Loading...
HomeMy WebLinkAboutDrainage Reports - 07/10/1996I r r r Final A port ,e �— �r. :*t • r THIS FINAL STORM DRAINAGE STUDY AND REPORT FOR MOUNTAIN RIDGE FARM P.U.D. FIRST FILING WAS PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT COLLINS STORM DRAINAGE DESIGN CRITERIA, dated May, 1984. rThe results of this drainage study are reported in the enclosed text and supporting documents, and are shown in further detail on r the Construction Drawings submitted concurrently with this report. This report is a revision of an earlier, reports dated July 18, 1994; October 31, 1994; June 5, 1995; and December 28, r 1995. rSigned this 06iL_idaY_Qf_March, 1996. ON111iV!!1011lillf , Do _-� 2 :moo• ' Dennis L. Donovan, P.E. ;"u� %'��C'• •�' Land Development Services ••••'` 309 W. Harmony Road Fort Collins, Colorado 80526 �� \\` „!lflikkOO . Phone (303) 225-9244 r r r r r r MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT ' I. GENERAL INFORMATION Mountain Ridge P.U.D. First Filing is a proposed residential ' subdivision in the City of Fort Collins, Colorado. The site is generally located on the west side of South Shields Street midway between Harmony Road and Horsetooth Road in the southwest part of ' the city. A general Vicinity Map is provided at the end of this report. A preliminary storm drainage report for the entire Mountain ' Ridge Farm property was previously prepared by this office. This filing is the first of three to five total filings anticipated for the project. The entire property consists of the majority of ' the South 1/2 of the Northeast 1/4 of Section 34, T7N, R68W, Sixth Principal Meridian, Larimer County, Colorado. A 14 acre park site was previously purchased by the city it the southwest corner of the overall 80 acre site, and a 6 acre parcel in the northeast corner of the site was previously sold to a church. The church re -sold the property, and a residential ' duplex residential home project (Cobblestone Corners) was recently developed on the 6 acre parcel. The proposed development for the first filing consists of 54• single family residential lots on approximately 22 acres. The residential use planned for the property is consistent with the ' approved Master Plan. The first filing, or phase, of development is the portion of the site on the west side of Shields Street to Wabash Street - plus 4 lots on the west side of Wabash Street. Wabash Street will be constructed with the first filing. As well, construction of three internal cul-de-sac streets will occur and the widening of Shields Street to Arterial Street standards adjacent to Mountain Ridge Farm will be constructed. The proposed first filing development is bounded on the north by the Cobblestone Corners residential project, on the west ' by vacant land that will be future phases of Mountain Ridge Farm, and on the south by vacant land. Across Shields Street to the east is an existing church and additional vacant land that is ' part of the Four Seasons P.U.D. development. Mountain Ridge Farm P.U.D. is a part of the properties ' identified in the city designated McClelland - Mail Creek and Foothills Storm Drainage Basins. As proposed, almost all of the first filing is located in the McClelland - Mail Creek "Master Drainage Basin", but a small portion on the north.side of the site falls within the Foothills "Master Drainage Basin". City funded reports on both basins are quite lengthy, and are not attached as a part of this report. Both reports are ' available at the Stormwater Utility Department of the City of Fort Collins. ' / l I Ll 11 1 1 11 MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT The biggest impact of these studies and reports are the identified need to construct Regional Detention facilities within the Mountain Ridge Farm P.U.D. The detailed description of those improvements are contained in a report titled "FINAL DESIGN OF REGIONAL DETENTION POND 247 AND OUTFALL FOR THE McCLELLANDS AND MAIL CREEK BASIN - FORT COLLINS, COLORADO" dated March 26,1996 by RBD Inc., Engineering consultants. The detention pond is to be constructed within Tract A of Mountain Ridge Farm P.U.D. 1st Filing. The outfall storm sewer facilities from the regional pond are to be installed under Shields Street downstream to Benthaven Street in the Four Seasons project. Previously, RBD prepared "FEASIBILITY ANALYSIS FOR REGIONAL DETENTION FACILITIES ADJACENT TO MOUNTAINRIDGE F.U.D. FOR THE McCLELLANDS AND MAIL CREEK BASIN FORT COLLINS, COLORADO Both reports are considered background information to this drainage report. Sheets A-1, A-2, A-3, A-5, and A-6 of A-6 of the construction drawings (i.e. UTILITY PLANS) for the Mountain Ridge Farm P.U.D. 1st Filing show the regional storm drainage improvements required in conjunction with the first filing development. Additionally, Sheet B-2 of B-3 of the Utility Plans - shows the "INTERIM GRADING PLAN" for the detention facilities. An existing irrigation ditch (i.e. the Pleasant Valley and Lake Canal irrigation ditch) crosses the property from north to south approximately 1,200 feet west of Shields Street. The irrigation ditch is discussed in detail in the above mentioned reports. The ditch is presumed full of water during the 100 year, or "Major Storm", so it is not a significant factor in the storm drainage plan. Sheets B-1 and B-3 of B-3 of the Utility plans show the location of the irrigation ditch, and detail the associated re -alignment and lining improvements that are to be constructed in conjunction with the development of the first filing. The location of the existing ditch and ditch realignment is also shown on Sheet 17 (i.e. FINAL STORM DRAINAGE AND EROSION CONTROL PLAN FOR MOUNTAIN RIDGE FARM P.U.D. 1ST FILING), which is Exhibit A to this report. Generally, the Mountain Ridge Farm First Filing site slopes from west to east at about 1.0 percent. Off -site storm drainage will enter the site in a controlled manner from the west and the south. The overall contributing drainage basins and flows are identified on the Master Drainage Basin Reports. The on -site storm drainage system is designed to accommodate the storm water flows from off -site. as well as provide the necessary facilities for the collection and detention of storm water flows originating from within Mountain Ridge P.U.D. f : c,, e z 1 MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT ' The off —site flows entering the first filing of Mountain Ridge Farm from the south will do so in two locations• In the southeast corner flows from property to the south of Mountain Ridge and east of the irrigation ditch (which extends to the south of Mountain Ridge) will enter Regional Detention Pond 247 as determined in the Master Drainage study. The storm water flows determined in RBD's Master Basin up —dates anticipate 2, 10, and 100 year discharges of 25, 59 and ' 112 c:fs at that location (after complete development of the property to the south of Mountain Ridge and east of the ditch). The City will own the detention pond, and upon development of the property to the south, the city will control at what location and in what manner those flows will be accepted. No off —site flows from the south will affect the lots in the first filing. From properties south of Mountain Ridge Farm but west of the ' irrigation ditch, the storm drainage will flow through a proposed collection system in Westbrooke P.U.D. 3rd Filing into a 36 inch Reinforced Concrete Pipe (RCP) culvert. That culvert will follow ' the Troutman Parkway and then Wabash Street alignments to ultimately enter Detention Pond 247. In the updated Master Drainage Plan by RBD, the flows from that basin (i.e. 2 year storm = 8 cfs, 10 year storm = 24 cfs, and 100 year storm = 51 cfs) will be accommodated within the Proposed storm sewer system and detention pond improvements proposed for Mountain Ridge Farm 1st filing. Hydraulic calculations for the section of the 36 inch storm sewer to be constructed within Mountain Ridge Farm 1st Filing are included within this report. There will be no storm drainage runoff into the first filing from west of the irrigation ditch (and within the Mountain Ridge Farm boundary), as all of those upstream drainage sub —basins will be directed into a future Regional Detention Pond (i.e. #278). It will be constructed on the west side of the ditch when future filings of Mountain Ridge Farm are developed. More information ' on areas west of the ditch can be seen in the above mentioned studies by RED. The portion of the project that is located on the east side of the irrigation ditch, but that is not in the first filing has been shown on Exhibit A as to its probable lot layout per the preliminary plan for Mountain Ridge Farm. The corresponding sub basins are indicated, and all of the first filing storm drainage facilities have been designed to accommodate the developed flows (i.e. from sub basins 6, 8, and 9) into the regional detention ' Fond. i�� I e 5 1 MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT The only storm water runoff from within Mountain Ridge Farm ' that does not enter into the proposed regional detention system in the McClelland - Mail Creek Master Drainage Basin is from sub basins 10, 11, and 12 - plus Cobblestone Corners. Stewart and Associates, Consulting Engineers and Surveyors, designed the Cobblestone Corners project. Their storm drainage ' plan allowed for 4.8 acres of off -site sub basin area to flow across the.west boundary of Cobblestone from the Mountain Ridge property. They estimated the historical storm water release ' rates from the 4.8 acres to be: 2 year = 1.25 cfs and 100 year of 4.8 cfs. Drainage easements and associated swales were designed between the buildings to conduct the off -site flows from the ' Mountain Ridge Farm contributing area.. The only sub basin in Mountain Ridge Farm that contributes storm water runoff onto Cobblestone is #10 (see Exhibit A). Sub ' basin #10 has an area of only 1.18 acres. With developed runoff, the 2 year storm runoff is 1.2 and the 100 year runoff onto the Cobblestone project is 4.4 cfs, both within the rates anticipated ' by Cobblestone. The existing on -site detention pond at the east end of Cobblestone has a 100 year release rate of 1.2 cfs. Where storm ' water runoff from Mountain Ridge sub basins #11 and #12 surface drain into the curb and gutter of Shields St. and to the north, the combined 100 year storm runoff is only 8.8 cfs. Combined ' with the 1.2 cfs coming from Cobblestone, the total flow into the Foothills Basin is only 10.0 cfs. Addendum A, immediately following the Vicinity Map at the ' end of this report shows the anticipated Foothills Boundary per• the 1995 update to the Foothills Storm Drainage Basin by Lidstone and Anderson. Addendum B shows the impact of Mountain Ridge Farm's grading and drainage plan. About 25 acres of this project was anticipated to runoff into the Foothills Basin by Lidstone - Anderson. However, only 8.8 acres will flow northerly into the ' Foothills Basin as a result of the Mountain Ridge development. 25 acres of vacant land at a historic release rate of 0.5 cfs allows for 12.5 cfs to drain into the Foothills basin at the ' NE corner of the project. As previously stated, the 100 year storm runoff, after development, is only 10.0 cfs - again well within acceptable limits. The site has previously been processed for residential development through the City of Fort Collins. Some obstacles to ' development of the site were encountered due to shallow water table; the depth and cost of a 15 inch "trunk/outfall" sanitary sewer system that will relieve the currently, and/or in the future, inadequate sewer system for projects that exist to the ' northwest of Mountain Ridge; and the size and appropriate cost MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT sharing of the Regional Detention Facilities in the McClelland Basin. The original proponent of development declined to proceed wiht their plan. As a result, several meetings were held between the City, the current owner/developer, and consulting engineers to discuss these issues. The project will allow an existing storm drainage problem to be resolved. Currently, the basins contributing storm runoff to the Shields Street crossing of the McClellands - Mail Creek Basin would overtop Shields during a Major Storm and create ' flooding problems downstream. After the Mountain Ridge Farm Regional Improvements have been completed, the extent (even possibility) of downstream flooding will be mitigated. ' The storm drainage exhibits supporting this report are as follows: ' EXHIBIT A - Sheet 17 of the Utility Plans, titled Final Storm Drainage and Erosion Control Plan. This plan shows all on -site drainage subbasins contributing storm water runoff to the streets ' and detention pond in the first filing (or in the case of the extreme northeast corner, the sub basins contributing flow away from the project and into the Foothills Basin). ' This plan shows the sub basin boundaries, flow paths, slopes, culverts, inlets, and other aspects of the storm system .in general. Erosion control measures are also noted and/or located on the plan. EXHIBITS B & C - Sheets 15 and 16 of the Utility Plans, both ' titled Neighborhood Grading Plan. These plans show proposed spot elevations, existing and proposed countours, flow arrows and slopes, culvert sizes and locations, e4c. �,) i1 Z rq ► 11 4 �— �jf15f EXHIBIT D/- Sheets 14 of the Utility Plans, which shows the storm sewer systems to be installed with the first filing. This includes two storm sewer lines in Wabash and one on the west side ' of Shields. The storm sewer for the east side of Shields will not be completed until that side is widened, but the design is included to show feasibility. Generally speaking, erosion control measures for the first filing are as follows: A. Re -seed all disturbed areas (Permanent grasses in the detention area and temporary crop vegetation in the overlot grading area. B. Straw hay bales installed during construction and after installation of the 4 foot earthen trickle channel in the low point of the detention pond. Straw hay bales should also be placed where the drainage swales approach the detention pond. The pond will also function as a settling basin/sediment trap ' during the construction phase. ' MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT C. Gravel filters shall be placed in front of all inlets and sidewalk culverts during the construction and maintained during the post -construction phase for up to two years. A siltation fence shall be placed along the east and south side of the first filing during construction to assist in detering wind blown particulates. ' II. Proposed Storm Drainage Plan The proposed drainage plan for the Mountain Ridge Farm P.U.D. First Filing is in compliance with the City's Master ' Drainage Plans. The on -site subbasin boundaries are close to those boundaries depicted on the Master Plans. The storm drainage plan for Mountain Ridge Farm P.U.D. First Filing is in compliance with the City of Fort Collins criteria. All of the subbasins within the Mountain Ridge Farm first filing are identified at Exhibit A, which is the Storm Drainage ' and Erosion Control Plan. Additional grading and drainage information is provided at Exhibit B and C, which are the two ' sheets describing the Neighborhood Grading Plan. Exhibit D is included to the drain/sewer system profiles. also show storm Storm runoff from subbasins on the east side of the Pleasant 1 Valley and Lake Canal irrigation ditch are designated as Subbasin Ws 1 through 14. These are the subbasins that originate within, or will directly affect, the first filing improvements. F1 11 L J� Subbasins on the west side of the irrigation ditch are not designated in this report, as the ditch and regional facilities on the west side of the ditch will be constructed independently of the subbasins improvements on the east side of the ditch. The subbasins west of the ditch are identified on the Preliminary Storm Drainage Report. No storm runoff from west of the ditch will drain onto the areas east of the drainage ditch, so they have not been shown on the 1st Filing set of plans.. Should future phases of Mountain Ridge not be developed, the homes to be built in the first filing lots will be protected from flooding - if they are constructed to the recommended minimum foundation and lot grading elevations depicted on the Neighborhood Grading Plan. Storm drainage runoff from all side of the project, except Subbasin into the proposed Detention Area on Runoff from Subbasins 10, 11 and 12 Foothills basin as anticipated. The which all other runoff from the site No. 247 on the Master Storm Drainage of the subbasins on the east Ws 10, 11 and 12 will flow the west side of Shields St. flow northeasterly into the detention facility into will flow is designated Pond Plan. PC � L 6 I MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT There are proposed sidewalk culverts at the end of Ridgeway Court, Crestway Court, and Lakecrest Court. The subbasins contributing storm runoff at those locations are identified on the storm drainage chart, which is on Exhibit A and is included as Table One on the following page. The design points, or points of concentration, at those locations are identified as D.P. #'s I, II, and III. Where storm drainage runoff from individual combine, the combined flows are also identified a Points. Design points are for combined flows are follows: D.P. IV at (Subbasins of Wabash ' inch storm at the 24 (Subbasins inch storm southwest D.P. X at (Subbasins I I I I 1 I sub basins s Design identified as the 5 foot inlet on the east side of Wabash Street 4 & 5); D.P. # V at the 10 foot inlet on the west side (Subbasins 6 & 7); D.P. VI at the entrance into the 24 sewer under Wabash Street (Subbasins 8 & 9); D.P. VII inch storm drain under Wabash and between the inlets 6 thru 9); D.P. VIII at the release point of the 24 sewer into Deptention Pond #247; D.P. IX at the corner of Shields and Wabash (Subbasins 11 & 12); and the 10 foot inlet on the west side of Shields S-1 and S-2). Per the above mentioned McCllelands — Mail Creek Regional Detention #247 feasibility analysis and final design by RBD, a 30 inch Reinforced Concrete Pipe (RCP) in conjunction with 30 inch Ductile Iron Pipe (DIP) culvert will be installed under Shields St. to provide a storm water release for Detention Pond # 247. The DIP culvert is necessary because of less than desirable clearances with other existing utilities. A 42 inch Reinforced Concrete Pipe (RCP) culvert will be installed upstream from Pond #247 under Wabash and under the irrigation ditch to allow detained flows from ultimately constructed Pond #278 to flow downstream into Pond 247. Details as to discharges, detention volumes, riprap details and other matters relative to the ponds are included in the RBD studies. The Hydrologic Characteristics for the subbasins in Mountain Ridge, as well as for the combined Subbasins at the respective Design Point are included on the following page as Table 1. I Fc, '� e- 7 TABLE 1 HYDROLOGIC CHARACTERISTICS MOUNTAIN RIDGE FARM PUD FIRST FILING DRAINAGE SUBBASIN AREA C VALUE TC (MIN) i (in/hr) 0 (CFS) DESIGN (ACRES) 2 Yr 100 Yr 2 Yr 100 Yr 2 Yr 100 Yr POINT 1 0.39 0.7 10.0 10.0 2.5 7.2 0.7 2.5 I 2 1.29 0.6 10.0 10.0 2.5 7.2 1.9 7.0 II 3 2.13 0.6 10.0 10.0 2.5 7.2 3.2 11.5 III 4 0.61 0.7 10.0 10.0 2.5 7.2 1.1 3.8 5 1.17 0.6 10.0 10.0 2.5 7.2 1.8 6.3 6 5.33 0.5 28.6 26.2 1.5 4.5 4.0 15.0 7 2.25 0.5 19.5 17.5 1.9 5.6 2.1 7.9 8 1.78 0.4 14.4 12.6 2.1 6.5 1.5 5.8 9 3.11 0.3 22.1 20.4 1.7 5.1 1.6 5.9 10 1.18 0.4 10.0 10.0 2.5 7.2 1.2 4.2 11 1.49 0.5 12.7 11.3 2.3 6.8 1.7 6.3 12 0.59 0.4 10.0 10.0 2.5 7.2 0.6 2.1 13 11.23 0.3 21.4 19.3 1.8 5.6 6.1 23.6 14 2.01 0.4 13.5 12.0 2.2 6.6 1.8 6.6 S-1 1.62 0.8 10.0 10.0 2.5 7.2 3.2 11.7 S-2 0.72 0.8 10.0 10.0 2.5 7.2 1.4 3.2 COMBINED FLOWS 4 8 5 1.78 0.68 10.0 10.0 2.5 7.2 3.0 10.9 IV 6 8 7 7.58 0.5 28.6 26.2 1.5 4.5 5.7 21.8 V 8 8 9 4.89 0.34 22.1 20.4 1.7 5.1 2.8 10.6 VI 6.7.8 89 12.47 0.44 28.6 26.2 1.5 4.5 8.2 30.8 VII 4 thru 9 14.25 0.47 28.6 26.2 1.5 4.5 10.0 37.7 VIII 11 8 12 2.08 0.47 12.7 11.8 2.3 6.8 2.2 8.8 IX S-1 SS-2 2.34 0.8 10.0 10.0 2.5 7.2 4.7 16.8 X NOTE: "C" VALUES ARE BASED ON 0.3 FOR GREEN BELT AREAS, 0.6 OR 0.7 FOR FRONT YARD/ STREET AREAS, 0.5 FOR TYPICAL LOT AREAS (FRONT AND BACKYARD, AND 0.8 FOR THE SHIELDS RIGH-OF-WAY AREA COMPOSITE "C" VALUES ARE WEIGHTED BY AREAS CONTRIBUTING TO THE DESIGN POINT ' MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT ' The Time of Concentrations were determined using the equation for overland flow in the City design manual, and then by adding the time of concentrated gutter flow. The time of ' concentrated flow was estimated using Figure 3-2 "Estimate of Average Flow Velocity for Use with the Rational Formula" provided in the "Urban Hydrology for Small Watersheds" Technical Release No. 55, USDA, SCS January, 1975. The formula for overland flow Time of Concentration is: Tc = [1.87 (1.1 - CCf) D1/23 / S1/3 The subbasins within Mountain Ridge P.U.D. First Filing are ' relatively small. The maximum time of concentration for any of the sub basins in this filing is 28.6 minutes for sub basin # 6. A 10 minute minimum time of concentration was used for several of the subbasins, since the overland flow plus concentrated flow times of concentration for those basins did not exceed 10 minutes. 11 1 I 1 1 For the subbasins with times of concentration of more than 10 minutes, the following calculations are provided: Subbasin # Overland Flow Distance Slope TofC TofC (2Yr) (100) (ft) (%o) (min) (min) 6 180 2.0 11.9 9.5 7 70 2.0 7.5 5.5 8 160 2.0 13.1 11.3 9 250 2.0 18.8 17.1 11 60 2.0 6.9 5.5 13 110 2.0 12.5 11.3 &140 8.0 8.9 8.0 Concentrated Flow Length Avg Vel- Time of o c i t y Flow (ft) (fps) 1000 1.0 16.7 500 1.0 8.3 &450 2.0 3.7 160 2.0 1.3 400 2.0 3.3 700 2.0 5.8 The resulting total times of concentration for each subbasin is shown on Table 1. The Time of Concentration for combined subbasins at the Design Points is determined using the longest time of concentration for any of the subbasins contributing at that point. The longest time of concentration was again 28.6 minutes during a two year storm and 26.2 minutes during a 100 year storm at Design Point V, which is the 10 foot inlet on the west side of Wabash. The storm discharges are estimated by using the Rational Method, where Q = CCfiA in cubic feet per second. C values for the 2 Year storm are increased by 125 percent when estimating the 100 Major storm discharge. "C" values (Runoff Coefficients) vary from 0.3 to 0.7 depending on the amount of impervious surfaces that will exist in the subbasins after home construction. The C value for an area such as the greenbelt is 0.3, and for subbasin # 1 with the large amount of street, driveway and roof surfaces, the C value is 0.7. A typical lot with some roof and some PC, CJ 1 ' MOUNTAIN RIDGE FARM P.U.D. FI-RST FILING FINAL STORM DRAINAGE REPORT ' backyard area was estimated with a C value of 0.5. The Shields Street Right—of—way storm runoff was estimated with a C value of 0.8. ' Rainfall intensity (i) varies in the subbasins from 1.5 to 2.5 inches per hour for a two year storm and from 4.5 to 7.2 ' inches per hour for the 100 year storm. III. DESCRIPTION OF STREET FLOWS AND DRAINAGE IMPROVEMENTS 1 Due to the relatively small area of the subbasins that will contribute storm runoff from within Mountain Ridge Farm P.U.D. First Filing, the concentration of discharges in the street gutters will be somewhat minor. The largest flow in a gutter will be from subbasin # 6. Just north of the inlet in Wabash, a 2 year "minor" design storm discharge of 4.0 cfs is estimated to be flowing in the street, and a 100 year "major" design discharge of 15.0 cfs is estimated. The slope of the street at that location is a minimum 0.4 percent. According to Figure 4-1 (a copy of which showing the pertinent information follows the text of this report) of the design manual and using the following criteria: Cross Slope of 2 so a Reciprocal (Z) of 50; a Roughness Coefficient (n) of 0.016 from Table 4-3; a resulting Z/n of 3,125; an allowable depth of flow in the gutter of 6 inches during a two year storm: and an eighty percent reduction factor, the gutter will carry about 16 cfs before exceeding City criteria for the two year, or Minor, storm. That capacity is about four times the maximum 2 year storm discharge in the curb and gutter north of the 10 foot inlet on the west side of Wabash. The 100 year storm can encroach all the way across the crown of the street, according to City criteria. In this filing, the maximum street gutter flows during a Major (100 year) storm will be slightly less than the 6 inch depth allowable during a 2 year storm. Obviously, street flows in Mountain Ridge P.U.D. First Filing are well within City of Fort Collins criteria. Storm drainage facilities, or improvements, for the project ' include cross pans at the intersections where flows are concentrated, storm drain inlets and storm sewers, sidewalk culverts and the regional drainage facilities previously discussed. When completed, landscaped, and subject to a warranty period for the improvements, the City of Fort Collins has agreed to ' accept ownership of the drainage tracts for future maintenance of the integrity of the drainage capacity. It is anticipated that the maintenance of the landscaping will be provided by the homeowner association. MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL STORM DRAINAGE REPORT The storm drainage inlet capacities are determined by Figure 5-2 of the City Drainage Criteria manual (a copy for the following discussion is included after the text of this report). ' Figure 5-2 shows a theoretical capacity of 1.2 cfs per foot of length within the allowable 6 inch depth of flow in the gutter ' and 6 inch height of opening at the entrance to the inlet (i.e. a 2 year storm criteria). A Reduction Factor of 80 percent shows 0.96 cfs per foot actual capacity. The inlets have all been sized to accomodate the estimated 2 ' year flows divided by 0.96 cfs per linear foot. At Design Point IV at the inlet on the east side of Wabash Street, the 2 year storm is 3.0 cfs. Therefore, the inlet size required is 3.1 ' feet, but a conservatively sized 5 foot Type R Inlet is to be provided. At D.P. V at the inlet on the west side of Wabash, the 2 year combined flow from Subbasins 6 & 7 is 5.7 cfs - requiring a 6 foot inlet. At D.P. X, the 10 year flow (per requirements for - arterial streets) is 8.2 cfs - requiring a 10 foot inlet. The hydraulic calculations for the storm sewers that are shown on Exhibit D are provided at the end of this report. Figure ' 6-1 from the city's design manual was used and 2, 10 and 100 year storm discharges were evaluated as to headwater depths and hydraulic performances. Also, a computation sheet is provided for potential flooding over Wabash Drive (i.e. weir flow) in the unlikely event that the 42 inch RCP release from the upstream regional pond #278 is ' somehow plugged, or that a Major Storm occurs without that pond having been constructed. At a overflow discharge of 300 cfs (which is conservative), the top of weir flow elevation is ' 5091.5. The minimum foundation of homes are at least 4 foot higher. ' In summary, the proposed storm drainage for the Mountain Ridge as reflected on the enclosed exhibits is consistent with the Master Plan (subject to some modification), and the resulting ' storm drainage system should adequately protect life and property on the site. i RL -L.1 J. ULF:-' IM :r Ij R 11.,rt ­ /, " 7 I km I I , ", I I a I L (I LL13Led?rp ' �. - Yi n� 1P Pr -1ji. 46,11 by on•• rTnP b [flif oil !,".MOO to rp i rp no on gill ! 11.4 OUT UIR TP Pont .0 CAO I R _j % A yj u • 41 w I I -I IP RIF mej.. ORSETCI 0 R on ....... � It A • nF RE ........ ... .......... .. Y. n. rip U) / �1 I T \.\ .xp. RL HARmnmyIII 1 Oil RLP fill •I/A I Ri, 4 ............... .................................. ... .... Ij No Text I 1 I .1 I 1 I I I [1 F1 P,o VA-R1 5S �c4P= 1�r95/Z�z/3;�1 y- n=o,o6'S=3,3% 1 � ' ► wo I C—G 9Z z0 Z,D Qo Q IDo `yR ` Z, S'c4r'z QC -AP ploo-yg=6.6c=5 �)r-Af = L :ZZo Qc- 4 P = g 5- Oloo — 70c-& 9000 6000 7000 6000 5000 4000 1000 900 -800 C 700 600 500 O 400 Q 300 Ir 100 90 so 70 60 AG'. 40 30 20 10 From BP MAY 1984 !, L EQUATION: O. O.ss(A) s1 J% n 11 ROYONN[SS COl PPICI[MT IN MANNING FORMULA APPROPRIATE TO MATERIAL IN BOTTOM Or CHANNEL I I1 AECIPROCAL Or CROSS SLOP! Rlrgaint: M. A. s PROCCEONGS Is+s. PAYE ISO. EQUATION (141 h� 2.0 10 06 1.0 07 80 06 70 EXAMPLE IsEE DAsM[0 Lines) � .05 s IVENI S • 0.03 IA 100 i0 \ .60 s to - n • .01 !/n • 1:00 � so .04 .50 U 30 . U. FIND a 1.o CPS --- .03 .40 to Z -------- �— — 2 .02 O ' N .20 W s : v Z INSTRUCTIONS V[ 1 J .01 p Ct .0T W a L LONN[CT !/n RATIO WITH SLOPE 131 QT ADS `� AHO GOMNlCT OISGFARO[ 40) WITH i 0) .006 L aVTw 1>I. Tw(!( iM0 llw[s MUST ox Q 007 ["� RSLOPE w c os[cr AT TURNING LIKE 100 Z COMPLETE SOLUTION. Q 1 I1 V .006 2.100 SHALLOW T I .DOS V•SHAPED CHANNEL J •3 SHOWN USE NOMOGRAPH TT .004 WITH E . Y W a O r" O .003 3. TO OETERMINL T • J DISCHARGE Q. IN ; � + 'w V' PORTION Of CHANNEL HAVING WIOTH E: I f 0[T[RYIN[ OLPfM J POR I.I.I OISCM.+6[ IN .002 [M TIRE ![CTION O. THEN USE MOMOORAPH i0 DETERMINE OP IN SECTION R FOR DEPTH r> •. TO oL*I+MINE DlfcwARa[ IN COMPOSITE SEC TIOF:• P .aLLG. INSTRUCTION , Alt s ' F �. TO OPTAIN DISCHARGE on EPJ' .001 SECTION a AT ASSUMED l�lJ•;I OCPTH J ; *STAIN Q. PON RATIO E, AND OCITH l THEN 0,. 0, . *, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 (n. .10 W a W oe W .07 06 .05 co CC .04 U 03 Q ~ .02 a W G Eel DESIGN CRITERIA 1.0 12 5 .9 11 l8 4 8 10 3 .8 6 9 0U. 0 4LL_ / ,� 2 7 4 3 8 a 1.5 cn 6 7 Pcri� 2 T .5 /— _ p e,—Part a 1•0 •9 J z 5.5 a — — — — 0 8 F- us v .6 W W C9U. g = z o .7 .4 z z •4 H ? 4.5 z o 3 6 W t U. _ 0 4 0 .2 5 z 0 = z z 3 — o 0 w 3.5 z w r 4 — aa. // 0 0 J 1 CIE' t 0 0 0 .08 .25 3 _ = 0.06 3 0 0 0 0 z_ _ = o: .04Ct 2.5 w w 25 .2 a- .03 a � 3 a .02 0 .2 a 2 a _ v �- o. .15 .01 0 •15 L U. o 0 --- -- cr 4ya a 1.5 - -- -- a=2h 10 Figure 5-2 V l 0 v = /, Z S Z• Z r NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" l Adapted from Bureau of Public Roads Nomograph ✓ r Z ✓ = I. S v1 ✓ -1,7 5Z J MAY 1984 5-10 DESIGN CRITERIA 3,7 v' 6 v 2,6 LF,O N H IYJ W �\ ,f F JIO O C •` S_� N p 0 Al 121013A `y Lvuno C W Z,- U Z V ~ ~ Z H U U OJ NI110tl1N00 CJ �" ; x fn E..- Y f.. �;vj > W 0 > ¢ w J Q W W S V o 2 2 0: H N N ; Zzt S CV V La r -74: �+ l` : i Z O u w J P ll x W r x O U ~ ~ � +IN O ' s W O F Z 11 I I Q ZO p •� TA �1. O ti7 O O Q OO w J W W O +V O W J -j O W W Z oN h — � Y 1i cr- c r W W W vai a Nf ►= ; Vi' 4 V V) Q Q W N 8 x Z Z 3 3 O W F La o cr �= z O ` M .\I 0 N N G Z w � _ 4 Z N •� a w N U M La W x O C W U W J Os CiS 0 O 0 O O'vi O C a. >LLJ y UW N From BPR 1 Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS N z u 1 w ,J } JI0 -ll V 0 U J V W I 1110017A A \ \ rt� W 13%no C •� W U W W Q v O O M1110tl1N00 .� ; J W Q rn Lit VI W W f, w J W a Q u W ram' a z ft,� I y 1- .1 `O, N 0, z x Q x f W. ^ W Q rJ CJ v k W I J oz ` t W a + F- a i I I u J C� o W ¢ I- of u N . •� Z I I II F a z v: _ O z z O O a ~ v G� Q f- 5—Lij 0 W O xt- x W W ¢ LO J J Ir, O O z w w o o y W N N 2 3 C CV l v; Z a s Iv g x Cv z N W 3 a W o z S z rJ CJ m .i Y V u 1' J :iJ 1- O o O t U W U W J ^ 0 $1 ..1 O It JII z W U Q . .� 0 N c N co O O O (Zs�cr a >' = W a u >� _ ;A a cm U W C v N 1 Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS .•v .nog C n N (� W ^\ 1 ` � I n U � � w J10 t� M O A l 12013 A . L31Ano ` I . u z ►— p Q` ~ ~ NllIOtlANOD c� W Y a p 0 i W Q fn N W J W � O > > � S W W V 2 F � 2 2 n C J f r i•�• 1 w pJ W f V �z JD a 3 y _ o cc cr Z 11 It F Z - O Z Z Q a p CJ 00 �� F 9 p = J _ 4j W p x O `J •� _ O J 0 U. In o n� WW Np p I✓ _Z In a: � O Y V i = f!J \� 4 W HH NU) H Z as LJ 8 = a o uW = 3 3 a cr W ;lp �► J V 0 N U z p N a U p !' Cau u W p _U (7 :'n N W F- O C U Ww W O 11' II N N C O Z W O i 7V �. 0 ocr-Ix �a F. Ian r a = >� pN ► C v� N Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS .i 1 T � 4 a �. N W � I � „ o H d O J o " W + JI O A110013A N 13%no M WNJ w a n Q z } } •N z ►- N111oa1N07 N M C7 W N H Y Q O O F- W Q N N W W > > J Wa kzo l ry W F 0: s M n N H ` z J w J Q ` = J W O a t + t 0 W F Z 11 11 F 2 O 111 — O Z Z 3 U ` 1� O O r'1 o \V /V +'�+ Q O W J ini �� O O O \v W a0 Z p '^ z = T �.. Z N N N Z Q Q I.i 3 N Z r N 3 3 u W O = Q¢ J =Ic - U � H u x O W N C.) Z o N Z W � IZ Q pz Y y M M 2 p u �-o W 0 F- 3 cv O o u tV til W W O 11 �11 �� ly co = a O Q Z O� _ O 00©�� �� ► } a >- = W o- Ja w Q �N dc a � O i t) W z .� r rvm Or'rt 1 Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS t", O 1 ) N 1 A W 0 T U 0 N O U Q 8 J W AA 10013A 1 L 31.L nOLLJ O ~ ~ Z U W 0\ W Q O p M1110tl1N00 N itl W Q in N W W > ►- i S 0� 0 ` oil Is> ^ J Q �+ Q W S V o Z i Q In H y J Q X ; N ,O^ `� ' W C7 W Q J ZO w J Q 2 J W c + O 4z), _ M a f i ; ~ O V O O + N A\ Itz I S W ¢ F Z 11 II F- 2 - O Z Z ; u Q 00 g O F v = �n - 4 as CF W W = o O ¢ L J J n 0 I Z W W Q p 2 — >* cz: ¢ Y 2 ; M ' n v' �y W Li U)H N LIT N * Z 3 3 W 0 �� = J J a ¢ Ci QQ =a w z =lo O F- Q H v — 0 On a c o z N W 0 \3 NW W 0 O 1� ) W U W OJ I, c U O 11�11 7 �1 �N Z W z L 1 "1 co O � N O O O C7 0 Q'�i f 'r VV �Ll c a.= } W O- C i W ' a' Q J i Uy C O t7 W = rrwn VeK i Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS 'cc, O 1 1 1 1 1 r n it z O �► I o tpp� �` H `►- V1 , O U VJ Q �� V �� � v y v N m '^JI0 VI O O v -J u 1 J I �3 1 W 1112013A Q 2 rp T} V a M W z U f- V U M1110tl1M07 N O w W a r O O Y J N W Q F J y -�- W w >> FHzo W U) f z W W Q rn. 0 /fy ` 3 z S J OLLI t a 3 Q1 ; o N p —_ J U o 0: W 0: SIN �1� r W Z II II o zz < z U p, 3 p p l F 00 a Qa o 0 =La 1— 9 - UJ x Q > 0 0lLl �= m — N i N vz WW o° o v3 _ ti u n J cc0: Q Y Q x 1= ; � _ W W W y a z Qa W" u I++ s O j� cr r l U') v1 cc z c o W Q Q z c� N _ �. 1N w= O N O W W> -.1 W O c u Q r� �N J O IIQ 11 cr O a` a o4�� Wa u 3�^C,/ Uy ti `rj r rvm WrK Z 1 Figure 6-t DESIGN COMPUTATION FORM FOR CULVERTS 3 1 1 1 i 1 1 1 1 1 1 1 1 1 t1 Z v I L o Lm �} T ^� V t W I I NU W �'O Al 10013A 1311n0 � Q W V Zp ++ \ F H T 'N MI 110tl1N00 W W Q XA y O O N W N W W ' � _ W 0 \v C W Z �1 cr �JI `�' v Q X W 2 2 `; =O J l \� J W'�M O N S J C Q 'V A_ ' � W Q L + -2y 'Z o ►- O a Y o0 J Cc W H •}IN Z II 11 F a Z 0,01 p 1\� o ►r-�L tl O �1 o F 4 _O a O W J a> o W 0 = pp a �— W O W W N 0 W < ac acto " z I Z a s W W g � . 0 = 3 3 a ccJ o, ~ 3 la o� 7 Q �"' �"' N V Z • Q , Q y v% Ls) w O Q o o 2 w oIa L� X rM�1 W� �- ±(Y O ,\ N � V iN W p u p , � Wp �Q 1�� Uj 0 11Q II 0 N IF a v G F_ > r�1117 o oEr�� = �� >-F-J �p-1� a >� _ > ju y I, o o j 3 rlWn Drr'( >I- Cz S W - ) �o w � N L! l W U ti Iz w C Q �i Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS INTERMILL LAND SURVEYING, INC. 1301 North Cleveland Avenue LOVELAND, COLORADO 80537 (303) 669.0516 ' Uw I�1pgk9[ )A41IP+DOe01U*W-Argon.Mm. 01/11. To DNv PHONE TOLL HE 14D22$M JOB SHEET NO. _ CALCULATED CHECKED BY. S(:AI F OF_ DATE DATE I 1 ' THIS FINAL EROSION CONTROL PLAN REPORT FOR MOUNTAIN RIDGE FARM P.U.D. 1ST FILING WAS PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT COLLINS EROSION CONTROL REFERENCE MANUAL for ' Construction Sites, dated January, 1991. The results of this erosion control study are reported in the enclosed text and supporting documents, and are shown in further ' detail on the Storm Drainage and Erosion Control Plan submitted concurrently with this report. This report was initially made on July 15, 1994 and updated on October 31, 1994. ' Signed this 28th day of December, 1995. Dennis L. Donovan, P.E. Land Development Services 309 W. Harmony Road Fort Collins, Colorado 80526 Phone (303) 225-9244 U 1 ' March 26, 1996 Mr. Basil Hamdan ' City of Fort Collins Utility Services Stormwater 235 Matthews Fort Collins, CO 80522 ' RE: Mountain Ridge Farm 1st Filing Erosion Control Cost Estimate ' Dear Basil: This letter• is provided for your information and use, and is included in the Erosion Control Section of the Storm Drainage Report to satisfy the City of Fort Collins requirements for an erosion control security for the subject land development. Current City of Fort Collins Cost Factors are used in the cost estimate, as follows; ' There will be approximately 35.5 acres of land disturbed within this project. Using the City's re —vegetation criteria of $500 Per acre for sites greater than 10 acres and a 150% contingency, ' the total security would be $26,625. Tract A and off —site easements for storm water regional detention facilities to be constructed by the City contain about 11 acres of the disturbed site. In the 11 acre regional facility area, most of the erosion control measures for the project will be constructed. No security is required for the City's portion. ' The remaining 24.5 acres is subject to the erosion control security requirements. 14.5 acres are to be seeded with a temporary crop at $200 per acre. 10.0 acres are to be seeded and mulched at a projected cost of $500 per acre. Five (5) gravel inlet filters are to be installed at a cost of $150 each. ' The above costs equate (with a 150 % contingency) to a total escrow of $12,975. ' 150 percent of 24.5 acres at $500 per acre i $18,375. v 5 E Although this development is a combined developer and City ' project, we recommend that the larger developer required security of $18,375 be provided by the developer in the form of a letter of credit to the benefit of the City to cover erosion control security concerns. Sincerely, Dennis L. Donovan, P.E. ' Land Development Services i� ' MOUNTAIN RIDGE FARM F.U.D. FIRST FILING FINAL EROSION CONTROL PLAN REPORT ' The erosion control concepts and general design considerations for Mountain Ridge Farm P.U.D. First Filing are ' outlined in the following paragraphs and shown in further detail on Exhibit A. The exhibit is the same as for the storm drainage report, and is titled STORM DRAINAGE & EROSION CONTROL PLAN. ' It was determined from the City provided reference manual and Wind Erodibility Zone Map that the Erodibility Zone for both Rainfall Erosion and Wind Erosion is moderate for the site. The areas of concern for the erosion control plan and their pertinent basin characteristics are as follows: Subbasin #'s I through 9 and 13 and 14 will all flow into Detention Pond # 247 on the west side of Shields Street during storm runoff and then pass through the 30 inch pipe culvert ' crossing of South Shields St. Subbasin #'s 10 will flow to and through planned and ' existing drainage swales between homes in Cobblestone Corners. Subbasins #'s 11 and 12 will flow into Wabash Street. These subbasins will all be roughened when the rough grading has occured, and planted in temporary crops when the final grading ' has been completed. Erosion control measures that will be required and installed ' for subba=_.ins 1-9 and 13 &14 include gravel filters at the entrance to all storm drain inlets, rip —rap protection at the downstream end of storm drain culverts, reseeding with temporary ' crops the disturbed overlot grading and permanent seeding and landscaping of the detention pond area. Additionally, hay bales will be installed and maintained in the thalweg of the detention pond to better control siltation migration. The detention pond will also serve as a sediment trap ' prior to the 30 inch culvert outlet being constructed. "EFFECTIVENESS CALCULATIONS" for the two areas of concern are provided after this text. The erosion control measures that are recommended are compatible with the City's stated goals in the Erosion Control Ordinance and supporting documents. ' To minimize wind erosion from the site it is recommended that silt fence be installed along Shields and the southerly boundary of the first filing. Watering of haul roads and other ' areas likely to create dust problems should be the standard on— going operation. The construction schedule for the project is to begin 1 grading in January, 1995. The first phase of development is anticipated anticipated to be excavation of the detention pond and filling of the lots and internal streets. The remaining infrastructure ' MOUNTAIN RIDGE FARM P.U.D. FIRST FILING FINAL EROSION CONTROL PLAN REPORT ' improvements will probably occur by September, at which time it is anticipated that the seeding and mulching operations will occur. ' The Standard Forms A through C for each of the combined basin areas are provided following this text. ' As will be shown on the enclosed forms, the effectiveness of the the erosion control measures is within the required city ' criteria. 1 r 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION -- ---------------------- -------r-- -------------------- PROJECT: �T� � f� Vh�TANDARD FORM A Tt' COMPLETED BY: P (Jy — 1 t r� L-.L/ DATE: DEVELOPEDIERODIBILITYI Asb Lsb I Ssb LbSb PS lo SUBBASIN I ZONE I (ac) I (ft) I W I(feet) I W I W --------- ------ - I -- ---- -------I I -------I I --------------------- i ' I � -fj I I )to 761 -------------------------------------- ------------------------------- HDI/SF-A:1939 I I I I I H EFFECTIVENESS CALCULATIONS ------------- --------------- ----mr - -------------- PROJECT:%jj; i';'-, i�'fit STANDARD FORM B COMPLETED ►6Y: U, �' ` l I ' t �' �.% GATE: i !^= Erosion Control C-Factor P-Factor Method Value Value Comment ------- —t -------------V ----------------------------- or ,,�< 6,nl I I jo ---------------------- MAJORI PS Q, I SUB I AREA BASINI k,`) BASINI (Ac) CALCULATIONS ______ _____!______.II_-----_- -----_____-__-___-__--__ A-C See i7 ---------------------------------------------------------------------- OI/SF-B:1989 I 1 1 1 LJ [I 1 CONSTRUCTION SEQUENCE PROJECT: -4oun �a s U R�1 �l�>:._EARM PQ 1). 1 'rF/L I IJ(S STANDARD FORM C SEQUENCE. FOR 19 '?.6 ONLY . COMPLETED BY: . 91_0 DATE: 1y,1a % Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR �q9� MONTH 14AAPR I li'lAYI cTL1A1 TvL Avg c*p1 G:ja A/,,) � I _ � ---------------------------- ----------------------------- --=-----I OVERLOT GRADING Ft 1 SH GRADIUG HIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers I Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other ----------------------------------------------------------------------------- --^o -------- �H 1`ARTu � STRUCTURES: INSTALLED BY SMfDr 111t_0FD�vAINTAINED BY MfRAMdpJT/.56-tA7£5 VEGETATION/MULCHING CONTRACTOR 5C f/M 1 Q7' DATE SUBMITTED MARZ 6 APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C:1989 1 MOUNTAIN RIDGE FARM P.U.D. 1Slm FILING LEGM P��BDB,�MN. AREA HLLT --v..MANUT Mwm R.we D s�mw oA.mr G RmwR eRHm onNrwR B�. ImMART — I on I I „ amnr ruxmDux _. - -MM - - -.m— F,Dw WHO, nB X-Ei o r«-B MAT HED ABED Bm—Bm— �OG�,.,,a« . BR, - -- DESIGN PONT - ® Inuw.A.nu ANNE a BRd.R.R CRACK- ..0.•. _ T.O.F. REPRESENTS ENGINEERS RECOMMENDED MINIMUM TOP OF FOUNDATION WALL ELEVATION. MINIMUM ELEVATION FOR LOWEST OPENING IN ANY HOME SHALL INSURE THAT NO STORM DRAINAGE RUNOFF WILL FLOW INTO THE RESIDENCE. LF. OF OF 42" R.C.P. 5� —" 54 \ 94.9 F \� \ T.O. F._98.5 `�� 5052' 29 28 31 50eo 30 140 LF - 24" RCP 1� 32 , 91. 96.9 6 F s. 8.8 52 �0 /o �r--� s.r N \\ / 50 1 III 96.9 / T.O.F.= �Je.tl 49 m I I' 24 , 27 e�26� hpg / 70 LF - i$' ADS PROPOSED DETENTION POND 247 / SEE SHEET A-1 FOR IROPOSED CONTOU/RS \ IN POND AREA. 190 `LF — 27" RCP \ 7.0 POP OF 92.2,1 I 88.039 \40 \ 40 I I� L94.J) 92.29 E9AT--=----�--� .85 1. 7 c— —9L� 1.4 9 92.6 91.7 91.0 96.n 895.9:9911.4s T.O.F.=95.71 1 I 95.1 94.1 93.4 92.5 \ 91.8 4 0 48 92.1 4 46 90.6 45 90.0 44 88.8 0 43 88.0 N 42 34.6 v A 09 p w P SIDEWALK CULVERT ______________ n__ __x88.5� X87.0 F9288.0 s0' R.O.W. WITH 24' 7 WIDE TEMP. ROADWAY I / i 41 0 in J MATCH EXISTING GRADE AT SOUTH PROPERTY LINE a i */•Hn•LD% au? P B`° __ _ ..OEBBF JOG i en. DATE DATE : PAr-fli DRAWN./VA.) (cLIMT. SCALE •,10. CHECKED � 1 MIRAMONT ASSOC. e MOUNTAIN RIDGE FARM PLLD. NEIGHBORHOOD GRADING PLAN w 5• r I I J I I Ip I I I I I I I I I I I I I I I � I I I��ti�61f� FT N NO OF $MEET$ PROJECT 14 17 P-8327 MOUNTAIN RIDGE FARM P.U.D. 1ST FILING 1RMI z - IF UNDER vow YMFA UNE'K DEANS (SEE SHEET RV - 760 Az DP As) STA. +00 RED "IV, SAN SEVER uH 70 IF IC RCP IXISi. RIM 61.9E VOW SEMI 0 4.76% SEE SHEET 12 Df 21 INV RIM - esn w/PwRm END sErnaN PROP JP RCP n6Ru SANITARY SEWER DESIGN NY E DIST} - ]I K SEKR (SEE SHEET IMI. N. 44OF _ ]I 5. I '•� OF •9) INn41 YH. SEWER uR INo. z. (va6v 3 - n]D nA nJ«]6oD - OV]O ws. sw sEwse a aru - 16 DSi� IN]. N. ((PROP _ ]3.13 Y� R NARULOI �Ru r IXISi. RIM . 6515 N iW S. (WSi) ]75 .85 E99PROP. RIM - 6fi0 ((( 1 N!. 0Yi v W. PROP s J5.15 EXIn. JC WA WAR ' $NR INJ. S - TJ.54 N Fw 4 — a _ • 410 PROeO N y� • 1( SED CURB. W ER f AST' [Eg —T •• 1�PROPDSEU MRR 61 ( _ r It YIN . 16, N IOPOEED It WATERUNE (M1 W SEMEN as) WXE 1N0 FUND) SOUTH SHIELDS STREET WABASH STREET - - - r -" -- --- 1. , - r— T _ , - r D rt NE F cw. u cvrr 511G _—_ _ _. — — -. 1- _- �---- 5105 1 T,kt,rlT-EEAER _INE "3" _ I EAI 34DE WEST PT 5105 - _ 5100 _ STORM SEWER LINE ' A" STORM SEWER LINE "E". I / �'��' I - - - - _ — — - -- _�-- _ �..- 5095 5100 - 5095 SF_ 1 — -- 5090 — - I -j _ PROP] C TWE D1 7pFV L°N*_R ..>p A = nt_NE cF-1Ae. AN1 :^ER _ _ - _ - 1. -., -- - _- - -_ _1"" g m v Z RCP aeD X-_ IF / r bid b -- 5060 ME I n -5075- = I 1 '-i - 4 UTILITY PLAN APPROVAL — 1 _" _ - — _ CITY OF FORT DOWNS. COLORADO SODS 5070 _ T a D=D IS s a 5 APPROVED: 36 �AIIX.JFE 8 _� Mrac<m at Er p,,,,a6 Data _ I .� I _ - _ - - _ " ER NS - �_ CHECKED BY: l0 _T6 JIM_ G wabe aaa waata.abr unllH Dm. 5070 - r 5065 - CHECKED BY: r Stom,oter INILiy DaI. r o CHECKED BY: ` PI ead RecrM'rm Dale 5065 `CFC _ 5060 B * - _ R.1zxi 1 .: CHECKED BY: Data en G -- - CHECKED BY: _ 2z Date 0+00 1+00 +00 1+00 24CO 3+00 4+00 5+00 MOJNTAN RIDGE FARM STORM SEWER PLAN AND PROFILE SHEET 14 OF 21 WABASH STREET / SHIELDS STREET P-93-2293 CiADMwwOAuNMRDDEVSASHSD. Dws E9-N 1 RIY 9 MOUNTAIN RIDGE FARM P.U.D. 1ST FILING NEIGHBORHOOD GRADING PLAN SECTION Ave, afMALT' . axe M AT S MR w/SLOOF 0100 A = 5.0 CFS V,RxIESLt 2 .N as60'-G5 SECTION FF 6ENMEN TRICKLE CHANNEL SECTION CC c - 120 LPS ]JinL^ Y6 v 9EO9 Yb�.?CFE SECTION 6tE Dom. O'DDyR rI. LEGEND PROPOSED STORM SNEER — — AREA INLET _ STORM 5FMER MANHOLE MINTAGE SLnBA N HOUNi -. — I 4111111 .... n 1 928c . OINT N H.P. . .e M ,INT ROMAN Ni,hi AN1L BREµ MOP'ISEO GRAND - I WE :: S SCALE: 1" _ 1 I ANN SINN T.O.F. = Represents Engineers recommended minimum Top of Foundation wall elevation. Minimum elevation for lowest EDGE OF ."i! - IN, opening in any home shall Insure that no storm drainage —I y Ii I IIII runoff will flow Into the residence. Engineer recommends that all finished floor elevations should be 3' above the sidewalk ` - ee e-"Vft-at..ea���i�i� UTILITY PLAN APPROVAL CITY OF FORT COLLINS COLORADO APPROVED'. - o , of E 4 9 o@. CHECKED BY: at aye w"t'Moter won, Dm. CHECKED BY: _ Sorir,owr U111Ry Dell CHECKED By - paHM Pie RKaatlon Date CHECKED By CHECKED BY: — one / �, I I l TOP DF SANK % / PROPOSED CEPpNE Or DUCH AJ11((++MEW , / ` p TOP OF RINK (�$ \u' 10 ACCESS HOC \ Rp9oG `G fo vd NE�Dpe�,P ISO ' y. 7.OF-90.6 ' � s Oil � � TO.F.e iOF,- 6 B i diap / ' MOMS i0F e92.9 V IH P8 $ MOP /A L/923 ) P 90.0#1 I.OF \ _9A7 if # 1 4 e I; 4 SMN 91.9 OF <95. a �S / _15 X910 E, 94.] 92 a It �' ' 94 6 0 Sao Z, " " 999 28 p� 29 690 1.0 F.-033 7 X"NO fia0 RIB 22 TnF.-E TOE.062 g, �j 0 )d - 9]62* 1N 9M0 �1 �1 946 TOFl.96} 1 TO.E-gas —2 �Y Al. alp IPRIGnON MH Ifi sop F. ��MAL1}11 1/c 6nEcr P FM 1 SEE OR PJ DEVICE CMt>T -' VC SED1L ]N SIIEEI OF 6 j VHIHEN CN F/CHNJNEL f FF Si I / / / I 1 I 3i3 01 1 60 IPPI4nON MH /] So °04 k fie. 23 .0 9=Ma w£Icnnov MN / SeB ,sae 3pI q20 925 1 / ! Ha \M ei.d✓ CV b£NT I I I I IxsLMl tY 95 swiFP 90.0 TOF=951 936 24 IRRKDOWN AN 12 ea I ' 600].0 i=95.6 0w 25 e].D eTO IRFORRION MH 15 50 '10 `ply slik M NL tY 1 /1/f SNEER ��/ #13 SESHEETS 16 AND A-1 FOR PROPOSED CONTOURS IN POND AREA / ������ C' E- n '" TIL�TlIA I I 65.15 M1 247 39 \40 INV - ]5. / ~ HEADS i % MY.]60 70 LF - 18" RCF� 2 - C UNDER I pwxs (sa s,tEEr A2 of A6) / W WGTION MH I \ / 02 - za CEPS gm-6.6 as in- TYPE-R INLFE IN/ - ]9d} 10' TYPE-R INUET 9N - 50.03 le RED" snii PROP. }a o.LP Mi SEWED- (ssE SLEET Ai OF A6) REN9ONS. ^ '� PRP£CT nn£: SHEET NO. Na Or SAEE1s=R�MIRAMOP.TASSOC. MOUNTAIN RIDGE FARM P.U.D. 1ST FILINGNEGHBORHGOD GRADING PLAN 15 21 -- C WING\MNMPDCE�N-GRODE3.LME Exttl 131Y �" MOUNTAIN RIDGE FARM P.U.D. 1ST FILING NEIGHBORHOOD GRADING PLAN \�iT 44f I /i 1 ` 2- ,I_1- 1I-1/�j _ p ONEVREN TRICKLE NNEa AP — �FF 1 I I IRRIGTON MX 03 C J •J 2M 15 — 26 — L11uTui ,r 10/�= $ ,o LTtP'' '/. �� # 13D l uH �6 SEE SHEETS 16 AN/A-1 FOR PROPOSED 6 CONTOURS IN POND AREA! 0100 6c3Z2' m PROPOSED DETENTION 15C LF - IDi POPE POND 247 INV NF�1 wv REV - ]6.0 IV 70 LF - 18" FOR 1 r [n I In J ' W S (n 0 � o I 10 TYPE-R 1NLL� IDd TYPE-R mLE- NV-6Dm 1-1P STORM sENEA EET at 5 �6�s . 2� 6 oNOERN ouz of taSI I \ ♦ � /� '� , /, i064 / ry DO.J� R0.1G� N MX 01 u srrx A,T FGL RS A9MIDONEJ TNEM 4 I A , 1 1 M� SHED CONTOUR�P C ONACED o� _ IT LzN Rn ! � 1 I ., -� ee3 � � M >� RIP RIP 1 r �J r 34 35 36 37 ER Sao g —_— ml, MI COWNS =r._sc 3 # °.a eoa \ vn - BO5 A SIDEWALK CULVERT 63 1 1 I y.. _ ..�-__. —1 1 91.32� 1.5 s alas —Ess - / _ 25S 9.B �.•�.• X9O.9 09.5\ O. X023I 056 91.31 1 n M87 5 6 8466 1 93.13 R / 9107 a1.77 9p - 900 ,.4..raab eze tLEGEND . 936 �TEMP. IACCESs �I w;rH 24' WIDE E OADIJAY SIR, 9 -6 D X/625 Ak04a5 91z o_959 v-941Ilk 'NRRRR� tor.-w.c 1- I X-/sLm . W // Ate_ IIIIII, NOR, IIIIIIIm\ R r. .. &A 1 OR 25 of, L PIJOPEG-V Olm 10 � 2 c.I,a ` - Jp cOMOURs) ` UTILITY PLAN APPROVAL CITY OF FORT COLUNS. COLORADO n; ♦ I _ '" r 1 W 5 5 \ MPRO'vED: I 1 \ D n of Fn9lmn9q Dw 0 \ CHECKED BV: WW n.e Wnrt.ra.. UNIRy ort. b CHECKED BY: IL J1 0 CHECKED BY: Rub Rod R.naOen — OW SECTION DID CHECKED BY: _ — ma O- crs Olm Iw YIN, m. - 6.6 Us CHECKED BY: Dw. PROJECT TRr: SHEET N0. ND. OF SWE15 ROECi NO. MOUNTAIN RIDGE FARM P.U.D. 13T FILING NEIGHBORHOOD GRADING RIAry 16 21 Pv 93-2293 : O 16I T G D x u RDu u-cR pROWO