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HomeMy WebLinkAboutDrainage Reports - 08/28/2000Ina 5W— .&o' Date L2 WATERFIELD P.U.D., SECOND FILING FINAL DRAINAGE & EROSION CONTROL STUDY for Colorado Land Source, Ltd. 8101 E. Prentice Avenue Suite M180 Englewood, Colorado 80111 by Nolte Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 (970) 221-2400 March 7, 2000 March 7 S, 2000 June 79, 2000 C�6L OML� D AUG 2 1 2000 D uu WATERFIELD P.U.D., SECOND FILING FINAL DRAINAGE & EROSION CONTROL STUDY for, tolIorado Land Source, Ltd. 8101 E. Prentice Avenue Suite M1 80 Englewood, Colorado 80111 by Nolte Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 (970)221-2400 March 7, 2000 March 75, 2000 June 79, 2000 I1P June 21, 2000 ' Mr. Basil Hamdan City of Fort Collins Stormwater Utility ' P.O. Box 580 Fort Collins, CO 80522 BEYOND ENGINEERING ' RE: Waterfield P.U.D., Second Filing Final Drainage and Erosion Control Study ' Dear Mr. Hamdan: We are pleased to resubmit the "Waterfield P.U.D., Second Filing Final Drainage and Erosion Control Study" for your review. The report has been revised per your comments dated "April 11, 2000" that are noted on the Utility Plans. The only change within the Drainage Report pertains to ' the Water Quality Pond located west to Cape Teal Drive. This report was prepared in compliance with technical criteria set forth in the Storm Drainage ' Design Criteria and Construction Standards (revised January 1997) for the City of Fort Collins. If you have any questions, please call. 1 Sincerely, ' NOLTE ASSOCIATES, Inc. ����a����iii►►ui►�f� Thomas M. Ochwat, P.E. ea 3 Project Manager ' $ ►¢-00 NOLTE ASSOCIATES, INC. 1901 SHARP POINT DRIVE, SUITE A ' FORT COLLINS, CO 80525 970.22 1 .2400 TEL 970.221.2415 FAX WWW.NOLTE.COM NO�E Final Drainage & BEYOND E N G IN E E R I N G Erosion Control Study Waterfield P. U.D., Second Filing ' TABLE OF CONTENTS PAGE 1 1.0. INTRODUCTION 1.1 Site Location .................................. : 1 .................................. 1.2 Existing Site Description.....................................................1 1.3 Proposed Project Description...............................................1 ' 1.4 Previous Reports and Studies..............................................2 2.0 METHODOLOGY..........................................................................2 ' 2.1 Compliance with Standards.................................................2 2.2 Analytical Methods.............................................................2 ' 3.0 HISTORIC DRAINAGE CONDITIONS..............................................3 3.1 Major Basin Description......................................................3 3.2 Sub -basin Description........................................................4 4.0 DEVELOPED DRAINAGE CONDITIONS...........................................4 4.1 General Concept................................................................4 ' 4.2 Basin Description...............................................................5 4.3 Detention Pond Design.......................................................8 ' 4.4 Water Quality Pond Design................................................10 5.0 EROSION CONTROL ..................................................................12 5.1 General Concept..............................................................12 ' 5.2 Specific Detail 6.0 VARIANCES ...........................................................................13 ' 6.1 Request for Maximum Slope Variance .............................. 13 6.2 Request for Carry -Over Flow Variance...............................13 ' 6.3 Request for Variance to Exceed Maximum Allowable Gutter Capacity ................................................13 7.0 CONCLUSIONS.........................................................................14 7.1 Compliance with Standards.............................................14 7.2 Drainage Concept..........................................................14 ' 7.3 Erosion Control Concept..................................................14 REFERENCES ...........................................................................15 Final Drainage Q Erosion Control Studq Waterfield P.U.D., Second Filing ' NONE Final Drainage & BEYOND ENGINE E R I N G Erosion Control Study Waterfield A U.D., Second Filing APPENDIX A - HISTORIC SITE HYDROLOGY APPENDIX B - DEVELOPED SITE HYDROLOGY ' APPENDIX C - STORM DRAIN SYSTEM APPENDIX D - DETENTION POND DESIGN APPENDIX E - EROSION CONTROL APPENDIX F - PORTIONS OF FINAL DRAINAGE REPORT FOR WATERFIELD P.U.D., FIRST FILING, SUBMITTED BY NORTHERN ENGINEERING SERVICES, INC. APPENDIX G - DESIGN CHARTS, TABLES AND GRAPHS ' APPENDIX H - STORMWATER UTILITY COMMENTS AND RESPONSES POCKET - Drainage and Erosion Control Plan and Details (Sheets ' 10-15 of 32) Iml 11 1 1 1 19 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing 1.0 INTRODUCTION 1.1 Site Location The proposed Waterfield P.U.D., Second Filing (the site) is ' located in the northern part of Fort Collins at the northwest corner of East Vine Drive (County Road 48) and Summit View ' Drive (County Road 9E), and can be described as a portion of the southwest-1/4 of Section 5, Township 7 North, Range 68 West of the 6th Principal Meridian, Larimer County, Colorado (See Vicinity Map - Figure 1). ' 1.2 Existing Site Description The site contains approximately 92.8 acres that has been ' previously used for agricultural purposes. The site also contains a wetlands area of approximately 11.50 acres. The site generally slopes from north to south at grades ranging from 1% to 5%. yThe native soils consist of brown and light brown sandy lean ' clay underlain by predominately silt soils (to depth of approximately 14 feet). These soils are underlain by granular and essentially granular soils (to depth of approximately 15 ' feet). ' 1.3 Proposed Project Description ' The proposed development includes 102 single family homes, a day care, convenience store, school site and associated ' development. Approximately 42 acres will be dedicated to the City of Fort ' Collins as Open Space, which includes the designated wetlands area. ' I Final Drainage & Erosion Control Study Water6eld P.U.D., Second Filing 1.4 Previous Reports and Studies The initial submittal for the Final Drainage Report for Waterfield ' P.U.D., Second Filing was submitted to the City of Fort Collins by Northern Engineering Services, Inc. in November of 1997. ' A Final Drainage Report for Waterfield P.U.D., First Filing was submitted by Northern Engineering on October 20, 1998 and ' approved by the City of Fort Collins. A portion of this First Filing report is located in Appendix F. Also, a Preliminary ' Drainage Report for Waterfield P.U.D., 2nd Filing was submitted by Northern Engineering on January 21, 1997. ' Other reports and studies include the Ground Water Investigation of the Waterfield P.U.D. Site, prepared by ' Riverside Technology, Inc. in May 1998, as well as the Jurisdictional Wetlands Delineation Survey for the Country Club Farms L.L.C., prepared by Riverside Technology in January 1996. Earth Engineering Consults prepared a Preliminary ' Subsurface Exploration Report in October 1997. 2.0 METHODOLOGY 2.1 Compliance with Standards ' This Final Drainage & Erosion Control Study was prepared in accordance with the requirements and procedures for design set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards (Revised January 1997) and Urban Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District. 2.2 Analytical Methods The Rational Method is widely accepted for design problems involving small drainage areas (<160 acres) -and short times of concentration. Mathematically, it relates peak discharge to the 2 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing r ' runoff' coefficient, rainfall intensity, and drainage coefficients and rainfall intensity data were obtained area. Runoff from the City of Fort Collins Storm Drainage Design Criteria and ' Construction Standards. The Rational Method was used to calculate the 2-year historic flows, and the 2 and 100-year ' developed flows. ' The detention ponds were sized using a modified version of the EPA Storm Water Management Model software (SWMM) known as MODSWMM. The software routes hydrographs through user ' defined "conveyance elements" while accounting for overland and gutter flow, surface retention, and infiltration losses in ' pervious areas. Other design calculations, such as: inlet capacity, street capacity, conduit sizing, and riprap requirements were based on ' Rational Method flows, and in conformance with design procedures set forth in the City of Fort Collins Storm Drainage ' Design Criteria and Construction Standards and the Urban Storm Drainage Criteria Manual by the Urban Drainage and Flood ' Control District. 3.0 HISTORIC DRAINAGE BASINS ' 3.1 Major Basin Description The site is located within the City of Fort Collins current Cooper ' Slough Drainage Basin, which has been studied previously in the Cooper Slough, Boxelder Creek Master Drainageway Planning Study, prepared by Simons, Li & Associates. This basin is ' physically within the Dry Creek Master Plan area which is currently under review by the City. The Larimer and Weld Canal 3 Final Drainage & Erosion Control Study ' Water6eld P.U.D., Second Filing runs along the north property line and the Lake Canal is located at the southwest corner of the site. 3.2 Sub -basin Description ' Historic flows generally drain from north to south and eventually drain to Lake Canal. In general, no offsite drainage enters the site. Considering the entire Waterfield P.U.D. site, there are six ' (6) historic basins (See Exhibit in Appendix A). Historic Basin H1 is located in the northern part of the Waterfield P.U.D. site and drains generally from west to east to ' an existing irrigation lateral. The historic 2-year release is 1.6 cfs. Basins H2 and H3 are located in the northeast corner of the site. H2 drains to the Larimer and Weld Canal, and has an historic 2-year release rate of 0.9 cfs. H3 generally drains from west to east to an existing irrigation lateral and has a 2-year release rate of 1.0 cfs. Historic Basin H4 contains 74.3 acres and drains to the existing wetlands area and pond. The calculated 2-year historic release from this basin is.12.3 cfs. Basin H5 is at the southeast corner of the Waterfield P.U.D. site. ' It contains 20.2 acres and drains towards the intersection of Vine Dr. and Summit View Dr. H5 has a 2-year historic release rate of 3.3 cfs. Basin H6 is located in the southwest corner of the site and drains directly to Lake Canal. This basin historically releases to the canal at a rate of 7.6 cfs for the 2-year storm. ' 4.0 DEVELOPED DRAINAGE CONDITIONS ' 4.1 General Concept In general, developed flows from the northern half of the site will drain to the existing wetlands area (Pond #1). The drainage will be detained in Pond #1 and then released at a ' maximum rate of 6.4 cfs to Pond #2 (existing Pond #301) which was designed and built with Waterfield P.U.D. First Filing. The developed runoff from the southern portion of the site will flow 4 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing directly to existing Pond #2. According to the approved 10 Waterfield First Filing utility plans, the maximum allowable release from Pond #2 is 3.00 cfs. ' There are two historic offsite basins addressed in the first filing drainage report (see appendix F). The first, OFF-1, contains ' approximately 76 acres and has a release of 31.3 cfs that is assumed to overtop the Larimer and Weld Canal. The second, ' DC-1, has a release of 129.7 cfs according to the Dry Creek Master Plan SWMM model by Lidstone & Anderson. Both of these flows were designed to bypass through Pond #2 and release through the emergency spillway. Neither of these ' offsite flows were used in the SWMM model to size the ponds. The 31.1 cfs flow will now pass through Pond #1 where it will cause a slight increase over the design volume of the pond. However, all of the flow will be attenuated in Pond #1 and will eventually leave through the Pond #1 outlet structure. The emergency spillway in Pond #2 was designed with the first filing to pass a conservative flow of 320 cfs. The spillway was not re- designed with filing 2 as it will have more than enough capacity to pass the flows entering Pond #2. ' 4.2 Basin Description ' Basins OS1 and OS2 are located in the northern portion of the site and comprise less than one (1) acre. There will not be any grading or development within these basins and they will continue to drain into the Larimer and Weld Canal. The 2-year flow is less than one (1) cfs while the 100-year flow is approximately 1.3 cfs. Basins 101 and 102 will drain directly to the Extended Detention Water Quality Capture Pond (EDWQCP) located north of Pond #1 and west of Garganey Dr. The EDWQCP will outfall through a ' water quality outlet structure and a 12" RCP into Pond #1. The EDWQCP is addressed in section 4.4. The developed flows will be conveyed to the EDWQP by curb and gutter, a 10' type 'R' ' 5 Final Drainage & Erosion Control Study Water6eld P.U.D., Second Filing curb inlet (design point 101), and a 21" RCP storm drain pipe. An emergency overflow swale has been provided at the low point in the Garganey Drive cul-de-sac in the event that the ' curb inlet should become plugged. An outfall swale from the end of the 12" water quality outfall pipe to the edge of the ' wetlands has been omitted as to minimize impact to the open space. ' Basins 203-208 will drain into the Constructed Wetlands Water Quality Capture Pond (CWWQCP) located west of Mandarin Dr. ' The CWWQCP will outfall through a water quality outlet structure and a 12" RCP into Pond #1. The CWWQCP is ' addressed in section 4.4. Developed flows from basins 203 - 204, and 205 - 206 are conveyed through curb and gutter to 20' ' and 5' type 'R' curb inlets respectively (design points 203 and 205) at the intersection of Cape Teal and Merganser. The developed flows from basins 207-208 are conveyed through curb and gutter to a 10' type 'R' curb inlet (design point 207) at the intersection of Cape Teal and Mandarin. Flows are conveyed ' underground to the water quality capture pond through 54" dia. and 60" RCP. An emergency overflow swale has been provided ' at the low point in Mandarin Dr. in the event that the curb inlet should become plugged. The low points at Cape Teal and ' Merganser will pond up in the event of the inlets plugging and will eventually spill over the crown in Mandarin .Dr. The extent of ponding will not inundate any structures located along Cape ' Teal or Merganser streets. ' Basins 301-304 concentrate at design point 301 at the north end of Muscovy Dr. The 2-year developed flows are released ' from the street through a double Deeter Foundry 2047-L cast iron combination inlet ,and are conveyed to Detention Pond #2 ' through 21" and 24" dia. RCP which are a part of storm drain systems 'F' and 'C' respectively. The 100-year flow at design point 301 is 20.9 cfs. The combination inlet will intercept 10.1 cfs of this flow. The 10.8 cfs carry-over will top the back of the ' 6 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing sidewalk at the low point and sheet flow directly into Detention Pond #2. This low point (23.6 cfs capacity) will also carry the full 100-year flow in an emergency situation without inundating any portion of the lots on the east side of Muscovy Dr. A formal variance for this 10.8 cfs carry-over flow is requested in Section 6.2. Details and section for the combination inlet and the back of sidewalk overflow weir can be found on plan sheet 32. Basins 401-404 concentrate at design point 401 at the south end of Muscovy Dr. The 2-year developed flows are released from the street through a double Deeter Foundry 2047-L cast iron combination inlet and are conveyed to Detention Pond #2 through 18" and 24" dia. RCP which are a part of storm drain systems 'G' and 'C' respectively. The 100-year flow at design point 301 is 17.4 cfs. The combination inlet will intercept 10.1 cfs of this flow. The 7.3 cfs carry-over will top the back of the sidewalk at the low point and sheet flow directly into Detention Pond #2. This low point (23.6 cfs capacity) will also carry the full 100-year flow in an emergency situation without inundating any portion of the lots on the east side of Muscovy Dr. A formal variance for this 7.3 cfs carry-over flow is requested in Section 6.2. Details and section for the combination inlet and the back of sidewalk overflow weir can be found on plan sheet 32. Basins 405 (commercial site) concentrates at the west end of the proposed parking lot (design point 405) where it will discharge directly to Pond #2 through a 10' Type'R' inlet and an 18" RCP. The 100 year flow into the inlet is 12.3 cfs. Basins 501, 601, and OS3 were analyzed using impervious areas representing the east half of future County Road 11, and the entire width of the future Conifer Street extension. Basin 501 will drain into Pond #1 through design point 501 where a future curb inlet was assumed to be located. Basin 601 will drain into Pond #2 through an assumed future curb: inlet location and storm drain pipe on the west side of the proposed school site. 7 Final Drainage & Erosion Control Study Watcr6cld P.U.D., Second Filing I Basin OS3 will drain directly into Pond #2 through a future curb 19 inlet and storm drain pipe. Currently, OS3 drains directly through a type 'C' inlet into the inverted siphon outlet of Pond ' #2 as designated per Filing 1 plans, and will remain this way until such time as County Road it is constructed. All of these ' basins are included in the SWMM model using proper sized storm drain pipes and swales as conveyance elements. ' Basin 602 was analyzed using an assumed impervious area representing the future school, and proposed parking facilities. ' It contains Pond #2 and drains directly into the pond through the wide swale on the north side of Pond #2. ' Basins 603 and OS4 are approximately the same basins as VD-3 t and VD-4 from Filing 1 respectively. Basin 603 was originally modeled with Filing 1 to flow into Pond #2 through a curb inlet and storm drain pipe, and was thus included in the current SWMM modeling. Basin OS4 was originally modeled to drain directly through a type "C' inlet into the inverted siphon outlet ' of Pond #2 as designated per Filing 1 plans and will remain this way. Basin OS4 was not included inthe current SWMM ' modeling. ' 4.3 Detention Pond Design Detention Pond #2 (previously #301) , designed and built with Waterfleld P.U.D., First Filing, will be utilized for detention of the storm water runoff from the Second Filing. The existing wetlands in Pond #1 will also be utilized for detaining developed ' storm water runoff. The SWMM modeling for Filing 2 incorporated the SWMM basins and conveyance elements from Filing 1 that were east of ' Merganser Dr (Filing 1 SWMM basins 12 -17 - see Appendix F). These basins were connected to the new Filing 2 SWMM basins west of Merganser Dr. as shown -in the schematic in Appendix D. As mentioned previously, the 31.3 cfs and 129.7 cfs offsite 8 Final Drainage & Erosion Control Study Water6eld P.U.D., Second Filing 1 flows form Filing 1 were not included in the current SWMM modeling. ' Pond #1 will be utilized for runoff from both the First and Second Filings. The SWMM model requires a detention storage ' volume of 7.4 ac-ft at a maximum release rate of 6.4 cfs. The maximum WSEL of the wetlands has been set at 4950.63. A type 'C' grated outlet structure will be set at this elevation with an 1'-0" dia. orifice plate inside the box with its invert at 4948.13. Flow will conveyed from the outlet structure to Pond ' #2 through 21" & 24" dia. RCP. The maximum stage in the detention storage is 0.38 ft corresponding to a 100 year WSEL of 4951.01. From the existing topography, the pond appears to naturally overtop into basin 602 at approximate elevation ' 4954.0. The overflowing stormwater would sheet flow from Pond #1 toward the southwest, turn south in the proposed park area, and eventually enter Pond #2 from the proposed school site. However, at .the approximate spill crest elevation of 4954.0, the actual storage volume of Pond #1 is 48.9 ac-ft, ' slightly exceeding the equivalence of 4.8 design storms (100- year) which require a storage volume of 10.1 ac-ft each with a ' plugged outlet. Thus, it is a very remote possibility that water would ever reach this spill crest elevation. ' Per the approved Waterfield First Filing utility plans, Pond #2 had a volume of approximately 14.7 acre-ft, and 100-year water surface elevation of 4949.3. The historic release rate is 3.00 cfs. Pond #2 was initially designed to discharge through an ' inverted siphon to a regional outfall conveyance system on the south side of Vine Drive and will continue to discharge in this manner. The current SWMM model requires a detention storage volume of 13.1 ac-ft at a maximum release rate of 3.2 cfs. The total storage required with the water quality detention is 14.21 ' ac-ft. The required stage in Pond #2 including water quality detention is 6.08 ft corresponding to a 100 year WSEL of 4948.83. The maximum storage of Pond #2 is 14.97 ac-ft at 9 Final Drainage & Erosion Control Study Water&eld P.U.D., Second Filing 4949.3 (crest of emergency spillway). The water quality capture volume has been recalculated at 1.11 ac-ft and was considered in the building of the rating curve for the SWMM modeling. The ' existing water quality outlet structure and orifice .plate from Filing 1 will remain in place, however, the grate elevation needs ' to be raised by 0.16 ft. to 4944.43 to accommodate the additional water quality volume. In addition to raising the grate, 3 additional 3/4" dia. holes will have to be drilled in the ' outlet box. Details for the outlet structure modifications can be found on plan sheet 31. 4.4 Water Quality Pond Design ' In order to maintain the quality of the existing wetlands (Pond #1), both an Extended Detention Water Quality Capture Pond ' (EDWQCP) and a Constructed Wetlands Water Quality Capture Pond (CWWQCP) will be utilized for water quality enhancement prior to releasing storm water runoff to Pond #1. 'D' The CWWQCP is located at the outfall of Storm Drain System ' just west of the Mandarin Dr. and Cape Teal intersection. The CWWQCP has been designed using the constructed wetlands ' detention criteria outlined in the Urban Drainage and Flood Control District Drainage Criteria Manual (Volume 3). It shall be vegetated with native wetland grasses and plants identical to those in Pond #1 location. adjacent to it's The permanent water surface will depend upon the current surface in the wetlands, ' but will not exceed 4950.63 which is the top of grate elevation for the existing wetlands outfall. The required water quality ' capture volume of the pond is 0.53 acre-ft and lies at the approximate elevation of 4951.76. A water quality outlet 'structure that has been provided, outfalls to Pond #1 (existing . wetlands) through a 12" dia. RCP. The water trapped between ' the maximum retention surface (4950.0) and the bottom of the outlet structure (4952.0 - spillway crest elevation) will provide additional water quality, and will eventually equalize the water surface in the wetlands or simply evaporate between storms. ' 10 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing Refer to Appendix D for water quality pond calculations. A 133.3' earthen spillway has been provided to discharge the 125.2 cfs 100-year design flow to Pond #1 after the CWWQCP ' has filled. The spillway has a crest elevation of 4952.0 and a stage of 0.5'. It shall be covered with a North American Green ' ' P300 synthetic erosion control/turf reinforcement mat to the extents shown in the construction plans, and re -vegetated with native grasses and plants (per the Landscape Plans) identical to those in adjacent locations. ' The EDWQCP is located at the outfall of Storm Drain System `A' just west of the Cul De Sac on Garganey Ct. The EDWQCP has ' been designed using the extended detention criteria outlined in the Urban Drainage and Flood Control District Drainage Criteria ' Manual (Volume 3). , It shall also be vegetated with native grasses identical to those adjacent to its location. The required water quality capture volume is 0.06 acre-ft and lies between elevation 4955.5 and 4957.5. A water quality outlet structure has been provided to completely drain the EDWQCP through a ' 12" RCP outfall conduit to Pond #1. A 56.3' earthen spillway has been provided to discharge the 18.7 cfs 100-year design ' flow to Pond #1 after the EDWQCP has filled. The spillway has a crest elevation of 4957.5 and a stage of 0.25'. It shall be ' covered with a North American Green P300 synthetic erosion control/turf reinforcement mat to the extents shown in the construction .plans, and re -vegetated with native grasses and ' plants identical to those in adjacent locations. C ' I 1 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing C 1 5.0 EROSION CONTROL 5.1 General Concept ' The Waterfield P.U.D., Second Filing is in the Moderate Rainfall and Moderate Wind Erodibility zones per City of Fort Collins zone maps. Until the disturbed ground is re -vegetated, the potential exists for erosion problems during and after construction t 5.2 Specific Detail Prior to commencement of the overlot grading, vehicle tracking ' controls and silt fence must be installed as shown on the Drainage and Erosion Control Plan (See Back Pocket). All disturbed areas that will not be paved shall be mulched and seeded within 30 days of the beginning of grading operations unless otherwise approved by the Stormwater Utility. Upon . completion of the curb inlets and sidewalk chases, inlet protection and straw bale check dams shall be installed. Straw bale check dams shall also be placed around the outlet works of Pond #1 prior to construction in this area. These straw bales ' shall be left in place until re -vegetation growth is well established. ' All construction activities must comply with the State of Colorado permitting process for Storm water Discharges ' Associated with Construction Activity. A Colorado Department of Health NPDES Permit will be required before any construction ' grading can begin. 1 12 Final Drainage & Erosion Control Study ' - Waterlield P.U.D., Second Filing 6.0 1 1 1 1 1 1 VARIANCES 6.1 Request for Maximum Slope Variance A variance is requested for several areas within the site that have been graded at a slope of between 4:1 and 3:1. 6.2 Request for Carry -Over Flow Variance A variance is requested to allow 100-year stormwater carry- over flows to spill over the back of sidewalk at design points 301 and 401 on Muscovy Drive. Design point 301 will have a 10.8 cfs flow and design point 401 will have a 7.3 cfs flow. 6.3 Request for Variance to Exceed Maximum Allowable Gutter Capacity A variance is requested to exceed the maximum allowable 2- year design flow by 1.2 cfs in the gutter at the intersection of Cape Teal and Merganser Drive in the curb return just upstream of the 20' type W inlet. The allowable flow per sections 4.2.3.2 and 4.2.3.3 of the City of Fort Collins Storm Drainage Design Criteria and Construction Manual is 4.28 cfs, and the actual flow at that point will be 5:48 cfs. The resulting increased flow will not inundate any private property. ' 13 Final Drainage & Erosion Control Study WaterSeld P.U.D., Second Filing 7.0 _CONCLUSIONS 7.1 Compliance with Standards ' All computations contained within this report have been completed in compliance with the City of Fort Collins Storm ' Drainage Design Criteria. 7.2 Drainage Concept ' The proposed drainage concepts presented in this study and drainage and erosion control plans adequately provide for the ' detention of developed runoff from the proposed development. ' 7.3 Erosion Control Concept ' The proposed erosion control concepts presented in this study and shown on the final drainage and erosion control plans provide adequate measures to control rain and wind erosion from this site. C n 1 la Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing ie REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of ' Fort Collins, Colorado (Revised January 1997). 2. Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, March 1969. ' 3. Final Drainage Report for Waterfield P U D , First Filing, Fort Collins, Colorado, prepared by Northern Engineering Services, Inc., October 20, 1998. ' 4. Final Drainage Report for Waterfield P U D Second Filing, Fort Collins, Colorado, prepared by Northern Engineering Services, Inc., November 17, 1997. ' 5. Preliminary Drainage Report for Waterfield P U D Fort Collins, Colorado, prepared by Northern Engineering Services, Inc., January 21, 1997. 6. Ground Water Investigation of the Waterfield P.U.D. Site, prepared by Riverside Technology, Inc., May, 1998. 7. Jurisdictional Wetlands Delineation Survey for the Country Club Farms L.L.C., Larimer County, Colorado; by Riverside Technology, Inc., ' January 1996. 8. Preliminary Subsurface Exploration Report Country Club Farms/Bull ' Run Vine Drive and Summit View, Larimer County Colorado, by Earth Engineering Consultants, October 8, 1997. ' 9. Cooper Slough Boxelder Creek Master Drainageway Planning Study, prepared by Simons, Li & Associates, Inc., August 1981. 10. Roberson, Cassidy, Chaudhry, HYDRAULIC ENGINEERING. John Wiley & Sons, 1995. Pgs. 212-213. ' 15 Final Drainage & Erosion Control Study Waterfield P.U.D., Second Filing APPENDIX A HISTORIC SITE HYDROLOGY Z 0 m Z m im N Lq '4-4 ) 36 Ul) m m co ZO ~wu 9 U. 6 1 1 1 1 1 1 k. �x F 0 0 oz° � — 00 F F N M o M c^ M W) W a 0 O v n N NEn q� C F s o kn O O O o o N 7 [� O T Z F M N N Q Oo CLl U o v o o o 0 Z Cy O O O O () N N N O O O O O O C O O z M M m 0 Q' cd 00 N M r- Nrq M o m F z !n O — N LC1 d. k 1 �J 1 O ti J2 m tl a N �•� e0 � � Q O. w V W C_ Lr. O z Q _ F X � U O F U ,G F � tt� 00 00 00 O 6i. R. O Q X b 7 r O CM U C .E Vl 7 O� 00 H Vl o N a M �o o r- cv h k. Gc W O U N O N O fV O N O N O N O (Q6� M M �p M N vl 00 N M r N M Q .zz o� Q� x x x z z zom m V1 O ^ N M kn �O W a � � wmerc e« Area bFort c�l, . Intensity - Duration - Frequency Ta A Time 2-y: I00 S y 3.24 mm ~§^ ze 7.02 3 2.12 192 Eg 5.19 !p *9 .o !a t@ )§ t£ 3.74 . ^ ! 3.45 1.12 la <0 !A 24 § 5 0.98 2J& ; - og I@ Zm Rg 2.45 } &z k m& 2.31 :7 og za S 0.77 2.06 \;k© 0. E# 0 nA Ek - q ¢k E9 \. @, ¢N 1.70 c !¢ 0.61 1.63 m�lm og 1.57 - <!# 057 Eg % ~ . Re 1.45 APPENDIX B DEVELOPED SITE HYDROLOGY I 1 1 1 1 1 O O O N O vl O O h N O O O O O P O O O O O O O O v1 O O O O to t1 Q M N h N h O N O m �V b b n T O h O O e�1 O O D 0 O 0 O 0 O 0 O 0 O 0 O 0 O a 0 0 O 0 O 0 O 0 O 0 O 0 I 0 O 0 O 0 b 0 O 0 O 0 O 0 C vt NI O m h N1 O N1 h N h N O f+1 O N O r+l 'II N O N O Q O N O l'1 h N O N N � O O N O N O y� O O O O O O O h N Q V1 b r m- N O OO aOhO O O-N M b b O OQOa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 a 0 0 0 0 0 a 0 0 0 h N (V Vl N V1 N h N N N h N Vl N N N V1 N h N h N Vl N V1 N V1 N h N h N h N h N h N N Y1 N V1 N V1 N V1 N 0 o c o c o 0 0 00 IN 0 0 o c o 0 T0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 - 0 0 - 0 0 - 0 0 - 0 0 - 0 0 - 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 h b h h m h fn b N b m T b b b T b 1� b b h r r b b b T b to O h m� N b 0 Q 0 r vl N h N N I� b 0 0 0 0 0 0 6 0 0 0 0 0 6 0 0 0 0 0 6 c o 0 0 0 0 0 0 0 N1 h N A N O H1 N^ b m O m vl N f�l n P f+l b Q T m h r A b P P N h A 0; r Qm, •O m 2 p b O N h NI Z 'I P I r M M r N b r b O Q Q N m n h m V1 Vl N h N O O O O O O O N O b O O O Q N N N Q T p b Q e< h P t1 O h O T T T Q 0 0 0 N N 0 0 0 0 0 0 0 h h VI h VI V1 h h V1 N P O O O O y P t` m T vl fIf t�f � Q N� T� 0 Q b ei1 O P O n h a N O P fQ+fvbi a 0 P Q Q n vryi O P N O Q Q O 0 0 N� 0 0� O�� O� Q�� N •- 0 0 T N O lV f00 O O m O O 0 O T O b O O O T O V O T O O 0 O 0 m O b � N O O �O T m h t` m b h N O\ O N m r m O N h Q O O T m 1 h 10 N N P m^ v' .• yTj P h P N P try P h O O P m� Y `O r Q..h. PO to r� •- m� P fn" T ,OQ^ m� m 0 0 � Q� fn r� P T N Q b O N O CI O Q O O b O r O m� O O N O f+1 O y O •� O N O F�1 O T O h� O O N- O O N O f1 O � N m T - N N N N N N Nl t�l m f�l Q Q Q Q Q V1 N b b b 0 0 0 0 I Ilp _' J 'J 'I. 'J � � J j M J T E N 1 1 1 M C �c G y a E" =' ooc0,n00,n �000000000000v�000 L � ,-. �n v�v'co-Q'^Mnnx,n ,n-.cMMoo,noc,nc �� L^ O x N M Q P C O N N n n C Q 00 x Z a dt C O 00 O C� Z L - � ,%,0,n o,n ,n000,n0000,n0000,,.,c00000 U F O C O O O O O O O O O O O O O O O O O O O O C C O O 'J C � J V M T J U F O O ^ O O O O VI ✓1 V1 y A •C C n- � O N O M O Q O h O �O O n O x- O O N O M O Q� 0 0 N 0 M 0 Q�� 0 0 0 N� 0 0 N 0 M- 0 ✓1 N V.` M V1 Q ✓1 �p � •• -- N N N N N N M M M M Q Q Q Q Q v, v1 J' O �C C O O O G` 1 Ilp 1 '7 'J :J IY � y > W 7 u � W 3 m n 9 U � O - vi a. v> 0 WO c 0 Q W Q � v Q' J oa 2 O F- p b j U = ^ Z L M — nl M N Y Q C c T Ci Z L Q F ^ _r b C oo r v M F U o— r. V— '� — T •S _ � N vi -- r 0— O O V C N� T o0 00 vl — T R M O o0 N r C MIt M — U "O U T— R M — O— M 0 0 0 O O O O O O O O O O O O O O O O V1 ✓1 V1 ✓1 N C O O O C C C C C O O C O O O O C C C C O O O I19 ' cD C J f � :J C O J 7 J ^J — j � T 1 � z 1 - u L c C � L ^ R ID— G. U T Q F" coocov�oo�n �000 cococ0000�noo o j c pp O D r vi r op o0 � N v - 00 - - v- - z - 0 0 o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 o c o 0 0 0 0 0 Q F z ^➢ O �,. M 00 M� N N O M� N N V N M N N O M O N ^O � ^.� 0 0� Y N M V1 H N N— U L o r o r r r r ao 00 0o a` 00 a` m m r c� .o M r c x M M r o0 p p O O O O o C O O O O C J J G V1 v1 h v1 vl v1 vl H vl vl vl vl vl v � vt N � v) v1 N v1 N vt N vl N v1 N vt N vl N— vt -- C ^ L � O Q Q � N vryi n M O r h� N 0�� M� O— N� V� Q• �_ R M vryi C T N m 7— C I u 1 n n Z f� w Lu ❑ W U w 0 F 0: y a ai ❑ w= Q F Z W Q a. J ❑ a 20 w F 0 Q F Q. y _ CO M r x r P Q T Z = 5 J In o P o P x .p '=v'. N N N P O �O ND M— N M N r r— In In M r �O - x — .D �O — N o0 InC- M - — — — T M N r V1 V M O N M M _ a r o, o0 00 00 00 .� c vi c o v v r c Y = r 'J vi x x vt Q M Q x Q x N r--- M O M Q x v1 P— 00 — Q O— 00 h Q x M— N-- x N— U M F U W C i.i U y P x x Q h r— In O O M r r v1 P— N O O P— M O— N Un P Q C — N M M "�^j n O C O O O O C O O O O O O O O O O C C O C �/1 '!.' ✓' ✓: -- N N N TF . '❑ N C C C 0 0 0 0 C C C C C C O C^ `" M M Q Q Q Q Q v1 v1 O O O O J 1p 11 1 1 1 1 i 1 fl i 1 1 1 19 APPENDIX C STORM DRAIN SYSTEM ?x 1: F.. .li fi L Z f p K:. STORM DRAIN SYSTEM`'"A" x s t ,c 'R 4 r y4 Y' Rom' x � a _ No Text 0 U u O CD GC Q i E u�i n N N N J ^ 0 O rn N E J co N CL v v 7 ' N r O n n v N N N O O y > �i^,. > v < V O w ' O CO O E C th O > > m d CL d v v ' =) w a N , �o m U 0p ao m ' U N f7 M O c O O p t o 0 m ° C Q% ' CL t t N N O N to U O a� O O O O �U� O U E O ME, C N O N N J N rn n n ' N O O U U ' E E N d(D 0 7.0 ;Z Q ° Q O ' @d d0 a Z cm Q Q a N ' a d d oho ° N Cl W > m p a mQ cv c E m W N a ID N n N1 O N m co 0 n 0 0 F U U D 0 LL x°aa 4 cmo 3 `° F CO O Yj O oho a c o N 0 rn M coto� = mm0) Ov S n O) t0 N N (h CD n C to N N 0) 0) 0) x 0 O O c o (O U) 0) 0) 0) Emr vov d w r- O O 0 - f c C O O N V O C7 w � n Q m Z om t0 y U U p a) O O Z C O O p (n V) U) d m ^ d E ^ a w>�a spa d Q d U c E c 0 w N d O a` T I� 0 0 0 N n U c re Nolte Associates, Inc. Project #: FC0088 Project Name: Waterfield P.U.D., Second Filing ' Calculated By: J.S. Binfield Date: 2/ 17/00 Riprap Design (for circular outfall conduits) ' Calculations per Urban Drainage and Flood Control District Design of Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets (For Circular Pipe) 1 1 1 1 1 1 1 1 1 1 1 1 Location: Storm Drain System A (Pond # 1) Outfall Pipe Diameter, in: 21 QI00.cfs. 18.71 Tailwater depth, ft: 0..5 Slope, ft/ft: 0.0351 Manning's n : 0.013 Velocity, ft/s: 13.05 Depth of flow, ft: 1.01 Froude Number: 2.29 supercritical Where, F = V/(gY)0.5 F>I, supercritical flow F<l, subcritical flow Step l: Determine if method is applicable (i.e., low tailwater) y, < D/3 Where, y, = 0..5 D/3 = 0.58 Step 2: Calculate the capacity of the pipe flowing full using Mannino s Equation Qfuu = 1.486/n Aeuu Rrm2/3i So 1/2 Qa,u, cfs = 29.77 Step 3: Use Figure 2 to calculate &D for a circular pipe Q/Qfu11 = 0.63 Therefore, d/D = 0.64 Step 4: Calculate Q/D25, use in Figure 3 to calculate WD for a circular pipe Q/D25= 4.62 Use in Figure 3 to find &D Therefore, d/D = 0.16 Step 5: Use smaller &D to calculate depth, d, at the outlet and then in Figure 2 to find the ratio for A/Af 11 d,ft= 1.12 Therefore, A/Afii11= 0.69 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 Step 6: Using the A/Ar ii ratio, calculate flow area and velocity at the end of the pipe A, ft2 = 1.66 V. ft/s = 11.28 Step 7: Calculate the riprap sizing design parameter, Pd, and use it in Figure 4 to find the appropriate riprap size Pd = (V2 + gd)1/2 Therefore, Pd = 12.78 Use Type M Riprap D50 = 12 inches Step 8. Calculate the minimum thickness of the riprap layer for D50 = 12 inches T = 1.75 D50 Therefore, T, in = 21.00 Use T = 21 inches Step 9: Find the length of the basin (Use the greater of the following two values) L = (D112)V/2 Therefore, L, ft = 7.46 L = 4D Therefore, L, ft = 7 Use L = 8 feet Step t 0: Find the width of the riprap basin W = 4D Therefore, L, ft = 7 Use W = 7 feet No Text ................. ............. - -t HIBIT A 00Lnc0� — — — io = l II II n u W = LU 0- O F I—OJ�iO Oil f m to �• W CC L Q w f"— 00 + w + _�� mod J + =�N Z 69801 s. Z Z Q L N ' N� 00: 0- i U� FUTU U� W Of a 4- oNo o�o N00(h con nYLLJ COMMERCI L SITE � UJ 0 W 00 TRACT D o Z O -t N - _z mo in m~+� I QOO - N +n =C7 +00 N~ m N V% WQ II UQj �F�O o0Q o[ O LL a O0� (nd(nY wQ II d'I- II xxH II �xw Q d(nY W W(nY WdY W x w Q w C (L W a FN�0000 d - ' t d II II II II �y 4 3 a W p ' } = okl a HOJ�iw '2C _u ' a 100 N89'44 28 E z u x X D� 331.80 L.F. 53" X 83" HERCP. W a cn cn �' z z z 2 a a a �$ U mUO 'W �w0 I w O ice z � U)cif II y 0of II ao xw WwY xw W� Y ; WdY SHEET NUMB I 11 11 0�(D000 m=� m U 0 0 O V O O n n N N N E 0 U) N ch m O N J N N Ui E N 0 0 0 v) `n° v) E rtOi o) uQi Z n a to Ln N = 10 01 C� 0� O) 0 CL P P R Q 7 Q O o E N t, o 0 y r g v c v v v v N N O) D) 0) O) O) (0 N � C>> vS Q Q Q Q P P CD O W 0 OD O O O E C W N N O N N n O ate) =' F v vo) v v v v > j O) O> O) W O) O) CL C N V 7 7 P Q P � w ap P n N N m T 00 N 00 (P n N U W O n LL� LLD m� G U n m 0 m y Cl) Cl) C') m M m c 0 0 0 0 0 0 L rn o 0 0 0 0 0 0 0 a L L L L L p U C C C C C N_ L a) U) N C co N 0000 . 0000 x '- x x x x Q 7 M m n 0 O N N O N 0 U y v O f0 ONo O N O) 0 N N N ` � 0 00 0 0 0 0 0 0 0 Zl.. 0 O U 0 0 0 0 0 0 L O O Lq O O O co co c v N N N 0) M m0 0 P O O V N y O O P O Q Q u o n n O E d o m m m O _ czo 0 co UU) UU) � 2 0 x x x o a a wwwU)U)m M m 0 m m _ m m CLZ m U) co h U) U x x x x x 0 wwwww(n CD o is: I? op. N a- CLcCdan. W N N N n M 0 N co O n 0 F U E m i m a vw� rn� 3 � c m 0 o 0 0 yo�n o a` C o I 1 1 1 1 u p p P N �n r rn o M O^ Co rn rn rn rn rn rn rn 2 ... OI th ip th O N O O O O) OI O) 0) d) O) O) 2 o n o 0 0 o r o N cp in co P r t0 P ip ip P f7 N C U') Ip i LLp Ip 9 Ip p O) O) C) T W W Q7 j,r P P P P P P P N W o r o 0 0 o rn O N tD aD P N 0 P ip N P to N C.O O T W W W j-,� P P P P P P P p w O O O O O O Q O O P O P P Z a o o P o v P u L U U N N t") N j m m m 0 Z m m== S m 0 0 0= m 0 <n m m w m O X X X X X 0 0 W W W w w (n to N N n u w °a N m N 3 c A F m o Ti0o 4) O N .o U c o 1 1 1 1 1 Nolte Associates, Inc. Riprap Design (for circular outfall conduits) Project '�: FC0088 Project Name: Waterfield P.U.D.. Second Filing Calculated By: J.S. Binfield Date: 2/28/00 Calculations per Urban Drainage and Flood Control District Section 5.6.2 Required Rock Size and Section 5.6.3 Extent of Protection ' Location: Storm Drain Systems B (Pond 42) Outfall Pipe Diameter', in: 66 Velocity, tVs: 7.03 Qma cfs, 174.4 Depth of flow. ft: 4.42 Tailwater depth, fl: 4 42, Froude Number: 0.59 subcritical ' Where. F = V/(gY)o' ' - 66" RCP EQUIVALENT TO 53"X83" HERCP F> I. supercritical Flow F<I, subcritical Flow Required Rock Sire: ' a. Q/D"= 2.46 Q/D''= 1352 b. Y,/D= 0.80 C. (d5o/D)(YM)i2/(Q/D2s)=0.072 ' From Figure 5-7. Use Type VL Riprap d5o = 5 inches ' if the floe• in the culrerr is supercritical. substitute D, for D. Where: D. _ '/_(D + Y„) Therefore: D.= n/a fl a'. Q/Dss= n/a QfD1.5= n/a b'. Y,/D,= n/a ' c'. (dSdD.)(Y,/DJi.2/(Q/D.") = 0.041 From Figure 5-7. Use N/A ' d5o = N/A inches Lrtem ofYrviection: L = (1/(2tan0))(A,1Y, - W) Where: 1/(2tan9) = 6.75 , per Figure 5-9 A,. Q/V Where, V = acceptable velocity, 5.5 fps A,. 31.71 ft2 Therefore: Calculated L= I I ft Check Results: L>3D 'L<IOD • When Q/D3.5 <6 :Harinunu Depth: D=2d, Riprap {Vid1b: W=3D Minimum L = 16.5 ft Maximum L = 55 ft Use L = 17 feet Use D = 12 inches Use W = 17 feet D Y N N U N ri O12 > E r� M � o 0 O E co ' J CL v LO C O O W ' N N W O W 0 ' E � O m c o of > V C � W T _ N U H r O. U m Z U (D O O p r o O 4% SS C O N L ' co D N Cl) O N ' 2 cx o� o o v� o O U O ClS O N J OI M ' t0 y N U U N N y � _ ;z x O 0 ' 0 N �a yo aZ O d a a N ' a r� u E N L D Dq U E 12a rnU) c v m 00 0 00 0 0 0 w U N �! N C 0 y F T p O _ CN w>m Boa wa c U �E c `o W V) U N O a` n c'1 0 N _ a y 0 O n N O r 00 � U `o M r LO 2 a3 as 0 a K N <h t0 (")LO O N Z O C c Y C 2 m n C] p U C O0 Oj CD L E mZ� v o > - U v N ? n _ N O C 0 a O 5 V Q O > v �w E O y cl�Q N Z t N N t� U U D 0 E of �a cm c � � m N O 0 Z 2 o O 2 O O W F N c 0 Nolte Associates, Inc. Project #: FC0088 Project Name: Waterfield P.U.D., Second Filing ' Calculated By: J.S. Binfield Date: 2/28/00 Riprap Design (for circular outfall conduits) ' Calculations per Urban Drainage and Flood Control District Design of Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets (For Circular Pipe) 1 1 1 1 1 Location: Storm Drain System H (Pond #2) Outfall Pipe Diameter, in: 18 Qioo, cfs: 12.3 Tailwater depth, ft: 0.2 Slope, ft/ft: 0.004 Mannino s n: 0.013 Velocity, ft/s: 7.44 Depth of flow, ft: 1.33 Froude Number: 1.14 supercritical Where, F = V/(gY)0 5 F>I, supercritical flow F<l, subcritical flow Step /: Determine if method is applicable (i.e., low tailwater) y, < D/3 Yes Where, Yt = 0.2 D/3 = 0.50 Step 2: Calculate the capacity of the pipe flowing full using Manning's Equation Qmu = 1.486/n Af,ii Rtv112/3 Soul Qtuq cfs = 6.66 Step 3: Use Figure 2 to calculate &D for a circular pipe Q/Qr tl = 1.85 Therefore, &D = 0.34 Step 4. Calculate Q/D2.5, use in Figure 3 to calculate &D for a circular pipe QID2.5= 4.46 Use in Figure 3 to find d/D Therefore, d/D = 0.75 Step 5: Use smaller &D to calculate depth, d, at the outlet and then in Figure 2 to find the ratio for A/Ar,ii d, ft = 0.51 Therefore, A/A fii11= 0.3 Step 6: Using the A/AO,11 ratio, calculate flow area and velocity at the end of the pipe A, ft2 = 0.53 ' V, ft/s = 23.21 Step 1: Calculate the riprap sizing design parameter, Pd, and use it in Figure 4 to find ' the appropriate riprap size Pd = (V2 + gd)I/2 ' Therefore, Pd = 23.56 Use Type HG Riprap D50 = 18 inches ' Step 8. Calculate the minimum thickness of the riprap layer for D50 = 18 inches T = 1.75 D56 Therefore, T, in = 31.50 Use T = 36 inches Step 9: Find the length of the basin (Use the greater of the following two values) ' L = (D"2)V/2 Therefore, L, ft = 14.22 ' L = 4D Therefore, ' Use L = 15 feet Step 10: Find the width of the riprap basin W = 4D Therefore, ' Use W = 6 feet 3 +G' rc �y lsl` x� 5 " y 1, e xT a Uj STORM DRAIN SYSTEMS C F & G , 9 �, ,wx ry M1 F �� i AMERICAN GREEN C300 EROSION CONTROL/TURF REINFORCEMENT MATTING STA 10+57.31 CONCRETE CUT—OFF WALL. SEE SHEET 31 FOR DETAIL. SID M H—Cl STA. 10+63.18 Ln SDO—Cl 4'-0" DIA. m STA. 10+00.00 K = 0.5 END F.E.S. TYPE HG RIPRAP SDI—G1 D50 18 in STA 1+00.00 L 18 ft DEETER FOUNDRY W = 8 ft 2047—L COMBINATION D. 36 in CURB INLET GRATE & FRAME. 2 REQUIRED. SEE DETAIL SHT. 31 K=1.25 57.1 L.F. 410.85 L.F. 24" C ......... ... .......... ...................... . ........... . . ................ .. pm: ....... ................ S89' ................ �n A q r, n *A'r) 1 \A/ 0 CD 0 co 0 co 0 ,I I I F 0 r 31 SDO—C2 STA. 17+28.63 POND #1 OUTLET (TYPE C AREA INLET) SEE DETAIL SHT. 31 K = 1.25 STA 12+60.70 STA 14+65.28 STA 16+74.90 CONCRETE CUT—OFF WALL. SEE SHEET 31 FOR DETAIL. SDMH—C2 STA. 14+74.03 4-0" DIA. p: K = 0.6 SDI—F1 STA 1+00.00 DEETER FOUNDRY/ �-_2047—L COMBINAT CURB INLET RA 2 , T G jj FRAME. REQU SEE DETAIL SWI.' K=1.25 NOT TO SCALE I AMERICAN GREEN 6300 EROSION CONTROL/TURF REINFORCEMENT MATTING > (1 6 Lu 06 ILL u Lu :D :EV) L Lu V) Z NQ cu 0 d 0 LL a Lu CL Lu cy CL o -3 z z su Z 0 . NUMBER 3 108 NUMaE FC0088 0 N O f6 U N O V m 0) V O >v n r) M n E a m o o m m 0 O O 0 E N M C) r m m V )O )O m O OI O) D1 CL vvvvV E o (P of v n (o co co n N d (31 O1 OV) Ca C c > 7 V V O W p U) N )O 0) c m u1 m v a o of of n ao N d C > W V) a_T v v v V V � W o o r) n D m� au co tw M M M M CDc — 0 0 0 0 L o 00 0 0 rn 0 0 Cc d L L L L L m� ccccc '- N N N N D v N n n y N M )O O m m )0 a )0 a 2 n,r c rn o 0 0 O U m M N n O_ 7 V M O LO d V N J N O O O O O cm N N V. N O U U O E °—) m 5 d O _ c 0 U U U U U 00 2 O i i p p O O p fn N !Q fn fA E O d c 01 D a CL U U N 0 ti (9 = 2 U 0 0 00 p p 4) O. 0 n ) N °' aa(LcLi m0 E N O f0 f0 v) n M 0 N U) D OD O n 0 F U U c u 1 1 1 1 1 1 1 1 u O N m m j i0 N 7 i0 V N O W O) W W (7W 1. 2 v ^ v u� o m CO N N O m c 4n n a cn rn rn rn (3n rn rn rn 2 O O O m l0 m C h M O O O O O NU) N N O W m 10 m O m N N m 0 N O � � � C 0 G � � a o o v a v o>� UW N N 7 a 0 N It ITODv 0 o N � N o U 0 d) a c a O a o Z N U U N LL (? 20 O O U) 0 0 0 0 fn q1 N (n fn (n 0 CD n M 0 N If E W O C D 9 E vo 2 a „1 g 0 �co0 o s0c O N a. co 1 LI 1 t O 4) d ' a 'a I t N T O O O)!,.. O O a0 a U N O O O N N M co com t0 E n N N n t0 CD OD c0 t0 a0 yC7r cyiv v v v v v v v v v 0 O cO E u�i CO CO M N J 0) 07 00 O O v v v v v cl rn rn C rn rn v v v v v E ( Cl) a U0 m c n co � to n d c o v v v v v N> O1 O T O Qf y 7^,. c�� vvvvv W O U) N ,O O CO) c ,0 ao v v 0 >> rn rn rn rn rn tL a.0 _y 0) v v v v v � W O 0 (M n T w W N m f0 U 0 N n f0 v C O. U U 0 Cl) M Cl) M m O C O O O O O � O O O O O 0 O O d L L t L L 222 eCOV< N N N N a N N h O (0 co v�v ar v 0)0 0 0 O lZ O O O O O ° U 0 0 0 to 0 N V G0 <0 VMLn-to J v N 0 O O V. v v w O O <0 t0 <O L U U E O N 0 N o U U U U Z ; = S U 2 S o 0 Z> 2 O 2 2 E O m m c o O` p N a az U U N 7 li 6 = = U 0 U 0 U) 0 d a O n f7 N a drLdad vm� a , W > m oa mQ � U c E m C O .. N U N a` m 11 N n M o rCb v � Q 7 U 0 O �_ ^ U D W jiCys+ .a0. A � I� O 0 m �S/, V H s z a_ 0 O 0 a ° S 4 ci r, _ L � Q Q Q 1 N a c a •� } _V, 1� H c y E �0.2 m mm m 3 c N m _ o F m o 0 o 0 � 0 N 0 �, a c 0 , 0 m , N M m m 00 co co m v v v e v o V m m m m 0)� v ^ r a o o v c Uv 2 N N f'7 cp t0 m N c0 — N Oi Oi CD CO CO O) C R R 7 R v R m m m m m m C C C 7 V R S N N 0 0 0 7 O O OO t0 (D c to Lo O to N N N m m m m m m cg v v v v v v N W O, to (D CO O (D N N (D (O N O T ci Ni C D O ',j C GONE -- a v o a IT It O> w 0 0 v v a v ooco oz21 o � N U O a d Jc O O a ° Z N U U.� N LL _ = U U i O O T o E0 0 W > m d)oa m Q DU c E 01 c 0 W N U N O a` O D D E 3 0 42 m a d rno @ R N 3 c N t`6 � � O CO O a) w N ILc a Nolte Associates, Inc. Project #: FC0088 Project Name: Waterfield P.U.D., Second Filing ' Calculated By: J.S. Binfield Date: 2/15/00 Riprap Design (for circular outfall conduits) ' Calculations per Urban Drainage and Flood Control District Design of Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets (For Circular Pipe) Location: Storm Drain System C (Pond #2) ' Outfall Pipe Diameter, in: 24 Velocity, ft/s: 9.22 Q100, cfs: 28.4 Depth of flow, ft: 1.84 Tailwater depth, ft: 0.5 Froude Number: 1.20 supercritical ' Slope, ft/ft: 0.0025 Where, F = V/(gY)o.s Manning's n: 0.013 F>l, supercritical flow F<l, subcritical flow Step 1: Determine if method is applicable (i.e., low tailwater) y, < D/3 Yes Where, Yt = 0.5 ' D/3 = 0.67 Step 2: Calculate the capacity of the pipe flowing full using Manning's. Equation F 1.486/n A R M S 1/2Qrwi = un r u u o Qtuq cfs = 11.34 Step 3: Use Figure 2 to calculate &D for a circular pipe Q/Qa,ii = 2.50 Therefore, &D = 0.4 Step 4: Calculate Q/D2.5, use in Figure 3 to calculate &D for a circular pipe Q/D2.s = 5.02 Use in Figure 3 to find &D Therefore, d/D = 0.82 Step 5: Use smaller &D to calculate depth, d, at the outlet and then in Figure 2 to find the ratio for A/Atuii d, ft = 0.8 Therefore, A/As,li = 0.36 1 Step 6: Using the A/AO,li ratio, calculate flow area and velocity at the end of the pipe A, ft" = 1.13 ' V, ft/s = 25.12 Step 7: Calculate the riprap sizing design parameter, Pd, and use it in Figure 4 to find tthe appropriate riprap size z irz ' Therefore, Pd = 25.63 Use Type HG Riprap D50 = 18 inches tStep 8: Calculate the minimum thickness of the riprap layer for D50 = 12 inches T = 1.75 D50 Therefore, ' T, in = 31.50 Use T = 36 inches Step 9: Find the length of the basin (Use the greater of the following two values) ' L = (D"')V/2 Therefore, L, ft = 17.77 ' L = 4D Therefore, L, ft = 8 ' Use L =18 feet Step 10: Find the width of the riprap basin W = 4D Therefore, L, ft = 8 ' Use W = 8 feet STORM DRAIN SYSTEMS`%D" &"E" Eli d'i 7 92 40 22p0 s.. ' 9jrgR/ CF��2 TfZACT G v N(; C�q 7730 s.f. 12 r R SO F Cp ®0 5959 s.f. ' WQO—D2 68 STD. 12" FE§ 1 6378 s.f. INV OUT = �'',\ 1 ' 4950.0� 11 WQO—D1 6600 s.f. ' MOD. TYPE \ 69 'C' BOX. INV `� OUT = 4950.48 6080 s.f. ' SEE DETAIL, SHEET 32 \; 10 AMERICAN GREET \, 6600 s.f. P300 EROSION CONTROL/TIJtkF 70 w REINFORCEMENT 6053 s.f. MATTING 9 x EARTHEN SPfLLWAY "' 6600 s.f. L = 133.3 FT Q,00= 125.2 CFS�/ Yloo= 0.5 FT 71 6368 s.f. SDI—D1 6529 s.f. L -4/ 10' TYPEA R STA 2+591.60 .� K =� 1.25 \, 72 \j/ PROPOS, D 'CO S UCT D 7 6774 s.f. WETLANDS WA R �, QWITY CA®TU PON 6s72 s.f. POND #1 VOLUME REQ. .53 — T VOLUME •OV. = 1.28 C T ■ TYPE VL RIPR P D50 — in 3208 %Z L /15 ft 'o \y W — 15 ft D 12 in SD —D1 'o ,1,S A 1+00.0 7334 s.f. 73 U D OF FE 6873 s.f. NV = 4949 0 �/ 153.52 LF 60 SS III RCP z �BEARING = EA 5 w NOT TO SCALE 7344 s.f. 74 sw F n 1 .45 LF 54" CLASS III RCP B RING = S86'46'36"E SD E1 20' TYPE R ST 5+00 K 1.25 22.3 LF 30" CLASS III RCP BEA NG = < 23'14"W STA. +95.18 EXSD H—D1 PER NORTHERN ENGI ERING FILING 1 PLANS K = .8 §pM D1 STA4LtO8.31 96" ANHOLE K = .0 11.0 F 18" CLASS III RCP BEA NG = S45048'54"E SDI 2 5' E R ST 5+25.14 K 1.25 W `pL 0 Z Q � N 00 � W � N 14—Z 4-0 V 0 a a W a 0 z o � z o _� 0 w ■ � N 4 4 5 P8 FC0088 y > N P O O) O N O W n O >v n n n o E P P P (n o m 0 0 0 P m (O (O (O O) O) O) O) a o v 0 N P O m O E n D N N J m. V. u] (O (D M (D M N 0� a) O) O) W O) mn=" v v P P P 7 E 0 (n (COD m m c N C o 0 0 v v y(U CDrn 0) 0) 0)c C> ... V 7 P P P 0 w 0 M (o CO M E c n rn N C O N '- O O) > N O) 0)m 0 0) a5 a_>) P P P c P W P (0 P O T co n n N t0 U ITP t6 O. U (D CO U N M M M M M O c 0 00 00 0 0 L o o c rn of c O y U N L L L L L U U U U U y (D C C C c c w (D (o P O M M (O (D D O 0) P M W y O n P N Cl) co O N N O O O O O O O �N 0 0 0 0 0 O U O)^ N ' M M J d) O O O O O O) (O O) O) M N O toMD L 4 U c ') ( O N U (D w o O D D v pZ 0 0 0 0 0 U) U) (n N E N a O �Z 0 W W oco D O x O O U)(N W N (n a a (O N M adrLda E w m D U c u r� u C 0 O C N co 0 N N N N w O j N N N N N N O O) W W Q1 m 0) ^ J� C av R V R iv N N 0 0 7 0 vi O c0 c0 N vi C N N N N N N — O O Q1 W W (51 F9 x v v o v a v S N 00 1� O O O O) N cD 0 c O N N (O O O N N N N N N Q1 O) O) O 0)0) v a v v v v >� d w c0 i� O O N N O aD O nro�o 60 c N N N N N C O O) O) 0) O) Q1 0 ^ O A O v v a v v w 0 0 0 0 0 a O) N O N c) M N O) Z OI cO c0 c0 N M O CO N o U d a O O Z _ = N Q S o W W 2 O X O 0 o O W 0 (N V) U) In E�° W > m Boa mQ oU c E 01 c o W N U d O a` U c u a c Qd m m c� 3 u")) m D O f 0 O O N O U N O w a c o Nolte Associates, Inc. Riprap Design (for circular outfall conduits) Project FC0088 Project Name: Waterfield P.U.D., Second Filing Calculated By I.S. Binfield ' Date: 2/22/00 Calculations per Urban Drainage and Flood Control District Section i.6.2 Required Rock Size and Section 5.6.3 Extent of Protection Location: Storm Drain Systems D & E (Pond I) Outfall Pipe Diameter, in: 60 Velocity, ft/s: 7.79 Qi,_ cfs. 125.2 Depth of Flow, ft: 4.04 ' Tailwater depth, ft: 3 Froude Number: 0.68 subcrhical Where. F = V/(gY)o.s F>l, supercritical flow F<L subctitical Flow ' Required Rock Sire: a. Q/D-s= 1.14 Q1D1.s= 11.20 b. Y,/D= 0.60 ' C. (d,WDXYM)'.2/(QA:)2.$)=0.023 From Figure 5-7, Use Type VL Riprap din = 6 inches 7f the floe• in the culvert is supercritical, substitute D, for D. Where: D, _ '/,(D + Y„) Therefore: D,= 9.04 ft a'. Q/D,25= 0.51 Q/D,I.s= 4.61 U. Y,/D,= 0.33 C.- (d3dD.XYM.)1.2/(Q/D; .) = 0.032 From Figure 5-7, Use N/A d, = N/A inches Even/ of proteelion: L = (1/(2tan0))(A^ - W) Where: 1/(2tan0) = 6.67, per Figure 5.9 A,. QN Where, V = acceptable velocity, 5.5 fps A,. 22.76 ftz Therefore: Calculated L= 17 ft Check Results: L>3D •L<IOD,,�} • When Q/D2's <6 d/arinn nt Depth: D = 2d, Riprop Widih: W=3D Minimum L = 15 It Maximum L = 50 ft Use L = 15 feet Use D = 12 inches Use W = 15 feet 1. }Y {kN fly •� f `� 4 4 6 � r f r ' STREET CAPACITY#`CALCULATION'S s � 1 r$.� ✓b fii } ` STORM DR/4INFIN'L=ET.DESI=G°N.:k f, > s �lx - ' r 3y.ri xs.iv e'r:7i 0 -Y�ti3i ) Y y: s k'< 3 � y S Nolte .Associates, Inc. Refer to Figure 1. (below) Given: Alanning's Formula for flow in shallow triangular channels: Q=0.56(Z/n)S1°y r Where: Q= Theoretical Gutter Capacity, cfs r- Depth of Flow at Face of Gutter, feet n= Roughness Coefficient. 0.016 (per Section 4.2.2.2) S= Channel Slope, feet/feet ' S,= Cross Slope of Pan, feet/feet S6= Cross Slope of Asphalt, feet/feet Z= Reciprocal of Cross Slope, feet/feet Solve for ' S,= 0.0833 Therefore, ' y = 0.50 S = varies s= 200 ' y = 0.33 Solve for: 0.56(Z%n)V " 135.33 Therefore, ' Q = 135.33•S„1 t 101 _ 101 203 203 204 '0 207 207 301 302 303 304 - 401 402 403 ' 404 403 ney Dr. - Right F.L. user Dr.- Right F.L. Teal Dr. - Left F.L. riser Dr.. Right F.L. real Dr. - Right F.L. in Drive - Right F.L. in Drive - Right F.L. svy Dr. - Right F.L. ovv Dr. - Left F.L. rvy Dr. - Right F.L. ovv Dr. - Left F.L. wy Dr. - Right F.L. nvv Dr -IdtF 1. �- b y a X Za J- X . Zby =Za(y-y,) Figure 1. Street Capacity Calculations (Minor Storm Event) Project: Waterfield P.U.D., Second Filing Calculated By: 1.S, Binfield 0.016 Sb= 0.02 Z. = I/S. = 12.00 ZJn = 750.30 Zs = US, = 50.00 Zb/n = 3125.00 - (water depth at curb face, feet) • 0,50' for minor storm event (longitudinal slope of sweet, feet/feet) J.bL I.OL%e 1 /.LL 1.29 2.70% 22.24 5.48 OA0% 1 8.56 5.11 i 1,08% 1 14.06 L36 0.79% 1 12.03 0.45 ' 0,50% V.au 0.72 0.50 0,80 0,80 0.80 0.90 0.80 0.75 0.75 0.75 0.75 0.75 13.78 O.K. 1&01 O.K. 4.28 11.25 O.K. 9,62 O.K. 11,20 O.K. 8.39 O.K. 8.39 O.K. 7.18 O.K. 7.18 O.K. 7.19 O.K. 7.18 O.K. 7.18 O.K. 7.18 O.K. 7.18 O.K. Z18 O.K. Channel Design Point Basin Street Street Developed Slope Reduction Factor Calculated Allowable Number Number m Nae Type Q"cfs Sq ft/ft Q, cfs per Fig. 4-2 Q, cfs tWaterlleld_mmnar_aaeet_capacitysh 8r8/00 3:07 PM Nolte Associates, Inc. Street Capacity Calculations (Major Storm Event) Project: Waterfield P.U.D., Second Filing Calculated By: 3.5. Binfield Given: Manning's Equation: ' Q=149/nR'Su'-A . Where: Q= Theoretical Guner Capacity. cis ' n= Roughness Coefficient, (per Section 4.2.3.2), use composite R= Hydraulic Radius. A/P S= Channel Slope, feet/feet A- Area, feet ' Solution: Hydraulic ' Cross -Section Area (A), ft- Perimeter (P), it 18' CL to FL 18.53 43.85 Radius (R). A/P 1.49/nR"A 0.42 621.91 15' CL to FL 14.64 37.85 0.39 46320 Design Point Basin Number Number- ' 203 203 204 - 205 Design Point Basin Number Number 101 101 - 101 203 02 204 204 _- 206 207 207 207 208 ' _301 301 301 302 301 - 303 301 304 401 401 401 40 401 403 aol 404 1 1 ' WatemeId major street capaatyxls 0.025 18' CL to FL - Residential Connector - Street Name Developed QIW, cfs Channel Slope S, R/fl SiR Calculated Q, cfs Reduction Factor per Fig. 4-2 Allowable Q, cis Dr. - Right F.L. 19.51 0.40% 0.0632 39.33 0.50 19.67 O.K. Dr. -Right F.L. 4.92 0.79% j 0.0889 55.28 0.80 44.22 I O.K. IS' CL to FL - Residential Local Street Name Developed Ciro, cfs Channel Slope S, R/fl SIR Calculated Q, cfs Reduction Factor per Fig. 4-2 Allowable Q. cfs . Dr. - Left F.L. I 13.70 ! 1.62% 0.1273 58.96 0.80 47.16 - O.K. Dr. - Right F.L. 5.01 2.70% 0.1643 76.11 1 0.72 54.80 O.K. I Dr. -Left F.L. 18.57 1.08% 0.1039 48.14 0.80 38.51 O.K. Dr. - Right F.L. 3.65 1.07% 0.1034 47.91 ! 0.80 38.33 O.K. hive - Right F.L.1 3.22 1 0.60% 0.0775 ; 35.88 0.80 28.70 O.K. hive -Right F.L.1 13.36 0.60% 0,0775 35.88 0.80 28.70 O.K. Dr. - Right F.L. 7.10 0.50% ! 0.0707 32.75 0.75 24.57 O.K. Dr. - Left F.L. 650 0,50% 0.0707 32.75 0.75 24.57 O.K. Dr. - Right F.L. 1.21 0.50% 0.0707 -1 32.75 0.75 i 24.57 O.K. Dr. - Left F.L. 8.26 0.50% 0.0707 32.75 6.75 1 24.57 O.K. Dr. - Right F.L. i 1.21 0.50% 0.0707 i 32.75 0.75 1 24.57 O.K. Dr. - Left F.L. ; 6.98 i 0.50% 0.0707 32.75 0.75 1 24.57 O.K. Dr. - Left F.L. '. 8.09 0.50% 0.07.07 I 32.75 0.75 i 24.57 O.K. Dr. -Right F.L. j 1.64 0.50% 0.0707 ! 32.75 i 0.75 24.57 O.K. 218/00 3:06 PM 4.5' SIDEWALK I 4.5' SIDEWALK h 57' R.O.W. 36'f-f PARKING TRAVEL LANE TRAVEL LANE PARKING LANE LANE 4.0% MAX. 4.0% MAX. 2.0% MIN. 2.0% MIN. DETACHED SIDEWALK VERTICAL CURB AND CUTTER PAVEMENT SECTION CONNECTOR LOCAL STREET MERGANSER DRIVE TYPICAL SECTION N.T.S. DETACHED SIDEWALK 51' R.O.W. 30'fL-EL 7 16' 7 PARKING TRAVEL LANE PARKING - LANE LANE q 4." MAX 4.0% MAX. 2.07. MIN. 2.0% MIN. DRIVE -OVER CURB AND GUTTER PA RESIDENTIAL LOCAL STREET ALL OTHERS - TYPICAL SECTION N.T.S SECTION 4.5' SIDEWALK 4.5' SIDEWALK � W � Nm co W 200 2 o O Z 0 W U LL V \ ti Z J (n o � �w � �U m � Z Q W O LW v o W U) f— pw Uu') WC7 w Z Lu 1 ac1-4g V) Cl V� g W QJ ° r-4 U Q o aU o w �o LL o QW � W a Nolte Associates, Inc. Storm Drain Inlet Design Project Name: Waterfield P.U.D., Filing 2 Calculated By: J.S. Binfield - ' - No carryover flow during the Minor Storm Event - Refer to Table 5-4, Inlet Capacity Reduction Factors (See Attached) ' - No curb overtopping during the Minor Storm Event Depth of water over the crown shall not exceed 6 inches during the Major Storm Event (Section 4.2.3, Table 2) Inlet(s) Location: Garganey Drive (Cul-De-Sac) Street Grade: 1.62% 2.70% ' Continuous or Sump: Sump Sump Storm Drain Inlet(s): Al Design Point 101 101 Basin Number 101 102 Minor - Q,. cfs 3.82 1.29 ' Total cfs 3.82 1.29 Combined Flows, cfs: 5.11 Major - Q100, cfs 13.07 5.01 Total cfs 13.07 5.01 ' Combined Flows, cfs: 18.70 Inlet Size, ft: 10 Inlet Capacity (2-yr.), cfs: 6.8 ' Inlet Capacity (100-yr.), cfs: 18.7 1 1 1 1 1 Nolte Associates, Inc. Storm Drain Inlet Design Project Name: Waterfield P.U.D., Filing Calculated By: J.S. Binfield 1 - No carryover flow during the Minor Storm Event - Refer to Table 5-4, Inlet Capacity Reduction Factors (See Attached) - No curb overtopping during the Minor Storm Event Depth of water over the crown shall not exceed 6 inches during the Major Storm Event (Section 4.2.3, Table 2) ' Inlet(s) Location: Mandarin Drive Street Grade: 0.60% 0.60% ' Continuous or Sump: Sump Sump Storm Drain Inlet(s): DI ' Design Point 207 207 Basin Number 207 208 Minor - Q,, cfs 0.88 3.69 ' Total cfs 0.88 3.69 Combined Flows, cfs: 4.42 Major - Q10(), cfs 3.22 13.36 Total cfs 3.22 13.36 Combined Flows, cfs: 15.94 1 Inlet Size, ft: 10 ' Inlet Capacity (2-yr.), cfs: 6.8 Inlet Capacity (100-yr.), cfs: 18.7 Nolte Associates, Inc. Storm Drain Inlet Design Project Name: Waterfield P.U.D., Filing 2 Calculated By: J.S. Binfield ' - No carryover flow during the Minor Storm Event - Refer to Table 5-4, Inlet Capacity Reduction Factors (See Attached) t - No curb overtopping during the Minor Storm Event Depth of water over the crown shall not exceed 6 inches during the Major Storm Event (Section 4.2.3, Table 2) ' Inlet(s) Location: Cape Teal Drive (Left F.L.) Street Grade: 0.40% 1.08% ' Continuous or Sump: Sump Sump Storm Drain Inlet(s): E1 ' Design Point 203 203 Basin Number 203 204 Minor - Q,, cfs 5.48 5.11 ' Total cfs 5.48 5.11 Combined Flows, cfs: 10.13 Major - Q,00, cfs 19.51 18.57 Total cfs 19.51 18.57 ' Combined Flows, cfs: 36.86 Inlet Size, ft: 20 Inlet Capacity (2-yr.), cfs: 14.4 ' Inlet Capacity (100-yr.), cfs: 39.6 1 1 1 1 Nolte Associates, Inc. Project Name: Waterfield P.U.D., Filing 2 Calculated By: J.S. Binfield Storm Drain Inlet Design tNo carryover flow during the Minor Storm Event Refer to Table 5-4, Inlet Capacity Reduction Factors (See Attached) ' No curb overtopping during the Minor Storm Event Depth of water over the crown shall not exceed 6 inches during the Major Storm Event (Section 4.2.3, Table 2) Inlet(s) Location: Cape Teal Drive (Right F.L.) Street Grade: 0.79% 1.08% Continuous or Sump: Sump Sump Storm Drain Inlet(s): E2 Design Point 204 204 Basin Number 205 206 Minor - Q,, cfs 1.36 0.99 Total cfs 1.36 0.99 Combined Flows, cfs: 2.32 Major - Q00, cfs Total. cfs Combined Flows, cfs: 4.92 3.65 4.92 3.65 8.52 Inlet Size, ft: 5 Inlet Capacity (2-yr.), cfs: 3.2 Inlet Capacity (100-yr.), cfs: 8.8 1 JAI bra, .,a qE' JOB NO. DESIGNED BY DATE CHECKED BY �(A nnP -L)eIVE o✓E?- CzG >v, iic' i., le ro ay.- a ow 40 ct" rjo J t,3PP r ). ' Jy, le E e: { k -flow 4 Q _la,oc-�s- ---.Q..99_ � __�..__ _._ -�o•g-cis ----- i J= Q.' ' t Q- 5 ' O , 9_' wAax 6_` _over c.ra(n __ ' Fcoag�F - wt4 T-52�LD'09 No 1.0 12 5 1 9 II 10 4 6 10 p 6 3 o 2 9 n(e- ° 4 ' 7 = 3 ;0 � 8 .� bf- a � OEM z 1.5 ' fir' � ,' - L �.�, i L .6 Qo 7 C 1e rc*°mP y z 1.0 ' Exam to Part a 1.z 5 0 .9z W ' 5.5 y 6 MZNok S't'Ok(h 0 8 W W 5 2 z O .7 U. .4 z z .4 H ' W z _ 4.5 z 0 .6 .3 _ W L ^ IL = L 0 O 5 1 4 .... .2 z z F- Z 3 z o W 3,5 wz w '.4 0. 0. J O O„ 1 W o c 0 .25 3 0 ' ~ 06 n 3 0 _ _ s .04 s .25 ' 25 a w 2 } .03 Q .. � 3 0 .2 IL CL 2 cai f- .15 01 c .15 L U- O 0 -- -- — Yo a 1.5 — -- s .10 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph ' MAY 1984 5-10 DESIGN CRITERIA Nolte Associates, Inc. Project Name: Waterfield P.U.D., Filing 2 Calculated By: J.S. Binfield Storm Drain Inlet Design - No carryover flow during the either storm events - maximum ponding depth will be the back of the sidewalk bordering the east side of Detention Pond #2 (0.94 ft.) Inlet(s) Location: Commercial Parking Lot Street Grade: 2.00% ' Continuous or Sump: Sump tStorm Drain Inlet(s): HI Design Point 405 Basin Number 405 ' Minor - Q, cfs 2.88 Total cfs 2.88 ' Combined Flows, cfs Major - Q100 cfs 12.28 Total, cfs 12.28 Combined Flows, cfs: Inlet Size, ft: 10 Inlet Capacity (2-yr.), cfs: 19.6 Inlet Capacity (100-yr.), cfs: 19.6 t liUa+e � t'i cC SUBJECT JOB NO. DESIGNED BY a-�6-oC) DATE CHECKED BY SN LET CALC'S - A PE ' 21 N S U AA u VEPT (f F G 7�1i� wl�� be us_e or- -f4c 11 L SIB -l�2 ih tte eooAVKecc.,aT i r-k, h _ iof . _ .. _ o ce it $ :);;r bore : 0'.-I Llvar, £ -PIAvor, V'o1,4 .. Now �r;' S.-a)-_ 02 L_- �E�Si Q _ . -.- --- Ora �e - -a3s .. Q.S - _fi1:6 cfirs_ _ 1 Q T-FA LL_cd u)L lu"T _ s_su ►�, : _ h �.e{ cow _�� =_ __-- -. _ Q.-J-. Ga __ cp /_C4 64) t.5�a� i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f-c0088- w6T1 J2r,,7S O gL': Ns 1.0 l2 TY?5 9 I I / FP v EIzT. C G 14 8 to - CoNIN`. pNRKloe TfO 6 �C►Jo R R 3 �� ~o _U- 2 9 04 i U. T 8 W 3 �z 1.5 W R .2 A a c 7 P oft b ti v Exomp\e z 6 Example_Parf o_ J 1.0 Z z 5.5 = z .6 o 5 z z _ _ W .4 4.5 z 0 .3 w U. _ 4 L O •2 !O- z (� 3.5 W W O W U. o .08 F 3 0 o .06 CD x c� 0 z W = .04 2.5 a .03 r 3 a .02 U. 0 2 a a _ F- � o. W .01 1 c L 4- 0 0 Yo a 1.5 .I 1- 1.2 1.0 .9 .8 .7 .6 .5 4 .25 .2 .15 .10 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-1 0 DESIGN 6RrTERIA 1 ' 1 Y VQ�e, 1 e�DC G 1 nC"-1 SUBJECT \! I /j0:;)= Fcoo _ 3.5. g��. lel`UFL/ 1�JOB NO. DESIGNED BY DATE-Oy CHECKED BY 1 �N��T CA�c`S oR CoMBTN��ONS oN N\(c�ccwy 1 -- _. I . I I ; I SUBJECTW o_r4 i W, �c�J`ncZg2 D .-r \ T.S. L:1�1i'c`t JOB NO. _-.__.. DESIGNED BY DATE CHECKED BY ' _ j�) L= i CA b, !S FQ JZ C 0 AAA .ry j _tj() J jM flA USCoV Y 1 ' Gr-jL+e A�� p�v;cQ` = �a�C'16giha�.- loo �Ow�b���ct iov� Qc�=. _ Cw/ `�$�/o Redr'�,�.c.+��t�_Fo.ct�,�) �(336)(3...6%+� '� 0.65_ IO.L .. c�5 . 1 ct5- Let. t+cT = ' ..30_c s, • �5-Q0.c<k- I w..—. e (6v Iq 5 C F�_3 0_ 3.�6)= 8$ od UJeJ��+etk:) 4A� lA-r wa�e�e��C, Dc-ou n a e SUBJECT JOB NO. DESIGNED BY DATE CHECKED BY LEI C lC_. Ya Z C(--) AAETv,' ,1 o ti ON l ��S Co� 43 -P` us LUI1I _(AJOrk -�- ..5E-�l 0�!•1 t.Vl;�l. Wor�_ t9S"._ �5'.I�v�-'t"t.�_.�� � GL'S�. y . 1 i 1 _i • 1 � 1 - - - - lip' I • � I I 1 Fcoo3LN � ' DRAINAGE CRITERIA MANUAL STORM INLETS dl Elev. = 4953.r4 Por,(IDept = 53.'-46- j�).n-=r).4i ao.9(�3,(, turea b!-e �^ 1^ „c Qioo_a4.�o SD2-G'� �v�b�cu�nrnle.�_4 ' 0.8 ' 0.7 •LL 0.6 w L 0.3 w > 0.4- O a 0.3 w 0 co ? 0.2 0 z 0 a 0.1 0.0 p I 2 3 4 FLOW INTO INLET PER So. FT. OF OPEN AREA (CFS/FT2) FIGURE 471. CAPACITY OF GRATED INLET IN SUMP ' a,/(oweQ 0.'�' cQep�L, 5p reac/ -1-o c rnw4 �UC Qa= 5•�� 10-15-68 Z) t/6cfer cQur/�, �t,/ear- _ �GI�S w,/I h)Of fo a / / S-f�; wi 00 � er -F (/✓�)) o,�nl� �qu, = s. _ / 46 a �^ f o G ttirb lvl e-t -1'or SDI- F I 3. a _ =� 53 1n a �l6' S. 64 - 3.2 tom SpZ-�1 ('` 3 •a = oo. s8 �'t' �, �o�'r, Dt✓S� 9n o� nkS I n r F-CQo5y�- LL -a-v-\SFJ DRAINAGE CRITERIA MANUAL ST04 INLETS I.0 12 .9 .8 7 .6 .5 W u- .4 z co z z .3 W o. 0 o .25 s c� w s 2 15 C \ 10 — Sh fj r,JE' 8 10l��ef s - 9 0L 4 - a: 3 - 8 w a. 7 �- ey z 6 - Example —._� J - Q y v c� .6 5 U Z z_ z .4 4.5 Z W o .3 .. 4 L w o 2 o z s ~ 3.5 w z w a O J .I - o 0 .08 3 t- ~o .06 s c� o w w 2.5 s s w .04 a .03 a .02 2 a. a U W, 1.2 X 5 4 3 w 2 U. 1.5 0 c� 1-0. �. z 9 O .7 .6 w 0 .5 a .4 Cr w F- 0 3 z Cr 25 W a 3 IL r- 2 0 a 6 5 a o r_ 0 1 y0 Q — -- Cr �- .10 FIGURE 3-I. NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau at Public Roads Nornograon. . 10-15-68 Denver Repionm Councii of iowrn ••r IN Foundry, Inc. P.O. Box 29708, Lincoln, Nebraska 68529 2047-L Curb Inlet Frame, Grate & Curb Heavy Duty 'FOr Ssb l 'S t71- £ G1 Total Wt. — 505# Open Area —168 Sq. In. 1. Abutting side flanges may be omitted to create multiple units. 2. Curb may also be furnished in 11/4' and 3" Radius. 3. When ordering specify: - flow left grate - flow right grate R1'/." _ 173/4 6' 1_1 f2,1� —6"--� 7I ADJ. 6to01 -4" 6'/2" �I 24' 31" 2048-L Curb Inlet Frame & Grate Heavy Duty Total Wt. — 495# Open Area —205 Sq. In. 173/4" - rV/2" I —1 207/3" 2055 Curb Inlet Frame, Grate, Filler Grate Heavy Duty Total Wt. — 500# Open Area — 338 Sq. In. 1. Grate can be replaced with curb after installation Curb to be used would be the same as 2045. EPA IM It Y Z2 EMERGENCY SWALES �R... Y e � t £ a ' Emergency Swale Section A -A -Gargany Dr. Worksheet for Trapezoidal Channel Project Description 1 P Project File untitled.fm2 Worksheet Waterfield2 ' Flow Element Trapezoidal Channel Method Manning's Formula ' Solve For Channel Depth Input Data ' Mannings Coefficient 0.030 Channel Slope 0.083300 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Bottom Width 8.00 It ' Discharge 16.00 cfs Results ' Depth 0.30 ft Flow Area 2.74 ft2 Wetted Perimeter 10.45 It Top Width 10.38 ft Critical Depth 0.4646 ft Critical Slope 0.018218 ft/ft Velocity 5.85 ft/s ' Velocity Head 0.53 ft Specific Energy 0.83 ft Froude Number 2.01 ' Flow is supercritical. 1 1 10/26/99 FlowMaster v5.07 ' 04:37:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Emergency Swale Section A -A - Gargany Cul-de-sac ' Cross Section for Trapezoidal Channel Project Description Project File untitled.fm2 Worksheet Waterfield2 ' Flow Element Trapezoidal Channel Method Manning's Formula ' Solve For Channel Depth Section Data ' Mannings Coefficient 0.030 Channel Slope 0.083300 fttft Depth 0.30 ft t Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V .Bottom Width 8.00 ft ' Discharge 16.00 cfs 1 10 10/26fag 04:37:47 PM 8.00 ft V H1 NITS FlowMaster v5.07 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Project Description Waterfield 2nd Filing Worksheet for Triangular Channel Project File n:\fc0088\drainage\flowmaster\garganey.fm2 Worksheet Emergency Swale Section B-B Mandarin Dr, ' Flow Element Triangular Channel Method Manning's Formula ' Solve For Channel Depth ' Input Data Mannings Coefficient 0.030 Channel Slope 0.025000 ft/ft Left Side Slope 8.000000 H : V ' Right Side Slope 8.000000 H : V Discharge 125.20 cfs ' Results Depth 1.54 ft t Flow Area 19.09 ft2 Wetted Perimeter 24.91 ft Top Width 24.72 ft Critical Depth 1.72 ft Critical Slope 0.01013923 ft/ft Velocity 6.56 ft/s Velocity Head 0.67 ft ' Specific Energy 2.21 ft Froude Number 1.32 ' Flow is supercritical. 7 W1 'b1i 05/23/00 Nolte and Associates, Inc. FlowMaster v5.07 ' 03:32:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I1P L Emergency Swale Section B-B Mandarin Dr. Cross Section for Triangular Channel Project Description Project File n:\fc0088\drainage\flowmaster\garganey.fm2 Worksheet Emergency Swale Section B-B Mandarin Dr. Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data ' Mannings Coefficient 0.030 Channel Slope 0.025000 ft/ft ' Depth Left Side Slope 1.54 8.000000 ft H: V Right Side Slope 8.000000 H : V Discharge 125.20 cfs L 1 .54 ft ' 1 V N ' H 1 NTS 1 05/23/00 Nolte and Associates, Inc. - FlowMaster v5.07 ' 03:33:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1668 Page 1 of 1 t 1 APPENDIX D DETENTION POND DESIGN No Text 1 1 1 1 a N c ? Y 3 0 � Q v II O II U 11 J it = C �1 C Z Y m 3 m` d 7 C O N V ry ` C E O '� O N U' N N N V O O to C M 1� ['1 .. u � w i ji U n II n= 0 II Q I� a II - o 5 O C 1 1 1 1 1 V V V L b O A A N N W c. CL G J O P V :c� c L C O If] P V Q e J n II u Z J 5 u C c n rn o vi o Y F N M 3 > ZO v T ei n V j s Z O O O O O = V ? CY d a.�oIt a a a FO u o 1! .e z z z 3 u c It Iy II v O � 3 v T T n • O 2 F O A N N L F- a u V o Y o N r 3 N C e O O [ 3 II II y [ rvV. C Cy U J � H ° a e � SUBJECT FZ.00c`�8 S $�rt`el� JOB NO. - DESIGNED 8Y DATE CHECKED BY ' CotiSrl�cti�TED wErLnQi3z wrER QuALzn, Pw TOfcU Wa o0.S/n 4 rP.aj F % i:LP r-, ; W- 3 (. 49 ac o. 59_ mac: 1 3,50 9 Q . -49 w-9 13 ,ol- w-Io 0". 9 To+ od A - oc= Nq =MPEk1it0(X5 A KEA -- - 8 � ,- - - - --- - . go __a..AA_'a.c fig 53 6Lc- __.. --- - --._ I Woke; �,e�61; ' SUBJECT F'co 083 J08 NO. DATE oo - DESIGNED BY CHECKED BY a "m ' C�n�� l �zu� �J ��✓�r�f,� uS. �t;r�� 1 ALT ._) �oNG DeS�gn- -Vol k-m—el, = JI�JQcy,Y- V - - - - - I w ,-huh; opev�i�q 07_� ctise -ow_S N AIVi 1 1 A I � conc -- - a I w_ ; 1 1 a-16-o0 1 Co NSTZUCTE o W E71, 4NQs Mg76R Q (AA LI--rY Powo I 1 0.50 1 0.45 1 0.40 � 0.35 1 L 0.30 L 0.25 Q � 0.20 U 1 3 0.15 1 0.10 0.05 1 0 00 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 , 1 Total Imperviousness Ratio (!= I wg1100) 1 Figure EDB-2. Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event 1 1 f' I Extended Detention Basin 40-hour Drain Time Constructed Wetland Basin 24-hour Drain Time WOCV=a -(o. s t l'-1.19i' +v. 78i) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain time a =1.0 Retention Pond 12-hour Drain Time Porous Pavement or Landscape Detention 6-hour Drain Time No Text DRAINAGE CRITERIA MANUAL (V. 3) W15-rLAAWS Qv MTEP- QUAL2-r1li PoN6 6.0 0z EXAMPLE. Dwo . 4.5 ft 4.0 WQCV - 21 acre-foot SOLUTION: Required Areaperoe Raw 1.75 in 2-0 Of 71 -00.60- 7 0.,40 ON77 E (b CD, 0.20 of 00� Cr 20 10 0.011 z lz I z I I I I 1 11 1 1 1 1 0.02 0.04 0.06 0.10 0.20 0.40 0—.60 1.0 2.0 4.0 6.0 Required Area per Row (in.z SOUMB: Douglas COur'lY Storm Dmbmge and. Technical Criteria, I gas. 603-3 FIGURES -a- WATER QUALITY OUTLET SIZING! DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTUREVOLUME: 9-1-1992 UDFCD r 1 1 1 I I 1 S� J�CT �_. _.. jr � JOB NO. -ID3.-Qo - DATE DESIGNED BY CHECKED BY Thu WETI-AWL T Q ��s Y �Nn l oo Yk : o.ZscaA24g: SPZLLW AY, Q1Qo Qr-oc�Q C sfetiQ ili�e �T = Q.._385_CL.(a Y- —H_.3/a Few..-... —;;z . cr e S4- -- -- - - ------ ---- Aq - o0 - - - <495�, oa�,e' - - 5_ So )_ i 133 3 1.00 -- -'— - - /- 'C 0,95 0.90 085 _i �---L---=-� 3.3 - ----- -_.. _;—_ - 0 0.2 0.4 0.6 0.8 1.0 _. H Figure 4-36 Form and resistance coefficient for a broad -crested weir for 0.1 < H/L < 0.8 (16) �cogFB toe NO, oo. DATE YZ DESIGNED BY CHECKED BY 1 ExTE N bE Q�5ri5mrz- hj P,)Aszt\) wA-i52 QwL17? PoN D 1 Foz s-rae >/t OtATFALL SYs7-5Nt �q - GAQcigPE? DJ?. 51.ov►-h i- Saz►h As-ec�,. _ 3. a9 c-c. _Ln,�p. H req--1,39 : �/o i;N.p_='�a.391a _ - - - --- 061 G�.Aek Poke Am�ca--_ :_Q, 3�F a/�-4� 10 1 --- -- IQP Q R8X £ IH i 40 : 1 - - - -- --- -- DRAINAGE CRITERIA MANUAL(V. 3) S EDB �9Je STORM SYTrDA '6 OurFALL 10.0, 1 . a-Ib-o� m 0.60 m 0:40 E z 3. m 0.20 U a m' C7 m 0.10 0.011 -1 y I z I 1 11 1 1 t I I 1 j 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0. 6.0 Required Area per Row (in.2) Source: Douglas County Storrs Drainege and TechncW Criteria, 1996. ED$'3 FIGURES -a: WATER QUALITY OUTLET SIZING! DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTUREVOLUME 9-1-1992 UDFCD D u-Tr-ALL 0.50 ' 0.45 ' 0.40 y 0.35 ' m t v 0.30 t 0.25 m � 0.20 O ' 3 0.15 0.10 0.05 ' 0 00 I Extended Detention Basin 40-hour Drain Time ntructed Wetland Basin F24_hsourDrain Time WOCV=a-(0.91i3-1.19i2+0.78i) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain time a = 1.0 ` - Retention Pond 12-hour Drain Time Porous Pavement or landscape Detention 6-hour Drain Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 tTotal Imperviousness Ratio (i=1wg1100) ' Figure ED13-2. Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event 1 1=Cc�o63- - - SBJY�TIe�ct� JOB O. - _ DESIGN ED BY DA CHECKED BY ExTE u L.E L bo-cwrl o,�j w 6-(-CJe Qctig L-IT Y LU D 1 _ 1 L00 Yg. i ZSSCHAZC-z eljzrHEu <.Z;Ps'LLWAy: _ -- - s(g Cr--es-tecQ- (A)) ev- . Q-rN �-4458•�rL — -- -�-� 5l, sow 5n LSp;11 Cr-est ._ -- -- — - -- - �p ag -c _ � r -- I L 11 F North American Green permanent erosion control/turf reinforcement mattings North American Green offers two different types of permanent erosion control/turf reinforcement mattings (TRMs) for immediate and long-term erosion protection, vegetation establishment, and permanent reinforcement in areas where flow conditions exceed the limits of natural vegetation. Our permanent mattings, consisting of either 100% synthetic components (P300 TRM) or a composite of synthetic and natural materials (C350 C-TRM), have been tested and proven to dramatically increase the permissible shear stress of many types of vegetation up to 8 Ibs/ftz. This level of erosion control anc� vegetation reinforcement, unsurpassed by any other TRM on the market today, is obtainable with the P300 and C350 without the expensive. impractical process of soil in -filling often required with these types of,products during installation. Imagine - a simple, inexpensive surface application of our P300 or C350 guaranteed to provide a safer. more aesthetically pleasing and environmentally friendly replacement for 24 inch rock on your slope. channel and shoreline protection projects! General use guidelines and design data for each product are provided on the following pages. However. for site specific, performance guaranteed recommendations, please refer to North American Green ECMDS" software. permanent m P300 100% Synthetic TRM The P300 TRM features a 100% UV stabilized polypropylene fiber matrix stitch bonded with UV stabilized thread between a heavyweight UV stabilized top netting and UV stabilized bottom netting. The P300 is designed to provide long lasting erosion protection, vegetation enhancement and permanent vegetation reinforcement in areas where the establishment of a good vegetative stand will take more than three to five years. Slope Design Data Cover Factors (c) S 20ft (6 m) 0.001 0.029 0.082 20 - 50 0.036 0.060 0.098 ' 2 50 ft (15.2 m) 1 0.070 1 0.090 I 0.110 1 L P300 Channel Design Data Roughness Coefficients < 0.50 ft 0.15 m 0,04g - p,p3q 0.50 - 2.00 ft 0.034 - 0.020 >_ 2.00 ft (0.60 m) 1 0.020 ROLL SPECIRCmow width 6.621ee (203m) Imp 108 feet (32.92m) area 80 Ylls- (66.39nr) weO %bsx10%(25.40kg) at NI wepfinoae ae:uu am m Maximum Ir Permissibte Shear Stress Phase 1 1JNVEG 3.00 Ibs/ft' (144 Pa) 2.00 Ibs/ft' (96 Pa) Phase 2 5.50 Ibs/ft' (264 Pa) 4.00 Ibs/ft' (192 Pa) Phase 3 'U.� 8.00 Ibs/ft' (384 Pa) 8.00 WSW (384 Pa) -Short dunnion 5 2 his peak flow —Long duration > 2 his peak flow I] P� �S L O O O O— ry ry N n, L T A C V� C M m_ VPl N O O L O R _ y w w n N m r P m > z cc w 6 Z w _ N Z O F w J P O w C P c C c P P Q Q e Q e Q e e F m $ N N 0 — C_ _ V ° E V � .I C L c S m a y a � J O F 3° u s Y tTj j j 2 j _ cc O O w p N w Q O V O O O? O y m - Q e `o 3 ly I� � V H O O � > ur T T � S p O c Z DRAINAGE CRITERIA MANUAL (V. 3) EXTENDED DETENTION BASINS Poljb a (PoNo 3or - -i 6 5 Design Procedure and Criteria The following steps outline the design procedure and criteria for an extended detention basin. 1. Basin Storage Volume Provide a storage volume equal to 120 percent of the WQCV based on a . 40-hour drain time, above the lowest outlet (i.e., perforation) in the basin. The additional 20 percent of storage volume provides for sediment accumulation and the resultant loss in storage volume. A. Determine the WQCV percent imperviousness. Account for the � effects of DCIA on Effective Imperviousness used to find WQVC. Using Figure ND-XX, determine the reduction in impervious area to use with WQCV calculations. . o `3 Find the required storage volume (watershed inches of runoff): Determine the Required WQCV (watershed inches of runoff) using Figure EDB-2, based on the extended detention basin 40-hour drain time. Ih Calculate the Design Volume in acre-feet as follows: Design Volume = (W 12 V I * Area * 1.2 J In which: \r . CSC , 7 � Area = The watershed area tributary to the extended pv detention pond 1.2 factor = Multiplier of 1.2 to account for the additional 20% of required storage for sediment accumulation 2. Outlet Works The Outlet Works for an extended detention basin are to be designed to release the WQCV over a 40-hour period, with no more than 50 percent of the WQCV being released in 12 hours. Refer to the typical details section for schematics pertaining to structure geometry; grates, trash racks, and screens; outlet type: orifice plate or perforated riser pipe; perforation data (perforated riser pipe); cutoff collar size and location; and all other necessary components. If a perforated riser pipe is desired, use Figure EDB-3 to calculate the iequired area per row based on WQCV. See the corresponding table in the typical details section to determine the appropriate perforation geometry. 3. Trash Rack Provide a trash rack of sufficient size to prevent clogging of the primary water quality outlet that also does not interfere with the hydraulic capacity of the outlet. See Figure EDB-4 for details. 4. Basin Shape Shape the pond with a gradual expansion from the inlet and a gradual contraction toward the -outlet, thereby limiting short circuiting. The basin length to width ratio between the inlet and the outlet should be no less than 2:1, with a ratio of 3:1 being preferred. It may be necessary to modify the inlet and outlet points through the use of pipes, swales or channels to accomplish this. S-27 X-X-98 Urban Drainage and Fired Ccrrol Cistrict DEN/HYDA/WGFG.?l:?d - :C 1�j pow 1 ■ 1 ■ 0.50 1 0.45 1 0.40 1 0.35 L = 0.30 1 d L d 0.25 3 0.20 $ 0.15 1 0.10 0.05 0 00 ■ ■ ■ ■ 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 , 1 Total Imperviousness Ratio (i = I wg1100) 1 Figure EDB-2. Water Cuality Capture Volume (WOCV), 80th Percentile Runoff Event i 1 1� 1 i Extended Detention Basin 40-hour Drain Time 7rul ted Wetland Basin r Drain Time WOCV=a-(0.9V'-1.19i2+0.78i) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain time a = 1.0 . Retention Pond 12-hour Drain Time Porous Pavement or Landscape Detention 6-hour Drain Time DRAINAGE CRITERIA MANUAL (V. 3) /-.5� 0.6c 0.06 .._ 0.02 0.01 0.02 STRUCTURAL BMPs Kll" \J pro-14 SOLUTION: Required Area er A/Am I FIR PJJA--w NA AlfAfl PA ,mill PEORIA A Vj A 0010111 l F ZMENA PJAPPOP 0.04 o.0s 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row (in.2) Source: Douglas County Storm Drainage and Technical Criteria. 1986. Eog-3 FIGURES -a. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OFT E CAPTURE VOLUME koles were provlolpA w/ J',j rea- a ro n 9-1-1992 UDFCD a T:�,j J2,*rtir-es 3.5 1h lei = -a a= J. 31h 70.34irT kole=3.5 he �,op of% tile O(,4,t(2t bo1C (,,;�1 a / e -to be rv. ses3b ieQ. ( �� 055E APP9Nozc F Foz ds+ r, W.Q. pu?c OEsi(gm-) - �� �) P.'1� 42 SS '✓� �:�.:�.. ` Y �s .>+; -_iExf I10 I I L I 1 1 1 s -------------------------------.-, ------------ ---------------- - - - - -T 18 16 22 POND B1 Y (EXIST TIN° WETLANDS) / I I II ��♦ +. I 26 1 � \ I -- -----' y _-----_ U2 o� I I -__ Q � z z I POND 02 -• 17 `-'' `-------, xa I �z .. u 19 12 a� no WATERFEILD P.U.D. MAGER NOLTE SWMM BASINS nz a a v 0 N 0 ■NOI Na a RI NO OF 1 Aff73 > sa : us urE PLMA FM anua m � 109 NLMBBt ' N "°a=TEL oaaw° FAX _.. WWWAMTECM PREPARED FOR: DATE nsNT7ED FC0068 1 1I DETENTION POND #1 (EXISTING WETLANDS) LEGEND xxx ❑x DETENTION POND #2 (CONST. W/ 1ST FILING) MAJOR WATERSHED Z PIPE ROUTING ELEMENT J DETENTION FACILITY u" Z Ou U< wo U) U ` F- Q W . 2 aV) J � � 3: ILL V) � Q m 3 J z ui u 0 O 0 Z 0 0 0 0 u 6' 0 LL 0 W K a w K 0 1 . t Length Slope ' 250 0.60% Width 2267 ' Length Slope 200 2.00% Wdth 2699 Length Slope 150 2.00% ' Width 2733 ' Length Slope 75 2.00% Width 1620 Length Slope 330 7.00% Width 593 Length Slope ' 500 1.00% Width 97 ' Length Slope 150 2.00% Wdth ' 647 1 SWMM Model Input Data - Pond #1 (Wetlands) Pmjectil: FC0088 - Project Name: Waterfield P.U.D., Second Filing Calalated By: J.S. Binfield Total Impervious % Basin Area Area Impervious m. ac 15 13.01 1, Obtained from 1st filing filing drainage report SWMM data. 16 18 203 204 205 206 20 207 208 21 Sol 22 502 23 101 102 12.39 1 3.71 29.94% Obtained from Ist filing filing drainage report SWMM dam. 4.13 1.77 42.96% 4.00 1.87 46.75% 0. 33 0.39 57 42% 1 0.55 0.29 50.00% e.Y1 4.11 41.J II 0.50 0.24 1 48.00 2.29 1 1.29 1 56.33% 2.79 1.53 54.84% 4.49 1.59 35.41% 4.49 L59 35.41% 75.80 1.29 35.80 1.29 3.60% 2.52 0.97 38.490/. 0.77 0.42 54.55% 3.29 L39 42.25% Conveyance Elements Sire Length Slope n 0 % 314 Direct Connection Element 315 Direct Connection Element 316 Direct Connection Element 317 3.5' Dia 140 1.18% 0.013 318 Direct Connection Element 319 4.0' Dia 170 1.18% 0.013 320 ' T - 4:1 360 1 M#/. 0.05 321 2'-4:1 300 1.33% 0.05 322 Direct Connection Element 326 LY Dia. 870 0.13% 0.013 Pond 01 Ou ' SWMM Model Input Dale -Pond In (let Filing 1001) Nalca: R3b50 Pmjxll,tei 91.MnId P.U.D..Sc.M Folios CJv.l.md By: IS. Binfield imY Bm. No Nu Ivgvnom 10 c. m L.n001 SM. Mx JI97 J.51 ' S00 100% 21% 31931x 7 ..50 IB1. 1914 11 19•g01 BLv fKJ W I.0 ON ' tW 20194 ow I.LS W. WON I7" 12 L BL p 065 9 10 W Ob% O65 OJ9 60' W. 03W. N ll0.000d f— I n filing Mo., dnimPv ap.n SW mdm. No 13 L N.P. +oe a51 1W ISO OW% 2.0 .w 2.w 515: N fRuiod fivm la (ilia fdi.3 buW. np.n SPMM dvs %I le 1! L Sit 1605 Lw ow ' ZIS 2a 0.m53 1605 Lw 50x Voodoo Obaistl6m la f0, Gli, drvvpsllpon 59/NM du. u m13 17 l.ryN sh00000oo ' IN 007n 435 1.52 w•: Wm IJOIumI fivm la fide, fifi, diio5e •,vn S mda. BIB 19 19M0 519T MJ IAI O.LI 059 50 0m 1.11 0.91 595: II= 2d LcgN SN9. .tat 14 x.aox .wx WJ WON Jw LW ,1 .ax .oJ o 591 344 SYi u LmpN Sloop .Os 106 06P YA 20033 L1.m56 106 65x WNoo SOB 26 LcgN Bkp WI 191 09e osl n i.aox 191 09. mx Wm 3m 1 Comer".. Elements Sn 1...10 SILp n x 300 f..:l IOW OSY.i OX35 Po.d 130. ' m 1-1:1 MO 0. 01n5 303. Y lh n50 OJ o Ow3 30-15:1 e3N 0. aON 30/ 7-41 700 050x 0035 307 0-41 1m 1.50x 0035 310 11ilmleo.mlm t7eeem ' 311 Grtn C®cdm Fkrm 323 W-12:1 256 1.00J3 0.W$ 324 OirtvtUv.Oo klm 325 2S Di. 410 2'3Gx 0013 326 15'G. 270 0.13% 0013 Wed M10. 327 IS N. I 04054 0,013 ' 325 mo-,�C..Demol 329 Dilctf:v..cO®P3vlcm 330 0�� t Waterfield Detention P.U.D., Second Ponds #1 and Filing #2 SWMM Input 2 1 1 2 ' 3 4 WATERSHED 0 Waterfield PUD - 2nd Filing (Pond 11 and 21 ' 100-YEAR Storm Event 250 0 0 5. 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 00 t * * Basin Parameters * Basin 10 1 10 310 1914 22.0 21.0 .01 .016 .25 .10 .30 .51 .50 0.0018 ' * Basin 11 1 11 311 1744 4.0 46.0 .02 .016 .25 .10 .30 .51 .50 0.0018 * Basin 12 * From Filing 1 SWMM Model ' 1 12 328 283 0.65 60.0 .004 .016 .25 .10 .30 .51 .50 0.0018 * Basin 13 * From Filing 1 SWMM Model * 1 13 307 Basin 14 . 1185 4.1 51.0 .001 .016 .25 .10 .30 .51 .50 0.0018 * From Filing 1 SWMM Model 1 14 329 3113 16.1 50.0 .006 .016 .25 .10 .30 .51 .50 0.0018 * Basin 15 ' * From Filing 1 SWMM Model 1 15 314 2267 13.0 10.0 .006 .016 .25 .10 .30 .51 .50 0.0018 * Basin 16 ' * From Filing 1 SWMM Model 1 16 315 2699 12.4 29.9 .02 .016 .25 .10 .30 .51 .50 0.0018 * Basin 17 * From Filing 1 1 17 330 SWMM 949 Model 4.3 36.0 .006 .016 .25 .10 .30 .51 .50 0.0018 * Basin 18 1 18 316 2733 9.4 45.9 .02 .016 .25 .10 .30 .51 .50 0.0018 * Basin 19 ' 1 19 327 1228 1.4 59.9 .006 .016 .25 .10 .30 .51 .50 0.0018 * Basin 20 * 1 20 318 Basin 21 1620 2.8 54.8 .02 .016 .25 .10 .30 .51 .50 0.0018 1 21 321 593 4.5 35.4 .07 .016 .25 .10 .30 .51 .50 0.0018 * Basin 22 1 22 322 97 35.8 3.6 .01 .016 .25 .10 .30 .51 .50 0.0018 t * Basin 23 1 23 320 647 3.3 42.3 .02 .016 .25 .10 .30 .51 .50 0.0018 * Basin 24 ' 1 24 323 2060 5.9 59.0 .02 .016 :25 .10 .30 .51 .50 0.0018 * Basin 25 * 1 25 321 Basin 26 309 1.6 68.0 .02 .016 .25 .10 .30 .51 .50 0.0018 1 26 325 3333 1.9 51.0 .02 .016 .25 .10 .30 .51 .50 0.0018 1 .1 * * * ############################ END OF WATERSHED DATA ####################### 0 ' * 0 * Conveyance element 300 draining Pond #2 300 0 0 1 4.0 1000 0.002 4.0 4.0 0.035 10 ' * Conveyance element 302 combines flows from 303 & 330 302 2 0 4 4.0 400 0.005 4.0 4.0 0.035 10 50.0 400 0.005 15.0 15.0 0.035 10 * Conveyance element 303 connecting 304 w/ 302 & 330 ' 303 302 0 5 4.0 650 0.003 4.0 4.0 0.013 4 50.0 650 0.003 15.0 15.0 0.013 10 * Conveyance element 304 connecting 307,328 & 329 t 304 303 0 5 3.5 400 0.004 0.0 0.0 0.013 3.5 50.0 400 0.004 15.0 15.0 -0.035 10 * Conveyance element 307 draining Basin 13 307 304 0 4 0.0 1500 0.015 4.0 4.0 0.035 10 ' 50.0 1500 0.015 15.0 15.0 0.035 10 * Conveyance element 310 draining Basin 10 310 2 0 3 * Conveyance element 311 draining Basin 11 ' 311 2 0 3 * Conveyance element 314 draining Basin 15 * 311 Conveyance 317 0 3 element 315 draining Basin 16 315 317 0 3 * Conveyance element 316 draining Basin 18 316 317 0 3 ' * Conveyance element 317 connecting 314,315 & 316 w/ 318 & 319 317 319 0 2 4.25 140 0.012 0.0 0.0 0.013 3.5 * Conveyance element 318 draining Basin 20 ' 318 319 0 3 * Conveyance element 319 connecting 317 & 318 w/ Pond #1 319 1 0 2 4.75 170 0.012 0.0 0.0 0.013 4.0 ' * Conveyance 320 element 1 0 1 320 draining Basin 23 2.0 360 0.01 4.0 4.0 0.05 10 * Conveyance element 321 draining Basin 21 321 1 0 1 2.0 300 0.013 4.0 4.0 0.05 10 * Conveyance element 322 draining Basin 22 ' 322 1 0 3 * Conveyance element 323 draining Basin 24 ' * 323 Conveyance 2 0 1 element 260.0 250 0.010 324 draining Basin 25 12.0 12.0 0.035 10 324 2 0 3 * Conveyance element 325 draining Basin 26 325 2 0 2 2.75 410 0.028 0.0 0.0 0.013 2.5 ' * Conveyance element 326 connecting Pond #1 to Pond #2 326 2 0 2 2.0 870 0.0013 0.0 0.0 0.013 1.5 * Conveyance element 327 draining Basin 19 ' 327 2 0 2 2.0 150 0.004 0.0 0.0 0.013 1.5 * Conveyance element 328 draining Basin 12 * 328 304 0 3 el Conveyance element 329 draining Basin 14 329 304 0 3 1 1 1 1 1 1 1 * Conveyance element 330 draining Basin 17 330 302 0 3 * Pond #1 0 1 326 3 2 0.1 1.0 0.0001 0.0 0.0 0.016 0.1 0.0 0.0 6.88 5.81 7.40 6.38 * Pond #2 0 2 300 6 2 0.1 1.0 0.0001 0.0 0.0 0.016 0.1 0.0 0.0 0.86 1.94 3.27 2.34 6.07 2.67 9.48 2.97 13.20 3.20 * ############################ * END OF CONVEYANCE DATA ###################### 0 -1 1 ENDPROGRAM 1 1 10 1 1 1 1 1 10 1 1 1 1 1 n 0 0 � � E o o t o Z E- F a H O U h O Z m a Z O F o W H O h £ W O w rn m E � o a a c m z z a m w - 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O O rl rl r-i rl .-V r-1 e-1 ry '-1 r'1 rl �-1 rl rl rl rl N .-4 r1 r-1 rl rl r-1 .--1 r-i r-I 1 0 0 0 0 0 0 0 0 0 0 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 .............................................. 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 O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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 M M M M M M M M M M M M M M M M M G M M M M M M M M M N �I1 l0 r r 0 01 Ol O ti f-1 N N M M P P �fl iP 1p �O r r m m 01 . N . N Q. N . N . N . N . N . . O. N 0. N O. N 0. N O. N 0. . O\ N 0. N 0. N 0. N O. N 0. N 0. N O. N 01 N O. ( . O. N O. 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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 M N M Q a _ 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 o O 0 N a M 3 a a H N N N N N N N N N N N N N N N N (n O. 0 0 0 O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0. w .-I ❑ T N Q d M a w,a V H O 1 a W ❑ _ _ _ _ `. _ _ _ _ _ _ _ — � 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 o < 0 . xaa N 4 El ❑ n i W H O z w Z V£ W M w 0aoxa a E CO w a W E Z x W n w E O w w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 z m o w a w 0 0 0 0 0 0 0 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 Z <�0C.>x m w Q H Q M > C F w U O w Z Z C n O Z 1 U I E. 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C C N N E (/1 Z Z -� - 1 . . . . > H a a M N M N M N M N M N M N M N M N N N N N N N N N N N N N N N N I w a W w M W ❑ E w 0 a ❑ a a o a ✓ W w .� W ' x F E- a) N N I cn O x w 01 6� O� T O O O O O O O O O O O N O ❑ x F 1 o0000000000000a000000000ao O O O O M1�O �D O O .+ O M O N O ift O N O v O M1 O N O m O M1 O t0 O N O c 0 M O M O M O M O M O N O ti O ti O ----------------------------- .-I O 0 0 0 0 W O M � t O M1 ti M1 .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 N O m O m 0 m O .-I O 1 O 01 O U O M1 O N O m 0 u O N O .-1 O O O m 0 W O M1 O M1 O�O�O N O O v 0 .-I M W 01 l0 ul C C M M M M N N N N N N N N N N . . . . N . .u. .-. . . i-. .-. . f". . if. . Q. .f". . N O> N . N .if. .-. . .-. N N -1 rl O O M .-1 C m C O l0 m 01 O N — — 0 -------------------- -------------------- M M1 N 41 O M N N O N O O rl � N N C M1 N M1 V .i M1 M Ot v O O .y O V N .ti M1 Ol O 0. . . O. . M1 1p M N .-. V. . l. 0. .-. m N M1 N M1 1� l0 W M1 M1 N m N N c . V' r-1 r-V r-1 O O O O m O t0 O ti O v 0 M1 O V' . . . . . u. O l0 O h ONO Ol O M1 O �O ONO v. . . . c' . . . . . N ..ti ..-. O M N •i fi -------------------------- -------------------- M M1 v c C m 41 W l0 Ul N M � O m � N N O M1 M O tp N M1 M W i!1 N .-I 01 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 O O M O .i O M1 O O N O M O c O M O M 0 0 0 ti 0 ifl O O O W O M1 O 10 ONO N O 0� O l0 O m 0 .-I N N C N N rl ti O O O O O. O O O O O O O O O O O O O O O O O O O O O O M1 O M O lO O O O c O C. . . . . . v. . . . . . \ O m . v. . v. ONO ti O M1 . . . . . . . . . . . W O M l0 01 N •-� M N m '-1 m N W 1p Vl P M M N N N .y •i .-� 1 Ilp o�000000000000000000000aoo ti 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. ................................................... 1 v' ..... N . r. ..-. O ti 0 .i O .1 O ti O ti 0 0 0 0 0 0 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 O O O O O O O O O O O O O O O O O O O O O O O O O O c". . t+. . t". 1 . . N ... � �, r ..N N v. �. M ...ti . 1 N rl O Ol m r r —------------------ - 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 1 n M N O O h � n O M O O m m W h l l n C I M M N 1 h a .ti M N . M M N N N N r'I rl rl r-V '-1 r-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 O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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 t'. . N ..-. -------------------------- -------------------------- 1 OO O O O O O O O O O O O O O O O O O O O O O O O O h 0 l. ..... ..... O� . ...... ti 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 1 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 o O o 0 0 0 0 o O o o O o o O O o 0 . . . o O O O o O o O O o O o O O O o o O o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .................................................... m omomomomomomororororor ororororo�o ono ono ono o�oo�o�ooio o.novio . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Oo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . — .+ o 0 0 o O O o 0 0 0 o 0 o O o 0 0 O o O o . o O o . . . o O o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N rl '-I O O O Ol 01 O� m m r r r l0 l0 �O N i(1 N �Il P P P M . . . . . . ..-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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..1 . r. N .i N ti N .ti N ti N ti N O ti ..-. ..i O ti ..-. . O O O O O O O O O O O O O O O O OO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O O O O O O O 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 ift O Vl O N O N O if] O N O N O if] O ifl O '� O ul O ill O N M M P P ifl �Il .1 rl N N M M P P N ul .-V ti N N M P P P P P P P N ill � 1 N n � N N N l � 1 b l l � w l I00 1 1 1 1 1 1 I I i 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 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 .......................................... 0 0 0 o a o 0 o a o 0 0 0 _o 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 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 O O O O O O O O O O O O O O O O O O O O O O O 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 M M N N N N .-� .-1 .-1 .i rl r-1 rl .i .-1 r-1 r-I .-1 .-1 rl rl .-I .--I rl .-1 •-1 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 - - - - - - - - O O O O O O O O O O O O O O O O O O O O O O O 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 rl .1 `-I 0 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 O O O O O O 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 - - - - - - - - O O O O O O O O O O O O O O O O O O O O O O O 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 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 i i � � w r r c r r r r � r r r r m m m m m m m m m 1 -------------------------- o 0 0 0 0 0 o a o 0 0 o a o 0 0 0 0 0 0 0 o 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 0 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 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 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 rl r-I rl N rl rl r-1 -1 e-1 r'1 rl r-1 r-1 "1 rl r-1 „'1 rl e-1 ey '-1 r-i r'1 N f`1 rl ' O O O O O O O O O O O O O O O O O O O O O O O O O O 000000000000000000 0000000000000000000000000000000000 -------------------------- O O 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 — r-1 — rl rl r-1 -1 - - - rvi .i rl '-I rl - - - r-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 0 0 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 0 0 0 0 0 0 . 0 0 0 0. 0 0 .. 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 -------------------------- "� "'�"� ti •'� .1 H r-I 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 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 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 ifl O itl O N O N O N O O N O N O ifl O if1 O c ifl Jl N ti N N M m OJ m m O O\ O\ 01 O1 01 Ol 01 01 01 O� 01 O O O O O O O O O O O 1 1 o 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 00 0 . 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 p 0 p 0 0 0 0 0 0 p 0 0 0 0 0 0 0 .0 0. 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000000000000000000 .................................................... -------------------------- O O O O O O O O O O O O O O O O O O O O O O O O O O rl rl rl r-i r-I .i ry N rl rl rl rl .--I e-I rl rl 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 .................................................. -------------------------- O O O O O O O O O O O O O O O O O O O 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 - r4 rl rl r4 r-4 N '-I r-1 rl rl r-1 - rl rl - - rl rl rl rl ey r-I 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 O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -------------------------- O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . --------------------------- O O 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 1 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 Ilp n 1 1 1 1 1 1 1 1 000a0000000000000000000000 000000000000000000a00000000000 . 00000000000000000a00000000 . O . O O O . . . . . . . . O O O . . . . O O O O o . . . . . . . . . . . . . . . . . . . . . . . . . . .................................................... O O 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 p m O m O rn o rn o m o m o m o m o m o m O m pm o m o m o m o m o m p m p m O m O m o m O r o r o r o O o O o 0 o O O O o 0 0 0 0 0 0 0 0 0 2 0 0 o p o 0 0 o p o 0 0 o p O o 0 0 0 0 0 0 9 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 o p p o 0 0 0 0 0 p O 0 0 0 0 0 0 0 0 0 0 0 0 0 o p O p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 00 00 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O o 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 0 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 009 99 99 99 99 99 p 0 0 0 0 0 99 0 0 99 0 0 99 0 0 99 99 0 0 99 99 99 99 0 0 99 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 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 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 M M M M M M M M M M M P P P P P P P P P P P P N N N N rl r1 rl rl rl rl rl r-1 '-I r'1 „i ♦-1 r-1 N r-I '-1 r-1 r'1 '-1 f'1 rl r-I rl rl rl I 1 00 1 1 1 1 1 I r 1 1 --------------------------- 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 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 O o 0 0 0 0 0 0 0 0 0 0 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 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - 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O m O P O .. r O N O P O M O N O N O N ..-.�. . �--. ..-iO. ------------------------- ...... P P N tt. .. O. N... l0 1. �Il m P M P �O N l0 N P N P N M N N ti N ti N ti N ry N •-I N .-i .-..y .-..y O .1 •+ N P 01 .--I r .-� M N .y •+ 1 --- O ' r+ N ift N P P r N Ot tp W N O� 1p M t•'1 .-� O .-� . . . . V. N ill N 01 . �f.O. .Y 1. r. . . . . .-. N . ..-...-. . N •+ N r. N .-. .-.m : ey r.N . O O i-f rl N r �Il O� M M r-1 ri r-1 .1 fi N N M M P P N �Il rl •Y N N M M P P ul t(1 r-1 1 Ilp 1 1 1 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 V O M O M O M O N O N O N ONO .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 ^ O . O. . . U. . G' O. O M O M O M O N O N O N O N O -. . .-. O .-. . .-. . '-. . .-. . .-. . �-. O O O O rl ri t O O 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 ................................................ •4 .4 rl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000 . - - - - - - M M M M M M M N N N N rl ti ti O O O 01 01 W W W f� r lD l0 M V M v M v M C M C M M M M M M M M M M M M M N M N M N M N M .-I M .-1 N •-I N .+ NON O N O N O N 0. N 0. N O1 .-i.-i rl O O O O O O O O O O O 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 . . . . . . . . . . . . . . . . . . . . . . . . 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O O O O O O O O O...................... .................................................... - - -- -- - -- -- - - -- , - - -- -- -- - _ O O O O m Ol Ol Ol m m m m r r r r io �o O N O N O N O N O N O ti 0 0 '+ O .y O ti 0 0 0 0 01 O O. . O. . 6. .O. 0. O. 0. O. 0. . 6. . O. . O. m 1 --- V- C--- P - - .-V C C C 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 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 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 itl O N O N O O ✓t O N O Ul O 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 O O O O...................... .................................................... O O O O O O O O O O O O O O O O O O O O O O O O O o O O O O O O ........ OO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O............................................ o O O O O O O O O O O O o o O O O O O O O O o o O o O O O O O O O O O O O O O O O O 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 .................................................... N N N N N N N N rl rl rl ri N N .-1 N rl rl r1 rl rl r-1 r1 N N - N — — — — — — — — — — — — m mmmmc m r mr mr mr mr mern�o m iom io m�om�om mrn �nm �nm �nm �nm �nm crn a rn cm cmc rn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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 O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i11 O N O � O �fl O N O N O ifl O � O �(1 O if1 O V1 O il1 O N O N N N N M M C C if) ifl N N N N M M C' V' Ul N N M M M M M M M M M M M C C' C' C C V Q P V' C C C N ifl to N N N '-I N N N rl f4. r1 N N rl rl N rl .-1 rl N N N N N N r-I rl 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 o O o 0 0 o O o 0 o O o 0 0 0 0 0 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 o O o O o 0 0 0 0 0 0 0 0 0 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 o O o 0 0 0 0 0 0 0 0 0 0 0 o O o o O o 0 0 0 0 0 0 0 0 0 0 o O O o o O O o 0 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 .................................................... 0000000000000000000000000000000000000000000000000000 .................................................... o Ol Ol O� 01 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 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 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 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 0 r-I N N M M C C' N N •-1 '-1 N N M M C' C' N N .-I .i N N N N N N N N N N �O l0 �O 1D �O 1p lD �p t0 �D l0 l0 r r r r r Ilp 1 lJ 1 0 o 0 0 0 0 0 0 0 0 o 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .......................................... 0 0 .0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 o m o m rn m m m m m rn m rn m m m rn m m m m m m m m m m m m m m m m m m m r m r m 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 O O O O O O O O O O O O O O O O O O O O O O O O O O O O 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(1 O Alt O ul O V1 O n, O nl1 O N O N O 1l O 1' O 1t O i!1 O ift O N M M m v ift ifl .y .i N N M M C C N ifl .-1 ti N N M r r r r r r r m m m m m m m m m m m m rn rn rn rn rn rn rn I 1 0 F a H U Q Z O H O O O O O o O O O O O O o O O O O F 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 o z w E w A + — .-, — — .-. _ _ .-, — _ _ _ _ + W O `. 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 o E a o0000000000000000000000000000000o QS O U a O vo H E Q w m O O O O O O O O O O O O O O O O o f.F] 99 90 909 0 9909 909 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C £ H z H F a a z NIO Inoo W � � a w ❑ N E. Z w .� ❑ 0 I ro Z O O U r M w E. 0 x W m a O W w _ _ _ _ _ _ _ _ _ _ _ _ _ C O C'1 rS 0 rfo r�orinrinru�rinr�nrNr�n 00— w . . . . . .r�or�or�o N N N N N N N N N N N N N N N N m El m Q Q W ~~ N~ C S E N v co z PG Q _ _ _ _ _ _ _ _ — — — .-. .-, .-. _ _ _ fa m 'O a+ W Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C C u -� O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O "W Q 0 > E+ W Q u I w m H w U lO M M m r O � d O 4 m £ d O H w 0 wa •om am Ur ' i u Z F �O O N O ill O ul O N O I(1 O I!1 O i(1 O M Q `w F N N ti c Ifl M C' V ✓1 U] H '-I N N M M C C N W w Q w w Z •• •• •• •• •• W 0 W a Z ZO 0 0 00 0 0 y 0 4 m m rn m rn o 0 0 0 0 0 o O o O o N o ++ U a x + 1 I 1 n n 1 0 O O O O O O O O O O O O O O O O N O 0 0 0 3 o 3 3 3 3 0 0 0 0 0 0 O 0 0 0 a aaa a a a a a a a w w w w w w w w w w w - HE+E+FF F FF E. F FE+ U U U U U U U U U U U WWWWW W W W W W W axaaa a a a aaa 01 rl H H H H H r H l0 rl N H .-1 H Cp M N H H H .-+com�ov�.iror.��orMovmrnmo M m M, m M M R M, 10 10 ti m m O N M v r N M N H rI M .-1 M N N N M M M M M M M M M M M M M M M M M M M M M M M M POND #1 PLUGGED OUTLET CONDITION Waterfield PUD - 2nd Filing (Pond #1 and 2) 100-YEAR Storm Event *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** *** NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT:TYPE (CFS) (FT) (AC -FT) (HR/MIN) 1:2 .0 .1 10.1:D 20 50. 2:2 3.0 .1 10.2:D 2 55. 300:1 3.0 .5 3 5. 302:4 98.6 2.2 0 45. 303:5 87.3 4.1 0 40. 304:5 93.1 3.9 0 40. 107:4 18.4 1.1 0 40. 310:3 53.0 (DIRECT FLOW) 0 40. 311:3 24.8 (DIRECT FLOW) 0 35. 314:3 28.6 (DIRECT FLOW) 0 40. 315:3 53.4 (DIRECT FLOW) 0 40. 316:3 53.1 (DIRECT FLOW) 0 35. 317:2 134.1 2.7 0 40. 318:3 19.7 (DIRECT FLOW) 0 35. 319:2 146.0 2.6 0 40. 320:1 16.7 1.1 0 35. 321:1 21.1 1.2 0 35. 322:3 9.6 (DIRECT FLOW) 0 40. 323:1 38.7 .1 0 35. 324:3 10.3 (DIRECT FLOW) 0 35. 325:2 15.0 .8 0 35. 326:2 .0 .0 20 50. 327:2 9.9 1.2 0 35.. 328:3 3.9 (DIRECT FLOW) 0 35. 329:3 74.8 (DIRECT FLOW) 0 35. 330:3 17.0 (DIRECT FLOW) 0 40. ENDPROGRAM PROGRAM CALLED i I APPENDIX E EROSION CONTROL 1 1 1 I I Ll WATERFIELD P.U.D. SECOND FILING EROSION CONTROL COST ESTIMATE 08103/99 OPTION #1 Item No. Method Unit 1. Reseed/Much Acre OPTION #2 Item No. Method Unit 1. Gravel Filter Each 2. Silt Fence L. F. 3. Hay or Straw Dry Mulch Acre 4. Seeding (Native) Acre 5. Straw Bale Barrier Each Erosion Control estimate.xls Quantity Unit Cost Total Cost 51 800 $40,800.00 Subtotal $40,800.00 Contingency (50%) $20,400.00 TOTAL $61,200.00 Quantity Unit Cost Total Cost 4 300 $1,200.00 2630 3 $7,890.00 79 500 $39,500.00 10 300 $3,000.00 5 150 $750.00 Subtotal $52,340.00 Contingency (50%) $26,170.00 TOTAL $78,510.00 I 1 1 1 1 1 11 p 11 u r► 1 C O O N � N ` ❑ Q cc O � N LL C m d � PO_f — C) O 0 N Z y N Its o x E 00 a E E a F m C m d m ° o w o z° a` N Q a� m C i f U3 1� 3 � Q - O - Q C V O N N V Q c g H U) °° av o E > > > E v v v ei N LL .- 17 e� e+ E d m � O h « R ❑ � O 3 ` _ a °f lm ou N N CD Q C Y r im y O U3 CL m c c - o W e y IL a o W m ° m m °' n n c ° E A E m ° V t m ° covi ° Z ti 9 c; `m 9 8 c 2 E 0 0 E O lu � LL c i E uM @ �+ W — r N C N Q + ~ y 0 Y° to a C m N1 c= �LL ❑ � N of 7 In t0 h a� Tc)�? N Nf3❑ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N RAINFALL PERFORMANCE STANDARD EVALUATION' PROJECT: C?aIc e1n U, STANDARD FORM A COMPLETED BY: J. Pr, I;,<; DATE: [� -a'- �Asb DEVELOPED ERODIBILITY Lsb Ssb Lb Sb PS SUBBA§IN ZONE (ac) (ft) (;) (feet) M ($) I 770 ao(� l Oa .I 0.-77 S )S aU3 Yrlcn� ::%- y.13 13So 1.70 y.00 IHN0 ►.�o p� II C.. 73 11 C. 7 5 e.! N CA a0� II 0.�0 asti O.S� 303 " o• ly aa� 1.10 3G=( 11 1.3K 7L8 O.tO y0 ( r�1oc��: -e 6.1N ao� 5 ) . 10 yea II ►. 00 i 5 I. i 0 ploy II" a.�3 3s/4 1.00 901 £S I s I !. /. !s 1 79.s- 530 1.38 79. y" So a mom►era4L 95. $O 17'40 1. a 0 ' MARCH 1991 8-14 DESIGN CRIrRi.'. I 0 1 1 C 1 I 1 0 1 EFFECTIVENESS CALCULATIONS PROJECT: t., )a+e,- re, Id ? U. L) Seco c� F • 1• � 5 STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment Ij itN�c 1.0 a) S;�a. jA• 13a^ rEr ).0 0• FS Baj r J ire :•>ca.$1 :� �te4 +�f C•'Lct�:p.� 1•G d 4) Roads 0.01 I.o sc�ct:d /rt._rc sd MAJOR PS SUB AREA BASIN ($) BASIN (AC) CALCULATIONS too ?).0 101 o.66 Roads Is k fll�tch =0.95 a.--eo G' Faces a (0.01 X. 38) + iO.lOxv. ffj�] E7rlot= LI to a mulch= b.lc5 Ac- C- Facia•- C(O.olxo.fa) (o.1ax0.(,� 0.77 L = p.0i R FgL46r = 0. $ +P 1 MARCH 1991 3-15 DESIGN CRITERIA 1 C C 1 1 1 k 1 1 M EFFECTIVENESS CALCULATIONS PROJECT: "�er1,6ld /?U.D SLcc.v �:1115 STANDARD FORM B COMPLETED BY J. Pre to< DATE: /o -,gf-q S Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS a ov sa. o a o3 y.13 Rozds = o. 6 a C- F&C}Ur v. /3 C = 0.09 P-Facdo� n 0.3 1 P Mulch = 3.i C-Fecfo� [ lU.(o)lD,b/) i• (3,,)iblo�] N ca o.01 Fzc+oc-= p.$ IP I - (0.05yo.g)] top ' MARCH 1991 8-15 DESIGN CRi_R!A n 0 n I G L L 1 1 0 1 1 r6 EFFECTIVENESS CALCULATIONS PROJECT: (`)�}P� 1 , ld IPO.Q. Seca,d Nq STANDARD FORM B COMPLETED BY: DATE: io J Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN ($) BASIN (AC) CALCULATIONS a oo ga. o a os 0. 73 aat� 0.55 loads .08 op C = 6.05 P-Fsc+or = O. $ I tM.41c,= "91 8-15 DESIGN CRITERIA 1 1 r .1 1 1 1 1 1 1 M EFFECTIVENESS CALCULATIONS PROJECT: w"F-jer jielcl P v. +? .-,c+ r1,'.,q STANDARD FORM B y COMPLETED BY: J. geiac DATE: Erosion Control C—Factor P—Factor Method Value Value Comment MAJOR PS SUB AREA BASIN ($) BASIN (AC) CALCULATIONS aoo 80. o ao so, r`1ul�h r . Ha O.Sp C = 0.01 P- F2c+o� c 0. & 1p EcFa o � C ► � (o, 0gxo. sl7/eo =- 9a .Fs ' Roads = . 3y ao8 a.a 9 Mulch : 1.95 C'Facfoc = C (o.oi)C,35) Cy./oy J.95)] Esx'aoa LI- (0,09Xo.g)3 100 Nei - (y./3 �,8) + (g,aol'9a,$) +(0,731`► g) 4 (B.ssx 4J.91 + (o,sox9a &) { ia. a fr�Ne+= To. > 80.0 1 MARCH 1991 3-' DESIGN CRR'ERIA EFFECTIVENESS CALCULATIONS PROJECT: LJalcr ',eld PU.v $r-cc. cl o STANDARD FORM B COMPLETED BY: J. 1'rctoo DATE: Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS � C. 0 79, 5 30) 1. o i Rox,'s = 0.16 Ac f', ulcer = 0. ko Ac c- r•�clo� - CCo.oIXo.�s)1 Co, �0>(0.'��27 0. Oct P F6clbr- �LiC i1 i Uo 7C9 C Fzsclo� _ ((v , o r Ko,iu j Y (0.10Y0-76)] Q 1 MARCH 1991 8-15 DESIGN CRMERIA 1 0 1 1 1 1 n EFFECTIVENESS CALCULATIONS PROJECT: (j Srcc r� fir^ c STANDARD FORM B '�h?U. COMPLETED BY: J. I (� I�,c� DATE: /v s SS Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN BASIN (AC) CALCULATIONS 300 'S. 303 (O.)q Res = ooa C'�aClO� _ CCD.OrX•oa)110 r \ �. Or S 3a1, Wq 1. 3y C = 0.09 EL'r�(IroiXga.&)a(or9oXico),(,t4X4.'..S)�(I,.;uX/oa) 3.34 .: o K ' MARCH '991. 8-15 DESIGN CRITERIA I u 1 11 F M EFFECTIVENESS CALCULATIONS PROJECT: (��ier+,Eld P. U.D. STANDARD FORM B COMPLETED BY: DATE: /0-z-5- 4 Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS yoo 75, y col o. ly 9�-s .oa Y1uICh = . 1 a I'D Ccc l or = 0. $ Gales Elr4/01 = 50.8_ Poads = o, is - y0 2 /. ov C- P- rec 4oc - 0 cfr yor - la O 103 1. 15 Recd 5 : 0. 17 f`'10.98 P Ep< q,3 = / 0 O yo y -a3 loads =0. 0 3 *4)UICI,=.o.�0 — r-6ecicw-- 0.09 r uos = 9a.8 C-FBc4or = 0.09 R Faefe.- _ 0. $ @aks Ecr yos = 9a.� 0Yoo)<Q E4401 - ' MARCH 1991 8-15 DESIGN CRITERIA I 11 L 1 1 u u I I I I I r EFFECTIVENESS CALCULATIONS PROJECT: (j,4 lci (-,c%l ?J• 9 Sen ., c - STANDARD STANDARD FORM B COMPLETED BY: _!. !x, DATE: � q Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN (t) BASIN (Ac) CALCULATIONS 900 7 F, a 50 z 3S• �O Roads = D A e- P1�Icti = � 0 7, = 3.6 /1 �3,lo,YO.lp 35.80 ^ C'-rfso:�= LI-(p.o a.S'\]= 95.5> 79, .:0k ' MARCH 1991 8-15 DESIGN CRrrERIA I '1 1 1 ' APPENDIX F PORTIONS OF FINAL DRAINAGE REPORT FOR ' WATERFIELD P.U.D., FIRST FILING SUBMITTED BY NORTHERN ENGINEERING SERVICES, INC. I 1 1 1 1 I 0 A SWMM model was developed for the first filing representing the interim concepts associated with the First Filing. This SWMM model was also used to approximate the historic runoff from basin DC-1. Using the rational method, historic runoff from Basin DC-1 was calculated to be approximately 70 cfs. Using the City's criteria for SWMM modeling, the historic runoff from this same basin was found to be approximately 129 cfs. Hydraulic Criteria City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations. In addition, the detention volumes required for this development have approximated using the FAA method for detention ponds developed by the UDFCD. The interim SWMM model, however, was used to determine the required pond volumes for the First Filing. Drainage Concepts Clearly, this site historically drains to the Lake Canal. City policy however dictates these flows be routed to Dry Creek. The vast majority of the developed runoff from this site will be routed by either curb and gutter, open channels, or storm sewers to the proposed detention pond located at the southwest comer of the Waterfield PUD. With the exception of the 31.3 cfs of theoretical overtopping of the Larimer and Weld Canal north of this site, (representing the historical runoff from the 75.8 acre area north of the Larimer and Weld Canal, designated as Basin OFF -I), the 108 acres east of Timberline Road (designated as basin DC-1), and the 5 acre outparcel located along Merganser and Vine Drive, no other offsite flows enter the site. All conveyance elements within the site have been sized to accommodate developed site, as well as hypothetical offsite flows. No developed flows from this Filing will be routed through the wetland area, only to the proposed offsite detention pond. Water collected in the.subdrain system will be directed into the wetlands. Capacity for the historic flows from basin DC-1 will be provided through this project, even though existing topography clearly demonstrates these flows do not drain across this site. Detention for the site has been based on the SWMM model presented in the appendix of this report. The SWMM model developed for the Is' filing indicates the need for approximately 14.1 acre-feet of storage. The SWMM model developed for the 21 Filing indicated a need for approximately 10.5 acre-feet of storage required in this pond, but also included a detention component in the existing wetland area The 2 year historic release rate into Lake Canal has been calculated to peak at approximately 12.63 cfs. The maximum release from the detention pond is 3.00 cfs. The maximum 100 year release from the site, including Vine Drive is approximately 13.77 cfs. A small portion of the site, adjacent to the Larimer and Weld Canal, and not within any of the development, will continue to release directly into the Larimer and Weld Canal. An overflow weir was considered along the southerly portion of the Canal adjacent to the Northwest comer of the site. However, discussions with the Ditch company representative resulted in a decision that the ditch would not overtop in this area, and that it would not make any sense to force an overflow in this area In the remote possibility of a 100 year storm occurring simultaneously with the Irrigation Canal running full a small interception Swale (Section B-B) will be installed to route these flows around the single family lots, through a small Tract and on to Merganser, and eventually to Lake Canal. The emergency overflow weir was sized to account for these mythical offsite flows, however the orifice in the pond was not sized for this flow. As mentioned above, all developed flows from this site will be routed to the detention pond located offsite at the comer of Future County Road 11 and Vine Drive. An interception Swale (Section E-E) will be installed to intercept flows and direct them south. As future filings are designed, some, if not all of these flows, as well as the subdrain, may be routed to the Wetlands instead. It is the intent of the future filings to utilize the wetlands area for detention. For only the development connected with the First Filing, the offsite pond as shown has more than adequate capacity to accommodate this project. Ditch Company approvals will be required from both Lake Canal and Latimer and Weld canal prior to construction. There are two irrigation laterals that feed from the Latimer and Weld Canal. The south lateral was installed to service this farm, which will obviously be eliminated with this development. The northerly shorter lateral is still in use by two separate users. This lateral will be replaced with a pipe which will convey flows to the headgate which provides flows to the user east of this site. The remaining flows to the user to the south will be maintained in a piped system (installed previously by the user). This development will not have a negative impact on either of these two irrigation users. Improvements will be coordinated with these users. Drainage in the southeast comer of this site historically drains to a sump area located adjacent to the Plummer School. Developed runoff from this site will be intercepted in an open channel prior to entering the Plummer School site, and routed around to the Detention Pond. Developed flow from improvements to Summit View will also be picked up in a roadside ditch, and also routed to Pond 301. In any case, no developed flows from this project will be allowed to enter either the Plummer School outparcel, or the 5 acre outparcel (designated as Basins OFF2 and OFF3. The conveyance system for this development is being sized to account for flows coming from the 5 acre outparcel, and the 108 acres outparcel east of Timberline Road (basin DC-1). The overflow elevations located around Plummer school (at Vine Drive and along the Northerly and westerly property lines) will not be raised, therefore, the maximum water surface elevation adjacent to Plummer school will not be affected by this development. The two sump areas along Vine Drive and Timberline Road, which currently drains DC-1 will be maintained at the same elevation which overtopping now would occur. The detention pond contains approximately 14.1 ac.ft. of storage volume up to an elevation of 4949.30 (per the S WMM model and calculated water quality capture volume and additional sediment storage). This is based on a release rate from the pond of 3.00 cfs. The difference between the allowable release rate of 12.63 cfs and the proposed 3.00 cfs is from the adjacent roadway sections which cannot drain to the pond area An emergency overflow weir will be constructed at the southwest comer of the site, which would direct flows towards Vine Drive and the siphon structure if the proposed outlet system was to plug. As previously mentioned, this overflow weir is also sized for the historic basins to the north and the east. The pond outlet will be constructed as a siphon which drains under Lake Canal, and into an existing roadside ditch along the South side of Vine Drive. The City has committed to improve this channel section in the future to Dry Creek. The offsite channel sections, storm sewer pipes, and the proposed detention pond will be constructed in dedicated easements to the City of Fort Collins. The same owner of the area contained within the Fast Filing also owns all of the areas necessary for these easements. Specific questions regarding developed runoff from Waterfield Conveyance of runoff from basin DC-1- As mentioned, provisions are being built into this site to accommodate Dry Creek basin DC-1 (Dry Creek basin 419). The master study SWMM model shows these flows to be approximately 129 cfs. These flows currently would overtop Timberline Road at approximately elevation 4955.50 towards the Plummer school. From there flows would overtop Vine Drive at approximate elevation 4955.75, and continue to the southwest, eventually flowing into Lake Canal. The elevations that basin DC-1 overtops Vine Drive and Timberline Road will be maintained with these project improvements. A open channel will be installed along the northerly and westerly boundaries of the Plummer School site which will be sized for 129 cfs from basin DC-1 (Designated channel section F-F). An elevation of 4955.75 will be established along the Plummer School side of this ditch which will allow for the flows to spill into this ditch at the same time flows would begin to overtop Vine Drive. The flood elevation across the Plummer School site will not be affected by this development.. Flows from channel section F-F will be intercepted in an open pipe section with a flared end section, north of design point W 15, and conveyed via a series of storm sewers to channel section H-H, west of proposed Merganser Drive. There these flows would be di conveyed to the proposed detention pond by channel section H-H. The emergency overflow weir has been sized for 298 cfs, which includes the 129 cfs from basin DC-1. The rational calculations presented in the appendix of this study shows the cumulative nature of these flows A. as they intermingle with developed flows from the Waterfield site. Inverted siphon at Lake Canal - An inverted siphon is being proposed from the detention pond, under Lake Canal, and to an existing roadside ditch located on the south side of Vine Drive. The proposed system will be sumped in an area north of Vine Drive. A dry well, sized to approximate the capacity of the Bumped pipe system will be installed under manhole L-4. Water will be allowed to seep out of Manhole L-4, and eventually perk out of the drywell. This siphon was sized to accommodate 17.7 cfs. City stormwater utility has examined the downstream conditions of the existing roadside Swale along the south side of Vine Drive, and have committed to make needed improvements to this roadside ditch as needed, and have stated that this downstream conveyance element will not be the responsibility of the developer to provide capacity verification, or to provide maintenance. Proposed improvements to Vine and Timberline Road, and when these improvements might occur - The commitment of the developer for roadway improvements with the Waterfield project include widening out Vine and Timberline Road across the frontage of this property from existing 26' to 36' (or 44' where turns lanes are needed). The developed ' runoff shown in this report accounts for this difference in impervious areas. The City has determined that Vine Drive will be considered an Arterial roadway section, and Timberline Road a Major Arterial roadway section. This would give an ultimate flowline to flowline dimension of 83' for Vine Drive, and 107' for Timberline Road. When and by whom these roads are widened to ultimate configurations will obviously be determined by traffic requirements for the area When the total improvements are implemented, or whether partial improvements are again proposed, the drainage will need to be reexamined to determine the adequacy of the proposed storm conveyance system. The improvements presented in this study adequately convey developed, as well as offsite historic runoff through our site. Structures, such as curb inlets, and storm sewers have been placed to best approximate our understanding of where these future improvements might be located. Future storm sewer improvements associated with Waterfield 2' Filing - The City is currently interested in obtaining part of the Waterfield project, in particular those portions of the site north and west of the existing wetlands. Should this transaction take place, the magnitude of the improvements associated with 21 Filing will be reduced As shown, developed runoff from 1" filing will be intercepted by an open channel which runs parallel to Merganser, and covey runoff to the proposed detention pond. When 2nd filing happens, obviously this channel will need to be filled in and an alternate conveyance system will need to be built. It was always the intent, as presented in the preliminary drainage study, to utilize the existing wetlands as a part of the overall detention system. This concept was never fully embraced by the department of Natural resources, however they never flatly denied this concept either. The concepts presented in the 2nd Filing plans show how the existing system can be easily modified to make this possible, and that abandoning the existing open channel will not have a great impact on the improvements being built with 1" Filing. SWMM Model - Interim Condition Northern Engineering developed the 100 year event model as a conceptual overview of the Fast Filing of Waterfield PUD, and to provide an interim pond volume for the site without affecting the existing wetland area This model will be revised as part of the 2' Filing. The rational method was used to determine site specific requirements for swales, storm sewers and inlets. IV. EROSION CONTROL General Concept Waterfield PUD lies within the Moderate Rainfall Erodibility Zone, and the Moderate Wind Erodibility Zone, per the City of Fort Collins zone maps. At the time of final design, Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, the erosion control performance standard was calculated and copies included in the appendix of this report. -NA 0 uas►� IIC Rssi.l 0��4 to �� rmvnl oNJ0 Sot ( 9 vD z , 3 BLS; P'l rvoT � �x..w� � ! •a My �BL� 0 Lasthis 16 3-a, to 5ostV lS �� �� us 17 �1 Z4E , ZS 0;= = - 3 3�3 3Ylm-Oss I o4 cis Iz � pum SWMM MODEL PARAMETERS Prepared by Bud Curtiss - Northern Engineering Revised August 26, 1998 File: WATERISWMM CALCS.WB2 WATERFIELD 1ST FILING Weighted Weighted Weighted SWMM Basin Area Imperv. % Imper % Imper Avg Length Basin Width Basin No (ac) Area (ac) (avg) (ft) (ft) 10 OFF4 34.49 0 10.00 10.00 500.00 3004.77 11 11C 2.43 1.42 58.44 58.44 100.00 1058.51 12 VD1 0.65 0.39 60.00 60.00 100.00 283.14 13 W 1,2 4.08 2.09 51.23 51.23 150.00 1184.83 14 W 12-23, OFF2 16.08 8.04 50.00 50.00 225.00 3113.09 15 W9 13.01 0.00 10.00 10.00 250.00 2266.86 16 W3-8,10 12.39 3.71 29.94 29.94 200.00 2698.54 17 W24,25,OFF3 4.25 1.52 35.76 35.16 195.00 949.38 18 WllA,B 1.03 0.70 67.96 67.96 100.00 448.67 19 VD2,3 7.02 2.91 41.45 41.45 100.00 3057.91 20 DC-1 108 0.00 10.00 10.00 1950.00 2480.00 i.t �ol i GaNVEv�.Y.� �1.1 iJ�F1 .�LE4 �� MBE¢. SL6rC i 10 30� 300.5 34_49 195 1 . ZS e 115 l O 2 .43 58 o.770% I Z 0e) 14 Sc4- 3 UW3 l b '91 o• C-�% i 4.ZS �.�% t 2 1 1 2 3 4 WATERSHED 0 Waterfield SWh44 for First Filing. 100-YEAR Rainfall Event 1 240 0 0 5. 1 1. 1 25 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 1 10 301 3005 34.5 10. .012 .016 .250 .1 .3 .51 0.5 0.0018 1 11 305 1060 2.43 58 ".007 .016 .250 .1 .3 .51 0.5 0.0018 1 13 307 1185 4.08 51. .006 .016 .250 .i .3 .51 0.5 0.0018 1 14 304 3113 16.9 50. .006 .016 .250 .1 .3 .51 0.5 0.0018 1 15 305 2267 13.0 10, .001 .016 .250 ._ .3 .51 0.5 0,0011 1 16 305 2700 12.4 30. .010 .016 .250 .1 .3 .51 0.5 0.0018 1 17 .302 949 4.25 36. .006 .016 .250 .1 .3 .51 0.5 0.0018 1 16 306 450 1.03 68. .005 .016 .250 .1 .3 .51 0.5 0.0018 1 19 300 3060 7.02 41. .007 .016 .250 .1 .3 .51 0.5' 0.0018 Y 1 20 310 2480 108. 10. .015 .016 .250 .1 .3 .51 0.5 0.0018 ############################ END OF WATERSHED DATA ####################### 11 10 11 12 13 14 15 16 17 18 19 20 11 10 11 12 13 14 15 16 17 18 i9 20 1 300 1 0 1 4. 1000. 0.002 4. 4. 0.035 10. 0 301 300 11 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.3 -1.7 2.2 2.1 4.8 2.4 8.2 2.7 12.7 3.0 13.7 3.0 14.2 3.0 14.7 _ 28.8 15.2 81.6 15.8 149.6 1 302 301 0 4 4. 400. 0.005 4. 4. 0.035 10. 50. 400. 0.005 15. 15. 0.035 10. 1 303 302 0 5 4. 650. 0.003 0. 0. 0.013 4. 50. 650. 0.005 15. 15. 0.035 10. 1 304 303 0 5 3.5 400. 0.004 0. 0. 0.013 3.5 50. 400. 0.004 15. 15. 0.035 10. 1 305 302 0 4 0. 1125. 0.005 4. 4. 0.035 10. 50. 1125. 0.005 15. 15. 0.035 10. 1 306 301 0 4 2. 1000. 0,030 4, 4. 0.011 10. 50. 1000. 0.030 15. 15. 0.013 10. 1 307 304 0 4 0. 1500. 0.015 4. 4. 0.035 10. 50. 1500. 0.015 15. 15. 0.035 10. 1 310 300 0 4 0. 1900. 0.006 50. 50. 0.035 10. 50. 1900. 0.006 50. 50. 0.035 10. ############################ END OF CONVEYANCE DATA $##################### 9 301 302 303 304 305 306 307 300 310 -1 1 END?ROGRAM r 1 1 1 1 1 49.3 r ' I cx�:) - 49.3 0 4-9 . 4=> 14 .-7 4,::) 1 S.Z 81.E 44D is).8 14�, 9 No Text DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT 0 0. 0 0 c o N m 0. V (9 t m 3 0 l0 `0 0.. as V m or ko tt 0.' 9-1-1992 UDFCD s 4 xtenWDeentlofadBasl 0-Ho (Dry) D?tentic 1 -Hour n Pon Drain Is (W Time t) IV �u au au bu 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) Note: Watershed inches of runoff shall apply to the enure watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) DRAINAGE CRITERIA MANUAL(V. 3) 10.( 6.1 4 2.1 1.1 0.61 CD 0.41 E > 0.21 m a m U I 0.11 O 3 0.01 0.02 0.01 04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row (in.2) 2 Z 1 N._ . Source: Douglas County Storm Drainage and Technical Criteria, 1986. FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME STRUCTURAL BMPs PAA 50A I QCV 2.1 acre-feet LUTION: Required Area per Row 1.75 in� m m I MAJ VAJ fAA r, PA MAI I A FOOA A VIAJOA PrA PAN A rodAMA 1A I EVA 15JA MEN WAR FAJ A JA EA VAA A FAA 7, FA PA I� 1AA0 P55 ;VAArI-Amjj 1AFAM r4AA14 IPA Rev. 3-1-1994 UDFCD No Text (4>.72D OP�iC� v�G aou� a IJ G 1 t ' APPENDIX G 1 DESIGN CHARTS, TABLES, AND GRAPHS I I I 1 I I I 10 1 1 i 1 tLAND DRAINAGE CRITERIA MANUAL RECOMMENDED -RUNOFF USE OR SURFACE CHARACTERISTICS TABLE 3-1 (42) COEFFICIENTS AND PERCENT IMPERVIOUS 2 PERCENT IMPERVIOUS FREQUENCY 5 10 RUNOFF 100 ' Business: Commercial Areas 95 .87 .87 .88 .89 ' Neighborhood Areas Residential: 70 .60 .65 .70 .80 Single -Family * .40 .45 .50 Multi -Unit (detached) 50 .45 .50 .60 .60 .70 Multi -Unit (attached) 70 .60 .65 .70 .80 ' 1/2 Acre Lot.or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 ' Industrial: Light Areas 80 .71 72 76 82 ' Heavy Acres Parks, Cemetaries: 90 .80 .80 .85 .90 . 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 ' Schools:. 50 .45 .50 .30 .60 .50 .70 Railroad Yard Areas 20 .20 .25 .35 .45 ' Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") ' Greenbelts, Agricultural Offsite Flow Analysis (when land 45 .43 .47 .55 .65 ' use nat defined) Streets: Paved 100 .87 .88 ' Gravel (Packed) 40 .40 .45 .90 .50 .93 .60 Drive and Walks: 96 87 87 88 89 ' Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 ' Lawns, Clayey Soil 0 .05 .15 .25 .50 NOTE: These Rational Formula coefficients may not be valid for large basins. *See Figure 2=1 for percent impervious. ' 11-1-90 URBAN DRAINAGE AND _,;;,0 !.:JNTRCL No Text RUNOFF DRAINAGE CRITERIA MANUAL 1 1 1 1 1 of 30 20 Z W Q 0: W a 10 Z W IL O 5 In W ¢ 3 O" U 2 D: W F— Q ry c ' •0 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND Paverntn} 2 • ( slape 'A) IIz Velou}y G ratRj walerwaj I.S+ (slope+/•1 k FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrologf For Small Watersheds" Technical Release No. 55. USDA, SCS Jan. 1975. 5 —1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP _ K c.► a4( cr MEN e� -.Mapp WE MOM In 1 1 1 1 1 r .Y Yt/D .o d 1.0 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7 RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-i5-82 ' URBAN DRAINAGE a FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP 9 = Expansion Anqle mmmmml MEN 0 0 � ON md m i MINVA WVA MEN AAFAA m w age 1"AMIN vs, , low, A mr1m,mum, - mem �W��v YA A 4 WFA I NONE 0 EARRAVAPS-rAmmommm TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS i 1-15-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT C 1 t y Z2 ; v T o rn CO t� (0 tf) 7 M N .- O T T O O O O O O O O O O VIV jo °"' b/b i (D 0- W O L d- rl C L Q) C 3 J L Ilp 1 1 1 1 1 1 I nn J n ui. n nu. a......... ....'.:.. m duuuuunn �� m � nn m:n nuns 'I �:: p_u:m nuunun i n i.— nnnunnnum m � nnu:nunuuu: - uunnnnnnnununu:I . nnumm�uuununnn nnnumnna:nnuunm-••...-•.- :ninunnunanuunnm ....:. ... nnnunnnuunmu:uu:n II1.•-,•••'.tt.:-- miinn::n.:.: v Ln N N I LO s/41 ' 'd Ja}awoJod U61sa4 Lo ct m N7 O r O O O O O O O O O O HIP Jo a/P M.- cc y L O y � U cD Q' Q) _ L CD °a o � U _ � � O Q) L N U aU a �-0 L Q) 3CD N N cn o Q) ^ L > Q)O li to a o CY oa to cy NO o 'N (V o x a u A O 'ci C) m 0] u 00 L 1 1 MAY 1984 1.0 .9 s=0.6 ° 0./ F= 8 T U_ _ a: o .6 U Q LL i=0.4% F=O:$ o .5. � Iv_ a w 4 o_ .3 I BELOW MINIMUM ALLOWABLE I STREET GRADE 2 I I .I .0 0 2 4 6 8 10 12 14 SLOPE OF GUTTER I%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factorforapplicable slope to the theoretical gutter capacity to obtain . allowable gutter capacity. (From: U.S. Dept. of Commence, Bureau of Public Roads, 1965) 4-4 OE SIGN CRIT"c.RIA STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803 — I 0 I C r 1 1 J MANHOLE AND JUNCTION LOSSES PLAN o, A 4 Sri USE EQUATION 801 SECTION NOTE: Fv k.F Type of 1.401. CASE I INLET OR STRAIGHT THROUGH MANHOLE ON MAIN LINE PLAN USE EQUATION 805 SECTION CASE m MANHOLE ON MAIN LIN WITH 00 BRANCH LATERAL ETOJJ or 801: HL= K VZ 2-) PLAN USE EQUATION 805 o� A 0„q 0103 SECTION CASE U INLET ON MAIN LINE USE EQUATION 801 A I i Oa■r SECTION CASE IQ INLET OR MANHOLE AT BEGINNING OF LINE —ri CASE N0. K. CASE IIIam. A° K� I 0.05 22-1/2 0:75 II 0.25 45 0.50 IV 1.25 60 0.35 90 0.25. No Lateral See Case I ' Date: OCT.1986 REFERENCE Rev: APWA Special Report No. 49, 1981 STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA I TABLE 112 3 of 3 STORM SEWER ENERGY LOSS COEFFICIENT (BENDS AT MANHOLES) I R a 0 0 o. zu 40" 60° ar 900 1006 Deflection Angle Y , Degrees NOTE: Head loss applied at outlet of manhole. DATE: OCT.1986 REFERENCE: REV: Modern Sewer Design. I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Headloss Coefficients for Manholes and Junctions These are typical headloss coefficients used in the standard method for estimating headloss through manholes and junctions. Type of Manhole Diagram Headloss Coefficient Trunkline only with no bend — 0.5 at the junction - - Trunkline only with 45 _ _. 0.6 degree bend atjunction - Trunkline only with 90 _ 0.8 degree bend atjunction - Trunkline with one lateral — - —_ Small 0.6 — _ — Large 0.7 Two roughly equivalent - _ 0.8 entrance lines with angle of - < 90 degrees between lines Two roughly equivalent — 0.9 entrance lines with angle of = > 90 degrees between lines Three or more entrance lines _ — 1.0 1 1 i O O 0 O U N z H a 0 U E4 a 0 W 40 W G4 hl L G MARCH 1991 o lo�ol000 o v v m m m In mWaomm o 1wowoom, a000000........ .. .O v.rvvmWlntnmWv WmmWWmW o R rnoo�a►rna+o+o�0,0�0�0• • M W W W m W W W W W m m m W m . . . . . . . . . . . . . . . . . . . . . o v.rvVvvvv.rvVvvvv.rvvvv N W W W m m W m m m W m m m W m m W W m m O ICOCOCOCOCOCOCOCCCOWMCOCOCOWWWWWWWWWWWMr-1 o aoNr+VInInln�o�ololololonnnnnnnnnnWWW 0% M y V' V' v V v V' v v v V V V' V V v v V' V' v v V v V v m Co W Co co m m co co m m W co co co m m co co m m m m m m W O IO O N M v v to IA to In %0 10 %0 %0 %0 %0 %o 10 %0 10 n n n n n n . . . . . . . . . . . . . . . . . . . : . . W m m m m m m m m m m m m m m W m m m co m W m W m m co O v01 rINM Mvv-v V' In M 00 In a1 In In In 1010%0%010%V n n MMer�vvvvvvvvvvvvvvvvvvvv.ry WWWmcommcoWWWWW co WWWmmWWWmmWm O OIOm O.-IriNNMMMMvvvvvv-W-WInlnInIn10%0 . .....................:.... 10 M M M v v v v v v v v v v v v v ,v v v v v v v v v v W m co to Co co co m co m m m W m W m W m W m m m m co m co O In N In n m 01 O O ri ri rl N N N N N M M M M M v v v v v . . . . . . . . . . . . . . • . . . . . . . . • • . . In N M Nf M M M v v v v v v v v v v v v v v v v v v v v co Co co W W W W m W W W W W m W co co co co co m co m co co co In I V-1 Wr4MV M 0 wwtl N N w W mW mW0%.010100000 v N N M M M M M M M M M M M M M M M M M M M v v v v v m W co W W W W co W W Comm co W W W W W W W W W W W W O tOtn W . . . . .O.iNMvvinllIn1010t01DtOnRnnWm W Of01 . . . . . . . . . . . . . . . . . . . . . . v v-4 N N M M M M M M M M M M M M M M M M M M M M M M M m W W W W W m W W W m W W W Co W m m m Co m Co m W W W In rl,alnnWoo�-+NNMMMqwvvaalninInw%o%onn . . . . . . . : . .. . . . . . . . . . . . . . . . . . M rl N N N N M M M M M M M M M M M M M M M M M M M M M W W W W W W W W W W W W W W W W W W W Co Co Co Co W Co W O IM NIO WO►O rINNMMMvvvvvvin In In In/0101010 M Orl.-Irl'iNNNNNNNNNNNNNNNNNNNNN a0mWt0aDWma0c0aDmmW WmWmmmW W W WmW W In Ilnlno,NMv�atlornnWWWo+o,o,o+o►o�000000 ........................... N 01 O O rl •i •i rl rl rl rl rl rl rl rl rl rl rl ri rl rl N N N N N N nW WWW W WmWCOCOWWmmWWmW WmmmmWm O vin0 Mln 1pmm01000r1.-I rl .-INNNNMMMMMM N m01000OOOOrlrlrl•i.H'i•i•irlrl•irlrlrlrlrl•i rnaoaommaoa000mmmmmmmmmmmWmmmmm In W N W rl v In n n m 0 M 00 rI ri.i.i rI N N N M M M en en . . • • • . • . . • • . . . • . . • . . • . • . . . rl tzc;c; 01010►0101010;000000000000000 nnnrrn-r n nWmmmWmmmmCC) mWmmm o%0M0vr-(h094NMMlw-WInlnlnInlo%0%0konnlol0%0 . . . . . . . . . . . . . . . . . . . . . . . . 4 vlonnn9Wao0oaomm0;0;0; mmmmmWWW rnrnnnnnnnnnnnnnnnnnnnnnnn In 010v%0n mmr%t-r% InvvMMNN0110vr101%0 O O N N N N N N N N N N N N N N N N N N N ri rl rl rl O O nnnnnnnnnnnnnnnnnnnnnnnnnn E� o0000000000000000000000000 C7E+ o0000000000000000000000000 zGr rINM V In 1Cnm0�0�-iNM v'Icl �onmO, oln olnolno av+-+eirlrlrlrlrlrl'•-IeiNNMMV'V'In 3,4 DESIGN CRrMIA 0 APPENDIX H ' STORMWATER UTILITY COMMENTS AND RESPONSES 1 r 1 PROTECT COMMENT SHEET ' City ofFort Collins Current Planning DATE: August 3, 1999 TOStormw " ,� v ei € ; PROJECT: =,` %-95D Waterfield P.U.D.. 2nd (LDGS) Filing —Final ' All comments must be received by Steve Olt no later than the staff review meeting: ' Wednesday, September 1, 1999 ' 1. Please review all existing and proposed drainage easements and be sure to show all of them on the plat. Please provide an easement or tract for the storm sewer for inlet Al. Please provide easements for the Swale that will carry flow from the inlet A] pipe and the water quality pond I overflow path to Pond 321. Are the existing ponds alreadv designated easements or do thev require dedication or addition to existing tracts' Please call out existing/proposed drainage easements for all detention/water quality ponds associated with both the 1" and 2"d Filing. The easement for the swale extending along the west side of Merganser Drive per Filing 1 needs to be vacated. RESPONSE: 2. Please use the current City vertical control benchmarks instead of the old `black bolt' syste.r:. Tine closest benchmarks are 92-1, 92-2. and 92-3. RESPONSE: Date: �: / Signature: (/ / 'CHECK HERE I* YOU WISH TO RECEIVE COPIES OF REVISIONS ��Piat !�tD��C.iTSS02, �G'Site �/brainage Repon 00therk 5RMsE; 'IJtilin Redline Utilin, j;Landscane citycity of Fort ' 3. Please indicate all ROW dimensions on the plat. RESPONSE: Please explain the results of the SWMM analysis in the report, including the peak release rates, volume required, how the 2"d Filing model ties -in to the 152.Filing ' model. the differences between the 2"d Filing model and fully developed model, etc. RESPONSE: 5. For ease in identification, it would be helpful for each storm sewerto be labeled. RESPONSE: ' 6. The storm sewer at the end of Garganey Drive (for Inlet Al) should have an overflow swale. Please provide a cross section of this swale. This swale'shouid be included in ' a separate tract. How will the flow from this pipe reach Pond 321? Please provide a swale with calculations and a cross-section that. shows it can handle 1.33*Qt00. To ttutumize disturbance to the wetlands around Pond 321, please construct the swale to ' the edge of the wetlands. ' RESPONSE: The finish grading plans indicate several slopes greater than 4:1. Please maintain 4:1 slopes throughout the site where possible. If greater slopes are required, please request a variance in the text of the report. Slopes greater than 3:1 will not be ' accepted. RESPONSE: S. What is planned at the northwest comer of Vine Drive and Merganser Drive? ' According to the landscape plan. there will be buildings, etc., yet the grading and drainage plans show only a parking lot. Will this be constructed in a future phase that will be submitted at a later time? Has the imperviousness of the parking lot and ' buildings been considered in sub -basin 501? Does the detention pond consider this area or will detention for that area be provided later? Where will flow be directed in this area? Please address these issues in the text and update the hydrology if ' necessary. RESPONSE: ' 1i'mld2nd-2.doc Since the l51 Filing has been approved and will most likely be constructed prior to the e approved I Filing,I- a please show the Filing grading ` in the plans (including the e:::sttng Swale along Merganser Drive). Be sure that the proposed 2"0 FiIing grading ties -in to the approved I" Filing grading. Please note that additional comments may arse once this information is provided. ' RESPONSE:: ' 10. W-nv is sub -basin 201 separate from sub -basin 202, when 201 flows through 202 in ' numerous side -yard swales? Please consider combining the two sub -basins into one. RESPONSE: 1 Ho\A,7 was the flow from the basin north of the Latimer and Weld Canal determined ' (mentioned as 313 cfs in the report)? Please show an exhibit in the report of the drainage basin and provide calculations. Where will this flow enter the site? How was this determined? Based on some of the calculations, this additional flow was ' added around the intersection of Merganser Drive and Garganey Drive. Is there a spill location near here? Is convevance of these spills provided (i.e., swale)? Please provide documentation on the spill location in the report and provide conveyance from the ditch to the streets. RESPONSE: 12. Since there is no outlet from water quality pond 11, there is a potential that that the ' pone will 'nave a constant water surface, not allowing for extended detention of the water quality capture volume. Please provide a water quality outlet structure that is based on Volume 3 of the urban Drainage Criteria Manual. Also, please provide ' coryevance for the overflows from the pond, including calculations, erosion " protection. and cross -sections if necessary. ' RESPONSE: ' 13. Hoxv will the existing storm sewers south of the site (along Vine) tie-in with the proposed storm drainage? Please call out these existing stormwater utilities and indicate how they will tie-in.or whether they'll be removed. ' RESPONSE: 14_ The SWND�1 for this filing does not appear to include t ` he same data that was used in the 1 S` Filing. The basin areas for what appears to be the same basins are different. ' Wtr11d2nd-2.doc The overland flow lengths (OFL) for this filing are much lamer tha n in used the 15` Filing (note that the maximum recommended OFLs are 260 feet for developed areas and 500 feet for undeveloped). There appears to be basins that were removed from the I" Filing SW-MM. Please review the IS` Filing SV7N4M and try to match it to ' this filing as close as possible. If there are differences between the two, please explain them in the text and/or in the SWMM section of the appendix. Also, please show what rational basins are contained within the SWMM basins for both filings and ' what pipes or swales are associated with the conveyance elements. This can be done in a table format and/or shown on the S "rN. 4M schematic diagram. Please note that additional comments may arise once further information is provided. RESPONSE: t15. How was the rating curve for Pond 301 determined? The rating curve used in this S`A MM does normatch the one used in the IS` Filing. Please provide documentation ' on the rating curve in the SWMM appendix. Also, the SWMM results show a peak discharge of 5.7 cfs when the maximum allowable release rate is 3 cfs: Please be sure that the pond is designed to release no more than the agreed upon amount with the ' Lake Canal. tRESPONSE: ' 16. Why are there two SWIVEM analyses in the appendix (one labeled 2"6 Filing and.the . other fully developed)? Please explain in the text and/or in the appendix the changes made to the second model and why those changes were made. Also, please be sure to ' discuss the difference in results in the text. RESPONSE: ' 17. Why is there a water quality pond for the flow that comes from the center of the site ' (WQ Pond 1) but not one for the flow from the northern portion of the site (Inlet Al)? Please provide a water quality pond for this area or explain why a water quality pond is not being provided. ' RESPONSE: ' 18. For ease of review, piease provide an overall site drainage plan showing the entire 2"d Filing along with the sections already provided. Also, please provide a drainage ' summary table in the drainage plans that includes the sub -basins. areas. runoff coefficients. Q, and Qloo values. NRESPONSE: 1 } :-: _ .. - _. 19. Fo- each pond, please label or. the plans or in a table the required volume, volume ' pro•, idea, allowable release ate, actual 100-vear discharge, and 100-year WSEL. ' RESPONSE: 20. Se•. erai existing stormwater utilities are excluded from the plans. Please include and ' labei al utilities from the I" Filing that are associated with the 2"° Fiiinu. ' RESPONSE: The proposed storm drain along the north side of-V ine Drive does not have a plan or pro_iie. Please include with the next submittal. ' RESPONSE: ' 22. Please ciearly delineate the construction limits around pond �321 so that the cor.-actor will not negatively impact the wetlands during construction activities. The buiiding of the storm sewer at the south end of pond 4-321 could affect the wetlands. ' Alse, please consider an alignment of the outlet pipe that will minimize disturbance to the ,,wetlands. ' RESPONSE: ' 2=. Ho% were the storm sewers sized? Please provdde storm sewer calculations. Also. please add the 100 .vrBGL to each storm sewer profile. ' RESPONSE: 24. The storm; sewer profile on sheet 26 for the Pond 321 outlet pipe indicates a length of owe- -00 feet, exceeding the required maximum length of 400 feet per Table 5-5 in The SDDC. Please add a manhole. ' RESPONSr: t25. Please provide a detail for the =' pond .,_]_outlet structure, including dimension, etc. ' RESPONSE: ' W tvild2nd-2.doc ' 26. Please show the relationship of the storm sewers to other existing utilities on the storm sewer profiles. ` RESPONSE: �:. Basins 301-304 and 401-404 are designed to release flows through curb cuts and ' sidewalk chases..Please call out these facilities on the plans and provide standard construction details. ' RESPONSE: ' ??. Please add a note on the storm sewer profile sheets `All storm sewer lines shall be inspected by the City of Fort Collins'. ' RESPONSE: ' Erosion/Sediment Control Comments The erosion control report states that, "Following completion of overlot corrading...". This portion of the second sentence of the first paragraph 5.2 should be deleted. The ' standard erosion control notes require all disturbed areas be seeded/mulched within ,30 days unless otherwise approved by the Stormwater utility. ' RESPONSE: Please put a note on the plan reflecting the statement in the report that all disturbed areas not in street rights of way are to be reseeded and mulched. ' RESPONSE: What is going to protect the existing wetland from sediment during the installation of the.pipeline in its southwest comer? ' RESPONSE: ' It will be a period of time from the construction of the water quality pond until it and its stripped embankment will filter sediments from storm waters released into the existing larger wetland. This water quality pond should be constructed and reveoetated (with wetland species and upland grasses in the disturbance area W trfld2nd-:.doc surrounding it) at the beginning of overlot grading on the proiect. and no stormwate- discharges allowed into it unti; this revegctation is well established. RESPONSE: i ne existing pond in the southwest come- of the project should be utilized as a ' sediment trap until there is no remaining erosionisediment transpon threat from the development. ' RESPONSE: Please refer to the redlined report and plans for additional review comments. 1 y I NCnMTE December 1. 1999 BEYOND ENGINEERING 1 Mr. Donald Dustin City of Fort Collins ' Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: #7-95D W'aterfield P.U.D., 2Bd Filing — Final (LDGS) Dear Mr. Dustin: ' In response to city comments received, dated August 3, 1999, we submit the following responses in the order of your comments: All easements and tracts regarding existing and proposed drainage facilities have been included in the Plat in this submittal. The changes to vertical control benchmarks have been made on the cover sheet. J. All R-O-W dimensions have been annotated on the Plat in this submittal. ' 4. A more detailed explanation of the S WMM analyses have been included the Drainage Report in this submittal. Refer to the Drainage Report. ' 5. All storm sewer have been labeled in the construction drawings. ' 6. The storm sewer, overflow swale, and inlet have been relocated to be within or adjacent to Tract B at the end of Garganey Drive. A cross-section of the overflow swale has been included in the plans and flow from this outfall will sheet flow over the existing natural ' grasses to the wetlands. Grading a swale will warrant unnecessary disturbance to this area. thus we recommend not to provide a swale. ' 7. A Request for a Slope Variance for on -site slopes of 3:1 is included in the Drainage Report. 8. The proposed development for this commercial site is to be davcare center and a convenience store/gas station. The parking lot and building pads have been graded for this submittal. The site has been included in the most recent drainage and detention analyses as part of this submittal. Refer to the Drainage Report for additional information. NOLTE ASSOCIATES. INC. =32 S. LINK LANE FORT COL LINS. CC 80524 970.221.2400 TEL 970.221.2415 FAX "'%%'w. N 0 LT E. C 0M 5 ERb t" c n 1949-1999 Z o , n:*0088\adminkomments stornmater 11-23-99.doc �' ` E ' Donald Dustin December 1. 1999 ' Page 2 ' 9. The proposed grading from the First Filing has been incorporated into the Second Filing Grading Plans for this submittal. ' 10. These basins have been combined as noted. ' 11. This flo-,v was determined in the Waterfield First Filing report. It enters the First Filing site via an overflow weir (proposed in the construction drawings) alone the canal and enters the ' Second Filing site through the storm sewer system in Storm Drain "D". See Appendix F in the Drainage Report for more detail on flows. ' 12. This water quality pond has a bottom elevation lower than the adjacent existing wetland. Thus, this pond will eventually become another wetland. It is recommended to allow the stormwater to naturally pond and spill over into the existing wetlands as proposed. An ' outlet structure would be ineffective with these conditions. 13. These existing storm sewers have been incorporated into the design of the proposed storm ' sewer system for this Filing. Refer to the construction drawing. 14. See the text and Appendix D in the Drainage Report. ' 15. See the text and Appendix D in the Drainage Report. ' 16. These t-,vo different S WMM models were from Northern Engineering's initial Filing 2 modeling. The Second Filing has been remodeled to reflect current development and we now have just the one new model in the Drainage Report. ' 17. We have added a "Stormceptor" manhole to this storm sewer line (Storm Line A in the construction drawings) to provide for the water quality at this location. ' 18. An Overall Drainage Plan has been inserted into this submittal of Utility Plans as Sheet 9. ' 19. Detention Pond information requested has been annotated in the Overall Drainage Plan and Drainage & Erosion control plan sheets. ' 20. All existing storm sewer from the First Filing are included in this submittal of construction drawings. ' 21. The proposed storm drain along East Vine Drive has been included in this submittal of construction drawings as Storm Line "B". 22. The following construction notes have been added to the construction drawings' Drainauc and Erosion Control Plans: ' N O LT E ASSOCIATES. INC. ❑AROOMadminkomments stornmater 11-23-99.doc :vir. Donald Dustin December 1. 1999 ' Paue 3 ' 1. CONSTRUCTION ACTIVITIES SHALL BE LIMITED TO THE SILT FENCE BOUNDARY AROUTND WETLANDS AND WHERE NOTED ON PLANS. 2. WHERE WORK IS TO BE PERFORMED NEAR OR IN ADJACENT WETLANDS. ' CONTRACTOR SHALL MAKE A CONCERTED EFFORT TO MINIMIZE IMPACTS TO WETLANDS. ' The alignment of the outfall pipe has been reviewed and the present design is recommended. 23. The storm sewer design utilized Heasteds' computer program, "StormCad". These ' calculations have been included in the Drainage Report. The 100-yr HGLs have been added to the storm sewer plan and profiles in this submittal of the construction drawings. ' 24. A manhole has been added to Storm Line C in the storm sewer plan and profile in this submittal of the construction drawings. 23. An outlet structure detail has been included in the Storm Sewer Detail Sheet 31. ' 26. Please see the revised storm sewer plan and profiles in this submittal of the construction drawings for this comment. 27. The curb cut/sidewalk chase detail has been included in the Street Detail Sheet 29. 28. Comment noted and added to the storm sewer plan and profiles in this submittal of the tconstruction drawings. Erosion/Sediment Control Comments ' 1. Noted and revised in the report. Noted. 3. Straw bale barriers have been annotated on the Erosion Control Plans at this location. It is ' anticipated that the contractor will install these straw bale barriers around the proposed outlet area prior to construction. Refer to the Construction Notes stated in Response No. 22, above. 4. It is anticipated that this water quality pond will soon be a natural wetland due the existing groundwater conditions. This request to reroute storm sewer flows seems impractical and unwarranted. This request would possibly increase the areas that will be disturbed due to construction. In addition, water quality filtering will occur within the existing grasses between the proposed water quality pond and the existing wetland pond. I ' N O LT E ASSOCIATES. INC. ❑;\fe0088\adman\comtnettts stormwater I 1-23-99.doc Mr. Donald Dustin December 1. 1999 ' Page 4 ' 5. This was not included in the erosion control calculations. as we have obtained adequate effectiveness with the proposed erosion control devices shown on the plans and discussed in the report. Any remaining sediment that does make its way into the pond will be trapped. ' since the water quality outlet structure that was designed with the First Filing construction drawings will already be in place and the pond will have adequate vegetation established by the time Second Filing grading commences. We have addressed your comments with the above comments to be complete and appropriate. ' Please feel free to contact me if you require further explanation or additional information. ISincerely; ' Nolte Associates, Inc. Tom Ochwat, P.E. ' Project Manager M ' N O LT E ASSOCIATES. INC. n:\fc0088\admin\comments stormwater 1 I-?,-99.doc REVISION COMMENT SHEET DATE: December 1, 1999 TO: Stormwater PROJECT: #7-95D Waterfield PUD, 2Id Filing, Final — (LDGS) All comments must be received by Steve Olt no later than the staff review meeting: Wednesday, December 22, 1999 No Comment Problems or Concerns (see below or attached) Please provide inlets and storm sewers on Muscovy Drive in place of the curb cuts and grated manholes for design points 301 and 401. Mid -block cross -pans are not allowed. Note that previously the flow from these points was not included in the analysis of Storm Sewer "C". Please add these flows into that sel-er's hydraulic analysis PESPONSF.: 2. Velocities in storm sewer C p will be too low (a minimum of 2 ft/sec is required for the initial storm per Section 5.5.3 of the SDDC) considering the slopes that are proposed. Please provide calculations for the initial storm for this pipe system showing that these minimum velocities are exceeded, or prefera ' physically possible) please increase the slopes in that storm line to at lea 0.46/0 RESPONSE: Date: 22-1 Signature: �C:( ME IF YOU WISH TO RECEIVE COPIES OF REVISIONS S�cvG a� ,st ✓Site _ 0ther�_ CC �a ve Sr -_ � ?,dG ine Ut�ty dscape C ' O Ol rAj � �O Gtv of Fort CoiL 1 3. Please provide a swale or for the flows that will outlet from Storm Sewer "A" in order to convey them to the wetlands (Pond 1). It is our opinion that the flows once concentrated cannot change to "sheet flow" as soon as they enter the future natural area, and channelization will re -occur naturally and be aggravated by erosion ' problems. The swale should be extended to the edge of the wetlands area but not beyond that, in order to eliminate any disturbance of the wetlands. Please make sure that a drainage easement is reserved for this outfall system, prior to transferring this ' property to the City's Natural Resources Department. Please call -out re -seeding for this swale. RESPONSE: ' 4. Please make sure that the alignment of the Type R inlet that is proposed at the end of G:.rganey Drive will not interfere from a safety aspect with the proposed bike/pedestrian path at that same location. Please provide a detail blow-up of this ' area, showing, inlet, pipe, overflow swale and sidewalk locations. If the storm sewer will clip private property due to the location of the low point then provide an _ easement for :t. It would be preferable if the low point in that street is not situated in such a way that the pipe has to cross private property. so that the storm sewer will be completely within Tract B if possible. ieRESPONSE: The Water Quality Pond designed next to tract C has no positive outfall to the existing wetlands pond. The City requires a positive outfall for all drainage systems. ' Please modify the design to provid tnstead)i Stormceptor that would drain into a n s. at swale carrying flows to the edge of the wetlasystem similar to the design requested at the end of C-ar,. iney Drive. RESPONSE: ' 6. The 100-year WSEL (4948.9') of Pond #2 appears to exceed the boundary of Tract E. The remaining drainage easement area following partial vacation should at least cover ' would the 100 year pond area that would still be inundated, as well as all existing and proposed swale, storm sewer lines and appurtenances. ' RESPONSE: 7. Please provide calculations for the rating curves included in the SWMM model for ' Pond s 1 and 2. Explain in the text of the report as well as in appendix D how these were obtained. RESPONSE: S. Please identify where the wetlands pond would overflow, would the overflow path be across the school site? Please identify the overflow location and reserve a drainage easement along the overflow path. I' RESPONSE: I' 9 The street capacity for Merganser Drive (right flow line) is exceeded by your initial storm flow to design point 203. Because of this, the mid -block crosspan proposed at the eastern end of Garganev Drive will not be allowed. Please provide storm sewer to I' convey these flows to design point 203 and to meet all street criteria. RESPONSE: 10. Per section 2.2.2.1 of the SDDC, please provide a summary table of the site I' hydrology on the drainage plans. This is a repeat comment. RESPONSE: ' 11. Please indicate the limits of disturbance area for the construction of the storm sewer out of the wetlands pond. Please delineate the disturbed area with a silt fence or a ' construction fence. Please add a note to the contractor stating that no disturbance shall occur outside of the delineated limits of disturbance. Please provide a ' mitigation plan for any such disturbance to the natural re,,;arces Department. RESPONSE: 12. Please provide clay cut-off walls at 200 feet intervals at most in the bedding the of storm sewer proposed out of the wetlands pond (Pond 1) to prevent seepage in the ' bedding from de -watering the wetlands area. The City's wastewater department has a detail that can be used for these clay cut-off walls. ' RESPONSE: ' 13. Please add a note to the storm sewer profiles to indicate that ail lines are to be inspected by the City of Fort Collins. ' RESPONSE: ' 14. Please call -out the size and type of all storm sewers on the Drainage Plan as well as on the overall utility plan. RESPONSE: u 15. Please change the scale on the Overall Drainage Plan to 1"=100'. RESPONSE: 16. Please note that there are many references in the report (including the appendices) to Wood Duck Drive. Please change these to the new name of Cape Teal Drive. RESPONSE: 17. Please call out minimum opening elevations for all the lots that back up to the wetlands pond. Please provide a call -out for proposed elevations at all lot comers. RESPONSE: 18. Please provide ditch signature block for the Larimer and Weld Canal Irrigation Company, as there seems to be grading within that easement RESPONSE: Erosion/Sediment Control Comments L Previous note 92 has not been addressed. Please put a note on the plan stating that all areas not in street rights of way are to be seeded and mulched, per you report. RESPONSE: March 15. 2000 B E Y O N D E N G I N E E R I N G ' Mr. Basil Harridan Stormwater Utility ' City of Fort Collins 700 Wood Street Fort Collins. CO 80521 ' RE: #7-95D Waterfield P.U.D., 2" Filing —Final (LDGS) ' Dear Mr. Hamdan: In response to the City's second review comments received. dated December 29, 1999. we submit ' the following responses in the order of your comments: 1. Two double combination inlets (Deeter 2047 Type L Curb Inlets) and the connecting pipes ' (24" & 18" RCP) have been added to the storm sewer plans at the sump locations along Muscovv Drive. Per our meeting on January 24th . the proposed cross -pans will remain and have a width of 12 feet. Storm Line C has been redesigned to a slope of 0.25 percent. Grades any greater would result in exposing the detention pond outlet structure and pipe to less than adequate cover. ' Hydraulic analysis has been performed on the storm system to verify that initial storm flows have velocities greater than 2 fps. 1 3 Per our meeting on January 24th . we arrived at a mutual agreement that a note -wOUld be added to the Utility Plans stating: "THE OUTFALL OF STORM LINE "A" AT THE END OF GARGANEY DRIVE WILL BE MONITORED FOR A PERIOD OF TWO RAINY ' SEASONS AS TO THE AFFECTS OF EROSION. IF SUBSTANTIAL EROSION DOES OCCUR. A DRAINAGE SWALE WILL BE CONSTRUCTED TO THE WETLAND FRINGE BY THE DEVELOPER AND ALL DISTURBED AREA WILL BE RESEEDED ' WITH NATIVE GRASSES." Per our meeting on February 15th, this note is no longer applicable because of the proposed water quality pond and overflow spillway and has been I removed from the plans. 4. A detail of this area has been added to the Utility Plans. Please see_Sheet 27. ' 5. Per our meeting on, February 15"', water quality ponds have been incorporated into the Utilitti Plans at the storm sewer outfalls next to Tract C and west of the Gar_anev Cul-de-sac. NOLTE ASSOCIATES, INC. `^ 1949-199.9 432 S. LINK LANE p FORT COLLINS. CC 80524 �% W, N 0 LT E. C 0 r c s FAX x < n:\fc0088\adm in\Itr comments store ater 0-15-00.doe ^ E ' Mr. Basil Harridan February 28. 2000 ' Paue 2 Minor outlet structures will be included with overflow spillways (erosion protected) that \%ill convey the major storm flows. 6. A revised drainage easement has been included in the Plat that will incorporate the 100-Pr. WSEL. ' 7. Please refer to the Drainage Report (per our meeting on January 24"' ). 8. Further analysis regarding your comments reveal that if the wetlands detention pond were to ' overflow. the stormwaters would sheet now across the proposed park and school sites. However. at the approximate crest elevation of 4954. the storage volume of the wetlands (48.9 ac-ft) would exceed the equivalence of approximately 4.8 - 100-yr. storms and it's ' related storage volume (10.1 ac-ft) when the outlet is considered to be plugged. Thus. presently it does not warrant further disturbance to the open space area to provide a designated overflow spillway. However. when the park and/or school site is developed and ' grading may impact the open space area. an overflow spillway could be located and addressed at this time. ' 9. Flow depth calculations and a comparison between the allowable storm runoff amount (4.28- cfs) in Merganser Drive and computed minor storm runoff (5.48 cfs) were performed. The difference in flow depth amounted to 0.03 feet. Per our phone conversation on February 7"i. ' this negligable difference would be acceptable with Storm Water Utility contingent upon a written variance included in the updated drainage report. ' 10. A Hydrology table has been included on the Overall Drainage Plan — Sheet 9. 11. The storm sewer pipe and outlet structure has been relocated to be outside of the delineated ' wetlands. Thus, per my meeting with Natural Resources, a mitigation plan will not be required. Construction notes have been added to the Drainage and Erosion Control Plans ' regarding the limits of disturbance. 12. Cut-off galls have been added to Storm Sewer Line C on Sheet 26 and a corresponding Lletail ' on Sheet 31. I I An inspection note as been added to the storm sewer plan and profile sheets (slit. 26 R 27). ' 14. Noted on these plans. ' 15. The scale has been changed to read 1"=100' on the Overall Drainage Plan. 16. The street name change from Wood Duck to Cape Teal Drive has been noted in the Drainage ' Report. ` ' N O LT E ASSOCIATES, INC. n:\fc0088\admin\1tr comments stornlwater 03- 1 5-00.doc Mr. Basil Harridan February 28. 2000 Page 3 17. Per. our meeting on January 24"', minimum -opening elevations will not be required due the large difference in the maximum ponding elevation and adjacent lot elevations. All proposed lot corner elevations have been annotated on the Finish Grading Plans. 18. Noted on the Cover Sheet. Erosion/Sediment Control Comments 1. Please refer to the General Notes No. 14 and 18 on the Cover Sheet, the Erosion Control Notes and the Constructions Notes on the Drainage and Erosion Control Plans. We have addressed your comments with the above comments to be complete and appropriate. Please feel free to contact me (970-419-1316) if you require further explanation or additional information. Sincerely, Nolte Associates, Inc. Tom Ochwat, P.E. Project Manager Cc: Mr. Jim `-1cCory, Colorado Land Source Ms. Cath-,Mathis, VF-Ripley NOLTE ASSOCIATES. INC. . n:\fc0088\admin\ltr comments stormwater 03-15-OO.doc 1 1 1 1 I ■ NOLTE ASSOCIATES, INC. 432 SOUTH LINK LANE FORT COLLINS, CO 80524 970.221.2400 TEL 970.221.2415 FAX W W W.NOLTE.COM a E YON D E N G I N E E R I N G FAX TRANSMITTAL TO Name: Mr. Basil Hamdan Company: 'Fort Collins Stm Water Util. Dept. Fax #: 221-6619 Date: 01 /24/00 CC: NOTES FROM Name: Tom Ochwat Office: Fort Collins Tel. #: (970) 419-1316 Job #: FC0088 Total # pages including cover: 5 Original will not be mailed. Here are the flow depth calculations using Flowmaster. There is a difference of 0.03 ft. in the flow depths. Also, Kim returned my call and we have a meeting set for 1:30 pm on Monday January 31s1 at Nat. Res. Offices --- You are welcome to attend or I will have Kim call you if there are any issues that may need to be resolved between your departments. Tom 1 ' ' Project Description STREET SECTION - MERGANSER DR-N OF CAPE Worksheet for Irregular Channel Project File n:\fc0088\drainage\flowmaster\streetse.fm2 ' Worksheet Flow Element STREET SECTION Irregular Channel Method Manning's Formula Solve For Water Elevation 1 Input Data Channel Slope 0.004000 ft/ft Elevation range: 56.89 ft to 57.49 ft. Station (ft) Elevation (ft) Start Station End Station ' 0.00 57.49 0.00 5.00 5.00 57.39 5.00 23.00 5.00. 56.89 7.00 57.06 ' 23.00 57.38 Discharge 5.48 cfs 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. 1 01 /24/00 04:34:29 PM 0.016 57.36 ft 3.01 ftz 17.45 ft 16.97 ft 0.47 ft 57.32 ft 0.007143 ft/ft 1.82 ft/s 0.05 ft 57.41 ft 0.76 Nolte and Associates, Inc. Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.016 FlowMaster v5.07 Page 1 of t ' STREET SECTION - MERGANSER DR NORTH OF CAPE TEAL DR. (RT FL) 5.48 CFS Cross Section for Irregular Channel Project Description Project File n:\fc0088\drainage\flowmaster\streetse.fm2 ' Worksheet Flow Element STREET SECTION Irregular Channel Method Manning's Formula Solve For Water Elevation ' Section Data ' Wtd. Mannings Coefficient 0.016 Channel Slope 0.004000 ft/ft Water Surface Elevation 57.36 ft Discharge 5.48 cfs ' 57.4 1 77 = 57.3 ' V 57.2 C O Z, M w 57.1 A 64 01/24/00 ' 04:34:55 PM 57.0 F7-: • • • 5.0 10.0 15.0 20.0 25.0 Station (ft) Nolte and Associates, Inc. FlowMastei �5 07 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I E 1 STREET SECTION - MERGANSER'DR-N OF CAPE ' Worksheet for Irregular Channel Project Description Project File n:\fc0088\drainage\flowmaster\streetse.fm2 ' Worksheet Flow Element STREET SECTION Irregular Channel Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.004000 ft/ft Elevation range: 56.89 ft to 57.49 ft. Station (ft) Elevation (ft) Start Station End Station ' 0.00 57.49 0.00 5.00 5.00 57.39 5.00 23.00 5.00 56.89 7.00 57.06 23.00 57.38 _ Discharge 4.28 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 57.33 ft Flow Area 2.50 ft2 ' Wetted Perimeter Top Width 15.83 ft 15.38 ft Height 0.44 ft Critical Depth 57.29 ft ' Critical Slope 0.007379 ft/ft Velocity 1.71 ft/s Velocity Head 0.05 ft ' Specific Energy 57.37 ft Froude Number 0.75 Flow is subcritical. 1 01/24/00 Nolte and Associates, Inc. ' 04:33:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.030 0.016 FlowMaster v5.07 Page 1 of 1 STREET SECTION - MERGANSER DR NORTH OF CAPE TEAL DR. (RT FL) Cross Section for Irregular Channel Project Description Project File n:\fc0088\drainage\flowmaster\streetse.fm2 ' Worksheet Flow Element STREET SECTION Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.004000 ft/ft Water Surface Elevation 57.33 ft ' Discharge 4.28 cfs 57.4 57.3 ' r- 57.2 c 0 f0 W 57.1 1 01 /24100 ' 04:32:45 PM 57.0 56.9 EM M 5.0 10.0 15.0 20.0 25.0 Station (ft) Nolte and Associates, Inc. FlowMaster v5.07 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 HP OfficeJet ' Personal Printer/Fax/Copier ■ Identification t2216619 1.2.0 2.8 1 1 1 1 1 1 Result Pam Tim OK 05 Sent Fax Log Report for Nolte and AssociatesNolte 19702212415 Jan-24-00 06:10 PM Date Jim Duration Diagnostic Jan-24 06:06P 00:03:49 002585830022 / / /$ESI�W//� // // \\ I �_ aft r( / / / / / FIR CO TINU ON . / \INS LIVE NIP / / / / / \\ ///�\ / / ILI ea / / / / / a / 1 \\\ � I / ✓ LFGENC PA I/ / / i / % / i/ i / i i / / / X. BASIN DESIGNATION F d E@ / / / / / CITY OF "SORT COLLINS NATURAL / / � \ /� BASIN AREA XEz TRIM z-YCAR COEFFIOENT GP5U¢B > / a a a `� y //IS p3 / / / // fESOURCES TO PURCHASE WETLAND AREA. /� // �/� +� McofFNOENT 6 III / / / i / j .� j i / j / B / / i / / / /�/ / Q DESIGN POINT €.egg /�//f BASINBWNARY KEY MAP a DYno a U// o Ole � // // // �\ // //a /� // /// //,j/// R PRPROECTIONT wo EGSTNG WETLANDS -POND 1 C / j VOLUME RREpWIRED IF ).40 AC -FT / / I O PROPOSED SILT FTUNCE O / I / VOLUMf00-V'EARf OUSEL AM 051.05 - ( � / / / / I � z IFw. /* j i/ I I / 0100 AEIEASE IF 6.5 CFS I / / / / , / I $� PROPOSED STRAW L / \ \ / BALE BARRIER Q d �/ PROPOSED VEHICLE J SIT V1C TRACKING CONTROL z O a / / j j ( YOU \ I /� / / / , / / / I —► ROW DIRECTION O / / IB \ ,,,4c, \\ \ \ - .�.4 A ..,�A,qa, �w- /+..+.mXiv./ / I r I , z p / _ .. -\ PROPOSED STORM V O i 9 \ i \ .._ ( /' B / -- / / / I UMA. FIRE w \ / / / / / `— l / / I1j PROPOSED STORM z \ \ / / j / / / / ® DRAIN INLET O PROPOSED STORM ~ I /i� i 'il i i \ \ / 1 / / DRAIN MANHOLE Q 0 NNE, Lu I I a ->\ a a ara /to SESSION CONTROL NO 0 W g 0 / / L MC an H Tar COLLINSTO MySICRANATER CONSTRUCTION CTIUrr R ITS TE, IxmEcrm wsr BE xbnnrn L) I J i( p ` LL.1 �l F \ \ \ j j j / Je / - I AT I% Q HORS PRM TO ET T RMS SHALL OR S T ATE. ` / / I z AIF xfaMO PEsuETER SET rrNcn9 SHALL RE IXsrnuEU PRIOR TO TINT Lµ9-913TLR®INc AcnMry / (ST9BEC(%UXC. SEEPING. SPACING, ECO). ALL OTHER REWIRED DAMON CONTROL MEASURES SHALL � J II.STAEIE9 AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEWENCE AS INDICATED IN ELK Q 0 NY\ APPROVE ACT SCHEDULE, CONSTRUCTION PLANS, AND ANSI CONTROL REPORT. a/ � u j EXISTING WETLANDS / / / I a JI-ORMRBANCE VEGETARIAN ALL WE PROTECTED AND RECANED MALREYER ANSIIRFLIOVAL D 0 y \ I I ON DISTURBANCE Cr EXISTING VECE LATION SHALL HE LATER TO THE AREA REQUIRED FOR IMVE`SDIALE w p p5 CONSTRUCTION OPEAAQOXS. AND FISH THE SNCPRST PRACTICAL PERIW DT FALL LL l ALL SOILS EXPOSED DEFEND LAND DISCUSSED ACTIINn (STRIPPING, CRATED. LEFTY INSTPILLAnMs. W STOCA .FILLED,, Erc) SHALL BE KEPT IN A SUNK EO CONSOLE BY SPEND OF BISON& ALWc \ / / • / / I I LARD OUTDOORS UNTIL MULCH. VE N. OR OTHER PERMANENT EROSION CONTRA IS INSTALIID, Q OF Q / As 0u TO FROJECT STREET RIGHTS -OF -WAY SHALL REMAIN EXPOSED RY LARD-DISTDRRING ACnNm ` a \ I FISH AREAS THAN THIRTY (30) DAYS KrORF STEEL BOB TEMPORARY OR PERMANENT EROSION CONTROL w (ETC ¢EO/MULCH. LANDSCAPING,ETCJ IS IXSIALIEp, UNLESS OTHERNIA APPROVED BY ME y -/STORI WITTY. THE PROPERTY SHALL BE WATTLES AND MAINruxED AT ALL TIMES BRAND CONSTRUCTION ACTNTES SO F E i Z AS N1 PREVENT WNO-CAUSED ER09ON. ALL LAND DISCLAIMING ACEPTES SHALL BE IMNEOURLY EDO Q DISCONTINUED WHEN FORMED COST IMPACTS ADJACENT PRESENTED,m AS DETERMINED BY THE CITY OF u a U All/ a ¢ I F FAIT COLORS ENGINEERING DEPARTMENT.pI�1 a 61 EMPOxPRr (STRUCTURAL) MODERN cWTRa YFA4lnss SIIPu BE xSPECrw POND PLIPALIED ORzu ¢ ITI RECONSTRUCTED AS NECESSARY Ar TER LOW RUBBER EVENT A p1CR TO ASSURE CONTWOUEL 2 IF / / I F VERF P yLp RELEASE tO�BN YRORA N DOES CONCEDE 6 NA NPNNFP PARTICULARLY W SS AS HOT N W ON 3 OF TIF BURNED) ENTs L THM EST MOVEDAl lQj CAII THEIR rPLR E OD / / I l 'TM Y I {Sp STOCKPILEWALLEXCEED TEXON(10)) FEET x EG LE BE PROTECTED Li. N`X a--- . � i-o-Y.I '3NYRAA F° WATERING.PERIMETER 9L1 6 'j MAL TOCKPILE REMNNNO AFTER W OAK CRAFT BE NEED '� LL B. tl�Y ORDNANCE PRgIINK ME IRACKINC, OROPPNG OR DEPOSITINGSOILS CR µ OTMER MATERIAL 2 N / I ONTO STY SIREER BY CR FROM µY VEHICLE. µY NAFE ER( MUENSTER NATENAL 9VLT. BE N / CLEAN '9 IMMEDIATELY BY THE CON(RAMORE .l A / COT I- sow� ELM WATER DISTRICT = w D! APPROVED W GR/a) 0 50 IXP �`���' BD p gNli ON GRICT ry z Vm 1 CONSTRUCTION NOTES: cMLLunuTY xonFluna 1 1. CONSTRUCTION ACTIVITIES SHALL BF UNITED ppCC((ppLy�TqEE�� pO' �Appp8 ��`A"ft TO THE SILT FENCE BOUNDARY MOUND. WETLANDS AND WHERE GILANS, "• ^7 0R,534.6%00'D`IA4 -TI NOTED ON RR T P. - CALL 2-DISWESS DA15 I,H ADVANCE Yk¢ ill 2. WHERE WORK IS TD BE PERFORMED (NEAR OR IN ADJACENT WETLANDS. SHALL BFEOE YW DIG, CFADL US EXCAVATE EOf THE MIRNNC UE UNDERGROUND CWTRATI I A CO O"EFFOTT TO MIiYIMIZE ONCER O E YEYER wHTES. IMPACTS IMPACTS WTI 3. ALL DISTURBED AREAS NOT IN STRF„ET R-O-W 1 ImB - THE R ARE TO BE RESEEDED AND MULCHE5V PER THE MAL DRAINAGE AND EROSION CONTROL,REPOtT. APPROVED: vn• n aEaDa City of Fort Collins, Colorado UTILITY PLAN APPROVAL AFPROKD: iI EquLc CHECKED BY: Ey W VM w DWy fPTi CHECKED BC E 13 CHECKED BY: 3� A I OLM 4 CHECKED BY:� WFIELL, I. 30' VORTICALE CHECKED BY: IWLILgaa BW u I� A F �IN FA g pi ow till IF 14 WIND WN/ ,�C/ 1. � 9 No iA / CA , . ¢ ¢ OVERFLOW SWALE HYDRAULICS C_ 1in Qom- 125.2 CFs A, Vim- 6.5 FPS 0. - 1.54 HE FMcRr.FKJGY OVERFLOW a —VALE 4DPE — zm (1:40) SECON B—B ROMGW+Ess N— 0.030 HIS sA:d �9>t p�1 �e S KEY MAP rounrD = N.T.S. o O /11 p — < V o LEGEND Z o z r-I F J e j( BASIN DESIGNATRW Z V BARN AREA KK.K Kv 2-TEAR COEFFliCIENT 0'1L K 100-YEAR COEFIhICIENT L.L o a %% DESIGN POINT J BUT. Z o [IT�J BASN BWNARY O ❑ l u• PROPOSED IINLLT z W IP PROTECTION LU/ F�Q OPROPOSED SILT FENCL rJE Z S78 PROPOSED STRAW ' BALE BARRIER Q O PROPOSED VEHICLE u w li VTC TRACKING CONTROL W U FLOW DIRECTION 1..6 0 N NEI Q z PROPOSED STORM g DRAIN PIPE Lu ® PROPOSED SIEOPM Lu <❑ DRAIN INL6i �z o W PROPOSED STORM LL Q p DRAIN MANHOLE U LuL o 0 — _ r ❑ z ce a j 1 � No mu / REFER NO THE BAN PUJJs PDR x x w _ PGNTEVGBYTITHIN 1HE WATER ALE* PONDS➢ � � 0 j LICE-DD R m 3 AH[RI/CAN OREA PJ pb„ CALL UTILITY NOTRCAPCN z a ~ TORF REIN_ CEMEHT � �y� i i x F o OfiAO K LL / o .'6.kxii SV pfE/rL/FL A� y n D�DRNN / j /�RECCLILIENDAT(iIJS jER YAWI;FACIURE�tS �'x+AAx/``'�M87E V iZN / k PVC UN / / / i OR 534-67 O NNMEp Z NID unuTr FASEIIENT '/ / j j �i j �/ j j CALL 2-BUSINESS DAYS IN ADVANCE W BEFORE THEUMARKINGNOF UNDEGO RGRO N�� EgsRNC INERAMIIS / /i j i / / / �- —� - - ' MEMBER UTLITIES.O m ELLO WA1Ex OISTlslRlti = W '0 APHDKD: W G CS SH a / m Bo ,wlr olsmlm n o / VOL REWD-b.s3� Vm. PROVmED-. AF / OVERFLOW EIEv/4145aa0 WATER WppWWAYFf PONND 0 LENNX 155.0 RT _ F" 6E00 PTN-o.50 Y11-I2S2 OES / / / / / EIVY A � �\ 4 tOINUT TYPE 7� LL _ $EE SECTD / , B-a THIS 91tFP / / / BO„CLASS IM N/ / � CVT( F FORT C NS NAWR-AL- —�/ °S(PINADXTINII ENWo -- "°W" / �/a )RESOURCES PURCHASE WETLAND AREA. 9 / / / / / Tj a 4/ 1 / / City of Fort Colli¢B, Colorado FROGLON (,yjpl IX NOTES /�_ O a/ / — / / / UTILITY PLAN APPROVAL d1YW FORT EIXIYxs MYYlYlq UrNn [ROES CSnRO 116ECRM wsr xonPm s. TIE PROPERTY sxxL BE WArzpm AND MAYTuxfO APPROVED: CONSTkOCIIDN NOTES: �r �lusr is xaRs vware m Axr axsmucTlax ax BE v 0.r ALL Uxfs DURING SHALL BETIN DNA D:nxnss so R" AS ro PREAEnNUED r WINOM BORROW MST IMP ALL ux0 MORN ACC A D IRWH BE u AW OEWrem EEAGE(S 3r EEMXc L- OTHER E NSTAI-LED MlL NT (MI M MEASURED U M ACnnIY BEAT COxxm ENGIN mdnYE UVZT xPnc15 AUTAc[ry PrxUPfxnfz As U[rtxY NOD Ur CnC n °E 1. COM THE 9IDILAC BETB SHALL N I DED (stmSuxc. AT ME A ROFFIA ETWE -DL °CONS R�dTION O � cox nE EDINBALL p°reT cau xs mwuww DLPApDGHr CHECKED BY: TO AN SLT FENCE RE N NOTED AROUND AP INSTALLED AT T S sEMR. urz TRA Al TIE ANS. AND s[Q CONTROL As INDICATED w mO T W�ili —TEMPS Ndb hY V D4reOnp PROJECT NRFN�F. WIsnWCTS PLANS. AxV movCN' caxMa XOS�. e. ALL RECONSTRUCTED AS NE EMNreK) ER EAUSON C°XTx« EA14T IN RDER a wmmrm . xm Cp TERANDs AND -THERE NOlEO W PLANS. RECNxsTwC O As EAT INI wr DAFLNER NA ROW RALL R E N DEER IS URUm T E ° C1IELKEO Br: PAND RUATO x 10 Q 2. WHERE WOR �': s vRE-UisTuwArxx uEaTAnax vIDL a PRorec HD Aw RETulxm wmOVOre PosvBE. REMOVALrtmaRY.wo a nGW dTELCfd Hxc�la. ALL RErnlxTm smlu[xrs. � - PA\TD � pP� N IS TO BE , (GODIRNED NR S OR dsnALION UE Ewsmc VEGETATIONNEOMUN BE uwrtU TN M O DETOURED PNR IYLGDIn¢wwwnr OR RELEASE INTO a reORom AND dsPosU OF w A uarvxONS u�U LNCAnf s 1 IN MAKE ACENF ERRANDS, EFFORT TO MINIM SHALL c°xsduNEWS CONTRA (K, AND ENR ME slUreCsr PwcncD PUTNU o TIUE. cws mdx REIFAss xro Axr oRuxnownv. s xNT to CHECKED BY: IMPACTS S CO WERTED EFFIXtT i0 MINIMIZE N A Pub L E..^xs D•b BO 34 IMPACTS i0 TETLAHDS. T uL YILS ER S. E WISc L WE WERE ACnNn (snWP: IG Sy MPAMEN DIARY I OTDV.IYV; FIRM w EW RTOSPEE SLUE EXCEED URFA TEN (UN) NIN IMFRAr. AU. Sp_ STSAY HE PROTECTED � ' uTO RSo ON EA 91nLL E TON. x n 0.OX m CSdSnM NY MF1W LI pSAud[N MAL 9AYPILr TRAMOSREMPAW Sr FT R APACE x°SHAALL BE IUOEO AN AND MULCHED. POINTER RTPONT. N1Y CHECKED BY: WRRLIL' S CS0UYMDC R WIM RI RMI . CF WHOP AU- WOMAN' t WYS CONTROL R0. INSTALLEDHO xN XLS 51. E STWIDIE 16YINMC Mm MI DAYS SHALL s`ENfN ulV uuLCMm. M• Ntl1i IlWED" 3. ALL TO BE RE AREAS NOT IN STREET PER THE FORT MORE W M T PROJECT DAYS mwm-o-wr SINE RARY O EXPORT) REDMONDuxo-dTTCADMIU ESTIntt ARE 10 AI RESEEDED AND MULCHED PER THE r 0 Yoe ULE mx CAN own C)BEFOREI REaAGU MASS o UT P MINI M By THE wxlxoL O tlTr adAlAAN2 PrewYm ra y VEHICG.LE DAMPING, OR DOT IMPORTED TE STATUS OR ORDER BE MATERIAL. CHECKED BY: FINAL DRAINAGE AND EROSION COxIRW REPORT. (E-c vxnAlULEx. IAx°uAPxc. ETC) a xsrxsm. LxMns omDFw4 TaPreom er nc CRro ad ATTITUDESMED1M YY Y mDrX TRA RrxiaE. nnr IxggRERTOxT DEPNsw wTFAD STCPYMIFA VBYtt. LLFMIm WEpA1ELY BY THE CS1pnC1W. LL BE pW,l xwn W—e JNB XIIA Y. FC00 i \�♦� I Ili ya 1 �I !!! i iT P �Yr ' %� / i i1 I I i r/ f \♦ ♦♦ I I I� I�IM aBE! Air J- l e ��' i �� LEGENDg q@ p id dI I I l i % Mae 1 ,Y A I i♦ I�i IIImIS ' `' ' ` �.��-� �.•,. s. @ 11 �1 II 11 X BASH DESIGNATION fit ( I / BASIN AREA %%�% % g-YEAR COEFTIICIENT 4F 1 I I� 1Co-YEAR COEF71CIENT 3 A� % TV 11 .� A !.I I� II � III/ � ��/� � / � >< _ � � � - � _ _ sa .'� � V 11 I I ��I I� DESIGN P014YT I� /ll �r / yb // /�/ )/ �/ / - _ - �- 1 / I ,� 11 --- �i �ll� �e♦��� BASIN BOUWARY Y All - J - p 11 / / I rr ✓, / ,/ / / 'r ►lip -Y R ss LI III �P PRWOSEC1WONET o II I�� (D o PROPOSED SILO FENCE p M III I --I J i�,1 BAIF BMRIER � w PRWOSEOJTRR _r; U. o PROPOSED VIEHICIES CONTROL TRACKING CONTROL Z H rl FLOW DIRECTION Q Q 0 i / _ 1 - /. F LL ! 1 I '-1Li _ it-, - - .�..�-.PRW09N (FORM DRAIN FIRE of // • + •� i LwuT"�'iu Tay ♦ •� �I YI VIy _- �- w / }/`� �� Ll / /✓ r . / / V r s J_ 3_ • r ♦ V A ♦ -� �_ 1 PROPOSED / V J / / ��• , fir• •'. >'•. . ';� i r l / _ -L". "° l$"'x • DRAMMnNHT� �W �.J r--- i r I I1 I /II� 1r` �— / / i i� / ♦ �+=y (t ' j iAl 11� Q 0 •.t�m�..�. AT �.. I� Iiir / L I R �r �e II A i / / / i / // / / �� r'♦ •~' _ _ / I 1T ' / /eMle AT WITINTRI _ /. L i � Q u mil s .! r/ � _♦. 1� mbmm. w^e.e Irll W � , i /+ . I ♦ ., //� II r , k / f AG 7 i d/ l .yG / Ali , I��, / / + /� />i �♦', /+r ♦ ,a , / l I' III lr '/i 1 r/ /A• /• •/ / / 1 I JT-' S 1pyl i / /1 / / / Tm I / / ' �' i ± >♦ J. •/ • Ott OF FORT DOWNS MATERIAL ♦ H % / l I I �- I' � I Q O If j ! / ,' . > /..f : ' . RESOURCES ro PURORASE MER.WD AREA y.> �� / / % I 77"// III w Pill or . ;>� , r -aa , 1 ,.- �_Il ell ly w d' J V iIHil, ' / To / -/ , / , 1 1 IA TyI^� //i ' / /,// 71 ♦1{s�♦L+>� 1 \\\ \\`♦, /I IN _// /�T' II // Yr�_ti t , ill I o ( , r //fl/I el / ' / / '1 ./ ♦ 1, %/ t+�/� /i I/ / I c! 11 w-5 �.�..sT ' I!I R \ / / %/i YI ` / - / / / • .1a • )\r • \ ' I ` ( / / J / , / / / /JIII E mun -won W o Illj Vol-/ - r- / 1° 1 l +` M / / M1I�I� Q 0 _._.- y4�✓ '' H - / '/ r t . . I 1 / r OilI;IIn .!' /yii i/ ICI II/� r / + \ \ w ✓I / Y % // .1 Yam' % / i `I , II' CALL unuTY NOTIFICATION y /Yi .jfp;,!�I / i N I 1 , ) • • ♦ / / ' I / , I. r p Il a �f $pxnDp '�"®11 / 1 I a ' +I� > ♦ ��i > / �U•1' t/ k IT I 1 / / Ell Iq 1 III II -tlU0-8 L-i`J67 /i Y,r \ /i, kr p1✓ /// i i_ r / I I '♦ •' • -- /♦ �' I ` �i I i I I i / Y i4pl < OR 534-6700oEru DO - '�'� I s I+ j 1 / , 1 I I / / / I lee �,:1g1�'c IIII 'AJ A P CALL 2-BIISxEss DAn w ADVANCE m w V / / 1 // / ewe ••ur 1 1 1 i • i� s ' A > I / / ' / 1 I 1 I , / , 1 t ✓Y N 11 14 IV) BEFORE YOU DIG CAADE. OR F%CAVAIL F •� I \ .� > _ram / / , �I1 I 1 1 / . 4/�' / , I f 41II II I i Ewt TIRE MMNINC OF UNDERGROUND Z d ```` • `IS Y .. �o./ ' / i I 1 r.�].m.. / / / / II �p�ll I I I MEMBER ununes. u z �j' �_ I ♦♦ :.•A o,.,1 ` _ •• _ ♦r / / i 1 I / / / II I III I�I I 11 m w IN I I! / it -Y I I , r.:.. , id r G I ° , , . L - � _ �'� / ' , 1 \ , �l E ' ,SIib 1 ,1 tI -' nllo � ,y� •. .z I / :.; 'i_ 2.-.:,-,. !- I I '.5..... (r-i,a G' yAl-?. mH / I JI. I1N1 ., I' lal I 1 = u / AIII R A iM;� �� / I I I / a I III II e p„ / I I III I/I 1 \ ( . , !!! l 1 r , I y 1T III h 2 •�"• / 1 ( 1 , / 1 / 1 10 II V n 111 II 1 1 / / /_. / . Z L__�--- Iq IIII I. ,:L III I 1 / / _ If Oil N ��rl �i ' 1 1 i r fl �� �'.�I�1 1^ V / J / 11 = - /�/ r ��.// w, ' i it I L P.—_T--� II I h11'11 I I /� Ogo zN jfam: X,M w 7 .: T� 1 v AI II as sAxlr ax TRlcr N o Willi_ �. .��� �a-� !'� -r- ram; _ i IIlll III ,11 'AEA a a Hill P L Dma NACE�SUMMA Pull fD,dR ROW (a) `Io. O I /// - i /�i / -/ / /j ~ % I /Rill I IIII IRE- GPPAmm �La� _. _ / Bb I / oM•(.) And FB m m'I' / I 12YI1w 3.P TW NI _ City of Fort Collins, Colorado /ip C4tl57@UCyON NOTES: txoslaN caNma Mons UTILITY PLAN APPROVAL I` CONSTRUCTOR s,wuxAEEn UEum Eacmx cox(mcL INSPECTOR MOO W xonxED AypRO�: AGITATES SHALL BE IIMITED AT c•eT 3♦ XWftS PPYR O AHY CgI51dICnM W ME 91E. A ME RPCVEPry SHALL BE WATERED AVID MAMI.VXEG AT ALL xX PrNG CONGERC ION AGENT SO F,♦Iep qy 3 TO THE SILT IFO E£ BOUNDARY AROUND AS TO PREVENT REND -CAUSED EROSION. ALL TARED FI, TELY g NEILANDS AND WHERE NOTED ON FILMS. s ALL REUARED PERwETER SET mnxG a1Au RE W VA ORION n ANY w -USA Acnxry IDNXNnIll AREA FUdnVE CODE IMPACTS AOCAc[xr Fano>ERTE . AS DETERMIxEDEDoH HESEEOF CREDITED BY. u. ((SS7=MUK STRFRNC. (RAP ETCA ALL OYES REWM FAWwEM COMTR0. MEA S SVll EMT CUNNS MGNEEWXG Gf➢AR1Mp, 1. EY ♦J ELIML•Iv yy 1.21 3. MERE WORK 13 M BE PERFORMED NEAR OR xsrALTER AT THE APHROMMARE DE I, TEE cars Cry sEDUEMs AS INDICATED M TEE xv (smucnRµ wOslwT ccxM0. 44-AsuREs Srnu xE wsPECTEO CHECNEp BYAIDESTREET EDISON IN ADJACENT WERTANDS. CONTRACTOR SHALL APFROVED FTOECT SYEWIF. CQIDEW PuxS. AMR wovCP+ L Ma RECENT . RECONSTxr;c,EOAAS NECESSARY AFTER EACH RUNOFF EaENT IN (HOER TO ASSURE CENTDEDEPM� OR C ABLE' 1. IN IM �s MANE A CONCERTED EFFORT TO MINIMIZE TURTTAra TEccTAMON SHALL RE PRmECTEO ArO RETAINED wENEAR ROES,u. mmvx wamuAxcE eP THEN IxrtnOED FUNCTION. au RETAINED SEGMENTS. PeancvEARLr Ox w pATfn �e'4 � � AlJI IMPACTS TO VIETIANDS. FASTER YE£TAn WI ED EIMNED TO TEE AREA REWIRED FOR NUMATE BRUNEI SURFACES. SHALL BE RIMMO+ED ANY DIIDO]ED� CF IN A MANNER ADD PLACARD 5 + CONS FTucnoN , RAMM AND RN THE 9EJNEST PRACnCAL PCNw CH TAPE CAP MUR REI£ASE INTO .Wr diNxACEWAY, O As EDT TD CnEG(Ep BY: �' � p,• 34 soul ]. ALL DISNRBED AREAS NOT IN STREET R-O-W a0 ST. 1A SEEM ME TO BE RESEEDED AND MULCHED PER THE • ALL sdLs o-RosED C.) HAND daNRNA ACTM,r D INPFRINC. GRADING. FASTER ER OR I SCENIAnpls, ]. TEA SOM sTOTRM MRATE ERECTED R Om FEET IN RNCRT. ALL sdE sTv SET ALE a PRDrzcrzn VERITAL scAU T - INTO III am FlNPL DRA NAG" sTOCNPwxc, nWx4 ETC.) 9ULL BE MEP] IN A RwRxdID cW:JrTM Rr MRRxc pl O5CMG ALdTTc TAIx, YdxFMT TR.WYpiT dr SypFATZ Rpglp,xG, "nnxxc, nrvO PFRWEIEA gLT, CHG, µr DIRECTED BY: AND EROSION CONTROL REPORT. ONTwRS UNTI Mup, VEGETATION. CAT OTwt REltwxER9 OCO ER CONTACT Is INSTALLED, TEA SEES sOE STOCT ILE REMAINING AErtR W DAYS GRAu Te 5 �$i L�i - wb HOREEw]AE: - DEC II IN AREAS LIHD T STRAIT MPT -M WAY NH REMAIN EAPO20 Or LAND-dSNxdNG AGnHTY i'wE0 4NID MOLCHEO. 0. FED m mmEY (N TI DAYS MERE T¢Wmn TFMPptutY AIR PERMANENT Poll CONTROT R an DTmrNANCE PRw19Ts TE MA NG. ORWI DR OEPOS'RVR OF SANS ON OTd MATEAµ CRIECNED BY: % ITS �l AM 20. ] I (EA REAPED/Mud 4 ITC) ON xDEALw. UNESS OTNERMSE APPROVED BY THE �n m SThYTS BY Oft mm MY `ANICLE. ANY xL40KRDINT DEF�rzID MATEWlyMLL RE �� yE�— ON• JA Nu I AXED IMMEDIATELY W TO GO nYM,Will f FCooN Woo- aid I19 II ///Y/i Ar LYS, hill, AP POE /��ll /� / ///// I //// / // If / / /i///At / / // / /qI / / PIPE //////A/ / /� % ✓///////"Al / // / (I(// / / �/ Db1 j� r //(//// / / / K It 1` All, / / / / / /� /////// I / / / It/ PIT ;MW:,� / / PIT + /�.2�T — / I �a�I6 jT MNV+BlBN l� Al Al)LCAl Inl vS I�af u 171 III �ml16fu IF. IT 1 SIR__ F CJGild. VAR � All ALL, BASIN DESIGNATION KEY MAP I M14 A EA(Q-)l OOEFFIOENT N.T.S. 1 Il le All DESIGN POINT Am APA PROPOSED III �� v(Y •, -� ;J� �; IF mPROITECITION A// III :I I / _ try/¢� ////////I Ili II/I KA I/// // // / -��v.. PROPOSED STRAW.._ _ Al I, XII��IAAk / .// ,..� . ANY �, BATE BARRIER I i VM / AA© PROPOSED ONiR AS / AIR AlA 0' � i" APPA TRACKING COP / 1411/ I X 1 / 4ET.� / /1 I9 ✓ +,7.IyI I E LR / FEW DIRECTION 1 / I//�11 1',(Y I /// / 1'TIRE/G- // I 1 PROPOSED STOP MAP Yy _ I �/ DRAWN PIPE WATER 0 R H Z LLg J z w 0z U wu (n z �O Q / / 1/rl I ALITY P /// FRONDED-/OB AlI ® W U / PROPOSED STORM c' I/ I I I 1 I I�/(�NJI OVE�FLOW ElE% 095,.50 / I DRAWN INLET ^ Z 0 T/I AIll•AL,rL/J I PROPOSED STORM L•L a / / //'1I1,,/ I 1 1.AL'I��L� / / I DRAWN MANHOLE Q1 w z I J II/I I' !I I I I EROSION CONTROL NOTES J� 0 / II I a I III 1 I 1. ME BE FD , COLLINS STpNw TER UTMTY ER°NUN CONTROL INSPECTION MUST BE NOTMED IW—I z 9 LEAS Ux, R1D TU ANY a R DGTON W THE SITE LL ¢ 3 lYQ III RCP I ALL B IRfO PfRIMEIIR SILT TERMS SUALL BE INSTALLED PRIOR i0 ANY LAXU-DISTURBING AC1TINtt (SCAPI° SHOPPING. GRADING FTC.). ALL OFFER REOUIRED EROSION CONTROL MEASURES SHALL � U / j I Y I I / AMEPoCAN GREEN II" Eao510N CoNTRm/ BE IxsrnME� AT ME APPROPRIATE THE IN ILL CONSTRUCTION SEWENCE As INmCA1EU IN ME y' / TURF REINFORCEM PIT MATTING. APPROVEDECTSOPH CONSm°cTW RANs AND EROSION W p /II I III I / 45' X 60' - INSTALL PER MANUFACTURERS �aDRBAxcE rECEi"irox STALL BE PRascTE) AND afrawEL MHEAfvfR POsveLE. RFuovAR 0 IIII/I / MV6-Al / RECOMMEMATON6 NzI'sxnLmBnCE of EnST A of°fiAnary SNAIL BE LMITED TO THE AREA FEELINGS FOR IMMEDIATE W ,Ty W06 1 116v CNS, AND FOR ME SHORTEST PRACTCAL PERIM T TIME. C EXPECT / / I / I I I I I• I'" I r _ C INIiT / 1 SIOC vIUN4, ALL TILLING ETC)RING LAND SHALL BE FILE IINIA EMBEDDENG ACTNAFTY D CONDITION BY RIPPING OR UISP"G GERALDING UTILITY S W U CW RS VN➢L MULCH. YEQTATM, O °MPER PEBMAXENT EROSION CONTROL IS IXSTALLE➢ MB SOP Be / I L TSBE Px°sBE MEET Pwrs-DF-wnY SHALL REMAIN EYPOun BY LAND-DISna c AETNTM d I + WATER OUAUTry�' POND , M MRHY (AN) CARD BEFORE REWIRED TEMPORARY AN PERMANENT EROSION CONTROL / I / I I I I I ' I 1 1 / / OVERFL(WT SPILLWAY 1 SEG ufw.rAx°unnxc. ETC.) 5 wsT.MLfo. UNLESS OixERwlsf APPROVED BY ME n Z °.N lENC1H-58.3 R. M 0 / / I 1 !1 I I I I/ I p I 1 / I Q1 I&, x 525 FT I mXoUDE wA fR n AND MAINTAwfo AT ALL TIES oDRIxG GDXS DRTW Al o O DISCONP IID ERG9RL ALL END DISTURBING ACTxllES SHALL BE IMMEDIATELY LO '.MEN FUGTYE DUST IMPACTS ADJACENT Fa°vEanEs. AS DETERMINED BY ME on OF s = z w xEN 1 I FP pCONTROL MEASURES nu BE «mfcTED AND R ANEo CIA I RERSO �{IE LT NECESSARY M RUNOFF FORTAIMED X r 9 / I PERSONNEL H EB FVNC Au OSIN OF N AM ORDER AND LOCATTIO SO oN PANEL _ 8 AD anR ILL � BE AND D �D ED OF x A MANNER AND LOCATION D sD AS NOT 110 ' GSURFACELE E (a) FEEL WA1EFNG ALL PEAMEUR OFF FEMCryGBE Pr EGND = 2PEP FLEETS LL BRENG, O D AND MMLGHITING OF o i Z ONTO CITY CLONED I. CITY SEBE BYONTTRW MY NE CWTRACIMCFRWP817S GTE C D µ REPORTEDHAOYFAIFNEMATEMnL SHALL g CALLS AN ANY OTHER Y YfPoAL N -I Y � — — / / / , �� I - I I—'J' /T_I I_ i / / /ALL L PIA AIR D,'I //� //�/ / ( / // / //1 // // /Ul / // I / / \\ ;/ / CONSTRUCTION NOTES: C C 1. CONSTRUCTION ACRVTTIES SHALL BE EMITTED O nW , ss• Iwx �OTD'I TO THE SILT FENCE BOUNDARY AROUND a ( OVERFLOW WINDU S AND WHERE NOTED ON PLANS SWALE HYDRAULICS 4 2. WERE WORK IS TO BE PERFORMED NEW OR VT,C PATTwMN 0 - 4., DINE0. IR.0 GETS I ""�'�PA"—I IN ADJACENT WERANDS. CONTRACTOR SYdNl J- J.B FPS V�� 5.5 FPS F MAKE A CONCERTED EFFORT IT)MIMMRE D,- 0.14 R 4 - 0.]0 iT I IMPACTS TO WETLANDS. SIC CPE - SIMI; (1:13 ' SEC MTF A"V ROUOINERS 1 0. 11 � MTi J. ALL DISIERBED AREAS NOT IN STREET R-0-W ARE TO BE RESEEDED 'AND MULCHED PEW TIRE I RNAL DRAINAGE AND EROSION CONTROL IREPORT. / / / DOH LIMITY NO➢FICATON OR 534-67001N METRO BENVER CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU MG MOE. OR EXCAVATE I'M ME MAKING OF UNJERGRWID MEANER IMPLIES. = OIL OR EGGS WAATER,DISTRICT GO O IS O IPIL GEN ILL .� BO% iA p51RICi ANY F, CIE BY n AD n City of Fort Collins, Colorado UTILITY PLAN APPROVAL VAR APPROVED: Da np� w CHEOPP BY: BY W EWAM,e P➢Ib hM CHECKED BY: T ER 8....BWM hM 12M CHECKED BY: MMLLLL EGA 34A rs RLO AFRm:ALI'= so HmrzWIN: I'. TO CHECKED BY: ryyly MMm -,� CHECKED BY: --1 -RIB NiM JAIT NUM d i — 4Y 207 j Ins I 301 - � , Lol am m D. \ F — .00 \ EXISTING MET \ i a 3 __ a ) ) j \ ... INLETFl B' LMB. ..i:s.,xlf'liSsc�r�.YSEPaj 21-CL ICI RCP �4I Hill WATER Wauiti"POMD n RE01 53 IIF V \ OL. P SPIT -IZB FF OA'ERROW SPILLWAY F1EI C� �j ✓ E%IS(WO P Polio \ TRIO TB 302 IT r.A , A IOUT PARCEL p VA \ A I MAP LEGEND i� BASIN DESIGNATION BASIN a_ ®'''�O0-)TEAR COEFFICIENT _1 a AnDESIGN POINT • • - IONPROTECTION • �N J PROPOSED PROPOSED BUT PENCE =i'�OYn- ..,....1; �� �R.\i 1�Ir. 'ee:e:?�:r �R� ^-r�� I� " JIM/ PROPOSED STRAW 0 • BALE r 402 304 303 — D.1a an � nR IRgN CR 75' X p10' - RECOpAENDA AMEFICAN GIjEEN_ _ --EROSION WIIIROL/ I 1W" X 175' - INS55Bj�AYLLL PER MANUFACTURER' unuttECOMMENOARONCI1fY OF ��T jVS �1AR�SdU �aal�AS 4VETI<IEA:DIE Ott (F CCWRT ST� Y4 mC9p 0.yNRM M CM M5r BE xClf[p CONSTRUCTION NOTES: A,. MAST IT HOURS MADR TO EAR CONSIROC ION AN THE SITE. 1. CONSTRUCTION ACTIATIES SHALL BE UNITED D. AL RENnxm RUTH IRO SCT NN SULL BE VtMU-ED PRIOR TO MY LAX-MTIwWIHG ACTIwR TO THE SALE FENCE BOUNDARY ARWND (BTODMNHa SIREEINGkMARINE. ETC), A OMG ENDWw➢ NURMM caXTRN MEASIIIES SMLL WETLANDS AND WHERE NOTED W PLANS. DE INSTALLED AT RE APPROPRIATE NE IN ME CONSTRUCTION ¢OUEN¢ AS MNCATED IN ONE APPROVED PROJECT SCHEDUIi. CONSTRUCTION PLWS AND QN9M RNMUL IEPom. 2. WHERE NORK IS TO BE PER ENRMEO NEAR OR T. PRE-DISTURRANEE VECETAmNI SULL EN PROTECTED D NnuxWEREMER MEMO M. M. IN ADJACENT L£ILANDS. CONTRACTOR SHALL QU WSTIABANIR: GPEMSIYIC WCETARDN SDiI BE TIMED TO ME AREA REQUIRED NO MMEWAE MAKE A CONCERTED EFFORT TO MINIMIZE CONSTRUCTION WERA11M% AND FM THE SHCRRST PRACTICAL ENEW N ONE, IMPACTS TO WETLANDS. M. ALL GOALS FNPOgD WRM TANA MSNINNG ACIDITY (SIMMONS. TRADING. MUTY NSTAIJI s MXGRONC. NwNC. ETC) V110u EN NAPE N A RDYNNMm CNmmc« NY RIPPING OR MSONG A CNG 3. ALL DISTURBED AREAS NOT IN STREET R-O-W LAND CONTOURS UNTIL MICH. VEGETATION, CM OTENR PERMANENT momN ORBITAL IS MSTALUU. MA SOMS ARE TO BE RESEEDED AND MULCHED PER THE III AREAS OUTSIDE PROJECT STREET wNGEWA S--Y SHALL REMAREMAINExPnsuED BY D-NSMRMNG ACTIVITY FINAL DRAINAGE AND EROSION CONTROL REPORT. GA MORE MAN THIRTY ERB DAYS BMV6 MEMBER TEMPORARY DR PmYANENT CREDITORcmlmOL (e C. SERDH LCNTMVNBW"G, EX..) IS INSTALLED. UNLESS OMIXMT CPPROWMDM BY ME BFpAR1Ndr. 51ONMWARR URUTY. INLET 01 61 Come. 10, MY �av_c�B I ��Ir ., � �� ���■ S M PRUPpItt SHALL SE WArtND Mp MAN,NMED AT Nl TYES DU101C CONSTRUCTION ALTwTES 50 AS TO PREVENT MHp-GUSp THAI NL HµD gSNMBND ACTEMES SHALL BE MYEAARLY MLNUEU WHEN NtlDK OUST IMPACTS MNCFNE g1CpEp9E5. AS DETERYINm BY ME CITE R TEMPORARY (SIR RAL) ERDSUU CONRIn MEASURES SHALL DE NDPECTED AND ImnAwn w AT NECESSARY AFTER EpM RNCR' EKM M ORDER TO ASSURE WX MYANCE R RFR RTEMRO MHCTIDR, Au ENTRANCE) SEDIMENTS. PARPOJ 1RLY Mpg OR PI E ROAMR&Y SURFAE6. SIAu EN HARVARD AND LMMPTIONED BE IN A MANNER AND LDCARCN m AS NOT TD CAUSE THEW MOVIE NIB µY ESHU ARWAY. 40 SOL SRWNE MI EMCV➢ TEN (10) FEET ,N HEIDI ALL SOL SRCCMFLFS MI RE PROTECTED � S T MN SPORT BY SURFACE RWMENINC. WATTANU µO PDNETFR SILT FFNGMa Ntt TTCCMAHE MYNXWC AFTER ID DAYS SOUL BE NEEDED AND NREHEE) CITY GpWH¢ PRNINR ME HALVING. WDPRA'C. AS REPORTING DE Y OR ANY OTER ANMMAL JMIB arc STORES BY TN ERNT My VENDUE ANY wnOgNNN DEPOSITED MATERIAL SHALL BE REAMED IYYRURY BY M CCN RACKIR. W �� © PROPOSED ACKCINu TRACKING a� V BID ROW DIRECTION QQ Og W Z II PROPOSED STORM J Ur O 603 DRAIN PIPE LEA Q O A 0.D II I ® PRDSTORM IIM`I Z DRAM INLET Lim JO V / TIN I PROPOSED STORM LuC/ O DRAIN MANHOLE � Q O LL I O I ED a 0 Z J UZ 1 Imo . e0 rt K z ICI W o CALL unutt xonecnnuv = �r�'T�R �E COLD T13 K 1•tl{Jtl•L22•ii167---; 2n OR 534-6700IN MIT °I DENVER CALL Z-BUSINESS DAYS IN ADVANCE Z ^ BEFORE YOU DIG, GRADE, ON EXCAVATE IN ry HER ME MARKING BE UNDERGROUND F II I� MEMBER UNURES. O P ELM WATER DISTRICT = Z A i I AmED� ° x9 MEIXm: Z N if —65— ION �.: IBOX SANS ON IFICT _J, ■ AN n IcRETRUBM—� II^ City of Fort Collins, Colore-do 1 IIII IIM UTI PLAN APPROVAL APPROYFD Dry YEILQ Dib CHECKED BY: rbWI�WWDW he CxECKED BY: CHECKED BY: NPR E WVM1Y uM 4 1 CHECKED BY: ERnC.M. j � CHECKED BY: I xW�-� WIN �ON NM Mi u U, role, Grave nnra, Deffore J�C,nvtfie wire S e (APpo. I Gil Mean) bulk oZ loan wd We Seem Grow m,m PLAN VIEW oW�w RunoffPo SECTION `o,ro nYt A -A �P La Nob.: kw«t «d ,wmr mtW¢ one, «m CURB INLET FILTER e a.emml .Ma -, GRAVEL a Pu It Of « been one halt 0 , Nm ed. Rem x al 1 al be e. Planarn k 1 t a aNI CITY OF: FORT COLLINS, COLORA male a«m or o,dm +<e,Ag ro«m... - 'STORM WATER UTILITY ' smlmm< me gr enrol ea mmdaiaixr ,am ... a Rb from aWm ba way ol,e.. vRDVFD Bra nAHd. �— s IFTrnTwz an 4 No a Ron AT3N.amm �T T IO IT, MNIMI 10 ET m4MA .nrzR ONE N hP��ENT Wall HE KWMO ON SEUNSFA Try WENT SHOT COSTANCE m Ed 42IT se, U, N aeoa€WAe ONE aw urge AWATU vOR)i. CONCRETE ENCASEMENT DETAIL are D, PONT cauxs sE caNS CMON AwriWu CET'UL INI ow n uT. DETAILSm: ININI 29 1 Excavate Trench, 2. Place and Stake 4 Minimum Depth Straw Bales Waage Lao» ro StraAwddn w` - AN Media MaaNl11 :�.- No win F� 3. BackFlll and Compact Excavated Soil Me'a straw We Total ' I camp«+.a a«Na "May �B IIL, I u li' ^_haft I� In CROSS—SECTION VIEW SB w" Note. I. Wwa •are r a •°^'"""• P-'Rrelm STRAW BALE DIKE t a t 1° v o.ie°Wab°Per Soo GENERAL INSTALLATION " `No r 2. (n t of br;g) ma rea , .gm CITY OF FORT COILNS. COLORADO Malin Short STORMWATER UTILITY J, At bees oust behi deSd after Izo be,nalway g owlnr iargIi um. wHs.I n—OR tN_ TWE e WTa stewl or FIRM, r� who Tandy SECTION VIEW B«sw Na W 1. how moMmum VWby bK isIMXH to m 025 «m P++ao b.L w r.RN SILT FENCE z N n Mooret eo eMvie ,w I.w anm a«n _ Moore Ralnaee n mtmm m . nof Ina naNNl of o+ dw a« Iwe CI OF FORT COW N5, be Bled. a m n,w abeMall STORMWATER Unt bMtllN aw YtLQY b e halo o WM NlarMg APP KL m.a.,... REMsI sATc © Nl TRF�AMIK/NG CONS /��`� so' uINImDm g�w B" Mkllmum DwN M me A COowNSRAA�reBofe . A ¢Tinruciaa «a as got polnlz df wM1kular Fyen and "row on a mstelruction on ;ile. BNII➢L To randuce tM1e wrourt or mug vanWorlea min publkao .as by mob, vMklm an rurrint. echo RSHGNP w wl u�xw jx.r.:) w• nLTl Dacs) mI 1, evvm.N'a'.Wso RATE N: -11, m •.,� uGO �tim TOY T' A' HE iumis�iT Trc math, WATER QUALITY OUTLET 5TRU TURE — WQO—D) WITH WINOWALLS U IIIIMIXPIi Ile a be Not RNU&) T vY w T May st Axt INTi) it TA'JN �� Alex. Al Ai�ime. x, ? muu n[mww WATER QUALITY OUTLET STRUCTURE — WQO—AT WITH WINGWALLS 1.0• Im W DRAINA.CE LOWERED REAR }, OF %W Dailmi —WNYWT 'BC DRAB —CAROQM I se �• T vAa BIGsn $Ea 10 !$ Tire MA A.S MAX �% gg e RRp SS Y L� N'ncvAREs IwomwT ROM � 'A' gtNNAGE O PL W O IK VNtlEs Tire' 50' b T W 1--1 0 J ww° &a RAN LL S mu So U) Q to N 12' J IM Z uf Q O I I Iti are Mae O VATTER V ERMT W 'A' DRAINASE _ U w Q P.Q PL . ^ VMS war b' t// T ab' YN. (MINES) Q LW r 0 s a w o IND TO 0 4A% Q z _ 2 r J < 5 'A' gtNNAIE L—J LU � Q UK WT ICI Q u' LL 9 GRADING SECTIONS ° Lou o WARTEWInci W S r epusAr:s Q ATIfl/?LO PVO S8NN0 F//lHC ny,pyp Fast ran/B6M-SOJO CpPIEIEa Br: Tire 09 0.bra C E9 / K /\ a UoIIG�VT TOM ME VRWWD OR �BMGE MAYEY P WIrQT�E MinNO A KNEW SSCCINEXULLE BE FOR o. BY THE Sly EMl1EER. N F OR u 'EARin 10O1w ..d .. AsME V o MaTO T BR/JMNB we 90 IOslax CONTROL Z ROUGHING i 3 ETER BARRIER W 3 TONAL BARRIERS TATIYE METHODS W O SEALANT, ,l GOT — ON L EA09p1 CM1R0. Li LL p NRAL TENT TRAP/ BASIN 'f. .i FILTERS BARRIERS W a N FENCE BARRIERS ow 19y BAGS q San PBEPARATIN n OUR FLRRDM OUT Iy ACING Z 2 F AI.T/ CONCRETE RATING Q 50 R Be 2N nw: IM . ANENT SEEM �MG HINC/ SEALANNT m inN MARY SEE. PLANING N O NOS YANSTALLA15% RANKETS a P City of Fort Collins, Colorado UTILITY PLAN APPROVAL CHECKED BY: www mEve wuq _. oft. CHECKED BY: RWeNe gl� `" 1 5 CHECKED BY: r,rh o bwwY YM1 CHECKED BY: KRIICAL 1' �— xCPoZCW L 1"� cNEau:D er: --------- I / 117 /� /� EE SEET 11 FOR CCN NUATION �I L5 >�a / IL AG If / "' //✓ / / / I IIII DIX ii 40P/ I I 1 \ ` Y �_1_ ZCTRICKLE PAM AS AD 60, I / � I • // I II / / / MOLU E IF"WW D- �14:SO AC - WORM ENTOMBED - 4W0 AC- / OTDO SE RATE 3.Z CPS I I FUTURE 9 flOoF SIZE I / / / •/�tt Z / / CRW / sRUTT IfIF /I IX.2• k NET, I I — CEO i C14 N �ca ENE ROOF / / / /Aa•A ' / / / / / / / / / LAKE CANAL IIIII I i;QRa jQCTN]N NOTES: 1. CONSTRUCROW ACTIMIIES SHALL BE UNITED TO THE SILT FENCE BOUNDARY AROUND WETLANDS AMID WHERE NOIED ON PLANS. 2. WHERE WORK IS TO BE PERFORMED NEAR OR IN ADJACENTT WETLANDS, CONTRACTOR SHALL MAKE A CORI6ERlED EFFORT TO MINIMIZE IMPACTS TO METLANDS 3. ALL DISTURBEIID AREAS NOT IN STREET R-O-W ARE To BE NIESEEDED AND MULCED PER THE FINAL BRAWAEE AND EROSION CONTROL REPORT. LEGEND Sas ga $B BASIN DESGNARON BASIN AREA RXa 2-YEAR COEFFICIENT T 6 100-YEAR COEFFICIENT , I %-a I�^ C DESIGN FONT BASIN BOUNART q PROPOSED INLET I'I PROTECTION Y NODDYO KEY MAP PROPOSED SILT FENCE N.T.S. O t/ O e 0 PROPOSED STRAW Z O BALE BARRIER I J o © PROPOSED VEHICLE H1 Z TRACKING CONTROL LL —�� FLOW DIRECTION a 0 In w PROPOSED BRAIN PPE STORM z (Y Ira.PROPOSEO STMM O " Z DRAIN INLET 1 LLI Q «I PROPOSED STORM DRAIN MANHOLE z �O EROSION CONTROL NOTES QO/ E pIf FORT COLLINS STORMWAIER UTILITY EROSION CWIRa WEIRTON REST BE NOTi E➢ � LA - II N AI I I I I I I I I II II II I I 4� I I l eqe-EO it AT LEAST . HOURS PRIOR T NNE Rrz. = Lu w 2 ALL HER SILT FENCING SPAR HEry INSTALLED PROP To ANY VHG NSNRBING ACNIMTY K (STOCKPI LING, STRIPPING, TRADING.ETC.). OTHER REQUIRED EROSION CW1R0. MEASURES SHALL n IEAPPRWRATE TIME NAME CONSTRICTOR SEQUENCE AS INDICATED N THE Ly,• Z ON APPROVED JR�CT PLANS, END PENt ]. 5 fl OECRATONNSHALL BE PROTECTED AND RETTANED ALLOVER POSSTBIE REMOVAL Q Q O OR DISTURB ANDY OF PASSING VEGETATON SHALL BE UNABLE TO THE SURE REQUIRED NR IMMEDIATE 'w'F^T a (SERSTRUCATY OPERATORS. AND FOR 4, ALL ( OF FBI POSED DURING LAND ONSTURBUGLACTMtt(STRPPryPRACTICAL PERIOD TrnnOrvc UBun INSTALLATI �V JO SnocN I FILLING. ETC) SMALL BE KEPT M A RwcHENED COALITION BY FILMS OR URGING AUDI w < OQ L PULSE VEGETAL Ory OR OTHER PERMANENT EROSION CONTROL Is INSTALLED.NO s0.S rL IN AREAS E PRoiGT sIREET R GMTS-OF WAY SHALL REMAIN ANNOYED BY LA,o OISNRONG Au'I L—..I Z O fCH YVIE IX RTY (]Of GAYS BEFORE REOU RED TEMPORARY OR PERMANENT EROSION WNTRUL R.G. SEEO�UALCN LANDSVPWG. ETC.) S INSTALLED.UNLESS OTHEREASE APPROVED BY THE I.J. Q p SIUMMENATEI UTUTY, 5 ME INtOPENLY SHALL BE WATFRFII µ0 MAINTAINED AT ALL TONES DURING CONSIRUCION ACTNTRES SO W LQL Be Be AS l0 'RIND CAUSED REAOSW LL ALAW OSSIFYING ACT NTES SHALL BE IMMEDIATELY LL [HUSBAND 0�MGM F.GIT S DUST YPAC15 ADJACENT OPERATORS, AS DETERMINED BY ME SIR OF L FORT COUNT S ENGMEERWG DEPARTMENT. r Q & All ILNPTRARY STRUCTURAL) EROSION CONTROL MEASURES SHALL BE HSECTEO AND RETAINED? ON ILL REOCNID AS NECESSARY AFTER EACH RUNRT EVENT JN DRUM TO ASSURE CONTRAS Q PERPpMAP E OF THEIR PROBES FUNCBON R1 RETAINED SEDIMENTS. PAR ICULARLY THOSE CN MOD \ 6 RICEEDWAY iIRISTS, SHALL BE REMOVED AND OBTAINED R IN A BANNER AND LOCATOM SO AS NOT TEN 5 SOMEONE THE I RELEASE HIS ANY DRA NAOEWAY d 7. NO SOI S OCRPIIS SHALL EXCEED TEN (IT) FEET IN HDGHT ALL SOIL SITGKPILES GRAFT BE PRETEGIfO FROM SUN FTLT RAPOPORT BY WTGACE ROUGHENING, YNATERNIT. AND PERPYIG MET FENCING. µV Sr g SCIL BOBBY ITEE REMAINING AFTER AS DAYS SHALL BE SEEMED AND up[S. p M' IF GUY 01 )MANOR R DEPlE1G SC45 OR My BUFFER MATERNAL O TVy ORo CITY STREETS By PROHIBITS YR OR FROM ANVEIUICIE.DROPPING, �UP INADVERTENT DEPOSTW MATERIAL SHALL BE m F CLEANED ATBETATELY BY THE CONTRACTOR, = O U0 « Zz+ W W O _ o Ow LLe IN OF Q PI i RLCOWATER DISTINCT z WON NO Z APPRDND: 4t,;era o F 5 S a Y zr O n0 APPROVED:7� BD SM'IT DIS�RICi MJt ILH p P RECIENT City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPRO ED Eye W CHECKED BT: EYv W EWMe DLYID GY CHEPIED BY. TavMN UUtl4 h6 14 CHECKED BY: Pob&E IRAOF 34 SUPPLY CHECKED BY: IF x HBBML I'=A• T���� � i1pt1ZCN IAL' 1"- 50' CHECKED BY. ��Wm esLWe 1He DER