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HomeMy WebLinkAboutDrainage Reports - 09/16/1993r- r STORMWATER REVIEW COPY uru .I .� ' THIS PRELIMINARY AND FINAL DRAINAGE STUDY AND REPORT FOR SUNSTONE VILLAGE 8TH SUBDIVISION P.U.U. (FILING 8) WAS PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT COLLINS`STORM DRAINAGE DESIGN CRITERIA, dated May, 1984. The results of this drainage study are reported in the enclosed text and supporting documents, and are shown in further detail on the Utility Plans submitted concurrently with this report. This report is an update of the .original report dated June 7, 1993 and a second report dated August 4, 1993. Signed this 9th_d3y_of_September, 1993. Dennis L. Donovan, P.E. Land Development Services 309 W. Harmony Road Fort Collins, Colorado 80526 Phone (303) 225-9244 f� �J SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT I. GENERAL INFORMATION Sunstone Village 8th Subdivision P.U.D. (i.e. Sunstone 8th filing) is a proposed single family subdivision in the City of Fort Collins, Colorado. The site is generally located east of Timberline Road and north of Harmony Road in southeast Fort Collins. A general Vicinity Map is provided at the end of this report. The Sunstone Village 8th filing is a part of the Timberline Farm P.U.D., which consists of the West 1/2 of the Southwest 1/4 of Section 32, T7N, R68W, Sixth Principal Meridian, Larimer County, Colorado. The proposed 8th filing development consists of 34 lots on 10.75 acres, which is consistent with the approved Master Plan. The 8th filing is bounded on the north by Summerstone Court and commercially zoned property, on the east by the 6th and 7th filings of Sunstone Village, on the south by undeveloped land that is also a part of Timberline Farm P.U.D., and on the west by Timberline Road. The 8th filing of Sunstone Village is a part of the property identified in the "Master Drainage Report for Timberline Farm P.U.D." (i.e. Master Drainage Report) prepared for the City on behalf of G T Land, Inc. by Engineering Professionals, Inc. (EPI) of Fort Collins. As identified in the Master Drainage Report, the 8th filing is located mainly in Drainage Tract 1, Phase `C', and partially (extreme southerly portion) in Drainage Tract 2. The location of the drainage Tracts are shown on an Exhibit to the Master Drainage Report titled "Master Drainage And Utility Plan". That drawing (i.e. the referenced drainage and utility plan) is included in this report as Exhibit A. The Master Drainage Report referenced in this report is EPI Project No. 248.8 dated September, 1989, Revised November, 1989. The report itself is quite lengthy and, other than the inclusion at Exhibit A, is not attached as a part of this report. The report is available at the Stormwater Utility Department of the City of Fort Collins. The Sunstone Village Subdivision consists of four (4) filings of single—family residential lots that were developed Prior to inclusion of the Timberline Farm P.U.D. portion of the Sunstone Village development. The 5th filing was the first Sunstone Village phase of development located within the Timberline Farm P.U.D. boundary. In conjunction with the Master Drainage Report for t In Farm P.U.D., EPI prepared both the Preliminary and Final Drainage Reports for Sunstone Village 5th Subdivision PA 6, 1 'i Cr SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT P.U.D. This office prepared both the Sunstone Village 6th and 7th Subdivision P.U.D. (6th and 7th filing) "Preliminary and Final Storm Drainage Report"s. All of the Sunstone Village Subdivision (including the Timberline Farm property) is located within Reach 2 of the City designated Fox Meadows Drainage Basin. The Master Drainage Report for Timberline Farm P.U.D. by EPI not only reported the storm drainage considerations for Sunstone Village P.U.D., but also updated/modified the Fox Meadows Master Plan. Basin wide improvements are required for all of the City Designated Storm Drainage Basins. Certain basin storm drainage improvements are identified in each of the Drainage Basin Utility Construction Plans. Drainage Basin Fees are collected in each City designated basin to offset the anticipated cost of basin wide improvements. Information regarding the City designated Fox Meadows Basin can also be obtained in current form at the City Stormwater Utility Department. The land contained within the 8th filing has historically been used for agricultural purposes. The site includes a ridge between previously irrigated farming plots, however, there are no active irrigation ditches within the site. The historic irrigation water flowed to the northeast and southwest from a small abandoned ditch along the ridge line in the 8th filing. No stormwater runoff will discharge onto the 8th filing from off —site, other than from the east one—half right of way of Timberline Road abutting the east filing on the west side of the eighth filing. Exhibit A is included at the end of this report to show the Master Drainage Plan Drainage basins, and Exhibit B follows to show the detailed 8th filing drainage sub basins. At the low point in Timberline Road adjacent to the 8th filing, inlets will be installed to ultimately allow stormwater discharge into the existing 42 inch Reinforced Pipe Culvert (RCP) that crosses under Timberline about 85 feet north of the sag curve/ inlet location. The existing 42 inch storm sewer system is the Chandler Sump/Wetlands Storm Drain. Storm runoff from the easterly 70 foot of right of way from Milestone Drive (to be constructed 250 or so feet south of the 8th filing) northerly to about 200 feet north of Summerstone Court (the north limit of the 8th filing) will be routed into the detention pond to be constructed with the 8th filing. The proposed storm drainage system is described in detail in the following sections of this report. Storm runoff on the westerly 50 feet of right of way for Timberline Road will require a design at the time of street widening on that side of the street. Due to the availability of 10A 6 E Z SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT detention facilities on the west side and the existing 42 inch Chandler drain, no other storm drain crossing of Timberline is anticipated. Detention Pond No. 3 (as designated on the Master Drainage Plan) is to be constructed as a part of the 8th filing improvements. The release structure at the low point of the detention pond will allow the storm water runoff from on -site and from the east side of Timberline Road to release through a 15 inch concrete pipe culvert into an existing Storm Drain Manhole (#1) on the 42 inch storm drain system. The southern portion of the 8th filing is a part of Drainage Tract 2 that drains southerly from the site onto undeveloped Property. A 15 foot drainage, utility and landscape easement is Provided on the final plat by the downstream property owners. The storm runoff from this area and the property to the south will pass into Detention Pond #1 (as designated on the Master Plan). That detention pond (i.e. No.1) is located within Tract A of the 7th filing (see the 7th filing final plat) and within additional property south of the 7th filing which was included as a part of Detention Pond No. 1 by agreement with the adjacent property owners to the south. The majority of the detention pond has already been constructed. The northern portion of the 8th filing is a part of (Master) Drainage Tract 1, Tract C that flows either northeasterly into the existing drainage and detention facilities in the 5th filing, or westerly into Detention Pond No. 3 to be constructed within the 8th filing. The existing drainage system downstream in the 5th, 6th and 7th filings includes streets, inlets, culverts, swales, and detention pond/basins. Storm runoff from the north and east side of the 8th filing - along with a portion of the 7th filing and the entire 6th filing - will flow directly (undetained) through the existing downstream drainage system into the existing detention pond in the northeast corner of the 5th filing (i.e. Master Detention Pond No. 2). Storm runoff from the central portion of the 8th filing will discharge into Master Detention Pond No. 3. Two foot wide concrete trickle channels at a minimum 0.5 percent slope within the detention pond will allow for low, nuisance type, runoff to pass through the pond. Some rear yard concrete trickle channels are also required where 2.0 percent minimum slopes are not achieved. II. Proposed Storm Drainage Plan PA & E 3 SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT The proposed drainage plan for the 8th filing is, generally, in compliance with the Master Drainage Plan. The on site sub basins boundaries are close to the boundary depicted on the Master Plan, except in the northeast corner of the development. Exhibit A shows the relationship of master planned versus final designed basin boundaries. As to the variations between the conceptually drawn boundary and the final design, about one acre that was anticipated to flow southwesterly to Detention Pond No. 3 will instead flow northeasterly to Detention Pond No. 2 - although about two tenths of an acre in that area that was anticipated to flow to Pond No. 2 will instead flow to Pond No. 3. The sanitary sewer depth desired at the west end of Winterstone Court is the prime reason for the modification. Additionally, the final grades on the lots near Timberline and the detention pond work better with the high point being westerly of what was shown on the Master Plan. Compensating for that change is that the easterly side of Timberline Road north of Summerstone has been designed not to turn and flow easterly in Summerstone to Pond No. 2 as conceptually planned. Instead, storm water will flow southerly in the curb and gutter of Timberline to the sag curve/storm drain inlet, be released into Pond No. 3, and be detained. This is desirable versus adding runoff and sediment transport problems to the local streets in Sunstone. The other modification to the Master Plan is that the east side of Timberline from Milestone Drive (south of the 8th filing) will flow to the same inlet as above. The street falls from south to north in that stretch, as can be seen in the preliminary street design for Timberline that is a part of the utility plans for the 8th filing. If the flow in Timberline north of Milestone were designed to be intercepted it would require "at grade" inlet(s) to more or less force stormwater to the east on the south side of the eighth filing. Since a small area on the 8th filing that was shown to flow to Pond No. 3, is designed to flow to Pond No. 1, the Timberline plan will more than compensate for that small change. According to the Master Plan, The coefficient of runoff (licit Value) for this 8th filing/ Detention Pond No. 3 area was anticipated to be 0.6 due to its designation as a multi -family or office type of use. As single family housing and the final design, the resulting C value is about 0.56, even with the Timberline sub basin area at a C Value of about 0.79 (for fully developed 50 foot wide pavement with 7 foot sidewalk condition). PA C E, 4- SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT It is possible that there will be less runoff than anticipated in and around the 8th filing, and a correspondingly lesser requirement for storm water detention volume. However, the recommended release rate and detention volume from the Master Plan were accommodated in the design. The 8th filing site has been divided into nine (9) sub basins (i.e. 8-1 through 8-9) for design purposes. The drainage plan also identifies and provides storm runoff information for three (3) off site basins. The off -site sub basin north of Summerstone Court is designated 0-1, and the two sub basins in Timberline are designated T-1 and T-2. All of the sub basins within and adjacent to the 8th filing are identified at Exhibit B, which is the Overlot Grading, Drainage, and Erosion Control Plan (Sheet 9 of 13A). Additional grading and drainage information is provided at Exhibit B, which is the Neighborhood Grading Plan (Sheet 8 of 13A) of the Utility Plans for the 8th filing. Two of the sub basins in the 8th filing (i.e. D.A. 8-1 and D.A. 8-9) will contribute storm runoff southerly into existing or Proposed downstream drainage and detention facilities, as was anticipated in the Master Plan. D.A. 8-1 will sheet flow onto the commercially zoned property to the south (for which an easement has been added to the 8th filing plat), and D.A. 8-9 drains into existing Winterstone Drive and Milestone Drive directly to Detention Pond #1. Upon development of the commercial property, the relatively insignificant sheet flows from the rear lot areas of the few lots in the 8th filing butting up to downstream property will combine with those from the development and flow to Milestone Drive and Detention Pond No. 1. Again, the downstream property owners are in agreement and the drainage system is as was anticipated on the Master Plan. Storm runoff from Sub basins 8-2 through 8-6 will flow into Detention Pond No. 3 on the west side of the 8th filing adjacent to Timberline Road. The three cul-de-sac streets will surface flow to a four foot inlet at the low point on the west end of each of the cul-de-sacs, and then drain through 15 inch pipe culverts to the detention pond. Storm runoff from sub basins 8-2, 8-3 and 8-4 will flow into Detention Pond No. 3 at release points south of the release structure at the low point of the detention pond. Sub basins 8-5 and 8-6 will release into Detention Pond No. 3 northerly of the release structure. These combined flows are identified as Design Points 1 and 2 on Exhibit B. The combined flows from DP,s 1 and 2 are identified as Design Point 3. PA G 6 S SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT The storm runoff from sub basins T-1 and T-2 on the east side of Timberline Road will be collected at the sag curve low point in a five foot Type R inlet and passed through a proposed 18 inch Reinforced Concrete Pipe (RCP) Culvert to the detention Pond (i.e. Design Point No. 5). The combined flows from Timberline and the on -site sub basins will be released from Detention Pond #3 through the release structure to the Chandler Drain (i.e. DP 6). The release structure to be constructed in the low point of the detention pond will consist of a 15 inch RCP storm drain culvert - with a 13 inch diameter concrete collar at the upstream end of the pipe to act as an orifice control for the release of detained storm water. From the release structure, storm water will flow to an existing storm drainage manhole (SD Manhole #1) on the 42 inch Chandler Drain. The existing mainhole is just east of the curb and gutter to be constructed on the east side of Timberline Road. Storm runoff from sub basins 8-7 and 8-8 will release northeasterly into the curb and gutter of Summerstone Court and Winterstone Drive west of Stoney Creek Drive. From there, storm runoff from the northerly portion of the 8th filing will flow through the 5th and 6th filing storm drainage system to Detention Pond No. 2. At the intersection of Summerstone Court and Winterstone Drive, the storm runoff from the above identified sub basins will be joined by runoff from sub basins within the 6th and 7th filings. The flows from the contributory sub basins in the 7th and 6th filings at Stoney Creek Drive and Summerstone Court will not vary significantly from the amounts estimated in the Master Storm Drainage Report. Storm runoff from sub basin 0-1 will flow to the northerly curb and gutter of Summerstone Court and flow easterly to Stoney Creek Drive. It then combines with flows from sub basins 8-7, 8-8 and sub basins within the 6th and 7th filings - as described above and in accordance with the Master Plan. Sub basin 0-1 is anticipated to be a "borrow" area for the fill/embankment materials required for the 8th filing. The storm drainage swales, trickle channels, and detention facility grading plan for the central portion of the 8th filing are shown on Exhibits B and C. The detention pond (No. 3 of the Master Plan) requires a detention volume of 0.9 acre feet at a release rate of 9 cubic feet per second (cfs), according to the Master Drainage Plan. As designed (see the grading on Exhibit C), the detention pond has a volume of about 2.0 acre feet. It is important to note that the entire system in the rather small area of the 8th filing has been designed to accommodate the 100 year storm event. The system is capable of handli.ng more PA- C c- 6 SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT runoff than is required, mostly because the natural terrain drains away from a ridge extending through the site (i.e. no storm drainage from off -site enters the subdivision). A study of the worst case senario of blockage of the storm water release facilities from the detention pond/sump area against Timberline shows that any resulting build-up of ponding depth during a major storm event would not flood homes on the site. The top of foundation elevations are all higher than any high water elevation that might occur in the pond. An emergency overflow spillway for the site occurs in the southwest corner of the 8th filing adjacent to Timberline. At that location, the ground falls away from the 8th filing to the south. The detention pond, if totally inoperable downstream, would crest at an elevation of 4961.0 before flowing as a broad crested weir. The lowest designed top of foundation elevation for any of the homes is 4961.6. Weir flow southerly across the common line between Lots 27 and 28 at Timberline would not exceed 4961.4. A cross-section of the emergency spillway, and stage versus capacity chart for the section is provided in the addendum to this report. Again, this "emergency" condition would occur only if the detention pond release system - which is designed to accommodate the entire 100 year storm at an elevation of 4957.6 - or the Chandler drain were to somehow be non-functional. The maximum water surface elevation in the Chandler drain during the 100 year storm is at 4951.0. No problem is anticipated in that much lower outlet for the 8th filing. The Hydrologic Characteristics for the sub -basins in the 8th filing, as well as for the combined sub basins at Design Point #Is 1 through 5 are included on the following page as Table 1. F.46C7 BASIN DESIGNATION TABLE 1 HYDROLOGIC CHARACTERISTICS SUNSTONE VILLAGE 8TH FILING 2 YEAR 100 YEAR AREA C VALUE TIME OF TIME OF i 2-YR i 100-YR CONCEN- CONCEN- TRATION TRATION (ACRES) (MIN) (MIN) (in/hr) (in/hr) 0 2-YR 0 100-Y DESIGN POINT (CFS) (CFS) 8-1 0.88 0.4 10.0 10.0 2.5 7.2 0.9 3.2 8-2 0.98 0.6 10.0 10.0 2.5 7.2 1.5 5.3 8-3 1.91 0.35 19.2 17.5 1.9 5.6 1.3 4.7 8-4 1.13 0.6 10.0 10.0 2.5 7.2 1.7 6.1 8-5 1.29 0.35 11.8 10.6 2.3 7.0 1.0 4.0 8-6 0.64 0.6 10.0 10.0 2.5 7.2 1.0 3.5 8-7 0.95 0.5 11.3 10.0 2.4 7.2 1.2 4.3 8-8 1.39 0.6 10.7 10.0 2.4 7.2 2.0 7.5 8-9 0.57 0.6 10.7 10.0 2.4 7.2 0.9 3.1 0-1 1.07 0.4 13.4 10.5 2.2 7.0 0.9 3.7 T-1 1.27 0.79 10.0 10.0 2.5 7.2 2.5 9.0 T-2 0.95 0.79 10.0 10.0 2.5 7.2 1.9 6.8 8-3a 0.80 0.40 15.9 14.2 2.1 6.1 0.7 2.4 COMBINED FLOWS 8-2,8-388-4 4.02 0.49 19.2 17.5 1.9 5.6 3.8 13.8 8-5 8 8-6 1.93 0.43 11.8 10.6 2.3 7.0 1.9 7.3 8-2thru8-6 5.95 0.47 19.2 17.5 1.9 5.6 5.4 19.6 8-7 8 8-8 2.34 0.56 11.3 10.0 2.4 7.2 3.1 11.8 T-1 S T-2 2.22 0.79 10.0 10.0 2.5 7.2 4.4 15.8 8-2thru8-6 8.17 0.56 19.2 17.5 1.9 5.6 8.7 32.0 8 T-1 8 T-2 NOTE: "C" VALUES ARE BASED ON 0.35 FOR MOSTLY REAR YARD AREAS, 0.4 THRU 0.6 FOR FRONT YARD AREAS (DEPENDING ON THE AMOUNT OF STREET RIGHT OF WAY IN THE SUB BASIN) AND 0.9 FOR IMPERVIOUS SURFACE IN TIMBERLINE 1 2 3 4 5 6 SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND 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. A copy of that reference is included in the Addendum to this report. The formula for overland flow Time of Concentration is: Tc = [1.87 (1.1 - CCf) D1/23 / S1/3 The sub basins in the 8th filing are relatively small. The maximum time of concentration for any of the sub basins in this filing is just over 19 minutes for sub basin 8-3. A 10 minute minimum time of concentration was used for sub basins 8-1, 8-2, 8-4. 8-6, T-1, and T-2. None of the combined overland and concentrated times of concentration for those basins exceeded 10 minutes. For the sub basins exceeding 10 minutes in time of concentration, the following hydrologic calculations are provided for the two year, or "minor" storm event: Overland Flow Sub basin Length Slope T/C ft % min 8-3 170 2.0 14.5 8-5 80 8-7 80 0-1 110 2.0 10.0 2.0 8.0 1.0 9.8 Gutter Flow Length Slope T/C ft % min 130 0.5 1.4 70 2.0 0.4 260 0.5 2.9 130 2.0 1.4 80 5.4 0.4 400 1.0 3.3 430 1.0 3.6 Total Time min 19.2 11.8 11.3 13.4 Due to the increase in storm runoff factors for the 100 year, or "major" storm event, the total time of concentration is less than those shown above. The Time of Concentration for combined sub basins at the Design Points is determined using the longest time of concentration for any of the sub basins contributing at that point. The longest time of concentration was 19.2 minutes during a two year storm and 17.5 minutes during a 100 year storm at Design Point 1, which is south of the release structure in Detention Pond #3 (i.e. for D.A. 8-3). III. DESCRIPTION OF STREET FLOWS AND DRAINAGE IMPROVEMENTS Due to the relatively small area of the sub basins that will contribute storm runoff from the 8th filing, the concentration of discharges in the street gutters will be somewhat minor. Nr,6 6 SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT The largest flow in a gutter will be from sub basin 8-4. There a 2 year "minor" design discharge of 1.7 cfs is estimated, and a 100 year "major" design discharge of 6.1 cfs is estimated. The slope of the street at that location is 0.6 percent. According to Figure 4-1 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; 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 20 cfs before exceeding City criteria for the two year, or Minor, storm. That capacity is about three times the 100 year storm discharge at Design Point 1. Obviously, street gutter flows in the 8th filing are well within City of Fort Collins criteria. Storm drainage facilities,.or improvements, for the 8th filing include cross pans at the intersections of Winterstone Drive and the two northerly cul-de-sacs, inlets and storm sewers from the west side of all three cul-de-sacs into Detention Pond #3, 2 foot wide concrete trickle pans within the detention pond, and an existing storm sewer system previously described downstream of the detention pond. 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 tract for future maintenance of the integrity of the drainage capacity. Also, a drainage swale with concrete pan is required on the rear of 8th filing Lots 16 and 17 to intercept flows and pass the runoff to the detention pond. The pan is required because it is not practical to achieve a "minimum property standard" (FHA) recommended 2.0 percent longitudinal slope along the flow path. Cross Section A -A is provided at Exhibit C that provides hydraulic characteristices of the Swale and,flow pan along the rear lot lines. The capacity is about 2.0 cfs in the Swale, and the 100 year storm is about 2.5 cfs maximum. This difference is minimal and normally 100 year storms do spread onto lawns. The homes are to be built significantly higher than the trickle channel. There is no risk in this situation. The release structure at the low point of the detention pond is to be a 15 inch RCP culvert with a 13 inch diameter orifice plate. As well as the location of the release structure and other storm drainage improvements listed above, Exhibit B Provides a Detention Pond Summary Table, a Pond Capacity (i.e. stage versus volume) chart, and rating information on the pond release structure. All are consistent with, or exceed, the P,46i-: q r �_> SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL STORM DRAINAGE REPORT requirements outlined in the Master Plan. The detention pond and release structure information is also provided in the addendum to this report. Regarding the 4 foot inlets at the low point on the westerly side of each cul-de-sac, Figure 5-2 of the City Drainage Criteria manual shows a theoretical capacity of 1.2 cfs per foot of length within the allowable 6 inch depth and 8 inch heigth of opening for a 2 year storm. A Reduction Factor of 80 percent shows 0.96 cfs per foot actual capacity. The four (4) foot inlet will accomodate 4 times 0.96, or 3.84 cfs. This allowable capacity is even more than the 100 year storm discharge for sub basin 8-6, and nearly as much as from sub basins 8-2 and 8-4. The allowable ponding depth and resulting capacity during the 100 year storm is much more than for the two year storm. Obviously, the four foot inlets are more than adequate to accomodate the flows within City Criteria. A 15 inch storm sewer (City of Fort Collins minimum size) will easily pass these flows, including during the 100 year storm, to the detention pond with easily contained depths of flow in the culvert. Hydraulic calculations are provided immediately after this sheet to show the performance of the 15 inch culverts releasing storm runoff from each of the three cul-de-sacs iQt �xl�bt Detention Pond #3 (i.e. Storm Drain, or SD #'s 1,2 and 3). i so)Although the 15 inch storm drains easily pass the entire 100 year storm, emergency overflow channels will be provided over each of the drains that will allow storm water to pass to the detention pond should some stoppage occur in the pipe or inlet structures (see Cross-section AA at Exhibit C). Also, the hydraulic calculations for the 100 year flow to be released from Detention Pond #3, and from the five foot inlet to be constructed in the sag curve on the east side of Timberline Road - both into Storm Drain Manhole #1A - are included immediately after the information on the three 15 inch storm drains from the westerly ends of the cul-de-sacs. In summary, the proposed storm drainage for the Sunstone Village 8th filing is rather minor in scope, consistent with the Master Plan (subject to modifications described above), and the resulting storm drainage system should adequately protect life and property on the site. PAG,5- l0 on ago 7F� ' JUNE, 1993 VICINITY MAP o m a a mwoMm a K MWAMna Y 11UMM a a. wvrN a a Omkb=IC1 a M w a v t R. I. 54' P.O.W. 1, ADDENDUM TO SUNSTONE 8TH SUBDIVISION PUD FINAL STORM DRAINAGE REPORT DRAINAGE CRITERIA MANUAL RUNOFF 5( 3C F- 2 C Z W U GC W a 10 Z W a 5 W ¢ 3 n 0 U 2 W t— Q 1 5 .1 —=Nmml,,1_,WNP NFA„'._ _.■.,,"'-,,,.IF,1"I_ MEN ON ����■■ /■■■FAMN IIA FMB—/�MMM■■EN� 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND 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 Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT J 3 N z ` W J10 O 1 V ~ N W I 11iDO13A V7 1311fl0 N • W u u = O Y Y L) Z ■N Z (7 0` U U W NI110tl1Noo y) N H Q 00 O O U) N >>cc x e J Q.2 W W Q x U O C Ir Z ; '^ N 0 Lj z x J Q X W� J � 3� Z J W O r I 1,- } O a 2 3 x ►; v 1 0J U V W }IN Z © It u Q Z vi O a .y_ +f F �� Z2 O 0 � atW O F `7 O � a> x J ` i Q F � o x v7 O� JW No Z QC Z ; N Q Z Q Q W y $ S z 1-�Z�� 33 0W L J J a¢ W ;Ic o_ H ,L N= Ci 0 Q Q U S ~ ~ U O LLJ y^ Z V o T O N Ui W 1 1 ,.� Z �!) x N �� O c� N W O Ci 0 T m W= M W U _� of O "cr �� W 0 O O 3 11 11 lV �� ZO i ~ ¢ ® d3 �- cr O 0 v } I— W a 111 a' 0.= u J x t 7 Q ON ► U _ ) c h rrom UPH Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS L 'G MAY 1984 6-2 DESIGN CRITERIA J �3LO z T z W 0 w `J rn O U J w A11J013A ` { A 3 %no W w u u x > > U O ~ ~ 414 _ Z N1110tl1NO3 (� W Y Q O p F 1��1 dM U) U) rl' 1 j x p p u u Q n J W w W U 2 2 cr cr N H in 3 2 x M J Q x W � W Q h Z o N x J W O F t + t ; U O +IN cr O cc Z I I 11 w W a F- z vy (� 1 V C Z Z u 1 F a ZT a V H O_ w_ J 0 J n oU. W W O O n �J _ m cc } Y ~ N H i ; U) Z �� LL,; 33 o x Z o a Q x � w 3l0 U1 v i� QQ �= Z x C p Qe � ~ y_ y Z W Z � O O N W. V 1 v J Q � � Z �- -Z O o p 4 0 U � v W � O II 11 a �N O _ O O Z a �2 H N atICE o = y �y ` $ i U W z dG O v( y From BPR Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS v MAY 1984 6-2 DESIGN CRrrERIAI f ww V7 `` N V 3 k, z LLI {� w H � JIO O J W I A113013A 13111f0 W Z u n = 2 } } U f- 0 U U rN NI1lOtl1NO3 1 t7 W Y a 0 0 ~ ; S H W Q N U) �� W W u n 1 m n J Q x W x U o 2 Q 0: N z . Q X W Q x _ Q x J W 2 O � J x u L Z` v , 2 0 ; x ; J_ p U J �3 Z V �4i 11 11 cr Q :2 00 Q `c -2 z F" a .0 W4 J 4 x (M 1' cr ll.Q�a> v � �W n �^ vV it O U. W W 0 p Z W L" Q W III U) f/1 i Q a Z f Z `7` Q Q w $ x 2 33 ¢; ►- 1� J J .4 x x czi nt a s = w i 3p x P: o , 1A� \ n aN Y o ~ O Q�V) c u p � t� W U J .. 0 W O ` u 11 a C a 1 di ¢ O !z Q O �� i Q ! ¢ a W >- cr a 3¢ ; U ► a s UW = o � lA From BPR Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1984 6-2 DESIGN CRITERIA l N Z n p U / 3 ~� JIOp v F N I J W I A110013A 1311fl0 w = Z >- >.•N U Z O W w V U Y Q O O N1110tl1N00 ; 2 h H W Q ui N W W > > w Q h J Q W W I U 0 Z R (r F ; 2 N y Z X J Q W W Q p � � � 2 J J _ -J W O o t (�I H = t cv 1`�} Z-f a 0 3 I I J'' -j I� Z 0 n n W c Oz +IN v O 43 k 2 2 0 0 ; u H_ c Q W' Q �� a> > _ ~ M 10 -T: ylj W ¢ p = W W W n O (Y- e �i L c� W �►� W W H 'a O Z ; = QQ I.wN a� 33 ; o Z o Q F J J o 1.1 -2 V H H u i i= C N U Z O y N `^ Yr W 1n� '�! Q = Y N M / i U) = 04©p 4 OW In U 0 s F 0 > 1 W Is Q �� �N N O O cr /�` h 1 ,4 v a �J a W 0}C 0. _ �.l i . > cc = JU a a UW z O N From BPR Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS ry MAY 1984 6-2 DESIGN CRITERIA �' f N Y ^ y 1 W ~j 0 M � p�,, p I 4- W I I A110013A N 1 A311fl0 w n u = 2 Y Y ■N Z (5 W 0 V V O N1110tl1N00 F ; W Q Y ~ o �QI O N W W 0 O n u > > 0: S w J W a x W K 0: ~ V 2 Q I- N N J Q X W � M W Q ,^ 1' J 'o ; w 47 ! ZO J W C F x r a f 3 x F N o o w TAN 11 11 Z O Z Z H 3 Z O v 1 _00_ O W J O ~ W h W W ¢ 'o = �. W W W N O j Z J <11c L'a H H 3 W $ x g Ui c7 a � 3 a� aa x< Z a 31 =� Z U UFH yU c ti y d c LL Q o o W 1�^it H O -<r- � I( o U w w 0 11 IN 0 O O c --� 4 0 0 �� O i } aC a } = �Q' W a W >a cr ON O vc 10 � � Z "WAIL OrR Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS 1. MAY 1984 6-2 DESIGN CRITERIA •� 0 w ~ JIO Y F Q f/f O V M W i Q J W A11O013A 1311fl0 w Z u o = 2 > > (` O ~ ~ •q NlllOtllNOD - - C� W Y I-- C p N W 4 H > > O: x \ w J Q.4 x V o (, W W I Ix a F 2 V - y H 3 A 2 J Q X x W J Qc it x J 2 O G J W t UJ 1 1 u x ;P ; I I 0 O F 0, +IN ��`� yl � Z Q 11 ❑ Q 20 a� o 1 o~ O Z Z Z �% O O �� ; c V I.- n' �-- SIc Q Q I- ' .s ♦ W W Z Q W W v N o W W Y Q� Wvala ►- ; f` Z ��� 33 Wy c� �+ $ x N z O xlo _ O J J a ¢ r` Z 4= as ��= HH�oy z o N N Lil 7n ILW U Z W ( ) Q o ^_ V 2 Y ci V �+ --� 0 Q _ W x (TIa. W Ill O I I 0U Q x II 11 O14 �N 2 G -12 c�� N ~� O OC _6 -" } O O �0 9' W a a x Ja a V W 2 C 3 to From BPR .1 Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS T MAY 1984 6-2 DESIGN CRITERIA ! i - 1! 1 �! Ij 1 �,---,I-� ! H ' ! 1 E I I=- I! I! I I I, l! I, 1 p I I I I!' ice, ' I i I i l I I l l l l �- 1 1 t' I I I ' i I! 1 ITI ITI I lI i, I II---LI�— i HH '� i I I �—• -y r-t a-r-1- ! 11 I i y --T IT -1 -1-1-. l i I'- i ! ! I 1 1! j ! I�I ! I ! ! I �I �I �-_{��y ' ' ! �I k0 Squares to the Inch !2-28C V-3 T I 1111 T-f . I; -I I I it It I I I I FT, I -ffn I I I I I i I I I i I LISA FI l I I ill ii; pl. Ijilililt i --44� 1 Hill lHl lit ll;ltlil lII f, It ti: 46:' it fill! fit I L4� --- ill; fit! !,;I jlil;i :0 Squares to the Inch r J- )5 't T f IL i� it it 15-01� 4. it 1; :1 1' it 'I 7 t i 1 1 :til �Lj Eal L-1; i I !LL— rj Pj i t 10 Squares to the Inch r A .7- 1- h �_L I r 1 I I •! I I I I ! I I I I I I I I l ' I I I I I I, 1 1 I 1 I t I I t ! 1 ! i 1 I I I t I I I i I I I I t • l i : �I 1 ! I i l i l l t l l� r l i i 1 i �! I 1 I I I ! 7_ +"1;--I•-+ !� I i 1 I I I I I 11 I + �i l i :�', 1�� I t j j!! _ 11 l j ~� � 1+ I r • I I I � I � � I--�—•—r--1--'--rTti 1 i!,+� t t 1 I ! � t I I I I T ! + I I i ++ I 1 I I 1 I I 1 I I ry ' i i + i Ijji:jiI;I I-'T I�� 1 1 i� I I' I 1! I I �1 I—ITi I I I I I I I ITI T I I�•TI ��- ' —1 1�— i--{ I^ 10 Squares to the Inch C o ,( 4to, THIS PRELIMINARY AND FINAL EROSION CONTROL PLAN REPORT FOR SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. (FILING 8) 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 Utility Plans submitted concurrently with this report. This report is an updated version of the report as originally reported on June 7, 1993. Signed this 30th day of July, 1993. Dennis L. Donovan, P.E. Land Development Services 309 W. Harmony Road — Unit B Fort Collins, Colorado 80526 Phone (303) 225-9244 SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL EROSION CONTROL PLAN REPORT The erosion control concepts and general design considerations for the Sunstone Village 8th Subdivision P.U.D. (8th filing) are outlined in the following paragraphs and shown in further detail on Exhibit B. The exhibit is the same as for the storm drainage report, and is Sheet 8 of 13 of the Utility Drawings titled OVERLOT GRADING, 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. Standard Form A - "RAINFALL PERFORMANCE STANDARD EVALUATION" follows this text. It identifies the three areas of concern for the erosion control plan and identifies their pertinent basin characteristics. Sub basins 8-1 and 8-9 will drain to the south and southeast into undeveloped property and the existing 7th filing storm drainage improvements. Storm runoff from these two sub basins will ultimately discharge into the existing swale and detention facility on the south side of the 7th filing. Sub basins 8-1 and 8-9 will be seeded and mulched, as well as flow into downstream erosion control measures in the 7th filing. The resulting efficiency of the erosion control plan is maximized by these conditions, and the calculations are not included. Sub basins 8-2 through 8-6 will flow into the detention pond (#3) on the west side of the 8th filing. Table 5-1 of the referenced manual indicates a required Performance Standard of 78.0 percent for this area. This is as shown on Standard Form A. Sub basins 8-7 and 8-8 will flow into the 6th filing at the northwest corner of the 6th filing (i.e. NE corner of the 8th filing). Just downstream at Stoney Creek Drive, sub basin 0-1 will combine with the runoff from 8-8 and 8-9. Table 5-1 indicates a required Performance Standard of 78.0 percent for the area comprising these sub -basins. Sub basins T-1 and T-2 are the contributing areas of Timberline Road in this analysis. The required Performance Standard for these sub basins, as defined by Table 5-1 and as shown on Standard Table A is 73.6 percent. Standard Form B "EFFECTIVENESS CALCULATIONS" follows Form A and identifies the recommended erosion control measures and their effect on the site. Sub basins 8=2 through 8-6 include 5.95 acres, of which 0.89 acres will be hard surface, or concrete and paving. The rear lot areas and the detention pond will be seeded and mulched. The remaining front yard areas will be left as bare ground. The SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL EROSION CONTROL PLAN REPORT homes are being built at a brisk pace in this development, so leaving the small area of the front yards bare will be a very temporary erosive area of concern. The area of sub basins 8-2 through 8-6 will also include gravel filters for the inlets and hay bales surrounding the area inlets at the low point of the detention pond. The efficiency rating of these combined erosion control measures is shown on Standard Form B is 87.2, well in excess of the required 78.0 percent. For sub basins 8-7, 8-8 and 0-1, the area of influence includes 3.41 acres. Street hard surfaces account for 0.85 acres. Of the remainder of the area, sub basin 0-1 is a borrow area for embankment materials needed to "fill" the 8th filing. This off -site basin/borrow area will be seeded and mulched. The remainder, mostly builing sites and front yard areas will be left as bare ground. The efficiency rating for this area and the erosion control measures included is 80.0 percent, which is above that required. Sub basins T-1 and T-2 are mostly hard surface. The pervious portion of this sub basin area will be sodded, or seeded and mulched, after widening. Accordingly, the efficiency of the erosion control measures is 97.0 percent - as shown on Form B and well above the 73 percent required. To minimize wind erosion from the site it is recommended that the northwest perimeter of the site be provided barriers of some type. Snow fence, hay bales, windrows perpendicular to the northwesterly winds would each be a helpful improvement. The construction schedule for the project is to begin grading in early September, 1993. A relatively small phase of development (i.e. the three cul-de-sacs), is anticipated to be built as a priority this year. The remaining improvements in Summerstone Court and Timberline Road are anticipated to occur thereafter - possibly lasting until May or June of 1994, depending on weather conditions this winter. The grading in the first phase, and probably for the other second phase areas should only take 2 or 3 weeks. During that two (?) week period it is anticipated that the sewer and water installation will commence, and that by the first week of October, the first phase of those utility improvements will be completed. The current schedule calls for concrete and paving to be completed by early November. The reseeding activities required should occur when the utilities and hard surfaces are completed in early November. During construction, adequate watering of haul roads and areas being graded during construction should also be provided. 4. AP SUNSTONE VILLAGE 8TH SUBDIVISION P.U.D. PRELIMINARY AND FINAL EROSION CONTROL PLAN REPORT Standard Form C Follows Form B to identify the Construction Schedule and timing for installation of erosion control measures. The form is included at the end of this report, and on Exhibit B. The erosion control measures should be maintained by the developer until the majority of homes and landscaped lawns have been completed and the developer is allowed by the City Engineering Inspector to remove the sidewalk culvert filters and hay bales. RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT: SuwST6N E 81-rt STANDARD FORM A COMPLETED BY: 2 L Q DATE. 7 31_ ---- ----- --------- ---------- --------------------------- -------- ---- DEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS SUBBASIN I ZONE I (ac) I (ft) I (%) .I(feet) I (%) I (%) -$—Z-- 50�51 �20 1 1,0 1 6ZD 1 78.0 9-7) N(oD�Rh �3, II 750 , I ,D 1750 i l,� 78,0 73 I ' l�opE-pq T"Z 1 I I , --------------------------------------------------------------------- DI/SF-A:is89- 'k EFFECTIVENESS CALCULATIONS ------------------------------------------------------------------=---� PROJECT: 5 U N 5'r'ON £ 8" STANDARD FORM B j COMPLETED BY: L f% DATE: 7-2- Erosion Control C-Factor P-Factor Method Value Value Comment ---- ------------ ----f--v-lA-Lk------5 --------) -------- oADs G, 0I , p-------- GRAVEL-Fk--r6v.5 1,0 D,S S-7RAtu BAL55 110 o,S F5-MP, GRpp 6,45 1,0 EsrAez, GRA5 007 Ito i MAJO! BAS I P 8oRL 84 PS SUS (%) `BASIN 79,0 73, ---- --------------------------------- ------- -------- AREA (Ac) I CALCULATIONS 1.6,9 6 3,'+I Z, •----------------------------- 'Ro,p3 O,Sct AG S�r-D I uLCq +-A( Wrn C-FAc-m R = 0 Z. FF,C = C1- (o, 6it R0A0 s 0, .;55ALeti 0 W—v G-F�cro2=�b,olXo,�'�t(,bGx C) W -r'D P - FA< ra K =0, S .BA r. 15 4,42 GROUOO. Ac ,SAC- FF = , - �O, G X 4,2 �]u IOC) D,b /o OK I' 4P D I WALY- 1.70 A-c- S ��/J /�t�Lc y 1.27ftc W -ro C rt,GrOk . b ELIP,a I x 1,7v)-f0,66X1,z-7)j ------------- ----------- -------- -------------------------------------- DI/SF-B:1989 _f.. CONSTRUCTION SEQUENCE PROJECT: Sv1l/ L0, STANDARD FORM C EQUENCE. FOR 19 =Y COMPLETED BY: 2L r DATE: 7--Z 73 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. \% It �� �� 1 .3cv1 Je9 3 t ql+ SuMMeV`sTahe C+, YEAR ! SczG-S " 'VT-1 A465- R I N � MONTH {SI©!/JIDI� IFIMIA-IA1,J I I I ----------------------------I-----------------------------------------------------------I OVERLOT GRADING I i WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY {M1,P MAINTAINED BY a55 VEGETATION/MULCHING CONTRACTOR SG�(.D I1 DATE SUBMITTED 3I- 3 .1I/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON No Text I. IA surf to P9M az'albr � YNsrcs - CodcAAE DRAINAGE Pad P9?WfL ln,tsa. \ 4 FOf K ate. I LrNc SwAA6 cnt.s..) Src+iam A -A A+D.G'O.sp ' Q QcbP NE16HMO RooD GRADING SUNSTONE VILLAGE 7 { 1 t ogm i j��lli��llll n - 1 11 I �r ! `q O4o � R J � b P F q Gg bt fO Se -I '.. b lt a -x lWA 6)'� �� 5 o a' ,9 ➢ tO, UIo ' WW., qq,q SYw1. 9 urM MI _bl S9 41A`gt!I W.`K4l v. K.tl r a• ` r- Tkc %6% T.A 64 II —x D PLAN SUBDIVISION P.U.D. TNu PN6ff 60wfAINIf 4Aoflw, 40oomo ONLY. f6s fwf¢I 9 f0t Pw m;6D coftwo 64.1 S..:Frw nn-PA GYPAMLV o.✓A.M fwla R-SaNer, iMs) _ (TTprlw) io" 1 : i r r l PPROP. , CANTOUR F� a..& -H / &SM.f9 nM. b.nwQ s Y,--A960 r E%1S7. CONTOURSF 4960 PROP FINISH r SPOT ELEVATIONS MINIMUM TOP OF "" `YOUNOF`FION`ELLvTiT171N FLOW OIIRECTION ARROW aNww ec noieL ' y 20' WIoO TENKr•t uH4�r. oVkr.nw. nekd 8 l r Ll I U ;RO r`. .: .=Y: _. }AN roNE TAwA&6 8th %1391VItlM PUR XHIBl7"C OYCRAtU aRODMb ROAN SHEE1 8 of 13- �. w E�• A. Yre ,A tl .. Pako —T w ,_ OVERLOT GRADING, DRAINAGE AND EROSION CONTROL PLAN SUNSTONE VILLAGE bthSUBDIVISION P.U.D. AT ¢A. 7 4At J\ EYE NANA -Pgb+d� 7 � ♦)&G�WAW.. QET AII. (�.M1 Res"11 4c. be, ro-r.n VA" ALI V Y.4M G.m+k III A, . I ^NRuth d AR,.< ,bc, III W EE-iseei. L Ala AlA a9a'� - w`r , !J p. 1%." jARIA FAA A ta, Y'. IA Ar P I Norm SM.. 4y4f 6Lk..,LA I crass( .k... 5 F I.y P TIFN IN vS, w S Al k + Y M I :i AD eN..Suits F'iv DRB 1yAT � ¢D� - ., bra.4. F F NI Y.2 .. All -a- IRS��All p is I" li 1 O.A. /o s 11! a CvA. RA7%A 6P WA 6z. 1 � kDz NE ord; hi r'.. \ A, 59p \ \'F. \ w. rn wr •8 0�9.6e u 5R.'J Ali a . ,o "A. 0 O �.Z AN NFLARL A, FMA T CtAj* .4k.007ipn lviataJs a.. 4t .rs '. G'I r.'. 4t L..Y PLAN 4iYtOU.AL I E 1 is ut y4KgFrk ;A' A; rk i. I nanr ..' BrsT c.dn.4ktD 6�J - e5 i �NfC/ DELI PAIL i. ftwes"Am Ou: A ME z::. ve—ANNN lnw LOW m 1kW t.) The . t.c w - - Lw .n J.m. n.;...y. A.wr 6-3 .d b-s r, 4 cw46. aa. 1,1011.1d. PrS, UI-1 Ene:,m ICRAI M.,IA.l OA. >-> �.` A �a FoR MRIAI.&IZAPIN& PTATErbilea so ALAN IF Eo\ Vlwo biumc - 4;,AA.wOL ea ve-, w. t N theh . d (06614661 aPoR MOWM6sim iollowl"sw 1 .. 9..,d YL <...ml�.SAINT Ti P..1) T r�u n PAINAIT news. ` ,.� �a--��,I.`,_ y'�74 ¢ 'F �i WF ew.4r e 4 :' ^` �y Al�I �. A .i. {/ W ���a♦tilwLUY'MIR•jr��{'%'1Y th�� r � L..+u. e.,µ < � � 0� r reN, 1 �-� a �}�9!� Y ♦ a s A Nu �nr ty 1. V . � II It DY- FALL :. , a a .I EANDIRON 41E,1 I FEE I VALUES ARE RATED ry U 0 'Risk _• NP engL.f1 I � E .Y'M LAMEAS a "t w+l a +..raYy, m _.f �, y x F j r ` ♦ K su.t. y, NE MOMON6 VIW AIC 5th 4U6D VI%ON I P0.V. ovMo1 &RAPPII PRAI"66 IMP MR 100. coFY(ROD PI.A14 Euklairr AN ... i s — R 'uwmeratone court No Delta Radius =eneth. 1 90+00'00" 20.00' 31.42' } � f Y 10.06V6" 222.00' 39.18• b/ / A ♦ \ . 3 10•06'46" 258.00' 45.54' 1401AU, 11N56 Uf qD % n e i I 'fi4a.y Lt' Jw�n 4AY Ww Try t 4.r if"wn L5 'iMf Lib 3 - 9 1. h n4� d l • f /w I N< Ys.v I�r R [."V e:y n�hr tm W ti.) 1 ml N/ .six, maP.a.., 4: iA kh Lu�... w.p //r.wz nv.`"t q S MT MA .f VS ufi x wAa. / // * •N r. —gib ,sw 1.:: F 5D �64 of :t' $D-1 s. [r. . g 9935 a6a. to D.00 SUMMERSTONE COURT 1 � Gt:ff:� h,',Iw,t, Qat, cia �y4us 6 'NS L,f. r.: 81— C 5 ¢ q„'ororNpnL WrF 1 r — � -S✓ / " 's �' R'f' bmew/kU4..LtO *39i F OQ nv% I >tt•. .voh•uv NR. ka qa, 1uc4 U. l4Yi 5M. 4 Ia.1e4 k4 11/61TtIhToJt fi + e= c a�qa u s xR - )1�tResi—✓ j n = TiVta t. lY" WAf$[MI—N O 3 a. t =AVm) Rd ' ---- 'lll\ OWYt n146 q+ tlde.�. Su aL gh[4,:IS'o.v..0 t)L:1.4y D: 5 PWn' {,f 4,NPes=d B` WNI,.):n t 11WYXUYF we+MN10 '. Rd t W.dvd WAV Ol as T. qwV 4n1. rr4:7 a.:1„n ,,.ly. F 261NF L4m ..41m.) � 1 au a1w.V 4 f.. . SUMMERS ONE'CO Ii T STREET DESIGN- I. LWe I � ' 1 � z.. 1 rr � 561 n♦ F -P 0 _ _ _ L { Is _ __ _ =t # a f Ad— _ cram I _ L°' 1° sort *r vA 4,y.aw l Jeelcs CodcRETE pgAWA69 Fad DE'4/L Cn.f.ra. /1V=R LvT � SEc//al A�0.6�0.sp A n.BFP c•.o=4.5x 44e R = I.o5cfe w•u.c NE1614501ZRO D GRADING PLAN SUNSTONE VILLAGE $iH SUBDIVISION P.U.D. OY6KA�L G¢pDIN4 r4AN 7YIDD I o vi J3