m co D1 O V V N N Q/ N M co N p fM N N 6 N m F Cl _ m- y a c0 co 7 Cl)00 v v I� Un r Un O N iO - cq w ; v 10 r V V V N O O 0 O co O (l) W N O r- CM M O F V V (O V O M M -N O N M O H A= .... L C Of M O O O .- O O } (O f: n r P� n O O O O O T Cl) N M u 0 o o o a N of Cl) N of E u n r a x 0 O N N O 00 m F (O O 6 M M N O O � m Q 0 O n n M O W 0 C O O (V O O O ro E m o 0 0 0 U OMD (`9n (O10 ((q 1p 0 0 0 0 0 0 0 0 c ii m E m o a (g m n Ln 0 m o of E o m Q H 00 o I: 6 7 6 o o M c W ` U _ u O M (O N M w O O T 0 O C m O O) N Of O O 0 O N O 0 0 0 O - U N O O O O O to 11 J .�.. o a vO (0 -T 7 00 H M N .- V N m c m O m !L C O F J W y o M W .~m F, (n m c (L 0 J N Cl) V UO O f` OD Z m Z O O O O O O O O O O O O O O O O CD G" O N (D O O O O O 7 Cl) N A O N O ^ Cl) cn O m O O c0 c) C 0. .. CDf.- cD IT a- N cn N O 10 p N O) p, ^ O cOn f00 It Ci N M M O O O O O- 7 OCV) Cl) ONo V � CL"O ro NN aD u a rn O O O O 0 O O C O O O O O O O 0 _ O O O O O O O O N 4) O O O O O O O O C y O x o 0 0 0 r a cp O 3 o Cl) o con 0 con 0 con 0 E c y� 0 0 0 0 0 0 0 o Z o c Y x 0 0 0 0 to LO con to ro O N O O O O C N U U) c (m fm fm lm fm !m fm fm N O O O O O O O 0 r �y O N N N N O O p _O C O O O O O O O O m J� O O O O o O O O jp r O R CV CV CV O O O a) Q O CL m 0 0 0 0 0 0 0 0 uj c co o ri v v v o o Z z J K 7N J O O O O O o O O 0 C O Q O O O O O O F co a o ` C _ O O O O O O O O O LL < V i:r O co Oco O O O O C N a `c `c — LL O c o. = E 0 (9 (D 0 LL + -�i U cl O 0 a 0 0 ❑ d _ E a T ,�! 0 O O O O O r IT 2 a u p p o 0 0 O rn ao c O O O O O O N tD o co m rn rn rn of Cl mw V o co o cn 7 of m co o cti v Cl) I of o u Z m N u 0 O 0 O 0 0 0 0 O O o O 0 0 0 0 E jn C c c II .< '� 0 too M a) r' rn n E CDC! U °' o 0 7 M 0 r 0 0 o i n w 0 C U N A N cli Z C N O Of O ~ N O) w O Qj C '_ O ❑ ❑ ❑ O K Z iLL to m W F Co O ,j Z N Cl) O Wm co 1- 00 O_ Z C Y � al 0 C_ O J (2 O to c 00 (3) Of Z O O o- a. O O cL O ob � 0 0 W N E x o rn t[f M O to O m O n O ao M M o r0i, � � D: M M th tN O O O N N N N N N N 0 �+ 0 o Y 10 n O o O tr> O O O n O o O o u o = 0 0 = ID M Cl) M Cl) M co M M A� O O O O O O O O > O O O O O ' O O O co c a c o �D i5 U U U U U U U w a 0 u a`) T C N C a E IL J a '- N ro co m co 2 CL >>_.r Cl) 0 p� C N N 0) M C W ad Ca CD O N Ci - N N N N N 41 at tl a C O o N M V N 0 to co -T O to O to N Cl) O M O O O ci C C7 O C c > � co N to N IN to ( t j n 0 ro ai o 1 o cli N N N N E 0 O O O O O 0 0 E N ai C6 cli cli oO c pU o n v w 7 n 7 to co 0 o 0 o A u o 0 0 0 0 0 0 0 O 3 LL C m G O O Cl) 0) t0 coM W O O M � al O O N O O M O O c O Clw O O O O O O N W c = a E C�7 (�9 `c c` U(7 0) 7 ' W E r= of W ui rn v o o n .9 W a c at o�� N o to v M N � v cd rn to a r o 32 0 � 0 v 0 a 0 IT 0 I 0 o J m" M , N 7 N N 6 .�. N to N 41 o CZ c W M c N (0 U. a/ ; al J2 N M V N t0 n CD d 2y Storm Sewer Summary Report SY'Or /-7 Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 MH1 5.50 24 c 118.0 17.78 18.16 0.322 19.20 19.28 0.11 End 2 DP 12 0.92 18 c 37.0 18.26 18.35 0.243 19.39 19.39 0.01 1 3 DP 11 4.58 18 c 142.0 18.26 18.97 0.500 19.39 20.25 n/a 1 4 DP 10 3.87 15 c. 264.0 19.17 20.44 0.481 20.25 21.62 n/a 3 5 DP 19 2.33 15 c 140.0 20.54 21.24 0.500 21.62 22.09 n/a 4 6 DP 9 2.12 15 c 146.0 21.52 22.25 0.500 22.12 23.09 n/a 5 7 DP 15/Roof Drain 1.22 8 c 41.0 20.54 21.90 3.317 21.62' 22.86' n/a 4 8 DP 6/North Track 0.82 8 c 200.0 22.35 23.35 0.500 23.09 23.95 0.10 6 Project File: 1252c-2yr Storm.stm Number of lines: 8 Run Date: 01-18-2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydra0ow Storm Sewers 2003 C Y G O L m N L 0 C N O CD Z O O O O O N Cb m C m r` O (31 O 0) O IQ O m O n O m O OR O W E N N N N N N N m K O) 6 O rn )0 O O m O Ir O m CO M - O C I I o : CJ N N N N N N N C a O m O iO N N N 0) - 0 G NM MN iO � m 0 m W 0) 0) 03 O N , N N N I N M N J (7 = _ co N O 0 co to j c°)n (N0 O OR a) O) 0) O 1 N M N cn N N N N N N m y G � N N aa N U aa N cC C_ m n-• m m 0) O O N W N N N N `O m C O. co M V N N M E CD 00) ci N N N N N Z m N CNI 0 Ln U) p e ccn N 7 N M r° 6 y o 06 O o o C6 o N M C N CID y 7 C ' CID(n0 CD coco f0 OMD O N O M M N M M N O) CL jq m M m n n O N E Aw � U � t V V U7 I N m .U.. r; v v v N o 3 O A p 0 w � N co tq � (MnOf 04 N ONO to O v M N N o C � m 0) 0) O O O C N N O O vi Y y O= O O O to 7 O N 5. E m N n In c6 O O If v/ 4 o o a F o y c O O O O O O O a _ E o N 6 6 C� 6 o o d U N N n s} O O Q: x Of p F co o .- o 0 (O 0 0 0 Q 7 O7 o V O O M 3 O O C o o C O O O O O O M e O U + - m o o m o m c$ 0) rn to m 0) E d Q F o o r� N v Cd o o o c m rn I E `u O cn m It M m O O i o O C O O 01 m 0) O O N O O N O o m o O U Cl) C _ O p O O O O p O CNJ � 11 'Y r CD J M C N V 7 .- 7 O N m u) C O) O m V LL C C C F C O J W CO O N v m y (n q O. H CA C d J NM 7 !0 m n m Z m`z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m� O N O O 0 0 O O O N 9 ob m .... co rr0 LO m x O (00 It � m 5 0. 0 ai (o LO °i co (ri c W :E O O O N M M r O.- .- N .-. O (O r• 0 h CO Cl) Cl) x O OI (O 10 IT Oi Oo (7 0. 0 0 of (o to ao tO Lo L O (3) to 6— O O �7 O O N q r7 m O O 0 O 0 O O O V O O O O O O O O 0 C O O O O O O O O O O O C O O O 0 V! xx o 0 0 Cl) 0 0 0 3 U N O G O O o O 0 0 0 p 8j O 0 0 0 G/ N O� Cl)M Cl)E N o 0 o O C O O o Z O 0 0 Y x0 to tO (rr) U) in O N O O O O O N N N (0 x CY)U v - C (A (n (1) (0 N N U) U O O O O O O O O 3: a O O O O O O_ O O 0 O (V N N N e- O O >- m N C O O O O O O O O O CDO O O O jp O 7 N N (V O O p N mx o 0 0 o p O o o a (DQ o 0 0 0 0 0 0 0 o (+i v v v o oLL ui Q O O O O O O O O C C O 7 O o O O C O O O O O O .) U q� a 0 o 0 0 o p o 0 o 0 ti ` (0 0 0 0 0 0 0 ui E C7 `C `c u + a = o (9 ((9 IL o 0 0 0 0 0 0 0 c Oa v -_ 0 0 0 0 o c o o 6 N ii v O O N W O r` (h m N O m N N N GD u O C G G O O (� 11 U O O O O O O O O C u 0 0 0 0 0 0 0 0 c n O N o m I o N C4 C! 0 0) n Cl) N 0) N CO 0 —0O 0 0 0 0 0 0 E 0 o` � it T N' N N 7 C_ U N i m m Ir[ C%I• Z F U O O 0 K Z LL U to N W � O o J Z 04 m IT (n (n rn co .. a Z C U C_ o J K O UO Z O 0) (O N x 0- m a m d a n 0 ,W m E W (i N t00 � M M O N I I CM cn t7 N 0 0 N N N N N N N O a 0 o Y to n 0 0 0 cn 0 in 0 O r.- O o o 0 CI M M M M Cl) M M M 2 3 ^ 5 c 0 0 0 0 0 0 0 0 > O O O O O O O O c0 A m CL 14 N J T U U U U U U U U c G `o u N .N !. m m C N C L d J N'- N O .M- CD 'O Z >C > MnNNMM l Oi W ... 00 co co N N N N N m N 7 O 'T O O N O C 0 o Cl) N i0 C U) 10 Cl) to J N O O O O O O M C > � co N 0 M M C W "'� a0 a0 6 N ar-• N N (NV m C .E O O O O O E.m E 0. N co c+i N o 0 ci o 0 o toi u c goo M 0 =0o O O O O O O O O O O a O) A u E ro O O O) 0) (0 00 M O 0 � 0 G M `' O 0 N O O m O O -. C OOw O O O O O O YO O O O O O O N N c o, = L E U U C9 (9 c c UC0 (7 E O1 'O rn v o n C m m O N N O v N v 00 n Of O) O _ a L �^ O O O O� O O O � C C 0 c y0 7 V (6 O O N N' ' U N 04 to C N O C C Z W '- �-- M 7 to V ID N IL m U N J Z N Cl) R 10 c0 1- co d ■ Storm Sewer Summary Report /v y- Zvehl Page Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 MH1 13.79 24 c 118.0 17.78 18.16 0.322 19.26 19.97 n/a End 2 DP 12 1.83 18 c 37.0 . 18.26 18.35 0.243 19.97' 19.98' 0.02 1 3 DP 11 11.96 18 c 142.0 18.26 18.97 0.500 19.97' 21.81 0.36 1 4 DP 10 9.49 15 c 264.0 19.17 20.44 0.481 22.16' 27.87' 1.40 3 5 DP 19 6.20 15 c 140.0 20.54 21.24 0.500 29.27' 30.56' 0.44 4 6 DP 9 5.43 15 c 146.0 21.52 22.25 0.500 31.00' 32.03' 0.21 5 7 DP 15/Roof Drain 2.19 8 c 41.0 20.54 21.90 3.317 29.27' 30.62' 0.61 4 8 DP 6/North Track 0.89 8 c 200.0 22.35 23.35 0.500 32.24' 33.33' 0.10 6 r Project File: 1252c -10)T Storm.stm Number of lines: 8 Run Date: 01-18-2005 r NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition. Hydmffow St rt Sewers 2003 C Y CO O O J OT I IO O 0 0 0 0 0 0 0 N 00 m W C x O r• O O rn O In O m O In O m O O c E I I N N N N Cl) N N y cc c 1 N M 10 O On 0 CO cn M O 7 �-I I I (h Cl) cO 10 O x (� N N N N N N N O >y N Onf W to N O N N ' 0 O Of (A W CNV N M N CNO J ex N N co co In o CND cn (A Oi N n N G cD N P7 O P7 CM M In > x m N N 7 `f. INn uv. CCo N o` n co co CA O 1 O N W N N N N O > C a CD In n IT a In o In n j 7 Oo CA v N N In co 00 OD 00 O N Cl) Z O. N 7 O CO O O N O 3 o p e a Ci N In T N O !'7 N 9 0 N CJ 0 0 C7 O O Cl) O N a a m _ a N N N 5 v co o to Lo to N co OD y C m N v O n n v n m O m v P- N In o i N O n In V 6 N N O.� N 00 co co co n n O In E cc .,0. w ^ 7 v V to0 N M N .U. In h ? C N O 0 IO y r co Tcn cli V O § p CV O F C � Ill ... = c N CD co Cl) ? In O O ` M Ch Ch C6 C7 m O O } O y _ C EIT CA O CNI CD IT O 4 to C6 O C6o oIt '- rn o F m e o 0 0 0 0 n c _ E o � � � � � o o E V r n ID Io cn M o o d % o q In N O o N f' c7 O N C O 0 Go � Q G O O O O < C N n (NO O _ O O G G O O O O p m m o 0 U o Itn Cmn Ili Ili o o + o 0 0 0 0 0 0 0 d E m o u M In 0 .CO o o E ' m rn 1- In 0 o O g Q F- ao o Ir 6 v vi o o U a �u o cn m m ao O o o to rn O c Cc o Cn m rn o o O O N O O of O O p 7 co O O O O O In C*4 11 J co IT I .0 N -T v N ID y J N m v In co n co Z O '.0 7C ••C T C m_Z 0 0 0 0 0 0 O 0 o o O O O 00 y C 00 C) •' O N O O O. O O O LO O O N O n N OD R O Oo n M .M-• co M M a — O ^' v OOD U') p to f` O N t, O O p— 1, M M 0 v O O O O O G O O C A O Cl) Cl)co C14 Cl) M O W 6 cV O 0 O M a" c IT co LO lu t o co n ro � o a a— o N M M m o 0 0 0 0 0 6 0 o 0 0 0 0 0 0 0 0 0 c o 0 0 0 0 0 0 0 o c o 0 0 0 co w V _ m O Cl) C « N o O O O O o V O O O O O O O O O 0 ca ca 0 m o o con con E 0 0 0 0 0 0 0 o Z 3 0 c o 3x o otr) to to LOU') y O cV O O O O O N N N U U C YA to !A !A M M fm -(m (A O O 12 .« O O O O O O _ } O N N N N O O m C o 0 0 0 0 0 0 II ar J C0 jp 0 V' N N N O O 0 ` (7 LL N mx o 0 0 0 o O o o 0' 0 O' O 0 O O O O O O ui C t0 .LO. O M v v v O O Z J D yN 0 O 00 O J o O o o C 0 V 0 0 0 0 C CD F co a 0 0 < � �•. C O O O O O O O O IL v xa 0 co 0 a 0 0 0 0 ro 0 a — ii 1 + C G = (9 U' U' (9 y LL Z 0 O o 0 o U' U` E d� o 0 0 0 0 0 o N c 0 0 0 0 0 0 0 0 a d O M co r 0) 0) O co u u o ao It I, ao O N 0 Q N O II N O O O T d u O O O O O C u o 6 0 6 6 0 0 0 E � to In c) w o V- O N O v N N O 0 (n II O N C U N o i m p N N Z C C-4 CD N 00 D1 46 L N C = iL d O. 0- 0-0 O - O O o a' Z - LL U N m W F. C O 0 J Z N M v 0 co n Go n. Z Project = Kinard JuniorHigh ,- Inlet ID = 10,4ear Flow'- Ziegle[ Inlet -; Design- Point,21'822 -� Basin WP Lu wP 30. .H Gutter Yd Pan :OS4 wate r - Flow Direction Design Information (Input) Length of a Unit Inlet L _' ;'' .: 5.00 it Local Depression, if any (not part of upstream Composite Gutter) a,., = " ' 3 00' inches Height of Curb Opening in Inches H = , `: -6.00' inches Side Width for Depression Pan Wp = 3.00 ft Clogging Factor for a Single Unit (typical value = 0.1) Co =;' '0`10. Angle of Throat (see USDCM Figure ST-5) Theta =, 63.4;_degrees Orifice Coefficient (see USDCM Table ST-7) Cd = 6.67 Weir Coefficient (see USDCM Table ST-7) C„ _ '3.00 Total Number of Units in the Curb Opening Inlet No = ... a Weir >ign Discharge on the Street (from Street Hy) Qo = 6.8 cfs. ter Depth for the Design Condition Yd = .''` `-,.8.90 inches at Length of Curb Opening Inlet L = ` 5.00 ft )acity as a Weir without Clogging Q� 19.9 cfs gging Coefficient for Multiple Units Coef = "-1.00 gging Factor for Multiple Units Clog = '" 0.10 )acity as a Weir with Clogging Qwa = 19.0 cfs an Orifice )acity as an Orifice without Clogging Qq = 9.7 cfs )acity as an Orifice with Clogging Qua = 8.7 cfs )acity for Design with Clogging:7 cfs )lure Percentage for this Inlet = Qa 100 = C% 001% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' Project = Inlet ID = Lu Wp (.i W liiii► . WP -ate �' - - 3► <------- H Gutter Yd Pan Irate r Flow Direction gn Information (Input) th of a Unit Inlet L = 5.00 ft I Depression, if any (not part of upstream Composite Gutter) aiaai = 3.00 inches it of Curb Opening in Inches H = 6.00 inches Width for Depression Pan Wp = 3.00. ft ling Factor for a Single Unit (typical value = 0.1). C. = 0.10. of Throat (see USDCM Figure ST-5) Theta = 63.4 degrees :e Coefficient (see USDCM Table ST-7) Cd = 0.67 Coefficient (see USDCM Table ST-7) C,„ = 3.00 Number of Units in the Curb Opening Inlet No = 1 a Weir ;ign Discharge on the Street (from Street Hy) Q° = 13.6 cfs ter Depth for the Design Condition Yd = 9.30 inches al Length of Curb Opening Inlet L = 5.00.ft )acity as a Weir without Clogging Q„ = 21,.3 cfs gging Coefficient for Multiple Units Coef = 1.00 gging Factor for Multiple Units Clog = 0.10 )acity as a Weir with Clogging Qwa = 20.3 cfs an Orifice )acity as an Orifice without Clogging Q°; = 10.0 cfs )acity as an Orifice with Clogging Q. = .9.0 cis 3acity for Design with Clogging Qa h< c; 90cfs Aure Percentage for this Inlet = Qa I Q° = C% ' E ,- 66:15'. % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 7;;/./7y FoacC Cross Section Cross Section for Gutter Section .2 y/, 5>--eadl Project Description Worksheet Type Solve For Section Data 2-yearSpread 4)53 Gutter Section Spread Channel Slope 1.0000 % Discharge 2.18 cfs Gutter Width 2.00 ft Gutter Cross Slol 8.3 % Road Cross Slop 2.0 % Spread 7.60 ft Mannings Coefric 0.013 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 0+08 0+09 V: 8.0 HA N TS Title: Kinard Jr High Project Engineer: John Frazee jAl252dcalcs%flowmasteA l252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.00051 01/18/05 01:55:17 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Gutter Section E61L-EAZ ['INL-ET Project Description Worksheet 100-year Spread 0: Type Gutter Section Solve For Spread Section Data Channel Slope 0.4000 % Discharge 13.58 cfs Gutter Width 2.00 ft Gutter Cross Slol 8.3 % Road Cross Slop 2.0 % Spread 20.56 ft Mannings Coeffic 0.013 0.60 0.50 0.40 0.30 0.20 0.10 0.00 04 '�►—� t S N cr E� V\/ 6,F S 'D V-IL I I*�G1 co\I X SLY Gv rN b t-n-or-. r V:10.0N, HA N TS Title: Kinard Jr High Project Engineer: John Frazee jA1252c\calcs\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.0005] 04/05/05 05:13:21 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project = Kinard Junior High. ; Inlet ID = 10-Year Flow:- Trilby Inlet "'!-Des OS5 W Lu WP P-i<'--3► H Gutter Yd ftn gn Information (input) th of a Unit Inlet I Depression, if any (not part of upstream Composite Gutter) it of Curb Opening in Inches Width for Depression Pan ling Factor for a Single Unit (typical value = 0.1) s of Throat (see USDCM Figure ST-5) e Coefficient (see USDCM Table ST-7) Coefficient (see USDCM Table ST-7) Number of Units in the Curb Opening Inlet a Weir >ign Discharge on the Street (from Street Hy) ter Depth for the Design Condition al Length of Curb Opening Inlet )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = xvate r Flow Direction ai.) _ 3.001 inches H = 6.00 inches WP = -',. 3.00 ft Co = - 0.10 Theta = -` 63.4 degrees Cd = 0.67. Cw = 3.00 No = 1 Q. = 39 cfs Yd = 7:49 inches L = _ 5.00 ft Qw; _ 15.4 cfs Coef = ' :" 1.00 Clog = - 0.10 Qwa = -' 14.6 cfs % = 8.5 cfs Qaa = 7.7 cfs Q. cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 1 ' Project = Inlet ID = Kinard Junior -•High innx6nir'Flnw: Trilhv Inlet :"nasinn:.Pninf21 - Rasiri OR5 , .. W Lu' WP P->[---�► Yd Pan Gutter gn Information (Input) th of a Unit Inlet I Depression, if any (not part of upstream Composite Gutter) it of Curb Opening in Inches Width for Depression Pan Sing Factor for a Single Unit (typical value = 0.1) of Throat (see USDCM Figure ST-5) e Coefficient (see USDCM Table ST-7) Coefficient (see USDCM Table ST-7) Number of Units in the Curb Opening Inlet a Weir ;ign Discharge on the Street (from Street Hy) ter Depth for the Design Condition al Length of Curb Opening Inlet >acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice >acity as an Orifice without Clogging lacity as an Orifice with Clogging Percentage for this Inlet = % / Q. = water" F1nv Direction a,., = ; ,„ �:-"'3i00 inches H = `:., '" ''6.00 inches Cd = .- . 0.10 Theta =.` ` ' ;'' '634 degrees Cd = -0.67, C V =. 3.00 No = _1 Q. 6.8' cfs Yd = ;';;,, -... 8.22 inches L=` 5.00'ft Qwi = `', '- -17.7 cfs Coef = 1.00 Clog = ,:' .:, :.0;10 Qwa = ; ` 16.8 CIS Qo; = g:1 cfs Q� = ' 8:2 cfs Q. =(, 82� cfs C.% ?'*, sC10oi00j%a Note: Unless additional ponding depth or spilling,over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need fog additional inlet units. Project Description Worksheet 2-year Flow A -A Flow Element Irregular Cham Method Manning's Fort ' Solve For Channel Depth Section Data Mannings Coefficiei 0.030 Channel Slope 0.5000 % Water Surface Elev 24.00 ft _ Elevation Range 23.50 to 29.00 ' Discharge 4.24 cis Z - 7 ea- r Fl p c,) Cross Section •A -,A Cross Section for Irregular Channel n 29.00 28.50 27.50 26.50 25.50 24.50 23.50 -0+35 -0+30 -0+25 -0+20 -0+15 -0+10 -0+05 0+00 0+05 0+10 0+15 V:2.0� H:1 N TS Title: Kinard Jr High Project Engineer: John Frazee j:\1252c\calce\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.00051 01/04/05 09:43:03 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 /0,0'year Flo ie, Cross Section A 4 Cross Section for Irregular Channel Project Description Worksheet 100-year Flow A - A Flow Element Irregular Cham Method Manning's Fort Solve For Channel Depth Section Data Mannings Coefficiei 0.030 Channel Slope 0.5000 % Water Surface Elev 25.09 ft Elevation Range 23.50 to 29.00 Discharge 78.17 cfs 29.00 28.50 . 27.50 26.50 , 25.50 24.50 23.50 -0+35 -0+30 -0+25 -0+20 -0+15 -0+10 -0+05 0+00 0+05 0+10 0+15 V:2.0L�l HA N TS Title: Kinard Jr High Project Engineer: John Frazee jA1252c\calcs\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.00051 01/04/05 09:46:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 1 Page 1 of 1 Z - yea r )�:7/o r,� Cross Section 9-9 Cross Section for Irregular Channel Project Description Worksheet 2-year Flow B-B Flow Element Irregular Cham Method Manning's For? Solve For Channel Depth Section Data Mannings Coefficiei 0.040 Channel Slope 0.8000 % Water Surface Elev 18.05 ft Elevation Range 17.50 to 22.00 Discharge 6.25 cfs Xr Ili wr e, 20.50 19.50 18.50 17.50 -0+35 -0+30 -0+25 -0+20 -0+15 -0+10 -0+05 0+00 0+05 0+10 0+15 0+20 V:2.0� H:1 N TS Title: Kinard Jr High Project Engineer: John Frazee j:\1252c\calcs\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.00051 01/04/05 09:42:38 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 66708 USA +1-203-755-1666 Page 1 of 1 /oo - Yea G/0 c-. Cross Section 5- S Cross Section for Irregular Channel Project Description Worksheet 100-year Flow 8- B Flow Element Irregular Cham Method Manning's Fon Solve For Channel Depth Section Data Mannings Coefficiei 0.040 Channel Slope 0.8000 % Water Surface Elev 19.19 ft Elevation Range 17.50 to 22.00 Discharge 90.78 cfs 22.08 21.5 20.50 19.50 18.50 17.50 -0+35 -0+30 -0+25 -0+20 -0+15 -0+10 -0+05 0+00 0+05 0+10 0+15 0+20 V:2.0� HA N TS Title: Kinard Jr High Project Engineer: John Frazee j:\1252c\calcs\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 (7.00051 01/04/05 09:41:05 AM ® Haestad Methods, Inc. - 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Broad Crested Weir Project Description Worksheet Detention Pond Emerg Type Broad Crested Weir Solve For Headwater Elevation Input Data Discharge 151.70 cfs Crest Elevation 19.50 it Tailwater Elevati 17.00 It Crest Surface Tj 3ravel Crest Breadth 2.00 ft Crest Length :00.00 It Results Headwater Elevation 19.90 It Headwater Height Above 0.40 It Tailwater Height Above C -2.50 ft Discharge Coefficient 3.00 US Submergence Factor 1.00 Adjusted Discharge Coef 3.00 US Flow Area 80.0 ft' Velocity 1.90 ft/s Wetted Perimeter :00.80 it Top Width 200.00 It ',I C�FrMA-,i° 0.4 ft V:20.0L H:1 N TS Title: Kinard Jr High Project Engineer. John Frazee j:\1252c\calcs\flowmaster\1252c-kinardms.fm2 JVA, Inc FlowMaster v7.0 [7.00051 01/25/05 04:49:45 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 U IVA,Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 U JVA, Incorporated 4710 South College Ave. Suite 112 Fort Collins, CO 80525 Ph: 970.225.9099 Fax: 970.225.6923 uate: Ii„ s r rnye: V, — By: TF'G Chkd.By: Job No: L�Z.��� Project: k nA tdTL Client: ❑ Preliminary ❑ Final F+) 4-(p, l6s /S/W 0,7S- lr '173, 7S Ff) ---C z �f ), -r-(fso?c. t) zoo ig/7'1' D -t I 7,57 Z 3.. -P 4 Fv D,%7.3 = O,OP -C I , Z 4-33:F lo' ------------------------ L Lo.08f �,Ow�ve rr"w LlSz, :/04--EL47�3.��- -;ak 1319 Spruce Street 4710 South College Ave. _ 6Y: TfChkd. By: Boulder, CO 80302 Suite 112 Job No: Ph: 303.444.1951 Fort Collins, CO 80525 Project: k' /taia A -1 Fax: 303.444.1957 Ph: 970.225.9099 Client: '-� - Fax: 970.225.6923 ❑ Preliminary ❑ Final ' !/ L Y" -✓/BY/ �O YJ O% �H 1`�P 7 Sf K G�c[ /E zle 177 I -1 Y ! I ZO'^ t 6.0651 ,z)�!z.?-V j �7 % Z S/� Yilp-rn. �c..b lam. �. 4 � i� Pcsrfn •a'Fj C"Cro.4e S7� Cw LPs Z (337. z Z ��: ) _ 344'. C ' z °) Cz 7s_1i / _ 30 �G y8 /b i 2. 758 3,; -1 l I I ; I zr'9 /�.-I/l %yin i /►'1� -� i 27 se3 I 1 � S 1 f ! I I I C4c� L ��5 (✓c// , I I � , I , I APPENDIX E ADJACENT DRAINAGE REPORTS Final Drainage Study for Fossil Lake P.U.D. First Filing Fort Collins, Colorado January 28, 1999 Prepared For: The Everitt Companies Fort Collins, Colorado 80525 Prepared By: Northam Engineering Services, Inc \ 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 Phone: (97'OM1 Al58 Project Number: FLF; 9812.00 Swale 16: Q100=76.3 cfs(Design Point 16) Worksheet for Irregular Channel G Project Description Project File d:Vrojects\flflswales\fif.fm2 Worksheet Swale 16 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.017000 ft/ft Elevation range: 93.00 ft to 95.00 ft. Station (ft) Elevation (ft) Start Station 0.00 95.00 0.00 4.00 94.00 4.00 8.00 93.00 15.00 11.00 93.00 15.00 94.00 19.00 95.00 Discharge 76.30 cfs Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 94.58 ft Flow Area 14.77 ft2• Wetted Perimeter 16.05 ft Top Width 15.66 ft Height 1.58 ft Critical Depth 94.54 ft Critical Slope 0.019656 ft/ft Velocity 5.17 ft/s Velocity Head 0.41 ft Specific Energy 95.00 ft Froude Number 0.94 Flow is subcritical. End Station 4.00 15.00 19.00 Roughness 0.035 0.040 0.035 08/14/98 FlowMaster v5.13 09:53:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 -5wale 16: Q2=35.5.cfs (Design -Point 16) Worksheet for Irregular Channel I.Co Project Description Project File d:lprojectslflflswales\flf.fm2 Worksheet Swale 16 . Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.017000 ft/ft Elevation range: 93.00 ft to 95.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 95.00 0.00. 4.00 0.035 4.00 94.00 4.00 15.00 0.040 8.00 93.00 15.00 19.00 0.035 11.00 93.00 15.00 94.00 19.00 95.00 Discharge 35.50 cfs, Results Wtd. Mannings Coefficient 0.038 ' - . Water Surface Elevation 94.15 ft Flow Area 8.78 ft, Wetted Perimeter 12.51 ft Top Width 12.23 ft Height 1.15 ft Critical Depth 94.06 ft Critical Slope 0.026128 ft/ft Velocity 4.04 ftfs Velocity Head 025 ft Specific Energy 94.41 ft Froude Number 0.84 Flow is subcritical. 08/14/98 - - FlowMaster v5.13 09:52:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 km .AKE r 1 Culvert OS-1 CURRENT DATE: 08-07-1998 CURRENT TIME: 11:45:12 ' FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 C SITE DATA ' U L INLET OUTLET CULVERT V ELEV. ELEV. LENGTH -; NO. 1 (ft) 4913.70 (ft) 4912.26 (ft) 136.00 2 ^, 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) ' ELEV (ft) TOTAL 1 4913.70 10.0 0.0 4914.69 5.2 5.2 1. 1.4 '4915. (L Yt)4915.32 32 14.3 14.3 4915.78 26.8 20.8 4916.15 4916. 26.0 3. 26.0 3.2 4916.87 87 36.4 36.4 4917.31 41.6 41.6 4917.70 46.8 46.8 4917.93 52.0 47.9 4917.00 47.3 47.3 FILE DATE: 08-07-1998 FILE NAME: FLF-OS1 CULVERT SHAPE, MATERIAL, INLET i BARRELS SHAPE SPAN RISE MANNING MATERIAL (ft) (ft) n 1 RCP 2.50 2.50 .013 INLET TYPE IMPR SDT CIR FILE: FLF-OS1 DATE: 08-07-1998 2 3 4 5 6 ROADWAY ITR 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 0.00 1 0.0 0.0 0.0 0.0 0.0 3.57 30 0.0 0.0 0.0 0,0 0.0 OVERTOPPING pion SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV (ft) ERROR (ft) 4913.70 0.000 4914.69 0.000 4915-10 0.000 9915.3232 0.000 4915.7.8 .0.000 4916.15 0.000 ;® 4916.51 0.000 �'T� 4916.87 0.000 4917.31 0.000 4917.70 0.000 4917.93 -0.001 <1> TOLERANCE (ft) = 0.010, FILE: FLF-031 DATE: 08-07-1998 TOTAL FLOW % FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 5.20 0.00 0.00 10.40 0.00 0.00 14.30 0.00 0.00 20.80 0.00 0.00 26.00 0.00 0.00 31.20 0.00 0.00 36.40 0.00 0.00 41.60 0.00 0.00 46.80 0.00 0.00 52.00 0.54 1.04 <2> TOLERANCE (%)'= 1.000 No Text Final Drainage Study For i"€Honiesfead-Second Filirig= PLD Larimer County, Colorado ZiAuggs.t 22 2003 ;R; I. INTRODUCTION 1.1 Objective This report summarizes the results of the drainage analysis of both existing and developed conditions for Homestead Second Filing PD and PLD, based on design criteria adopted by Larimer County and the City of Fort Collins, Colorado. 1.2 Mapping and Surveying Topographic mapping with a contour interval of one (1) foot was provided to Northern Engineering by King Surveyors of Windsor, Colorado. King Surveyors completed topographic mapping in August 1999 and September 2002. The survey utilized City of Fort Collins Benchmark #35-94. This benchmark has an elevation of 4915.79 feet. 1.3 Site Reconnaissance The project engineer conducted a site visit in October 2002. General drainage patterns and existing land features shown in the site survey were confirmed. II. SITE LOCATION AND DESCRIPTION 2.1 Site Location Homestead Second Filing PD and PLD is located southeast of Fort Collins. The site is bounded by Kechter Road (County Road 36) on the north, Ziegler Road (County Road 9) on the east, cultivated fields to the south, and the existing Homestead. Subdivision on the west (see vicinity map). 2.2 Existing Site Description The Homestead site is approximately 22.8 acres in size and is.currently undeveloped. There is an existing irrigation ditch that runs through the middle of the site, which creates a ridge. The division between the McClellands Creek major drainage basin and the Fossil Creek Reservoir major drainage basin exists along this ridge. The north portion of the site slopes at approximately 0.6% to 1.8% to the northeast; the south portion of the site slopes at approximately 1.0% to 1.3% to the southeast. 2.3 Existing Irrigation Facilities An irrigation ditch currently runs through the middle of the site. This ditch will be replaced with piping in order to maintain the existing level of irrigation flows through the site. III. HISTORIC DRAINAGE 3.1 Major Drainage Basins A portion of the site (approximately 12.7 acres) lies within the McClellands Creek Major Drainage Basin; Final Drainage Study Homestead Second Filing PD and PLD Northern Engineering Services, Inc. Drainag'esi3asin. Detention for the McClellands Creek Basin is required with release rate of 0.5 cubic feet per second (cfs) per acre in the 100-year event and 0.2 cfs per acre in the 10-year event. {D_UFE67 i �--- _ the. ite_s,proximlty=toahe-Fossil;Creek-Reservoir.;;detention_isnot a:requirementm;theFsossil Creek Reservoir-'BAsin �� (� (Gj f�(b l—� �i2 ilC , - IJ V �-,F 3.2 Historic Drainage Patterns T))✓TAN � Kl✓LEA-Gl= Q2 Basin H1 slopes from the south to the northeast at 0.6% to 1.8%. The 2-year and 100-year discharges from Basin H1 are 4.02 cfs and 18.53 cfs, respectively. Historically, the flows from Basin H1 drained down the burrow ditches in Cornerstone Drive, under the existing culvert at the intersection of Cornerstone and County Road 9 (Ziegler Road), to the northeast corner of the Homestead Second site �nd discharged into the existing culverts under Ziegler Road. �/Io�Basin H2 slopes from the north to the southeast at 1.0% to 1.3%. The 2- and 100-year discharges from Basin H2 are 2.44 cfs and 10.99 cfs, respectively. Basin H2 historically drains via overland flows to County Road 9 and was conveyed south in the roadside ditch. 3.3 Off -Site flows Off -site runoff enters the project site from Basins 511, 512, and 513 as shown on the copy of the "McClellands Creek Master Drainage Plan Update Subbasins and SWMM Elements Exhibit", provided in Appendix A of this report. The existing conditions 100-year discharge through the project site has been taken from the McClellands Creek SWMM model, conveyance element 283. The 100-year discharge is 298.7 cfs and will be routed down Cornerstone Drive to Detention Pond 1 (see Appendix F for street capacity calculations). This flow will overtop the detention pond at an elevation of 4917.6' and go into the intersection of Ziegler. and Kechter Roads (See Appendix B for Pond 1 Spillway Exhibit). From the intersection, the flow will travel north along Ziegler Road, as it did prior to the Homestead development. All information pertaining to the McClellands Creek Basin has been obtained from "McClellands Creek Master drainage Plan Update Final Report", by Icon Engineering, dated November 30, 2000 (Reference 1). This report is currently under review by the City of Fort Collins and is considered a draft edition. IV. DEVELOPED DRAINAGE 4.1 Proposed Development The Homestead Second Filing development consists of one filing and is proposed as one phase. The proposed development will include single-family_residential lots. Tracts and outlots will be provided for open space parks and landscape areas. Detention Ponds 1 and 2, located at the northeast and southeast corners of the project, respectively, will detain developed storm flows and also provide extended detention for water quality. The adjacent half -street flows from Kechter Road and Ziegler Road will be detained in part by Detention Pond 1. As discussed in Section 4.3 of this report, some of the flows from Kechter and Ziegler Roads will bypass the pond and travel north in Ziegler Road. 4.2 Developed Drainage Basins The developed site has been broken into 11 basins. Developed stormwater from Basins 1 through 6 will be directed to Detention Pond 1, where water quality capture volume and detention volume will be ito tentionrPorid:;2�where provided. Q�vetoped s ormwater-from Basins-7, B :and 9_:witt-, dire water quality capture volume and detention volume will be provided.,. 10, ill rrelease undetained into the existing Ziegler Road (County Road 9) roadside ditch. This u ease will be compensated for in the release from Detention Pond 2. _ Northern Engineering Services, Inc. Final Drainage Study Homestead Second Filing PD and PLD 4.3 Detention Detention Pond 1 will receive developed stormwater from Basins 1 through 6. This pond has been designed with a staged release structure, allowing for no greater than 3.46 cfs to be released in the 10- year event and no greater than 8.65 cfs to be released in the 100-year event. The required volumes for the 10- and 100-year events for Pond 1 have been estimated to be 0.40 acre-feet and 1.49 acre- feet, respectively. The release rates for Pond 1 are based on 0.2 cfs/acre and 0.5 cfs/acre in the 10- year and 100-year storm events, respectively. These cfs/acre values have been taken from the Master Drainage Study for McClellands Creek Basin (Reference 1). Detention Pond 1 will release into the existing culverts under Ziegler Road. These culverts were designed with the Ziegler Road improvements for Fossil Lake Second Filing P.U.D. by Northern Engineering Services to handle the existing 10-year storm flows from the site and the off -site McClellands Creek basins, with the 100-year storm flow over -topping the road and being conveyed north in Ziegler Road. Detention Pond 1 will also receive drainage from the adjacent half streets of Ziegler Road and Kechter Road. This is in order to fulfill City of Fort Collins requirements for detention of adjacent half streets. Because the Kechter Road concrete sidewalk culvert and the Ziegler Road Type "R" inlet will be installed on -grade, not in a sump, a portion of the 2-year and 100-year storm events will not be detained on -site. During the 2- year storm event, approximately 0.2 cfs and 0.3. cfs will by-pass Pond 1 from Basins 2 and 3, respectively. During the 100-year storm event, approximately 2.4 cfs and 3.8 cfs from Basins 2 and 3, respectively, will by-pass Pond 1 and will flow north in Ziegler Road. Detention Pond 1 will serve the purpose of enhancing water quality prior to storm discharge from the site. Detention Pond 2 will receive developed stormwater from Basins 7, 8, and 9. As discussed previously, Pond 2 is located in the Fossil Creek Reservoir Basin; detention is not required by the master plan for this basin: However, in order to maintain downstream capacity in the roadside ditch along Ziegler Road, Pond%2 hassebeen�designed with,a release'strticture toclimrt_the.releasesin_the_t00=year•_stortn event-to.3-.,4cfs(e�=Appendix,-B).,�Based on the maximum release rate of 3.4 cfs during the 100-year event, Pond 2 will require a 100 year detention volume of 0.38 acre-feet (see Appendix B). Detention Pond 2 will also serve the purpose of enhancing water quality prior to storm discharge from the site by providing extended detention. The pond volume for the 100 year detention and water quality capture o volume increases the total required pond volume to 0.47 acre-feet. V. HYDROLOGIC ANALYSIS 5.1 Design Criteria Design criteria contained in the Larimer county �,tor 3), the City of Fort Collins Storm Drainage Design Cr Draina eg Criteria Manual by the Urban Drainage and complied with for the final design. r Management Manual, (LCSMM, Reference Aanual (SDDCM, Reference 4) and Storm Control District (Reference 5) have been The Rational Method has been used to estimate peak stormwater runoff within the developed site for the initial 2-year and major 100-year design storms. Rainfall intensity data for the Rational Method has been taken from the City of Fort Collins Rainfall Intensity -Duration -Frequency Tables (See Figure 3-1 provided in Appendix A). VI HYDRAULIC ANALYSIS 6.1 Design Criteria Modeling criteria contained in the Larimer County Stormwater Management Manual (Reference 3) the City of Fort Collins Storm Drainage Design Criteria Manual, (SDDCM, Reference 4) and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 5) have been complied Final Drainage Study Homestead Second Filing PD and PLD with for the final design. Northern Engineering Services, Inc. In addition to the aforementioned criteria manuals, the following computer programs have been used for the design of inlets, swales, culverts and storm sewers: 1) "UDINLET" has been used in the design of inlets; 2) "Flowmaster" has been used in the design of all swales; 3) "Culvertmaster" has been used in the design of all culverts; 4) "StormCad" has been used in the design of all storm sewers. The FAA Method has been used to determine volume requirements for Detention Ponds 1 and 2. VII. WATER QUALITY 7.1 Design Intent and Criteria A water quality capture volume (WQCV) is proposed for both ponds to remove sediment and other pollutants from developed runoff. The WQCV will be in addition to the detention storage volume. Criteria for a 40-hour dry extended detention basin outlined in the Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices by the Urban Drainage and Flood Control District (September 1999) was used to determine the required water quality capture volume. Table 1 summarizes the WQCV results. TABLE 1 Required WQCV 8: WQCV Water Surface Elevations Required WQCV WQCV WSEL Pond (acre-ft) (ft) Pond 1 0.210 4915.4 Pond 2 0.088 4920.4 Water quality measures will be implemented for the proposed development and will include extended detention and grass -lined swales. Detention Ponds 1 and 2 have been designed according to USDCM procedures to implement extended detention in the bottom volume of each pond. Criteria contained in the Urban Storm Drainage Criteria Manual, Volume 3-Best Management Practices (Reference 5) has been used in the design of extended detention. 7.2 Grass -Lined Swales Grass -lined swales will be used to collect overland flows from roadways, yards, and outlots. The swales will be used to limit the extent of directly connected impervious areas. VIII. EROSION CONTROL 8.1 Erosion Control Plan and Criteria A temporary erosion control plan has been provided to control both rainfall and wind erosion during construction. The Erosion Control Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been referenced for this erosion control plan and the calculations are included in Appendix G. Final Drainage Study Northern Engineering Services, Inc. Homestead Second Filing PD and PLD 8.2 Rainfall Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of. temporary structural erosion control measures. Curb socks will be placed at all curb inlets. Gravel bag dikes wilt be placed at a minimum interval of 200-feet in the swales with trickle pans. Sediment traps are placed at both of the water quality structures for Ponds 1 and 2. The use of straw mulch with temporary seeding in all open,spaces will create temporary vegetative erosion control for this project until permanent landscaping can be completed. 8.3 Wind Erosion Control Plan The proposed wind erosion control plan during construction will consist of silt fencing. From the Wind Erodibility Map for Fort Collins, Colorado, the site is located in a moderate erodibility zone. Please see the Temporary Erosion Control Plan, which identifies the locations of proposed erosion control measures. IX. CONCLUSIONS 9.1 Compliance with Standards All drainage analyses have been performed according to the Larimer County Stormwater Management Manual, the City of Fort Collins Storm Drainage Design Criteria Manual and the Urban Drainage and Flood Control District's Drainage Criteria Manual. There are no variances requested as part of the. proposed development. 1 Label I Total I Ground. I Hydraulic I Hydraulic. I System I Elevation 1. Grade I Grade I 1 ) Flow I (ft)- I Line In I Line Out I I (cfs) I I I (ft) I ----------- I (ft) --;--------I I----------I--------I----------- ( POND ONE I 3.00 1 17.30 1 15.50 1 15.50 1 DP 4 I 3.00 1 24.19 1 21.19 1 21.10 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: POND TWO Label I Number 1 Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I of I. Size I Shape (ft) I System I Velocity I Grade I Grade I 1 I Sections I I I Flow I (ft/s) I Upstream I Downstream I ( I I I I I (cfs) I I (ft) I (ft) I I--------------I----------I---------I----------I--------I--------I---------- I ----------- I ------------I STORM LINE 2 1 1 1 18 inch I Circular 1186.70 I 2.60 I 3.69 1 21.85 1 21.06 1 P-4 1 1 1 15 inch I Circular 1 36.00 1 1.10 1 2.41 1 22.00 1 21.95 1 ------------------- ---------------------------------------------------------------------------------- ( Label I Total I Ground I Hydraulic I Hydraulic I ( I System I Elevation I Grade I Grade I I Flow I (ft) I Line In I Line Out I I (cfs) I I (ft) I I (ft) I -----------I I-----------i-------- I POND TWO I I 2.60 1 -----------I----------- 23.00 1 21.06 1 21.06 1 ( INLET 2.1 1 2.60 1 27.49 1 21.95 1 21.85 1 I INLET 2.2 1 ---------------------------------------------------------- 1.10 1 27.59 1 22.04 1 22.00 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: ZIEGLER ROADSIDE DITCH 1 Label I Numbec I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I 1 I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I 1 I Sections I I I I Flow I (ft/s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I (ft) I I-------------- I ---------- 1------------ I-------------------- I-------- I -------- I---------- I----------- I ------------ I I STORM LINE 4 1 1 1 14x23 inch I Horizontal Ellipse 1 67.40 1 3.40 1 3.79 1 19.56 1 19.29 1 1 P-6 . I 1 1 14x23 inch I Horizontal Ellipse 1 40.80 1 3.40 1 3.56 1 19.92 1 19.81 1 ------------------------------------------------------------------------------------------------------------------- I Label I Total I Ground I Hydraulic I Hydraulic I ( System I Elevation I Grade I Grade I 1 ( Flow I (ft) I Line In I Line Out I I I (cfs) I I (ft) I I (ft) I -----------I I------------------------I--------I-----------I------- I ZIEGLER ROADSIDE DITCH I 3.40 1 20.50 ---- 1 19.29 1 19.29 1 1 stmh 4.1 I 3.40 1 20.90 1 19.81 1 19.56 1 1 POND TWO OUTLET 13.40 1 ----------------------------------------------------------------------- 23.00 1. 19.99 1 19.92 1 Completed: 05/22/2003 11:14:17 AM h9p HOMESTEAD SECOND FILING STORMCAD OUTPUT ;jpTO-YEAR STORM FLOWS Scenario: Base »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. Gravity subnetwork discharging at: POND ONE -------------------- »» Info Loading and hydraulic computations completed successfully. »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved.. Gravity subnetwork discharging at: POND TWO --------------------- ---------------------------- »» Info: Loading and hydraulic computations completed successfully. »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. Gravity subnetwork discharging at: Pond One West --------------- ------------------------------------------------- >>>> Info: Loading and hydraulic computations completed successfully. »» Info: Storm Line 5 Flow is Zero. >>>> Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. Gravity subnetwork discharging at: ZIEGLER ROADSIDE DITCH ----------------------------------------------------------------- »» Info: Loading and hydraulic computations -completed successfully. I Label I Total I Ground I Hydraulic I Hydraulic .I I System I Elevation I Grade I Grade I I Flow I (ft). I Line In I Line Out I I (cfs) I I (ft) I (ft) I I ----------- I I ---------------I-------- I Pond One West 1 1.60 I -----------I----------- 1 18.30 I 16.48 1 16.48 1 1 Inlet 5.1 1 1.60 1 19.90 I 16.68 1 16.63 1 1 1-1 1 0.00 -------------------------------------------------------------- 1 17.98 1 16.68 1 16.68 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: POND ONE I Label I Number I Section I Section I Length I Total I Average I Hydraulic 1 Hydraulic I I I of I Size I Shape I (ft) I System I velocity I Grade I Grade 'I t I Sections I I I I Flow I (ft/s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I (ft) I I--------------I----------I---------I----------I--------I-------- I --------.--I---------.-- I ------------I I STORM LINE 3 1 1 1 15 inch I Circular 1 144.30 I 3.00 1 6.30 I 21.10 1 -15_50 1 ---------------------------------------------------------------------------------------- -- 3 1 - � I INLET 2. .I Ai I Y INLET 2.1• G I O of Go or I Lu 0v9 OOM/ / Soy I w I NI . i l r� I I I <_ I % POND TWO I l 8 ® I NOT TO SCALE I I 6 POND TWO OUTLET P-6 I slmh ell OUTLOT B y , � I Y. Z n I A ZIECLER ROADS. E DITCH I FOSSIL LAP I FIRST FILIN I I No Text ��� � � i i % i i i i �� � R i i i■ 1 •■■* ,/ II I I 1 ■. I. LEGEND PROPOSED MIEHIEgAIE CONiWR __ _- _ O' i i II I ■ / l JZIAf / EAST INDEX CONTOUR EAST INTERMEDIATE CONTOUR ` 9M 911111 911111 M 111111111 111111111 MASTER CNNNACE STUDY BASH BgUNOARLY (MA.XH BASH) q / �27 I I ESmT l Pglp �' ! I '■ PROPOSED DRNNACE BASIN BgWDART (SUB BASH) !IS rAi I . I ■ U NNECHON OF PLOW (HS ID;Xi 24• Pm / I I '' DIRECTION Q Row(DE)EICRED) - - ■ ■ _ Hv QIT 9B0., �_ l III ■ _ ■ ■ I:. BASTE °ESRM // \�4 / /, 1 ' Ij1I I ■■ POINT E S NOY BASH DENPRCA11g1 BUBBLE A -WASIER BASIN DESIGNATION IAD •AREA ACRES �I giNNAiE BASIN IDENTIIICABON BUBBLE II ' ■ A • pEXSLOPED BASIN DESIGNATION .5 • IOB TR RUNOiF COEMCIENT i / / ' I I ■ 1.0 • AREA ACRES i / / I 1 1 1 ■ 'vTV swwE ce°ss-srnw ■ A aoo A KINARD JUNIOR HIGH SCHOOL I \y I -� ■ FINISH BOOR 4924.00 I I i \\ y �11 I I■ 1 ♦ I I I / 1 II 'II I■ I 1 23 UP BY / I 1 11 TiPOxgxG PLC 1 I �24 IF 5• PVC 1 , I■ ' '•. Ti fv 9919GO I ■ ( I I I■ I . 241P 0• M I I ■ Ie i R° ■ 1 / I I I �1 '� :� Ir 9•P'� J I ' : -5ER ILITY x PoxB III 320 V 13"1 M Iy . I AC -Fr + 1 Y Y I I YRW4A:O2.21 ACV" AM '^tom=>.• ■ 1 Bw(£NCY SPNL Y 1w WA -I- — . , I I .I I raREVUIRRED:9I fNN A 17 ■ I L•200 R 1 I w1 111 491 92 AC -PE ■ I I LF12 PYC NSE: w1092 I 1 I ■ _i .I lA WEE: 9910.92 YI uA-E a FEET 00 - --_ ; I TOP w BER9t wID.0 ) 1 ■ C6 .. ➢PE L BIHm III )I - 21 O 1 I 1■ 1 1 - If I I 1 I sIIIII AIJ 1 I IN +I1 I Plr✓DIp I 1 12�r PCIND_ VC _ j I � ID 1 11 m 1 w SIRDEIID�BcINV = 4916 ) I I■' T 1 ���� / —. wv�ar wu.BJ.• .■' 'w1B9 -1 ° 2. Ir wAix L911 I u PVC IA I ■l = 0' TREE 9 ■1 1.. 1 L I I �I i TYPE L BURIED RIPRAP I ■ ' _--'=-'=_c_c=" iwtSD 20DLaa'w.Ls'D �f LSPILLWAY CROSS SECTION c-c C RCI 4GE v., If,..� •w ., 0 ,_ _ { ` W—w—w I ,_� 19 •_—%---vM--� — �. __ jlJGTI RE I it , 1 My IMF Calcrado APPR I APPROVED: CITY ENOWER BATE CHECKED BY WATER At WASTEWATER U1Htt _ PATE CHECKED BY STORMWATER UTILITY PATE CHECKED BY: PARKS NIB RECREATION OAE CHECKED BY: TRAfEIC ENGINEER BA1E CHECKED BY'. BA,E NAP. CO PlfQ .., M M3"41995* o goo_ ecc/s 28699 PONPI R�4 DEMNEDBY. pUWN BY. JFF CHECNm BY, Iwi mcat JANA, a oL O U W x o aa, c� o =o � O = Z z� O � �uj z O no z a w Y W 0 FIG-1 G mlw�� UIx� 43 gag 27.5 25.5 255 24.5 235 -OAII -OIJO -0a25 -0A20 -0♦15 -0H0 -0P05 0100 0+05 0-10 0115 DRAINAGE SWALE CROSS-SECTION A -A AME'. HOW2. = I 70 NERL. - I' - 5' '-AINAGE SWALE CROSS-SECTION:�. LEGEND PROPOSED INDEX "T" PROPOED INTERIENATE qEPFIMB EMT INUX CGIIROUR EXIST INIENMEOMATE CUITNR WIN WIN WIN WIN WIN WIN MASTER DRAINAGE STUDY BASK BOMIDARY (MAJOR BASIN) PRMMO OOUNACE BASK BOJNDARY(SA BASK) OINECRGIJ BE FLOW(RISiOf�C) 0 ERECTION U ROW (DEVELOPED) BASK DESIGN POINT ll I® A MASTER MANAGE STUDY B(.SN IUNRFIGNUI WJBRE A - MASTER BASIN USGVTION 1.0 = AFEA ACRES A gWNAGE BASIN IDENTITICA�IGN! BU®I.E A - DENELWD BASK DESCNAOON .5 I. .5 - NO IR RUNUP COCIFIOENT 1.0 - ANA AIM A. a�TAP WALE ao MCBBN 50 0 50 I W SCALE OF FEET wl a rat wq mmORW RNI APPROVAL APRIOM D: CITY ENGINEER CHECKED BY: WATER R WASTEWATER U1W1Y CHECXED BY STgWWATER NATTY GIIEGIED BY: PAWLS AND NECREATION GIIECXED BY. TRAFFIC ENGINEER i DEPDIE " 7T UMWWBY: .iF 1 DATE Olum 1 Ei_ J O U ULU I— Q � N Z_ 2 p 0 J Q Z N 2 0� ir 00 Q pp Y O FIG-1B 'Iiil � x 1'i THE HOMESTEAD P. U. DD-------------------- JY=� O�irJi IN ' S0FlBi1LL Flgi�'- / ' I �'.�% Iw v Is• BW Y 'i A92'V I ` 'i'.120 AR4 auN 1 I I I go 0OR: THE rW OF FOUNDATION ELEVATORS SHOWN WE HE MINMI ELEVATIONS REQUIRED IM PROTECTOR ORION ED Hill OR STORM. MINIMUM FRISKED ROOM ELEVATIONS ALLOW Ti 100-1A WATER SURFACE IN STREETS. OIANNRS. INTONES, SCONES, OR BEER DRAINAGE FACIUTES, AS LLOSTRATED BY A MASER LA.AgNG PLAN ARE TO BE SHOWN. 2 FIELD q v9 / \ - I M1 i I I I c I I AIO ID NET 2. --1 -r�v�a-we FINISH FLOOR 4925.33 I I t 'Ttmiim�- qi \y1I Im J' 4ad Y 10 4 a2E - 13➢b I1 77 fi UV = 491968 I \ TARE Ex \INLET\ / 7 NRE -3) LBWS --1 r/v r' I 1 ' 1\ _ ItL_J L. m' U�2 n N' FES d •,0��, �' 1 J -/ MATCH LINE SEE FIG-1B I --- I I KINARD JUNIOR HIGH SCHOOL \y\\9\ 104 V 6• P1C 1'1 It II I SMASH OOR 4924.00 I 23 U Y PVC it an 241E 5•Ri 5� e OfE� �C ® °p 2]11p M 211E 6' P- / I I II 9 35 E0 Wm OT >i _- mt �By IlP LOGTION TM1 HET1e1 u LNW(YA1W LN BE NrotCT FOSSIL CT SAUNA CT EGRET Cl ROIX OR I FML DRUM Rep RESERVOIR VICINITY MAP - NOT TO SCALE wMMARY RUNORT TAKE BWx DEEM PONT DIRECT RUNOFFEFS) WMUAnSE RUNOFF(OS) Al 2 0.96 0.OR 601 A3 3 011 111 221 a3) 211 A3 1 a80 12% +.24 RI) M 5 0.29 3.M a40 19B A5 6 a62 ).)3 0.82 ).)3 A6 1 QII 0.)3 ail 0.)3 Al 9 1.09 11.M IN ❑.M AB 9 I.N 1L)9 2.12 20.03 A9 I0 0.33 4.M BUD X9) AID 11 0.m 10.5) 4.59 4EX All 12 0.N 150 ON 5.50 Al2 13 a15 On a15 O.n I 14 3.n 15.99 1N 1199 "IB2 - ' 15 In 5.N in 591 A15 16 0. 5 214 aw IN A16 V QI3 2W I.13 6.ID A13 16 261 X45 Tall DD.T A14 19 Mn 118 2..13 n.z1 OSI I 292 61.m 1.92 61.07 OS1 20 0.19 1.14 a19 L14 OSP 21 2JB 5.0 1 0.1 1 1156 0640 22 131 )1) 61 IBM LEGEND OPAWN BY: AFF �1 PROPOSED INDEX CONTOUR CIEOID W. MT .pBW Ili PROPOSED NIENEDMIE CORTIYJR DIE; 61mAN ENST IIMM COHERENT ©All$NAINL ENS11N1ERYEOUIE CON)WR MASTER DRAINAGE STUDY BASIN BOUNDARY (MAJOR BASIN) PROPOSED DRNNACE BASIN BOUNDARY (SIR BASIN) DIRECTOR BE FLOW (HISTORIC) DIRECTOR OF FLOW (DEWLOPED) Q BASIN DESIGN PORT J Q A MASTER DRANAGE STUDY BARN IDENTHFICATON BUBBLE 0 ~ V L0 A = MASTER BASIN DESIGNATED .. O W LD = AREA ACRES U Q DRAINAGE BASIN DENTfICATM BUBBLE Cn N A A = DEYYLOPED BASIN °ESCNATON Z 5 - IOU M RUNCfF (ELEMENT = � 1.0 = AREA ACRES J K � = O SWALE CROSS -SECTOR 8Of A. a� a: LL O J 95 6.M 29 W '- r®Oii 010 AND °100 I 1 M so D w 1OU SCAJE OG FEET Lu z O 1- Y Z s1EETxE. FIG-1A