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HomeMy WebLinkAbout1.01 General Application Materials_Part21517 Blake avenue, suite 101 Glenwood Springs, CO 81601 970-945-8676  phone 970-945-2555  fax www.hceng.com An Employee-Owned Company December 28, 2021 Garfield County Building & Planning Department 108 8th St. Suite 401 Glenwood Springs, CO 81601 RE: Eagle Ridge Subdivision (Lot 1 Los Amigos PUD) Engineer’s Technical Explanation of the Waiver Requests Waiver of Standards Eagle Ridge Subdivision is within the Los Amigos PUD zoning district for minimum setbacks of the overall Lot 1, minimum lot areas, and lot coverage. Note: Waivers of standards are according to the Access and Roadways design standards in section 7-107 of the Garfield County Land Use Code and Policy 01-14 “Waivers for Roads and Demonstration of Compliance”. Existing Portions of Auburn Ridge Lane Overview: The existing subdivision access road is named Auburn Ridge Lane witch bisects the property to service the subject property as well as Auburn Ridge. The road dead ends at the far east end of Auburn Ridge Lane at the end of the existing parking lot for Lot 2 (Auburn Ridge apartment buildings). This road is within a 60’ wide right-of-way, drainage and utility easement” that runs the length of the portion of Auburn Ridge Lane across the subject property of Lot 1. The easement ends at the boundary of Lot 2. Geometry: The existing road is a 22’ wide paved asphalt road with no gravel shoulder. There are portions of the road that the applicant proposes to leave in the current condition as part of the subdivision improvements. The crossslope of the existing road is between 0-2% crowned and sections where the road is slightly cross-sloped. The maximum slope of the existing road is 9.48%. Maintenance: This road is currently maintained by Lot 2. A maintenance agreement be in place between Lot 1 and 2 to continue the maintenance and snow removal into the future. Traffic Demand: Lot 2 has 48 multifamily units. This would mean approximately 282 average daily trips (ADT) per the ITE Trip Generation Manual for townhouse family housing. The proposed Lot 1 will have 19 multifamily units and 16 single family units for 265 daily trips. This is a reduction from the originally approval 48 multifamily units on Lot 1 which would have generated another 282 daily trips. The total traffic after the buildout of Lot 1 will Civil Engineering Land Surveying be 547 ADT. This road would fit the “minor collector” classification per the Garfield County Land Use Code per the design capacity of 401-2500 ADT. Design Waiver Request #1: The applicant is asking for a variance to allow the salvaged existing portions of Auburn Ridge Lane to remain as constructed. This road was already approved to serve Lots 1 and 2 with a traffic demand that has decreased with the reduction of dwelling units on the proposed Lot 1. These design standard waivers include for right-of-way, maximum slope, lane width, shoulders, design speed, minimum radius, and right-of-way. The road was constructed closers to the “secondary access” road standard which allows an ADT of up to 400. The speed limit will be marked at 20 mph to slow traffic through a high density residential area so the lane widths and minimum radius requirements are not as high as a “minor collector” road. There is not a 6’ gravel shoulder on the existing road so a design waiver is requested. Proposed Replacement Portions of Auburn Ridge Lane Overview: The middle portion of the Auburn Ridge Lane within Lot 1 is proposed to be replaced to improve the drainage, road width, and slopes. This there is a 60’ wide right-of- way, drainage and utility easement” that runs the length of this portion of Auburn Ridge Lane that will be unchanged with the road improvements. Geometry: The proposed road is a 22’ wide paved asphalt road with. The road will set within the 60’ right-of-way easement and to deeded right-of-way will be created in order to maintain the same access scenario for Lot 2 as has been in place since the platting of the 2 lots. The improved section of the road are within slopes of 0-3% with the exception of a proposed cross-pan to slow traffic and improve drainage near the high point of the road. The road will be crowned at 2% except for the transition in and out of the cross-pan. The road will include either a 2’ wide curb and gutter or a 4’ wide shoulder. Maintenance: This road improvement will be maintained by Lot 1 unless an agreement can be negotiated with Lot 2 to share the costs. Traffic Demand: As noted above Auburn Ridge Lane would fit the “minor collector” classification per the Garfield County Land Use Code per the design capacity of 401-2500 ADT at full build-out. Design Waiver Request #2: The applicant is asking to make improvements to the existing Auburn Ridge Road but keep the proposed road replacement similar to the existing road due to site constraints and to keep this middle section of the road similar in style to the old road. This road was already approved to serve Lots 1 and 2 with a traffic demand that has decreased with the reduction of dwelling units on the proposed Lot 1. This waiver applies to speed limit, lane width, shoulder width, and minimum radius. The speed limit will be marked at 20 mph to slow traffic through a high density residential area so the lane widths and minimum radius requirements are not as high as a “minor collector” road. The proposed road centerline minimum radius is 115’ which is suitable for 20 mph signed road. We are proposed 4’ wide gravel shoulders instead of 4’ wide paved shoulders to reduce the transition between the existing and proposed portions of the road. The proposed curb is necessary to direct runoff down to the curb inlets and the proposed detention pond. The cross-pan across the middle of the road provides traffic calming necessary for the proposed design waiver request to the spacing of intersections. These proposed design waiver requests allow for the project to improve portions of an existing road but also keep the same overall character of the existing road on either side of the replacement section. Intersection Separation along Auburn Ridge Lane Overview: The proposed layout of the intersections to Auburn Ridge Lane on Lot 1 does not meet the 200’ minimum recommended in the in section 7-107.F.2. The site design is proposing installing traffic calming in the form of a cross-pan, signage, and the use of a one- way road to reduce the concerns with the proximity of intersections. Geometry: The design has 4 total intersections along the Lot 1 portion of Auburn Ridge Lane. The first intersection is for a 2-way road (South Skyline Drive) at a high point of Auburn Ridge Lane to the west of Auburn Ridge Road. This is the south leg of a loop road accessing the single family housing. This second intersection for Overlook Point Loop is for exit only from Auburn Ridge Lane approximately 70’ north of South Skyline Drive on the east side of Auburn Ridge Road. There will be no traffic entering Auburn Ridge Road from this south leg of Overlook Point Loop. The traffic will only have a right turn movement onto this end of the loop road accessing the multifamily portion of the project. The third intersection is of the 2-way road (North Skyline Drive) to the west of Auburn Ridge Lane. This is the north leg of a loop road accessing the single family housing. This intersection is 123’ from the first 2-way intersection of South Skyline Drive and 53’ north of the 1-way intersection of Overlook Point Loop. The forth access is for the 2-way north portion of Overlook Point Loop to the east of Auburn Ridge Lane. This is the north leg of the loop road accessing the multifamily housing. This intersection is 120’ feet from the North Skyline Drive intersection. Design Waiver Request #3: The applicant is access that the 200’ intersection recommendation be waived. The speed limit reduction and traffic calming feature reduces speed. The portion of Auburn Ridge Lane between the intersections is all 0-3% slope with no sight distance limitations from any of the stop sign locations to the 3 other proposed intersections. The restriction of Overlook Point Loop to 1-way prevents any traffic movement conflicts with the surrounding intersections other than traffic turning left onto the one-way road which will be very limited since almost all the trips will be coming from the south from County Road 114. This leaves approximately 120’ between the other intersections. One Way Road for Portions of Overlook Point Loop Overview: The south portion of the Overlook Point Loop is proposed to be one-way to improve the conflicts with the 4 intersections along Auburn Ridge Lane. Geometry: The south portion of Overlook Point Loop is 22’ wide along the start of the road with attached mountable curb and gutter. This portion serves 10 multifamily units and then pinches down to 18’ wide to connect to the north side of the loop. The north side of Overlook Point Loop is 24’ wide and allows 2-way traffic. There is signage proposed restricting anyone driving clockwise down the 18’ and 22’ wide portions of the loop road. The 22’ road allows room for traffic to back out the angled parking and driveways but also discourages drivers from back out the wrong way from the angled parking and traveling the wrong way east. The 18’ west portion of the loop widens at the horizontal curves to allow a fire truck to negotiate the curves but is signed to restrict wrong way traffic. Design Waiver Request #4: The applicant is requesting the use of a private access loop intersecting Auburn Ridge Road that is partially a one way road and partially a two way road. This layout provides a way to serve the east end of the property without creating a hazard due to the proximity of the intersections. The one way intersection also makes the intersection of the Auburn Ridge Land safer by removing any left turn movements onto Auburn Ridge Lane on the inside of the tightest radius curve on the existing Auburn Ridge Lane layout (115’). This design allows the applicant to serve the full multifamily parcel, provides a loop that can be used by the fire department, and eliminates the conflicts that a full movement fourth intersection would contain. The signage proposed will be critical to the proper functioning of the one way portion of Overlook Point Loop. North and South Skyline Drive Minimum Radius Overview: The proposed layout of the west end of the 2-way loop of North Skyline Drive and South Skyline Drive currently has 2 centerline horizontal curves radii of 36’ which is less than the minimum 80’ typically required for the equivalent of a “secondary access” road. Geometry: The two 36’ radius curves function equivalent to intersections where the inside curve are 24’ at the flowline of the mountable curb and gutter. The outside vehicle tracking of the two curves comes to a point that allows move room if vehicles are passing, along the curve and provides a continuous straight frontage for the lots on the outside. Design Waiver Request #5: In order to bring the inside curve driver to a stop in order to negotiate the 24’ inside curve we are proposing a stop sign for drivers heading west along South Skyline Drive and continuing east along North Skyline Drive (i.e. clockwise). This stop sign will allow for the traffic to clear coming in the counterclockwise direction. The stop also allows the turning movement to occur at lower speeds in order to travel the inside of the curve. The amount of traffic negotiating the outside of the loop will be negligible. The lot owners will typically just travel either the north or south section of Skyline Drive on a daily basis to access their property. The intersections at the end of the loop will typically only be used by emergency vehicles, service vehicles, etc. that are unfamiliar with the property. This is a preferred design over 2 dead end roads. Sincerely, Dan Dennison, P.E. Project Manager HIGH COUNTRY ENGINEERING, INC. SITE BYNO.DATEBYPROJECT NO.OR 534 - 06700 IN METRO DENVERUNDERGROUND MEMBER UTILITIESEXCAVATE FOR THE MARKING OFBEFORE YOU DIG, GRADE, ORCALL 2-BUSINESS DAYS IN ADVANCE1-800-922-1987CENTER OF COLORADOCALL UTILITY NOTIFICATIONREVISIONdrawn by:checked by:date:file:HIGH COUNTRY ENGINEERING, INC.PHONE (970) 945-8676 - FAX (970) 945-2555www.hceng.com1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 816012201007EAGLE RIDGE HOMES LLCGARFIELD COUNTYEAGLE RIDGE SUBDIVISIONFEMA FIRM MAPDRDDRD12/1/21FEMA 1 AFFORDABLE HOUSING PLAN AND AGREEMENT EAGLE RIDGE SUBDIVISION This Affordable Housing Plan and Agreement (“Agreement”) is made and entered into this ___ day of ___________, 2022 by and between EAGLE RIDGE HOMES, LLC, a Colorado limited liability company (“Owner”), the GARFIELD COUNTY HOUSING AUTHORITY (“GCHA”) and the BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY, COLORADO (“BOCC”). RECITALS A. Owner is the owner and developer of Lot 1, Resubdivision of Los Amigos Ranch Filing No. 1, according to the Plat recorded July 23, 1983 as Reception No. 344098 and Amended Plat recorded April 10, 2006 as Reception No. 695830 (“Property”). B. On ______________, the BOCC, by Resolution No. ____________, recorded as Reception No. ________________ of the Garfield County, Colorado records approved a Preliminary Plan for the Property, creating Eagle Ridge Subdivision consisting of a Multi-Family Parcel containing up to nineteen (19) residential townhome lots and a Single-Family Parcel containing up to sixteen (16) single-family lots (“Preliminary Plan Approval”). C. This Agreement is a condition to the approval of the Final Plat for Eagle Ridge Subdivision. D. The Preliminary Plat Approval requires Owner to make available for sale four (4) affordable housing units (“AH Units”). E. Article VIII of the Garfield County Land Use and Development Code, as amended (“Code”) shall govern the AH Units, including, but not limited to, the quantity, size and resale of the units to be constructed by Owner or its successors or assigns in the Eagle Ridge Subdivision. AGREEMENT NOW, THEREFORE, in consideration of the foregoing and other good and valuable consideration, the sufficiency of which is hereby acknowledged, the parties agree as follows: 1. Mix of AH Units. The number and mix of AH Units has been calculated pursuant to Section 8-301 of the Code and are as follows: 3 - 2 Bedroom Townhome Units (968 sf minimum) 1 - 3 Bedroom Single-Family Home (1,400 sf minimum) 2. Location of AH Units. The four (4) AH Units shall be located in the following Blocks set forth on the Final Plat recorded as Reception No. _____________ of the Garfield 2 County, Colorado records: 2 - AH Townhomes - Block 1 1 - AH Townhome – Block 2 1 - AH Single-Family Home – Block 5A 3. Schedule for Construction Completion. Eagle Ridge Subdivision is intended to be constructed in phases. The proposed affordable housing units will be constructed in accordance with the following schedule and the issuance of Building Permits shall be restricted to ensure compliance: (a) Townhomes. Blocks 1 and 2 shall be the first Blocks to be developed in the Multi-Family Parcel. At least one (1) AH Townhome Unit shall be constructed with the first six (6) townhome units constructed and all three (3) AH Townhome Units shall be constructed within the first eleven (11) townhome units constructed. (b) Single-Family Home. The AH Single-Family Home shall be constructed within the first six (6) single-family homes constructed. Certificates of Occupancy for all four (4) AH Units must be obtained prior to Owner obtaining a Building Permit for a seventh single-family home. 4. Categories of AH Units: The AH Units are assigned the following categories pursuant to Section 8-302(A) of the Code: Category #1: 1 - 2 Bedroom Townhome Category #2: 2 - 2 Bedroom Townhomes Category #3: 1 - 3 Bedroom Single-Family Home 5. Deed Restriction: The initial Deed Restriction and Agreement for the AH Units has been recorded as Reception No. _____________ of the Garfield County, Colorado records. 6. Security. Security for the construction of the AH Units shall be Garfield County’s right to withhold the issuance of Building Permits and/or Certificates of Occupancy within the Eagle Ridge Subdivision to ensure compliance with this Agreement. 7. Inclusionary Zoning Guidelines. The inclusionary zoning guidelines set forth in Division 4 of Article VIII of the Code shall apply to the AH Units. 8. Homeowner Association Dues. (a) Townhomes: Homeowners Association dues for the AH Townhome Units shall be a fractional share, the numerator of which shall be the square footage of the AH Unit and the denominator of which shall be the combined square footage of all townhomes constructed and submitted to the Declaration of Covenants, Conditions and Restrictions for Eagle Ridge Townhomes. The resulting fractional 3 interest shall be converted and expressed as a percentage interest rounded to the nearest one-hundredth of a percentage point. (b) Single-Family Home: Homeowners Association dues for the AH Single- Family Home shall be a maximum of 75% of the Homeowners Association dues owed for the market rate single-family homes in the Eagle Ridge Subdivision. 9. Modification or Amendment. This Agreement may be amended, modified or supplemented only by written agreement of the parties hereto. IN WITNESS WHEREOF, the parties have executed this Agreement of the day and year first above written. ATTEST: BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY, COLORADO _________________________ By:_____________________________________ Clerk to the Board _____________________________Chairman GARFIELD COUNTY HOUSING AUTHORITY By:_____________________________________ Authorized Signatory STATE OF COLORADO ) )ss. COUNTY OF GARFIELD ) Subscribed and sworn to before me this ____ day of ___________________, 2022 by __________________, an authorized signatory for the Garfield County Housing Authority, a Colorado quasi-governmental agency. WITNESS my hand and official seal. My commission expires: _______ __________________________________________ Notary Public EAGLE RIDGE HOMES, LLC, a Colorado limited liability company By:___________________________________________ Byron Vinger, Manager 4 STATE OF COLORADO ) )ss. COUNTY OF GARFIELD ) Subscribed and sworn to before me by Byron Vinger, Manager of Eagle Ridge Homes, LLC, a Colorado limited liability company this ___ day of __________________, 2022. WITNESS my hand and official seal. My commission expires: _______ __________________________________________ Notary Public Garfield County Staff has provided the following table of contents to help organize the NTC submittal materials. It is provided as a courtesy to ease review of the application and may not be free from errors. Additional NTC Materials Table of Contents 1) Statement of Authority 2) Response to Resolution 96-34 3) Will-Serve Letter for Wastewater Management 4) Submittal Waiver Request – Traffic Study 5) Site Plan Update 6) Grading and Drainage Report 7) Previous Recordings Philip Berry From: Sent: To: Subject: Philip and Glenn, Goluba & Goluba PC <golubapc@comcast.net> Wednesday, May 18, 2022 10:15 AM Philip Berry; Glenn Hartmann [External] Eagle Ridge Homes Application As we discussed on the phone, I question whether the conditions contained in Resolution 96-34 apply to Lot 1, Los Amigos Ranch Filing No. 1 (the "Multi-Family Parcel") which is the subject of this Application. The Applicant for Resolution 96-34 was Los Amigos Ranch Partnership. At that time the owners of the Multi-Family Parcel were the Pat E Dowdy Revocable Trust and the Patsy J Dowdy Revocable Trust. I do not believe the Application included any changes to the PUD Zoning as it affects the Multi-Family Parcel. The phasing plan in paragraph 21 does not mention the Multi- Family Parcel and the PUD Zone Plan Map attached as Exhibit A to the Resolution specifically labels the Multi-Family Parcel as "Third Party Ownership". Please let me know if the County believes the conditions contained in Resolution 96-34 apply to the Multi-Family Parcel and how so. Neil W. Goluba Goluba & Goluba PC PO Box 931 Glenwood Springs, CO 81602 Telephone: (970) 945-9141 Facsimile: (970) 945-9143 e-mail: golubapc@comcast.net CONFIDENTIALITY NOTICE: The information contained in this e-mail and any attached documents is protected by the ATTORNEY /CLIENT and/or ATTORNEY WORK PRODUCT PRIVILEGES and is intended only for the addressee(s) named above. If you are not the intended recipient, you are hereby advised that any disclosure, copying, distribution or the taking of any action in reliance upon the information contained herein is prohibited. If you have received this e-mail in error, please immediately notify the sender and delete it from your system. 1 BYNO.DATE BYPROJECT NO.OR 534 - 06700 IN METRO DENVER UNDERGROUND MEMBER UTILITIESEXCAVATE FOR THE MARKING OFBEFORE YOU DIG, GRADE, ORCALL 2-BUSINESS DAYS IN ADVANCE 1-800-922-1987 CENTER OF COLORADOCALL UTILITY NOTIFICATIONREVISIONHIGH COUNTRY ENGINEERING, INC. PHONE (970) 945-8676 - FAX (970) 945-2555 www.hceng.com drawn by: checked by: date: file: 1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 816012201007SP-2EAGLE RIDGE HOMES LLC GARFIELD COUNTY, COLORADO EAGLE RIDGE SUBDIVISION GarCo SITE PLAN DRD DRD 03/30/22 SP-2LEGAL DESCRIPTION:1. COMMUNITY WATER SYSTEM IS WITHIN RED CANYON WATER COMPANY2. ZONING DISTRICT IS WITHIN THE EXISTING PLANNED UNIT DEVELOPMENT LABELED AS - MULTIFAMILY PUD3. COMMUNITY SEWER SYSTEM IS WITHIN SPRING VALLEY SANITATION DISTRICT4. THE SITE SHOULD BE INSPECTED BY THE GARFIELD COUNTY VEGETATION MANAGER, BEFORE GRADING BEGINS TO CONFIRM THAT NO NOXIOUS WEEDS HAVE GROWN WHERE THE PREVIOUS DISTURBANCE OCCURRED LAST YEAR. THE COUNTY WEED MANAGER WILL ALSO COME BACK 1 YEAR FOLLOWING THE SEEDING TO CONFIRM THAT THE DRY SEED MIX HAS RESTORED THE ORIGINAL VEGETATION COVER.5. THE DRY SEED MIX PROPOSED FOR THE DISTURBED AREA BEYOND THE PROPOSED GRAVEL AREA SHALL BE SHARPS DRYLAND PASTURE MIX G-130359. MIXTURE VARIETY PURITY% GERM% ORIGIN DAHURIAN WILDRYE, VNS 24.40 99 MT INTERMEDIATE WHEATGRASS, RUSH. 19.56 96 WY ORCHARDGRASS, PROFILE 19.02 92 OR FORAGE PER. RYEGRASS, ORO VERDE. 18.98 90 OR SMOOTH BROME, VNS. 14.60 96 KSLEGAL DESCRIPTION:LOT 1, RESUBDIVISION OF LOS AMIGOS RANCH FILING NO. 1SECTION 5, TOWNSHIP 7 SOUTH, RANCH 88 WEST OF THE 6TH P.M.COUNTY OF GARFIELD, STATE OF COLORADO.LOT 1, RESUBDIVISION OF LOS A0IGOS RANCH FILING NO. 1SECTION 5, TOWNSHIP 7 SOUTH, RANGE 88 WEST OF THE 6TH P.0.COUNTY OF GARFIELD, STATE OF COLORADO.EAGLE RIDGE SUBDIVISION25'10'10'25'LOTBUILDINGENVELOPETYPICAL UNLESSOTHERWISENOTEDVICINITY MAPSCALE 1" = 2000'SITEt J!\J .... 1 vc-rc-1H" A f'.ME C N"lR'fL ~ C PTC ~ ELK SPRINGS, LOS AMIGOS RANCH, FLG6A COMMON AREA ELK SPRINGS, HOMEOWNERS ASSOCIATION INC PARCEL ID NO. 239305409002 Ch'.Al-'HIC: 4C: I ' ) m I ( IN nET inch 40 ft. \ -fOUND No.5 IRON !;'IN wh:25in. RED PLASTIC ' --, CAP ILLEGIBLE ·-" ' j ' CMC ' ,= L ii ~. &I • SET Nc.5 IRON PIN w/2in. ALLOY CAP STAMPED 35ft. WC PLS 23875 rnr, ELK SPRINGS, LOS AMIGOS RANCH, FLG 6A COMMON AREA ELK SPRINGS, HOMEOWNERS ASSOCIATION INC PARCEL ID NO. 239305409002 LOS AMIGOS RANCH FILING 5 COMMON AREA HOME ELK SPRINGS OWNERS ASSOCIATION PARCEL ID NO. 239305407021 LOS AMIGOS RANCH FILING 5 MULTI FAMILY OPEN SPACE COMMON AREA ELK SPRINGS HOMEOWNERS ASSOCATION PARCEL ID NO. 239305407019 ( . ) T[ II LEGEND EXISTING l><J 0 S TCRl•;I IHLET "'Ill ~ ~ ___ CI :C CAL f--' _l)LS A_ :__.~::_: GA.S 'v·li--R E 1-1".mR :rn,rn .. R MT\nR r:-r,n-lF l ,2.s I I i'J E_ECTRI: L=\E -C:LEPH=l•IE Ll\E ,c\/lR LJl•ll ST□RI' _:clE \'(·,TER LI~JE ) I 0 -----791~--------EX<-<.-----EX<-li--------E><_.,.>----caLE---X ----EX-UT----<X-uc-------~·-•sat----EX-<O--------<O<•-n----EX-<>---/ I I --FOUND 2.5in. PIPE // w/3.25in. BLM 1 BRASS CAP /I / / ~> / I I I PROPOSED ws ___ ---'I ICf,JL -'LJLS I P,L @:: LLLCll~IC.-'\L f--'LJLSIAL IE) lLCC IRl'...:/\L @ SDRI/ :TA 'l ----u-s1c;\J (t-,<.:: _;c_s~:r<: ~cu) ·~1[ ----~,::---------,:----•------E ----E ---____ ,, ____ _,,, ___ _ I ,-1-7 I I ,_ l i ' I I L _1_ J j IX. APPENDIX EXHIBITS scale:page:Project No:drawn by:checked by:date:file:HIGH COUNTRY ENGINEERING, INC.1517 BLAKE AVENUE, STE 101,GLENWOOD SPRINGS, CO 81601PHONE (970) 945-8676 FAX (970) 945-2555www.hceng.com122010071" = 2000'J:/sdskproj/PPLAT12/28/21HCEDRDVICINITY MAPSUBDIVISIONEAGLE RIDGEGARFIELD COUNTYEAGLE RIDGE HOMES, LLCSUBDIVISIONDEVELOPMENTLOCATIONEAGLE RIDGE• 4 CMC ~ 16 Soil Map—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/21/2022 Page 1 of 34371330437139043714504371510437157043716304371270437133043713904371450437151043715704371630306810306870306930306990307050307110307170307230307290307350 306810 306870 306930 306990 307050 307110 307170 307230 307290 307350 39° 28' 22'' N 107° 14' 46'' W39° 28' 22'' N107° 14' 22'' W39° 28' 10'' N 107° 14' 46'' W39° 28' 10'' N 107° 14' 22'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,610 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 12, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 25, 2021—Sep 5, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/21/2022 Page 2 of 3 § □ (I D (b 'C1 {j □ .... ~ 181 ,,,....., • +-H ◊ ~ X ~ . .. ~ 0 ~ A. • ~ 0 0 V + .... . . 0 J, %f USDA = Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 34 Empedrado loam, 2 to 6 percent slopes 8.1 23.7% 44 Forelle-Brownsto complex, 12 to 25 percent slopes 3.7 10.8% 94 Showalter-Morval complex, 5 to 15 percent slopes 16.0 46.8% 106 Tridell-Brownsto stony sandy loams, 12 to 50 percent slopes, extremely stony 6.4 18.8% Totals for Area of Interest 34.1 100.0% Soil Map—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/21/2022 Page 3 of 3USDA = OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEXXXXXXXXXXXXXXXXXXXOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEBYNO.DATE BYPROJECT NO.OR 534 - 06700 IN METRO DENVER UNDERGROUND MEMBER UTILITIESEXCAVATE FOR THE MARKING OFBEFORE YOU DIG, GRADE, ORCALL 2-BUSINESS DAYS IN ADVANCE 1-800-922-1987 CENTER OF COLORADOCALL UTILITY NOTIFICATIONREVISIONHIGH COUNTRY ENGINEERING, INC. PHONE (970) 945-8676 - FAX (970) 945-2555 www.hceng.com drawn by: checked by: date: file: 1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 8160122010073PATCH-VINGER CONSTRUCTION, INC. GARFIELD COUNTY, COLORADO EAGLE RIDGE SUBDIVISION EXISTING DRAINAGE BASIN MAP DRD DRD 7/21/22 EX-BASINGRAPHIC SCALE "' 0 ~ ~ ~ 1~ 1~ 1_1-1 __ __JI ( IN FEET ) 1 inch = 40 ft. LEGEND -■■-■■-■■-■■-.... 0.00 ACRES CN: OO QlOO: 0.00 CFS EXISTING BOUNDARY EXISTING CONTOUR DRAINAGE BASIN BOUNDARY DRAINAGE FLOW ARROW BASIN DEUNEATION ACRES=BASIN SIZE XX-X= BASIN NAME CN= CURVE NUMBER Q100= 100 YEAR RUNOFF (CFS) Q25= 25 YEAR RUNOFF ( CFS) OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEXXXXXXXXXXXXXXGGGGGXXXXXSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSU T UTUTUTUTUTUTUTUTUTUTUTUTUTUTUTU T U T U T U T UTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUTUT UT UTUTUTUTUTUTUTUTUTUTUTUTUTUT UT UT UT UTUTUTUTUTUTUTUTUTUT UT UT UT UT UTUTUTUTUTUTUTUTUTUT UTUTUTUTUTUTUTUTUTUTUTUT UTUTUTUTUT UT UT U T UT OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEGGGGGGGGGGGGGGGGGGGGGGUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEU E U E UEUEUEUEUEUEUEUEUE UE UEUEUEUEEEWWWWUTW WWWWWSSEEEESSWSOHYDGGGGGGGGGGGGGGGGG G G UTWWWWWWWWWWWWWW W W W W WWWWUE UE UEUE UE UE EUT UTUTUTUTUTUTUTUTUTUTUTUTUTUEUEUEUEUEUEUEUEUEUEUEEUTUTUTUTUTUTUTUTUEUTUTUTEUEUEUEWWWWWWWW WWWWWWWWWWWWWWWWWWWWBOV BOVBOV BYNO.DATE BYPROJECT NO.OR 534 - 06700 IN METRO DENVER UNDERGROUND MEMBER UTILITIESEXCAVATE FOR THE MARKING OFBEFORE YOU DIG, GRADE, ORCALL 2-BUSINESS DAYS IN ADVANCE 1-800-922-1987 CENTER OF COLORADOCALL UTILITY NOTIFICATIONREVISIONHIGH COUNTRY ENGINEERING, INC. PHONE (970) 945-8676 - FAX (970) 945-2555 www.hceng.com drawn by: checked by: date: file: 1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 8160122010074EAGLE RIDGE HOMES, LLC GARFIELD COUNTY, COLORADO EAGLE RIDGE SUBDIVISION PROPOSED DRAINAGE BASIN MAP DRD DRD 7/21/22 PR-BASINGRAPHIC SCALE .. 0 20 40 BO I c-----I I I ( IN FEET ) 1 Inch = 40 ft. LEGEND , .. I -■■-■■-■■-■■-.... 0.00 ACRES EXISTING BOUNDARY EXISTING CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR DRAINAGE BASIN BOUNDARY DRAINAGE FLOW ARROW BASIN DELINEATION ACRES=BASIN SIZE XX-X= BASIN NAME CN= CURVE NUMBER QiOO= 1OD YEAR RUNOFF (CFS) QZS= 25 YEAR RUNOFF (CFS) BYNO.DATE BYPROJECT NO.OR 534 - 06700 IN METRO DENVER UNDERGROUND MEMBER UTILITIESEXCAVATE FOR THE MARKING OFBEFORE YOU DIG, GRADE, ORCALL 2-BUSINESS DAYS IN ADVANCE 1-800-922-1987 CENTER OF COLORADOCALL UTILITY NOTIFICATIONREVISIONdrawn by: checked by: date: file: HIGH COUNTRY ENGINEERING, INC. PHONE (970) 945-8676 - FAX (970) 945-2555 www.hceng.com 1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 816012201007FEMAEAGLE RIDGE HOMES LLC GARFIELD COUNTY EAGLE RIDGE SUBDIVISION FEMA FIRM MAP DRD DRD 12/1/21 FEMA I. / .;;>. [ill] ~ ZONE DEVELOPMENT AREA C IS DESIGNATED AS LOCATED AN AREA WITHIN ZONE ON MINIMAL ZONI C. FLOODING. 1000 APPROXIMATE SCALE I FEET 0 1000 F:3 E3 F3 NATIONAL FLOOD INSURAIICE PROGRAM FLOOD INSURANCE RATE MAP GARFIELD COUNTY, COLORADO ( I CORPOR T D AREAS) (SEE MAP INDEX FOR PANELS NOT PAINTEOI COMMUNITY-PANEL NUMBER 080205 1470 B MAP REVISED: JANUARY 3, 1986 Federal Emergency M3nagement l\gency KEY TO MAP 500-Year Flood Boundary----100-Year Flood Boundary-Zone Designations 100-Year Flood Boundary--500-Year Flood Boundary----Ba e Flood Elevation Line With Elevation In Feet** Base Flood Elevation in Feet Where Uniform Within Zone * Elevation Reference Mark Zone D Boundary·-------River Mile ZONE B (EL 987) RM7x •M1.5 *Referenced to the National Geodetic Vertical Datum of 1929 EXPLANATION OF ZONE DESIGNATIONS ZONE A EXPLANATION Areas of 100-year flood; base flood elevations and flood hazard factors not determined. AO Special Flood Hazard Areas inundated by types of 100-year shallow flooding where depths are between 1.0 and 3.0 feet; depths are shown, or areas of 100-year alluvial fan flooding, depths and velocities hown, but no flood hazard factors arc determined. AH Areas of 100-year shallow flooding where depths are between one (1) and three (3) feet; ba e flood elevations arc shown, bu L no flood hazard factor are determined. A 1-A30 Areas of 100-year flood; base flood elevation and flood hazard factors determined. A99 Areas of 100-year flood to be protected by flood protection system under construction; base flood elevations and flood hazard factors nol determined. B Areas between limics of the 100-year flood and 500-year flood; or certain areas subject to 100-year flood-ing with average depths less than one ( 1) foot or where the contributing drainage area is less thai1 one square mile; or areas protected by levees from the base flood. (Medium shading) C Areas of minimal flooding. ( o shading) D Areas of undetermined, but possible, flood hazards. V Areas of 100-year coastal flood with velocity { wave action); base flood elevations and flood hazard factors not determined. V1-V30 Areas of 100-year coastal flood with velocity { wave action); base flood elevations and flood hazard factors determined. NOTES TO USER Certain areas not in the special flood hazard areas (zones A and V) may be protected by flood control structures. This map is for flood insurance purposes only; it does not neces-sarily ~how all areas subject to flooding in the community or all planimetric features outside special flood hazard areas. For ad1oining map panels, see separately printed Index To Map Panels. I[ CALCULATIONS Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff cmve nmnbers for UTban areas 1/ -----------Cover description ---------- Cmve numbers for ---hydrologic soil group --- Cover type and hydrologic condition Average percent impervious area Y Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.) !Y: Poor condition (grass cover< 50%) .......................................... Fair condition (grass cover 50% to 75%) .................................. Good condition (grass cover> 75%) ......................................... Impervious areas: Paved parking lots, roofs, driveways, etc. ( excluding light-of-way) ............................................................. Streets and roads: Pavedj cm·bs and stonn sewers ( excluding light-of-way) ................................................................................ Paved; open ditches (including 1ight-of-way) .......................... Gravel (including light-of-way) ................................................. Dirt (including right-of-way) ...................................................... Weste1n desert uTban areas: Natural dese1t landscaping (pervious ru·eas only) .;t •.................... Artificial desert landscaping (impervious weed ban'ier, desert shrub with I -to 2-inch sand or gravel mulch and basin borders) ...................................................................... Urban districts: Conunercial and business .......................... , ...................................... lndustlial ............................................................................................. Residential districts by average lot size: 1/8 acre or less (toWll houses) .......................................................... 1/4 acre ................................................................................................ 1/3 acre ................................................................................................ 1/2 acre ................................................................................................ 1 acre ................................................................................................... 2 acres .................................................................................................. Developing urban areas Newly graded areas (pervious areas only, no vegetation) fil _________ _ Idle lands (CN's are determined using cover types sin1ilar to those in table 2-2c). 1 Average runoff condition1 and Ia= 0.2S. 85 72 65 38 30 25 20 12 A B C D 68 79 86 89 49 69 79 84 39 61 74 80 - 98 98 98 98 98 98 98 98 83 89 92 93 76 85 89 91 72 82 87 89 63 77 85 88 96 96 96 96 89 92 94 95 81 88 91 93 77 85 90 92 61 75 83 87 57 72 81 86 54 70 80 85 51 68 79 84 46 65 77 82 77 86 91 94 2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impetvious areas ru·e directly connected to the drainage system, impervious areas have a CN of 98, and pervious ru·eas are considered equivalent to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown ru·e equivalent to those of pasture, Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious ru·ea percentage (CN = 98) and tl1e pervious area CN. The pe1vious area CN's ru·e assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures dming grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impe1vious area percentage) and the CN's for the newly graded pe1vious ru·eas. (210-VI-TR-55, Second Ed., June 1986) 2-5 Chapter 2 Estimating Runoff Table 2·2c Runoff curve numbers for othe1· ag1icultural lands l/ Cover type Cover description ----------- Hydro!ogic condition Pasture, grassland, or range-continuous forage for grazing. '1/ Meadow--continuous grass, protected from grazing and generally mowed for hay. Brush-brush-weed-grass mixture with b111sh the major element. at Woods-grass combination ( orchard or tJ:ee farm). Iii Woods.& Fannsteads-buildings, lanes, driveways, and su1Torn1ding lots, 1 Average rnnoff condition, and Ia= 0.2S. 2 Po01:· <50%) ground cover or heavily grazed with no mulch. Fafr: 50 to 76% ground cover and not heavily grazed. Good: > 75% ground cover and lightly or only occasionally grazed. 3 Po01: <50% ground cover. Fail:· 50 to 75% ground cover. Good: > 75% ground cover. Poor Fair Good Poor Fair Good Poor Fair Good Poor Fair Good -t Actual curve number is less than 30; use CN = 30 for nmoff computations. Teclmical Release 66 Urban Hydrology for Small Watersheds Cwve numbers for hydrologic soil group A B C D 68 79 86 89 49 ..GI/, ~? 79 84 39 61 74 80 30 58 71 78 48 67 77 83 35 56 70 77 30Y 48 65 73 57 73 82 86 43 65 76 82 32 58 72 79 45 66 77 83 36 60 73 79 30,! 55 70 77 59 74 82 86 5 CN's shown were computed for areas with 60% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN's for woods and pasture. 6 PooT: Forest litter, small trees, and brush are destroyed by heavy grazing or regulai· burning. Fail:· Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil. .,.,c<,4, ')">•"'~ ~ t)Vf>-~ -, I (210-VI-TR-55, Second Ed., June 1986) 2-7 HEC-HMS Technical Reference Manual -Cl\J Tables Woods.6 Farmsteads - buildings, lanes, driveways, and surrounding lots. Poor Fair Good 1 Average runoff condition, and la= 0.2S. 45 36 304 59 2 Poor: <50% ground cover or heavily grazed with no mulch. Fair: 50 to 75% ground cover and not heavily grazed. Good:> 75% ground cover and lightly or only occasionally grazed. 3 Poor: <SO% ground cover. Fair: 50 to 75% ground cover. Good:> 75% ground cover. 6 6 6 0 5 5 7 4 4 Actual curve number is less than 30; use CN=30 for runoff computations. 7 7 7 3 7 0 8 2 8 3 7 9 7 7 8 6 5 CN 1s shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately coverthe soil. SCS TR-55 Table 2-2d -Runoff curve numbers for arid and semiarid rangelands 1 Cover description Curve numbers for hydro\ogic soil group Cover type Hydrologic condition 2 A3 B C Herbaceous -mixture of grass, weeds, and Poor 80 87 \ow-growing brush, with brush the minor element. Fair 71 81 Good 62 74 D 93 89 85 HEC-HMS Technical Reference M,rnual -OJ Tables Oak-aspen -mountain brush mixture of Poor 66 74 79 oak brush, aspen, mountain mahogany, bitter brush, Fair 48 57 63 maple, and other brush Good 30 41 48 Pinyon-juniper-pinyon,juniper, or both; Poor 75 85 89 grass understory. Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47 55 Desert shrub -major plants include Poor 63 77 85 88 saltbrush, greasewood, creosotebush, blackbrush, Fair 55 72 81 86 bursage, palo verde, mesquite, and cactus. Good 49 68 79 84 1 Average runoff condition, and 13 = 0.2S. 2 Poor: <30% ground cover (litter, grass, and brush overstory}. Fair: 30 to 70% ground cover. Good: >70% ground cover. 3 Curve numbers for group A have been developed only for desert shrub. APPENDIX B Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 OS-EX-1 Hydrograph type = scs Peak discharge (cfs) = 0.032 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.140 Curve number (CN) = 67 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 90 (cuft); 0.002 (acft) Runoff Hydrograph Q (els) 25-yr frequency Q (els) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 ......,_....,, __ .i..,_...., __ .__ _ _,_ ______ ..... _....,, __ .i..,_...., __ .___J_L _ ___I_ 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 Time (hrs) -Runoff Hyd -Qp = 0.03 (els) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 OS-EX-1 Hydrograph type = SGS Peak discharge (cfs) = 0.095 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.140 Curve number (CN) = 67 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 190 (cuft); 0.004 (acft) Runoff Hydrograph Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0.0 1.0 2.0 3.0 4.0 -Runoff Hyd -Qp = 0.10 (cfs) 5.0 100-yr frequency 6.0 7.0 8.0 I\ 9.0 10.0 11.0 12.0 13.0 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-1 Hydrograph type = scs Peak discharge (cfs) = 0.124 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.190 Curve number (CN) = 74 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume = 258 (cuft); 0.006 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 1.0 2.0 3.0 4.0 -Runoff Hyd -Op= 0.12 (cfs) 5.0 25-yr frequency 6.0 7.0 8.0 ...._ 9.0 10.0 11.0 12.0 13.0 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-1 Hydrograph type = SGS Peak discharge ( cfs) = 0.238 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.190 Curve number (CN) = 74 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 459 (cuft); 0.011 (acft) Runoff Hydrograph Q (els) 0.50 0.45 0.40 0.35 0.30 0,25 0.20 0.15 0,10 0.05 100-yr frequency Q (els) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 J 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13,0 14.0 Time (hrs) -Runoff Hyd -Qp = 0.24 (els) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 EX-2 Hydrograph type = scs Peak discharge (cfs) = 0.237 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.938 Curve number (CN) = 68 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 742 (cuft); 0.017 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Qp = 0.24 (cfs) 25-yr frequency 8.0 10.0 ' \....._ 12.0 14.0 16.0 18.0 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 20.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-2 Hydrograph type = scs Peak discharge ( cfs) = 0.647 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.940 Curve number (CN) = 68 Basin Slope (%) = See Worksheet Hydraulic length (ft} = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume = 1,521 (cuft); 0.035 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 100-yr frequency \..._ 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Time (hrs) -Runoff Hyd -Op= 0.65 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-3 Hydrograph type = scs Peak discharge (cfs) = 0.423 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.943 Curve number (CN) = 71 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 979 (cuft); 0.022 (acft) Runoff Hydrograph Q (els) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Qp = 0.42 (els) 25-yr frequency 8.0 10.0 \ '-- 12.0 14.0 16.0 18.0 Q (els) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 20.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-3 Hydrograph type = scs Peak discharge (cfs) = 0.924 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.940 Curve number (CN) = 71 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume = 1,849 (cuft); 0.042 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0,30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 100-yr frequency \ '-- 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Time (hrs) -Runoff Hyd -Qp = 0.92 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-4 Hydrograph type = scs Peak discharge (cfs) = 0.728 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 2.010 Curve number (CN) = 70 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,954 (cuft); 0.045 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 25-yr frequency \ ' 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Time (hrs) -Runoff Hyd - Qp = 0.73 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-5 Hydrograph type = scs Peak discharge (cfs) = 0.295 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 1.450 Curve number (CN) = 67 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method ·= TR55 Time of cone. (min) = 5 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume = 1,027 (cuft); 0.024 (acft) Runoff Hydrograph Q (cfs) 0.50 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 25-yr frequency \ ' Q (cfs) 0.50 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 0.30 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-5 Hydrograph type = SGS Peak discharge (cfs) = 0.892 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 1.450 Curve number (CN) = 67 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 2,164 (cuft); 0.050 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 1 00-yr frequency \ ' Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 0.89 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 EX-6 Hydrograph type = scs Peak discharge (cfs) = 0.453 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 1.790 Curve number (CN) = 68 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,416 (cuft); 0.033 (acft) Runoff Hydrograph Q (els) 0.50 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 25-yr frequency ( ' - Q (els) 0.50 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 0.45 (els) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 EX-6 Hydrograph type = SGS Peak discharge (cfs) = 1.230 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 1.787 Curve number (CN) = 68 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 2,892 (cuft); 0.066 (acft) Runoff Hydrograph Q (els) 2.00 1.00 0.00 100-yr frequency "-- . .. Q (els) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.23 (els) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 PR-2 Hydrograph type = scs Peak discharge (cfs) = 0.213 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.630 Curve number (CN) = 69 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 504 (cuff); 0.012 (acft) Runoff Hydrograph Q (els) 0.50 0.45 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 -Runoff Hyd -Op= 0.21 (els) 25-yr frequency 6.0 8.0 '- 10.0 12.0 14.0 Q (els) 0.50 0.45 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 16.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. PR-2 Hydrograph type Storm frequency (yrs) Drainage area (ac) Basin Slope (%) Tc method Total precip. (in) Storm duration (hrs) = scs = 100 = 0.631 = See Worksheet = TR55 = 2.60 = 24 Peak discharge (cfs) Time interval (min) Curve number (CN) Hydraulic length (ft) Time of cone. (min) Storm Distribution Shape factor Monday, Jul 25 2022 = 0.530 = 1 = 69 = See Worksheet = 2 = Type II = 484 Hydrograph Volume= 1,004 (cuft); 0.023 (acft) Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Op= 0.53 (els) Runoff Hydrograph 100-yr frequency \.__ 8.0 10.0 12.0 14.0 16.0 18.0 Q (els) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 20.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 PR-3 Hydrograph type = SGS Peak discharge (cfs) = 0.343 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.380 Curve number (CN) = 77 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 615 (cuft); 0.014 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 -Runoff Hyd -Op= 0.34 (cfs) 6.0 25-yr frequency '\..._ 8.0 10.0 12.0 14.0 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 16.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-3 Hydrograph type = scs Peak discharge (cfs) = 0.596 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.380 Curve number (CN) = 77 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,039 (cuft); 0.024 (acft) Runoff Hydrograph Q (cfs) 100-yr frequency Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) -Runoff Hyd -Qp = 0.60 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-4 Hydrograph type = scs Peak discharge (cfs) = 1.146 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.870 Curve number (CN) = 82 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 2,153 (cuft); 0.049 (acft) Runoff Hydrograph Q (cfs) 2.00 1.00 0.00 . . 25-yr frequency . '\._ Q (cfs) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.15 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-4 Hydrograph type = scs Peak discharge (cfs) = 1.806 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.870 Curve number (CN) = 82 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 3,386 (cuft); 0.078 (acft) Runoff Hydrograph Q (els) 2.00 1.00 0.00 . 100-yr frequency . __,I . . .. . Q (els) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.81 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-5 Hydrograph type = scs Peak discharge (cfs) = 0.460 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.370 Curve number (CN) = 81 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 3 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 801 (cuft); 0.018 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0,20 0.15 0,10 0.05 0.00 0.0 2.0 4.0 -Runoff Hyd -Qp = 0.46 (els) 25-yr frequency 6,0 8.0 '\ \.....__ , 10.0 12.0 14.0 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0,00 16.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-5 Hydrograph type = scs Peak discharge (cfs) = 0.734 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.370 Curve number (CN) = 81 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 3 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,277 (cuft); 0.029 (acft) Q (els) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Qp = 0.73 (els) Runoff Hydrograph 100-yr frequency _J 8.0 10.0 12.0 14.0 16.0 18.0 Q (els) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 20.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, lnc. Monday, Jul 25 2022 PR-6 Hydrograph type = scs Peak discharge (cfs) = 2.788 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 1.846 Curve number (CN) = 84 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 5,223 (cuft); 0.120 (acft) Runoff Hydrograph Q (cfs) 3,00 2.00 1.00 0.00 - 25-yr frequency - --- , ------ Q (cfs) 3.00 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 2.79 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. PR-6 Hydrograph type Storm frequency (yrs) Drainage area (ac) Basin Slope (%) Tc method Total precip. (in) Storm duration (hrs) = scs = 100 = 1.850 = See Worksheet = TR55 = 2.60 = 24 Monday, Jul 25 2022 Peak discharge (cfs) = 4.261 Time interval (min) = 1 Curve number (CN) = 84 Hydraulic length (ft) = See Worksheet Time of cone. (min) = 4 Storm Distribution = Type II Shape factor = 484 Hydrograph Volume= 8,019 (cult); 0.184 (acft) Runoff Hydrograph Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 . . 100-yr frequency . . . I ... _,,, ' I , . . I . .. .. Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 4.26 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-7 Hydrograph type = scs Peak discharge (cfs) = 1.005 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 1.120 Curve number (CN) = 79 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 7 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 2,188 (cuft); 0.050 (acft) Runoff Hydrograph Q (cfs) 2.00 1.00 0.00 . 25-yr frequency . Q (cfs) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Op= 1.00 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-7 Hydrograph type = scs Peak discharge (cfs) = 1.692 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 1.120 Curve number (CN) = 79 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 7 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 3,588 (cuft); 0.082 (acft) Runoff Hydrograph Q (els) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 100-yr frequency . .,; Q (cfs) 2.00 1.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.69 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-8 Hydrograph type = scs Peak discharge (cfs) = 0.321 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 0.523 Curve number (CN) = 74 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 731 (cuft); 0.017 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Qp = 0.32 (cfs) 25-yr frequency • '---- 8.0 10.0 12.0 14.0 16.0 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 18.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-8 Hydrograph type = scs Peak discharge (cfs) = 0.621 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.520 Curve number (CN) = 74 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 5 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,295 (cuft); 0.030 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 -Runoff Hyd -Qp = 0.62 (cfs) 8.0 100-yr frequency \..._ 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 22.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. PR-9 Hydrograph type Storm frequency (yrs) Drainage area (ac) Basin Slope(%) Tc method Total precip. (in) Storm duration (hrs) = scs = 25 = 0.380 = See Worksheet = TR55 = 2.05 = 24 Monday, Jul 25 2022 Peak discharge (cfs) = 0.398 Time interval (min) = 1 Curve number (CN) = 79 Hydraulic length (ft) = See Worksheet Time of cone. (min) = 4 Storm Distribution = Type II Shape factor = 484 Hydrograph Volume= 761 (cuft); 0.017 (acft) Runoff Hydrograph Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0.0 2.0 4.0 -Runoff Hyd -Op= 0.40 (cfs) 25-yr frequency 6.0 8.0 \, "- 10.0 12.0 14.0 Q (cfs) 0.50 0.45 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 16.0 Time (hrs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 PR-9 Hydrograph type = scs Peak discharge (cfs) = 0.662 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.378 Curve number (CN) = 79 Basin Slope (%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 4 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,242 (cuff); 0.029 (acft) Runoff Hydrograph Q (els) 100-yr frequency Q (els) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) -Runoff Hyd -Qp = 0.66 (els) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc, Monday, Jul 25 2022 PR-10 Hydrograph type = scs Peak discharge (cfs) = 0.838 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 1.017 Curve number (CN) = 76 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 1,522 (cuft); 0.035 (acft) Runoff Hydrograph Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 2.0 4.0 6.0 25-yr frequency \.... 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.30 0.20 0.10 0.00 Time (hrs) -Runoff Hyd -Qp = 0.84 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 PR-10 Hydrograph type = scs Peak discharge (cfs) = 1.499 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 1.020 Curve number (CN) = 76 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 2 Total precip. (in) = 2.60 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 2,624 (cuft); 0.060 (acft) Runoff Hydrograph Q (cfs) 100-yr frequency Q (cfs) 2.00 ~------------------------------~ 2.00 1.00 -l----l.--.J--......J... __ ,___--'-_---"'----l----l.---'--......J...--l-----'-----1-1.00 o.oo L_L_L_L_L_LLL::::!::::::::!=d=,,,,,J.=,,,,,,i,,,,,,,,,..J..._-1 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.50 (cfs) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CURB AND GUTTER BASIN 6 Gutter Cross SI, Sx (ft/ft) Cross SI, Sw (ft/ft) Gutter Width (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) 2.00 1.75 1.50 1.25 ,. = 0.020 = 0.125 = 1.00 = 1.00 = 2.00 = 0.012 Known Q = 4.26 . --=. l,...---- I .....-- 1.00 0.75 0 2 4 6 8 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Ye (ft) Spread Width (ft) EGL (ft) Section ' . . .....------.....--l.,....---"" L---- 10 12 14 16 18 20 Reach (ft) Monday, Jul 25 2022 = 0.29 = 4.260 = 0.93 = 4.60 = 9.65 = 0.39 = 9.35 = 0.62 .. 22 24 Depth (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 25 2022 DETENTION POND Hydrograph type = scs Peak discharge (cfs) = 6.072 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 4.480 Curve number (CN) = 83 Basin Slope(%) = See Worksheet Hydraulic length (ft) = See Worksheet Tc method = TR55 Time of cone. (min) = 6 Total precip. (in) = 2.05 Storm Distribution = Type II Storm duration (hrs) = 24 Shape factor = 484 Hydrograph Volume= 12,234 (cuft); 0.281 (acft) Runoff Hydrograph Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 25-yr frequency . I ~ , . Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 -Runoff Hyd -Qp = 6.07 (cfs) * Estimated -Outflow Hyd * Time (hrs) i-lTIIl]I Req. Ster= 5,513 (cult)* -ORIFICE Type 1124-hr 25-YR Rainfal/=2.05" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 7/25/2022 HydroCAD® 10.20-2c Sampler sin S11218 © 2021 HydroCAD Software Solutions LLC This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support.training materials, and additional features which are essential for actual design work. Summary for Pond 1P: (new Pond) [92] Warning: Device #3 is above defined storage Inflow Area = 4.480 ac, 0.00% Impervious, Inflow Depth> 0.71" for 25-YR event Inflow = 6.07 cfs@ 11.98 hrs, Volume= 0.265 af Outflow = 0.70 cf9 @ 12.42 hrs, Volume= 0.261 af, Atten= 88%, Lag= 26.4 min Primary = 0. 70 cfs @ 12.42 hrs, Volume= 0.261 af Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.93'@ 12.42 hrs Surf.Area= 2,609 sf Storage= 4,773 cf Plug-Flow detention time= 72.3 min calculated for 0.261 af (99% of inflow) Center-of-Mass det. time= 67.2 min ( 868. 7 -801.5 ) Volume Invert Avail.Storage Storage Description #1 100.00' 6,372 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 100.00 103.50 Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Device #1 #2 #3 Routing Primary Device 1 Device 1 650 2,991 0 6,372 0 6,372 Invert Outlet Devices 100.00' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 100.00' / 99.60' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 100.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 103.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.70 cfs@ 12.42 hrs HW=102.93' (Free Discharge) -t._t=Culvert (Passes 0.70 cfs of 5.89 cfs potential flow) c2=Orifice/Grate (Orifice Controls 0. 70 cfs@ 8.00 fps) 3=Orifice/Grate ( Controls 0.00 cfs) EAGLE RIDGE Type II 24-hr .100-YR Rainfal/=2.60" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 7/25/2022 HydroCAD® 10.20-2c Sampler s/n S11218 © 2021 HydroCAD Software Solutions LLC This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support.training materials, and additional features which are essential for actual design work. Inflow Area = Inflow = Outflow = Primary = Secondary= 4.480 ac, 9.23 cfs@ 5.05 cfs@ 5.05 cfs@ 0.00 cfs@ Summary for Pond 1 P: (new Pond) 0.00% Impervious, Inflow Depth> 1.09" for 100-YR event 11.97 hrs, Volume= 0.409 af 12.07 hrs, Volume= 0.404 af, Atten= 45%, Lag= 5.9 min 12.07 hrs, Volume= 0.404 af 5.00 hrs, Volume= 0.000 af Routing by Ster-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 103.43'@ 12.07 hrs Surf.Area= 2,945 sf Storage= 6,168 cf Plug-Flow detention time= 62.2 min calculated for 0.403 af (99% of inflow) Center-of-Mass de!. time= 57.8 min ( 850.2 -792.4) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 100.00' Surf.Area (sq-ft) 7,961 cf Custom Stage Data (Prismatic) Listed below (Recalc) Inc.Store ( cubic-feet) Cum.Store (cubic-feet) 100.00 103.50 104.00 Device #1 #2 #3 #4 Routing Primary Device 1 Device 1 Secondary 650 2,991 3,365 0 6,372 1,589 0 6,372 7,961 Invert Outlet Devices 100.00' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 100.00' / 99.60' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 100.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 102.93' 14.9" Horiz. Orifice/Grate C= 0.600 in 14.9" Grate (100% open area) Limited to weir flow at low heads 103.50' 1.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary Outflow Max=4.75 cfs@ 12.07 hrs HW=103.40' (Free Discharge) L1=Culvert (Passes 4. 75 cfs of 6.44 cfs potential flow) t2=0rifice/Grate (Orifice Controls0.76 tfs@ 8.66 fps) 3=0rifice/Grate (Orifice Controls 3.99 cfs@ 3.30 fps) i:,condary Outflow Max=0.00 cfs@ 5.00 hrs HW=100.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Hydrology Report Hydraflow Express Extension for Autodesk® Civil 30® by Autodesk, Inc. Monday, Jul 25 2022 Drywell Hydrograph type Storm frequency (yrs) Drainage area (ac) Basin Slope (%) Tc method Total precip. (in) Storm duration (hrs) Q (cfs) 2.00 1.00 0.00 = scs = 25 = 1.210 = n/a = User = 2.05 = 24 Peak discharge (cfs) = 1.086 Time interval (min) = 1 Curve number (CN) = 79 Hydraulic length (ft) = n/a Time of cone. (min) = 8 Storm Distribution = Type II Shape factor = 484 Hydrograph Volume= 2,364 (cuft); 0.054 (acft) Runoff Hydrograph 25-yr frequency \._ . Q (cfs) 2.00 1.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 Time (hrs) -Runoff Hyd -Qp = 1.09 (cfs) -Outflow Hyd * ,LLLLLTI Req. Stor = 640 (cuft) * * Estimated EAGLE RIDGE SUBDMSION DRYWELL DRAINAGE CALCULATION Julv 25, 2022 HCE# 2201007 J:/sdskproj/220/1 007 /excel/O1ywell.xls Drywell Calculations Calculation of DOOYell and Gravel Variables Volume to Width of Depth of gravel Dia of Percent Detain (cf) Gravel (ft) Below M.H. (ft) M.H. Voids(%) 640 4 1 5 30 Area of M.H. (sqft) 19.6 Area of Gravel (sqft) 113.1 Depth Volume of Vol of Gravel Vol of Drywell Vol of Drywell Vol of Total Volume Varied Gravel Voids Conic Section Cy!. Section Drywell Volume Met /fl\ /cO /cO lcO /cO /cO /cO 3 339.3 101.8 45.6 0.0 45.6 147.3 no 4 452.4 135.7 45.6 19.6 65.2 200.9 no 5 565.5 169.6 45.6 39.3 84.8 254.5 no 6 678.6 203.6 45.6 58.9 104.5 308.0 no 7 791.7 237.5 45.6 78.5 124.1 361.6 no 8 904.8 271.4 45.6 98.2 143.7 415.2 no 9 1017.9 305.4 45.6 117.8 163.4 468.7 no 10 1131.0 339.3 45.6 137.4 183.0 522.3 no 11 1244.1 373.2 45.6 157.1 202.6 575.9 no 12 1357.2 407.2 45.6 176.7 222.3 629.4 no 13 1470.3 441.1 45.6 196.3 241.9 683.0 Meets Min. 14 1583.4 475.0 45.6 216.0 261.5 736.5 Meets Min. DRYWELL SHALL BE A MINUMUM 13' DEEP. 1517Blake Avenue, Suite IOI Glenwood Springs, CO 81601 Tele: (970) 945-8676 -Fax (970) 945-2555