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Home My WebLink About20021653.tiff PLANNED UNIT DEVELOPMENT CHANGE OF ZONE APPLICATION PLANNING DEPARTMENT USE ONLY: Case Number Application Fee: Zoning District Receipt Number Date Application Checked By: Planner Assigned to Case: TO BE COMPLETED BY THE APPLICANT: (Print or type only except for required signatures). I(we), the undersigned,hereby request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the proposed PUD rezoning of the following described unincorporated area of Weld County. — LEGAL DESCRIPTION: See attached (If additional space is required, attach an additional sheet of this same size or a copy of the deed) PARCEL NUMBER: See Attached (12 digit number-found on TAX I.D. or obtained at the Assessor's Office) NAME OF PROPOSED PUD SUBDIVISION RiverDance EXISTING ZONING AG PROPOSED ZONING PUD TOTAL ACREAGE 48 8. 51 6 OVERLAY DISTRICTS MUD PROPOSED DEVELOPMENT GUIDE SUBMITTAL (Specific or Conceptual) Specific PROPERTY OWNERS OF AREA PROPOSED FOR PUD REZONING: NAME Robert L. Siegrist PHONE ( 303) 427-8472 6 - ADDRESS 875 West 64th Ave. , Denver CO 80221 NAME Michael U. Siegrist PHONE ( 303) 427-8472 ADDRESS 875 West 64th Ave. - Denver, CO 80221 APPLICANT OR AUTHORIZED AGENT(if different than above ') — NAME ADDRESS HOME TELEPHONE BUSINESS TELEPHONE is If agent is different from the property owner, please submit written documentation from the property owner authorizing said agent to represent the owner. 5 n re: Owner or Authorized Agent 1 EXHIBIT a 12 2002-1653 PROPERTY DES_CRIP110N• A parcel of land being a part of Section Thirty—five (35), the Southwest Quarter of the Northwest Quarter (SW1/4—NW1/4) and the Northwest Quarter of the Southwest Quarter (NW1/4—SW1/4) of Section Thirty—six (36), Township Three North (T.3N.), Range Sixty—eight West (R.68W.), Sixth Principal Meridian (6th P.M.), County of Weld, State of Colorado and being more particularly described as follows: BEGINNING at the Northeast corner of said Section 35 and assuming the North line of the Northeast Quarter (NE1/4) of said Section 35 as bearing North 89'16'20" East, with all other bearings contained herein relative thereto: THENCE South 00'16'03" East along the East line of said NE1/4 a distance of 1337.72 feet to the North Sixteenth Corner common to said Sections 35 and 36; THENCE North 88'43'34" East along the North line of said SW1/4—NW1/4 a distance of 1322.12 feet to the Northeast Sixteenth Comer of said Section 36; THENCE South 0017'44" East along the East line of said SW1/4—NW1/4 a distance of 1332.04 feet to the Center—west Sixteenth Corner of said Section 36; THENCE South 0017'35" East along the East line of said NW1/4—SW1/4 a distance of 1334.82 feet to the South—west Sixteenth Corner of said Section 36; THENCE South 88'21'35" West along the South line of said NW1/4—SW1/4 a distance of 1323.87 feet to the South Sixteenth Corner common to said Sections 35 and 36; THENCE South 8915'21" West along the North line of the Southeast Quarter of Southeast Quarter (SE1/4—SE1/4) of said Section 35; THENCE South 72'03'07" West a distance of 797.54 feet to a point on the West line of said SE1/4—SE1/4, said point being on the North line of a parcel described in Weld County Records under Reception No. 2036016; THENCE South 66'34'49" West a distance of 1420.65 feet to the West line of the Southwest Quarter of the Southeast Quarter (SW1/4—SE1/4) of said Section 35; THENCE North 00'42'12" West along said West line a distance of 21.67 feet; THENCE South 77'43'25" West a distance of 2395.16 feet to the East Right—of—Way (ROW) of Interstate Highway 25; THENCE along said East ROW the following seven courses and distances: THENCE North 00'01'25" West a distance of 119.72 feet; THENCE South 89'58'35" West a distance of 114.85 feet; THENCE North 00'01'25" West a distance of 186.00 feet to a Point of Curvature (PC); THENCE along the Arc of a Curve which is concave to the West a distance of 366.58 feet, whose Radius is 3379.77, whose Delta is 0612'52" and whose Long Chord bears North 03'07'51" West a distance of 366.40 feet to a Point of Tangency (PT); THENCE North 06'14'17" West a distance of 602.07 feet to a PC; THENCE along the Arc of a Curve which is concave to the East a distance of 288.25 feet, whose Radius is 3182.89 feet, whose Delta is 0511'20" and whose Long Chord bears North 03'40'19" West a distance of 288.15 feet to a PT; THENCE North 01'04'39" West a distance of 463.50 feet to the South line of a parcel described in Weld County Records under Reception No. 2558432; THENCE along said parcel the following seven courses and distances: THENCE South 88'39'43" East a distance of 82.41 feet; THENCE North 0011'16" West a distance of 379.20 feet; THENCE North 8810'54" East a distance of 185.78 feet; THENCE North 00'56'30" West a distance of 172.26 feet; THENCE North 8753'03" East a distance of 590.65 feet; THENCE North 04'19'03" West a distance of 264.10 feet; THENCE North 89'31'15" East a distance of 1708.12 feet to the West line of said NE1/4; THENCE North 00'42'15" West along said West line a distance of 2357.47 feet to the North Quarter (N1/4) Corner of said Section 35; .,� THENCE North 8916'20" East along the North line of said NE1/4 a distance of 2655.79 feet to the POINT OF BEGINNING. Said parcel contains 488.516 acres more or less (±). RiverDance PUP Parcel Numbers 120736000031 G/O 120735000039 � ~ ord- L��y�f, Y- ! I F'1 120735000049 120735000038 Gann-fia41 120736000025 Cyr120735000057 cet tour Cn-ir 7.1 120735000051 4---_,0 , „„_... oCti414MEMORANDUM WniDc. TO: Board of County Commissioners COLORADO DATE: April 16, 2002 FROM: Kim Ogle, Planner III SUBJECT: Pre-Advertisement Request CZ-602, Riverdance PUD do Mike Siegrist, Vern Nelson, Bob Siegrist The applicant, Mike Siegrist, respectively requests the Board of County Commissioners to take under advisement his request for a pre-advertisement / pre-notification for the above referenced case. Mr. Siegrist's request is based on the late receipt of a referral (April 10, 2002) from the Department of Public Works. This case was scheduled to be heard by the Planning Commission on April 16, 2002, however, the case was continued until June 18, 2002. The applicant's letter is attached requesting this pre-advertisement/ prenotification. The Department of Planning Services is in support of this request. EXHIBIT I Sao— C' s- 875 West 64th Avenue Denver.Colorado 80221 Phone(303)427-84722 Fax(303)427-8542 SIEGRIST COMPANIES April 16, 2002 Weld County Department of Planning Services Kim Ogle, Planner 1555 North 17th Avenue Greeley, Colorado 80631 RE: RiverDance PUD Dear Kim: In response to your letter of March 25, 2002, we are providing the following information for your review. We have addressed you questions in the same order as presented in you letter. Lot and Block We have attached a drawing which depicts the lot and block designations. Description/Definition In accordance with the intent of the MUD we have proposed a diverse mix of residential types. Lake Front lots are the largest lots averaging about 12,000 SF. These lots will typically have custom homes either designed for a specific owner or built as speculation homes. The large suburban and suburban lots will average between 8,000 to 10,000 SF. These home will most likely be a modified tract house design concept. In addition to the modified tract concept, several builders may be utilized which will further distinguish residential units as unique to themselves. All the above homes will be single family. Patio homes will be built on lots of about 5,500 SF, may be of either single or double story design, and may have one shared wall along the property line. The town homes will most likely be designed and priced for the first time home buyer. They will be multistory design and built in multifamily units of up to six units per lot. WCR 9.5 The club house facilities have been located to serve both the commercial and residential area and no access will be made directly from WCR 9.5. Street Names We have attached a drawing listing the missing street names. QD QQ Building Bulk Requirements A) The entire structure will be located within the building envelope with the exception of overhangs, fascia, porches,window wells, et. CIF !oat /nets/ sri// /nee,- /,✓/i/1 . Setbacks/ B) As stated in paragraph A above the entire building structure will be sets located in the building envelope shown on the plans. Our intent, and we believe the intent of the Rules and Regulations, is the maximum lot coverage would include other surfaces, such a drives and walks. C) Setbacks/offsets are standard regardless of building height. Lastly, due to a delay in Public Works referral it appears we will not be able to proceed with the scheduled April 16, 2002 Planning Commission Hearing. As such, we would request a pre-advertisement with the Board of County Commissioners to regain some of the time lost in processing our application. In accordance with our conversations, we are currently planning on going before the Planning Commission on June 18, 2002 and would be before by the Board of County Commissioners the following week, on June 26, 2002. Thank you for your time and consideration and if you have any questions, or need any additional information please contact me at (303) 427-8472. Sincerely, Michael U. Siegrist President cc: Vern Nelson ricto4„-. FAX TRANSMISSION Wi`PC. COLORADO WELD COUNTY DEPARTMENT OF PLANNING SERVICES FAX: 970-304-6498 PHONE: 970-353-6 100, Err. 3540 To: Mike Siegrist Date: March 25, 2002 Fax: 303 427 8542 Pages: 3, including cover Phone: 303 427 8472 From: Kim Ogle W Planner III t kogle@co.weld.co.us Subject: Riverdance PUD COMMENTS: Please provide written and graphic information specific to the issue of addressing. The issue of addressing shall be completed ASAP and prior to the PC Hearing. Issues relative to Bulk Requirements shall also be addressed such that staff may continue processing this application. Thank you for your assistance. If you need any further information, please feel free to contact me at the above telephone number or e- mail address. CONFIDENTIAL This facsimile is intended only for the use of the individual or entity to which it is addressed and may contain information that is privileged confidential,and exempt from disclosure under applicable law. If the reader of this facsimile is not the intended recipient nor the employee or agent responsible for delivering the facsimile to the intended recipient,you are hereby notified that any dissemination,distribution,or copying of this communication is strictly prohibited. If you have received this communication in error,please notify us immediately by telephone and return the original message to us at the above address via the U.S.Postal Service. Thank you. SIEBRlst 875 Weet 64th Avenue Denver, Colorado 8272 Phone (303)427.-8472 Fax(303)427.8542 SIEGRIST COMPANIES April 10, 2002 Weld County Department of Planning Services Kim Ogle, Planner 1555 North 17th Avenue Greeley, Colorado 80631 RE: RiverDance PUD Dear Kim: In accordance with your letter of April 5, 2002, we have made contact with Weld County Public Works, Mr. Drew Scheltinga, concerning the traffic study review. We were informed that Felsburg Holt and Ullevig has completed their review and public works was completing their comments, which you should have today. As for the additional items you had requested, we have been in the process of compiling that information and I had planned to come to Greeley the first put of the week and finalize the information. I postponed that trip due to your letter, however, plan to finalize the information tomorrow and drop it off at your office. At this time we see no reason to postpone the hearing, and we are planning on proceeding on April 16th as planned. If you have any questions, or need any additional information please contact me at (303) 427-8472. racer ly, 1U. S .st 'resident cc: Vern Nelson fat Z0 3gtyd OD ISIa93IS Z758LZtE0E 90:9t Z00Z/0T/b0 an thne Ap Specific Development Guide I r . y 1 • } tijktverDance A Siegrist Companies Development 875 West 64`h Avenue Denver, Colorado 80221 Phone (303) 427-8472 Fax (303) 427-8542 Table of Contents Development Questionnaire General Concept 3 Number of Units 5 Referral Agency Comments 10 Major Components 12 Soils Classification 19 PUD—Application Exhibit 1 Land Use Map Exhibit 2 Phasing Plan Exhibit 3 Little Thompson Water District Exhibit 4 St.Vrain Sanitation District Exhibit 5 CLOMR Exhibit 6 Projected County Revenue Exhibit 7 St.Vrain Schools Exhibit 8 St. Vrain/66 Metropolitan District Exhibit 9 Land Owners Within 500' Exhibit 10 Mineral Owners Exhibit 11 2 Development Guide General Concept RiverDance is a high quality Mixed Use Development combining a diverse mix of residential and business uses. The name RiverDance embraces the character of the development. In a story titled The Story of RiverDance written by Eanna Brophy, she tells a story of different types of people who were forced to leave their homes and find a new place to call home. "They found a new world and, in it, new people with new ways — but above all, a common humanity in which they join like tributaries to a great river... ". The character of RiverDance will be just that, a diverse blend of people, lifestyles, and businesses all taking in the majestic views of lakes, mountain peaks and the St. Vrain River. In addition to the views and peaceful lifestyle, RiverDance offers residents a vast selection of recreational and entertainment opportunities including; water sports, hiking, biking, wildlife viewing, clubhouse facilities, playgrounds, and sports fields. Businesses will be attracted to the development for many of the same reasons. Zoning uses within the residential area would include housing types that would fit into the R- - 1 through R-4 classifications included in the Weld County Zoning Ordinance. Commercial business use would typically be associated with I-1, Cl, and C2, uses with the exception of gas stations, restaurants, and other uses specifically allowed within the employment centers by the MUD plan. A land use map is included in Exhibit A. No architectural style has been selected at this time, however the development will lean toward the high end, utilizing products such as stone, brick and natural lumber, in lieu of less expense siding products typical of many subdivisions. The major structures within the PUD will include single family homes, patio homes, townhouses,a club house facility, office buildings, and industrial buildings. Open Space Open Space will be for the express use of residents and employees of the RiverDance development. Either a metropolitan district established specifically for this development or a homeowners association will maintain open space. The total project encompasses 487 acres, plus or minus, of which approximately 239 acres, or 49%will be open space. Openspace has been designed to be as contiguous to the residential lots as feasible considering the site limitations. As the drawings show, a large portion of the openspace is located within the floodplain where development cannot occur making it economically unfeasible to make all lots contiguous to openspace. However, to make openspace easily usable by all residents, parks have been centrally located and the total development is connected by an extensive trail system,which is discussed in more detail below. The primary focal point of the RiverDance project are two large lakes totaling about 110 acres. It is currently anticipated that the larger lake will be used for water skiing, motorized 3 activities and fishing. Actual use of the surface area of the larger lake will be regulated and restricted to certain homeowners, most likely property owners around the lake perimeter. However, the lake will be available to all residents for hiking, fishing, and picnicking. The second lake will be used for boating, sailing, swimming, picnicking, and fishing. In addition, the lake may be available to all homeowners for the use of motorized watercraft with some scope of regulation, for safety and harmony. RiverDance will have an extensive trail system of over four miles connecting openspace areas. The trail system flows throughout the project, encircling the lakes and running almost 1.5 miles along the St. Vrain River. The area along the river will be left in a more natural state with spotted picnic areas and outings for viewing the river and wildlife. To provide additional access for residents to openspace areas, a parkway has been designed along the primary collector roadway. This parkway will include; a concrete walking/biking path, water features, and extensive landscaping. The parkway provides additional openspace and improved access for residents to both the openspace areas and clubhouse facilities. To mitigate any impacts the trail system might have on the St. Vrain River habitat the owners have set aside openspace south of the river. The area set aside comprises about 12 acres plus or minus. This area will not be accessible by the public and will be a refuge for wildlife. Fencing and landscaping will limit access from the south. The area will be left in its natural state as much as possible and will be maintained by the homeowners association or metropolitan district. The owners are aware of the St. Vrain Valley Open Lands and Trails Plan. The current plan indicates that their proposed trial system will follow the river on the south side. Since the RiverDance trail will be built and paid for by the developer and maintained by the homeowners and businesses located at RiverDance, there are no plans at this time to connect with the St. Vrain Valley system. The homeowners association or the board of directors may elect to make the connection in the future at their option. Open space will also include two pocket parks. Parks are centrally located and adjacent to the proposed trail system. The first pocket park will include open grass areas and playground equipment including items such as swing sets and slides. The second pocket park, consisting of 10 acres, plus or minus, will include a multi use field. Both parks will have restroom facilities and street side parking. Lastly, an area of up to ten acres will be devoted to a clubhouse facility. Although the specific amenities have not yet been established, they may include items such as; a pool, tennis courts, restaurant, weight and exercise rooms, meeting rooms, and other amenities, which would be attractive to the residents and business employees of RiverDance. The clubhouse would be managed by either the homeowners association or metropolitan district and would be available to all residents. Openspace will be installed in phases according to the phasing plan. Ample openspace will be constructed in phase 1 of each filing to meet the openspace requirements of the remaining phases within the filing. See the phasing plan, included in Exhibit 3 for additional information. — 4 Type& Number of Planned Units Chart #1 lists the major land uses within the RiverDance Development. The overall density of RiverDance is 1.3 DU/AC. As the chart shows, RiverDance is a mixed-use development offering potential homebuyers a multitude of choices. Lakefront lots offer a unique opportunity for the residents to live waterside. These sites have the potential to be some of the most sought after home sites in Weld County. Tyne and Number of Planned Units Chart 1 u , k - c a r , as ' ��a $ : 6 d ° °# ��2": a r ;. <"-k.S a � J �',.,.,r4�,v§�..�^ w,..u.. .'��k��3 k c ' A�%�'+��se.7h�` ��;u��a. , t..;; t .w. . . .A.,r..,a�.s rte,e#' u Lakefront 65 27.11 2.6 Large Suburban 138 43.82 3.2 Suburban 141 32.98 4.3 Patio Homes 72 11.37 6.3 Townhouse 202 18.69 10.8 Employment Center *31 51.42 *.6 Open Space 239.32 Club Facilities included in openspace Right of Way 62.79 * #of Lots, #of Lots per acre. --- calTotals 488.52 1.3 The large suburban and suburban blend offer single families the opportunity to live and play at RiverDance, while providing a price distinction for the home buyer. Patio Homes and townhomes finish the blend by offering housing opportunities to the retired, empty nester, and fast time homebuyer. The employment center will offer prime office amenities along the lakeshore. Depending upon market demand the employment center area north of WCR 9 %2 will provide either additional office space or light industrial. ,. Water System The Little Thompson Water District will serve RiverDance. Currently there is a joint 18" Central Weld/Little Thompson water line that bisects RiverDance. There is capacity in that line to serve a portion of RiverDance. In addition, RiverDance executed a Line Extension Agreement with Little Thompson Water District on December 7, 2001 to provide for additional off site improvements necessary to supply water for the total project. 5 In addition to water supplied by Little Thompson, the owners of RiverDance own water rights, which have historically been used for irrigation. This water will be incorporated into the project for irrigation of open space, maintenance of the lakes and waterways, and augmentation. Letters of Commitment and the Line Extension Agreement are included as Exhibit 4. Although commitments have been made by Little Thompson to supply domestic water to this project, the owners are currently working with other landowners in the area to coordinate water service for the area between State Highway 66 and the St. Vrain River. This is being done in conjunction with a proposed metropolitan district. This will be discussed in more detail below. Sanitary Sewer System The St. Vrain Sanitation District will provide sanitary sewer service. Currently the infrastructure improvements have been installed through the RiverDance Project. The owners have paid the costs of the improvements. A Residential Subdivision Service Agreement has also been executed and is included in Exhibit 5. Vehicular Circulation System The connecting arterial that will be the primary service roadway will be WCR 9 'A. WCR 9 will border the development on the west property line and then bisect the property further to the south. WCR 9 'A will tie into the existing Colorado Department of Transportation system I-25 frontage road just north of the St. Vrain River. Improvements will also be made to WCR 28 where it abuts RiverDance on the north property line. WCR 28 will be used as a collector. Through the residential portion of the project an additional collector will be installed between WCR 9 '/: and WCR 28. This collector will service the residential portion of the project providing vehicular circulation from RiverDance to either WCR 9 ''or WCR 28. Roadway cross sections will be in accordance with Chapter 24, of the Weld County Code, _ (Subdivision). Total right-of-way for arterials will be 100', 80' for collectors and 60' for local roadways. Roadways will be constructed of a composite base and asphalt surface. Soils testing and standard roadway design will govern depth of surfacing. Roadways will be dedicated to Weld County and become public roadways. Stormwater Drainage Stormwater will be collected by a combination of open ditch and an underground collection system. Stormwater will be detained and released at historic rates. See the attached Stormwater report in accordance with section 24-7-110 of the Subdivision Ordinance. The Stormwater report is included as a separate attachment. 6 Unique Natural Features RiverDance in bordered on the south by the St. Vrain River. This 1.5-mile corridor provides unique opportunities for viewing wildlife and other recreational activities. To the north of the river two large lakes fill the valley. North of the lakes the terrain raises offering spectacular views of the lakes, river and mountain peaks. Mineral Deposits—Oil and Gas Facilities Portions of the RiverDance project contained sand and gravel deposits. At this time all commercially viable sand and gravel reserves have been removed from the site. Final reclamation of the site will be coordinated with the RiverDance development. Three existing oil and gas wells are located on the site. They are shown on the drawings submitted with this application. HS Resources currently owns the oil and gas drilling rights. The property owner is currently working with HS Resources on design and access considerations. Possible drilling pads are shown on the attached drawings. Final possible drilling locations and agreements concerning cost impacts will be submitted with the final plan. Overlays RiverDance is located within the Mix Use Development area (MUD). The layout and design standards for the project will meet the requirements of the MUD. RiverDance is not affected _ by any intergovernmental agreements,with the exception of Ordinance 211, and is not within any airport overlay or geological hazard areas. The southern portion of RiverDance is within an area designated by Federal Emergency Management Agency(FEMA) as being within the 100-year flood area and is included on the Flood Insurance Rate Map (FIRM). Although buildings could have been constructed within the floodplain, if additional standards had been followed, the owners have elected to have all — building sites removed from the FIRM. On February 1, 2000 the owners submitted a request to FEMA for a Conditional Letter of Map Revision (CLOMR). The submittal included the proposed final contours, drainage patterns and methods of handling flooding. On March 6, 2000 FEMA issued a CLOMR stating that a revision to the FIRM would be warranted. Upon completion of grading a request for a Letter of Map Revision (LOMR) will be requested. A copy of the CLOMR is attached as Exhibit 6. 7 Southwest Weld Impact Program—Area#3 The RiverDance PUD is located within the Southwest Weld Impact Program area. The applicant is not requesting any waver from the program at this time, however, will most likely in the future. As stated elsewhere in this application, the applicant in conjunction with other property owners in the area is forming a metropolitan district to make roadway improvement for the area. Many of the roadways, to be constructed as part of the Metropolitan district, are included in Ordinance 111. These roadways are detailed in both the Master Traffic Study and the site specific RiverDance Traffic study. Once the district is formed, and the required commitments are made, the applicant will request a modification of the impact fee's which will reflect the improvements made by the district. Bulk Requirements Bulk requirements, which will be utilized for the RiverDance PUD are listed below in Chart#2. Typical lot envelopes are shown on the plans. Bulk Requirements Chart #2 Requirement Lake Large Sub- Patio Town Employ Front Sub when Home House Center Minimum Lot Size(sq. ft.) 9000 7000 6000 5000 5000 30000 Min. Lot Area Per Residential Structure(sf) 9000 7000 6000 5000 3500 N/A Minimum Lot Area/Unit(sq. ft.) 5000 7000 6000 5000 1800 N/A Minimum Setback(feet) * * * * * 20 Maximum Building Height(feet) 48 48 48 35 30 45 Maximum Lot Coverage(%) 60 60 60 60 60 85 * See Plat Map for minimum setbacks. General Landscaping Plan Due to the size and diverse nature of the RiverDance project a detailed landscape plan at this time is not practical. All landscaping will at a minimum meet the requirements of section 26- 2-70 of the MUD. Plant materials will include those listed in appendix 26G, or others if approved. In general, however, six to eight foot block or combination block/wood sound walls will separate the residential area from both WCR 9 %3 and 28. Street side would be landscaped with trees, shrubs, and grasses listed in appendix 26G of the MUD plan or other approved plant materials. _ Along the 1-25 corridor a combination of deciduous and evergreen trees will be used to buffer the sound of 1-25 traffic. The interior collector roadway will be designed as a parkway with bike and pedestrian and trails. Plantings will includes trees, shrubs and manicured grass. Portions of the parkway will feature landscaped waterways. 8 Entrances to RiverDance will include water features, low impact signage, colorful landscaping and manicured lawn areas. Two parks, shown on the attached sketch plan, will have manicured lawn, trees, and shrubs. The area along the St. Vrain River will be planted with native and drought resistant plant materials. Currently the site has very few landscape features. The one exception is several large stands of trees along the St. Vrain River. These stands of trees will be preserved to the greatest extent possible. In addition, all of the existing jurisdictional wet land areas within the project will be preserved or recreated. Right To Farm Covenant The owner/developer acknowledges the Right To Farm Covenant. Currently farming is occurring to the north of RiverDance on the Douthit property as well as to the east on the Hamlin property. Both of these properties are within the MUD and are in various stages of being developed for residential and commercial uses. In addition the Martinez property to west is currently in the sketch plan phase of Change of Zone. Residential uses along WCR 28 will be buffered from any possible farming actives, should this portion of the project be developed prior to the Douthit property,with sound fences and landscaping. In the area of the Hamlin property buffering will also include fencing and landscaping. In addition, irrigation and storm drainage will be collected as necessary and diverted from the residential area. Current irrigation flows from the Highland Ditch will not be effected by the development of RiverDance. RiverDance will continue to use the irrigation water for irrigation of openspace and common areas. The Right To Farm covenant will be placed on the final plat. 9 Referral Agent",Comments Weld County Department of Public Health and Environment With regards to water and sewer service comments, of the above listed agency, RiverDance will obtain service from Little Thompson Water and St. Vrain Sanitation. In addition, all required permits will be obtained prior to construction that would require such permits. Mountain View Fire Protection District All offsite and onsite water distribution systems have been designed to meet the minimum fire flow requirements detailed in Mountain Views letter of July 17, 2001. All items addressed in their letter of July 17, 2001 will be complied with at the development and construction phases. Colorado Geological Survey This agency commented on this location in 1999. Their letter of August 1, 2001 states that the developer has addressed their concerns. Weld County Sheriffs Office The developer met with Rick Dill of the Sheriff's office prior to submitting the sketch plan application and in incorporated their comments at that time. This is confirmed by their referral letter of July 26, 2001. With respect to the need for addition staff, we have included as Exhibit 7 a summary of projected tax revenue from the RiverDance development. Projected tax revenue for Public Safety of$265,838, based on the Weld County Budget for 2000,exceeds the amount requested by the Sheriff's office. Colorado Department of Transportation The developer has met with CDOT concerning this project as well as the road system for the total area. The results of these meetings are presented in both the site specific and St. Vrain master traffic studies,which have been provided to Weld County Public Works Department. Weld County Department of Building and Inspection All items listed in the Department of Building and Inspection's letter of August 2, 2001 will be complied with at the time of building. Division of Wildlife The Division of Wildlife made several comments which will addressed separately, First, the Division recommends that at least one lake be designated as non-motorized or that watercraft be limited to wakeless speeds. The current plan is to maintain one lake for fishing and non- motorized activities, however, both lakes may have motorized activities in the final design. 10 Secondly, the Division makes several comments about preserving wildlife habitat. Where practical their comments will be taken into consideration during the final design stages. At a minimum lease rules will be incorporated in areas set aside for wildlife and planting will be done which discourage people from leaving the trail system to access either the lake or river edge.No equestrian trails are being proposed at this time. Office of the State Engineer A Water Supply Information Summary was submitted to the State Engineer on October 12, 2001. Per the State Engineer's letter of July 30, 2001 "the proposed water supply will not cause material injury to existing water rights, and with the District serving the proposal, the supply is expected to be adequate.". Department of the Army, Corp of Engineers All requirements included in the Corp of Engineer's letter dated July 16, 2001 will be complied with at the time of development if required. St. Vrain School District In their referral response the school district requested that should the RiverDance PUD be _ approved they would require either a dedication of land or payment of an equivalent cash-in- lieu fee. The applicant has met with the school district on several occasions and has been told that they would prefer the cash-in-lieu of land dedication. The fees are $645 per single family �.- unit and $288 for condo/townhouse units. This fee is acceptable to the applicant. The school district also expressed concern with existing capacity at some of the schools that would serve the RiverDance PUD. Currently there is capacity at both the elementary and high schools; however, the middle school is over capacity. The applicant has met with St. Vrain School District on several occasions to discuss possible temporary mitigation fees which would help to provide capital improvement funds until such time as a bond issue is passed to fund the construction of new facilities. The district presented a bond issue in the November 2001 election, however it failed for several reasons. It is our understanding that a more conservative bond issue will be presented in the November 2002 election. Passage of such a bond issue would resolve the current capacity issues. Until such time as a bond issue is passed the applicant as offered to pay mitigation fees as detailed in our letter dated January 8, 2001. A copy of our letter is attached as Exhibit 8. — 11 Maior Components Component#1 - Environmental Impacts 1) Noise and vibration: It is not anticipated that any excess noise or vibrations will be created by the project that would not be associated with a typical residential development. The business center is planned to include office space and light industrial. These uses again would not create noise or vibration, which would create an environmental impact. Noise from the existing I-25 would be buffered with landscaping. In addition, the residential area would be buffered from WCR 9 %2 and WCR 28 by landscaping and sound walls. 2) Smoke, dust and odors: The project will not generate any unusual smoke or odors. During construction dust control will be provided in accordance with local and state regulations. After construction all roadways will be paved and open space areas will be planted to minimize the generation of dust. 3) Heat, light and glare will be controlled by landscape and development design. 4) Visual/aesthetic impacts: There will be no visual or aesthetic impacts not normally associated with a development of this type. The site currently has a south-facing slope, which rises from the river to the top of the bluff. The ridge will be graded further to the north and the residential development blended into the slope. All building will conform to Weld County Building Codes. _ 5) Electrical interference: The existing power lines along the 1-25 frontage road were above ground. As part the frontage road improvement project recently completed, the developer worked with United Power to have the lines installed underground. All new power lines _ for the project will also be buried. There is no reasons to expect that the project would create any electrical interference. 6) Water pollution:No water pollution will occur. Waste water treatment and sanitary sewer systems are discussed below. See the drainage report for additional information. 7) Wastewater disposal: Wastewater disposal is discussed below in the Sanitary sewer and storm drainage sections. 8) Wetland Removal: The project has been evaluated for wetlands. This delineation has — been forwarded to the Corps of Engineers for their concurrence on the jurisdictional nature of these wetlands. All jurisdictional wetlands will be preserved to the greatest extent practicable. Any disturbance or filling that occurs will be done in a manner consistent with the 404 Regulation that the Corps of Engineers administers on behalf of the Environmental Protection Agency. Once the delineation concurrence is received from the Corps of Engineers, we will know what procedures to follow in permitting any fill activities that may need to occur. It is the intention of this development to avoid, to the — 12 greatest extent possible, any existing wetlands. We will be providing opportunities to enhance those wetlands to encourage greater water quality control and wildlife habitats. 9) Erosion and sedimentation: Erosion and sedimentation during construction will be controlled in accordance with local, state and federal regulations. After construction erosion and sedimentation will be controlled with landscaping, settling ponds, and storm drainage structures. This is discussed in more detail in the storm water drainage section. 10)Excavating, filling and grading: The site will be designed to balance if possible. Material excavated will be placed in other areas and compacted to the required densities. Work will be done in accordance with applicable regulations with regards to fugitive dust and erosion control. 11)See Excavating, filling and grading. 12)Air pollution:No uses are planned which would require an APEN. Other activities, which could create air pollution and the measures to be taken, are addressed in other sections. 13)A local trash company will dispose of solid waste. The business areas will have dumpsters and residential will have curbside service. 14)Wildlife removal: The majority of the property is currently being farmed or is in the process of being reclaimed after being mined. The jurisdictional wetlands and river areas are to be left in their natural state, and existing wildlife in the area will not be harmed. 15)Natural vegetation removal: As stated above a large portion of the property is currently being fanned. The other areas have been mined and little natural vegetation remains. 16)Radiation/radioactive material: There is not radiation or radioactive material on site. — 17)Drinking water source: This is discussed in the next section. 18)Traffic impacts: This is discussed in the next section. Component#2 -Service Provision Impacts 1) Schools: The project is located within the St. Vrain School District, RE-1J. See the referral response section for more information. 2) Law enforcement: Law enforcement will be provided by the Weld County Sheriff's Office. The property owners have been in contact with the Weld County Sheriff's office and received the following comments. • Locate school bus stops away from houses. • Add traffic calming device on long residential streets when practical. • Provide secured access point to parks for emergency vehicles. • Provide lighting and other design considerations in parks to make hiding difficult. • Limit access to oil and gas wells. 13 These items have been or will be addressed in more detail in the Final PUD submittal. 3) Fire Protection: The Mountain View Fire Protection District will provide Fire Protection. This agency has been contacted and possesses the capacity to meet the needs of the development. A letter from the Fire District is attached. 4) Ambulance: Tri-Area Ambulance currently serves the development. They currently have ambulances stationed at Frederick and the Mountain View Fire Department, Station Number One. 5) Transportation: The development is located directly east of I-25. Access off 1-25 will be from either State Highway 119 or State Highway 66. Primary access to the development will be on the proposed WCR 9 %]. The site plan shows the proposed alignment through the project. It is assumed at this time that WCR 9 'A, in it's final build out, will be a four lane arterial. WRC 28 will also be improved to either a collector or arterial depending on the results of the traffic study. A two-lane collector will serve the interior of the development and provide access to WCR 9 %1 and WCR 28. Interior roadways feeding off the collector will be either Local Employment or Local residential depending upon the type of development. Methods of funding the required improvements are discussed below in the traffic impact section. 6) Traffic impact analysis: A traffic impact analysis, dated December 13, 1999, has been completed for the RiverDance project. However, changes within the plan and the Counties desire to utilize WCR 9 'V2 as an arterial has changed the traffic dynamics for the RiverDance project. The owners are currently working with other effected property _ owners in the area to develop a roadway system for the area bounded by 1-25 and on the west, State Highway 66 on the north, and the St. Vrain River on the south. A drawing of the proposed metropolitan district is attached as Exhibit 9. This new district is working with Weld County Public Works and Colorado Department of Transportation to develop a overall circulation system for the area and have jointly completed a traffic study for the area. 7) Storm Drainage: Attached, under separate cover is a drainage report. A combination underground system and open drainage ways will collect storm water. Historical flow pathways will be maintained as much as possible. Storm water will be retained and released back into the river at historic rates. Prior to returning the water to the lake or river, storm water will be diverted through settlement basins. 8) Utility Provisions: Qwest will provide Phone. Power will be supplied by United Power. Excel Energy will supply gas. Letters of commitment are attached. 9) Water Provisions: The Little Thompson Water District will supply domestic water to the RiverDance development. A letter of commitment for up to 650 residential plus 50 commercial lots is attached in the Letters of Service Section. In addition, the developer/owner owns additional water,which will be incorporated into the development. Water owned by the owner/developer includes; 6 shares Hayseed, 3 shares Rural, and 3.5 shares of Highland for a total of approximately 740 acre feet. The owner is currently 14 evaluating with the best use for this water. Options include use for irrigating open space to installing a dual water system. 10) Sewage Disposal Provisions: Sanitary sewer disposal will be done by the St. Vrain Sanitation District. A letter of commitment is attached. Currently the primary trunk line has been installed through the development. Component#3 -Landscaping Elements 1) The attached landscaping plan illustrates the conceptual location of trees, entry features, trails, and open space within the development. 2) The employment center and residential area will be separated by the proposed WCR 9 %Y. The residential area will be further buffered from WCR 9 '/z and WCR 28 with 6' to 8' fences. The design of these fences is not known at this time, however, fences might include materials such as block, rock and wood. Primary entrances will include water features and planting beds when practical. Collector roadways will include pedestrian walkways and trees. Portions of the collector roadways will have additional water features and may include additional fencing if necessary to buffer the residential uses. Park areas will be landscaped with a combination of turf,trees and shrubs. Open space areas along the draw on the eastern side and the area along the river will be landscaped with addition trees and shrubs. Native grasses will be planted, which promote low water usage and blend into the natural surroundings. The development will have an extensive trail system for the use of the RiverDance residents. The trail system will include concrete walking/biking paths and gravel trails for running. Several picnic outings will be established along the river. 3) Either a metropolitan district established specifically for the RiverDance development, or _ a homeowners association will manage the maintenance of the landscaping. In the case of a metropolitan district the costs of landscape maintenance will be recovered through property taxes. If a homeowners association is utilized, association dues will be collected _ to pay the costs of landscape maintenance. Landscaping will be maintained on a schedule, which will ensure a high quality appearance and will be performed either with in-house crews or by outside subcontractors at the discretion of the board. 4) At the time of final plat, the developer will enter into an on-site landscape improvement agreement with the County. Such agreement will provide such guarantees that the proposed landscaping will be completed. 5) The developer has adequate water resources to maintain landscaped areas. See the Service Provision Impacts section item number nine for additional information. Component#4 - Site Design 1) The RiverDance site has many inherent qualities, which will be incorporated into the — project. The site has three existing lakes, which will be combined into two in the final design. These lakes provide both visual and recreational benefits. From the lakes the property raises about 90' in elevation from the lakes to the north property line. Currently ,� 15 the increase in elevation occurs in a relatively short distance. This slope will be re-graded to provide a large number of sites with views of the lakes and surrounding valley. Lots have been overlapped when possible to maintain views though view corridors. In addition to the view over the lakes, many sites will have views of the mountains. Another quality inherent to this site is frontage of 1-V2 miles on the St. Vrain river. In this area native landscaping will be used. Jogging, walking and bike paths, as well as picnic out crops will be installed along the river corridor. A portion of property on the south side of the river will be maintained as a wildlife area. The site also has a drainage way on the eastern portion of the property. Currently this area has been largely preserved in its natural state. Recreational facilities and home sites will be designed into the area so those residents of RiverDance can enjoy this feature. Lastly, RiverDance has two irrigation ditches that enter the property. Neither ditch has any other users down the line, therefore our design does not need to account for other users. The irrigation water will flow through the development via small streams and water falls. Where practical, the streams will run in conjunction with pedestrian pathways. The water will then be collected and used for irrigation of parks and open space. 2) The RiverDance development is not within any Geologic Hazard or Airport overlay district. See overlay districts on page seven for information concerning the floodplain. Component#5 -Common Open Space 1) Either a homeowner's organization or the metropolitan district will maintain open space. If a homeowner's organization is utilized, membership will be mandatory for each property owner. For more information on common open space see the Open Space section on page 3. Component#6 - Signage 1) All Signage will meet the requirements of chapter 23 and 26 if applicable. Component #7 - MUD Impact 1) MUD Goals and Policies: The RiverDance development is consistent with the goals and policies of the MUD. The development utilizes a blend of employment centers and residential uses. RiverDance will be an example for other developments in the area. The proposed land uses mirror the MUD structural land use map. Not only does the development blend employment and housing in a compatible surrounding, RiverDance provides a variety of residential uses designed in a cluster pattern. Residential use range from townhomes to large estate home sites fronting the lakes. As stated above, the project not only preserves prime visual features but will enhance them. Landscaping will be employed that best reflects the use of the area. Parks and areas to be used for recreation will be landscaped to promote that use. For example, playing fields will have manicured turf and trees for shade. Other areas will be maintained in a more natural state, specifically along the St. Vrain River and the drainage basins. Pedestrian — 16 passage throughout the development will be easy and safe due to the extensive trail system. Due to the fact that the residential and employment centers are in close proximity to each other, the developer desires to attract higher end business in the employment center. Such uses that would be desirable would include; office and light industrial. Outside storage or activities, which would negatively impact the visual aspect of the project,would be avoided. Building size and height would be in accordance with Weld County requirements. In — addition, covenants and design criteria would take into account users up hill so as not to adversely impact views, when practical. Solid fencing will only be utilized along arterial and collector roadway and will be for the purpose of visual and noise screening. All commercially viable mineral reserves have been removed from the property at this time. The RiverDance project will enhance existing parks and recreation areas by maintaining the St. Vrain corridor. RiverDance is compatible with the surrounding areas. Currently, RiverDance is bordered by agriculture land. However, as Exhibit A indicates the area around the RiverDance project are in various phases of development. To the west of RiverDance is a project called St. Acacius. St. Acacius is a mixed development with employment center type uses on the 1-25 frontage and residential uses further to the east. To the north the property owner, Glen Douthit has applied for annexation to the city of Mead. They have planned residential uses along WCR 28 and commercial uses along the State Highway 66 — _ frontage. To the east of RiverDance the Hamlins own the property. They have been active members in the formation of the new Metropolitan district discussed above and have contributed to cost of installing the new St. Vrain Sanitation sewer trunk line. Their _ property is included in the MUD and they have plans of developing, or having the property developed in the future. Due to the way in which the RiverDance project will be phased, no development should occur adjacent to their property for five to seven years. The only conflicting land use, which could occur should the final sites at RiverDance be constructed prior to development on the Hamlin property, would be the irrigation drainage, which might impact lots in the northeast corner of the development. Providing proper drainage and the installation of berms, as required, can mitigate these issues. South of the RiverDance project Weld County owns the property. It is our understanding that this property will be the home of selected Weld County administrative functions, with the remaining property being left as open space and parks. RiverDance will provide much-needed source of housing for Weld County employees and others working in the MUD. The housing will be in close proximity to their employment. The Feasibility Study completed for the RiverDance Project determined that job growth in the Del Camino area alone would create a need for 2,472 homes. The RiverDance project will not result in excessive public costs. The developer is in the process of negotiating with Weld County, through the proposed metropolitan district, concerning roadway improvements. Based upon final designs, traffic reports, and the application of roadway impact fee's, outlined in Weld County ordinance 211, the developments in the area will sustain the costs for off-site roadway improvements attributed to the increased traffic generated by the development. In addition, as stated earlier, open space and parks will be for the use of the RiverDance PUD and the costs 17 associated with maintenance will be born by the property owners. Also about 28% of the developed land at RiverDance will be within the employment center. This type of property will generally generate higher tax revenue to the County. Attached, as Exhibit 7, is a projected tax revenue schedule based on the County's 2000 budget. The owner has also addressed the costs of other off-site improvements such as water, sewer and schools. In summary, the increased tax revenue coupled with the large infrastructure costs paid by the owner,the County will receive a net positive income/revenue. Component#8 - Intergovernmental Agreements Impacts: 1) The only IGA that affects the RiverDance development is the Traffic Impact Fee ordinance number 211. The impact of the ordinance is that it may unduly burden the owner/developer in relation to other developments within the municipalities which elected to become signatory to the agreement. It is our understanding that the County is evaluating this possible inequity at this time. Questions: Any questions or comments should be address to: RiverDance Land Co. Mike Siegrist 875 West 64th Avenue Denver, Colorado 80221 (303)427-8472 18 January 17, 2002 PRELIMINARY DRAINAGE REPORT FOR THE CHANGE OF ZONE SUBMITTAL RiverDance PUD PREPARED FOR: SEIGRIST COMPANIES 875 West 64th Avenue Denver, Colorado 80221 (970) 427-8472 PREPARED BY: PICKETT ENGINEERING, INC. 808 8th Street Greeley, Colorado 80631 (970) 356-6362 ENGINEERS CERTIFICATION This Preliminary Drainage Report for the RiverDance PUD Change of Zone Application,Weld County, Colorado, has been prepared under my direct supervision upon request of the property owners, expressly for their use. alto u„ �00,p0.......... .. ewr,A1OON F9 y% • 4�_ FoZ�Ct47 CAZ18 R. Clayton Harrison r. Date Colorado Registered P.E. #35620 PRELIMINARY DRAINAGE REPORT RIVERDANCE PUD Weld County, Colorado PEI No. 01-020 I. General Location and Description A. General Location The site is located one mile south of State Highway 66 and just east of Interstate 25. More particularly it is located in Section 35 and the west half of Section 36, Township 3 North, Range 68 West of the 6th Principal Meridian, Weld County, Colorado. The site is bordered on the north and east by agriculture, on the west by Interstate 25 and agriculture, and on the south by St. Vrain Creek and agriculture (See Appendix 1). B. General Description The northern portion of this 487-acre site is currently being farmed. The southern portion, near the creek, has been used as a gravel mine. The gravel operations have left areas for three lakes along the creek. The topography is rolling throughout the site. The slopes on the site range widely from 1% to 5% on the upper farmland to as much as 20% near the lakes. Currently the site's soil typically consists of low plasticity cohesive soils with varying amounts of sand. Highly weathered silty sandstone bedrock was typically encountered beneath the overburden soils at depths ranging from approximately 2 feet to 8 feet below grade on the upper portion of the site. In the lower areas, the overburden soils were underlain by granular and essentially granular soils within the depth of the soil borings. There are three main drainage paths for off-site storm water through the site. These paths are shown on Figure 1, Existing Drainage Basins, in the appendix. Two of the paths are on the western side of the property and are routed through existing ponds north of the western portion of the site. The largest drainage path enters the site along the most northern edge, runs southeast, and exits the site along the east boundary. This drainage path contains low wetland areas that may be expanded to provide additional wetland area and storm water detention. Included on Figure I are the basin delineation boundaries, percent imperviousness, and acreages. Table 1, below, lists the peak flows associated with each existing basin. es- Table 1: Total Existing Area Hydrology 5-Year Storm 10-Year Storm 50-Year Storm 100-Year Storm Area Peak Flow Peak Flow Peak Flow Peak Flow Basin (acres) (cfs) (cfs) (cfs) (cfs) E1 675.8 49 109 387 526 E2 89.4 11 23 76 101 E3 182.6 19 40 136 181 E4 52.3 6 12 41 54 ES 20.5 2 5 17 22 E6 27.9 4 7 24 31 E7 370.9 43 77 206 273 To determine the required on-site detention and the unattenuated off-site flows through the property, the existing basins were broken into sub-basins. These sub- basins were defined based on where the property boundary intersects the existing drainage basins. The boundaries of the sub-basins are shown on Figure 2, Existing Drainage Sub-basins, in the appendix. The peak flows for each sub-basin are shown below in Table 2. Table 2: Existing Hydrology-Sub-basins 5-Year Storm 10-Year Storm 50-Year Storm 100-Year Storm Area Peak Flow Peak Flow Peak Flow Peak Flow Basin (acres) (cfs) (cfs) (cfs) (cfs) SB-1 28.3 3 6 19 25 SB-2 140.1 16 34 113 149 SB-3 9.2 1 2 8 10 SB-4 56.7 5 11 36 48 Currently, an existing lateral from the Highland Ditch irrigates the upper northern portion of the site. The lateral supplies irrigation water to this site only and does not continue to adjacent properties. The water from this lateral will be utilized in the development for irrigation of the common open space within the subdivision. According to the Flood Insurance Rate Map (FIRM) for Weld County, Colorado, Community Panel No. 080266-0850 C and 080266-0855 C, dated September 28, 1982, the bulk of the property is located in Zone C, an area of minimal flooding. The southern portion of the site lies within the 100-year floodplain of the St. Wain Creek. This portion is designated as Zone A, Area of 100-year Flood, where base flood elevations and flood hazard factors have not been determined. A Conditional Letter of Map Revision (CLOMR) was approved by the Federal Emergency Management Agency (FEMA) March 6, 2000, for the proposed 100-year floodplain. The CLOMR is FEMA's formal review and comment as to whether a proposed project complies with the minimum National Flood Insurance Program (NFIP) Floodplain Management criteria. After the proposed site grading within the floodplain has been completed, a Letter of Map Revision (LOMR) will be required based on this grading. 3 A LOMR is an official revision to the currently effective FEMA map. It is used to change flood zones, floodplain and floodway delineations, flood elevations, and planimetric features. C. Proposed Subdivision The proposal for the 487-acre site is to develop a mixed use of residential, with densities ranging from 10.8 units per acre to 3.2 units per acre, and an employment center with a floor to area ratio of 0.2 to 0.3. More than 49% of the site will be used as open space, including the lakes. There will be three access points to the site. Weld County Road (WCR) 9 'V2 will run through the site and will be the major access to the site. WCR 9 'h intersects WCR 28 along the north property line and the I-25 frontage road along the west property line. RiverDance Parkway will be a collector for the subdivision and will connect to WCR 28 along the north property line. Paved roads, with curb and gutter, and trails throughout the site will provide connectivity between the lots, the bus stop/mail drop, and the homeowners' association meeting point. II. Drainage Basins and Sub-basins A. Major Drainage Basin Description The two drainage paths thru basins E2 and E6, on the western side of the site, will continue to transmit the off-site storm water through the site to the lakes. The drainage path for the upper northern area, which includes basins El, E3, E4 and E5, will continue to flow along the same historic path. Existing jurisdictional wetlands, which may be impacted by the adding of fill for construction of the proposed roadway crossings and lots, will be mitigated by enlarging this drainage way in areas where possible. B. Sub-Basin Description Sub-basins for the proposed development were determined by maintaining the historic flow paths, the grading of the proposed streets, and other factors that determine basin size and shape. III. Drainage Design Criteria A. Regulations/Development Criteria Based on Weld County Criteria the developed 100-year storm water runoff from this site will be detained and released at the 5-year historic discharge rate. The Urban Storm Drainage Criteria Manual, (USDCM) and the Colorado Urban Hydrograph Program, both published by the Urban Drainage and Flood Control District in Denver, Colorado, as well as good engineering practices, have been used to calculate the historic and developed storm water flows for this site. 4 B. Hydrological Criteria The 5, 10, 50, and 100-year design storms were used for the historic and developed discharge. CUHP was used to calculate the historic and developed storm water runoff. The I-hour rainfall depth-duration-frequency values were determined for the 5, 10, 50, and 100-year return interval. A composite percent impervious value was calculated based on the NRCS soil type and zoning type, see Appendix. The required detention volume was determined using the hydrographs generated from CUHP. IV. Wetland Preservation and Mitigation Portions of the existing jurisdictional wetlands in the upper north drainage path will be disturbed during construction of the roadway crossings. This area could be reconfigured to provide a series of wetland detention facilities, which would increase the water treatment capability of the drainage. Existing hydric soils will be stockpiled and replaced when earthmoving activities are finished, providing a source of live seed to promote the wetland reestablishment. V. Drainage Facility Design A. General Concept Proposed drainage patterns for the site will be similar to the historic flow paths. The storm water from the site will be routed to detention ponds throughout the site by the proposed streets, ditches, and storm pipe system. From the detention ponds, the storm water will be discharged to a historic flow path at an attenuated rate. The boundaries of the sub-basins, including the proposed grading, percent imper- viousness, and basin area information, are shown on Figure 3, Developed Drainage Basins. Table 3 lists the developed peak flows for these sub-basins. Table 3: Total Proposed Area Hydrology 5-Year Storm 10-Year Storm 50-Year Storm 100-Year Storm Area Peak Flow Peak Flow Peak Flow Peak Flow Basin (acres) (cfs) (cfs) (cfs) (cfs) P1 74.8 154 186 285 325 P2 93.8 94 123 239 292 P3 32.0 35 44 80 97 P4 9.4 14 17 30 37 P5 9.5 12 15 29 35 P6 17.6 25 32 56 67 P7 22.2 19 26 53 65 P8 20.3 19 25 51 62 P9 19.0 28 36 62 74 5 ea- B. Specific Details The developed flows from the northern portion of the site will be routed through two detention facilities as identified in Figure 1. The developed peak flow rate of 419 cfs, for the northern portion, was determined by directly routing developed sub-basins P2, P7, and P8. The historic 5-year peak flow rate for the northern portion of the site, sub-basin SB-2, is 16 cfs. The detention volume required for the northern portion was determined by evaluating the developed 100-year and historic 5-year hydrographs generated from CUHP. The storage volume required is 22 acre-feet. The 100-year peak historic flow rate of 609 cfs, determined by directly routing existing basin El and existing sub-basins SB-1, SB-3, and SB-4, will be passed undetained through the site. The flows from the remaining developed basins will be directed to the lakes along the southern portion of the property. With no outlet to the creek, the lakes have the capacity to retain the historic 100-year flows from the area north of the Employment Center, as well as the 100-year developed flows from basins P1, P3, P4, P5, P6, and P9. This would raise the water surface elevation approximately six inches. C. Conclusions When developed, the site's runoff will be increased. Detention ponds along the northern portion of the site and the lakes will control the increased runoff from the site. The detention ponds will detain the 100-year flow from the developed condition and discharge it at the 5-year historic rate, where as the lakes will retain the on-site 100-year developed flow and the off-site 100-year historic peak flow. Both the detention ponds and the lakes will provide water quality. The design of the proposed drainage facilities will not adversely affect adjacent sites, and is consistent with the historic flow patterns of the site. VI. Storm Water Quality Considerations A. General Concept The Storm Water Management Plan (SWMP) will be in accordance with good engineering, hydrologic and pollution control practices. The main objective of the plan is to identify the best management practices (BMP) which, when implemented, will meet the terms and conditions set by federal, state, and local agencies. The plan will identify potential sources of pollution, which may reasonably be expected to affect the quality of storm water discharges associated with the construction activity from this site. In addition, the plan will describe the implementation of BMP that will be used to reduce pollutants in storm water discharges associated with the construction activity. 6 rts- B. Specific Details Included with the Change of Zone submittal package is a Water Quality Investigation, prepared by Water and Earth Technologies, Inc., that details the management of storm water for this project. C. Conclusions During construction there is not expected to be any non-storm water components of discharge. The project will irrigate common open areas and common landscaping elements of the project. We expect that small amounts of irrigation discharge will occur during the end of construction and following construction activities. Final stabilization will be achieved by the contractor's final vegetative cover installation following final grading procedures. The contractor will be responsible for establishing a healthy stand of grass or vegetative cover, where specified. Many of the common open areas, including areas that will be disturbed, will be irrigated and maintained, following the contractor's responsibility, by the homeowners' association. In addition, the storm water management areas are designed as grassed detention ponds that will provide storm water management, and as a BMP will provide water quality for the site, following the construction activity. r VII. References A. The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District—Denver, Colorado) B. 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I 5 m 0 o a I t I1 R m I •I se a CCC ',, \1 c. z a \ t R CU • — ti is.4 J1 �, • a_ o . _ 6 • % t, \. }A. a eke a a i S � • CI III - I 2:2= / jl II DRAINAGE / �c'' V r\ BASIN DELINEATION /,D / I -•- • - FLOW PATH --- II I t I „�I I DRAINAGE ARROW ) It II ./ / I i-1\ pA9D A A = BASIN OESIGNAT I' ' N— ilk / ' B REA IN ACRES c:-...''' .tit . U / S IMPERVIOUSNESS J` sJ �� I ° 1 i t %tall A.,sH e,.,,,,ii ., 3 '0 ( EXISTING o- �� - - PROPERTY LINE Ir \. s'•064 P bgO ,<-�+ \\ �. X60 N.n 49 40 - _ .I - ', a t , II \ A� 'k., it ;' f , I I A9 .11 9 ' I I 1 .,.� I _ ASS f 4970 •. .S:11.—4/ 111 ., ' as 2i •• •i 5B.) 22 .� WCR 28 1011 • G li "2. _• `j 1i i z • ,/ ••� • er� peBp •♦ ii, ! , II I Ii •••• ll• '. •. • 4870 II 1 • _10 6 •• 41 ii -1;- ; ( ' • - - I ! '. I •) •••••.uuuu.l.........•..• p00 f i I PeiaD I Y�II k I i 011Jj-T i; r ‘ III I-- 111,tr f. iYt)' sF f • II I I I �— % iI I 1, I I w I)1 !' Id I a tlh --I', V''',1 i _ ' iII tit d q ; ,q � • GRAPHIC SCALE 1 7000' , �, __ t i•II "- - _. !> ✓ri I ,ut - ll p1 t 1i II,9 1000 000 X 3Q�0 t!O Ii AC �� II pp fL II ,..i N R e� ��,. µ T -T 1 14• 000 922 1907 INCORPORATED EERING FIGIdIE 2 1 1 0 b 9.8 EGSTINDDBAINADESU&BASINS _ fin '-a �F :o P �INGORIN EN IND _ GONSULTIN3 ENSINEERS I SIEGPIST COMPANIES ^..,,L=-•40 L� . guavulrfa 875 West 64th Avenue Denver,Colorado 80221 Phone(303)427-8472 = Fax(303)427-8542 SIEGRIST COMPANIES Weld County Planning Department GREELEY OFFICE February 06, 2002 FEB 0 8 2002 Weld County RECEIVED Department of Planning Services Kim Ogle, Planner 1555 North 17th Avenue Greeley, Colorado 80631 RE: RiverDance PUD Dear Kim: Please find attached a copy of the Department of Army's response to our request for Jurisdictional Determination. If you have any questions, or need any additional information please contact me at (303) 427-8472. i erely, / . Michael U. Siegrist President r OArR 4 '. r- /j °F DEPARTMENT OF THE ARMYd CORPS OF ENGINEERS, OMAHA DISTRICT 4 DENVER REGULATORY OFFICE, 9307 S. PLATTE CANYON ROAD �a L1. m LITTLETON, COLORADO 80128-6901 lf5" P January 29, 2002 Mr. Kris A. Pickett,P. E. Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 RE: Approved Jurisdictional Determination,RiverDance Development Corps File No. 200180499 Dear Mr. Pickett: Reference is made to the above-mentioned project on behalf of the applicant Mike Siegrist of Siegrist Companies. The RiverDance Development is located in Sections 35 and 36, Township 3 North, Range 68 West, Weld County, Colorado. This project has been reviewed in accordance with Section 404 of the Clean Water Act under which the U.S. Army Corps of Engineers regulates the discharge of dredged and fill material, and any excavation activities associated with a dredged and fill project, into waters of the United States. Waters of the United States include ephemeral, intermittent and perennial streams, their surface connected wetlands and adjacent wetlands and certain lakes, ponds, drainage ditches and irrigation ditches that have a nexus to interstate commerce. Wetlands "A", " E" (St. Vrain Creek) and "E" (Ponds) are confirmed to be waters of the U.S. If a proposed activity requires work in these waters of the U.S., a proponent of the project should notify this office for proper Department of the Army permits. The attached Jurisdictional Determination form provides the basis jurisdiction for these waters. This letter is to inform you that our office considers the wetland delineation map and report letter dated November 29, 2001 for this project accurate and acceptable. Based upon the ruling by the Supreme Court in the matter of Solid Waste Agenry of Northern Cook County v ITS Army Corps of Engineers,No. 99-1178 (January 9, 2001),the Department of the Army's regulatory jurisdiction over isolated,non-navigable, intrastate waters has been eliminated if the sole nexus to interstate commerce was use of the waters by migratory birds. In that regard,wetlands"B", "C", "D", and "G" are considered to be isolated waters. Any work in these wetlands will not require a permit. If the applicant wishes to appeal this approved jurisdictional determination the attached Notification of Administrative Appeal Options form should be completed and sent to this office. This jurisdictional delineation is valid for a period of five years from the date of this letter unless new information warrants revision of the determination before the expiration date. T ter. JAN 3 1 2002 -2- If you have any questions concerning this matter,please feel free to call me at(303) 979-4120 and reference Corps File No. 200180499. Sincerely, eivkAi m �k� Terry McKee Natural Resource Specialist rb Enclosures ` JURISDICTIONAL DETERMINATION U.S.Army Corps of Engineers,Omaha District APPLICANT: Siegrist Companies n PROJECT LOCATION/WATERWAY: St. Vrain Creek and Wetlands q FILE NUMBER: 200130499 PROJECT REVIEW COMPLETED: [X]Office ❑Field Jurisdictional Determination (JD): ❑ Preliminary JD-Based on available information,there appear to be ❑ or there appear to be no❑waters of the United States on the project site. A preliminary JD is not appealable. X Approved JD- There are(X)or there are no ( )waters of the United States on the project site. An approved JD is an appealable action. Basis of Jurisdictional Determination: ❑ There are no jurisdictional waters of the United States present on the project site. ❑ The presence of waters which are currently used,or were used in the past,or may be susceptible for use to transport interstate or foreign commerce,including all waters which are subject to the ebb and flow of the tide(i.e.,navigable waters of the U.S.) ❑ The presence of interstate waters(including interstate wetlands). X The presence of a tributary to an interstate water or other water of the US. ❑ Impoundments of interstate or other waters of the US or their tributaries. ❑ The presence of territorial seas. ❑ The presence of wetlands adjacent:to interstate or other waters of the US,except for those wetlands adjacent to other wetlands. ❑ The presence of an isolated water(e.g.,intrastate lakes,rivers,streams(including intermittent streams),mudflats, sandflats,wetlands,sloughs,prairie potholes,wet meadows,playa lakes,or natural ponds). ❑ The site is used by interstate or foreign travelers for recreational purposes. ❑ The site has fish or shellfish that are taken and sold in interstate or foreign commerce. O The site is used for industrial purposes by industries in interstate commerce. ❑ Other. Rationale for Basis(applies to any boxes checked above): Wetlands are either surface connected or adjacent to the St Vrain Creek that is a U.S.waters. Lateral Extent of Jurisdiction(33 CFR 328 and 329): X Ordinary High Water Mark of St.Vrain Creek indicated by: O High Tide Line indicated by: X clear,natural line impressed on the bank O oil or scum line along shore objects X the presence of litter and debris ❑ fine shell or debris deposits(foreshore) X changes in the character of soil O physical markings/characteristics X destruction of terrestrial vegetation ❑ tidal gages X shelving ❑ other: ❑ other. ❑ Mean High Water Mark indicated by - ❑ survey to available datum; ❑ physical markings; ❑ vegetation lines/changes in veg types O In ocean or coastal area,site is in a zone three geographic(nautical)miles seaward of the baseline: X Wetland,as shown on the attached wetland delineation map and/or in ajurisdictional report prepared by: Mr.Steve Butler of ERO Resources Corp. ❑ Additional supporting information. Preparer: Terry McKee Date: December 12,2001 'Wetlands are identified and delineated using the methods and criteria established in the Corps Wetland Delineation Manual(87 Manual)(i.e.,occurrence of hydrophytic vegetation,hydric soils and wetland hydrology). Processes for determining wetlands on agricultural lands may vary from methods described in the Corps Wetland Delineation Manual. 2The term"adjacent"means bordering,contiguous,or neighboring. Wetlands separated from other waters of the U.S.by man-made dikes or barriers,natural river berms,beach dunes,and the like are also adjacent. 3Baseline is the line on the shore reached by the ordinary low tides from which the distance of three miles is measured. RiverDance PUD Preliminary Water Quality Management-Plan (QWMP) • .-� Attachment A RiverDance PUD Preliminary Water Quality Management Plan (QWMP) The Riverdance PUD Preliminary Water Quality Management Plan has been compiled and appended by Tuttle Applegate, Inc. from original work by Water Engineering Technologies, with their knowledge, consent and cooperation. The intent was to best apply technical information from Water Engineering Technologies to address the specific requirements of the Riverdance PUD Weld County Change of Zone application submittal. 1. PURPOSE A Preliminary Water Quality Management Plan (WQMP) has been recommended for the RiverDance PUD which is intended to reduce or eliminate degradation of water quality in the project area resulting from completion of the project. A Final WQMP would be provided with specific layout and details for construction and installation of water quality facilities. This document should address concerns regarding potential impacts of the project identified during County initial Sketch Plan review. The Water Quality Management Plan consists of a series of Best Management Practices (BMPs) which are prescribed specifically for the project. They include both structural and non-structural BMPs which, when integrated into the project, should address the comments expressed by Weld County Health Department and the Longmont Soil Conservation District and allow the project to proceed on schedule. The purpose of this preliminary plan is to provide a description of the various BMPs that can be incorporated into the RiverDance PUD. During the initial review of the PUD Sketch Plan, several comments were received related to potential impacts of the proposed development upon surface and ground water quality. Specifically, the Weld County Health Department expressed concerns related to the equestrian facilities and their effects upon water quality. They also expressed concerns related to potential sedimentation of existing water bodies during development and construction. The Longmont Soil Conservation District expressed concerns involving water quality degradation from runoff from the project and the potential for increased fertilizers and chemicals leaching into shallow ground water. The management plan outlined in this memorandum provides strategies to mitigate potential impacts to water quality and to address the concerns presented above. In the discussion that follows, features incorporated into the project which minimize the potential for water quality degradation are presented. In addition, numerous mitigation measures and Best Management Practices (BMPs) applicable to the RiverDance PUD are prescribed. These prescriptions are presented for both the construction/development phase and the post-construction phase. 2. CONSTRUCTION AND DEVELOPMENT PHASE WOMP Prior to the commencement of construction, a permit to discharge stormwater associated with A-1 construction activities (Stormwater Discharge Permit) must be obtained from the Colorado Department of Public Health and Environment. The permit is required in compliance with the Colorado Water Quality Control Act, (25-8-101 et seq., CRS 1973 as amended) and the Federal Water Pollution Control Act, as amended(33 U.S.C. 1251 et seq.). The permit requires control and elimination of the sources of pollutants in stormwater through the development and implementation of a Stormwater Management Plan(SWMP). The S WMP would include Best Management Practices (BMPs), which would include pollution prevention and source reduction measures. This must constitute Best Available Technology(BAT) and Best Conventional Technology(BCT) and should achieve compliance with water quality standards. The permit would also include prohibitions against discharges of non-stormwater(e.g. process water). Adherence to the requirements of the Discharge Permit would minimize potential contamination of existing water bodies from construction-related sediment and other contaminants. Measures to control erosion and sediment loss could include both structural and non-structural BMPs. 2.1 BEST MANAGEMENT PRACTICES Numerous BMPs could be implemented to minimize erosion, soil loss, and subsequent degradation of water quality during the construction and development phase of the RiverDance PUD; including the following: 2.1.1 SEDIMENT AND EROSION CONTROL Vegetative Buffer Strips: Vegetative buffers or filter strips could be maintained at the base of slopes and along water courses to retain construction-related sediment on site and minimize off-site transport of sediment. They would be maintained around each lake,along St. Vrain Creek, and the unnamed channel draining the eastern portion of the project. In areas where existing vegetation is sparse or inadequate, buffer strips could be created through hydro-seeding or standard seeding practices. Design of buffer strips can be integrated into the final design of the project (Section 3). Natural Vegetation: To the extent practical, natural vegetation could be preserved, particularly along and within existing waterways. Disturbance of existing wetland vegetation will be minimized. Fences or flags would be provided during construction to keep equipment and construction debris out of these areas. Phased Construction: Construction could be phased to minimize the amount of area disturbed at any given time. A-2 Dust Control: Dust from disturbed areas can be controlled during construction activities. Disturbed areas would be sprinkled with water until the surface is wet and repeated as necessary. Diversion Measures: Temporary ditches could be built to divert runoff from exposed slopes during construction. Ditches should be designed at slopes which would be erosionally stable (generally less than 2%). Specific locations have not been determined at this time. However, candidate locations include south facing slopes along the northern shores of both lakes while earthwork and construction is occurring in these locations. Sediment Filter Fence Sediment filter fence could be placed at the downslope perimeter of all disturbed areas. The purpose of the filter fence is to trap small amounts of sediment under sheet flow conditions during construction. It is important to note that the fence must be properly installed to be effective. The bottom of the fabric should be properly keyed into ground and backfilled. No loose fabric should exist at any places along the bottom length of the fence. Sediment Check Dams: Small dams could be constructed across swales or drainage ditches to reduce velocity of concentrated flows and allow retention of sediment. Temporary check dams would be constructed of rock or landscape timbers and spaced in proportion to the slope of the swale or channel. Check dams could be built such that the center of the dam is lower than the edges,the dam is properly keyed into native ground, and rock is sized to be stable during design discharges. Straw Bale Barriers: Straw bales would be used to temporarily enhance effects of other sediment control measures. Bale barriers should be properly installed to be effective. They should tightly abut each other, be entrenched and backfilled to prevent underflow, securely anchored (at least 2 stakes per bale), and maintained following runoff events. 2.1.2 CONTROL OF OTHER CONTAMINANTS The Stormwater Management Plan would contain provisions to protect surface and ground water quality from contamination from other construction related activities. These provisions generally involve "good housekeeping" practices to reduce the potential of contamination by removing or protecting a contaminant source. Concrete Wash Water: Concrete wash water would not be discharged to state waters or to storm sewer systems. A-3 Bulk Material Storage: Bulk storage structures for petroleum products and other chemicals shall have adequate protection so as to contain all spills and prevent any spilled material from entering State waters. Added Chemicals: Chemicals could be prevented from entering the stormwater discharge without permission from the State of Colorado Water Quality Control Division. Sampling: At the request of the State of Colorado Water Quality Control Division, stormwater samples may be obtained. Waste Materials: All wastes composed of building materials could be removed from the site for disposal in licensed disposal facilities. No building material caste would be buried, dumped, or discharged at the site. Off-site sediment: Off-site vehicle tracking of sediment could be minimized. Structure Disposition: All temporary sediment control features could be removed within 30 days of final site stabilization is achieved or after the temporary measures are no longer needed. 3. POST-CONSTRUCTION WOMP The RiverDance PUD integrates several water bodies into its design as amenities. It is, therefore, in the best interest of the developer to maintain the quality of the lakes, wetlands, and ponds to provide the maximum aesthetic appeal to property owners and users of RiverDance facilities. As a result,numerous BMPs and design features have been incorporated directly into the PUD which will specifically minimize contamination of water resources and maximize the aesthetic value and quality of the project's water resources. These features are presented in the following sections. 3.1 EQUESTRIAN FACILITY • All horses would be boarded at the Equestrian Center. In accordance with the Weld County Zoning Ordinance for, no horses are permitted on individual lots. • The Equestrian Center has been sited at the most hydrologically remote location of the RiverDance PUD. This placement would provide maximum protection of the lakes and St. Vrain Creek from contamination. • Runoff from the Equestrian Center could be conveyed to the unnamed swale in the eastern portion of the project. This swale currently contains wetland vegetation throughout its course to St. Vrain Creek. The flow characteristics and wetland features of this swale could be enhanced A-4 upon completion of the project (see Section 3.4). Wetland vegetation and ponding along this swale would reduce the nutrient content of surface runoff from the Equestrian Center through physical(sedimentation, filtration, and adsorption), chemical (precipitation and adsorption), and biological (plant uptake and plant adsorption)mechanisms. 3.2 URBAN RUNOFF • Stormwater detention ponds could be incorporated throughout the PUD. An objective of the developer and design engineer is to route as much stormwater runoff as possible through these features. Wetland vegetation can be incorporated within wet ponds to enhance water quality. • Stormwater runoff for the subdivision could be prevented from entering the lakes by diversion. • Stormwater runoff could be conveyed, wherever possible or practical, via grassed swales. • Sediment check dams can be incorporated within the grassed swales and stormwater conveyance features. The check dams could be constructed across swales or drainage ditches to reduce velocity of concentrated flows and allow retention of sediment. Check dams could be constructed of rock or landscape timbers and spaced in proportion to the slope of the swale or channel. Check dams would be built such that the center of the dam is lower than the edges,the dam is properly keyed into native ground, and rock is sized to be stable during design discharges. • A vegetated buffer strip could be maintained along St. Vrain Creek and all major water courses. The buffer strips could consist of native vegetation (where it exists) or an established planting which could provide a living filter to reduce sedimentation and degradation of water quality. The buffer strips could be established, at a minimum, along St. Vrain Creek and on the upslope side of each lake. The buffer zones could be incorporated into the landscaping plan for the PUD. • PUD covenants could include requirements for fertilizer and chemical usage. The covenants would not ban use of these materials but would provide guidance and prescribe limitations to their use. An objective of the covenants is to minimize over fertilization and chemical applications on lawns and landscaping. 3.3 LAKE DESIGN AND MANAGEMENT • The two lakes will be used as locations for water skiing activities,therefore,there is the potential for shoreline erosion from wake/wave action. Wave erosion from wind generated waves is also a concern. To mitigate the shoreline erosion potential, shorelines could be stabilized using structural shoreline protection measures. The specific measure has not been determined at this time, however, several options would provide adequate protection. These options include retaining walls, riprap, interlocking blocks, vegetated mats and geosynthetic erosion control mats. • Lake shore protection measures could be designed to extend a sufficient distance above and A-5 • below the water line to provide a margin of safety for wave protection. • Slopes of the lake shores could be configured with slopes designed to reduce wave roll up. • Boat ramps could be designed to facilitate easy boat launching and loading without disruption of lake bottom sediments. Ramps could be constructed of concrete or wood and could extend a sufficient distance into the lake to allow launching without trailer wheels entering the lake bottom. • A gravel runout above the boat ramp could allow boat trailers and vehicles to drain over a porous surface and thereby prevent oil and grease from entering the lakes. • A"No Wake"zone could be imposed for the area surrounding the boat launch and dock areas for the purposes of safety and to minimize shore and lake bottom disturbance. 3.4 EXISTING WETLANDS • To the extent possible, existing wetlands would not be disturbed. Portions of the existing wetlands in the unnamed drainage located on the eastern portion of the PUD might be disturbed during construction and wetland enhancement activities.This drainage could be reconfigured to provide a series of wetland detention features which would increase the water treatment capability of the drainage. Existing coversoils could be stockpiled and replaced when earthmoving activities are finished. This would provide a source of live seed and allow maximum wetland reestablishment. • All wetland modification or dredge/fill activities within waters of the US would be covered through a EPA Clean Water Act Section 404 Permit(administered with the US Army Corps of Engineers). 3.5 POST CONSTRUCTION LAKE QUALITY MANAGEMENT Following completion of the project, implementation of the recommended BMPs should result in the reduction or elimination of contaminants entering the lakes as a result of the project. In the event that the lakes experience elevated trophic status or excessive algal and weed growth, further management strategies could be employed. The following management techniques and actions are generic in nature; specific strategies would be contingent upon site-specific lake study. • Implementation of Water Quality Monitoring Plan. A water quality monitoring plan could be implemented which would develop a nutrient budget for the lakes and prescribe a management plan to optimize their quality. Samples could be obtained from the St. Vrain, ditch water,and alluvial water to determine the best water management strategies to minimize nutrient inflow. A-6 • Weed Harvesting. Nuisance aquatic weeds can be removed via physical harvesting methods. Any number of methods, including mechanical weed harvesters, manual labor, dragging, or netting could be used. • Chemical Algae Control Methods. Chemical applications could be investigated. Use of chemical agents such as buffered alum or copper based compounds could be applied pending further evaluation of the lakes. • Aeration / Circulation. Artificial aeration of the lakes could be implemented. Numerous aerators are on the market which could be investigated and the proper size/capacity pump be selected. 4. REFERENCES Terrene Institute, 1993. LakeSmarts -The First Lake Maintenance Handbook. Washington State Dept. Of Ecology, 1992. Stormwater Management Manual for the Puget Sound Basin. USEPA, 1988. The Lake and Reservoir Restoration Guidance Manual, First Edition. EPA 440/5-88- 002 Schueler, Thomas R., 1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs. Prepared for Washington Metropolitan Water Resources Planning Board. A-7 MaaMtad amo ea a, ••'•••"°••• Yrs„�� a ISMM eezn .e un o a•a e. "rim' SWIM 1O111.11OO molaown Wawa 'O'O'd 13NVOI MIH — —.___.— ie e6B dd � — x s IS Bantu -ONI'ff UMW,lN♦dNOO f •O11 11 I tl0lriNl vnna .. ...a. e i a s i q 0� iA4 0 is ij / 4. a r74 i i q a € P 9 a$ '!9 Y�ry AN e i' Ipii. + N A.: �a .6 1.0 �° o PO t'ji"ll _a g th'''';:i e Y "-�Ml ri� P r ry s 'egg r s � 1 . L . E € 3 fitML ! i p u 5 { t iy a 7; a- �1 4e gaNEI ddd r�gII, r�r F r , ti is 06 03. 10 a 4 gf w JJ a g, '¢ 'e { 9 I "(/, .� w it 1 F 9.. 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IiW� ;1_ iqi y Ei p Q9e� vl7� r eaii3i �7 a0Mt Xn5 zi,, Fmy VV:ViV a 1 ag 0 0 iki X i ,4 d c�i F i6 �/\ i� ., i : . w tiro, 66666a .i.'v •_Ar4- W ' - Federal Emergency_Management Agency v5 Washington, D.C. 20472 0 MAR0 6 2000 CERTIFIED MAIL 1N REPLY REFER TO: RETURN RECEIPT REQUESTED Case No,: 00-08-1068 The Honorable Dale Hall Community: Weld County, Colorado Chairperson Community No.: 080266 Weld County Board of Commissioners P.O.Box 758 104 Greeley,CO 80632-0758 Dear Mr. Hall: This responds to a request that the Federal Emergency Management Agency(FEMA)comment on the effects that a.proposed project would have on the effective Flood Insurance Rate Map(FIRM)and Flood Insurance Study(FIS)report for your community. in accordance with Part 65 of the National Flood Insurance Program (NFIP) regulations. In a letter received on February 1, 2000,Mr, Mike Siegrist, President, Siegrist Construction Company, requested that FNMA evaluate the effects that lakes north of St. Vrain Creek associated with the Siegrist River prong ject an the d norbth dettaai detailed _^ topographic information for St Vraia Creek from approximately 7,000 feet downstream to approximately 100 feet downstream of Interstate Highway 25 would have on the flood hazard information shown on the effective FIRM and PIS report. All data required to complete our review of this request for a Conditional Letter of Map Revision(CLOMR) were submitted by Mr. Siegrist We reviewed the submitted data and the data used to prepare the effective FIRM for your community and determined that the proposed project meets the minimum floodplain management criteria of the NFIP. The submitted existing conditions HEC-RAS hydraulic computer model, dated December 8, 1999, based on updated topographic information, was used as the base conditions model in our review of the proposed conditions model for this CLOMR request. We believe that, if the proposed project is coast-acted as shown on the submitted topographic work map entitled"Riverdance,Adjusted FIRM,"dated November 13, 1999, and as described in the submitted report entitled "Siegrist River Dance," dated December 1999, both prepared by Tuttle Applegate,Inc., and the data listed below are received,a revision to the FIRM would be warranted. Comparison of the proposed conditions to the existing conditions revealed that the water-surface elevations associated with the flood having a 1-percent chance of being equaled or exceeded in any given year(base flood)along St. Vrain Creek will not change as a result of the proposed grading, Comparison of the proposed conditions to the effective conditions revealed that the width of the Special Flood Hazard Area(SFHA), the area that would be inundated by the base Rood,along St Vrain Creek will decrease as a result of the proposed grading and updated topographic information. Upon eomphehon of this project,your community may submit the data listed below and request that we make a final determination on revising the effective FIRM and FIS report. • Effective March 1. 1999.FEMA revised the fee schedule for reviewing and processing requests for conditional and final modifications to published flood information and maps, In accordance with this schedule,the fee for your map revision request will be 13,400 and must be received before we can begin processing your request. Payment of this fee shall be made in the form of a check or money order, made payable in U.S. funds to the National Flood Insurance Program, or by credit card. The payment must be forwarded to the following address: Federal Emergency Management Agency Fee-Collection System Administrator P.O. Box 3173 Merrifield,VA 22116-3173 • As-built plans, certified by a registered professional engineer, of all proposed project elements • Community acknowledgmenj of the map revision request • Certification that all fill placed in the currently effective base floodplain and below the proposed base flood elevation(BFE)is compacted to 95 percent of the maximum density obtainable with the Standard Proctor Test method issued by the American Society for Testing and Materials (ASTM Standard D-698) or an acceptable equivalent method for all areas to be removed from the base floodplain • A copy of the public notice distributed by your community stating its intent to revise the regulatory floodway, or a statement by your community that it has notified all affected property owners and affected adjacent jurisdictions • A letter stating that your community will adopt and enforce the modified regulatory floodway • A hydraulic analysis, for as-built conditions, of the base flood if it differs from the proposed conditions model After receiving appropriate documentation to show that the project has been completed,FEMA will initiate a revision to the FIRM and F.9S report. Because BFEs would be established as a result of the project, a 90-day appeal period would be initiated, during which commrmity officials and interested persons may appeal the BFEs based on scientific or technical data. This CLOMR is based on minimum floodplain management criteria established under the NF1P, Your community is responsible for approving all floodplain development and for ensuring all necessary permits required by Federal or State law have been received. State, county, and community officials, based on knowledge of local conditions and in the interest of safety,may set higher standards for construction in the `- SFHA. If the State, county, or community has adopted more restrictive or comprehensive floodplain management criteria, these criteria take precedence over the minimum NFIP criteria. If you have any questions regarding floodplain management regulations for your community or the NIIIP _ in general, please contact the Consultation Coordination Officer(CCO)for your community. Information 3 • on the CCO for your community may be obtained by contacting the Director, Mitigation Division of FEMA in Denver,Colorado, at(303)235-4830, If you have any questions regarding this CLOMR, please contact "- the FEMA Map Assistance Center, toll fret, at 1-877-FEMA MAP(1-871-336-2627). Sincerely, Sally . age,Project Engineer Fur. Matthew B. Miller, P.E., Chief Hazards Study Branch Hazards Study Branch Mitigation Directorate Mitigation Directorate cc: Ms.Monica Daniels-Mika,A.I.C.P. Planning Director Weld County Mr.Mike Siegrist President Siegrist Construction Company — .. Riverdance -Estill Idled Tax Revenue Based on 2tkU Budget 1) Calculate RiverDance Assessed Value for Property Tax Calculation — Type of Unit # ActualValue TotalProjectValue Assessed Value Per Site or SF RiverDance @ 9.74% & 29% Townhouse 202 $ 190,000.00 $ 38,380,000.00 $3,738,212.00 Patio Homes 72 $ 280,000.00 $ 20,160,000.00 $1,963,584.00 Suburban 141 $ 325,000.00 $ 45,825,000.00 $4,463,355.00 Large Suburban 138 $ 450,000.00 $ 62,100,000.00 $6,048,540.00 Lake Front B5 .$ 7011,000.00 $ 45,500,000.00 $4,431,700.00 Commercial Building4SF) 1,157,400 $ 120.00 $ 138,888,000.00 $40,277,520.00 — Total Values $ 350,853,000.00 $60,922,911.00 — 2) Property T - Total Development Tarevenue Weld County 22.0380 $1,342,619.11 — School Dist RE1J 44.0960 $2,686,456.68 NCW Water 1.0000 $60,922.91 SVW Water D 32R0 $] 982 71 LTA/Water 0.0000 $0.00 MTN View Fire (Bond) 0.6340 $38,625.13 St Vrain San 16.5460 $1,008,030.49 Weld Library 3.2490 $197,938.54 Mountain View Fire 7.8170 $476,234.40 Total Tax RiverDancee Development 95.7080 $5,830,809.97 3) Tax Allocation based on 2000 Expenditures (2000 Budget - Page 64) — Internal Services 6.30% $84,585.00 Ambulance 4.60% $61,760.48 Social Services 12.30% $165,142.15 — Public Works 0.70% $9,398.33 Public Safety 19.80% $265,838.58 Capital 2.70% $36,250.72 Human Service 8.80% $118,150.48 Health 4.10% $55,047.38 Auxiliary 0.40% $5,370.48 Contingency 7.40% $99,353.81 "' Miscellaneous 2.00% $26,852.38 Road and Bridge 15.40% $206,763.34 Culture and Recreatiop 0.50% $6,713.10 — General Government 14.90% $200,050.25 99.90% $1,341,276.49 Note: Commercial tax_burden based on.51_55 acres with 15,000 SF of building.coverage.per.acre and 50% of the space is two-story 755I /■�. env West 64th Avenue 1 EGRIs� Denver, Colorado Phone(303)427-8472-8472 Fax(303)427-8542 SIEGRIST COMPANIES January 08, 2002 St. Vrain Valley School District RE-1J Mr. Scott Toillion; Planning Specialist 395 South Pratt Parkway Longmont, Colorado 80501-6499 Dear Scott: I wanted to take this opportunity to thank you for your time meeting with Lee and myself to explore options available to resolve the current school capacity problem. During our conversations you indicated that the Dist,iut would prefer-the Cash-in-Lieu of land option at this time: The amount of the-Cash-fir-Lieu the-for single-family would Ire $645.00 per unit and $288.00 per unit for condos and townhouses. With regards to the mitigation fees we cannot agree -at This time to the proposed fees, ranging from $647 to $2,849 per unit, for several reasons. First, there is a variation of about $2,200 per unit based on the current school enrollment which makes it difficult to determine the actual costs associated with the lot development. Secondly, based on __information we imve received, other developments-h i the-area-have paid fixed mitigatipn fees ranging from $250 to $1000 per unit. As we discussed, the owners of RiverDance remain concerned about remaining competitive with other developers in the area. In as much as the school district can not require mitigation fees, with the exception of-dedicated land or payment in lieu-of;there is-no-consistent method at this time to apply mitigation fees. Agreeing to a fee higher than what has been paid by other developments, or which may be agreed to in the future, puts both the RiverDance project as well as potential buyers at RiverDance at a disadvantage. Lastly, due to the amatmt of commercial -uses -at _RiverDance the tax base will be substantially better than that of purely residential development. Although this does not directly benefit the St. Vrain School District, it does benefit the state education system and should be taken into consideration. In our letter dated May 21, 2001 vve bad-offered to-pay mitigation fees for single family and townhouses of-$75f.1-an& $345 iesureutively. We would still he- ag,eeable- to- this mitigation fee structure. Fees would be paid in conjunction with the Cash-in-Lieu aLeA payments and would be discontinued at such time a new bond issue is approved by the voters. The total fees are included in the schedule below. Type # Lots Cash-in-Lieu Mitigation Total Total Fee Fee Fee Dollars Townhome 202 $288.00 $345.00 $633.00 $127,866.00 Single Family 447 $645.00 $750.00 $1,395.00 $623,565.00 Total Fee's $751,431.00 Yearly increase in revenue from property taxes $2,686,456.00 In closing, it seems that-the hest method of funding school improvements is through bond issues. Mitigation fees create problems for the school district in as much as they do not provided the funds necessary to build several schools in a short time. In addition, due to the existing law applying-them consistently is difficult. Should the district place -another bond issue on the ballet in November, we would offer our support. Thank you for your time and consideration, and we look forward to working with you on this project. Sincerely,jty iegrist cc: Vern Nelson Lee Lawson Toillioawps Preble's Meadow Jumping Mouse Habitat Assessment for The Waterside Property Prepared for— Siegrist Companies 875 West 64th Avenue Denver, CO 80221 Prepared by— ERO Resources Corporation 1842 Clarkson Street Denver, CO 80218 (303) 830-1188 April 9, 1999 ERO Resources Corporation Preble's Meadow Jumping Mouse Habitat Assessment for The Waterside Property April 9, 1999 Objectives The purpose of this assessment is to determine the presence or absence of potentially suitable Preble's meadow jumping mouse (Preble's) habitat at the site of a proposed single-family residential community, and to determine if the project will adversely affect Preble's habitat. The project is located in the Gowanda 7%-minute USGS quad, T3N, R68W, portions of Sections 35 and 36, Weld County, Colorado (Figure 1). Project Description The site is proposed to be developed into a single-family residential community with three acres of neighborhood commercial along the frontage road. The area within the floodplain of St. Vrain Creek and several of the drainage corridors will be maintained as open space. An equestrian trail will follow the creek at a distance of 50 to 100 feet. The trail will follow an existing gravel access road, and will not result in any new disturbance to the riparian corridor. Ecological and Other Features of the Assessment Area The property is approximately 480 acres in size and is located northeast of Interstate 25 and St. Vrain Creek. The southern part of the property is currently part of a mining operation and is covered by three large lakes. The three lakes are bordered to the south by an earthen berm with a graded dirt road along the top. A narrow strip of land in a natural state exists between the berm and the creek. A bluff bisects the property from west to east. North of this bluff, the property is mostly agricultural land. A small intermittent stream crosses the northern half of the property from north to southeast (See Photo 1). This stream appears to be fed by runoff from nearby fields. The center of the channel is filled with cattails (Typha latifolia and Typha angustifolia). The central channel is surrounded by wetlands dominated by three-square (Scirpus americanus), Baltic rush (Juncus balticus), alkali muhly (Muhlenbergia asperifolia), and • foxtail barley (Hordeum jubatum). The surrounding uplands are dominated by wheatgrass --- 1 ERO Resources Corporation PREBLE'S MEADOW JUMPING MOUSE HABITAT ASSESSMENT FOR THE WATERSIDE PROPERTY (Agropyron sp.), with occasional stands of saltgrass (Dystichlis spicata). There are no shrubs or trees in this area. A narrow fringe of wetlands on the west, south, and east borders the small pond in the northwestern part of the property. A more extensive wetland community borders this pond to the north (See Photo 2). Water apparently seeps into this area from a second pond located to the north, on an adjacent property. Wetland plants present in this area include cattails, three-square, foxtail barley, bulrushes, and sedges (Carex sp.). There is not significant shrub cover in this area. A narrow wetland fed by seepage from a pond to the north runs down the center of a small drainage west of the pond. The center of this wetland is saturated at or near the surface. Dominant vegetation includes three-square, sedges, white-top (Cardaria draba), alkali muhly, and quackgrass (Agropyron repens). A more extensive wetland, flows through a small drainage below a pond to the north (See Photos 3 and 4). This wetland is fed by seepage from the pond just to the north on the adjacent property. The soil in this area is saturated at or near the surface. Dominant vegetation includes three-square, willow-herb (Epilobium ciliatum), and Canada thistle(Cirsium arvense). Other wetland plants present include sedges, Baltic rush, and a few scattered cattails just below the dam. The largest and eastern-most of the three large man-made lakes has a small fringe of wetlands along its southern bank. The narrow fringe of wetlands is only about 1 foot wide along most of the south bank, except for one area where the bank is less steep and the potential wetland is up to 5 feet wide (See Photos 5 and 6). This area has scattered sandbar willows and cottonwoods. The narrow strip of undeveloped land in the flood plain of St. Vrain Creek has a well- developed community of sandbar willow and cottonwood (See Photos 7 and 8). A number of terraces above the low flow channel of the creek consist of sandbars, gravel bars, and mudflats. Many of these terraces are covered by dense stands of sandbar willow. Conclusions and Discussion Steve Butler, a biologist with ERO, visited the project site in February and March, 1999, and mapped potential Preble's mouse habitat along St. Vrain Creek. The extent of 2 ERO Resources Corporation PREBLE'S MEADOW JUMPING MOUSE HABITAT ASSESSMENT FOR THE WATERSIDE PROPERTY potential mouse habitat, and the approximate boundaries of the Potential Mouse Protection Area(PMPA) proposed by the U.S. Fish and Wildlife Service(Fed. Reg. Vol. 63, No. 232, Dec. 3, 1998), are shown in Figure 2. As proposed, the project will not affect Preble's or its potentially suitable habitat along St. Vrain Creek. The roads and homes constructed as part of the residential development will not encroach within 300 feet of the stream. The large lakes created by past mining activities will also separate the development from the riparian corridor along the creek. The equestrian trail will follow an existing gravel access road, and will not result in any new disturbance to the riparian corridor. The project, as designed, will not result in take of Preble's because— • The areas to be disturbed are not Preble's habitat. • The areas of disturbance will be separated from St. Vrain Creek by existing man- made lakes and by more than 300 feet of distance. • The equestrian trail along the creek will follow the existing road grade; no disturbance of potential habitat along St. Vrain Creek will occur. • The small intermittent stream crossing the northeastern part of the site lacks the structured tree and shrub habitat typically associated with Preble's. • The isolated wetlands associated with the pond and small drainages at the site lack the structured tree and shrub habitat typically associated with Preble's. ERO recommends that the site not be surveyed for the mouse at this time, and believes that if the project proceeds as proposed there will be no take of Preble's. There is no Preble's meadow jumping mouse habitat in the area indicated by hatching in Figure 1.. If new work is proposed along St. Vrain Creek within 300 feet of potential habitat, ERO recommends a trapping survey to determine if the mouse is present along the creek. Qualifications of Surveyors Qualifications of W. Stephen Butler have been previously submitted to the U.S. Fish and Wildlife Service and are available upon request. Mr. Butler has a Master of Environmental Management degree from Duke University, School of the Environment and a B.S. in Biology from Indiana University. He has 3 years experience conducting trapping 3 ERO Resources Corporation • PREBLE'S MEADOW JUMPING MOUSE HABITAT ASSESSMENT FOR THE WATERSIDE PROPERTY surveys for Preble's meadow jumping mouse and has experience identifying and handling Preble's in the field. Qualifications of Mary L. Powell have been previously submitted to the U.S. Fish and Wildlife Service and are available upon request. Ms. Powell has a Masters degree in botany from the University of Colorado at Denver and 6 years experience performing vegetative inventories and assessments. She specializes in riparian and wetland ecology, has 3 years experience performing Preble's habitat assessments and presence/absence surveys, and has experience identifying and handling Preble's in the field. r 4 ERO Resources Corporation Tg tt ivti.. i \ ) -\ m % . 'kid 1 ci-;_ i , ttir‘\\ '1 g I ' c ', . ..g c \ i ill I -I li - ! / ¢ gg E r 2 if'4fi) I it _ �� , \ • A liiil J� iii — - B (c(). rl I ah ic- 1 � a N + 1 NJlrn � cr)- y- I, 1 ' iti `.n . \ ' I c, r]\ , , , .z ._ itd . ,,, \T, 1 Th \kC • ;1 & ci 1K \s\ :\\IN . k_my _, ra is\c —c- - -2rA-\; N, 1 3 a 1/17)1 ,.-,... JID 476 �I re:. . 4950 IL J %ry i jl II I. 26 onCn FoTh... .... \ T \ , , � II � ° �jeservorr 1r it Q I 4 9 �/ / : , \ • 1 ° sl97 • ` /N ° - 49 57 / • ` � ` . J . �V 4 v �iCGC `Z'caw'@��c3-G�G �, 6 ' i "E=LE'SHA=ITATA=SENT '+►�: M THIS . E ' 172 r ` PROPERTY BOUNDARY i' 4827 - _ v 1 °• BM ��' C -\\: . CNAN 4423 481.3 I /� 4k j 1v_ 4834 is e / Il 4630 I: it "- 46<n Prepared by: Figure 1. Site Location FR Waterside Property � ERO Resources Corp. T3N, R68W, Sections 35 and 36, Gowanda, Colorado Quadrangle 1842 Clarkson Street Weld County, Colorado Denver,CO 80218 (303)830-1188 1 Fax: 830.1199 N \\\Nktmic,4_, ba ... a \� / f ` � �j /-i , ) ��yI a � � r Y � a \\ . kr,„__ nil ) 4_/1 " per ) CIIR )t S LI ljtiVilli 1 (ile_) , \ \ c---1_1 k \ c- -H)5' _ gj'ts . z-- 'l 1 I � _\ 1 tsSSA \ , ' ' /14% \' )\-t Wiz, 0 __!: ,\ - 5 \s,‘\\ _<__<_•, ,. Th_i_ _ , e., \\ _ _____7) A_\ ,-) Ack,--___,- y z�� z� z�z. — WATERSIDE PROPERTY PHOTO LOG s s } 1,. a. .�� _.. a. 66 tt�3�� M1 1 wy P x y f ' s 4..:,S' X - t."4.- '''�F r' " _.. r•vL' It fi Photo 1: Wetlands associated with small stream crossing northeast part of site. tom.:- .. ' ", r 1 n ; .1" Sl, ICI , . L. . Photo 2: Wetlands north of pond. x-� WATERSIDE PROPERTY PHOTO LOG 4 -t 1, i M1 R 44, 'V1l ': i t i ₹ � z ; s I 7 °/j( d4 9 f 4M u Vx �''* AYi.�... Yf • • Photo 3: Wetlands below dam,west of pond. 5yi i Yx S fRd 3... • r,.1k1411 t}4 ' 33 l �YtO'S-w�' .�.swm�. y.�.v• . Photo 4: Wetlands below dam,west of pond WATERSIDE PROPERTY PHOTO LOG :Aq j,JJyy r.. F fir. Photo 5: Typical view of lake shore. u • i3 ti' I n , Photo 6: Small stand of sandbar willow and cottonwood on south bank of large lake. WATERSIDE PROPERTY PHOTO LOG ._wig ,i. v •^�...--.aT __ 'st �"• �xx�, .� fin s Photo 7: Willows on sandbar, St. Vrain Creek. cv' 4 ;e, i "'�ItIC " • tG t _ 1 r `t f Photo 8: Gravel/mud flat area, St. Vrain Creek. Habitat Assessment for Ute Ladies'-Tresses Orchid The Waterside Property Prepared for— Siegrist Companies 875 West 64th Avenue Denver,CO 80221 rn I. Prepared by— ERO Resources Corporation 1842 Clarkson Street Denver,CO 80218 April 9, 1999 R ERO Resources Corporation Habitat Assessment for Ute Ladies'-Tresses Orchid Waterside Property March 11, 1999 Objectives The purpose of this assessment was to determine the presence or absence of Ute ladies'- tresses orchid habitat at the site of a proposed single-family residential community. The project is located in the Gowanda 7'/-minute USGS quad,T3N, R68W, portions of Sections 35 and 36, Weld County, Colorado(Figure 1). Project Description The site is to be developed into a single-family residential community with three acres of neighborhood commercial along the frontage road. The area within the floodplain of St. Vrain Creek and several of the drainage corridors will be maintained as open space. r- Ecological Features of the Site The property is approximately 480 acres in size and is located northeast of Interstate 25 and St. Vrain Creek. The southern part of the property is currently part of a mining operation and is covered by three large lakes. A bluff bisects the property from west to east. North of this bluff,the property is mostly agricultural land. A small intermittent stream crosses the northern half of the property from north to southeast(See Photo 1). On the western edge of the property, there is a pond and several small drainages with associated wetlands (See Photos 2 k through 4). The three lakes are bordered to the south by an earthen berm with a graded dirt - road along the top (See Photos 5 and 6). A narrow strip of land in a natural state exists between the berm and the creek(See Photos 7 and 8). Aquolls and aquents with gravelly substratum dominate the soils along St. Vrain Creek. These soils are frequently flooded for bnef periods during spring and summer. Soils along the small drainage crossing the northern part of the property are Kim Loam, 3 to 5 percent slopes. Soils in the area of the small pond and small wet drainages on the west edge of the property are Tassel Fine Sandy Loam with 5 to 20 percent slopes. r - 1 ERO Resources Corporation HABITAT ASSESSMENT FOR UTE LADD:S'-TRESSES ORCHID FOR THE WATERSIDE PROPERTY Conclusions Using criteria established by the U. S. Fish and Wildlife Service, ERO Resources conducted a habitat evaluation for the presence or absence of Ute ladies'-tresses orchid habitat within the proposed areas of disturbance northeast of St. Vrain Creek and I-25. Areas of potential orchid habitat are shown in Figure 2. ERO determined that it is very unlikely that a population of the orchid will be disturbed by the project because the roads and homes constructed as part of the residential development will not encroach within 300 feet of St. Vrain Creek. The large lakes created by past mining activities will also separate the development from the riparian corridor along the creek. An equestrian trail will follow the creek at a distance of 50 to 100 feet. The trail will follow an t existing gravel access road, and will not result in any new disturbance to the riparian corridor. The other wetland areas at the site are not associated with a perennial stream and lack appropriate soils to support a population of the orchid. The project, as proposed, will not affect the orchid because— • The areas to be disturbed by the project are not associated with a perennial stream and lack the appropriate soil type to be orchid habitat. • Potential orchid habitat along St. Vrain Creek will not be affected by the development. Because of the lack of orchid habitat at the project site ERO Resources believes that the F project will not directly or indirectly adversely impact the orchid. There is no orchid in the area indicated by hatching in Figure 1. If new work is proposed along St. Vrain Creek within potential habitat,ERO recommends a survey to determine if the orchid is present along the creek. - Qualifications of Surveyor Full qualifications of Mary L. Powell have been previously submitted to the U.S. Fish and Wildlife Service and are available upon request. Ms. Powell has a Masters degree in biology from the University of Colorado at Denver and has experience since 1990 performing vegetative inventories and assessments. She specializes in riparian and wetland ecology, has experience since 1993 in performing Ute ladies'-tresses orchid habitat assessments and presence/absence surveys, and has successfully identified vegetative and flowing stages of the orchid in the field. 2 ERO Resources Corporation // 1 / - Jam, � 76 \� % � �.; •<890 -17 (7 , I / ri.:2.5___ct/ Ditch r 1 , I `26I // / / 'Foster i,l j j eservoir „ • r7 1) Vrr; V t ° 1.489) /// .....) S 1, -." 1:Y.-N.\ ;:i 1/4 -2-Y/25°:: -:/ c ' .0.-, 11-\\,_____NN,,__s,Nper:i �� • - • HA=ITAT • =•M THISA'Eef �I. � I f! PROPERTY BOUNDARY // 4827 �'. BM 4 � �r. • = 48131 - 2:. _ •� O t 4816.. t LP <E31 ll "ci_z_____ _______(„yr.ThczN....„„zn:4630...L.., I' 2 4 —<83a E ,/ II �� Ii 1 . S ® I is -'•\\_ \y--\\_ _ il 0 Prepared by: Figure 1. Site Location �^ Waterside Property / ' ERO Resources Corp. T3N, R68W, Sections 35 and 36, Gowanda, Colorado Quadrangle 1842 Clarkson Street Denver, CO 88218 Weld County, Colorado 3 (303)830.1188 t Fax: 830-1199 N P 1A- I ? ° ------_,..) %/ilk , .4 "jit ns\ ,,, _ , a 7 ( � (� \\ \.. .:;: . II Vii,7 2 gg E yt\ 1 �L1 --. II) 1 \\KS-5 . J x r\.- H A !, _., 1 /A \ co . 4 'il El I 1 5 e_, 1 ��1)J\ ' o\ \:„. 1 ,5, c _s_ 11 .z iil, \: y WATERSIDE PROPERTY PHOTO LOG • rt } i:77aga _'. +rew a ; W ei +mot ar e -a . r tJt .r. Photo 1: Wetlands associated with small stream crossing northeast part of site. • k ` � t5 k � Photo 2: Wetlands north of pond. WATERSIDE PROPERTY PHOTO LOG t a'* +7 YY" nn i L ., ° 1. y� t Nrc V ' ¢YG+ ' k,•:-.4,;-:(z„,„,'. . .--- et.. Photo 3: Wetlands below dam, west of pond. M1 G ./z4„.';', t b pi'"'ate" ,y. ....pL. ti '*.'. 1.5,... � I Photo 4: Wetlands below dam, west of pond I WATERSIDE PROPERTY PHOTO LOG ay . R(_. Imo. Photo 5: Typical view of lake shore. r H SSw Yom. 9 a3 Photo 6: Small stand of sandbar willow and cottonwood on south bank of large lake. WATERSIDE PROPERTY PHOTO_LOG • ,+9' P3 F A' SiT Y. • Photo 7: Willows on sandbar, St. Vrain Creek. • r y4' 4 4J l/ • n 1 4,e P • { s _ Y r` • z tix - J �,F � - •y� Y - t$ _ Photo 8: Gravel/mud flat area, St. Vrain Creek. Rivet-Dance PUD Preliminary Water Quality Management Plan (QWMP) Attachment A RiverDance PUD Preliminary Water Quality Management Plan (QWMP) The Riverdance PUD Preliminary Water Quality Management Plan has been compiled and appended by Tuttle Applegate, Inc. from original work by Water Engineering Technologies, with their knowledge, consent and cooperation. The intent was to best apply technical information from Water Engineering Technologies to address the specific requirements of the Riverdance PUD Weld County Change of Zone application submittal. 1. PURPOSE A Preliminary Water Quality Management Plan (WQMP) has been recommended for the RiverDance PUD which is intended to reduce or eliminate degradation of water quality in the project area resulting from completion of the project. A Final WQMP would be provided with specific layout and details for construction and installation of water quality facilities. This document should address concerns regarding potential impacts of the project identified during County initial Sketch Plan review. The Water Quality Management Plan consists of a series of Best Management Practices (BMPs) which are prescribed specifically for the project. They include both structural and non-structural BMPs which, when integrated into the project, should address the comments expressed by Weld County Health Department and the Longmont Soil Conservation District and allow the project to proceed on schedule. The purpose of this preliminary plan is to provide a description of the various BMPs that can be incorporated into the RiverDance PUD. During the initial review of the PUD Sketch Plan, several comments were received related to potential impacts of the proposed development upon surface and ground water quality. Specifically, the Weld County Ilealth Department expressed concerns related to the equestrian facilities and their effects upon water quality. They also expressed concerns related to potential sedimentation of existing water bodies during development and construction. The Longmont Soil Conservation District expressed concerns involving water quality degradation from runoff from the project and the potential for increased fertilizers and chemicals leaching into shallow ground water. The management plan outlined in this memorandum provides strategies to mitigate potential impacts to water quality and to address the concerns presented above. In the discussion that follows, features incorporated into the project which minimize the potential for water quality degradation are presented. In addition, numerous mitigation measures and Best Management Practices (BMPs) applicable to the RiverDance PUD are prescribed. These prescriptions are presented for both the construction/development phase and the post-construction phase. 2. CONSTRUCTION AND DEVELOPMENT PHASE WQMP Prior to the commencement of construction, a permit to discharge stormwater associated with A-1 construction activities (Stormwater Discharge Permit) must be obtained from the Colorado Department of Public Health and Environment. The permit is required in compliance with the Colorado Water Quality Control Act, (25-8-101 et seq., CRS 1973 as amended) and the Federal Water Pollution Control Act, as amended (33 U.S.C. 1251 et seq.). The permit requires control and elimination of the sources of pollutants in stormwater through the development and implementation of a Stormwater Management Plan(SWMP). The SWMP would include Best Management Practices (BMPs), which would include pollution prevention and source reduction measures. This must constitute Best Available Technology(BAT) and Best Conventional Technology(BCT)and should achieve compliance with water quality standards. The permit would also include prohibitions against discharges of non-stormwater(e.g. process water). Adherence to the requirements of the Discharge Permit would minimize potential contamination of existing water bodies from construction-related sediment and other contaminants. Measures to control erosion and sediment loss could include both structural and non-structural BMPs. 2.1 BEST MANAGEMENT PRACTICES Numerous BMPs could be implemented to minimize erosion, soil loss, and subsequent degradation of water quality during the construction and development phase of the RiverDance PUD; including the following: 2.1.1 SEDIMENT AND EROSION CONTROL Vegetative Buffer Strips: Vegetative buffers or filter strips could be maintained at the base of slopes and along water courses to retain construction-related sediment on site and minimize off-site transport of sediment. They would be maintained around each lake,along St. Vrain Creek, and the unnamed channel draining the eastern portion of the project. In areas where existing vegetation is sparse or inadequate, buffer strips could be created through hydro-seeding or standard seeding practices. Design of buffer strips can be integrated into the final design of the project (Section 3). Natural Vegetation: To the extent practical, natural vegetation could be preserved, particularly along and within existing waterways. Disturbance of existing wetland vegetation will be minimized. Fences or flags would be provided during construction to keep equipment and construction debris out of these areas. Phased Construction: Construction could be phased to minimize the amount of area disturbed at any given time. A-2 Dust Control: Dust from disturbed areas can be controlled during construction activities. Disturbed areas would be sprinkled with water until the surface is wet and repeated as necessary. Diversion Measures: Temporary ditches could be built to divert runoff from exposed slopes during construction. Ditches should be designed at slopes which would be erosionally stable (generally less than 2%). Specific locations have not been determined at this time. However, candidate locations include south facing slopes along the northern shores of both lakes while earthwork and construction is occurring in these locations. Sediment Filter Fence Sediment filter fence could be placed at the downslope perimeter of all disturbed areas. The purpose of the filter fence is to trap small amounts of sediment under sheet flow conditions during construction. It is important to note that the fence must be properly installed to be effective. The bottom of the fabric should be properly keyed into ground and backfilled. No loose fabric should exist at any places along the bottom length of the fence. Sediment Check Dams: Small dams could be constructed across swales or drainage ditches to reduce velocity of concentrated flows and allow retention of sediment. Temporary check dams would be constructed of rock or landscape timbers and spaced in proportion to the slope of the swale or channel. Check dams could be built such that the center of the dam is lower than the edges,the dam is properly keyed into native ground, and rock is sized to be stable during design discharges. Straw Bale Barriers: Straw bales would be used to temporarily enhance effects of other sediment control measures. Bale barriers should be properly installed to be effective. They should tightly abut each other, be entrenched and backfilled to prevent underflow, securely anchored (at least 2 stakes per bale), and maintained following runoff events. 2.1.2 CONTROL OF OTHER CONTAMINANTS The Stormwater Management Plan would contain provisions to protect surface and ground water quality from contamination from other construction related activities. These provisions generally involve "good housekeeping" practices to reduce the potential of contamination by removing or protecting a contaminant source. Concrete Wash Water: Concrete wash water would not be discharged to state waters or to storm sewer systems. A-3 Bulk Material Storage: Bulk storage structures for petroleum products and other chemicals shall have adequate protection so as to contain all spills and prevent any spilled material from entering State waters. Added Chemicals: Chemicals could be prevented from entering the stormwater discharge without permission from the State of Colorado Water Quality Control Division. Sampling: At the request of the State of Colorado Water Quality Control Division, stormwater samples may be obtained. Waste Materials: All wastes composed of building materials could be removed from the site for disposal in licensed disposal facilities.No building material caste would be buried, dumped, or discharged at the site. Off-site sediment: Off-site vehicle tracking of sediment could he minimized. Structure Disposition: All temporary sediment control features could be removed within 30 days of final site stabilization is achieved or after the temporary measures are no longer needed. 3. POST-CONSTRUCTION WOMP The RiverDance PUD integrates several water bodies into its design as amenities. It is, therefore, in the best interest of the developer to maintain the quality of the lakes, wetlands, and ponds to provide the maximum aesthetic appeal to property owners and users of RiverDance facilities. As a result, numerous BMPs and design features have been incorporated directly into the PUD which will specifically minimize contamination of water resources and maximize the aesthetic value and quality of the project's water resources. These features are presented in the following sections. 3.1 EQUESTRIAN FACILITY • All horses would be boarded at the Equestrian Center. In accordance with the Weld County Zoning Ordinance for, no horses are permitted on individual lots. • The Equestrian Center has been sited at the most hydrologically remote location of the RiverDance PUD. This placement would provide maximum protection of the lakes and St. Vrain Creek from contamination. • Runoff from the Equestrian Center could he conveyed to the unnamed swale in the eastern portion of the project. This swale currently contains wetland vegetation throughout its course to St. Vrain Creek. The flow characteristics and wetland features of this swale could be enhanced A-4 upon completion of the project (see Section 3.4). Wetland vegetation and ponding along this swale would reduce the nutrient content of surface runoff from the Equestrian Center through physical (sedimentation, filtration, and adsorption), chemical (precipitation and adsorption), and biological (plant uptake and plant adsorption) mechanisms. 3.2 URBAN RUNOFF • Stormwater detention ponds could be incorporated throughout the PUD. An objective of the developer and design engineer is to route as much stormwater runoff as possible through these features. Wetland vegetation can be incorporated within wet ponds to enhance water quality. • Stormwater runoff for the subdivision could be prevented from entering the lakes by diversion. • Stormwater runoff could be conveyed, wherever possible or practical, via grassed swales. • Sediment check dams can be incorporated within the grassed swales and stormwater conveyance features. The check dams could be constructed across swales or drainage ditches to reduce velocity of concentrated flows and allow retention of sediment. Check dams could be constructed of rock or landscape timbers and spaced in proportion to the slope of the swale or channel. Check dams would be built such that the center of the dam is lower than the edges, the darn is properly keyed into native ground, and rock is sized to be stable during design discharges. • A vegetated buffer strip could be maintained along St. Vrain Creek and all major water courses. The buffer strips could consist of native vegetation (where it exists) or an established planting which could provide a living filter to reduce sedimentation and degradation of water quality. The buffer strips could be established, at a minimum, along St. Vrain Creek and on the upslope side of each lake. The buffer zones could be incorporated into the landscaping plan for the PUD. • PUD covenants could include requirements for fertilizer and chemical usage. The covenants would not ban use of these materials but would provide guidance and prescribe limitations to their use. An objective of the covenants is to minimize over fertilization and chemical applications on lawns and landscaping. 3.3 LAKE DESIGN AND MANAGEMENT • The two lakes will be used as locations for water skiing activities,therefore,there is the potential for shoreline erosion from wake/wave action. Wave erosion from wind generated waves is also a concern. To mitigate the shoreline erosion potential, shorelines could he stabilized using structural shoreline protection measures. The specific measure has not been determined at this time, however, several options would provide adequate protection. These options include retaining walls, riprap, interlocking blocks, vegetated mats and geosynthetic erosion control mats. • Lake shore protection measures could be designed to extend a sufficient distance above and A-5 below the water line to provide a margin of safety for wave protection. • Slopes of the lake shores could be configured with slopes designed to reduce wave roll up. • Boat ramps could be designed to facilitate easy boat launching and loading without disruption of lake bottom sediments. Ramps could be constructed of concrete or wood and could extend a sufficient distance into the lake to allow launching without trailer wheels entering the lake bottom. • A gravel runout above the boat ramp could allow boat trailers and vehicles to drain over a porous surface and thereby prevent oil and grease from entering the lakes. • A "No Wake" zone could be imposed for the area surrounding the boat launch and clock areas for the purposes of safety and to minimize shore and lake bottom disturbance. 3.4 EXISTING WETLANDS • To the exter t possible, existing wetlands would not be disturbed. Portions of the existing wetlands in the unnamed drainage located on the eastern portion of the PUD might be disturbed during constn fiction and wetland enhancement activities. This drainage could be reconfigured to provide a series of wetland detention features which would increase the water treatment capability of he drainage. Existing coversoils could be stockpiled and replaced when earthmoving t ctivities are finished. This would provide a source of live seed and allow maximum wel land reestablishment. • All wetland modification or dredge/fill activities within waters of the US would be covered through a EPA Clean Water Act Section 404 Permit (administered with the US Army Corps of Engineers). 3.5 POST CONSTRUCTION LAKE QUALITY MANAGEMENT Following completion of the project, implementation of the recommended BMPs should result in the reduction or elimination of contaminants entering the lakes as a result of the project. In the event that the lakes experience elevated trophic status or excessive algal and weed growth, further management strategies could be employed. The following management techniques and actions are generic in nature; specific strategies would be contingent upon site-specific lake study. • Implementation of Water Quality Monitoring Plan. A water quality monitoring plan could be implemented which would develop a nutrient budget for the lakes and prescribe a management plan to optimize their quality. Samples could be obtained from the St. Vrain, ditch water, and alluvial water to determine the best water management strategies to minimize nutrient inflow. A-6 • Weed Harvesting. Nuisance aquatic weeds can be removed via physical harvesting methods. Any number of methods, including mechanical weed harvesters, manual labor, dragging, or netting could be used. • Chemical Algae Control Methods. Chemical applications could be investigated. Use of chemical agents such as buffered alum or copper based compounds could be applied pending further evaluation of the lakes. • Aeration / Circulation. Artificial aeration of the lakes could be implemented. Numerous aerators are on the market which could be investigated and the proper size/capacity pump be selected. 4. REFERENCES Terrene Institute, 1993. LakeSmarts -The First Lake Maintenance Handbook. Washington State Dept. Of Ecology, 1992. Stormwater Management Manual for the Puget Sound Basin. USEPA, 1988. The Lake and Reservoir Restoration Guidance Manual,First Edition. EPA 440/5-88- 002 Schueler, Thomas R., 1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs. Prepared for Washington Metropolitan Water Resources Planning Board. A-7 .Mal.... rna.o io.laa.OO•onolla v01.141 'OT'd IONVONLIIN r— •ONI'a�Blia�dtlyatANl 'S■MOON •0N1'NIIN►d1IOOLSYOII$ - -- - -- 91 v:mm roa : is €. eia f5 L_ JI J il F 4 • H nh [[ Y a=7i — `a - ` il____.,_,.:,,:ii:,,i,-,,,li,,,.:,,,,,i,.,,,,,,,,,i,", I;, LIYt e a 71A. L 3. r � J Y r ;�. 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WELD COUNTY, COLORADO EEC PROJECT NO. 1992001 1:r • _ I I I J EEC EARTH ENGINEERING CONSULTANTS, INC. r: i_, --J r ii r : i r SUBSURFACE EXPLORATION REPORT I ` WATERSIDE P.U.D. WELD COUNTY, COLORADO EEC PROJECT NO. 1992001 1 ' In ah I I17 , 3 1 JI. I I TT -k seossTh EEC `: r 'L. EARTH ENGINEERING CONSULTANTS, INC. January 26, 1999 P. Tuttle Applegate, Inc. E I 11990 Grant Street, Suite 304 Denver, Colorado 80233 Attn: Ms. Molly Orkild-Larson L. Re: Geotechnical Subsurface Exploration Report Waterside P.U.D. `k Weld County, Colorado EEC Project No. 1992001 ill I E; . - Ms. Orkild-Larson: Aia Enclosed, herewith, are the results of the subsurface exploration completed by Earth Engineering Consultants,Inc. personnel for the referenced project. In summary,the subsurface soils encountered in the test borings typically consisted of low plasticity cohesive soils with varying amounts of sand. Highly weathered silty sandstone bedrock was typically encountered beneath the overburden soils at depths ranging from approximately 2 feet to 8 feet below present site grades in test borings located on the higher ground. In the lower areas, the overburden soils were underlain by granular and '' essentially granular materials, which typically extended to the bottom of the borings at depths of approximately 15 feet below present site grades. Groundwater was encountered in four of the borings while drilling at depths of 8 to 15 feet below present site grades. Piezometers were installed at selected locations to allow for additional groundwater measurements. Based on the materials observed at the boring locations, it is our opinion lightly loaded residential structures could be supported on conventional footing foundation bearing in the near surface cohesive materials. Soft/loose materials were observed in the north portion of the site and a portion of the site contains miscellaneous fill soils. Care will be required to see that footing foundations are supported on suitable strength soils. Highly expansive soils were not encountered in the test borings; CENTRE FOR ADVANCED TECHNOLOGY 2301 RESEARCH BOULEVARD, SUITE 104 FORT COLLINS, COLORADO 80526 1 (970) 224-1522 (FAx) 224-4564 I rn Earth Engineering Consultants.Inc. — EEC Project No. 1992001 t:. January 26, 1999 — Page 2 .a however, the zones of moderate plasticity cohesive materials will necessitate care in developing floor subgrades to maintain a low potential for post-construction movement. Preliminary geotechnical recommendations concerning design and construction of foundations and ,11 support of floor slabs and pavements are presented in the text of the attached report. If you have any questions concerning the enclosed report,or if we can be of further service to you in any other way, 1 please do not hesitate to contact us. ' Very truly yours, Earth Engineering Consultants,Inc. 141 Micha J. Col y, E.I.T. 1. Project Engineer ' ya I E `\ NS""' i_. : ..)-1)56:11117 top: 23957Z:t .e'• is I "n9%p11lE t Lester L.'tifillA",tE. r Principal Engineer MJC/LLL/dmf ill i St 1 I I I I- n T r L1, SUBSURFACE EXPLORATION REPORT WATERSIDE P.U.D. I- r WELD COUNTY, COLORADO 9 *' EEC PROJECT NO. 1992001 January 26, 1999 INTRODUCTION LThe subsurface exploration for the Waterside P.U.D. development in Weld County, Colorado, has been completed. Ten soil borings extending to depths of approximately 15 feet below present site grades were advanced in the proposed P.U.D. area to develop information on existing subsurface conditions. Field piezometers were installed at five of those boring locations to allow IF► for longer term evaluation of groundwater conditions on the site. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. `IF 7 The Waterside P.U.D. development includes approximately 480 acres located east of Interstate Ill 25 and north of St. Vrain Creek in Weld County, Colorado. Approximately 200 acres have been - I,y mined for sand and gravel resulting in two lakes adjacent to the St. Vrain Creek. The water features are planned as future recreation areas. We understand this development will include an assortment of approximately 400 single-family suburban, large suburban, lakefront, and patio- I- home lots. Several areas reserved for townhomes are also included as a part of this development. +p » It is anticipated the site residences will be one or two-story, wood frame single-family residences constructed with full/walkout basements. Foundation loads for these structures are expected to be light with continuous wall loads less than 2.5 kips per lineal foot and column loads less than 30 kips. Floor loads will be light. Small grade changes will be required to develop the final a it grades on this site. Site roadways will be constructed and water and sanitary sewer mains installed as a part of this project. 1 The purpose of this report is to describe the subsurface conditions encountered in the borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of the foundations and support of floor slabs and pavements. 4 n 7 I ". Eanh Engineering Consultants, Inc. a EEC Project No. 1992001 January 26, 1999_, rPage 2 l EXPLORATION AND TESTING PROCEDURES U1'} The boring locations were established in the field by representatives of Earth Engineering 21 Consultants, Inc. (EEC) by pacing and estimating angles from identifiable site features. Those 1 approximate boring locations are indicated on the attached boring location diagram. The surface elevations at the boring locations were approximated from the contours shown on the site plan which was supplied to EEC by others; those elevations are indicated on the boring logs. The locations and elevations of the borings should be considerate accurate only to the degree implied by the methods used to make the field measurements. Li The borings were performed using a truck-mounted, CME-45 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch .-. -, nominal diameter continuous flight augers and samples of the subsurface materials encountered .r were obtained using split-barrel and California barrel sampling techniques in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a standard 2-inch O.D. I a split-barrel sampling spoon is driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the split-barrel sampler is Irecorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the •,- California sampling procedure, relatively undisturbed samples are obtained in removable brass sleeves. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Moisture content tests were completed on each of the recovered samples. Washed sieve analysis and Atterberg limits tests were performed on selected samples to evaluate the quantity and plasticity of the fines in the subgrade materials. Swell/consolidation tests were completed on selected samples to evaluate the soil's tendency to change volume with variation in moisture content. Results of the field borings and laboratory testing are indicated on the attached boring logs and summary sheets. H �h Esi l •• Earth Engineering Consultants.Inc. EEC Project No. 1992001 January 26, 1999 Page 3 As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification WI__,; System based on the soil's texture and plasticity. The estimated group symbol for the Unified Soil - Classification System is shown in the appropriate column on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The Waterside P.U.D. development will encompass most of Section 35 and a portion of Section t 36, Township 3 North, Range 68 West in Weld County, Colorado. The development will be located east of Interstate 25 and north of St. Vrain Creek. Surface drainage across the site is generally to the south and west towards St. Vrain Creek with maximum difference in ground ja surface elevations across the site on the order of 100 feet. A small drainage way/proposed L. r wetland area crosses the northeastern portion of the site and drains to the southeast, towards St. q , Vrain Creek. Two lakes and one pond which are remnants of the sand and gravel mining operations on the site, are located on the southern portion of the proposed development. The pond _.t will be drained and regraded; the lakes will be used as recreation amenities. The northern portion iof the site is presently agricultural land, which includes irrigated cropland and pasture. Evidence of prior building construction observed at the site by EEC field personnel included the existing o' farm complex on the northern property boundary, several small structures relating to the sand and gravel mining operations, and a gas well head and oil pump, associated with a nearby storage I tank. il EEC personnel were on site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field logs were prepared by EEC site personnel based on visual and tactual observation of disturbed samples and auger cuttings. The final boring logs 1 included with this report may contain modifications to those field logs based on results of laboratory testing and engineering evaluation. Based on results of the field and laboratory testing, it subsurface conditions can be generalized as follows. I . 4 EEC Project No. 1992001 Earth Engineering Consultants, Inc. 1 1 k January 26, 1999 l t; Page 4 a- r In the low areas near the old sand and gravel pits, three to nine feet of silty sand with varying amounts of gravel was encountered at the surface at the boring locations. In the non-fill area (boring B-1), the silty sand was underlain by coarse sand and gravel which extended to a depth tbar of approximately 14.5 feet below present site grade. The coarse sand and gravel was colored I I brown, was dense and was underlain by silty lean clay. The silty lean clay extended from approximately 14.5 feet to the bottom of the boring (15.5 feet below present site grade). Borings B-3 and B-4 were advanced in the fill area directly north of the existing lakes. Underlying the silty ill`• sand with varying amounts of gravel was the fill material, which consisted of sand and gravel with varying amounts of dark brown to black lean clay. Those materials were typically very stiff to E medium dense and exhibited low plasticity. Boring B-3 terminated in the fill material at a depth Iof 15.5 feet below present site grades, while the fill material in boring B-4 extended to a depth Eil of approximately 10.5 feet and was underlain by coarse sand and gravel. The coarse sand and a -- gravel was brown, medium dense, and extended to the bottom of the boring to a depth of japproximately 15.5 feet below present site grades. IP The remaining seven soil borings were advanced in the higher portion of the site which is out of i the St. Vrain Creek drainage way. Two to eight feet of sandy lean clay was encountered at the 1 surface of those boring locations. Those cohesive materials were typically stiff to very stiff, "` colored brown, exhibited low to moderate plasticity and low potential to change volume with variation in moisture content. The cohesive soils were underlain by highly weathered silty a - sandstone with varying amounts of clay. The highly weathered bedrock was colored gray/brown with occasional rust streaks. The sandstone typically exhibited low potential to change volume with moisture content; however, the clayey zones exhibited greater swell potential. The silty sandstone bedrock extended to the bottom of the borings to depths of approximately 15.5 feet I 4t below present site grades. IN The stratification boundaries indicated on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct. II Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. I; ri I is Earth Engineering Consultants,Inc. EEC Project No. 1992001 January 26, 1999 ' Page 5 t FT 1 GROUNDWATER CONDITIONS 4U Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. In addition, 2-inch nominal diameter piezometers were I installed at five of the boring locations to allow for longer term measurement of groundwater levels. At the time of drilling, free water was observed at boring locations B-1, B-2, B-4 and B- -I 10 at depths ranging from approximately 8 to 15 feet below present ground surface. Approximately three days after completion of the borings, groundwater was observed at depths al of approximately 3 feet and 8 feet below ground surface in borings B-2 and B-10, respectively. No free water was observed in the other piezometers at that time. 1' Fluctuations in groundwater levels can occur over time depending on variations in hydrologic _ d conditions, water levels in St. Vrain Creek and other conditions not apparent at the time of this 1 — report. Monitoring may be completed in the piezometers to help establish groundwater levels and f ' fluctuations. Zones of perched and/or trapped water may occasionally be encountered in the more 1 permeable zones within the subgrade soils. Perched water is commonly encountered in soils overlying less permeable highly weathered bedrock. The location and amount of perched water ecan also vary over time depending on variations in hydrologic conditions, the presence of water in the ditch laterals and other conditions not apparent at the time of this report. 't . ANALYSIS AND RECOMMENDATIONS ,jil Foundations Based on the materials observed at the boring locations, it is our opinion the proposed residences could be supported on conventional footing foundations bearing in the near surface natural site soils or existing/newly placed site fill. We recommend those foundations extend through all existing vegetation and/or topsoil and bear in the natural, stiff to very stiff silty lean clay with I sand or underlying highly weathered silty sandstone bedrock. For design of footing foundations bearing in the natural, stiff to very stiff lean clay, we recommend using a net allowable total load soil bearing pressure not to exceed 1,500 psf. Footing foundations supported entirely in the I 1 Earth Engineering Consultants, Inc. EEC Project No. 1992001 January 26, 1999 Page 6 weathered sandstone bedrock could be designed using a net allowable total load bearing pressure F of 4,000 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. I Care should be taken in the bedrock areas to evaluate the bedrock individually with regard to • 1 support of footings. Zones of higher plasticity, higher clay content bedrock was encountered. It may be necessary in some areas to support lightly loaded residences on alternative foundations. :1 Those areas may be defined by additional drilling or by close evaluation at the time of construction. i p In borings B-9 and B-10, in the northern portion of the site, the near-surface cohesive soils were considerably softer and exhibited higher moisture content than the near-surface soils seen in the s rest of the site. As a result, for foundations bearing in the near surface cohesive soils along the wetland corridor in the north portion of the site, we recommend close observation and testing to evaluate the bearing soils. Close observation should also be completed in existing fill areas. If soft or loose zones are observed, overexcavation and backfill of the unacceptable materials may be required to develop suitable foundation bearing. .•1 In areas where fill soils will be placed to support foundation, all existing vegetation and/or topsoil ¢•• should be removed from the fill areas. After stripping, the in-place soils should be scarified, adjusted in moisture and compacted to at least 95% of standard Proctor (ASTM D-698) maximum dry density. The moisture content of the scarified soils should be adjusted to be within the range ji of±2% of standard Proctor optimum moisture content. Fill soils required to develop foundation bearing should consist of approved, low-volume change soils free from organic matter and debris. The near surface site soils could be used as fill beneath the foundations. Those fill soils should II be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at least 95% of standard Proctor maximum dry density. A net allowable total load soil bearing pressure not to exceed 1,500 psf could be used to design footing foundations supported on suitable new fill soils. I H Earth Engineering Consultants. Inc. EEC Project No. 1992001 January 26, 1999 Page 7 .� Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches below adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 16 inches and isolated column foundations have a minimum width of 30 inches. In general, trenched foundations or formed grade beam foundations should . not be used to allow for close observation of the bearing materials. Those types of foundations • could be used in bedrock bearing areas, when better defined. Trenched foundations should have a minimum width of 12 inches and formed grade beam foundations should have a minimum width =` of 8 inches. r .r No unusual problems are anticipated in completing the excavations required for construction of the footing foundations. Care should be taken to avoid disturbing the foundation bearing I materials. If foundations extend to near the groundwater table, those materials may be easily disturbed by construction activities. Materials loosened or disturbed by the construction activities 1.61 or materials which become wet and softened or dry and desiccated should be removed and replaced with acceptable soils prior to construction of the footing foundations. 1 We estimate the long-term settlement of footing foundations designed and constructed as outlined • a above would be less than 1 inch. Floor Slab Subgrades Care should be taken in establishing the basement elevations of the structures to maintain suitable separation between the basement level and seasonal high groundwater elevation. Recommendations II are provided in this report assuming that separation will be maintained. The elevations required to maintain separation can be better defined after monitoring of groundwater levels to establish jthe anticipated maximum seasonal high groundwater level. We expect areas of perched groundwater in the upper areas of the site. Perimeter drains, as subsequently discussed in this report, may be used to intercept the expected small quantity of intermittent perched groundwater. I All existing vegetation and/or topsoil should be removed from beneath the floor areas. Sandstone bedrock should be removed to at least 6 inches below the top of subgrade in floor areas. After II r. y. ri IR Earth Engineering Consultants, Inc. EEC Project No. 1992001 11 January 26, 1999 Page 8 t-- i stripping and completing all cuts and prior to placement of any fill or floor slabs, we recommend the in-place soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the Iscarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture at the time of compaction. Scarification and recompaction of in-place soils in the 1 basement areas would not be required. .1 Areas of higher expansion potential clayey sandstone were observed in the test borings. Care should be taken to avoid supporting floors on or immediately above the higher expansion potential material. Overexcavation and replacement of the higher expansion potential bedrock should be considered. Use of structural floors could also be considered; structural floors would eliminate the potential for movement. sr Fill soils required to develop the floor slab subgrade should consist of approved, low-volume P change materials which are free from organic matter and debris. Based on testing completed as a part of this project, it is our opinion the near surface essentially granular and low plasticity Icohesive soils could be used as fill beneath the floor slabs. Those fill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% iof the material's standard Proctor maximum dry density. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade bearing materials. Materials which are loosened or disturbed by the construction activities or materials I which become dry and desiccated or wet and softened should be removed and replaced prior to placement of the overlying floor slabs. jPositive drainage should be developed away from the proposed residences to avoid wetting the subgrades and bearing materials. Subgrades and bearing soils allowed to become wetted 1.1 subsequent to construction can result in unacceptable performance. I j ri Earth Engineering Consultants, Inc. ili EEC Project No. 1992001 January 26, 1999 r . - Page 9 ' l Below Grade Areas r i Below grade walls for the structures will be subjected to unbalanced lateral earth pressures. We recommend an exterior perimeter drain system be constructed around the structures to avoid development of hydrostatic loads on the below grade walls and/or seepage of water into the below grade areas. In general, a perimeter drain system would consist of perforated metal or plastic pipe r'' placed at approximate foundation bearing level around the exterior perimeter of the structure and 1-" sloped to drain to a sump area or gravity outfall where water can be removed without reverse flow rill into the system. The drainline should be surrounded by a minimum of 6 inches of appropriately sized granular filter soil and either the drainline or granular filter soil should be surrounded by an appropriate filter fabric to prevent an influx of fines into the system. I, ' Backfill placed adjacent to below grade walls above the perimeter drain system should consist of I." approved, low-volume change materials which are free from organic matter and debris. If free ' draining granular fills are used in this area, we recommend the top 2 feet of soil contain sufficient fines to prevent a direct influx of water into the perimeter drain system. The near surface silty ii. sand or low plasticity cohesive soils could be used as backfill adjacent to the structures. The ' e backfill soils should be placed in loose lifts not to exceed 9 inches, adjusted in moisture content and compacted to at least 90% of the material's standard Proctor maximum dry density. The -t moisture content of the fill soils should be adjusted to be within the range of ±2% at the time of -R backfill placement. Backfill soils which will support sidewalks, patios, steps, driveways or similar improvements should be compacted to at least 95% of the material's standard Proctor } maximum dry density. Care should be taken during compaction of the backfill soils to prevent placing excessive lateral stresses on the below grade walls. We recommend compaction using t' hand or light mechanical equipment. Basement walls for residential structures are commonly designed using "active" lateral stress analysis. That analysis includes an assumption of slight wall rotation. The wall rotation for an .11 active lateral stress distribution analysis is assumed to be approximately 0.5% times the height of the wall. For design of below grade walls designed with active lateral stress distribution Iassumptions, we recommend using an equivalent fluid pressure of 35 pounds per cubic foot. The j ,,, r R Earth Engineering Consultants. Inc. EEC Project No. 1992001 January 26, 1999 Page 10 recommended equivalent fluid pressure does not include a factor of safety. If the walls are restrained from rotation, higher lateral earth pressures can occur. Higher lateral earth pressures i= can also occur with surcharge loads placed adjacent to below grade walls or point loads placed LS. ' in the wall backfill such as footing foundations. ss Pavement Subgrade/Pavements All existing vegetation and/or topsoil should be removed from beneath the site pavements. After 11 stripping and completing all cuts and prior to placement of any fill or pavements, the subgrade I should be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density. The moisture content I. of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor r- - ' optimum moisture. Fill soils required to develop the pavement subgrade should consist of approved, low-volume change materials which are free from organic matter and debris. The near surface sandy lean clay G soils could be used as fill in these areas. We recommend the fill materials be placed in loose lifts Inot to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the ht material's standard Proctor maximum dry density. We estimate the R-value of the subgrade soils would be approximately 10. We anticipate traffic on the site roadways would consist of low volumes of light vehicles including automobiles and light trucks. Based on subgrade and anticipated traffic conditions, pavement section for local site roadways would typically include 3 inches of hot bituminous pavement (HBP) overlying 6 inches of aggregate base (ABC). For collector streets, pavement sections on the order of 4 inches of HBP overlying 8 inches of ABC would be typical. After final layout and development of traffic projections, we would be pleased to develop more specific pavement recommendations. The hot bituminous pavement should be compatible with Colorado Department of Transportation (CDOT) requirements for grading C or CX. Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 base. 1 IA Earth Engineering Consultants. Inc. EEC Project No. 1992001 F----- January 26, 1999 t Page 11 ' Positive drainage should be developed across the pavements and away from the pavement edges to avoid wetting the pavement subgrades. Subgrades allowed to become wetted subsequent to construction can result in premature failure of the pavement section. Slopes Boring B-7 was advanced in the area of the approximate 30-foot high slope in the southeast portion of the site. Materials encountered in that boring consisted of 2 feet of silty sandy lean clay ±1 overlying silty sandstone interbedded with sandy claystone. Slopes cut in the lean clay material should be 3:1 (horizontal:vertical) minimum slope in order to achieve a stable cut and to facilitate .L1 accessfor maintenance. The silty sandstone material may be cut in near vertical faces not to < - exceed 10 feet in height. If higher slopes/cuts are needed in the sandstone, benching techniques may be used. The silty sandy materials encountered in boring B-7 would be susceptible to erosion if adequate R E_ mitigation is not undertaken. The 3:1 soil slopes should be vegetated in order to reduce erosion : potential. I GENERAL COMMENTS The preliminary analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between ill borings or across the site. The nature and extent of such variations may not become evident until further exploration or construction. If variations appear evident, it will be necessary to re- evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications IIso that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical I 1 r Earth Engineering Consultants, Inc. EEC Project No. 1992001 January 26, 1999 Page 12 engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Tuttle Applegate, Inc. for specific ! I application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that 1 any changes in the nature, design or location of the project as outlined in this report are planned, 1•-°` the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the rri geotechnical engineer. 1 1_I If ra.. ii T, . Ji J I 1` i. DRILLING AND EXPLORATION ji f" DRILLING& SAMPLING SYMBOLS: "` 1 SS: Split Spoon- 13/8"1.D..2"O.D.,unless otherwise noted PS: Piston Sample ST: Thin-Walled Tube-2"O.D.,unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler- 2.42" I.D..3"O.D.unless otherwise noted Lir r PA: Power Auger FT: Fish Tail Bit t HA: Hand Auger RB: Rock Bit r DB: Diamond Bit=4".N, B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter i HS: Hollow Stem Auger WB: Wash Bore I - Standard "N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.split spoon, except where noted. _u a WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling I WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal r AB : After Boring ACR: After Casting Removal e:. L Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK ' Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on Soils have move than 50% of their dry weight retained on a joints. May be color change. �� #200 sieve;they are described as: boulders,cobbles, gravel or Moderate Some decomposition and color change `• Li sand. Fine Grained Soils have less than 50%of their dry weight throughout. retained on a#200 sieve;they are described as: clays, if they High Rock highly decomposed,may be extremely are plastic, and silts if they are slightly plastic or non-plastic. broken. ji' Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION: constituents may be added according to the relative proportions Limestone and Dolomite: based on grain size. In addition to gradation, coarse grained Hard Difficult to scratch with knife. soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Moderately Can be scratched easily with knife. Example: Lean clay with sand, trace gravel, stiff(CL); silty Hard Cannot be scratched with fingernail. • sand, trace gravel,medium dense(SM). Soft Can be scratched with fingernail. CONSISTENCY OF FINE-GRAINED SOILS Shale, Siltstone and Claystone: Hard Can be scratched easily with knife,cannot be Unconfined Compressive scratched with fingernail. Strength,Qu,psf Consistency Moderately Can be scratched with fingernail. Hard < 500 Very Soft Soft Can be easily dented but not molded with 4 500 - 1,000 Soft fingers. 1,001 - 2,000 Medium 2,001 - 4,000 Stiff Sandstone and Conglomerate: AT Weii Capable of scratching a knife blade. 4,001 - 8,000 Very Stiff Cemented 8,001 - 16,000 Very Hard Cemented Can be scratched with knife. : t, Poorly Can be broken apart easily with fingers. RELATIVE DENSITY OF COARSE-GRAINED SOILS: N-Blows/ft Relative Density Cemented 0-3 Very Loose 4-9 Loose - 10-29 Medium Dense E E /1 30-49 Dense I�.I 50-80 Very Dense 80+ Extremely Dense r- I !" C- 7 UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification rt 9 Criteria for Assigning Group Symbols and Group names Using Laboratory Tests S roup bol Group Nome 7 iii Coarse—Grained Grovels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines Cu>4 and <c≤3t GW Well—graded gravel' 50% retained on fraction retained No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3t GP Poorly—graded grovel` Grovels with Fines Fines classify as ML or MH GM Silty gravel, G,H r more than 12% SS fines Fines classify as CL or CH GC Clayey Gravel`•`" is Sands 50% or Clean Sands Less Cu>J and 1<Cc<3t SW Well—graded sand more coarse than 5% fines fraction posses Cu<6 and/or 1>Cc>3t i . Na.No. 4 sieve SP Poorly—graded sond Sands with Fines Fines classify as ML or MH SM Silty sand°' more than 12% fines Fines classify os CL or CH SC Clayey sand"' M Fine—Grained Silts and Clays inorganic PI>7 and plots on or above "A"Line' CL Lean clay"L5 Soils 50% or Liquid Limit less more passes the than 50 PI<4 or plots below "A"Line ML Silt"." No. 200 sieve i. organic Liquid Limit — oven dried Organic clay"L.M•N <0.75 OL Liquid Limit — not dried Organic silt"i° Silts and Clays inorganic PI plots on or above "A"Line CH Fot cloy".L"666S Liquid Limit 50 or more PI plots below "Aline MH Elastic Silt`'" �T organic Liquid Limit — oven dried Organic cloy"L"" <0.75 OH Liquid Limit — not dried Organic silt"L"•° tt" Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3-in. (75- CCU=D /D,Cc= "II soil contains 15 to 29%plus No. 200, odd mm) sieve so ( • `with sand" or 'with gravel", whichever is a °if field sample contained cobbles or boulders, predominant. or both, add with cobbles or boulders, or both' 4l soil contains 2 !0` plus No. 200 to group name. predominantly sand, add -sandy to r °Grovels with 5 to 12% fines required dual grousoilp home. name. symbols: elf fines classify as CL-ML, use dual symbol "It soil contains 2 305 plus No. 200 GW-GM well graded grovel with silt GC-CM, or SC-SM. predominantly gravel, odd gravely to group GW-GC wen-graded grovel with cloy it fines are organic, odd-with organic fines-to name. GP-GM poorly-graded grovel with silt o0 name 9 9 NPI24 and plots on or above "A line. GP-GC poorly-graded gravel with cloy group °Pl<4 or plots below "A" line. °Sands with 5 to 125 fines require dual II soil contains >15%gravel, odd-with gravel' °Pi plots an or above "A' line. e"s symbols: to ptteoberg limits plots shaded area, soil is a °PI plots below A` line. SW-SM well-graded sand with silt CL-ML, only clay. SW-Sc well-graded sand with clay SP-SM poorly graded sand with silt ` SP-SC poorly graded sand with cloy . 60 For Classification aoii a^M+of floe-grained mils ' on fine-grained fraction of s 'la 5a- Equation of'A'-line _ Morixonlol PI P1-4 1 25.5, y'' ;'■■ then PI-0,73 11, (LL-20) F a [alb.,, -f,73 L- i" O oe A0.- verlkol m ILmfi to PI-7, P Lo o C i-- 0 ' ' ill _ 20-co i O� a , �■MHaa0H ,GL ' � c(p J/CL ML ML 7 0L I °0 l0 20 30 40 50 60 70 e0 90 100 110 LIQUID LIMIT (LL) M Hr I :I k i. -. r WATERSIDE P.U.D. WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 LOG OF BORING B-1 r RIG TYPE: CME45 111 SHEET 1 OF 1 f WATER DEPTH FOREMAN: MJC START DATE 9/99 WHILE DRILLING 15• d AUGER TYPE: 4"CFA FINISH DATE 1/15198 AFTER DRILLING 15• t SPT HAMMER: MANUAL SURFACE ELEV 45]T 72 HOUR None •• SOIL DESCRIPTION 0 N OU MC DD Ai1PoT6 -200 SWELL TYPE WEER PLOWS/Fn ..IPSFl I%I IPCFI LL % NW PRESSURE %Q 50O PSF SILTY FINE SAND(SM) --1_ t' brown sotto very still 2 I ; • -3 • ('' slightly calcareous 4 { SS 5 11 •7000 7.7 6 7_ Ic r _ _ pawl SS 1-0 45 1.5 .... COARSE SAND AND GRAVEL(SP-GP) brown 1-1 dense 12 Lt 1-3 I . -4 Pt._ SILTY LEAN CLAY(CL) SS 1-5 1000 22] brown,stiff to soft Am 1. - - 15.5 BOTTOM OF BORING 16 - INSTALLED PIE20METER kt 1-7 1-0 19 1 2-0 al 21 ._ 2-2 23 i 2-4 CHP 2-5 Earth Engineering Consultants w 1 . f ! . flB WATERSIDE P.U.D. WELD COUNTY,COLORADO ii PROJECT NO: 1992001 DATE: JANUARY,1999 LOG OF BORING B-2 ^ RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH LF' ' FOREMAN: MJC START DATE 1/18199 WHILE DRILLING 10' AUGER TYPE: 4"CFA FINISH DATE 1/18/99 AFTER DRILLING 10' SPT HAMMER: MANUAL SURFACE ELEV 4880' 72 HOUR y2' SOIL DESCRIPTION D N OU - r." MC DO ALERTS -200 SWELL . _ TTPE PEER WOWS/FT) (PSF) 1%) (PCF) .U. _PI 1%) PRESSURE %a SNIPSF SANDY LEAN CLAY(CL) 1_ 1 • browNrost 2 INTERBEDDED CLAYSTONE AND SANDSTONE -3 S. brown/rust - - { - highly weathered to weathered 4 ' SS -5 50/7" •6000 16.8 7 or 9 s+. _ _ S5 10 50/6" •5000 16.5 it 12 t 1-3 i • 14 SS 1-5 50/6" •6000 15.4 155'BOTTOM OF BORING 1-6 IINSTALLED PIEZOMETER 82 17 1-8 %• 19 20 21 I z-z i _ _ 23 i 24 Il •F CHP 25 [[[[ Earth Engineering Consultants 1 , I WATERSIDE P.U.D. - - - 4f WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 r LOG OF BORING 5-3 �.. RIG TYPE: CME45 SHEET I OF1 WATER DEPTH fLy FOREMAN: MJC START DATE 1/18/99 WHILE DRILLING None AUGER TYPE:4'CFA FINISH DATE 1/18199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV 4842' 72 HOUR N/A r SOIL DESCRIPTION 0 N 00 MC DO ALRRE -200 %e 500 PEP _ TYPE IFEE11 IBLOW9Fq man (%) IPCF LL % _ L. I%1 PRESS i8r SILTY SAND AND GRAVEL ISM) -1 MM dark down - - 33[4 2 3 1n _ ii 4 ANDY LEAN CLAY WITH GRAVEL(CL) _ _ I dark brown/black 5S 5 31 '9008112.8 j.. r very MN /0l malarial --6 _o. 7 1 1 9 SS 1-0 21 •8000 15.7 8� - 11 __ Li12 a -1-3 A 14 of" 55 1-5 20 '6000 16.7 _e 15.5'BOTTOM OF BORING 1-6 { j 17 1 _ _ 18 1-9 20 2-1 Jr 2-2 2-3 1 2-4 'CHP 2-5 Earth Engineering Consultants i ii WATERSIDE P.U.D. ''`" t WELD COUNTY, COLORADO k. PROJECT NO: 1992001 DATE: JANUARY,1999 — LOG OF BORING B-I RIG TYPE: CME45 SHEET I OF I WATER DEPTH - k FOREMAN: MJC START DATE 1118/99 WHILE DRILUNG 12 AUGER TYPE: I'CFA FINISH DATE 1 YNFTER DRILLING 12' SPT HAMMER: MANUAL SURFACE ELEV 4833' 72 HOUR NIA "� SOIL DESCRIPTION D N oU MC DO ALUMS 100 SWELL I, TYPE (FEET) (BLOWS/FT) (PSFI 0MIFCF) U. PI I%) PRESSURE %ft S00 PSF SILTY SAND MD GRAVEL(SM) -1 wr dark brown _ 2 r -3 11 CLAYEY SAND WITH GRAVEL(SC) -4 MMMMMM dark boaTWteTk _ _ medium dense CS 5 25 •9000e 15.3 110.2 27 10 27.8 <500 PSF None fill material -6 _7_ IT - Yj _-8_ F4 9 '! SS 10 14 •8000 21.3 mi 64 _ _ SILTY SAND(SM) 11 grey medium dense 12 ) COARSE SAND AND GRAVEL(SP-GP) 1-3 Ibrown — medium dense 14 1 SS 1-5 18 - 7.9 15.5'BOTTOM OF BORING 1-6 1-7 18 i 19 I g m 2-1 ;It 22 2-3 2-4 19 'CHP 2-5 Earth Engineering Consultants 514 it • WATERSIDE P.U.D. "' WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 LOG OF BORING B6 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH +' FOREMAN: MJC START DATE 1/15/99 WHILE DRILLING None t I. AUGER TYPE: C CFA FINISH DATE 1/15/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACEELEV 4902' 72 HOUR N/A r SOIL DESCRIPTION r.— D N DU MC DO RLWTe OM SWELL E '.. TYYEIFEETI (BLOWS/FT) (P F9Fl 1%I (PCFI `LL R 1%1 PRESSURE A% SOP PSF SILTY LEAN CLAY WITH SAND(CL) -1 Y Drown i stiff to very stiff -2 calcareous deposits -3 IllI C8 —5 12 •9900 10.9 99.1 32 19 77.9 950 PSF 0.6% 6 71 SILTY CLAYEY SANDSTONE -7 DrrnwJrusl highly weathered 8 i ss 1-0 Sac '5000 17.0 I IS 1-1 II well cemented from 11.5'-11' 12 IL 13 1-4 14.0'BOTTOM OF BORING I Ss _ _ 60/0" 15 1-6 • 17 I 1-B 9 'j 2-0 21 it2-2 2-3 24 •CHP 25 Earth Engineering Consultants : 1,- i r t - WATERSIDE P.U.D. #/" WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 LOG OF BORING B-6 RIG TYPE: CME4S SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 1/11199 WHILE DRILLING None Frd t.p AUGER TYPE:4"CFA FINISH DATE 1/16/99 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV III^^^ SOIL DESCRIPTION 4191' 12 HOUR None fe]['E 3M SWELL GU FEY WEEP) (BLOWS/FT) (Pa) I%1 IPCFI LL % 6 _ IK) PRESSURE %e 500 PS; SILTY LEAN CLAY(CL) 1 1‘i mown calcareous 2 f I 3_ SILTY SANDSTONE 4 "I mown highly weathered SS 5 50/$" '9000 115 1 _ _ 6 1 T 1 —6' 9 SS 10 56/4" •3000 16.1 ti 4. . 11 1I _ _ 2 13 — 14 _ SS IS 50/5" •9000+ 13.9 1s 15.5'BOTTOM OF BORING 16 INSTALLED PIEZOMETER 63 17 16 , l. 19 20 21 it22 23 24 •CHP 25 Earth Engineering Consultants III 1 t ---- -WATERSIDE P.U.D. WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 - LOG OF BORING B.7 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 1/10/99 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 1/19199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEY 4855' 72 HOUR N/A SOIL DESCRIPTION 0 11 OU MC DO A-UMITS .iet SWELL TYPE(FEET) (BLOWS/FT) PSFI 1%) (PCFI LL PI I%I PRESSURE %ft SM PSr SILTY SANDY LEAN CLAY(CL) -1 I ij brown _ _ 2 -3 SILTY SANDSTONE _ _ brown 4 J highly weathered _ 5S 5 50/9" 7000 17.1 I.S _ _ 1': -7 -9 11 F�j5i occasional mineral deposits SS 10 50/9" •8000+ 15.2 II- 1-1 interbedded sandstone and clayslone 12 1-3 55 15 50/5" '9000 11.7 15.5'BOTTOM OF BORING -6 17 9 il 11 1-9 2-0 it 2-1 22 2-3 I 24 7.1 'CHP 2-5 Earth Engineering Consultants See it; -r t WATERSIDE P.U.D. WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 �-1 LOG OF BORING B-0 J�f RIG TYPE:CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: MJC START DATE 1119/99 WHILE DRILLING Nona AUGER TYPE: 4"CFA FINISH DATE 1/10199 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV 4899' 72 HOUR NIA SOIL DESCRIPTION o x oa MC 00 ALMITS -20 SWELL • _. - - FYW(FEET) (BLOXIFI) In!) � -. _ (%I IKFI LL R R.1 PRESSURE %e Lao PRE SRN LEAN CLAY WITH SAND(CL) -1 brown _ _ 2 1 --3- 4 A' SS 5 5 '6000 19.5 A.* _ _ 6 ISILTY CLAYEY SANDSTONE 7 bowntrey highly weathered -8 soft to moderately hard - _ mF" 9 LCS 1-0 51 '9000+ 14.0 125.9 37 19 05.5 3500 PSF 3.0% interbedded with silly sandstone with depth 1-1 )p - - 12 1-3 I I _ _ 14 SS 1-5 5011" '7000 12.7 15.5'BOTTOM OF BORING 16 1-7 18 li 9! -9 2-0 21 z-z 2-3 { 2-4 •CHP 2-5 Earth Engineering Consultants 1 'i ,L • I. WATERSIDE P.U.D. WELD COUNTY,COLORADO PROJECT NO: 1892801 DATE: JANUARY,1999 LOG OF BORING 9-8 RIG TYPE: CME45 SHEET I OF I WATER DEPTH ru FOREMAN: MJC START DATE 1/18199 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 1/18199 AFTER DRILLING None SP7 HAMMER: MANUAL SURFACE ELEV 4913' 72 HOUR None SOIL DESCRIPTION M N W MC DO A-IJIMT9 .2pp SWELL FIE (FEET) I8LONSTT) MST) OR (POW LL Pt % . ( ) PRESSURE %®lOp FaF - - SILTY LEAN CLAY WITH SAND(CL) 1 brown - soft to star 2 , mueased sand with depth -3 Ill _4_ 55 5 2 •5000 13.2 B -7 LL -a 1i 9 �� 'SILTY SANDSTONE _ - browrWost SS 10 50/5" '1000 24.4 iier highly weathered - poorly cemented 11 • F L _ - 12 -3 14 55 15 5019" '5000 19.3 - 15.5'BOTTOM OF BORING 16 INSTALLED PIEZOMETER 44 17 1-8 1-9 ji 2-0 21 ri 72 2-3 24 "CHP 2-5 0v Earth Engineering Consultants 5 ' • El� WATERSIDE P.U.D. Y^., WELD COUNTY,COLORADO PROJECT NO: 1992001 DATE: JANUARY,1999 LOG OF BORING B-00 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH _ FOREMAN: MJC START DATE 1/15/99 WHILE DRILLING 9• AUGER TYPE: 4"CM FINISH DATE 1/19/99 AFTER DRILLING 5' SRI HAMMER: MANUAL SURFACE ELEV 4557' 72 HOUR $1' SOIL DESCRIPTION 0 N CID MC DD ROOM 1W TYPE (FEET) IBL SWELL OW961) _ IPSFI MI IPCFI LL R I%1 PRESSURE XQ f00 PSF 1_- 6"TOPSOILNEGETATION -2 SILTY LEAN CLAY VAIN SAND(GL) _ _ brown to ten with depth 2 soft to stiff 11 -3 lI 4 EllSS -5 2 •500 24.4 k'..... _ _ ,..7.I 7 a ' _9_ r. 'SILTY SANDSTONE _ i brown/mat SS 10 32 •3000 19.3 � highly weathered _ _ poorly cemented 11 ' 1-2 1-3 1-4 SS 15 5017' •9000 13.9 155 BOTTOM OF BORING 16 INSTALLED PIEZOMETER#5 1-7 F 1-B ii 1-9 2-0 2-1 2-2 2-3 .. 24 _I •CHP 25 e Earth Engineering Consultants r. l . SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Silty Lean Clay with Calcareous Deposits I,t. ;. Sample Location: B-5 S-1 @ 4-5' Liquid Limit: 32 'Plasticity Index: 191 % Passing#200: 77.9% Beginning Moisture: 7.5% Dry Density: 99.1 pcf 'Ending Moisture: 24.5% L.: Swell Pressure: 950 psf % Swell @ 500 psf: 0.8% r ill is 8 ( _ .2. . 56 - —_-__. __ .__ _.—__ CO i II4 :. .... _. . -- _J 0 ex 2 , : : ..-- y Water Added O E 12 a 1 `off 15 2-6 0.01 0.1 , 10 Load(TSF) 1 Project: Waterside P.U.D. Project Number: 1992001 Weld County, Colorado Date: January, 1999 1 rl SWELL/ CONSOLIDATION TEST-RESULTS Material Description: Brown/Rust Silty Clayey Sandstone Sample Location: B-8 S-2 @ 9-10' L,.... Liquid Limit: 37 'Plasticity Index: 19 I % Passing #200: 88.8% — Beginning Moisture: 7.9% Dry Density: 125.9 pcf:Ending Moisture: 15.3% Swell Pressure: 3500 psf % Swell @ 500 psf: 3.0% YJ 10 I 6 36 M (0 4 ' : sm; 2 ' t.. E Water Added m c 6 n 2 c-4 _e co O c-6 I. I0.01 0.1 1 10 Load(TSF) Waterside aterside P.U.D. I Weld County, Colorado !Pr Number: 1992001 Date: January, 1999 .1 I AI Hello