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HomeMy WebLinkAboutDrainage Reports - 04/08/1999 (3)jr pmT ®F Final k" �z La Reps FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER SECOND FILING COUNTRY RANCH FINAL DRAINAGE AND EROSION CONTROL STUDY PRESTON CENTER SECOND FILING COUNTRY RANCH Prepared for: W. O. Brisben Companies, Inc. 4891 Independence Street, Suite 200 Wheat Ridge, Colorado 80233 (303)299-9310 Prepared by: A ENGINEERING, LTD. 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 (970)491-9888 May 11, 1998 Revised August 26, 1998 Revised November 17, 1998 Revised January 19, 1999 Job Number 9194.00 No Text ' TABLE OF CONTENTS ' TABLE OF CONTENTS...............................................................................................................iii PAGE ' VICINITYMAP............................................................................................................................. 1. INTRODUCTION...............................................................................................................I iv ' 1.1 Project Description.................................................................................................. 1.2 Existing Site Characteristics.................................................................................... 1 1 1.3 Purpose and Scope of Report .................................................................................. 1 ' 1.4 Design Criteria & Methods..................................................................................... 1.5 Master Drainage Basin & Other Drainage Reports ................................................. 1 2 2. HISTORIC DRAINAGE..................................................................................................... 2 3. DEVELOPED DRAINAGE................................................................................................ 2 ' 3.1 General Flow Routing............................................................................................. 2 3.2 Proposed Subbasin Descriptions............................................................................. 3 3.3 Hydrologic Analysis of Proposed Conditions......................................................... 5 ' 4. STORM WATER FACILITY DESIGN............................................................................ 6 4.1 Curb Inlets............................................................................................................... 6 4.2 Storm Sewer Pipes.................................................................................................. 6 4.3 Open Channels........................................................................................................ 7 ' 5. REGIONAL HYDROLOGIC ANALYSIS......................................................................... 7 5.1 SWMM Analysis.....................................................................................................7 5.2 Detention Pond Design............................................................................................ 8 6. EROSION CONTROL...................................................................................................... 11 ' 6.1 Erosion and Sediment Control Measures.............................................................. 11 6.2 Dust Abatement..................................................................................................... 11 6.3 Tracking Mud on City Streets............................................................................... I I 6.4 Maintenance.......................................................................................................... 12 6.5 Permanent Stabilization......................................................................................... 12 7. REFERENCES..................................................................................................................13 APPENDIX A - HYDROLOGIC & STREET CAPACITY CALCULATIONS APPENDIX B - INLET, PIPE AND SWALE DESIGN APPENDIX C - DETENTION POND DESIGN APPENDIX D - SWMM ANALYSIS ' APPENDIX E - RIPRAP DESIGN APPENDIX F - EROSION CONTROL CALCULATIONS APPENDIX G - EXCERPTS FROM OTHER REPORTS I� 1 I m PROJECT LOCATION HARMONY ROAD ' PRESTON CENTER SECOND FILING COUNTRY RANCH ' VICINITY MAP APPROXIMATE SCALE: 1" = 2000' [I I' I 1. INTRODUCTION ' 1.1 Project Description ' The Preston Center Second Filing, Country Ranch is a proposed residential development that consists of apartment buildings, townhouse units and a clubhouse. Country Ranch is ' located in the Northeast One -Quarter of Section 5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Ft. Collins, Larimer County, Colorado. The ' site is bounded by Corbett Drive on the west, County Road 9 on the east, and by the proposed extension of Timberwood Drive on the north. Wildwood Second Filing lies to the south. A vicinity map is included after the Table of Contents of this report. 1.2 Existing Site Characteristics ' The Country Ranch project site includes approximately 9.4 acres of land that is covered ' with rangeland grasses and weeds. Soil on the site includes Fort Collins loam (35) and Nunn clay loam (74) according to the "Soil Survey for Larimer County Area, Colorado" ' (USDA). The Fort Collins and Nunn series consists of deep, well -drained soils that formed in alluvium. The characteristics of the Fort Collins series include slow runoff and slight erosion. The characteristics of the Nunn series include medium runoff, moderate ' water erosion, and slight wind erosion. The site is within the moderate wind erodibility zone according to the Wind Erodibility Map for the City of Fort Collins. 1.3 Purpose and Scope of Report This report defines the proposed final drainage plan for Preston Center, including ' consideration of all on -site and tributary off -site runoff. The plan includes design of all drainage facilities required for this development. 1.4 Design Criteria & Methods 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), 1984, developed by the Denver Regional Council of Governments, was used. ' The Rational Method was used to calculate peak 2-year minor and 100-yr major runoff values. Local drainage facilities such as curb inlets and storm pipes were designed to convey peak flows. Regional hydrologic calculations were made using the runoff block ' of UDSWM2-PC Rainfall/Runoff Prediction and Watershed Simulation Program (SWMM) endorsed by the Urban Drainage and Flood Control District. ' 1.5 Master Drainage Basin & Other Drainage Reports 1 1 This site is included in the McClellands Drainage Basin. The master study for this property is the "McClellands Basin Master Drainage Plan" by Greenhorn and O'Mara, Inc., 1986. Applicable drainage reports for adjoining developments include the Final Drainage and Erosion Control Reports for Timberwood Drive, Preston Center First Filing and Preston Center Third Filing (JR Eng., 1998) which are all currently under review. Other applicable reports are the "Preliminary Drainage Study for the Preston Center at Wildwood" (RBD, 1995) and "Final Drainage and Erosion Control Study for Wildwood Farm P.U.D., Second Filing" (RBD, 1993). 2. HISTORIC DRAINAGE Historically the Country Ranch site drains from the northwest to the southeast at a slope of 1 to 2 percent. A swale along the south edge of the property intercepts all runoff and carries it in an easterly direction to an existing area inlet adjacent to County Road 9. This area inlet outfalls into an existing detention pond on the Wildwood Second Filing property to the south. The detention pond for Wildwood Farm Second Filing outlets to the existing storm sewer system along County Road 9 which outlets to the McClellands Basin Drainageway. 3. DEVELOPED DRAINAGE 3.1 General Flow Routing The final drainage pattern for Country Ranch uses the existing drainage patterns as much as possible and routes flows to limit the number of drainage structures required. All lots 2 ' are graded to carry flows away from structures and into the streets and proposed detention ponds. Flows within the site take the form of overlot, swale, street, or conduit flow. There are no exterior flows entering the site. Off -site basins that were accounted for in ' the analysis include Timberwood Drive to the north and Corbett Drive to the west. Detention is required and will be provided using a detention pond located in the east portion of the site. The release rate from the pond is in accordance with the McClellands Master Drainage Plan. The released storm water will enter an existing storm sewer along the west side of County Road 9. This existing storm sewer system is designed to carry historic flows from the Country Ranch site. The detained release from the Country Ranch site will be less than the peak historic flow. Thus, the impact of the Preston Center developments (including First, Second and Third Filings) on the downstream facilities is to improve conditions by reducing peak flows to the system. County Road 9 adjacent to ' the site is being detained in the detention facility for Wild Wood Farm, Second Filing P.U.D. (RBD, 1993). The Country Ranch development does not increase flow to Country Road 9. ' Corbett Drive adjacent to the site was included in the detention pond design for the Southeast Junior High School site (RBD, 1993). However, because flow to Corbett Drive ' has been increased due to this development, the majority of flow in Corbett Drive is being intercepted by an on -grade inlet and routed to the Country Ranch detention pond. Since the downstream drainage facilities adjacent to the Junior High were sized to take in 10cfs ' during the 100-year storm, they should be adequate to accept the 0.9 cfs that pass by the Country Ranch site. Street capacity will not be exceeded in Corbett Drive during the ' minor and major storm events. Street capacity calculations are included in Appendix A. 3.2 Proposed Subbasin Descriptions A summary of the drainage patterns within each subbasin and at each design point is provided in the following discussion. Details of the drainage facility design are included in Section 4. Runoff from subbasin A and 0-3 is conveyed via overland flow and swale flow to the east gutter of Corbett Drive. Flows run along the east gutter to an inlet and pipe located at design point 1. Intercepted flow is conveyed in Swale DD which 1 outlets into Pond 305. Non -intercepted flow is conveyed downstream to Preston 1 3 F 1 J J Jr. High School via gutter flow (as stated in Appendix G). Runoff from subbasin B is conveyed via overland flow, swale and gutter flow to a proposed sump inlet at design point 2. Flow then enters Swale DD via pipe flow and travels to Pond 305. Runoff from subbasin C is conveyed via overland flow, swale and gutter flow to a proposed sump inlet at design point 3. Flow then enters Swale DD and flows to Pond 305. Runoff from subbasin D is conveyed via overland flow, swale and gutter flow to a proposed sump condition sidewalk chase at design point 4. Flow then enters Swale CC, travels to Swale DD and finally to Pond 305. Runoff from subbasin E is conveyed via overland flow to Swale DD which outlets into Pond 305. Runoff from subbasins F and G is conveyed via overland flow and swale flow to the south gutter of Timberwood Drive. Flows run along the south gutter to a proposed sump condition inlet at design point 6. Intercepted flow is conveyed via pipe flow to Pond 305. Runoff from subbasin 0-1 is conveyed gutter flow along the north gutter of Timberwood Drive to a proposed sump condition inlet at design point 7. Intercepted flow is conveyed via pipe flow to Pond 305. Runoff from subbasin 0-2 is conveyed gutter flow along the south gutter of Timberwood Drive to a proposed sump condition inlet at design point 6. Intercepted flow is conveyed via pipe flow to Pond 305. Runoff from subbasin 0-3 is conveyed gutter flow along the east gutter of Corbett Drive to a proposed on -grade inlet at design point 1. Intercepted flow is conveyed in Swale DD which outlets into Pond 305. Non -intercepted flow is conveyed downstream to Preston Jr. High School via gutter flow (as stated in Appendix G). 1 0 I�1 J J 7 3.3 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine both 2-year and 100-year peak runoff values for each subbasin. The Rational Method is based on the Rational Formula, Q = CfCIA (1) where Q is the maximum rate of runoff in cubic feet per second (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. The frequency adjustment factor (Cf) is 1.0 for the initial 2-year storm and 1.25 for the major 100-year storm. The appropriate rainfall intensity information was developed based on rainfall intensity duration curves in the SDDCCS Manual. The time of concentration used in the rainfall intensity curves was calculated using the following equation, tc = ti + tt (2) where t, 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 channel, pipe, or gutter in minutes. The initial or overland flow time is calculated with the equation: ti = [1.87(l.1 - CCf)LOs1/(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 Cf are as defined previously. All hydrologic calculations associated with the subbasins are attached in the Appendix of this report. Table 3.1 provides a summary of design flows for all subbasins and design points for this site. 1 1 [I 1 5 I 1 1 TABLE 3.1 DRAINAGE SUMMARY TABLE DESIGN POINT SUBBASIN (S) AREA (ac) C 2-YR tc 2-YR (min) Q 2-YR (cfs) C 100-YR tc 1001-YR (min) Q 100-YR (cfs) I A 1.18 0.69 8.4 2.19 0.86 10.0 7.27 2 B 2.98 0.74 9.2 5.74 0.93 10.0 19.67 3 C 1.13 0.79 6.7 2.58 0.98 10.0 7.93 4 D 0.86 0.81 1 5.0 2.20 1 1.00 10.0 6.14 E 2.29 0.39 15.3 1.85 0.48 15.3 6.55 5 A+B+C+D+E+0-3 8.58 0.66 13.3 12.54 0.82 11.9 46.65 F 0.43 0.64 5.0 0.86 0.80 10.0 2.43 G 0.46 0.68 5.0 0.99 0.85 10.0 2.80 7 0-1 1.73 0.95 14.5 3.53 1.00 14.1 10.63 0-2 1.68 0.95 14.8 3.39 1.00 14.5 10.21 6 F+G+0-2 2.57 1 0.85 15.6 4.53 1.00 14.5 15.64 0-3 0.13 0.95 5.0 0.39 1.00 10.0 0.93 4. STORM WATER FACILITY DESIGN 4.1 Curb Inlets 1 Curb inlets, curb cuts or sidewalk culverts are proposed where sump conditions exist or where street runoff carrying capacity is exceeded. Inlet capacity reduction factors were ' used to account for inlet clogging. Inlets were sized using the computer program UDINLET that was developed by James C. Y. Gun of the University of Colorado at ' Denver. Results of UDINLET sizing is equivalent to using Figures 5-2 to 5-6 of the Fort Collins SDDCCS Manual. Computer output files for the inlet sizing are provided in Appendix B of this report. All inlet locations and sizes are shown on the Final Drainage and Erosion Control Plan for the construction of this project. t4.2 Storm Sewer Pipe Storm sewer outlet pipes from inlets are sized based on the theoretical capacity of the inlets. All other culverts are sized to convey the peak flows from Rational Method ' calculations. The computer program StormCAD, developed by Haestad Methods, Inc., 1 6 was used for the storm pipe design. StormCAD considers whether a culvert is under inlet or outlet control and if the flow is uniform, varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen -Williams etc). 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 outfalls. Calculations for riprap sizing can be found in Appendix E. 4.3 Open Channels I, There are five swales (AA, BB, CC, DD and EE) proposed for the Country Ranch site. Swale AA and BB are overflow swales for the inlets located at design point 2 and 3. All (] of the swales were designed to carry 133% of the major storm runoff (100-year recurrence interval). The maximum channel side slope is 4:1 and flows in swales AA, BB, CC and (� DD are subcritical. Swale EE will be lined with Type M riprap due to supercritical flow and high velocity during the 100-year storm event. Swales CC and DD are designed with a concrete trickle channel since the longitudinal slope is less than 2%. Sizing for- the swales is included in Appendix B and cross sections are shown on the Drainage and Erosion Control Plan. 5. REGIONAL HYDROLOGIC ANALYSIS 5.1 SWMM Analysis The regional hydrologic analysis was performed using MODSWMM. The subcatchments in the SWMM analysis include the proposed Preston Center First Filing, the proposed extension of Timberwood Drive and the proposed Preston Center Third Filing. The Country Ranch site is included in subcatchments 108 and 107 of the SWM Model. Subcatchments 101 to 104 were included in the SWM Model for Preston Center First Il Filing (JR, 1998). Subcatchments 105 and 115 represents the Preston Center Business J Park, Third Filing (JR, 1998). Subcatchments 106 and 107 represent the north and south (� halves of Timberwood Drive respectively. Table 5.1 is a summary of the SWMM subbasin parameters. The resistance factors, surface retention storage, and infiltration •IJ 7 I 1 t rates are constant for each subcatchment and are equal to the recommended values in the Fort Collins SD'DCCS Manual. TABLE 5.1 SWMM SUBCATCHMENT PARAMETERS Subbasin Basin Width (ft) Area (ac.) % Impervious Slope (ft/ft) 101 1745 5.73 62.3 .015 102 1386 6.05 75.8 .015 103 1007 0.43 99.5 .02 104 1007 0.43 99.5 .02 105 929 3.20 65.0 .018 115 2428 8.36 42.0 .02 106 2439 1.73 99.5 .01 107 2853 2.57 64.0 .01 108 2339 1 8.59 57.0 .02 Ponds 301 and 302 from the Preston Center First Filing SWMM model are included in this model. These ponds were modeled as one pond (301 is a node and 302 is a detention pond) due to the hydraulic connectivity between them. Pond 304 is the proposed final detention pond for the Preston Center Third Filing. Pond 305 is the proposed detention pond for the Country Ranch site. A SWMM schematic is included in Appendix D. 5.2 Detention Pond Design The proposed pond (305) for Country Ranch is located on the east side of the site. 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. Based on a tributary area of 37.07 ac, the maximum release rate from pond 305 is 7.4 cfs and 18.5 cfs during the 10-year and 100-year storms respectively. The tributary area to pond 305 includes all upstream basins including those that are detained in upstream detention ponds. To meet the allowable release rates, orifice plates are required for the 100-year outlet pipe and the 10-year outlet pipe for the Type H pond outlet which will be constructed with Timberwood Drive. A detail of the pond outlet structure is included in the Final Utility Plans for the site. Orifice plate sizing and the stage -discharge curve was calculated using the orifice equation which states, H ' Qo = CoAo [2g(h-Eo)] 1/2 where Qo = orifice outflow (cfs) ' Co = orifice discharge coefficient g = gravitational acceleration A. = effective area of the orifice (ft) Eo = geometeric center elevation of the orifice (ft) ' h = water surface elevation (ft) 7J 1 [1 (4) The pond outlet structure will be connected to the existing storm sewer adjacent to County Road 9. The existing area inlet will be replaced with a manhole. It should be noted that this system was designed to accept 32 cfs (historic flow) which is greater than the 100-yr release from pond 305 (18.5 cfs). The volume available for detention storage was calculated using the following formula, V = 1/3 d [A+B+sgrt(AB)] (5) Where V = Volume between contours under questions, cu. Ft. d = depth between contours, ft A = surface area of contour, ft2 B = surface area of contour line at a depth relevant to d, ft2 The 100-year and 10-year maximum water surface elevations (WSEL) were found by iterating on the outlet orifice size, the resulting pond storage -discharge rating curves and the SWMM analysis detention storage requirements. The required storage volume for the 10-year event is 1.16 acre-feet, and the required storage volume for the 100-year event is 1.90 acre-feet. The final WSEL for the 10-year and 100-year event respectively is 4919.9 feet msl and 4922.0 feet msl. Tables 5.2 and 5.3 summarize the operating parameters for the proposed detention pond. 1 9 I 1 1 1 1 1 1 t 1 1 TABLE 5.2 - DETENTION POND 305 AREA -CAPACITY RATING CURVE Elevation (ft) Area (ft) Area (ac) Cumulative Storage (ac-ft) 4914.08 1820 0.04 0.00 4915.00 5567 0.13 0.08 4916.00 7273 0.17 0.23 4917.00 9499 0.22 0.42 4918.00 11195 0.26 0.66 4919.00 12959 0.30 0.93 4919.90 14701 0.34 1.22 4920.00 14895 0.34 1.25 4921.00 16903 0.39 1.62 4922.00 19148 0.44 2.03 4922.50 20514 0.47 2.26 4923.00 21879 0.50 2.50 4924.00 35172 0.81 3.15 TABLE 5.3 - DETENTION POND 305 CAPACITY -DISCHARGE RATING CURVE Remarks Elevation (ft) Storage (ac-ft) Outlet Q (cfs) 4914.08 0.00 4915.00 0.08 2.12 4916.00 0.23 3.74 4917.00 0.42 4.92 4918.00 0.66 5.89 4919.00 0.93 6.74 10-yr WSEL- 4919.90 1.22 7.41 4921.00 1.62 17.06 100- r WSEL- 4922.00 2.03 18.37 spill elev - 4922.50 2.26 19.01 to2 of berm - 4923.00 2.50 82.73 Storage: See Table 5.2 Area -Capacity Rating Curve 10 yr Outlet: 18" pipe w/ 11" dia. Orifice plate 100 yr Outlet: 30" pipe w/ 16" dia. Orifice o enin ' 6. EROSION CONTROL 6.1 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 F and shown on the Final Drainage and Erosion Control Plan. A sediment trap shall be constructed by overexcavating the permanent detention pond located on the east side 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. 6.2 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, which 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. 6.3 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 6" coarse aggregate. The ' 11 ' contractor will be responsible for clearing mud tracked onto city streets on a daily basis. ' 6.4 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 hay bale barriers) shall be cleaned when accumulated sediments equal about one-half of trap ' storage capacity. Maintenance is the responsibility of the developer. 6.5 Permanent Stabilization 1 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 control (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 specified in paragraph 11.3.10 of the City of Fort Collins Storm Drainage Construction Standards. 1 1 t 12 ' 7. REFERENCES City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards", (SDDCCS), dated May, 1984. "Final Drainage and Erosion Control Study for Timberwood Drive," by JR Engineering, ' Ltd., August 5, 1998. (under review) "Final Drainage and Erosion Control Study for Preston Center at Wildwood Business Park Third Filing," by JR Engineering, Ltd., July 2, 1998. (under review) ' "Final Drainage and Erosion Control Study for Preston Center at Wildwood Business Park First Filing," by JR Engineering, Ltd., August 13, 1998. (under review) "Final Drainage and Erosion Control Study for Wildwood Farm P.U.D., Second Filing," by RBD, Inc. Engineering Consultants, December 15, 1993. ' "McClellands Basin Master Drainage Plan," by Greenhorn & O'Mara, Inc., 1986 "Preliminary Drainage Study for the Preston Center at Wildwood," by RBD, Inc. ' Engineering Consultants, November 20, 1995. ' Soil Survey of Larimer County Area, Colorado". United States Department of Agriculture Soil Conservation Service and Forest Service. December, 1980. ' Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria ' Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 1 1 1 13 I i IJI �l 1 APPENDIX A HYDROLOGIC & STREET CAPACITY COMPUTATIONS DRAINAGE SUMMARY I H I 11 H DESIGN POINT SUBBASIN (S) AREA (ac) C (2) tc (2) (min) Q (2) (cfs) C (100) tc (100) (min) Q (100) (cfs) 1 A 1.18 0.69 8.4 2.19 0.86 10.0 7.27 2 B 2.98 0.74 9.2 5.74 0.93 10.0 19.67 3 C 1.13 0.79 6.7 2.58 0.98 10.0 7.93 4 D 0.86 0.81 5.0 2.20 1.00 10.0 6.14 E 2.29 0.39 15.3 1.85 0.48 15.3 6.55 5 A+B+C+D+E+0-3 8.58 0.66 13.3 12.54 0.82 11.9 46.65 F 0.43 0.64 5.0 0.86 0.80 10.0 2.43 G 0.46 0.68 5.0 0.99 0.85 10.0 2.80 7 0-1 1.73 0.95 14.5 3.53 1.00 14.1 10.63 0-2 1.68 0.95 14.8 3.39 1.00 14.5 10.21 6 F+G+0-2 2.57 0.85 15.6 4.53 1.00 14.5 15.64 0-3 0.13 0.95 5.0 0.39 1.00 10.0 0.93 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525 November 1. 1998 LOCATION: BRISBEN ITEM: COMPOSITE "C" CALCULATIONS COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. AREA DESIGNATION TOTAL AREA AREA OF ROADIWALK RUNOFF COEFF. AREA OF BUILDING RUNOFF COEFF. AREA OF LANDSCAPE RUNOFF COEFF. COMPOSITE C VALUE A 1.18 0.49 0.95 0.25 0.95 0.44 0.25 0.69 B 2.98 1.38 0.95 0.71 0.95 0.89 0.25 0.74 C 1.13 0.49 0.95 0.38 0.95 0.26 0.25 0.79 D 0.86 0.42 0.95 0.27 0.95 0.17 0.25 0.81 E 2.29 0.00 0.95 0.45 0.95 1.85 0.25 0.39 F 0.43 0.04 0.95 0.20 0.95 0.19 0.25 0.64 G 0.46 0.03 0.95 0.25 0.95 0.18 0.25 0.68 0.1 1.73 1.73 0.95 0.00 0.95 0.00 0.25 0.95 0-2 1.68 1.68 0.95 0.00 0.95 0.00 0.25 0.95 0-3 0.13 0.13 0.95 0.00 0.95 0.00 0.25 0.95 9194FLOW.xIs 1 of m a E m z0 6 Z ' 0 LL a m I cc a W 0 Z U 2 z LL F 0 ' m W m F I I 1 N I I O U Wa c4 COD w 1 0 CCN►^ ' m a¢ Ora J� P OFCa y d W CV)cz cw U w O O Q N Q cn it ¢ n Q W � z_ S J O N M M m m m O 8 m m m N IA m N Y) d O u) IN z E om M u?Go M7NM m m m O M N N � u) ui 0 0 o DD oD o m � M N � E m � e Y yO O N O O O m O m m m m W 2 mm U ts�N cc H < N M a n m m a II m Oi O N M N th V V ul ' a ((��J ttyy pp yy 11OO �(yV pO pp cE� M o�o - o r: ui n W m o � T m O � m m R Z N N aQ ¢ O = `c m sssssssoss s ssssssssss o i Q 0 0 0 0 0 0 0 0 o 0 IWI 0 o 0 o 0 o 0 o o o o o W m m O m O m 0 m O O m (q m O u) .- O u) O O 4 ..., 7 O 0 o N o N o r C7 o o o N 0 N O N N C7 0�4m W N v GOO ��OO M op Ol Ili N O pp O tmp N ((pp m my �lO� �O w Q p w L O m m fO N m N m m N > c x n m o M m e m E 0 0 0 o n n o 0 0 9011 0 O e N CV N N N Vl vi fV N N N GV y v v 191 L tOp p 8 d N, Or m o N N N N N ar a m " J zmC? m�TO2 m rn g o c 0 6 0 0 0 0 O 0 0 0 U W 10 m N aoRim9ITm m ad m J" 0 0 0 000 o 00 0 0 O Z _ F 0 m T O CR N U? G� O< n p m N m q N N 0 N m 0 0 N 7 O a z� Lz w a 0 M 0 z w N a am U owoaoo m d d z LL Q) m m Q a 0 N 11 1 1 1 1 11 z O LL Q N $' Z ILLU L z O 2 Q O U z LL O W r�r N I I m V W O U LL c U 6zs7 �611 �y + z Ayn FL al C m m Ri �¢ za om c n DO Q' W C 19 [ti cW to o Y u ¢ 3 w � 2 f m CR w Lq p m tV fV ui i Ci O m m m C = E m r O Y .WN. oOpO b OOO b 0OI b � � O N N W m 0 INN b x ID X N m b F a'E� ai�o.-c�c �o.=m ai �c vi .-n vi�n vino 17 J0 n P W N d b d b d _ yl fV �- N- N � N- N m o- C N N fV N (V fV fV i z m m ¢ C C 6 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O U O¢ Cb Q G O G O O G C C G O 0 0 G C O O G G G G O O • N b O b O b O b O O b b b O b �- O b 0 O fV G �- t7 C O O �- N O S fV G r N N NN (9 O aE m y M „ W O b 0 0� m O O d n O`� o m MIT? b N 0 m m H m b N � m y m N pp b m N � czn m rV b N IA NI N O O O O O O O O n r 0 0 0 O O O N N fV fV IN N fV N N fV (V N O e N fn .... C L O G m m N 8 0 m m fG 0 8 8 8 = 5 O O O � 0 0 0 0 � ¢ W a�U M co c 000000 o 0 0 t� Z w m N o N b d W O d n O b m N G z f 9 z oa d z W N a < m U O w + o IL [7 O O C+ O m U L Q 94 O N k -y JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: BRISBEN DESIGN STORM: 2-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =26/ 110+tc1 U.1tl n _ rr oA November 1, 1998 DIRECT RUNOFF REMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.00 tc (min) i (in/hr) O (cfs) 1 A 1.18 0.69 0.69 8.4 2.68 2.19 2 B 2.98 0.74 0.74 9.2 2.60 5.74 3 C 1.13 1 0.79 0.79 6.7 2.89 2.58 4 D 0.86 0.81 0.81 5.0 3.15 2.20 E 2.29 0.39 0.39 15.3 2.09 1.85 5 A+B+C+D+E+0-3 8.58 0.66 0.66 13.3 2.23 12.54 F 0.43 0.64 0.64 5.0 3.15 0.86 G 0.46 0.68 0.68 5.0 3.15 0.99 7 0-1 1.73 0.95 0.95 14.5 2.15 3.53 0-2 1.68 0.95 0.95 14.8 2.12 3.39 6 F+G+0-2 2.57 0.85 0.85 15.6 2.07 4.53 0-3 0.13 0.95 0.95 5.0 3.15 0.39 9194FLOW.xis 1 of 5 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) LOCATION: BRISBEN DESIGN STORM: 100-YEAR DEVELOPED COMPUTATIONS BY: JCY SUBMITTED BY: JR ENGINEERING, LTD. i =75/ (10+tc1 °'tlb n - cr.. iA November 1, 1998 DIRECT RUNOFF REMARKS Des. Point Area Design. A (ac) C CCf Cf = 1.25 tc (min) i (in/hr) O (cfs) 1 A 1.18 0.69 0.86 10.0 7.12 7.27 2 B 2.98 0.74 0.93 10.0 7.12 19.67 3 C 1.13 0.79 0.98 10.0 7.12 7.93 4 D 0.86 0.81 1.00 10.0 7.12 6.14 E 2.29 0.39 0.48 15.3 5.92 6.55 5 A+B+C+D+E+0-3 8.58 0.66 0.82 11.9 6.63 46.65 F 0.43 0.64 0.80 10.0 7.12 2.43 G 0.46 0.68 0.85 10.0 7.12 2.80 7 0-1 1.73 0.95 1.00 14.1 6.15 10.63 0-2 1.68 0.95 1.00 14.5 6.08 10.21 6 F+G+0-2 2.57 0.85 1.00 14.5 6.08 15.64 0-3 0.13 0.95 1.00 10.0 7.12 0.93 9194FLOW.xls 1 of 5 LOCATION: COUTRY RANCH ITEM: STREET CAPACITY CALCULATIONS - CORBETT DRIVE COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. DATE: 11/01/98 2-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards' City of Fort Collins, May 1984. Street with 50' Roadway, vertical curb and gutter no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% 777eorehcal Capacity. use revised Mannings eq. Allowable Gutter Flow.- 0 = 0.56 -Z/n 'S 'rz ' y era Qall = F ' Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (tt/ft) Call = allowable gutter rapacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Qa - Qb + Qc y = depth of flow at face of gutter (ft) sec. A FL Z n y° S Q, 0 12 0.013 0.5 0.40 /° 5.15 12 0.013 0.5 0.50% 5.76 12 0.013 0.5 0.60% 6.31 12 0.013 0.5 0.80% 7.28 12 0.013 0.5 1.00% 8.14 12 0.013 0.5 1.50% 9.97 12 0.013 0.5 2.00% 11.51 12 0.013 0.5 3.00% 14.10 12 0.013 0.5 4.00% 16.28 12 0.013 0.5 5.00% 18.20 12 0.013 0.5 6.00% 19.94 12 0.013 0.5 7.00% 21.54 Sec. B Z n Yb S Ob 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% 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 Swr r` Ya- V.0 n 24'/2' = 12 24'/2' = 12 1/0.02 = 50 Both sides Z n yC S 1 Q° 1 Q -- -F Uan Qau 50 0.016 0.33 0.40% 5.76 9.20 0.50 4.60 9.20 50 0.016 0.33 0.50% 6.44 10.29 0.65 6.69 13.38 50 0.016 0.33 0.60% 7.05 11.27 0.80 9.02 18.04 50 0.016 0.33 0.80% 8.14 13.02 0.80 10.41 50 0.016 0.33 1.00% 9.10 14.55 0.80 1.64 23.29 50 0.016 0.33 1.50% 11.15 17.83 0.80 14.26 50 0.016 0.33 2.00% 12.87 20.58 0.80 16.47 32.93 50 0.016 0.33 3.00% 15.76 25.21 0.72 18.15 36.30 50 0.016 0.33 4.00% 18.20 29.11 1 0.60 17.47 34.93 50 0.016 0.33 5.00% 20.35 32.54 0.48 15.62 31.24 50 0.016 0.33 6.00% 22.29 36.72 0.40 14.69 29.38 50 0.016 0.33 7.00% 24.08 38.51 0.34 1 13.09 26.18 trc2t Sloe G' PP 1 = \"b QZ-yr _, Z . Z C-45 0i-`7 I 1 1 n 1 1 1 LOCATION: COUTRY RANCH ITEM: STREET CAPACITY CALCULATIONS - CORBETT DRIVE COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. DATE: 11/01/98 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 50' Roadway, vertical curb and gutter - collector 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"Rv3*S'/2*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 (fe) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope sec. A sec. B A = 9.83 A = 1.96 P = 25.93 P = 14.28 R= 0.38 R= 0.14 n = 0.016 n = 0.035 Both sides M M'. M S Qa S Qb Qtot F Qall Qall 0.40% 30.33 0.40% 1.40 31.73 0.50 15.87 31.73 0.50% 33.91 0.50% 1.57 35.48 0.65 23.06 46.12 0.60% 37.14 0.60% 1.72 38.86 0.80 31.09 62.18 0.80% 42.89 0.80% 1.99 44.87 0.80 35.90 1.00% 47.95 1.00% 2.22 50.17 0.80 40. 4 80.27 98.31 1.50% 58.73 1.50% 2.72 61.45 0.80 49.16 2.00% 67.81 2.00% 3.14 70.95 0.80 56.76 113.52 3.00% 83.05 3.00% 3.85 86.90 0.72 62.57 125.13 4.00% 95.90 4.00% 4.44 100.34 0.60 60.20 120.41 5.00% 107.22 5.00% 4.96 112.18 0.48 53.85 107.70 6.00% 117.45 6.00% 5.44 122.89 0.40 49.16 98.31 7.00% 126861 7.00% 5.87 132.74 0.34 45.13 90.26 FL I00- jr 5�ae�- io CCL � C I D .�- 0.15' 0.46' 0.17' Area A = (0.15')(23') + (2"/12)*(2')*(1/2) + (5.52"/12)*(2') + (5.52"/12)*(23')*(1/2) = 9.83 sq. f Area B = (14')*(3.36/12)*(1/2) = 1.96 sq. ft. 0- I 1 APPENDIX B INLET, PIPE AND SWALE DESIGN I H ----------------------------------------------------------------------------- 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 08-23-1998 AT TIME 17:51:32 ** PROJECT TITLE: Country Ranch *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1e ' INLET HYDRAULICS: ON A GRADE. �r'Pk Tj�, (3 GIVEN INLET DESIGN INFORMATION: Cly�1101/lcjI urn N� ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Curved Vane Grate ' NUMBER OF GRATES = 3.00 - IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.57 STREET CROSS SLOPE (OU = 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) = 16.00 ' GUTTER FLOW DEPTH (ft) = 0.49 FLOW VELOCITY ON STREET (fps)= 2.68 FLOW CROSS SECTION AREA (sq ft)= 2.73 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 7.30 IDEAL GRATE INLET CAPACITY (cfs)= 6.46 ' BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.93 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 3.23 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 ' INLET HYDRAULICS: ON A GRADE. tGIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 20.46 L'` IDEAL CURB OPENNING EFFICIENCY = 0.75 ACTURAL CURB OPENNING EFFICIENCY = 0.69 1 1 11 1 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.76 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)= *** 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)= 2.37 1.64 0.73 4.07 1.59 2.48 7.30 ;�:' 0,00 A PP 1 4.93 1.64 6.57 avev 0.73 3.23 OCGYvt aw 1.59 4.82 2.48 � (\( F�\ EK0- cq �< 6§£ co \k ! � ( C) 3 0- 00 C'j «)« LO ( a Mks < co LLI \ m #2«CY - e 9 \ {\ Cl- co 'so L a \ 0 E ` Cl) A2 ] j : 2 eCD ! co \ C c � w2< E §[) Z Sco co ] { 6: a tom) /xCY � ��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 ------------------------------------------------------------------------------ SER:JR ENGINEERS-DENVER CO .................................................. N DATE 11-02-1998 AT TIME 11:48:22 1 1 1 1 PROJECT TITLE: COUNTRY RANCH *** CURB OPENING INLE YDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 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 tc STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.50 STREET CROSS SLOPE (%) = 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) = 30.63 GUTTER FLOW DEPTH (ft) = 0.47 FLOW VELOCITY ON STREET (fps)= 4.07 FLOW CROSS SECTION AREA (sq ft)= 4.86 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: flow depth. IDEAL INTERCEPTION CAPACITY (cfs)= 21.54 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 19.70 = Qwo FLOW INTERCEPTED (cfs)= 19.70 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 19.70 FLOW INTERCEPTED (cfs)= 19.39 CARRY-OVER FLOW (cfs)= 0.31 DP Z. �m > N (0 OD C J N N OD cD CM tD C j Cl) ❑ O U o n ❑ ] v N N C OD n ja N co 2 n C0) M 7 O U N O > N N N V Of Clw N U� 00 n rn 0 w Di Di 99 o c� 00 00 U U U U C_ C_ _N O O V% X Cl Q) 01 N N C v n N V fD N J C O 'a w J U j ❑ d V) ❑ 0 0 a CC a LL 0 ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ JSER:JR ENGINEERS-DENVER CO .................................................. .N DATE 11-02-1998 AT TIME 11:48:50 ** PROJECT TITLE: COUNTRY RANCH *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 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: tSTREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 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) = 22.94 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.85 ' FLOW CROSS SECTION AREA (sq ft)= 2.80 GRATE CLOGGING FACTOR (°>) = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.06 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.00 ' FLOW INTERCEPTED (cfs)= 8.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.00 ' FLOW INTERCEPTED CARRY-OVER (cfs)= FLOW (cfs)= 8.00 0.00 1 ` t:- Lsa Lq ou-'J O Lq m ¢oa N � wQ cc N Z E > Z W a N ¢ 7 oU N am _ ` C_ D7 , C W o o � M Cl) C m U a 'a t � O>" v N p C _ D L Lb w n CL J N Q M � m^ os r m O U 0 F U U j?v N oa' J m c Cw ca U� w¢ ' m 006 _ m n ao N O C 0 1 o v 0 o c m m v , (n Q m � m m _ N00 0 E c m rl J m C 'N C L Z C o w m La a. a J � �n N , N Q ¢ 7 '- m m y O O co co a m a Si .- ----------------------------------------------------------------------------- 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 08-24-1998 AT TIME 17:36:46 11 1 [] 11 PROJECT TITLE: COUNTRY RANCH *** CURB OPENING INLEYDRAULICS AND SIZING: INLET ID NUMBER: 4 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)_ TTD- J INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 Note: The sump depth is additional depth tc 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) = 24.25 GUTTER FLOW DEPTH (ft) = 0.41 FLOW VELOCITY ON STREET (fps)= 2.07 FLOW CROSS SECTION AREA (sq ft)= 3.11 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 C QQQ� Cc Q L Oa flow depth. 7.51 (cfs)= 6.50 e_Q160 dv (cfs) = 6.50 OP-1 (cfs) = 0.00 (cfs) = 6.50 (cfs) = 6.00 (cfs)= 0.50 ------------------------------------------------------------------------------ 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 01-19-1999 AT TIME 08:54:30 - ** PROJECT TITLE: BRISBEN *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: G) S. :5A4 T' mbcnvc br. INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 12.00 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 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 2.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 0 i STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.19 GUTTER FLOW DEPTH (ft) = 0.49 FLOW VELOCITY ON STREET (fps)= 5.64 FLOW CROSS SECTION AREA (sq ft)= 2.79 GRATE CLOGGING FACTOR M = 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 -rype'l� to flow depth. (cfs)= (cfs) = 15.64 (cfs)= 0.00 (cfs)= 15.64 (cfs) = 15.64 (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 ------------------------------------------------------------------------------ SER:JR ENGINEERS-DENVER CO .................................................. N DATE 01-19-1999 AT TIME 08:53:08 ** PROJECT TITLE: BRISBEN *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 07 /f , 'f';rnb¢.��,aood -fir INLET HYDRAULICS: IN A SUMP. I nOl4ded '� n 1 mar, c�c ' �► Y;v¢. ►'Mans. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 10.00 '7yL 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 (%) = 2.50 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) = 13.75 GUTTER FLOW DEPTH (ft) = 0.44 FLOW VELOCITY ON STREET (fps)= 5.21 ' FLOW CROSS SECTION AREA (sq ft)= 2.06 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 14.96 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 10.63: Q%oo FLOW INTERCEPTED (cfs)= 10.63 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 10.63 FLOW INTERCEPTED (cfs)= 10.63 ' CARRY-OVER FLOW (cfs)= 0.00 0 Vp 7 qƒ; E> % ,/� f7 ;A r k3 L GB d4 �)� 7 7 c 6 §8 \ 009 ! r to C [O \ ( / «)« { co ~ D0 § 5 U) co Cl \ � »J _ /\ -~ §) . 3 cy e m R °§ §) \ 0) 0 0 = m� oo g \\ {« /\ �E �M! / IL o cEL , o as E§00 . $ § h iL °k a I 1 1 11 SWALE AA Cross Section for Trapezoidal Channel Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE AA - DP 2 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mann ings Coefficient 0.060 Channel Slope 0.060000 ft/ft Depth 0.74 ft Left Side Slope 6.000000 H : V Right Side Slope 10.000000 H : V Bottom Width 4.00 ft Discharge 26.20 cfs K t33��o O�Z 4.00 ft 0.74 ft 1L V H1 NTS 11 04:19:10 10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1,98 FlowMaster v5.15 Page 1 of 1 Swale AA ' Worksheet for Trapezoidal Channel Project Description Project File x:\919400- country ranch\drainageVIowmast.fm2 Worksheet SWALE AA - DP 2 ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.060 Channel Slope 0.060000 ft/ft Left Side Slope 6.000000 H : V Right Side Slope 10.000000 H : V Bottom Width 4.00 ft Discharge 26.20 cfs Results Depth 0.74 ft ' Flow Area 7.27 ft2 Wetted Perimeter 15.86 ft Top Width 15.77 ft ' Critical Depth 0.71 ft Critical Slope 0.069100 ft/ft ' Velocity Velocity Head 3.61 f /s 0.20 ft Specific Energy 0.94 ft Froude Number 0.94 ' Flow is subcritical. 1 11 i� v ' ovsa 04:18:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Swale AA - section between buildings ' Worksheet for Trapezoidal Channel Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE AA - DP 2 ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.060 Channel Slope 0.006000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 4.00 ft Discharge 26.20 cfs Results Depth 1.48 ft Flow Area 14.61 ftz Wetted Perimeter 16.17 ft ' Top Width Critical Depth 15.80 0.83 ft ft Critical Slope 0.064798 ft/ft Velocity 1.79 ft/s Velocity Head 0.05 ft Specific Energy 1.53 ft Froude Number 0.33 ' Flow is subcritical. 7 L FL_ it, Sw o -2u- io-e-t )4z4-i, lac u i 1 d iy S = 49ze. z3. J WSEL= '19z8.z3t 1.4a-9gZ9.?o Mtn• FF ele\j = 49Z4.-70 -t. l•d 1 c 4 9 'JO .70 ' 1, 1 8 04:18:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 q)-ILI FlowMaster v5.15 Page 1 of 1 SWALE BB Cross Section for Trapezoidal Channel Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE BB - DP 3 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.020000 ft/ft Depth 0.87 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 2.00 ft Discharge 10.70 cfs Qtno x ('J3Yo Ao DF 3 I -1 2.00 ft 0.87 ft 1� V H 1 NTS 11/01/98 FlowMaster v5.15 04:28:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 -�; -IS Swale BB ' Worksheet for Trapezoidal Channel ' Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE BB - DP 3 ' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.060 ' Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Bottom Width 2.00 ft Discharge 10.70 cfs ' Results Depth 0.87 ft Flow Area 4.74 ft2 Wetted Perimeter 9.15 ft Top Width 8.93 ft ' Critical Depth 0.64 ft Critical Slope 0.072616 ft/ft Velocity 2.26 ft/s Velocity Head 0.08 ft Specific Energy 0.95 ft Froude Number 0.55 ' Flow is subcritical. 1 1 1 1 FL -Pi-e—v. iv% oWc`_o_ rj_K-t _jZ) lou*'ld'lnh:s - 41-Mo L05E L— == -Z 0 t o . a-7 = 9 ` -29.87 �M'n. bu;ld��y FF Z.,90 1w 1.O' fre�IoD ctNc4 '1 vovsa 04:28:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 t- l L(7 FlowMaster v5.15 Page 1 of 1 SWALE CC Cross Section for Irregular Channel ' Protect Description Project File x:\919400- brisben\drainage\flowmast.fm2 ' Worksheet Flow Element SWALE CC - DP 4 <duplicate> Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data ' Wtd. Mannings Coefficient 0.035 Channel Slope 0.009000 fuft Water Surface Elevation 22.34 ft ' Discharge 8.20 cfs ' 23. 22.E 22.1 c .222., ' to W 22.4' 22.0 21 .8 -40.0 F t- DP-� -30.0 -20.0 -10.0 0.0 10.0 20.0 Station (ft) 30.0 08/24/98 FlowMaster v5.15 02:08:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670a (203) 755-1666 Page 1 of 1 , r'l 1] 0 11 F 1 Swale CC Worksheet for Irregular Channel Project Description Project File x:\919400- brisben\drainage\flowmast.fm2 Worksheet SWALE CC - DP 4 <duplicate> Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.009000ft/ft Elevation range: 21.92 ft to 23.00 ft. Station (ft) Elevation (ft) Start Station -40.00 23.00 -40.00 -3.00 22.00 -1.00 -1.00 22.00 1.00 0.00 21 992 - FL��-+`" 1.00 00 3.00 22.00 30.00 23.00 Discharge 8.20 cfs Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 22.34 ft Flow Area 5.74 ftz Wetted Perimeter 27.60 ft Top Width 27.58 ft Height 0.42 ft - f to iv Critical Depth 22.25 ft Critical Slope 0.026890 ft/ft Velocity 1.43 ft/s Velocity Head 0.03 ft Specific Energy 22.37 ft Froude Number 0.55 Flow is subcritical. End Station -1.00 1.00 30.00 Roughness 0.060 0.013 0.060 Me.-K. w S E L t.r Swc -& -- Z2.. 34 (U;n. surroundi.t� buy (c�� �F elev = Z3.34 J S urro�)l)ol � , bo i 1 di q1 5 kaovc F F = Z3. 3 ) Z4. 2 =�)0,1<- 08/24/98 ' 02:08:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 _.L,_ 19, FlowMaster v5.15 Page 1 of 1 SWALE DID ' Cross Section for Irregular Channel Project Description ' Project File x:\919400\drainage\flowmast.fm2 Worksheet SWALE DD - DP 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.033 Channel Slope 0.004000 ft/ft Water Surface Elevation 25.65 ft Discharge 62.00 cfs =1 Q, o x 133 �� in. 09 5 c t 27 ' 26, 1 26, ' r 25. c 0 25. tL 24. 24. 5 0 5 5 23.5 -15.0 05/08/98 ' 08:34:32 AM -10.0 -5.0 0.0 5.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 n IQ 10.0 15.0 FlowMaster v5.15 Page 1 of 1 t I [1 Swale DD Worksheet for Irregular Channel Project Description Project File x:\919400\drainage\flowmast.fm2 Worksheet SWALE DD - DP 5 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.004000 ft/ft Elevation range: 23.92 ft to 27.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness -15.00 27.00 -15.00 -1.00 0.060 -3.00 24.00 -1.00 1.00 0.013 -1.00 24.00 1.00 15.00 0.060 0.00 23.92 - FL o4 JI fin:. a s �- 1.00 24.00 3.00 24.00 15.00 27.00 Discharge 62.00 cfs Qi oo x V5-6 0 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0.033 25.65 ft 20.91 ft' 19.63 ft 19.22 ft 1.73 ft - Flo Li e`-JI`F+k 25.14 ft 0.015385 ft/ft 2.97 ft/s 0.14 ft 25.79 ft 0.50 Ctovst bOu;ka 18 A�a 5wc,k2 tq&5 FF = zi. c eo,nt = 4 9 ZZ . Fs7 w5Et_= 41z2,a7t L731 = 4az4.(o0 Fr4e9ooLtol = ?-7. G- -Z4.6 Z,4 05/08/98 ' 09:43:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 SWALE EE Cross Section for Triangular Channel Project Description Project File x:\919400- brisben\drainage\flowmast.fm2 Worksheet SWALE EE2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.250000 ft/ft Depth 1.30 ft Left Side Slope 4.000000 H : V Right Side Slope Discharge 4.000000 H : V y 62.00 cfs 1.30 ft 1 VD H 1 NTS '08/24/98 FlowMaster v5.15 03:46:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ` I SWALE EE Worksheet for Triangular Channel Project Description Project File x:\919400- brisben\drainage\flowmast.fm2 Worksheet SWALE EE2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.250000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 62.00 cfs ' Results 1 L I I 1 I I 1 1 Depth 1.3^ 0 f_ Flow Area 6.80 ftz Wetted Perimeter 10.75 ft Top Width 10.43 ft Critical Depth 1.72 ft Critical Slope 0.057470 ft/ft Velocity 9.12 ft/s Velocity Head 1.29 ft Specific Energy 2.60 ft Froude Number 1.99 Q; P Flow is supercritical. Ma(. FL i,, 5 we l = 4i21. D Max. w5-EL. = 49 z 2, 3' AdJc�cevj bui�i��=4gz,4.2. �veeboa,d = �l�z4t2-4�ZZ,.� > (, 0, . Ucbul, 03:46:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Swale FF ' Cross Section for Irregular Channel Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE FF ' Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation 1 Section Data ' Wtd. Mannings Coefficient 0.034 Channel Slope 0.010000 ft/ft Water Surface Elevation 22.97 ft Discharge 62.00 cfs = Q,00 x I-537. 4o DF J 25 24.5 24.0 ' r- 23.5 C 0 1 Ca � W 23.0 1 1 01/20/99 10:50:50:0404 AM 22.5 22.0 21.5' -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I t Swale FF Worksheet for Irregular Channel Project Description Project File x:\919400- country ranch\drainage\flowmast.fm2 Worksheet SWALE FF Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation 1 Input Data Channel Slope 0.010000 ft/ft Elevation range: 21.75 ft to 24.83 ft. Station (ft) Elevation (ft) Start Station End Station Roughness -15.00 24.83 -15.00 -1.00 0.060 -3.00 21.83 -1.00 1.00 0.012 -1.00 21.83 1.00 28.00 0.060 0.00 21.75 ' 1.00 21.83 6.00 21.83 ' 12.00 28.00 22.83 24.00 Discharge 62.00 cfs ' = Q,o� a 13 3% ' Results Wtd. Mannings Coefficient 0.034 ' Water Surface Elevation Flow Area 22.97 16.91 ftZ ft A oI�QLUGf FF zl�v Wetted Perimeter 21.71 ft �Yt�bop��{ = Zq, L - 2Z.71 ' Top Width 21.47 ft Height 1.22 ft Critical Depth 22.77 ft ' Critical Slope 0.019103 ft/ft �. Velocity 3.67 ft/s Velocity Head 0.21 ft Specific Energy 23.18 ft ' Froude Number 0.73 Flow is subcritical. 1 1 '01/20/99 FlowMaster v5.15 10:49:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 J APPENDIX C DETENTION POND DESIGN 11 IJ n t 1 k @� �z w0 w W@ 2 k.4 a■ D_ aZ z Z « 2 � 2 � � 2z D 0 u » \\§ &§ E §_� mGm 'gE m§■ 4mg ate .aE RS/ §2 m /7» $® 2 t } 0 a k E m ) \ ��§ >rr mR0) cc IL w0) �2 q2§ R3 �&a 0 gNo «r mC\l co II §j/ 0 � 2 §� =2 =w= k2 »9\ \ § } / § % » 0 \ @ B§ \\)CLn� 0 .2 2$ j k# _E »a as § « 2 _:> // $ 11 §§ \® a� » 77 vv q= E �R ad Cl)%Co /( aG ,)/k \#/� a� m = /& 2� 0 C) § ■ � 3m09 J§ {\)0 /]§\ a )_ § CU k/)f 0) �] �k\\ \k so e<e< -- 22 C t 1 t 1 1 1 Pond 305 Proposed Detention Pond - Stage/Storage LOCATION: BRISBEN HOMES PROJECT NO: 9194.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. DATE: 1/19/99 V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour pond inv 10-yr WSEL- 100-yr WSEL- spill elev - top of berm - Pond 305* Stage (ft) Surface Area W) Incremental Storage (ac-ft) Total Storage (ac-ft) 4914.08 1820 0.00 0.00 4915 5567 0.07 0.08 4916 7273 0.15 0.23 4917 9499 0.19 0.42 4918 11195 0.24 0.66 4919 12959 0.28 0.93 4919.9 14701 0.29 1.22 4920 14895 0.03 1.25 4921 16903 0.36 1.62 4921.9 18923 0.37 1.99 4922 19148 0.04 2.03 4922.1 19421 0.04 2.07 4922.5 20514 0.18 2.26 4923 21879 0.24 2.50 4924 35172 0.65 3.15 *reflects new grading as of 1/99 9194pnd305b.xls C-2 1 1 1 1 1 Pond 305 Detention Pond Outlet Sizing (10 yr event) LOCATION: BRISBEN HOMES PROJECT NO: 9194.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. DATE: 11/17/98 Submerged Orifice Outlet: release rate is described by the orifice equation, Qa = COAO sgrt( 2g(h-E,)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = Ao = effective area of the orifice (ft`) Eo = geometric center elevation of the orifice (ft) h = water surface elevation (ft) Pond 305 32.20 ft/s Qo = 7.42 cfs (0.2 cfs/acre per McClelland Master Plan) outlet pipe dia = D = 18.0 in Invert elev. = 4914.08 ft (inv. "A" on outlet structure) Ea = 4915.27 ft (downstream HGL for 10 yr flow - from FlowMaster) h = 4919.90 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.661 ft` 95.2 in` orifice dia. = d = 11.01 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.61 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(rzdv) = 8.44E+05 Co = (K in figure) = 0.65 check Use d = 11 in Ao = 0,660 ft` = 95.03 in ` Qmax = 7.41 cfs 9194pnd305b.xls C-3 Pond 305 Detention Pond Outlet Sizing (100 yr event) LOCATION: BRISBEN HOMES PROJECT NO: 9194.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. DATE: 11/17/98 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CaAo sqrt( 29(h-Eo)) where Qo = orifice ouff low (cfs) Co = orifice discharge coefficient g = gravitational acceleration = Ao = effective area of the orifice (ft`) Eo = geometric center elevation of the orifice (ft) h = water surface elevation (ft) Pond 305 32.20 ft/s Qo = 18.54 cfs (0.5 cfs/acre per McClelland Master Plan) outlet pipe dia = D = 30.0 in Invert elev. = 4913.84 ft (inv. "D" on outlet structure) Eo = 4915.23 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4922.00 ft - 100 yr WSEL Co = 0.63 solve for effective area of orifice using the orifice equation Ao = 1.409 ft` = 203.0 in` orifice dia. = d = 16.08 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.54 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(7rdv) = 1.44E+06 Co = (K in figure) = 0.63 check Use d = 16 in A o = 1.396 ft' = 201.06 in Qmax = 18.37 cfs 9194pnd305b.xls C-y I 11 Pond 305 Emergency Overflow Spillway Sizing LOCATION: BRISBEN HOMES PROJECT NO: 9194.00 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. DATE: 8/23/98 Equation for flow over weir top of berm Q = CLH32 spill elevation where C = weir coefficient = 2.6 VAL _� H = overflow height L = length of the weir 100 Yr WSEL The pond has a spill elevation 0.5 ft above the maximum water surface elevation in the pond Spillways will be designed with 1.0 ft flow depth, thus H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. Pond 305 Q (100) = 82 cfs Spill elev = 4922.50 ft Min top of berm elev.= 4923.00 Weir length required: L= 89 ft Use L = 90 ft v = 1.76 ft/s 1 1 1 100 yr WSEL = 4922.10 ft ' 9194pnd305b.x1s C-5 1 Pond 30518" Outlet Pipe Rating Table ' Rating Table for Circular Channel Project Description Project File x:\919400- country ranch\drainage\pond.fm2 Worksheet pond 305 outlet ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth 1 Constant Data Mannings Coefficient 0.013 ' Channel Slope 0.005300ft/ft ' Diameter 18.00 in Input Data Minimum Maximum Increment ' Discharge 2.00 8.00 0.50 cfs Rating Table Discharge Depth Velocity ' (cfs) (ft) (ft/s) 2.00 0.52 3.64 ' 2.50 0.59 3.87 3.00 0.65 4.07 3.50 0.71 4.23 ' 4.00 0.77 4.38 4.50 0.83 4.50 5.00 0.88 4.61 5.50 0.94 4.71 ' 6.00 1.00 4.79 6.50 1.06 4.86 7.00 1.13 4.91 ' 7.50 1.20 4.93 8.00 1.30 4.91 '111171911 09:04:09:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 C,-U FlowMaster v5.15 Page 1 of 1 n Pond 305 30" Outlet Pipe Rating Table Rating Table for Circular Channel Project Description Project File x:\919400- country ranch\drainage\pond.fm2 Worksheet pond 305 30" outlet Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.013 ' Channel Slope 0.005700 ft/ft Diameter 30.00 in ' Input Data ' Minimum Discharge 8.00 Maximum Increment 19.00 0.50 cfs tRating Table Discharge Depth Velocity ' (cfs) (ft) (ft/s) 8.00 0.87 5.29 ' 8.50 0.90 5.38 9.00 0.92 5.47 9.50 0.95 5.55 ' 10.00 0.98 5.63 10.50 1.00 5.70 11.00 1.03 5.77 ' 11.50 1.05 5.84 12.00 1.08 5.91 12.50 1.11 5.97 13.00 1.13 6.03 ' 13.50 1.15 6.09 14.00 1.18 6.15 ' 14.50 15.00 1.20 1.23 6.20 6.26 15.50 1.25 6.31 16.00 1.27 6.36 16.50 1.30 6.41 17.00 1.32 6.46 17.50 1.35 6.50 ' 18.00 1.37 6.54 18.50 1.39 6.59 19.00 1.42 6.63 11/17/98 FlowMaster v5.15 ' 09:35:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C'� 1 1 d U lO t II II J U 3 o. co V y_ 0 d A � D Y U) o d {O (5 o °? `C? P) C (D d Cl) d (D CO (0 O V C O E ro5 O o > c TO d O O 0 wu ° C x o z w m m F. J z z w z_ FoU(7 Zozz td 0 W '0N U O co d O O O to N O to d d (D O 0) a)O r m O m v > U Qw 0.. O O V U p 2 m i o O i O ZD o d Im r tO y L.r 04 d n(A N 0) co d n d tO O d NC7 n(D W Off CO F N U N C7 'I O (D n 1- 00 co co CA NO 0 T N N 3w U on O N D co LOi y t3) _ y O d n CDw 4 L O N CO N O � U U n a0 W CO Of O D Cyf N O t cli d rl cma> 0) OD T N •.• N C6 d Cn CO n O D J NNfDnnn to cv l'�tO 0(D 000)O W N NNN N dto0 (7N DLri y v 01 d (A d (A fA D) m 0 W m fA O d d d d d d d d d L O y L .o or d tnrnoo0)0—rinirimv d000)0)0) N COO)O) E" o 0 6 6 w V _ to w rn A N m M V co O w • � � U I� tri of of 0i o D u � y dtDoonn Or M d d N 0 N .U•. — N d N to C� n o � D d E u QO CO C) N co (h N N 0 Cl) n co O tO ' U O O N d (D (A N CC! (A O O N to '- . �O, N 00 O O O O — N N N N co o N �N to nmtnOrn O N _U�jo NNMd 0 R L� W y V d d d d d d C w LU m E U) U) CD 0 o n 0 0 U O D C O a>i ro N x N M D C_ n d to m C- Z Olin C) 280 5 Closed Conduit Flow to, 1.2 1.1 1.0 0.9 K 0.8 01 0.6 Red d, K 102 in, 104 I l to, 106 S■�N.p�NI�NI�NI�N a M.s INAMIM IN 0.5lot - t02 103 104 to, Red = 4 7T[Ir c Figure 5-21 Flow coefficient K and Re,/K versus the Reynolds number for orifices, nozzles, and venturi meters (20, 23) LIM top scale with the slanted lines to determine K for given values of d, D, Ah and v. With K, we can then solve for Q from Eq. (5-31). The literature on orifice flow contains many discussions concerning the optimum placement of pressure taps on both the upstream and downstream side of the orifice. The data given in Fig. 5-21 are for "corner taps." That is, on the upstream side, the pressure readings were taken immediately upstream of the plate orifice (at the corner of the orifice plate and the pipe wall), and the downstream tap was at a similar downstream location. However, pressure data from flange taps (1 in. upstream and I in. downstream) and from the taps shown in Fig. 5-19 all yield virtually the same values for K—the differences are no greater than the deviations involved in reading Fig. 5-21.* • For more precise values of K with specific types of taps, see the AS [ report on fluid meters (20). FJ 1 1 1 1 1 1 le O M Z O Un a w W Z M .J LL a a i w E-- W ?� U Ui Z 0 N W a ry-P✓I uF'had NVCL;4r Ff•, rfeStOn iPX b rd P•(' " VV a � TV� cm 0) a c z m a CO � c [� O F 2 n t z 2 t 2 Z W c V m n E m C E d a E w a E d a E 0)O n E 0 0 0 o e o U w m 7w G cu c O�oC7C7rn lb 0)m CD m N CD ro w w o U _ M Q N Y _ O (0 0) .. f0 J^ N N O �O 4_ N N m C 0) m cn (u � 0 O C U p m O > z O F pW E a .c > Z' < UJ o O ¢ rn O � J a U V) p li = c ° oo�o o a c rnr�oa0 N O O v N w O o BOO co co � u� y 3 J p o 10 Q M (D (O V 0 Q 4- 0 ^. N N VM N V Y O O V CO j0 Q V' V (D N (O (D (D N .H.. LD (n O r > N N (LO 0 m m y U) CL N N(D O Q V M 0 :a Ice)T M V V N M r O O Cl) co H m ,IT N N Q M M M O (0 N O 00 M (D M H C C7 E c = M v (n to cc 000� m a � N + N LO C) 0 3 Q Q. U) O —_ O O O m .0 d N av 0 U) M O O 11 a w.w (0 M � U V (i C N O 4 O rn c o NC OS N �p p rn o � � v o v N `\° ly II 0 (0 to CV 10 O O OCl) O) a0 II Yc) @ O 10 L (M N .= N N m 0 0 3 mm�'a o3 a`f6i -o m o Q CO c U mcu Q 0 � m o O 1 1 1 1 1 1 917707pnd.xls It F�IaiL Qrc.W4�gL s EL 2e��✓�t 3'g F, �� K� Pond 304 7�z� 9 Proposed Detention Pond - Stage/Storage LOCATION: PRESTON CENTER THIRD FILING PROJECT NO: 9177.07 COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. DATE: 6/30/98 Outlet invert 10-yr WSEL• 100-yr WSEL• rtYdWl V = 1/3 d (A + B + sgrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Stage (ft) Surface Area (fe) Incremental Storage (ac-ft) Total Storage (ac-ft) 4920.3 0 4921 3340 0.02 0.02 4922 15170 0.20 0.21 4923 19630 0.40 0.61 4923.85 23472 24150 0.42 1.03 4924 0.08 1.11 4926 34950 0.67 1.79 4925.1 34955 0.08 1.87 4926 35000 0.72 2.59 C-(� o p ' o J O 1 _ N N 3 q ' n m 0. o(M O Qv N ' U O O0 C O) c0� c U _, NPI Nm 3 o Q LO Q ' O N C N O 30 C N U ' O o In o W mm- N a; J � m Q LL f�0 y Cl) N Q >� co b ' a— 6 C6 cj Li M U 0 � O 10 � 4 L O Ci Ol d^ m 0 N v ' J O N N O n v O 00 ' O O I`1 U U In C C ' N N x � ' O Z 2 o O o Cl) a a o O 2 ' o a i 00 W LL ' W W a a a a II }'i n� Vf4.I�GcP � Presrar �e�.t>W , 3 ro' II a I 0 Z J LL 0 x r a w z E W H U m O 0 F V Q WIV a ` N m vivo 1- o m w n � om� a x 0 N rYUVvl Pr"Sto, cz4fw Fill ci o�v N 3'� �ra�na�C ; £L� Z�a f9SLU � rlGo ,. ao .. c o d a Ov N C ci Q w 0 o Miu d .a c >> -� °' co o > � 'Rqa 4 c s 3 i d M N (O j (DC N N •_ C� F N n N N M c o r*� o j30 N N 8 U o 0 0 Cl? o W o f o 0) 0 J D>r m Q r O) O) J p N > V V C > Q > > m � C C G C C O cD O LU Y O a o 0 a 0o m m N Cl M 1� do C O O O ,O D L.. O Cl) Q V1 L m M Cl) J D N O N W 0 n = O O O O N V V c_ c_ N N 0 Z_ J LL O LL F- = 0 w M E O O ~ Z Z w 0 O a ° M O p - i �j Z Vl 4) 0 N O= a w N N w o o c a Sao LL of p o m w w a a a s o�N 0. x 0 1 1 1 1 1 1 1 1 1 1 1 i 1 i i 1 1 1 1 3 U m m L V d C1 M 0 N C O a a 0 0 a C O C W W o z w x F Q .] W C7 z z � w U W z o � W N a= W CO N N R) 'O M n N 0 r n o � r` rn rn o u u n n n f0 ate) `yU w C C y a) U O O 7 w O O 'C e- O C C C R _m cgh�Oe- N J J w c 3 a) j T C) Op O V) 9 co IL � CW G a F c Z C 1 1 1 A O A F a - W M � W U W .n F O O j N .O a N O N O N O tll 2 C7 a 2 a 2 n 2 n 2 a E E E E E co C U o a7 ,G Ci Y (a (a c >-O�� N (a O w l a d a .a 'ac z_ a a � a _OzF FZ F w a ay E E a) U o c a ti O Q O O N o00a a CL�Oco ran O O r� (On olJ C' E M ao LO LO (v Sri of of 0 cc) rlrnrn rn 0Mo O Co00 f0 G d .H. O M f- d .-. or w r` O Cy LO 0) M m Y dM Q N N C 0 N N N A ` .�. Q lU0 v � O R V LO co C) Ci (0 co Q Q t0 (D (o OYn v M co co Iq N �- N F C at E� L U A N CM V cc O Cl O O a to P- %�rdYn Fn aK EC- l2,er�-r fir ��51`rm �t�- F•r�f N N CV) M Q 4 oT o o_ G G N o0 a3 04 M U e e- C C N N (6 O U U m C) C C M N C co co >. a) d o ((i N .t C U v O (a O N C a) N U m cm CO , II O II ( N C Lo`p Mn N II h a) � N I CN II N O fa Lba)J N Q a cc a) a) II co o 0 3 v c o :3 (D — o c Q o 0 m Z �- 1 as CO d Qt N aOD R LnO Cm') mONN co N N N M'i 4 (n7 s Td R N CD O O co M N 'CC. 'O 0 m w Ol fA 0 U 0O)O NM C N M V V 4 'O O CO1 N rn O L y c0 co cm a Cl)O O O cn Cl)a N y U C5 N N N T ov J n co O R a O O O@ O u;mnnroa0000.- N O C O O O O co M co co co co co com L CL O .O� O <t OOCO M i n CO CO COO(A N N CA CO W N '' 0 0 0 0 000000 U = O1 0 N n O n O V f�N.1 N N N f0 C N O V V a O 'O a� U Cr Cc yy V N V N O O L `�- CA U7 CO O O ILU U > W O N N N r D d E w _ CD r to O co N� -- CO � CO N O c 00OO— . -N . CV C'r) Nv L] W _LO IM�p L p M M N CO7 N Cl) Cl)M Cl)OmM CI �OI-av k e, l Ec- 4*-r k- Qv.a :a' I 1 1 i 1 1 1 1 1 1 1 1 1 F 1 1 1 APPENDIX D SWMM ANALYSIS 1 Z 4 O 2 r n i b N O N O M a O N Z N N i O z0 as rc 0 �F zz Ow Ow U O A b W 0+ p U xz w m �a Fm vi U z a w z 0 U 0 a z z 0 U N n O N LLJ Z ' Qn' S3111'9C:9t 3A0 '96/CZ/O 31YU'OS-131"S IOb I Sri CO111gS De5%5N SX6rr"j SWMM hyetograph -- 100-yr event -- 2-minute intervals: 60 2. ' .60 .74 .89 1.06 1.25 1.44 1.54 1.63 1.94 2.47 3.00 3.96 4.92 6.12 7.56 9.00 6.89 4.78 3.41 2.78 2.16 1.92 1.68 1.49 1.34 1.20 1.06 .91 .79 .70 .60 .55 .50 .46 .41 .36 .36 .36 .34 .29 ' .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 .22 .17 .12 .12 .12 .10 .24 .05 ' SWMM hyetograph 25 S. -- 100-yr event -- -minute intervals: .60 1.44 1.68 3.00 S .96 5409.00 3.72 2.16 1.56 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 0.0 SWMM hyetograph -- 2-yr event -- 5-minute intervals: 25 5.0 .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 ' .36 .36 .36 .24 .24 .24 .24 .12 .12 .48 .12 .12 .12 .12 .12 0.0 Sw,MM hyetograph -- 5-yr event -- 5-minute intervals: 25 5.0 �. .48 .48 .60 .84 1.56 2.52 4.68 2.04 1.08 .72 .60 .48 .36 .36 .36 .24 .24 .24 .12 .12 .12 .12 .12 .12 0.0 SWMM hyetograph -- 10-yr event -- 5-minute intervals: 25 5.0 ' .48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 .72 12 .60 .12 .60 .12 .48 .12 .24 .12 0.0 Tp �' .12 SWMM hyetograph -- 25-yr event -- 5-minute intervals: 25 5.0 ' 48 .72 .96 1.32 2.28 3.72 6.84 2.88 1.56 1.08 .84 .72 .72 .48 .36 .36 .36 .36 .24 .12 .12 .12 .12 .12 O.o ' SWMM hyetograph -- 50-yr event -- 5-minute intervals: 25 5.0 .60 .84 1.08 1.68 2.40 4.44 7.92 3.24 2.04 1.44 .96 .72 .72 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .12 0.0 ,,ems 9194T13.IN Page 1 of 3 2 1 1 2 3 4 WATERSHED PRESTON CENTER MASTER SWMM, FILE: 9194T13.IN, revised 1/99 10-YEAR Rainfall Event 360 0 0 1. 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 * * subcatchmet data 1 101 301 1745 5.73 62.3 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 102 501 1386 6.05 75.8 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 103 203 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 104 204 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 105 224 929 3.20 65.0 .018 .016 .25 .1 .3 .51 0.5 0.0018 1 115 504 2428 8.36 42.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 106 226 2439 1.73 99.5 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 107 227 2853 2.57 64.0 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 108 238 2339 8.59 57.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 * * ############################ END OF WATERSHED DATA ####################### * 0 0 * The following SWMM lines simulate a direct connection (no routing) * 1 301 302 0 3 * The * following SWMM lines simulate a direct connection (no routing) 1 501 302 0 3 * The * following SWMM line is detention pond 302 - PRESTON FIRST 0 302 202 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.06 0.88 0.23 1.42 0.29 1.53 0.59 2.00 1.11 2.39 1.18 2.42 1.95 3.95 2.06 4.00 2.64 4.24 3.20 37.3 * Pond 302 outlet - 18" dia. pipe * 1 * 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50 * West * gutter of Gifford Court 1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5 * 18. 500. 0.021 0. 10. 0.020 2. * East * gutter of Gifford Court 1 204 502 0 4 1.0 500. 0.021 50. 0. 0.016 .5 * 18. 500. 0.021 10. 0. 0.020 2. 0-5 9194T 13.IN Page 2 of 3 * The following SWMM lines simulate a direct connection (no routing) * 1 502 205 0 3 * * Pipe from Inlet in Gifford Court to inlets on south side of lots * 1 205 224 0 2 2.00 190.0 0.003 0. 0. 0.016 2.00 * Pipe from Inlet on * south side of lot to pond 304 1 224 504 0 5 4.00 293.5 0.003 0. 0. 0.016 4.00 6.00 293.5 0.003 4. 4. 0.035 2.00 * * The following SWMM lines simulate a direct connection (no routing) * 1 504 304 0 3 * The following SWMM line is detention pond 304 - PRESTON THIRD 0 304 225 9 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.02 1.43 0.21 2.87 0.61 3.91 1.03 4.65 1.11 5.41 1.79 11.92 1.87 12.38 2.59 80.96 * * Pond 304 Outlet - 21" dia. pipe * 1 225 505 0 2 1.75 263.5 0.0083 0. 0. 0.016 1.75 * The following SWMM lines simulate a direct connection (no routing) * 1 505 305 0 3 * North gutter of Timberwood Drive * 1 226 506 0.4 1.0 1200. 0.010 0. 50. 0.016 .5 25. 1200. 0.010 0. 10. 0.020 2. * * South gutter of Timberwood Drive * 1 227 506 0 4 1.0 1200. 0.010 50. 0. 0.016 .5 25. 1200. 0.010 10. 0. 0.020 2. * * The * following SWMM lines simulate a direct connection (no routing) 1 506 228 0 3 * 10' * Type "R" inlet (Timberwood Drive) - 24" dia. pipe 1 228 305 0 5 4.0 43.5 0.0101 0. 0. 0.016 4.0 * 6.0 43.5 0.0100 4. 4. 0.035 2.0 * South gutter Country Ranch parking lot * 1 238 239 0 4 1.0 200. 0.010 50. 0. 0.016 .5 * 20. 200. 0.021 10. 0. 0.020 2. * Swale on south side of Country Ranch 9194T 13.IN Page 3 of 3 * 1 239 507 0 1 6.6 640. 0.010 4. 4. 0.035 3.0 ' * The following SWMM lines simulate a direct connection (no routing) * t1 507 305 0 3 * The following SWMM line is COUNTRY RANCH det. pond 305 - updated 11/17/98 * �r�sto� ' 0 305 240 13 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.08 2.12 0.23 3.74 0.42 4.92 Zy 0.66 5.89 0.93 6.74 1.22 7.41 1.62 17.06 I,;rt ' 1.99 18.24 2.50 82.73 2.03 18.37 2.07 18.50 2.26 19.01 J * * Pond 305 Outlet - 30" dia. pipe ' * * 1 240 508 0 2 2.50 40.0 0.003 0. 0. 0.016 2.50 * The following SWMM lines simulate a direct connection (no routing) * 1 508 0 3 * * ############################ END OF CONVEYANCE DATA ###################### * 0 ' 9 1 301 302 502 504 304 228 305 507 240 D�- 0o U W 4 0 H V w 0 a a a w w �Z W 2 O O •-- H H 0 20 zo Ea H U h h z rn m z o H F o P h h C m aD z000 H h O U z r r H O O ] h h n `l zo H Fo P o z zo H E o P 7 O N C d zo H �o El� h h � z ("1 M z o H F o a Vl h O �Z h w O N N h O h7 z x H O 7 O h w a H H ro W N v :1 H 0 ^1 O H C w w a a H W o £ U 2 W N WE» W w w z a0 a wH El 00 w w K b a O EWE. G X F 14 m E-F z uw o w a z 0 H o a fX W cwi]w W O P] W F 1 K a o 3 M r1 H 'o0 ri N C N m H H m �W M ~ E £ w a a ro (] O VI N �z 0ul H N W H ii z H H C4 w>a a w° c m m N W [� VI rn a ti m N Z H rl H x 01 Q Q E �Z H w w C C r o H E (n x O t) E.H w F > a W o o N m w .a] w 0 w �° Wwaa U w`V H ox � w 0 0 a o W O c� w F 000 0 00000 W �2 mmmmm mm mm M Q 0 0 0 0 0 0 0 0 0 U W W El 9w z j o 0 0 0 o o o o o O Zen Fa H a £ a jai H N vl N N itt �I1 V1 �I1 N H 2> 0 0 0 0 0 0 0 0 o H cx000 000000 W M M M M M M M M M �a 0 E> [k o 0 0 0 0 0 0 0 0 W W o 0 0 0 0 0 0 0 0 H m W .%o000OOOOO O W i M N M u9 N NOI EIWNNNNNNNNN U W W w zUz HP4 0 0 0 0 0 0 0 0 0 Vl H a w F o 0 0 0 0 0 0 0 0 a wm�noom0000 O� H H N N H N H ei N WC Mmlfl u�o o inoo U W N�nmminNmcr m w� � r m m lO <T O1 l0 i11 O a H � M m Q --•rov a N orlD 1p a¢u o 'M,C N o - m x F 0 0 0 0 0.... x VQ [[Cwrr1 w in nor r rnmrnMm F— H 3 rMo o O1 d�C�m M U Q a wQ w w> m° a O O O O N O N N M (Z ('J a M ✓1 N N N ✓1 N N N Wm o � H x W W E w a a m .-I N M d' Lfl lfl �p r m Q a F F o M in o m o m M ti r c o O m M M H O M m z H HQQ O a N w0 n w w x a (z°� m H W W U Q z o a m w H a w w x — wcq±�• - H 0 H Q O 0 E vF Q a W w a w x w K Q E-E m U Q F`z w w W W F EQ-E F F F a O O O O 3 w D 7 I 1 t 1 j o, M M W c c r o ,y �•Cy�Y7 N Ifl l0 O� V tO y' p" -�+` � � x-- cn a w o00 o00 00000000000 �n�ovi000000o �n0000000000000 c�o�noin0000�n0000 00 uio N O `.� Q H .� H �-1 .-1 ri rl •i Q a o2 z z 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 N h N a M H W a O O O M O O O O O O O O O O O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 a o o v� o o sT c 00 W w .N+ a 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 Q a V N o o a m o o c o o v m e H O 'i N r-1 l!1 •-I y x rl dl rf C W H a 0 O O N O N N N N O O O O O N O O r i t O O N 0 0 W N w 0 0 0 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 N O O x E — F O 0 o a o in o 0 0 0 0 o a a o o rn o c o 0 0 0 0 o a c o 0 0 0 o r N o 0 R m m m o ••� o 0 0 o c coo c o a� W �- 0 3 H dl ifl ll1 u'1 H N N 0 3 N H N N N N N N N W 0 3 M W H, . H [ao� O N H O N 0 N O 0 0 0 0 0 0 0 0 0 0 0 0 0 .-I N O HQ . Q N N N [x 4Fi .-I H 00 .-1 OD N C W a 'i ri tl1 '-1 ifl C W rl O W N V rn o 3 a a a H H H H a a a A N 'O rn o 3 as al U/ Vl O 0 0 0 0 0 0 Lo) N VI a a a 7 .-1 N > a a a a > N 1� > aaaa a " aaz F a o o aa`o aw F za�E�taw o 0 Elaw a a0µ0 as a H H O H x x H H H O O\ H .•C H x x H H l0 H H as •NaU u as awa •�a u u a u u a w•� a a a M a a H C H H Zt'1 M N N C M N ifl M N N mN C M �Il C .-1 O1 N N M W 14 W W O 01 UaQ'' O C h N 0 0 0 t\ c0 N .W.l El w a a a v; a H O N H O W H O N W 2O O 0 O O O O O O O M O •- O O O O O O O O O ? N O O H ££ N w a\ W w L V rn V V F> a a a U)w z o ti W F U rl U N N N N N N if1 C C C' ifl N tp �O m m m h IP O W O a m O O O O O O O N O ON O O O O N O M O O C O W W W N N m M N ifl O1 N m N rvt N N M N ifl O o a r4 a W rQ z Ela as v w w w W i• F Pi r-1 H N N t l C N �(1 C C O ✓1 i0 r W N m r ✓1 O O Q a l O O O O O O O O N O O m N O N N O N O O M O F a 0 Ol O1 M N N N ✓1 N N N M N �fl N N U1 N N N N �I1 M N N th O U F W C C W0 C0 N r W 1p H N N H U ^� aH NIn V�HNcmcorHcr O '� •� H •-I N !+1 H N t�l O � � a �a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 wx o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w x V] O O O O O O O O O O O O O O O N Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m a E onco�n oiorom00000 0 0 0 0 0 0 O O O O o 0 0 o o 0 o 0 0 0 0 rn o 0 0 0 0 0 0 0 0 0 0 0 0 0 o rn m m N N N0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N fa 11 y HW H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H !n W rl H � H a a o 0 0 0 0 0 0 0 0 0 0 0 0 0 o c rn w w m a 01 H p� a Czg7 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W a w Q E w u o o o o o o o o 0 o o o o o N 0 z cn Q o 0 0 0 0 0 0 0 0 0 0 o H o m w N W U) F Rl W 0) V] W U w N O O N ifl C O O l0 O N H C if1 IE/ W H w 5 Fo 000 o ri0000 rl to N t+l N N Nl Nl to i11 Q �"' r-1 � w w ro w N wE. w w �iw U a Ewe 2 F U a W E N rl C N C �I1 �O r OJ OJ O� O N C N z Di 0 0 0 O N N N N N NI C O O O O 0.' 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UI 0 2 w H44 U w .� U .a] H Q 0j z Q -.- H O(14 H 2 W izi O O O O O O OF 0wQC7 x wza u O W of n H F MWQMDQM Caommmmm o 00000 W MFF Ew-F FE N HHOOOOO w w w w w w w £w w ww w w w Q Q a�vvlH CaO �- �- Z O O w w N O O O O O a o O J F F � r-I N !•1 w z w E o 0 0 F 0- I ■ -------------------------- 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 ■ — — — — — — — � — � N — r — W — � — � •1 r r r r r r r r r r r r r r r r r r r r r r r 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 O 1� O tit O a� O 1� O �O O M rl rl r1 r-I .-1 •-1 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'- I O N O M O C O O O W O O O. i O V O W ONO a O O O O O N O 1 l t O W '-I rl rl rl N N N N M M M -. . . i (. ... O. .. y. i f. . .ONO . ' — W W W W W W W W W W W W W W W W W O O O O O O O O O O O O O O O O O O O .-f O N O � O w O W O .-1 t(1 O Ift W O mo .-I .-. N .. sT .-. �. W W W W W W W W W W W W co W W W co W W O O O O .-1 �-1 ry N M i(1 O 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 . 0 . 0 .-I O .--I O N O M O M O W O �O O h 0 O\ O O 00 rl ti ti N e-1 N .-I M N a 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 .-I O C O W O N O h o .-1 O �I1 O W O O O T O M O M O Ol O MONO 0 O � O 01 N W m O O � v .-I . . N N N N N C 111 h O d C N 1� 'i �O ifl . � O 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .. .-. .-. �-. N .-1 M N C N �O M W M .-1 M C 1� i(1 O �I) M t r-I •-1 �-1 �-1 .-1 rl N �-1 N N d� W .-1 l(1 W N �fl h . .. O. N M M C �Il ifl W 1� O rl N W m O ri N M tT N �O h CO O� .-I rl ri rl f1 „-� rl r1 rl .i N N N N N N 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 ■ u -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 oNoro m O r o mor omomoMomo�0000Nocoromoti00000,-�ocoro.i ono o.ior N M l0 O� m t0 W W r lfl M N O W lD tll � M N �-1 O O� O� W W r — — — — — — 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 oromo.+o�or00000�o o,-�o�000 ao.tio W oMo,-�orno�orornoMor000�n o.�or 00000000a00000000000000000 O O� O sp O N O r 0 .-1 O C O .i O O O O W O 10 O m 0 0 0 O m VI VI N W VI VI W VI VI Vl UJ VI V] W VI W VI VI W V] VI VI U] W W W r-1 01 rl N •-I to N Ol N rl N C M W d� rl sT M ifl ifl 111 r l0 01 tp rl r N r M r V� W N W �D W 1p W r O� W O� W O� T 01 O� O� O� O O N M m M V� d� d� �(1 N ifl lfl �f1 1p lD 1p l0 l0 l0 �O �O �O 1p l0 1D l0 .i r VI V1 [A VI W W VI VI W In N VI U] V] V] VI fq - W U] VI VI UI Vl VI V] V] rl W N O� N O N N M M m ifl d� 1p c r ill 01 N Q� �O O 1p .-I lD ri r N r N r N r M W m W m W C W C W C W V� W C O� t!) m M W VI VI fn N U1 N VI W W VI V] UJ W VI U] UI fA VI U] (!) VI U] V] UI V] 0. . Ol . 0. M 0. M O. . O. . 0. M O M O M O . i 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 m 0 W O 1p O sT O r 0 W O N O ri O O O C O O� O O O O� O �-1 O lD O O O C O O1 O �O O M O rl O W O N O M O N �-1 •-I rl N N N N r-I ri rl '-I fi .-I P l0 O C r O V r O N C 1p W O� O �-1 N M V� C ifl �fl �O 1p 1D r . V. . . . .-. . . . . . .--� . M 0. i(1 0. .0. . 0. 0 0. O Q. O O �O ri �O rV l0 .� 1p � ri lD .-. .-, �-. - - .-. .� - .-. .-� - - �-. .-� - - - - .-� - .-, .-. .-. .-. l . l(. l . �f. . O . O. � . O. � .0. M ifl W �f. V� r r r N tp r 1p N tp W �O if1 to r. Ul i . . . . . . . . . M, O M M M M M M M M M M C' C O' � <P d' C C C d' lfl 111 Ifl tIl lf1 lf1 iO 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 i -------------------------- 0 0 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 M O W O C O O O n O ifl O M O .i 0 0 0 W O 1p O M 0 0 0 W O lD O C 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 o rn o rn o rn o m o m o m o rn o rn o rn o rn o m o m o m o W o m o m o m o n o n o r o n o r W W W UI W W W W W W W m W VI W W W W W W W W VI W W W .--. . .-. . r. . r. . .-. . .-. . .-. . �-. . .-. . W W [A W VI W W W W W W W UI W W VI W W W W W W W W UI W rn �nmin min min rnio rn�om�m�o rn�orn�o�o�o�o ono o�oorororonono W o W o W omoW oW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W m m U] W W W W W W V] UI UI VI W W W W W W V1 W W W W W cP .-. . . V. rl C •. V. .-. 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[ C M M M M M M M N N N N N N N N N N 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 O �fl O V' O M ONO rl O O O O� O U1 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 . .-. . 0 0 0 0 W O n . �f. . 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o O o 0 0 0 0 0 Or or or O 1O O\O O 1p O 1OO�O O�OO�DO �0O �OOlOONO�IlO �I1 O �11O U1O tllO �IIONONO�fl O itt OiflON 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 VI fA V] W fA N VI V] V] VI W VI VI W U] V1 VI W W W VI VI VI W VI m cn m m in m m m m in � in cn � m m cn m m in in in y m m in �l1 ifl ill V1 Ifl Ill Ul ll1 �l1 ill d' d� V' C C c [T c C M M M M M M M o m o m .ti. o . o . o . o . o . o . o . o . o . o . o . o . o . o . o . o. . o . o . o . cticti.c ti.c ti.cs 41a cti. c.�ctiati.ctic1. cti. c.�cti c.icti.c.cti. cti.cti.co.. cr UI to y y y m m W fA W Vl W W W W V7 W VI m m m m W W VI Ul �-1 N •-1 N .-1 N .-I N r-I N .-I N .-1 N e-i N ,ti N .ti N .-I N .-I N ri N �-1 N .-V N r1 N ,ti N .-I N .--I N .-1 N rl N ri N .-1 N .ti N ,ti N .-1 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 — — .i — — — N O O O O .ti . . . . . . .. c.-+c.-a c.+c .a a�.a . . . . c.�c.a c,ti . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . — — — — — — N N ,ti O O (n O1 m r r tp t0 �I1 to C C M M N N N .ti .i .i .i O M if.I-. .. 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Ifl O Ifl O Ill O Ifl O IP O C O V� O C O C O C O O C O C O C 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 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 M O M O M O M O M O M O M O M O M O M O M 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 V] V] V1 V] VI VI W VI fA N N V1 fA VI VI fA W fA VI VI [A VI U] V] W W C M M M N N N N e-1 e-1 .-I O O O 01 01 Ol W W W n r r l0 l0 lD N N ri N r-I N .-1 N �-1 N •-I N r-I N '-I N r1 N i-1 .-1 .-i .-i .-1 .-i O .-1 O .--I O .-1 O .-1 O .-1 O f-i O .-1 O .-I O .-1 O .-I O O O O . . . . m y m in m fn y m m in in w m in m m m � in m In y in in m N W r r r r l0 1p IO N Ifl Ifl Ill C d' C M M M M N N N N rl N •-I 01 1p T l0 Ol lD 01 IIl Ol I(1 01 Vl 01 II1 01 tll 01 Ifl Ol N Ol lfl 01 Ifl Ol Ifl Ol Ul Ol Ill Ol Ul Ol Ifl Ol Ifl T lf1 Ol Ifl Ol IP 01 N Ol Ill 01 Vl 01 d� Ol d' W VI W VI W VI VI U] U] W Vl VI VI U] V1 VI W W W V] U] VI W W V1 W IO IO Ill Ifl Ifl Ifl sM C C M M M M N N N •-1 N ri O O O Ol Ol W 01 O dI O d� O d. O C O CI O CI O dI O M O M O M O M O M O M O M O M O M O M O M O M O M O M O M 01 M Ol M Ol M 01 M .-i N .-1 N .-i N .-1 N .--I N .-1 N .-I N .i N .--I N .-1 N .-1 N .-I N rl N ♦-1 N �-1 N ri N .-I N .-1 N .-1 N ey N 'V N .-I N 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 Ol Ol Ol Ol Ol 01 Ol O1 Ol Ol Ol 01 Ol 01 Ol W W W W W W W W W W W .-In,-In.yn tir � r.tintin.ti r.i r.�r.i r.�n�n,-In.-In.-Ir.-+r .i r.�ntir.-ir.ir rlrtin r+n�n — — — — C d� M M M N N N e-1 �-1 r-1 .-1 O O O O Ol Ol Ol Ot Ol W W W W W .-. . . .-. . . .�-. 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W in vi in y m w �n in y ti in m 0 vi N y m in vi m in y in m y in 0 0 0 o rn rn m m m m m r r n �o ui ui �n a a� a� c M rncma�rncmcma� W amcm�mcmc W �W v�mcmc W a� W e�mcmcmMmmmMmMmmmmmMmm Ui Vi m m m Vi m Ui W Vi m ti m U; VI m m Vi m W G G m Ui Vi m m m W r n r O m IIl 01 M O� M 01 M Ol M O� m m am O� 01 M O� M l M O� M M 01 M 01 M Ol m 01 M 01 M Ol M 01 M 01 M 01 M O� M O� M 01 M O� N O� 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 m o rn o m o m o m o rn o m o m o rn o rn o rn o m o m o m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ......................... O •-1 N m � ifl �O n m O� O �-1 N m [T �Il �O n m O� O .-1 N m C �(1 d' C cr C V P � � � C lfl « 1 ifl U1 ifl �I1 ifl �fl ifl �(1 N N N N N N N N N N N N N N N N N N N N M M M M m m D — I (o ' ON a. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .................................................... 1 — — — -- — -- — — — — — — — — — — — —— — — — — _ 0 0 0 0 0 o O O O o 0 o O O O o o O O O O O O O o 0 O N O 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 O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O 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 r �O �O l0 �Il 1(1 N C V� C M M M N N N ri rl ri O O O O� 01 01 m m m m m m m rn m rn m rn m m m m m rn m m m m m rn r m r m r rn r m r rn r m r rn r m r rn io m� W� m� m �o m� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . m VI m V] VI W VI VI VI N VI VI VI m VI V1 VI m m VI m W m m [n W m M m M m M m M m M m M m M m M m M m M m M m M m N r N r N r N r N r N r N r N r N r N r N r N r N r N m m W m W V1 m m VI W m VI W m W U] m [� m m W m W to y m . 1. . l . . l . . U. . If. . 01 N 01 N Ot N W N W N W N W N W N W N W N W N W N W N W N m N m N W N W N W N W N W N W N m N W N W N W 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 lD l0 lD �O �O tD 10 ifl Ifl to N lfl u1 tf1 �fl �fl l(1 �fl �fl C C dC d� C o m o m o W o W o m o m o m o m o m o m o m o r o r o r o r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' .iio ,a m,�m .- iw �� �iotiw.a io .��o .1 �o .y w N�ti�.i�o,�W,tim,�e.aio,-��o ,-��o .i�ti�.��,-��.a 10 .ate — — — — — — - - _ _ �. . �. �. . �. �. �. . . . . . . . r. . r. . M . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m f-I .-1 rl .ti ri 'i r1 r1 ri .-1 N N N N N N N N N N M M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 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 O N O N O N O N O N O N O N O N O N O N O N O N O N O 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 W fA W W W V] VI W V] U] UI VI V1 W W W fi Vi W W W W W W V] V] W 1p W �O W 1O W 1O W 1l W 1f W to W iP W N W Ifl W tf1 W i11 W Ul W Ifl W d� W C W d� W V� W V� W d� W C W C W d� W d� W M W M . . . . . . ... W V1 W W VI V] V] W VI VI VI VI UI UI UI W V] Vl W VI VI V] VI VI U] W �O �O 111 111 ul C C d� C M M M M N N N N rV e� .-I O O O O 01 01 rN rNrNrNr N rNrNr.-Irr-lr,-i VI W VI W VI N W to y y N N VI V] W VI V1 W Vl V7 VI W W VI V] VI N N N .1 .-1 .-1 O O O O 01 01 01 W W W W r r r �O t0 1p Ifl Ifl �(1 W N W N W N W N W N W N W N W N W N W 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 — — — — — — — 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 0 0 0 0 0 0 0 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 tD O l. . O il'1 O ifl O lfl O �(1 O ✓1 O ill O ifl O �I1 O Ifl O N O C O C O C O C' O C' O [T O C O [T O C O C O M O M . .-. — M M M M M M M M M M M M M M M M M M M M t+l M M M M M O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N M sP ill tD r W O1 O .-I N r'1 C �fl �O r W 01 O .-1 N M C �I1 �D r M M M M M M M M M M M I M M M M M M M M M M M M M m 1 00 1 �a i i 1 i 1 1 1 1 1 1 1 1 1 1 1 000000000000000000000000ao 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 o O O O O O O O O O O O O o 0 o O O O o 0 o ..-. ..-. ..-. . ,-. . ,-. . ,-. o ,-r o o ti o 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 - - - r 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 N N N N N N N N N N N N N N N N N N N N N N N O 01 01 01 O� 00 OJ OD n n n 1p 1p 1p l(1 I(1 1Il �fl C� C C M M M N N 00 M n M n M n M r M r M n M n M n N n N n N r N r N r N r N r N r N r O� 01 W W OD W n r n �O tp �D 1p Ifl Ifl ifl Ifl C C d� C M M M M N 199 lD O 10 O 199 199 1O O 10 O 10 O 1O O 1O O 1O O 1D O 1O O 1D O 1O O 1O O 1O O �D O l0 O �O O 1p O l0 O i0 01 10 01 f0 V] V] U7 VI VI y N V1 U] UI V] VI VI VI VI VI UI fA VI U] V] N V] 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 — 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 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. N N .-I .-1 .-I' .--I ri .-I .-1 .-i •-1 N N O O O O O O O O O O O O O M O M O M O M O M O M O M O M O M O N O N O N O 0 N N O N O N O N O N O 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M M c C C d d V [ V C C c T O G V C C C C C C C C d p-l -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 00 0 0 00 00 00 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.-io,-�o.iotio,-io.-�O,-�O.�O.-�o,ti o,-aOti0.-�O,-io�00000000oOo00oOOo0o000 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 -. -. -. -. — — — -. — — -. — — — — — -. — 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 .-1 O N O N O.-1 O N O rl O.-1 O.-1 ON O�-1 O.-I O.-IO.i 00000000000 000000 000 000000 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 •-I .-1 •-V O O O O m m ' m W W m m r r r l0 1p 1p �O 111 N tll n,-i r.i r.-+r ,tironoronoro�oo�o ono oio o�oo�o�o m�ommm�m�o m�om�m�om�miom�W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �D �O lD l0 l0 l0 l0 tp �O 10 t0 �O 1p l0 l0 N lfl Ifl lfl �11 tl1 ih Ifl t(1 i11 U1 �n m m m m W m cn m m m m m ti m m cn m �n m m m m m W m N N N .i 'i •-1 .-1 O O O O m m m m m m W W r r r n � �o �o tp m 1p m lD m 1D m �D m lD m l0 m �O m l0 m �O m l0 m o m ifl m l(1 m �I1 m ill m �(1 m tll W S W ul m if1 m V1 m N m Ul W l(1 m �Il m M M M M M M M M M M M M M M M M M M M M M M M M M M n r r �D t0 �O Ifl t(1 tf) tll C C C M M M M N N N ei .-1 �-1 rV O O 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 — — -. -. — -. — -. -. — -. -. — — -. — -. — — 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. .- _ _ .- _ _ _ _ _ _ _ _ _ _ _ _ _ _ .- m m m m m m m m m m m m W m m m m W m m m W m m r n m.-�m.a m,--im.ymomomomomomomo momonomommmmmmmmmmmmmmmmmmmmmm . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l0 �O i0 lD �O lD lD �O �O �p �D 1p �O �O lD l(1 1(1 �fl if1 N �fl N ifl �fl N i11 -. — -. — — — -. -. — — — -. — -. — — 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. " C C V d C O d d C V C C C V C C C C C C d C � � C n-Zo -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — — — — — — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 m o m o m o m o rn N N N N N N N N N N N N N N N N N N N N N -1 rl •i -1 .-i — — — — .r `. `. `. 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 00000000000000000000000000000000000000 0010 C� 0 C�00100i0 C�0 C1 . n] nl nl nl n] nl nl N N nl N N n] nl N N N N � � � � � � m m m m m N m m VI m Vl N V] [A fq Ul fn y m m VI V] VI m !q m C msT msT mC mt+t mN1 mlit N N N N ri N rl rl O O O O� 01 O� Ol m m m m ioio io���n �om�r�rior . .�o��. �o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �11 il1 �'1 �'1 ifl N 1f1 1f1 lf1 if1 �I1 �11 �I1 l(1 Ifl IP l(1 � � V1 ifl V1 N N N to [A m m m m VI m m VI m N m VJ m VI m N fA m y m m VI VI VI VI l0 111 V1 V1 1I1 sF C C V� M M if. . �I. . V. m V. m il. . �I. . l(. . tl. . l(. . �fl . �f. . if. . t(. . . . If. . If. . If. . U. . If. . U. . tl. . if. � . if. � . �(. � . I(. l0 i11 t� M M M M M M M M M M M M M M M M M M M M M M M M M M VI m m Vl m m m m m Ul m m VI VI m VI VI fA m m m m Vl UI N m O O� 01 Ol 01 m m m m r r r 1p l0 �O �O �I1 i11 tll lfl �T C C C M M �I. O V. O . 01 . VO\ u. . . . . O� i(. � � � � � � � � — 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. r r r r r r r r — — — — — — — l0 l0 — — ill ifl — N — — — mm rnm rnm m m m mmm mm rnm rnr mrrn r mr mr rn r rn r m r mr mom �rn�o moo rnio moo rnio moo mio . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �fl to i(1 l(1 i(1 �I1 ifl ifl Lfl Lfl L(1 l(1 L(1 ifl i11 ifl �(1 ifl ifl Ifl �fl Ifl �fl �fl 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. l() IP lf) lfl lfl ul ul lfl IP lf1 '-I ri e-i e-1 .-1 .-1 P - zl 0 0 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 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 m o rn o m o rn o m o rn o rn o rn o m o m o m o m o m o m o rn o rn o m o m o rn o W o W o W o m o m o m o W a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o rnornomornomomornomornomornornomornomomomomo W O W O m O m O moWomom 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 II1 N Ifl Ifl Ifl Ifl Ill IP If1 11. II1 t1. Ill 1f. to N N N . I(1 d. If. d' If. C. Il. .If. d. 11. d. 11. . ll. . Ifl M Ifl M Ill M 1ll M Ill M N M N M Ill Ul Ill Ifl 111 Ifl Ul lfl 111 t(1 Ifl Ill I(1 Ill Ul Ill N 111 N I11 Ifl N M N N I!) 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 rn m rn rn rn m W W m n n n r io � � to to In In In ul � c a� c V� l0 C lO CI l0 d� l0 C lD V. �D C l .1. d. . . . . . . IP . If. CI 1Il d� 1Il C Ill C N C Ul d� Ill d' Ill d� Ul dI Ill d� W sT tll . . M M M M M M M M M M M M M M M M M M M M M M M. . M M M N N N N N N N N N VI N N N N N N N N N N N N N N N N M N N N N .-1 r1 N ri O O O O Ol 01 01 Ol W m m m n r r r In . 0. Vl Ol Ill 0. 111 0. 11. Ol II. O. Ifl . Ul Ol If. O. I . 0. II. O. t(. . . . C. 0. . 0. . m . O. V. . . . . . . C. . rl •i e-I .-1 .-1 �-1 r1 •-I e-I 'i �-V �-1 .� .-i rl N rl .i .-1 rl N ti 'i '-I ,-1 .-I 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. Ill Ifl C� d� m m m m m m m Ol Ill Ol Ifl Cl lfl T Ifl Ol Ifl Ol N Ol IA Ol N Ol Ill Ol C 01 C Ol C Ol C Ol C Ol C' Ol sT 01 C Ol C Ol C Ol M Ol M Ol M Ol M Ol M 01 M Ol M I(1 lfl Ill I() to to IA Ifl Ifl to N N lfl Ifl Ul Ifl IA lfl Vl Ill Ifl IP N Ifl Lll I(1 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 O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ill Ill ✓1 Ill Ill Ill Ill t Ill 1 i ill N Ill to U Ill Ill i i Ill Ill ✓1 N Ill U p - </ 'o0 M 00 V to 1 1 1 1 -------------------- 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 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 W O W O W O W O W O W O W O W O W O W O W O W O W O W O W O W O W O W O W O . ; ; `� ,. O O O O O O O O O O O O O O O O O O O O O W O W O W O W O W O W O W O W O CD O W O W O W O W O W O W O W O r� O h 0 l� O H . r ti N r r ' r r H � • N e e r . r •-I O O O O 01 rOl 01 O1 W W W W h h 1� r r tp 1p Ul M Ill M lP M lfl N Ifl N dr N d� N C N C N Vr N d� N d� N Cr N Cr H p .-H <T .y C rl � r-1 C rti � Ifl Lll Ill U1 Ul l!1 � r(1 N N Ifl Ifl 111 rfl tf1 Ifl Ifl N N VI Vl V] W fn VI W VJ W W W U] W VI U] flI VI W Vl V] M M M M M N N N N H H rl 'H r-1 O O O O OI 01 C Ifl C Ifl � to d' C C d� dr d� a' [h a C C C C C C C dr C C Cr d' � Vr dr Cr dr � Cr C C M C M M M M M M M M M M M M M M M M M M M M N N fA V1 V] V] W UI W V1 VI V] V1 VI V] V] V] U] W W ID l0 �O II1 Vl Ill Ill C d� C M M M M N N N N e-I N C W C W C W C W C W Vr W dr W V� W C W d� W dr W dr W C W C W C W C 1� � L` Cr h e r dr N N e-1 �-1 f-1 H �-1 r-1 rl •H '-1 eH .-1 H rl r-H H rH H rl rl FI Q U w O O O O O O O O O O O O O O O O O O O O M 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 U rl a <r pa O m > eH w z Ol M Ol M Ol M Ol 0. N 0. O. (. Ol N Ol N Ol N Ol O. Ol N 0. H Ol .-. Ol rl Ol H Ol `-. Ol e. Ol W F a w . . . . a Q H wacn m — ,-. — ... ... ... ... ... ... ... ... ,-. .-. — — — .-, .-, .-. U E x u G W N W F> oO o o O O O O o z VI W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VI H UO .w-7 ❑ R: N R W w zaz� a 0 z U a N M c In �o r W m o .H N M c In io W m o �j E. R 2 c a c m c c c c vl In In ul u, In rl, rl, In a H a o O a a F wHa cnw In In In In ul In vl vl In ul vl vl rn u, In rr, rn In w a u a x E W N W O F 0 a w a D - 2-3 l = r �I s s v d 0 z W H lD lfl l(1 lD Ifl �O l0 lD l0 N r N ifl 1p 1p N Ifl 1I1 N l0 �O r N E N M M M M N M M M M M M M N N M M r'1 M N M M M H C4 Fa 5 Ho 00o ti o 00 oo.yo titi.-goo o.-io o,� Q QQ [W9F F t 3 3 0 0000000 a .aa.aaaaa w w w w w w w w u u u u u u u u w— a zaaaaaz W N N .-1 Lll OJ M M O lfl O� .i HQ .-i rl rl FC w Q Q Ci Q Q Q Q N m cn lime H W U N N N 0 C w CO �p V� CO n C N P r CO l0 m C V1 W n a 04 H M N N N C H N w z H w w w N F O > w n CO CO 1 l O z o O O O O N N N N N M M [T 0 0 0 0 0 0 0 0 0 0 0 O W C.) a « W Q W a a a u O W. a I 0 w 0 z w tea' u E-E U W a a 0 u 9194H12.IN Page 1 of 3 2 1 1 2 3 4 WATERSHED PRESTON CENTER MASTER SWMM, FILE: 9194hl2.IN, revised 1/99 100-YEAR Rainfall Event 360 0 0 1. 1 1. 1 24 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 * subcatchmet data 1 101 301 1745 5.73 62.3 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 102 501 1386 6.05 75.8 .015 .016 .25 .1 .3 .51 0.5 0.0018 1 103 203 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 104 204 1007 .43 99.5 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 105 224 929 3.20 65.0 .018 .016 .25 .1 .3 .51 0.5 0.0018 1 115 504 2428 8.36 42.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 1 106 226 2439 1.73 99.5 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 107 227 2853 2.57 64.0 .01 .016 .25 .1 .3 .51 0.5 0.0018 1 108 238 2339 8.59 57.0 .02 .016 .25 .1 .3 .51 0.5 0.0018 * * ############################ END OF WATERSHED DATA ####################### * 0 0 * The * following SWMM lines simulate a direct connection (no routing) 1 301 302 0 3 * The * following SWMM lines simulate a direct connection (no routing) 1 501 302 0 3 * The following SWMM line is detention pond 302 - PRESTON FIRST 0 302 202 11 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.06 0.88 0.23 1.42 0.29 1.53 0.59 2.00 1.11 2.39 1.18 2.42 1.95 3.95 2.06 4.00 2.64 4.24 3.20 37.3 * Pond * 302 outlet - 18" dia. pipe 1 * 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50 * West * gutter of Gifford Court 1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5 * 18. 500. 0.021 0. 10. 0.020 2. * East * gutter of Gifford Court 1 204 502 0 4 1.0 500. 0.021 50. 0. 0.016 .5 * 18. 500. 0.021 10. 0. 0.020 2. f)-Z� 9194H12.IN Page 2 of 3 * The following SWMM lines simulate a direct connection (no routing) * 1 502 205 0 3 * * Pipe from Inlet in Gifford Court to inlets on south side of lots 1 205 224 0 2 2.00 190.0 0.003 0. 0. 0.016 2.00 * * Pipe from Inlet on south side of lot to pond 304 * 1 224 504 0 5 4.00 293.5 0.003 0. 0. 0.016 4.00 6.00 293.5 0.003 4. 4. 0.035 2.00 * The following SWMM lines simulate a direct connection (no routing) * 1 504 304 0 3 * * The following SWMM line is detention pond 304 - PRESTON THIRD * 0 304 225 9 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.02 1.43 0.21 2.87 0.61 3.91 1.03 4.65 1.11 5.41 1.79 11.92 1.87 12.38 2.59 80.96 * * Pond 304 Outlet - 21" dia. pipe * 1 225 505 0 2 1.75 263.5 0.0083 0. 0. 0.016 1.75 * The following SWMM lines simulate a direct connection (no routing) * 1 505 305 0 3 * North gutter of Timberwood Drive * 1 226 506 0 4 1.0 1200. 0.010 0. 50. 0.016 .5 * 25. 1200. 0.010 0. 10. 0.020 2. * South gutter of Timberwood Drive * 1 227 506 0 4 1.0 1200. 0.010 50. 0. 0.016 .5 25. 1200. 0.010 10. 0. 0.020 2. * * The * following SWMM lines simulate a direct connection (no routing) 1 506 228 0 3 * 10' * Type "R" inlet (Timberwood Drive) - 24" dia. pipe 1 228 305 0 5 4.0 43.5 0.0101 0. 0. 0.016 4.0 * 6.0 43.5 0.0100 4. 4. 0.035 2.0 * South gutter Country Ranch parking lot * 1 238 239 0 4 1.0 200. 0.010 50. 0. 0.016 .5 * 20. 200. 0.021 10. 0. 0.020 2. * Swale on south side of Country Ranch D-z60 9194H12.IN Page 3 of 3 * 1 239 507 0 1 6.0 640. 0.010 4. 4. 0.035 3.0 * * The following SWMM lines simulate a direct connection (no routing) * 1 507 305 0 3 * The following SWMM line is COUNTRY RANCH det. pond 305 - updated 11/17/98 0 305 240 13 2 0.1 1000. .025 0. 0. 0.013 1.00 0 0 0.08 2.12 0.23 3.74 0.42 4.92 0.66 5.89 0.93 6.74 1.22 7.41 1.62 17.06 1.99 18.24 2.03 18.37 2.07 18.50 2.26 19.01 2.50 82.73 * * Pond 305 Outlet - 30" dia. pipe * 1 240 508 0 2 2.50 40.0 0.003 0. 0. 0.016 2.50 * * The following SWMM lines simulate a direct connection (no routing) * 1 508 0 3 * * ############################ END OF CONVEYANCE DATA ###################### * 0 9 1 301 302 502 504 304 228 305 507 240 p-27 s m w Nrx o a o rn WW[r]7 m a Fi z w z z VJ W W �n w w rn F O H H a a w w � O z ou o O v �Wa1 c� o a Q z Q z H 0 E z a z z w > H O w O04 W 3 z O w µQ7 W O Q O O > N w 0 r r u a + El z u w a vo a HEl H ca W Q Q H O 0 H F u w El a m � w LA a a q E �O w > A 0 a 5 �Z W 0 � 0 � - F h O h m z zo m Fo h 00 h co m a — 2o H E•o P ¢o h h � z r � 2 0 E+ o h h rvi 2 0 E o 4 0 h h N z H O El O h h C z o H C F o a N ¢ c h O � z NI z o Nl F o � h �Z o h w C7 N � N — a h oho N � z H O h O h W a F rn ro m N N z H O N O c * w W « a H a w 0 q w a ' oy a ai a ££Q En E El aco z w w e w F w a E+ z U O qEaE� 0 0QhQ Z F w 1X X D-28 C z H H H H H H H H f w aE o 0 0 0 0 0 0 0 0 �,amwmwmwmcoro \ o 0 0 0 0 0 0 0 0 H Q 0 0 0 0 0 0 0 0 0 - U W W Q El H az a H H H •-1 H H H H H H 10 d� [y H l(1 �11 tf1 lfl Ifl Ill tl1 N V1 2> O O o 0 0 0 0 0 0 W M M t•. M M M M M . N O O CA a o 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 N C u a r N • 44 H M � aj000000000 OE+ O C W N N N N N N N N N m W W U O O M 0 H \ U1 H x H a w a X A O V IA • W o 0000 z Il1S > a' 44 awln ulo oc00000 O U O lD Q4 Q\ H H N N H N H H N H z oM S MON . . .0oOO . M w H z z F H H r'ao In vioo vloo O a 0 � W K a W F wODN a U W Nif10101 I11N rna� r rn M 5 a O1 s w H �jwLC a RC—r o�n a� NC rlo� E Z W M M CO H N N aW QH W N H C F F > W a v q w In r r rn m m M m E— a F W> H C Q O O N N M M Q w Ln F W 3 rMoomrna�mM U t W a LO d' C VI H H H H N N N N W W H W0 01NN b a0 W O W z C F O �+ W Id a O O O O N O N N M a F WW m U ONN O z a a OF 2 E+ W W a a s a o W o 0 0 0 o H o 0 o F F H o o a o o 0 4. 4. .+ Vl F F a W 0 rn H i N O 01 O M Ol M N O 01 O C O NO O M V H O N U) r M N N N z H z H z z W C OEl H O 0 W7 x OF O H F U u) w W W (Z0 [0 ,FW £ W U H W W 3 N C O W U 3 U a W O ElW 14 N a w r U E W v z F a U [HE W 2 H H G W E Wu Hw a H 3 U1 H m r O U a a ] a a K o * F Ea-E F E+ F Oa a o H Y 3 F o o O w P-Z / H n I 11 a W �O O� H 000 N Vl O � O O O O O O O MO WWW O NO W a o c� Z O O O 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 N f� c l!1 m W W a 0 0 0 M 0 0 0 0 0 0 0 0 0 0 0 ' H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 00 w o o c ' 00 c c 00 N H m N R7 H r7 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 00 Q a N N 00 c rn o o c o o t m e •a m 149 000 00000000000 M o'o 0 0 0 o H H o 0 0 0 0 00 E W w H H in M�OMH H H H.-IMM MH �n m,ti0000,tio 0000.-i �n c o M ti a o\ O O N O N N N N O O O O O N 0 0 H H H O H H H H H O N 0 0 W o w 000 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 N 00 H x F — Ci E O O O C O O O O O O O d C O O O O T 0 0 0 0 0 0 d C O 0 0 0 0 N 00 z w 0 •• r O O O O m m m 0000 C C O O c O W 0 3 H C m m �to H N N o 3 N H N 0 3 M m a H o Ho m HHH H Ho H a a w F ON [awe H O N D N O 0 0 H L O O O O O O O O O H m 0 0 0 0 0 0 0 0 0 0 0 0 H MO x E ry N ry y N N N rn 3 a w3] oo a a 'd N rn o 3 3 3 to 3 3 3 3 N Ul U7 O O O W O O O O M f-] r7 N h .l w N W H 47 .l w 0w w .w7 . W ] H �' a F a a a w w `o o w w ro F a a a awz� o `o o `o F a w a a w w a H I H O H x x H H H 1 O M H x H x x H I H w H W W U U a, W W W C.)U W U U Pi W IL N m ry U a H 4 4 G z z z d H H H 01 Z M M N N c C M N 111 MN N M C C M if1 d� H M N "M w W WQ 01 O C O O 01 N 0 a O a r N M F U m N H m N ru a vi W H O N H O m O O H O 0 0 O O O O O O1 O 0 0 0 O 0 0 O O O M O O N 0 0 W H> V L co W W a G m n n m F w a a a z F H W F U R% E U N N N N N N ifl C C C �I1 N i11 �p 1p m �(1 T h to O m O a w W O O O O O O O N O ON 000 O NO M O O C O w W z a z CD M M N �I1 �I1 ifl N N � MN 111 M � N N M N �(1 M N to O a U a U W a Oa M N W W W F co .y .y N NM a 0 E O O O 00 O O o N O O N O N N ON M M O O C O E-E N O M ifl M N N N �h N N ifl M N if1 N N u1 N N N �(1 M N �!1 O Za P-30 C U C0 C 10 W N r 10 M 10 10 H W N Q H NUl d�rlN [T w m rHd'r ' a n . obD o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a P. C7% 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 Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a V] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w a FOM V� oui o nor o m o000 0 0 0 0 0 0 0 ' H H H H H H O O O O O O O O O O O O O O O ,CU2FCl) m m w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U N N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 En0 m H N W N W 0000000000000 0 0 H W m ka H W 3 m O a 0 1000000000000000 a H E w H w 0 F N ££ W W�W 3 O o N W> E-F CQ W> W W U w r l W El' OO N�f1 COOIOON�fI ,. c �n F O O O O O M 0 0 0 0 uFi vFi r l H ' r-1 n M ifl N M Ifl N M t�l N i11 � .-1 a ro m ro W C w W C a a W E x 1 0 W O W w w NMc�nrn�n �ormmmoNc�n O O O O N N N N N M M C O 0 0 (� N N N N N N N N N N N N t"f M M W O Q 0 0 W a o a o 0 ' W O 1 W, Q W o N H x 0 0 r o 0 0 0 0 o 0 a Fw 0 0 0 0 r o 0 0 0 o c 3 � a a hl cn o 0 ww x o 0 0 0 o a z O H O KU S o 0 x 3 a o 0 0 0 0 0 U O W M EnaF n Q U4 El O O F n O 0 0 0 0 0 0 M (y Ww�a W W £ n u V W E+ O W W w w W' WF — -. U H W' m > 0' O . . . . . O G. H O M 0 E" w U n w tl1 44 0 z w H U W — -� U .1-4 a]H4j0LL 2Q ,r H O O H z W H O . 0 0 0 O W W x Q W aa W C'1F 0 fxQO C. F 9 E U x0WO w0 - tUn W WE, C7 n E-4 •� �. H 2 y rl n OV]VI w UI w O OOOOO cn W Ew-F EEEE ro HHO Z 0 0 0 x aW w w w w w w n n n n n — 0 0 ro o 0 0 0 0 W fX N pq W W N a 0 o o El El H a x W EE --------------------------- 0 0 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 m o N o r o 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 N M �I1 lD r m O� O O •-I M �O W 01 O Ul N lD O •-I .i rl .i �-1 .i .-1 N N M M 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 M O O W O N O m O M 0 tD `. ... —_ —_ •-• — — •-• y W W W W W W W W VI W VI VI W W VI W fq O O O O O O O O O O 0 0 0 0 0 0 0 0 0 .1 0 N O M O C O .......... O. .. -. ..... N . M -. U .. -. . r. -. .. . .i rl N N N N N M M M v •` —_ •-` •` •-• — W W V] W VI W UI fA W V] W VI VI VI W W V] UI VI W O O O O O O O O O .-1 r1 N M C to l0 r m O N d� �O 01 N Il1 O . M . 1p O O . d. Ill l0 O r O r 0 W . 0. ..r. M .-. . r-. O. N .. . .. . .-1 � .-I .-1 rl ri .i ri N N N N N N M M M — — — `. W — V1 — W — — — W W — — W W — W W — — W — O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-. . N ..... l0 O W . 0. ... ..-. ri r. r. rl ry ri M . d. . ll. . Vl N lD M r M m 0 0 0 0 0 0 0 0 0 0 . r. . �(. . M . M ... .. . .-. ... 01 ti N M M c c in �n in in � m m o o M r rn o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.-. . .-. . N 1p M m M rl C M V' i0 ul O ifl N �(1 tI1 �O r �O O �O M r r r 0 ................. ' rl ti ri N N N N M M M C — — — — — — — — — — — — — — — — . � N � � .i '4 N C 01 N •-1 �O m N �f1 01 rl � r .-1 l(1 m N if1 N m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-1 O M rl tO N O N N N ifl M O� M M M l0 C� O C C' sT O l(1 r Ifl M tll �-i �O W �O M r m r C .-1 �-1 rl •-I N N M M C C � �O �O m O� r1 fi r W Ol � � 'i •"� .1 rl �4 ti N ti N N N N N N 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 D- 3z -------------------------- 0 0 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 mocoNomo W oroMo.�ouio.-�oror o�oinomoNONOMo�n000ro�o o�n ovo�nor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — — — — — — 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 01 O IIl O .i O M O r 0 IO O m 0 If. . O. O N O O O . . rV ONO W O W O C O m 0 IO O r 0 0 sT N l0 r m W m �O Ifl 111 Ul C C d� M M M M N N N N 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 . 0. . m . rl O W O M O r . . . W ONO W O r O . . . . W O r . IO O Ill . . . M . N . N . N . �-. . . . . O O IP 1p m m 01 Ol Ol r r IO IO 10 10 Ifl If1 Ill I(1 II1 N Ill N Vl 111 111 IA ill Vi UI W W Vi W W [A W m Ui W W W W W Vi W Vi W Vl m @ VI m W N M . 1p M . d. . If. 1p IO O r W. Ol ... .-I C N N N O M l0 C O C M Ifl C Ifl l0 N l0 C� r Vl r Ill r 1p W r m m W Ol C C Ill Ill ill 10 t0 IO r rl r .-i r rl 01 rl .-1 .i N ,-1 C .-I IA rl l0 .i r '1 r ,-1 r .-1 r rl r rl r i-V r .i r ri r (A m m Vi f; W W fq W VI Vi m V W W W UI Vi V3 m Vi VI m m G W Ill O r 1p 1p r m T W V1 N Ol Ifl O � 01 N l0 01 rl � l0 m O rl M M C 1p C . Ill . IO N r C m I . Ol ,-. . m .. 11. . .-. N . M N d. . 11. . Il. . . N l . Ifl l0 r \ . Ol l . .-. . . . . .Ill U] m m m W W fA m W VI V1 VI VI m W f4 W Ul W fA m m W UJ W W Ill �-1 01 Ol r-1 M l0 r Ul N Ol Ill .i 1p O C r •-I M l0 01 rl M Ifl r m VI 01 tl1 O Ill r-1 IO N m M Ol d� O C .-1 tp N r M Ol M O C� rl VI N IA M IO M 1p d' l0 N r Ifl r IO r l0 r r W r W W W W W m m 01 -------------------------- O O O 1p O Ol O M O W O 1p O r 0 0 0 M O C O C O O O O O N O ,1 O M O N 0 0 0 .-1 O 111 O .-I O [p O r o rl O W O Ill N r ✓1 O N C m O l0 d� M .-1 m 1p Ifl d' M N .i O O Ol m m r r 01 N IA 01 N Ifl W N Ifl r Ol ri W M IP r Ol m O IP C l0 l0 W W Ol r N m l0 m Ol m N Ol l0 Ol O Ol M O r O 01 O N O C '-1 N .-i ,-1 M ID V� N Ul Ifl �O 1p W 01 Ol C 01 M 01 111 Ol Il1 Ol tp Ol r Ol W Ol W C Ol Ifl V� d� N Ol I11 W l0 O m M Ol d� O lD M Ol i0 M .i W lfl M .i m . CD I . Ol tl. . . Ill . . M 0. N N (V O N M ,-. V. r. r. O M O �-. . 0. Ol Ol . . . Ol . . .-. . If. . . . l . ' O .-1 N M C t!1 l0 r m O1 O .-I N M C N l0 r W Ol O rl N M C Ifl M M M M M M M M M M d� C C C O' O' cr C C C l(1 N 111 Ifl N Ifl ' 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- 33 -------------------------- 0 0 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 N O N O W O �-1 O ifl O O O C O O� O COO O ifl O N O W O ifl O N O O� O t0 O C O .-I O O\ O r o 1p O C O m O N m N rl O O O� 01 W n r n \O l0 i(1 l(1 N C C C d' m m M M m M .-1 ri �-1 '-I •-1 - - - - - - - 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 1� O tp0. N N 00 W W W n .i .-1 �-1 •-I .i rl .-1 ri rl .-i .-1 rl '-I ti rl ri - - - - 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 01 O W O W O W O n O n 0 �O O �O O tp O 111 . V. . tl. . V. O N O C O C O C O C O C O M O M O m O M O m �Sp ✓V1 W W W W W W U) W U] W UI VI W W W W W V] W W W V) W W VI VI n 01 O N C IIl � r W Ol O rl rl N N N m M M m M m m m M m . 0. . O. .-. O. r. 0. . 0. N O. N O. M O. m. M O M O m O C O C O C O C O . O C O C O C O C O C O C O C O C rl n .-1 W r-1 W �-1 W .-1 W �-1 W •i W .--I W rl W rl W N W N W N W N W N W N W N W N W N W N W N W N W N W N W N W N W UI VI W W U] W W VI fn W W W U] V1 V] U] N W (O y y W U] V] VI W a� ul ro. n W m rn rn o 0 0 0 0 0 0 o m rn rn W W n r �o n W n. . W n. rn. r. . m r. o r. o W o. W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '-I .-I rl ri rl •-I •-I ri .-1 fi �-1 •-1 •-I N .i N rl N .-1 N .-1 N rl N �-1 N .-1 N rl N e-I .-1 .-1 .-1 �-1 rV 'i .--1 .-I .i rl e-1 rl ri rl .-1 'i .-1 rV rl r1 .1 .-1 'i rl .-1 'i '-I ri •-1 'i .-1 .-1 �-1 �-I .i rl ei .-1 �-i .--1 ri '-1 e-1 .-1 .-1 rl .i 0101 Ol O� 0101 O� 9 01 O Cl OO100 0 000000000000000 00 00 00 00 00000 ri M e-I m rl M rl C .-1 <M ri C rl � •-I C fi C •-1 � '-I � N C N d� N V� N [T N d� N� N C N C� N C N C N V� N C N C N C N d� 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 m 0 Ol O l0 O M O T O W O N O O� O r 0 V1 O M O .-. . O C O m O N . �-. ..... O. . O. ... n n �O l(1 ill �fl c} C C m M m m m N N N N N N N N N rV rl N .-i O .-1 ri N m m C C ut ifl Ifl �fl �O �p lD lD tp �p r r n n n r l0 l0 . O. . . ... r. .d. ... .. .. [T O C . O. . .. N r N W N W N W N W N W N W N W N W N.W N W N W N W N W N W N W N W N W N W N W N W N W N W N W N N N W •-1 ri rl rl .-1 ri .i .-I .i .-1 •-1 rl .i .i .-1 .-1 .i .i .-1 .i �-1 .-I �-1 .i .-1 .-1 01 n l(1 M ri Ol W 1p C M .--I O Ol r lD Ifl C m N O O Ol W r lD �O �O N �O n �O m �O 01 �O �O lfl m lfl O to n �(1 C lfl ll lfl �� n [T N C M C •-I C O C W C 1p C �(1 c} C C M M N m .-I M O M Ol M O� lD n W O� O �-1 N m C tIl 1p n W 01 O .i N M C ifl �O r W Ol O rl p -31/ 0 0 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,-Iornomoro�oln No.�00000momomomo W ororororoio o�oo�o�o� . . . . . . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M N N N N N 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 ID O O M O Ol O m O r -, ^ -. -, -, — -, -, — -, ^ — -, — -, -, 0 0 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 M O M O M O M O N O N O N O N O N O N O N O N O N O N O N O N O 1V O N O N O N O N O N O N O N O N O N ' m m VI m m m m VI W m V1 m m m m fn m m VI VI VI W m m W [q O N 0m Ol m m r r l0 Ifl M N N e-1 O Ol Ol O V� M O M O M O M O M O M O M 01 01 N 1 N Ol . 0. . 0. N 01 �-. . .-. Ol .-m . . rl O1 ri Ol O 01 O 01 O 01 O Ol 01 W 01 m O1 N m N m N W N m N m N m N m N m rl m •-1 W N W .-1 W rl m rl m ri m � m e-1 m .i m .-1 m '-I m �-1 m .-i m .-I m rl r .-1 r .-I r ' m m VI m m m m m W W UI VI m m V] m m m m Ul U] V7 VI m V1 m r Ill r d� r d� r M r M r N r N r .-1 r O r O �O Ol IO Ol l0 m 1p m ID r l0 l0 �O ID 1p tl1 IO N 1p C ID C l0 M lD M l0 N 1p rl l0 .-1 .'-� �"� fl ri .-1 .-1 �-1 '-1 'V .-1 .-I rl fi rl N rt O r-I O .-i O .-I O �-i O rl O rl O .-I O .-1 O rl O rl O •-1 O .-1 O .-1 O .-i O •-I O VI - U] m Ul m m m m W VI V] N V] m VI m m UI V1 m m m [A N m VI O O O m 01 m m m m m m m 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 Ol O Ol O Ol 0 01 0 0l O Ol O Ol O Ol 0 01 0 01 0 0l O 0I 0 0l 0 O l0 . I1. . s0 . l0 lD o lD l l0 N ill O O C O V� o M M M M N N N N rl rl O. O M M O M O M O Mo M O M O M NO(V [V O N N O r. . . . .-f-. . .--I O .-i O O O O O O O O O O O 0. O. N m N m N m N W N m N m N m N m N m N W N m N W N m N m N m N W N m N m N m N m N m N m N m N m N r N r tll C C M N N e-1 O O Ol Ol Ol m W m r r r r l0 l0 1D 1p IO �D i11 tM W M r M l0 M 1p M to M C M C M M M M N N N N N N N .--I N rl N rl N •-I N O N O N O N O N O N O N O N Ol N 01 N Ol ' N M cr Ill lD r W 01 O .-I N rl N LO r m M, r t -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 o ul oln o uio vlouloaococoMomoNONo.-ioti00000rnomo W o Wororo�oo�o�o�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 O O O O O O O 01 O W O n 0 ifl O 111 O V� O M O m O N O N 0 .-1 O 01 O W O n 0 t0 O N O ifl O� O C O m O M O N O N • lD �O l0 ll1 ifl 111 ill 111 111 lfl Ifl ill ifl t(l C C C C C V� C� V' V� C d� 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 NON O N O N W Vi [i vi W Vi Vi W W W Vi W W Vi ill vl G [i G vi Vi h G W G W W r n 1p ll1 C d� m N .-i O O� 01 W n l0 111 C m N r-1 O 01 W n l0 W O�W 01 W W W W W W W W Wr W n W n W r n lOr 1pnlllnlllrmnmlO NlON @ Vi VI '/i Vi Vi Vi W Ui W Ui @ Ui Vi fi W W V] !n @ to !n 5 W Vi ;] O 01 01 W W n l0 �O N Il1 C V� m N N .i rl O W W W n n �D 1p Ifl �O O N O I11 W tf1 W to W ifl W l(1 n ll1 n lfl l0 N �O lfl � 1I1 d� t(1 C 111 M Ul m il1 N 111 N N '-1 C O C� O C� 01 d� O� d� W d� n V� r C l0 . . (r ri O; .i 01 .-1 Ol .-I Ol .-1 01 e-1 Ol .-i 01 .-I 01 .-1 Cl .-I 01 ri Ol �-1 O1 .i 01 .-1 01 r-1 Ol �-1 01 .-1 O� .-1 W 'i W e-I W .-I W rl W ri W rl N VI VI V] [A VI V] U] W U] fA V] VI W VI V] U] VI VI U] V1 W VI VI VI N V] lD l0 l0 l0 Ill ifl Ill t(1 C C� V' r'1 M N N N .-I .-I O O O 01 Ol W W n O� O 01 O 01 O 01 O 01 O 01 O Ol O O� 01 Ol 01 O� Ol 01 Ol 0� 01 O� 01 Ol Ol O1 O� Ol O1 O� O\ p� Ol p� pl p� pl p� W W W W W W W W W W W ."� d� .-I V� •-1 C •-1 V' •-I a .-I C rV d' .-1 M rl M rl m f-I M fl M �-1 M .-1 M .-1 M •-1 m .-I M .-1 m rl M rl M .-1 m .-V M �-1 m •-I M .--I m .-1 M — O O o O o O o 0 o O o O O o 0 0 0 o O o 0 0 0 0 0 0 .... .. . O. . O. O W O r O . O n . l0 O 1p O l0 O b . ill . l(. O. O . O M O M O M O N O N O N O N O N O rl .a o 0 0 o rn m rn m W W W n r r � � � in vl vl lrl c a c M O O� O 01 O W O W O W O� W O� n Ol n Ol r Ol r Ol lD Ol �D O� �O Ol �O Ol l(1 O� 111 Ol lfl Ol C O� cl� Ol C Ol M Ol M Ol M Ol N O� N Ol N 111 Ifl ll1 lh lfl Ul C C C m M N N N .-I .-I .-1 O 01 Ol W W r n lD i0 . . .if. .-. 1f. rl to rl . .-. C. .-. .r. !". rl M W 01 O .-1 N M C t(1 l0 n W Ol O '-1 N M C Ifl l0 r W 01 O .1 N M C C N ✓t lIl ifl l(1 «t tl1 ifl �fl N .-1 �-1 .-i .-I ti r-I ri ti .-1 ti r-I f1 .-1 .i rl .i N N N N N N N N N N N N N 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 O lfl O Ifl O C O d. O [N O O M O M O M O M O M O M O NON O N O N O N O N O N O N O N 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 omo W o W omomolo oio M M M M M M M M M M !t M M M M M M t+1 t+1 !1 t✓1 M t+1 11 M M VI W W m m W m m VI U] N VI m VI to V] VJ m U] VI m VI VI W W Vl tll � M N ri O O1 W n l0 Ifl c} M N rl O O 01 m n l0 l0 Ill d' C M l0 rl •-I b .-1 l0 m l0 to l0 M I(1 O Vl W N l0 111 M l(1 .-. ll1 Ol N n Ifl 111 ill M Ifl .-I ll1 01 sT r C Ill . O C W . C V1 C M rl n rl n �-1 n .-I l0 rl t0 N l0 .-1 1p rl 1f1 .i V1 �-1 1C1 ri Ifl rl C rl C .--I C .-I C �-1 C .i M .-I M .-i M .-1 M .-I M �-1 M .i N N N •-I N rl N ' m m W UI (A VI UI m m VI VI m W U7 W m U] VI m m VI m W m VI VI C d' M M N '-I .i O O Ol W m n r l0 1p Ifl tl1 sT C M M N N .-1 O .�V' lfl V' VI M M CI (V N rl M rl MOM Ol M Ol M W M m M r M n M l0 M \p M lfl M Ill M M C. M M M M M N ' .-� co ,-. w ,. eo ,a m .-. m .-. w ,. m ,y w .y m .-. co .-. eo .a r .y . . r ,. r .y . ti r .-i r ,. . .-i n ,-. r .y . � .-. n ,. r ,. . ,-i r in in in in in in y m w m - N In - N m — m — — - - — ' mmW W W W W mmmmn WrmrWrmrmr W r Wrmr W rr�rlonmrio rlon�o riormr�r�nln .-1 M rl M •-1 M e-I M .-1 M ri M •-1 M .-1 M .-I M rl M .-I M �-1 M .-1 M r-I M �-1 M .-I M .-1 M ri M �-1 M rl M .ti M ri M .-i M �-i M rl M rl M o .-. . . . -. . . . tiO.a o,ti O,�otio�o,y o.-.ONO.a o.�o.ti0000000000000000000 . M N N N 01 r d� N O W l0 C N O m r Ill M N O 01 n l0 CI M N Ol .-1 Ol �-1 Ol rl Ol m m l0 m M m e-1 W m m l0 n C r N r T r n n Ifl l0 M l . . O\ lD r l . V1 \ . l'1 Ill N Ill O Ifl m 111 l . Ul I(1 Vl M ' r �-1 n �-1 n e-I l0 .-1 lD .i 1p rl l0 •-I N to 'i Ifl .� Ill C .-1 C .-1 d' .-I V C .-I M rl M .-I M .i M �-1 M r-1 M N �-1 N e-1 N .i N .i .-1 .-1 rl .i .-1 .-i .-1 .-I rl rl rl .i .-1 rl ri .-V e-1 •-1 ti .i '-I .-I �-1 .-1 rl Ifl Ill Ifl C C M M M N N N N .i rl e-I O O O O Ol Ol Ol Ol Ol m m .-. N �-. N .-..-. N .-. N .-. �-..... .-I �-. e . i-.�-.�-..-. O .-. ' d' Ifl l0 n W Ol O .-I N M C Ill 1p n W Ol O rl N M C Ifl �p n W Ol 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 b --3-� 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 o �o,ti o.ti o.i o,ti o,-. . . . . . . ..i0 . . . . ti . .O .-. . .o.i 0.-. . .o.-. . . . .000 . 0 0 0 0 0 0 0 0 0 0 0 0 o a a o 0 0 0 0 0 0 0 0 0 O l� O 1 0 O 1D O 1O O _ O o 0 0 0 0 0 0 0 o O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 O• i!1 O �/l O �I1 O V1 O H O V1 O W ONO V/ O ifl O N O sT O C O v O C Ov O m M M cal (�1 m m 1; ' N) Nl ' 1l ' M, ' ' rl ' fh ' -1 ' V] W W [A VI V] Vl VI U] W UI [A VI VI U] N N Vl W VI fq W U] VI V1 VI N N .-1 O O 01 W W h 1� 1p � N t(1 C d� m M N N •-I .i e-i O O O� ri N r1 N .-1 rl N ri r-I .-i .-I rl ti N •-I .-1 rl N r1 O .-i O '-1 O ri O .-1 O e-1 O .-1 O .-i O rl D\ .i 01 .-1 01 `-I T rl � N O\ .-I T .i 01 .-1 O� UI V] N V] fA V1 V] W N VI VI N VI VI (A VI VI fA fA UI VI [A Vl W V1 fq O O N1 11 W W C� r t0 b N d� C C m m N N e-V •-I .i O O O1 Ol rl �-1 N O N O 01 N y ti y m in � m in � w m m vi in m m in in m in m � N m in in . . . . . . e m H m' mm r mmm N Mm H M r m 1� m �4 m �- m r m 1- m 14 m .-1 m -i m -i m e- m -� m. m 1l m .- m 1 l m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �I1 N . . L� C�. d. cM m . .-. . O . O. M h m tp m ' rl N .-1 N �-1 .i .-1 .-1 �-1 �-1 '-1 'i .-i .-I .-1 .-1 rl ll .-� O .-1 O rl O .i O '-V O .1 O .i O .i O •-I O� .i Ol .-1 O� .-I O� .-1 O� .i O� �-1 O� �-1 01 .-1 Ol .-, _ _ _ _ _ _ _ _ _ _ _ _ _ W m W W n � r � r � r � w i w � � m m � m N n � i in ' o ti oti o ri 9� H 0.i o. . ao. . 00 o o 00000000000000000000000000 10 h W M, O C d' C C C C C C C C Vl N to lfl ✓1 tft � � � N D_35 -------------------------- 0 0 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 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 • � � � � � � � . . . . t+l t"1 M t"1 Nl NI rl t+1 t•'1 Nl . rl. tvl. t+1... M M — — — — — — — — 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 M O M O M O M O M O M O M O N O N O N O N O N O N O N O N O N O N ONO M M M M M M M M M M M M M M M M M M M M M M M M M M V1 N m m Vl m W m m W UI m W VI m m f0 m m m VI m m VI m W Ot Cl rD m r n r �O lD 1p Ifl IIl Ill dI C C M M M M N N N N N N N O N Ol N m N r N 1p N 1D N N N V� N M N N N N N �-1 N O N Ol N 01 N m N n N 1D N �O N Ill N C N C N C� N CI N C N dI m. -Im,-i m.ti m.y m,-Im.i mti W m,ti m.�m.� n.i n.i rti n,-I n.a r.ti n.� n,ti n ti n ti n,ti n.-� n V] W W m m V] W VI m Ul m W VI W W m m m W VI m f!) m m !n m Ol W W r r r 10 . r-. . �-. . e . Ol .-. 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'-. . .-. . . r. . `-I to .Ul •-I C .-I C �-1 C .-i C . . . . ,-I rn�m,-I W.y W tim,-i W.i m. -gymH W � W.i W�m. - I m,-I r�r�r,-Ir .i r.irtir,ti r,-I r.i r.ti r-r.ir. _ Ifl Vl Ifl IP N Ifl 111 II1 I(1 C d� C C C rn C d� C� C C d� C V� C C M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. lD r m 01 O .-V N M C Ifl 1p n m Ol O .-1 N M C IP �O r m Ol O .--I M M M M M M M M M M M M M M M M M M M M M M M M M M P-31 -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 o O o o O O o o O o OOOOOOOOO 0000 000000 O 999 O 001001 OOi 00� 0019O OO\ M M M M M M M M M M M M M M M M M M M N N N 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 0� O 0, O 0 i O 0� O O 1 c O M M M M M M M M M M M M M M M M N N N N N N N N N N u) u) N V) N U) W V] V] U] VI Ul VI u) y u) u) y y u) y y u) U) N U) e-I O O O O O1 D\ 01 O OJ O r r r r 1p �D l0 N l(1 i11 C d� c„ M M N V� N iM N C N V� N d� rl C �-1 M .-1 M ry M ri M N M .-I M �-i M �-1 M rl M •-I M e-I M rl M N M r-I M rl N r-1 N •-I N �-1 N rl N .-1 N y y N N U) V] N VI V) U] VI VJ VI VI Vl V! u) N V] u) y N U) U) N u) •-I � 'i t(1 r-V Ifl •-I N r-I � fi � r1 l(1 .-i N ri l(1 ri N 'i lfl .i N .-1 Ul .-1 [T .-1 d� �-1 C •-I [T rl � fi d' .-1 V� .i V� �-1 d� .i d� rl C rl � .-I d� U] y y Vl U) V] U] UI V] N VI fn y U) y V1 — U) N — — — — U) — N rV O O dl 01 O1 N OJ r r l0 lD 1p Ifl �fl C C C M M N N N .-1 .-1 O ui.-i ui .-1 in .raoa�ocococ�ocococoa� oaocoe. . . . .rnarncmvrncrncm� . .rnw . . . 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .............................................. _ r r r � e O O O O O O O O O O O O O O O O m m m m m rl C r-1 C rl C r1 C .--I M r-1 M r M e M e M. M' M .-i M �-1 M .-I M. M H M rl M .-1r.-ir,-ar ter,-�r�r,ti r.-�r,a r.-� r,-� r.�rtir.tirti rtir,ti r.�r tir,�r,y r.ar.�r �r,�r.-ir M M M M M M M M M M M M M M M M M M M M M M M M M M O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N M C �fl l0 r W Ot O ei N M C V1 �O r W O\ O r1 N M C N �O r M M M M M M M M M M M M M M M M M M M M M M M M M M V-qc -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 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 o m o m o m o m o m o m o m o W o m o m o m o m o W o m o W o m o W o m o m o r o ro r o r o r o r o r 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 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 m O m O m O W O m O m 0 Cl O W O m O W O m O W O m O m O W O m O r O r O r O r O r O r O r O r O r O r 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 W m W W m m VI m m m VI UI W m m W W W m VI m W W W m W .-. . r. N .-. . '-. .-. . r. . .-. . .-. . .-. . �-. . . e-. . .-. . '-. 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M M M N N N N N N N N N N N N N N N N N N N N N N 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 ................................................. M M V C C O d C G C C C C q T d C O C C C C C O c C -------------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 or oror on or ono�oio ono o�ooioo�o�oo�o�o�oioo�o�o�o�n o�n oui oin oin o�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 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 ry N N N N N N N N N N N N N ry N ry N ry N N N N N N W W W VI W VI W W V1 W V] W VI W VI VI (A W W W W W W UI VI fn d' M M M N N N .i rl fi O O O 01 01 01 W W W r n n tp �O lD IP O O O O O O O O O O O O O 01 O 01 O O� O Ol O O� O 01 O 01 01 01 O� 01 O� O� O� O� 01 01 O� 01 O\ W p� W 01 W Ol W Ol W 01 W Ol W w in N y m ti � m in in cn m w in in m in m cn m in m in m y in Ol �fl Ol ul Ol lf1 Ol i(1 Ol �f1 01 Vl Ol I(1 01 N 01 IP O1 01 l(1 , If1 01 � Ol l(1 Ol i11 Ol l(1 O. t(1 01 111 01 N O. G' O. sT Ol C . 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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 O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . lIl Ifl afl afl l(1 Ifl N Ifl lfl lf1 .-1 rl rl f-1 rl �-1 C C C C V C C C C C m ✓1 all u I a N all to to W I � � to m p q.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 oaocoa�o �rocovoe�ocovoa�o movocoa�000cocococococov�ococococ 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 Vl W VI W W W VI W VI W N VI W V1 to W VI VI W V1 UI V1 V1 VI W W W in W 111 W V1 W If. W IP W II. 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O rn 0 L O C O �M O [M O d� O C O a O C O M O M O M O M O M �O .i �O 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 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 0 0 0 0 0 0 0 0 0 0 0 ✓1 4 u i i i l l 111 I n � i i to t i ✓1 i i m i l L t I D-L/y -------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 ao m o v o M o M o M o M o M o M o M o M o M o M o M o M o M o M o M o M o N N N N N N N N N N N N N N N N N N N _ .-. .-. _ _ _ .-. .-. .-. .-. .-. .-. _ _ _ .-. _ — _ .-. 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N �-. 555333 O 0 0 0 0 0 0 0 a aaaaaaa w wwwwwww F F F F F F F F W W W W W W W W a aaaaaaa C M M m 1O W M •-1 H H N i0 if1 .-1 d� f-i H C W H N to H N 7 C N L2 1V V! 7 L2 r-I N M N N N M M M M M M M N M C ifl � ifl 1p r W W O� O H N C ifl H N C lfl �O r m N N N N N N N N N N N N M M M M N V1 ifl �fl i(1 ill N I 0 w 0 z w �d z u F U W a a U U D-V6 C 1 1 [I 1 1 1 APPENDIX E RIPRAP DESIGN 1/19/99 ' LOCATION: BRISBEN HOMES, 9194.00 ITEM: RIPRAP CALCULATIONS FOR OPEN CHANNELS COMPUTATIONS BY: J.ZUNG ' SUBMITTED BY: JR ENGINEERING, LTD. 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 S° 17 = 5.8 (d5o) . (Ss - 1) . 56 where: V = mean channel velocity (ft/s) S = longitudinal channel slope (ft/ft) SS = specific gravity of rock (minimum SS = 2.50) d5o = rock size in feet for which 50 percent of the riprap by weight is smaller 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 D50 = 0.01 Va3/ (d,V9 5 K1 1.5) where: D50 = median riprap particle size ' Va = average channel velocity daVg = average flow depth K1 = [1-(sin20) / Sin2of.5 ' 0 = bank angle of repose = riprap angle of repose ' Pond 305 spillway V= 1.76 ft/s — 5ee gP;llwgy S;Z-In9 17a S = 0.01 ft/ft — qvp sjo7e O Q s?l II V: I'M SS = 2.5 ' V S° 17 = 0.62 (S—�� Since Froude number, F < 0.8 and side slopes no steeper than 2h:1v use Table 8-2, Class 0 Riprap is required 9194RIPRAP.XLS E-1 11 /1 /98 Swale AA V = 3.6 Ws S = 0.06 ft/ft Ss = 2.5 v SuAt _ (S-S - 1)0.69- Using Table 8-2 d5 _ riprap thickness = Using FHWA Equation, Use D50 = 6 in Swale BB F = 0.9 F < 0.8 ? FALSE 1.71 Class 6 Riprap is required 6 in from Table 8-1 10.5 inches minimum 135 = 0.06 ft 1 in Va = 3.6 ft/s davg = 0.74 ft 0= 14 0 = 34 K, = 0.90 V = 2.3 ft/s F = 0.55 S = 0.02 ft/ft F < 0.8 ? TRUE Ss = 2.5 V S°." = 0.91 (S 1)0.66 Since Froude number, F < 0.8 and side slopes no steeper than 2h:1v use Table 8-2, Class 0 Riprap is required No rlprap required Swale CC V = 1.4 fUs F = 0.55 S = 0.009 ft/ft F < 0.8 ? TRUE Ss = 2.5 V S°" = 0.48 (S�c- 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 9194RIPRAP.XLS 11 /1 /98 Swale DID V = 2.97 Ws F = 0.5 S= 0.004 ft/ft F<0.8? TRUE Ss = 2.5 V S°'t = 0.89 (5s - 1)"°� 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 Swale EE V = 9.1 Ws F = 0.9 Va = 9.1 Ws S = 0.25 ft/ft F < 0.8 ? FALSE davg = 1.3 ft S5= 2.5 0= 14 0 = 34 V S°'" = 5.50 Ki = 0.90 (S�e6 Using Table 8-2 Class 12 Riprap is required ds = 12 in from Table 8-1 riprap thickness = 21 inches minimum Using FHWA Equation, D50 = 0.77 ft 9.26 in Use D50 = 12 in 9194RIPRAP.XLS nn�ravn � �H% w „Ves��ri 4.1.1.1 Design Relationship HEC1I (� tev eta A riprap design relationship that is based on tractive force theory yet has velocity as its primary design parameter is presented in equation 6. The design relationship in equation 6 is based on the assumption of uniform, gradually varying flow.) The derivation of equation 6 along with a comparison with other methods is presented in appendix D. Chart I in appendix C presents a graphical solution to equation 6. Equation 7 can be solved using charts 3 and 4 of appendix C. Dso a 0.001 V,s / (da s .s K11.6) (6) where aa-O-, e"arcy 5 �o ►C D60 = the median riprap particle size; C - correction factor (described below); V, the average velocity in the main channel (ft/s (m/sA day . the average flow depth in the main flow channel (ft (in)); and Klis defined as: Kt - [1-(sin=0/sin'�)]o.6 (7) where 0 e the bank angle with the horizontal; and the riprap material's angle of repose. The average flow depth and velocity used in equation 6 are main channel values. The main channel is defined as the area between the channel banks (see Figure 17). LEFT FLOODPLAIN Y m a m wMAIN_cc Figure 17 Definition sketch; channel flow distribution 30 ' Equation 6 is based on a rock riprap specific gravity of 2.65, and a stability factor of 1.2. Equations 8 and 9 present correction factors for other specific gravities and stability factors. Cos - 2.12 / (S, - 01.6 (g) where S, -the specific gravity of the rock riprap. 1 I 1_1 1 Cd = (SF / 1.2)1.6 9 where SF - the stability factor to be applied. J The correction factors computed using equations 8 and 9 are multiplied together to form a single correction factor C. This correction factor, C, is then multiplied by the riprap size computed from equation 6 to arrive at a stable riprap size. Chart 2 in appendix C provides a solution to equations 8 and 9 using correction factor C. The stability factor, SF, used in equations 6 and 9 requires additional explanation. The stability factor is defined as the ratio of the average tractive force exerted by the flow field and the riprap materials critical shear stress. As long as the stability factor is greater than 1, the critical shear stress of the material is greater than the flow induced tractive stress, the riprap is considered to be stable. As mentioned above, a stability factor of 12 was used in the development of equation 6. The stability factor is used to reflect the level of uncertainty in the hydraulic conditions at a particular site. Equation 6 is based on the assumption of uniform or gradually varying flow. In many instances, this assumption is violated or other uncertainties come to bear. For example, debris and/or ice impacts, or the cumulative effect of high shear stresses and forces from wind and/or boat generated waves. The stability factor is used to increase the design rock size when these conditions must be considered. Table I presents guidelines for the selection of an appropriate value for the stability factor. Table 1. Guidelines for the selection of stability factors Condition Uniform flow; Straight or mildly curving reach (curve radius/ ' channel width > 30); Impact from wave action and floating debris is minimal; Little or no uncertainty in design parameters. ' Gradually varying flow; Moderate bend curvature (30 > curve radius/channel width > 10); Impact from waves or floating debris moderate. ' Approaching rapidly varying flow; Sharp bend curvature (10 > curve radius/channel width); Significant impact potential from floating debris and/or ice; Significant wind and/or boat generated waves (I - 2 ft (.30 - .61 m)); High flow turbulence; Turbulently mixing flow at bridge abutments; Significant uncertainty in design parameters. [1 31 Stability Factor Rance 1.0 - 1.2 1.3 1.6 1.6 - 2.0 11 /1 /98 LOCATION: BRISBEN HOMES, 9194.00 ITEM: RIPRAP CALCULATIONS FOR CONDUIT OUTLETS COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. 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 Yt = tailwater depth, ft At required area of flow at allowable velocity, ff V = allowable non -eroding velocity in the downstream channel, Ws = 7.0 Ws for erosion resistant soils = 5.5 ft/s for erosive soils DP 1 18" ADS Q = 7.3 cfs D = 18 in = 1.5 ft Yt = 1.05 ft V = 5.5 ft/s Q/D1.5 = 4.0 Yt/ D = 0.7 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 USE 5'X5'X18" TYPE L DP 2 19"x30" Horizontal Elliptical RCP Q = 19.7 cfs H = 19 in = 1.583333 ft W = 30 in = 2.5 ft Yt = 1.6 ft V = 5.5 ft/s Q/WH0.5= 6.3 Yt/H= 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) = 5.666667 ft USE 6'X6'X18" TYPE L 4.5 ft 4.75 ft 9194RIPRAP.XLS 11 /1 /98 DP 3 18" ADS Q = 8 cfs D= 18 in = 1.5 ft Yt= 1.1 ft V = 5.5 Ws Q/D1.5 = 4.4 Yt/ D = 0.7 From Figure 5-7, use Type L for a distance 3D 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) = 4.5 ft USE 5'X5'X18" TYPE L 4.5 ft 9194RIPRAP.XLS ' Table 8-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP 9 of Total Weight Smaller than the Stone Size deot Riprap Designation Given Size (in pounds) (inches) ' Class 6tt 70-100 50-70 85 35 35-50 10 6 2-10 <1 ' Class 70-100 640 12 50-70 275 35-50 85 12 2-10 3 100 1275 Class 18 50-70 655 35-50 275 18 ' 2-10 10 100 3500 Class 24 50-70 35-50 1700 655 24 2-10 35 C,+j of Fo- rf CoIhn5 Table 8-2 ' FSPRAP MQunum-nwTS FOR CSP_n= L_U, GSjt VS0.17/ (S -1) 0.66} / Rock Type 0 to 1.4 No Riprap 1}I Required ' 1.5 to 4.0 Class 6 Riprap 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap ' 7.2 to 8.2 Class 24 Riprap tUse S,=2.5 unless the source of rock and its densities are known at the time of design. ' ttTable valid only for Froude number of 0.8 or less and side slopes no steeper than 2h:ly. �-_ 5 DRAINAGE CRITERIA MANUAL RIPRAP �r_0 n 4C 0 0 s GOSN 5� .HYPE TYPE L i 00 .2 A Y /D .6 .8 1.0 t Use Da 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 URBAN DRAINAGE B FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP K-4 MEN 00 MENEM No EMPASE 11 riffld ME 0 19A PAP IN MINNA ....Eir... MHEMEMENEE 0� 2 .4 Yt/H 6 .8 1.0 Use Ha 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. I1-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT L-i0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL 7 6 = Expansion Angle mmmmmmmm mom rJd VJAPAA mummEMEN mommmmum Emmmommm mummmomm Emommomm OP, -10000mmmmmm PM 101 .l .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH / CONDUIT HEIGHT, Y t / D RIPRAP FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 1 1-15 -82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 g 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 g g** 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 )C- .1" APPENDIX F EROSION CONTROL CALCULATIONS I I JREngineering, Ltd. CLIENT JOB NO. PROJECT BY CHECK BY DATE SUBJECT SHEET NO. OF I I I I I .1 I I I I I I I I 114- z 14- I A e .Y 41, '1 bu An" --7 T-;Io -IT dki 7-7. (3 F ll T -4- - i- t _ I LJL i� T F-1 I JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 RAINFALL PERFORMANCE STANDARD EVALUATION : PRESTON CENTER SECOND FILING, COUNTRY RANCH STANDARD FORM A TED BY: JPZ DATE: 01-Nov-98 OPED FB ERODIBILITY Asb Lsb Ssb Lb SIN(s) ZONE (AC) (FT) (%) (FI') ::g= MODERATE 1.18 540 1.2 2.98 510 1.4 C 1.13 415 1.0 D 0.86 270 2.8 E 2.29 950 1.0 F 0.43 40 2.0 G 0.46 30 2.0 0-1 1.73 1524 1.1 0-2 1.68 1550 1.0 0-3 0.13 95 2.0 12.88 1 801.3 1.3 79.1 % Asb = Sub -basin area Lsb = Sub -basin flow path length Ssb = Sub -basin slope Lb = Average flow path length = sum(Ai Li)/sum(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 PS % of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. 9194EROSION.XLS .® ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: PRESTON CENTER SECOND FILING, COUNTRY RANCH STANDARD FORM B COMPLETED BY: JPZ DATE: 01-Nov-98 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) A 1.18 ROADS/WALKS 0.49 Ac. ROUGHENED GR. 0.25 Ac. STRAW/MULCH 0.44 Ac. SILT FENCE GRAVEL FILTER NET C-FACTOR 0.24 NET P-FACTOR 0.36 EFF = (1-C*P)* 100 = 91.4% B 2.84 ROADS/WALKS 1.38 Ac. ROUGHENED GR. 0.71 Ac. STRAW/MULCH 0.89 Ac. GRAVEL FILTER NET C-FACTOR 0.27 NET P-FACTOR 0.72 EFF = (1-C*P)* 100 = 80.3% C 1.13 ROADS/WALKS 0.49 Ac. ROUGHENED GR. 0.38 Ac. STRAW/MULCH 0.26 Ac. GRAVEL FILTER NET C-FACTOR 0.35 NET P-FACTOR 0.72 EFF = (I-C*P)* 100 = 74.5% ' 9194EROSION.XLS 1 1 1 1 1 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) D 0.86 ROADS/WALKS 0.42 Ac. ROUGHENED GR. 0.27 Ac. STRAW/MULCH 0.17 Ac. GRAVEL FILTER NET C-FACTOR 0.33 NET P-FACTOR 0.72 EFF = (1-C*P)* 100 = 76.1 % E 2.29 ROADS/WALKS 0.00 Ac. ROUGHENED GR. 0.45 Ac. STRAW/MULCH 1.85 Ac. SILT FENCE STRAW BARRIER NET C-FACTOR 0.24 NET P-FACTOR 0.36 EFF = (1-C*P)* 100 = 91.3% F 0.43 ROADS/WALKS 0.04 Ac. ROUGHENED GR. 0.20 Ac. STRAW/MULCH 0.19 Ac. NET C-FACTOR 0.48 NET P-FACTOR 0.90 EFF = (1-C*P)* 100 = 56.4% G 0.46 ROADS/WALKS 0.03 Ac. ROUGHENED GR. 0.25 Ac. STRAW/MULCH 0.18 Ac. NET C-FACTOR 0.57 NET P-FACTOR 0.90 EFF = (1-C*P)* 100 = 48.9% TOTAL AREA = 9.35 ac TOTALEFF= 79.5% REQUIRED PS = 79.1% Since 79.5% > 79.1 %, the proposed plan is o.k. EXAMPLE BASIN D C-Factor values for erosion control methods that prevent or minimize movement of soil particles. Depends on method used and the amount of area the method encompasses. NET C-FACTOR = (.42 x .01 + 0.27 x 1.0 + .17 x 0.06) / 0.86 P-Factor values are for erosion control methods which remove soil particles from moving water. NET P-FACTOR = (0.90 x 0.80) 9194EROSION.XLS 1 1 1 1 COST PRESTON CENTER SECOND FILING, CONTRY RANCH JOB NO. 9194.00 EROSION CnNTROI _ k4PAST IRFs EROSION CONTROL COST ESTIMATE COMPLETED BY: JPZ ITEM DESCRIPTION UNITS I UNIT COST lQUANTITY I TOTAL COST I SILT FENCE LF $ 3.00 1,800 $ 5,400.00 2 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 2 $ 1,000.00 3 INLET PROTECTION EACH $ 250.00 4 $ 1,000.00 4 STRAW BALES LF $ 3.25 60 $ 195.00 5 SEDIMENT TRAP EACH $ 500.00 1 $ 500.00 PRELIMINARY COST $ 8,095.00 f TTV RFSFRiVNf: IYICT ITEM DESCRIPTION UNITS I UNIT COST lQUANTITY TOTAL COST 1 RESEED/MULCH I ACRE $ 650.001 9.3 1 $ 6,074.32 PRELIMINARY COST $ 6,074.32 TOTAL PRELIMINARY COST $ 8,095.00 TOTAL COST WITH FACTOR OF 150% $ 12,142.50 ESCROW AMOUNT = $ 12,142.50 Page 1 CONST.SEQ. CONSTRUCTION SEQUENCE PROJECT: PRESTON CENTER SECOND FILING, COUNTRY RANCH SEQUENCE FOR 1998-99 ONLY COMPLETED BY: 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. 1998-1999 MONTH 1 2 3 4 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 Netti n gs/MatsBlankets Other BUILDING CONSTRUCTION STRUCTURES: VEGETATION/MULCHING CONTRACTOR: DATE SUBMITTED: INSTALLED BY: CONTRACTOR TO BE DETERMINED BY BID APPROVED BY CITY OF FORT COLLINS ON: 9194EROSION.XLS t=7- L n APPENDIX G EXCERPTS FROM OTHER REPORTS 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE SOUTHEAST JUNIOR HIGH SCHOOL SITE FORT COLLINS, COLORADO April 9, 1993 Prepared for: Client: The Architects' Studio 117 E. Mountain Avenue Suite 100 Fort Collins, Colorado 80524 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80525 (303) 482-5922 RBD Job No. 330-003 Basins B, D, G, H, .I, and J represent the remainder of the site and are composed of open space, access roads and parking lots, sports fields (permeable and Impermeable surfaces), concrete sidewalks, and the detention pond. Developed runoff from these basins is conveyed to the Detention Pond by any combination of overland flows, open channels, curb and gutter, or storm sewer systems. Offshe Basin 0-1 represents the drainage basin containing the Charter Hospital Site and the parcel immediately south of the Charter Hospital and north of Preston Parkway. Detained flows (0.2 cfs/acre for the 10 year storm event and 0.5 cfs/acre for the 100 year event) will be released onto Corbett Drive and conveyed south by curb and gutter to the curb inlets at the southeast corner of the site, and bypassed through the Junior High School Detention Pond, once the property is built out. Offsite Basins 0-2 and 0-3 represent the future Elementary School site and the Future City Park. No construction is proposed on these parcels at this time. The Detention Pond associated with this project will detain developed flows from these two areas. Runoff from these undisturbed areas will be routed to the Detention Pond. Offsite Basin 0-4 and 0-5 represent Corbett Drive and Preston Parkway. eveloped runoff from these two public roads will be detained in the detention pond associated with this project. The detention pond to be built for this project will contain approximately 7.72 ac.ft. of storage capacity. Only 4.22 ac.ft. of storage is required for detention; the additional 3.5 ac. ft. of volume is being provided for the future storage of irrigation water for the school. A staged release. outlet structure will be built in phase 2 construction, possibly in April 1993, with a calculated release rate of 0.2 cfs/acre for the 10 year and 0.5 cfs/acre for the 100 year events. An emergency overflow structure will also be built into the pond. Irrigation water will be provided for by a lateral from Harmony Road that use to supply irrigation water for this area. A pipe and headwall will be built on the lateral and the irrigation water will be piped to the swale which runs from the softball fields to the detention pond. A backup water supply tap has been included in the domestic water supply system. Phase 1 construction will consist of overlot grading, the construction of Corbett Drive and Preston Parkway, the installation of the water and sanitary sewer, and the storm sewer and curb inlets at the south end of Corbett Drive. Prior to overlot grading, the detention pond as shown will be constructed to act as a temporary siltation basin. During the overlot grading process, the entire 7.72 ac.ft. of volume will be excavated, and the pond will X 13 ;1 1) 1 1 1 1 1 1 11 Ka,,W", use 4e I' Yr4 A.Y�I1f Yrrr Pf NPlfr Yrll.rY erlr MM Ylr lrlr erf� rwwrf Nr.rf- NI/Nw twr.- ' . 1. rrNf flrl flr lrrr llr fre P/I M r I W:� � 111 1 k•.• wNw 11NyS frn 11 �Irw ` �� • IyMr�yr�YM TWIT I. r ♦W�f. FIYi aM 11 lnr.r rwww 9r� I•t If MN IMM INY• 11 �� � wMw lVrrrlw f1.I (wl lM• PI w Mrl dN lOF W.IOP P f1I W IPN ""Now I it . I.Irw1 Ifnw r` 11 .1 C -n Yi• 1�' ff-II II Nf O /n.lnff r.r� "N f11 fwn Is IA•-Iw w'I�I 1' I NrRY\ I..NHr Nwjy. w FIY `f.1 I RUN pMM.•Y lwly.w 11 wrn If 1✓ AllyYrf Y�I i \rNnY Il.l iNI � tua Yii1 �',�;I ��wflM lrr.rwlw r fNP. 11.1 w1 /: IrM.r1 /i e\If MIP NIYr Plr rll PM f.. MIW- 1.2 Iwl I VV Y.raM Is MM ��• . :' °)= „;:. Hsi I'I Is C {: ..__ _. ..� FrPM YK►Ilrol• IE.1 tPl AS SCALE I•-100' / • efY rrlllew Lwr. 1 w w r i N.rw+rrr.w+r.r ,r.rrrr.wr.rrr Prr l.wua • II � Niw� few+.r riirr�fri.w ! :' fNr •l rrfrfr �1 fl I�r..l +�Iir� Pw..I.N.rrrL. rrlrr.r ilk TOP . M LG- /:/ li I lido 'I ' � ! / , i' W -�L- ' I PF U-I �II i/ TEMP. DRAINAGE SWALES (gD,PAd1AGE I CORSE ONLY) GRADE 0 IS INN. _ _ - - SECTION C-C r II• - 1! , 0- i! Ali I � j• � ,�, ...; ... _... 'Ile ... . .... ..\ /.. ..... .............4941......... ..... ................. i w Y ... ......v:lf'� w g e ........ . _..-J9J; .j.... ... ................ 9.43 ... ....... - M 1 XF ... .PAIR �... ... L.r. It" a ADS, '430 r N-121RRDATDN .;....- PIPE W 0.93i•"" 'C / .�O' 1 plf r CIS 38.6 j O,r- 38.60Aph (WALL : DETAIL. SIFT. 12 0' I2' PIPE JI.GG- %, 12r'ADS N-12 -� 6 5' D . AB On r 12.57 Dlr- 26.55 ARIL IMAeil W Y � rr'rN N NTrI wr,i. i frrlrJr. %HBO tti I tr YN frr 4. r w � A rrl Irf\r N 111 w YN Lf Y Ir.f f+r Nf f rM r1r r.Y. M M.rl.rr Nr r.r wlrrww. NNr Wrrr\r'fr ,y �rr9.rwr•�rr A rwre rrrwMtir.�Ir'r Nr IA P= W M1.✓• -S IT.rRw . rlflrll PYKI P rr_ r r Y ti �w-Ter IS ry N .rl N r y F YN•YA I: II . rr !1 fAw-wA •r r rFi M. ti v .`• Wlw[4 a". .r INN -.-NY «iw r>s r y Nrwr N M Mn F•rr rV•frR/.•r rW V•. Au-•+ E)OSDI/• atr IIYQM OOY Iola Arta MAVdff rutwf WINK City Pwk. F.1wo E,fwwllwY Sc11ad SIe • PMAAfIP Rood, - 49.53 ex ROW" "Cn: 0.45 (D.NioPfd) St d9.03 CIS (Oedtpl0) Iola To,., to Dellwllon vond Dow - 10S,d0 ch (De abo9ed) p pplf l{+al>P` tier -NI Y N I.Ia �1-. lM •tl I •4I r4 .'I f•. .n /.. •.. . =♦ _ fr �r IN ru � L_. . Nac9ta Flo• b 2-7ew Slllrlr E.enl ' DETENTION_ SUMMARl B9W1e Dldlnfd: 0-2 Gve,9n 0-5: A IINu1,11111 J LEGEND I 11efm B,peerd Iwougl Pmd: 10 Iw. - 0.2 cle/Acre (13.e4 ell) O,i' 2 ! r Ye.i1\rr Raeeee Rew: 1 p 31 100 W. - QS eh/Acre (Jcbe ele) IL f BASINS A. C. E. t r Apt r, G EaSIIIIG [DIIIOI'9 I Afpp,Afd Va,.rr. NYIgeUr - 3.5 AC. FL • DRAINED BY ROOF DRUM 10 Yr. - 2.31 Ac. rt. •Ae `^\ SR00F LLGR� LOCATIONS SHUT 10 FOR \'79-� PROPOSED CUMIWF 1 IW W. - t. (W SSI rt. I : \ I ProdOfd v.1111r,f: 7.72 Ae. ft. (rrlgdlbn . DUO Yr.) PNOPUSED SIGw yAER i • I - { yi \ %' BASIN BO"iA, i tMP.. BWA E Or . 2.61 Ch 4 BASIN NUMBEF 1 ,: •�, !TD 0. 5.c7 CIS •DRAIN ,' C•... _ Y BASIN AREA e, ACRES F :%A5IN B C'_ ...(GO PAGtAOE 1 77. '.> i• DIRECTION Of ROf 1 CURS/AREAE� `\ 'T.�(.EMP. O CURS/AREA INL[1 GRAVEL FLIER O.eW STRAW BALE IHLCP. DAM BASIN 10 R ` (K DRAIN BASIN C 0 CON UOL POS.. 1 •• _ ' t (BD PACKAGE 1 CONSL) AREA SUBJECT `0 HW rR. O.EY 0.91 -NIBAMW 01; . 9.52 CIS MATCH E IST. c. LM O ELEV.. OSAR pgwN.e 9.52 CIS `� MATCH EXIST. GtE'UNO ELEV. ' +rJI al .f of r LIMITS OF CONSIRUCIIWI OM3.94 Cos - Om- 15.07 cis : 1.7• .� .:: \ n, Om- 22.30celf 2.7�MIN. . . ' d . _ . Y. A:1 p,w.SECTcry ~'�..,. •1 ... ... ... % .- On 2.66 df / XOP[ D.eIL�-XOPE.._u<es .L Ow 10.00 CFO i� ` I> - 1 ION A -A AREA INLET j OJAITGRAVEL FILTER I U %fV J AlI2AA(Ie i ppAfIAGE EASEMENT 1.75 - I/AN _. _L- _ > I I I 11ANNEL OFF FILE ^ Ity U UrA D ♦ J j,4/'' ae i! I IVRs . 1 SEE SHEETS e A 9 051. SEE n °v ;F.` J I IC ITPF FOR or DRAINAGE . I CErAII SH r. e _ -'\ I j Syr ;F l7ClLL/"/7�//Y/ PUW APPROVAL RPB APPROV[O: ..... :-CLASS F+`r • 21�� L~ .. �__ .1 __ �•rr ... .. 11{•tnUtG+ar:awlw•rr�.r�f.r`I tt . _. - -_-.. '.yi•+fa^•< .. - el � [NECKED BY: T -GIu 1M r, CHECKED 6Y: IMI � rfln ''ar -73 �Jf.1 3a•_rLAR[O. Fto 84.Rle. 01f. SOUT DF PORO) 115J Cie '� SUN WILED STTDKIURE .i2:'R�_.' 5,PSwIm, UaHr f aAA! IeNM p1w. lGll R POND) s3.e) ch SEE DETAIL SHr. a +-- / RID PACKAGE T .90H (UIC"O U[IENr10N POND.... / AREA -I RRIGADOM STORAGE WSEL - 20. 10 GRAVEL rILIER I RE(FNIION POD ./ OVERFLOW WEIR 10 Y,. SIGM wSEL - 22.56 1 VMU IE - 7.72 Aut. 100 YR. STORY WSEL - 23.70 3Y WDE EMERGENCY-1 (N0 TUFF SIINCTURF VOLWE - 7.72 AC r T. - OVERFLOW WEST INCLUDED IN BD PACKAGE I CONSIRUCHON) SEGMENT BASIN - 1.72 AC.r I. MIN. P7C - '�' B/1., Enphleeraro �nsii11in1° SOUTHEAST JUNIOR HIGH SCHOOL AvdeD Del io _ ,W FORT COLLINS. COLORADO 11 M5<YN firan R171 0.1...CMoowll IAf. Mlle Yy NI'•[,Mw �. ................................. ........... EROSION CONTROL NOTES BEFORE OVERLOT GIAOBID, THE PERMANENT OEIENRON PONO SIML BE INITIALLY CONSTRUCTED SUCH THAI It WLL FDNGIaN AS A SEDBENT BASIN. THE NRAL DETENTION POND. FOR SEDIMENT COLLECTION. MUST CONTAIN AT LEAST 1.72 AGE FEET VOLUME. AND AN EMERGENCY SPILLWAY PER THE DETAIL ON SHEET e. AFTER OVO4O1 GRAGMC • INSIALLAIION Or FINE tE1PCRARY ♦ECETATION SRO A IIILLW IN ALL OPEN SPACES AND RE SDOCER. FIELD (AT LEAST 16.25 ACRES OF RE GSTUNDLU SIE AREA), 11E pEIENIION POIa CAN OL CONVERTED INTO A 'IDPGIMT pE1D1t10N 1`GO CONTAINING Ar LEAST 7.72 AC. fT. 3EWORARY SEED ♦ MULCH IS Far REGU E1 BI IUnmE PARKea . It ROADWAY AREAS, BULOM AREA. FOOIBALL A IRACN AREAS, TENNIS COURIS. BASKETBALL COURTS, OR SOFTBALL FIELDS APPLY TEMPORARY SEED Ar MULCH IN ALL ODDER OPEN SPA E pAN F SOCCER FIELD (AI LEAST 16.251 ACRES. OF DE I CHECKED BY: Pn4f Ir I+i�rHM Iu ! CI,EGKEO By: .-- Ow CiACKED BY: - T DRAINAGE 6 EROSION CONTROL PLAN 12 2 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR WILD WOOD FARM P.U.D. SECOND FILING FORT COLLINS, COLORADO December 15, 1993 XZ Prepared for: Robert Dildine New Western Horizon L.L.C. 2690 Joyce Street Golden, CO 80401 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 553-001 f 1 1 1 1 IV. DRAINAGE FACILITY DESIGN A. General Conce t Most of the on -site runoff produced by the proposed development will flow northeasterly to a detention pond located at the northeast corner of the site. Detained developed released flows will be combined with flows from the north and routed in a pipe southerly along County Road 9 into an existing storm sewer system which flows into the McClellands Drainageway. A small portion of the site drains back onto Corbett Drive or onto County Road 9. The portion draining onto Corbett Drive is accounted for in the design of Corbett Drive done with the Junior High School Development project. The area draining onto County Road 9, basin 0-1, will flow along County Road 9 to the inlet structure built with the Junior High School project. This will be an interim condition until County Road 9 is improved in this area. When the road is developed the flow will be intercepted in a curb inlet and enter the detention pond for the Third Filing. B. Specific Details The project site has been broken into 9 sub -basins, all but 1, basin 0-1, drain into the detention pond located in the northeast corner of the site. A piping system is required along the streets to meet the requirements of a minor storm of not overtopping the curb. The pipes are sized to convey the minor storm. The major storm will be conveyed along the streets and in the pipes. The depth of street flow for the major storm is under the capacity allowed per the City of Fort Collins criteria up to the low point in the street adjacent to the detention pond. The water at this point is to overtop the curb and flow into the detention pond. Basin 1 contains lots 1 through 12 and the northern half of Indigo Circle that fronts these lots. The lots drain toward the streets and flow is directed easterly to the low point in the street where is joins flow from basin 6 and the 2 year storm is intercepted by a curb inlet, while the 100 year storm joins other runoff and overtops the walk to enter the detention pond. Basin 2 contains lots 18 through 28 and the southern half of Indigo Circle fronting these lots. Runoff from the lots flow toward the street where it is directed easterly to the low point in the road, where it joins flows from basins 3,3A,4 and 5. The 2 year storm is intercepted by a curb inlet, while the 100 year storm overtops the crown to combine with flow from basins 1 and 6 to overtop the walk and enter the detention pond. 3 Basin 3 consists of Indigo Court and all lots fronting it. The lots all drain toward the street where flowis directed easterly onto Indigo Circle. It combines with flows from basin 3A, which contains the western half of Indigo Circle between Ninebark Drive and Indigo Court. Basin 3A also includes overflow from basins 4 and 5. The 2 year runoff is intercepted by an at grade curb inlet, while the 100 year runoff continues northerly to the low point in the street. Basin 4 contains lots 42 through 54, Ninebark Court and the northern half of Ninebark Drive from the westerly highpoint in the road near Corbett Drive, to Indigo Circle. Flow is directed easterly where the 2 year runoff is intercepted by a curb inlet. The 100 year runoff continues onto Indigo Circle where it combines with flow from basin 5. Flow continues to the north to the low point in Indigo Circle. Basin 5 contains lots 55 through 64 and the southern half of Ninebark Drive from the highpoint in the road near Corbett Drive to Indigo Circle. Lots 55 through 64 are all graded to drain towards the street. Flow is directed to the east onto Indigo Circle where it continues to the north. Basin 6 contains lots 13 through 17, 65, future lot south of lot 65 and the east half of Indigo Circle fronting these lots. Flow from the lots is directed towards the street where it heads north to the low point in Indigo Circle. A portion of the rear of the lots drains towards County Road 9. Basin 7 contains the west half of County Road 9 from Harmony Road to the high point Iocated adjacent to lot 16 The flow is intercepted by a 7' curb inlet located at the low point. The flow then enters the detention pond Basin 8 contains the area of the detention pond. Flows from the other basins are all directed to basin S. The outlet for the pond has been designed for multiple release rates. All flow enters the storm sewer system along County Road 9 which has been designed to convey the 100 year storm runoff to the existing system located near Farm Road. This flow continues to the south to where it outlets in the McClellands Basin Drainageway. The F.A.A. method has been utilized to size the detention pond at the northeast corner of the site. Pond models were developed for the 10 year and the 100 year storm events, and are included in the appendix. The required size of the pond is 2.92 acre-feet for the 100 year storm event. The pond is to be built with 1 foot of freeboard and an emergency overflow weir. Flow from Basin E of the Wild Wood Farm Overall Drainage Plan is to be M G- ;5 routed along a grass lined swale along the northern boundary of the site. is flow will enter into an area inlet which begins the. piping system along County Road 9. The Swale and pipe system have been sized to convey the 100 year historic flow rate from basin E. Development of basin E in the Iwill provide for lower detained flows along County Road 9. Included in the back pocket of the report is the Overall Drainage Plan for Wild Wood Farm, which shows Basin E. The flows from the project detention pond will combine with the flows from Basin E and routed in a piping system to the south. They will combine with the existing storm sewer system which was constructed with the Junior High School site. The combined flow is then routed along County Road 9, in conveyance element 32 of the SWMM model into McClellands Basin Drainageway to the south. V. STORM WATER QUALITY A. General Concept Beginning in October of 1992, the water quality of storm water runoff was required to be addressed on all final design utility plans. The Wild Wood Farm P.U.D. Second Filing development is anticipating construction beginning in the Fall of 1993. Therefore practices for treatment of storm water quality runoff has been incorporated in the design process. B. Specific Details The concept of storm water quality should address the treatment of the initial first flush runoff. By capturing the initial first flush runoff in a water quality pond, the pollutants can be filtered out of the storm water runoff. Included on sheet 20 of the Utility Plan set is a detail for a detention pond with a water quality component. The water quality pond is designed to release storm water runoff over a 40 hour period in order to filter out pollutants. The City of Fort Collins Stormwater Utility does not currently have adopted water quality standard design criteria, therefore the Denver Urban Drainage and Flood Control Districts published criteria was used for this project. The water quality pond features were incorporated with the design of the detention pond in the northeast corner of the site. VI. EROSION CONTROL A. General Concept 61 712-1 CLIENT`4E. aIIJ �✓ _ I7D ri ?� �1 S SS 3-. INC SJ� (I0. 06AJ Fa��M JOB NO. PROJEC'T�--��r' �'� CALCULATIONS FOR L h) •R.., r Engineering Consultants MADE BYL_66ATE _'o 0�HECKED BY GATE SHEET OF 777, 1 -T a so .. ,. _. _ .... ._ ( .. .... i 1 G �� WENT � � �esf n� ►r i �o f� S I `��� JOB NO.ES53�OO� qwm PROJECT jt+ iI �}-�Q_ � / Engineering Consultants MADE BY /JODATE CHECKED BY^_ DATE NS FOR _7`\ DATE SHEET OF r 4 9 1 9 1 z71 WENT New A15�rtterl 6v.s JOB NO. INC PROJECT W�l W'ftL i-0..iiY✓� CALCULATIONS FOH S_Ip f'Ml� e-• � Engineering Consultants MADE BY=DATE 1p—T3 CHECKED BY DATE SHEET pp T-.- - - - - 77-1 IL�f hL� 4i _ y CDub O •� — 1 _ I ^ L y T: z/ REPORT OF STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL VERSION 4 DEVELOPED BY JAMES C.Y. DEPARTMENT OF CIVIL ENGINEERING, NI EERING, UNIVERSITYOFCOLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO *** EXECUTED BY DENVER CITY/COUNTY USE ONLY ................... ON DATA 10-15-1993 AT TIME 09:22:52 *** PROJECT TITLE : COUNTY ROAD 9 STORM SEWER *** SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION - -_ -- ..MINUTES INCH/HR CFS FEET FEET ----- 15.00 1.90 5.00 4.90 9.30 21.25 20.45 OK 14.00 1.90 5.00 4.90 9.30 21.25 20.41 OK 13.00 6.53 5.00 4.90 32.00 21.06 22.10 NO e- 12.00 6.53 5.00 4.90 32.00 21.06 21.93 NO 11.00 8.43 5.66 4.90 41.30 22.00 20.24 OK 10.00 8.43 5.94 4.90 41.30 21.90 19.90 OK 9.00 8.43 9.82 4.90 41.30 19.61 18.14 OK 8.00 14.10 9.95 4.90 69.10 20.00 17.36 OK 7.00 0.00 0.00 0.00 69.10 20.50 17.51 OK 17.00 8.43 7.88 4.90 41.30 20.60 19.05 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RAT10= .8 .^-------------------'----------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ------------------------. D (D N0 (IN) (FT) (IN) (FT) (IN) (FT) (FT) 19.00 17.00 9.00 ROUND 42.93 48.00 -------------- 42.00 0.00 20.00 10.00 17.00 ROUND 42.93 48.00 42.00 0.00 21.00 11.00 10.00 ROUND 42.93 48.00 42.00 0.00 22.00 12.00 11.00 ROUND 30.79 33.00 30.00 0.00 23.00 13.00 12.00 ROUND 30.58 33.00 30.00 0.00 24.00 14.00 11.00 ROUND 12.93 15.00 24.00 0.00 18.00 9.00 8.00 ROUND 42.93 48.00 42.00 0.00 17.00 8.00 7.00 ROUND 47.32 48.00 42.00 0.00 25.00 15.00 14.00 ROUND 13.26 15.00 24.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. G-�o M SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED --- -••----------------------------------------- SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS .• -•-------- 19.0 41.3 39.1 3.50 4.29 2.00 1.64 4.29 0.00 V-OK 20.0 41.3 39.1 3.50 4.29 2.00 1.64 4.29 0.00 V-OK 21.0 41.3 39.1 3.50 4.29 2.00 5.64 4.29 0.00 V-OK 22.0 32.0 29.9 2.50 6.52 1.93 7.88 6.52 0.00 V-OK 23.0 30.5 2.50 6.52 1.93 10.17 6.52 0.00 V-OK 24.0 9.3 48.5 0.59 11.91 1.09 23.49 2.96 3.21 V-OK 18.0 41.3 39.1 3.50 4.29 2.00 7.27 4.29 0.00 V-OK 17.0 69.1 50.4 3.50 7.18 2.61 8.99 7.18 0.00 V-OK 25.0 9.3 45.4 0.61 11.35 1.09 39.30 2.96 3.00 V-OK FROUDE NUMBER=0 INDICATES THAT A PRESSURED FLOW OCCURS ---------------'.--..-------------..'..._..._..--------------------•-- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM ONSTREAM UPSTREAM DNSTREAM "'--•-------------' (FT) (FT) (FT) (FT) 19.00 0.15 -----..-...------- 11.39 10.64 5.71 5.47 OK 20.00 0.15 12.14 11.39 6.26 5.71 OK 21.00 0.15 12.25 12.15 6.25 6.25 OK 22.00 0.53 13.64 . 12.26 4.92 7.24 OK 23.00 0.55 13.64 13.64 4.92 4.92 OK 24.00 4.58 12.80 12.25 6.45 7.75 OK 18.00 0.15 10.64 10.59 5.47 5.91 OK 17.00 0.25 10.55 10.23 5.95 6.77 OK 25.00 4.00 12.80 12.80 6.45 6.45 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -.------^--------------------------------•--------•------ SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION -.'--------------------------------------------------------------- FEET FEET FEET FEET FEET FEET 19.00 500.00 500.00 14.89 14.14 19.05 18.14 PRSS'ED 20.00 500.00 500.00 15.64 14.89 19.90 19.05 PRSS'ED 21.00 70.00 70.00 15.75 15.65 20.24 19.90 PRSS'ED 22.00 260.00 260.00 16.14 14.76 21.93 20.24 PRSS'ED 23.00 0.10 0.10 16.14 16.14 22.10 21.93 PRSS'ED 24.00 12.00 12.00 14.80 14.25 20.41 20.24 PRSS'ED 18.00 33.00 33.00 14.14 14.09 18.14 17.36 PRSS'ED 17.00 130.00 130.00 14.05 13.73 17.36 17.51 PRSS'ED 25.00 0.10 0.10 14.80 14.80 20.45 20.41 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY G -d 3�v ._ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT 19.0 17.00 19.34 0.84 0.25 0.07 0.00 0.00 9.00 18.43 20.0 10.00 20.19 0.84 0.05 0.01 0.00 0.00 17.00 19.34 21.0 11.00 20.52 0.12 0.75 0.21 0.00 0.00. 10.00 20.19 22.0 12.00 22.59 1.57 0.75 0:49 0.00 0.00 11.00 20.52 23.0 13.00 22.76 0.00 0.25 0.16 0.00 0.00 12.00 22.59 24.0 14.00 20.55 0.02 0.05 0.01 0.00 0.00 11.00 20.52 18.0 9.00 18.43 0.06 0.75 0.21 0.00 0.00 8.00 18.16 17.0 8.00 18.16 0.61 0.05 0.04 0.00 0.00 7.00 17.51 25.0 15.00 20.58 0.00 0.25 0.03 0.00 0.00 14.00 m. 20.55 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL,VHEAD-JCT LOSS K'INFLOW FULL VHEAD FRICTION LOSS=0 MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 u L 7•. I I �• • elm - 1.9t la -1 4 1 vm. tot s. OJX aaIn - ¢(031011 ca"ML NOTES• ; ! KTq iNE OVE10.0E awam g9SEE2 0 AREAS. NOT N A ROADWAY, SI ML NAIL A 1�p11MT GETATION SEED APRJEo OEII HAT OR STRAIT MLR.CHK I ■ TIE MSON TAeS SNIME . ■101 ■EDIM A 4R471 1E ! AE A MIE OF : iONS/AgIG41a ffl"4" SOIL PE1�S eanel>e� INE ►AYpIF]IT ■ oh e�Cl11PL KTEM�"7N9 A471� Of Q� �, "DTI � � 6 R IIIDOIS. 1/2 i ! a FL1EIIm91IN A 4�IMY . AND 3/4 FORT •A6 eMDIn.. TIER lE OETAL SIIOMi ON DIE DETAL t71EET. _ i ... I / C.1#0 11/a Y,•.V.7. z,«i���i '�l�i s1 41(1• 'I� tArr+ A]�Illljl•Ijl t A • r• , I' a'!}'i1:• ; - 1• III 1 JUIJIOR HIGH SCHOOL ' I . .. A.. , ry'(( S• It I I > v ---:�= -Jai_-- 04 - a..� f � �_ll ��ll IIIII I Il II I�I��'•}• • I• jl. IL :..•:_r.: 7: � 1 J ael ' L 1, W.!: tI ARM 4 IBM It ,, i 1 1 I'R' OURB NLET y? I I I 1 _ _ I ci�k.��:;: `1t:<sri.,'r..41��.i1.1� N/FIRFtd.>BVY�V, �•! _`=^---t__-_I� �, �. i , fUR6t_WILO WOOD. FARM) I II THIRD' FILING E 10TYPE '11' 1 I I _ L- �' T"_ - i I �I'„ I T -T r. 11 ��II-----� ► r I ,,,! II , 11 EnsT.-f ---JJ ! (L-=--= '-i--�---E__ • _1 ._-I--='/ ii P.P. ao� N CHANNEL-34.e eta EAST. MET- STRUCTIRE' E)OST. 42- IN 'Tee m533"-O-VL Ms.. +1auA.m. o}Imrl saYa.C4oSt.Y9d..w1•1t1 u DRAW a9� PT tool r. •!.1. 4. 1N.Hvr4r•'••w•I EXISTING SITE HYDROLOGY ' NOae Mae - 19.00 ovu rma wr-, rm IolRo kld _ 0•20 ar anse ..........,-....... .....r..Y..- t DRAWAQ IIASN SIATISIIIS w Yw.-.'•+r- Y ^"•• •' N •Y. In r. .I.r. r. r••- • rr �+•-Ywa Oou PbIW plan - 1e.7e emu r...r-rr: rr rrrw 0.S1 O.aaa A Faa •C' - . r ..++Y nn w r .•.- Nat Netts! Mu - It.36 aural 0.37 k Iht w+ C _ - 1„y,'Ip pE\i(�m SilE M 1DNOl+OQY .,,-YY.rwrr.+Mar� A rrA++rr rr•r+ W le a r rrll. a•-'-. aw• rwn'n r . ` P B�141� (chi (chi A • r.v rrr rr�.rr rll..r.rrr. eC/ ! 2••S 11Gat. 69 12e I.B A "son 3 3 0.Q 10 I •. T 7,1 7.9 . ar 4r.r rl.Y.ew .... {aY •'rt •[ yA 3-e 0.30 w le 1a 1 4 ♦ lSe 64e � 161 A aa>'a aP aor+o •rm41 •n'c'a°' e 6ee 0.b 110 41L . err ar rrl o.ar i' ' e 1-e 16.37 0.40 r trl 4.nr ar.r Ar.r rri ar r �� y� 7 7 1.72 a61 3.] 12A , arY-N'.n.r ar wa.11.. VOW1L REOUIRED • 1.02 ILI:•�T a 1-e L& 0.61 14.3 572 r..••r rAra..rr.1 ..Aa .n 7 1.92 ACTT iee /0.00 rw..r rYr�wrr..w 0-4 t.ee am 212 ..•-r. Nr.nr -�i. r rrY. r N.rrl'.rr r too Yin. 9 .72 a o-� 0 •1 a49 o.m ae0 ...+.... aY' a�r-r. r"•r to Na 116TL - 19.61 al.r.r r rr• Yr r r-r. rr •Yrl...r O+.w rwY.r •Yr raY SW6Ati AREA • EL 21.72. 0.4e AC aPFA ie1M ORAWIYOE r�rrM.-w��rti'rlrna'Yrr TOO' RELEASE RATE r a3 eM A R FpKNLOSION RAINACONTROL SNDT rrr •r -rr rr.r aw rrsa 10 TTI. 1tFA[ISE RATE - 3.7 eh FOR THE SOTFTHEAST IIIIL non", M 10■•ImO {OlaraA. IYw.®r '1 'lNId1 1e,QT°NE • Y. 4..• <I.O r.. r In In 2w WIDE OvotFLOMDMAOENCY VIER COIF wINrO�'Y •ice i rJ-Y r ...a • Oman lPnna _ 14Y Coo" TYPE • ara.w F w �wYr .Y-.r w w �rYr w. TF cufm out L F1EV-20.SB .w w arY Ya+M r. w r.M N r Yr w..l•Y .. WV. � �Mr .r rrr r r. r.yrrr 24. POP r/ FEa . wacar rr . -■.-m _ L w YI... YO YiM II., r-rl.. r M ar•„ EIOSL PF. I ...a m LT. - 3,I a,,W NERM 21' RCP ■/ F.E.S. S' COOtI TYPE 7C I.• lu aY.-+r. rr+........ ••- • rr a= KET r .w.•• ..rl+l•• .+/. w or. aravr• YAIRIOLE OSi4 R 1--MANN= fST3 .: Ir p .M=r� n i DETENTM POND OUTLET STRUCTURE .ter In,RUCn (eeT OET��T�20) .eared curs Y :•-. In - EXIST. •r w r. I • 1 . 1 • I . 1 . I . I P.P. ..'V'. a I . 1 s 1 ' •_ -_ fr .M- IrM y. M rY Or' Y r r•rL •w r.w rrr In w w •••r • -••'•a N r•.r. Yr n.. I.rllar r-r1 ar r ...a. .•a•. _ .• - .rrr r rYrrN-• w O"r II - � -- '.• .a e:. arc � � � ar P.P.EXIST. 0 . r n r In In ans-a` i°r'rer-.I •a '`-" MAY-r.a lu r r yr-YM M. Yr Mal_MY M r r In. _ aY ! w .++r r O• r N, r N •� ON rN.IrM Y MM• �l/-1. r0IInn,%nnnInMrr�R•.rr �, I I Karat rlYlw .ar.Yar aM W. ,j .rrYr r r.r YM �wr� isivw 1 .r r-.•• "n'.'a Ir. lr r .wl . _ M Y u In= '1 car•--.•'•r - - 4..•.-arOr.••-r . rrr-rrr-.r r...r +Y.•+re r"-'Y..�..rrrrr MANHOLE /ST2 - .-a.:.,w-nn='•'�"''In Innne •n . r.. Yr In 1 r.wrrr rrrYr r Ir r.rrr 1 MrrYrY.-I.YrY- S EASTNO CONtafl of •oh'r'Y•,.,,Iw-r..`.r:w i I _ 89� PROPOSED CoNtouR FLovaNE - r I ---- j •.v PROPOSED STOP. GRAIN DIRECTION OF F,00 NLIE: DIY SMALLQ M AE FA frM MAIN IFNAN:E OF OESGN PONT ON STORM PLANS. S.RAI DEVELOPER FADRAINAGE S IIES ON T SKE DRAINAGE BASil BOUNDARY ES FOR MAW( NAMM OF THE°POFFSTE SWALES. I ara rrrno NPAIPRE-41.30 oh 1 BASN RLMBER OI W PIPEY� 34.30 ch ® BASH AREA l (• IN I OEygopMEN7) 1 • I too YEAR StORM WUNOATION AREA ELi -•MANfINE ISTI C) GURB/ARf.A 9AET. GRAVEL FILTER f/µ YIUm IQIFK.IIy. aOMt INP9'E-69.10 CISw , rnerco I j 1-800-922-1987 I • 53"700 +� ON RATES APPROVED •'=- _.�•• *DEVELOPED TAooYFGR 9LDwo°o -II FARMS. BY RBD WC. WILD WOOD -FARM. SECOND FILING P.U.D. DRAINAGE & EROSION CONTROL PLAN FORT COLLINS. COLORADO 20 1 1 1 1 1 1 1 1 FINAL DRAINAGE & EROSION CONTROL STUDY TIMBERWOOD DRIVE Prepared for: L.G.T. Real Estate Advisors, Inc. Stanford Plaza, Suite 100 3555 Stanford Road Fort Collins, Colorado 80521 Prepared by: JR ENGINEERING, LTD. 2620 E. Prospect Rd., Suite. 190 Fort Collins, Colorado 80525 (970)491-9888 January 27, 1998 Revised April 10, 1998 Revised May 18, 1998 Revised August 5, 1998 Job Number 9177.00 ' provided in the following discussion patterns. Discussions of the detailed design of drainage facilities are included in Sections 3.7, 3.8, and 3.9. 1 Runoff from Sub -basin A (North half of Timberwood Drive) is conveyed via gutter flow on the north side of Timberwood Drive to Design Point 1. The flows enter a proposed sump inlet and are transported via conduit flow to a proposed ' detention pond (Pond 305). Runoff from Sub -basin B (South half of Timberwood Drive) is conveyed via ' gutter flow on the south side of Timberwood Drive to Design Point 2. The flows are routed through a proposed sump inlet and are transported via conduit flow to a ' proposed detention pond (Pond 305). ' The runoff from Design Points 1 and 2 is collected in type `R' inlets and routed through 18" and 19"00" pipes to the proposed detention pond 305 and released to the south in an existing 30" RCP at 0.5 cfs/acre for the 100-year storm. The ' pond is located at the southeast comer of the Preston Center property. ' Runoff from Sub -basin C is conveyed via gutter flow and routed through a proposed cross pan at the intersection of Timberwood Drive and Corbett Drive. ' The flows then enter the east gutter of Corbett Drive and are conveyed south to the Southeast Jr. High School detention pond. The flows were designed in the ' Southeast Jr. High School Drainage Design according to the Preliminary Drainage Report for the Preston Center at Wildwood by RBD, Inc. Runoff from Sub -basin D is conveyed via gutter flow to a crosspan at the intersection of Timberwood Drive and County Road 9. The flows are carried south to a sump inlet which delivers the flows to the detention pond previously designed for the Wild Wood Farm P.U.D., Second Filing. 1 Runoff from Sub -basin OS-1 is conveyed via overland flow to a proposed swale ' (Swale A -A) that runs along the north side of Timberwood Drive. The proposed swale conveys flows to a proposed detention pond (Pond 304). ' Runoff from Sub -basins OS-2 and OS-3 are conveyed via overland flow to the south flowline of Timberwood Drive. The flows are carried via gutters and ' crosspans to Design Point 2. 4 ' `rt IL i I 7 rI L 1 1 IE n uuwi�i I i r7l i� F1 IT-1 \\\\\\\�\ STANDARD it TOO City M Fal Crone Slamroll Utbty on"On wants frodd a mu•1 a. nalilm al .- 2. row. Plan 1. -1 ar.wcr an m3..1.. Ad r. it. w 1.. ml 1-6np .1 ea ... .iw la for, Imo a poon9 "m acliva, 191acYprFy .bpvD14 '"in, .td). NI dn. r.w'v.e contra ene M ndlmm a1 I'd g dood6DL. f . n In. can.4vor ...A.. a. m6mIM w I'. opwo... wo}et .m.ow..aneI..cvon pan. ono ..a.wn Pont'. ..eat. we-eialur0ane. L .urUaN •non eo onPotiea me r.tainaa one'.. pea Die R..,a 0i1t.nd e• a1 .d.n�R%tatim Tan N Iimi1N 1. M. P.I.". to, imm.aiat• wnn.eccm w..tT-. a 1. In. mau.1 ..,I. v✓oa or Um.. UI 1. .1. Min, lane d.tu.ONg1e 1W11 (.tIOD-�9, Ybainy uliItY n.lmlafm. .'=n% Point, .1..) •n41 DO bod ' a ^aa Dddd .i' M.1 HDPN9 a .icing aim, me _1_. a 0 -Ion. vp.mtm a e1 . P---, .e« mn1.d i. n.Im.e N. dal. n wood eA6« wepat .Irwt n,m. or •ay man .dada .paw' by and a.WrPn9 =04ty ra mw. Inm lty(m) wan bawd '"'wed I.dd,"y w P.menpt oration unto. (.9..dda/mulm. I a.Cabn} .t..) ;. n.ml.b taro. aw.wdd abi eF m- Slam.al. Unit, iM w.,y moll e. •POHO, and m ;,i a:nm a1 al It-. POin9 Con.lruclim LH baiSd e peddinl vino-Cmrdm W trader. 1At land 6aten9 ael40" man ad rnmDdQHoY o4co,onum .ndn b97,nw 6NI imoecla aapebnl wmeY.v a. aelermHea ..... (N, or fro, Ci En9ndri Dooeril-L All lanrPwwr (+l.acwaq .e.:an wave m.eM.+ anm e.:np.Hw a one rpair.. a . -di on. d.m r.nerf ..ant In o-e. Ie 'door. -H. ad, lamando a1 m.i nlanam rmaian. Aa rearm bod.-H, partm. ri, m a..m .odaeay .,rteco •nmI a.._...b ma .imo..a of n a mannw a Iem Prwn .e w ne I. mar w r..odd n,. on, aan.,.day. No N ..odi man ..e.W tan 00) 1 ., in n04". Ad -a .txYpi.s anal e. .1aueua Iran •Munro( trmyal by wHoc. Horimring d.dH9 ma poi a, lancing. MY door PDOOPi. rmlainn, a(,. 30 my. Nan to .." m. mWmN. 01, OnOd. wmai,a m. trWna aa9an6 .r agaifng a1 am. a mY old. mat.ia and city 91 d.I. by w fian any .miu.. Any n.a..lml aepa.itda mal.io man e• tlarK mmori by m4 cmvwtod cno n Pondd p' Da..1•.) . >... Did - PLAN Woo pn..... 1ri' ..N1 PLAN MEW Di.e.. DO., . `c.. .l Y.� - w•.• sat SC' ON A -A - GRAVEL .:.. ��.........s:x.:.'s..e w- _r..• 0' IOrRT C0.L.NS. CO.DRAOO I ). ye...M• on. V." ,�m".xd. STERVWArER UTILITYDo 1 dodo DRAINAGE SUMMARY TABLE DETENTION POI9D SIMMARYMMARY DESON P T AREA BE SO. B C 0.13 0.95 S0 lode O.J9 0.93 OS-1 17,63X.22� M, x0.1 am 26... 0 alls0 to.c B33 o,]e 05-2 - 0135.0 +o.L ode] is 0.a600 t0.0 BOB 2.)) } OS-2.05-Sxe 05-a 2,5718.. I.921)1 1..9 !.I 12.2 J.ir 15..3 15.63 CE CONSTRUCTION ENTRANCE try ERMON Crown GENERA, NOTES n, ... we by.. I r•wp ... Sl wx. 1b.1 IOPil YIIprtNM r' -ED .11 to n1 'Re RPn xy row ]. I....-....:K DEPPOI w ire G(gpT.. E¢awm Trancn, 2, ode and std.e M inimym 0', S:.a. 9w. _ S�rsp••Ma� eNw awl. !. 8dckf;11 and Compact E•cen,tea Soi III CROSS -SECT -ON v S i D K_ . p.ia ..-..w'M Ion GFNL2A_ SS'A„Ai ON I' Ids a �'; 1- a.1. •.e. OTY EX =OR' COUINS. COLOR. _ 4(YVWATCR UOLITv Or AREA CdIP09rz ]c (Ian) o (x 0 (Ian) Cf rExnW 10 YEAR Ian KAR I l00 1EM I Ian TEAR ACRES C VALUE WI YIx (US 65 POND 'a yEAR RELEA4 YgL9. READ x521 1.]] 0.95 1!D fA,! la) 10.1I A.90 c1. 1}.Op c15 0.}IB t931.65 1.6e 0.95 lSI Ic,R SJJ 10.09 JOS ).JB cic 16.aa cIe I 0.651 I A91 ).90 imxc U`d.KI oa` @Vpniw JTURE OEKLOPED COADITION r�4�4`iii0�0 rii�%i`r` �•r�bJrii` nq /rQi` ri0 SWALE A -A N,T,S. s1... e•n mu. nN ] Snw P. ee. a}n A YY e SECTION A -A " I :'LAIN MEW ,7,E Vial do do. ,•� ,:INNLL A:r Q1AhNL. A°)) CAT1ON DO,"�v�I• OTY O" [pal CO-7S COLORA00 n"i•Y'•��•^'� •" STUtMW,iE) UL'.ITY D-27 LEGEND PROPOSED V CONTOURS -5750- PROPOSED 5' CONTOURS -- - - - -- EXISTING V CONTOURS -57M- EXISTING 5' CONTOURS PROPOSED STORM SEWER EXISTING STORY SEWER J BASIN NAME 2.2A 0.71 STORM RUNOct COEFFICIENT BASH gREA (41E5) DESIGN POIN'- FLOW ARROW xm.o SPOT ELEVATION BASIN BOUNDARY It' INLET PROTEC-'.ON © CONSTRUCTION ENTRANCE 51•v Ht rod" was' Pw1 or Cr.ncw 5vr.'. A me11 5EC ON MEW o» m on r. S' E C_ �gy` GTY OF FORT COLLINS CTY ORADO ) r:m. iORV WAT-R UTILITY I -..x... don.. n.. I%r 60 JO 0 60 120 y SCALE: 1• . 60' PRELIMINARY NOT FOR CONS/RUCRGvv 31/1-Y 24.1998 PREPARED UNDER n2 dREC] 9JPPIt Or I Too AND ON BEHALF OF R ENONEERINC. LID. City of Part Collins, Colorado UTILITY PLAN APPROVAL APPROVED: 01.cla of E.b.odrrn9 0.1. CHECKED BY: root. 6 wo.1..e1. wsly D.I. CHECKED BY: Slamec,. UIii" D.1. CHECKED BY: Par.. Y R.a.alim Da,. CHECKED BY: _ Dr -1. BY: _ Dal. SILT FENCE STRAW BALE BARRIER CONSTRUCTION SEQUENCE P- nod .dad NOD a "rId '.' Wti � Lmavc I I I i s ...3. -., A .R,e ..i« -wo aJtPs.vR OL,d .._11u. err ­1wd-.1w moww m ml\IQI Ian a:o wlx�� I> Z QZ Q c D0 ^' z o' 3 x0 0 U 7 Z C] Z O < Cn 9 s __: 2 0• 11 9177.001 0 .�w c: ��"f :�''�y �ii •tills Yq rest- Ag DCRRM 04 6 In &4 Maim - lot �t he II B: iF.41r1.I:U Tns City of Fort Collins storm eater UNIX .'«Ion .antra Fro«tw must be nounN at Ines 24 hours price to my panel m this sib. All eeybad implanter ells f.ncmg ends be Installed pr1or to any lane aiswrcing aatwly Accepting, e4lppingh moding etc ). All o1M re all L :,elulad at ma oppraaial e Ir me n wha ied ea the moment object sch a le, m Oruct n pens anlduwoean col . pre-deawborm wgetatim Wall be protected and retained "W am, ha Ile. Renews v m disturb.... e of mistIngmodotlm Nat be limited to the me seal ma her Immediate concentrationmmoth d far the Nvint voctlml pnbd of time u All soda cud mmg land dl,tualng aclldly( hlopmg g,mirg, MINDy insldlatiem, stockpiling, RlIng, etc) Ness be Lepl In a rwom" canall by ripping or ring umg land cantersti. until mulch vegemtbn w ether permanent arms, central la hiring d. No wblder praise 4nt tlots of say mall tamesr federal by Iona disto2Ng odNb farramore then thirty (30) days before reaue'd temporary or per mt West" central (saga tied/mull lmdreming eta) is Installedi unless otherwise .pureed by the stormwalee Haul. Re property Nall be saterM end apartment of all hams dell construction adMlit to proper sNd-caused «alm .a All land did,ming «llNllee Nall be harmullely d eassconter mv, supple dust Impacts moncom prommil as comm1M nby the Clly of Fort Cohen, Empmw ng 0epaelmml. All temporary (structural) v al measures Nan be restricted sad eyab.d A, o.sbmbl as osrnssy oiler dam runoff Went In order to arw,e canNnued whI man, of shale Intended thrift,. All monfad re menb, Hotpusad^ Pose an peace ro y surface.. Nml be mmowd and plan ... it of m a mmt« a d l«did n a. not to muse their ramse Into my determgmay No wll sto lle deal exceed In (10) Cost In helgnl. All soi m T NmhpnS be protected Arm sediment trpnrwgn l by surface ming! welding and p«imel« silt bell My Rod stamp, rmmming dla M days Noll be "",it fad m.1, d. City adiel promblts the tra6 g, drmpmg. « del) oamg of taus or any other rental onto City struts by per noun any redcse. My trammel deposited mot«lot ll be mm.e canonical by the contractor CONSTRUCTION SEQUENCE n.dwrsr heir i== I me J m TRIPLE TYPE 13 COMB. E As S o .of of 8 d k' € F a IR S �y tl in d 3 ginq3 Ii�Al1�a��A� it - -•.:. ;-,�, .«.ac.,-: 1 l,SC11 . � EYFAMMEGUM Nil ��- Iiii�J11���1�11111/111 III 11 � 1 :e�i� ��:.:` ��1������� ,►i��. � I" '!�,j - II�,IIIr'�IIIID4ILI�IIInnii /leli Nrt_m•© v !!,•tT- WON IRS ftem r�Yll►�✓ his f i20 �1�R;a ACT©i� ►!' ' ��� ��d��i�-�1�;SRI DESIGN POINT SUBBASIN (5) AREA (as) C (2) tc (2) (min) U (2) (cis) C (100) IS (100) (min) 0 (100) (CI°) 1 A 1.18 0.69 0.4 2.19 0.06 10.0 7.22 2 8 2.98 0.74 9.2 5.74 0.92 10.0 19.67 3 C 1.13 0,79 6.7 2.58 0.98 10.0 7.93 4 D D.86 0.81 5.0 2.20 1.00 TOO 6.14 E 2.29 0.39 15.3 1.85 0.48 15,3 5.55 5 A+B+C+D+E+0-3 B.58 0.66 13.3 12.54 0.82 11.9 46.54 F 0.43 0.64 5.0 0.86 0.80 ITT 2.43 G a." 0.68 5.0 0.99 0.85 1 10.0 2.80 2 0-1 1.93 0.95 14.5 3.53 IN 14.1 10,63 0-2 1.68 0.95 14.8 3.39 L00 w.5 10.21 6 F+G+O-2 2.51 0.85 15.6 4.53 IN 14.5 15.64 0-3 OWLS 0.95 5.0 0.39 I.00 10.0 0.93 WILL O-EV-492DOW �f 4 ° for Is z :5l �CONCREIE TRICKLE CHANNEL 1VPpAL ••CUPID MNALL" III IL � a�n ja AWA" NT.s SWALE 133% Q100 (a°) SLOPE s FLOW DEPTH d, ft MANNINGS n AWE VELOCITY N/s AA 26.2 6.0 0.74 PIGS 3.6 DD 10.7 2.0 0.87 0.06 2.3 CO 8,20 OR 0.42 0,035 1A no 62.0 0.4 Ian 0,033 3.0 EE 520 25.0 1.30 DUN 9.1 IF 620 1.0 1.22 034 3.2 AWALLE NITS L 3 CpIC m TRICKLE CHANNEL MI 1'YP•WII011 �Q x.r.s 1•[_ H2wo] DESIGN POINT BASIN CRITERIA 13 y5 RUNOFF COEFFICIENT AREA IN ACRES PLOW DIRECTION - - - BASIN BOUNDARY •OO.O•Ep1• EXISTING STORM PIPE ® PROPOSED STORM PIPE ' FLARED ENO SECTION If SIDEWALK CULVERT ORoosesseffiffir EROSION BALES m PROPOSED INLET LOCATION - - - EXISTING 5' CONTOUR - - - - - EXISTING 1' CONTOUR PROPOSED 5CONTOUR PROPOSED 1' CONTOUR - X -XXO SILT FENCE P INLET PROTECTION OCONSIRUC110N ENTRANCE $T SEDIMENT TRAP PROPOSED RIPRAP 100-YR INUNDATION AREA 10-YR EVENT 100-YR EVENT WSEL DETENTION VOLUME PROVIDED DETENTION VOIAME RWUIRED MAX. RELEASE RATE MAX, ALLOWABLE RELEASE Rn TF OUTLET CONDITONS 4919.90 122 AC-f1 1.20 AC -TT I4 CFS ) 4 CIS 11" CIA. ORIFICE 4922.00 203 AC T 2.03 AC -FT 18.4 CIS LBWS CIS 30' PIPE W/ 16' CIA. ORIFICE an GO m « a 0 a A Z ' N iNEYANm VXVEN THE pMCi 9lPEPN9pl Cf 0 m uni pill 0 Up 0 L O O Z Of O Z " z5 N Qa W J Q 0 City of Fort Collins, Colorado UTILITY PUN APPROVAL Z z Z D: W Q O Dml of EngFesmg an,. U CC U DY Z U Q Water A wasbwal. Utility oma Z_ BY. LL Stmmamr Otilty Date W w ETC OL Pass A Rammed Date SHEET 6 OF 11 0 See