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Home My WebLink AboutDrainage Reports - 04/16/1999Final = v� 1� RePW ' 2 FINAL DRAINAGE AND EROSION CONTROL REPORT HARMONY VILLAGE P.U.D. 1 1 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL REPORT HARMONY VILLAGE P.U.D. Prepared for: Dial Companies 11506 Nicholas St., #200 Omaha, Nebraska 68154 (402)493-2800 Prepared by: JR Engineering, Ltd. 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970)491-9888 November 6, 1998 Revised January 6, 1999 Revised February 6, 1999 Revised April 7, 1999 Job Number 9168.00 No Text I 1 1 TABLE OF CONTENTS PAGE TRANSMITTAL LETTER..............................................................................................................i TABLEOF CONTENTS................................................................:...............................................ii VICINITYMAP.............................................................................................................................iv 1. INTRODUCTION.................................................:............................................................. I 1.1 Project Description..................................................................................................1 1.2 Existing Site Characteristics....................................................................................1 1.3 Purpose and Scope of Report ...................................................................................1 1.4 Design Criteria.........................................................................................................1 1.5 Master Drainage Basin............................................................................................2 2. HISTORIC (EXISTING) DRAINAGE...............................................................................2 3. LOCAL DEVELOPED DRAINAGE DESIGN..................................................................3 3.1 Method.....................................................................................................................3 3.2 General Flow Routing............................................................................................. 3 3.3 Proposed Drainage Plan........................................................................................... 3 3.4 Hydrologic Analysis of the Proposed Drainage Conditions....................................6 3.4 Allowable Street Flow Capacities...........................................................................7 3.6 Storm Drainage Structures....................................................................................... 8 4. REGIONAL DRAINAGE EVALUATION........................................................................9 4.1 Detention Pond Design............................................................................................9 4.2 Variances...............................................................................................................12 5. EROSION CONTROL......................................................................................................12 5.1 Erosion and Sediment Control Measures..............................................................12 5.2 Dust Abatement.....................................................................................................13 5.3 Tracking Mud on City Streets................................................................................13 5.4 Maintenance...........................................................................................................13 5.5 Permanent Stabilization.........................................................................................13 5.6 Variances Requested..............................................................................................14 6. MISCELLANEOUS..........................................................................................................14 6.1 Irrigation Ditches...................................................................................................14 6.2 Maintenance Agreements......................................................................................14 7. REFERENCES..................................................................................................................15 t APPENDIX A MAPS AND FIGURES APPENDIX B ' HYDROLOGIC & STREET CAPACITY CALCULATIONS ii 1 APPENDIX C INLET & SWALE CALCULATIONS ' APPENDIX D STORM PIPE & RIP RAP CALCULATIONS APPENDIX E DETENTION POND DESIGN APPENDIX F ' EXISTING MCCLELLANDS BASIN REGIONAL MODEL 100-YR SWMM INPUT AND OUTPUT APPENDIX G ' REVISED MCCLELLANDS BASIN REGIONAL MODEL 100-YR SWMM INPUT AND OUTPUT. APPENDIX H ' REVISED MCCLELLANDS BASIN REGIONAL MODEL 10-YR SWMM INPUT AND OUTPUT ' APPENDIX I EROSION CONTROL APPENDIX J EXCERPTS FROM OTHER REPORTS [I t 1 1 [I 1 1 1 1 i. oYwn. c 1. M.. IbnOlan CI 1 Ywrauu Cl a clElln a uYY. f%K R AD f °' aw.reP, o ' U a 4 U Q f d C i Pq =l een CI ; Q pA ; ,,, 0 PROJECT � cl, ado cttt LOCATION LLd m VICINITY MAP APPROXIMATE SCALE: 1" = 2000' INTRODUCTION ' 1.1 Project Description ' Harmony Village P.U.D. is a proposed 33-acre commercial and assisted living development. The commercial portion consists of a movie theater, bank, restaurants, office space, and miscellaneous retail space. The site lies in the Northeast One -Quarter of Section 6, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort ' Collins, Larimer County, Colorado. More specifically, the site is bounded by Harmony Road on the north, Timberline Road on the east, Harmony Crossing subdivision on the south and Union Pacific Railroad to the west. A location map is located in Appendix A and after ' the Table of Contents. ' 1.2 Existing Site Characteristics ' The site is primarily covered with native grasses and farmland and drains in a southeasterly direction 1 2 The at a to percent slope. soil on the site is Nunn clay loam as shown on the soil map included in Appendix A (USDA SCS, 1980). Nunn clay loam consists of nearly ' level soils on high terraces and fans. Pertinent characteristics of this soil include slow to medium runoff, a slight hazard of wind erosion, and a moderate hazard of water erosion. ' Nunn clay loam is categorized in Hydrologic Group C. ' 1.3 Purpose and Scope of Report This report defines the proposed final drainage and erosion control plan for Harmony Village ' P.U.D. The plan includes consideration of all on -site and tributary off -site runoff and the design of all drainage facilities required for this development. ' 1.4 Design Criteria ' This report was prepared to meet or exceed the submittal requirements established in the City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD) dated 1984, developed by the Denver Regional Council of ' Governments has been utilized. 1 II 1 Local drainage facilities were designed to convey peak flows from the 100-year storm event ' calculated using the Rational Method. Regional hydrology was evaluated using UDSWM2- PC Rainfall/Runoff Prediction and Watershed Simulations Program (SWMM) endorsed by the Urban Drainage and Flood Control District 1.5 Master Drainage Basin Harmony Village P.U.D. is included in the McClellands Drainage Basin. The master study ' for this area is the "McClellands Basin Master Drainage Plan" by Greenhorn and O'Mara, Inc., 1986. Harmony Village is sub -basin 301 and the detention pond associated with ' Harmony Village P.U.D. is conveyance element 301 of the most recent SWM model for the McClellands Basin, dated July 1997. 2. HISTORIC (EXISTING) DRAINAGE ' The historic (existing) flows for this site consist of the flows from the site. There are no off - site flows entering the property. The drainage pattern for the property is via overland flow in a southeasterly direction at approximately 1- percent slope. ' The existing drainage from the existing warehouse site to the west of Harmony Village P.U.D. is routed southerly in an existing swale around the east edge of the warehouse site ' onto the Harmony Village P.U.D. property, diverted westerly to the railroad right-of-way, diverted southerly and conveyed along the railroad tracks to an existing downstream ' detention pond. This drainage pattern is being maintained with the development of the Harmony Village P.U.D. site. ' Note: The release rate for the detention pond was limited to 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year event in accordance with the "McClellands ' Basin Master Drainage Plan". Therefore, historic (existing) runoff calculations are not included as part of this report. 1� 2 1 I I� 1 1 t 1 3. LOCAL DEVELOPED DRAINAGE DESIGN 3.1 Method The Rational Method was used to determine both the 10-year and 100-year flows for the sub - basins indicated in this drainage report. A detailed description of the hydrologic analysis is provided in Section 3.4 of this report. 3.2 General Flow Routing Flows within this site will take the form of overlot, swale, gutter, and pipe flow. The existing drainage patterns have been maintained where possible. All grading has been designed to carry flows away from structures to the proposed drainage facilities. The proposed drainage facilities for this site consist of proposed sump inlets, curb cuts, swales, drainage pipes and a box culvert. The majority of the site will drain to the proposed detention pond located in the southeast corner of the property. The detention pond outlets to the existing storm system for the Harmony Crossing Subdivision located to the south. Flows from Harmony Village P.U.D. and Harmony Crossing enter the McClellands Drainageway and eventually reach the Cache La Poudre River. The southern portion of the site was included in the detention calculations and drainage report for Harmony Crossing. This includes the assisted living area, Wilmington Drive, the tot lot, and the western parking lot. This area will be free released to the south and detained in the existing pond for Harmony Crossing as stated in the Final Drainage and Erosion Control Study for Harmony Crossing, P.U.D. (RBD, 1994). 3.3 Proposed Drainage Plan ' A qualitative summarization of the drainage patterns within each sub -basin and at each design point is provided in the following paragraphs. Discussions of the detailed design of tdrainage facilities identified in this section are included in the following sections. Runoff from Subbasin 101 is conveyed via sheet flow, gutter flow and through ' cross -pans to a proposed sump condition curb cut located at Design Point 1. The curb cut outlets into a proposed grouted boulder channel in Subbasin 105, the upper portion of the large detention pond (Pond B). 1 3 ' Note: The proposed curb cut is designed to intercept the minor storm runoff. During ' events greater than the major storm, the additional flows will overtop the curb and outfall into the aforementioned grouted boulder channel (located within the upper portion of the large detention pond (Pond B). ' Runoff from Subbasin 102 is conveyed via sheet flow and gutter flow to a proposed curb cut located at Design Point 2. The curb cut outlets into a proposed concrete ' channel in Subbasin 105, the upper portion of the large detention pond (Pond B). Runoff from Subbasin 103 is conveyed via gutter flow along the west side of Timberline Road to a curb cut and sidewalk culvert at Design Point 3 and into Subbasin 105. Runoff from Subbasin 104, which includes a portion of Timberline and Harmony Road, is conveyed via sheet flow and gutter flow to a proposed curb cut located at Design Point 4. The curb cut outlets into a proposed concrete channel in Subbasin 105, the upper portion of the large detention pond (Pond B). ' Runoff from Subbasin 105, the upper portion of the large detention pond (Pond B), is conveyed via sheet flow and concrete pan/channel flow to a proposed box culvert located at Design Point 5. The flow will be routed under Timberwood Drive into ' Subbasin 110 (the main portion of the detention pond, Pond A) through the proposed box culvert. t Runoff from Subbasin 106 is conveyed via sheet flow and gutter flow to a proposed curb cut located at Design Point 6. The curb cut outlets into a proposed concrete channel in Subbasin 105, the upper portion of the large detention pond (Pond B). ' Runoff from Subbasin 107, the north portion of Timberwood Drive, is conveyed via sheet flow and gutter flow to a proposed sump condition inlet at Design Point 7 ' located on the north side of the entrance from Timberline Road. The inlet connects directly into the proposed box culvert under Timberwood Drive, which outlets into ' Subbasin 110, the large detention pond (Pond A). Runoff from Subbasin 108, the south portion of Timberwood Drive, is conveyed via ' sheet flow and gutter flow to a proposed sump condition inlet culvert at Design Point 8 located on the south side of the entrance from Timberline Road. The inlet connects directly into the proposed box culvert under Timberwood Drive, which outlets into ' Subbasin 110, the large detention pond (Pond A). Runoff from Subbasin 109 is conveyed via sheet flow and gutter flow to a proposed ' sump condition inlet at Design Point 9. This inlet outfalls into a proposed underground storm sewer pipe that outlets into Subbasin 110, the large detention pond (Pond A). 1 4 1 Runoff from Subbasin 110, the large detention pond (Pond A) is conveyed to the ' outlet structure in the southeast corner of the said pond at Design Point 10. (See below for discussion of Detention Pond.) ' Subbasin 111 includes the west half of Timberline Road adjacent to the southerly portion of Harmony Village P.U.D. Runoff is conveyed via gutter flow along the west side of Timberline to an existing detention pond in the southeast corner of Harmony Crossing as described in the approved drainage report for that development. Calculations in Appendix C show that the additional flow to the 10' curb inlet will not exceed its capacity for the 100-year event. ' Subbasin 112 is conveyed via sheet flow and gutter flow to a proposed curb cut located at Design Point 12. The curb cut outlets into a proposed concrete channel in ' Subbasin 105, the upper portion of the large detention pond (Pond B). r 1 1 1 Runoff from Subbasin 113, is conveyed via sheet flow and gutter flow to a proposed sump condition inlet on the east side of Delany Street south of Timberwood Drive at Design Point 13. The inlet outfalls into a proposed underground storm sewer pipe system that outlets into Subbasin 110, the large detention pond (Pond A). Any flow that is unable to enter the inlet during the 100-year event will proceed easterly into the proposed parking lot via sheet flow and gutter flow to the proposed inlet in Subbasin 109. Runoff from Subbasin 114, is conveyed via sheet flow and gutter flow to a proposed sump condition inlet on the east side of parking lot adjacent to Delany Street south of Timberwood Drive at Design Point 14. The inlet outfalls into a proposed underground storm sewer pipe system that joins the storm sewer pipe from Subbasin 113 and outlets into Subbasin 110, the large detention pond (Pond A). If any clogging of the inlet occurs, the runoff will begin to pond in the parking lot until it begins to flow out the entrance to Delany. At this point, the runoff will flow easterly across Delany Drive toward Design Point 13 in Subbasin 113. The excess flow proceeds east into the proposed parking lot via sheet flow and gutter flow to the proposed inlet in Subbasin 109. Runoff from Subbasin 115 is conveyed via sheet flow and gutter flow south along Delany Drive to Design Point 15. From here, runoff is conveyed to the existing detention pond in the southeast corner of Harmony Crossing as described in the approved drainage report for that development. Runoff from Subbasin 116 is conveyed via sheet flow and gutter flow to Wilmington Drive. Flows are conveyed easterly along Wilmington Drive to Delany Drive within Harmony Crossing at Design Point 16. The flows are then conveyed to the existing detention pond in the southeast corner of Harmony Crossing as described in the approved drainage report for that development. 5 I� I Runoff from Subbasin 117 is conveyed via sheet flow southerly to a proposed swale north of Harmony Crossing, diverted easterly and conveyed to a proposed curb chase that outlets onto Delany Drive at Design Point 17. The flows are then conveyed to the existing detention pond in the southeast comer of Harmony Crossing as described in the approved drainage report for that development. Runoff from Subbasin 118 is conveyed via sheet flow and gutter flow southeasterly to a curb cut and chase that outlets onto Wilmington Drive in Subbasin 119. Runoff from Subbasin 119 is conveyed via sheet flow and gutter flow to Wilmington Drive, diverted southerly and conveyed along Wilmington Drive into Harmony Crossing at Design Point 19. The flows are then conveyed to the existing detention pond in the southeast comer of Harmony Crossing as described in the approved drainage report for that development. Runoff from Subbasin 120 is conveyed via sheet flow and concrete pan/channel flow southeasterly to an inlet at Design Point 20. From here the piped flow joins that from Subbasin 110 in the outlet structure. Runoff from Subbasin OS-1 which includes offsite flows from the warehouse is conveyed via sheet flow and gutter flow southwesterly to Design Point 0-1 and a proposed trickle channel and culvert pipe. This culvert pipe outlets into the existing channel and maintains the historic drainage pattern. ' Runoff from Subbasin OS-2 which includes offsite flows from the warehouse is conveyed via sheet flow and channel flow southerly to Design Point 0-2 as it has done historically. ' 3.4 Hydrologic Analysis of the Proposed Drainage Conditions I 1 7 The Rational Method was used to determine both 10-year and 100-year peak runoff values for each sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is based on the Rational Formula, Q = CfCIA (1) where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The frequency adjustment factor, Cf, is 1.0 for the initial 10-year storm and 1.25 for the major 100-year storm. The runoff coefficient is dependent on land use or surface characteristics. r 1 H [1 1 1 The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The following equation is used to determine the time of concentration tc=t;+tj (2) where tc is the time of concentration in minutes, ti is the initial or overland flow time in minutes, and tt is the travel time in the ditch, channel, or gutter in minutes. The initial or overland flow time is calculated with the SDDCCS Manual equation: t; = [1.87(1.1- CCr)Losi/(S)0.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Cr are as defined previously. All hydrologic calculations associated with the sub -basins shown on the attached drainage plan are included in Appendix B of this report. 3.5 Allowable Street Flow Capacities Allowable street flow capacities for Wilmington and Delany were calculated using City of Fort Collins standards. The allowable street capacity is not exceeded during the 10-year and 100-year event. (See Appendix B for Calculations.) Portions of Delany Drive and nearby parking lots will be within the 100-year inundation area including an area near design point 1, which contains a crosswalk. The crosswalk will be under water for a minimal amount of time during the 100-year event. Elevating the crosswalk will not stop the problem, rather, it would create another problem. The elevation would create an obstacle for the runoff, such that the runoff would pond at the high side of the crosswalk until overtopping occurred. If this were to occur, the curbs would also be overtopping and creating a larger problem. Therefore, an elevated crosswalk was rejected for the site due to hydraulic problems. This situation is illustrated in Figure 3.1. 7 H 1 1 1 1 1 Figure 3.1 Elevated crosswalk and resulting flow pattern. 3.6 Storm Drainage Structures Inlets were sized using the computer program UDINLET that was developed by James C. Y. Guo of the University of Colorado at Denver. Computer output files for the inlet sizing are provided in Appendix C of this report. Most inlets and curb cuts are designed to convey the 100-year peak flows. In cases where the curb cut is submerged during the 100-year storm (such as at DP 2, 4, 6, 9 and 12) the curb cut is designed to pass only the 10-year storm. In locations where inlets are designed for the 10-year storm, the overflow swale is designed to convey 133% of the peak 100-year flow. All inlet locations and sizes are shown on the Final Drainage and Erosion Control Plan for the construction of this project. Storm pipes were sized using FlowMaster and StormCAD computer programs. The box culvert connecting the detention pond areas was sized to handle peak 100-year flow without being pressurized. Thus the box acts as an equalizer so that the ponds will act as one large detention area with the same water surface elevation. A flared end section and riprap is required at all storm sewer outfalls. Riprap is sized according to the pipe size and the flow conditions at the outlet. Guidelines from the "Urban Storm Drainage Criteria Manual" (UDFCD) were used to design the riprap at storm sewer outfalls. Calculations for storm culvert design and riprap sizing can be found in Appendix D. A summary of the storm drainage system including inlets and pipes at each design point (DP) is shown in Table 3.1. H I 1 1 1 1 Table 3.1, Drainage Summary Table Design Point Tributary Sub -basin Area (so) C (10) tc (10) (min) 0(10)tot (cis) C (100) to (100) (min) 0(100)tot (cfs) DRAINAGE STRUCTURE /REMARKS 1 101 11.72 0.72 14.4 32.06 0.89 11.6 70.4 10' Curb Cut 2 102 0.65 0.84 5.0 3.05 1.00 10.0 4.6 2' Curb Cut 3 103 0.53 0.95 5.0 2.80 1.00 10.0 3.8 5' Curb Cut & Sidewalk Chase 4 104 3.84 0.68 7.5 15.00 0.86 10.0 27.2 10' Curb Cut 105 0.66 0.13 12.4 0.35 0.16 12.4 0.7 5 101-105 + 112 17.88 0.70 18.8 42.18 0.88 18.8 84.1 2'x8' box 6 106 0.39 0.88 5.0 14.07 1.00 10.0 50.6 8' Curb Cut 7 107 0.25 0.50 5.7 0.67 0.62 10.0 1.1 Double Combination inlet 8 108 0.39 0.82 5.0 1.78 1.00 10.0 2.8 Double Combination inlet 9 109 0.60 0.64 5.9 2.04 0.80 10.0 9.2 8' Type R inlet 110 1.28 0.10 11.6 0.54 0.13 10.0 1.1 10 101-114 29.00 0.71 18.9 69.14 0.89 18.9 137.9 11 111 0.45 0.95 7.5 2.11 1.00 10.0 4.1 free release 12 112 0.48 0.91 5.0 2.45 1.00 10.0 3.4 2' Curb Cut 13 113 1.16 0.68 8.9 3.67 0.85 10.0 14.5 5' Type R inlet 14 114 6.46 0.84 16.4 19.50 1.00 14.0 39.9 15' Type R inlet 15 115 0.19 0.59 5.0 0.61 0.74 10.0 1.0 free release 16 116 2.83 0.74 8.7 9.88 0.93 10.0 18.7 free release 17 117 0.81 0.27 13.9 0.84 0.34 13.9 1.7 free release 18 118 0.88 0.95 5.0 4.66 1.00 10.0 6.3 2' Curb Cut & Sidewalk Chase 19 119 1.60 0.44 12.1 2.90 1 0.55 11.1 6.0 free release 20 120 0.10 0.10 5.6 0.05 0.13 10.0 0.1 0-1 Os-1 4.54 0.71 16.8 11.44 0.89 16.8 22.8 O-2 OS-2 1.02 0.49 10.6 2.19 0.62 10.2 27.2 ' 4. REGIONAL DRAINAGE EVALUATION 4.1 Detention Pond Design ' Detention is required and will be provided for on the Harmony Village site. The proposed detention pond area is located in the southeast corner of the site. The proposed outlet structure connects to the existing pipe under Rockport Court and outlets into an existing Swale parallel to Timberline Road that drains to the existing detention pond for the Harmony ' Crossing Subdivision. The proposed detention pond for Harmony Village consists of two areas that are interconnected by a box culvert under Timberwood Drive. The box culvert ' connecting the ponds was sized so that peak 100-year flow can pass freely without being 9 [J i 1 i 1 1 pressurized. Thus the ponds are hydraulically connected and have the same 10-year and 100- year maximum water surface elevations. In accordance with the McClellands Basin Master Drainage Plan criteria, the maximum 10- year release rate from the site is 0.2 cfs/acre and the 100-year release_is 0.5 cfs/acre. The total tributary area into the detention ponds is approximately 29 acres which results in an allowable release rate of 14.5 cfs for the 100-year event and 5.8 cfs for the 10-year event. To meet the allowable release rates, orifice plates are required for the 100-year outlet pipe and the 10-year outlet pipe. 1 Preliminary detention pond volume sizing was performed using the Rational Volumetric Method (FAA Method) and the final analysis was performed using hydrograph routing with UDSWMM. Using the FAA Method, 4.49 ac-ft of volume is needed to detain the 100-year 1 storm event and 2.40 ac-ft for the 10-year event. However, the SWMM analysis resulted in different required volumes which were used for the final design described herein. 1 [1 1 i 1 1 [1 1 1 1 The emergency overflow spillway crest elevation was set equal to the 100-year water surface elevation in the ponds since parking lot detention is utilized. All building floor elevations are at least one foot about the maximum water surface elevation in the spillway during a 100- year event. Since UDSWM2-PC was used to design the proposed detention pond, the required spillway capacity was determined by modeling a plugged outlet. Final spillway design was accomplished using the weir equation. Details are included in Appendix E. The most recent SWMM input and output files for the McClellands Basin were obtained from the City of Fort Collins Stormwater Utility (MMP-100.dat and MMP-100.out). This "Hydrologic Update to the McClellands Master Drainage Plan and Harmony Centre Master Plan" (dated July 1997 by Lidstone and Anderson) was revised to reflect the Harmony Village P.U.D. site characteristics. The assisted living area in the southerly portion of the site was included in the detention requirement for Harmony Crossing as basins 201, 202 and 203 (6.23 ac.). The RBD report for Harmony Crossing is included in the Appendix. With the Harmony Village P.U.D. proposal, basinsl15, 116, 117, 118, 119 and 120 (6.41 ac.) will be released to the Harmony Crossing Subdivision. Thus, the SWMM model for basin 302 (Harmony Crossing) was modified by increasing the area from 47.3 ac. to 47.5 ac. to reflect this change. 1 L I 11 Harmony Village P.U.D. is subbasin 301 and the proposed detention pond for Harmony Village is conveyance element 301 in the McClellands Basin Regional Model. The basin percent imperviousness was increased and the subcatchment area was decreased to reflect the proposed development and drainage conditions. The area of basin 301 was decreased from 30.2 ac to 28.54 acres and the percent impervious was increased from 45% to 71%. The conceptual rating curve for pond (301) was replaced with the proposed pond rating curve. The conceptual pond size was 3.2 ac-ft. and needed to be increased to compensate for the higher impervious area proposed for the site. The revised SWMM Model called for 4.06 ac-ft of detention for the 100-year storm event to prevent adverse downstream effects due to the proposed Harmony Village P.U.D. site. After the revisions were made, the peak flow in the swale between Harmony Village P.U.D. and Harmony Crossing decreased from 15.0 cfs to 14.1 cfs. According to the study for Harmony Crossing the swale has a design capacity of 18.56 cfs. The peak release from the Harmony Crossing detention pond decreased slightly from 35.1 cfs to 35.0 cfs. SWMM input and a summary of the output for the original McClellands Basin Regional Model is included in Appendix F and the revised model are included in Appendix G. The detention pond design is included in Appendix E. Table 4.1 gives a summary of the proposed detention pond design for the 10-year and 100-year storm events. A summary of a portion of the SWMM model output is included in Table 4.2. Max WSEL 4954.45 ft-msl 4955.50 ft-msl Detention Volume Provided 2.45 ac-ft 4.26 ac-ft Detention Volume Required 2.40 ac-ft 4.06 ac-ft Max Release Rate 5.7 cfs 14.2 cfs Max. Allowable Release Rate 5.8 cfs 14.5 cfs Outlet Conditions 27" RCP w/ 11.25" orifice 27" RCP w/ 16.0" orifice I CI Table 4.2 — Summary of SWMM Results for 100-year Event Location SWMM Element July 97 Master Plan JR Revised Master MMP-100.org Plan MMP100J7.in Harmony Village Pond 301 3.2 ac-ft, 15.1 cfs 4.1 ac-ft, 14.2 cfs detention pond peak release @ Ihr 20 peak release @ lhr min 20min Swale from Harmony Conveyance 91 15.0 cfs peak @ lhr 14.1 cfs peak @ lhr Village to Harmony 30min 30min Crossing Harmony Crossing Pond 93 5.6 ac-ft, 35.1 cfs 5.6 ac-ft, 35.0 cfs Pond peak release @ Ihr 30 peak release @ lhr min 25min McClellends Conveyance 357 298.0 cfs peak @ lhr 297.5 cfs peak @ Ihr Drainageway d/s of 50min 50min Harmony Crossing ' 4.2 Variances ' No variances are requested for the stormwater drainage facilities for Harmony Village P.U.D. 5. EROSION CONTROL 5.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of inlet filters, silt fences, straw bale barriers, a sediment trap and gravel construction entrances. (See the Final Drainage and ' Erosion Control Plan for details,) The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. A construction ' schedule showing the overall period for construction activities is contained in Appendix I and shown on the Final Drainage and Erosion Control Plan. A sediment trap shall be constructed by overexcavating the permanent detention pond located in the southeast corner of the site. Silt fences or straw bale dikes will be utilized in limited ' areas adjacent to any stripping stockpiles that are created during grading. They will also be used to slow runoff around the perimeter of the site, along the south and east property line. 1 12 ' 5.2 Dust Abatement ' During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the ' contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, ' and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under ' these specifications on right-of-way or elsewhere. 5.3 Tracking Mud on City Streets It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of - way unless so ordered by the Director of Engineering in writing. Wherever construction vehicles access routes or intersect paved public roads, provisions must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required per the detail shown on the Erosion Control Plan, with base material consisting of 67 coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 5.4 Maintenance All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Sediment traps (behind straw bale barriers) shall be cleaned when accumulated sediments equal approximately one-half of trap storage capacity. Maintenance is the responsibility of the developer. ' 5.5 Permanent Stabilization ' All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation or other permanent erosion control is installed. No soils in areas outside project street rights of way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion Icontrol (e.g. seed/ mulch,. landscaping, etc.) is installed, unless otherwise approved by the Stormwater Utility. Vegetation shall not be considered established until a ground cover is (� achieved which is demonstrated to be mature and stable enough to control soil erosion as 1 1 1 1 specified in paragraph 11.3.10 of the City of Fort Collins Storm Drainage Construction Standards. 5.6 Variances Requested There are no variances requested for the erosion control for Harmony Village P.U.D. 6. MISCELLANEOUS 6.1 Irrigation Ditches There is a section of an abandoned irrigation ditch on the north side of the site along Harmony Road. The remainder of this ditch will be removed as part of this project. Therefore Ditch Company approval will not be required. 6.2 Maintenance Agreements The developer will be responsible for the maintenance of all temporary and permanent drainage structures. is 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), May 1984. 2. "Preliminary Drainage and Erosion Control Report for Harmony Village P.U.D.", JR Engineering, Ltd., May 1, 1998, Revised July 15, 1998. 3. "Final Drainage and Erosion Control Study for Harmony Crossing P.U.D., Fort Collins, Colorado", RBD, Inc. Engineering Consultants, January 28, 1994. 4. "McClellands Basin Master Drainage Plan", Greenhorn and O'Mara, 1986. 5. Soil Survey of Larimer County Area, Colorado. United States Department of Agriculture Soil Conservation Service and Forest Service, 1980. 6. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March 1969, and Volume 3, dated September 199.2. 15 I 1 [1 1 1 1 1 1 1 1 1 1 1 1 l 1 i APPENDIX A MAPS AND FIGURES 1 1. Cacn..l.r C CI 1 Ys�mpin C, d C fu 8 6 6 p ,i 1 p x b.,; C1 i cil Q a c.o. c.. c: o- 4 cnn c' M §6 xanY.na. d R AD 6 � p � 4 U I� C d a d C, It N;C, ,;� o o PROJECT ct '° 2 LOCATION s e a q Nnl Y-b H VICINITY MAP APPROXIMATE SCALE: 1" = 2000' A -I � - is :.>Y �i ' 1r 'ram _ �"`'�' _ '� ` • � � .. � c-!�--'-_ _ _ �� `�� , is � ��, , t �, .� <;, ,�:, _ \�. - � r : t � ram..--.� '�. ^t T.__ `:. v 4 �., \ `i �''" � i �_ .. � `'^tom R'.i� •� '�\ ems- 1 � � �.�% T � �-, �=y'y. -. r t.i�..h � - � it Z - �"E f1 1 f I -. lei '' _ �' f � ` �� .` �. � � 1 � �'�� `'` .4 f�� — � .�. I 1 1 1 APPENDIX B 1 HYDROLOGIC & STREET CAPACITY CALCULATIONS 1 1 1 1 1 1 1 1 1 1 1 i 1 1 t L J ' m Q Q 1 N ui 0 Q Z ' cc C L 11 c ¢ Y Y i0 C C Y Q ¢ ; c c 0 3 Z U Q 0 o ma W a c c c R m !A 0 N E=mmmad U O U EEE 0 0 m N rJ N N N N U U x 8�mmm U U U¢ m U¢ m w w m U m �E�= U U meCL (D -em U U 'o 'o m U H~ m m m U m O N in O N cO O 0 cO .t N N O .mk .t N O p N w w w N v m pp i mO 6 wO wn 6(7 6O O N N Q p C (� O O O V w O O O O O W O 0 0 0 0 0 0) O O w N E o 0�cN,-woo 0 o N ad o 0 -.-cc10Imol 0 0 o cu o 0 o cc v o ��0 o co o- c ui coo o 8 v O 0 0 0 w w 0N g O O 0 o 00 N O co o O 00 w w o w CO o o CO o n rn (yi o (n w w 00 0 O " O 0 0 o � n N m '� w CO co w T o O coo (co w r,, u� V coC6 N O a O N O w N N 05 0 6 O a N 0 N a 5 o o v m o n o m m o rn o n o' o m °D (o E ui ui r� N w 6 6 6ui a6 t.. 6c6 0 6o6 m 6 N ,� ui o 0 N u1 w (7 O w O N O N w o O) V n u1 aa O O) n q (O n w (n w t� O W w h n N w V n v U O O O O C O O O O O O O O G O C C O O O O O O C co 0 cm r woo0 co w w N (q N wawwO w0` O v q w (0 Q 0 0 (7 O G O O C NO O (O O O O O V cq «�. A N (o 7 L+ (O n w m O N 0O ?_ 0 w n w O> O � N 7 O O O O co o 0 0 0 0 N 6 (q o O O ~ O C r OI a .- N N V In CO n w Of O N Cl) a N w n w O� N 66 O ql X 3 O co co m JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525 11 1 1 [1 1 RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: HARMONY VILLAGE PROJECT NO: 9168.00 COMPUTATIONS BY: A. REED SUBMITTED BY: JR ENGINEERING, LTD. DATE: 4/6/99 Recommended Runoff Coefficients from Table 3.3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt): Sidewalks (concrete): Roofs: Lawns (flat <2%, sandy soil): Runoff % coefficient Impervious C 0.95 100 0.95 96 0.95 90 0.10 0 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.ft) ROOF AREA (sq.ft) PAVED AREA (sq.ft) SIDEWALK AREA (sq.tt) LANDSCAPE AREA (sq.ft) RUNOFF COEFF. (C) % Impervious 101 11.72 510,668 72,426 293.451 4,010 140,781 0.72 71 102 0.65 28,175 10,098 6,202 8,367 3,509 0.84 83 103 0.53 22,982 0 22,982 0 0 0.95 100 104 3.84 167,488 7,018 106,778 1,307 52.385 0.68 68 105 0.66 28,696 0 0 1,039 27,657 0.13 3 106 0.39 16,981 983 13,960 724 1.314 0.88 92 107 0.25 10,896 0 3,428 1,656 5,812 0.50 46 108 0.39 16,962 0 13.422 933 2.607 0.82 84 109 0.60 26,136 3,409 11,423 1,683 9,621 0.64 62 110 1.28 55,565 0 0 0 55,565 0.10 0 111 1 0.68 25,361 0 24,578 784 1 0 0.95 100 112 0.48 20,954 3,844 15,030 1,100 980 0.91 93 113 1.16 50,710 766 26,844 6,778 16,322 0.68 67 114 6.46 281,560 64,451 164,344 17,053 35,712 0.84 85 115 0.19 8,079 0 3,311 1.348 3,420 0.69 57 116 2.83 123,404 23,561 63,226 6,456 30,161 0.74 73 117 0.81 35,146 6,959 1 0 0 28,187 0.27 18 118 0.88 38,284 0 37,065 156 9,802 0.95 97 119 1.60 69,535 4,550 20,319 3.026 41,641 0.44 39 120 0.10 4,278 0 0 0 4,278 0.10 0 0.1 4.54 197,548 52,774 89,318 0 55,457 0.71 69 0-2 1.02 44,316 20,461 0 0 23,855 0.49 42 Total w/ o6site 40.95 1 1,783,724 271297 1 915,680 1 56,421 549,065 1 0.69 68 to Pond 28.60 1,245,852 162,994 681,175 45,999 355,685 0.71 70 to H. Crossing 6.88 299,808 35,069 148,498 11,770 113:211 0.66 64 Equations - Calculated C coefficients & % Impervious are area weighted C=E(Ci Ai) /At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 1 91680ow.xls O r �+ O �F O Q LL O z. z U 2 O U O W F 0 A O C b aa�a I z i' C1 zr zZP € 0 (p�� IZZ ✓ pSC O � S aUV vaiG Y N N N N N N N II II II II 11 II QII ¢ z z z z z z Z Z Z Z Z Z Z v, 0 O Y; O OR 0 O n O O m P IQ O O r O O J O YI ul n N Pl Yl IO IO 0 n IN O) m IN ao N IO N IN tG O Z- EL o .-em qr CRq ry cnPmP �Pm� P m n O m N tV O N O N d N m o N vi N O 0 N Z m 5 m 0 Y W Z pp�fpp II/��mpmp 8 N�gcn �cln u� N m n �(yy U ¢ 1'- u 2 an Pun O u; nnNP IQ n ulci PannPNrm un m n a .-. O N n 0 m N o m w n N m tO O b Ol N N O m C f% n v fV �'. n cNm 'C irymn$g ry- P a q a E m NON d V m 0Ninry N N O O N N O O Y N C t7 O O O n O N n O N 0 OI m 0 tI lcl O O P m m n O V O m 7 O n m 0 r m O 0 0 m N N N N-- O - I N-- I cc - - - N N N N " N o" N N 0 P m m m m m m f0 U) m m m m m m In COI If] m m m m m m m m m m m m m m m C C U C C C C G C O 0 O C 0 0 C 0 0 o 0 0 0 0 o An 0 0 0 0 0 0 0 O G O O G O C C O C G C G O C G C O OO OO OO OO OO W P fy M O N N P N N O O O N P N N n P I(; N fY O a0 m N It N O 0 0 O G N 00 N O O — 0 ll U I o_t W F.. E W py Og m 08 N m m N N O p y p p N N m J m .�.. t0 N l7 (� VO < O O N N N N N CI N 7 W a E m O m- ry m N N N O N N N n 7 V o) V N 0 0 - m 0 O r 0 Y H- 0 N N N V n n ri O N F -- I'l J O O O m 0 O O m 0 IQ N N! O O IO 0 0 O N O Q ¢~ O E V N N N 0 N N N" N C 0 N m- Y1 G I-: N 0 ASP01 p NIO OI vI p N 92 O O N {� IO � (p Q m M N H N omi.�n ol��'Q n cny W F U 06 0 0 0 0 0 0 o O o o 06 0 0 0 0 0 0 0 06 0 O Z _F cO1i r$Cmi, o y v N C O O O" N O O , m C N o o � O O M N N m p � o t0 O O m N � z z N O � O C N C OI N Oc U 0 O LL 0 A i5 O l7 cb m tm 0 O oC a P t U U C A Q P L N � U 3�LL C O ' 0 C 0 C O1 _N w + E N + C 0'N Cc E c � A � E c E 'E E E 1p II 11 0) ca C >c E R 0 rn I 1 i 1 G 1 1 1 } O O - r- Z 4 1 a LL m Z W O C.i 1 aZ O U 0 �w N W i 2 F i a � 0 06 1 e W a<�a II r U 1 W zr 1 O� zz¢A o m 0 a O o Y o O 0 0 0 0 0 0 0 0 00 O o W n n n n n n n n n n n n n n n 8 88 E8888 888 242 43 8 w i ii f i m 7 DD >>>>> D D D > 7 7 2 m m iiiii z z zz zz zzzzz zzz zzz zz zz z z z z fO o 0 o Q m o 0 0 0 o W o 0 0 0 0 o W o o m O O O N m 00 O G O m O O d O 0 0 M 0 0 m O Mr p W O M m O Q . m m N Imn W. m INO�m n n + fC Hl Q ^ m OJ - N - d ^ - - N d - N � E a m 0 he ti p W 2 N n g m.- w =m m U m F M r m]M W N O n M tt N m M t�l tV a V N Op M N 11�� N Ol I� N n N r N N tNp N N N N n N� �p O) po W V t(Vy 1� O O Vp Of t(V� m Op�� M Y fmp W pp m N I^� N f�J C V E m N 0 CV V O Oi d N N O) - Gi o h N N G. 0 .- d t7 d 0 0 1.: LL lei w QW N ro O CI! 0 yy W NN f0 Q N N O Vy 0 m m W 0< b O n 0 r V N W N N N N �- 0 N N N N N o- O N O = 7 � - �- 00 e - m � M NO 12 0 m C a 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O Q 2 g Q � O G C O O d 0 0 0 0 o G 0 0 0 0 0 0 G O G C O G 0 0 0 0 0 0 0 w m M N M N W! G M m 00 m Q d Q- 0 M m o m 0 I� 0 a? 0 m 0 m o N- �- m m 0 m 0 Q m m o N O p "i tV 0 \ w m v 0 O O O O �(mI V O m^ O tV 8 m tmD N h N O N �V O NO N 0 W N N O t'V N n J w O^! t7 N N QGQ O Q N N O Q 1� N m t O t m Omi m O N M Itl m N N v E -9 N m m W 7 W W m m M m r r O N O m N 0 w 0 m n N O' 0 O C6 a- i0 E-- -' N N O m N N m N m m N - m- m �- m h 0 N N o 0 0 N tG O O N01 p0121 W N 1� W o N W O p N N pp fp ��yy N N O Q m M N �za m8 88mB 8�1011W0 8888�8�58�� 8m °$000 U -do0 __ 0_ 0 0 d , d d 00 0 2 U i'9 ciImp Bu000 0n mm��v° n n a g W � U m o c o a00 0 0 0 o dodo 0 0 o d o 0 0 0 o d 0 0 0 0 z _F m �'CO �'e N$ umivroam`�m'�� fi m y v N o d ni o n o 0 0 0- Oi N o o � w o N o 0- o e Qv N m¢ o b a$ B o 0 0 0 N M Q m m r m W N m co o Ch O y o z Q z ~ y m ^ N W Q m m I� m W O N M'^ m h m W N N F O a O Q Ow N � 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (10-YEAR) LOCATION: HARMONY VILLAGE PROJECT NO: 9168.00 COMPUTATIONS BY: A. REED SUBMITTED BY: JR ENGINEERING, LTD. DATE: 4/6/99 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) CID to (min) 1 (inthr) 0 (10) (ds) from Design Point 0 (10) (CIS) C(10)tot (CIS) 1 101 11.72 0.72 14.4 3.82 32.06 32.08 10' Curb Cut 2 102 0.65 0.84 5.0 5.59 3.05 3.05 2' Curb Cut 3 103 0.53 0.95 5.0 5.59 2.80 2.80 5' Curb Cut 8 Sidewalk Chase 4 104 3.84 0.68 7.5 4.98 13.05 3 2.80 15.85 10' Curb Cut 105 0.66 0.13 12.4 4.09 0.35 0.35 5 101.105 + 112 17.88 0.70 18.8 3.35 42.18 42.18 2'x8' box 8 106 0.39 0.88 5.0 5.59 1.93 1 12.14 14.07 8' Curb Cut 7 107 0.25 0.50 5.7 5.39 0.67 0.67 Double Combination Inlet 8 108 0.39 0.82 5.0 5.59 1.78 1.78 Double Combination inlet 9 109 0.60 0.84 5.9 5.33 2.04 2.04 8'Type R Inlet 110 1.28 0.10 11.6 4.19 0.54 0.54 10 101-114 29.00 0.71 18.9 3.34 69.14 69.14 11 111 0.58 0.95 7.5 4.95 2.74 2.74 12 112 0.48 0.91 5.0 5.59 2.45 2.45 2' Curb Cut 13 113 1.16 0.68 8.9 4.65 3.67 3.67 5'Type R inlet 14 114 8.46 0.84 16.4 3.58 19.50 19.50 15' Type R inlet 15 115 0.19 0.59 5.0 5.59 0.61 0.61 16 118 2.83 0.74 8.7 4.70 9.88 9.88 17 117 0.81 0.27 13.9 3.88 0.84 0.84 18 118 0.88 0.95 5.0 5.59 4.66 4.68 2' Curb Cut 8 Sidewalk Chase 19 119 1.80 0.44 12.1 4.12 2.90 1 1 2.90 20 120 0.10 0.10 5.6 5.41 0.05 0.05 0.1 OS-1 4.54 0.71 16.8 3.55 11.44 11.44 0.2 OS-2 1.02 0.49 10.6 1 2.19 �Knn: total free release from the site = Q=CtCiA 18.90 ds Q = peak discharge (cis) C = runoff coefficient Ct = frequency adjustment factor I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) I = 46.7 / (10+ tc)°'' 9168flowAs I JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (100-YEAR) LOCATION: HARMONY VILLAGE PROJECT NO: 9168.00 COMPUTATIONS BY: A. REED SUBMITTED BY: JR ENGINEERING, LTD. DATE: 4/6/99 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVEF TOTAL REMARKS Des. Point Area Design. A (ac) C 100 to. (min) t (in/hr) Q (100) lots) from Design Point Q (100) We) O(10o)t0t (cfs) 1 101 11.72 0.89 11.6 6.71 70.39 70.4 10' Curb Cut 2 102 0.65 1.00 10.o 7.12 4.61 4.8 2' Curb Cut 3 103 0.53 1.00 10.0 7.12 3.76 1 1 3.8 5' Curb Cut 8 Sidewalk Chase 4 104 3.84 0.86 1 10.0 7.12 23.41 3 3.76 272 10' Curb Cut 105 0.66 0.16 12.4 1 6.52 0.70 0.7 5 101.105 + 112 17.88 0.88 18.8 5.34 84.11 84.1 2'x8' box 6 106 0.39 1.00 10.0 7.12 2.78 1 47.82 50.6 6' Curb Cut 7 107 0.25 0.62 10.0 7.12 1.11 1.1 Double Combination Inlet 8 108 0.39 1.00 10.0 7.12 2.77 2.8 Double Combination Inlet 9 109 0.60 0.80 10.0 7.12 3.40 13 5.80 9.2 8'Type R Inlet 110 1.28 0.13 10.0 7.12 1.14 1.1 10 101.114 29.00 0.89 18.9 5.33 137.86 137.9 11 111 0.58 1.00 10.0 7.12 4.15 4.1 12 112 0.48 1.00 10.0 7.12 3.42 3.4 2' Curb Cut 13 113 1.16 0.85 10.0 7.12 7.01 14 7.50 14.5 5' Type R Inlet ' 14 114 6.46 1.00 14.0 6.17 39.87 39.9 15'Type R Inlet 15 115 0.19 0.74 10.0 7.12 0.97 1.0 16 116 2.83 0.93 10.0 7.12 18.71 18.7 17 117 0.81 0.34 13.9 6.20 1.68 1.7 18 118 0.88 1.00 10.0 7.12 6.26 6.3 2' Curb Cut 8 Sidewalk Chase 19 119 1.60 0.55 11.1 6.82 6.00 6.0 20 120 0.10 0.13 10.0 7.12 0.09 0.1 0-1 OS-1 4.54 0.89 16.8 5.66 22.82 22.8 0-2 OS-2 1.02 0.62 102 7.08 4.43 0-1 22.82 1 27.2 total free release from the site = Q=CiA 91688ow.xls 33.62 cis Q = peak discharge (cfs) C = runoff coefficient I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) I = 75 / (10+ tc)O r" / I I I I I I I I I I I I I I / I I ) !» Iktkk kk |§ f_ 0 cm _«_m 2 »{/ 0CL §t///tk f ImEk Q2C;vi 0 {/¢ »G)§§§k e° 2t aewwww� 'a to CDCDCDCD(De mrmm,nn 0k | ■ ` ]]�I�\o a �0.Ee0C-C&zaa ) ��=2I-, \ § co & I 1 1 1 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: HARMONY VILLAGE ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: 41RIMillWayZ SUBMITTED BY: JR ENGINEERING, LTD. 10-year design storm Design in accordance to *Storm Drainage Design Criteria and Construction Standards' City of Fort Collins, May 1984. Street with 36' Roadway, vertical curb and gutter - local street no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity. use revised Mannings eq. Allowable Gutter Flow., Q=0.56-Z/n'S1n•yW Call =F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (fVft) Qall = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (fttft) Q = Qa - Qb + Qc y = depth of flow at face of gutter (it) Z n y. S Q. 12 0.013 0.49 0.40% 4.88 12 0.013 0.49 0.50% 5.45 12 0.013 0.49 0.60% 5.98 12 0.013 0.49 0.80% 6.90 12 0.013 0.49 1.00% 7.71 12 0.013 0.49 1.50% 9.45 12 0.013 0.49 2.00% 10.91 12 0.013 0.49 3.00% 13.36 12 0.013 0.49 4.00% 15.43 12 0.013 0.49 5.00% 17.25 12 0.013 0.49 6.00% 18.90 12 1 0.013 10.491 7.00% 1 20.41 Sec. B Z n yb S at, 12 0.013 0.33 0.40% 1.70 12 0.013 0.33 0.50% 1.90 12 0.013 0.33 0.60% 2.08 12 0.013 0.33 0.80% 2.40 12 0.013 0.33 1.00% 2.69 12 0.013 0.33 1.50% 3.29 12 0.013 0.33 2.00% 3.80 12 0.013 0.33 3.00°/6 4.66 12 0.013 0.33 4.00% 5.38 12 0.013 0.33 5.00% 6.01 12 0.013 0.33 6.00% 6.59 12 0.013 0.33 7.00% 7.11 ftnr r: FL rL 2' 16' a„ .,,; « B A Ya 2. Yb=Yc= (16ft)'(2%)=0.33ft Ya = 0.33 ft + (2 in)'(lfV12 in) = 0.49 ft Za = 24'/2- = 12 Zb = 24'/2- = 12 Zc = 1/0.02 = 50 Both sides n - r]a - r]h i f]c of ef..f Z n y. S Qa 0 F Qaa Qau 50 0.016 0.33 0.40% 5.76 8.93 0.50 4.47 8.93 50 0.016 0.33 0.50% 6.44 9.99 0.65 6.49 12.99 50 0.016 0.33 0.60% 7.05 10.94 0.80 8.75 17.51 50 0.016 0.33 0.80% 8.14 12.64 0.80 10.11 20.22 50 0.016 0.33 1.00% 9.10 14.13 0.80 11.30 22.60 50 0.016 0.33 1.50% 11.15 17.30 0.80 13.84 27.68 50 0.016 0.33 2.00% 12.87 19.98 0.80 15.98 31.97 50 0.016 0.33 3.00% 15.76 24.47 0.72 17.62 35.24 50 0.016 0.33 4.00% 18.20 28.25 0.60 16.95 33.91 50 0.016 0.33 5.00% 20.35 31.59 0.48 15.16 30.33 50 0.016 0.33 6.00% 22.29 34.60 0.40 13.84 27.68 50 0.016 0.33 7.00% 24.08 37.38 0.34 12.71 25.42 11 /5/98 ' 9168STCAP.xis 1J - I JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: HARMONY VILLAGE ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: LAO SUBMITTED BY: JR ENGINEERING, LTD. 100-year design storm Street with 36' Roadway, vertical curb and gutter - local street depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity. use Mannings eq. Allowable Gutter Flow: Q=1.486/n•Rm'S12-A Qall=F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. Qall = allowable gutter capacity (cfs) R= A/P A = cross sectional area (ft) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A = 12.37 A = 6.00 P = 18.51 P = 24.50 R = 0.67 R = 0.24 n = 0.016 n = 0.035 Both sides S 0, S Ob of t F Dee 080 0.40% 55.69 0.40% 6.32 62.01 0.50 31.01 62.01 0.50% 62.26 0.50% 7.07 69.33 0.65 45.07 90.13 0.60% 68.21 0.60% 7.74 75.95 0.80 60.76 121.52 0.80% 78.76 0.80% 8.94 87.70 0.80 70.16 140.32 1.00% 88.05 1.00% 10.00 98.05 0.80 78.44 156.88 1.50% 107.84 1.50% 12.25 120.09 0.80 96.07 192.14 2.00% 124.53 2.00% 14.14 138.67 0.80 110.93 221.87 3.00% 152.51 3.00% 17.32 169.83 0.72 122.28 244.56 4.00% 176.11 4.00% 20.00 196.10 0.60 117.66 235.32 5.00% 196.89 5.00% 22.36 219.25 0.48 105.24 210.48 6.00% 215.69 6.00% 24.49 240.18 0.40 96.07 192.14 7.00% 232.97 7.00% 26.45 259.42 0.34 88.20 176.41 FL 0.5' 0.32' 2" = 0.17' Area A =(0.5)'(2')'(0.17)+(2')'(0.32')+(0.5)'(0.32')'(16')+(18')'(0.5') = 12.37 sq. ft. Area B = (24.5')"(0.49')'(0.5) = 6.00 sq. ft. 11 /4/98 t9168STCAP.xis l."W 8 -'� JREngineering, Ltd. CLIENT JOB NO. PROJECT _yAgMggj V/(LA(qE BY JAC) CHECK BY DATE ' SUBJECT DEI Ab[py SHEET NO. L_ OF 1 i 11 1 1 1 1 1 41 o ;A 5 p_ LA �A 0 002�"'7 ' =%. 2{ , Llo. � f 0• 32' Y � E t EA A ' _'lz ' _�Q._l. ' + 032 l%2.:( � �_7 %t + 0, (off 2 + � 2..510 _ .t 1 D .D = 0 - = D..w - 2_ . 5 1 i [ A .. 13 Q�- E � t Q-! O I 1 1 1 1 E i 1 1 1 i 1 i 1 1 1 1 1 APPENDIX C INLET & SWALE CALCULATIONS 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ SER:JR ENGINEERS-DENVER CO .................................................. N DATE 12-21-1998 AT TIME 11:19:23 ** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAULICS AND SIZING: (00 INLET ID NUMBER: INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: S�dG� GIVEN CURB OPENING LENGTH (ft) = 10.00 - r% q op�i^ 1 Cu�J�1t HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 1.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 61.75 GUTTER FLOW DEPTH (ft) = 0.78 FLOW VELOCITY ON STREET (fps)= 3.63 FLOW CROSS SECTION AREA (sq ft)= 19.23 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 tINLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 24.65 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 70.00 +�iiQ,oc FLOW INTERCEPTED (cfs)= 22.18 ' CARRY-OVER FLOW (cfs)= 47.82 - +-o -P BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 70.00 ' FLOW INTERCEPTED CARRY-OVER (cfs)= FLOW (cfs)= 22.18 47.82 t ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD USER:JR ENGINEERS-DENVER CO .................................................. DATE 12-21-1998 AT TIME 12:15:07 Ir** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAULICS AND SIZING: �OtM ' INLET ID NUMBER: U1 U INLET HYDRAULICS: IN A SUMP. iGIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) = 10. 00 - 6yn & Cy'ldeulvvC K HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 ' SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: tSTREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 1.00 ' STREET MANNING N GUTTER DEPRESSION = (inch)= 0.016 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 46.00 GUTTER FLOW DEPTH (ft) = 0.63 FLOW VELOCITY ON STREET (fps)= 3.01 FLOW CROSS SECTION AREA (sq ft)= 10.75 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 22.22 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= 32.145'✓Qio 20.00 CARRY-OVER FLOW (cfs)= 12.14-40'0? BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 32.14 FLOW INTERCEPTED (cfs)= 20.00 ' CARRY-OVER FLOW (cfs)= 12.14 L t i c. ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ BJSER:JR ENGINEERS-DENVER CO .................................................. N DATE 01-05-1999 AT TIME 14:39:54 ** PROJECT TITLE: Harmony Village *** CURB OPENING INLEETT HYDRAULICS AND SIZING: ' INLET ID NUMBER: (2 ) I� INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 2.00 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (°c) = 1.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 - GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.88 GUTTER FLOW DEPTH (ft) = 0.32 FLOW VELOCITY ON STREET (fps)= 2.38 ' FLOW CROSS SECTION AREA (sq ft)= 1.27 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 20.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.36 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.05 = Q10 ' FLOW INTERCEPTED (cfs)= 3.05 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.05 FLOW INTERCEPTED (cfs)= 3.05 ' CARRY-OVER FLOW (cfs)= 0.00 ' C--3 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD 'USER:JR ENGINEERS-DENVER CO .................................................. ON DATE 03-02-1999 AT TIME 15:24:09 ' *** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 0 )OO-`i INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= 5.00 12.92 &cQWCA IDEAL CURB OPENNING EFFICIENCY = 0.59ptQ�2 ACTURAL CURB OPENNING EFFICIENCY = 0.49 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) = 0.40 STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 13.00 0.43 FLOW VELOCITY ON STREET (fps)= 2.03 FLOW CROSS SECTION AREA (sq ft)= 1.86 GRATE CLOGGING FACTOR 06)= 50.00 ' CURB OPENNING CLOGGING FACTOR(o)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 2.23 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.80 = QioO FLOW INTERCEPTED (cfs)= 1.85 CARRY-OVER FLOW (cfs)= 1.95-in N.Cra65�ny ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.80 InVA @ J FLOW INTERCEPTED (cfs)= 1.78 a CARRY-OVER FLOW (cfs)= 2.02 1 1 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------------- SER:JR ENGINEERS-DENVER CO .................................................. N DATE 04-06-1999 AT TIME 16:39:14 r** PROJECT TITLE: HARMONY VILLAGE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: ( 4 1 Ib INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) = 10. 00 -(_J,1r�0 CLt ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 ' SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. 1 1 1 �I 1 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (°s) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.50 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.75 GUTTER FLOW DEPTH (ft) = 0.58 FLOW VELOCITY ON STREET (fps)= 3.01 FLOW CROSS SECTION AREA (sq ft)= 5.29 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 21.45 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 15.90 FLOW INTERCEPTED (Cfs)= 15.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 15.90 FLOW INTERCEPTED (cfs)= 15.90 CARRY-OVER FLOW (cfs)= 0.00 0 c-s ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ tSER:JR ENGINEERS-DENVER CO .................................................. N DATE 01-05-1999 AT TIME 14:48:02 ICS AND SIZING: UMP . TION: H (ft) = (in)= 8.00 6.00 (degree)= 0.00 ION (ft)= 2.00 (ft)= 0.17 is additional depth to flow depth. E M = 0.50 (%) = 1.00 0.016 (inch)= 1.50 (ft) = 1.50 ** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAUL ' INLET ID NUMBER: ( INLET HYDRAULICS: IN A S GIVEN INLET DESIGN INFORMA ' GIVEN CURB OPENING LENGT HEIGHT OF CURB OPENING INCLINED THROAT ANGLE LATERAL WIDTH OF DEPRESS ' SUMP DEPTH Note: The sump depth STREET GEOMETRIES: ' STREET LONGITUDINAL SLOP STREET CROSS SLOPE ' STREET MANNING N GUTTER DEPRESSION GUTTER WIDTH STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 33.63 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= 2.45 FLOW CROSS SECTION AREA (sq ft)= 5.77 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 1 17.09 (cfs) = 14.07 % Qw (cfs) = 14.07 (cfs) = 0.00 (cfs) = 14.07 (cfs)= 14.07 (cfs)= 0.00 1 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------- SER:JR ENGINEERS-DENVER CO .................................................. N DATE 04-06-1999 AT TIME 16:41:05 *** PROJECT TITLE: HARMONY VILLAGE *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: G INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet ' NUMBER OF GRATES = 2.00 SUMP DEPTH ON GRATE (ft)= 0.00 GRATE OPENING AREA RATIO (%) = 0.60 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (01) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 6.50 GUTTER FLOW DEPTH (ft) = 0.30 FLOW VELOCITY ON STREET (fps)= 1.86 FLOW CROSS SECTION AREA (sq ft)= 0.59 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' INLET INTERCEPTION CAPACITY: FOR 2 GRATE INLETS: '7 ' DESIGN DISCHARGE (cfs) = 1. 10 = IDEAL GRATE INLET CAPACITY (cfs)= 4.96 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 1.10 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 1.10 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: I 7 LJ �L F7 L 11 GIVEN CURB OPENING LENGTH (ft)= 7.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.94 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.00 FLOW INTERCEPTED (cfs)= 0.00 CARRY-OVER FLOW (cfs)= 0.00 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 1.10 BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 1.10 FLOW INTERCEPTED BY CURB OPENING(cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 1.10 CARRYOVER FLOW (cfs)= 0.001__� BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 1.10 FLOW INTERCEPTED BY CURB OPENING (cfs)= 0.00 TOTAL FLOW INTERCEPTED (cfs)= 1.10 CARRYOVER FLOW (cfs)= 0.00 11 ,------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ ,USER:JR ENGINEERS-DENVER CO ................................................. ON DATE 01-28-1999 AT TIME 14:51:33 '*** PROJECT TITLE: HARMONY VILLAGE *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER:k?j Cab ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Curved Vane Grate ' NUMBER OF GRATES = 2.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPEZ(%) = 0.54 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 tSTREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.56 ' GUTTER FLOW DEPTH (ft) = 0 . 3 8 < 0.5 O K FLOW VELOCITY ON STREET (fps)= 2.17 FLOW CROSS SECTION AREA (sq ft)= 1.28 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' FOR 2 GRATE INLETS: DESIGN DISCHARGE (cfs) = 2.80 =Qae DP IDEAL GRATE INLET CAPACITY (cfs)= 2.46 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 2.02 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 1.23 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 8 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 7.00 REQUIRED CURB OPENING LENGTH (ft)= 11.51 C - F,, i iJ 1 LI 1 11 IDEAL CURB OPENNING EFFICIENCY = 0.82 ACTURAL CURB OPENNING EFFICIENCY = 0.73 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 0.63 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.78 FLOW INTERCEPTED (cfs)= 0.57 CARRY-OVER FLOW (cfs)= 0.21 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.57 FLOW INTERCEPTED (cfs)= 0.54 CARRY-OVER FLOW (cfs)= 1.03 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (Cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 2.80 =Q400 2.02 0.57 2.59 do 0.21 ' v H . &D55i nc, 1.23 J1 0.54 1.77 1.03 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------------------- SER:JR ENGINEERS-DENVER CO .................................................. N DATE 04-06-1999 AT TIME 16:47:34 ** PROJECT TITLE: HARMONY VILLAGE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 9@ INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 -T, HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 ' SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. [I t I 1 r STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 06) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.50 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18.34 GUTTER FLOW DEPTH (ft) = 0.49 FLOW VELOCITY ON STREET (fps)= 2.64 FLOW CROSS SECTION AREA (sq ft)= 3.48 GRATE CLOGGING FACTOR (°<)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW QjOO 17.50 (cfs) = 9.20 z Of 9 + (cfs)= 9.20 y0 CCI3 (cfs) = 0.00 (cfs) = 9.20 (cfs) = 9.20 (cfs) = 0.00 1 t----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ �SER:JR ENGINEERS-DENVER CO .................................................. N DATE 12-28-1998 AT TIME 15:54:48 ** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 12 INLET HYDRAULICS: IN A SUMP. 1 I I J GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 2.00 Curb Cwi 6.00 0.00 2.00 0.17 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.50 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18.44 GUTTER FLOW DEPTH (ft) = 0.31 FLOW VELOCITY ON STREET (fps)= 1.75 FLOW CROSS SECTION AREA (sq ft)= 1.82 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 4.27 (cfs)= 3.206'Q100 (cfs) = 3 .20 (cfs)= 0.00 (cfs)= 3.20 (cfs) = 3.20 (cfs)= 0.00 '------------------------------------ ------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ 'USER:JR ENGINEERS-DENVER CO ................................................. ON DATE 03-29-1999 AT TIME 14:29:14 *** PROJECT TITLE: HARMONY VILLAGE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: LJ 1 1 1 n INLET ID NUMBER: Q INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) = .5- O HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.81 GUTTER FLOW DEPTH (ft) = 0.60 FLOW VELOCITY ON STREET (fps)= 2.97 FLOW CROSS SECTION AREA (sq ft)= 4.92 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 10.83 ( c f s) = 14. 51= Q 100 + Carte 0vtr (cfs) = 8.67 -A-Pm _VP'4 (cfs) = 5.84 Car,gevcr 410 (cfs) = 14.51 VF q (cfs)= 8.67 (cfs)= /�5.84 Q100(D"P13)57.oe ,, ---------------------------------- ------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ SER:JR ENGINEERS-DENVER CO .................................................. N DATE 03-29-1999 AT TIME 12:11:10 ** PROJECT TITLE: HARMONY VILLAGE *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 Type ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 ' SUMP DEPTH (ft)= Note: The sump depth is additional 0.17 depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.50 I� 1 1 1 [�I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 50.13 GUTTER FLOW DEPTH (ft) = 0.63 FLOW VELOCITY ON STREET (fps)= 3.15 FLOW CROSS SECTION AREA (sq ft)= 12.68 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 35.98 (cfs) = 39. 90 =QlDa (cfs)= (cfs) = 32.39 7.51 ovcr'Vow, 40 (cfs) = 39.90 by 1Z (cfs)= 32.39 (cfs) = 7.51 c-I'b I ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------=--------------------------------------------------------- USER:JR ENGINEERS-DENVER CO................................................... ON DATE 03-02-1999 AT TIME 15:25:36 *** PROJECT TITLE: Harmony Village *** CURB OPENING INLET HYDRAULICS ANDSIZING: ' INLET ID NUMBER: -!I 6xrnio" CroSSi ✓1n OP 37, INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (°k) = 0.60 STREET CROSS SLOPE. M = 2.00 ' STREET MANNING N = GUTTER DEPRESSION (inch)= 0.016 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.31 GUTTER FLOW DEPTH (ft) = 0.57 FLOW VELOCITY ON STREET (fps)= 3.12 ' FLOW CROSS SECTION AREA (sq ft)= 4.29 GRATE CLOGGING FACTOR (%;)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 21.16 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= ' CARRY-OVER FLOW (cfs)= tEXiS{�a tulle-" uv Aarrvio , Gossinnq lb ' �Jkoin 111 � I03. 13 .30 = Q,00 fror 13.30 k AMO G•c6a; 0.00 �f'3Z 13.30 13.30 Qtoo 0P tj 0.00 + Gto T rovn pP3 +C_/o vF 8 + 0. zl ' C-1S 1 1 Swale A -A Cross Section for Irregular Channel Project Description Project File x:\916800-harmony village\drainage\swale117.fm2 Worksheet Swale A -A in Basin 117 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.014 Channel Slope 0.005000 ft/ft Water Surface Elevation 54.74 ft Discharge 1.70 cis E C 0 Y LU 01/27/99 ' 01:28:52 PM 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) C - I (p FlowMaster v5.15 Haestad Methods, Inc. 37Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale A -A Worksheet for Irregular Channel ' Project Description Project File x:\916800-harmony village\drainage\swale117.fm2 Worksheet Swale A -A in Basin 117 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 54.50 ft to 56.50 ft. Station (ft) Elevation (ft) Start Station End Station ' 0.00 5.00 56.50 55.50 0.00 10.00 10.00 12.00 10.00 54.50 12.00 22.00 12,00 54.50 17.00 55.50 22.00 56.50 Discharge 1.70 cfs Results ' Md. Mannings Coefficient 0.014 Water Surface Elevation 54.74 ft Flow Area 0.75 ft' Wetted Perimeter 4.42 ft ' Top Width 4.37 ft Height 0.24 ft Critical Depth 54.73 ft ' Critical Slope 0.005475 ft/ft Velocity 2.25 ft/s Velocity Head 0.08 ft ' Specific Energy 54.82 ft Froude Number 0.96 ' Flow is subcritical. 01 /27/99 C - ' 01:28:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.013 0.030 FlowMaster v5.15 Page 1 of 1 C [1 Swale B-B Cross Section for Trapezoidal Channel Project Description Project File x:\916800-harmony village\drainage\swale117.fm2 Worksheet Cross Section for Basin 105 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.035 - 1rou+*4 bouldcrs Channel Slope 0.005000 ft/ft Depth 1.10 ft Left Side Slope 0.200000 H : V Right Side Slope 0.200000 H : V Bottom Width 10.00 ft = Q!o DP 1(� Discharge 32.06 cfs ' //4'r TOv {� 4Y JAO" S! vl t e Rh� t r � Q4tc�tnne.l -15 t nUV1dO-*,La; du r; Vtq J �tSrm . .Uocs not f n c l DOLL �kc`k -p cD .ss �r P P Z1 u, to ' SivtiLt "`wHt {v �eQk� o_,e_ S��tCtCjUf� �1.10ft ' 10.00 ft 1 V H 1 NTS 01/06/99 L I L FlowMaster v5.15 09:05:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale B-B ' Worksheet for Trapezoidal Channel Project Description Project File x:\916800-harmony village\drainage\swale117.fm2 Worksheet Cross Section for Basin 105 ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Left Side Slope 0.200000 H : V Right Side Slope 0.200000 H : V ' Bottom Width 10.00 ft Discharge 32.06 cfs I Results Depth 1.10 ft Flow Area 11.28 ft2 Wetted Perimeter 12.25 ft Top Width 10.44 ft Critical Depth 0.68 ft Critical Slope 0.023389 ft/ft Velocity 2.84 ft/s Velocity Head 0.13 ft Specific Energy 1.23 ft Froude Number 0.48 Flow is subcritical. 01/06/99 FlowMaster v5.15 Page 1 of 1 `--' 09:04:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Cross Section at DP 18 Cross Section for Rectangular Channel ' Project Description Project File x:\916800-harmony village\drainage\curb cut.fm2 Worksheet Curb Cut at DP 18 Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Section Data ' Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.50 ft Bottom Width 2.00 ft Discharge 7.77 cfs Vv". c44t,c.;+� 1 t 1 01 /05/99 11:49:23AM zoo ft > Cp.3 c45 QIQo Au 6V- C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 0.50 ft 1 V N H 1 NITS FlowMaster v5.15 Page 1 of 1 I 11 [J Curb Cut at DP 18 Worksheet for Rectangular Channel Project Description Project File x:\916800-harmony village\drainage\curb cut.fm2 Worksheet Curb Cut at DP 18 Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.50 ft Bottom Width 2.00 ft Results Discharge 7.77 cfs Flow Area 1.00 ft2 Wetted Perimeter 3.00 ft Top Width 2.00 ft Critical Depth 0.78 ft Critical Slope 0.005766 fUft Velocity 7.77 ff/s Velocity Head 0.94 ft Specific Energy 1.44 ft Froude Number 1.94 Flow is supercritical. 01 /05/99 ' 11:49:13 AM CFlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 1 1 1 Trickle Channel - TyP i e IYCCA, `^" Cross Section for Rectangular Channel Project Description Project File x:\916800-harmony village\drainage\swales.fm2 Worksheet Trickle Channel Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 2.0 in Bottom Width 2.00 ft Discharge 0.74 cis :1 2.0 in 2.00 ft 1 v N H 1 NTS '11 /04/98 05:34:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 11 [1 Table _ Rating Table for Rectangular Channel — t v � ck lc Glrtct-nne-Q Project Description Project File x:\916800-harmony village\drainage\swales.fm2 Worksheet Trickle Channel Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.013 Depth 2.0 in Bottom Width 2.00 ft Input Data ' Minimum Maximum Increment Channel Slope 0.003000 0.020000 0.005000 ft/ft 11 1 1 11 Rating Table Channel Slope Discharge Velocity (ft/ft) (cfs) (ft/s) 0.003000 0.57 1.71 0.008000 0.93 2.79 0.013000 1.19 3.56 0.018000 1.40 4.19 '11/04/98 FlowMaster v5.15 05:33:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I 1 fR Cono. Cs�►�wrn�15 Rating Table for Rectangular Channel Project Description Project File x:\916800-harmony village\drainage\curb cut.fm2 Worksheet 1' pan Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.50 ft Input Data Minimum Maximum Increment Bottom Width 1.00 2.00 1.00 ft Rating Table Bottom ' Width (ft) Discharge (cfs) Velocity (ft/s) 1.00 1.60 3.21 2.00 3.89 3.89 1 1 1 1 r- 11/05/98 ' 11:12:35 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I 1 1 1 I 1 1 1 1 APPENDIX D STORM PIPE & RIP RAP CALCULATIONS 1 I F L Ou 1 1 F, 1 1 AW.5 O-1 1 T Project Title: Harmony Village IJ — \, Project Engineer: JR ENGINEERING, LTD ' x:\916800-harmony village\drainage\os-1.stm JR Engineering, Ltd StormCAD v1.5 [1581 01/05/99 08:46:46 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Detailed Report for Pipe P-1 - MT;+e —I` low s Section Material: Concrete Section Shape: Horizontal Ellipse Section Size: 19x30 inch Number Sections: 1 Pipe Discharge 22.80 cfs Capacity 28.28 cfs Mannings Coefficient 0.013 Hydraulic Drop 1.27 it Length 79.00 ft Energy Slope 0.010522 ft/ft Constructed Slope 0.012658 f 1ft Upstream Velocity 7.51 ft/s Upstream Flow Time 0.00 min Average Velocity 8.35 ft/s Pipe Flow Time 0.16 min Downstream Velocity 9.19 ft/8 System Flow Time 0.16 min Grade Elevatlons Location Invert Ground Crown Cover Depth HGL EGL (ft) (ft) (ft) (ft) (ft) (ft) (ft) Upstream 4,957.00 4,960.00 4,958.60 1.40 1.38 4,958.38 4,959.26 Downstream 4,956.00 4,958.75 4,957.60 1.15 1.11 4,957.11 4,958.43 Message List Profile: Steep supercritical frontwater profile (S2). Profile: Critical depth assumed upstream. Project Title: Harmony Village -D'" Project Engineer: JR ENGINEERING, LTD. x:\916800-harmony village\drainage\os-1.stm JR Engineering, Ltd StormCAD v1.5 [1581 01/05/99 08:46:57 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Timberwood Drive Culvert Worksheet for Rectangular Channel Project Description Project File x:\916800-harmony village\drainage\pipes.fm2 Worksheet Timberwood box Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Channel Slope 0.0Loftft ft Depth 2.0 ' Bottom Width 8.0 ' Results Discharge 121.35 cfs 7 90 44S LA W cbn 13 �J2C..j2 Flow Area 16.00 ft2 -Re w 'ib p P `5 % `% � 8 Wetted Perimeter 12.00 ft ' Top Width 8.00 ft Critical Depth 1.93 ft Critical Slope 0.003343 ft/ft Velocity t 7.58 ft/s Velocity Head 0.89 ft Specific Energy 2.89 ft ' Froude Number 0.95 Flow is subcritical. 11 11 too- `V I�uS 4 a IQo� L t ll V�0 On4Y et oU-) befuJe-e" '11/05/98 FlowMaster v5.15 11:56:40 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Timberwood Drive Culvert Worksheet for Rectangular Channel ' Project Description Project File x:\916800-harmony village\drainage\pipes.fm2 ' Worksheet Flow Element Timberwood box Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.013 Channel Slope 0.003000 fVft Bottom Width 8.00 ft ' Discharge 90.00 cfs = Q00 6 Results [} Depth 1.63 ft Flow Area 13.04 ft2 Wetted Perimeter 11.26 ft Top Width 8.00 ft Critical Depth 1.58 ft Critical Slope 0.003296 ft/ft Velocity 6.90 ft/s Velocity Head 0.74 ft Specific Energy 2.37 ft ' Froude Number 0.95 Flow is subcritical. L '11/06/98 FlowMaster v5.15 12:41:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 rn a 0 N IL A a m N 10 n m 0 N Q co O n O O f U I �-S 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 r.7 D,6 O w J L O W U N O a` E ro m ro N 1n n r �i I 1 I I I dp 14 (15' Tyr I I I I I 11 d p 13 (5'Type R) Pond A ' Project Title: Harmony Village Project Engineer: JR ENGINEERING, LTD. x:\916800-harmony villageWrainagetdelany2.stm JR Engineering, Ltd StormCAD v1.5 1158] 03/29/99 12:39:09 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 §7) �)*)§& ~ ~ 009 a2E}In§ }§§ o 9OD }li} 0)c �) �'t} §/¥oo6 LGo ` #§E 77& 0 �>� ��j 1 qN co °R2 of OD co co 000 00a /7 kkk 000 43 co \\\ OD Cl) k 222 §(; E Tor6 A- D't 1, 6 1 1 1 1 1 1 1 1 1 1 "--� Outlet 1 Fype I I G rate '-2 >TMH-1 xtention Ex. RCP Outlet Project Title: Harmony Village Project Engineer: JR ENGINEERING, LTD. x:\916800-harmony village\drainage\pondout2.stm JR Engineering, Ltd StormCAD v1.5 [1581 02/02/99 08:29:01 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 IL m O O O m p N )O U0 N N N 0 10 c0 0 cli N 00 It O -T 0) Q O Ci oi U f, N N v n O O co m N N N _ � � Q O) O) W = vvvvv )O co co N c0 O) 00 00 10 O c 3.� C N )O N LO 1N Q O` - O) O) O) O) O) U v v v v v O 0 0N co ncocOu)O y o 0 0 0 0 C rn rn rn rn rn O - v v v v v - o o rn 0._� rnrnrnrnrn v v v v v CD )O n CD O N O M It p d N <h Us O) O) LO 0 N O) v (3) co to c N N N N N a 3 ^ )o cn co )o )o Q Cr) O) O) 0) O vvvvv v IT O tM N I- N n fO )O C cl O O O O O )O N to c v C{ O O O O O — vvvvv rn n CO m O) (3) Cl O a- U LO v r� of of O f- � COO (m0 )0 O ^ -t v n CO) m )o co CO O v N M co )n NC.) Cl). n n O O O O O O O O O O C {p 0 c N N D N 0 N N d R N N N (n� U U V U C c c c U U U U N U U U U U ) C C C C C r v v N N N N N O O O O c0 L O O O O v vi cri co v c f N CO v J C O .n o a. Nl7 N o d d d w w 00 n ). co 0 Q to co 0 r co 0 U r J y a� m d D C c O W S � N .Y O m n r) U c N O L N V Y) N N S E 0 O V c 0 3 d m m C N m � T > `oa Tn O Y _ € n N N L O F O m 15 m 0) N m m m N a is 0 7�' - ) o Riprap Calculations for Pipe Outlets LOCATION: HARMONY VILLAGE PROJECT NO: 9168.00 COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. DATE: 2/18/99 From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Y, = tailwater depth, ft A,= required area of flow at allowable velocity, fe V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 ft/s for erosion resistant soils = 5.5 ft/s for erosive soils Off -site Drainage Pipe DP 0-1 19"x30" HERCP Q = 22.8 cfs H = 19 in = 1.6 ft W = 30 in = 2.5 ft Y, = 1.11 ft V = 5.5 ft/s Q / WHO-5 = 7.2 Y,/ H = 0.7 From Figure 5-8, use Type L for a distance 3H downstream, L = 4.75 ft From Table 5-1, d.50 = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 5.67 ft Use 5'x6'xl8" Type L riprap 9168RI PRAP2.XLS -0- 0 'Page4 2/18/99 Box under Timberwood Drive DP 5 2'x8' RCB Q = 84 cfs H= 24 in = 2 ft W = 96 in = 8 ft Yt = 1.63 ft V = 5.5 ft/s Q/WHo.5= 7.4 Yt/ H = 0.8 From Figure 5-8, use Type L for a distance 3H downstream, L = From Table 5-1, d50 = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 12 ft Use 8'x17'x18" Type L rlprap - to extend to end of wingwalls Pipe from parking under Delanv. DP 14 and DP 13 quadruple 27" RCP pipes Qtct = 42 cfs D = 27 in = 2.25 ft Yt = 2.25 ft V = 4.2 ft/s Q each = 10.50 cfs F = Qeach/D2.5 = 1.38 Height of equivalent rectangular conduit, He = D = 2.25 ft Calculate width of equivalent rectangular conduit by equating Froude No. We = Qto1/(F .He1.5) = 9.00 ft Determine type of riprap, Qtot / WeHe .5 = 3.1 Yt/He= 1.0 From Figure 5-8, use Type L for a distance 3H downstream, L = From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 10 ft Use minimum 7'x10'x18" Type L riprap 6 ft F=Q/WeHe1.5 6.75 ft 417/99 O - \2 9168RIPRAP2.XLS Page-2- 4/7/99 1 1 1 1 1 1 Pipe DP 9 to Pond A 18" RCP Q = 9.2 cfs D = 18 in = 1.5 ft Yt= 1.5 ft V = 5.5 ft/s Q/D1.5 = 5.0 Yt/ D = 1.0 From Figure 5-7, use Type L for a distance 3D downstream, L = From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U2 13.5 in Width of riprap (extend to height of culvert) = 4.5 ft Q/D2.5 = 3.3 From Fig. 5-9, Expansion factor, 1 /(2 tan 9) = 6.7 At = Q/V = 1.67 ft' L = (1 /(2 tan 0))'(At/Yt - W) = -2.58 ft Use L=3H= 4.5 ft Use 5'x5'x18" Type L ripraF 9168RIPRAP2.XLS 4.5 ft DRAINAGE CRITERIA MANUAL K4 RIPRAP MEND■ FAAEFAA No =.I NE 9 .2 A Y /D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82, - 1 y URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP .:• MENNEN no -Aso MEN No EME.Mm No MHEMEMENEM OQ .2 .4 .6 .8 1.0 Yt/H Use Ho instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15 -82 \ URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT 1 DRAINAGE CRITERIA MANUAL RIPRAP � Z Q I I a i 11-15-82 -0 I URBAN DRAINAGES FLOOD CONTROL DISTRICT I J ' LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: LEI 1 [I t 1 1 11 Riprap Calculations for Open Channels HARMONY VILLAGE 9168.00 JPZ JR ENGINEERING, LTD. 1 /6/99 Riprap requirements for a stable channel lining are based on the equation from Storm Drainage Design Criteria, City of Fort Collins, CO, May 1984 V So 17 = 5.8 (dso) . (Ss - 1)0.66 where: V = mean channel velocity (fUs) S = longitudinal channel slope (fUft) S$ = specific gravity of rock (minimum SS = 2.50) dso = rock size in feet for which 50 percent of the riprap by weight is smalle Determine if riprap is required using Table 8-2 In cases where Froude no. > 0.8 check required size using Equation 6 from "Design of Riprap Revetment', FHWA Circular HEC-11 Dso = 0.001 Va3/ (daVgo.s K, 1.5) where: Dso = median riprap particle size Va = average channel velocity davg = average flow depth K, = [1-(sin20) / sin20)]o.s 0 = bank angle of repose 0 = riprap angle of repose Pond 301 spillway V = 1.21 fUs S = 0.01 fUft SS = 2.5 V So" = 0.42 (S Since Froude number, F < 0.8 and side slopes no steeper than 2h:1 v use Table 8-2, Class 0 Riprap is required No riprap required - Use Type L buried 9168RIPRAP2.XLS,open channels �� 1 1 1 1 1 1 1 Design Points 2, 3.12 V = 5.57 ft/s F = 1.89 S = 0.25 ft/ft F < 0.8 ? FALSE S5 = 2.5 V S° " = 3.37 (S Using Table 8-2, Class 6 Riprap is required Since Froude no. is greater than 0.8, check w/ FHWA equation, Va = 5.57 ft/s davg = 0.27 ft 0 = 20 = 34 K, = 0.79 D50 = 0.47 ft D5o = 6 in Use Type L riprap buried, dAn = 9 in Design Points 4, 6 V = 9.19 ft/s F = 1.79 S = 0.25 ft/ft F < 0.8 ? FALSE Ss = 2.5 V S°17 = 5.56 (S�ss— Using Table 8-2, Class 12 Riprap is required Since Froude no. is greater than 0.8, check w/ FHWA equation, Va = 9.19 ft/s davg = 0.82 ft 0 = 20 m = 34 K, = 0.79 D50 = 1.22 ft D50 = 15 in Extend grouted boulder channel up to curb cuts 9168RIPRAP2.XLS,open channels I 1 1 1 1 1 Slope d/s of Curb Cuts - op L4 ; (o Worksheet for Rectangular Channel Project Description Project File x:\916800-harmony village\drainage\curb cut.fm2 Worksheet Curb cut at DP 2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.100000Wit Bottom Width 2.00 ft Discharge 15.00 cfs -- YViax ��otJ Results Depth 0.82 ft •— Flow Area 1.63 ft2 Wetted Perimeter 3.63 ft Top Width 2.00 ft Critical Depth 1.20 ft Critical Slope 0.035367 ft/ft Velocity 9.19 ft/s Velocity Head 1.31 ft Specific Energy 2.13 ft Froude Number 1.79 Flow is supercritical. ' 0 9 08:43:043:08 AM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Slope d/s of Curb Cuts — pP Z. 131 Z ' Worksheet for Rectangular Channel ' Project Description Project File x:\916800-harmony village\drainage\curb cut.fm2 Worksheet Curb cut at DP 2 ' Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.030 ' Channel Slope 0.100000 ft/ft Bottom Width 2.00 ft Discharge 3.00 cfs mac. ��otJ ' Results Depth 0.27 ft Flow Area 0.54 ftz Wetted Perimeter Top Width 2,54 2.00 ft ft Critical Depth 0.41 ft Critical Slope 0.027919 ft/ft ' Velocity 5.57 ft/s Velocity Head 0.48 ft Specific Energy 0.75 ft ' Froude Number 1.89 Flow is supercritical. 1 1 -t-C2o 01,06,99 08:49:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 1 1 1 1 1 Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap Designation % Smaller Than Intermediate Rock d* Given Size Dimension 50 By Weight (Inches) (Inches) Type VL 70-100 12 50-70 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 g 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 g *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 D. APPENDIX E DETENTION POND DESIGN I L 1 �I 1 t u O t m o N > N N O N tp N N o o m rn J (V tV N 6 o pa 8 O pv pa o O O m v v v v o C7Wr m m rn m m a a e e N tee N N O n0 C 0 0 0 0 0 C N^ Q=Z N N m W N N N W O O! c 6 < a a m o y o m J N N N �c) e m m m m x v v a v v o n o o g 7(ry=z mmmmm N m N N N v rn rn rn rn rn m rn m m m m m n U� UV 0 o , v o 0 N t7 r fm�l 0N m m N 0 0 tC")J a 0 0 O O O O O 0 0 0 0 0 C tp N N N N O 'C _ N N 41 N N p� Cp > O O O U a U U U N t L L L L U) C C C C C n N n O R O O O O m O O O O d J.. 0 6 N Q U c ¢ f7 N d d a w w V r! O L Q � O am- {- N Q J 8 a` 2 W U r N m 9 m O 0 a m � m n n9 n n u N N Q m U o II o c c m U m C 0 m a m N O N m N m N V n m m u O O N i(l u u a o u n O O 9 c 11 O O a T O T m 0 0 0 ki- m O L N N � m 0 T m � N 3 m m m U N :0 U m m MID p m m m min U U T t2 V 1 m O ^� O U m r Of p L f N N Nrl: Tm In N o 'v J �^ �� O m m N N m y i0 N N N N N N m N m L_ m m n mmc� a s 0 0 m U m w OI T m O � U m U T N v N O ui m oa m E m o mmNu>m�nnvmm O A , Do D N< m 0 CJ N O N N m > o m 000000� �Nc�ivvv m < O O N O m ALA n On O m0 I(1000 <� m O N N InV a N 0 Lo N 1 1 1 1 1 1 t co L ^^ W T 0 Trr E-1 o N O > a w< w a Z U E U o w m m c c w U N O a` tt It t \ t \\o= 00 ® /c "oco t ikt2N op 9 \ .//£A CL a't > � SEE§ t/ / E jgO-j7 @ jT_/ k t o0000000 00 0 R@ /\% QQ/»J/W& '2'6 -00 owmoommo o Mo \v @ £ 2922@222 2 20N $\2 #*#*+¥¥ ¥� * + RI¥- /[/ j E/ �t2 o �00 Cam\= x —\ 0 0 U)Lo \+ \Ob �: 0 / m e n o -+E /Lo +2 �[E f---- \\-« \ jE$ ,f/I \ o /§E jE/ 0 A + 0 tt /2 t MMO_ ¥*Ro @rr\- � a) a) ••>> = m a = EECN j�0j$ c J-? 1 1 1 1 1 1 1 (\N2 L— L _ �f+ O. M O m m J p= O O mmmmm v v e v v g 0 0 o g ro m v v v mmmmm p (ryW� v v e v v Or (m0 N 0 C 0 0 0 0 6 mmmmm p>� 5 e e v v e m mi N o t�i J RUIN N N N 2 o v a a v o n g $ g N m (O V V rn rn m rn rn v a va] a r N r 0 uNi N N om N .0 j r rn m m m rn rn m co N m m m n m f u2 e r a2 of U� al N N n r N O N N N 00 V O N N N On NO N M 2 N o 0 0 0 0 O o 0 0 0 0 0 0 0 0 c m m m m m o c d m ar m 0> 0 0 0 n U a U U U d L L L L L (Q U U U U U C C C C C r N n V 0 N N N OO OO OO O V N r W.� v (a0 J C O n U c 7 m N . x x d a m w w O L m � k � ■ � a a !w@!R ((((( wawa! C{® \\\\\ _ «\\\\ Mr§§, )®}(7if§f \\\/\ ®\® 00000 e/ co \[0 C -)0 p CO N O r CO J p=.K O rn rn rn rn rn e d v v v 0 0 0 S S O(1 m rn rn m rn U r( c .Lqo 0 0 0 0 pis 0mmmm 5 v v o e v J N N N N ) j (7 .x m m rn rn m S e v v v< S n 0. o ui di 0 v e j;Or,s al m rn al a v v a a�� r N r N O 0N 01� 0 j X m m m m m 5 v v a e e m m m o m m m n 00 6 O) U� m c of CFO N � 00 nN N N 0 O O q� 0 0 O O O O O O O O O O 0 N 0 N O C N N N W y� O > O O O U a U U U N L L L L L (Q U U U U U C C C C C 0 0 0 0 0 N cX v J `o n N m `o a U C ¢ U J N d d d w w d W v a` W J m Q } Q U) W a a N m — M N mN m m m of d <<< m. n eD o O N N V a m of J p=� � O rn m m rn m v v v v a 0 0 0 0 0 >� ro e 6 0 A p (ryWr rn rn m rn m e v v e v on N o C O^ N w N N 0p_� m m m m m a v < < v a uni, a oni, J N N N N N S v e e 6 e 8. n S S o v c 6 v v N iO N N 7 U W r m m m m cl v v v v a v n N r 0 N O 0 0 0 N N N N N m m m O m m m m m m rn m n m vi a n ed of � U U• N n n C 00 m WE 0 0 0 0 0 0 0 0 0 0 O O O O O C tp O N N 41 N N� O > O O O U a U U U N U U U U U (q C C C C C n N n V 0 N N N N 0 0 0 o m t o 0 0 o a gL vi of ro o n N (O 0 Q U d o a � U c 2 7 N d d d w w E - I L I 1 1 1 W J t0 m N N m O o rn rn n m J N aT MOm W m m v a v v a 0 0 0 0 0 m w v e v v m rn m rn p (7W� On N O (m0 N ti O O O O O 0 N � 8 2) J j COr m m m rn S e v o 0 O N o O o n o 0 0 ui m ci �6 o v N i0 �O t0 j U d rn m m m rn w" o v e v v n on 0 N Lq N N N00 jis rnmmmrn N c a v v v d MMm�_ m rn m n a ^ N ui v r�: cd of t0 U OUNfOn qc' m tn0 N � r M co in m w N m m l0 n N O O O O O O O O 0 0 N N N 0 N O'C d N d d 0 ym O O O U a U U U d N L L L L L 0000< 5 �r N v J C O Q U N 0 o a � l U c m m N x x d d d w w 0 m 0 0 rnw e a m fV O m m m N� 0 c m 0 o CO m J N N fV p=r rnrn mmm a < e v a 00000 m v 6 e v oioimmm a a e e v oi. c m Lq o r . 0 0 0 0 C O^ N OO m m p=� m m m m m m v v a e e m O o J j! m m m m x a a n e o o n g 0 0 7�= mmmmm e n n m N N 0 0 N >>� m i00 m m m m m m m m m m m m n o•^ y u� v � c6 of A U ci 0 rm m a U n0 �y n N U ow N m lCyl tm0 n N 0 0 0 00 0 0 0 00 N N 0 m O c N N N N _ O 0� O > O O O o a U o 0 N L L L L L (n C C C C C n in n a a N N N N L 0 0 0 0 a p J `o a J p � U c °1 m cv d d a w w U' N E ')L7 I O 11 'O 1 �n o m uNi a v�i y m m n oomcn J (V cV N p=K rn rn rn rn rn a < a v v 85888 m rn m rn m o (7 W r v v v v v O ONO E O r 0OOOO C d m cl�IU Crim CliN Cli 5 a v v v v O o m J ci 2 p v 50888 vo ��== rnrnrnmm v v]] v Or � r N 0 N O 0 O 0 7> m m m m m 0m m rn (7i <avav m m m m m m m r N v 05 of w U m m m m n N m fnO N � r m m m (h m O O O O O 0� O O O O O 0 0 0 O 0 d d d d O c d d d d - d U) CO > CO CO O U a U U U d N U U U U U O O O O v J 0 6 U w c a � � U c ¢ d Cl N a d d w w d c w w a` 1 2/18/99 Overflow Spillway Sizing '. LOCATION: HARMONY VILLAGE PROJECT NO: 9168.00 COMPUTATIONS BY: J. ZUNG ' SUBMITTED BY: JR ENGINEERING, LTD OVERFLOW SPILLWAY ' Size using the equation for flow over a weir Q = CLH3" 4 100yrna ' where C = weir coefficient = 2.6 L H = overflow height L = length of the weir , In accordance with the Fort Collins Storm Drainage Design Criteria (revised Jan. 1997), since UDSWM2-PC was used, spillway capacity determined by modeling a plugged outlet and determining the spill flow rate at the high water elevation. ' Pond 301 ' From SWMM output, 100-yr high water elevation corresponds to a detention volume of 4.51 ac-ft? with a release through the spillway of 17.9 cfs when the outlet is plugged. J( From stage -storage curve, high water elevation of 55.62 gives a volume of 4.56 ac-ft Determine lenth of spill needed: v let Q = 18.0 cfs flow depth = 0.12 ft (55.62 - 55.5) Weir length required: L = 167 ft Use L = 200 ft V = 1.44 ft/s Note: The emergency overflow for "Pond B" of Pond 301, located north of the entrance, will be through the proposed curb cut on Timberline Road. 9168pond.xls,spillway 1' E --I0 I I 1 1 1 2 1 1 2 3 4 WATERSHED 0 MCCLELLANDS BASIN REGIONAL MODEL - JR Eng. February 1999 100-YEAR EVENT -model Hamol2y village pond w/ a plugged outlet 72 0 0 5.0 1 1.0 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 ' OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 " 1 360 36 3223 2.37 87 .02 ----------------------------------- ALL FOLLOWING BASINS FROM MIRAMONT 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 -----__--------------------------- MASTER PLAN, RBD, INC. 'MMPSPILL.IN Page I of 7 » ------------------------------------------------------------------- " ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. ' SUBBASIN 3014302 MODIFIED FOR HARMONY VILLAGE - JR ENG. 12-21-98 1 301 301 331528.54 71 .005 .430 0.6 1 302 95 350047.50 45 .01 .390 0.6 ' SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 1 306 372 1729 8.73 31.2.0200 1 307 359 960 5.42 17.0.1262 1 308 370 1335 7.03 40.0.0200 1 309 361 507 1.63 4.0.1262 1 311 371 315 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 366 495 0.91 1.0.0500 1 314 373 993291.15 34.0.0200 1 315 374 100014.39 40.0.0200 1 316 39 276499.00 2.0.0169 "---------------------------------_--- .25 .95 .95 .60 .99 0.9 .99 0.9 .55 .35 0.3 SP(uW� MMPSPILL.IN Page 2 of 7 * ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MaCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 * G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .0018 * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0016 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .5.1 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 2 301 302 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 0 1 1 1 1 1 t 1 1 1 1 MMPSPILLIN Page 3 of 7 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0,006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH fi 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 COVFYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997( 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 588 488 0 3 .1 1. MMPSPILL.IN Page 4 of 7 • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 488 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. " PIER DETENTION POND 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 571 471 0 3 .1 1. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. 470 31 6 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. END OF LIDSTONE & ANDERSON INSERT UPSTREAM OF LEMAY AVENUE L I I 1 I I C 1 1 1 MMPSPILLIN Page 5 of 7 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 ' ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 ________________________________________________________________ " ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 • POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUB REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 • CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 • CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 • CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 ' POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 I MMPSPILL.IN Pagc 6 of 7 PROPOSED DETENTION POND FOR HARMONY VILLAGE - plugged outlet JR Eng.2/18/99 0 301 91 8 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 0 0.85 0 1.88 0 2.45 0 3.27 0 4.26 0 4.56 21.6 ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RED, INC. CONCEPTUAL DETENTION FOR SUBBASIN 303 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 _____________________________________________________________ ALL FOLLOWING CONY. ELEMENTS ARE FROM G&O 1986 MaCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK S CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 CROSSING UNDER CTY RD 9; PER RED 1987 MCCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 103 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 _______________________________________________________________________ SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE h ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 1 F L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6.09 7.51 10.56 8.81 215 315 0 3 315 216 5 2 0.0 0.0 1.21 1.1 216 116 0 3 116 140 0 1 140 357 0 1 219 224 0 3 224 218 0 3 218 124 8 2 0.0 0.0 0.97 10.0 124 226 0 2 226 217 0 3 217 357 8 2 0.0 0.0 0.45 10.0 330 357 7 2 0.0 0.0 1.11 4.0 0 5 301 91 93 94 357 ENDPROGRAM 7.43 7.92 8.77 10.92 9.00 1 1. 1 1. 0.08 0.5 0.34 .1 1. 10. 1650. .003 4 10. 700. .003 4 .1 1. .1 1. .1 1. 0.07 4.0 0.24 1.64 12.0 2.46 3. 625. .008 0 .1 1. .1 1. 0.04 4.0 0.12 0.73 12.0 1.16 .1 1. 0.08 1.0 0.27 1.86 5.0 2.82 8.40 9.85 0.75 4. 4. 6.0 14.0 0. 6.0 14.0 2.0 6.0 MMPSPILL. 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C1. o 00 000 000 00000 0 m o o In vlo o m mo r m N N N G Ol N .i C O O o N Pl m ooO O N O O O O O O O O O O O O O O O O O ■ m N O N O O O O O O O O O O O O O O O O m N O U1 N W 0 0 N 0 0 0 0 0 0 N 000 O H C V Q O O O O O O O O O O O O O O O O O O O O O O O O O O O pw: Q 000000 000000000 r .-I m m I+l wN Q C N N Ol N !�1 r•1 N N N I(1 W .-i N N N r m I+l O O O O O O O O O O O O H ■ r o 0 0 0 0 0 0 0 0 0 0 o a F o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ID r W Ol O .4 N t+l VI IO Ol O N N N N N N 4 ry O O N N N O Ill N N O N O r 3 8 m 3 m 3 N O H O O O N N N O O N N N O rl N N H H M M O a W a w a W a m m m ro N O I(1 O O O O O Ol W O O O O O O O O O O O O O O O W W W m H b r Ol .1 WyWy w yWWy w w w 004 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w w 2 2 w w W w w w w 7 a W 4Q Q Q a w a a w a w FI N ' m o a' C rl C N K W 3 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 •" a a a a ro a OI C (•'1 N m N N m Fl N N (�1 N N W W w w w w z w E a om c90 cQ�o o cgq9oo h rn E H .c.19(oo •lom ro a r m 0 m a K a K O o000 00 0000 000 00 0 0 •. o ~ tFll N fE/1 fE/I W ') E C [K fK C W O T o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'ovl0 00000m0 oom0 r0 a O w W W m w ox x Flnv N tll IO m O r d' W C IO r r r H IN N C Ill N N N N N Ill I W W (�1 I NN N .4 r•1 N N N N N t1 t"1 O Q W w m w w F NomrmmoHNnln lommo In ul mmomom olor o Q � N ' N N N C N N N E O t{ N m N N N N N N ry N N O u U O q' E E Q 1 F-3s N Poo.00mmolonmloPaoloOPNrlaaNvlPrmmmNmarvinao olnmmNoommmrnnlo W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NI r VI N P N ID r•1 Ol Jl Jl N t`l m N P r t`l Ol � T m N W 01 1�1 O r r .-1 a m N l0 W r a Vl W Oi Ol Jl V a r N N N a �'^ N N Ifl !�1 t+l N N W N T I`l t+l II1 N lO N Ol l0 N Ol rl N r r a Ol N IO .-I rl N N nl t�l t+l 1p N .......... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a 000000 ........... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o ........... 000000.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O N O Vl O O IO O O O O O O O rl O N O O O a Vl 01 O O O a O O N O O O a O ut O O �O m O O O N N N N 1+1 N /+1 1"1 rl rl rl rl r'1 1+1 f�l N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O .......... ........... O O O O O O O O O O O O O O a O ry O O O O O ........... O O O C O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O P N a O Ifl O O O O O O O O O O O O O O O O O O N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N N O O O O O IO O O O O O O O O O O O O O O f'1 Ol O O O O O O O O O IO O O O O O O O O O O O O O O O O O O O O N r1 r 'i N N N P O t0 O O O N N O O O O O O O W O O O O O m W O O O O O O O O O O t(1 rl O O ✓1 O O l0 O ID O O O W O O O O N a N P r r .� mmm m N o rr N N N N N P N 1p P a IO IO a 1�1 N N N N N N N N rl N 1"1 a ✓1 l0 r m Ol N N !+1 ✓1 l0 m Ol N N m C O N N r+l P 1(1 �O N rl P IP m Ol O N N t"1 a Ill l0 a O l0 r m O� O rl N i"1 a Ill N N N N N N N N N f"1 !�1 N N m /'1 N a a a P Ifl Vl r r r r r m m m m m m T T Ol OI 01 Ol N N P l0 IO IO O r r r r r r N N rl N 'i N N N N N N N N 0 1 11 I 1 1 L_J 1 1 1 L 3 �o 1 1 1 1 1 W N 1p 1p N d' O r O P N Ol W 01 M O Ol W O IO O t+l t+1 Ill O O «1 O P N W N Ifl Vl O N ry N N M r t+. .... 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O a a a W W O C W N P l0 r m Ol O rl � r'1 Vl 1O m Ol O N N t`l P �Il �O r m Ol N N /mot 0.] to W 4 UNr m m UO m O I d L� 1 1 I 1 1 C-112 a o ra-I N a m as 1 1 ' m G O O N m ul O O O m N m O O u) O W O Ul m N O N O O O O Vl O m Vl W O O Vl Vl m O m m Vl m O O ul O N m O O N ❑ ii Q V] Q Q ❑ ❑ ❑ Q l0 N W O N Cl r O C 0000000 W W W W W W W W W U V V U U U U U U W W W W W W W W W d' f+l �O N N C C N 10 1fl !�1 !'1 W N O m N Ol rl N m O N .-i H H Ol O Ol r1 r .-1 r+l r rl .-1 Ol P 10 N N N 10 N Fi H H H H rl ' Q Q Q Q Q❑ Q Q Q ' r r N--- T- m r P O N O O O m O- N h N n m- m N N P r r m m O O O O W- r N r r- O P N m N m- N N N m N O Cl m rl m In P P P rl m r P m m O C N P1� N O lO In 10 m N 1" W C !'1 1'1 N N N N N N N .-1 N N .4 N N N N N m N t`l t`l t") f'1 t`l !1 !'1 N m Ol .4 N r'1 C O rl N m P m� N N P m m Ol O .4 N r1 P m N� P O m r m Ol O N N r'1 C m 10 r W 01 O N N t�l 01 O m W r ' t`l i`IPPP Pmmr rr rrmmmm W mmmrnmmmoNNP�o �o ��orrrr rrlNNrrm0000HHHH O m 1( m O In Ill O Ill M O O O Y N O O O O O N O O O N N O e n 00000 00 J' aaaza az a N H H H ' Q Q❑ Q Q N H H Ifl Q Q - N N T H ❑ N T N M1 h O NnN 11 I .Oa: In n .+rioM1Nrm In n N O N I`l 1I1 N N II1 N N N nl I"1 t"1 t�l N N 1'1 t`l I(1 N N t�l f m Ol O P IO O O O O N N I(1 O e N N N N N rl !n O M1 M1 M1 h T C N N N N N N N N N N N N N I❑❑ Q Q Q Q O Q Q Q Q ❑ q❑ t�l O Ol C N CO N Nl t+l Y1 M1 P CO i 1p N rl N N � N 3 N M1 J O W � ... O N N C I(1 N N . Ol N N C H U] Ol Ifl Ol ✓1 �l Ol m C N If. .. N N N N . H N N N N N N N N .-1 N N N N t+l N rl N N N f"1 N f+l ✓1 O' I 11 1 1 1 E r__ -4V 1 1 1 t 1 1 u O O 1I1 O O O I(1 O O V1 O O O O O J1 IP O ul O Ill N IIl tl) I(1 m Vl Q Q Q Q Q Q Q Q Q Q Ci ❑ N C N N N 01 O� W N 1f1 m �O O N •+ -+ 3 3 3 3 3 3 3 3 3 3 3 S 3 3 3 0 0 00 0 00 0 0 0 0 0 0 0 0 a a a a a a a a a a a a a a a w w w w w w w w w w w w w w w u u u u u u u u u u u u u u u rl N 'i N N N N N N N N N M H H H H H H H H H H M H H . 0 0 0 Q Q Q O O Q Q O Q Q Q Q p rl i'1 rl r W W C m O N W Ifl W r W p nl N W W C N W r Ill O JI rl N N N N r r OI N I(1 lA N N W N N N t�l N r1 C' r 01 O rl I+1 IO m O 'i IO r O r4 N p ID r N I'1 p �O m N N m p r r r m m m m m m m rn m r r r r r r m W m m W r m m m p C p C C p C C C C p C II1 Vl «t ✓1 VI Vl Ifl In Jl III I(1 m l0 l0 IO I E-yss 2118/99 Project No.: 9168.00 By: DJC Project Name: Harmony Village Date: 2/18/99 V= 1 /3 d( A+ B+ sgrt(A'B)) where V = volume between contours, R3 d = depth between contours, R A = surface area of contour Area A Volume Area B Volume Contour Elevation (It) Surface Area (sq. ft.) Incremental Volume (cu. ft.) Cumulative Volume (M. R.) Contour Elevation (ft.) Surface Area (sq. ft.) Incremental Volume (cu. ft.) Cumulative Volume (cu. R.) Total Volume (cu. R.) Total Volume (ac-ft) 50.74 0 0 0 51.00 1044 90 90 90 0.00 51.71 13640 4,368 4,459 4,459 0.10 52.00 18785 4,682 9,141 - 9,141 0.21 52.52 28143 12,120 21,260 52.52 0 - - 21,260 0.49 53.00 36782 15,536 36,796 53.00 1989 318 318 37,114 0.85 53.18 37712 1 6,704E177""',,622301 1 53.18 3195 462 781 44,281 1.02 53.52 39469 13,120 53.52 5472 1,456 2,237 58,857 1.35 54.00 41949 19,537 54.00 8687 3,369 5,605 81763 1.88 54.45 45434 19,656 54.45 14387 5,138 10,743 106,556 2.45 55.00 49693 26,151 55.00 21354 9,766 20,509 142,474 3.27 55.45 53348 23,179 55.45 46192 14,843 35,352 180,496 4.14 55.50 53754 2,6781 55.50 48952 2,378 37,730 185,552 4.26 55.62 56201 6,5978 55.62 59043 6,470 44,201 198,619 4.56 56.00 63949 22,8131 56.00 90997 28,290 72,490 249,721 5.73 Total ® 100- r WSEL 3.39 Total @ 100-yr WSELI 0.87 1 4.26 10 YR 100 YR 9168pond.xls,volume E -I Detention Pond Orifice Sizing (10 yr event) LOCATION: HARMONY VILLAGE P.U.D. PROJECT NO: 9168.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Pond 302 Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (W) E. = greater of geometric center elevation of the orifice or downstream tailwater elev.(ft) h = water surface elevation (ft) Qa = 5.80 cfs (10 yr. Allowable release) Invert elev. = 50.74 ft (inv. "A" on outlet structure) E. = 51.65 ft (downstream HGL for 10 yr flow - from StormCAD) In = 54.45 - 10 yr WSEL Co = 0.62 solve for effective area of orifice using the orifice equation A. = 0.697 ft` 100.3 in` req. orifice dia. = d = 11.30 in Use d = 11.25 in E-_Z 1 1 m m N m m m m 0 m �+ioevv Um a a m N 0 N w m m m = rn v v o e a 8S00S m pC7 vs m rn m M w a a� v a a 0 N 0 0 i� 0c mmmmm 5 a a e v v v u> e m J N N m N N j (ry ,v m m rn m m x a v v v e 0 0 0 0 0 ui vi ro v a �c7 s = mrnmmm w`" o a v a a n N M N 00 m N j; m m (3i rn m W m m m rn m co n ai M vi < ad ai U� m9O�m aF N O N N N m N m N m m 0 m 0 0 0 N 0 0 0 0 0 0 0 0 0 0 C N N O N N O'C N N 4 N 0 (n2 O > O O O U a U U U d N L L L L L 0 0 0 0 a O n N O U c W lh N w a d d w a Detention Pond Orifice Sizing (100 yr event) LOCATION: HARMONY VILLAGE P.U.D. PROJECT NO: 9168.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CA sgrt(2g(h-E,)) where Qo = orifice ouff low (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 f /s A. = effective area of the orifice (ff`) Eo = greater of geometric center elevation of the orifice or downstream tailwater elev.(ft) h = water surface elevation (ft) Qo = 14.50 cfs (100 yr. Allowable release) outlet pipe dia = D = 27.0 in Invert elev. = 50.63 It (inv. "D" on outlet structure) Eo = 52.15 It (downstream HGL for peak 100 yr flow - from StormCAD) h= 55.50 ff-100yrWSEL Co = 0.7 solve for effective area of orifice using the orifice equation Ao= 1.410 ff` 203.1 in` 16.08 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.60 kinematic viscosity, v = 1.22E-05 ftZ/s Reynolds no. = Red = 4Q/(ndv) = 1.13E+06 Co = (K in figure) = 0.7 check Use d = 16 in Ao = 1.396 ft Q = 14.36 cfs f -1-1 I APPENDIX F ' EXISTING MCCLELLANDS BASIN REGIONAL MODEL 100-YR SWMM INPUT AND OUTPUT 1 1 1 30 HARMONY CROSSING �oxmonI v; Ball. n u (? w 91 m WILLOW SPRINGS WILLOW SPRINGS .P:U.D., BY LIDSTONE & ANDERSON, INC., DATED '.AUGUST i994. 30 Cb.-- 215 15 40 94 41 (LA 326) .m 3 A For tlor, of - "c jWMnn 'sch eroc,,i �ov �n2 /V� CI llo v�o1s Bc--Sin 12egLoVlo�. aeA LEGEND LA# _,LIOSTONE &'ANDERSON" t` ..!NUMBERING ,:GO# GREENHORNS„& O'MARA NUMBERING '•`, SAK a SVOT bt ASSbdATES' r NUMBERING . (IN.. ROD ;REPORT') . . . RBD# RBD NUMBERING`IN MIRAMONT. DRAINAGE PLAN 3i6 SUB -BASIN 39 CONVEYANCE ELEMENT 224 NODE 74 . POND DETENTION 310 HYDROGRAPH INFLOW 3! I MMP- I00.ORG Page l of 7 2 1 1 2 3 4 WATERSHED 0 ' MCCLELLANDS BASIN REGIONAL MODEL (UPDATED UPSTREAM OF HARMONY ROAD) JULY 1997 100-YEAR EVENT FILE: HASP-100 LIDSTONE 6 ANDERSON, INC. PROJECT: COFC96.08 72 0 0 5.0 1 1.0 1 ' 25 0.60 0.96 5 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0-24 0.24 0.12 0.12 0.00 _2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 ' 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 ' 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 e 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 ' 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 • OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 _------ _----- _---- ___________________ ' --- _--------- * ALL _------ _---- _-------- FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 t 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 t 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. ` SUBBASIN 301 MODIFIED FOR DEVELOPED CONDITION 1 301 301 438530.20 45.0077 -430 0.6 1 302 95 350047.30 45 .01 .390 0.6 * SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 ' 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7-03 40.0.0200 .60 1 309 361 507 1-63 4.0.1262 .99 1 311 371 315 2.78 40.0-0200 0.9 1 312 363 569 2.09 2.3.1262 .99 ' 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 ' 1 316 39 276499_00 2.0.0169 0.3 1 I MMP-100.ORG Page 2 of 7 ' • ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MCCLELLANDS BASIN MASTER PLAN • EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 ' 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 • G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 ' * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .0018 ___"___________________________________________________________________ * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 ' 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 ' 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 ' 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3-2 70. .025 .016 .25 .1 .3 .51 .5 .0018 ' 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 2 301 302 ' 0 15 4 0 1 0 1600 0,004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 ' 1 1 0 8 50 0 1 0 1800 0.0033 4 ' 0 0 13 12 50 22 0 1 0 1 0 0 3600 1300 0.006 SC 0.006 5C 0 16 22 0 1 0 3500 0.006 50 0 11 50 0 1 0 8350 0.006 50 0 10 50 0 1 0 1600 0.006 50 ' 0 9 51 0 1 5 1000 0.006 15 0 18 51 0 1 0 1100 0.006 50 0 19 51 0 1 0 200 0.005 100 0 20 51 0 1 0 2100 0.005 4 0 21 44 0 1 0 1200 0.005 50 ' 0 44 51 0 1 3 800 0.005 10 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 e I 1 1 [1 t 1 MMP-100.ORG Page 3 of 7 4 0.035 5.0 0 0.016 1.5 0 0.016 2.5 50 0.016 2.0 0 0.016 1.5 0 0.016 1.5 15 0.035 5.0 0 0.016 1.5 100 0.016 1.5 4 0.035 5.0 0 0.016 1.5 10 0.035 2.0 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 ` CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 • OAKRIDGE BUSINESS PARK 4TH 6 BTH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 * OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 . 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 ` COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L 8 A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.B 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 588 488 0 3 .1 1. 1 MMP-100.ORG Page 4 of 7 • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 488 5B6 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. • PIER DETENTION POND 486 584 12 2 .1 1. .1 0..00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 S. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 571 471 0 3 .1 1. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. 470 31 6 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. • END OF LIDSTONE & ANDERSON INSERT UPSTREAM OF LEMAY AVENUE MMP-100.ORG Page 5 of 7 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 0. 29 3 3 0. 0 0.22 1 3.06 6.98 0 * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 ' 19.65 0.59 86.17 193.70 2.36 28.60 115.72 214.81 6.17 33.64 144.72 224.38 12.05 38.67 169.80 233.10 • ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 ' 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 ' 0.0 0.0 1.0 4.0 2.0 4.3 POND 172 (307) RATING CURVE COMPOSITES S DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST BUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 ' 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 ' 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 ' 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 . CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE ' 0 326 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 • CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 ' CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 POND 180 (340) RATING CURVE ' 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 0 341 4 0 2 5,20 120 1,1040 0 0 0.013 5,20 ------------------------------------------------------------------ ' ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. 1 I MMP-100.ORG Page 6 of 7 ` CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 0 301 91 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 3.25 15.1 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 ' 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. ' 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 9 0.045 4.00 ' 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 , 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 ' 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 ' .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 ' * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 ' 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 ' 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 ' 1.711 7.29 ____________________ ' ALL FOLLOWING CONY. ELEMENTB -_______________-_ ARE FROM G60 1986 MCCLELLANDS BASIN MASTER PLAN * EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK h CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 ' 29.0 1960 0.010 25 100 0.045 10.0 ` CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE ' 0 102 103 0 5 4.5 50 0.005 0.024 5.6 ` 29.0 50 0.005 25 100 0.018 10.0 ' ` SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM ` WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSON, AUGUST 1994 201 202 202 209 0 3 0 3 .1 .1 1. 1. ' 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 ' 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 215 315 0 3 .1 1. ' 315 216 5 2 0.0 0.0 1.21 1.1 216 116 0 3 116 140 0 1 140 357 0 1 219 224 0 3 224 218 0 3 218 124 8 2 0.0 0.0 0.97 10.0 124 226 0 2 226 217 0 3 217 357 8 2 0.0 0.0 0.45 10.0 330 357 7 2 0.0 0.0 1.11 4.0 0 5 301 91 93 94 357 ENDPROGRAM .1 1. 0.08 0.5 0.34 .1 1. 10. 1650. .003 4 10. 700. .003 4 .1 1. .1 1. .1 1. 0.07 4.0 0.24 1.64 12.0 2.46 3. 825. .008 0 .1 1. .1 1. 0.04 4.0 0.12 0.73 12.0 1.16 .1 1. 0.08 1.0 0.27 1.86 5.0 2.82 0.75 0.86 4. .035 4. .035 MMP- I00.ORG Page 7 of 7 1 1.0 5. 5. .1 6.0 0.52 8.0 14.0 3.44 16.0 0. .011 5. 1 6.0 0.24 8.0 14.0 1.72 16.0 .1 2.0 0.65 3.0 6.0 1 a O r m H w £ w F m w U r z H N ui W w µwW H O q W [u m q w U W + H W M w m W w U > W E E zHz yHy I a i5 r mm mo H m a U O U q Q E ou wW h 0 0m �z W H O W4 C K F W m a 0 0 w �n 0 0 O y — ❑ in H W a a w o 0 X x O £N r W O £ £A z o zw F a w W a� w wH £ E F w O ❑ a. w H W [FFC C O QE K W W >• W O I 1 I I 1 1 N W O N N N N N N N rl N N N N N N N N N N N .y rl N N N fy N N N N N N 'y rl Q'Z Op N W o � F0000000000000000000000000000000000 aa�mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm Py O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ............ 0 0 0 0 0 4 ................... 0 rEr��O 2 0 o O o 0 0 ........................... 0. O H I(. Ill Vl I(. I(. VI If. VI VI I. t(. 1I. Vl In I. If. 1(. If. I(. If. If. I(. If. I(. !. Jl JI ✓1 . . . a H o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IO P W H VI V1 Ifl Ill Ill N Ill Ill Ifl m N Ill 11. If. V1 VI It. Ill Ill N Ill I(l Ill ltl I(1 Ill Ifl Ifl Ill Ill Itl I(1 I() I(1 Ill N Z H � H a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O b P •r W It. Ill Ill I(. Ill Ill Ill It. If. It. Ill It. If. t(. 11. It. Ill Ill Ill Ill If. Ill V. I(. Ill Il. l(. If. Ill . . . . . 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CLIENT JOB NO. q (a (IC<< BY CHECK BY DATE ` PROJECT �' JTl O i � %� � � �- SUBJECT S W MM J Pa,�CNJ-, ,e v �2f U Sjw, C SHEET NO. OF Z Pcc(z -plc jtd j /q97 bas 1 301 - ylirwt io, W;aiti�= 43$5 , w z6,5q x q C) C,ov aQ StoY�� 0 CC Cj!{ I r;b � �rrnc�l �inGYc G-iI I 5 cl, o-,� a Is, 1 I Fc)-r,ci je5icy) r-t —1 I JREngineering, Ltd. I' !I �� CLIENT PROJECT 6LJAvhayI�I Vijay BY SUBJECT S W M� (J abin OV L - Ivn' As i lo�e d,ol Il k C �lcv,rnov�� 'XoSSir�� r�bi 5 Zol, zOZ, L03 j gYKG�t11 V,IIa: �0.SIrS O�Y q..t�lly �� N(,�v11Oil O' ` incl�c� 13cUa ��: Ilia lib M71 I$ III ti7p I evisRd b�s�� 3mi72 fir ��7 3fi 0' 1� JOB NO. CHECK BY DATE SHEET NO. 2 OF Z. b+k,1-i f 6Yi c� C.� ,,c I 1 1 1 1 1 M MP 100J7.IN Page 1 of 7 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN REGIONAL MODEL - JR Eng. February 1999 100-YEAR EVENT -update of July 97 model by L&A FILE: MMP100J7.in 72 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 ----"'_"'---'-------------------------------------------------------- ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 ----------------------------------------------------------------------- " ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. ' SUBBASIN 301002 MODIFIED FOR HARMONY VILLAGE - JR ENG. 12-21-98 1 301 301 331528.54 71 .005 .430 0.6 1 302 95 350047.50 45 .01 .390 0.6 • SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1-------------------2-0-0169-----------------0-3------------------- MMPIOOIZIN Page 2 of 7 • ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MCCLELLANDS BASIN MASTER PLAN • EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 • G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 • SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM • WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 .25 .1 .3 .51 .5 .0016 1 6 210 2500 11.6 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 -.7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.9 31. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0016 1 41 357 800 3.5 50. .020 .020 .25 .1 .3 .51 .5 .001B ----------------------------------------------------------------------- * SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 B.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0016 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 0 2 301 302 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 1 1 1 1 t 1 k 1 1 MMPIOOJ7.IN Page 3 of 7 0 6 50 0 1 0 1800 0.0033 4 4 0.035 5.0 ' 0 0 13 12 50 22 0 1 0 1 0 0 3600 0.006 1300 0.006 50 50 0 0 0.016 0.016 1.5 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 ' 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 ' 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 ' 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 ' -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH BTH FILING OUTLET ' 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 ' -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 ' OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 ' 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 ' 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 ' 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 ' 0. 0. 0. 0.23 1.91 6.96 0 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 ' 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. -1 0.00 0. 0.20 0.46 0.22 0.46 0.24 2.50 491 90 2 2 .1 1. .1 ' 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 ' 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 ' 0.67 1.73 0.84 1.76 588 488 0 3 .1 1. 1 I MMP 10017.IN Page 4 of 7 • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY " INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 468 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. PIER DETENTION POND 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5- 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. -016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 11 2 -1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5- 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10-2 16.66 12.5 18-20 13.5 74 572 0 1 10. 700. .008 10- 10. .035 5. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 571 471 0 3 .1 1. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30- 0.77 32. 0.84 40- 0.87 50. 0.89 60. 570 470 0 3 .1 1. 470 31 6 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. END OF LIDSTONE 6 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 1 1 1 1 1 1 1 1 1 1 I E 1 1 1 1 1 MMP I OOJ7.IN Page 5 of 7 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 ' ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 • ----------------------------------------------------------------------- • ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 • POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 • CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 • CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 • CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0. 0267 0 0 0.013 3.00 • POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 1 MMPIOOJ7.IN Page 6 of 7 PROPOSED DETENTION POND FOR HARMONY VILLAGE - JR ENG. 2/18199 0 301 91 8 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 1.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4.56 36.19 ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. CONCEPTUAL DETENTION FOR SUBBASIN 303 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0-0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4-00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0-10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0-0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0-827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 ______________________________________________________________ _ ALL FOLLOWING CONY. ELEMENTS ARE FROM G60 1986 MCCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 6 CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 CROSSING UNDER CTY RD 9; PER RBD 1987 MCCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 103 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 _______________________________________________________________________ SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 4 ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 -1 1. 309 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.1: 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 1 1 1 t 1 1 1 r L 1 1 1 1 t 1 1 1 6.09 7.51 10.56 8.81 215 315 0 3 315 216 5 2 0.0 0.0 1.21 1.1 216 116 0 3 116 140 0 1 140 357 0 1 219 224 0 3 224 218 0 3 218 124 8 2 0.0 0.0 0.97 10.0 124 226 0 2 226 217 0 3 217 357 8 2 0.0 0.0 0.45 10.0 330 357 7 2 0.0 0.0 1.11 4.0 0 5 301 91 93 94 357 ENDPROGRAM 7.43 7.92 8.77 10.92 9.00 1 1. 1 1. 0.08 0.5 0.34 .1 1. 10. 1650. .003 4 10. 700. .003 4 .1 1. .1 1. .1 1. 0.07 4.0 0.24 1.64 12.0 2.46 3. 825. .008 0 .1 1. .1 1. 0.04 4.0 0.12 0.73 12.0 1.16 .1 1. 0.08 1.0 0.27 1.86 5.0 2.82 8.40 9.85 MMPIOOJ7.IN Page 7 of 7 8.64 .1 0.75 0.86 1.0 4. .035 5. 4. .035 5. .1 6.0 0.52 8.0 14.0 3.44 16.0 0. .011 5. 1 6.0 0.24 8.0 14.0 1.72 16.0 1 2.0 0.65 3.0 6.0 F H h 0 0 N a .. w H Ski w 7 A Q N SI w a o >, av h � y r W a m o T w £ £ o h a ¢ z o 4 a o w a m� a a EF Q W H £ > F Z qW w ❑ > Z 4.O I I I I E N w o N rl N N N N N N N N N N N N N N N N 'i .4 N N N N N N N N N 0 p U N ti O W F o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w m w w m m m m m m m m m m m m m m m m w w w m w w m m m m w w m m X a H N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N a Py ty O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q Q a p In v� �n �n u� �n v� vi vi vi In vi vi vi vi In In in in �n vi in �n ui �n u� v� �n vi vi vi in �n v� z j N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �. v. ui vi In in �n in in in In in �n in in �n In in �n �n �n v. u. 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February 1999 10-YEAR Event -update of July 97 model by L&A FILE: MMP10J7.IN 72 0 0 5. 1 1. 1 25 5. 0.48 0.60 0.72 0.96 2.16 3.12 5.64 2.28 1.12 0.84 0.72 0.60 0.60 0.48 0.36 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.0 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 110 11 34 9.58 84 .02 1 320 11 305 2.14 10 .01 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 250 250 500 1.60 80 .01 ' OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 { 360 36 3223 2.37 87 .02 -------_-------------------------------------------------------- ' ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 31514.75 25.0183 1 202 322 70021.50 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 100013.80 57.0235 1 208 178 95033.61 70.0170 1 209 321 43523.40 40.0085 1 165 324 40010.30 40.0100 1 211 325 100010.90 64.0200 1 212 328 400 4.20 80.0380 1 213 180 70016.89 30.0055 1 214 179 2200 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1400 0.96 90.0060 --------------------------------------------------------- ' ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. ' SUBBASIN 301&302 MODIFIED FOR HARMONY VILLAGE - JR ENG. 12-21-98 1 301 301 331528.54 71 .005 .430 0.6 1 302 95 350047.50 45 .O1 .390 0.6 ' SUBBASIN 303 MODIFIED FOR DEVELOPED CONDITION, REDUCED BY L&A WILLOW SPRINGS 1 303 303 7260 50.0 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 993291.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 316 39 276499.00 2.0_0169 0.3 1 I MMP I OJ7.IN Page 2 of 7 • ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MCCLELLANDS BASIN MASTER PLAN • EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 367 890 18.4 5.0 .010 1 218 367 950 17.4 5.0 .030 1 222 32 375 19.3 5.0 .008 1 223 368 2000 23.0 5.0 .040 1 224 368 1500 13.8 5.0 .010 ' G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 2858 65.6 5.0 .006 * SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM ' WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 1 1 201 1200 8.4 38. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 1350 4.6 64. .020 -020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 300 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 800 3.1 64. .020 .020 -25 .1 .3 .51 .5 .0018 1 6 210 2500 11.6 60- .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 18.3 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 8.5 25. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 7.1 17. .015 .020 .25 .1 .3 .51 .5 .0018 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 219 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 219 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 219 1800 7.2 51. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 -1 .3 .51 .5 .0018 1 24 224 500 3.4 42. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 -0018 1 26 226 1000 2.9 31. .020 .020 .25 -1 .3 .51 .5 -0018 1 30 330 1700 11.7 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.1 29. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 357 800 3.5 50. .020 .020 -25 .1 .3 .51 .5 .0018 ' SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE MIDSTONE & ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 -0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 376 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 2800 16.0 73. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 2000 7.0 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 68 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 -25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. -021 .016 .25 .1 .3 .51 .5 .0018 0 2 301 302 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 1 t MMP I OJ7.IN Page 3 of 7 0 8 50 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 50 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 50 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 50 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 51 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 51 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 51 0 1 0 200 0.005 100 100 0.016 1.5 0 20 51 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 51 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 500 0.005 15 15 0.040 5.0 0 51 2 0 1 10 500 0.005 15 15 0.040 5.0 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH & 8TH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 0 28 275 0 1 0 5000 0.005 0 50 0.016 1.5 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L & A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 7.5 3.6 7.75 0.0 89 88 0 1 0. 800. .007 4. 4. .035 S. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 491 90 2 2 .1 1. .1 0.00 0. 0.50 1.0 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 5 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 6 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 588 488 0 3 .1 1. MMPIOJ7.IN Page 4 of 7 • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN 488 586 7 2 .1 1. .1 0.00 0.0 0.01 0.6 0.48 8.1 0.67 11.9 1.74 12.4 10.20 13.3 10.8 14.3 683 582 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .7. 1. ' PIER DETENTION POND 486 584 12 2 .1 1. .1 0.00 0.0 0.15 3.0 0.27 6.0 0.43 9.0 0.62 12.0 1.13 15.0 2.13 18.0 4.12 20.0 4.35 21.0 4.70 24.0 4.87 27.0 4.97 30.0 673 584 684 6 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. 483 583 2 2 .1 1. .1 0.00 0. 0.94 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 5. 481 577 8 2 .1 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 11 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 S. 572 472 0 3 .1 1. 472 571 11 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 571 471 0 3 .1 1. 471 570 8 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 60. 570 470 0 3 .1 1. 470 31 6 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. END OF LIDSTONE S ANDERSON INSERT UPSTREAM OF LEMAY AVENUE I 1 t I MMPIOJ7.IN Page 5 of 7 0 31 275 0 2 3 108 0.0075 0.013 3.0 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 29 18 0 5 1.00 500 0.005 0.013 1.0 20 500 0.005 0.5 0.5 0.016 5.0 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE POND WITH REVISED OUTLET HYDRAULICS 0 2 116 12 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 38.67 233.10 ----------------------------------------------------------------------- • ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK 0 168 169 3 2 0.1 10 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0 169 170 0 2 2.27 40 0.0070 0 0 0.013 2.27 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 • FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 • POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 0 172 173 3 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 • POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD 0 176 177 5 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 0 177 341 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 11 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 0.60 2.1 1.26 4.1 1.92 5.4 2.64 6.5 2.80 6.7 2.99 12.3 3.35 13.4 4.13 15.5 4.68 16.8 4.91 17.3 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 • FUTURE DETENTION POND 322 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 • CE 326 MODELED USING HGL AS SLOPE 0 326 327 0 2 3.50 214 0.0168 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 • CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 • CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 • CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 • POND 180 (340) RATING CURVE 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 0 341 4 0 2 5.20 120 0.0040 0 0 0.013 5.20 1 MMP I017.IN Page 6 of 7 PROPOSED DETENTION POND FOR HARMONY VILLAGE - JR ENG. 2/18/99 0 301 91. 8 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 1.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4.56 36.19 ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. CONCEPTUAL DETENTION FOR SUBBASIN 303 0 303 357 2 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 6.30 25.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 356 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 36 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 -04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 ----------------------------------------------------------------------- ALL FOLLOWING CONY. ELEMENTS ARE FROM G&O 1986 MCCLELLANDS BASIN MASTER PLAN EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK & CTY RD 0 35 102 0 1 1.0 1250 0.010 50 50 0.045 5.0 0 32 102 0 1 1.0 3300 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 1.5 2.8 0.045 5.0 31.0 950 0.007 50 50 0.045 10.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 29.0 1960 0.010 25 100 0.045 10.0 CROSSING UNDER CTY RD 9; PER RBD 1987 McCLELLANDS BASIN CH. IMP. PHASE ONE 0 102 103 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 --------------------------------------------------------- SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, AUGUST 1994 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 309 0 3 .1 1. 309 140 14 2 .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 1 1 1 1 1 1 1 1 6.09 7.51 10.56 8.81 215 31S 0 3 315 216 5 2 0.0 0.0 1.21 1.1 216 116 0 3 116 140 0 1 140 357 0 1 219 224 0 3 224 218 0 3 218 124 8 2 0.0 0.0 0.97 10.0 124 226 0 2 226 217 0 3 217 357 8 2 0.0 0.0 0.45 10.0 330 357 7 2 0.0 0.0 1.11 4.0 0 5 301 91 93 94 357 ENDPROGRAM 7.43 7.92 8.77 10.92 9.00 1 1. 1 1. 0.08 0.5 0.34 .1 1. 10. 1650. .003 4 10. 700. .003 4 .1 1. .1 1. .1 1. 0.07 4.0 0.24 1.64 12.0 2.46 3. 825. .008 0 .1 1. .1 1. 0.04 4.0 0.12 0.73 12.0 1.16 .1 1. 0.08 1.0 0.27 1.86 5.0 2.82 8.40 9.85 MMPIOJ7.IN Page 7 of 7 8.64 .1 0.75 0.86 1.0 4. .035 5. 4. .035 5. .1 6.0 0.52 8.0 14.0 3.44 16.0 0. .011 5. 1 6.0 0.24 8.0 14.0 1.72 16.0 1 2.0 0.65 3.0 6.0 z n 0 rn a +T. a N] H N w N Q w w a o 0 w A � .a n o _ i E N W � a q O £ 7 £ ❑ £ a n a w � a w 0 0 > w 0 a E z a w m L E F £Q w v F z O W "❑i s o¢ a w � as as a w w W wc� w O U w F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O H0 0 0 0 0 0 0 0 0 0 0 0 000 00 00 0 0 0 .. 0 0 00 .. 0 0 0 0 U 4 O a Z o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Z 1Il In Ifl In 1Il I(1 I(1 ill Jl Vl JI N Ifl Vl 1Il I(1 In l(1 If. 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N Vl N Ill N C N P N C N M N M N M N N N N N N N fi N N N N N O N O N O N Ol N Ol N W N m N m N U M ' rl r rl r h N r rl r fi r rl r= r rl r rl r N r N r N r N r= r^ r N r N r N r N l0 N IO 'i b .-I 10 N 10 N j+1 a Q r ID P M N O Ol W l0 Ill P N N Ol W 10 111 r•1 ry O Ol r 10 P M y � Q ' N Ill N O N ✓1 N P N P N C rl M 'i M ry t+l rl N rl N fl N rl rl O 'i O O O O O O O Ol O Ol O 01 Ol m T m Ol r T r Ol WW F a M r M r M r M r rl r M r M r M r M r M r M r 11 r M r M r M r M r M r M IO M 1O M 1p N b N lD N 10 N 1O N W W a a W W m a W W m v v V v V v v v v v V V v V P V P y y S F h 10 1D 10 V1 Ifl ✓1 Ill P P P P P t`l M M t+l N N N N N N N %� F U mrnmmmrn W W mm mmm r mr W r W lombmbm vl W Inm vl mP m P mPm Mm Mm Mm W y m H • Ill Vl ✓1 C P C P P P P P P P P P P P P C' P ow W 0. 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N rl Ill .-1 ri 00 a 0 W W W W V U U U W W W W a a a a ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ P N N !�1 m F1 Ifl � P r1 N O N I(1 3 0 E U W a T P 01 P P P Ill P IO T t`l .-I fi .4 N N N N N N N N O O O r1 N Ill O MII+1 Ol Jl O N N r'1 P ill �U r (YI Ol O N O N hlm 01 O N N I"1 P Itl l0 r m O rl N I+1 P Jl O r4 N P r Ol O .-i r'1 Ill l0 r r r r Ol O O O .-1 N N N N N N N N N N nl !�l P P Ill Ill Vl l0 lO l0 10 lO 10 10 b lO r r r r r Ol r r r r r r W CO W N N N N N N N N !'1 !'1 1'1 fl t'1 t'1 N f1 !'1 /'1 t'1 !'1 Nl t�l rl I"1 I`l NI N rl N I+1 rl N t+l rl N I`l I'1 N N nl eel N !1 P P C P P P P C P 1 1 1 1 7 1 1 1 1 1 1 1 1 N N � O � N O N O M F2 000 �n o00 ooin o ovi ino in ino 1vio f�l N N N In N P P P 1+1 I(1 P N N rl NI Nl NI t"1 N N N N N O N O O O O O O O N N O O O O O f1 N O 3 8 3 8 3 3 3 3 3 3 3 3 3 3 8 0000 0 o qa Q o 0 0 0 0 0 0 wwwww ua.www6�.a� �ww E F F F E E E F E E E E E F F W f+U] W W W W W W W W W fUil W W W a aaaaaaaaaaaaaa f1 rl i-1 N N M M N N N N H N N . 0 0 0 Q Q Q Q Q Q Q Q Q Q Q Q rmn�amr noon m.-�m Prir �,yo Por W N N N O N O 01 O� W t+l O m �O m N rl m rl fl N P P rl �O 'i N N N O O� N N N N N N N N N N N t`l �'1 rvl M !�1 !1 Fl N m r+l N1 Nl Nl N1 NI m m rn m m m r r r r r r m m W m m r W W W g 11 1 1 1 n J 1 APPENDIX I EROSION CONTROL �I ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATIOP PROJECT: HARMONY VILLAGE STANDARD FORM A COMPLETED BY: LAO DATE: 07-Apr-99 DEVELOPED ERODIBILM Asb Lsb Ssb Ai * Li Ai * Si Lb Sb PS SUBBASIN(s) ZONE (AC) (FT) (50) (FI) (rYa) ('70) 101 MODERATE 11.72 1090 1.0 12778.4 12.3 102 0.65 560 1.2 362.2 0.8 103 0.53 355 1.0 187.4 0.5 104 3.84 730 3.5 2806.8 13.5 105 0.66 426 0.5 280.6 0.3 106 0.39 200 0.5 78.0 0.2 107 0.25 195 0.5 48.8 0.1 108 0.39 268 0.4 104.4 0.2 109 0.60 200 1.3 120.0 0.7 110 1.28 330 0.6 420.9 0.8 111 0.58 758 0.7 441.3 0.4 112 0.48 234 0.9 112.6 0.4 113 1.16 513 0.5 597.2 0.6 114 6.46 1187 0.7 7671.7 4.4 115 0.19 155 3.2 28.7 0.6 116 2.83 563 1.1 1595.5 3.1 117 0.81 695 1.0 560.8 0.8 118 0.88 292 2.5 256.7 2.2 119 1.60 378 0.7 603.1 1.1 120 0.10 157 3.5 15.4 0.3 OS-1 4.54 1222 2.3 5543.6 10.3 OS-2 1.02 491 1.8 499.9 1.8 40.95 35113.95 55.46 857.5 1.4 79.4% ' Ash = Sub -basin area Lsb = Sub -basin flow path length Ssb = Sub -basin slope ' Lb = Average flow path length = sum(Ai Li)tsum(Ai) Sb = Average slope = sum(Ai Si)/Sum (Ai) PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain 79.4% of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. 1 I 9168EROSION.XLS 1 PAGE 23 F- O W O Lt_ 1 I 3'2 1 v 1 1 W 1 d 1 O I J t N I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I 1 1 LO 1 1 1 I 1 1 1 1 1 I I i 1 1 1 1 1 1 O I C r n C to to to to tO r r-- r-, f� f\ r� r, l� f� r-, r-- r-, q q c W q CO I . O I CO CO CO CO co q co CJ q q aa-, C co ca c0 co 00 g co co00 co cc co I I 1 O 1 qN M C' Ln Ln Ln tO tD tO Lo .0 to n nr\nt\f� r\(�r-,^q co co 1 1 M I M C C C r C C C C C C C C r C C C C C C C C C C C C C I f CO g q CO q cc q q co w g q q q q q cc q q q q q co q I I O I tD O N M C C'LO Ln LO U-)to to tD tO to tD tD to tD to 1\ 1 g I M C CC -;:r -:I- C C C C C C C C C C C V' CC'CCCCCC I I g q q q q q q c0 g q q q q q co co 00 co CO co q co q qqq 1 1 O 1 C O1 r-1 N M M C C C C Ln Ln Ln Ln Lo LO un Lo LP; tD lO ID ID ID ID r� 1 I n I C4C,'f c�CCCc-cvcr�c�crc�� ,:Zr* 1 q q q q q q q q co q C` q q q 1c co g q q q co q co 00 r I O 1 O tD q O N M M M M C C C C I' C d' C to Lo Ln Lo tp tp t O 1 M M M C C C V C V C C C C C C : C C C C. . C. . I 1 qqq q q q q q cc co co co co cc co g q q q co ggqq 1 1 1 C 1 L o N L . r. . . O. . . ) Ca. . . ... . ... N N N N . . . . . . CCCC . I Lo I N CO M M M co c C C C C C C C C C C C C C C C. I O;' q q q q q co q q q q q C, q C." q q q q q q q q q q q I 1 1 to t .--I (p '-IM . .to lD tO l�rll�ggOCqqqOt m' CC000 I 1 . 1 C t N N M M M M M M M M M M M M M M M M M M M C V C C C I I cc CO co cc q 0O q q q q q q q q CO CO q C) CO CO CO CO q q q q l 1 O I tD Ln co CD N rM C C LO Ln In tD tD tD tD tD n r\ r\ n q q q Ol Ol 1 1 I M M M M M co M M M M M M M M M M M M M M M M M 1 I g q q q q q q q cc q q q q 00 00 g q q q 00 co q co q q 1 1 r" CO 4= 0' I N N (n cn cn C V' Ln to to tO tD to re f, I M N N N N M M M M M M c"M M cl7 lM M M M M M M M C'M co M M I I co == co q cc cc == 00 q q q= co co 00 00 00 co q q q q q 1 I O 1 MNtD q O1 C.--I N N M M M CrCC CC c7 LO Ln Ln to tD tDtD Io I 1 I G .--1 •--1 e-i N N N N N N N N N N N N N N N N N N N N N "Co 1 I q q q q q q q q q q q q q q CO CO CO CO CO q q G7 CO q q 1 1 L[') 1 Into mNMCLn to r,, f-- r-, q co co Ot Ot a, O, ON m 000000 1 N N N N N N 1 I r*- co q q q q q q q q OCco co co g q q q q q q q g q q q 1 1 1 O 1 C L['f . . Ln t D cop. 0'.O O . e-1 .- I '. I .--1 N N N N M M M M M M I N I CO 01 O O O O O O O I rl- ill q q q q q q q q co co co co co co g q q q q q g q q q I I 1 1 co"cc lc Ln r\nq O1 O1OOr+.•1 .r .•-f.--1 NNNMMMMM t 1 trl rl rl D g q n n 01 01 01 01 01 O l g 00 q CO CO CO CO CO q 00 q q q q 00 1 1 1 tD MO cr^0)CD - NMMd' C Ln LO Ln Ln tD to to tD r,- r, Lo tD ID I 1 I CtD r-- co q cc q q co 00000000 00 = q q q q q q q q I 1 r-Irl Ill r%% r� 4� rl ran n rl r., r_ r, r, r, n n f., I" 1 1 1 Q. . CJ'tp f,q grll,rIlD to tO to ctCMMNNO1 tD C.--i O1 tD I 1 1 I O N N N N N N. N N N N N N N N N N tV CV .--1 r-1 r-I r-1 O C 1 t\ ran r-Ir\ ^ r\ r� ill r` n rI r\ r\ fl- I,- r.- rl_ I O1Oc Cl I o I c v Ln Ln Ln L n I Co CO CO CO q 1 C I Qi +('�O�O�CCCCCC I G I C C C C t n Ln L n L n L r, t o co=00 cc=CO q co 1 C 1 gOl0 O1 O, O101 O1 Ot T Ot C1 Cl- OC 1 M i g cc q co cc= q q q cc q q q 00 1 C I I,,gq q O cnm O1 O1 O1 O1 � O. O1 O% O) O% C1 ONC> 1 o l c c c c c c c c c �r v c c c Q c c c v c N I q coq q q q q q q q q q q= cc q q q q q S 1 — O O O O O O O O O O p O C O 0 0 C O 0 0 0 0 0 C O O C J Z W 1. -- I N M C Ln t D I-, g O C D N M C L o t D n g m CD L o O L n C L O CDU- W .� I .--1 r-1 r-1 .--1 r-1 .--� .--� .--� .� N N M M C' I. L<7 .J 1 TABLE 5.1 1 -2 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste, 190, Fort Collins, CO 80525 PROJECT: HARMONY VILLAGE STANDARD FORM B COMPLETED BY: LAO DATE: 07-Apr-99 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)• 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 106 0.39 ROADS/WALKS 0.34 Ac. ROUGHENED GR. 0.02 Ac. STRAW/MULCH 0.03 Ac. GRAVEL FILTERS NET C-FACTOR 0.07 NET P-FACTOR 0.72 EFF = (1-C•P)* 100 = 94.9% 107 0.25 ROADS/WALKS 0.12 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.13 Ac. GRAVEL FILTERS NET C-FACTOR 0.04 NET P-FACTOR 0.72 EFF = (I-C'P)• 100 = 97.4% 108 0.39 ROADS/WALKS 0.33 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.06 Ac. ' GRAVEL FILTERS NET C-FACTOR 0.02 NET P-FACTOR 0.72 EFF = (1-C•P)• 100 = 98.7% t09 0.60 ROADS/WALKS 0.30 Ac. ROUGHENED GR. 0.08 Ac. . STRAW/MULCH 0.22 Ac. GRAVEL FILTERS NET C-FACTOR 0.16 • NET P-FACTOR 0.58 EFF = (I-C'P)• 100 = 90.9% 110 1.28 ROADS/WALKS 0.00 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 1.28 Ac. SILT FENCE NET C-FACTOR 0.06 NET P-FACTOR 0.45 EFF = (1-C"P)* 100 = 97.3% 9168EROSIONALS JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 PROJECT: HARMONY VILLAGE STANDARD FORM B COMPLETED BY: LAO DATE: 07-Apr-99 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRERS 1.00 0.80 EFF = (I-C-P)• 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 111 0.58 ROADSIWALKS 0.58 Ac. ROUGHENED GR. 0.00 Ac. „ STRAW/MULCH 0.00 Ac. NET C-FACTOR 0.01 NET P-FACTOR 0.90 EFF = (I-C'P)* 100 = 99.1% 112 0.48 ROADS/WALKS 0.37 Ac. ROUGHENED GR. 0.09 Ac. STRAW/MULCH 0.02 Ac. GRAVEL FILTERS NET C-FACTOR 0.19 NET P-FACTOR 0.72 EFF = (I-C'P)" 100 = 86.0% 113 1.16 ROADS/WALKS 0.77 Ac. ROUGHENED GR. 0.02 Ac. STRAW/MULCH 0.37 Ac. GRAVEL FILTERS NET C-FACTOR 0.04 NET P-FACTOR 0.72 EFF = (I-C'P)• 100 = 97.0% 114 6.46 ROADS/WALKS 4.16 Ac. ROUGHENED GR. 1.48 Ac. STRAW/MULCH 0.82 Ac. GRAVEL FILTERS SILT FENCE NET C-FACTOR 0.24 '. NET P-FACTOR 0.36 EFF = (1-C'P)* 100 = 91.3% 115 0.19 ROADS/WALKS 0.11 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.08 Ac. SILT FENCE NET C-FACTOR 0.03 NET P-FACTOR 0.45 EFF = (1-C'P)' 100 = 98.6% ' 9168EROSIONALS t_� JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 11 1 1 11 EFFECTIVENESS CALCULATIONS PROJECT: HARMONY VILLAGE STANDARD FORM B COMPLETED BY: LAO DATE: 07-Apr-99 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOH. 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 . 0.80 EFF = (I-C*P)• 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 101 11.72 ROADSIWALKS 6.83 Ac. ROUGHENED GR. 1.66 Ac. STRAW/MULCH 3.23 Ac. SILT FENCE GRAVEL FILTERS NET C-FACTOR 0.16 NET P-FACTOR 0.36 EFF=I., P)*I00= 94.1% 102 0.65 ROADS/WALKS 0.33 Ac. ROUGHENED GR. 0.23 Ac. STRAW/MULCH 0.08 Ac. GRAVEL FILTERS NET C-FACTOR 0.37 NET P-FACTOR 0.72 EFF = (1-C*P)* 100 = 73.3% 103 0.53 ROADS/WALKS 0.53 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.00 Ac. NET C-FACTOR 0.01 NET P-FACTOR 0.90 EFF = (I-C*P)• 100 = 99.1% 104 3.84 ROADS/WALKS 2.48 Ac. ROUGHENED GR. 0.16 Ac. STRAW/MULCH 1.20 Ac. GRAVEL FILTERS NET C-FACTOR 0.07 NET P-FACTOR 0.72 EFF = (I-C*P)• 100 = 95.2% 105 0.66 ROADS/WALKS 0.02 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.63 Ac. NET C-FACTOR 0.06 NET P-FACTOR 0.90 EFF = (I-C*P)* 100 = 94.8% ' 9168EROSION.XLS Z- 3 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 1 1 t [J PROJECT: HARMONY VILLAGE STANDARD FORM B COMPLETED BY: LAO I DATE: 07-Apr-99 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C"P)" 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 116 2.83 ROADS/WALKS 1.60 Ac. ROUGHENED GR. 0.54 Ac. STRAW/MULCH 0.69 Ac. SILT FENCE NET C-FACTOR 0.21 NET P-FACTOR 0.45 EFF = (1-C"P)" 100 = 90.5% 117 0.81 ROADS/WALKS 0.00 Ac. ROUGHENED GR. 0.16 Ac. STRAW/MULCH 0.65 Ac. STRAW BARRIERS SILT FENCE NET C-FACTOR 0.25 NET P-FACTOR 0.36 EFF = (1-C"P)"I00 = 91.1% 118 0.88 ROADS/WALKS 0.85 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.02 Ac. SILT FENCE NET C-FACTOR 0.01 NET P-FACTOR 0.45 EFF = (1-C"P)* 100 = 99.5% 119 1.60 ROADS/WALKS 0.54 Ac. ROUGHENED GR. 0.10 Ac. STRAW/MULCH 0.96 Ac. SILT FENCE NET C-FACTOR 0.10 NET P-FACTOR 0.45 EFF = (1-C"P)"100 = 95.3% 120 0.10 ROADS/WALKS 0.00 Ac. ROUGHENED GR. 0.00 Ac. STRAW/MULCH 0.10 Ac. SILT FENCE NET C-FACTOR 0.06 NET P-FACTOR 0.50 EFF = (1-C•P)" I00 = 97.0% 0-I 4.54 ROADS/WALKS 2.05 Ac. ROUGHENED GR. 1.21 Ac. STRAW/MULCH 1.27 Ac. SILT FENCE NET C-FACTOR 0.29 NET P-FACTOR 0.45 EFF = (1-C" P)" 100 = 87.0% ' 9168EROSION.XLS JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 PROJECT: HARMONY VILLAGE STANDARD FORM B COMPLETED BY: LAO DATE: 07-Apr-99 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00. SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILTFENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 0-2 1.02 ROADSIWALKS 0.00 Ac. ROUGHENED GR. 0.47 Ac. STRAW/MULCH 0.55 Ac. SILT FENCE NET C-FACTOR 0.49 NET P-FACTOR 0.45 EFF = (I-C*P)* 100 = 77.8% TOTAL AREA = 40.95 ac TOTAL EFF = 92.4% _ (94.1 %* 11.72 ac. +...+77.8%* 1.02 ac)I40.95 ac REQUIRED PS = 79.4% Since 92.4 > 79.4%, the proposed plan is sufficient 9168EROSION.XLS 1—� 1 1 1 1 1 1 1 1 t 1 1 cons seq CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: HARMONY VILLAGE SEQUENCE FOR 1999 ONLY COMPLETED BY: DWK DATE: 07-Apr-99 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. 1999 2000 MONTH A M J J A S O N D J F M Demolition Grading Wind Erosion Control: Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other Rainfall Erosion Control Structural: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers ` Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving ,. Other Vegetative: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: Mar-99 APPROVED BY CITY OF FORT COLLINS ON: 'Paryal HARMONY VILLAGE EROSION CONTROL COST ESTIMATE JOB NO. 9168.00 EROSION CONTROL MEASURES COMPLETED BY: LAO ITEM DESCRIPTION UNITS I UNIT COST IQUANTITY I TOTAL COST 1 SILT FENCE LF $ 3.00 2,991 $ 8,973.54 2 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 2 $ 1,000.00 3 INLET PROTECTION EACH $ 250.00 12 $ 3,000.00 4 STRAW BALES LF $ 3.25 20 $ 65.00 5 SEDIMENT TRAP EACH $ 500.00 1 $ 500.00 COST $ 13,538.54 CITY RESEEDING COST DESCRIPTION UNTI'S UNIT COST QUANTITY TOTAL COST El RESEED/MULCH ACRE 1 $ 500.00 1 35.7 1 $ 17,835.10 COST $ 17,835.10 TOTAL COST $ 17,835.10 TOTAL COST WITH FACTOR OF 150% $ 26,752.65 4/7/99 H 1 i 11 1 1 i 1 1 1 i 1 1 1 1 1 1 1 APPENDIX J EXCERPTS FROM OTHER REPORTS 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO January 28, 1994 LZ. Prepared for: Client: Richland Homes 8791 Wolff Court Suite 200 Westminster, CO 80030 w Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 589-001 79 J l z/ r. 9 0 HORSETOOTH ROAD 7 J WARREN LAKE 0 s i f5 m F EAST HARMONY ROAD �c w U 2 < U QQ J J W PROJECT SITE VICINITY MAP -24- �115-141I2 i 12' METAL S/W CULVERTS TO THE NORTH, AS IT IS DEVELOPED, SHOULD � 24' RCP RICRONS ARISING FROM THE EXIST. DETENTION / /— CROSSING AND"ALONG TIMBERLINE ROAD.) '� \ and Application Rotes of Seeds bn and/or Coves Crops. L `\� Dr11ed Pounds cre 0.08AC I I I /— Coal ZO Coal To I I I �y 19l I 0.57AC �at e0 ool 60 ( I ��p�.,r, 19u 60 e ��` —193 QI 1 Worm 15 rm 10 �` yl I 19;i 1 f I I 318 I 194 I (Wth 1 194 I II 2.61AC I 195 In the spring. Warm season greases make I I 1 rummer. Table 11•4 identifies planting date, for I - 1 and Temparary/Cover I NI AL TEMPORARY/COVER 'ASSES CROP GRASSES tll 114% Cow Worm Cod 1 1G 'Yea No No Yea No Yea I T l96 No yes No 0.22A '.�' No Yes No _ _ ,•-^`I I Yes No Yez 1 No No Yes .79.7 Yes No No 1 I,r I L 11Ishmont of vagelallon. One ar more of the 1 perennial drylond grass seed mixture, or o I I � \._ 19 1 l 11l(/ 1, estobi,s of use Application Rate 1 lte 2.44AC l an 01 - Dec 31 2 lone/acre I �.-- 200 Mo. 15 -Noy 15 2 long/oars Jon Ot - Dec 31 Not applicable it ti If weeds and at least 50% of the fiber shall I l ding with native grasses hay from a native I 1 I available. I 20z may be applied from March 15 through September 30. I I ,,, \ ` chored to the awl by one or i � n FUTCIR� ,.._.. MUFTI —FAMILY 1 2.31AC Al crimp the fiber four Inches or I. At least 50% of the Elba more In length. _... ..... ' I I hay I netting installed ova line o manufacturers Inslructlors. I 20' DRAINAGE 1 r m line mulch to the an the EASEMENT 1 .' I of noxious weeds. 1 4 I'' Il 207 1 .... 1 1 I 2.23AC 1pincluding streets. water, sewer, and storm lanned on the site. I I t I 1 `'•—c,13 I tanned in the following sequence: Overlot grading. �' ; '• — Italian, and residential home construction. - -o„.,' O :' s o/ which all the area 18 to undergo clearing, 10 R siess i fiesseessessilisslaiwim b I e construction, Rational 'C' - 0.56 after II ESw . 201 — — 3 Rainfall Erodiblity Zone andv the City of Fort Collins lane maps. Nth \ ll I Mth.aModerote pproximately 1.07 the new Improvements will , \\ v no rainfall erosion. \ 201 I c^I It of cultivated farm land. Before construction. the 1 I dtivoled form land. \' II 1.56AC QI ources are located near the site. It" 1 Is the McClNlands Drolnageway and eventually t,. Storm water runoff from the developed potion sled to the on --site detention pond and then to by gross-IineA swala.`` { y I 301 — z \ .. i 1.64AC Control Plan (this sheet( `' `�-� -,._ CfS I21S PREVENTION ` `^ IN p table and Sequence this sheet. 0::01rA 0 - .3 1 No Text ' ' nstallatlon of the curb Inlets, the Inlets shall be filtered with a combina- concrete blocks, 1/2 inch wire screen, and a 3/4 inch course gravel. DETENTION POND _ 100 YEAR WSEL - 40.81 10 YEAR WSEL a 39.77 WATER QUALITY WSEL =-38.40 VOLUME REQUIRED se 5.1 AC-M 100-YEAR MAX. RELEASE RATE =-23.6 cfs 10 YEAR MAX. RELEASE RATE = 9.4 cfe coNsn:ucnoN :sEauENCE YEAR 1994 MONTH I I I M I= I u I J I J I A I S I 0 I N ' GRADING OSION CONTROL ughenlnq ter Barley not not Barriers Methods �'• ' Giant L EROSION CONTROL Imenl TraD/Baain meni I Fillme 1« Bowlers rance Baniere d Bage e Sox PreOomllon tm, lour na Caet ' acln PovAq .hall/Connate M s TIVE: manont Seed Planting ' -hIng/Sealmt +Dorary Seed Planting • Installation tings/Mots MIonkets a< (MIN.) 4'-5' CONCRETE ' �11.2' MEANDERING SIDEWALK ' 1.7' d100,= 1.50' MIN. 1 L4 4 1 0100 - 18.56 cfs S - 1.5X SECTION A J 30.57' (MIN.) I- j 1.02' MIN 1 5'� -)1 0100 n 21.20- cfs I• 11 S = 0.5% CONCRETE SIDEWALK 2.5'x 6' BOX SECTION e "' 5 / 05\ uc.avn rv.n l wwEs DRAINAGE BASIN BOUNDARY (PROPOSED) 3D9 D.75AC BASIN AREA (ACRE) OGRAVEL FILTER STRAW BALE CHECK DAM unu�nnmi TPHASE UNE}..r,.,:•.,e,p,.:,.,,. ,:._.•T,.,�,,.,smcr.�. 100 YEAR INUNDATION AREA EXISTING SITE HYDROLOGY Total Disturbed Area - 46.90 acres Rational "C" - 0.20 DRAINAGE BASIN STATISTICS Gross Platted Area - 41.01 acres Gross Area "C" - 0.56 Net Platted Area - 34.95 acres Net Area "C" - 0.49 DEVELOPED SITE HYDROLOGY DESIGN POINT BASIN AREA (cc) "C" 02 (cfs) 0100 (cfs) 102 102 30.22 0.20 5.14 18.51 201 201 1.56 0.70 3.11 9.61 202 _ 202 2.23 0.70 4.29 13.74 301 _ 201.301 3.20 0.65 5.10 18.14 302 201,301,302 5.29 0.63 7.40 29.25 303 201,301-303 7.65 10.62 10.34 40.93 304 201,301-304 10.06 0.62 13.35 51.63 305 305 0.54 0.35 0.38 1.40 306 201.202,301-304,306 13.64 0.63 17.96 70.36 307 201.202,301-304. 306,307,317 16.71 0.62 - 76.96 308 308 1.41 0.60 2.07 7.40 309 305,309 1.29 0.38 0.77 2.81 310 203,310 4.75 0.65 6.57 25.24 311 311 0.71 0.60 1.05 3.73 312 311,312 3.36 0.60 4.37 17.26 313 311-313 5.53 0:60 6.87 26.96 314 311-314 6.48 0.60 8.01 31.44 315, 203.310.315 318-320 11.38 0.62 14.11. 53.26. 316 310-320,306,307 201-203,301-304 35.86 0.61 156.98 317 317 0.94 0.60 1.30 4.94 318 318 2.61 0.60 3.73 13.70 319 318.319 3.50 0.60 4.70 17.85 .320 318-320 4.47 0.60 5.71 21.29 321 201-203,301-304 306-308.310-321 3803 0.61 41.52 166.48 322 322 0.57 0.60 0.82 2.99 323 323 0.80 0.60 1.13 4.20 324 102,324,325 31.15 0.20 5.17 17.29 325 102,325 30.30 0.20_ 5A5 18.56_ 326 326 1.14 0.70 1.92 7.02 327 201-203,301-328 46.90 0.56 40.45 159.55 328 328 0.60 0.70 1.20 3.70 ' 15' EASEMENT --A ' 8' (MIN.) - •O, 1.L__ _ I1 dloo = 0.91 CALL UTILITY NOTIFICATION CENTER OF COLORADO _.1 ._.._ -_ 0100 = 2.81 Cis S - 0.65% 1-800-922-1987 4" ADS PERFORATED UNDERDRAIN on 534-6700 ON EAST SIDE OF WILMINGTON CA a INUM VArew ADYAIIK WOREYW a1G. d1AGC OR EAGAYAIE SECTION C Foe l MAwU10 aE UEOpNM O neseEn Mimes. ' 5 J LI City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: Director of Engineering Del CHECKED BY: MetA/ A er h lfealeweler UUUly DeI CHECKED BY: Stormweter Utility De' CHECKED BY: Perks k Recreation De' CHECKED BY: De' CHECKED BY: DeI �J I I u 1 B. Specific Details The off -site area directly north of this project (Basin 102) includes a future Community/Regional Shopping Center and a Neighborhood Convenience Center. An interception swale will be installed to direct historic runoff around this site towards Timberline Road, and south to the McClellands Basin Drainageway. Historic and developed flows from this basin will be routed through the Harmony Crossing on -site detention pond. When development occurs within Basin 102, on -site detention will be re uired, with a sta ed release per the McClellands Basin Master plan The Ian has sized the conveyance elements from Basin 102 for was determined to be higher than the ultimate detained release rates nn-citc J 102 will be required. Basins 201 and 202 are located directly north of the, project and drain onto Wilmington Drive. They are to.be future multi -family, runoff from these areas have been calculated for the future development state. Basin 201 drains onto the west half of Wilmington Drive and Basin 202 drains onto the east half of Wilmington Drive. Basin 301 consists of Jamison Ct., the lots fronting it on the north and west, and the front half of the lots on the south side. Runoff from this basin is directed to the East onto Wilmington Drive, where it is to combine with flow from Basin 201 and continues to the south. ' Basin 302 consists of Terrace Ct., the lots fronting it on the north and'west, half of the lots fronting it on the south, and the rear half of the lots fronting Jamison Ct. on the south. Runoff from this Basin is directed to the east onto ' Wilmington Drive where it combines with runoff from Basins 201 and 301 and continues to the south. ' Basin 303 consists of Antero Ct., the lots fronting it on the north and west, half of the lots fronting it on the south, and the rear half of the lots fronting Terrace Ct. on the south. Runoff.from this Basin is directed to the east onto Wilmington Drive where it combines with runoff from Basins 201, 301 and 302. The capacity of the street is exceeded for a 2 year storm at this point so a curb inlet is needed. Basins 304 consists of Galena Ct., the lots fronting it on the north and west, half of the lots fronting it on the south, and the rear half of the lots fronting ' Antero Ct. on the south. Runoff from this basin is directed to the east onto Wilmington Drive where it combines with flows from basins 201, 301, 302 and 303. This is a low point in the street so a 15' curb inlet is designed to 1 4 1 1 J- where they enter a crosspan to combine with flows at design point 315. Basins 322 and 323 consist of portions of Skye Ct. and Amber Ct. and the lots fronting these. Flows are directed to the east to a low point in the road where they are to be intercepted by 2' metal sidewalk culverts and directed into the drainage swale along Timberline Road. Basin 203 consists of a future multi -family area just north of the site. Runoff in this area will be directed to the east onto Delany Drive and then to the south. Basin 315 consists of the west half of Delany Drive, lots 133 through 142, and the rear portions of lots 124 through 132. Flow is directed to the south along Delany Drive where it combines with flow from design point 320. The capacity of the street is exceeded at this point for a 2 year storm so a 15'curb inlet is to be installed. Basin 317 consists of the south half of Dakota Ct. and the front half of the lots fronting it. Flow is directed along Dakota Ct. to the south where it combines with flow at design point 307. �. Basin 316 consists of lots 143 through 147 and half of lots 121 through 123 as well portions of Dakota Ct. and Galena Drive. Flow is concentrated at the i low point of Galena Drive where it combines with runoff from design points 307 and 315. The 2 year storm runoff is intercepted in a 20' curb inlet. The 100 year storm which exceeds the capacity of the storm sewer overtops the crown of the road and flows to design point 321. Basin 324 consists of the area containing the drainage swale which flows along Timberline Road through the length of the project. Flow is directed to the south in a swale where it enters a storm sewer system which takes it to the detention pond. Basin 325 consists of a small portion of the site receives runoff from offsite Basin 102 and transports through a drainage swale to a 24" RCP pipe crossing underneath Rockport Drive. Basins 326 and 328 consist of the west half of Timberline Road adjacent to the property. Flow is directed onto Galena Drive where it is intercepted in curb inlets. Basin 327 consists of the area of the detention pond and the rear halves of the lots adjacent to it. The runoff at design point 327 consists of the whole site. A multiple release outlet structure is to be constructed to limit the flows Ce Ir dismiss WAWA mows if I ' I if / r_ J / / / ' / / / 5 CHAN / if / eeSN / 4y/CHANNEL DRAINAGE SUMMARY TABLE k B®N�ea�® Orr= fLiS�1�mrw �•S�IS �4'��lE7 �f1�Sf w w HARMONY ROAD MATCH LINE - SEE SHEET 8 OF 26 DETENTION SUMMARY POND A & B 10-YR EVSJIT 100-YR EVENT MAX. VSEL 4954.45' 2.45 AL FT 49M 50' DETENTON VOLUME PRONDEO DETENTION VOLUME REWIRES 4.26 AC -FT 2.40 AC -FT AIDS AC -FT MAX. RELEASE RAZE MAX. ALLOWABLE RELEASE RATE CURET CONDITIONS 5.7 CFS 5.8 ICES 27- PIPE All 11 25- OA CRIFICE 14.2 CIS 14.5 CIS 27- PIPE W/ 16.0' DIA, ORIFICE NO 1. EROSION CONTROL DETAILS ME SHOM ON SHEET 22 ORIFICE PLATE AND CUTLET DETAIL ARE SHOWN ON SHEET 20 SPECIAL DRAINAGE STRUCTJRE DETAILS ARE SHOWN ON SHEETS 22-24 2. PONDS A k B ARE MODELED AS ONE POND DUE TO HYDRAULIC CONNECTMTY 1 ALL AREAS NOT TO RECEIVE PAVEMENT AND DISTURBED FOR MORE NAN 30 DAYS SMALL RE SEEDED AND MULCHED. 4, DETENTION PONDS STALL BE SODDED OR SEEDED AND MULCHED. THE STANDARD EROSION CONTROL NOTES INDICATE TIME FRAMES. JVSTRUCTION SEQUENCE w..o a~ oo.a D.w e. nate. ...�".. Trrrrr .: . Air. IriIpqim.� w:.� �rIoippcl MwmAw9�+w. I I NIT� ^ foam .wlM�rt mom g 8 ,D zs' o sa100' SCALE: 1' - 50' LEGEND 10 pEPONT (A BASIN CRITERIA t.x — R1NIp1F COER1 T -AREA IN ACRES Row DIREC70N — BASIN BOUNDARY EXISTING PIPES M PROPOSED INLET AND PIPE ' GLARED END SECTION • SIDEWALK CULVERT O0401111%11111, EROSION BALES ■ PROPOSED INLET LOCATION -- — EXISTING 5' CONTOUR ----- EXISTING 1' CONTOUR PROPOSED 5' CONTOUR --- PROPOSED 1' CONTOUR 4 i(- SILT FENCE IP INLET PROTECTION O CONSTRUCTION ENTRANCE ^` 1'✓ ,. ST RUIMENT TRAP PROPOSED RIPRAP r l iW-YR INUNDATION AREA 'OP Or Sr RM-4956.5 6y 6 :FA 8 TO 5 B p v}S..,tL 10095b wsEL 955.5 R (BURIED) RED) s D = 0.24 FT 0 - 170 C.Fs. S = 0.005 FT/FT - 005 CROSS 8ECTR3N 8WALE A -A NI D 1FT 0 - 27.4 C F.S. S 0.005 FT/ET In SO35 HIT S mB:p S� A 0 o=$cv N 00 3� a T ;�a�P,CIS o I�I'I �li O � Q d J a W z J Q O Fa Alp d NMII! a F d0F•a•4 Q Lm J W City of Fort Collins, Colorado S <O AN A PROVAL UTILITY PL—�^ ZU A I ' f�1141L1� } APPROVED : ! SV1 ✓—� 412t1M Z 0 O uof p py CHECKED BY.4 4.1 ¢ utwIty CHECKED BY: N�� GR sm�•.tw Orly ate CHECKED BY: Ibee ! Rvenlm Lb(. SHEET ] OF 26 WIN J Q O If If l It / / / It / / f_ / A2 49 / / Ail CDNC. TRICKLE CHANNEL ne \ MATCH LINE - SEE SHEET 7 OF 26 7-own $11 112 CHANNEL' IN aa • :Joehe BUILDING I 72NDKQ SF LATER —2 CHANNEL I 4 A2CHANNEL y N NN fir �1' l2 CONIC PAN PAN I BUILDING H A59STED LINNG 35,000 SF 1 go.— — — Well mm �I yl t 1 2' C/DMG.0MOKEDE HANNEE / STANDARD EIROSICIN CONTROL CONSTRUCTION PLAN July, 1996 The CRy o1 Fort Corns storm over Uldily a anion canna Inspector must be notified of lease 24 hours prior to any construction on this site. Air required pwNneta silt fencing Noll be instal prior to any land disturbing activity (stockpiling, stripping, grading, etc). All other Paul er on control measures "all be installed at the appropriate time in the construction sequence as indicated Ia the appro,hd project schedule, construction plans and aosmn control report Pre- disturbance rogem0an shall be protected and remmed wheremr possible. Rp off a disturbance of esisHng vegetation well be limited to the area required for Immedmte construction operations and for the shortest practical period of< All sob exposed during land disturbing 1 Ty (t pP 9 grading, utlty nutaflotu,su stocialing,filling, etc) shall be kept ighomd condition by lipping or Qcn9 along Ind contours until mulch Wegetati or otherpermanent erns on coot I is insailed. No saysrein t E protect street rights of way shall :eman exposed by land disturbing activity far more than they (30) days before q - d temporary or permanent erosion cam d (eq. seed/mulch. landscaped. et .) is stalfied, unless otherwise onwoved by the Stmm•at> w,ty The property shall be watered and maintained of all items during construction all as as tap t d- caused 'on. All land dilost ng oct,o es shall be Immediately discontinued when fugl'w dual -impacts odpcent properties as determned by the City of Fort Collin Engineering Department. All temporary (structural) a antra m hall be inspected end mpabed o sonstractm a cry after each runoff eeem weer m a continued performance of men intended function All �entaned sediments measures those on pored roadway r sundaes, ]hall berearmedand disposed of in a manner and Montreal was as not to cause their meats Into any contnageway. No soil stockpile shall exceed ten (10) feel in height AU III stockpiles Nall be protected nnm sediment transport by surface rwgllmmg, wasting and perimeter slit Sunday. My soil stockpile remaining after 30 dote shall be seeded and mulched. City Ordinance proltioils the trucking, dropping, or depositing of sills or any other material onto City enttb by a M1an any vehicle. Any inadvertent depositM material Mall be clewed immediately by the controctor i 15TYPE R INLET SEE DETAIL / O J BUILDING (BURIED)_- /RW 9 A - qw a i 1 n� X I CURB CUT �I CULVERT 11 IJ LEGEND 10 DI PUNT • SIDEWALK CULKRT A "GdN CRITERIA O lo� ER0SI BALES 1.24 73 RUNOFF COEFFICIENT 0 PROPOSED INLET LOCATION AREA IN ACRES EXISTING 5 CONTOUR — FLOW DIRECTIM ---_._ E%ISPNG 1' CONTOUR — — BASIN BOUNDARY PROPOSED 5' CONTOUR EXISTING PIPES PROPOSED I' CONTOUR ® PROPOSED INLET AND PIPE O FLARED END SECTION -X— -X SILT FENCE ' 0 50, 100' CALL: I- = 50' IP INLET PROTECTION OO CONSTRUC11pN ENTRANCE OSEDIMENT TRAP r PROPOSED RIPRAP IOU-YR INUNDATION AREA fieS� 0z9 € a UEL b i \NN £ g g e€. I CONCRETE DETAI SHEET 24 1 m N:gg �8 A =fig i CB Of Asa 0 ay �. �gE � O q \ N X � II d Q � n5 F a PREPARED UItlEi Net OKI 9FERW9T1 OF U J � Q J a a _ N QV) 0 Z FOR NO w IIENAIS OF A EtMA1Q1>IG. Lm. J H J W Z 'J City of Fort Collins. Colorado j <O 'O UTILITY APPROVAL BW U APPROVED: ,{-- Z BW O I Cat• Q p N O CHECKED BY _ 4.1L•�l eapt/.�(� / Q Ed w J y = CHECKED BY l Q sohmiui i1(!�({Y®f CHECKED BY: Prue a Rerealm pone CHECKED BY SHEET 8 OF 26 Ms JOB N0. REV . CHECKED Bit'. sore 168 9.00 0