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Home My WebLink About20061145.tiff PLANNED UNIT DEVELOPMENT (PUD) FINAL PLAT APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: ' (`i O4 RECEIPT#/AMOUNT# Is CASE#ASSIGNED: r� r - 3 APPLICATION RECEIVED BY PLANNER ASSIGNED: 'gr ' Parcel Number 0807 04 001007 c,a"a C,lrrrA rtmD (12 digit number-found on Tax I.D.information,obtainable at the Weld County Assessors Office,or (Include all lots being included in the application area,If additional space is required,attach an additional sheet) Legal Description Lot 7. Shiloh Estates Section 4 , Township 6 North, Range 87 West Property Address(If Applicable) Existing/Proposed Zone Dist: PUD—Estate Total Acreage: 17.41 +/- Proposed#/Lots 4 Average Lot Size: 4.005 Minimum Lot Size: 3.46 acres Proposed Subdivision Name:_ Shiloh Estates PUD Proposed Area (Acres) Open Space: NA a Are you applying for Conceptual or Specific Guide? Conceptual Specific X FEE OWNERS) OF THE PROPERTY (If additional space is required, attach an additional sheet) Name: James H. and Cheri Scott Work Phone# Home Phone# Email Address Address: 35236 Comerstone Way City/State/Zip Code Windsor. Colorado 80550 APPLICANT OR AUTHORIZED AGENT (See Below:Authorization must accompany app/catons signed by Authorized Agent) Name: Todd Hodges Desion. LLC Work Phone#: (970)613-8556 Home Telephone#: N/A Email Address: Address: 1269 North Cleveland Avenue City/State/Zip: Loveland. CO 80537 2006-1145 UTILITIES: Water. North Weld County Water District Sewer: Individual Septic Disposal Systems Gas: Xcel/Public Service 1. EXHIBIT Electric: Poudre Valley REA - Phone: Qwest DISTRICTS: School:Windsor Fire: Windsor/Severance Post: Windsor I (We)hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my(our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating the signatory has the legal authority to sign for the corporation. I (we), the undersigned, hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed Change of Zone for the above described unincorporated area of Weld County, Colorado: 'eaa Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date /Na Shiloh, Inc. Lot 7 Planned Unit Development Final Plat Narrative r 27-7-30.A. A recorded change of zone plat which delineates the proposed uses is attached. 27-7-30.B. A Certificate of Title is included in submitted application materials. 27-7-30.C. A Certificate of Title covering all public dedications is not applicable to this Application at the direction of the Weld County Department of Public Works. 27-7-30.D. A Deed is included in application materials. 27-7-30.E. A tax statement from the Weld County Treasurer's office in included in submitted application materials. 27-7-30.F. A Certificate from a qualified engineer in the State responsible for the design of the utilities is included in application materials. 27-7-30.G. Deed restrictions are not applicable to this application. 27-7-30.H. An improvements agreement according policy regarding is included in application materials. 27-7-30.I. Review of this proposal by Weld County Public Works has insured the street system serving this PUD is adequate. 27-7-30.J. A separate off-site road improvements agreement proposal is not applicable to this application 27-7-30.K. An improvements agreement according policy regarding collateral, including the construction schedule is included in application materials. 27-7-30.L. A Letter of Credit in the amount of the improvements will be presented to the Board for acceptance. 27-7-30.M. A certified list of surrounding property owners is included herein. 27-7-30.N. A Mineral Affidavit is included herein. 27-7-30.O The Shiloh, Inc. PUD is in compliance and meets criteria as set forth in the Change of Zone application materials and Board of County Commissioner's Change of Zone Resolution. This proposal has been reviewed under the specific guide. 27-7-30.P. The Final Plan map is included in application materials. 27-7-30.Q. A landscape plan is not applicable to this proposal. 27-7-30.R. A utility map is included in application materials. Shiloh, Inc. Final Plat, Lot 7 Specific Development Guide Introduction This application proposes dividing Lot 7 of Shiloh Estates PUD into four separate lots comparable in size to the other lots in the subdivision with the exception of Lot 8. Shiloh Estates PUD is located north of and adjacent to Weld County Road 72 and approximately %1 mile east of Weld County Road 17. The site is located in an area between Windsor and Severance but not within an Intergovernmental Agreement Urban Growth Boundary Area. The goal of this proposal is to create three additional residential lots in Shiloh Estates PUD. The proposed layout and design of the site is illustrated on submitted materials and is consistent with the greater Shiloh Estates PUD. A cul de sac, Cornerstone Court, will serve the four lots. Proposed land uses within these four lots will be consistent with the Estate Zone, the original Development Guide and Covenants. Amended covenants have been submitted that include this proposal. These submitted Covenants are in draft format and are submitted to the Homeowners Association concurrently. The uses allowed will remain consistent with surrounding land uses and properties. This Development Guide is submitted with this Final Plat application through the Specific Development Guide option and is consistent with the Development Guide for the greater Shiloh Estates PUD. A easement for utility, drainage, irrigation, maintenance, riding, hiking, jogging and walking has been placed consistent with the greater subdivision. An additional easement for utilities has been placed consistent with the greater subdivision. Outlot A (0.23 acres) shall be used by the Homeowners Association for the existing subdivision drainage area. The numbering of the lots as proposed in this application may be confusing as there will be two Lots 1 — 4. This may cause problems with emergency providers. Therefore, the applicant respectfully requests referral agency review and planning services guidance for final Lot numbering. The applicant proposes the following Lot numbering solution to minimize confusion: Lot of Shiloh Estates Lot in ReSubdivision Lot in ReSubdivision PUD as submitted as Proposed 7 1 7 2 15 3 16 4 17 The following Development Guide has been prepared in accordance with Section 27-4-20 and Article VI of Chapter 27, Weld County Code. 1 Section 27-4-20.E.14. Initial impact plan addressing all impacts this use will have on the proposed site and surrounding land uses. A listing of potential impacts is cited in Section 27-6-30 of this Chapter. (SPECIFIC DEVELOPMENT GUIDE) Section 27-6-40. Component One-environmental impacts 1. Noise and vibration 2. Smoke, dust and odors 3. Heat, light and glare 4. Visual/aesthetic impacts S. Electrical interference 6. Water pollution Development of this proposal should not result in any negative environmental impacts, including the above listed environmental concerns. The use of the site will be residential and Estate uses. All applicable state and/or local permits shall be obtained, if necessary. 7. Wastewater disposal All wastewater disposal on the four proposed lots will be through the use of Individual Septic Disposal Systems approved by Weld County Department of Environmental Health. A Test Pit Observation by Northern Colorado GeoTech has been included with application materials. 8. Wetland removal To the applicant's knowledge, this proposal does not remove wetlands. 9. Erosion and sedimentation 10. Excavating,filling and grading 11. Drilling, ditching and dredging Any on-site grading, drilling, ditching or dredging will be done sympathetically. Erosion will be kept to a minimum. A drainage report prepared by Wohnrade Civil Engineers, Inc. is included in application materials. 12. Air pollution 13. Solid waste 14. Wildlife removal 15. Natural vegetation removal This proposal will not result in negative impacts to the above listed concerns. The existing residential and Estate uses within the existing subdivision should not create negative impacts to air pollution or contribute to solid waste concerns. 16. Radiation/radioacive material To the applicant's knowledge, there are no radioactive materials located on this site. 17. Drinking water source The drinking water source is through North Weld County Water District. An agreement has been approved by the Assistant County Attorney's Office and included herein. 18. Traffic impacts Impact to traffic on existing county roads and the internal road will create a minimal increase as three additional lots are proposed. Future building permits shall conform to the county-wide traffic impact fee. 2 Section 27-6-50 Component Two—service provision impacts 1. Schools 2. Law enforcement 3. Fire protection 4. Ambulance Service providers for this Planned Unit Development include the Windsor School District, Weld County law enforcement, and the Windsor/Severance Fire Protection District. 5. Transportation (including circulation and roadways) 6. Traffic impact analysis by registered professional engineer Cornerstone Court will access from the existing internal road, Cornerstone Way. Cornerstone Way connects to Weld County Road 72. Loading zones and parking areas are not applicable to this particular application. Off-street parking is not applicable as each lot is large enough for typical parking situations. A Private Improvements Agreement is enclosed. 7. Storm drainage Storm drainage will be handled on-site. A drainage report prepared by Wohnrade Civil Engineers, Inc. is included in application materials. 8. Utility provisions 9. Water provisions 10. Sewage disposal provisions The drinking water source is through North Weld County Water District. Approval by Lee Morrison, Assistant County Attorney and the actual Agreement is included herein. Wastewater disposal is proposed through Individual Sewage Disposal Systems. Utility providers will have the standard property perimeter easements as illustrated on the Final Plat. Evidence from the appropriate Utility Companies of ability to serve the future development in the form of"Will Serve" letters are included herein. The applicant met with the Town of Windsor(10/11/05) regarding plans to extend sewer service to this region and to discuss the merits of this proposal. The Town Planner indicated the Town, through the East Side Sewer Plan, has no plans to extend service to this property. The applicant met with Weld County Environmental Health regarding density per Septic System. Ms. Smith indicated this proposal, and the overall density of the entire Shiloh Estates PUD still meets regulations of County Code. This proposal would result in one septic per 4.4 acres for the entire Shiloh Estates PUD. Finish of these four lots include a Building Envelope. The Building Envelopes, while large, will encompass all future buildings on each lot and may include the septic fields within the building envelope. Final site lay-out with building placement and septic placement will be determined at time of building permit. Section 27-6-60 Component Three—landscaping elements 1. Landscape plan 2. Treatment, buffering or screening and perimeter treatment 3. Maintenance schedule for landscaping elements 4. On-site improvements agreement 5. Evidence of adequate water The original Landscaping plan has not been modified by this application. This proposal does not require additional landscape improvements. These lots will be tied to the greater Shiloh Estates PUD irrigation system. The system consists of a 3 series of open ditches and underground pipe. Each lot within the PUD will receive a share of the irrigation water which the Homeowners Association owns. Currently, the Homeowners Association owns one (1) share each of Larimer and Weld Irrigation and Larimer and Weld Reservoir as well as ditch rights. The applicant will, as a condition of approval, transfer to the Shiloh Estates Homeowners Association two (2) additional shares of Larimer and Weld Reservoir and two (2) additional shares of Larimer and Weld Irrigation. Section 27-6-70 Component Four—site design 1. Unique site features There are no site features unique to this particular property. 2. PUD rezoning consistent with Chapter 22 of Weld County Code Section 22-2-190.D.2.a PUD.Policy 4.1 states, "The design of a planned unit development should ensure compatibility and harmony with existing and planned uses on adjacent properties and within the planned unit development." The applicant has carefully considered the existing uses on-site and adjacent properties. The existing Shiloh Estates PUD Homeowners Association has approved this proposal. Evidence of support is included herein. Goal 3 "Discourage urban-scale residential, commercial and industrial development, which is not located adjacent to existing incorporated municipalities." Chapter 23 of the Weld County Code defined urban scale development as developments exceeding nine (9) lots and/or located in close proximity to existing PUDs, subdivisions, municipal boundaries or urban growth corridors and boundaries. This application proposes three additional PUD estate lots. The property is located within the standard 3- mile referral area for Windsor and Severance. This proposal is located adjacent to Moriah Estates PUD, Gander Valley PUD and is in close proximity to the Town of Windsor City limits. This proposal meets Goal 3. 3. Compatibility within PUD zone district 4. Compatibility with surrounding land uses The use of the existing Lot 7 will change from one lot to four PUD Estate Lots. The design of the subdivision takes into consideration the existing uses of the surrounding properties, access to the additional lots, and surrounding municipalities. This proposal is consistent with the existing PUD Estate Zone District. S. Overlay districts This proposal is not located within the flood hazard, geological hazard, I-25 Mixed Use Development Area, Intergovernmental Agreement Urban Growth Boundary Area or the airport influence overlay districts as verified by review of maps on file with Weld County Planning Services. The annexation of these four lots to a surrounding municipality is not practical at this time as the result will be four lots within an existing County Subdivision. A future drill site has been reserved on Lot 2. 4 Section 27-6-80 Component Five—common open space usage The common open space areas within this subdivision are designed and proposed to be consistent with the requirements of Section 27-6-80 of the Weld County Code. 1. Permanent common open space restrictions 2. Establishment of homeowners organization 3. Mandatory membership in homeowners organization 4. Homeowners organization responsibilities 5. Homeowners organization powers 6. Ownership and maintenance of common open space 7. 15% common open space allocation Common Open Space was platted with the Shiloh Estates PUD. The lots within this re-plat of Lot 7 will share the existing common open space as part of the Shiloh Estates HOA. Additional open space has been designated adjacent to the existing open space. A recreational easement has been delineated within this proposal and is consistent with existing easements in Shiloh PUD. An existing Homeowners Association is in place to govern the development. Amended covenants have been included in the submittal for review and shall be reviewed concurrently by the Homeowners Association. Outlot A (0.23 acres) shall be used by the Homeowners Association for the existing subdivision drainage area. These lots will be tied to the greater Shiloh Estates PUD irrigation system. The system consists of a series of open ditches and underground pipe. Each lot within the PUD will receive a share of the irrigation water which the Homeowners Association owns. Currently, the Homeowners Association owns one (1) share each of Larimer and Weld Irrigation and Larimer and Weld Reservoir as well as ditch rights. The applicant will, as a condition of approval, transfer to the Shiloh Estates Homeowners Association two (2) additional shares of Larimer and Weld Reservoir and two (2) additional shares of Larimer and Weld Irrigation. Section 27-6-90 Component Six—signage Subdivision signage is existing. Additional signage required through this particular application includes street signs as reflected in the attached Improvements Agreement. Section 27-6-100 Component Seven—MUD impact This proposal is not located within the I-25 Mixed Use Development Area. Section 27-6-110 Component Eight—intergovernmental agreement impacts This proposal is not located within an Intergovernmental Agreement Urban Growth Boundary area. 5 Drainage Design Considerations for Shiloh Estates P.U.D. Resubdivision of Lot 7 Final Plat Application _ Weld County, Colorado January 2, 2006 Prepared for Jim Scott/ Shiloh Inc. 35236 Cornerstone Way Windsor, Colorado 80550 Prepared by: Wohnrade Civil Engineers, Inc. 337 W.Main Street Barrington, IL 60010 Phone: (847)-381-2745, Fax: (847)-381-2746 Project Number:0519.00-SHI EXHIBIT 10 NI Wohnrade Civil Engineers, Inc. — 337 W.Main Street Barrington,IL 60010 Phone:847-381-2745, Fax:847-381-2746 January 2, 2006 Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, Colorado 80631 _ Re: Drainage Design Considerations for Shiloh Estates P.U.D., Resubdivision of Lot 7 Final Plat Application — Weld County, Colorado Dear Staff: Wohnrade Civil Engineers, Inc. is pleased to submit this drainage study for Shiloh Estate P.U.D., Resubdivision of Lot 7 for your review. This report complies with the — _ storm drainage design and technical criteria defined in Sections 24-7-130 and 27-6-50, paragraph B, Item 7 of the Weld County Code. — We acknowledge that review of this study by Weld County is for general conformance with submittal requirements, current design criteria and standard engineering principles and practices. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, -Z.O- t'5 — WOHNRADE ,,, . S, INC. v. •s u . Mary B. Wohnra• - h , TABLE OF CONTENTS VICINITY MAP Page No. I INTRODUCTION 1.1 Objective 1 1.2 Project History and Previous Studies 1 — 1.3 Mapping and Surveying 1 II SITE LOCATION AND DESCRIPTION 2.1 Site Location 1 2.2 Site Description 1 III HISTORIC CONDITIONS 3.1 Historic Drainage Patterns 2 3.2 Historic Drainage Basins 2 IV DEVELOPED CONDITIONS 4.1 Proposed Site Development 3 4.2 Developed Drainage Basins 3 4.3 Developed Drainage Patterns 3 4.4 Detention Pond 1 3 V DESIGN CRITERIA 5.1 Design References 4 5.2 Hydrologic Criteria 4 VI EROSION CONTROL 6.1 Erosion Control Plan 4 VII CONCLUSIONS 7.1 Compliance with Standards 5 7.2 Variances 5 REFERENCES 6 EXHIBITS Exhibit 1 FIRM Map Exhibit 2 Typical Street Section APPENDICES Appendix A: Historic Condition Hydrology Appendix B: Developed Condition Hydrology Appendix C: Detention Pond 1 Rating and Routing Appendix D: Culvert Design DRAWINGS Sheet 1/2 Historic Condition Plan Sheet 2/2 Developed Condition Plan — JI _ _ _ ttiJ4 ( I 7\iLIB , Na tts e. { - q I `) ^ 3 4 — Thomya�m --.. _ _ i — i,-- I Lake ~ .� = — - • 1 �'25 I . C— _-7---- —\ �' t, SITE; — r` N1 / o 0 - 3 /'// 3 r ₹I• / G.; CORNERSTONE • WAY U n'"\\ — -4140\ _I -- ) ( I • : . . , , - (`2' c n1 I 1 I D ---..,\ I G \ a a< a e SNI: 0310.00 SHILOH ESTATES P.U.D. _ RESUBDIVISION OF LOT 7 WOHNRADE CIVIL ENGINEERS, INC. 1 Sheet VICINITY MAP..- 337..Barrington. Street 1Scale-20 W M , 80010 1•�Z000' Phone (647)381-2745. Fax: (847)381-2748 Designed By: MOW `Sheets/ _ Drainage Design Considerations for Shiloh EstateS P.U.D. Re-subdivision of Lot 7 Final Plat Application Weld County, Colorado January 2, 2006 1. INTRODUCTION 1.1 Objective This study documents the results of a comprehensive hydrologic and hydraulic analysis of both pre and post-development conditions for the proposed Shiloh Estate P.U.D., Re-subdivision of Lot 7. The Final Plat application proposes to divide Lot 7 into four (4) lots ranging in size from 4.02 acres to 4.64 acres. The proposed development is within an Estate Zone District in Weld County and will be processed through the County as a Planned Unit Development (P.U.D.). 1.2 Project History and Previous Studies There are no know studies that precede this report. 1.3 Mapping and Surveying Topographic mapping with a contour interval of 1-foot was obtained by Wohnrade Civil Engineers, Inc. from Intermill Land Surveying, Inc., Loveland, Colorado. Additional topography outside of the project boundary was taken from — USGS topographic mapping with a ten (10) foot contour interval. II SITE LOCATION AND DESCRIPTION 2.1 Site Location The site is located in the southeast quarter of Section 4, Township 6 North, Range 67 West of the 6th Principal Meridian, Weld County, Colorado. Shiloh Estates PUD is located north of and adjacent to Weld County Road 72 and approximately '/ mile east of State Highway 257 (Weld County Road 17.) Lot 7 is located at the north end of Shiloh Estates P.U.D., directly north and adjacent to Cornerstone Way.(See Vicinity Map.) 2.2 Site Description The Shiloh Estate P.U.D., Re-subdivision of Lot 7 site is approximately 17.41 acres, and is currently in an Estate Zone District. The site currently contains an existing residence and outbuildings, located at the east end of Lot 7. An existing concrete irrigation ditch is located in the northwest corner of the site, and slopes from northeast to southwest. An access roads is located along the existing irrigation ditch on the east side. In addition, the Windsor Reservoir Outlet Channel is located just offsite, and adjacent to the northwest property corner. There are existing residences located adjacent to the site on the east and south, which are part of the existing Shiloh Estates P.U.D. The property located north of the site is agricultural in use, and to the west of the site are both residential and agricultural uses. Drainage Design Considerations Wohnrade Civil Engineers, Inc. Shiloh Estate P.U.D. Resubdivision of Lot 7 Final Plat Application January 2, 2006 Page 2 Soils information was available from the original soils report for Shiloh Estates P.U.D. dated 1993 (See Reference 2). Ten exploratory borings were placed throughout the proposed site. The site generally consists of a thin layer of sandy clay overlaying a clayey sand which overlies a claystone/siltstone bedrock (See Reference 2.) Free groundwater was encountered at a depth of six (6) feet near what in now the existing detention pond. The Flood Insurance Rate Maps (FIRM's) from the National Flood Insurance Program have been referenced to determine if the site is located within a regulatory floodplain. The site is located on Flood Map 080266 465D, and is outside of any regulatory floodplain (See Exhibit 1.) III. HISTORIC CONDITIONS 3.1 Historic Drainage Patterns Roughly one-third of the site (5.9 acres) drains overland from northeast to southwest at slopes ranging from 1.59% to 14.28% toward the existing pond located in the southwest portion of Lot 7. Roughly two-thirds of the site (11.4 — acres) drains overland from southeast to northwest at slopes ranging from 0.94% to 5.56% towards the existing concrete irrigation ditch, and the Windsor Reservoir Outlet Channel. Stormwater runoff enters the site from two offsite basins located to the east. Offsite Basin O1 (5.8 acres) drains overland from east to west to the roadside ditch located on the north side of Cornerstone Way. Stormwater runoff in the roadside ditch is conveyed to the existing pond located in the southwest corner of Lot 7. Offsite Basin O2 (12.4 acres) drains overland from east to west and enters the site along the east property line. 3.2 Historic Drainage Basins The site is has been divided into two historic drainage basins as shown on the Historic Drainage Plan (Drawing 1 of 2.) Basin H1 (5.9 acres) drains overland from southeast to northwest towards the existing pond located in the southwest corner of Lot 7. The 5 and 100-year peak discharges from Basin H1 are 2.0 cfs and 13.1 cfs respectively. Two lots will be developed within this basin, as well as the proposed Detention Pond 1. Basin H2 (11.4 acres) drains overland generally from southeast to northwest towards the Windsor Reservoir Outlet Channel. The 5 and 100-year peak discharges from Basin H2 are 3.6 cfs and 23.8 cfs respectively. Two lots will be developed within this basin. Drainage Design Considerations Wohnrade Civil Engineers, Inc. Shiloh Estate P.U.D. Resubdivision of Lot 7-Final Plat Application January 2, 2006 Page 3 The total 5-year peak discharge from combined basins H1 and H2 is approximately 5.5 cfs. This will be the allowable discharge from the developed site during a 100-year storm event. VI. DEVELOPED CONDITIONS 4.1 Proposed Site Development The planned unit development proposes four single-family estate lots, and one outlot. Outlot A (0.23 acres) has been dedicated as a private common open space. Site improvements will include a cul-de-sac road, with roadside ditches, a potable water distribution system, and individual sewage disposal systems. 4.2 Developed Drainage Basins The developed site has been divided into three (3) on-site drainage basins. Runoff from roughly 5.9 acres will be routed to an on-site detention pond (Pond 1) located in the southern portion of Lot 4. The flow pattern for the remainder of the site (11.2 acres) will remain unchanged from historic conditions. 4.3 Developed Drainage Patterns The overall drainage pattern of the site will remain generally unchanged from pre to post-development conditions. Basin 1 (2.3 acres) will drain overland directly into Detention Pond 1. Basin 2 (3.6 acres) will drain overland, and in a roadside ditch to a culvert located under Cornerstone Court. Stormwater will be conveyed through the culvert to Detention Pond 1. The peak 5- and 100-year discharges at Design Point 2 are 1.8 and 8.6 cfs respectively. Basin 3 (11.2 acres) will continue to drain overland towards the northwest as it has done historically. The peak 5- and 100-year discharges at Design Point 3 are 3.9 and 23.9 cfs respectively. 4.4 Detention Pond 1 Detention Pond 1 is located in the southern portion of Lot 4. This pond will detain developed stormwater runoff from Cornerstone Court, and Lots 1 and 2. The 100-year peak discharge from offsite Basin O1 (12.3 cfs) will be routed thru the pond through an 18-inch diameter outlet pipe. Stormwater runoff from Basin 3 will be undetained due to the negligible increase in the peak discharge. The peak 100-yr discharge from Basin H2 (11.4 acres) is 23.8 cfs. The peak discharge from Basin 3 (11.2 acres) is 23.9 cfs. Drainage Design Considerations Wohnrade Civil Engineers, Inc. Shiloh Estate P.U.D. Resubdivision of Lot 7-Final Plat Application January 2, 2006 Page 4 Developed runoff from a 100-year storm event will be released at a 5 year historic rate. The peak 5 year historic discharge from the existing site is 5.5 cfs. The pond has been sized using the Modified Puls reservoir routing method. An 11-inch diameter orifice controls the release of on-site developed runoff. The peak discharge from the pond due to on-site developed runoff is 4.29 cfs with a maximum associated water surface elevation of 4869.03. The pond routing was run a second time to include the peak discharge from off- - site Basin O1, An 18-inch diameter culvert has been sized to convey the peak runoff from on-site Basins 1 and 2, and off-site Basin O1. The peak discharge from the pond is 12.09 cfs with a maximum associated water surface elevation of 4869.54. V. DESIGN CRITERIA 5.1 Design References Drainage criteria outlined in the Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District (Reference 1), has been referenced in the preparation of this study. 5.2 Hydrologic Criteria Due to the relatively small basin size the Rational Method has been used to estimate peak stormwater runoff from the project site. Calculations made as part — of this investigation along with other supporting material, are contained in Appendix A and B. An initial 5-year design storm and, major 100-year design storm have been used to evaluate the proposed drainage system as per Sec. 24-7-130 of the Weld County Code. Rainfall intensity data for the Rational Method has been taken from IDF equations generated specifically for the Shiloh Estate P.U.D., Re- subdivision of Lot 7 site by the computer program "Watershed Modeling" by Eagle Point software. Input of precipitation amounts for the generation of intensity equations have been taken from the NOAA Atlas 2, Volume III- Colorado. VI. EROSION CONTROL 6.1 Erosion Control Plan The proposed rainfall erosion control plan during construction will consist of temporary structural erosion control measures. Silt fencing will be installed along the south property line of Lot 4. Straw bale inlet protection will be installed at the upstream end of all culverts, and a sediment siphon will be installed at the upstream end of the pond outlet structure. In addition, a vehicle tracking pad will be installed at the entrance to the site. Drainage Design Considerations Wohnrade Civil Engineers, Inc. Shiloh Estate P.U.D. Resubdivision of Lot 7-Final Plat Application January 2, 2006 Page 5 Permanent vegetative erosion control will be used in conjunction with landscaping surrounding future residences, and in the ditches of Cornerstone Court. Permanent revegetation of areas disturbed by construction will be the responsibility of the contractor VII. CONCLUSIONS 7.1 Compliance with Standards All applicable drainage criteria have been complied with in accordance with the "Weld County Code". The proposed drainage improvements do not adversely impact surrounding properties. This study conforms to the guidelines specified in Section 24-7-130 and Section 27-6-50, paragraph B, item 7, of the Weld County Code. 7.2 Variances No variances are requested as part of this development. Drainage Design Considerations Wohnrade Civil Engineers, Inc. Shiloh Estate P.U.D. Resubdivision of Lot 7-Final Plat Application January 2, 2006 Page 6 REFERENCES 1) Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright McLaughlin Engineers, Denver, Colorado, March, 1969. 2) Subsurface and Preliminary Percolation Investigation for Shiloh Estates,. Weld County. Colorado prepared by Foundation & Soils Engineering, Inc., June 17, 1993. r Exhibits J KNP J APPROXIMATE SCALE IN FEET 1O00. .. _._0 .._._ . 1.000 !-4 �� ...---• I. THOMPSON 1\ LAKE ` _ _ NATIONAL ELMINSURANCE PROGRAM FIRM J \ FLOOD INSURANCE RATE MAP 1 \ WELD COUNTY, COLORADO SITE (UNINCORPORATE AREAS) 1 4 I (T 165E MAP INDEX FOR PANELS NOT PAINTED) �,fl� / CC 1 CORNERSTONE WAY COMMUNITY-PANEL NUMBER \\\< 080266 465 D 1 MAP REVISED: • e,f SEPTEMBER 22, 1999 1 WCR 72 Federal Emergency Management Agency ThS la an cadet copy of a portion of the above referenced flood map tt I was attracted wing F-MITOniJne. iNs map does not reflect changes or amendments wNch may have been made slbeeuent to the date on the title block. For the latest proWct Information about National Rood Insurance Program flood maps check the FEMA Flood Map Store at Nwwv.msc.fema.gov/ ^Project: N SIII: 0519.00 SHILOH ESTATES P.U.D Da"^ RESUBDIVISION OF LOT 7 WOHNRADE CIVIL ENGINEERS, INC. 1 Sheet EXHIBIT 1 337 W n. l Street ._fib' 33 W. Main Stre. 80010 NA Phone: (847)381-4745. Fat: (847)381-2746 Designed FIRM MAP 080266 465D 2 \MLC / \Sheets/ _ r R.O.W. R.O.W. _ 60'-0" 30'-0" E.O.P. E.O.P. 24'-O"4' 4' SHOULDER SHOULDER '-0" -0'- 12'-0" 12'-0" 2%MIN. 2 MIN. IN. BITUMINOUS ASPHALT PAVEMENT GRAVEL SHOULDER GRAVEL BASE COARSE OR FULL DEPTH ASPHALT NOTE: PAVEMENT SECTION TO BE DESIGNED BY SOILS ENGINEER AND APPROVED BY COUNTY ENGINEER PRIOR TO CONSTRUCTION TYPICAL SECTION - LOCAL ROADWAY 24' PAVEMENT W/ 4' SHOULDERS NOT TO SCALE 0 SHILOH ESTATES P.U.D 1 Pro ct; /05RESUBDIVISION OF LOT 7 WOHNRADE CIVIL ENGINEERS, INC. S2 t EXHIBIT 2 337 W. Barrington, Street Scale: 337W. Mainmina.. 600,0 NA Designed By: TYPICAL STREET SECTION <6.n36' 2'� F� (�7�' z,� 2 \Sheets/ Appendix A Historic CoaAtition 4 S Year Composcitn Ri not Coefficient C`akulations Character of Surface Runoff Project: Shiloh Estates P.U.D. — Coefficient Calculations By:M. Chalona Streets:Paved 0.88 Date:December 22,2005 Streets:Gravel 0.45 — Drives and Walks 0.87 Roofs 0.85 — Undeveloped Areas 0.15 Runoff Coefficients are taken from the Urban Drainage and Flood Control District Drainage Criteria Manual,Table 3-1 Basin Basin Area of Area of Area of Area of Roofs Area of Weighted ID Area Streets: Streets: Concrete Undeveloped Runoff Paved Gravel Lawns,Clayey Soil Coefficient (Acres) (Acres) (Acres) (Acres) (Acres) (Acres) H1 5.9 0.00 0.00 0.00 0.00 5.90 0.15 H2 11.4 0.00 0.00 0.00 0.00 11.40 0.15 - H1,H2 17.3 0.00 0.00 0.00 0.00 17.30 0.15 - O1 5.8 0.19 0.05 0.02 0.04 5.50 0.18 O2 12.4 0.00 0.00 0.02 0.04 12.34 0.15 - S:IPROJECTSGSHIIDRNGIFINAL PLATISHI-HistC.wpd Davis,Miller&Wohnrade Civil Engineers,Inc. _ HlSto Condition - 100 Year Campo*ill Runoff Citiiincietit Calculations Character of Surface Runoff Project: Shiloh Estates P.U.D. — Coefficient Calculations By:M.Chalona Streets:Paved 0.93 Date:December 22,2005 Streets:Gravel 0.60 Drives and Walks 0.89 Roofs 0.90 — Undeveloped Areas 0.50 Runoff Coefficients are taken from the Urban Drainage and Flood Control District Drainage Criteria Manual,Table 3-1 — Basin Basin Area of Area of Area of Area of Roofs Area of Weighted ID Area Streets: Streets: Concrete Undeveloped Runoff Paved Gravel Lawns,C;ayey Soil Coefficient — (Acres) (Acres) (Acres) (Acres) (Acres) (Acres) H1 5.9 0.00 0.00 0.00 0.00 5.90 0.50 H2 11.4 0.00 0.00 0.00 0.00 11.40 0.50 H1,H2 17.3 0.00 0.00 0.00 0.00 17.30 0.50 O1 5.8 0.19 0.05 0.02 0.04 5.50 0.52 - "1 O2 12.4 0.00 0.00 0.02 0.04 12.34 0.50 - S:IPROJECTS\SHIIDRNGIFINAL PLAT ISHI-HistC.wpd Wohnrade Civil Engineers, Inc. — 1« c?, C:1, _ : 13.)\ E03 / § CV rm', B 2 a a « r ' 6nte — co to ®` ; ; ; ; ; ) }ra » mss < » a 3 E > k ! ~ &� ~ ' '2 � ' ° RI § a — a) � ; e ■ a � : 2 | @ ! ! \t # k ®ak ! — -- k� ) k0 EC /a z :•-r0 7 t I - ! ! ! ! § c03g . a ) « cc k ) / @ I` CO k CO k § 2 . . , 2 / a ` E 0 \! 8 a 8 8 | t } ` J \» : 0 0 ci » - a k : , : : ; 3 co o. ? ? w » < e \ § U I! * CO , ,T,,g ! CI k ! _ t § ! ■ § ■ ! ; 10 ; 2 .0 # C ) !q, ; ci a a a / .... $ . 2 0 }$ : : 2 - g o t / \ \ B — k ■ • � T 2 ? 7 k E\ \ H2 ® — ^ 6 i— § / \ h : , ! § ) § _ k \ / / / Cu � 2 } 5 — \ /# a ; ; @ ; aa o \% # k @ w g c — ®o2 . ®! § ; ; ; ; 2 ) \2¢ Ems § § � . : § 2b \ co . — 2 a 2 a , a JO f# ! ! @ ! ® f7 # k /fl • ~ 3{ // k 2 . IF a 9 ■ , q 2nO � _ _ I ) « 2 Cl / § ® ■ r ; ; ■ — . - E o v {! | ! 2 § 8 % ! ® 04 J 2- ; : ; : : 0N — 0 i FT. : 00 ao aco a. r '\ c . . : . . o 1 II _ , . — 0 , ■ ■ ■ ■ ■ - I ® ; ; 00 i 0 V) e— k | " ! ! | | @ / _ $ 8 | ) k 7$ : k E , Z o o \ i\ \ 2 ` 3 ,a do Fs \ > 4 \ U . . | : , ! \ ( ! _ , 2 a 8 - ) }-7 ,t J J & k & J !. ` 2 | 6 User Name: Administrator Date: 12-21-05 Project: SHI - Shiloh Estates P.U.D. Time: 07:59:25 — Network: 00 - Page: 1 Rainfall Report Rainfall Type Western Rainfall Library Shiloh Estates P.U.D. — Western Precipitation 2yr/6hr 1.40 in 2yr/24hr 2.00 in 100yr/6hr 3.40 in 100yr/24hr 4.60 in Elevation 4870.00 Rainfall Intensity (in/hr) - 5 min 15 min 30 min 60 min 6 hr 24 hr 2 yr 3.18 2.08 1.44 0.91 0.23 0.08 5 yr 4.62 3.03 2.10 1.33 0.31 0.11 10 yr 5.58 3.65 2.53 1.60 0.37 0.13 - 25 yr 6.83 4.47 3.10 1.96 0.44 0.15 50 yr 7.98 5.23 3.62 2.29 0.50 0.17 100 yr 9.08 5.95 4.12 2.61 0.57 0.19 - !^ BDE Values Intensity = B/ (Tc + D) ^E B D E X Y 2 yr 24.82 9.12 0.78 0.00 0.00 5 yr 36.09 9.12 0.78 0.00 0.00 10 yr 43.59 9.12 0.78 0.00 0.00 25 yr 53.35 9.12 0.78 0.00 0.00 50 yr 62.36 9.12 0.78 0.00 0.00 100 yr 71.00 9.12 0.78 0.00 0.00 _ 1 Table 3-1 RECOMMENDED RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS Runoff Coefficients Storm Frequency Land Use or Percent — Surface Characteristics Impervious 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential: -- Single-Family * .40 A5 .50 .60 Multi-Unit(detached) 50 .45 .50 .60 .70 Multi-Unit(attached) 70 .60 .65 .70 .80 % Acre Lots or Larger .30 .35 .40 .60 — Apartments 70 .65 .70 .70 .80 Industrial- - Light Areas 80 .71 72 .76 82 Heavy Areas 90 .80 .80 .85 .90 Parks. Cemeteries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools- 50 .45 .50 .60 .70 Railroad Yard Areas: 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis, 2 (See Lawns) Greenbelts, Agriculture, Offsite Flow Analysis 45 .43 .47 .55 .65 — (When land use not defined) Streets: Paved 100 .87 .88 .90 .93 — Gravel (Packed) 40 .40 A5 .50 .60 Drives and Walks 96 .87 .87 .88 .89 Roofs• 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .15 .25 .50 J * See Figure 2-1 for percent impervious. _l 11-1-90 \\ 1IRRAN f1RAlAIC(]F akinFI nnn !`f1N Tpf�1 r11.CTg1(`T ��"" t Slit 0519.00 TABLE 3-1 r WOHNRADE CIVIL ENGINEERS, INC. 1 _l 05 Sheet RATIONAL METHOD ��"�10 MA RUNOFF COEFFICIENTS "'°'" `�""°'-2J4S `a' `0'"'°1-Z'.5 hw4ned l \tiheeMj .50 .20 .10 m a O w .06 a O U a 0 'm .04 aQ — .02 .01 .005 1 2 4 6 10 20 Average velocity(ftsec) EQUATION FOR FIGURE 3-1: J 1 PAVED: V=20.3282(s)0.5 '210.V6 TR5E,Second Ed.,Jmre 196C,) UNPAVED: V=16.1345(5)O5 s= slope in ft/ft /Project: P °" TABLE 3-1 r ` Sit 0519.00 r AVERAGE VELOCITIES WONNRAD! CIVIL ENGINEERS, INC. 1 °5 Sheet Sale: FOR SHALLOW 'n.. 847 Street NA 337 W. M Dinars: 90010 Phone: (ea)x1-z7u. Fax: (8{l)p51-z7u J "Designed By: CONCENTRATED FLOWNA \sheets./ Appendix B Develo tnditIon - 5 Year CompositeComPtkiate*SOftCount Calculation Character of Surface Runoff Project: Shiloh Estates,P.U.D. — Coefficient Calculations By:M.Chalona Streets:Paved 0.88 Streets:Gravel Date:December 22,2005 - 0.45 Drives and Walks 0.87 Roofs 0.85 — Undeveloped Areas 0.15 Runoff Coefficients are taken from the Urban Drainage and Flood Control District Drainage Criteria Manual,Table 3-1 Basin Basin Area of Area of Area of Area of Roofs Area of Weighted ID Area Streets: Streets: Walks,Drives Undeveloped Runoff Paved Gravel Lawns,Clayey Soil Coefficient — (Acres) (Acres) (Acres) (Acres) (Acres) (Acres) 1 2.3 ' 0.24 0.06 0.02 0.04 1.94 0.25 2 3.6 0.24 0.06 0.02 0.04 3.24 0.22 - 3 11.2 0.00 0.00 0.04 0.08 11.08 0.16 1,2 5.9 0.48 0.12 0.04 0.08 5.18 0.23 — Deyelopetteoadition- 100 Year Composite Runes Coefficient Calculations Character of Surface Runoff Project: Shiloh Estates,P.U.D. Coefficient Calculations By:M.Chalona — Streets:Paved 0.93 Streets:Gravel 0.60 Date:December 22,2005 Drives and Walks 0.89 Roofs 0.90 Undeveloped Areas 0.50 — Runoff Coefficients are taken from the Urban Drainage and Flood Control District Drainage Criteria Manual,Table 3-1 Basin Basin Area of Area of Area of Area of Roofs Area of Weighted — ID Area Streets: Streets: Concrete Undeveloped Runoff Paved Gravel Lawns,Clayey Soil Coefficient (Acres) (Acres) (Acres) (Acres) (Acres) (Acres) 1 2.3 0.24 0.06 0.02 0.04 1.94 0.56 2 3.6 0.24 0.06 0.02 0.04 3.24 0.54 3 11.2 0.00 0.00 0.04 0.08 11.08 0.50 - 1,2 5.9 0.48 0.12 0.04 0.08 5.18 0.55 - S:\PROJECTS\SHIWRNGWINAL PLATISHI-DevC.wpd \- E " : - : + -# § ! F.-- f § != i 13) C o fl 12! 13 ; C § ■ . . � . \ Ikr« aks tNI d \ E » E2 - 1 . ; f �f f « i \ '<'-', \ / 2UU coo ! . _ 2uif� § « § /a »� \ " 0 k »» B ! ■ § A02 • _ Ia « re olio / ® 2 §rn; § k- - E 3 /! | | ■ t > ` 0 C c : ; ; , In fril : ; G C • F. _ g o C..) T3 I! tiias ; , ri - a ) ^ fg ■ ■ ■ CD ! ! ! # k 2 H ° m e ® k 8 ) E k !$ it, 0 ` / {§ E ,| k ® \ § j \/ $ - \ f § \ | � ® k _ § S \ J \ / k & & h - " co U. § : k a ci $k ! ! ! 2 /) d �! ; 2 , - 21k • to � \ ! E E c is � �4-- ti 6 _ q < .. < C — 222 f! \ \ \ « R § ka z7E I. . CO sw /� § « § ») a 2 « " . \« 5 ! ! § W02 2 175 CO -15 1- co 4 # 4- _• @ § a r . E o J - / ! i# \ \ \ cc I 7» : g cm CD . _ 2 « : 0 al _ t \ E ~ ^ ! F Cl (42 in in = O 6 t. ■ « ■ _ � ! 13 a C— 9 C m ho ! ! ! k | 2 a }f = ; J - - e /} P q � ® / \ / I- 2 laj b 0 9 W- a re c lc_ \ � j ' | " . co,- ° _I \ f o & 0R R 9 - CO Appendix C User Name: Administrator Date: 12-24-05 Project: SHI - Shiloh Estates P.U.D. Time: 05:46:31 Scenario: 100yr Developed Page: 1 FLOOD HYDROGRAPH REPORT Hydrograph Number: 4 Name: Pond 1 Routing without Basin O1 Type: Reservoir: Modified Puls [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 4.29 (cfs) Time to Peak (Tp) = 57.00 (min) Time of Base (Tb) = 301.00 (min) Volume = 0.70 (ac-ft) Time Step = 1.00 (min) Peak Elevation = 4869.03 (ft) Detention Time = NA [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Detention Pond Storage Type = User-Defined Volume Maximum Storage = 58833.85 (cu ft) Maximum Discharge = 6.16 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Basin 1 and 2 Peak Flow (Qp) = 14.43 (cfs) Time to Peak (Tp) = 25.80 (min) Time of Base (Tb) = 69.43 (min) Volume = 0.70 (ac-ft) Flow Multiplier = 1.00 [EQUATION] (I1+I2) + (2 (S1) /dt)-O1 = (2 (S2) /dt)+O2 Where: I1 = Previous inflow I2 = Current inflow S1 = Previous storage S2 = Current storage dt = Time increment O1 = Previous outflow O2 = Current outflow A = (I1 + I2) B = (2 (S1) / dt) - O1 C = (2 (S2) / dt) + O2 i-. User Name: Mary Date: 12-26-05 Project: SHI - Shiloh Estates P.U.D. Time: 10:50:39 — Scenario: 100yr Developed Page: 1 FLOOD HYDROGRAPH REPORT Hydrograph Number: 6 Name: Pond 1 Routing with Basin O1 Type: Reservoir: Modified Puls [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 12.09 (cfs) Time to Peak (Tp) = 53.00 (min) Time of Base (Tb) = 223.00 (min) Volume = 1.38 (ac-ft) Time Step = 1.00 (min) Peak Elevation = 4869.54 (ft) Detention Time = NA [RESERVOIR STRUCTURE INFORMATION] Number = 2 Name = Detention Pond 1 with 18" Dia. Culvert Storage Type = User-Defined Volume Maximum Storage = 36021.56 (cu ft) Maximum Discharge = 13.50 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 3 Name = Pond 1 Inflow w/ O1 Peak Flow (Qp) = 25.62 (cfs) Time to Peak (Tp) = 30.00 (min) Time of Base (Tb) = 79.00 (min) Volume = 1.38 (ac-ft) Flow Multiplier = 1.00 [EQUATION] (11+I2) + (2 (S1) /dt)-O1 = (2 (S2) /dt)+O2 Where: Il = Previous inflow I2 = Current inflow S1 = Previous storage S2 = Current storage dt = Time increment O1 = Previous outflow O2 = Current outflow A = (I1 + I2) B = (2 (S1) / dt) - O1 C = (2 (S2) / dt) + O2 User Name: Administrator Date: 12-24-05 Project: SHI - Shiloh Estates P.U.D. Time: 06:23:26 Scenario: 100yr Developed Page: 1 FLOOD HYDROGRAPH REPORT Hydrograph Number: 3 Name: Pond 1 Inflow with Basin O1 Type: Combined [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 25.62 (cfs) Time to Peak (Tp) = 30.00 (min) Time of Base (Tb) = 79.00 (min) Volume = 1.38 (ac-ft) Time Step = 1.00 (min) [COMBINED HYDROGRAPH RECORDS] Hydrograph Number:1 Name: Pond 1 Inflow w/o O1 Type: Modified Rational Peak Flow (Qp) = 14.43 (cfs) Time to Peak (Tp) = 25.80 (min) Time Step = 1.00 (min) Hydrograph Number:2 Name: O1 Type: Modified Rational Peak Flow (Qp) = 12.43 (cfs) Time to Peak (Tp) = 29. 90 (min) Time Step = 1.00 (min) User Name: Administrator Date: 12-24-05 Project: SHI - Shiloh Estates P.U.D. Time: 05:48:22 Scenario: 5-Year Historic Page: 1 FLOOD HYDROGRAPH REPORT Hydrograph Number: 3 Name: Combine H1 & H2 Type: Combined 5-Year Historic Runoff [HYDROGRAPH INFORMATION] Peak Flow (Qp) = 5.53 (cfs) - �^^'�' - �' -�✓ Time to Peak (Tp) = 29.00 (min) boo.i-. Time of Base (Tb) = 76.00 (min) Volume = 0.29 (ac-ft) Time Step = 1.00 (min) [COMBINED HYDROGRAPH RECORDS] Hydrograph Number:1 Name: Basin H1 Type: Modified Rational Peak Flow (Qp) = 2.01 (cfs) Time to Peak (Tp) = 26.00 (min) Time Step = 1.00 (min) Hydrograph Number:2 Name: Basin H2 Type: Modified Rational Peak Flow (Qp) = 3.67 (cfs) Time to Peak (Tp) = 28.70 (min) Time Step = 1.00 (min) r r. User Name: Mary Date: 12-26-05 Project: SHI - Shiloh Estates P.U.D. Time: 10:27:14 - Scenario: 100yr Developed Page: 1 RESERVOIR REPORT Reservoir Number: 1 Name: Detention Pond 1 Stage-Discharge Rating with 11" Dia. Orifice [RATING CURVE LIMIT] Minimum Elevation = 4866.70 (ft) Maximum Elevation = 4871.00 (ft) — Elevation Increment = 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Volume Number Elevation Area Ave Area Volume Cumulative Volume (ft) (sq ft) (sq ft) (cu ft) (cu ft) 1 4866.70 0.00 0.00 0.00 0.00 2 4867.00 2744.24 1372.12 47.67 47.67 - 3 4867.50 3619.40 3181.82 886.01 933.68 4 4868.00 13137.93 8378.67 3298.63 4232.30 5 4868.50 12957.44 13047.69 5932.93 10165.23 6 4869.00 18969.09 15963.27 7238.95 17404.19 - 7 4869.50 18496.54 18732.82 8750.03 26154.21 8 4870.00 23584.88 21040.71 9867.34 36021.56 9 4870.50 22809.32 23197.10 10975.00 46996.56 - 10 4871.00 24542.82 23676.07 11837.29 58833.85 [DISCHARGE INFORMATION] Structure Number: 1 — Type: Circular Orifice Name: Pond 1 - 11" Dia. Orifice [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sq ft) (cu ft) (cfs) — 4866.70 0.00 0.00 0.00 0.00 4867.20 0.50 2412.42 402.07 0.88 4867.70 1.00 6759.38 2253.13 2.31 4868.20 1.50 13210.95 6605.47 3.21 - 4868.70 2.00 19591.22 13060.81 3.90 4869.20 2.50 25085.04 20904.20 4.49 4869.70 3.00 30101.15 30101.15 5.01 4870.20 3.50 34638.48 40411.56 5.48 4870.70 4.00 38798.61 51731.47 5.91 Maximum Storage = 58833.85 (cu ft) Maximum Discharge = 6.16 (cfs) User Name: Administrator Date: 12-24-05 Project: SHI - Shiloh Estates P.U.D. Time: 06:13:16 Scenario: 100yr Developed Page: 1 OUTLET STRUCTURE REPORT Structure Number : 1 Type : Circular Orifice Name : Pond 1 - 11" Dia. Orifice Stage-Discharge Rating [RATING CURVE LIMIT] Minimum Elevation = 4866.70 (ft) Maximum Elevation = 4871.00 (ft) Elevation Increment = 0.50 (ft) [OUTLET STRUCTURE INFORMATION] Diameter = 0.92 (ft) Orifice Coefficient = 0.59 Invert Elevation = 4866.70 (ft) Number of Openings = 1 [CIRCULAR ORIFICE EQUATION] Q = Co*A( (2gh) /k) ^0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (cfs) k = 1 [MAXIMUM DISCHARGE] Q = 6.16 (cfs) [ORIFICE STAGE VS. DISCHARGE] Elevation (ft) Stage (ft) Discharge (cfs) 4866.70 0.00 0.00 4867.20 0.50 0.88 4867.70 1.00 2.31 4868.20 1.50 3.21 4868.70 2.00 3.90 4869.20 2.50 4.49 4869.70 3.00 5.01 4870.00 3.30 5.30 4871.00 4.30 6.16 User Name: Mary Date: 12-26-05 Project: SHI - Shiloh Estates P.U.D. Time: 10:45:37 — Scenario: 100yr Developed Page: 1 RESERVOIR REPORT Reservoir Number: 2 Name: Detention Pond 1 Stage-Discharge Rating with 18" Dia. Culvert — [RATING CURVE LIMIT] Minimum Elevation = 4866.68 (ft) Maximum Elevation = 4870.00 (ft) Elevation Increment = 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Volume Number Elevation Area Ave Area Volume Cumulative Volume - (ft) (sq ft) (sq ft) (cu ft) (Cu ft) 1 4866.70 0.00 0.00 0.00 0.00 2 4867.00 2744.24 1372.12 47.67 47.67 - 3 4867.50 3619.40 3181.82 886.01 933.68 4 4868.00 13137.93 8378.67 3298.63 4232.30 5 4868.50 12957.44 13047.69 5932.93 10165.23 6 4869.00 18969.09 15963.27 7238.95 17404 .19 7 4869.50 18496.54 18732.82 8750.03 26154 .21 8 4870.00 23584.88 21040.71 9867.34 36021.56 9 4870.50 22809.32 23197.10 10975.00 46996.56 10 4871.00 24542.82 23676.07 11837.29 58833.85 [DISCHARGE INFORMATION] Structure Number: 1 — Type: User-Defined Rating Curve Name: Pond 1 - 18" Outlet Pipe [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sq ft) (cu ft) (cfs) - 4866.68 0.00 0.00 0.00 0.00 4867.18 0.50 2199.77 366.63 1.23 4867.68 1.00 6363.54 2121.18 3.28 4868.18 1.50 12736.31 6368.16 6.23 4868. 68 2.00 19156.88 12771.26 8.85 4869.18 2.50 24665.04 20554.20 10.88 4869.68 3.00 29706.46 29706.46 12.54 - Maximum Storage = 36021.56 (cu ft) Maximum Discharge = 13.50 (cfs) led " 1-� - CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:37:42 FILE NAME: SHI-POND FHWA CULVERT ANALYSIS MiWkAAAAAAAAAAAAAAAAAMAA HY-8, VERSION 6.1 AAAAAAAAAAAMAAAAAAAAAAAAA U _. . . ..... ... . . . ... ... ... . . ......... . . . . . . . ........ .......... . . . . . ...........c .... 3 C 3 SITE DATA 3 CULVERT SHAPE, MATERIAL, INLET 3 3 r' �....... .............. ....... ....... .................. .. .. ........... ................ ... ............. 3 L 3 INLET OUTLET CULVERT 3 BARRELS 3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3 3NO. 3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3 3 1 34866.68 4866.25 62.67 3 1 HDPE 1.50 1.50 .011 CONVENTIONAL' 3 2 3 3 3 3 3 3 3 3 3 44 3 3 3 3 5 3 3 3 3 6 3 3 3 AKAAAAMAAAAAMAAAAMAAAAAAAAMAAMMAAAAAMMAP SUMMARY OF CULVERT FLOWS (cfs) FILE: SHI-POND DATE: 12-26-2005 - ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4867.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4867.29 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4867.63 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4867.86 4.3 4.3 0.0 0.0 0.0 0.0 0.0 0.00 1 4868.14 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4668.40 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4868.71 9.0 9.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4869.07 10.5 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4869.50 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4869.99 13.5 13.5 0.0 0.0 0.0 0.0 0.0 0.00 1 4870.12 15.0 13.9 0.0 0.0 0.0 0.0 0.0 1.03 6 4870.00 13.5 13.5 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SHI-POND DATE: 12-26-2005 HEAD HEAD TOTAL FLOW % FLOW — ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4867.00 0.000 0.00 0.00 0.00 4867.29 0.000 1.50 0.00 0.00 4867.63 0.000 3.00 0.00 0.00 4867.86 0.000 4.29 0.00 0.00 4868.14 0.000 6.00 0.00 0.00 4868.40 0.000 7.50 0.00 0.00 4868.71 0.000 9.00 0.00 0.00 - 4869.07 0.000 10.50 0.00 0.00 4869.50 0.000 12.00 0.00 0.00 4869.99 0.000 13.50 0.00 0.00 4870.12 -0.007 15.00 0.12 0.80 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 2 CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:37:42 FILE NAME: SHI-POND PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4867.00 0.00 0.32 0-NF 0.00 0.00 0.00 0.75 0.00 0.00 1.50 4867.29 0.61 0.61 1-S2n 0.38 0.46 0.26 0.75 7.24 0.00 3.00 4867.63 0.95 0.95 1-S2n 0.55 0.65 0.45 0.75 6.63 0.00 4.29 4867.86 1.18 1.18 1-S2n 0.67 0.79 0.59 0.75 6.62 0.00 6.00 4868.14 1.46 1.46 1-S2n 0.82 0.94 0.74 0.75 6.87 0.00 7.50 4868.41 1.72 1.72 5-S2n 0.95 1.06 0.86 0.75 7.16 0.00 9.00 4868.71 2.03 2.03 5-S2n 1.09 1.16 1.06 0.75 6.76 0.00 10.50 4869.07 2.39 2.29 2-M2c 1.27 1.24 1.24 0.75 6.71 0.00 12.00 4869.50 2.82 2.61 2-M2c 1.50 1.31 1.31 0.75 7.37 0.00 13.50 4869.99 3.31 3.03 2-M2c 1.50 1.37 1.37 0.75 7. 94 0.00 13.65 4870.11 3.43 3.13 2-M2c 1.50 1.39 1.39 0.75 8.06 0.00 El. inlet face invert 4866.68 ft El. outlet invert 4866.25 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 100.00 ft INLET ELEVATION 4866.68 ft OUTLET STATION 162.67 ft OUTLET ELEVATION 4866.25 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0069 CULVERT LENGTH ALONG SLOPE 62.67 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 INLET TYPE CONVENTIONAL '- INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE r. 3 CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:37:42 FILE NAME: SHI-POND TAILWATER WAMAAAAAAMAAAAAWAAAA CONSTANT WATER SURFACE ELEVATION 4867.00 AAAAAAAAKAMAAAAAAAAAAAAAA ROADWAY OVERTOPPING DATA AMAAAAAAAAAAAAAAAAAAAAAAA ROADWAY SURFACE GRAVEL EMBANKMENT TOP WIDTH 10.00 ft CREST LENGTH 10.00 ft OVERTOPPING CREST ELEVATION 4870.00 ft User Name: Mary Date: 12-26-05 Project: SHI - Shiloh Estates P.U.D. Time: 10:58:12 Scenario: 100yr Developed Page: 1 OUTLET STRUCTURE REPORT Structure Number : 2 Type : Trapezoidal Weir Name : Pond 1 - 6' Weir Stage-Discharge Rating [RATING CURVE LIMIT] Minimum Elevation = 4870.00 (ft) Maximum Elevation = 4871.00 (ft) Elevation Increment = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Crest Length = 6.00 (ft) Angle of Walls = 151.93 Crest Elevation = 4870.00 (ft) Weir Coefficient = 3.13 Exponential = 1.50 [TRAPEZOIDAL EQUATION] Q = Cw * ( L + 0.8H * tan ( ang/2.0 ) ) * H^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert L = Crest lenght ang = Angle of the walls [MAXIMUM DISCHARGE] Q = 28.80 (cfs) [WEIR STAGE VS. DISCHARGE] Elevation (ft) Stage (ft) Discharge (cfs) 4870.00 0.00 0.00 4870.10 0.10 0.63 4870.20 0.20 1.86 4870.30 0.30 3.58 4870.40 0.40 5.76 4870.50 0.50 8.41 4870.60 0.60 11.52 4870.70 0.70 15.10 4870.80 0.80 19.17 4870.90 0.90 23.73 4871.00 1.00 28.80 > I /oc7JL 'J1 __0..J /3-' r,,'../ 0/ = 2..2.LZc ,s. — ! ) Ill— / 3 § % : 0) C . ?.- 2 Its -c oleo 2o � @ \ 8 ` ` ` kt� w k ) C. oc0 \ } - ao ■ f } e e \ \ 2 $ w ra *IC I + . 0 _ 1 » \ 6- z . 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V q .i. _ :a.. au n Bin a ««w •9 .: a g I qr agag� : : :gaSq � 6.9t ggq88A$Ei$$6$ a E83 00 Ili $.gj "WA oeo~ 1 ;S o VA.... y g4 t 5 3$$333333333 F c a ®4°e.$ •OHae f� ! lit . L Q $ g '�Awwwwwww aw..n � mw 018 'Yod^-� '7 .o i' 3333$33$$'$3 .� ,o 1i 3$ I g Appendix D 1 - CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:11:27 FILE NAME: SHI-2 FHWA CULVERT ANALYSIS AAAAAAAAAAAAAAAAAAAAAAAAAA AAAAAAAAAAAAAMAAAAAAAAAAA HY-8, VERSION 6.1 AAAAAAAAAAAAAAAAAAAAAAAAAA C 3 SITE DATA 3 CULVERT SHAPE, MATERIAL, INLET 3 3 L ' INLET OUTLET CULVERT 3 BARRELS 3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3 3NO. 3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3 3 1 3 70.44 70.03 30.00 3 1 RCP 1.50 1.50 .011 IMPR SDT CIR3 3 2 3 3 3 3 3 3 3 3 3 4 3 3 3 3 5 3 3 3 3 6 3 3 3 AAAAAMAAAAAAAAAAAAAMAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAO SUMMARY OF CULVERT FLOWS (cfs) FILE: SHI-2 DATE: 12-26-2005 - ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 70.44 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 70.86 0.9 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 71.06 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 71.08 1.8 (5-YR) 0.0 0.0 0.0 0.0 0.0 0.00 1 71.31 3.4 3.4 0.0 0.0 0.0 0.0 0.0 0.00 1 71.43 4.3 4.3 0.0 0.0 0.0 0.0 0.0 0.00 1 - 71.57 5.2 5.2 0.0 0.0 0.0 0.0 0.0 0.00 1 71.70 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.00 1 71.83 6.9 6. 9 0.0 0.0 0.0 0.0 0.0 0.00 1 71.96 7.7 7.7 0.0 0.0 0.0 0.0 0.0 0.00 1 72.08 6.6 (100-YR) 0.0 0.0 0.0 0.0 0.0 0.00 1 73.34 15.1 15.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING P.7131313S 31ii.t1X 1\71 21 31 31 31 71 31 31 31 31 71 31 21 31AA Af1Y1A7171b$riririX5brili5"h"""XXX""xX""xxxxx--- - HfiHFi`iH 317SXXXX3171X31X 31riXriX2ilSX X3iXXX31₹i31]SXXXX3171X X2111 3131X lift tiff i52iXaXxxxxxxnxxxxxxxxxx xxx xs, SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SHI-2 DATE: 12-26-2005 HEAD HEAD TOTAL FLOW % FLOW — ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 70.44 0.000 0.00 0.00 0.00 70.86 0.000 0.86 0.00 0.00 71.06 0.000 1.72 0.00 0.00 - 71.08 0.000 1.80 0.00 0.00 71.31 0.000 3.44 0.00 0.00 71.43 0.000 4.30 0.00 0.00 71.57 0.000 5.16 0.00 0.00 71.70 0.000 6.02 0.00 0.00 71.83 0.000 6.88 0.00 0.00 71.96 0.000 7.74 0.00 0.00 72.08 0.000 8.60 0.00 0.00 XXXAAAAAAXXXXXAXXXXXXXXAAAM 71P.JI)1Yi7l Fl MF17171fSp.113171Ti71AAAFSI\7S7S7171}1I1I1X.31AAAAAAAaAM AA <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 ^ XXXXXXXXXtiXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX2131XXXXXXXXX3iXXXhXnfi Xharinhhxh h hhh 2 CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:11:27 FILE NAME: SHI-2 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1.50 (ft) BY 1.50 (ft) ) RCP . ....... ... . . ... ... DIS- HEAD- INLET OUTLET _ CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) MAAAMAAAMAAMPIAMIAAAMAAA . ... ... ............. ............. 0.00 70.44 0.00 0.00 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 0.86 70.86 0.42 0.42 1-S2n 0.25 0.34 0.14 0.36 9.40 1.38 1.72 71.06 0.62 0.62 1-S2n 0.36 0.49 0.29 0.48 7.16 1.64 1.80 71.08 0.64 0.64 1-S2n 0.36 0.50 0.30 0.49 7.14 1.66 3.44 71.31 0.87 0.87 1-S2n 0.51 0.70 0.54 0.63 5.94 1.95 4.30 71.43 0.99 0.99 1-S2n 0.58 0.79 0. 62 0.69 6.27 2.07 5.16 71.57 1.13 1.13 1-S2n 0.64 0.87 0.69 0.74 6.54 2.16 6.02 71.70 1.26 1.26 1-S2n 0.70 0.94 0.74 0.79 6.87 2.25 6.88 71.83 1.39 1.39 1-S2n 0.76 1.01 0.81 0.83 7.07 2.32 7.74 71. 96 1.52 1.52 5-S2n 0.82 1.08 0.87 0.87 7.27 2.39 8.60 72.08 1.64 1.64 5-S2n 0.87 1.13 0.93 0.91 7.49 2.45 AAAAXAAAXXAAAAAA.A AAAXXXXAXXXXAA7iXXAXXtiXXXXXXXXXfl8li MAAA AAAAXAA ... r . . AA El. inlet face invert 70.44 ft El. outlet invert 70.03 ft El. inlet throat invert 70.38 ft El. inlet crest 0.00 ft XXXA3\XA.A.AAXXXA.XXAAA.XAXXXA71XXAXXAXXXXXXX7iXXXXXXXX7.1XX711131X X11711\X7i AAAA7iT+,AA3L7i7iAAAAA ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 100.00 ft INLET ELEVATION 70.44 ft OUTLET STATION 135.33 ft OUTLET ELEVATION 70.03 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0116 CULVERT LENGTH ALONG SLOPE 30.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE-TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 4.17 ft SIDE TAPER (4:1 TO 6:1) (X:1) 4.00 FACE HEIGHT 1.50 ft XXAAXXAA3iXXAXXX7i7iXXAXXXAXXXXAXXXAAX.XTiAAXXAA3iAAA3iAAAAAXAAAXA7iXXAA .1,yA3L3L3�3�3LAA3�7�ti3�t1 _ 3 CURRENT DATE: 12-26-2005 FILE DATE: 12-26-2005 CURRENT TIME: 10:11:27 FILE NAME: SHI-2 . . TAILWATER . ... . . ... ... . . . ... ..... . . . ... ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.010 MANNING'S n ( .01-0. 1) 0.035 CHANNEL INVERT ELEVATION 70.00 ft CULVERT NO.1 OUTLET INVERT ELEVATION 70.03 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 70.00 0.000 0.00 0.00 0.00 0.86 70.39 0.387 0.39 1.38 0.24 1.72 70.51 0.405 0.51 1.64 0.31 1.80 70.52 0.406 0.52 1.66 0.31 3.44 70.66 0.422 0.66 1.95 0.40 4.30 70.72 0.428 0.72 2.07 0.43 5.16 70.77 0.433 0.77 2.16 0.46 6.02 70.82 0.438 0.82 2.25 0.49 "- 6.88 70.86 0.441 0.86 2.32 0.51 7.74 70.90 0.444 0.90 2.39 0.54 8.60 70.94 0.447 0.94 2.45 0.56 A7.131$AAAfI}1i1317.1 AA.J1AXJl Jl7SYiA Il3SXTl3lanAIS 31I\�1{.�;j 7if.$..... j.A ROADWAY OVERTOPPING DATA " " " ' """ ""' '"" """' ""' 71bAAA71AAAAiiuAAAAAA7lA.AA713171A A71AAA717lAAAAA7lA7171AAA1iAiiAAAAAAA3171F1f17l3lAflflA�T�A J�,y�.S p 7�jLj�7� ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 24.00 ft CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION 73.34 ft AAAAAAiitiAAAAA7lAJl71AA.3lAAAA.AAF\AAA7.\AAAiiAAiiA3\AAAAiiAAAA717131AAA71AAA11A713\}S�I�A,j�J�S17�AA_kL�7�}�}� Drawings , N,la0 Al :sualmisli 1[ \ \ N NVId 30VNIVHa OIHOISIH „ ,,„, a � a,,,, ,,,, _, tal+ im m leaf A L J Ol d0 NOISINO>Y1S3Fl O 'i��I�� s a } \ Gfl'd S31V183 HO YF18 'MB Nilli9N1ON7lW7 ofOrtlNNOMI Mi�, I: 1- j- I! 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