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Home My WebLink AboutSpraddle Creek Estates 1990 Volume 1 Legal SPI�ADDLE G�:EEI� SUBDI`TISI�N VAIL, COLORADO FINAL PLAT SUBMITTAL December 31, 1990 � t� � ;,�"� ��' � � �� r �� i . I N D E X ��'° ` � �.f'�� 1) Gover Letter ; 2 ) Title Page 3 ) Project Overview 4} Environmental Impact Report Conclusions & Technical Summaries -- revised 12/28/90 5 ) Retention Engineering Letter -- dated 9/12/90 -- re: retaining ��11 stab' lity calculations � �!�� etentib�`�ineerin Letter -- dated 9 5 90 -- re: re ai ' ) g g / / t ning walls 7 ) Matthews & Associates Report -- dated 7/24/90 -- re: wall plantings ,y�"";-�. 8 ) �Keystone, Amastone & Versa-lok, Retaining Wall Systems ��-�, ' 9 ) �tatthews & Associates Revegetation Plan -- dated 5/24/90 ��--° 10 ) Colorado State University Soil Test Report -- dated 7/24/90 11 ) RBD Preliminary Drainage Report -- dated 5/19/90 12 ) RBD Letter -- dated 12/13/90 -- re: frontage road design 13 ) RBD Preliminary Drainage Plan -- dated 3/23/90 14 ) RBD Final Drainage Report -- dated 12/21/90 15 ) Koechlein Letter -- dated 12/7/90 -- re: road design 16 ) Koechlein Letter -- dated 9/13/90 -- re: retaining wall design ..�---�- --� �°` 171�°�oechlein Report -- dated 8/22/90 -- re: geotechnical investigation >.��...,..°..�,� 18.) �x°oechlein Letter -- dated 8/3/90 -- re: road investigation �� 19 ) :Koechlein Letter -- dated 3/15/90 -- re: water tank and - retaining walls 20 ) Koechlein Letter -- dated 12/17/85 -- re: preliminary soils and foundation investigation 21 ) CRL/Thompson Report -- dated 6/18/84 -- re: unstable slope and wet area survey 22 ) RBD Letter -- dated 11/16/90 -- re: water tank & water system .� 23 ) RBD Preliminary Engineering Summary -- undated � � :"� ,�..:..�,._„�4 24 ) EO Church Report -- dated 8/21/90 -- re: geological engineering `�,.� � hazards investigation with map 25 ) TDA Colorado Inc. Sketch Plan Design -- dated 4/30/90 -- ��, re: North Frontage Road 26 ) TDA Colorado Inc. Final Traffic Impact Analysis -- dated 6/1/90 27 ) Colorado Department of Highways Access Permit -- dated 6/26/90 28 ) John Ryan Company Socio-Economic Report -- dated 4/6/90 29 ) Air Sciences Inc. Air Quality Report -- dated May 1990 30) VAI Letter to USFS -- dated 5/29/90 -- re: impacts to USFS lands from development of Spraddle Creek ��) U FS Letter to Kristan Pritz -- dated 4/30/1990 -- re: Spraddle �� Creek� access � � � 32 ) USFS Letter to TOV -- dated 12/5/90 -- re: Spraddle Creek preliminary plan - v.:K� �33 ) aT��FS. Letter -- dated 6/12/87 -- re: right-of-way swap and � SCR �Inc. Permit � �'�4) USF��S Decision Notice and FONSI -- dated 2/4j86 --re: Va�il �_.�,,„,N�-°°�Land Exchange �. 35 ) USFS Letter -- dated 6f14/85 -T re: approval on livery ' �' relocation si�e � � � 36 ) USFS Letter -- dated 2/28/85 -- re: access to Spraddle Creek private land 37 ) USFS Letter -- dated 7/6/84 -- re: Spraddle Creek Access 38 ) USFS Letter - dated 10/12/84 -- re: S.C.R.I. Snowmobile: Operations 39 ) RBD Letter to VFD -- dated 11/16/90 -- re: Spraddle Creek water distribution & storage; Fire Department Letter -- dated 11/26/90 -- re: approving water system 40 ) Vail Fire Department Letter to Kristan Pritz -- undated -- re: Spraddle Creek Fire Planning Concerns y-�� 41��rAmendment to Annexation Agreement -- dated 7/15/90 �.�� 42 ) Spraddle Creek Deed, Owner George N. Gillett, Jr. 43 ) Annexation Agreement -- dated 9/14f84 ��44�, Easement Relocation Agreement -- unexecuted � �� 45) Petition for Amendment to the Zoning Ordinance -- dated � 2/25/85 46 ) Application for Major Subdivision Review -- dated 10/31/89 47 ) Application for a Variance for Road Grades & Wall Heights =48 ) Spraddle Creek List of Adjacent Property Owners 49 ) Eagle County Special Use Permit -- dated 4/15/85 -- re: � approving livery .relocation site 50 ) Vail Associates Letter -- dated 3j29/90 -- re: access permit cover letter & application 51) Utility Ability To Provide Service Letters 52 ) Telephone Site Plan with Street Numbers 53 ) Jay Peterson Memo -- dated 3/22/90 -- re: land use plan, DRB, caretaker units 54 ) Colorado Division of Wildlife Letter -- dated 12/19/89 -- re: Spraddle Creek 55 ) Colorado Division of Wildlife Letter -- dated 5/29/90 -- re: Big Horn sheep and set backs 56 ) Proposed Livery Relocation Site -- dated 8/17/90 � 75 )"i��rchitectural Site Development and Landscape Guidelines �� f�`'�� _ sevised 12/28/90 58 ) TOV Staff Memos (to be provided by TOV) �Vailo �� 0 �lll �OC1�lteS' Il1C. Crea�ors and Operarors of Vail and Beaver Creel�"7 Resorts December 31, 1990 Ms. Kristan Pritz Director Community Development Town of Vail 75 South Frontage Road Vail, Colorado 81657 Dear Kristan, Attached is the final plat and final design of the Spraddle Creek Development. The submittal has three parts : the final plat (three sheets ) ; the final design including landscaping ( 55 sheets) ; and the project binder. I have attempted to include all documents included in the four previous submittals in the project binder. Before discarding the previous binders, please remove the photos and colored xeroxes and place them in the � front of the book if you wish to retain these items. I have left a spot at the end of the binder (File #58 ) for all of the staff inemos on the project. Please provide me with one copy of each staff inemo for my binder. (Al1 of mine are marked up. ) I will forward the construction standards to Greg Hall by separate copy for his information. We are prepared to work closely with you and the Town staff to explain the design to you and to make any needed changes. Please call if you have any questions. Thank you. Sincerely, .-� ��:''G�-s/�j� %� Joe Macy ,� Manager Mountain Planning JM/km Enclosure Post Office Box 7 • Vail, Colorado 81658 • USA— (303) 476-5601 SUBMIS�ION TO THE TOWN OF VAIL FOR FINAL PLA.T � � SPRADDLE CREEK SUSDIVISION � VAIL� COLORADO SUBM1TtED 12/31/90 O1�NER GEORGE N. GILLETT JR. P.O.BOX 7 VAf L, COLORADO 8�658 CONTACT PERSON: JOE MACY PROJECT COORDINATION SOCIO-ECONOMIC LA�ID DESIGN` PART�IERSHIP JOHN RYAN _ � P.O.BOX 517 827, GRANT STREEf GLENWOOD SPRINGS, CO 81601 DENVER, CO 80203 CONTACT: RON LISTON CONTACT: JOHN RYAN TRAFFIC CONSULTANT SURVEYING TDA COLORADO, INC. FJ�GLE VALLEY SURVEYING, 1NC. DENVER, CO 41199 HWY. 6 & 24 CONTACT: DAViD LEAHY EAGLE-VAIL, C0 CONTACT: DAN CORCORAN GEOLOGIC HAZARDS PROJECT ATTORNEY E.O.CHURCH, INC. OTTO, PEfERSON & POST 925 E 17TH S"CREET VAIL, CO DENVER, CO 80203 CONTACT: JAY PEfERSON CONTACT: E.O. CHURCH SOILS & GEOLOGY CIVIL ENGINEERING KOECHLEIN CONSULTING ENGINEERS RBD INC. 1019 8"CH STREEf, S"CE. 101 953 S0. FRONTAGE ROAD WEST GOLDEN, CO 80401 SUITE 202 CONTACT: WILLIAM KOECHLEIN VAIL, CO 81657 CONTACT: KENT ROSE LANDSCAPE ARCHITECTURE AIR QUALITY MATHEWS &'ASSOCIATES AIR SCfENCES, INC. BOX 3567 12596 W. BAYAUD AVE.,STE.380 VAIL, CO 81657 LAKEWOOD, CO 80228 CONTACT: RICHARD MATHEWS CONTACT: ROGER STEEN -�f�� ;`` PROJECT OVERVIEW SPRADDLE CREEK SUBDIVISION VAIL, COLORADO REVISED 12/28/90 INTRODUCTION The Spraddle Creek Subdivision is an approximately 40 acre tract of land located immediately north of I-70 and approximately 1,000 feet east of the main Vail Interstate-Interchange. The property is owned by George Gillett, the applicant, and was annexed into the Town of Vail in January of 1$85 (see Tab III ,F-G). At that time the property was owned by Vail Associates. The development was originally proposed in 1984, with twenty-four- lots. A year later the plan was modified to 18 lots, but the application was not formally submitted. The property was subsequently acquired by George Gillett and the herewith application prepared. Preliminary plan approval was received from the Town of Vail in September, 1990. Contained herein are applications requesting the Town of Vail's consideration of zoning, subdivision and certain design standard variances for the property and proposed development. EXISTING LAND USE The present site has no active land use except for the Forest Service access road crossing the southerly portion of the site and an electrical transmission line (69KV) crossing the center of the site in a east-west direction. The site is abutted on three sides by White River National Forest and on the south �. by a narrow strip of open space adjacent to Interstate 70 right-of-way. The �' Spraddle Creek Stable is located on a Forest Service permit site on the access road immediately west of the property boundary. The stable operated a snowmobile concession during the winter, which has been discontinued. The property is zoned Hillside Residential. PROPOSED LAND USE Spraddle Creek consists of fourteen (14) single family lots accessed by a combination of public and private roads. The proposed road from the intersection with the North Frontage Road to the East boundary of the Spra.ddle Creek property is proposed for dedication to the Town of Vail. This section of road will continue to be used by the public for access to National Forest Land and the relocated Spraddle Creek Stable. The remainder of the proposed road will be privately owned and maintained. A security gate will be located on Gillett Road just above the forest access road intersection on the eastern boundary of the site. The residential units will be restricted by zoning to a caretaker (secondary) unit of a maximum 1,200 sq. ft. which, if rented, would be used as employee housing. Seven of the fourteen lots average over one and one-half acres in size with one lot being over six and one-half acres. The remaining lots range from just under one acre to one and one-half acres. The gross project density is .35 units per acre, with 8.95 acres proposed for permanent open space to be owned by the owner. Consistent with the demands of the targeted market and the desires of the developer, Spraddle Creek will seek to achieve a high standard of design and construction quality. This quality emphasis is reflected in the accompanying Preliminary Plan and the herewith attached Design Guidelines for site and architectural design and construction. The building on Lot 14 or Lot 15 may include a office for the personal use of Mr. Gillett. The residential lots, because of their location, views, privacy and quality of proposed development, will appeal to the luxury home market. It is anticipated that a completed residence and lot will have a market value in excess of one million dollars. The accompanying Spraddle Creek Preliminary Plans (2 sheets) address items A.2. , a. through j. , and 1, as requested in Chapter 17.16.070, "Preliminary Plan - Submittal Requirements for the Town of Vail, Colorado" (see Tab III,A-E for Subdivision Application Form). The following is a summarq of the proposed major improvements that will be required to service the Spraddle Creek Lots. PROPOSED IMPROVEMENTS STREETS The road system will consist of approximately 6846 feet of roadway, of which 1600 feet is the entrance road connecting the I-70 frontage road to the project site. The connecting road passes through U.S. Forest Service Property. The Forest Service has agreed to allow access to the subject property upon the final platting of the project (see Tab III,H-�), and upon compliance with the terms of a letter dated 11/12/87 to Jay Peterson (Tab III , �.� ._W_..� ,_�_,��..�.�.��.__..�...W. ��-,., � H-L) � � � � A minimum asphalt pavement width of twenty-two {22) feet is proposed. Two (2) feet of shoulder will be provided on the downhill side with curb and gutter on the uphill side {2' Standard Section) . The gutter will add more than a foot of driving width to the roa.d surface. Pavement and roadbed widths will be widened in switchback areas and shoulder width will be widened to accommodate guardrails, when required. Due to the nature of e project site, it is n ssary to request a maximum grade variation fro 8 er cent to a maximum of %��f3� per cent {see Tab III,A-E for Variance Applica�'on Form). Grad,es have been`°��` attened at intersections and on cul-de-sacs to facilitate safer starting and stopping conditions. The nature of the site and the low traffic volumes are compatible with grades above standard. The south facing aspect of the project site will minimize ice prohlems. The proposed grades are consistant with, and in many cases less than, other roadway gra.des located within the Town of Vail. Auto safety rails will be installed above all sections of retaining wall. The Spraddle Creek access road intersection with the North Frontage Road is proposed to be a modified "T" intersection. (See Tab II Engineering; �igure 1) A striped area and east bound storage lane are proposed to allow continuous flow of frontage road traffic through the intersection, while stopping the occasional vehicle traveling east from the frontage roa.d into the subdivision. -2- The proposed intersection design has been approved by the Colora.do Department of Highways. A traffic report has been prepared by TDA Colorado to assess the traffic impacts of the subdivision. The complete report may be found at the end of the Technical Report Section. DRAINAGE The drainage system will consist of both surface and underground routing. Suz�face drainage along the roads will be contained by curb and gutter or in limited areas by ditches. The velocity in the ditches may be erosive, therefore, rock lining is proposed for erosion control. The proposed underground storm drainage along with drop inlets will control the drainage along the curb and gutter sections, Underground drainage will be discharged frequently through energy dissipators although the major portion of this system will lead to Spraddle Creek. Prior to release into Spraddle Creek, a sedimentation basin will be utilized to control both sedimentation and water velocity. During construction of the development, storm runoff will be processed through temporary sedimentation basins. � WATER SYSTEM The water system will connect to the existing Upper Eagle Yalley water system at the location of the I-70 frontage roa.d and Spraddle Creek entrance. Due to the elevation variation on the project site, a booster pump station will be necessary on the low end of the project. It is anticipated that the booster pump station will have 2 pumps, each sized at 110 gallons per minute. The pump station will pump into a storage tank located near the northwest corner of Lot 12. �' Insurance Services Office (ISO) criteria of 1,250 gallons per minute for a two hour fire, would require a storage tank with a capacity of 300,000 gallons. Due to the potential size of the residences, ISO's criteria would suggest more fire storage, but other local criteria supports less storage. The fire hydrants will be placed to insure that all habitable buildings will be within 300 feet of at least one hydrant. Final placement of hydrants and sizing of the storage tank will be coordinated with the Town of Vail Fire Department. The entire water system, including valves, piping, and construction procedures will comply with the Upper Eagle Valley Sanitation District requirements. The water system will be placed in road right of way and utility easements. S�WER SYSTEM The sanitary sewer system will connect to an existing manhole located southwest of the Transportation Center. The crossing of I-70 will be accomplished by utilizing a bore under the Interstate Highway. A new bore will have to be provided alongside the two existing 10" ductile iron pipes under 1-70 to accommodate the sewer. -3- The sewer system will be gravity flow and will be located within road right- of- way and utility easements. All materials, design, and construction procedures will comply with the Upper Eagle Valley Sanitation District requirements. The Colorado Department of Highways has issued a utility permit for the sewer line construction. OTHER UTILITIES Holy Cr�ss Electric has an existing overhead high voltage ; line crossing the proje�t site. This line will be placed underground. However, the subdivision will not be served by this line. See Index Tab III, for the route of the subdivision service line. Ail other utilities (electric, gas, telephone and cable TV) will be plac�d undergound within the road right of way and within specified utility easements. RETAINING WALLS The natural topography of the site will require retaining walls to accommoddate the access roads. The heights will range from 4 feet to 30 feet. Only a small percentage of all cut and fills involve walls of 16 to 25 feet. Retaining walls are designed to be stepped back when the individual wall segment reaches 8' 8" in height. Terraces will be 6 feet wide and slopes will be 3 to 1. This will break up the potentially monotonous character of the larger walls. Landscape plantings will be installed, when feasible, on the step between the wall elevations and, when feasible, in front of fill walls. Retaining walls, as set forth under the Town Code of Vail, Section 18.58.020C, fences, hedges, walls and screening, limits the vertical height per lift to six feet. The proposed retaining wall heights vary across the site but are generally in excess of the required maximum of 6 feet (see Tab III, A-E for `"" Variance Application Form). In an effort to maximize visual enhancement of the retaining wall systems, a colored, split-face concrete block veneer is proposed. The block veneer �+ system will provide a harmonious blending of color and texture with the surrounding environs on and adjacent to this site. The proposed walls will be similar to those recently completed in the Potato Patch Subdivision. SOCIAL AND ECONOMIC The average Spraddle Creek home is expected to contribute from two to three times as much to the Town's ad valorem tax revenues as an average residence. Property tax revenues are projected to exceed road maintenance costs in excess of $6,000, annually, at buildout of the project. Additional revenues will be generated by the Town's sales tax and real estate transfer tax. The availability of up to fourteen employee housing units will be a positive addition to the Vail employee housing market. -4- _. PEDESTRIAN EASEMENT V The utility easement through Lot 12, which provides access to the domestic water storage tank has also been designated as a pedestrian easement for use by the residents of the Spraddle Creek Subdivision. This easement will provide pedestrian access to Forest Service land at the north boundary of the site. The Owner has agreed to provide a pedestrian easement along Spraddle Creek within the subdivision. Public access to Forest Service land is provided at the lower switchback on the east boundary of the site. RELOCATION OF EXISTING LAND USES The Spraddle Creek Stable operation is proposed to be relocated to a new Forest Service permit site east of the subdivision property (see Tab III,H-L). The old, unused Forest Service easement across the upper portion of the site will be transferred to the newly constructed lower roadway. (See Tab III,H-L). CONCLUSION Based on the compiled results of the Environmental Impact Report's analysis of the design and mitigation measures proposed by the Preliminary Plan, the Spraddle Creek Subdivision will have a positive impact on the Town of Vail. All potentially negative impacts are either corrected by specific mitigation measures or are significantly offset by positive impacts. -5- SPRADDLE CREEK SUBDIVISION VAIL, COLORADO LAND USE SUMMARY ACRES UN1TS � OF TOTAL PRIMARY/SECONDARY 25.48 28 fi4� SINGLE FAMILY � RESIDENTIAL LOTS ROAD R.O.W. 5.15 . 0 13� OPEN SPACE 8.93 0 23� TOTAL � 39.5fi 28 100� DENSITY 0.71 UNITS/ACRE 1.41 ACRES/UNIT WWFiltt KIVtK ryAiIVfVAL �VKtJI �" ��_ � � � ��` � � Y � �, � � � PROPOSED RELOCATION OF SPRADDLE CREEK �---_...�_ STABLES � - � .,,.. 8 FOREST SERVICE ACCESS J -...._:�i "�.� �NT�R A , N A�E ROqD TR pPSN Rr ATIOfy ��NT�R �--. 0 S7 q �-,"'--�.. I . —�,,;; _ co �F, � x c� �� v 1 VAIL VILLAGE � � U111�'1"�'i°��'�'��9�'�'9�i� ---�. ��`'U1�i., . ; ,��" � ENVIRONMENTAL IMPACT REPORT �; SPRADDLE CREEK SUBDIVISION VAIL, COLORADO CONCLUSIONS AND TECHNICAL REPORT SUMMARIES PREPARED BY: LAND DESIGN PARTNERSHIP, INC. REVISED 12/28/90 CONCLUSIONS The following conclusions are the culmination of interactive analysis of the technical reports which comprise the body of this Environmental Impact Report. These technical reports appear in their entirety in the following section of this submittal. 1. The Town of Vail gains a quality high-end residential development which is consistent with the Community Action Plan and competitive with the developments at Beaver Creek and Arrowhead. 2. Visibility and visual impacts will be greatly minimized by: a retaining much of the existing vegetation b. utilizing sensitively designed retaining walls to reduce road cut and fill disturbance c. application of intense revegetation methods d. controlling building siting, design and colors. 3. The Town is projected to experience a net gain of property taxes over required service expenses. The Town of Vail will also receive increased revenues from property transfer taxes and sales taxes. 4. As a result of the visual impact analysis, input from the Town of Vail, and detailed building site investigations, the proposed lots were reduced from 24 to 14. 5. The site is found suitable for the use intended when constructed in accordance with the plans and guidelines submitted with this application. 6. The area of the site designated for development is free of geologic hazards as mapped by the Town of Vail hazard studies; however, a report by E. 0. Church, Inc. , dated 8/21/90, identified certain geologic hazards: a low potential of debris flow along Spraddle Creek was identified. Rock fall hazard zones are all outside of the proposed development. 7. Wildlife and habitat will be affected, but only minimally if human activities and pets are properly controlled. 8. The proposed land use will be harmonious and unobtrusive to the Town. 9. Disruption to the existing forest access road and the stable _. operation have been minimized to avoid inconvenience to the public and the permittee. SUMMARY OF TECHNICAL REPORTS The following are summaries of each of the technical reports which comprise the body of this Environmental Impact Report. GEOLOGY & SOILS The property has moderate to steep slopes facing south above the Gore Creek Valley and the Interstate 70 Highway. The area soils are silty, sandy clay loams, varying from a few inches to several feet thick, over bedrock of sandstone, siltstones, and glacial deposits. The area is drained by Spraddle Creek, a deeply incised minor stream at the west edge of the property. The Geologic Report finds that there are potential geologic hazards around the property but not in the area proposed for development. The conditions for potential hazards exist to the north and west of the project site, and include potential rock falls, flooding and debris flows. The Report indicates, however, that any hazardous occurrences would pass through the deep valley of Spraddle Creek, to the west of the proposed development 1ots. A follow-up site inspection on May 30, 1984 by CTL/Thompson, Inc. , the geotechnical engineers who prepared the Geologic Report, "did not reveal any indication of unstable slope conditions. In addition, no indication of water seeping out of slopes on the site could be found within the proposed building envelopes. Based on these observations, the site is suitable for construction of the proposed development." VEGETATION The property and surrounding area is mostly covered by mature stands of Asgen and by grasses and brush. An ample amount of trees will remain after �` development of the site to provide screening of the buildings. Dead Aspen trees will be removed to enhance visual quality and reduce fire hazard. The intent of the post-construction revegetation effort is to reclaim and revegetate the distrubed areas to be as similar to the existing conditions as possible. Plantings will include native tree, shrub, wildflower and grass spiecies as well as some introduced spicies. Spicies will be selected in with consideration for initial ease of establishment, climax vegetative community compatibility, site environment and unpalatability to big game. A wide range of techniques will be utilized to revegetate the variety of slope conditions following construction of the subdivision. Revegetation success will be further enhanced by a temporary irrigation system during the initial establishment period. WILDLIFE The area provides a moderate habitat for small mammals, birds, deer, and elk. .Animals most affected by the development would be grouse and elk from loss of feeding and cover areas and from intrusion by dogs and cats. The area is important to wildlife but does not provide critical winter range or migration routes. -2-- Protective covenants ��for the development or rules of the Homeowners� Association, are proposed to contain restrictions regarding free roaming pets. Dogs will be required to be on leash at all times when outside a building. These restrictions will minimize the impact of development activities on the area wildlife. ATMOSPHERIC Air currents flow through the Gore Valley and maintain a clear and clean atmospheric condition throughout most of the year. During the coldest winter months, the air mass sometimes becomes stagnant and temperature inversions occur. These conditions can entrap dust and gas particles and will temporarily reduce air quality. The Spraddle Creek Subdivision air quality analysis has been prepared with the assumption that the subdivision would buildout with the maximum allowed dwelling units, each with one fireplace and one high-efficiency wood stove. This is considered the upper limit of possible atmospheric impacts since each lot may not include a caretaker unit and each dwelling unit may not have a wood stove or fireplace. Even so, the Spraddle Creek Subdivision PM10 emissions will result in approximately six-tenths of one percent increase in the current PM10 emissions in the Valley. VISUAL IMPACT The project site is approximately 300 to 600 vertical feet above the Vail Village and most of the building sites are "behind" a ridge when viewed from the area along the frontage road. Buildings in the Village also block many of ' the views of the site. The site is most visible from Vail Mountain. The impact of this view is reflected by the perspective sketch of the view from Lift 1 included earlier in this submittal. This sketch was prepared with the help of computer perspective plotting to assure accuracy. While the property now is a part of a wooded vista, it is already scared by a power transmission line and clearings for forest access roads. Most visible will be the proposed road cut and fill slopes and retaining walls on the lower section of road immediately above I-70. The extensive use of retaining walls will significantly reduce site disturbance. Facing the walls with split-faced, colored block will lessen the visual impact of the retaining structures. Generally, however, the project and buildings will appear to be nestled in a woodedrvalley against a background of large mountains. Visual impact can be effectively controlled by maintaining the Aspen tree cover for screening, by proper revegetation of disturbed areas and by appropriate design and use of building materials. Portions of the proposed improvements will be seen from some locations in the Vail valley but with adherence to the proposed design plans and guidelines the improvements will blend harmoniously with the site. -3- CIRCULATION AND TRANSP�RTATION � � � The traffic engineer's report shows estimates of 12.96 vehicle trips, per day, per primary residence. 6.6 vehicle trips, per day, are estimated, per caretaker, unit (6 units). The 20 dwelling units are projected t4 generate an average daily volume, at full summer occupancy, of 220 vehicle trips. Using ITE Standards, about 10% of these trips will occur in the 4:00 p.m. to b:00 p.m. peak hours, or 22 additional peak hour trips. Current peak hour traffic from Spraddle Creek is estimated at 11 trips. 1988 actual traffic counts, at the peak hour on the North Frontage Road, were 613. Thus, the additional traffic impact of Spraddle Creek during the peak 4-5 p.m. hours is insignificant. Access to the site occurs at the I-70 main Vail Interchange where the present Forest Service access road intersects the North Frontage Road. The proposed Spraddle Creek access road intersection with the North Frontage Road has been approved by the Colorado Department of Highways. The design provides an east- bound storage lane. The lane will minimize the potential of rear-end collisions for cars entering Spraddle Creek from the west. These facilities will not solve existing traffic congestion at the interchange but they will assist in the mitigation of the minor impacts that the projected Spraddle Creek traffic might have on this area. The proposed Spraddle Creek Subdivision consisting of 14 single family and 6 caretaker units could generate about 22 additional vehicle trips on Spraddle Creek Road in the 4:00 to b:00 p.m. peak hours when all units are occupied. This volume is about equivalent to the volume now on the road during a high activity summer day. The resulting volume would still be low enough to maintain a high level of traffic operation at peak times at the intersection � with North Frontage Road. Safety of the intersection could be enhanced if Spraddle Creek ftoad could be moved north some distance to achieve greater separation from the adjacent I-70 westbound off ramp. During peak hours, the Level of Service of Left Turn In and Right Turn Out movements at the intersection of Spraddle Creek Road, would be at Level of Service "A"; Left Turn Out movements would be at Level of Service "B". Public access to Forest Service lands will be preserved and improved by the dedication of the proposed development access road to the Town of Vail. The existing and presently unused Forest Service access easement (1935 R.O.W. ) located further north on the site will be transferred to the location of the proposed development lower access road upon dedication of the proposed R.O.W. . to the Town of Vail (see Tab III,H-L). The new road will be connected to the Forest access road from the lower switchback at the very easterly property line of the Spraddle Creek site. The applicant will be responsible for constructing the connecting road segment between the proposed Spraddle Creek road and the Forest access road. The Forest Service agrees to provide public road right-of-way access across Forest lands between the North Frontage Road and the Spraddle Creek boundary upon final approval of the proposed development by the Town. -4- The proposed subdivision access road will have grades up to a maximum of 8.8� percent. Grades have been flattened at intersections and on cul-de-sacs, where possible, to facilitate safer starting and stopping conditions. The southern exposure of the roadway will expedite melting of snow and ice from the asphalt paved surface. The steeper road gradients will demand greater winter maintenance efforts. Greater maintenance expenditures will be offset by higher than normal revenues to the Town as a result of the Spraddle Creek development. These revenue and expense calculations are discussed in the Social and Economic section of this summary. UTILITIES AND DRAINAGE At the request of the Staff, changes to the utility corridors have been made to reduce visual impacts. All utilities which service the project will be installed underground. Water and sewer capacities of the area are adequate to serve the proposed project. The existing power transmission line will be placed underground through the project. The easement for and location of the line will be incorporated into the road right-of-way for a majority of the distance across the site. Drainage and run-off from the project will be minimal and no major drainage ways will be directly affected. Surface waters must be drained quickly from the site to avoid soil saturation. Curb and gutter is proposed along a majority of the cut side of the roadway to protect against the erosive velocities generated by the steep gradients and to minimize infiltration of moisture into the road bed. The curb and gutter will require less maintenance than would a roadside ditch. The master drainage plan shows surface runoff being frequently dispersed through rock rip-rap energy dissipators onto native vegetation, This design concept avoids large potentially detrimental concentrations of runoff and is the least disruptive to the normal hydrologic character of the site. The area of greatest runoff concentration is shown on the master drainage plan. This water will be piped to a sedimentation pond, if needed, before being released into Spraddle Creek. All points of discharge are located to avoid any negative impacts on the proposed building sites. Construction work run-off must be filtered to avoid pollution of Spraddle Creek and Gore Creek. 5uch temporary erosion controls are called for by the Design Guideline for the development. �OCIAL AND ECONOMIC The proposed completed project is expected to be populated in part by high income residents less than full time and in part by some more full time "caretaker" residents. Population additions to the Town are estimated to be 45 per average week and 128 per peak week. Costs to the Town for services to the project Would be minimal and for most services no more than for any normal subdivision. However, the steep road grades Will require higher than normal maintenance expenditures. -5- John Ryan has coordinated the analysis of the financial impacts of the 5praddle Creek development with the Town of Vail, The results of this analysis can be summarized as follows: 1. The average Fair Market Value of a Spraddle Creek lot and residence is projected to be $1,806.250 at time of completion. 2. Road maintenance and snow removal costs are projected at $15,898 per year for the public segment of the Spraddle Creek roads. 3. After completion of fourteen (14) residences, the Town should experience, over a ten year period, a net total cash flow benefit of $246,214 from Spraddle Creek project revenues. 4. A Spraddle Creek home and lot are expected to contribute two to three times the average Vail housing unit contribution to Town of Vail property tax revenues. 5. The Town of Vail will also receive increased revenues f rom property transfer taxes and sales taxes. 6. Impact on police and fire protection was not anticipated to be immediate but there may be some impact in the future. The net positive tax revenues generated by the development can be directed towards these potential impacts. 7. Vail community employee housing will benefit from the potential for up to fourteen housing units restricted to Vail area employees. Site development is planned to be substantially completed within two years of approval of the final plat, Residential construction is anticipated to be completed within six (6) years of approval. COMMIJNITY ACTION PLAN 1984 The proposed subdivision is supportive of economic development, neighborhood identity, creation of permanent open space and design quality both in subdivision site improvements and residentisl construction. SPRADDLE CREEK STABLE In response to possible negative impacts on the Spraddle Creek Stable, an alternative site for the stable was investigated. A site just east of the Spraddle Creek property boundary was agreed upon by the Forest Service and the permit holder. The terrain on the new site will accommodate the stable operation more comfortably than the present site. Included in the Appendix of this submittal is a copy of the Forest Service letter dated 11/12/87, pertaining to possible relocation of the Stable and the Eagle County Special Use Permit which has also been issued for the stable operation. -6- --�,. VEGETATIOI�] IMPACT FEPORT Seutan}-�er 12, 19fl9 VEC�PATION The veQetational coirarn�nitv found on the Spraddle Creek Subc3ivi sion si te i s characteristic of the flora that thrives in the Nbntane Zone, a life zone that exists betw2en 8,000 and 10,500 feet. As a result of deep rich soil and abundant m�isture, the site possesses the ability to support a rich and diverse plant corrmunity. The Spraddle Cree]: site is comprised of twr� distinct plant associations; the first association and most dominant of the two consists of a dense upper canopy of aspen, a middle canopy that consists of sporadic groupings of serviceberry, chokecherry, woods rose and currant, and a dense lower canopy consisting of creepinq Oregon gr.�Fz, �r2tch, wild grasses and wildflowers. This plant association represents the �rajor vec�Atative cover on the proiect -- site. The second and least pronouiic�d pla�t association consists of sage, rabbitbrush, Qrasses and wildf��owers. This association occvrs intermittently throuahout the upper reaches of the project site and along the southern edae of the project boundarv. � Refer to Table 1 for a detailed list of plant tvpes. The qreatest impacts to the exist�.nq vec�etation will occur during construction � of roads, utilities and residential structures. The need to r�nove existing vegetat�on to accorrmodate developrr�nt necessities will definitelv imt�ose im�cts on tre plant co�r�unitv, but through careful planning and design these potential impacts can be minimiz�. All efforts shall he focused on minimizing the am�unt oF plant removal and d�st��rbance. In all cases, limits of construction activitv shall be imposed and enforced. Anv areas that have been disturbed as a result of constru�tion activitv shall be revegetated with �ndigen�us grass, shrub and tree material. Revegetation proce�3inas shall be carried out utilizinq the latest and most effective tools anc3 practioes to insure rapid and successful reclarr�tion of those disturbed areas. Not onlv wi� l the rP-eGta��liGYumnt �f vPgetat�on aid in the visual integritv of the devel�crent, benefits will be realized throuqh the reduction of soil erosion. � n� 1 � . --., TABLE 1 SPRADDLE CREEK SCTBDIVISION VF�.PATIONAL INIV�I'ORY UPPER CANOPY Aspen (Populus tremuloides) ' MIDDLE CANOPY Serviceberry (Amelanchier alnifolia) Chokecherry (Prunus. virginiana) Western Black currant (Ribies petiolare) Sage (Art�usi.a s�p. ) . "" Woods Rose (Rosa �x3ods ii) ' � �R.abbitbrtLSh (Chr�sol-hamnus nausmus) � . I,aWER STORY Creeping Oregon Grape (Mahonia repens) � American Vetch (Vicia americana) Grasses - Sh�noth Brome (Bromus inern�is) Big Bluegrass (Poa a�la) Mountain Brome (Bromus marginatus) . Western Wheatgrass (Agropyron smithii) Wildflawers - Yarrow Showy Daisy • Lupine . " Penste�non Harebell Col�unbine � � � � R ETE NTI O N 532o w.o�a�ies o�. #�-B i E N G I N E E R I N G ��tt�et°�, coio�ado BO'1 23 (303J 933-'I 'I 33 x,r'" � Earth Retention Specialists (�ObJ 727-2600 13 September 1990 Mr. Greg Hall Town of Vail 1309 Vaii Valley Dr. Vail , CO 81657 re: Preliminary Retaining Wall Stability Calculations Dear Greg, ' Please find enclosed preliminary stability calculations for the modular block retaining walls proposed for �the Spraddle Creek project. The calculations are based on the most recent soils parameters provided by Koechline & Associates . I have included designs for the three wall configurations that we have discussed: (1 .) The terraced wall cohfiguration . with a 4:1 slope between the two walls . The upper wafl is not included in the diagram. Nowever, because of the distance between the two walls , the upper wall does not load the lower wall and is not considered a part of the stability calculations . `�:_.=� � The upper wall stability, then, is calculated under �one of the two scenarios that follow. (2.) The wall with a 2:1 slope above it. (3.) The wall with a 1 .5:1 slope above it. . (4.) The wall with a traffic surcharge. Let me emphasize that these are preliminary machine calculations . While I have found the computer calculations to be accurate, all final designs will be based on hand calcufations . The final design may vary slightly from these. Please call with any questions or corrments . Sincerely, �� John Tryba J BT/d j h r r^� ��r i � � � ��' � v� � � . . � . ��.� ' .. . . � h— �� — � m � � � ... i • �;`�� { z� � ; � � R� � ` � � �- � � � � � � � � � � � � � � � �, { �� `�!� `�� ;�fs� 1 I�a��,�� ! t ;� ��,��7��. �. � S ,�i TERRACID WALL WITH 4:1 SLOPE CONFIGURATION ***PRELIMINARY*** ogram MGRSW ( ver 2. �1 August �990) pyright 195G lhirafi Inc . RAFI Inc . P. O. Bor, ��0967 Charlotte, N.C. <8�24 U.S .A TES : the best of our knowledqe the calculations performed by this software are �urate. However, Mirafi Inc cannot assume any liability whatsoever for the �uracy or reliability of the program and its related documentation . Therefore, sults from this program ar� neither guaranteed nor implied to be correct . As =h, Mirafi Inc cannot be held r-esponsible for incorrect results or- damages sulting from the use of this program. Desiqn calculations per'�formed f�y this �gr-am should be checked and verified by a registered professional engineer, --eyistered ' professianal engineer should review the design prior to �struction to ensure proper wall drainage is established that will pr-event the ildup of hydrostatic pressures over the service life of the structure. .iitionally , the engineer sl�oulcl evaluate the GL013AL STABILITY and the LOCAL aBILITY of the wall facia since GLOI3AL STABILITY and LOCAL STABILITY of the _ia ar� not considered in this program. itab.i_ lity of any material or infringement of patents is tl�e sole �po�� bility of the user. The user� must satisfy himself/herself through jepe'r��"dent investigation that all materials can be used safely . i`1irafi Inc has �crif�ed certain hazards in using this software and Mirafi Inc reinforcement �ducts but cannot guarantee that these hazards are the only on�s tl'tat er,ist. 3: Spraddle-Terr _ J: 1 �E: 09-12-199U �R: )BLEhI GEOMETRY: 1 Height = 8.0 ( ft) :kslope angle = 14 .0 (degrees) tCHARGE DETAILS: surcharge L =� �A: COHESION FRICTION ANC�LE BULK UNIT WEIGHT ( lbs/ft"<) tdegrees) ( lbs/ft^3) NFORCED ZONE 0.0 35.0 120.0 KFILL O.0 . 35.0 1<O.0 NDATION O,0 35.0 120.Ci .ou� � � ur �n � �niVHL 51Hb1L11Y LHLLULHIlUIVbC ital Active Earth Force � �— = 139.7E+01 ( lbs/`rt) S. against slidiny = i. 15 S . against overturni��g = 2. 19 S . aqainst bearing capacity failure = 3.63 �SE �� .=entrici ty � � = 0.94 ( ft) > LT/6 INFORCEMENT DETAILS: se Reinforcement leny_ tt� = 4,2 ( ft) mber of Reinforcement layers = 3 inforcemeht Type = UX1400 ng Term All�wable Design Load = 1000.0 tlbslft) ' efficient of Shear Str-ess Interaction = 0.90 Ihf°IARY OF I NTERNF�L STAH I L I TY CALCLILAT I ON5: sumed Earth Pr-essurP distribution = Rankine , ( i .e. Triangular) tive Earth Force = 109 .2E+01 ( lbs/�Ft ) nimum F.S. aqainst grid ter�sile �verstress = 1 .66 in layer 1 nimum F .S. against yrid pullout = 3.09 in layer � SLILTS OF INTERNAL STAHILITY CALCLILATION�a: 1'EF-."� �YPE ELEV. � L FHORIi F. S . tensile V,Stres�s la Anch.CAP F. S. � O, �'r-r'� NO. ( ft ) ( ft) ( lbs/ft) Overstress ( lbs/ft^�) ( ft) ( lbs/ft) Pullout 1 1 1 . 3 4.2 6�4 1 .66 877 3.5 3894 6. 45 � 1 4.0 4 .2 335 y. 99 574 2. 1 1532 4 ,58 3 1 6.0 4 .2 154 6. 51 350 1 . 1 474 3.u9 see NOTES above for reference to drair�age systems and global/local stability r;,„.;. 1! �{ i�.t� � � ' � � � �� 3 - � � .�� 4 � � ��iqi � .. � a � . ��777 . • �E � � . . m � .. .t.. � o .. . � . ' . f � � ;6 � � i� �i � T ,„ 4 � � � � � I! _ ° ; -a � ,� � � � , � °� e , � F,. � � 'm� e� �i "a.�� '�� ;�_f �1��;;i��(��'� � �� ,��•��`�Ie•� �e � [ ,�� RETAINING WALL WITH 2:1 SLOPE CONFIGURATION ***pRF`.f.TMt'i�TARy*** � ogram MGRSW ( ver 2.�1 August 199Q> pyright 199G Mirafi Inc . ' RAFI Inc . P.O. Bor, 240967 Charlotte. N.C . 28�24 U.S.A TES: the best of our knowledye the calculations performed by this so#twar-e are curate. However, l�lirafi Inc cannbt assume any liability wt�atsoever for the curacy or reliability of the program and its relatec� documentatian . Therefore, sults from this program are neith�r guaranteed nor implied to b� correct . As ch, Mirafi Inc cannot be tield responsit�le for incorrect results or damaqes sulting from the use of this progr-am. Design calculations performed by this agram should be check�d and verified by a registered pro�Fessional enyineer. r�gistered professional engin�er should review the design prior to nstructian to er�sure proper wall drainaye is established that will prevent the ildup u�F hydrostatic pressures over the service life of the structure. ditionally, th� znqineer should evaluate tt-i� GLOBAL STABILITY and the LOCAL ABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the cia are not considered in this proyram. i �ah�; lity of any material ar infringement of patents is the sol� spc>� �bilit�y of the user. The user must sa�tisfy himself/herself through � depe"iident investiyation that all materials can be usecl safely . Mirafi Inc I-ias scribed certain hazards in using this software and (`'lirafi Inc reinforcement oducts but cannot yuarantee that these hazards are th� only ones that exist . 8: Spraddle-2: 1 . V: 1 TE: 09-1�-1990 �R: JHLEM GEOI�1ETRY: 1 1 Heigf-�t = 8.0 ( f t> _kslope angle = 27.0 (degrees ) zCHARGE DETAILS: surcharge IL ,_. =TA: COHESION FRICTION ANGLE BULK UNIT WEIGHT �� ( lbs/ft^<) (degrees > ( ;lbs/ft^3> INFORCED ZONE U.0 35.0 12G.0 �KFILL O.0 35.0 12G.0 JNDATION 0.0 �5.0 120.a :SUL'TS OF EXTERNAL STABILITY CALCULATIONS: ital Active Earth �Force ° = 224 .GE+01 ( lbs/�7�t�> � S . ayainst sliding = 1 .b2 S. against overturninq = 1 .b4 S . aqainst bearing capacity failur-e = 2 .03 �SEr'�� _entricity � � � = 1 .39 ( ft) ; LT/b � INFORCEMENT DETAILS : se Reinforcement lenqth = 4 ,7 ( ft) mber of Reinforcement lav�rs = 4 inforcement Type = UX140G ng Term Allowable Design Load = 10GO.G ( lbs/ft> efficient of Shear Stress Interaction = 0.90 !°1MARY OF INTERNAL STABILITY CALCULATIONS : sumed Earth Pr-essure distribution = Rankine, ( i .e. Triangular ) tive Earth Force = 132. 7E+G1 ( lbs/ft > nimum F.S . against arid tensile overstress = 1 . 73 in layer 1 nimum F . S . against grid pullout = b .47 in layer 4 SULTS OF I NTERNAL STAB I L I TY L'ALCLILAZ'I ONS : YEF� �YPE ELEV. L � FHORIZ F .S. tensile V.Stress la Anch.CAP F. S. � �. ° -` N0. ( ft) ( ft> ( lt�s/ft > Overstress ( lt��/ft"2 > ( ft> ( lbs/ft> Pullout 1 1 1 .3 4 . 7 577 1 . 73 968 4 .0 4910 8.51 � 1 2 .7 4 .7 �61 z .77 8�6 3.3 3445 9 .5� � 1 4 . 7 4 .7 241 �. 14 b18 2.3 17bb 7.31 4 1 b.0 4. 7 147 b.79 479 1 ,b 95� • 6.47 �ee NOTES above for reference to drainage systems and global/local stability �i€a� � f Y � �j �6n S � �S�� v s � � �e T� '��T� � . �. .. , �-., � J �La� .. � . . . � � � �3 � . � . . .. � � f .�; e'�r"� � � . . . � .. � _.., .. . . . . . . 1 � [ ,� � � . __ ... . _ . . . ...� . 6�d �� L ;; � � 4 � � 3 t f � a � ' > � �'1,�� ! I � ��!�i �� +��1 ��a��:�� I �� a�I��'��m�� ''. �� .-' RETAINING WALL WITH 1.5:1 SLOPE CONFIGURATION ***PRELIMINARY*** ogram MGRSW ( ver 2. 21 August 1990 ) pyright 194U Mirafi Inc . I�AFI Inc . P.O. Box 240967 Charlotte, N.G. �8224 U.S.A TES : the b�st of our knowledge the calculations performed by this software are �urate. However- , Mirafi Inc cannot assume any liability whatsoever- for the �uracy or reliability of the program and its related documentation . T'heref�ore, sults from this program are neither guaranteed nor implied to be correct. As =h, ihirafi Inc cannot be held r�sponsible for incorrect results or damages �ulting from the use of this proyram. Desiqn calculations performed by this �yram should be ch�cked and verified by a reyisterec� professional engineer. r�gistered professional erigineer should review the design prior to �struction to ensure proper wall drainage is established that will prevent the ildup of hydrostatic pressures over the service life of tt�e structure. �itionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL aHILITY of the wall facia since GLOBAL STABILITY and LOCAL ST�BILITY of the _ia are not considered in this program. itability of any material or infringement of patents is the sple spoc'�� bility o�f the user. The user must satis�fy himself/heraelf thr-ough � �ep`� ,�ient investigation that all materials �can be used sa�fely. Mirafi Inc has acribed certain hazards in using this software ane� fhirafi Inc reinforcement �ducts but cannot guarantee that these hazards are the only ones that exist, 3 : Spraddle-1 .5: 1 • �: 1 TE: 09-1�-1990 �R: ]HLEM GEOM�TRY: ll Height = 8. v ift) � =kslope angle 4 = 34 .0 (cJegre�s ) �CHARGE DETAILS: surcharye [L ,:o-�� A: COHES I ON FR I CT I ON ANGLE BULK LIN I T WE IGHT -- ( lbs/ft^2) (degrees) ( lbslft^�) [NFORCED ZONE 0.0 35.0 120.�� :KFILL O .O 35.0 120.0 JNDATION O.O 35. 0 12U.0 :SULTS DF EXTER�JAL STAHILITY CALCULATIUNS: �tal Active Earth Force = 731 .5E+01 ( lbs/�, ��) S . against sliding = 1 .52 S. ayainst overturning = 2 .59 S, against bearing capacity failure = 10.53 iSE�`� �'_er'ttricity � = 1 .8t) ( ft ) 1 fJF ORCEMEN-f DETA I LS: se Reinforcement length = 11 .2 ( ft> mber of Reinforcement layers = 4 inforcement Type - UX140U ng Terrn Allowable Uesiyn Load = 1v0U.0 ( lbs/ft) �fficient of Shear Siress Interaction = 0.9G MMARY OF INTERNAL STABILITY CALCUL(�TIONS: sumed Earth Pressure distribution = Rankine, ( i . e. Triangular) tive Earth Force = 193.5E+01 ( lbslft> nimum F.S. ayainst qrid tensile overstress = 1 .69 in layer 1 nimum F.S. against qrid pullout = 24. 17 in layer � SULTS OF INTERNAL STABILITY CALCULATIONS: l'EF�� '�YPE ELEV. L � FHORIZ F.�S. tensile V.Stress la � Anch.CAP F.S. 0. "� �=� NU. ( ft) ( ft) ( lbs/-ft) Overstress ( lbs/ft^2) ( ft) ( 1L�s/ft ) Pullout 1 1 0.7 11 .2 592 1 .69 1347 10.9 184?2 31 . 12 2 1 2.0 11 .2 587 1 .7Q 1t15 lU .t 15562 2b .50 3 1 4 .0 11 .2 484 2. 07 1018 9. 1 11693 24. 17 4 1 6 .0 11 . 2 272 3 .68 82U 8. 1 8344 . 3U.66 see NOTES above for reference ta drainage systems and global /local stability �� 3 � � � � � � •m• `��,� � '-- - - . -- -...._ . � .. ._-- - - . . . . � --- - - �� _ .... � ..__ ._. _ .._ -.- .. _ � - � � � � � �=, � ;�j � �-., t: �� i � � � � � �i � t 3 # ;� 7 I � . .. .._ . _ � � Ei � � � a � � e � y `.:.,<,._..;� . � �t � i ! 4 i i °�{ =r� �� '�� 7z�i #��m��;��'�� {�� '��Q�� '-. � [ .° . RETAINING WALL WITIi TRAFFTC SURCHARGE CONFIGURATION ***PRELIMLN.ARY*** royram MGRSW (ver 2. 21 August 1990) opyright 199�� Mirafi Inc . IRAFI Inc . P.O. Box 24G967 Charlotte, N.C . 28224 U . S,I� OTES : o the t�est of our knowledge the calculations perform�d by this software are • ccurate. However , Mirafi Inc cannot assume any liability whatsoever for the ccuracy or reliability of the pro_yram and iL•s related documenLation . Therefore. e�ults from this proyram are neither- guaranteed nor implied to be corr-ect. As uch, Mirafi Inc cannot be held responsible for incorrecL results or damages esulting from the use of this program. Design calculations performed by this roqram should be checked and verified by a reqistered professional engineer- . reqistered professional engineer should review the desiqn pri�r to vnstruction to ensure proper wall drainage is establishe� that will prevent the uildup of hydrostatic pressures over the service life of tf�e structure. dditionally , the engineer should evaluate the GLOBAL STABILITY and the LOCAL TABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the acia are not considered in this program. uit�' �ility of any material or infringement of patents is tl�e sole � espx:�.�sibilit�,� of the user. The user must satisfy himself/herself through ndepencJent investigation that all materials can be used safely. Mira-fi Inc has escribed certain hazards in using this software and Mirafi Inc rein+orcement roducts but cannot guarantee that these hazards are the only ones that exist. OB : Spraddle-Traf _ UN : 1 ATE: 09-12-199Q IVGR: ROBLEM GEOMETRY: all Heigl�t = 8.0 ( ft) LIRCHARGE DETAILS: niform surcharge starting at crest uf wall agnitude = 15U. Q ( lbs/-ft^2) OIL��iATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT ( .lbs/ft^2) ( degrees ) ( lbs/ft^3) ETNFORCED ZONE U.O 35.0 1�0.0 ACKFILL U.O 35.0 120.G UUNUA-f I OfJ O.�1 35.U 120.U �E.=SUI_TS OF EX'fERNAL S'TABILI�'�_ CF�LCULATIONS: � "otal Active Eartf-i Force = 136. 6E+G1 ( lbs/ft) � .S . aqainst sliding = �.07 - . 5 . against overturninq = L.UB . Sr'��' ��oa�i�st� beariny capacity � failure = � 3.�71 3��5�:: �cce�tricity � � _� 0. 87 s +t) > L_T/6 tEINFORCEMENT DETAILS: 3ase Reinfor-cement le�9th = 4. 2 ( ft ) lumber of Reinforcement layers = 4 ;einforcement Type = UX140G .ong Term Al lowable Desiyn Loaci = 10UO.Ci ( lbs/ft) ;oefficient of 5hear 5tress Interaction = G,9U �U1hMARY OF INTERNAL STABILITY CALCULATIONS: issumed Earth Pressure distributior� = Rankine, ( i . e. Triangular) ictive Earth Force = 1�6.bE+U1 ( 1Lstft? li�,imum F .S. against grid tensile overstress = 2. 06 in layer � linimum F . S . against qrid pullout = 1 . 76 in layer 4 �SUL�TS OF INTERNAL STABILITY CALCULATIONS; AY�y;.__�� TYPE ELEV. L FHORIZ F.S. tensile V, Stress la Anch.CAP F. S. N0. N� . ( ft) ( ft? ( lt�s/ft ) (7verstress ( lbs/ft"2) ( ft) tlbs/ft) Pullout 1 1 0. 7 4 .� 457 2. 19 B80 3.9 4270 9 .34 �� 1 2. 7 4 .L 486 2.Ob b40 2 .B LLEJ�J 4, bo 3 1 5.3 4 .2 276 3 .62 320 1 . 4 576 2.08 4 1 6. 7 4 .8 146 6.83 16G 1 .J LJ7 • 1 . 76 �ksee NOTES above for- reference to drainage systems and global/ local stability - � YH'�� -�`-1 ��;h � �'. �-� t � � R ETE NT1 C�N a3eo w. Ouerlee Dr. ��-e � Littivton,Cvlor�ds� 80123 ,� ��7 (31�3JA33-1133 E�rth i�etentiOn 6p�Ciell�t� (60D) 727-260A S Sept�mber 1990 Mr. joe Nkcy r � Valt Asaoalstas, tno. ��/ / � G✓L��2/,� �/,� Post Office Box 7 L—� % �G� l�J'''�� Vall , Cafor�do 81�58 �!e�,�-�j2� re: Spr��dia Craek retalning watts. Dezr �oe, 1 • have rtcoivod the solls report ir�om Koechfetr Consutting E�glnaers �ited s/2�190. e�sed on that report 'nd a; gentral under:ta�dln; of the slte topagraphy, I have mado tt�a foilowing observxtlons ; r-----._ t1 .) 7he r�ta�ning waEls may easity ba bt�ilt using �ny ot the modufAr block w�l ! systems ( I .e. Amastone, Keyst,or►e� eie.y . In fset, Keytton� walts of t�ls magnitud� ar• currs�tly ur►dar c�onstr�ction on Pot�toe PAtoh RoaQ. (�.j The soils �eport inQicate� that the s�lls in the irei tonfist ai s densa, slity, ci�y�y, gr�vdtly s�nd w�th cobbtes �►r�d baut�or� . These typas ot aolls are f�ighly conduslvb to the dastZn �nd �on`tructlan of geogri�jntodufAr block �et�lning wa � ls . C�ra must t�ken to remove the lsrger �obbl:a and bouldera and to p�rovide far adeguat� dr�►inage. (3.� 7ho terr�cod w�il configur�tion�� eurrently und�r con�Ideratlon� oifers sevora2 zdvantagcs . First, that tha structursl demands on tha lndivldu�l w�11� are not as gre�t as those encounterad on a sin�1• i�r�• wa1l . As � result, ihe overall ws11 deslgn bscomes mos�e economic�l � 5econd� terracing softens th• visual lrr,�act v1 tt�e� wa� ts. 7hlyd, the t+erraces tt�ems�iv�s ' oifer tretnendaus lan�seaping oppartanitlrs . � v 7he Spraddla Cr�ek site li wei ! sultod to modu(ar block ret�tnlna wa] ] s. Ple�se tontact ma wlth sny questlons ar obtervatlons. Slncer�tY, . .�G�,.��(�„ �ohn Tryba 1$Yla1h � �,,��, MATTHEWS £� ASSOCfATES IANDSCAPING, INC. Landscape Architecture and Consiruction , - �`��3567-Voil,Colorodo 81658-C303)949-5077 � � Juiy 24, 1990 Joe Macy c/o Vail Associates Post Office Box 7 Vail, Colorado 81657 Dear Mr. Macy; Attached is the addition to the revegetation plan for the Spraddle Creek area to include the wall plantings as requested by the Town of Vail. Sincerely, • C/��,t��'C. �,C ,�,�=Grr"�---� �ichard T. Matthews � �_ � ��President � LANDSCAPE PROPOSAL FOR WALLS N WALLS The retaining wall will be built in approximately eight foot lifts with 2-3 foot terraces between lifts. The wall will slope back a minimum of 1 1/2 inches per 2 feet of vertical height. The wall will require a compacted back fill with geogrid reinforcement to within six inches of the top of the wall. The compacted back fill will be composed primarily of free draining , screened native soil material. There will be two variations of retaining walls , one for a wall built into a cut slope and one for a fill slope . At the top of both of these walls it is expected that geogrid reinforcement will be needed within 12-24" of the top of the wall . The disturbance above both types of walls may be as much as l0 feet. LANDSCAPE TREATMENT Constraints The design of the wall will cause some constraints on landscaping materials. Plant material must be fibrous rooted , with no large invasive tap roots . The size of the plant material initially installed will be limited by the depth of topsoil over the geogrid . �Planting Concepts It is expected that overall , the disturbed area will be revegetated with approximately the same number of trees and shrubs per acre as are existing presently per acre . The concentration of plants will be heavier along the walls and lighter in less visible areas. The intention of the landscape plantings is to soften and screen as much of the wall face as possible , as well as to revegetate the disturbed areas. Most plant materials to be used will be native to the site (Table 1 ) , but it is expected to introduce some spruce trees as indicated in the earlier report. Several vines will also be introduced (Table 2) , some of which were not seen on the site but are native to this area . Vines are anticipated to be an important component of the wall landscaping for several reasons. They can grow up and down the wall , they are fibrous rooted and thep can be planted in the terraces where topsoil depth to geogrid reinforcement is minimal. Several test plots will be established this summer to determine the most appropriate vines for the final planting plan. Grasses to be reseeded will be native to the site (Table 3) as much as possible. It may not be possible to seed the exact same , species due to seed availability and difficulty in establishing °some species. Any grasses to be introduced will be chosen to blend �in with the existing grasses. �`�T �`�IG GAME PALATABILITY � � Trees The only tree anticipated to be introduced to the site is Colorado blue spruce , and it is of low palatability to big game. Aspen will be used on site as they are such an important component of the existing vegetation. They are susceptable to big game browsing, but the impact should be minimized since they are present in such large numbers. Shrubs It is anticipated that only native shrubs (Table l) will be used on site. There are conflicting reports concerning palatability of some of the shrub species. Once again , it is expected that browsing on new plants will be minimized due to large numbers of existing shrubs . This matter will be addressed further in a later report. Vines None of the vines to be introduced are reported to be of high palatability to big game. �'xasses MKentucky blue grass is the only grass present on site which is reported to be often grazed. It is anticipated that it will be used in the final seed mix, because it is an important existing species , and it has very desirable revegetation characteristics. No other grasses to be seeded are anticipated to be of high palatability to big game animals. INSTALLATION PLAN Plant material All disturbed areas will be seeded with a mix of grasses forbs and shrubs from Table 1 or as already indicated in this report. The terraces between the walls will be seeded and planted with vines and possibly some small one gallon size shrub material. It is not expected that trees can be planted on the terraces. (For visual reference see conceptual cross—section and elevation. ) It is expected that walls built above the road will have a minimum of three feet between the road and the wall at the bottom and will be planted with aspen and spruce trees, as well as other shrubs. The top of the wall will be planted with aspen and fibrous rooted shrubs . Spruce trees may be used on the top of °;he wall only if there is room to place them a sufficient distance away from the wall {approximately ten feet) . <��?rrigation � Plant materials will be watered until they are established. A permanent irrigation system will not be installed to prevent the possibility of accidental water seepage into the wall if the system failed. One of two temporary irrigation methods presently being analyzed will be used to irrigate the wall plantings. The first method would be to water the plant materials by hand from a portable water tank. The second method would be to place several sma11 tanks at the tops of the walls with drip tubing and emitters going to each plant. The tanks would then be filled by water truck at periodic intervals , so that if there would be a malfunction , there would not be any significant water seepage . The system would then be removed after the plants are established. TABLE #1 �NVENTORY ` Trees : Populus tremuloides Quaking Aspen Shrubs: Amelanchier alnifolia Serviceberry Artemisia tridentata Big Sagebrush Chrysothamnus sp. Rabbit Brush Juniperus communis Common Juniper Mahonia repens Creeping Mahonia Ribes inerme Gooseberry Rosa woodsii Woods Rose Sambucus sp. Elderberry Symphoricarpos oreophilus Snowberry Forbs : Achillea lanulosa Yarrow f Aquilegia sp. Columbine Arctostaphylus sp. Arctostaphylus Astragalus sp. Milkvetch Delphinium nelsonii Larkspur Eriogonum sp. Eriogonum Geranium sp. Geranium Linum lewisii Flax Potentilla sp. Cinquefoil Taraxacum officinalis Dandelion Thermopsis sp. Golden Banner Viola nuttallii Western Yellow Violet Grasses : Agropyron sp. Wheatgrass „ Bromus sp. Brome Festuca sp. Fescue -- Poa sp. Bluegrass Stipa sp. Needle Grass .. , �.,. ? ,s ,` ',ABLE #2 Vines: Clematis ligusticifolia Virginsbower Humulus neomexicanus Native Hops Vine Lonicera japonica Hall ' s Honeysuckle Parthenocissus sp. 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All voids in and between KeyStone units must be filled and tamped down. On walls be'�r�� '" ' 6'-0" where reinforced earth geogrids are typically not used, �„ R PATENTED vide granular backfill 1'-0" behind KeyStone units and against ex- isting soils.Manually or mechanically compact backfill. (Note: Do Installation Guidelines not compact directly on KeyStone modules.) For walls higher than 6'-0" where geogrids are used,backfill as already mentioned,direct- KeyStone concrete modules form a mortarless, interlocking net- ly behind the wall modules. In the remaining area of reinforced work that automatically provides a strong, attractive retaining wall backfill consult your KeyStone representative on proper placement yet avoids the costly labor and difficulty of other masonry or rock of geogrid reinforcing and compacted backfill. In most cases ex- walls. KeyStone retaining wall modules and fiberglass pins are isting site material may be used for compacted fill in the geogrid area. nondeteriorating and virtually maintenance free,far outlasting walls made of wood or railroad ties.The KeyStone Retaining Wall System STEP 5. INSTALLING ADDITIONAL COURSES: was developed with simplicity of construction in mind.The follow- Place the second layer of KeyStone modules over the positioning ing installation steps will guide you from start to finish. fiberglass pins in the layer below. Install the upper layer module � such that it bridges two units below in a running bond pattern. The STEP 1. PREPARATION OF FOOTING: kidney shaped cup on the bottom of the upper unit should fit down Excavate a shallow trench to approximately the depth and width over the pins sticking up from the lower unit. The final step to in- dimensions of your KeyStone modules.When constructing walls less terlock the upper layer is to pull the upper unit towards the face of than 4'-0"high,mini modules can be placed on firm, undisturbed, the wall until-it makes full contact with both pins. At this point the original soils. When building walls above 4'-0" standard modules unit is in the automatic setback position. or a combination of mini/standards shall be placed on a 6" layer Repeat steps 3, 4, and 5 until your KeyStone retaining wall is of compacted, well draining, granular fill. (i.e. sand or gravel at complete. 95% Proctor compaction).The trench depth in this case shall be the 6" compacted layer plus one 8" module depth for each 6'-0" of STEP 6. INSTALLING KEYSTONE CAPS: wall height. Use KeyStone Cap units for the final layer to complete your KeyStone Provide for a level base in both front to back and side to side direo- retaining wall. As with standard or mi�i modules,place the KeyStone tions for walls below 10'-0" in height. For walls above 10'-0"pro- cap unit over the projecting pins on the units below. KeyStone caps vide a tilt from front to back so that the back is 1" lower than the are similar in dimension to the rnini module, but do not have the front starting at the foundation. Achieve this with compacted granular top surface pin holes for a finished appearance. fill or a 2" thick concrete leveling footing. The use of concrete is Note:In areas of high public accessibility and possible vanda� `�.�, only to achieve a method for quick foundation preparation. use a construction adhesive, epoxy cement or mortar to secure the° �' _ �/ KeyStone cap layer. %� j�� _ ;,- ' �`��1� � 1 ^:,;;,:-� ,,,_�•� ::r• _ ~�' ��/' _��..� ' `�". �e-�- : ,_s{ `�`; _ ,.. _. � -� � ��. STEP 2. INSTALLING THE BASE C�URSE: �� Install the first layer of KeyStone modules by simply laying the STEP 7. BUILDING CURVES: units side by side over the prepared foundation, keeping all units Building curves into your KeyStone retaining wall requires a few level. Place mini and standard units such that the surface showing special considerations. Conve;;curves require a small gap between the kidney shaped void is on the bottom. adjacent units(see diagram). For concave curves touching edges of , --� � i �/� each unit should be slightly overlapped(see diagram). Gapping and ; / ��.% /j�� overlapping will vary somewhat with the degree of curvature desired. ��' �i � / -'��//� - A general guideline is as follows: On the base course of walls up � � ' � i � _ ' • • , ,, , �� , � - . to four feet high begm with a /z gap or overlap. Walls above four ` r ' � feet begin with a 1"gap or overlap. In either case as the wall layers " '.,,� are built upon each other the gap or overlap wrll reduce to zero. An easy procedure to achieve the '/z"or 1"gap/overlap is to main- STEP 3. INSTALLING THE INTERLOCKING PINS: tain a constant dimension from the centerline of the pin in one unit Place the high-strength fiberglass pins into the paired holes in each to the centerline of the pin in the adjacent unit. module. (Note: Use '/z"x 9'/a " for standard units and '/z"x 5'/z" On the base layer this constant dimension should be 11'/z"center for mini units.) Once in place the pins will automatically position to center for a '/z"gap/overlap and 12"for a 1"gap/overlap. (Note: the next course of modules '/a" - '/z" back from the wall face for When building curves base condition of wall must be level. In cases greater stability. where a tilt has been installed into the base course on the straight � I part of the wall, the trlt would have to diminish to a level condition . going into the curve. d��: - ' - - " . : �^ o . OcQC-� ��;.a. 0 � �� .0�"a:::. S �. �,. �CONVEXO CONCAVE ?.1988 KEYSTONE RETAINING WALL SYSTEMS I C � � I r - � C T � �� I 0 I V (303) 933-1133 ,--.... ,� E f`�I � I N E E � I N C� csoo� 727-ZSOo Fax (303) 933-3442 Earth Retention Specialists , . . . � . .r��, .... d; ...;'.. ,w+s��. +v �1�� M��i' r�. !� . "� . :� °< � � � �-�..,, � I� . ,.;�� ',, .. � � �` , . � � .,� �- .,. . .� , . . , , :., ..,, �. ,� , -. , .. . �r, , .� �- . , - ��... . . :� ,. � iz.� �., .., r„ � > �� ., �� , , � � ; ' �.�.Y,�.*s�r ; �¢ . . r �� s . �z r,^�, yp' y ��°��. `"iwiii.�, � �►a ._"''�.��,..�,�,��,� r.^-...?:`��S .,jr ,�yi�, 's S �±"��+", T • : ,y� , , > ��"'.�,'.� r=�` �a�t,�� e, , � �.,.�.� �' :��' � ' � �,��.�."� � _ ,xr p a- - .�..-� r r . -1:s:.'...s.� 1 s S1"��r �rw ,'� .. _ r��'.r'�`.>.�,*�',..J�:.....5� _.�� .� - _.�-.;""=� ... . . � .��.- 4 �'a'�e+�a ;-a. r �i� . � :, ' . . . �;:- . . �.. r .,;#x, .� �'..�' . . % � _ . . - . . �.° ...��-. F.. �.,�x,.z+„-` � t f°��: � �""='�=- 3�:.i� . _ y,$ , . . � ' �! y >,, r ��.,..,�,,, , �:,.,�A . , _ ��. �. . O�vyr t 3ti.��.� ��f _ ; r ,.� . . - . . . .. .. � _ . .. � . .n � � � - .. , ..:. ,'t,,, ,.� ' . . .. _v � - .. '„' '..' '��:`i` ,�,� ,:. .. .... . - ._ . :. �"` . . - . �. .... . ' .. .. "- . - ': �� .. ,.,. . ._. ...� . . .-, - '�^`_'� _^ .� 4..` . SWEDISH MEDICAL CENTER - Denver, CO - _ . �. � , AMASTONE RETAINING WALLS Retention Engineering continues to provide the most The Amasto�e system makes use of triangular precast comprehensive and experienced services available in concrete blocks that can be stacked to a near vertical the earth retention industry. !n our efforts to provide batter. The use of select free-draining soils (gravel, our clients with the best possible products for their squeegee . . .) for backfill within the walls simplifies particularretentionneedsweareintroducingthene�v the backfilli�g process. Walls over four feet high Amastone retaining wall system. usually require additional soils stabilization; this can be accomplished through the use of geotextile grids ��`��Because of their cost-effectiveness,Amastone retain- designed for soil reinforcement. � ing walls are idealy suited for the numerous smaller site wall applications found on many building projects. G . � - ' ., � � ..� � � Cor►tir►ued lrom Fror►t Page Th� ��eofAmastonetypewallstofaceamechanically The diagrams below illustrate the typical configura- � �� :zed embankment �is ,quickly becorr�ing an� in- tion for the�use of geogrids with�the Amastone block. u�stry standard for retaining wa11 applications. WaIls The required length of these grids and the number of that have traditionally been constructed in wood layers needed vary from site to site.Also shown below timbers or dry stacked rock'can nowbe built using a is a detaii of Amastone's corner block: used for fu11y engineered Amastone design. The split-stone constructing outside corners. appearance of Amastone can fit into aimost any architectural theme. � Soil reinforcement grid Standard plans and specifications are available for the Amastone retaining wall system. Pfease contact our T ' office for more information. Rodiu�� TOP V7P,W 8ackiill bloeks with pea gravel Select backfill compacted to Step back 1/2' 95%of standard procter. eaeh course ; , ! � i � ,+. , , � i � � , � i i i i i i � i i t i t i i � i Turn up 7 Z" of soil � � grid ah 1he back � � of ihe exeovation. � i ..�''�- i � I I II 1 Typical Amastone Un+t Cross Section Walls 5 courses in height or less may not require soll reinforcemanF grids. _ � 5320 W. Quarles DR.#1-B • Littleton, CO 80123 ... � � � � � � �,� — n. T.M. Earth Retention S stenls �� Y � . . . � � - � P. . x. .. ,� . � s� , , . � . �. ._� � . . . � , � . � � � �_z� . . �� _ . . . � . .w . � ,: � . � - ��gr A , }, �-... ` +. 1 . � t�fe�+,�t .,,� %�r s��r xr�l�,t�:'� ,� [;, / /� F f� � . {)4 �I l I t '�Si . / �� ' t j �� .�': . ' '" (1 . - J i} } . � ry_� t �y � . 1 > � r °i " � �� ' . � :.. 5��rt�b{'r ��/ � ; � ' . . . . '9 R: f �� y� / 'r�� x"'� . � ��- - ' .t '. � � F , r- �� ,.. � � � 1�' �z • '�,.i�sM�:: y, t. r; : �r �' � :� ^ �, 9� .-� .. . � ' i i'; , "5 '_ f i'i: - , : ;,. 1 �� ,f Y ", :: ,� ,. L� �G ... - .. 1 !. � I I �. �!'* .teY .,'. ." �. r 1 .� � {{ t ' } p a�d . , , /` '�''��5 � .��h ! > j1T��,• 4 � i/ '�h . � � 1 l �., . k� f i�� • �. . �, ;; ' V 3aa (�; : `'• �:� S�^ �,z"+�`.�:.;,� ` �- � - .�.,: � , �� _ � b '�r.,-, � �� ` ,� ti �� ' �.��. ,, : �.� _ � i., : � -. �i 5 �. . _ . , . .. . . , �� . �' ., -..,/ . . � �� y . _ - r . ..., . - , " ., . . . . . .. - �.�� r �'� . . � . , - :. � - :_ . .. 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TRADITIONAL APPEARANCE,MODERN DESIGN `"" " Amastone combines the classic beauty of cut stone with the earth retention � cap"abilities of a retaining wall systetn.Using pre-cast,modular technology, �, � {��'�;' �, `' AmasEone creates the illusion of rectangular blocks hewn out of natural rock. n �i��'� ._. . o� i1 � ECONOMICAL FROM'PRODUCTION TO WSTALLATION L Sb'�«nv t��';4;� ' Amastone has one of the best blotk weight to face area ratios available. Each ��,r�✓y°,�x, % �r;t,,�l � block weighs only 62 pounds and covers over one square foot of face area,saving r1`�,�I�� OQ.•'.�� transportation costs and decreasing construction times.No mortar or special foun- �;, 2.�,.� dations are used,allowing for xhe use of a semi-skilled labor force. �r,�' ��'r,ay , � - • i �� I O. =�, >. Y.; "' `` , ALMOST LIMITLE55 DESIGN POTENTIAL I��. I� '.%� " Ttie triangular shape of Amastone gives a designer the ability to create a truly \�- � � �� >spectacular retaining'watl.Curves,corners,and steps are all easily constructed. � . . , � ..: :, , � , _ .. � ,: s � , .� , � , •.� , � _ �- >�= "� �- - _ � ,.�� _ �" ��.: .. �, e - � � , _ �: . .� : ; �;� � ��_� � ," .. ; � �a , , , _ � a �t� � r.< �, : -�, '= _ �' f r. <. � ��x a�'..'}1 k,�•�.� .9'�n ,[�.5 ��,�� , S. � . . .. � �. . . - . � .. ,p �, _ eiA .,.. �.. f � �'=�S'�, ��„ �;�� - � . . . . . . .. . . . . .. . . �� ,-` �� Ra1CYf-7EXNREO FACE� SLYL.RE7NFDRC£1✓EN7 GF/OS -�-_:- MAY 6E R[OU/RED,DfPfND/NG AMASTd�E BCOCKS ON M'ALL NEIGIT ANO SpC �RADE AS.FEOU/RED ARE 9'IHICX ccwwnavs. � BAC7Ci7G1 THE 1N9D£.OF TH[ .. .. �� rBCOCKS X1R}PEA CRAVE7,Q4 2' COMCRETE. 9(rSfT£Apf LOUFSE OF .. . AMAS70NE BCOpCS 1/Y' 6EHlNO THE PR£NOUS � L LOUFSE. 2J5' 20' Z�� 1/B'TAPER 1'OF FREE DRA/NlNG �;'� � MATERIAC MAY 8E REO D )'EIUBEDMEN7 �p 1 (IA/N) A CpVdtETE fOUNDATIOM 175. MAYBE�R£OUIqED,DEP£ND/NG LW WALL HEIGIT AND SpC CGWD/TiLWS ._; .. ._, .�. , � �.. a,�� . � y � i: - �� ,: . . .. , c ., ., - . �` , ....� . . . .. i�, ', � 5 .ti` _ �°` �� Sr. � �' s . � ' � � .�-6 . ,";� ,- . � 'Y f :J ' A� �'� �•-W ✓�w.�> 1�� '� ' � — ,f . ,'!� �,..., .. �y ,� , .+T5 ` �..i . "�S# ., . .s `�,x'(r . . ` t '. rtt ..��.. . .., . __ �,- ''"mi r5.... �f ."d. Y � � .�'-� . .. . . r� ;.' T„ ' �� ,�� ..� � _ ��.. � �-. ... � _ � . . ,;a��r '� ��;,,4�,�r �t i"' �ij :'�n l..��`�'M,��t 4' � `' �� # � �'A..'p l �aM r trt�' L�. '."" �� yts` t+r;��' T '�1� � hd 1� .� �..' .. - 7,a�'+At�.s�1�'A}vw+�-.iy�Fv��i v �i ��L�� 4 �'.� >�'�"�Y.��e ' �` ��k"�7"�.� '�•' a .e��1 ..� � � . `,� . �� •n��' � ,�,�i�t��` �"'�� . � �� ;. _ ' � a r � � _ � . . .___ ,... ._-.-.�5.... �'..,,�^�- ,. . . RETENTION ENGINEER�l�,� 5320 W.�UARLES OR.,# i 6 L17TLETON,C0. 80123 303-9331133 ; - �. T.M. 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'`� �:� ��„� °�p.v.:�e^��,„, . . ...., .._ .. ��.-.-.,.-, ' � ��,tid'a'�,��'�'r;��e. _ � .. . . -�"� � _ � _ � �� `m' :`NNOVAT/ONS/N RETA/NlNG WALLS � �;" � d� Versa-Lok° adds a new dimension to wall r ,-«, y�-�� systems by eliminating footings, mortar �� "� � � ,:�,;;�� and reducing installation costs. � � �: �� .� � WHY VERSA LOK°? � � � �' �`� � ■ Natural Rock Fin�ish � „�,�, � � ;-�� .'�•�x � ' � ' ■ No Foundation Required �.....n.. �� ; � �'��`'��°'�� ■ No Mortar Used � ��'"� � ��` � ■ Interlockin Modular Units '�-� �`��h 9 �, ��-� ': � " ■ Durable, Attractive & Economical . � z�,� ' .�� ; ■ Easy & Quick to Install � , � ■ Automatically Steps Back to Form Correct Slope � �:� - - ■ For Both Commercial & Residential Use �' ��"�� '�� ■ Curved, Steps & Straight Applications �� Versa-Lok° ��provides�aii the necessary h��igh demands � � of��structural performance economicaily. SPEtiFitATirJNS ■ GENERAL—The VERSA-LOK wall system is a gravity system. The weight of the wall resists the sliding action of the soil which is retained. Under favorable soil conditions the VERSA-LOK wall attains a height of 4 feet w+thout the need for tie backs. For greater heights the wall can be anchored using a geogrid material or terraced. To determir� � '-he amount of reinforcing material required see the chart on this page. _ �-�ASE—VERSA-LOK units shall be installed on a level base of 6 inches of compacted granular fill. Where long wali ___.' are to be built, a lean concrete footing can be poured 1 to 2 inches thick over compacted stone to assist in leveling and alignment of the wall system. ■ WALL—Upon completion of the base, VERSA-LOK units shall be set upon the preceding layer and non-corrosive VERSATUFF pins placed into the holes from the top of the unit. The unit is adjusted to allow the pins to fall into the slot in the top of the bottom unit. No mortar is used. Continue to place units along the wall and repeat above for each successive layer. ■ BACKFILL—Backfilling shall be per�ormed in 6 inch layers as the wall is installed. Each layer shall be compacted to 95%of its original density. The fill directly behind the wall shall consist of granular material. � VERSA LfJK° WALL S1fSTENiS� � �� -� Dimensional Characteristics � � � �� ` �� ■VERSA-LOK° ■VERSA-TLIFF PIN � Wa0 Geogrid Na ot Length Uimension Weight:82 Ibs. 1Qngth:63/a" Ht. Type Layers ol Grid A B C 2 Foce Area:2/3 sq.ft. Diameter. 1/2" sET sA�x... .;: Unit Size:b"H lb"W 12"D 3 " Colors:Gray,Ton,Brown 4 ` c P�N s�srF� Custom colors availcble. S SS2 � .3.0� 2� .�� GgANULAp Fl�L��:- 6 SS2 2 3.6' 1.5' 2' 2.5' � � �� 8 SRl 3 4J' 2' 2� 2� T 10 SR2 3 5.8' 2.5' 2.5' 2.5' '� 9` ` / ( 12 SR2 4 7.2� 2.5' 2.5� 2' � �/G/� �/1�e I 1.� _ �, GEOGRID �• The preliminary design shown in the chart `— A p q �/�7 9 and drawing is an analysis ond based on � . / y / � assumed site conditions.Final design must be '�':"�;:fg�y1 �v o quolified Engineer. coMr�creo s�se � _ '....s ��y �� A division of Kiltie Corporation P.O. Box 9116, North St. Paul, MN 55109 RETAINING WALL SYSTEMS (612) 770-3166 FAX (612) 770-4089 USA PATENT PENDING CANADA PATENT NUMBER 63929 �r MATTHEWS � ASSOCIATES Landscape Archirecrure, Planning 6 Reclamarion ., ��°�'' �567 Voil,Colorpdo 81b58 �(30,3)949-5077 � May 24, 1990 Joe Macp c/o Vail Associates Post Office Box 7 Vail , Colarada 81657 Dear Mr. Macp; Attached is the revegetatian plan for the Spraddle Creek area as requested by the Tawn of Vail. Sincerelp, _� �{ �� J � ��%�=--- Richard T. Matthews President 1 tvtATf'HEWS � ASSOCIATES Landscope Architecsure, Plonning � Reclomotion %- i°�� 5b7 Vail,Colorodo 81b58 C303)949-5077 ,�,_ Purpose and Scope George N . Gillett Jr . is proposing to develoP a 1�+ lot subdivision at Spraddle Creek in Vail , Colorado . ,. The, Qhjective of. this study �is t4 provide a, rev^;etation , . , plan as requested by the Town of Vail, and complete in �ormation on the environmental effects of the proposed project to insure long—term protection of the environment. Due to the sizn and residential nature of this project, the report will emphasize analysis of geologic, biotic , a;id visual conditions and impacts . Project Description Mr . Gillett is proposing to construct a 14 unit c'�ve?..��mnr� at Spraddle Creek, in Vail , Colorado. During construction and upon comj��letion , the G�i. t� s�!i11 be reve�etated with native trees , shrubs and �r3sses wt�i;-;� ��; 11 b� irrigated by a water truck until establislied. ��e us�::�j a �:ate.r. � truck on Vail Pass for several years wi�ll excellent ; ��:,�:lts . A : landscape plan for new and existing areas on si�.�-� �,.i7.1 be� developed and submitted to the Desi�n Review Board ior :;pproval . By identifying and matching the indigenous 1.indscape materials we will avoid unsightly scars on the landsca�n . The following describes the technical deta:i.;.,; of the proposed facilit.ies for the Spraddle Creelc project. Description of Existing Environment Topogra�hy The proposed site is located on tlze northern edge of Gore Valley on a south—facing slope. A general topographic map of the site and surrounding area is attached at the end of the subdivision application. A detailed topographic map of tlle site alone is also attached at the end of the application. The site slopes from northeast to southwest, from a maximum elevation of 8 , 790 feet above mean sea level (msl ) at its northern boundary to a minimum elevation of 8, 230 f.eet i�,.�3 at it.s southern boundary . The slope varies from gentle to sr. �eP . The degree of slope over the entire site area is present��r :in the Stope Map (attached at end) by RBD �nc . , which high7 :i ,.,): t� sloPes _ of 40 percent. � ` The site is cha�r�cteriz�d bv _ cre�;: .iari;F�ri �`�Pr ; �.,_ Cr��eic ' ' ' t�;�ic;; ��°�tns .roughly alon¢ the aTeste�r. n horder. z Geologp Geologic information pertinent to the proposed site was found in the map series , "Bedrock Geologic, Surficial Deposits - ' and Potential Geologic Hazards Maps , Eagle County , Colorado" and "Snow Avalanche Hazard , Environmental and Engineering Geologic and Geologic Resource Maps , Eagle County , Colorado" , compiled by Charles 5 . Robinson and Associates , Inc. (1976) . Gore Vallep was scoured into a classic "U" shape by the most recent mountain glacier which left the floor covered with deep morainal deposits. The valley walls exhibit a variety of lateral glacier features. At the proposed site the glacier scoured on bedrock as it advanced and then deposited morainal boulders, gravel, sand and fine-grained soils as it retreated (or melted) . Following that sequence, the surface was modified to present day appearance by alTuvial fan deposition and bp colluvial deposition from the hillside above the property. Bedrock at the site is from the Minturn Formation from the Pennsylvanian and Permian age which includes medium to very coarse-grained , gray to reddish-brown sandstone, and sandy and silty shale and prominent pinkish-gray to gray limestone beds. A Bedrock Geologic Map ( F 1 ) showing the site area bedrock is attached at the end. The underlying bedrock surface at the site is probably much steeper than the ground surface and should be quite deep. Surficial deposits at the site are glacial moraine which consists of boulders , gravel , sand and silt deposited by glaciers . A Surficial Geologic Map (F 1) of the site area is attached. These deposits are generally less than 100 feet in thickness but may reach up to 200-300 feet thick, consisting of Precambrian granites and gneisses. � 3 Key to Figure BEDROCK GEOLOGX MAP Pm- Minturn Formation : Medium to very coarse grained, gray to reddish-brown sandstone , conglomeratic sandstone , thin beds of reddish-brown silt stone, sandp and siltp shale and prominent pinkish-gray to gray limestone beds . In the Ruedi area it includes the Gothic Formation. 4 Key to Figure SURFICIAL DEPOSITS MAP Qm - Glacial Moraine Description and Physical Characteristics : Boulders , gravel , sand and silt deposited by glaciers . Generally less than 100 feet in thickness ; may reach 200-300 feet in thickness. Consists primarilp of Precambrian granites and gneisses . Topographic Expression: Low hummocky topography, generally vegetated , with local water table . Weathering and Weathering Effects : Little soil, mainly forest mat over the hummocky topography. _ Rocks in the moraine may be decomposed. Workability: Excavation : Difficult to easy . Large boulders may be encountered making excavation difficult . Backhoe can be used locally. Compaction : Moderately easy , vibratory compactors and smooth-tired rollers commonly used ; easy where large boulders are absent or removed before emplacement. Drilling: Easy to difficult ; difficult where cobbles and boulders are numerous . Surface Drainage: Infiltration: Generally moderate to rapid ; may be local ponding in clay enriched areas . Runoff : Moderately slow on slopes . 5 Biology " ° � � Vegetation The major vegetative types present on the site were determined to be as listed in Table 1 . Their distribution on the site varies along with the overhead canopy of very dense aspen to no aspen in some meadow areas . The vegetation on the site is classified within the Aspen\Rabbit Brush community or ecosystem. There are numerous quaking aspen between one inch and ten inches in diameter . The highest percentage of the plant community is aspen, rabbit brush, and snowberry , followed by wild rose , creeping mahonia, serviceberry and big sage . The wild flowers listed in Table 1 are scattered, the most dominant being yarrow, golden banner, and western yellow violet. The dominant grasses are bunch grass types of unknown genus at this time as it is too earlp (mid-May) for seed heads which are necessary for identification. The vegetation was sampled on site in four randomlp selected, ten foot square plots . A survey lath was used as the center point of each plot to further prevent any bias. The results of the sample plots are shown in Tables 2-5 . Additional species observed on the site but not found in the plots were r,�, included in Table 1 . Plot locations available if requested. Climatology The site is located in the Rocky Mountains at an average 8, 500 feet above sea level and is typical of high-altitude, high- elevation continental mid-altitude climate with warm summers and cold winters , characterized bp high diurnal and seasonal temperature variations . The region lies within the mean winter storm track, resulting in a large amount of snowfall. A study by Marlott and Riehe (1963) over the Colorado River Basin showed the precipitation ranging from 12 to 24 inches per year . Furthermore , they noted the monthly range of precipitation is relatively uniform throughout the year in marked contrast to any individual station. The winds primarily are the prevailing westerly , averaging seven miles per hour , being more stable at night , and gusty with storms. r.._ � The temperatur�e �range at noon varies grea�l�y over the course of the pear , being approximately 15 degrees F to 40 degrees F in winter months to 50 degrees F to 80 degrees F in summer . Daily temperatures can vary greatly on a south facing slope from -20 degrees F to 45 degrees F in winter to 32 degrees F to 80 degrees F in summer . Biology Impacts Vegetation The development phase , including utilities and road installation is a critical time relative to biological impact on the area . Initial construction is anticipated to affect 10-15 percent of the site. Most of the existing vegetation will remain during this phase of the project. Recovery will result from land reclamation and landscaping during and after construction. Any offsite areas disturbed must be restored with the final landscaping , and restored to a natural state . Landscaping , revegetation, and vegetation management can work to improve the overall site both aesthetically and physically. The problem of "wind throw" (i . e . trees being damaged because other trees are removed) to existing trees is of minimal concern in our opinion, as the existing , healthy aspens can stand alone and have low canopies. Leaving nature to` her fated course , the Spruce-Aspen stand " (as demonstrated on the south facing slopes on Vail Pass) is the eventual community which will cover this hillside. Spruce and other conifers can and should be considered in the planting plan as they will do well in this area . Visual and Aesthetic Considerations The location of Spraddle Creek is on the side slope of the Gore Valley at elevations of 8, 230 to 8, 790 ms1. As such, the proposed development wi11 be visible from the vallep , by skiers riding down the Vista Bahn and skiing the slopes of Vail . From a distance, the site is typical of Gore Valley side- slopes and presents no sensitive or critical scenic views. The proposed development does not block or intrude upon any special views . No scenic views bp nearby neighbors will be blocked or intruded upon form the north, south, east or west, due to the low profile , isolated profile of the project. � From the Spraddle Creek residents ' point of view, the design of the units will provide an excellent view of the valley , including the Town of Vail , Vail Mountain and some Beaver Creek slopes. Social Services and Facilities The Spraddle Creek site is incorporated in the Town of Vail and as such will utilize town utilities and social services. Vehicular traffic at the Vail exit 176 and the south frontage road and U.S . I-70 will increase during construction and occupancp of Spraddle Creek. Construction of the project wi11 result in movement of heavy equipment , trucks and materials, as well as the workforce. Refuse disposal during construction and occupancp of Spraddle Creek will be undertaken by private contractor. Noise Normal construction noise from heavy equipment and trucks is expected during construction. Mitigation of Vegetation Disturbances through Revegetation � Objective The intent of this plan is to reclaim and revegetate the disturbed areas to be as similar to existing conditions as possible. Various revegetation techniques will be used to encourage the establishment of a vegetative cover on the site. After initial construction is completed permanent revegetation measures will be implemented to reestablish the vegetative community along road cuts , new retaining walls , and utility cuts. Post—construction planting will include placement of native shrubs , plants and trees producing a natural mountain setting of equal qualitp to that of the undisturbed site. Planting in the direction of suspected evolution and summer color is suggested bp considering different vegetative types. The site should contain aspen , spruce , flowering shrubs , wild flowers , native low growing grasses and , if desired , lawn grass. It is intended that some coniferous trees will be introduced to encourage a climax vegetative community of Spruce—Aspen which would naturally occur over time as seen on other adjacent slopes in the Vail area . - 8 Careful consideration will be given to the introduced species to be planted and seeded for permanent revegetation. Species will be selected on the basis of the site environment , unpalatability to big game as observed in Glenwood Canpon, Vail Pass , and the Vail area, and proposed uses. (We will do all we can to avoid attracting big game with the plantings but this is not entirely possible) . The exact seed mix and the seeding rate wili be determined as soon as seed heads have developed to allow for proper identification of species. The plant material will be selected from the Aspen—Rabbit Brush plant community as indicated on Table 1 . The planting plan will include the same species inventoried, in approximately the same percentages. Implementation During construction, topsoil at the site will be stockpiled when possible . When the topsoil is respread it will be mixed with introduced soil to give a cover of four + inches . The end result will improve general productivity by combining the existing sandy loam with introduced topsoil , therefore redistributing available nutrients. The regraded surface texture is an important consideration in reestablishing permanent revegetation. The surface will be raked and smoothed to remove as much rock as possible and to reduce the average grain size . Compacted surfaces are not conductive to plant growth and should be scarified before seeding . Soil supplements are often required for establishment of a good vegetative cover. A soil analysis will determine pH; salts; percent organic matter and lime ; and nitrate , phosphorus , potassium, zinc , and iron in parts per million. The soil test report will also make recommendations for fertilizer application. These services are available through the Gooperative Extension Services and Experiment Station , Soil Testing Laboratory at Colorado State Universitp , �'ort Collins , Colorado 80521 . We have collected soil samples from our four test sites and will have the lab reports shortly. Revegetation of arid and semi—arid environments deserves special consideration because of the difficulty of establishing vegetation. Appropriate planting and seeding techniques , as well as optimal timing of installation will be incorporated into the revegetation plan. Revegetation techniques include broadcasting (scattering seed directlp on the surface) , drilling ( seed deposited in an artificially formed surface depression and subsequentlp covering the seed with soil ) , moving and replacing indigenous sod communities and hydroseeding ( seed , fertilizer , water , and in some cases a mulch tacking agent , is sprayed directly on the 9 slop�e) . ° � � Various revegetation techniques described in the previous paragraph will be used depending on the size of the area , the appropriate methods for the season, and various slopes. On the steeper slopes , appropriate soil stabilization will be implemented with a material such as excelsior mesh netting. Another technique which will be used to promote vegetation success involves moisture retention . Techniques utilize entrapment, concentration, and preservation of water within a soil structure to support vegetation . One technique used is mulching, Mulching is the application of various soil covers such as straw, wood chips , stone , or other suitable material, to promote collection and retention of moisture. a mulch blanket creates a resistance to surface water runoff which facilitates infiltration and , because of its cover , reduces moisture loss through evaporation. Mulching also creates a resistance to wind and water erosion. Our experience shows these wide range of options we use to stabilize different types of slopes will do a good job of reclaiming the disturbed areas. Management Dead timber will be removed from the site before and during construction and on a continual basis to reduce wildland fire hazard. It is recommended that a fertilizer be applied to the existing aspen trees to insure their continued good health. All of the plants installed will be maintained by water truck during their establishment period. Again this method was used successf ullp on Vail pass and is a practical w a y t o a p p 1 y the needed water. Credentials Richard T . Matthews, is founder and president of Matthews and Associates Landscaping , land reclamation , landscape architecture and construction firm. (B.S . Syracuse University 1972) His experience has been in the area of project management and supervision of numerous large scale landscape construction projects including sanitary landfills , parks, interstate highways . (including working on Vail Pass for four years doing large scale reclamation work) ski areas , condominiums and residential subdivisions . He was appointed to the Horticultural Advisory Board of the Colorado State Extension Service and has earned a Master Gardener certification from the Colorado State Extension Service. 10 He has also been in the Vail Valley for the last sixteen years doing landscape and reclamation work. Richard has also been a professional witness in court on reclamation matters. Janna Belau (B . S . Landscape Architecture �SU) worked in Glenwood Canyon from 1985 to 19$9 . Responsible for site design , review and landscape construction , inspection of planting , seeding , irrigation and plant maintenance crews . She also has experience with the Bureau of Land Management monitoring revegetation success on mineral exploration sites , collecting and identifying vegetative cover and production data for techniral analysis . Matthews and Associates Landscaping has a 1990 Colorado Department of Agriculture Nursery Licence # 1102-001 . � TABLE #1 � � � � l0A INVENTORY Trees : Populus tremuloides Quaking Aspen Shrubs: Amelanchier alnifolia Serviceberry Artemisia tridentata Big Sagebrush Chrysothamnus sp. Rabbit Brush Juniperus communis Common Juniper Mahonia repens Creeping Mahonia Ribes inerme Gooseberry Rosa woodsii Woods Rose Sambucus sp. Elderberry Spmphoricarpos oreophilus Snowberrp Forbs : Achillea lanulosa Yarrow Aquilegia sp. Columbine Arctostaphylus sp. Arctostaphylus Astragalus sp. Milkvetch Delphinium nelsonii Larkspur Eriogonum sp. Eriogonum Geranium sp. Geranium Linum lewisii Flax Potentilla sp. Cinquefoil Taraxacum officinalis Dandelion Thermopsis sp. Golden Banner Viola nuttallii Western Yellow Violet Grasses ; Agroppron sp. Wheatgrass Bromus sp. Brome Festuca sp. Fescue �oB Poa sp. Bluegrass Stipa sp. Needle Grass TABLE # 2 lOC INVENTORY #1 Trees: Populus tremuloides Quaking Aspen (4) 1-2.5" � 1-4" � 2-5" � 1-Dead Shrubs : Artemisia tridentata Big Sagebrush (5) Chrysothamnus sp . Rabbit Brush (1) Mahonia repens Creeping Mahonia (6) Rosa woodsii Woods Rose (2) Symphoricarpos oreophilus Snowberry (8) Forbs: Achillea lanulosa Yarrow - Numerous Potentilla sp. Cinquefoil - Infrequent Thermopsis sp. Golden Banner - Numerous Viola nuttallii Western Yellow Violet- Numerous Grasses: Agropyron sp. Wheatgrass Bromus sp. Brome Festuca sp. Fescue Poa sp. Bluegrass Stipa sp. Needle Grass �.�� TABLE # 3 lOD INVENTORY #2 Trees: Populus tremuloides Quaking Aspen (2) 1-4.5" , 1-5 .5" Shrubs : Amelanchier alnifolia Serviceberry (3) Chrysothamnus sp. Rabbit Brush (3) Symphoricarpos oreophilus Snowberry (6) Forbs: Achillea lanulosa Yarrow - Numerous Astragalus sp. Milkvetch - Infrequent Penstemon sp. Penstemon - Scattered Taraxacum officinalis Dandelion - Infrequent Thermopsis sp. Golden Banner - Numerous Grasses : Agropyron sp. Wheatgrass Bromus sp. Brome Festuca sp. Fescue Poa sp. Bluegrass Stipa sp. Needle Grass TABLE #4 - 10E TNVENTORY #3 Trees : Populus tremuloides Quaking Aspen (i) i-7 .5" Shrubs : Chrysothamnus sp . Rabbit Brush (i) Forbs : Achillea lanulosa Yarrow — Numerous Grasses : Agropyron sp. Wheatgrass Bromus sp. Brome Festuca sp. Fescue Poa sp. Bluegrass Stipa sp. Needle Grass TABLE #S lOF INVENTORY #4 Trees: Populus tremuloides Quaking Aspen (3) Shrubs : Amelanchier alnifolia Serviceberry (4) Artemisia tridentata Big Sagebrush (2) Chrysothamnus sp. Rabbit Brush (13) Symphoricarpos oreophilus Snowberry (4) Forbs: Achillea lanulosa Yarrow - Frequent Delphinium nelsonii Larkspur - Infrequent Eriogonum sp. Eriogonum - Scattered Thermopsis sp. Golden Banner - Frequent Viola nuttallii Western Yellow Violet - Scattered Grasses: Agropyron sp. Wheatgrass Bromus sp. Brome Festuca sp. Fescue Poa sp. Bluegrass Stipa sp. Needle Grass Agropyron sp. Wheatgrass �ru ._ . -. , -. - , .. __ r� , - � . � � _ r �.ji:;; „`.'�,•.`.` '..,Y�if rl � ` :s �.'-\.�, \t /d j � / ' � .\:�. ...%� `�\ . �J� _ � .i :+ \.,;, v!t�., '� . J r � � t . . . ��. 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( BE CK GEO Y { I Analysis,Planning 8 Design �� t� J °�1 I � • � �_'(,. f.' ' " � � � ___-..� Reclamation 8 Revegetation _ , ,, , , , _ . ,,,� i Irrigation Oesign B,Installation ' �, �� ! . . __, � ' �. . compi{ed by CHARLES 5. ROBIN50N & � i ' . - ,; - � � : ; ,, picherd T.MaRhews , , � � :� ASSOCIATES� INC. °�' Principat(903)949-5077 : ' .'� � �`' � , �, � , ' ,, i�' , _"_`_. __- .��. i.�._. –, . ' , j ti�. ` �`: - '�'� ` .. - �° � - � r , . � �', . �. , °> > � ,��" � / . i� � ' � ' ; •f .. , , , .. :; . ....�. . ... ....r w•wn,� s�.ew a �:sm&�f .ywv;arys xtii�M�Gyi� �Y'�i2�Yd�" .�.dt.'x�v '"�`l �� •••••..� �:. �_. {� �'RT� _ �� _ . � �� j . , : _ , � - . . _ � . � .. . ..•� ' , ` � ' N � • . . . •.. �• i . �\ • � �) f ,. .:. , ' \� ��. �' e ��.'�,31\)`� �,•l�� I � (� ' ,�t' �� lY'��`L .. _ `�.'l� ;;.. 1�� . . :. . , s�•�✓•/ D 1�� `? t. 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K ods ?��` i: ., ;.y�"�'-r '/�� .,-r-J. �� 1 - .; ' jl ��u�' __��. . .. _ ;�. � "'�� _ _1 ��:t1:_... ��';..:�,._,►,�.r.�: �.., . : ;� . , � � .- .� . _ �... , . �_ _ . . .-�.� -� . ., . . . - ' �,r,—�,-�; � . � ��,r :; �� - �, ;.--._ ___ ... =�.-�;..:.� � ._ _ b„ �IYBAI {�EWS � MSY�CIAI�S . �'.'W�.lY+��('n).• r� / ��.� �G 1��■ �� . . '/. ':sn:.s:'ape Archilectu�s 8�Construct�an � _,!',�i . _��•�J � ._, t ��. 6oz3�fi7 `Ja�I, Cclorado87G58 ' �:" _ ,'" _ �. ��'8��. �E�OSI�S �' ' ��' '': :�.= �.. �'� `� ' � � � �- ' Analysis,Ptanning 8 Design j , ,� -- ; � � , f�eclamati�n&Reveyelation � '" .`� iJ� +' �" Irrigation Design 8 Installation . ' - // ! '•, . 'j,`-'' �r ; ;' . . ; � RlchardT.Matthews / , � , � i � compiled by CHA�-:LES _ S. FD^n1'dSt��'�{ & o�, Princlpal(303)949-50�� !j y/ ' . : � A5SOClATES, INC. x � .,,,�, . , / , � ' , y . • . . '�. .� � .Y'-ti"^.1�� ' �.4 ' �-r� �� ...'• _ ' \' �.� �. � � -i, ' . � ,._, .. °- �- . . . ! . _. . . . � .. . , . . . ��+ • . - GRO�rVER'S CC��r�� . � COOPERATIVE EXTENSION SERUICE `S/tY�'�� k � � AND EXPERIMENT STATfON NUMBER OF s,4MP�ES � 4 Richard Matthews SOIL TESTING LABORATORY DATE RECEIVED ��13/90 Box 35 67 COLORADO STATE UNIVERSITY FORT COLLINS, COLORADO 80523 DATE REPORTED ��24/90 Vail , CO 81658 SOIL TEST REPORT couNTY Eagle IDENTIFICATION ROUTINE SOIL TEST RESULTS ADDITIONAL RESULTS LAB. FfELD SALTS ORGANIC NITRATE PHOSPHORUS POTASSIUM ZWC IRON MANGANESE COPPER pH MATTER N P K in Fe u�E TEXTURE Mn Cu SAR GYPSUM NO. NUMBER mmhos Jcm % ppm ppm ppm ppm ppm ppm ppm ill�q/100g �� N'�7A 1 6. 7 0 .5 5 .4 2 1 .4 334 2. 2 78.5 low sandy clay loa 10 .5 2. 8 O � 4 H586 2 6. 7 0 .4 5 . 7 5 0 . 8 225 1 . 4 76.0 low sandy clay loa 18.5 2. 7 ¢ �i CS fC O K L L /.f �{- Gl K G/C . !f' p�� L = k� ff= h� �1 . IDENT. FIELD(NFORMATION RECOMMENDED FERTiLIZERLBS/A OTHER � t r LAB. VIELD- MANURE PROPOSED YIELD FE Mn Cu GYPSUM; N0. ACRES IRRIGATiON LAST CROP GOAL N P O K O `' ��RON)' LASTCROP TJA CROP 2 5 2 Ln 1bsIA TIA � I L3u�%� c� �hzsz Sc�r /s G2r�. S%�Sh j'�� /cnJ .�''�- ')')r-�rn� cz-�.rf Pl�,c-SP�'tc/'�t$ � ,i �, ,, .\ ti �' � n � IMPORTANT tNfORN��'i ION PRINTED ON REVERSE SfDE - ,/' APPROVED �'� �'� �. �K.::Z�� n /�`� COOPEflATIVE ;�� iNSION SERVICE � �PpES5 NAfiO ! � � ANO EXPEflll�iiENT STATION � � � � � „ - � _ vi�i.�aFlE n,iai<w�. roux cuwi�s �r „„�• . � COLORADO ST,�,TE UNIVERSI'fY TC_��—��-� __ HEAD THE INSTNUCf10(GS JN TI-iE HACh ---19--- �— r , DU NOT �EPAFtAT� FORI�l1S lAM�i��sr�,�-----�--��'��5--- SUEiMIT ALL COPIES �� DDRESS-----�s7_�---��z�-------- -- SO I L SAMPLE '� __ CIR�L:E DESIRED ANALYSIS -----��!i�---�-�- --�/�`�� CITY ZIP CODE fL)ataili on bechaw=) lN FORMATION R°��'"t '°°° ___—_—___ SUBSOIL NI1'NATE 2.00 COUNTY__��Ut�'�________ su�sni�.s�un,irv �ou yo�iun,i Ev.v�uariorv .�:oo SEND R��UTINE piuiSOpIUh1 EVALUP.TiON 13,00 EXTRA -------------------------------- � BORON,SULFATE, MJLYBGENUfvI 2 00 aa ° COPY T0: _________�___________�__________ SUBSOiL BOkON,SULFATk 2,00 aa ------------------=------------- CITV ZIP COOE . IRRIGATION � i FEHTILIZER USED FOR (CHECK ONE) � LASt YEAR'S L'ROP LABORATORY � YIELD NUMBER FIELD qCRES s � LAST YEAR'S � pER (DO NOT NUMBER � � • � CROP � ACRE N �'2 �5 ,c o �„ ti�an,uHE WflITE BELOW) 3 j ` � y � Z u 1"rIER ¢ , � � � ) . 1.23.(A Lt1 !A LB.lA L!i_lA � TqfVS�v. LL � `� �-- — --- --- --_-«.._ _—. __...� �' vs� � .� � , , � , ��v� _ ---`�`� -. - --- ------ -- ,J -��-r--�- �/ �� t`' G;ll ! �� W� � �.— -- i i HAY AND PASTURE CROPS MANUpE i VARItTY i (CHEI.K APPROPNIATE BDXES) aJELD Foa cRO� CROP TO i i YIELD STANO IS: COtv1PUSITION �s: TO�E GfIOWN I �REQU lFlEO FI�Ft � � � � cr+:.ss ict.�,n��ni�� NfUMBER TONS/A BE GROWN j P07ATOES ANO i GOAL � i � � i i BARLEY) � ro ae � NNtscur�v � r,.�r�e � � �;rr�; � :5 �s: � �+on� i��,,i, I I ( I ..�ra�.ra I oi�ass ( I I � � � SEEUED �tSiA8lJSneJ� SPEC�ES ' . � 19n�.ti, � L�r1'.h.lE . � �Se�LtC;Ur.iE � _"�. � __"`�---'—� _ �� L✓� � � � � � � � � � ��l✓G/ '+'�7� I I i i I � i� I 1 1 1 1 1 I I �_ i i COMMENTS: NOTE SPECIAL PROBLEMS,FERTIU2ER APpLIED SINCE LAST CROP. --___(�_�2� P�Ya'N�?r!UG _�--- i�EGL�-�rit_._._1�1��---�d- o,��-�—_�owDi�i�s��_---------�---------------------------- ------- _��.1�E�G-�-��.t��---��?�-°----�--'�---�-�-�--�--t--�'�y_o�-��I'Z__C�ru-��1��.---� --�--------�------------�-------�-------- ---------- ----------------- ---------------------------------- ----------------------- -- -- -----�-- --------_..._ _�_---- -----------�---- 5( TO SOIL TESTING �ABORATORY, VOCATIONAL EDUCATtC IBUILDING, , : � � ° ____ COLORADO STATE UNIVERSITY, FT. COLIINS, COLORADO 80523. DO NOT PREPAY. C.S.U. EXTENSION AGENT___________`___________________ YOU WILL Bf BILLfD AFTfR TESTS NAVE BEEN COMPLETED. : > CUOPERATING WItH U.S.D.A. " '►'�R'S t�Uf Y ,a COOPERATIVE EX'��``�1SI�N SERVICE � � � � AND EXPERII�r��.T STATION � NuMgER oF saMP�ES� 4 ��'�� ichard Natthews O x 3 5 b 7 SOIL TESTING LABORATORY DATE RECEIVED ��13/90 COLORADO STATE UNIVERSITY FORT COLLINS, COLORADO 80523 DATE REPORTED ��24/90 ail , CO 81658 SOIL TEST REPORT cOUNTY Eag1 e iNTIFICATION ROUTINE SOIL TEST RESULTS ADDITIONAL RESULTS ORGANIC NITRATE PHOSPHORUS POTASSIUM ZINC IRON � MANGANESE COPPER � F1ELD SALTS urviE GYPSUM H MATTER N P K in Fe TEXTURE Mn Cu SAR NUMBER p mmhos/cm gy ppm ppm ppm ppm ppm �' ppm � � ppm meq/100g . C 3 6. 1 1. 2 6.5 83 1 . 7 431 5 . 8 177 .0 low sandy clay loa 8 . 9 2. 4 0�� k� . U 4 7 .0 0 . 6 6.3 11 1 . 7 351 7 . 8 91 . 9 law sand 13 .0 3 .0 p;� � �� o�< c K � L d- i� %d- J K O K j��. L- %.�� /�= h�3 �'� t. FIELD INFORMATION RECOMMENDED FERTILIZER LBS./A OTHER YIELD- MANURE PROPOSED YIELD P � � � �� pp Mn C� GYPSUM aCRES IRRIGATION LASTCROP LASTCROP T/A CROP GOAL � 2 5 2 (1RON) �ys�q Y/p � �l'r�E!'c (.$ %G'� �''"` SOr�( �`- y Ciw.il �%G3PFIGri.�! i�S /G't^l /'"y`' �Cr�. .SOr lJ. .-� - � aMT 1MFORMATIOM PRINTED OM REVERSE SIDE � ` APPROVED '`L �� = � �TING WITH U.S.D.A. � TITLE !�`C�C:'e—, . C'�'''�Ci Cj�'` �7 � ;? COOPERATIVE EXTF"'SION SERVICE PRE55 HArsu ! � • � AND EXPERIME; }TATION � � �' � COLORADO STATE uNNERSITY �'OUAREMAKING FOURCOPIES �,„� , � . �_ / q READ THE INSTRUCTIONS ON THE BACK _ J f��=�----�9---L�- - nE��GEf.�j�.�__ •��L1.�f�.� DO NOT SEPARATE FORMS � _ .�1 '"� _S_------- SUBMIT ALL COPIES RESS----�o.�_35��--------------- I _ ��L __(�,__�/G��_____ S O ! L SAM P LE CIRCLE DE5IRED ANALYSIS CITY ZIP CODE (Details on backside) INFORMATION ROUTINE '10:00 COUNTY____�� SUBSOIL NITRATE 2,00 � _� �f_---------- SUBSOIL SALINlTY 2,00 SODIUM EVAWATION 4,00 „�� SEND ROUTINE plusSODIUM EVALUATION 2;00 �� EX T R A -------------------------------- COPY TO� BORON,SULFATE, MOLYBDENUM �,00 ea ,, ______________________________�_ SUBSOIL BORON,SULFATE 2.00ea , --------------------------^----- CITY 21P CODE IRRIGATION i FERTILtZER USED FOR (CHECK ONE) � LAST YEAR'S CROP 4BORATORY FIELD LAST YEAR'S � YIELD NUMBER ACRES w ❑ I PER 91TEO E OW) NUMBER o Z � C��P i ACRE N P� �s K O �n MANURE ; 0 6 m > � 2 OTHER o � � ¢ - LB.iA LB.iA LB./A LB./A TOA1S/A 2 LL N N D ' � �� f� ° f ,�r, ' �� '�= ��(� � �- �o ,c.�A-r�vc ; t t HAY AND PASTURE CROPS MANURE i VARIcTY � (CHECK APPROPRIATE BOXES) FIELD FOR CROP CROP TO � � YIELD STAND IS: COMPOSITION !S: TO BE GROWN � IREQUIflED FOR � i i i i GIRASS�LEGUME iix ! �3ER BE GROWN t PoTa,TOes aN� I GOAL � TONSiA I gARLEY) ! I I ! I 1 1 TO BE PqESENTLY NATIVE .UPTO .5�75% MORE THAN I I ( I 4LFALFA � GRASS I � � �� ' SEEDED �ESTABLISHED� SPECJES � .� 25%LEG. � LEGUME � , 75%LEGUME � � ��j/�!►1'` �� . � � � � � �/ / I � � � � � (� � �Ifr�1 � � �J r Lr�r�f�' � � � i , , , MMENTS� NOTE SPECIAL PROBLEMS,FERTILIZER APPLIED SINCE LAST CROP. J' 1. - �� "i=__ " /-�NJJJ�1�___�_��- � - ' � - - '- J -�-- -� - �--��S--CS.!�- � - .-�1.�'�`- -� �- - �!=`'�----1-�5---��-�'c�P_a1 F,U ____ �_ !/_ � �--- �I Ili t_ �. -----��--r��.�--��.�---1N i�2Z�t2��.n�?—��?--��s�z_��z�1�---�'='�5-__01��_�L?-�.��u_�`�-�-�-.-�-----� -�----- ------------------------------ ---------------------------------------------------------- � SEND TO SOIL TESTING LABORATORY, VOCATiOt�lAL EDUCATION BUILbING, ��` � COLCi �O STATE UNIVER�ITY, FT. �COLLINS; COLORADO �80523. b0 NC ��' °REPAY. .S.U. EXTEfv UAGENT____________� __ °' � � � � � - --------"------°- YOU 1�wzc'L BE BILLED AFTER TEST5 HAVE BEEfJ�COMPLETED. COOPERATING WITH U.S.D.A. �� G'r'G'�'��ERS CO?Y JNC Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 303/226-4955 May 29, 1990 Mr. Joe Macy Vail Associates P.O. Box 7 Vail, CO 81658 RE: SPRADDLE CREEK SUBDIVISION - PRELIMINARY DRAINAGE REPORT Dear Joe: This letter report is to serve as the Preliminary Drainage Report for the Spraddle Creek Subdivision. Spraddle Creek is a proposed residential development located north of Interstate 70 at the Main Vail interchange, and is immediately adjacent to the , Interstate right of way. The subdivision consists of 40 acres, more specifically located in the Southwest Quarter of Section 5, Township 5 South, Range 80 West, . of the 6th P.M. The site consists of mountainous terrain sloping south or to the southwest, at 20 to 40 percent. The site is covered with native grasses, deciduous trees and brush, which provide coverage to approximately 65 percent of the site. The remainder of the site is covered with varying percentages of conifer, rock outcroppings, and disturbed areas such as access roads, trails and - - -- corrals. U.S. Forest Service roads cross the site in an east-west direction at approximately the lower one-third � line. Another portion of Forest Service road cuts across the northeast corner of the site. Spraddle Creek itself flows across the northwest corner, flowing in a southwesterly direction. About 25 percent of the site drains directly into the creek as part of the Spraddle Creek watershed, which consists of approximately 1255 acres in total (see attached Figure II) . The remainder of the site sheet flows toward the Interstate right of way, and then to the west. This portion of the site lies within another basin of approximately 116 acres. Other Offices: Vail, Colorado 303/476-6340 • Colorado Springs, Colorado (719) 598-4107 The proposed subdivision consists of 14 residential lots, with the smallest lot being just under one acre. Essentially all of the on-site improvements and home sites lie within Basin B (Figure TT) . These improvements will add approximately 6. 3 acres of impervious area to the basin. After construction is complete and revegetation has occurred, the impact to the watershed will be minimal. When this impact is taken into consideration, the developed curve number for ' the SCS analysis changed insignificantly from 70 to 71. As a result, the downstream impact of the proposed subdivision in its fully developed state will also be negligible. No consideration is required, therefore, to any downstream storm sewer systems or drainageways as a part of this development. The l00 year floodplain for Spraddle Creek is indicated on the preliminary plan. The delineation of the floodplain is based on 100 year flows as identified in the 1975 hydrology report for Gore Creek, prepared by Hydro-Triad, Ltd. Spraddle Creek is a tributary to Gore Creek. The preliminary plan shows the locations of drainage swales, inlets, and culverts. These drainage features will be designed for the 25 year storm, as required by Section 17. 28 . 330.K. of the Town of Vail Municipal Code. To protect future building sites in the subdivision, ' storm flows will be piped past adjacent building envelopes, and then dispersed at the outlet of the culvert. At these outlets, necessary erosion control measures will be installed. These measures will include rip rap and erosion control matting, which will foster vegetation growth. Where culverts and drainage swales drain towards Spraddle Creek, permanent water quality berms, consisting of gravel, will be installed to control sediment transport. Other culverts will drain towards established swales. The proposed drainage system will divert surface flows on the roadway away from fill slopes and retaining walls. _ _ During the construction phase, hay bales and silt fences . will be installed to control run-off from roadway construction areas and at culvert outlets. Temporary sedimentation basins will be located at the base of drainage swales, culverts, and where field conditions warrant it. The water tank overflow will drain towards Spraddle Creek in a drainage swale located along the northern boundary of the subdivision. The rate of release from the tank should be controlled, so as to prevent unnecessary washing and erosion. This swale, as previously mentioned, will be designed to include rip rap and erosion control matting. 2 trust this letter report and the accompanying calculations will address your needs. Please feel free to contact our office if you have questions. Sincerely, �1�� q1� Stan A. Myers, P.E.�U Project Engineer *��1�� %� Kent R. Rose, P.E. 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C�: 1 � �� i�. ,•' . , � _ -� -�-'='� �� ,:,:�-.: �-�, .'�', �%r � , �:�;-;,. ,"' 11 �� i;� _` '� �� i i I 1 �./� , . ;:. . -- , �,' ;; - FIGURE II VICINITY MAP � iwc Engineering Consuitants DRAINAGE CALCULATIONS TR-�� Tc ancJ Tt THrU Sll�A�E� C�MF'UT�TIO�� • VE��ID� 1 . 11 t=`rojtct : SF'RADDLE CF;EEY.: Us�;r: 5AM Date: 12-i�9-9� CGLl3"1ty : EaGLE �tatr: GO Ch��}::zd': ,_ Date: _------- 5ubt i�k 1 e: S�='F:�,DDL� CFEE}�: Fir�T N (E+AS I N F,) Flo�•� Type LEnc�th Slap� aur�face n Arc�a Wp 'J�lcacit-y l�imr� t�ft) (-ft/ft) code (sq/ft? t•ft? t•ft/�.��c) (�yr) Shallo�•� Cancent 'd 18��J�� . ^1 l.i s�. b91 l�ime �-F Conc�r�tr�ti�n = �?. 69# ---- Sh��t F10�� 5ur-f Gtce Cade� --- Fa Smo�th S�irr��e F Grass, nense --- Shallow Concentr-z,ted -- E� F�llc,w thlo �its. ) G Gra�s, E��u�m��dCy --- SLIi"'tc1C� Cadea --- C CLIl't].VG�'tE-C� ; ��_� % F;r��r, 1-1 l�Jood:�, Li ght F' F'ave� L� GLIl �1 Vt�i_CCj .'r �t) % F(�S. I WoGtlS� DGIlS� U L��iF��'�/�� E Gra��-R�:�ngF�, 5hor-t � - Generated t ar use by GRF,F'I-1I C method TR-�S Gr�AF'H I C 1L D I SCHARGE ME'(4-10� VERS T Or�l i , 1 1 F'ro.j��t : SrRADDLE CRE�.k; Uszr: �(�h1 D�te: 12-c_ig-S9 County : CFiCLE St�te: CO Ch�ck:ed: ____ Date: Sub�:itl�: 5F'RADDLE CREEF�; L�ASIN (L�ASIN A> ~ � Dal�: Dr-ai n�g� ArEa . 7.�� Acres Runof� Curve Num1��r . ii:� Tim� uf Concentr�l:ion: ��. b9 �� Hours Rai s,f�11 TYpe . T T F'ond and Swamp �rea . hIOtVE ---------------------------------------------- --------------------------------------------- � Starm Numb�r � i 4 � � � ; � ------ ------------- ' ------'------' ------' , - - � , � � � Frequency (yrs) ; 2� � �i=� � 1��7 � � � � � , � � � � � � 24-Hr Rai nf al l (a.n) � 1.9 ; 2. ^ � :.4 � , • � � � � � � � � a f Ia/F' Ratio � C�. 4� f �j.,�9 ; U.:�6 � , � � � � � � � � � � R��n of f (i r�? • � �:�.��:y � �j. �: � c:�.41 � � � � � � � � � � , ; Uni.t F'eak: Di sch�rge 1 G.;76 �i�. 46� � Cr. �G4 � � (cfs/acr�/in) ; f � � � � , � � � � � ��'ond and Swamp Factor � �1, t��t'r ; 1 , t_�t► ; 1 , ��:r ; i G.�y% F'onds Used ; � � � '---------------------- ' ------' ------ ' ------' � � , � � t F'eaE: Dis�harge tcfs) � 96 � 186 � �58 � iF — Vc��.Ll� �S) provided fro�n TF-5� system rautir�es , j r��=55 CUF:VE NUI'�F�c F"t � C01iF'UTflT T�LJh1. � VEF;ti I C]PJ ]. . i 1 F'ro.]ect : SF'�,r�DDLF_ GF��Ek; U��r: SA11 i?ate: 1.—{;!�—;?; �""� �;fl�,inty e EAGLE 8�-�tt�: GQ Gt-��c4::ecJ: _ r��.e: _____.___�._ ��tbt i t 1 e: �P�;F,DDLF_ CF:F_E1�-' E{yS;[hd ��) — 1 s�t i `,(FAF; �TOf�J`1^- ; Subarea : � L�I•S{!J 8 H'YS�r�I �gi c S��i 1 �r-c��.t�� Gl7U�Fi DC�CF�IF'TICIrd A � C D f�rr-eti tC1V? FULL'f DEVLL.OF'ED Ul�E:A!`d AF:EA�.� {Vt�c� E=�at 1t�. ) Im�-��rvi o�is �,r-ea� F'a•v�d park:inL� 1c�t� , r-o��s, �rri•�t�i��aya -- b. � (y'8? — — OTHE�; AG�;I CUL'i"U�-i�,i_ LAI'd��S F'astur-e, gra�,�l ar�c; cr r-�nge fa.ir- — 1 it:� (,�9} — _. Tntai Art� (t�� Hydr-vic�gi� �oii L�r�,�.tj? 116. SUL-:,�RE�,: 1"j TDTAL_ L�F+rjTf`�A�3C �,F;i Fa: 1�.�5. ? Acr-ES 4�JEIGH7CD �.U�;UE hlL�r�IE�ER� ?j. TF;-5� rRAF'HTCA� nISCHARCE MCTI-IOD UERSIt7P�l 1 . 11 �'r o j�ct : SF'�;ADDLE CF;EEk� DEV. User: Tr�10 D«tP: 1�-c_�3�-8q County : EAGLE Statec CO Check;ed: ____ Date: Sub•title: � - � (E�ASTN Ec) ^ � Data: Dra�inage Area . iib Aer-es �;unof f Curve iVumber.. . 71 Time of Conc�nti�ation: {:�. i7 I-lours �,ainfall Type . II �'ond and Swamp Area . NONE f Si:o��m hl�!mber � i � : ; U � ' ---------------------- ' -------- '------' ------ � � � � � � ; Frequency (yr-s) � :5 ; �i� f it��:� � , � , � � , , � , , ; 24-Hr Rainfall (in> � i. 9 � 2. � � 2. 4 � � � � � � � � � � , � Ia/F' Ratio � � c:�. 4� � C�. �7 � C�. �4 f i i I i 7 � Funoff (in) ; ��.�� 4 ��.'S � ��.44 4 , � � � , , � � � � ; Un i t F'eak: Di s�haryP 1 �;�.�376 ; 1.C�:' � 1. 1C��'� � � ic�s/acr�/in} � ; ; � � � ! � � i Far�d and Sw�mp F�etor � 1 . �� ; 1 . C�cj � 1 .��ti ; � �:�.��"/. F'onds Used � ; f ! '-----------------------' ------ ' ------- ' ------ ' � � � � � ; . Fea}; Dis�harge (efs) � 2."� f 4� � 56 ; � ��-..�..� t rILSULHI� �..15lrFiHKLzt= l�]Ll�l-Ii.3D VEF�S I Gi a i . j. 1 F'roject : SF'F�ADL�LC CREE:�•, Us�r: Sf�M Date: 1?-�y3-�i County : EAGLE State: CO ChecE::ed: ____ D�.te: St�bt i t 1 e: SF'F;�DALF_ CREEk, Etf�S I N (E�AS I N A) - 5�� YEAF; S70F"1M � ~ ` Tota1 watershed �r-eac 2. 14� sq mi (;ainfall type: II Fr-�q��ricy: �C� year-� x` ----_�.____�_�_______^____�_ SLtb�r�a� . . A F� Area (aq mi ) 1 . ib ��. 1t3•� R�infall (in) ?. � �. 2 Curve ntimber- i�:� �1�- Runoff (in) C�. ,'? c=�, �� Tc (hr-s) �:�. 69* t:�. 17�� (Used> C�. 7� C�. ?�� 7im�7o0ut1et t�. �� . ��:� Ia/('' c_�. �5 s�. -=7 Ti me Tot al -------------- S4�b�re z Contr-i b��t i on to Tota� F1 aw (�f�) ----------- (hr> Flow A � 11 .t� c� �� 4 11 ..' c:� c:� cj ii , b U C� �� 11 . 9 2 t� � 1?. �'� S 1 f3 1�. 1 �7 2 ?5 12. 2 48 11 �7F' ��'.. �C r�. . 1 . .1 �7' ��,� �8 1�. 4 89 7_• 1b �^. S 1:'i_� 118 12 � "?. b 1b1 1�1 j.Cy � �� 1?.7 175�' ib7F' 8 12. 8 17�� 1 u�b 7 1��.�� 1�9 1?�' u� , 1�.^ 1Ui 1t�t} . .�.� . 1�.4 �8 8:_� � i�. b 7�F 69 � 1.�.8 64 bt7 4 14. �� 6 �? " 4 ' 14. ti 4� 45 _ 14. b 4? 4•i� _ 1�. t:� ?;3 ?5 ,. 1J.J ?�F _1 _ 16. C1 '1 �9 ? 16.5 ?8 �b � 17, �:� ^5 ?= ? 1 7. J +^'_� .�-'.i +�'_ 1.�.{? �� ?1 � 19. C� �1 19 ? ^C�. �� 19 17 ? ^�. U 15 14 1 �b. tj c:l t� cj - F'eaEc Flow -� - val�.�e(s) provided �From TR-55 aystem routines TF�--�'� T��E;ULAR D I SCHAFGC METHO� VET�1 Ohl 1 . 7. 1 F'ro�ect : SF'F;ADDLE CREEt�; User: �AM Date: 1�—�:�3-3� County : EAGLE State: CD ChecF:ed; _ _ �at�: ________� Sub t i t 1�: SF'F;F�DDLE C`;EEN�: EtAS I h1 (Hr�S I N A) - 1 l:�t� YEAR aTDr;M =, � atal water-sh�cl �rea: ?. 1A�� q mi Rai nf��l ]. ty�e; T I Frequency: 1t�� ye�r-s --------------•-------____---- Sut�ar�as -------------- a � f-�rea (sq mi ) 1 .9S ��. 1`c�� Rainfall (i.n) �.A• 2. 4 Curve nuR�ber � 7�? 71� fiunoff tin) �:�.41 C�. 4�F Tc thrs) ��. 69-x- c_t. 17x� (Used) ��. 75 c_r. ?C� TimeTo�Jutltt ��, �� :�. t�x� Ia/F' c_�. Tf, i�.•:4 Time Total ------------- Sub��re�� Contrib��tion to Total Flo!a (cfs) ------------- (hr) Flow A Fs 11 .�:� c�a t� c_� 1 1 . �, cj t"� t� 1 1. b C� t� c.� 11 .9 ? �� y i�.�j 1; 1 1? 1^. 1 �}C� _ �7 ii.� 69 1� 51F' 1�.�� 9�=� 5? '7 ^. 4 1?1 1i�� 1 ,.., l��a J ic�7 1 �? � 1�� 1�. O i?1 .�'.'-1G 1•''� 1�.7 ��eF� :?�1=• 1 � 1�. 8 ��9 ��t� 9 1:3,ci 187 1i9 S � 1?.^ 1�F4 1�7 7 1�. 4 11.T 1��7 h 1 L. 6 9� 88 b �_. a �� ;� � i4.�� i bb � i�.� �� b 4 14. f� 5=: 49 � 15. G� �•6 _ 4i 4 1J.J '7y �S ti ib.�� ?a T� _ 16.5 �� 1 L 17. �:� �1 2S _ 17. � �9 ?7 ^ 18. t:� ^S ?b � 19.�7 �� i' L �"'.(). �.j i�' :1 ..�'C ��.() ^i_3 1a .�'`' _ i b. �� i_) () t) " "F' - F'ea}:: F1�w # - vzl�.te (s) provi ded from TR-55 s•��tem routi n�s _� E � - i .= - '=' �`' 7- � �� 1 t. : i � r� vn xn► � . P . �+ i � _ F��S�MI'x,E � ��TR�N��SITTz�►Z � �BD TNC. L�mTER EN'G�NEE�2.Z�IG Oc7NSt�L�2�1NT� * � * * h * � * r � X T R A, �i w� M x T �' A L * * * * �' '� * �' � �AX Iv'0. TQ '�'�.�NSMT`1' x'0: (�!��)_2��- 7 2 5� 2900 �autk� Cal?�ge Av�. For� Collins, C4 SOa�5 303�22��A��55 FA�{ �26-4971 j O y Chu�}� Dunn �ola�ad� ��pt. oi I��.ghwa� ^� Gxand �unctxa� L1A��: D�c. 1,3 , 7.990 :1��7�cT: �praaa�.e cr��k P�OJEc:T ND: 1:37-�1.Z w� are tra�smittizxg �e�ewi�k�: (2 PA��'S INCL�.;n�NG T�SIS T�P.23S?`�l��'�l�L �ETT�R) : CAJJ P1c�� vf rr��ase� L�youf: �i' l�'okt:� �'wan�age l�c��ad b�.s�d on p�:r s �os�v�rsa��,on �k�i� mGrn:�.�g Dear Chuck: Please reter ta '�h� a�tac:�ea ��.a�� '�he ��tack��ed lay'Gut bdscd on nur ct�nv�rsat�on �thf� morni.ng �nc� the 25 m�h design s�e�d we disc�;ss�d. T:�e �ransiti.on lez��t�� ar_� as y�u requast�d with same slight �urvature tc� makz far a �mootY: tr-�nsi�ion. we wouid appreaiat� �. pk�one �a11 r�� soon �s poss�,ble �f yvu s�e �:�� prebl�m t�rith this layou�. �n orde:r, ta meet our �ubmitt�l sch;�d�l� we are �.z�►itia��z�g desfgn based t�n this �.ayQU�. By cop� of t.�is transmit�a7. w� �r� not�.��ing c,�h�.:r p�rt,ies of �ir�.s proposed la�ou�. layo��. xhank y�ou fa� Xour ��sist��c�. ReC�ived BX' � - -- . �ate; Csz�.i.�.s--�.�F�p-:.�.�,� V�� Tru�.y Yaur3, �f~��1��n Q� Vai7. K�rit Rase; RBD r;�C. �tBD� �NC. C�...r' � . _. �tan A. Myer� P.E _ . , . �NC . . Engineering Consultants 953 So. Frontage Rd. West, Suite 202 Vail, Colorado 81657 ' 303/476-6340 .. . March 23, 1990 ' Mr. Joe Macy Vail Associates P.O. Box 7 Vail , CO 81658 . RE: SPRADllLE CREEK SUBDIVISION - PRELIMINARY DRATNAGE REPORT Dear Joe: This letter report is to serve as the Preliminary Drainage Report for the Spraddie Creek Subdivision. Spraddle Creek is a proposed resi�ential development located north of Interstate 70 at the Main Vail interchange, and is immediately adjacent to tr�e Interstate . � right of . way. The subdivision consists of 40 acres more � �' •specifically located in the Southwest Quarter of Section 5, � Township 5 South, Range 80 West, of the bth P.M. The site consists of mountainous terrain sloping south or to the southwest at 20 to 40 percent. The site is covered with native grasses deciduous trees and brush, which provide coverage to approximately 65 percent of the site. The remainder of the site is covered with varying percentages of conifer, rock outcroppings and disturbed areas such as access roads, trails and corrals. U.S. Forest Service roads cross the site in an east-west direction at approximately the lower one tl�ird line. Another portion of Forest Service road cuts across northeast corner of the site. Spraddle Creek itself flows across the northwest corner flo4�ing in a southwesterly direction. About 25 percent of the site drains directly into the creek as part of the Spraddle Creek watershed +vhich consists of approximately 1255 acres in total (see attached Figure II) . The remainder of the site sheet flows toward the Tnterstate right of way and then to the west. This portion of the site lies within another basin of approximately 116 acr�s. The proposed subdivision consists of 14 residential lots with the smallest lot being just ur�der one acre. Essentially all the on-site improvements and home sites lie within Basin B (Figure TT) . These improvements will add approximately 6.3 acres of impervious - area to the basin. After construction is complete and revegetation has occurred, the impact to the watershed will be minimal . Other Offices: Fort Collins, Colorado 303/226-4955 • Colorado Springs, Colorado 719/574-3504 When this impact is taken into consideration, the developed curve number tor the SCS analysis changed insignificantly from 70 to 71. As a result, the downstream impact of the proposed subdivi- sion in it's fully developed state will also be negligible. No consideration is required, therefore, to any downstream storm sewer systems or drainageways as a part ot this development. Ditches, drainageways, and culverts within the subdivision will be designed for the 25 year storm as required by Section 17.28.330.K. of the Town of Vai1 Municipal Code. Since the design ot many items will be dependent upon the final site grad�ng plan, the exact routing of the drainage flows, culvert locations, riprap protection, and temporary and permanent erosion control measures will be incorporated in the final design drawings. I trust this letter reQort and the accompanying calculations will address you needs. Please teel free to contact out office if you have questions. , � � ,��E ° �. Sincerely, _`� t `�`°�:��'--F�f��_'�, � c-` -.Fw°�..' •,� r'�.,_� .. � �•�� _ �'t:; ti:; �.c�Q`,a,c_ � /'' ��t.:._i;``�`• i f.t-4��,.•�r t` - ` i� e�`,� Cr`�' = �.� Q �A.�.-. `f�'". ¢ � c �L`'' ;,��,'� �' ` =�`m t�:l✓� c a.:_ c,: Stan A. Myers P.E. ��p� �`�� r om � Project Engineer ;�"`�� 4` � `= �K � _".. �� Ge :��F Y y'fF_ _\`i /j/J` : + � � .\• ��-;�rn�,�t;:t;:,,;:�, � v�-'�� Kent R. Rose P.E. 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' � � , i�l )� � � ' J � � ,i��'S- 9�i �/; � �, ��i � . � i. ��- _ j� �A� , � • �' , �' ��. ; � � l� ' -�, _�� 1\i'.,'�� t � ' �iI' ��. . i� // �r� 'r '/..OS76 41,. \� \' ��. :�`/I � I I , i . i , �.-�t.'�i ,X \,',�.'�j \J` '�` I I�'� � ;� I � '% . �_- i � � ��i` �'��; ' ,i I�?/ !j I '".'/•' i . . __ FIGURE II VICINITY MAP - ,r,c Engineering Consultants �RAINAGE CALCULATIONS T�-JJ Tc and 7t TH�U SU�A�EA COMF'UTATI�N • � VERSTON 1. 11 F't �'ject : S�'RADDLE CfiEE:}�° Us�r: aAM D�te: 1?-i►g-89 County : EaGLE State: CO Ch�c�::ed�: ____ D�t�: 5ubt i�1 e: 8f'F:ADDL� CREC'�; �{AS I N (E�AS I N A) -----____ Flow Typ� Lengih Slop� �ur�ac� n (�rea Wp Velocity Time (�ft) (ft/f�) code (sq/-Ft) (�Fi? (ft/sec) (hr> ----------------------------------�----------------------------------------------- Sh�l l ot�► Concent 'd 1l34��a . ^1 U <7. 691 � l'i me nf Can�entrati on = t�. 69* � • --- Shz�t Flow Surfac� Cad�s -° A Smooth Surrace F Grass, Dense --- Sh�11ow Conczntrat�d --- ks F�11a�y tNo R�s. ) G Gr�ss, Pu��muda --- Surfa�e Codea --- C Cult.iv�t�J =�: �i� % F;s�, I-1 W�aods, Li.gh� F Faved L� Cul�_avai_Ed :� �� % Ft�a. � Wao+�s; D�:-:�� Li Ur��v�d C rr�sr-F;<<ngF�, yhcrl= � - Gener�tcd for 4�s� by GFiF,I='HZC method TR-55 G�,flF'HIC�L DISCHAFGE METHOD VERSION 1 . 11 F`, j��L : Sr RADDLE CFEEk; Us�r: SAM D��t�: 1�-c i8-89 Coun��y : CACLE State: CO ChPCk:ed: Da�e• aub�i�1 e: S1='FiF+DDLE CFiEEk; BAS I N (BA5 I N A) • ^ Da�ac Dr�in�ge flrea . i^55 Acres �unof-f Curv� Numl��r . it:1 Time r�f Concentr�:�l=ion: ��. 69 �• Hours fiainfall Type . IT F'and anc! Swamp �rEa . 1UONE � Storm hlum�,er` � 1 i ^ ; � � ' ------------- ' ------'------'------' , --------- � � � , � Frequ�ncy (yrs? � �5 ; Sc_� � 1��c.� � � � � � � � � � , � � �4-Hr Rain-F�11 (in? � 1.9 � �.2 � ^. 4 � � • � , � � ,� � , , � � I a/F' Rati a � c:�.4� ; U,��9 ; c:}.?b � � � � , � � � � � � f Rttnaf� (in) - � c_�. :c�� , t�. -�� ; t�.41 f , � � � , � � � , � � Uni� F'eak: Di schar�� ; C�,=�76 � t:�.��b:� � C�.5U4 1 � (cfs/acrelin> f � " l � � � � , � , • � , � � �tr" �f an d Sw�mp Factor�; 1 .t�t� � �,.i�c� ; 1 .t�i� ; r i"..__ ��7.c:1"/. Ponds Used � � � � ' ----------------------' ------ ' -------' ------' . � � , � , � F'eaE� Dischar�e (cfs) � 96 � 186 � ��8 i --------------------------------------------- ' ---------------------------------------------- :� - Val��e t s) pravi ded fr-om TF;-�� s�stem rot�ti nes TR-�`, �URt�E NUh1�EF; COMF'UTATT01�. '� �' � VERS�[]N ].. 11 F'r-a j��t : �1=T�t��nLF_ t�RE EF�:: User: SAM I)�t e: i:-��3-89 Cp�' �'�y r. CAGLF �i:.atee CC� Che�l;ed: ___- � Date: ________ .�t 1 e: S�RAnnLF CFi�:EI•�: �AS:t f�i ��#'-�'i-) - 1 t�t.� YFpR STQhM 5��rea a � Li�•SIN 8 , HycJral agi c Soi 1 Grc��.�p C0�'FR DCSCFi i�'T I QhJ A � C D A�r-es (CI�!? FULLY DCVCLQF'ED URBA�! AF;EA a (V�g Estat�. ) Im��rvio�_�s At-Pa� F'�v�d p�rl:;ing lo�.s, r-oofs, driv�ways - b. :�t98} - - OT1aCR �G�I CUL'TU�-c(�I_ L(�l'JDS 1='ast�.�r-e, gr�sslarid or r-ange fai.r- _ 1 :Li� (o9) - _ 'Tot�l f�r-�� (by Hydr�i��c�i� SO11 Vl''G4L(�} 11�. SUT',AREAs F� TOTAL DRA]:NArF_ A�EA: 1 ].6. = Acres I�JCIGHTCD CURVE �IUM�ER: 77. Tn-JJ GFAF'HICAL DISCHARGE METHDD VERSION 1 . 11 F'roject : SP�ADDLE C�';EEk; DEV. • User: 7M0 D�t�; 12—c.it3—�39 County : EAGLE Statp: CO Ch�cE:,ed: ____ Dates ________ S�.tbti�kle: • _. : (EcASIN B) � ':�ka�: Dr�ainage Area . � 11� Acr`e� � Runo�F�F Curve N4�m4�er : 71 Time o� Concentration: c_�� 17 Ho�trs Rai nf�.�11 Ty�ae . I S F'and and Sw7mp �rea . �IQ1VE -----------------------�____._----________---- i Storm hlumber � i � : i v � ' ---------------�--- —' ----- , � � , -- � -- � -------, ------ � ; Freq��ency (yr-s! f 25 � 5�r � i��i.� ; � , , � � � , , , , � i4—Hr Rain��l.l (in) � 1.9 � 2.^ � ^.4 � � � � � a � , , , � .� Ia/F' F;�tio � ; C�.4� � c��. ��7 � ��.T4 f � � , � � � � � � � � Runo-F-F (i n) � c��. �:� � c_�. �:� � c:J.44 � , � , � � � � � � � � � Uni t F'eak: Di scharg� � �.�.876 ; 1 .��:� b 1 . I��c;� ; � tcfsf��it�/in) f � � � , � � , , � � � , � � Far�d and Sw�.mp Factor i 1 . �7u f 1.C�f� ; 1 .��t� ; -; t_�,t_�% Fands Used ; � ; ; ' -----------------------' ------ ' ------' ------ ' � � � � — , � , Fe�l�; Di schai�g� (G-Fs) � .�� f 4^ � �6 � � � �` `� � i . 1NC Engineering Consultants 2900 South College Avenue Fort Collins, Colo�ado 80525 -� (303) 226-4955 ; q �� December 21, 1990 � � � ,� Mr. Joe Macy � Vail Associates �; P.O. Box 7 �,� Vail, CO 81658 -� RE: SPRADDLE CREEK SUBDN1S10N - FINAL DRAINAGE REPORT � , � Dear Joe: � -� We are pleased to submit to you the following report for the Spraddle Creek Subdivision in Vail, Colorado. This report outlines the drainage criteria and the proposed approach to the design of the storm drainage improvements for the Spraddle Creek Subdivision. Provisions have been s made for limiting sediment transport into Spraddle Creek itself. Appropriate erosion � control measures, as included in the report, will limit transport of debris from roadside ditches :nto curb and gutter sections. Other measures will intercept overland flows prior � to flowing across cut slopes, thereby preven�ting erosion of the soils. � The finaf construction plans show in detail the location of the proposed storm drainage � system, and permanent, as well as temporary, erosion control measures. � We have appreciated the opportunity of working with you on this challenging project. -� � Sincerely, � (� - �i��V �� Stan A. Myers, P E. Kent R. Rose, P.E. ; Project Engineer Project Manager cc: 187-011 -� h:\.Vko051\spraddle\drainage.rep ; � I Other Offices: Vail, Colorado (3d3) 476-6340 • Coforado Springs, Colorado (719) 598-4i07 • Longmont, Co{orado (303) 678-9584 �� j ' INTRODUCTfON Spraddle Creek Subdivision is a proposed residential development focated north of lnterstate 70 at the Main Vail interchange, and is immediately adjacent to the Interstate � � right of way. The subdivision consists of 40 acres, more specifically located in the s- Southwest Quarter of Section 5, Township 5 South, Range 80 West, of the 6th P.M. ;.a t � EXIST[NG CONDITIONS -� ; The site consists of mountainous terrain sfoping south or to the southwest, at 2Q to 40 � percent. The site is covered with native grasses, deciduous trees and brush, which � provide coverage to approximately 65 percent of the site. The remainder of the site is ::_; covered with varying percentages of conifer, rock outcroppings, and disturbed areas such as access roads, trails and corrals, U,S. Forest Service roads cross the site in an east- � west direction at approximateiy the iower one-third line. Another portion of Forest Service road cuts across the northeast corner of the site. Spraddle Creek itself flows across the northwest corner, filowing in a southwesterly direction. The creek eventually runs parallel --? to the existing Forest Service road, along the north side. Near the intersection of the . Forest Service road intersection with the North Frontage Road, Spraddle Creek emp�ties into a 48-inch diameter corrugated metai pipe. This pipe crosses under the i:�ter�ta}e, and eventua.ily empties into Gore Creek. The 100 year tloodplain for Spraddle Creek is indicated on the at�ached Master Drainage ; Plan. The delineation of the floodpfain is based on 100 year flows as identified in the 1975 � hydrology report for Gore Creek, prepared by Hydro-Triad, Ltd. _, � �� DRAINAGE CRITERIA y �, The dra.inage design was done in accordance with the storm drainage criteria in the Town � of Vai1 Municipal Code, Section 17.28.330.K. Since both of the proposed streets in the subdivision are considered as minor streets, onsite fiacilities and culverts are designed for � the 25 year storm. lnlets are designed to accommodate the ten year storm runoff plus � ten year snowmelt. Drainage swafes which intercept and carry ffows adjacent to building � envelopes are designed for the 100 year storm, to diminish the likelihood of piped or channefized stormwaters adversely affecting building sites. J 1 r � � } � , �a ; , DRAINAGE ANALYSIS � �` Historical Conditions � � � � � The historical hydrological analysis determined that two separate drainage basins cross through the subdivision. About 25 percent of the subdivision site drains directfy into � Spraddle Creek, comprising a small part of the Spraddle Creek watershed. This ., watershed, referred to as Basin A within this report, consists of approximately 1255 acres (see attached Figure II). Within the site, Sprac�dle Creek flows toward the southwest, and " has slopes approaching 30 percent. The creek area has thick vegetation and a fair � amount of debris. As the creek nears the Forest Service access road west of the � subdivision, the slope reduces to fess than 20 percent, and the creek splits into several �" smaller channels. As these separate channels turn toward the west and reconvene, � Spraddle Creek flows parallel to the Forest Service road, and then crosses under this � same road and the lnterstate in a 48-inch diameter culvert. , The remainder, and majority, of the site sheet flows toward the lnterstate right-ofi-way. Flows which reach the Interstate right-of-way are intercepted by a roadside ditch which " drains to the west, and then into a 24-inch diameter cufvert crossing under the I-70 exit --; ramp at the interchange. This portion of the site lies within another basin, referred to ? as Basin B, which contains approximately 116 acres. The SCS Method was used for the historical hydrological analysis. The analysis employed the SCS computer program TR55, using various storm frequency return � periods. Rainfall amounts for a storm of 24 hour duration were taken from the � "Construction Design Standards" in the Municipal Code, and afso from the SCS � publication, _Procedures for Determinin�Peak Flows in Colorado, dated March, �984. The time of concentration was determined by the average slope and travel velocity for � shallow concentrated overland flow. The output from the TR55 Tabular Hydrograph �� Method provided a peak discharge flow rate for both basins. � 3 � � i Developed Conditions d ; The proposed subdivision consists of �4 residential lots, with the smallest lot being just � under one acre. Essentially all ofi the on-site improvements and home sites lie within Basin B. These improvements will add approximately 6.3 acres of impervious area to the basin. � � � The SCS Method was also used to analyze developed hydrological conditions, with curve numbers weighted to incorporate pervious and impervious areas. The time of � 9 2 ; � � � . � ; --, � concentration was determined for each sub-basin, based on the slope and travel velocity � - for both shallow concentrated overland flow and for roadway gutter ffow. -� _ With the addition of a new roadway, the natural drainage patterns through the site will be avoidably interrupted. With the developed condition, once the flows reach a particular r� portion of the roadway, the stormwater will be redirected to follow the course of the road. The roadway will not have a normal crown, but will have a consistent cross-slope, slopped into the hillside. This cross-siope will direct ffows away from fill slopes and � retaining walis on the outside edge ofi the roadway. Flows will instead be intercepted by j curb and gutter in cut areas, and roadside ditches in.fill areas, at the inside edge ofi the roadway. --, : � Basin B was divided into 10 sub-basins, based on the way the proposed roadway and retaining walls affect the historic drainage patterns in Basin B. The division of Basin B into � sub-basins was dictated by the mandatory placement of inlets at specific #ypes of ; locations. Throughout the length of the proposed roadway, curb inlets were initially ,-� located in distinct areas for either of the following reasons: .,; 1) to prevent gutter ffows from spiUing over onto retaining walls in fiill areas. Areas especially susceptible were at the outside curve in a switchback, where the profile ? transitions from cut to fill, and the curb and gutter would be terminated. Instead . of allowing flows to dump out at the end of the curb and gutter, they will be intercepted at an infet. 2) to prevent gutter flows from sheet-flowing across the pavement when the cross- slope direction is reversed within switchbacks. 3 � These mandatory locations of inlets plus �the natural ground topography dictated the boundaries of the sub-basin tributary to each inlet. � :� The output �from the TR55 Tabular Hydrograph Method provided peak discharge quantities for the individual sub-basins. F1ows#rom each basin were directed to an inlet, � and transported through a pipe system. Additional inlets were added as needed, where the capaci#y of a single irilet would have been exceeded by the 10 year storm, due to high roadway slope and flow veloci#y. Curb and gutter capaci#y on the low side of the road � is sufficient to prevent flows from covering more than one-half of the roadway surface. � Severaf ofi the pipe systems outlet into Spraddle Creek. Otherwise, pipes outlet directly into natural drainage channels. Erosion control measures are covered later in this report. � � To evaluate the impact of the proposed subdivision on downstream dra.inage improvements, separate TR55 hydrological analyses were run for the historical condition ; and the developed condition. When the historical and developed TR55 outputs were � compared, the increase in impervious areas had, as expected, elevated the peak discharge rates. For�the er�tire Basin B, and the 25 year storm, the peak discharge rate � 3 � � � � ., � ` fi v � increased from 6 cfs, historical, to 16 cfs, developed. Developed Basin B, however, will � �.��-�7-. actually act as two separate basins. With the� proposed storm drainage, some of the Basin B flows will be intercepted and directed into Spraddle Creek. Four of the developed _ sub-basins, B1, B2, B7, and B9, delineated on the Master Drainage Plan at the end of this report, will reach a peak discharge rate of 7 cfs into Spraddle Creek. The remainder of � the sub-basins will drain, as before, towards the I-70 right�of-way. The effect of the additional Basin B filows directed to Spraddle Creek in Basin A was afso evaluated. The historical analysis for Basin A showed a peak discharge rate ofi 73 cfis, , occurring at 12.8 hours after the beginning of rainfall. Since none of the proposed improvements will affect the impervious characteristics of Basin A, no separate analysis - was performed for the developed condition of Basin A. At the 12.8 hour mark, the four ; previously mentioned devefoped sub-basins were only contributing an extra 5 cfs into Spraddle Creek, and subsequently into the 48-inch CMP. This is a 7% increase over the F� Basin A historic flows, and is considered insignificant. No consideration is required, ,� therefore, to upgrading any downstream storm sewer systems which convey Spraddle ., Creek flows or other drainageways in conjunction with this development. ; ; �or the portion of Basin B flows which will be directed, as historically, toward the i-70 right-of-way, there is a slight increase in the 25-year peak discharge rate. For the " historical condition, with all of Basin B flows reaching the 1-70 right-of-way, the peak . discharge rate is 6 cfs. These flows have historically flowed in a roadside ditch upon reaching the I-70 right-of-way. This ditch empties into a 24-inch CMP which crossed under the interstate, and daylights on the opposite side of the interstate. For the developed condition, the remaining sub-basins will folfow this same drainage pattern once the filows have reached the i-70 right-of-way. These remaining sub-basins will have a ""; peak discharge rate ofi 9 cfs. This increase is not considered to be of consequence, .� since �the existing 24-inch CMP is capable of carrying the additional flows. � The print-outs from �the TR55 runs are provided in the appendix. � PROPOSED IMPROVEMENTS Stormwater will be conveyed through the site by a variety of ineans; predominantly by � curb and gutter flows intercepted at Type 13 Combination irilets, and then piped to an appropriate release point. The design is based on the use of corrugated polyethylene pipe. Some locations will have roadside ditch flows directed into a curb and gutter � section, where the roadway profile converts from a fill section to a cut section. This situation occurs in several locations, but the flows from the ditch will be minimal. Inlet and , pipe systems are designed to intercept and carry 10 year filows. Roadside ditches will ' carry 25 year flows in fill areas at the switchbacks. To protect future building sites in the subdivision, storm flows will piped past lower 4 t J �� i , � �'i building envelopes, and ther� released into a drainage channei. Drainage channels which � intercept and carry flows adjacent to building envelopes are designed for the 100 year storm, to diminish the likelihood of piped or channelized stormwaters adversely affecting building sites. � - When pi�e systems o�tlet af some location not adjacent to a proposed bi�ilding site, flows will be dispersed at the outiet of the pipe. For these situations, flows will be minimal; and can be dispersed in a fan shape, with the use of riprap. ER�S10N CONTROL . The drainage design will incorporate provisions to control sediment transport to Spraddle Creek. Two sedimentation ponds will be constructed to intercept filows and remove : .; sediment prior to reaching Spraddle Creek. � Due to the lack of runoff for the 2-year storm, both sedimentation ponds were sized '`3 based on the 5-year storm runoff. For each pond, the outlet pipe was designed for 5- _� year flows. In case the outlet pipe becomes plugged, flows wiU spill out across the .., overflow weir, which is designed for the 100-year storm event. � The sedimentation ponds wilf eventually fiill up with si1t. Approximately two years after construction of the site improvements, the disturbed areas will be revegetated, and transport of sediment into the ponds will have tapered off significantly. For pipe outlets where velocities are high due to significant pipe slope, an energy dissipator will be constructed at the outlet. In addition to a concrete headwall, a short -� concrete wall wi{I be located directly opposite the pipe opening. When pipe flows hit the baffle, the water wiff be thrust upward, and the energy diminished. During low flows, the > water will flow around either side of the baffle. One of the energy dissipators will be used �� to outlet flows directly into the upper sedimentation pond. � Where ni�es outlet in locations other than Spraddle Creek, the outlets have been iocated -� in natural drainageways. Either riprap or an energy dissipator with riprap will protect against erosion. i � The water tank overflow pipe wifl release flows over the ground surface. The rate of release from the tank will be controlfed, so as to prevent unnecessary washing and ' erosion at the pipe outlet. Riprap protection will also be provided at the outlet, and can ;; ' also be used to disperse flows over a fan shape. During the construction phase, erosion bales will be installed to control run-off from " roadway fill areas and at all pipe outlets. Roadside ditches will contain erosion bafe check dams, and inlets will have straw bales arranged arround them to trap sediment. . 5 ? r� � ; Interceptor swales will be dug above cut slopes, to catch ffows before they flow across � ' areas disturbed by road construction. Temporary sedimentation ponds will be located at the base of drainage swafe, pipe outlets, and also where field conditions warrant it. � coNC�usioN This fiinal drainage report has outlined the proposed approach to the design of drainage , improvements for the Spraddle Creek subdivision. "The outlined methods will limit transport of sediment to Spraddle Creek, and limit transport of debris from roadside �' ditches into the curb and gutter at transitions from fill to cut. To protect future building 3 sites, storm flows will be piped past adjacent building envelopes. � All pipe outlets will be provided with appropriate erosion control measures. .� The final construction plans show the locations of drainage swales, curb inlets and area inlets, storm drain pipes, and sedimentation ponds. Erosion control measures are aiso � shown on the pfans. � � This outlined approach will provide for the safe conveyance of stormwater flows in and � through the site, during construction as well as for the permanent state. � r � � � ,. � � � � t � � � ► � � i i s I . � � TR55 HYDROLOGICAL ANALYSIS L OUTPUT ., rr.. ;a � � � ,: a -� � � i � _� , ; � ; , , � � � �.. y�Quick TR-55 Version: 4 . 03 �,�N: 87010875 � �� Page 1 of 5 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr, Duration Storm) Executed: 12-14=1990 10: 12 : �44 �Watershed File --> A:BASAHIST.WSD Hydrograph File --> A:BASAHIST.HYD ' SPR.ADDLE CREEK AREA - BASIN A � HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM »» Input Parameters Used to Compute Hydrograph «« � Subarea AREA CN Tc * Tt Precip. � Runoff IaJp Description (acres� (hrs) (hrs) (in) � (in) input/used � ASIN A 1255. 00 70 0 0 75 0 00 1 90 f 0 20 45 .�50 � Travel time from subarea outfall to composite watershed outfall point. Total area = 1255. 00 acres or 1. 9609 sq.mi �� Peak discharge = 73 cfs � � � � � »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------ � Input Values Rounded Values Iajp Su,�-�rea � � Tc * Tt� Tc * Tt Interpo7.ated Ia/p� �escription (hr) (hr) (hr) (hr) (Yes/No) Messages =---------------------------------------------------------------------------- waIN A 0. 84 0. 00 0 . 75 0. 00 No -- ------------------------------------------------------------------------------ � Travel time from subarea outfall to composite watershed outfall point. ,� � � � �. � � � � � � 3 � � ; �� a � �.-,�m ��Quick TR-55 Ve�sion: 4. 03 �,��:� 87010875 �� Page 2 0� 5 TR-55 TABULAR HYDROGRAPH METHOD : Type II Distribution (24 hr, Duration Storm) Executed: 12-14-1990 10: 12c44 Watershed File --> A:BASAHIST.WSD Hydrograph File --> A:BASAHIST.HYD SPRADDLE 'CREEK AREA - BASIN A HSSTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM »» Summary of Subarea Times to Peak «« :i Time to Peak at �°� Peak Discharge Composite 0ut�a11 �� .� subarea (cfs) {hrs) � BASSN A 73 12 . 8 Composite Watershed 73 12 . 8 ,.+ ; • � .� � i i i J 1 � i i i i � i f �� { i il ,�� Quick TR-55 �Version: 4 . 03 ��;N: 87�010875 �� Page 3 of 5 � TR-55 TABULAR HXDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-14-1990 10: 12 : 44 Watershed File --> A:BASAHIST.WSD Hydrograph File --> A:BASAHIST.HXD SPRADDLE CREEK AREA - BASIN A HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM Composite Hydrograph Summary (cfs) Subarea 11. 0 11. 3 11. 6 11. 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 ".�escription hr hr hr hr hr hr hr hr hr ..�----------------------------------------------------------------------------- ASIN A 0 0 0 0 0 0 1 6 18 ,-,z----------------------------------------------------------------------------- �tal (cfs) 0 0 0 0 0 0 1 6 18 , '----------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 . 4 13 . 6 13 .8 ^escription hr hr hr hr hr hr hr hr hr ySI� - A 36 54 65 73 67 57 49 43 38 ------------------------------------------------------------------------------ 'tal (cfs) 36 54 65 73 67 57 49 43 38 - ---------------------�------�------�------�------�----------------------- 4 Subarea 14 0 14 3 14 6 15 0 15 5 16 0 16 5 17 0 17 5 �escription hr hr hr hr hr hr hr hr hr � ;----------------------------------------------------------------------------- =SIN A 35 31 27 25 23 21 19 17 16 ------------------------------------------------------------------------------ �tal (cfs) 35 31 27 25 23 21 19 17 16 } � � ----------------------------------------------------------------------------- � Subarea 18 . 0 19 . 0 � 20. 0 22 . 0 26. 0 )escription hr hr hr hr hr ----------------------------------------------------------------------------- �SIN A 16 15 13 11 0 �----------------------------------------------------------------------------- �tal (cfs) 1,6 15 13 11 0 i Quick TR-55 Version: 4 . 03 S/N: 87010875 Page 4 of 5 TR-55 TABULAR HYDROGRAPH METHOD "" Type II Distribution _ (24 hr. Duration Storm) Executed: 12-14-1990 10: 12 : 44 qWatershed File --> A:BAS.AHIST.WSD Hydrograph File --> A:BASAHIST.HYD SPR.ADDLE CREEK AREA - BASIN A HISTORICAL 'HYDROLOGICAL ANALYSIS , 25 YEAR STORM ; Time Flow Time Flow 9 (hrs) (cfs) (hrs) (cfs) 'i �, �� ^ . 11. 0 0 14 . 8 26 � 11. 1 0 14 .9 25 11.2 0 15. 0 25 � 11.3 0 15, 1 25 11. 4 0 15. 2 24 11.5 0 15. 3 24 11. 6 0 15. 4 . 23 11.7 0 15.5 23 11. 8 0 15. 6 23 11. 9 0 15, 7 22 V 12 . 0 0 15. 8 22 �, 12 . 1 0 15.9 21 { 12 . 2 1 16. 0 21 � 12 . 3 6 16, 1 21 12 . 4 18 16. 2 20 � 12 .5 36 16. 3 20 _ 12 . 6 54 16. 4 19 12 . 7 65 16. 5 19 3 12 . 8 73 16. 6 19 i ' 12 . 9 70 16. 7 18 ' 13 . 0 67 16. 8 18 13 . 1 62 16.9 17 i 13 . 2 57 17 . 0 17 � 13 . 3 53 17 . 1 17 13 . 4 49 17 . 2 17 � 13 .5 46 17 . 3 16 � 13 . 6 43 17 . 4 16 13 . 7 40 17 .5 16 13 . 8 38 17. 6 16 � 13 . 9 37 17. 7 16 , 14 . 0 35 17. 8 16 14 . 1 34 17 . 9 16 14 . 2 32 18 . 0 16 14 . 3 31 18 . 1 16 14 .4 30 18 . 2 16 14 .5 28 18 . 3 16 �� 14 . 6 27 18 . 4 16 � 14 . 7 27 18 . 5 16 ��Quick TR-55 Version: 4�. p3 ��N: 87010875 � Page� 5 of 5 TR-55 TABULAR HYDROGR.APH METHOD Type II Distribution (24 hr. Duration Storm) Executed:� 12-14-1990 10: 12 :44 Watershed File --> A:BASAHIST.WSD Hydrograph File --> A:BASAHIST.HYD - SPR.ADDLE CREEK AREA - BASIN A HISTORICAL HYDROLOGICAL ANALYSIS .� 25 YEAR STORM �. � � � Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) ----------------- ----------------- r; 18 . 6 15 22 . 4 10 `'�� 18 .7 15 � 2 2 .5 10 � 18 . 8 15 22 . 6 9 � 18 .9 15 22 .7 9 19 . 0 15 22 . 8 9 ' 19 . 1 15 22 . 9 9 19 . 2 15 23 . 0 8 19 . 3 14 23 . 1 8 19 . 4 14 23 .2 8 19 .5 14 23 . 3 7 19 . 6 14 23 . 4 7 19 . 7 14 23 . 5 7 �� 19 . 8 13 23 . 6 7 19 . 9 13 23 . 7 6 � 20. 0 13 23 . 8 6 -� 20 . 1 13 23 . 9 6 20. 2 13 24 . 0 6 ``� 2 0. 3 13 2 4 . 1 5 �� 20 .4 13 24 . 2 5 � � 20 .5 13 24 . 3 5 -� 20. 6 12 24 .4 4 20. 7 12 , 24 . 5 4 �' 20 . 8 12 24 . 6 4 20. 9 12 24 . 7 4 21. 0 12 24 . 8 3 � 21. 1 12 24 . 9 3 21. 2 12 25. 0 3 � 21. 3 12 25. 1 2 21. 4 12 25. 2 2 ' 21.5 12 25. 3 2 21. 6 11 25. 4 2 21.7 11 25. 5 1 . 21. 8 11 25. 6 1 21. 9 11 25. 7 1 22 . 0 11 25. 8 1 ,� 22 . 1 11 25 . 9 0 22 . 2 10 � % 22 . 3 10 � �. � � �� `Quick TR-55 Version: 4 . 03 '�: 87010875 Page 1 of 5 TR-55 TABULAR HYDROGRAPH METHOD � Type II Distribution t (24 hr. Duration Storm) Executed; 12-14-1990 10: 11: 52 'Watershed File --> A;BASBHIST.WSD Hydrograph File --> A:BASBHIST.HYD ...� � � � � SPRADDLE CREEK AREA - BASIN B HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM »» Input Parameters Used to Compute Hydrograph «« ' Subarea AREA CN Tc * Tt Precip. � Runoff Ia/p �escription (acres) (hrs) (hrs) (in) J (in) input/used _�SIN B 108 . 40 70. 0 0.75 0. 00 1.90 J 0.20 . 45 . 50 k� Travel time from subarea outfall to composite watershed outfall point. � Total area = 108 . 40 :acres or 0, 1694 sq.mi ; Peak discharge = b cfs � »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------ Input Values Rounded Values Ia/p S�' xrea �Tc * Tt T�c �*� �Tt Interpola�ted I�a/p � �es��ipt�ion (hr) (hr) (hr) (hr) � (Yes/No) � Messages ------------------------------------------------------------------------------ �3IN B 0 .67 0. 00 0.75 0. 00 No -- <----------------------------------------------------------------------------- Travel time from subarea outfall to composite watershed outfall point. � � � i � � f i <_ ; P ! � f �uick TR-55 Version: � 4 . 03 ., �N: 8701087� � Page 2 of 5 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-14-1990 10: 11:52 Watershed File --> A:BASBHIST.WSD Hydrograph File --> A:BASBHIST.HYD SPRADDLE CREEK AREA - BASIN B . � HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM F.� � � »» Summary of Subarea Times to Peak «« � Time to Peak at �{ Peak Discharge Composite Outfall � Subarea {cfs) (hrs) - BASIN B 6 12 .7 ' Composite Watershed 6 12. 7 � , -„{ � ,� � � i , t � 9 � � S [ 3 't, g 8 � � 3 3 . I i Quick TR-55 Version: � 4 . 03 �, N: 87010875 , � Page 3 of 5 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-14-1990 10: 11: 52 Watershed File --> A:BASBHIST.WSD Hydrograph Rile --> A:BASBHIST.HYD SPRADDLE CREEK AREA - BASIN S . HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM Composite Hydrograph Summary (cfs) Subarea 11. 0 11. 3 11. 6 11.9 12 . 0 12 .1 12 .2 12 . 3 12 .4 �nscription hr hr hr hr hr hr hr hr hr �L�� .��r�� SIN B 0 0 0 0 0 0 0 1 2 ------------------------------------------------------------------------------- �ta1 �cfs) o 0 0 0 0 0 o i 2 ----------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 .7 12 . 8 13 . 0 13 . 2 13 . 4 13 . 6 13 .8 '=scription hr hr hr hr hr hr hr hr hr - �----------------------------------------------- ----------------------- �SIIv �=]3 3 5 6 6 6 5 4 4 3 ------------------------------------------------------------------------------ <'tal (cfs) 3 5 6 6 6 5 4 4 3 .� :� , '----------------------------------------------------------------------------- Subarea 14 . 0 14.3 14 . 6 15 . 0 15. 5 16 . 0 16. 5 17. 0 17. 5 �?scription hr hr hr hr hr hr hr hr hr �----------------------------------------------------------------------------- ,�IN B 3 3 2 2 2 2 2 1 1 •----------------------------------------------------------------------------- ��al (c�s) 3 3 2 2 2 2 2 1 1 �---------------------------------------------------------------------------- -' Subarea 18 . 0 19 . 0 20. 0 22 . 0 26. 0 escription hr hr hr hr hr :�----------------------------------------------------------------------------- �IN B 1 1 1 1 0 ----------------------------------------------------------------------------- yal (cfs) 1 1 1 1 0 4 ; a $ 3 i Quick TR-55 Version: 4. 03 S/N: 87010875 Page 4 of 5 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-14-1990 10 : 11: 52 Watershed File --> A:BASBHIST.WSD Hydrograph File --> A:BASBHIST.HYD. SPRADDLE CREEK AREA - BASIN B HISTORICAL HYDROLOGICAL ANALYSIS a 25 YEAR STORM � � Time Flow Time Flow '� (hrs) (cfs) (hrs) (cfs) � ----------------- ------------- -- 11. 0 0 14 . 8 2 „ 11.1 0 14 . 9 2 11. 2 0 15. 0 2 11. 3 0 15. 1 2 11. 4 0 15. 2 2 11. 5 0 15. 3 2 11. 6 0 15. 4 2 �11.7 0 I5 . 5 2 11.8 0 15. 6 2 11. 9 0 15.7 2 --� � 12 . 0 0 15. 8 2 12 . 1 0 15. 9 2 ' 12 .2 0 16. 0 2 _ 12 . 3 1 16 . 1 2 12 .4 2 16.2 2 °; 12 .5 3 16 . 3 2 � 12. 6 5 16 . 4 2 �Y '� 12 . 7 6 16 .5 2 _ 12 . 8 6 16 . 6 2 12 . 9 6 16 . 7 2 � 13 . 0 6 16 . 8 1 13 . 1 5 16 . 9 1 13 . 2 5 17. 0 1 __ 13 . 3 4 17. 1 1 13 .4 4 17 . 2 1 13 .5 � 4 17 . 3 1 13 . 6 4 17. 4 1 13 .7 3 17 .5 1 13 . 8 3 17 . 6 1 13 .9 3 17 .7 1 , 14 . 0 3 17 . 8 1 14 . 1 3 17 .9 1 14 .2 3 18 . 0 1 ; 14 . 3 3 18 . 1 1 � 14.4 3 18 . 2 1 � ;; 14 .5 2 18 . 3 1 � �"� � 14 . 6 2 18 .4 1 3 3 14 .7 2 18 .5 1 � Quick TR-55 Version: 4. 03 ��-N: 87010875 � � Page 5 of 5 , TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) ' Executed: 12-14-1990 10: 11: 52 Watershed File --> A:BASBHIST.WSD Hydrograph File --> A:BASBHIST.HYD SPRADDLE CREEK AREA - BASIN B ° HISTORICAL HYDROLOGICAL ANALYSIS 25 YEAR STORM Time Flow Time Flow ° (hrs) {cfs) {hrs) (cfs) 18 . 6 1 22 . 4 1 18 . 7 1 ' 22 . 5 1 ~ 18 . 8 l 22 . 6 1 :� 18 . 9 1 22 . 7 1 19 . 0 1 22 . 8 1 �'� � 1;9 . 1 1 2 2 .9� 1 19 .2 1 23 . 0 1 19 . 3 1 23 . 1 1 19 . 4 1 23 .2 1 19 . 5 1 23 . 3 1 19 . 6 1 23 . 4 1 19 . 7 1 23 . 5 1 °� 19 . 8 1 23 . 6 1 19 . 9 1 23 . 7 1 20. 0 1 23 . 8 1 _ 20 . 1 1 23 . 9 1 20. 2 1 24 . 0 1 -� 20 .3 1 24 . 1 0 ..y 20 . 4 1 24 . 2 0 20. 5 1 24. 3 0 � 20. 6 1 24. 4 0 } 20. 7 1 24 . 5 0 � 20 . 8 1 24. 6 0 20. 9 1 24 .7 0 ' 21. 0 1 24 . 8 0 ; � 21. 1 � 1 24. 9 0 21.2 1 25 . 0 0 21. 3 1 25. 1 0 � 21. 4 1 25. 2 0- ' 21. 5 1 25. 3 0 21. 6 1 25 .4 0 ' 21. 7 1 25. 5 0 s . 21. 8 1 25. 6 0 21. 9 1 25. 7 0 22 . 0 1 25. 8 0 ; 22 . 1 1 25 . 9 0 � 22.2 1 22 . 3 1 � -� � : r�' Quick TR-55 Version: 4. 03 �,'N: 87010875 Page 1 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11: 27 : 03 Watershed File --> A:SPRAD5YR.WSD Hydrograph File --> A:SPRAD5YR.HYD � SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 5 YEAR STORM - »» Input Parameters Used to Compute Hydrograph «« ----------------------------------------------------------------------------- � Subarea AREA CN Tc * Tt Precip. � Runoff Ia/p Description (acres) (hrs) (hrs) (in) � (in) input/used ._1 57 . 90 71. 0 0.50 0. 00 1. 40 � 0. 07 .58 .50 B2 8.30 76. 0 0. 30 0. 00 1. 40 � 0. 15 . 45 . 50 °-:3 2 .20 72 . 0 0.10 0 .10 1.40 j 0 . 09 .56 .50 :4 5.10 77 . 0 0. 20 0. 00 1. 40 � 0. 17 . 43 .50 a'S 9 . 30 76. 0 0. 20 O.AO 1. 40 � 0. 15 . 45 . 50 B6 1.70 77 . 0 0.10 0. 00 1. 40 � 0. 17 . 43 . 50 7 7. 10 78 . 0 0. 10 0. 00 1. 40 � 0. 19 . 4 .50 3 14.80 71. 0 0. 10 0. 00 1. 40 � 0. 07 .58 .50 B9 2 . 00 84 . 0 0. 10 0. 00 1. 40 � 0. 36 . 27 . 30 ----------------------------------------------------------------------------- �� el time from subarea outfall to composite watershed � outfall point. �- Total area = 108 .40 acres or 0. 1694 sq.mi Peak discharge = 5 cfs ;; »» Computer Modifications of Input Parameters ««< �� Input Values Rounded Values Ia/p � Subarea Tc * Tt Tc * Tt Interpolated IaJp "�scription (hr) (hr) (hr) (hr) (Yes/No) Messages ,:�---------------------------------------------------------------------------- L 0. 60 0. 00 0.50 0. 00 No Computed Ia/p > .5 '�e 0. 29 0. 00 0. 30 0. 00 No -- - ,� 0. 11 0. 06 0. 10 0. 10 No Computed Ia/p > .5 E 0. 17 0. 00 0. 20 0. 00 No -- �� 0. 20 0. 00 ** ** No -- `� 0. 13 0. 00 0. 10 0. 00 No -- �3 0. 10 0. 00 ** ** No -- s 0.10 0. 00 ** ** No Computed Ia/p > . 5 0. 10 0. 00 ** ** No -- ----------------------------------------------------------------------------- � Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. � �Quick TR-55 Version: 4. 03 �,�N: 87010875 � �� Page 2 of 6 TR-55 TABUL,AR HYDROGRAPH METHOD Type II Distribution # (24 hr. Duration Storm) Executed: 1.2-01-1990 11: 27: 03 Watershed File --> A:SPRAD5YR.WSD Hydrograph File --> A:SPRADSYR.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALY5IS . 5 YEAR STORM »» Summary of Subarea Times to Peak «« Time to Peak at t Peak Discharge Composite Outfall �� Subarea (cfs) � (hrs) - § Bl 1 12 . 3 � B2 1 12 . 3 B3 0 0. 0 B4 1 12. 2 B5 1 12 . 2 B6 0 0. 0 B7 1 12 . 1 B8 1 12 . 1 B9 1 12 . 0 Composite Watershed 5 12 . 2 . � '; �. y a � :� ; � � � � � ; 9 `Quick TR-55 Version: 4. 03 fN: 87010875 Page 3 of � _�; TR-55 TABULAR HYDROGRAPH METHOD � Type II Distribution a��°�� (24 ��hr. Duration Storm) Executed: 12-01-1990 11: 27: 03 VWatershed File --> A:SPRAD5YR.WSD Hydrograph File --> A:SPRAD5YR.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 5 YEAR STORM Composite Hydrograph Summary (cfs) Subarea 11. 0 11. 3 11. 6 11.9 12 . 0 12 . 1 12 . 2 12 .3 12 .4 ";�escription hr hr hr hr hr hr hr hr hr ;.-------------------------------- --------------------------------------- -- '�1 0 0 0 0 0 0 0 1 1 ^ 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 4 � � � � 0 � 1 � 0 5 0 0 0 0 0 0 1 1 0 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 8 0 0 0 0 0 1 1 0 0 " 0 0 0 0 1 1 1 0 0 ota�y ��(cfs) 0 � 0 0 0 1 3 5 3 2 � :� � � � J �� Subarea 12 .5 12 . 6 12 . 7 12.8 13 . 0 13 . 2 13 . 4 13 . 6 13 .8 _-'~�escription hr hr hr hr hr hr hr hr hr =----------------------------------------------------------------------------- � 1 1 1 1 1 1 1 1 1 i 0 0 0 0 0 0 0 0 0 J O O O O O O O O O 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 0 � 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 =----------------------------------------------------------------------------- �ta1. (cfs) 1 1 1 1 1 1 1 1 1 r � r ry �Quick TR-55 Version: � 4 . 03 �,N: 87010875 � � Page 4 �of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11:27: 03 Watexshed File --> AtSPRAD5YR.WSD Hydrograph File --> A:SPRADSYR.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 5 YEAR STORM _ Composite Hydrograph Summary (cfs) - Subarea 14. 0 14.3 14 . 6 15. 0 15.5 16. 0 16.5 17. 0 17.5 Description hr hr hr hr hr hr hr hr hr 0 0 0 0 0 0 0 0 0 2� 0 0 0 0 0 0 0 0 0 �: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q ��`' 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 ----------------------------------------------------------------------------- ra;' `�'cfs) 0 0 0 0 0 � 0 � �0 0 0 ----------------------------------------------------------------------------- Subarea 18. 0 19. 0 20. 0 22. 0 26. 0 ':-�scription hr hr hr hr hr :� -------------------------------------------------------------------- . 0 0 0 0 0 ' 0 0 0 0 0 . `� 0 0 0 0 0 � 0 0 0 0 0 � � 0 0 0 0 0 � 0 0 0 0 0 a � � � � � � r � � � � � � � � � � � .:,�� al (cfs) 0 0 0 0 0 _, �uick TR-55 Version: 4 . 03 S/N: 87010875 Page 5 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) .; Executed: 12-01-1990 11:27; 03 �Tatershed File --> A:SPRAD5YR.WSD Hydrograph File --> A:SPRAD5YR.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 5 YEAR STORM Time Flow Time Flow � (hrs) (cfs) (hrs) (cfs) ; ------------- --- ----------------- T 11. 0 0 14 .8 0 11. 1 0 14.9 0 11.2 0 15.0 0 -� 11. 3 0 15. 1 0 11. 4 0 15.2 0 11.5 0 15. 3 0 . 11. 6 0 15. 4 0 11.7 0 15.5 0 11.8 0 15. 6 0 11.9 0 15.7 0 } 12 . 0 1 15.8 0 12 . 1 3 15.9 0 - 12 . 2 5 16 . 0 0 � 12.3 3 16. 1 0 12 .4 2 16.2 0 � 12 .5 1 16. 3 0 ,4 12 . 6 1 16. 4 0 � 12 • 7 1 16.5 0 � 12 .8 1 16 . 6 0 ' 12 . 9 1 16. 7 0 • 13 . 0 1 16.8 0 13 . 1 1 16.9 0 � 13 . 2 1 17. 0 0 E 13 .3 1 17 . 1 0 13 .4 1 17 .2 0 � 13 .5 1 17. 3 0 13 . 6 1 17.4 0 ' 13 .7 1 17.5 0 13 . 8 1 17 . 6 0 13 . 9 0 17.7 0 14 . 0 0 17.8 0 14 . 1 0 17 . 9 0 14.2 0 18 . 0 0 14 . 3 0 18 . 1 0 14 .4 0 18.2 0 14 .5 0 18 . 3 0 14. 6 0 18.4 0 �� 14. 7 . 0 � 18. 5 0 ; > __= ,.. ., Quick TR-55 Version: 4 . 03 5%N: 87010875 � Page 6 of 6 TR-55 TABULAR HYDROGR.APH METHOD " Type II Distribution (24 hr. Duration Storm) . . Executed; 12-01-1990 11: 27 : 03 Watershed File --> A:SPR.AD5YR.WSD Hydrograph File --> A: SPR.ADSYR.HYD SPR.ADDLE CREEK SUBDIVISION DEVELOPED HYDROLQGICAL ANALYSIS 5 YEAR STORM Time Flow Time Flow ` (hrs) (cfs) (hrs) (cfs) „� 18-6-----------0 22.4-----------0- .-� 18. 7 0 22 . 5 0 18. 8 0 22 . 6 0 �� 18. 9 0 22 , 7 0 ' 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19.2 0 23 . 0 0 19. 3 0 23. 1 0 19 .4 0 23 .2 0 19 .5 0 23 . 3 0 19 . 6 0 23 . 4 0 19 . 7 0 23 . 5 0 � � 19. 8 0 23 . 6 0 19,9 0 23 . 7 0 20. 0 0 23 . 8 0 , 20. 1 0 23 . 9 0 20. 2 0 24 . 0 0 � 20. 3 0 24 . 1 0 ' 20. 4 0 24 . 2 0 . 20. 5 0 24 . 3 0 20. 6 0 24 . 4 0 20.7 0 24 . 5 0 " 20. 8 0 24, 6 0 20. 9 0 24 . 7 0 { 21. 0 0 24 . 8 0 � 21.1 0 24 . 9 0 21.2 0 25. 0 0 ' 21. 3 0 25. 1 0 � 21.4 0 25. 2 0 � 21.5 0 - 25. 3 0 21. 6 0 25.4 0 21.7 0 25. 5 0 21. 8 0 25. 6 0 21.9 0 25. 7 0 22 . 0 0 25. 8 0 22 . 1 0 25. 9 0 22 .2 0 22 . 3 0 ,. � 'Quick TR-55 Version: 4 . 03 .,°N: 87010875 � Page 1 of 6 � TR-55 TABULAR HYDROGRAPH METHOD . Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11: 24:49 " Watershed File --> A:SPRADLlO.WSD Hydrograph File --> A:SPRADLlO.HYD SPRADDLE CREEK SU$DIVISION DEVELOPED HYDROLOGICAL ANALYSIS 10 YEAR STORM »» Input Parameters Used to Compute Hydrograph «« � Subarea AREA CN Tc * Tt Precip. � Runoff Ia/p Description (acres) (hrs) (hrs) (in) � (in) input/used `=----------------- ------ -------------- --------------- - -- -------- '�l 57. 90 71. 0 0. 50 4. 00 1.80 J 0 . 19 . 45 .50 B2 8 .30 76. 0 0.30 0.00 1. 80 � 0.32 .35 .30 R�3 2 .20 72 . 0 0. 10 0. 10 1.80 ' 0 .21 . 43 .5D =4 5 .10 77 . 0 0.20 0 .00 1. 80 � 0. 35 . 33 . 30 �5 9. 30 76. 0 0. 20 0. 00 1. 80 � 0 . 32 .35 . 30 36 1.70 77. 0 0. 10 0. 00 1.80 � 0. 35 . 33 .30 7 7. 10 78 . 0 0. 10 0. 00 l.$0 � 0 . 38 .31 .30 8 14 . 80 71. 0 0. 10 0. 00 l. $0 � 0. 19 .45 . 50 39 2. 00 84 . 0 0. 10 0. 00 1. 80 � 0. 61 . 21 . 30 ------------------------------------------------------------------------------ T�� '�el time fram subarea outfall to composite watershed outfall point. � � � �,_ Total area = 108. 40 acres or 0. 1694 sq.mi Peak discharge = 15 cfs � � »» Computer Modifications of Input Parameters ««< � Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p �escription (hr) (hr) (hr) (hr) (Yes/No) Messages ----------------------------------------------------------------------------- . 0. 60 0. 00 0.50 0. 00 No -- ' 0. 29 0. 00 0. 30 0. 00 No -- ' 0. 11 0. 06 0. 10 0. 10 No -- 1 0. 17 0. 00 0 . 20 0. 00 No -- , 0. 20 0. 00 ** ** No -- 0. 13 0. 00 0. 10 0. 00 No -- � 0. 10 0. 00 ** ** No -- 0. 10 0. 00 ** ** No -- 0. 10 0. 00 ** ** No � -- , Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. � "Quick TR-55 Version: 4 . 03 �N: 87010875 Page 2 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distributian (24 hr. Duration Storm) Executed; 12-01-1990 11;24;49 �Watershed File --> A:SPRADLIO.WSD Hydrograph File --> A:SPRADLlO.HYD 5PRADDLE CREEK SUBDIVISION . DEVELOPED HYDROLOGICAL ANALYSIS 10 YEAR STORM »» Summary of Subarea Times to Peak «« Time to Peak at a� Peak Discharge Composite 0utfa1l �::� Subarea (cfs� (hrs) � Bl 4 12 .5 B2 2 12,2 "* 83 0 0. 0 84 2 12,1 B� 3 12 . 1 B6 1 12 .0 B7 4 12.1 B8 2 12 , 1 B9 2 12 . 1 <- -------------- -------------- ------------ � Composite Watershed 15 12 . 1 < � �°� � � � �--� Quick TR-55 Version: 4. 03 %N: 87010875 Page 3 of 6 TR-55 TABULAR HYDROGR.APH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11: 24:49 Watershed File --> A:SPRADLlO.WSD Hydrograph File --> A:SPRADLlO.HYD SPRA,DDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 10 YEA.R STORM Composite Hydrograph Summary (cfs) Subarea 11.0 11. 3 11. 6 11.9 12 . 0 12 . 1 12.2 12 .3 12 .4 '�escription hr hr hr hr hr hr hr hr hr �1 0 0 � 0 0 � 0 0 -0 2� � �3 � " 0 0 0 0 0 ' 1 2 2 2 0 0 0 0 0 0 0 0 0 4 0 0 0 0 1 2 2 1 1 5 0 0 0 0 1 3 3 2 1 �� 0 0 0 0 1 1 0 0 0 . 0 0 0 1 2 4 2 1 1 8 0 0 0 0 0 2 2 1 1 " 0 0 0 0 1 2 1 0 0 - t------------------------------------------------------------------------ otai'�(cfs) 0 0 0 1 6 15 12 9 9 ------------------------------------------------------------------------------ Subarea 12 .5 12 . fi 12 .7 12. 8 1.3. 0 13 .2 13 .4 13. 6 1.3 .8 �escription hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------ �, 4 4 3 3 2 2 2 2 1 1 1 1 1 0 0 0 0 0 :� 0 0 0 0 0 0 0 0 0 � i o 0 0 0 0 0 0 0 � i i i i o 0 0 0 0 0 0 0 0 0 0 0 0 0 i i i o 0 0 0 0 0 0 ? i i i o 0 0 0 0 0 a o 0 0 0 0 0 0 0 0 =----------------------------------------------------------------------------- �tal (cfs) 9 8 6 5 2 2 2 2 1 Quick TR-55 Version: 4 . 03 JN: 87010875 Page 4 of 6 TR-55 TABULAR HYDROGRAPH METHOD , Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11:24 :49 Watershed File --> A:SPRADLIO.WSD Hydrograph File --> A:SPRADLIO.HYD SPRADDLE CREEK 5UBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS 10 YEAR 5TORM Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------ - Subarea 14. 0 14.3 14 . 6 15. 0 15.5 16. 0 16. 5 17 . 0 17.5 Description hr hr hr hr hr 'hr hr hr hr 1 1 1 l 1 1 1 1 1 �2 0 0 0 0 0 0 0 0 0 " 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �5 0 0 � 0 � 0 0 0 0 0 0 �6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 �----------------------------------------------------------------------------- �t�i�� (cfs� � �i 1 i � 1 i 1 i i � i �----------------------------------------------------------------------------- Subarea 18 . 0 19. 0 20. 0 22. 0 26. 0 -�escription hr hr hr hr hr ---------------------------------------------------------------------------=- 1 1 1 1 0 0 ? 0 0 0 0 0 0 0 0 0 0 = 0 0 0 0 0 5 0 0 0 0 0 �� 0 0 0 0 0 ;� 0 0 0 0 0 � 0 0 0 0 0 ? 0 0 0 0 0 ;----------------------------------------------------------------------------- 3ta1 (cfs) 1 1 1 0 0 � ; _._ , � .� �Quiek TR-55 Version: 4. 03 S/N: 87010875 Page 5 of 6 �' TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution , {24 hr. Duration Storm) . Executed: l2-Ol-].990 11:24:49 �'Watershed File --> A:SPRA,DLlO.WSD Hydrograph File --> A:SPRA.DLlO.HYD SPRA,DDLE CREEK SUBDIVISION ' � DEVELOPED HYDROLOGICAL ANALYSIS , .; � � � � � 10 � YEAR �STQRM � � � � � .� Time Flow Time Flow � (hrs) (efs} (hrs) (cfs) ', ----------------- ------ -------- 11. 0 0 14. 8 1 11. 1 0 14. 9 1 11.2 0 15.0 1 ' 11. 3 0 15. 1 1 11.4 0 15. 2 1 11.5 0 15. 3 1 11. 6 0 15.4 l 11. 7 0 15.5 1 11.8 1 ' 15 . 6 1 11. 9 1 15 .7 1 12 . 0 6 15. 8 1 12. 1 15 15.9 1 Y " 12. 2 12 16. 0 1 � 12. 3 9 16. 1 1 12.4 9 16. 2 1 � 12.5 9 16.3 1 ; 12. 6 8 16.4 1 12 . 7 6 16.5 1 12.8 5 16. 6 1 12. 9 3 16.7 1 � 13 . 0 2 16. 8 1 13 . 1 2 16. 9 1 � 13 . 2 2 17 .0 1 13 . 3 2 17. 1 1 13 . 4 2 17.2 1 13.5 2 17. 3 1 13 .6 2 17.4 1 13 . 7 1 17 .5 1 13 .8 1 17. 6 1 13 .9 1 17 .7 1 14. 0 1 17 . 8 1 14.1 1 17. 9 1 14.2 1 18. 0 l 14 . 3 1 18. 1 1 14. 4 1 18.2 1 ' 14.5 1 18. 3 1 14. 6 1 18. 4 1 - 14.7 1 18. 5 1 �Quick TR-55 Version: 4. 03 �N: 87010875 � �� Page 6 of 6 TR-55 TABULAR HYDROGR.APH METHOD Type II Distribution _� (24 hr. Duration Storm) Executed: 12-01-1990 11:24: 49 �Watershed File --> A:SPR.ADLlO.WSD Hydrograph File --> A:SPRADLlO.HYD SPR.ADDLE CREEK SUBDIVISSON DEVELOPED HYDROLOGICAL ANALYSSS , , l0 YEAR STORM ; � Time Flow Time Flow -° (hrs) (cfs) (hrs) (cfs) ----------------- :� 18 . 6 1 22 . 4 0 _:� 18 . 7 1 22 . 5 0 18 . 8 1 22 . 5 0 18 . 9 1 22 . 7 0 19. 0 1 22. 8 0 + 19 . 1 1 22 .9 0 19 . 2 1 23 . 0 0 19 .3 1 23 . 1 0 19 .4 ` 1 23 . 2 0 19 .5 1 23 . 3 0 19 . 6 1 23 . 4 0 19.7 1 23 . 5 0 � �~ 19 .8 1 23 . 6 0 19 .9 1 23 . 7 0 ' 20. 0 1 23 . 8 0 - 20. 1 1 23 . 9 0 20 .2 1 24. 0 0 � 20. 3 l 24 . 1 0 p 20. 4 1 24. 2 0 20.5 1 24. 3 0 � 20 . 6 1 24. 4 0 � 20. 7 1 24.5 � 0 ' 20. 8 1 24 . 6 0 20.9 1 24 . 7 0 21. 0 1 24 . 8 0 _ 21. 1 0 24 .9 0 21. 2 0 25. 0 0 21. 3 0 25. 1 0 f 21.4 0 25. 2 0 " 21.5 0 25. 3 0 21. 6 0 25. 4 0 � 21.7 0 25.5 0 ': 21.8 0 25. b 0 21.9 0 25.7 0 22 . 0 0 25. 8 0 22 . 1 0 25. 9 0 22 . 2 0 22 . 3 0 /'�. L' `Quick TR-55 Version: 4 .03 �N: 87010875 Page 1 of 6 � TR-55 TABULA.R HYDROGRAPH METHOD Type II Distribution ��, (24 hr. Duration Storm) Executed: 12-01-1990 11: 22 : 13 Watershed File --> A: SPRADL25.WSD Hydrograph File --> A:SPRADL25.HYD T SPRADDLE CREEK SUBDIVISION - DEVELOPED HYDROLOGICAL ANALYSIS 25 YEAR STORM ::.� � � »» Input Parameters Used to Compute Hydrograph «« ,----------------------------------------------------------------------------- �°�D Subarea AREA CN �Tc * Tt Precip. � Runoff Ia/p Description (acres) (hrs) (hrs) (in) � (in) input/used _l 57 . 90 71. 0 0.50 0. 00 1. 90 J 0.23 .43 .50 B2 8 . 30 76. 0 0. 30 0. 00 1.90 � 0. 36 .33 .30 n3 2 .20 72 . 0 0. 10 0. 10 1. 90 � 0. 25 .41 .50 <4 5. 10 77 .0 0.20 0 . 00 1.90 � 0. 40 .31 .30 r35 9 . 30 76. 0 0.20 0. 00 1. 90 � 0. 36 . 33 .30 B6 1. 70 77 . 0 0. 10 0 . 00 1.90 � 0. 40 . 31 .30 7 7 .10 7$ . 0 0. 10 0. 00 1. 90 � 0.43 . 3 .30 8 14 . 80 71. 0 0. 10 0 . 00 1.90 � 0.23 .43 .50 B9 2 . 00 84 . 0 0. 10 0. 00 1. 90 � 0. 67 .2 . 10 ----------------------------------------------------------------------------- zti� rel time from subarea outfall to composite watershed outfall point. � � " �°��' � Total area = �108 .40 acres or 0. 1694 sq�.mi ,� Peak discharge = 16 cfs - .� ; k ; »» Computer Modifications of Input Parameters ««< #---------------------------- ------------------------------------------------- k Input Values Rounded Values Ia/p _ Subarea Tc * Tt Tc * Tt Interpolated Ia/p ;escription (hr) (hr) (hr) (hr) (Yes/No) Messages . 0. 60 0. 00 0.50 0. 00 No -- q 0.29 0. 00 0. 30 0. 00 No -- � 0.11 0. 06 0. 10 0. 10 No -- 0. 17 0. 00 0.20 0. 00 No � -- � 0 .20 0. 00 ** ** No -- 0.13 0. 00 0. 10 0. 00 No -- 0.10 0. 00 ** ** No -- 0. 10 0. 00 ** ** No -- 0. 10 0. 00 ** ** No -- Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. � Quick TR-55 Version: �. 03 �-�%N: 87010875 � � � Page 2 of 6 �' TR-55 TABULAR HYDROGR.APH METHOD Type II Distribution (24 hr. Duzation Storm) Executed: 12-01-1990 11:22 : 13 Watershed File --> A:SPRADL25.WSD Hydrograph File --> A:SPRADL25.HYD SPR.ADDLE CREEK 5UBDIVISZON � DEVEL�PED HYDROLOGICAL ANALY5IS ;._, 25 YEAR STORM � »» Summary of Subarea Times to Peak «« ;, ,a� Time to Peak at ��; Peak Discharge Composite Outfall _: Subarea (cfs) {hrs) $ Bl 5 12 .5 B2 3 12, 3 � B3 0 0. 0 _ B4 2 12 . ]. B5 4 12 . 2 B6 l 12 . 0 B7 4 12 . 1 B8 3 12 .1. B9 2 12 .1 Composite Watershed 16 12 . 1 � , Quick TR-55 Version: 4 . 03 s�N: 87010875 Page 3 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: l2-01-1990 11:22 : 13 Watershed File --> A:SPRADL25.WSD Hydrograph File --> A: SPRADL25.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSZS :� 25 YEAR STORM Composite Hydrograph Summary (cfs) Subarea 11. 0 11.3 11. 6 1.1.9 12 . 0 12 .1 12.2 12.3 12.4 �escription hr hr hr hr hr hr hr hr hr L 0 0 0 0 0 0 1 2 4 0 0 0 0 0 1 2 3 2 0 0 0 0 0 0 0 0 0 �' 0 0 0 0 1 2 2 2 1 � 0 � 0 0 0 1 3 4 3 1 0 0 0 0 1 1 1 0 0 0 0 0 1. 3 4 2 1 1 3 0 0 0 0 0 3 2 1 1 � o 0 o i i a i o 0 �ta% (cfs) 0 0 0 2 7 16 15 12 10 •----------------------------------------------------------------------------- Subarea 12 .5 12 . 6 12 .7 1.2 . 8 13 . 0 13 .2 13 . 4 13 . 6 13 .8 �scription hr hr hr hr hr hr hr hr hr •----------------------------------------------------------------------------- 5 5 4 4 3 2 2 2 2 i i i i o 0 0 0 0 0 0 0 0 0 0 0 0 0 i i o 0 0 0 0 0 0 � i i i i o 0 0 0 0 � a 0 0 0 � 0 � 0 0 � i i i o 0 0 0 0 0 � i i i i i o 0 0 0 i o 0 0 0 0 0 0 0 0 � ----------------------------------------------------------------------------- �ta�. (c�s� io io s � 4 a a a 2 ��Quick TR-55 Version: 4 . 03 ��N: 87010875 �� Page 4 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11: 22: 13 Watershed File --> A:SPRADL25.WSD Hydrograph File --> A:SPRADL25.HYD SPRADDLE CREEK SUBDIVISION . DEVELOPED HYDROLOGICAL ANALYSIS 25 YEAR STORM Composite Hydrograph Summary (cfs) -�= Subarea 14 . 0 14 .3 14 . 6 15.0 15.5 16. 0 16.5 17 . 0 17 .5 Description hr hr hr hr hr hr hr hr hr 2 1 1 1 1 1 1 1 1 2 0 0 0 0 A 0 0 0 0 '- 0 0 0 0 0 0 D 0 0 - 0 0 0 0 0 0 0 0 0 �' 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 -0 0 0 0 tad � �c�s) 2 � 1 1 � 1 1 1 �l 1 1 :----------------------------------------------------------------------------- ' Subarea 18 . 0 19. 0 20. 0 22. 0 26.0 �scription hr hr hr h.r hr 1 1 1 1 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :al (cfs) 1 1 1 1 0 !� J �Quick TR-55 Version: 4. 03 S/N: 87010875 Page 5 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution . � (24 hr. Duration Storm) ---� Executed: 12-01-1990 11:22: 13 Watershed File --> A:SPRADL25.W5D Hydrograph File --> A:SPRADL25.HYD SPRADDLE CREEK SUBDSVISION DEVELOPED HYDROLOGICAL ANALYSIS . 25 YEAR STORM '4 Time Flow Time Flow ��; (hrs) jcfs) � � � (hrs) (cfs)� .J. �n��n1n�� n�� 11. 0 0 14. 8 1 �� 11. 1 0 14. 9 1 '.:� 11.2 0 15. 0 1 -� 11.3 0 15. 1 1 11.4 0 15. 2 1 11.5 0 15. 3 1 • 11. 6 0 15.4 1 11.7 1 15.5 1 - 11,$ 1 15. 6 1 11.9 2 15.7 1 " 12. 0 7 4 15. 8 1. 12 .1 16 15.9 1 12.2 15 16. 0 1 12. 3 12 16.1 1. 12 .4 10 16.2 1 12 .5 10 16.3 1. 12 . 6 10 16.4 1 12 . 7 8 16.5 1 12 . 8 7 16.6 1 � 12. 9 5 16.7 1 " 13 . 0 4 16. 8 1 13 . 1 3 16. 9 1 � 13 .2 2 17.0 1 � 13 . 3 2 17.1 1 13 .4 2 17.2 1 � 13 .5 2 17. 3 1 � 13 . 6 2 1.7.4 1 13.7 2 1.7.5 1 13 . 8 2 17. 6 1 13.9 2 17.7 1 14. 0 2 ].7. 8 1 14. 1. 2 17. 9 1 14.2 1 18. 0 1 14.3 1 18 . 1 1 14. 4 1 18.2 1 14.5 1 18.3 1 ! �� 14 . 6 1 18.4 1 - 14.7 1 18 .5 1 i �� Quick TR-55 Version: 4 . 03 ��N: 87010$75 � � Page 6 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) , . Executed: 12-01-1990 11:22 : 13 Watershed File --> A:SPRADL25.WSD Hydrograph File --> A:SPR�,DL25.HYD ,._� SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS �_, 25 YEAR STORM ; � � ,-.� : , Time Flow Time Flow ''° (hrs) (cfs) (hrs) (cfs) ----------------- ----------------- �{ 18 . 6 1 22 .4 1 .r 18 .7 ]. 22 .5 1 18. 8 1 22 . 6 1 �; 18 . 9 1 22 .7 1 19 . 0 1 22 .8 1 y 19 . 1 ]. 22 . 9 1 19. 2 1 23 . 0 1 ' 19 .3 1 23 . 1 1 � 19 .4 1 23 .2 l 19. 5 1 23 .3 1 19 . 6 1. 23 .4 1 19. 7 1 23 .5 1 --- 19. 8 1 23 . 6 1 , 19. 9 1 23 .7 1 :� 20. 0 1. 23 . 8 1 j 20. 1 1 23 .9 1 20.2 ' 1 24. 0 1 � 20. 3 1 24 . 1 0 ;� 20. 4 1 24 .2 0 � 20.5 1 24 . 3 0 -; 20. 6 1 24. 4 0 ' 20. 7 � 1 24 .5 0 �� 20.8 1 24. 6 0 20. 9 1 24 .7 0 � 21. 0 1 24. 8 0 ' 21. 1 1 24.9 0 21.2 1 25. 0 0 � 21.3 1 25. 1 0 � 21.4 1 25.2 0 21.5 1 25.3 0 � 21. 6 1 25.4 0 ; 21.7 1 25.5 0 a 21.8 1 25. 6 0 21. 9 1 25.7 0 � 22 . 0 1 25 . 8 0 , 22 . 1 1 25.9 0 W ,,. 22 . 2 1 � y �22 . 3 1 � � <� � � 1 ' :.;� Quick TR-55 Version: 4. 03 , ,�N: 87010875 Page 1 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm} '- Executed: 12-01-1990 11; 18 :57 Watershed File --> A:SPRAD100.WSD Hydrograph File --> A:SPRAD100.HYD .- SPRADDLE CREEK SU$DIVISION DEVELOPED HYDROLOGICAL ANALYSIS 100 YEAR STORM »» Input Parameters Used to Compute Hydrograph «« __---------------------------------------------------------------------------- "; Subarea AREA CN Tc * Tt Precip. � Runoff Ia/p �'escription (acres) (hrs) (hrs) (in) � (in) inputfused ------------------------------------------------------------------------------ ,'1 57. 90 71. 0 0.50 0. 00 2.40 � 0 .44 . 34 .30 _2 8. 30 76. 0 0.3Q 0. 00 2 .40 � 0. 63 . 2b . 30 33 2 . 20 72. 0 0. 10 0. 10 2 . 40 � 0. 48 . 32 . 30 '� � . 10 77 . 0 0. 20 0.00 2 . 40 J 0. 68 . 25 . 30 :� 9 .30 76. 0 0.20 0. 00 2 .40 � 0. 63 . 26 . 30 3`6 1.70 77 . 0 0. 10 0. 00 2 . 40 + 0. 68 .25 . 30 37 7 ,10 78. 0 0. 10 0. 00 2 . 40 J 0.72 . 24 . 30 a3 14 . 80 71. 0 0.10 0. 00 2. 40 � 0 . 44 . 34 . 30 _� 2 . 00 84 . 0 0. 10 0. 00 2 . 40 � 1. 04 . 16 . 10 •----------------------------------------------------------------------------- Travel time from subarea outfall to composite watershed outfall point. Total area = 108 .40 acres or 0. 1694 sq.mi Peak discharge = 35 cfs »» Computer Modifications of Input Parameters ««< ----------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p �escription (hr) (hrj (hr) (hr) (Yes/No} Messages =---------------------------------------------------------------------------- - 0. 60 0.00 0.50 0. 00 No -- 0. 29 0. 00 0.30 0. 00 No -- ; 0. 11 0. 06 0. 10 0. 10 No -- � 0. 17 0. 00 0.20 0. 00 No -- 0. 20 0. 00 ** ** No -- f 0. 13 0. 00 0. 10 0. 00 No -- > 0. 10 0. 00 ** ** No -- � 0. 10 0. 00 ** ** No -- 0. 10 0. 00 ** ** No -- =---------------------------------------------------------------------------- : Travel time from subarea outfall to composite watershed outfall point. Tc & Tt are available in the hydrograph tables. :,,a Quick TR-55 Version: 4. 03 5%N: 87010875 Page 2 of 6 TR-55 TABULAR HYDROGRAPH METHOD Type 22 Distribution �� (2 4 hr. Duration Storm)� Executed: 12-01-1990 11: 18:57 � Watershed File --> A:SPRAD100.WSD Hydrograph File --> A:SPRAD100.HYD SPRADDLE CREEK SUBDIVISION , - DEVELOPED HYDROLOGICAL ANALYSIS 100 YEAR STORM ..-$ , ; - »» Summary of Subarea Times to Peak «« Time to Peak at � Peak Discharge Composite Outfall _� subarea (cfs� (hrs� � B1 17 12 .4 B2 5 12 . 3 B3 1 12 . 1 B4 4 12 . 2 B5 6 12 .2 B6 2 12 . 1 B7 7 12 . 1 B8 10 12. 1 B9 3 12 . 1 _r Composite Watershed 35 12 .1 � � ,s _� , � a � :� � � � s q � � / f'� ,'� - `Quick TR-55 Version: 4 .03 ;��N: 87010875 � � � � � Page 3 0� 6 TR-55 TABULAR HYDROGRAPH METHOD - Type II Distribution (24 hr. Duration Storm) � Executed: 12-01-1990 11;18:57 �Watershed File --> A:SPRAD100.WS,D Hydrograph File --> A:SPRADl00.HYD A -- SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS . 100 YEAR ST�RM Composite Hydrograph Summary (cfs) Subarea I1. 0 11.3 11.6 11.9 12 . 0 12 . 1 12 .2 12.3 12 .4 ":�escription hr hr hr hr hr hr hr hr hr - ,----------------------------------------------------------------------------- 1 0 0 0 0 0 2 6 12 17 ?. 0 0 0 0 1 2 4 5 4 ;� 0 0 0 0 0 1 1 1 1 f�� 0 0� 0 � 0 1 3 4 3 1 � 0 0 0 0 2 5 6 5 3 0 0 0 0 1 2 1 0 0 0 0 0 1 5 7 4 2 1 3 0 0 0 2 6 10 5 2 2 ' 0 0 0 1 2 3 2 l 0 �ta:i �(cfs) 0 0 0 4 18 35 33 31 29 '4 .�� ; Subarea 12.5 12 . 6 12 .7 12 .8 13 . 0 13 . 2 13 .4 13 . 6 13 .8 �ascription hr hr hr hr hr � �hr hr hr � hr�� ; 17 15 12 9 6 5 4 3 3 ' 2 2 1 1 1 1 1 1 1 _ � 0 0 0 0 0 0 0 0 0 1 1 1 1 1 0 0 0 0 � 2 1 1 1 1 1 1 1 1 j � � � � 0 � � 0 0 �1 1 1 1 � 1 1 1 1 0 2 1 ]. 1 1 1 1 1 1 ; 0 0 0 0 0 0 0 0 0 =---------------------------------------------------------------------------- tal (cfs) 25 21 17 14 11 9 8 7 6 � � f � � i � � , y � . . ; 'Quick TR-55 Version: 4 . 03 �,N: 87010875 "" Page 4 of 6 � TR-55 TABULAR HYDROGR.APH METHOD - Type II Distribution (24 hr. Duration Storm) Executed: 12-01-1990 11: 18 : 57 �Watershed File --> A: SPR.ADl00 .WSD Hydrograph File --> A:SPR.ADl00.HYD SPRADDLE CREEK SUBDSVISION DEVELOPED HYDROLOGICAL ANALYSIS 100 YEAR STORM - Composite Hyd�ograph Summary (cfs) - Subarea 14 . 0 14 .3 14 . 6 15. 0 15. 5 16. 0 16.5 17 . 0 17.5 Description hr hr hr hr hr hr hr hr hr :----------------------------------------------------------------------------- 3 2 2 2 2 2 1 1 1 2 0 0 0 0 0 0 0 0 0 :� 0 0 0 � 0 � 0 0 0 0 0 ; 0 0 0 0 0 0 0 0 0 � 1 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 ----------------------------------------------------------------------------- ta-�� 'cfs) 5 2 2 2 2 2 1 1 1 , �----------------------------------------------------------------------------- Subarea 18 . 0 19. 0 20. 0 22 . 0 26. 0 ?�escription hr hr hr hr hr --------------------------------------------------------- ------------------i i i i o x � o 0 0 0 0 0 0 0 0 0 = o 0 0 0 0 �� o 0 0 0 0 { o 0 0 0 0 � o 0 0 0 0 0 0 0 0 0 ; o 0 0 0 0 �tal (cfs) 1 1 1 1 0 3 3 l i i t N� � � �uick TR-55 Version: 4 . 03 S/N: 87010875 Page 5 of 6 TR-55 SABULA.R HYDROGR.APH METHOD Type II Distribution „ (24 hr. Duration Storm) Executede 12-01-1990 11: 18;57 iaatershed File --> A:SPR.ADl00.WSD HydrQgraph File --> A:SPR.A.Dl00.HYD SPR.ADDLE CREEK SUBDIVISION ' DEVELOPED HYDROLOGICAL ANALYSIS �; � 100 YEAR STORM Time Flow Time Flow �'�� (hrs) � (cfs) � (hrs) (cfs) l 11. 0 0 14 . 8 2 11. 1 0 14 .9 2 ' 11. 2 0 15. 0 2 A 11. 3 0 15. 1 2 11. 4 0 15. 2 2 11. 5 0 15. 3 2 11. 6 0 15. 4 2 11. 7 1 15 .5 2 11. 8 3 15. 6 2 11. 9 4 15 .7 2 12 . 0 18 15. 8 2 12. 1 35 15.9 2 ` 12 . 2 33 16. 0 2 - 12 . 3 31 16. 1 2 12 .4 29 16. 2 2 �; 12 .5 25 16. 3 1 ;; 12. 6 21 16. 4 1 12 .7 17 16.5 1 -� 12 . 8 14 16. 6 1 � 12 . 9 12 16.7 1 � 13 . 0 11 16. 8 1 13 . 1 10 16.9 1 =� 13 .2 9 17. 0 1 � 13 .3 8 17. 1 1 13 . 4 8 17. 2 1 � 13 .5 8 17 . 3 1 ' 13 .6 7 17 . 4 1 � 13 .7 6 17.5 1 � 13 .8 6 17. 6 1 13 .9 5 17.7 1 14 .0 5 17.8 1 14 . 1 4 17.9 1 14.2 3 18 . Q 1 14 .3 2 18 . 1 1 � 14. 4 2 18 . 2 1 14 .5 2 18 . 3 1 14 . 6 2 18 .4 1 J � 14 .7 2 18 .5 1 �;:� i �Quick TR-55 Version: 4 . 03 SJN: 870i0875 Page 6 of 6 TR-55 TABULAR HYDROGRAPH METHOD - Type II Distribution ��° {24 hr. Duration � St�rm) � , Executed: 12-01-1990 11: 18 ;57 Watershed File --> A:SPRADIOO.WSD Hydrograph File --> �c5PRAD100.HYD SPRADDLE CREEK SUBDIVISION DEVELOPED HYDROLOGICAL ANALYSIS l00 YEAR ST�RM �� , � ,# ' 3 .� :g Time Flow Time Flow :.z, ` (hrs) (cfs) (hrs) (cfs) a� is .6-----------i aa .4-----------�- z .� is . � i aa . 5 i is. 8 i aa . 6 i � is .9 i Za .� i ig . o i aa. 8 i � ig. i i aa .9 i ig. a i a3 . o i ig. 3 i a3 . i i ig.4 i a3 .a i 19 .5 1 23 . 3 1 19 .6 1 23 .4 1 19.7 1 23 . 5 1 _ �`.�` 19. 8 1 2 3�. 6 1. .,,, 19. 9 1 23 .7 1 '� 20. 0 1 23 . 8 1 z �=� 20. 1 1 23 . 9 1 20.2 1 24 .0 1 '� 20. 3 1 24 . 1 0 20.4 1 24. 2 0 v 20.5 1 24 . 3 0 -� 20. 6 1 24 .4 0 �, ' 20.7 1 24 .5 0 - 20.8 1 24 . 6 0 20.9 1 24 .7 0 21. 0 1 24 . 8 0 � ' 21. 1 1 24. 9 0 21. 2 1 25. 0 0 ; 21.3 1 25. 1 0 � 21.4 1 25.2 0 -' 21.5 1 25. 3 0 21. 6 1 25.4 0 { 21. 7 1 25.5 0 : 21. 8 1 25. 6 0 21. 9 1 25.7 0 i 22 . 0 1 25.8 0 � 22 . 1 1 25. 9 0 22 . 2 1 � 22. 3 1 s � 0 i ; '� : >� , � � CALCULATIONS .p � , � '3 ::! . .� � gf X :�� :�: 1 � �S ! i i � � i � s s d E t I �.. � i I ,� �°�� :�ZADDLE� CREEK SUBDIVISION � � � PRECIPITATION AND SNOWMELT RATES FREQUENCY PRECIPITATION SNOWMELT (years) (inches) (cfs/acre) ' --------- ----------- ---- ---- 2 1. 0 0. 040 5 1. 4 0. 048 - 10 1. 8 0. 057 25 1.9 0. 067 - 50 2 .2 0. 072 100 2 .4 0. 080 10 YEAR 10 YEAR 10 YEAR SUB- AREA SNOWMELT RUNOFF SNOWMELT BASIN (acres) (cfs) (cfs) + RUNOFF Bl 57 .9 3 .30 4 7. 3 B2 8. 3 0.47 2 2 .5 , B3 2.2 0. 13 0 0. 1 . B4 5.1 0.29 2 2 .3 B5 9. 3 0.53 3 3 .5 B6 1.7 . 0. 10 1 l. l _ B7 7. 1 0.40 4 4. 4 B8 14.8 0.84 2 2.8 B9 2 . 0 0.11 2 2.1 � :� �� ;i :�� , ; f ; i � � � i i I � � � \Ij� � � � . CLIENT "�r`' JOB NO.I 'D �` ,',�NC � PHOJECT J I�+'\� G�G"IIACCUlAT10N5 FOR �� : Engineering Consultants MADE��X DATE�CHECKEDBV DATE SHEET OF � �., ^ �� .. _____.�..,� � ' � � � � — -'-- , � .. � - - _ . . . . �. , �... .,_i --.; ... -� . �-�-�� - - - � �' � � ` � . .._ - . �- � ' - ; � � I "-� � . � � { i, _. -1 ' �^ .-j . . . , 1 � .,, .... ..., . � �. I . �� , �� . ,.} . 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WEIR SECTIGN FL�)�a DATA L�}4�'EFi �rR.�L�L'LF c'.b:EEIi ;;FT?Ii�iEr�T_yTT±:?t�� fittt]r+ i�t�F�'FL+..='i`i t^�EIfi � . � WEIR COEF . < 3 �,�� 5TA ELEV � ----- ----- �s.t� 1�7�7.�� ' .5�3 99 . 3� � 7 .��1 99 . 33 " �� ._C� ' lk�s�3.i�� .� •= ELE��ATIC}N L}I�'CHA�GE {f�et) (c:f�) 99 . � 5�.� , �9 . 4 �. �, 99 . 5 1 . 6 99 . C 3 .i� .._ �_ 99 . 7 4 . 7 ��1 " 6 . 9 . �� r•,9 7 99 . 9 9 . 3 ,, � ''� `A� , -� , 4 ,,...i } a � ,s � ;�� ,' ), i �..i „ � , � �.�� , , T � _ _ � ....� . ., � _. , . , ;.__ti..;s w.�.:.:.� ,�,,,< .. , _ � � . _ , � ; : �. � � 1�� G�:�.� �.,_..__. �---� �,.ww.�.;� a_�, �,_ ._.:____ ' -- "� ; 600 '' . . �- . . • ' •• 500 : . : : ,: . . : ; • . ,.• 400 ' ' ' •` cn .� , , , u.. • • . .• U ' • ' � . . . �300 • . , . : . w . : : ' :' ' ' .••' (/Y3 ; : :� . :•' f mouAL ..••'� �3-. � � �� i QV�(�,c/�� Q . �� ' 2 • • e • • U • � : ' � ••'• . � cA ' • ' • ' •• : • : • ' .•' . . . C] � ' � ' � • .•' . • . ; . � • � ; : ; • : : . 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FIGURE 111 -21 , � J 68 . ��7 -� :.� _ :� � �•;��t � � �; �CHAI�T� �� eo �o,000 ;'.�� ; .: ; �se e,000 EXAMP�.E (I) (2) (3) :..� i5s � s. ._., & 000 p•42 inch�t (3.3 t��f) • s. �qq 5,000 Q'�20 ct� � - 5. � 4,000 � � nw 6� 5. \: i 132 � D fut � �'=i 120 3,000 (�) 2.s e.s 5. 4. ..; 4. 2,000 (2) 2.1 7.� ':��. i oa c3� 2.2 �.� a. �° t , a. *n in t..t 3• -;'qi 96 1,000 3. ,"1 800 $4 � � ----> ---► r�i 600 /// 2. 2— .�� 500 � 72 400 � 'Q 2. _ U 300 E�'�/ 1.5 z � / � J.5 : u n ip,'-; Z &o � 200 � � i.5 � �;;. � ��.�_ ? W � 54 � � '" v � a � o ;- `;�� w 48 �w I00 qr ;,. > � ¢ 80 z J Q = :; 2 F- � /2 � 60 W I.0 I.0 '►u�'{, 0 0 50 HW ENTRANCE ° �'!!' '`' ao . SCA�E � i.o �� r�;: � � TYPE W a��;: .9 .9 ; c'i;. _ w 36 30 (�)/ . Squar��dp�witA Q 'I.-: � 33 h.odwall � .9 ;� a ' .t;; p 20 I�) Groor� �nd wifA W ;�`si;; 30 n.aa.o�1 x ,g :''� .8 t'3s ,� j,.. '. I3) Groor� �nd' .6 = ,;�, 27 DroJ�etlnq �- .�� ;r,, I 0 �:G:' `.ii: 24 .7 .T. ';;i�•= _ 1 ,� -,:: .�-;: 6 To u�� stal� (2) or(3)Dro)�tt 2 I 5 Aorizontally lo scal� (I),tA�n .1'�' 4 ut� stralpht inelin�d Itn� throuqh `��.. _ D and Q seal�s,or nr�rs• as ,6 ` illustrat�d. .6 I,"_ f8 3 g ;;'.,; .,;, 2 ��`, _ :f; 15 'i; . i. ` ,5 ;�: t.0 •5 '� i ' � ;.: � 12 HEADiNATER DEPTH FOR �� `� HEADWATER SCALES 2d3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAN.1963 � ... � 1 g 1 1 .�,. ;�i' Pr�cedin '�`� _ g page blank � r K�echlein Cc�nsul�ing Engineers � * Consulting Geotechnical Engineers -� 1019 �th Street • Suite 101 • Golden, Colorado �0401 (303) 278-2232 December 7, 1990 George N. Gillett, Jr. c/o Vail Associates P.O. Box 7 Vail, Colorado 81658 Attention: Mr. Joe Macy Subject: Road Design Spraddle Creek Subdivision Vail, Colorado Job No. 90-44 Gentlemen: As requested by Mr. Stan Myers of RBD, Znc. I have calculated a pavement - section for the road, reviewed compaction requirements for fill, reviewed construction in the debris fill area, reviwed any special construction con- siderations, and prepared a detail for clay cutoff collars around underground pipes. The purpose of this letter is to discuss these subjects. The Town of Vail design criteria for roads is the group index method. A review of laboratory tests on the soils sampled at the site which could be used for fill and could be at the bottom of potential cuts were reviewed. The results of these tests indicated that a group index of 0 was applicable for the on-site soils. Based on this group index, a CBR of 8 was estimated. Pavement sections were calculated using the estimated CBR of 8 and a DTN of 10. Two flexible pavement sections are possible: a full depth asphalt section of 5 inches or an asphalt and base course section consisting of 3 inches of asphalt underlain by 6 inches of base course. The base course should consist of a Class 5 or Class 6 aggregate base compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557, AASHTO T-180). The asphalt should be compacted to at least 95 percent of maximum Marshall density. The preparation of the subgrade and compaction of the aggregate base course and asphalt should be observed and tested. The compaction requirements as well as other considerations for fill are dis- cussed in the report, Job No. 90-44 dated August 22, 1990. The compaction recommendations on Page 9 require that all fill should be placed in thin loose lifts, moisture conditioned, and compacted to at least 90 percent of the modi- fied Proctor maximum dry density (ASTM D-1557) or 95 percent of the standard Proctor maximum dry density (ASTM D-698). Mr. Joe Macy December 7, 1990 Page 2 We recommended the debris fill that exists in the area of the horse stables be removed for construction of the roadway. In my opinion, the debris fill would need to only be removed from beneath the proposed roadway and any fill outside that area could remain. If some of this fill is left in place, then cut slopes into the debris fill could occur. I estimate the slope for these cuts may be approximately 1.5 to 1 (horizontal to vertical), however, it is depen- dent upon the materials exposed and their ability to stand on a slope. These fill materials are not natural and, therefore, they can have quite variable engineering properties because t�ey were placed in a loose state. These slopes would probably be temporary since I anticipate the new road fill would be constructed against these slopes. Special considerations during construction are generally discussed in the sections "Cuts" and "Fills" on Pages. 7, 8 and 9 of the report, Job No. 90-44 dated August 22, 1990. These considerations included the excavation in bed- rock, acceptable size of fill material, and benching on side slopes for con- struction of fills. . All of these considerations need to be presented in the specifications or a copy of the report provided to the contractors. Where pipes are installed on steeply sloped areas, it is desirable to reduce the potential for erosion beneath pipes. This can be accomplished by installing clay cuto�f collars around the pipes in specified locations. The purpose of the collars is to reduce the flow of water beneath and around the pipe. The clay collars should be at least 2 feet in width, extend beneath the pipe at least l foot into natural soil, and extend at least 3 feet above the top of the pipe. The clay collar should consist of an approved clay soil. The clay soil should be carefully compacted around the pipe to at least 90 percent of the standard Proctor maximum dry denstiy (ASTM D-698). The attached figure provides a detail for construction of a clay cutoff collar. I appreciate the opportunity to provide this service. If I can be of further service, please contact me. Sincerely, �P�p�REG�s.cc o.•�N.KuF�,.�qF KOECHLEIN CONSULTING ENGINEERS .�,, ,p ti . n v."',� �M: �/�� Z�tL:p ` ►1/ �� +�i �� :tui �o� s'4„Y William H. Koechlein, P.E. O,� .�c ':� .� ,�, °•�.00..•° ��.jy President �rr:�'�� t�"� .e:,..--.,�.�.i�4. ,,�}°t� `w:+�ti�:::_::'�:i�""� WHK/gk cc; RBD, Inc. - Stan Myers cc: RBD, Inc. - Kent Rose , TRENCH . � BACKFILL � 1 I . I I CLAY COLLAR � � I I � , 3' � ' ! I i i � � � l I j � i I I � i PIPE ' , i ; � � � � �- - - - - - - -� NOTES : � -�- � • CLAY SOIL SHALL CONSIST OF AT LEAST - CLAY 709G PASSING NO, 200 COLLAR j SIEVE WITH A ' PLASTiC1TY INDEX OF 10. BACKFILl. 3' 2. CLAY SOIL SHALl. BE COMPACTED TO AT LEAST 9096 OF THE � STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698). PIPE BEDDING NATURAL -�- SQIL � 2' ` � CUTOFF COLLAR DETAIL JOB NO. 90-44 �. I�aechle�n Cansulting Eng�neers Consulting Geotechnical Engineers � 1019 8th Street • Suite 101 • Gotden, Colorado 80401 (303) 27$-2232 September 13, 1990 Vail Associates, Inc. P.Q. Box 7 Vail, Colorado 81658 Attention: Mr. Joe Macy Subject: Retaining Wall Design Spraddle Creek Subdivision Vail, Colorado Job No. 9Q-44 Dear Joe: In a telephone conversation on September 12, 199Q John Tryba of Retention Engineering and I discussed preliminary design for the retaining walls at the j subject site. The purpose of this letter is to document the preliminary Y design criteria discussed in the telephone conversation. The subsurface soil conditions found beneath the roadway alignment typically were silty, clayey, gravelly sand with cobbles and boulders. These soils were generally medium dense to very dense. In our opinion, the following can be used for preliminary design of the retaining walls: angle of internal fric- tion � = 35 degrees, "active" equivalent fluid pressure = 35 pcf for hori- zontal backfill condition, and allowable soil bearing pressure = 5,000 psf. These values are to be used in making a preliminary design for the retaining walls at the Spraddle Creek Subdivision site. I appreciate the opportunity to provide this service. If I can be of further service, please contact me. Sincerely, y4QPOp�K��S.�, KOECHLEIN CONSULTING ENGINEERS p:�q� �F�'y9`�o Vv.�� `��l U n . �iJ �trii {,� • i�� .�u.�-r�.+ :�'j 1.�� 'Z•� • s William H. Koechlein P.E. �: ��,�" President � �'��s'�••,,•••e��•`�>f` s,�,�;;,� ,� WHK/gk (1 copy sent) � cc: RBD, Inc. - Kent Rose cc: Retention Engineering - John Tryba GEOTECHNICAL INVESTIGATION . PROPOSED ROAD SPRADDLE CREEK SUBDIVISION VAIL, COLORADO ,M_�>.,. . PrPgared for: Vail Associates, Inc. P.O. Box 7 Vail, Colorado 81658 Attention: Mr. Joe Macy - Job No. 90-44 August 22, 1990 TABLE OF CONTENTS SCOPE 1 PROPOSED CONSTRUCTION 1 SITE CONDITIONS 2 INVESTIGATION 3 SUBSL'RFACE CONDITIONS _ C� SITE DEVELOPMENT . 6 ROAD CONSTRUCTION 6 Cuts 7 Fill 8 Retaining Walls 9 � Existing Fill 9 Road Switchback 10 Soft Subgrade 10 , UTILITIES 11 CONSTRUCTION PRECAUTIONS 12 DRAINAGE 12 LIMITATIONS 12 VICINITY MAP Fig. 1 LOCATION OF EXPLORATORY BORINGS Fig. 2 DESIGN AND CONSTRUCTION CONSIDERATIONS Fig. 3 LOGS OF EXPLORATORY BORINGS Fig. !+ GRADATION TEST RESULTS Fig. 5 SCOPE � This report presents the results of an additional geotechnical investigation for the proposed roadway for Spraddle Creek Subdivision, Vail, Colorado. The approximate location of the site is presented on the Vicinity Map, Fig. 1. The report presents design and construction criteria for the proposed roadway. The report is based on conditions disclosed by exploratory borings performed for this investigation as well as previous investigations, results of laboratory tests, engineer- ing analyses of field and laboratory test data, and our experience with similar subsurface soil conditions. The design and construction criteria presented in this report is based on the site grades as pre- sently planned. If the grades and alignment for the roadway are changed, we should review the plans to evaluate their �nfluence on our recommendations. PROPOSED CONSTRUCTION The present plans are to construct the proposed roadway shown on Fig. 2, which will provide access to 14 residential lots. In addition, a water tank and utilities are planned �for the subdivision. The road construction as presently planned will result in cuts as much as 30 feet below existing grade and fills as much as 25 feet above grade. These large cuts and fills are only for short segments of the road and amount f ^�_ to about 15 percent of the total length of the road. Retaining wall systems have been designed for the cuts and fi11s to reduce the extent and limits of the cuts and fills. Slopes of 1,5 or 2:1 (horizontal or vertical) are planned for the shallower cuts and fills. Below grade utilities planned for the development are sanitary sewer and water. SITE CONDITIONS The proposed subdivision is located northeast of the main Vail interchange for Interstate 70 as shown on Fig. 1. The proposed subdivi- sion is on a south-facing slope with slopes ranging fr�m 15 to 100 per- cent. A difference in elevation of about 600 feet occurs across the site. Access to the site is presently on a dirt road which traverses the property in east west as well as north south directions. Cobble and boulder size materials are exposed on the ground surface throughout the site as we11 as in the cuts for the existing dirt roa�!s. Vegetation on the site consisted of natural grasses, weeds, brush, pine trees, ' and Aspen trees. Drainage of the property is in a southerly direction with Spraddle Creek flowing across the northwest corner of the subdivision in a southwesterly direction. The only development adjacent to this property is a horse stable located outside the southwest corner of the subdivision. -3- INVESTIGATION The subsurface soils have been investigated at selected locations along the roadway alignment. Three investigations have been conducted to evaluate the subsurface conditions and the results of these investi- gations are presented in reports by CTL/Thompson, Inc. dated February 28, 1984, Job No. 9930, Koechlein Consulting Engineers dated December � 17, 1985, Job No. 85-26 and this investigation. Another investigation to evaluate the subsurface conditions on the individual subdivision lots has been conducted by Koechlein Consulting Engineers dated August 23, 1990, Job No. 90-30. The four borings (TH-7 thru TH-10) . for this investigation were drilled using a track-mounted drill rig. The holes were advanced using a 6-inch diameter continuous flight power auger and a down hole air hammer. The air hammer was used to advance the holes through boulders. Soil samples were obtained using a standard split spoor_ sampler. The depth of borings for this investigation ranged from 15 to 39 feet. Drilling operations were supervised by our field engineer who logged the borings, visually classified the soils sampled and obtained samples for laboratory testing. Graphical representations of the boring logs, results of field penetration resistance tests and lahoratory test data obtained for this investigation are presented on the Logs of Exploratory Borings, Fig. 4. Samples obtained in the field were returned to our laboratory for . additional visual classification and testing. The test program included -4- natural moisture content and gradation. Results of the laboratory tests are presented on the Logs of Exploratory Borings, Fig. 4. Gradation test results are presented on Fig. 5. SUBSURFACE CONDITIONS The subsurface conditions o�bserved in the 12 exploratory borings drilled along the roadway alignment as well as the 14 borings drilled on the proposed subdivision lots were similar with exception of exploratory borings TH-7 thru TH-9. The subsurface conditions observed in the exploratory borings TH-7 thru TH-10, which were drilled for this inves- tigation, are presented on Fig. 4. � The subsurface soils along the road alignment generally consisted of topsoil to depths of 2 to 4 feet underlain by medium dense to very dense, silty, clayey, gravelly sand with cobbles and boulders. Several of the borings drilled for the proposed road were drilled in accessible locations along the existing dirt road, therefore, many of these borings do not indicate topsoil. However, topsoil to depths of 2 to 4 feet was found in the borings drilled for the subdivision lots. The cobbles and boulders generally caused drill rig refusal in advancing the borings as well as slow drilling. Based on observations of boulders on the ground surface and drilling of boulders, we anticipate the boulders could vary in size from 1 foot to greater than 6 feet. Beneath the sand soil a sandstone and shale bedrock was found at depths of 18 to 45 feet. r ^� -5- The subsurface conditions observed in exploratory borings TH-7 and TH-8 indicated manmade fill to depths of 12 and 16 feet beneath the existing ground surface. The fill included soils consisting of a silty, clayey, gravelly sand with cobbles and boulders and concrete and rebar debris. Based on available information, the fill was randomly placed without compaction and the site was not stripped of topsoil prior to placing the debris and soil fill. � Exploratory boring TH-9 indicated a soft to medium stiff, silty, sandy clay. In our opinion, these soils were deposited by an old land- slide. The landslide was small and is presently stable. The laboratory testing conducted on the silty, clayey, gravelly ' sand for this investigation indicated the soils are relatively dry and contain 31 percent silt and clay size particles. The laboratory testing for the previous investi?ations indicated silt and clay size particles ranging from 16 to 46 percent and a plasticity index ranging from non- plastic to 6. No measurable free ground water was observed in the borings drilled for this investigation. However, higher moisture contents were observed in the soils at a depth of about 1Q feet in exploratory borings TH-7 and TH-8, which indicates a potential for water to develop at these depths. PVC pipes were installed in borings drilled for a previous investiga- tion. The PVC pipe installed for exploratory borings TH-2 and TH-5, which are located along the road alignment, were inspected for water, Free ground water was measured in exploratory borings TH-2 at a depth of -6- 30 feet and no water was found in exploratory boring TH-5. No water was found in our borings at proposed road grades, however, water is present beneath the site and it often will flow through localized zones in the soils and is not found until the soils have been excavated. SITE DEVELOPMENT A preliminary engineering geology and subsoil investigation was conducted at the site by CTL/Thompson, .Inc. and the results were pre- sented in a report dated February 28, 1984, Job No. 9930. In addition, recently the site was investigated for geological engineering hazards and the results of that investigation are presented in a report by E.O. Church, Inc. The general conditions influencing the development of this subdivision are discussed within the reports by CTL/Thompson, Inc. and by E.O. Church, Inc. The discussions presented in the reports should be evaluated and followed during the design and c_nnstruction of the roadway for this site. RO�D CONSTRUCTION The proposed road is planned for construction in the location shown on Figs. 2 and 3. Location of the road is sLCh that it will generally be constructed on natural slopes ranging from about 15 to 50 percent. Present plans indicate the largest fills will be as high as 25 feet and the deepest cuts will be as much as 30 feet. Retaining wall systems are being designed for the cut and fill soil slopes. -7- Cuts The subsurface conditions beneath the site were relatively uniform and generally consisted of 2 feet of topsoil underlain by a dense, silty, gravelly sand with cobbles and boulders. Bedrock consisting of sandstone and shale was found at depths varying from 18 to 45 feet. The topsoil and soil found on the site can be excavated with conventional construction equipment. The topsoil should be discarded or stockpiled for use in landscaping. We anticipate a significant amount of cobble and boulder size material will be found in the excavated soils. Some of the larger boulders may need to be blasted in order to move *_hem. Beneath the soil a shale and sandstone bedrock was found. The depth of one of the cuts is about 28 feet where bedrock was found at 18 feet. The approximate location where we anticipate encountering bedrock at subgrade elevation is shown on Fig. 2. It was possible to drill the bedrock with a continuous flight power auger which tends to indicate the rock can be excavated with construction .equipment. However, sandstone generally requires blasting to be removed. Free ground water was found in 2 of the 12 borings drilled along the road alignment. The ground water was found at the soil and bedrock interface. No water was found in the area of the deepest cut where bedrock will be encountered. However, free ground water typically can travel through different layers and zones beneath mountain sites, there- fore, it is possible that some free ground water could be found in the excavations. When this occurs we should be contacted to evaluate the .,�.,;, ,--" � -8- conditions. Refer to our previous report dated December 17th, 19$5, Job No. $5-26 for additional design and construction criteria. ' Fill The excavated on-site soils and bedrock smaller than 12 inches are acceptable for construction of fills in embankments and behind retaining walls provided it meets the design criteria for the proposed retaining walls. Material larger than 12 inches may be placed at the base or toe of fills, however, care must be taken with handling these materials as discussed in the section "Construction Precautions". Gradation tests have indicated that the clay and silt size particles in the on-site soils range from 16 to 46 percent. Atterberg limit tests indicated the ; ` clay or silt size particles had a plasticity index ranging from non � plastic to 6. The recent borings were drilled off of existina dirt roadways and, therefore, topsoil was found. The thickness of topsoil ranged from 2 to 4 feet. All topsoil should be stripped from the road right-of-way before placing fill. The topsoil should be stockpiled for use in land- scaping or discarded. Boulders are anticipated in the excavated soils and they should be discarded or stockpiled for landscaping purposes. Significant shrinkage factors should be used when evaluating the balance of cut and fill to account for the topsoil and boulders that may need to be discarded. � -9- Construction of fills an slopes require benching to icey the fill into the natural soils. For slopes greater than 5:1 (horizontal to vertical) the benches should be cut in the natural soils before placing fill. The benches should be at least 6 foot in width. All fill should be placed in thin loose lifts, moisture conditioned, and compacted to at least 90 percent of the modified Proctor maximum dry density (ASTM D- 1557) or 95 percent of the standard Proctor maximum dry density (r1STM D- 698). Retaining Llalls Retaining walls are being planned for the larger cut and fills. The retaining walls are being designed and constructed by a firm specializing in retaining walls. Care should be taicen on the higher fills and deeper cuts to reduce the disturbance to adjacent property. The walls may be designed using an allowable soil bearing pressure of 5,000 psf when the walls are supported on the dense silty, gravelly sand with cobbles and boulders. The bacicfill to be placed behind the walls may consist of the on-site soils provided they meet the criteria for design of the walls. Existing Fill Fill exists on the site from previous construction. The location of the fill is along the existing dirt roadways and beneath the existing horse stable. In most cases the fill was not compacted and, therefore, - -10- has variable properties. We anticipate the soils along the dirt roads consist of on-site soils obtained from the cuts. The fill beneath the horse stable consists of on-site soils and concrete and rebar debris. . We understand the soils and debris placed beneath the stable were con- structed directly on the existing soils without removal of any topsoil. In our opinion, all existing fill along the proposed alignment should be removed and either discarded or, if acceptable material, used in the proposed embankments. Road Switchback . The reali�nment of the roadway has resulted in a portion of the road from about Sta. 33+20 to 39+30 extending off the property onto ' Forest Service land. Where this occurs a switchback has been designed. This portion of the road is located in an old landslide zone which is stable at this time. The approximate location of this area is presented on Fig. 3. The geology of the area was evaluated by E.O. Church, Inc. and a discussion of this geological engineering hazard is presented in a report by E.O. Church, Inc. The precautions made by E.O. Church, Inc. should be followed. It is important that adequate drainage be con- structed in this area so as not to trap any surface water. In addition, all fills constructed in this area need to be properly keyed and benched to the existing slopes. -11- Soft Subgrade . � Based on the exploratory borings and observations we anticipate that soft subgrade soils may occur in the 2 areas shown on Fig. 3 (Sta. 16+50 to 18+00 and Sta. 58+00 to 62+00). These soils may be soft due to high moisture content and they may not provide adequate support for road construction. If soft soils are found, they may need to be stabilized. Typically the method for stabilizing soils in the mountains is to overexcavate 2 or 3 feet and replace with coarse granular soils and/or manufactured stabilizing materials. The need and method of stabilization will need to be evaluated when soft soils are exposed, tidater flows in the drainage adjacent to the horse stable year round and could cause soft road subgrade soil conditions during construction. The surfac� water flowing in the drainage may need to be redirected during construction so that the retaining wall and fill can be con- structed. UTILITIES The subsurface soils within the depth of water and sewer utilities consist of topsoil underlain by silty, clayey, gravelly sand with cob- bles and boulders. Wherever possible, the topsoil should be separated so that it can be backfilled at the surface of the trench in greenbelt areas, The topsoil should not be mixed with other backfill. The cob- bles and boulders will make the excavation of trenches more difficult. Blasting or jackhammering of large boulders may be necessary to obtain ;�.�- � �.., -12- the required depth of trench. Compaction of backfill soils on steep � slopes is also difficult and requires benching of fill to obtain compac- tion. Care needs to be exercised in handling boulders and cobbles dur- ing excavation and backfill as discussed in the following section "Con- struction Precautions". CONSTRUCTIOV PRECAUTIOVS The on-site soils contain cobble and boulder size material. During excavation of soil and placement of fill, cobble and boulder size material will be moved. Due to the steep slopes that occur on this property, the cobble and boulder size material need to be carefully moved. Improper handling of the cobbles and boulders could result in '; their rolling down the mountain and landing on the interstate highway. DRAIV�GE Construction of the roadway- could change the surface drainage characteristics on the site. It is important that construction of cuts and fills do not impede the surface drainage. Surface water should not . be allowed to pond and saturate fills and subgrade soils. Saturation of these soils could result in unstable soil conditions and cause slope failures. Drainage is especially important in the area of the old land- slide. Care should be taken to provide proper drainage in this area since an existing drainage also occurs in the area as well as the old �. -13- landslide zone. In addition, vegetation should be reestablished as soon as possible to reduce the risk of surface errosion of cuts and fills. � LIMITATIONS Although our borings were spaced to obtain a reasonably accurate determination of the subsurface soil conditions along the roadway align- ment, variations in the subsurface conditions not indicated by the borings are always possible. In addition, the borings were drilled in accessible areas with a track-mounted drill rig. Many areas were not accessible with this type of rig and, therefore, subsurface conditions could possibly be different in the areas not investigated. The com- pleted excavations should be observed to verify the subsurface condi- tions are as anticipated by the e:cploratory borings. Placement and compaction of fill, as well as installation of retaining wall systems, should be observed and tested during construction. If we can be of further service in discussing the contents of this report, or in the analyses of the influence of subsurface conditions on the design of the proposed roadway, please call. KOECHLEIN CONSULTING ENGINEERS p.0� R`J%S P��N��Bn�� l� � � / �/� �j1 (�J�,, c��o4,l��.Kp��c° y ��(I.CX,�.(- �'�t� /� ��-e��.��- : ;; ��;° B �-� � :3 15962 z: William H. Koechlein, P.E. , President 9� �� i •� �•�� O� \ WHK/gk ��S�ONA�EN�'\ (2 copies sent) ;3 1 1 r ..♦ * ' . . . . ) • 1 , � . '� � � 1 , ' ` <� � 1� + � ' yl.. `,, \`�` "` � ��l��. .� •1 .�, � 1:1` � � .� � `�� . . f r�. 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'`'�-�._ r ' ,>` � �2.� .,... y+ - f`'w VIC�N�TY MAP JOB NO. 90-44 FIG. 1 eeoo a�oo -_ -- -- � aaoo aaoo eeoo - TH-B� �TH-112 i i � �r �� r� � � � � � � esoo � TH-b TH-1S 1 ��oo ` �� TH-4 TH-1� ¢ � � �, � � T�9 T -105 -115• ��#-° aaoo TH-110 � TH-104 � TH-108 LEGEND: SCALE: 1'n 200' { ' TH-107 � INDICATES APPflOXIMATE LOCATION OF EXPLORATOflY . .-� � BOflING3 DflILLEO FOR TH13 INVE3TIaATION (TH-7 THRU TH-t0? � TH-109 TH- TH-108 800 � INDICATES APPROXIMATE LOCATION OF EXPLOHATOHY �_ ' BOHINOS DRILLED FOR PREVIOl1S INVESTIOATION, 8300 � TH-� " �oe NO. 80-30 (TH-701 THHU TH-113) ; � I H-3 � INDICATES APPROXIMATE LOCATION OF EXPLORATORY �-- � OTH-� � � BOHINOS DRILLED FOH PHEVIOUS INVEST�GATION, T��B. .. -�7 � '�'�{-.2 \TH-2 JOB NO, 85-28 (TH-7 THHII TH-8) y TH-1 O ' TH-10 . � . T � . " Q IND{CATES APPflOkIMATE LOCATION OF EXPLORATORY TH-3 BORINGS DRILLED BY CTL/THOMPSON FOR PflEV10US . asoo , . � ^�-�� INVESTIGATION (TH-7 THHU TH-3) � INDICATES TpEE LINES ---- INOICATES PHOPEHTY LINES � �' ,zt��' ti� � __ __ - 1NDICATE3 CONTOUH LINES . .� � �R�GkT.OF � 8400 1. "'A v i • � aaoo NOTES: �. � �, TH13 FIaURE WA3 OBTAINED FflOM A DRAWINO . � PREPARED BY RBD, INC.DATED A.l1OU3T 4, 1990 ' �" � 2. REFEfl TO FIO. 4 FOfl LOGS OF EXPLORATOflY BORINO$ . ORILLED FOR TH43 IµVESTIOATION LOCATION OF EXPLORATORY BORINGS JOB NO, YO-44 ' . F14• Z t i` seoo eroo � eaoo asoo N aeoo — -- -- � . i i� I • � �� I u eaoo �, " e�oo 0 0 , � � q � � Q 8400 � LEGEND: sc��e: t'� 200' I , , � INDICATES APPROXIMATE LIMITS OF EXISTING FILL WHICH CONTAINS CONCRETE AND REBAR DEBRIS, -y Y � � +�, � " . 8800 INDICATES APPROXIMATE UMITS OF STABLE LANDSLIDE ZONE, - � � . � REFER TO A REPORT BY E. O, CHURCH,INC.FOR DISCUSSION OF � � 8300� � THE GEOLOQY FOR THIS AREA. ' I � , � INDICATES APPROXIMATE LIMITS OF POTENTIAL SOFT � � � SUBaRADE AT PqOPOSED ROAD ELEYATION, E r — � � _ � - _ � INDICATES APPROXIMATE LOCATION OF BEDROCK AT 7 � � SUBGRADE ELEVATION �� ' __ _ _ _ 8500 - INDICATES TREE LINES - ---- INDICATES PROPERTY LINES ' . INDICATES CONTOUR LINES �� 1�7p __ �_ A�akr o� asao NOTE: ` k'�p � � � � THIS FIQURE WAS OBTAINED�FROM A DRAWINd ! � � � �� PREPARED BY RBD, INC. DATED AUdUST 4, 1990 t 8300 DESIGN AND CONSTRUCTION CONSIDERATIONS JOB NO, 00-44 FId, 3 TH-7 TH-8 TH-� TH-10 � � LEOEND: ~ :�' � FILL, Gravel & cobble, sandy, � ¢AY, Silty, sandy, very moist, p-� clayey, concrete, rebar, moist soft to mediisn stiff,'brcwn, i 5 25/4 5 to wet dark brovm ..:� :.. . � GRAVEL, Sandy, clayey, moist, � 'IOPSOIL, Sand, silty, organic, fvery dense, brown moist, dark brown, occasional I cobble and boulder f l0 7/12 •,t• 28/6 10 � eOULDER � WEr1THEEtED BIDROCK, Sandstone, moist, hard, red brown FILL SAND, Clayey, moist to wet, BIDRCCK, Sandstone, Shale, moist, � � < � � scattiered cobble and gravel � very hard, gray, red brown 30/1 39/,6 15 hC=5.0 15 -200=31 � SAND, Silty, clayey, gravelly, � Drive Sample. The symbol 25/4 moist, medium dense to very indicates that 25 blaws of a 140 dense, brown harmier falling 30 inches were required to drive a 2.0 inch O.D. ~ 25/0 F' sampler 12 inches. W 20 20 W w � uW. NOTES; Z Z _ = 1. The exploratory borings were drilled on July 31 and August 1, 1990 using `,. a 25/0 �"' a 6" inch diameter wntinucus flight po�.�er auger and an air haa�rer W ZS Z5 W on track-mounted drill rig. � � 2. No free ground water was found in the borings at the time of drilling. � How�ever wet soils wEre found at depths of 9 to 12 feet in exploratory " borings TH-7 and TH-8. 3. These boring logs are subject to the explanations, limitations, and 30 30 canclusions as contained i� this report. 4. iaboratory Test Results: lVC - Indicates natu[al moistu[e content (�). -200 - Indicates percent passing a No. 200 Sieve (�) � 35 35 � , i. 40 40 j } i ,_ 45 q5 LOGS OF EXPLORATORY BORINGS J B NO,YO-44 F1a. � <� KOECHLEIN CONSULTINQ ENt31NEERS HY T R R Y SIEVE ANAlYSLS 25 t+R. 7++R TMAE READMVGS U S STNVD�►pD SER�ES CLfAR SOUARE OPENWGS 43MN ISMN 60MIM 19MN �MIN iMtM '�QQ '1 'S0'40'30 '16 '1 '8 '� .Le' 3(�' th' 3' S• • B' �� I ' � p 00 tp � � � SO � '� 30 � � � a � � ,� z a + ' a z � � z k eo � i � f t � a �c �o I I 1 � � �o J I I � o ,00 ��'1 � �p5 000 0+9 C3' 0'4 149 29' ��0 1?G 2 0:3d s'C o 52 1v 1 36! ;6 2 127 200 :d2 152 p�AME?£R OF p��-'C� rv MILU!�tEiERS �"?.t,��T�Ci iO Sll';YCN-PLA$iiCi � �"� � uRAVEL � F�NE �.�EGIUM �O�x,.E =+yE COARSE CQB8LE5 Sample of SAND, Silty, Clayey, Gravelly Ga;�vE� 23 % s�arv� 46 q, From �ring TH-10 at 14 feet s«r�C.�;v 31 % L19UID LIMfT �'o P.AST'�C^Y:NDEX % �`!C:�OME"EZ ANA�YSIS �IEVE .��A�� 25�� R ^`AE;7E,�C{hGS U 5 S'�::�a.'2D SE�IES _.:.�R 59UARE OPfNirvGS :i5!.�dv 'S�.+�tv h0 SttN ;G Mw 4 MIN. 1 MW '200 '?00 'S0'.sC'3;, '�6 •�0'3 '.3' 314' t;i' 3' S- ' g• •x � � � � '7G 10 � ( � � BO �� 30 J � � � o z � ap Z a I I f ~ a c W � � � � � � � � � � a 30 70 20 ( ` f � 10 9p � � � � 1� 001 � OCS OQD Of9 037 07d td9 297 590 f.IV 2.02.3d d.7Q �52 fo.f J6.1 7b2 t27 200 C.d2 l52 OVJNETER Of PARTr_Lf r1 MiILMEfERS CUY(PLASTICJ TO SlT(NOPFPlP511Cj SMID GRAV� FNE MEDKIM GCL�RSf FtE COARSE COBBLES Sample Of �c S�POO � From s�.r�cx�r x uaa�unnrr � ptASnCtrv�,00c � GRADATION TEST RESULTS JOB NO. �0-44 F1a. 6 ! eeoo e�oo aeoo aaoo ►1 �� aaoo � TH-8� �TH-112 t i , �4r I � Q l u a600 � TH-5 TH-111 a�oo a TH-114 � Q TH-4 • ¢ °j T" 9 , � nr ' T -105 -115� ,� + � a400 TH-104 TH-110 � �� TH-108 LEGEND: SC��E: i'=2oo' '� 1 � TH-107 # . �NDICATES APPROXIMATE LOCATION OF FXPLORATORY . _� � �.BORINGS DRILLED FOR TH13 INVEST{6ATlON (TH-7 THRU TH-10) � � TH-109 TH- TH-108� 800 � 1NDICATES APPflOXIMATE LOCATION OF EXPLORATORY � � � BORING3 ARILLED.FOR PREVIOUS.INVE3T16ATION, TH-1 � . JOB NO. 90-30 ITH-101 THRU TN-115) � 8300 ( _ � O H-3 � . " -�j- INDICATES APPROXIMATE�LOCATION OF:EXPLORATORY TH-1 '�, r BORIN6S DRILLED FOR PREVIOUS INVESTIGATION, TH-8 -� TH-2 TH�2 TH-10 �OB NO. 85-28 (TH-1 THRU TH-8� j TH-1 ` �T � �_3 � Q INDICATES APPROXIMATE LOCATIOH.OF"EXPLORATORY . \ . 8500�� BORIN6S DRILLED BY�CTUTHOMP30N�FOR PREVIOUS � INVESTIGATION (TH-1 THRU TH-3) - � �INDICATES TREE LINES � � ---- INDICATES PROPERTY LINE3 � . � � __ __ - INDICATE8 CONTOUR LINES z<r� ��R/� 8400 � � Hr oF � � .��.� Wqy �� asoo NOTES: 1, TH13 F16URE WAS 08TAINED FfiOM A DRAWIN6 � � PREPARED BY RBD,INC.DATEO AU6UST 4, 1990 . - "� -- 2. REFER TO FI6. 4 FOR LOti9 OF EXPLORATORY BOR1N69 DRILLED FOR THIS INVESTI6ATION LOCATlON OF EXPLORATORY BORINGS FIQ. 2 J08 NO, 00-44 . � ��' � seoo sroo aaoo _— aeoo � eeoo ' " r , / iY . � �u \� 1 G ` �"8700 8600 4i v O O �� a � ai � 8I00 1 LEGEND: � scn�e: r'=200' I . � INDICA7E3 APPROXIMATE LIMITS OF EXISTINC, FRL WHICH CONTAINS CONCRETE AND REBAR DEBRIS. '� v 8800 � �NDICATE$ APPROXIMATE LIMITS�OF STABLE LANDSLIDE 20NE. 's — REFER 70 A�REPORT�BY E.O.CHURCH,�INC. FOR DISCUSSION OF / 8300 � � THE 6EOL06Y FOR THIS AREA. i ' INDICATES APPROXIMATE LIMITS OF�POTENTIAL SOFT .� C � � SUB6RADE AT PROPOSED ROAD.ELEVATION,�� r � _ � � INDICATES APPROXIMATE LOCATION OF BEDROCK AT �7 , J c � ___ � � . SUBGRADE ELEVATION . � . � ` � i—^ ____,_ _ 8600 _ ,,,_,,;� �NDICATES TREE LINES . �..��.�._�� --- — . � - . � — ---- INDICA7E$ PROPERTY LINES . � INDICATES CONTOUR LINES � /��0 ` __ __ � . � . R��Nr�� s400 NOTE; � � '�a, wA� . � THIS FI6URE WA3 OBTAINED�FROM�A�DRAWINO ' PREPARED�BY.RBD, INC. DATED A�U6UST 4, 1880� � 8300 DESIGN AND CONSTRUCTION CONSIDERATIONS JOB NO, 80-4� . FIO.3 i �1 � �, � .�e. � TH-7 TH-8 TH-9 TH-10 0 � LEOEND: ~ ^' � FILL, Gravel & cobble, sandy, � C[AY, Silty, sandy, very moist, .:' clayey, concrete, rebar, moist soft to medi�un stiff,'brown, 5 25/4 5 to wet dark 6rown �� GRAVEL, Sandy, clayey, moist. . � �pSpIL, Sand, silty, organic, very dense, brown moist, dark brown, occasional cobble and boulder - 10 7/12 .,'. 28/6 lo , BOULDER � WEP.TfiEk2ED BIDROCK. Sandstone, moist, hard, red brown � FILL SAb]D, Clayey, moist to wet, � BIDROCK, Sandstone, Shale, moist, scattered cobble and gravel very hard, gray, red brown 30/1 39/6 � 15 . WC=5.0 15 � ., -200=31 � SAND, Silty, clayey, gravelly, � Drive Sample. The symbol 25/4 moist, mediisn dense to very indicates that 25 blows of a 140 dense, brown ,hamner falling 30 inches were ' reauired to drive a 2.0 inch O.D. W20 25/0 20 W sampler 12 inches. � uW. NOTES: z Z _ = 1. The exploratory borings were drilled on July 31 and August 1, 1990 using F- a 6" inch diameter contin�cus flight power auger and an air hanarsr W 25 25/0 25 W on track-mounted drill rig. � � 2. No free ground water was found in the borings at the time of drilling. However wet soils were found at depths of 9 to 12 feet in explor.atory borings TH-7 and TH-8. 3. These boring logs are subject to the e�cplanations, lunitations, and 30 30 ccmclusions as contained in this report. 4. Laboratory Test Results: hC - Indicates natural moisture content (�). -200 - Indicates percent passing a No. 200 Sieve (8) 35 35 � � �,�� 40 40 45 45 LOGS OF EXPLORATORY BORINGS JOB NO, 00-44 � F1�. 4 N,� __..:� Koechlein Consulting Engineers � , Consulting Geotechnical Engineers � 1019 8th Street • Suite 101 • Golden, Colorado 80401 (303) 278-2232 August 3, 1990 Vail Associates, Inc. P.O. BCr, 7 Vail, Colorado 81658 Attention: Mr. Joe Macy Subject: Road Investigation Spraddle Creek Subdivision Vail, Colorado Job No. 90-44 Gentlemen: % We have performed several investigations along the proposed roadway alignments �- since 1984. The purpose of this letter is to sucnmarize our findings and con- clusions from these investigations as well as the influence of the potential geologic hazards on the new road alignment. A road is proposed to provide access to the residential lots in the Spraddle Creek Subdivision. Construction of the road will result in cuts and fills. Retaining wall systems are proposed to provide stable cuts and fills. The subsurface conditions beneath the road alignment has been investigated with 12 borings, primarily in the area of the deeper cuts. The individual lots have been investigated by drilling 15 borings; 1 boring for each lot. The access to some of the areas was somewhat limited due to the steepn�ss of the existing slopes. The subsurface conditions found in the borings were relatively con- sistent throughout the site. The subsurface soil conditions generally con- sisted of silty, clayey sand and gravel with cobbles and boulders. Bedrock was found at depths varying from about 28 to /+5 feet in 4 of the 12 borings drilled for the road alignment. Free ground water was found in 2 borings of the 12 borings drilled for the road alignment and no water was found in the borings drilled for the lots. Generally the water was found at the interface between the soil and the bedrock. The geologic hazards of the area were also reviewed and investigated. The only potential geologic hazard is an area on the eastern edge of the property h'G Mr. Joe Macy '"�� A�ugust� 3, 1990 � � Page 2 which was mapped as an inactive landslide deposit, The location of this deposit is shown on Figs. 4 and 5 in the report titled °Preliminary Engineer- ing Geology and Subsoil Investigation," dated February 28, 1984 by CTL/Thompson, Inc. No other potential geologic hazards were mapped that could influence the new road alignment. It appears that the new road alignment, which extends off the property onto forest service land, is in the mapped potential landslide zone. The geology needs to be further evaluated and the proposed plans for cuts and fills for the road in this area need to also be evaluated. In our opinion, the road can be constructed along the proposed alignment provided the precautions and recommendations are followed in the reports and the evaluation of the land- slide zone indicates construction of the road is possible. I appreciate the opportunity to provide this service, If I can be of further service, please contact me. Sincerely, 4PaD�t��is KOECHLEIN CONSULTING ENGINEERS y.�`��•�O�r'cyn�Q �., "l'V��.� � � � �� .•.+ r: .� rn, �3 1b962 it¢ William H. Koechlein, P.E, �O,R!.� �.�'4;`' President �`rs/fl(yqLE��` WHK/gk (3 copies sent) cc: RBD, Inc. • rv_'µ � Koechiein Consu��ing �ngin�ers ` C�nsu�#ing Geo#echnicai Engineers '�►, 1019 8#h S#ree# • Sui#e 101 • Golden, Colorado 80401 (303) 278-2232 March 15, 1990 Vail Associates Inc. P.O. Box 7 Vail, Colorado 81658 Attention: Mr. Joe Macy Subject: Spraddle Creek Subdivision Vail, Colorado Job No. 90-8 Dear Joe: f " As requested, I have reviewed the comments made by the Town of Vail and also reviewed the soils reports prepared by CTL/Thompson, Inc. and Koechlein Con- " sulting Engineers for the proposed subdivision. The, purpose of this letter is to respond to questions and comments by, the Town of Vail. An equivalent fluid weight of 65 pcf was recommended for the design of the water tank walls. As stated in the report by Koechlein Consulting Engineers dated December 17, 1985, the equivalent fluid weight considers a sloping back- fill condition. The sloping backfill condition is based on backfill slopes no steeper than the natural slopes of about 20 to 30 percent in the area of the proposed water tank. I understand a gravity retaining wall system such as a "Keystone" wall system is being considered because it has a natural appearance. Other similar wall systems are also available which provide a natural finish look to cut slope or fill slopes. It is possible to use these systems, however, as stated in the report they need to be evaluated for the deeper cuts and fills. In addition, � the evaluation needs to consider the site disturbance that will occur when installing this type of wall in a cut area. Another wall system or reinforc- ing system may be needed for the deeper cuts. As stated in the report by Koechlein Consulting Engineers dated December 17, 1985 "We recommend a reinforced soil embankment system be designed and con- structed by a firm specializing in this type of wall design," The plans and Mr. Joe Macy March 15, 1990 Page 2 specifications need to be prepared indicating the proposed site grades and conditions for construction. These plans could then be provided to a firm specializing in retaining wa11 design and construction and they could then prepare a final design for the retaining walls. The report dated December 17, 1985 was written based on proposed fill slopes of 2: 1 (horizontal to vertical) where unreinforced fill would occur. Where deep fills would occur, we anticipated a reinforced earth and wa11 system would be used which would result in overall , slopes steeper than 2:1. As discussed in the report on Page 9, "Other areas where shallow fills occur, slopes of 2:1 (horizontal to vertical) are proposed. We recommend areas where fills are greater than 10 feet in height be evaluated for esthetics and a retaining wall system", The location of reinforced earth fills needs to be evaluated. The site for the proposed subdivision is located on a south-facing slope north of Vail. Typically the ground water found in this area is not significant and generally is found at the interface between the soil and bedrock. The explor- atory borings drilled at this site found only ground water occurring at the interface between soil and bedrock. However, some ground water is always possible in the cut areas, thus, we made the recommendations on Page 12 in the `° '' report dated December 17, 1985. As discussed in the first paragraph on Page 12, drainage would be needed to properly control ground water if found on a cut slope. The two methods that are possible are horizontal dra�ns and interceptor drains. The type of drain would need to be evaluated at the time of construction, if ground water is found. Soil nailing was discussed in the report as a possible method for retaining the higher cut slopes and reducing the area of disturbance. As discussed on Page 10 of the report dated December 17, 1985, "The esthetics of the wall face can be improved by placing a colored concrete, exposed aggregate concrete, rock facing or .other desireable material." If soil nailing is selected, t�ze facing could even consist of manufactured block units. The cut and fill soil slopes will need to be revegetated. The vegetation used on these slopes should require little or no irrigation. We do not recommend an irrigation system be installed on the slopes due to the potential risk of causing slope instability with excessive water. The surface and ground water needs to be controlled properly so that erosion of soils do not occur. Due to the slope of the site a storm drainage system may need to be evaluated for a portion of the site. PRELIMINARY SOILS AND FOUNDATiON INVESTIGATION PROPOSED ROAD AND WATER TANK SPRADDLE CREEK SUBD1ViSlON VA1L, COLORADO Prepared For: Vail Associates, lnc. P.O. Box 7 Vail, Coforado 81658 Attention: Mr. Mike Larson Job No. 85-26 December 17, I 985 TABLE OF CONTENTS SCOPE I SUMt�1ARY OF CONCLUSIONS I S1TE CONDIT]OIVS 2 PP.OPOSED CONSTRUCT[ON 3 ]NVESTIGATION 3 SUBSURFACE CONDITIONS 4 S1TE DEVELOPMENT 5 P,ESiDENCE FOUND.4TIONS 5 WATER TANK 6 P.0 AD 8 ,f Fill 8 ,-� Cut Areas 9 SLOPE STABILITY I I SURFACE DRAINAGE 12 L1fv11TATlONS � 13 VIC{NITY MAP FIG. 1 LOCATION OF EXPLORATORY BORINGS AND DEVELOPMENT PLAN F1G. 2 SECTION A-A (STA. 43+50) FIG. 3 LOGS OF EXPLORATORY BORINGS FIGS. 4 AND 5 GRADATION TEST RESULTS FIGS. 6 THRU 1 1 DIRECT SHEAR TEST RESULTS F1G. 12 SCOPE This report presents the results of a soils and foundation investigation for the proposed roadway and water tank in the Spraddle Creek Subdivision, Vail, Colorado. The location of the site is presented on the Vicinity lNap, Fig. I. The report presents foundation design criteria for the proposed water tank, the precautions re��rding ground water conditions, and our opinions with respect to the influence of the engineering properties of the subsoils on the design and construction of the proposed roadway cuts and filis. The report is based on conditions disclosed by exploratory borings, results of laboratory tests, engineering analyses of f+eld and laboratory test data, and our experience with similar subsurface soil conditions. The design and construction criteria presented in this r�port is based on the water tank and site grades as currently planned. We - " ur.derstand these plans are preliminary in nature. 'Nhen these plans are finalized, we should review them to evaluLte their influence on our prelimir.ary design and construction criteria. A brief summary of our conclusions is presented in the following paragraphs. A more complete description of our recommendations, as well as results of field and laboratory tests, are included in the report. SUMMARY OF CONCLUSIONS I. The soils found in the borings consisted primarily of silty, clayey sand and gravel vvith cobbles and boulders. A claystone, siltstone and sandstone bedrock was found in three borings at depths ranging from about 30 to 45 feet. A trace of free ground water was found in two borings at the interface between the soil and bedrock. 2. The proposed water tank can be constructed at the selected site using a spread footing foundation system. ; � � ._.� �_..,;� -2- �;._. : 3. Based on the geology of the area and borings drilled aiong the roadway alignment, it appears the residences can be constructed with spread footing foundation systems. 4. The deep fill areas for the roadway can be consfiructed with a reinforced so�l embankment and the shallow fill areas can be constructed with fill slopes of 2 to I (horizontal to vertical). 5. We have recommended another method be investigated for construction cf the slopes i� large cut areas. Based on our recommendation, the developer is evaluating "soil nailir.g" for construction of lcrge cut s'ores. A discussion of this method is made �,vithin the text of this report. The smaller cut areas as presently planred can be constructed with slopes of 1.5 fio 1 (horizontal to vertical). b. The proposed cut and natural s;opes on this site are greatly influenced by surface and ground water conditions. The drainage of surface and ground water should be very carefully maintained. S1TE COND1T10NS The site is loc�ted east of the main Vail infierchange as shown on Fig. l. The �� subdivision property is on a south f acing slope with slopes ranging from ]5 to 80 percent. Present plans indicate buildings �vill '�e constructed in areas where slopes are 15 to 30 percent and roadways in areas where slopes are 15 to 50 percent. A difference in elevation of about b00 feet occurs across the site. Access to the site is presentiy on an existing dirt road which crosses the site in an east-west direction. Cobble and boulder size materials are exposed on the ground surface as well as in the cuts for the existing road. Vegetation on the site consisted of natural grasses, weeds, brush and Aspen trees. The only development in the immediate vicinity of the site consists of a small horse stable located at the southwest corner of the property. . � -3- �� PROPOSED CONSTRUCTION � The present plans for the proposed Spraddle Creek Subdivision ind'+cate the development ofi the property will consist of !8 residential lots, utilities, a road and a water tank. The location of the lots, road and water tank is shown on Fig. 2. A below-grade water tank measuring 12 to 15 feet in height and 40 by 40 feet in plan is proposed at this time. The road construction as presently planned will result in cuts as much as 37 feet below existing grade and fills as much as 40 feet above grade. These large cuts and fi I ls are only for short segments of the road and amount to about 7 to ]0 percent of the total length of the road. A Hiifiker reinforced soil embankment retaining wall system is planned for the Iarger cuts and fi11s. Slopes of 1.5 or 2 to I (horizontal to vertical) are planned for the shaIlower cuts and filJs. Be1ow-grade utilities planned for development are � sa�itary sewer and water. INVESTIGATION The subsurface soils were investigated at the water tank site and at selected locations along the roadway alignment. The locations selected along the roadway al ignment were at the greatest depth of cuts or adjacent to the largest fi I I. Access to these areas were generally obtained by bulldozing trails. One exploratory boring (TH-2) was drilled with a truck-mounted drill rig and the rema+ning five exploratory borings were drilled with a track-mounted drill rig. The holes were advanced using a 4-inch diameter, continuous flight power auger. Soil samples were obtained using a standard split spoon sampler and a California sampler. The depth of borings ranged from 30 to 50 feet. Slotted 2 inch diameter PVC pipe was installed in borings TH-2, TH-5 and TH-6 for measuring free ground �- l . -4- water levels. Drilling operations were supervised by our field engineer who logged the borings, v+svally c{assified the soils encovntered, and obtained samples for laboratory testing. Graphical representations of the boring logs, results of field penetration resistance tests, and laboratory test data are presented on the Logs of Exploratory Borings, Figs. 4 and S. Semples obtained in the field were returned to our 1aboratory for additional visual classification and testing. The test program included natural moisture content, natural dry density, Atterberg limits, gradation, and one direct shear strength test. Results of all laboratory testing are presented on Figs. 4 through l I. Gradation test results are presented on Figs. 6 through I I. The direct shear strength test results are presented on Fig. 12. SUBSUP.FACE CONDITIONS The subsurface soil conditions observed in the 6 exploratory borings is presented on Figs. 4 and S. The subsurface soils consisted of silty, clayey, sand and gravel with cobble and boulder. The boulders caused some drill rig refusal in advancing the borings as well as slow drilling. Based on ground surface observation of boulders and drilling, we anticipate the boulders vary in size from I to grecter than 6 feet. The silty, clayey, sand and gravel soils were very dense to the maximum depth explored of SO feet. These soils were deposited as a result of glacial action in the valley and, therefore, we anticipate the soils wifl vary somewhat with location. The laboratory testing conducted on these samples indicated the soils are relatively dry and contain 16 to 46 percent of silt and clay s+ze particles with a plasticity index ranging from non-plastic to 6. The direct shear strength test indicated an angle of internal friction of �= 39° and a cohesion � . . Mr. Joe Macy March 15, 1990 Page 3 I appreciate the opportunity to provide this service. If I can be of further service, please contact me. Sincerely, KOECHLEIN CONSULTING ENGINEERS Q,F�� E�rS''k �O.•'°H�Kp°�m , ,/, �j�� .�/ � ` , �` c� F�' 'l��:�t�-e�-,r,�- � �l s�^��l�e�-�--� �. e o�r� . �� ;c. ._ William H. Koechlein, P.E. -o e?' �'"962 ��; ' . ;.-- President 90�°.� ��,`:��-� .. � o� �o. - n oeoococ .. ��- '.�'c,f'f v`, ��`:,';,!� WHK/gk � �,->" -,�", (3 copies sent) cc: RBD Inc. ^5_ of c = I,000 psf. A trace of free ground water was found in borings TH-I and TH- 2 at the interface between the soil and bedrock. Exploratory boring TH-2 was dri I]ed on October I o, I 985 and no free water was observed at that time. However, on October 30, 1985, water was observed at a depth of about 29 feet in the boring. A trace of water was observed in boring TH-I at the time of drilling but was not measurable after drilfing. We did not find a significant amount of water in our borings, however, water is present and it often will flow through locafized zones in the soils and is not seen until the soils have been excavated. SITE DEVELOPMENT A preliminary engineering geology and subsoil investigation was conducted at this site by CTL/Thompson, lnc. and the results were presented in a report � dated February 28, !984, Job No. 9930. The general conditions influencing the development of this subdivision are discussed within that report. We recommend those conditions be evaluated as the site is being pfanned and deveioped. RESIDENCE FOUNDATiONS The exploratory borings indicated medium dense to very dense silty, clayey, sands and gravels with cobbles and boulders. tn our opinion, these soils will safely support spread footine type foundation systems for the residences at this subdivision. Due to the slopes of the site, we anticipate the foundations would be constructed on the natural sand and gravel soils and possibly in some cases on compacted structural fill. Based on the geology of the area and our exploratory borings, we would anticipate the greatest difficulty in excavating for foundations at these sites would be the boulder and cobble size materials. These materials -6- -�,z.. ��- typically result in over-excavation, rough bottoms to excavations, and possibly alteration of some foundation systems due to encountering large boulders. Over- excavation results in backfilling either with compacted fill or a lean concrete to provide a relatively level foundation construction surface. In addition, sometimes loose or soft pockets of soils are found as the excavation process occurs. These loose or soft soil pockets need to be excavated to firm soils and backfilled to provide a relatively level foundation surface. In our opinion, spread footings could be designed for soil bearing pressures on the order of 2,000 to 5,000 psf. Subsurface investigations should be performed for eacl� building site to determine the specific design criteria for that site. WATER TANK A below-grade water tank is proposed for construction at this site at the '~,,.- " � iocation shown on Fig. 2. Present pians indicate a water tank of 40 by 40 feet in plan dimensions and 12 to 15 feet in height. The slope of the ground surface at the tank site varies from about 15 percent on the uphill side to about 35 percent on the downhill side. It appears that the excavation would be cut into the side of the hill resulting in a shaUow excavation on the downhill side and an excavation depth of about IS feet on the uphill side. Based on the soil conditions encountered in our exploratory borings, we anticipate the slope of the constructio� excavation on the uphill side will be no steeper than I to 1. The soils exposed at the bottom of the excavation should be the medium dense silty, clayey, sand and gravel with cobble and boulder. These soils will safely support a spread footing foundation system or a mat foundation system. . We anticipate tF�e foundation and tank walls as presently planned can be designed and constructed in accordance with the �� fol lowing criteria: _ �.,, � --�`/ �� " • �� I. Fo�ndations should be supported �by undisturbed soils. Soils loosened by machine excavation should be cleaned from the foundation areas prior to placing concrete. 2. Based on available information at this time, we believe the foundations may be designed using a maximum allowable soil bearing pressure of about 5,000 psf. 3. The foundation soils contained cobble and boulder size materials. Removal of cobbies and bouiders from the bottom of foundation excavations can result in rough ground surfaces. If this condition develops during construction, the depressions in the bottom of the footing excavations can be filled with lean concrete or compacted filL 4. isolated pockets of loose or soft soils may occur at this site. lf loose or soft materials are encountered in the foundation excavation, foundations should be extended to firmer soils or the loose or soft soils s�ould be removed and replaced with compacted fill as discussed in the preceeding recommendation. S. If soils are placed on the roof of the tank, we anticipate a unit weight of 135 pounds per cubic foot for the soils. This unit weight does not make allowance for I'sve loads d�ring or after constr�ction. �� o. The tank walls should be designed for allowable earth pressures. 3ased ;, .�,,. on a��ailaole information at this time, we believe an equivalenfi fluid �--- weight of 65 pcf can be used for the earth pressure. This pressure represents the "at rest" earth pressure and also considers a sloping backfill condition. However, the equivalent fluid weight does not include allowance for surcharge loads due to hydrostatic pressures or live 'oads. To reduce the possibility of developing hydrostatic pressures behind the tank wall, we recommend the provision of a layer of clean sand and gravel immediately adjacent to the back of the wall or a manufactured drainage system. 7. Backfill behind or adjacent to the walls of the tank should be compacted. 8. The foundation excavation should be inspected to verify that the subsurface conditions are as anticipated by the boring. 9. The placement and compaction of fill or backfill materials at the site should be observed and tested during construction. In addition, the concrete should be inspected and tested during construction. � -8- ROAD The proposed road is planned for construction in the location shown on Fig. 2. The location of the road is such that it generally will be constructed on natural slopes ranging from about 15 to 50 percent. Present plans indicate the largest fills will be as high as 40 feet and the deepest cuts will be as deep as 37 feet. We understand that a Hilfi;cer wall system is planned for retaining the fill and cut soils. This system reinforces the soils using a wire mesh to sta�ilize the compacted earth mass. In our opinion, the reinforced soil embankment systems , that are available are very good for construction of the roadway fills. However, we feel other methods for retaining the soils in cut areas should be considered. Design and construction of the fill and cut areas are discussed in the following paragraphs. ��. F;ll We recommend the reinforced soil embankment system be designed and constructed by a firm speci�lizing in this type of wall design and construction, such as the selected system by Hilfiker Retaining Walls. The reinforced soil embankment walls can generally be designed to accommodate the on-site materials. However, some materials with a high percentage of clay or silt size particle sizes are not always suitable for construction of this type of retaining wall. Our gradation tests indicated the clay and silt size particles ranged from lo to 4b percent. Atterberg limits tests indiccted these clay or silt size particles had a plasticity index ranging from 0 to 6. Based on the laboratory testing and our experience, we anticipate these soils in a compacted state may have the following soil strength criteria: an angle '` " 'a., . 1 -9- of internal friction of Q1 = 35° and a cohesion, c = 500 psf. The soil strength � � criteria should be verified with sufficient soil testing. The soil strength criteria is based on maintaining a relatively constant moisture content within the soils and, therefore, we recommend a drainage blanket be constructed behind the wall. This drainage blanket may consist of a layer of clean sand and gravel or a manufactured drain system. We anticipate the walls may be designed using an allowable bearing pressure of about 5,000 psf for the foundation soils. The fill placed for construction of the wall be compacted to at least 90 percent of the modified Proctor maximum dry density (ASTM D I557). Other areas where shallow fills occur, slopes of 2 to 1 (horizontal to vertical) are proposed. We recommend areas where fills are greater than 10 feet in height be evaivated for es*hetics and a retaining wcll system. Cut Areas A large area may be over-excavated to construct the typical reinforced soil wall embankment in the areas of large cuts. However, the extent of the cut and size of wall can be reduced using a variable base reinforced soil embankment wall by Hilfiker. This watl system will result in the soil being disturbed in an area about 80 feet back from the centerline of road. This amount of disturbance would only occur in the areas of large cuts. We understand a variable base walJ has been considered for this site. Our calculations and experience indicate the anticipated construction cut slope may be stable provided they do not become saturated with water. However, based on our borings, water was found at depths needed for constructing the -io- reinforced soil embankment wall system. lf this water is encountered during � � � � - �' excavation, we believe the cut slope wil! fail. VVe recommend wherever possible that the depth of major cuts be reduced. We have recommended another method for construction of these cuts be evaluated. In our opinion, the best way to excavate these cuts would be to remove �nly the material necessary for the resulting cut slope and road surface. A method that is commonly used is a soldier beam and lagging with tie-backs, retaining wall system. However, we feel this system is not practical at this site due to the boulders in the soils and the potential difficulty in driving the so�dier beams through these soils. The method we have recommended be considered is called "soil nailing". The general concept of this method has been discussed with the developer and they ar� now eva}uating it for application at this site. "Soil nailing" utilizes the - instailation of reinforci�g rods similar to tie-backs into the soil. C��nstruction of this soil retaining system allows for it to be built from the top down as the excavation proceeds. This method allows for only excavation of the soil materials necessary to build the roadway. An approximate cross- section showing "soil nailing" is presented on Fig. 3. The resulting soil face is generally treated with shotcrete. The esthetics of the wall face can be improved by pfacing a colored concrete, exposed aggregate concrete, rock facing or other desirable material. This system should be designed and constructed by a design build contractor experienced in this type of construction. Other areas where shallow cuts occur, slopes of 1.5 to I are proposed. We recommend areas where cuts are greater than I S feet in depth be evaluated for esthetics and a retaining wall system. � � -i i- - �� ; _�� SLOPE STABILITY A general analysis of the slopes for the proposed fills and cuts was made. The stability analysis was based on a �atural grade slope of 50 percent; a fiil �0 feet in height; a roadway cut of about 37 feet in depth; a silty, clayey, sand and gra��el with cobble and boulder soil; and no free ground water within the fill or cut slopes. One direct shear strength test was performed on the only, available soil sample of the nafural soils and it i;�dicated strength parameters of � - 39° and c= 1,000 psf. Based on these soil strength parameters, the stability analyses indicated factors of safety on the order of 1.7 to 2 for the proposed cut and fill slopes, respectively. These are acceptable factors of safety but they are based on fihe resulfis of one sfirength fiesfi and may not be fihe represent�tive strength " parameters for these soils. The stre�gth parameters for stability analysis should " be based on more than one laboratory test. �Ue feel the stability analysis tends to indicate the cut slopes are stable, but the strength parameters should be further evaluated. The stability of slopes are greatly influenced by surface and ground water conditions. We recommend that all surface and subsurface drainage on this site be carefully designed and constructed so that the existing stability of slopes can be maintained. All areas should be carefully sloped to reduce the possibility of infiltration of surface water into cut and fill slopes. ln addition, all water shovld be directed away from the face of cut and fill slopes to reduce the risk of significant erosion. Some drainage areas may need stabilizing with rip-rap or other erosion control materials. �,...,. � -I 2- Our borings indi�ated subsurface water at the interface between the soil and rocl�. This provides a weal� zone which can result in slope failure. lt appears that some cuts as presently planned may intersect this water. We recommend wherever possible that the depth of cuts be reduced. If water is encountered in the face of a cut slope, it will need to be drained to provide a stable slope. The methods of drainage that are possible for this site are horizontal drains or interceptor drains. Horizontal drains need to be installed by a horizontal drilling machine at t'ne time of construction. The drains are constructed by drilling a horizontal hole into the water bearing zone and then installing a perforated plastic or metal pipe into the hole to intercept the water behind the face of the slope. An interceptor drain consists of a trench excavated into the soil to the depth of water and the trench is then backfilled with a filter fabric, perforated pipe, and fre�-draining gravel. SURFACE DRAINAGE Sit� drainage should be planned to di:ect surface runoff around all the �roposed buildings as well as away from the cut and fill slope surfaces. We recommend that all surface water be directed away from the tops of all cut sfopes so that significant erosion or possible infiltration of water into the slopes will not occur. In addition, we recommend that a fabric for reducing surface erosion be considered for the faces of afl s(opes. Vegetation should be grown on these slopes as soon as possible to reduce any erosion. As much as possible, all surface water should be directed to existing drainages on the site. -13- � ;�,r.� � LlM1TATlONS � - Although our borings were spaced to obtain a reasonably accurate determination of the subsurface soil conditions along the roadway alignment and at the water tank, variations in the subsurface conditions not indicated by the borings are always possible. When plans are finalized, we should review these plans to evaluate their influence on our preliminary design and construction criteria. The completed excavations for the road and water tank should be inspected to verify the subsurface conditions are as anticipated by the exploratory borings. Placement and compaction of fill, as well as installation of retaining wall systems or soil retaining systems should be inspected during construction. if we can be of further service in discussing the contents of this report, or in tne analyses of the influence of subsurface conditions on the design of the ' propcsed structure or slopes, plecse call. KOECHLEIN CONSULTING ENGINEEP,S 4Pp0 RE��s� o,rO•�,H.Kp�.F9 c��:4' cy'o `` . :� R+� S y �i.>.��-, G� • ��Sc,-w�, ,��3 1� i¢ William H. Koechlein, P.E. 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"j �i ; , . , - _ ;��'`� \�`°',,. � � -�- _ // 1. �--- ` `�,._� !� '3:.�"_'� i�t,' f µJ � � _ j-- •— �:ti T��'�•�'"' _`�$F:= o"')s jr'� � ' a ;i� �- �ek 1�i •. r� • --- _- --r" :t ' �%"` . ;\ CX • t --�y. ' �'i`;�=�� ''-;` �.�-_==`t _ _- • � ; � • ' � . .,• - � ` , � _��-:�r'�s � '- '• � • �� 1_a.,,,�,,i, _ � � � �_ � _• ' .-..�c��s.��''�� t �i'- '�1 ,�`�-'�i��.► ' � '_y._ - - % /� � i ` �-+-' - -�-�-��\`��_.... .�. �„_;^•�-�-��'��\. v `��I.•- � �..__ � � y •. � �. —�=_ -_-_ . -- '� a rI �,� _ ..- i"_-�` -__--_ �- — _�`' �`'�,� i��` -' /i � % <% . _ : � _ � a=,. . _ � . .-J ,_ — ��____..� • _ . . _ 4 - _... _ ._- .-~ _ ti ��3<ao-`...� •''� 4. . '�,`�� ., ��, .� _ . -� , S :�--�'--�-� r�.�°.r`��-'. -�- _ • �"� ..�� ' _ � .i � ' -- � ,. --- `` i,.._� ' � __ �- -�,� _�i �', .`�-___. �---4-�: i l��-__: ., j�=�-� ^'�1 - _ � � i, .�---�� / � � -:��-.. _.� �s_ -- ��_s � ` r ��\ �;-� J -- -�,`� — +-�_,_ = • __- ,� `-� �� / .. , _ �._ —_` . � _�� -___' � '\ �..� \'1 ^ �.��1�//� �� . '�.'----�tu� l' _ .� , � �ca' .__J�- �C�� -'� -�-�'� �__`__,.- ��-`__� _� r�'` ,, � 1, -�'�--==-��•%�� _.e c=� - r _ � l/. ''�.. � ,'i. % // � -- - °, `_-_= Q� �t._. � �rr .�} , ��/�� - - ' "`�� _ "�� .Y. � � - , '(�� ` .ilj"� :% ". ._ 1_ '~,\A _ _ 1� � �' . �. � ' /, /"� � - m t� _ ..` -� .fi.-f'� .� � . � . �. �� . . . ,�. ) ..C_ - ��:� �� . �' . T �1��, ! , . ��- ._ _r� . _-- � .. �� 92?: � • �';��' � � ._� _ _.'R � - ' " -_ �� _�� 4 � ..�G'� i. �� _ _ _�1 . ,�� \ ' ^ �3� .. ��/%_ • . .I _-�; r- - _ =�. --—_— � ;- t � --.,�I� ,� ' N � a . . - .� g5�X7. .. . -�y '. _-_� �� .ip' �__ -C ;. � �� . : - �''` - % J ,T =_�' � - � °x- � � 9� � � � �` ' K F ' �`"�`� � �/�/� '��,�__�~_._..•� _za�_'= ,�,� 4p :� �`', _ ,. s �'=�=-_.�`,,, _. i , ��a -��x_ t n �\ i -b---_. � . ._ • ---�'"= - _'.� �-�' ' VtCtNITY MAP JOB NO. ea-za F�a. � �� ,. aeoo a�oo eeoo asoo aeoo -- "' - N � '� ,e -�-y-- TH-B/� � WATER TANK �� ! 1B � \�...—'�.�_.- . 1 1 P�� I \ ! SCALE: 1'=200' asoo TH-5 � f ' _ _ e�oo (," P "-------•----- / ' i TH-4 ts i� \ '� � j �;� ld � 13 � � `. e � LEGEND: e a o o ' ..,,��,,,e I i I ' � .' � e B \10 � i �B IHOICATES LOT NUM9ER PROPOSED ROAD � / ., , 11 � 12 INDICATES LOCATION WHERE . , . ..........� � . � i � CUT DEPTM EXCEEDS B FEET i � . �� 5 ( `' ��_. INDICATES LOCATION WMERE � 8600 � / . ,�� ""� FILL HEIGHT EXCEEDS 8 FEET � a TH-3 ' � \� B300t ,- 3 � INDICATES CONTOUR LINE \ O TH_� /"*�r•••— � TH_2 ( INDICATES APPROXIMATE LOCATION —1� •"��"'"'�s.�, I • OF EXPLORATORY BORING DRILLED FOR TH-2 � TH-3 THis INVESTIGATION \8500 O �NDICATES APPROXIMATE LOCATION TH 1_� OF EXPLORATCRY BORINGS DRILLEb . BY CTL/TMOMPSON FOR PREVIOUS � � � A INVESTIGATION INDICATE$ LOCATION OF SECTION ��T �� / PROPERTY LINE � . a q�Gk . _— -- A SHOWN ON FIGURE 3 , T �F 8400 WA r �� NOTE: \ 8300 TMIS FIGURE WAS OBTAINED FROM A DRAWIN� PqEPARED BY BANNEN � " ASSOCIATES, DATED FE9RUARY 1885. LOCATION OF EXPLORATORY BORINGS AND DEVELOPMENT PLAN aoa No. as-za Fia. z e�oo bfoo saeo eaeo NOTE: 1) SECTION IS BASED ON INFORMATION PROVIDED � / BY BANNER ASSOCIATES, INC, AND LAND . � DESIGN PARTNERSHIP, INC. AS OF NOVEMBER � 25. 1886. E%ISTINO GqOUND SURFACE�� BE60 8660 � ;.�„ 2) REFER TO FIGURE 2 FOR LOCATION OF SECTION. � . t � I,.' 6640 /�" � 0840 �.. ~ ✓ W W � W W � LL 1 � Z 2 � 8620 . � 8820 O 1.. / F- WROAD � � APPROXIMATE LOCATIO�N OF � J � 'SOIL NAILING' J W � W 8600 ' � 6E00 � � I I � BSBO / � � � BSBO % �...,, �, ` � APPRO%IMATE CUT SURFACE B6B0 / � � B6E0� SCALE: 1'=20' � 85�0 65�0 SECTION A — A (STA. 43 -�- 50) roe r+o. ee-�e fio. � L � � � �. _ r ... _ iM- � TH-2 TH-3 _ � � ,.. ' 6/12 27/12 • , ; 12/12 WC=3 . 9 hC=8. 3 WC=2 . 8 . _ . . . - � ° � • _ . . . . . - .� �. ,, 27/12 16/12 38/12 _ ,� �vC=3. 9 �vC=5 . 5 6JC=3 . 9 ~�� -200=32 -200=30 -" � LL=10 PI=3 30/12 34/12 � �ti•C=3. 8 ,cC=6. 3 J —200=27 DD=127 —� 3��1� 26/12 26/12 �.1C=6 . 0 kC=5 . 4 �� [vC=5 . 1 —_00=33 — 00=26 °'-� E— LL=21 LL=16 � W PI=o • PI=O � � W � ' .: 23/12 u- " _ 50/6 [vC=i. � � T ��' [ti�C=2 . 3 :.:., _. � -a ,•;• • • ' •. . . . � � a ° . o 23/12 31/12 , , �u WC=3. 2 l� 6vC=9. 8 �vC=6 . 3 _ SO/1 3� ; �� 36/12 GdC=S . 4 4 5/12 "svC=12. 3 -�'� DD=126 ^^ ._.J JC=4910 34/12 41/12 4.: WC=10. 6 �ti'C=11. 0 �- ,. — DD=128 UC=4180 35/12 w�=15. 7 50 DD=116 �� .,oB NO. 85-2s LOGS OF EXPLORATORY BORtNGS F�o. � TH-4 TH-5 TH-8 LEGESD: � 0 ril�, �a;.c, silt, clay; {� ^ :�e sam��e. T!�e sy-�bo1 3�/12 ,. ,. ... . ' • � .'•: .", �io�sa, ;cist, L_oorn. I I i�_ica`_as t::at 34 blohs of s (' 11/12 r 1 > >b. ha.�ner falling 30 i�:hes WC=11.3 ••�er= ..=ed�d _o �ri�e a 2.5 i�c'� �1/12 37/12 �.�. sa-ialer. � t�C=4.3 WC=4.1 33/12 5 ', • ' .� -200=23 :.�, WC 2 7 -aava 11_tc' �lo1var -ioist, � i. a,�tiat 6h�� •»s of a/12 � Dr �•e s = nb , �5_ i } , -Y'� � .. � _ca e _ o �oose to verp �anse, bro.:n, �l .. 13._er failing 3J incnes �, occasic:al cc��l�s. .. __ �ae�a:i t� crive a 2.� inch 50/8 38/12 13/12 O.b' sampie_. ` �� WC=5.3 WC=5.8 WC=5.4 y� -200=36 200�32 . LL=20 �3oulcer � :,�.:g�r cu=tin,s PI=2 ��. 1�', 13/12 22112 9/12 � a 1� �rC=4.5 WC=11.6 WC�7.7 1� ._ -200=46 C�ay, s�_ty, sand;, qravelly, TJe�th at ::h'_ch drill rig � LL=23 �- very stiff, cery �oist, 1 refusal in acjacent nole w ��rcwn. ecc::red. w PI=4 w w � LL' S0/1 31/12 34/12 � z� �IC=6.2 tdC=1�.0 20 � -200=21 = Claystone, sandstone, =Da�_h at wnich :rae lrou:d 2 DD=127 � �siltstone, �.reatherec, very evat�r Has found. :ie r.u.:.ber H n, W �oist to wet, meniw� hard, �4 indi�ates days after boring W reu brown li �t ra Q o , g: g y, oliva. :oas drilled that �eesurenent 11/12 50/9 13/12 �aas -ace. 25 WC=7.2 :�C=6.9 2� NoTES: -200=16 LL=18 1. The borings were crilled october i6, 29, 30, 31 and PI-� :dovenber 1, 1985 ❑sing a 4-inch 3ia:�eter �oatinuous 29/12 41/12 g�l� flight power auger. 30 WC�4.3 WC=6.1 WC=7.0 30 2. These boring loas are subject to tie exolanations, li�itations, and conclusions as containe� in this reoor�. � 3, Slotted P:'C pipe c:as installed in exploratory borings 50/3 50/3 TA-2r TFI-5 and TH-6. � '-35 WC=1.4 WC=5.0 35 4, t:C - Incicates nat;:ral -ioistur° content �8), �i .. JD - Ina�catas dry �ensity (?�') • -2;0 - I��ica.es �ercant pas�ina a _70. ?OJ Sieve ;8) . JQ�4 uC - InCicat_s ::ncon_°ined oor.:oressi�= s�_^a,ti (�S?) . WC=4.5 50/7 LL - Indicates liquid limit (g) • qp .�C_9.3 4� PI - I:cicates plasticity incex (9) . 45 45 LOGS OF EXPLORATORY BORINGS �oe no. ee-se Fia. 6 , �, ,,~° b ` ( �. ' ' �. �� -�� ;;,�.r�_., HvDROMETER ANAL�SIS SiEVE ANALYSI$ 2�5»R 7 r�R '1ME�EADINGS U S.ST.UVCARL'SER�ES Ci.EAR SCUAI7E CPENItvGS d„MN.15 hf(Y. 60 MIN.14 MYV. d MW. t M(Y. 'ZUp '100 'S0'40'30 '1G '10'8 'd 3/8" 3W' 1 h' 3' SG" 8' 10p . , p 90 • 10 gp - 20 7C . . .� _ JO � , a � � _ . . _- - - _.... _ . � � N 1 ~ Z � " " ' . _ . . . . ... . . . j0 C i L ' � � �� . . .. . . . �� 80 !0 90 a . . ,00 OC1 OC2 OCS 009 0�4 037 074 �c9 297 590 ��9 2.0 2.38 4.76 9.52 �9.1 3e.� 76.2 �27 200 O.d2 152 OIAMEfER OF PARTiCIE IN MILLIMETERS Ci.�.v(PLPSriCj TC 51Li(NON-,��STiC) SAND G24vEL P�NE � ME�IUM CG,4RSc FiNE COARSE CCBBL't5 Sompleof SAND, Si1t�,, Gravellv �2avE� 32 o sarvo 41 q, FtOm TH-1 �t 14 Fe e t SILT&CLAY 2� � U9UID UMtT �o � PLASTICRY INDEX % HYpRpMEi'tR ANALYSIS SIEVE ANALYSIS 2�NR �W7 i�ME�..r�L'INGS US.STANOARD SE71ES ClE4R SeUA+'7E OPENWG.i eg MN 15 MSV. 60 MIN.19 MN. d MW. 1 MN. '200 '100 •50`d0•30 '16 '10'8 'd 3/8" 314' 1'/x' J" 5'O' 8" �� 90 _ 10 g�} . 2L7 ;D 30 � a y 60 - . ,. . ---. .. __ qp Z H ' , . .. � . � . � W � Z f�' . _._ _ ... .. . ,� _ ........_.. ,�� .. . ._. . ....._ .,. .._ !� � Z � � „. . _. _. . . . _ 6p � 1 � ... . .... . .. .._. ..... . . • .. . . ... . .. .... . . .� � _ 70 � . , .. .. .."""___........ " " _. . . � ... . _ . .,. ,.. . . � :._ � -. .. . � �0 . .,. � . ,.._ ._ .._.._. .. :. . . .. . �_.... ..... ...._ _.. ...�......,, " _"_ ... � Q .� , . _. � � . ..� •_"... �: ��._.� _ ' ..,.�- .� . .....� .._�. .. ......� .. .. -.. .... ,... �� oo+ 002 OQS 009 0�9 OJ7 .074 .1a0 297 590 1.19 2.a 2.ae a.�e o s2 +o:� �.+ �a.2 +2� 200 a.ns ,sz dP1NETER OF PMTICLF IN MIWMETERS CIAY(PIA5TIC�TO S0.T(IVON�PULSTICJ 5.'+ND GRAV�. F�NE MEDiUM COARSE FitvE �OARSE CCB8lE5 SompleOf SANb. Siltv, Gravelly �,e,�� 15 % S�wD 53 % Ffp�n TH-2 at 9 Feet S�T&ClAY�2�% U4UIDUM(T19 % PlAST1Cf1Y INDD( '2 % JOB NO. a5-z6 Gradotion FIG. 6 Test Resutts NYCRpMET R ANALY SIEVE ANALYS�S Z�yQ �� nME aEAD�NGS U S.STnNC.�RD SERIES C�EP.R SCUARE OPENwGS - d5MW.15MW. 6�MIN.19M9V. dMW. 1MW. '200 '100 'S0'd0'JO '16 '10'8 'd 318' 3/d' 1'h` 3' S'6' 8` 10p 0 q�. . . ._ . .. _ 1� 80 -- . _ _ ... ._ Zp 70, . ... . . ... .. 30 (? � �^- Z � ... __ . . . . _.__ _ .. ..:_.. .. . ..... a0 z � . < i u Z 50 . _ _., .._. . _.._ _..... . ... ... ._ � c z u �; � � 30`- __ _.. . . 70 Zp _ 80 10 . 90 0..._ .. :.. .. _. . ?00 001 002 COS Q09 019 037 074 1d0 297 590 1.t9 2.0 2.J8 d 76 9.52 19.t JC.t 76.2 12? 2Cd O.d2 152 D�AMETER CP PARTICLE�N M�WMETERS CiAY(PULSiiCi TO SILT(NON-P�,.PSTICI 5'4N0 G?AVEL F�NE �1E�IUM COAR:c FINE C^,ARSc CC88L:S Sample vf S?�?vn��1 t��,. �r ave 1 l� G�p,�E� 15 ro $AND 5 2 0 From T'r?-2 at 19 Feet S��T&Ct,av 33 �o LJ9UIDLIMfT ?1 °ia ' PLASi1CffY INDO( 6 °/, HYpfiOMEiER AN,4LYSI$ SIEVE ANA(,YSIS 25 HR. 7 HR nME READINCS U.S.STANDARD SERIES CLAR SeUARE�PENWGS CSMCV.ISMW. 6�MIN.I9MN. 4MIN. 1MIN. '200 ��'10p -'S0'd0'30 '16 '10'8 'd 318' 3/4` 1','i" 3' S'C' 9' 1� _ � v0 .. .. _. . . . 10 80 � �0. 30 (� o z � . . _ ._ _. ...... . ..... . ap Z � • Q � , . , W Z50--..._ ... _.. ,__--- -. _.:..... _ _. .. ..... _ 50 C W z � m .� __ _�__ _. . . . ._. , bp S2 ` Jp. . _ . ._...._ _ :_. . . .: 70 � . . _._. _...... . .. . ___.:. .. -- - .. . _.. . .. . . _ gp 10 _..._.. _.. ..... -- ----...._...: . .. . _ . ._._.._ _._....�.---_.. ...._....... .... , q� 0'_..,..__... .._.:::._. .._.. ..: ,.. .._.:. ._._'_ . .. .. _.. ,. . . . . 100 001 .Qp2 pp5 .009 019 037 074 .1d0 197 590 1.19 2A 2.38 4J6 9.52 19.1 36.1 76.2 127 200 O.d2 152 OIAMEIFR C1F PA{ii1CLE W MRLIMETERS CUY(PL11$TiCJ TO StL7(NON�?tfSTfCJ �� GRAVEL F7+IE MEp1UM COARSE FINE COARSE CGBBCFS Sampfeof s ND, �; i +-�� Gravelly c�,�EL 14 % sArva 56 yo � - ' , F�OR1 TH-3 a t 9 F _P t .. SiLT&CIAY 3� % U9UID UMR � ,. . PtA$TICRY INDDC °.6 JoB No. 85_26 Gradafion FIG. � Test Resu{is -,� HVpC2pMETFR ANAI,YS6 SIEVE ANALYSIS w TiME READirK;S U.S STa,NCARD SEmES C:EAR S:,UAfZE CPENiNGS 25 R 7 NR 4$MN.75 MN. 60 MMI. 79 MW. d MW. 7 MW. 'i'00 '700 'S0'd0'30 '76 '10'8 'd 318' 3�d' 1'h' 3' S'6' 8' `., .,:.�" 100 � � 0 90- . . 10 gp � - 20 ;0 . . __ _ 30 � : c z 60.. _- - ._. . . 40 Z � . ¢ � a w Z � . _.. .._ � c Z i � � � 30'� -- - _ Zp 80 .p _ � 0 7 pp C07 OC2 005 009 019 037 07d �d9 297 590 7.79 2.0 2.38 d 76 9.52 �9 1 36 1 76.2 127 200 0 d2 152 CiAME'ER OF PAR?ICIE�N MILUMETERS C:AY(?'ASifCJ TC SKT;NON-PIPSTfCJ SANp G�AVEL F!NE ti1EDiUM r'pARSc FINE COAP?S"c C�ea�s Sampleof SAriD. Siltv . Gravellv GRAVE: �a o sa,►v� 60 ; From mx-3 a t 19 Fee t SILT&CLAY 2 6 ai, U9UID LIMff 16 q, - PL45T1CfiYINDEX '�`1D 9', HYDRCMETER ANALYSIS SiEVE ANAIYSIS 25 NR. 7 NR nME REAG(VGS U.S.SiANDARD Se�71ES CL✓1R SsUARE C�NING� yMN.15MW. 60MIN.19MN. dMIN, 7MW. '200 '�00 'S0 'd�:'30 `�6 '10'8 'a 3/8' 3/d' 1%i' 3' S'6' 8' 700 0 qp .. 10 90 _ 20 70 - 30 C9 � Z .�.. .. . . . .._ _ .... :. .. . ... . .. " 40 Z Q � Z �... .. :. ... ...,.... . .. _ .. _ � � . . , � � � Z � � .. . __ _ aa � aa- .. _. . . . . �o � - .. .. _ . . . ._ � _ � ,o -... _ � ._. _ . . . .... . __ . . . _.. ._ � o_. . ._ � --..._..._ .: . _. . _ ._ _ . �ao .001 ppy � p09 .019 037 07a .1d9 .297 .590 1.19 2.0 2.38 aJ6 9 52 19.1 36_1 76.2 127 200 O.d2 152 qAMETER pF PART1ClE IN MILLIMETEftS C'J1Y(PtpST1CJ Tp SILT(NOtJ�ALASTICJ SANQ GRAVEI FiNE MECiuM CCARSE FwE CO�SE COEBIES Sample of G�, �i 1 t-�. G r a v e l l� c�,�,��_,� s,arvo 5 5 � From TH-4 at 9 Feet StLr&CIAV 36 %, u9u�DUMrf 2d � PLASTiCftY INDIX 2 % JoB No. 85-26 Gradafion FIG. 8 Test Results _-,� _ NYDaOti1ETER ANALYSIS SIEVE ANALY515 � . 25 HR 7 HR � T�ME REAO�NGS � U 5 5�afvCa7C SEmES � C�c,aa SGUaaE OaNwGs dS MN.15 MN. 60 MIN.19 MW 4 MIN. 1 MPJ. 'Z00 '100 'SO`d0'30 '!6 '10'8 '4 319' 3!d' 1%h' � 3' S'6' 8' 100 0 90. . �0 BO - - � 20 70� �� • 30 C? • p Z ��._.. . .__ . _. . .. . ._ . _ . . . . � Z � A � � a c Z � . ... _. ._ . _ .. 50 `z � c� eo �' . a 30 ;o ?p 80 �0 qp 0_. 100 C0� CO2 OCS OC9 019 037 074 149 297 5�70 7.19 2A 2 39 4 76 9.52 19.1 36.1 76.2 727 200 0 42 �52 CIAM�ER JF PAR?1C:E iN MIL!1METER$ CIAY(PLPSTiCI TO SILT(HON•P!{tiSt1C) �'�C G�v�VEL =!NE +AE��UM C�A?SE FiNE COARSE C06BLc'S Sample of S AND & GRAVEL, S i 1 tv GRAVEI�._ro SAND 3 8 ; FromT�-5 at 4 Feet SiLT&CIAV�_� LI9UiDUMiT q, _ _ PLASTIC(TY INDEX q, NYDROME`T"cR ANALYSIS SIEVE ANALY515 25!�R. 7 HR RME REP.DlNGS U.S.S'PtipARp SiR1E5 C':�R SCUARE OPEtvIN6j d$MN.15 MW. 60 MIN.19 MtlV. 4 MIN. 1 M�N. '200 '100 'S0'd0'30 '16 '10'8 'd 318' 3/4' 1%:" 3' S'6' 8' �� 90 .- 10 80' p 70 30 c � �.-. .. _ . ao z Q � a W Z 50-,.... _ _._ � . _._ . . . � � . Z � � . . ._. _ ., ,,.. _ _ . , _. . 60 � a 30 . . .. :, ._. 70 � . �.._.. : . - - - � 80 10- _ . .__. . . ... ._... .. : . . . .. . . ..,� . � 0 _�. . ._ ._... . __. .'.._ ,_�.:__.: . . .. .. - - . . . 100 .001 O(TZ .p05 .009 .019 03T 074 .149 29T .590 1.19 2A 2.38 4J6 9.52 !9.1 36.1 T6.2 127 200 0.42 152 CIIAMETER QF 7ARTICLE IN MIWMETERS CL4Y(PlASTICj TO SILT(NOtV�FtAS71C) �� GRAVEL FiNE MEDIUM COaRSE FtME COARSE C088t.E5 Sampie'of SILT. Sandy, Gravellv �,c,� 12 � �p 42 % � From TH-S at 14 Feet Sn.T&CtAY 46 � ueu�unnrr 23 � PlAST1Cf1Y INDD( � % JOS NO. 8 5-2 6 �rQ�Q�On F I G. 9 Test Resuits _ _ _ _ _ _ _ -d..:� NYDRC�METE7 ANA�YSIS SIEVE ANALYSI$ z5•+R 7 HR n�''�E REAG`+NGS U.S.STANCARD ScRIES G'yAR SCUARE OPENWGS 45MN.15MN. 60MW 10MW, dMW. 1MN. '200 '100 'SO'40'](1 '16 '10'8 'd 318` 3Id" 11�' 3" 5'�' 8' 100 0 90 . 10 gp 20 ?0 30 (9 0 Z � . . . _ . . _ d0 Z � � Z 50 _ . � c Z u no eo � 30 70 20 80 �4 90 0 100 Q0� CC2 00.5 009 A�9 037 07a �e0 207 Sa0 � �0 2.0 2.38 a.76 9.52 �9� 36.� 76.2 �27 200 �.a2 152 � ' pIAME?ER OF PM?1CLE iN MILUR7ETERS C;.AY(P�Ai�iC)TC SIU(NON•PLr�S�iC� ��''� G�IAVEL FINE MECIUM COARSc FINE GOARSc CCBBIE� Sompleof GRA'v�L, Sandy, Si1ty GRAVEL a9 b s�v� 35 % From i"r_-5 a t 2 4 �e e t SiLT&ClAY Z 6 � ueui�un�� 8 qa � PlASTICfTYINDEX NP 9'a HYDfiOMET_R.AVALYSIS SIEVE ANALYSIS 25'�R. 7 HR nME�✓1CiNGS U.S.SL4NOARD SERIES CLAR 5^aUARE OP�NINGS d$MN.75 MW. 60 MIN.10 MW. d MIN. 7 MW. '200 '100 'SQ'd0'30 '16 '10'8 'd 3i8' 31d' 1%•.. ..3• 5•�• $• 1� 0 90 . _ 10 gp 20 70 30 (9 0 � � . - .. ,� a Z �. _ . _... . _. _ .._ . . . . ... � � . Z a � . _ . . . . : - _- - _ ea � � _ _ . . _ _. .. ...... . . . .. •-- � - . . �o 20 - .._ . .,_ . : __ .....�- - - :.- - .. � ,o•- -- -.._... . _. _. _.. .._.___ _. . ..-:--.-- ...___ . .. :. .._. .. .� o -.. - -- .t_. --- -. . _ : _ ._ . : . :_. . _ __...._.: _.._.._. . � . : , . .. . __.:,00 Op1 .Opq .pp5 .ppo .019 037 .O7a �49 .297 .590 1.19 2A 2.38 aJb 0.52 19.1 36.1 76.2 127 200 0.42 152 DIAMEIER OF PARTfCLE M MkIJMEiEAS GL4Y(PtPS?fCI TO Stli(NqIJ�PlASi1C) SANO Cn7AVEl FNVE M�41M COrtRSE FiNE COARSE C086LE5 Sampleof SAND, Si1ty, Gravelly �,�� 55 % s �k From TH-6 a t 9 F e e t S�T&CtAV 3 2 x t�uo t�vtR x . „ . 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OOL. OOZ. 'f�➢W L 'NIW 7 'NW 61'MW 09 'f�➢W SL"NW S� s�NiNado�dnos a�� s3was arn+o�rois s•n s��v3a 3wu aH� aN sz SISAIb'Nb' 3A31S SISAlMJb't1313►NOt14AH % X3'JNI l�ll�lLS'dld - °,� ywnainen °,6�'—AM��811iS �aa3 6T �2 9-HZ wa� °��aN<rs °o�—�3n� �T t S 3n�'2i� �s h�S �o a�dw�S 531890� 3521�'O� 3NI�. 35Lb'O� WNG3W 3NI� ��N)1115 Ol tJi:Sb'id)�b''� S3nvL�9 Onrt�S $2l313WITIIW NI 31�tMd�O L'313WH10 ZS� Z7'D OOZ CZL Z'9C 1 9C L'6i ZS b 9C7 8E'Z 0'l b�'1 06S' CbZ' 671 CL0 Lf0' bL0 600 S00 L00' 100 001 . _ . _ p p6. _ D: OB ' . pZ O[ . _ ... ... �f � S � � yv •. n � �S _ .... . ... ... - -. _ . ... . _. � z a v . . M N m � . �.� � . . .. . _ ._. .. . . . . ... ...,... ..._ _ ._.. _ . _. . v' Z 0 � OC .. _ . .G[ � _ . _ 08 0� ._ . . . ,pp p 001 .8 .9.S . .�/�� .71E .8/f v. B.OV. 9�. 0£.OV.OS. 001. OOL. 'MYti� 'MW 7 MYV b�"NiW 09 MW SI MW Sti SJnnN3d0 3tJt1f1�5 Z�V31� 53itJ3S O2JNOKe�15"S"f1 SJNIOb'3tl 3�^nl �[ tl�SZ SISA�� 3n31S SlSnlv'NV ti313wOt14nH :.;� 8 TEST NUMBER 1 2 3 4 %""->, Ho1e No. TH 5 TH 5 TH 5 .� LOCATION �� Depth (Ft . ) 19 19 19 I HEIGHT- IHCH .48 .48 .43 6 CIAMETER-INCH � 2 � g2 � Z `� � � WATER COtdTENT - $' 10.5 10. 8•8 � 3 � DRY DENSfTY - pcf 128.2 127.0 124.5 L 4 u CONSOL. CCAJ - I:sf � ,�a .OG 6.00 �� NCRMAL LOAD - ksf a`9i I t .00 3.00 6.00 r 2 � SHEAR STRE55 - ksf � ,g� 3.5� 5•a8 2 TYPE OF SPECIMEN Undisturbed California Liner 1 SOfI DESCRIPTIQN Sand, Sil.tv 0 0. � �.2 ;;,3 TYPE OF TEST Unsaturated , Horizontal DisplaCement � ' Consolidated, � �nchesj Undrained TAN 0 0.81 0 39• � � COHESION - ksf 1 •03 6 ,.. .Y 4 � - � � � L V � � � Q t � 0 2 4 6 8 _ - Normal Stress - ksf JOB N0. 85-26 OIRECT SHEQR TEST RESULTS FIG. 12 ___ � �_. �� CTL/THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS June I 8, [984 Vai[ Associates P.O. Box 7 Vai I, Co[orado $Ob58 Atterition: Mr. Mike Larson Subject: Site Improvements Proposed Spraddle Creek Subdivision Vail, Colorado Job No. 9930 Gentfemen: ' As requested, we inspected the subject site on May 30, f 984 for indications of unstable slopes and wet areas which might cause unstable slopes. The purpose of this fetter is to present our observations and concfusions. We performed a Preliminary Engineering Geology and Subsoi[ Investigation report for this sife dated February 28, 1984, our Job No. 9930, The purpose of the � report was to present geologic conditions inffuencing the proposed development, geologic hazards in the area, refative risks invofved in developing the lots, and recommendations to reduce developmental risks. Since the sife was covered with snow at the time of our previous investigation, we were unable to observe the surface soils and geokogic conditions. During this inspection no snow wes present, therefore, we were ab!e to {ook we alj of the building enveiopes for indications of unstable slopes and water seepage which may cause unstable slopes. This time of year is the best time to [ook at a site for water seepage since spring snow melt is in progress. A surveillance of the site did not reveal any indication of unstable slopes. In addition, no indication of water seeping out of slopes on the site could be found within the proposed bvilding envelopes. Based on these observations, the site is suitabfe for construction of the proposed development. However, we anticipate some construction difficulties in the proposed roadway with soft saturoted soils ad'}acent to Spraddle Creek. The depth and extent of these soifs should be investigated prior to construction of the road. 1971 wEST 12TH AvENUE • �ENVER.COI.ORADO 8020-3 • (303)825-0777 , -2- ` lf you have any questions in regards to the contents of this letter or if we can be of further service, please contact us. Very truly yours, � N. KQF�, �, .�....... .•, CTLiTHOMPSON, INC. ��'•'�.G��TERf'=� 3• Q c : : gY �I 1, t *: 415962 ;'� l� •"° �: William H. Koechlein, P.E. '-,•�. ,;:.� fr,, S;0'lALF',. � h - • ^.+� WHK:gI �,�� r��: -t...,..:-� r , (3 copies sent) ,> � , ' � , (;, � � i_ __� CTLITHOMPSON, 1NC. CONSULTING GEOTECHNICAL ANO MATERIALS ENGINEERS : P;E�IriiPiAnY Ef�ui��E�Ri�iG �cJL�GY r=�,�C S�J3SOIL I��VtS�IGATI�'� PP,r?�SFr� �p��,nni_ r��= , c,��,fTCtn�� Ii�IL, COLO�xD� Prepared for: Beaver Creek l.and Develoament P.O. Box 7 Vail , Colorado 806�8 Attention: Mike Larson Job P�o. 9930 Febr-uary 28, 1984 �,. 1971 wEST 12TK AVENUE • DENVER,CO��RnOO 802�'u • (303)t325�7�7 _ _ _, _ _ _ _ � SCOPE This report presents the results of a preliminary engineering geology and subsoils investigation for Spraddle Creek Subdivision, Vail , Eagle County, Colorado. Tne repor� presents the geology of the area, geologic conditions influencing the proposed development, geologic hazards in the area, relative ris�:= involved in developing on the indiridual parcels in the filines, ara recomme�dations to reduce develop- mental risks. The report is preliminary in nature and suitable for plan- ning and subdivision design purposes. A final soils and foundation in- vestigation wi� l be perrormed for each bui�ding site to obtain specific design criteria for the development of each site. A brief summary of �, our conclusions for development on this site is presented in the following paragraphs. SUtiMARY OF CONCLUSICfVS l. In our opinion the site can be developed with single-family resi- dential type construction. 2. Spread footing foundation systems can be designed and constructed for the residences with design pressures of 2000 to 5000 psf. 3. The major conditions influencing the proposed development are steep slopes and scattered boulders. 4. Cuts and fills should be reduced as much as possible. _ ., e � � -_ - 2 ' PROPOSED DEti�ELOPh1ENT �" The proposed Spraddle Creek Subdivision as planned will consist of 25 lots of approximately one acre in size. The location of these lots and proposed streets are shown on Fig. 2. Cuts and fills are anticipated for construction of the roads. In addition, all utilities will need to be installed. Preliminary building envelopes have been established for the individual lots. SiTt CGNDI i IOi�S The site is located east of the main Vail interchange as shown on Fig. 1. The site is located on a south facing slope. A difference in elevation of about 600 feet occurs across the site. Grades vary signifi- cartly on the site f rom about 15 to 80 percent slopes. In general plans are to construct buildings on slopes ranging from 15 to 30 percent. The site was covered wizh about 2 feet of snow at the time of our investigation. However, a review of pictures taken during the summer months indicated vegetation on the site consisted of natural grasses , v�reeds , brush, and aspen trees. In addition, cobble and boulder could be seen on the ground surface. Access to the site was from an existing dirt road which traverses the site in an east west direction. The surrounding areas were not develop- ed with tne exception of a small horse stable located near the southwest corner of the property. -3- GEOLOGY . _ The information presented in this section was obtained from several sources which included: US Geological Survey Map I-999, "Geological i'�1ap of the Leadville 1° by 2° Quadrangle, Northeastern Colorado" , 1978, and Engineering Geologic hlaps and Tables prepared for the Department of Natural Resources Colorado, Geological Survey, by '�lilliam A. Gallant of Charles S. Robinson & Associates, Inc. , 1975. The site is underlain by sandstone, siltstone and shale bedrock of the P�linturn Formation. There is no evidence oT nearby faulting of the Minturn Formation. The topography of the area has bepn developed by glacial and alluvial actian along the Gore CrEek valley to the south of the site. The oldest action visible is glacial erosion ►:n:ch erc�ed � the deep Gore Creek valley. Upon retreat of the glaciers, glacial moraines were deposited in trie valley side slopes to elevations higner than tFe subject site as i.ndicated on the Surficial Geologic Map, Fig. 4. During the retreat of the glaciers some of the side moraines existed on ovErst�epened slopes and became landslides. This general age of land- slides is indicated as Qds3 on Fig. 4. Later alluvial action along Gore Creek eroded the bases of slopes instigating landsliding such as designated Qds2 on Fig. 4. There is no active, Qdsl , landsliding in- dicated in the area. The most recent deposits along Gore Creek include several levels of terraces from past Gore Creek stream levels, and alluvial fan deposits where tributary streams enter Gore Creek such as at Spraddle Creek. At higher elevations , above the subject site the bedrock is -4- mantled by colluvium derived from weathering of inplace materials - and slope debris. As indicated by the hlap of Potential Geologic Hazards, Fig. 5, from Robinson, there are no geologic hazards which would preclude develop- ment of the site. The site is stable from a slope stability viewpoint at this time, but it is susceptible to landsliding if developed incorrectly. Site grading recommendations are given later in this report. Ot^er potential hazards are mainly associated with con�itions along Spraddle Creek and include; snow avalanches and flooding along the upper portions of Spraddle Creek in the property, and debris avalanches in the southwest corner of the property. The best method to eliminate the risk to these hazards is avoidance of structures in these� areas , as in the proposed development. The only proposed features include the access roadway and utility easements. The best method to reduce risk to these features is to design them for a low profile through the hazard areas. SU�SURFACE SOIL CONDITIONS Due to the presence of snow on the site at the time of our investi- gation access was very limited. Three borings were drilled on the site in the existing dirt road at the approximate location shown on Fig . 2. The exploratory borings were drilled with a 4-inch diameter power auger. � Logs of the soils encountered in the borings are presented on Fig. 6. The soils encountered in the borings consisted of sand and gravel with _ cobble and boulder. Drill rig refusal was encountered several times in — -5- -- advancing the borings. The sand and gravel soils were very dense to the maximum depth explored of 20 feet. Based on the geology of this area and results encountered in our borings we anticipate very dense sand and gravel soil conditions exist throughout this site. However, we anti�ipate some areas would have approximately 1 foot of topsoil . Gradation testing was performed on the soil samples ob�ained from the � borings. Results of these tests are pres�nted on Figs. 7 thru 9. No free-ground water was encountered in flur borings . However, due to the presence of aspen trees we would anticipate 5moe iocalized ground water conditions. In addition, we would anticipate some ground water conditions adjacent to Spraddle Creek. COND.TIONS 1"�FLUE";CI�JG PROPCSED DEvEL"u"ri�iEiJT Conditions of a geologic or manmade nature can influence development of sites. Based on the literature search no major geologic hazard existed on tf�is site. However, potential hazards existed north and east of the site. The hazard to the north of the site consisted of a potential avalanche zone as well as a rockfall area. The hazard area to tF�e east consisted of a potential landslide zone. In addition, the following conditions , which are site specific or geologic, must be evaluated since they can greatly influence development of the site. Slope Stability The steepness of slopes for each building site will signifi- cantly impact tne development of tne site. Generally slopes greater than 30 percent are difficult to construct on and require careful -6- - evaluation of cuts and fi11s. Fig. 3 indicates the approximate _ areas where slopes are generally less than 30 percent. Some of the moderately steep to very steep slopes could become unstable and possibly fail if improperly modified by grading and building. No indication of old slope failures was encountered in the investi- gation performed for this Project. The development of the site should be carefully evaluated in order to re�uce the risk of construction induced slope failure. Recommendations are presznted in the section Site Grading. Ground or Surface Water No shallow water conditions were encountered in our exploratory borings. However, the presence of aspen and location oT Spraddle °.-- Creek indicate that some of the site may be influenced by ground water. Most ground water encountered could probably be controlled. We do not anticipate the ground water will prohibit construction buz it may limit construction. Excessive ground water or slope stability influenced by ground water conditions may limit construc- tion. The worst ground water condition generally occurs with water at the soil/bedrock �nterface. We do not know of any shallow bed- rock at this site. However, it could occur adjacent to Spraddle Creek where water is also present. Surface water flowing in Spraddle Creek or flowing on the site from snowmelt may influence the location of buildings. A possible area where this may occur is mapped _ as dfa Fig. 5. � ---- _ , -7- - Soft Soi1s No soft soils could be observed on the site or were encounter- ed in our borings at the time of our investigation. However, soft soils generally occur adjacent to drainages. Spraddle Creek is the major drainage and other small drainages may exist on this site. In our opinion, if soft soils are encountered, they probably will � be shallow and cover small localized are3s. Avalanches or Rockfall An avalanche zone and possible rockfall zone is shown on Fig. 5. This area touches the northwest corner of the site. Based on this information the zone should not influence development of the site. Nowever, we recommend this be evaluated in greater detail when the building sites have been finalized. Boulders Boulders were encountered in our exploratory borings. The size of boulders are not known since they could not be observed. Boulders will influence the ease of excavation and size of excavations. Seimisity As previously discussed, no active faults have been located in the proximity of the site. All of the proposed structures should be designed and constructed under the guidelines for Uniform Building Code Seismic Zone 1. -8- -- - . FOUi�DATIONS Based on the sails encountered in the exploratory borings and our research of geologic literature, we believe the most common type or roundation will be a spread footing foundation system. The . footings should be constructed on the dense natural sand and gravel . soils and in some instances may 5e placed on canpacte� struc�ural fill . Ir organic soils are encountered they snouid be rer�oved from tne area or cons�ruction. We anticipate spread r"ootings co�ld be designed for soil bearing pressures on the order of 2000 �0 500J psf. Subsurrace investigation should be performed for each building site to determine ' the specific design criteria for that site. EXCHVATIONS Excavation for util�ities as well as below grade construction are anticipated for development of the site. Due to the presence of boulder and cobble we anticipate heavy duty excavation equipment will be needed. Boulders will be especially difficult to excavate in confined excavations such asbuilding corners and utility trenches. Li�ht 5lasting may be needed where boulders can not be removed. SITE GRADING We understand cut and fill will be needed to construct the road proposed for this site. In addition, some cut and fill may be needed for construction of buildin�s. In 9eneraly, all cuts and fills should be minimized. As the natural slopes steepen, 9reater risks of slope failure ,. -9- _,.. will be induced by constructing fill on upper por-tions o` slopes and _ by making cuts at the toe of the slopes . These conditions should be avoided as much as possible. Any cuts or fills which are greater than 10 feet in height should be evaluated on an individual basis prior to construction. In aeneral , slopes of 2 to 1 (horizontal to vertical ) up to 10 feet hign snouid be stable if properly drained. Higner slopes may be possible. SurTace drainage should be care`ully designed to divert surface drainage away from the slopes. All cut and fill slopes should be vegetated as soon as possible after construction. The site should be properly prepared for constructing fill . All vegetation should be stripped and the subgrade should be scarified, moistened and cor�ipacted prior to placinq fill . Natural slopes greater than 20 percent should be benched in order to key the fill into the slope. Al1 fill should be placed intnin lifts, moisture conditioned . and compacted. RETAIPJING STRUCTURES Retaining structures may be needed to reduce tne risk of construction induced slope failures `or road and foundation construction. F:etaining walls may be needed where deep cuts or high fills are needed for construc- tion of the roaci. In addition, many below grade foundation walls will need to retain hillside slopes . Retaining structures and foundation walls need to be designed to resist lateral earth presssures. Lateral earth pressures de�end on the type of backfill , slope of the ground surface . behind the retaining wall , height of retaining wall , and type of retaining , � 10- � " wall . Design criteria can be provided once the specific site condi- tions and proposed construction are known. SITE DRAINAGE Subsurface drainage as well as surface drainage may be needed `or construction of roads and buildings. Subsurface drainag� will need to be evaluated on a site specific basis. In general , we anticipate all buildings constructed will need wall drains for below grade construction. :Jali drains are recommended due to the anticipated presence of snallow ground water during snow melt. Surface drainage should also be very carefully evaluated during design and construction of the subdivision. Site areas should be care- fully sloped to reduce the possibility of infiltration of surface water into cut and fill slopes. In addition , all slopes around buildings should be rnade so that positive drainage away from all buildings occurs. The surface drainage in Spraddle Creek should be evaluated so that dur- ing snow melt periods flooding of construction sites are not possible. LIMITATIONS This report ,was prepared based on the conditions disclosed by our exploratory borings and research of the literature. This report is preliminary in nature and presents the general subsurface conditions and quidelines for preliminary design and planning purposes. Site specific subsurface investigations should be performed for each builoing -11- ' - site. Construction on steeply sloping mountain sites requires car-e- ful design and construction cansiderations. If we can clarify our recommendatians or be of further service in this project, please contact �M H•x�. F CTL/THOi�1PSON, INC. ��¢�a�„��'`t.�/� : U� `%- ; �;4 � -��' � ' �f 5962 • �,' u.y� . .� William H. 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IN T�-E Rl£DI ARcA IT INCLUOc� THE `"%� l7 V # �' \%� : \ ' '__..-- '�i'•:�" � Oe R+m '�� C.,7THIC FCRMATIOt:. �� --� f i{\.' ` �%-'� '� � -- f—�� -� MAPr OF SURFIC(AL DEPOSITS ' � —.-� ��1�: — ~ ' ,;�. �v5 � �� __� ' � �, �-. �� r��__-.-x�%�� i' ALLWIAL DEPOSITS �� om j�I , � �i � ,:�_� ` ,:�!-_ _� � \..., � at�uvIa� Fa� i.,,,: ;��. ; ` -.�"', � '\!'fI� 5�� !__- -'�r'-� -__/ -� ' :.,�„�_�C��Sl n �. .. . � � � J. `'�� ' � �- C01,'� 5+�1aPE0 Dc-POSIT OF FLUVIAL ScUtr?c � � ..s ^��,�,.5:.° �a�.�'�.Od.�`_-t-/� •r'f`��_ Ods3(�m.iPm) � � .1 O�f�- T'rtAT ARE OEPOSITED.hrERE a TRI9uTaP.Y E•�_.,_ �� -�"�,..�' � � �'a� '�M' (Om.FPm). / .F'��- . .�� -"i_.� . IN70 A LARGcR STREAt4 vALLEY. Ya,l fr _- _� . ' s ye °= � ..l.,-i:::-:,�f � ."'`�•� .;'• ' / �, " ;: ' ` =-�.-S��I G L A�G I A L D E P O S I T S .-��,.,��''��.\, ° ...,.�+-a ' . �!'��.� '' - '' . �. � . 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' � v �`'1 � , �'� 4�. t . ��( � s� . ��' v� . ,-'-"��, �. � f T t� � ..-� _� ' ``iG `�� -' - e-'� � . �� FIPE Gd1_WIUM TO 80l.LDER DEPOSITS It�CUAIt:� 1 -. � • - '- � �r.�`.. _ -:'�-°• ': � . . ' f . ' Q" MORAINPL DE�OSITS TNAT W1VE FAIL� AND � ': 't--....�F - _ �:. i;; � _ 1_ ' , �,� � ' �. � _'•C. �• 'Ta}^ . � � � _�� ... � i . ' 4'= �'�Y . M�V�-IX�WN SL�E. LCTTC'R SN•'B� I1J f�AREN- v � �',,r�- ' :.-1, � � � '_ _ �' : � �. . V -`(" � .. . ' . i "Qr°'�a,,.c THESFS INDICA7F5 INIT THA7 FAIL�D. wU�+ERICr- ' `1"�` . '�j-. �°��; �r��' .. . .. . ' ` � �t� �� SUCi.iCRlw .�.IAAZCATFS RELA7IVF AC�: l 9�1.� � � '�'- � . . � � ��.. �l ,..r < /'�� ° �� _� TME YfAIVf➢ESF�z y ... •. ..- � � y � � z . � 1 `' �, ,�" ,� ; � _,. . � '> � �+R�$tp�� 'ti,. ,.. i� / ; � �� E ' :�,nnc�s arn � ..�..1 . `ti � :' �''. `-.� 1 � � �;�a ��5"�tmn� !� $YMt�(7G^s' a OB7AINEO FRE�1t�N,IMEQ7ING GEOI.00IC •-.•,•••...••. •. .•. �� 4 �� }� ..... t =��3 � , r . . . arr�.�;��`c �`�:�'` ^i�AREF'AAE��'� T►F_.OEPARiMEt�li",�¢;NATtI'2nL R£SOURCES. CO�O�nr.w� . , � �`'. F ; n:�. L } � g#ci5, - . �' . � •. r e ;". -i` I f ,. ri[•U��y�r • f � � �' �'�'.1`v° y`a' s r '�CC/J.. SUR Y MILLFAM A� I' OF CtWf�ES 5. ROf1It7S[l�: :. •_ . . � -; ' ^ , • .'4 �1�4•�. \ .^ '. . .��\�r � ' � � � L. L. rX`�T 21 1 �� . . ; .. . � � . . - .:.. . . .l vRiPml ., ., ,��' A RT[5. !NC' 75..� ,:r�s �"' - . . ; ,. .. � . -y - 'xr�y.+ 1 a�^{ y ��- _., i' .. . . _ _ . ... . ... ,_..._, ...,.....:.:�. ,,.. .u.'.�+'r.i. � . . _ , �:.,. N 0b� eroa eeao _L � ��_ ,eeoo � '�� — — � + � � ¢C � � �u•ti l � . . � 1 1 \ 21 . 22 / Q ! � �� 27 i O� \ � —— ' . . i T• �+ �� `� \ i� Q' \ \ �, � ♦ � eroa s5oo. , 200 — , � SCALE; 7'�20Q' ' �2 25 \ . . 'J \. \ O ' 2 4 l �'� 11 I � � O ' � Ha00� t � �� 'O ` �` 1 3 1 9 � ` . / � , \ f � . . / / \\` \�� l . \ � � . � �14 .;T PROPER7Y LINE / \ � oG O � ,a �� ,a e � O �� VA(L ~�� O� \� —esoo INTERCHANGE ( � \ � �� a 5 � TH_1( ) ��—__ ( � � d300 �.� �� ` 15 I � � � 1 K� � =TH-3 t . � ��EXISTING DIpT � �-8500 � ROAD Z \O �; � LEGEND: � �� \ � � � � ' � 75 IHDICATES lOT NUMBER `\� � � —� ? � \` � \ i � . INDICATES LOCATIOH OF.E%PIORATORY � '�� 8440 � • 60HlMG � � � � � � ` IHDICATES PROPOSED BUIIDIHG \ �� __`\ \ � �` j EHVELOVE JNTERST _� \ I AT� �\ �� "� �,� \ �eaou LOCATION OF EXPLORATORY BORINGS JOe "°. °°'° AND DEVELOPMENT PLAN F'�.2 � � i t i H aeoo a�ao seoo � _L __�, ��_ _ aeno � � .— — _ w � � E �,. � \ �a � ' V'1 1 ♦ � 1 1 \ 21 22 ��w � \ �� 23 � . . . � O l `` � ` . � i�/ Q: }} \� `_ ;./'" ' h � �.�`-I B700 . � 8500� 1 `\ ZO � .. , �'•� i� .0 . SCALE: 1'=200' I � /� � � � /� 12 �,� 3.��.,ir`:�.�/�.� - . � �� r � - /� t t ! 5.- f � �� /� � f• � Baoo. �.; �� , ,� � ` >' � i� rt� � F� ` �� t s . �� ` ` � -��"' 3 � �� . .�� .' �� r � . ; �^ � , � . . / ��. ,`�..��` ``�\\' y`�, \� J \ . %� , ' � 1 PHOPERTY LIHE .'�' � . � c , \� 1 1 8 �� VAIL �\ � �eaoo INTERCHANGE � � \` 6 ` -- O s � T .' � I � tX';� — �s ' s�oo \ '�:' `,� ,� �� H— � � TH-3 � ` �� EXISTINO DIRT� \ ROAD �-8500 \ . LEGEND: ��. -X` � `� 4 ,� 13 INDICATES LOT HUIlBER � `� � ' � �` �` 1 � � � INOICATES LOCATION OF E%PLORATORY � � Ba00 90RIN0 � ` �,> � � � � � OIHOICATES PHOPOSED BWLDIHG � � _ —— `` , EHVELOPE �NTER `� � S Tp T� ,` .� IHDICATES APPROXINATE AREAS WNERE SLOPES ' . 7Q ` �� ` ARE GENERALLY LESS TMAN 70 PERCENT '�` � B��4 �oB No, oo,Q SITE SLOPE MAP FIG.] f '. . . � '' . . � __Ir//(rnln 1 ! � ',��'� "�� • � ` � • • , �� r _-� . `� �� . N BEDROCK GEOLOGIC MAP . .� '��'.r�� I ;`. ,�I � � � � , •� �� ' , . ` �alrinRN =C!��iAi:pN � � � . v� . /, �. , .. . .. � , , . I . � , / ' , � . ' . ' . . ':D:�F•t :O `._''Y COS�x�-C.P:IHF.T:. CA:.� �n . , ! % . � , . 2 . _ � . Fp4 i2c�0iti++-'.v;(lvai >.�t�DS;iX�E. �C�vC�l1�tF,i?AiIC . � : ' � • � • _ � - :.:fJtfi.Y�F. n,tri OEOS UF �FUDISH-M(1W�i . / �� 1: .; . . • . � i:��.iTC�.VF n"AJ `:PrinY A�70 ii1.iY ;HnL� A:�CI ' /.; %� ,. .� • ' ' �'fhFelr.�rii ?�NCI51/-GZAY 70 Cr^nY LIMES^r,iF_ � � .. � ';��r _ '�,��y,"':. � . -`3�D�. It� 71�E RIAiDI AR£A Ii iMCLlAFS "� _�� .�i , �_� �. �� : }d�,IfP4Y � /'�i'�'!• �. • � ' . _ . .. . .7rH[C �Of7"tA�I�N. _�% i • �',✓ '�� J/"�. ? j ,� : ��/�'�i`!� � r'. ' - ___--•_..,. . �,�� scA�e: MAP OF SURFICIAL DEPQSITS ' '` ,'./" .�~I J �� - 11 /+�:E j �' ._ , _ --- �'=2000' GLACIAL DEPOSITS �At� , �`�.�� •� �..' •1 / �.. ....�� ..�. i i'• i' . \��•-_ i--- / ,��. ��..�� I /��-'J' \ �:` ,�---". -=_�`"�..---:� � ?u�...LDc�-.s. Crtn�T�. S:.r+D nND SILT DE°OS- —= — �'(j�_ i .�.`� j' I . �—._` _ .�rf.� i ,i' . � Om [iED Ai irE MaRGINS OF CiACiERS. _/'r ' ,L �/!{ � � .�'�i . \ � ��/� - ` . . � `�'q[ �l,.• .. / i � `�V . '�-��_ . ` ^—�.� �i ��.'"'��; _ �;� \ � �5 �'�J� "� . � � LANDSLI�E DEPOSITS � _ . t -• % :_1----=� -�.s'_" ��.'�'a!~;�� 7y;c,�-sts� \ • : '�1 ' �� . . �--''_.--�+ lANDSLIDES ....�, ' ., . � �� .$,`, �.�=+' '��` / `^-'i" � d��(am.Wml,�-�- r ..�,.F -. -, ._ :_ c .� �,��.'� - d• �� --��.�-^ � � rw55 r+qvEw=_N75 w!-�ERE 7�-EERE IS n DISTiriCr � ��"�„ ly•�jVa�l ��-.. � ��dfe 'IQm2FPm .. f - �, `— ' - G, 1• ' �lfiFACc OF RUPTIRc OR ZONc OF WF>.KNESS. : � �i� ��j• � -�•. ' ' �'� �� '� �_ _ =---„�_ ' S.e3TYPE5 IpEtJTIFIED ANp DESCRI9m BELO . t ��-�i�.�.(,/' �� . ,., � •�_ . ,� ; ^. ...i�_.; � , . y� '. , � - � .,�,'j�%�.'�'i%� ��y.°�'""� '. � .��``.+<<-.. ,,,,,r . .. t ��- `o.� � :`..i� , .. .i � �' / �A \x� '1T 4 C. '.. � df0. W t^-�'�� ,.., . ,\,"„�'G��yai'y�t� \ '`- �•._.i�.�,�".. 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' AREAS HIGtiY $�Fp.7IBLF T9 SNDw nVnLANCr£�. , . ,` \\.��.�. .'.,.'.. . },�y� �"' ".;.,,f f��„�_ ` ' , �_.' . .. Y� Bu7 Np anTNS REAE)[C.l' IDENTIFInBLE. . ^l"^L� � .r !s :9�^L. � �� L � � : `/\' 2 ` . � ,; : , '•-r...:. '• �, . bsa Ik�nr-� �� ►vw -aE �rncr�n oc� �� .�\., .� �� .1.�...� ; • ".. r . j �,i '�'r ��. . . , p N[3TC � S� ac FROM ENGIFEERIr�C GEO� C �� . � . � .�.. ,•l',- �'� � ' f . .�� .�1 n' ��.HAPS ANO�T�� PRF3'ARFD PC7R TFE DEPARTTEN7 �F NATURAL.: � ... � .. . � y . � . � �--� .. � - ,.� ;� [ .._ \ ,. .1 �. � . � : �„��, k . L. �\n -RESOURCE$. GE0.0�I CNL gV W I 11 I Al� A. GALLAM i -... � ...._t ..� _.4 . � ` ��7 ! + � ;,�,� ' Y� � N 5� '� ..` ::, ' ;:, t �• � . ..�� `� .� ;,{• y r . � . 4 � CHAF�E .a I�4xIl7C. 197�. . . . . '.. . . � '� M � � . . - ��. l - r �"#� ' _ § ,.-", ��....... �� . �- • ' - �`�'�, -"� '; '`Yh '�."`'4 4` �(-��rtF.l?mi�� ._�, .xF� k'� k�..- ,: ' :, . --� .... , ,,. - .. ._. . . • � .�„ �`� , :. .` ' .� ,a.� - .;.'n� - , . ,� , _ - _ - . � , � �-- � _ s tr�scr, c a soc .,. � � � � . � �� Pf3T�E��NTIAL GEO�OGIC H�ZARD� MAP�" ��,�� '" � . -� ;. .-:. . JOB�NO. 9Y30� . � . .. " . R16.5 . '. _ . _ � . _, . .r . , , o.. ; . . . � - - , _.N...... .. �.. ,.,, ,, .. .:� � ..�. . - „? , Tti i ��-'�, TH-2 T� � :) +: .�. ¢�. .:a �;� _�� ;:� ''� �•. �: 0: . � ,, � --.: '�. 5 ... C •�•. ZJ�16 .•�•.• iJ�12 :•'.�, J . '•. r 4`.� �.�ef� ,'Q. , :;i. i-Jr )` v .; �.':=. .:. .�,::. ':r. � '— ;�st o::, ": � w �:p., .� LL "• 3J/f3 2U/5 30/3 10 � 1;-� �.'i: I �"b b :��: �j i i ��,'� �t� j p•.` 3`� '��• - �-'� .:: T � O��. .. y F- �� '.p � � ¢:: �• � i � d: 1 5 •'�. ..f .�:. �� 43/12 20 LEGE�vD : NOTES : __ o�:' 5AF�Q A[J� GRAVEL. SILTY, OCCASIONAL "'� COgEsLt AND BOULD�R. h10I5T� TO VtRY 1 . TN� BGRINGS w'ERE QRILLED JA�:UARY �+� 4, 1984 WITH A 4-INCH QIA?�t�TtR DENSt, BROWN. COr�T Ir��j0U5 FL I GHT P��htR aUG�R. � SAtJD, S I LTY� MO I ST, BRCwN 2, f�h7 FR�E GROUND wc,TtR wA5 065ERVtD IN TH� EXPLCRATORY 30RING5 AT THt �� TIi� Or THIS I�JVtSTIGATION. DRIVE SAMPLE. THE SYhi80L 20:12 ZNDI- 3. THESt LOGS ARE SU6JtCT TO THE EX- CATE3 THAT ?0 BLOWS O� A 140 LB. HAi�",iER �-.ANATIONS. LIt4ITATIONS AND CON- FALLI;�G 30 I?•1CHES wERE RE�,U:P,E� TO D4:v- CLUSIOr�S AS �Or�TAIr.�o If� THIS A 2.5 I I�lC"rl O.D. SAMPLER RE PC�2T. DrZ?� 51D1PLc, THF_ SY?180� =0/12 i CtOI CATE3 THAT 20 F!_.OWS OF A 140 LE3. �;Ar�r�E� r=ALL- ING 30 INCHES IyERE RECIl_Z�O TO DR*_VE A 2,0 I�fCN O.D. SAM°LcR INDICATES P?.ACTICAL RIG REFUSAL. i•104� THA1�! 1 SUCii SYt��OL I ND I CATE S �P TH i N AOJACE(�1T HOLE ATTEMPTED AT SA"�IE L�C.4TION. . LOGS OF E:PLORATDRY BORINGS JOB t�i0. 993a FI�, 6 HYDROKETER eM��r3i� S�E�E •M�1�5�5 r,� T� ,�r R��piw03 � .. 5 S'a�0a�� SE��fS�r _i �:C�� SOua�E OPEM�w4S Y�1 E�� Wrr •� �r�■ r.r •[hC 'Y? 'SO �v'7•4� •r ti •� �' �.� � �• ' .•.• � tOQ _ ._ _ -�-+�--��0 e� , � +--- +- _.__�. _. .. .�_..- -- � _.-___--.--�+--��0 �'_. —'—_ �=-.-'- -' - --- — " — - -� ..�� .� p � -�. __ -.. ._ -� '_��lO 'O' __ .'_— _ -'�� . _ _�� ` _ �� 1�I . ��I - �Z = �� 1,� - �o� � - - -- �tl — - --- —_- _ �--�---��o� `M�-� _ _ _'_ '_ _—'__ _�—'��a - __ -'_- ' _�—�. .�'�� eo� - - - - w — _--- _ --- -- -�__- _---- - -- � i 0 "— _ - _ "__- __ — 90 t__ __ "'—�.__ _ .-' .-__' _ ��y-r -�� —�1r� JQ �7! pCy C:9 .^.!7 ,1• �•• t�7 `90 �i• Z!! ♦�f f�l '�� }�i 76t �tT� t'JO � �ee l . 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S3 % sr�r ANO CLAY 3B �p LIOU10 L1Mi7 � ' .%p � PL/�S71CI7Y INOEX — /p SAMPLE OF SAND CLAYEY �SCJ FROM TF�i�AT 9 FEET f GRADAT(ON TEST RESULTS � JOB NO. 9930 FIG. .7 HrpRO�ETEa ati��rSi3 SiEvE •ti�1r5�5 «,R .r �w •C�D�•.a! -'--- . S Sr�ti��t0 SE��E54� � '�:E�p SO��E OPEti��.G3 .._.__, �� er�� .C.r •.� ..�� .r�r •� '. ,� •y, •�'y� •� .� •� �• �,� � ,. �.�. ' _-'--�-~ - - -_ --_ - -- - --' --- �-_�--�o a p - _-�— -_.- '�_'_- _—+ - •�_-_ .---��_ -�`_ _"�,O � � . .. — _ - _ __ _ - . ♦ __ .__._ __ �._.___„�._y!O +-i , r"—"� -.---____'_ . — ____-__ __' ___' — _ . .__ �y �o� � ____�_ ' � '° _� — _- _ --- — ---- ��_ t�o�— ' — ��o� — � - - � _ — " --=�� : V� _ '_ __ ��W e �� „_. 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Cz. G�►AVEL � E PJp SAroO 49� /j � ��SILT ANO� CLAV 4g % � � LIOU10 LIMIT � �� /p PLASTICITY INOE% � /0 SAMPLE OF .. SAlW CL./�YG� ISCJ ' FAOµ TH-2 AT 9 FEET � � GRADATION TEST RESULTS JOB NO. 9930 FIG. 8 MrORO�ETER aM��rsi� 5+EvE �N1�r5i5 r,� ,,.� �y �UDitiO� � .; S ST�tiD��D SE��ES�,r. � CLE�• SOU��E O�ENi�.G3 � _ �M e r�� w rr •w •w■ ��r •[OC �'�O •5J '�o•]O _�r ti •• ►: � � _�_ '_'_ ��-•-__"" ' ' _ '_- _ ' ' '_ __' . . n —•- � �• -- .•--_w.�-.y� ._.�_. ,." _ _ _ _ ♦ � � � . . _ _ .--� ... -.. . ' . : �--� � .- -� ...._. -'-+�"..._'_"_�-._.��." _Y__�� _ ...._� --� �" '_ ..'.*'� _ ♦ -----+--s"� _.�___..�. "_` _ '_ ��k p�� -.-- _.�_�� '-��- �� `O N-�-.-�`--- }� -� 1 - - --�-�--f-�.� f � ' -�� '� � � - _�r - � � 'Or ' ' - � -`�_ ` �� '�--�� . M _.. .�. ._ �_ O J V _� �_ w � � � t V l�� + SQ t � � ! _ ��o �o W Y! y �—` '� W � -'y. �-..i I -- 6 SO _ _ { ��0 � _ "� _ - _ _ '_ � ��^r-� !0 W -�. -..._�---" .-e--• � � �0 — -' ^90 � � i""' _' _ _. — ',._, .- � �pp :X1[ 70'7 UO� Jr9 OJ7 pt� ��• L!� ,�"t _y� ��! 2:�)• •� •]l . �� ]�� 6L �LTylL]0 l' D��YETER OF ►IRTI��[ IN Yi��7ErE45 Cur�rr:.�r,C� iG 3�LT[ror-•��e•rC: �.—.-r-iT ,,.�TTJY—^'SL�ICrt'-�iTi�' � LC�a�Es � GRAVEL i(�j . �0 SAND rj0 /0 SILT AND CLAY 34 �p M LIOUID LIMIT — %p PLASTICI7Y INOEX �- i0 SA�MPLE oF SAND C'JIYEY (SC) � �ROM 7Ff-2 AT 19 FtET k�OROMETEN �N�ITSCS � SIEVE �N,►LYS�S M „� IY REtQirW1 i U S. �TtNO�RQ lE��ES� CZE�R SDU�R� OlEktwo� .. � E r�� so rK »r�� •rw �rw •tOC •�op •yp•V'y0 •,a �•r s� � :ti1' � i; „t 7- ., .'� O . � � 1 � � � ��--�--� . . f i I � ' , �Oi� r � ! � � � � i �_�-�--.�v . W !O 70 � ,. : . . ., . . .... O 2 V M b �t � l ~ V _ 9p� r � i = ... C1 b .�v . t t V � � �- C �p i0 �O N .. i OOt OOE UO�� 0�• � 0!7 0�� N tT�!�O ii•� �l0 . •w f![ H� �: 7�� . t�E 4�� COD� . � . . . , � pt�r(TER -0i ►�RTtGIC Ih Yill� ET(�S � . .. .. � � �x� . p C1�1' Ir;,��T'C1.T0 fllT 1�-►l�Si�CI �� . GO��LC1 L+ O c� oa�.ve� % s�HO % si�r �NO c��v °�o L{OUID LIMIT /0 PLASTICITY IrrDEX � /O � SAMPLE OF . FqOM a �� ,�� x�. � � GRADATION TEST RESULTS �03 NO. 9930 FIG. 9 ,. C�.}i""� ` �� w�- y^"'�. "-� �� F�y ,�. . �c»�, n 7 �� .��"'� � �, , � . � �z � a : � t - �,,o- �� ' � �„� �, �� ' ' �" ��"�� , �� : �� : �, .. E � �.i' � ��, ''z� � � � �� ', �� .a": , �� Jy : A � M* � �,m* �� .�, �'; ��:. � , � �� ,� , :� � �� .; � � ,. .. � .. ��,.� ;. � ..: .; � �`�� « �:��"`�+�� . �� '�',��I �i��+C��S �� r. � ? �� ,. A��g�� 5 `�� ENVIRONI�'IENTAL IMPACT REPORT PRELIMINARY PLAN APPLICATION SPRADDLE CREEK SUBDIVISION VAIL, COLORADO ` PREPARED FOR: VAIL ASSOCIATES, INC. VAIL, COLORADO FOR SUBMISSTON T0: THE TOV�N OF VAIL PREPARED BY: a-�- MIKE BLAIR, PLANNER P.O. BOX 993 " EAGLE, COLORADO 81631 LAND DESIGN PARTNERSHIP, TNC. P.0. BOX 517 °� GLENWOOD SPR�INGS, COLORADO 81602 G � MOUNTAIN ENGINEERING AND LAND SURVEYING COMPANY 406 S. HYLAND SQUARE, SUITE A-1 GLENWOOD SPRINGS, COLORADO 81601 THE JOHN RYAN COMPANY 827 GRANT STREET - DENVER, COLORADO 80203 � CTUTHOMPSON, INC. 1971 4�EST 12TH AVENUE DENVER, COLORADO 80204 AUGUST, 1984 . .. TABLE OF CONTENTS GENERAL STATEMENT - SlA�1ARY AND ANALYSIS OF: TECHNICAL REPORTS . . . . . . 5 Pages MAPS . . . . . . . . . . . . . . . . . . . . . . . . . 2 Pages APPENDIX: TECHNICAL REPORTS Physiographic . . . . . . . . . . . 20 Pages ` " Geologic Soils Topographic � Drainage Geologic Hazards BIOTiC � � Vegatative. . . . . . . . . . . 2 Pages Wi 1'dl i fe . . . . . . . . . . . . . 7 Pages ` ATfMOSPHERIC . . . . . . . . . . . . . . 3 Pages UISUAL . . . . . . . . . . . . . . . . . 2 Pages ENGINEERING REPORT . . . . . . . . . . . 5 Pages w „ SOCIAL AND ECONOMIC . . . . . . . . . . 20 Pages ENVIROM1ENTAL IMPACT REPORT PROPOSED SPRADDLE CREEK SUBDIVISION ° ` VAIL, COLORADO AUGUST, 1984 GENERAL STATEPIEN�' Pur ose This report is prepared in compliance with Chapter 18.56, Zoning Ordinance, Town of Vail , Colorado to accompany a proposed subdivision of land. The u subdivision is to provide high quaTity secluded residential building sites for primary andlor secondary and single family residences. _ Owner/Sponsor Vail Associates, Inc. , Vail , Colorado. Mr. Mike Larson, Project Manager. " Location The project is approxirnately 40 acres of land on the north side of the I-70 Highway and approximately 1000 feet east of the main Vail interchange; it is approxirnately trie SE 1/4, SW 1/4, Section 5, TSS, R80W. The property is presently not within the corporate boundaries of the Town of Vail . DESCRIPTIONS ANI) MATERIALS 1. The project is bounded on the south by a narrow strip of U.S. Forest � ` Service land and by the I-70 Highway right-of-way, and is surrounded otherwise by the U. S. White River National Forest: The area of impacts ,. � � on air quality and social ramifications is considered to be the Town of Vail; the area of -impacts on traffic and drainage is considered ,to be the main Vai1 interchange and access road and the North Frontage road, the � area of impacts on wildlife and pubTic lands is all of Section 5 : generally to the north and east of the proaect. Z. Present and Proposed Uses: Present uses of the site are practi'cally , none, but include a Forest access`road across the southern edge, and an ` °' electrical transmission line (69KV) across the central potion of the site. Proposed use is residential and ,open space. 3. Present zoning of the site is R-Resource District as established for the unincorporated area by Eag1e County. Proposed zoning within the Town of Vail would be P/S-Primary7Secondary Residential District. 4. Quantitively, the 40 acre site is proposed to be subdivided into 24 lots of 1 1/4 acre average size. Each lot will contain a site for a primary- secondary residential building. The building outline ground area would be ap�roximately 2000 to 3000 square feet with heights of one to three a � stories. Construction of basic road, utility, drainage and revegetation is planned to be started and completed in 1985. Final work, including road paving, utility, drainage and revegetation would be completed in late su�ner of 1986. Residential construction could possibly begin in late su�uner/early fall of 1986, and completed on 3 to 5 years. It is expected that some lot owners will choose to build only a primary residence. The remainder of the 40 acre site (appraximately 10 acres} will be undeveloped open space tract(s). Vehicular access will be a newly constructed road from the North Frontage , Road ap�roximately 1200 feet to the site and approximately 4000 feet of new road with the project. Utility facilities will connect to existing ones at the North Frontage Road or cross under the I-70 Highway through existing conduits. 5. Regulatory Review Agencies, in addition to the standard utility agencies and Town of Vail departments, would include: ° Colorado Department of Highways, Area Engineer, Eagle, Colorado; Col orado Di vi si on of �i 1 dl i fe, Area t�. C.D. , Avon, Col orado; U.S. Forest Service, Holy Cross District Ranger, Minturn, Colorado 6. A copy of the Subdivision Preliminary Plan is included in the Appendix of this Report. ° ` 7. The nearest water body is Spraddle Creek, a small , sometimes annual _ stream whi`ch passes southerly across the extreme northwestern corner of the site and would be approximately 250 feet from the nearest structure. - Gore-Creek is approximately 1000 feet south of the site. : 8. Soi1s and subsoils were investigated on-site 6y CTUThompson, Inc., ; Consulting Geotechnical Engineers, a report of which is inclutled in the Appendix of this ,Report. Surface` soils are found to be generally silty, �, sandy, clayey loams derived from weathered sandstones, siltstones, and glacial debris and from decomposed grasses; shrubs and deciduous 'y vegetation. Subsoils of sandy gravelly material were encountered to` the test depth of 20 feet. � Vegetation is described in detail by Land Desigtt Partnership's report in the Appendix. The site is almost entirely covered with stands of mature ° Aspen trees and an undecover of grasses, forbs, sFirubs, and at lower ;; elevations, sagebrush. Tree masses are indicated on the Preliminary Plan inclutled in ;this Report. SI,�fARY AND ANALYSIS OF TECHNICAL REPORTS The proposed subdivision of _40 acres would create 24 �rimary/secondary lats and dwelling units. The property must at some time be annexed to the Town of F Vail and appropriately �oned before ap�roval of the subtliVision may be final . Analysis of the Technical Reports finds that the property is capable of being ` developed as proposed and the project would not be in conflict with the Vai1 Comnunity Action P1an. The property is presently not developed nor has any uses on it except for an electrical transmission line and an access road to National Forest lands. The property is surrounded by National Forest lands and is separated from the Vail Village by the I-70 Nighway. The only adjacent land use is a co�renercial riorse and snowmobile trail riding facility near the southwest corner of the site. , , Present access to the property is via the Forest access road from the North Frontage Road at the main Vail interchange. PHYSIOGRAPHIC The property has moderate to steep slopes facing south above the Gore Creek Valley and Interstate Highway. The area soils are silty, sandy clay loams, � varying from a few inches to several feet thick, over bedrock of sandstone, siltstones, and glacial deposits. The area is drained by Spraddle Creek, a deeply incised minor stream at the west edge of the property; in addition, � there are small springs on the property. The �eologic Report finds that tr�ere are potential geologic hazards around the property but not in the area proposed for development. The conditions for potential hazards exist to the north and west of the project site, and include potential rock fallingT � ' flooding, snow avalanche and debris flow. The Report study indicates however, that any hazardous occurances would pass through the deep valley of Spraddle Creek, well below the proposed development site. The Report warns that a � - potential hazard of soil movement could be created by road and building construction entrapping surface water and saturating the soil on steeper � sl opes. � r. � � BIOTIC The property and surrounding area is mostly covered by mature stands of Aspen � antl by grasses and brush. Road and building site clearing would probably remove about 12 acres of existing vegetation. An ample atrrount of trees would remain to provide screening of the buildings. � � The area provitles a moderate habitat for small mamnals and birds, and deer and _ ° elk. Animals probably most affected by the development would be grouse and , , elk from loss of feeding and cover areas and' from intrusion by dogs and cats. " ° The area is important to wildlife but is not considered critical for h«bitat. ATMOSPHERIC Air flows thru the Gore Valley and maintains a clear and clean condition throughout mast of the year. During the coldest winter months, ti-ie air mass ,, sometimes becomes stagnant antl temperature inversions occur. These conditions � can entrap dust �and gas particles and �temporari�ly� cause� serious��pol�lut�ion of � the air. The development project would be just above the inversion layer and � be less likely to have pollutants emitted from it trapped in the Val]ey. Even " � so, total emissions from the project are estimated to be less than one percent , . of the current po1lutants emitted in the Va11ey. CIRCULATION AND TRANSPORTATION Trie Engineering Report shows estimates of ten vehicle trips per day per primary residence, for a total of 240 vehicles per day. The only access to � the project is from the east end of the North Frontage Road and al1 the new traffic will pass through that point. Though the added volume is not high, traffic flow is critical at the North Frontage Road intersection and a turning lane will probably be needed. The present access road will be realigned and improved to serve the project, which will end in two cul-de-sacs and provide for a continuation of the Forest access road. Roads will be asphalt paved with grades approaching ten percent. UTILITIES AND DRATNAGE - Al1 utilities will service the project and will be underground. Water and sewer capacities of the area are adequate to serve tfie proposed project. Drainage and run-off from the project will be minimal and no major drainage _ ways will be directly affected. Surface waters must be drained quickly from , the site to avoid soil saturation and mass movement. Construction work run- off must be filtered to avoid pollution of Spraddle Creek and Gore Creek. � POPlJLATION AND ECONOMIC The proposed completed project is expected to be populated in part by affluent residents less than full time and in part by some rr�re full time "caretaker" residents. Population additions to the Town are estimated to be 90 per average week and 226 per peak week. Costs to the Town for services to the F project would be minimal and no more than for any normal subdivision. However, an additional cost for road maintenance of steep grades and for water pumping is estimated to be $4r773. per yearr while property tax revenues are estimated to be $28,100. per year, or nearly a 4: 1 positive ratio. In ` addition, sales and other local tax revenues generated by the completed project are estimated to be $94,074. Site development is planned to be completed by Fall of 1986, and building construction substantially completed by 1991. IMPACTS AND I5SlJES - Review of the Technical Reports identifies three potentially significant impacts resulting from the proposed project. The impacts are (1) effect on � the 5praddle Creek Ranch trail riding facility, (2) visual impacts, and (3) traffic on North Frontage Road. 1. The Spraddle Creek riding facility will be affected by the proposed project in two ways: by relocation of the present access road and by objections from future residents: Reconstruction or relocation of the access road will likely cause the existing buildings and corral to be � rr�ved,` and there would not be adequate level ground to re-establish tfiem at the same area. Future residents are likely to object to �he � associated vehicle move�nt and noise and the odors of the operation. � However, if determined necessary or desirable; the project developers wi]1 provide assistance to relocate the operation to another location on National Forest lantl. Access to the Forest will be maintained (and ,,�. improved) by the Project. 2. Visibility of the project may be significant from some areas of Vail . The project site is approximately 200 feet above the Vail Village and most of the building sites are "behind" a ridge when viewed from below. Buildings in the Village also block many of the views of the site. The site is most visible however, from Vail Mountain and from the North Frontage Road looking east. WFiile the property riow is a part of a wooded vista, it does have a roadway and power transmission line crossing in view. Most visible will be tFie buildirigs on the four lots proposed on the south side of the access road imnediately above the I-70 Highway, arid � also the road cut and fill slopes and retaining walls. Generally however, the project and buildings will appear to be nestled in a wooded vaTley against a backgrourid of large mountains. Visual impact can be effectively controlled by maintaining the Aspen tree cover for screening, by proper revegetation of disturbed areas and by appropriate use of design of building materials. 3. Traffic. The only access to the site is from a point at the east end of the North Frontage Road. All traffic from the project, though light in volume, will pass through that point. Channelization of traffic, a ` turning lane and signage will greatly help the flow of traffic and _ improve safety. A bus stop near the intersection may also relieve traffic congestion. CONCLUSIONS The site is found to be suitable for the use intended and compatible"with the Vail Community Action Plan. The site is generally free of geologic hazards but care must be taken to avoid nearly hiazard areas. Wildlife and habitat will be affected but only minimally if human activities and pets are properly � ° controlled. Visibility and visual impacts can be greatly minimized by retaining much of the existing vegetation and by controlling building siting and design. The proposed land use will be harmoniaus and unobtrusive to the Town, and it will generate appreciable tax revenues to the local economy. Any disruption of the Forest access road and tFie livery operation carr be resolved with cooperative efforts by the developer, the operator, the U.S. Forest Service and the Town of Vai1 . � . 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GLENWOOD SPRINGS, COLORADO `�" � VEGETATIVE � � � VISUAL MOUNTAIN ENGINEERING AND LANI? SURVEYING C�IPANY ': GLENWOOD SPRINGS, 'COLORADO ENGINEERING s THE JOHN RYAN C�IPANY DENVER, COLORADO � � SOCIAL & ECONOMIC IMPACTS CTUTHOMPSON, INC. DENVER, COLORADO F...�.,.;;., . . .. � � � . .. GEOLOGY AND SOILS ! � � CTL/THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS PRELIMINARY ENGINEERING GEOLOGY ` " AND SUBSOIL INVESTIGATION PROPOSED SPRADDLE CREEK SUBDIVISION ' VAIL, COLORADO Prepared for: e� � Beaver� Creek l.and Devel��opmenti P.O. Box 7 Vail , Colorado 80658 �� Attentiion: Mike Larson , ° Job No. 9930 February 28, 1984 z � 1971 WEST 12TH AV ENUE • DENVER,COLC�RAfX7 R(]7(]a . rana+a�t-n�� SCOPE This report presents the results of a preliminary engineering ` geology and subsoils investigation for Spraddle Creek Subdivision, Vail , Eagle County, Colorado. The report presents the geology of the area , geologic conditions influencing the proposed development, geologic w hazards in the area, relative risks involved in developing on the individual parcels in the filings, and recommendations to reduce develop- mental risks. The report is preliminary in nature and suitable for plan- ning and subdivision design purposes. A final soils and foundation in- � vestigation will be performed for each building site to obtain specific , design criteria for the development of each site. A brief summary of our conclusions for development on this site .is presented in the V ` following paragraphs. �� ° SUMh1ARY OF CONCLUSIONS � � � � � 1 . In our opinion the site can be developed with single-family resi- 1,,. dential type construction. � � � � 2. Spread footing foundation systems can be designed and constructed f for the residences with design pressures of Z000 to 5000 psf. - 3. The major conditions influencing the proposed development a°�� steep slopes and scattered boulders. 4. Cuts and fills should be reduced as much as possible. � -z- � PROPOSEO UEVEIOPMENT . The proposed Spraddle Creek Subdivision as planned will consist of 25 lots of approximately one acre in size. The location of these. lots and proposed streets are shown on Fig. 2. Cuts and fills are , . anticipated for construction of the roads. In addition, a11 utilities will need to be installed. Preliminary building envelopes have been ` established for the individual lots. � 4 SITE CONDITIONS The site is located east of the main Vail interchange as shown on Fig. 1. . The site is located on a south facing slope. A difference in ' �� elevation of about 600 feet occurs across the site. Grades vary signifi- cantly on the site from about 15 to 80 percent slopes. In generat plans � are to construct buildings on slopes ranging from 15 to 30 percent. The site was covered with about 2 feet of snow at the time of our investigation. However, a review of pictures taken during the summer months indicated vegetation on the site consisted of natural grasses, r�eeds , brush, and aspen trees. In addition, cobble and boulder could ;be seen on the ground `'" surface. Access to the site was from an existing dirt road which traverses the si`te in an east west direction. The surrounding areas were not develop- ed with the exception of a small horse stable located near the south�•��st corner of the property. ^ . -3- GEOLOGY � The information presented in this section was obtained from . several sources which included: US Geological Survey Map I-999, "Geological f�1ap of the Leadville 1° by 2� Quadrangle, Northeastern �-- Colorado" , 1978, and Engineering Geologic Maps and Tables prepared for the Department of Natural Resources Colorado, Geological Survey, � by William A. Gallant of Charles S. Robinson & Associates, Inc. , 1975. The site is underlain by sandstone, siltstone and shale bedrock _ of the Minturn Formation. There is no evidence of nearby faulting of � the Minturn Formation. The topography of the area has been developed by glacial and alluvial action along the Gore Creek valley to the south of the site. The oldest action visible is glacial erosion which eroded the deep Gore Creek valley. Upon retreat of the glaciers, glacial moraines were deposited in the valley side slopes to elevations higher _ � than the subject site as indicated on the Surficial Geologic Map, Fig . 4. During the retreat of the glaciers some of the side moraines existed on oversteepened slopes and became landslides. This general age of land- , slides is indicated as Qds3 on Fig. 4. Later alluvial action along Gore Creek eroded the bases of slopes instigating landsliding such as " designated Qds2 on Fig. 4. There is no active, Qdsl , landsliding in- �i��ted in the area. The most recent deposits along Gore Creek include several levels of terraces from past Gore Creek stream levels , and alluvial , fan deposits where tributary streams enter Gore Creek such as at Spraddle Creek. At higher elevations, above the subject site the bedrock is -4- mantled by colluvium derived from weathering of inplace materials and slope debris. -- As indicated by the Map of Potential Geologic Hazards, Fig. 5, from Robinson, there are no geologic hazards which would preclude develop- � � ment of the site. The site is stable from a slope stability viewpoint at this time, but it is susceptible to landsliding if developed incorrectly. Site grading recommendations are given later in this report. -- Other potential hazards are mainly associated with conditions along Spraddle Creek and include; snow avalanches and flooding along the upper portions of Spraddle Creek in the property, and debris ' avalanches in the southwest corner of the property. The best method to ejiminate the risk to these hazards is avoidance of structures in - theses areas , as in the proposed development. The only proposed features include the access roadway and utility easements. � The best method to � reduce risk to these features is to design them for a low profile through the hazard areas. SUBSURFACE SOIL CO�DITIO�S Due to the presence of snow on the site at the time of our investi- gation access was very limited. Three borings were drilled on the site in the existing dirt road at the approximate location shown on rig . 2 . e The exploratory borings were drilled with a 4-inch diameter power auger. Logs of the soils encountered in the borings are presented on Fig. 6. The soils encountered in the borings consisted of sand and gravel with cobble and boulder. Drill rig refusal was encountered several times in . . �Sw advancing the borings. The sand and gravel soils were very dense to the maximum depth explored of 20 feet, Based on the geology of this area and results encountered in our borings we anticipate very dense sand and gravel soil conditions exist throughout this site. However, we anticipate some areas would have approximately 1 foot of topsoil . Gradation testing was performed on the soil samples obtained from the " borings. Results of these tests are presented on Figs. 7 thru 9. No free-ground water was encountered in our borings . However, due to the presence of aspen trees we would anticapate smoe �ocalized ground water conditions. In addition, we would anticipate some ground water • . conditions adjacent to Spraddle Creek. CONDITIONS INFLUENCING PROPOSED DEVELOPMENT x - Conditions of a geologic or manmade nature can influence development of sites. Based on the literature search no major geologic hazard existed on �this site. However, potential hazards existed north and east of the site. The hazard to the north of the site consisted of a potential avalanche zone as well as a rockfall area. The hazard area to the east ° � consisted of a potential landslide zone. In addition, the following conditions , which are site specific or geologic, must be evaluated since . � they can greatly influence development of the site. 51ope Stability The steepness of slopes for each building site will signifi- cantly impact tne development of tne site, Generally slopes greater than 30 percent are difficult to construct on and require careful -6- evaluation of cuts and fills. Fig. 3 indicates the approximate areas where slopes are generally less than 30 percent. Some of the moderately steep to very steep slopes could become unstable and possibly fail if improperly modified by grading and building . - No indication of old slope failures was encountered in the investi- gation performed for this project. The development of the site should be carefully evaluated in order to reduce the risk of 4 construction induced slope failure. Recommendations are presented - in the section Site Grading. � Ground or Surface Water � No shallow water conditions were encountered in our exploratory borings. However, the. presence of aspen and location of Spraddle Creek indicate that some of the site may be influenced by ground water. Most ground water encountered could proaably be controlled. We do not anticipate the ground water will prohibit construction but it may limit construction. Excessive ground water or slope stability influenced by ground water conditions may ] imit constr�c- � tion. The worst ground water condition generally occurs with water at the soil/bedrock interface. We do not know of any shallow bed- rock at triis site. However, it could occur adjacent to Spraddle � Creek where water is also present. Surface water flowing in Spraddle Creek or flowing on the site from snowmelt may influence the location of buildings. A possible area where this may occur is mapped ,_ as dfa Fig. 5. -7- Sof t Soils No soft soils could be observed on the site or were encounter- ed in our borings at the time of our investigation. However, soft soils generally occur adjacent to drainages . Spraddle Creek is the - major drainage and other small drainages may exist on this site. In our opinion, if soft soils are encountered, they probably will be shallow and cover small localized areas. �� Avalanches or Rockfall � An avalanche zone and possible rockfall zone is shown on Fig. 5. This area touches the northwest corner of the site. Based on this .._. � information the zone should not influence development of the site. However, we recommend this be evaluated in greater detail when the z4 building sites have been finalized. ` �� Boulders Boulders were encountered in our exploratory borings. The size of boulders are not known since they could not be observed . „ Boulders will influence the ease of excavation and size of excava*_ions. Seimisity As previously discussed, no active faults have been located � in the proximity of the site. All of the proposed structures should be designed and constructed under the guidelines for Uniform Building Code Seismic Zone 1. -8- � FOUNDATIONS Qased on the soilsencountered in the exploratory borings and our research of geologic literature, we believe the most common type of foundation will be a spread footing foundation system, The . footings should be constructed on the dense natural sand and gravel ` soils and in some instances may be placed on canpacted structural fill . If organic soils are encountered they should be removed from the area of construction. We anticipate spread footings could be designed for soil bearing pressures on the order of 2000 to 5000 psf. Subsurface .. . investigation should be performed for each building site to determine ` � � the specific design criteria for that site. •�� EXCRVRTIONS Excavation for utilities as well as below grade construction �are anticipated for development of the site. Due to the presence of boulder and cobble we anticipate heavy duty excavation equipment will be need�c. Boulders will be especially difficult to excavate in confined excavations --° such asbuilding corners and utility trenches. Light blasting may be needed where boulders can not be removed. SITE GRADING � We understand cut and fill will be needed to construct the road proposed for this site. In addition, some cut and fill may be needed for construction of buildings. In generaly, all cuts and fills should be . minimized. As the natural slopes steepen, greater risks of slope failure _g_ will be induced by constructing fill on upper portions of slopes and � by making cuts at the toe of the slopes. These conditions should be avoided as much as possible. Any cuts or fills which are greater than 10 feet in height should be evaluated on an individual basis prior to construction. In general , slopes of 2 to 1 (horizontal to vertical ) up to 10 feet high should be stable if properly drained. Higher slopes may be possible. Surface drainage should be carefully designed to divert surface drainage away from the slopes. All cut and fill slopes should be vegetated as soon as possible after construction. • � � . The site should be properly prepared for constructing fill . ; All vegetation should be stripped and the subgrade should be scarified , moistened and compacted prior to placing fill . Natural slopes greater than 20 percent should be benched in order to key the fill into the slope. All fill should be placed in thin lif ts , moisture conditioned ° and compacted, � ,, RETAINING STRUCTURES Retaining structures may be needed to reduce the risk of construction � induced slope failures for road and foundation construction. Retaining walls may be needed where deep cuts or high fills are needed for const,�uc tion of the roart. In addition, many below grade foundation walls will � need to retain hillside slopes. Retaining structures and foundation walls need to be designed to resist lateral earth presssures. Lateral earth pressures depend on the type of backfill , slope of the ground surface �^hind the retaining wall , height of retaining wall , and typP of refa�ninc� e -10- � wall . Design criteria can be provided once the specific site condi- 4- tions and proposed construction are known. SITE ORAINAGE Subsurface drainage as well as surface drainage may be needed for ` construction of roads and buildings. Subsurface drainage will need to be evaluated ori a site specific basis. In general , we anticipate all buildings constructed will need wall drains for below grade construction . � Wall drains are reconm ended due to the anticipated presence of shallow . ground water during snow melt. ` ' � � Surface drainage should also be very carefully evaluated during design and construction of the subdivision. Site areas should be care- fully sloped to reduce the possibility of infiltration of surface water � into cut and fill slopes. In addition, all slopes around buildings should be made so that positive drainage away from all buildings occurs. � y The surface drainage in Spraddle Creek should be evaluated so that dur- ing snow melt periods flooding of construction sites are not possible. LIMITATIONS This report was prepared based on the conditions disclosed by �g our exploratory borings and research of the literature. This report is preliminary in nature and presents the general subsurface conditions " and quidelines for preliminary design and planning purposes. Site specific subsurface investigations should be performed for each building -11- site. Construction on steeply sloping mountain sites requires care- ful design and construction considerations. If we can clarify our recommendations or be of further service in this project, please contact �p H=KOFC � � CTL/THOh1PSON, INC, y�,;A°a��;�R'•y• � •4.� � :c�t : V �-t. 4 �� ' • � � '� 5962 . 1. By �'��j Wi l l iam H, Koechlein,• P.�o ��: fj ' . , �..�J'� �C`�� f� s Reviewed by: t�jr Qa��p, - ` �� .'.,�i..r .�„ . . �L.,�.,,�� t�`', �' -_ ' Edward 0. 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O IHDICATES P110POSE0 eui�oinn � �NT �� E N Y E l O P E �R$T A T F ` -____`,� . . � � � . . . �0 ``��. 6700 �_ � +� �� LOGATION OF EXPLORATORY BORINGS �� p. 44�� AND DEVELOPMENT PLAN ��' _ ,. ., �� .�.�.r.> � �..,<,st nn , ,� ,...�..,, ,�� «. ..,,��, ».. , , � • . a}t.e.� ��,�o�n� � �.a rh ��.>-.e...: .,�.., ..,n r� .,.. . �. �; � '. . �. .�. r...,�t� �. ....�., � . .�. . .,�. .. ... . .�.., �Y i.,._ >,.� .... ,,s �. , i i., ., , , . . . v� � , .,, ,.., .. ,.,, �� ,,� ., ,_ ..� . k„ x N ecoo eeoo _1_ bt�° 1.�1 ee�o . � ' Y � \ `\ � . y \ \ !.� � � V' l 1 \ / � � \ I1 23 �b 1 , \ 37 / \ �� o l �� %� �. 1 . � .' yt: � � e�oo �\ 2 0 ;� , ^ � — esoo� � � � ' � � SCALE: 1'�200' I �2 � J�' � � r •� � 1 , � „ �, y y a - . eaoo� � :� ,�! . �� i9 � ��' �� ,� � . � �_ . .. � , ' � �� ' �,. � � � _� ;�� [., , . � YHOPENTY LIME � .� � 16 ��\ VAIL � �`� �` � �6600 � � INTERCHANGE �, �� a s `� O � . � ( T' �' `\ �--- �\ ,s � eaoo , � � N_ . � TH-3 _ � � EXISTIMO DIRT ��b�aQ ' � � � ROAD .�� LEGEND; ` ` 4 �1 � � �� 13 INDICATES LOT� MUMBER �� , � � \ 6�00 � INDICATES LOCATIOM OF EXYLORATORY � „ - �1 — 0�111M0 ' `�� . � �` � . 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DEPOSITS ..�. �^1 �~` T � ALLUVIA r i� 'Om pl ��..:` '_ 1 � `\'�,. � ' �•��- . ->. � ��__/� L DEPOSITS ::, �\_:_..,.�q ' •. . �1 5\r-� '�_. .��--- � � , � nLLwt� Fur .-. ��''�'�--1��rt,r£.so�. � � Y��.� .�` � � ••._,/�..r�.'` ,__ • i' --v�•� �� ' � \�!:C.,,� �� '� �.� ^> S� ' j �' � °�„� COt,.F. SH4PED OEPOSf 7 OF PLW[AL SED:"�NTS -"z . �.{"'`�� 't, : /�, Q ` /� r/�'��\._ Od.�m) �// , O�1 �1; . .. .� . � .`� r '��2��"7 �� ,.,� �y"✓� . TMAT Af7E J�f�O5I7�r'D MTERE A 7RIBU7.4P� ENTE�S , ,, j � Y1�1 fi� • �� i�� , IOm,Rm7; /�.i:''. '�..� . . ' ,�./ IN70 A LARG'cR STREAM VALIEY. • 'i s.� �' {" . . ' /f� . , . ..1-L �k '_ ' t.e'�t / �'°%<'\ : :.:.;.. .. '` •� i �;��' ��'�� '� t1'�'.,�` '�. }r. :-�� .,. r--�.,"^�'�� GLACIAL DEPOSITS �..f �' '..- : y :�� ' li '. �, o�.�. ` �^T�� "•� .., l�, ,,,� �'^i�vYf' c,°�� '2��i r�+oR�trK 'x'' �..' . � i .. - �. , i^ . . . . •{, :�i . �'�r�� .`�y' , \ � ..'� -��,� •j�J'�^'.��/ -� �, E10ULDERS. GR.aVE3.. 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'f� • '• ;' �'. //, I .. ^ "'-^' �' � J �r - � � __--'�•. �� . �� ./ �� ...1 �� .�. ''��.-� ' 971D'cRi. �RaV�L S PA � SILT DE�'OS- �, ' ,. .' � t ' -"-' � . �� / O [TtD �T frC RGI S � C1E 5. , ! ' ..� µi :� FOF ' 'i , � . \�-r� " � • (� ��..�. / , . .'/. . .�` . , _, � .�.-1 �.�/" . � i - .t•�' t,�� l . .•� �, l .. 1 - ' (fi�mr' •S R t. _/^' ^•�( � . 1 . �� ,�, ''\�� .,�.. .-- ^' __ f' LANDSLIDE DEPOSITS i' . _ . __„ . . ��- \ .`�� , , \� �-� r...�l _�/�--��'"'^----' �� LnW5l.I0E5 . �5 � : �. •'�� '� +C: -aCS�i � � .. � � �• . . . / .- 1� m) /.: � r --s..�-� C.. �, r �" �, v'•. ' . • , "` ....� ....�` .. - • \� �. � � ' , 5� 1 � / . � 04�(Om. % ru55 I�OVE1fNT5 Nr+E� TrE� IS A pISTiFY_T �..,�a . . �t':;�.• - � .� . � � � , . . ;��•r• • .... � ' ' ,f �. '•'0a2. : r"•^ �—..�—�-�'� SIRFACc Or RIPTII�E OR ZOrJE OF MEAKI�SS. �`� �� '�Vail �/ : . � al��.. •' (Om�.Rm .f. • . . .:.,.. _ ' � 1� Sl.E3TYPE5 IDEt�TIFIED /Ja DESCR19m BELQN. �... .. , . � . • _. _ . ; i•'��d..;,_ � '=. • „ ". .., .. ,,.s . � �.•/ ��' ,�' ��`'� .. ""� w �� ..^-..' '"�`�"'�--'...�.°i� , ... �� . � �^ c ia ,��.�i- � r °�:��\��'� �-�+::� �'r . . ,��.�-'"'�'- � \��``-„ " . / fo, � . DEI3RI5 Sl.1DE5 ��, -��.,-�-':. —� °, . � ,•l� �� ' � , , 1 .� �y ! M.; '"^� �l,.,1 ..E Sw:�. � � s..r'`^:�.p�P , _ _._L...J LnW5l.1DE TY�E CQNSISTING PRIMnRILY OF' , � . � zl •r \• r�^ ,•_ x?'�'t � �'.��i��J� r`^t'.*,� . .1�` ��v'� aa SlRF1CIAL MATERIAL. SYM30. Et1dOSE0 1N � . .,� . �L � ..� , .. .��l�� '. B .. 'j�^'r•' r I � PARENTrESIS IWICATES W17 ItJV0.�ED. ,��/ ,'`�- .. � _ $ a�»' l�� _.__ �i �t� • . SlASCRIPT MR'IOER IrAICATES RElA7IvE AGE: rll, �! ?� _ � ". f 1'•.:� ..! !�,��--�/. './�^��' :" /"' �^^� � � Ml'�f3ER ! 15 YOIl�',c5'. . � • i . � . � , t � ._ �rnl `'� �,, . �� • i ..�:.�sfttf?c*+k-� '...� 1» . �.� .� /, �'�-„'^:�' ��`r,..,� � � � . �� . . : � ��"...�� '�-�-_r---�++--�-� .. � . fi .�` . ' �`E�•l\�"'°""�. _' � DEE3RI5 F1J� � ' ':: . , � .� .� . ' , � ` l^ � df• . /j` \, �....,i .�.1.; y;�;( ,. ` M.'',` t� r� �\� �� /�. .��.r' ❑ AREAS Of POSSIBLE RECIRRENT FLDODING. ' „�,','.. ,..--^ •� / �� t,._: . ' • i, ' ...'t '�• .,�"� .�..,._--�..�+'......" DEBR15 FLOwS A1�D HrCt2000r�PACTION. :'� • � ..�y ...X-tN� '�'� . `�\'\ . . . , �� . . . . .1�� . �.. . ..� . ^ . . • � - .., _: .. � Mv < . �l! ( . ..}�`` �( .� � ��« _ -.�--- . �� _d'`TI?�n/f .`\ f � ��`_� , � � "j'is . T "' �.. � 1��`.' �( 9\ I �� L..�. �...'�".i�""'�"' . ROCKFALL HA2RP.0 i �. . � , •• •. 'r. ✓""�-.� �� . t t,•' f' ..� ..."^--�---��' . . , � w � ,� .. 1 '� �� :� �� • ., .. 1 . - , �`� �.\�.- . .,�M1�'� �--�- . -.�,ti AREAS OF E1TF£R ACTI�E OR POTEN7I�L , . ':-�8 ? . � . � . . . . . �� .. �. � � �•.• � .. �� r -4�..... �,'•:. -�, � •"• • �-_ . .- rf FALLING. ROILINCl OR AIDING OF URGE . r.;._ � t � �.-^r'--_..-_=^ +f(fl F • .. . .: ... '.�\ .� .. . �.. ��♦ i--��^1.....-�^�'��.. ,/. ,.;��'� 6EDROCK BLOCKS. SYraB0. Ir1 PARENTtESIS � ( ..�. ,1.]�.�_� ' 1. .r_ / ��. 1,' .��_ . _ . . � ,. � .... . � . . 1NOICATES W1T 1NV0.vED. � Y,�,,,� t 1��,� .l•/' 1? �' � -:`S��= '�.. v`'( , _ _ ./',. i ��--•• ..'�t �"� t� �,•rl � , , �� .�.��/ . �_^�-�.�• .,�' . ' ��.. AREAS HIG1tY SUSCEpTIBLF TO S�iO'A AV�LANC�t:: � ";�� "}�..��• .'. `� �� .. : �� , 1 '" /„�T-'_`^�..' . . . ." ' a BUi ?l0 PATT15 READILY 10Gt1T1FIA0.E. � �,4ii„! \'�°.• i 'a�. . ��y.� / .�' . ., • `� � � . :.: ��. � .la. �i �. � ' i. . � . . ''•��,.,1•••�\�, • �sC �7.,i -i�i� •J�, �-�.• . l^_�\•` � � � NOff MAP AND SYM(jlLS KcRE�OCIT�IPED FROH E�.IPEERING GE0.0GIC . � ��' ....:.� .�� ._'• II � .� - \ `. \��.ii ! , � 1 . MAPS ANO TA�ES PRETAREU fOR TI£ DEPART}ENT OF NA7lRAl /� , •.. _ ., , � • `�\ ...\�y� -.` �, r . ,:�� . � . RESOlRCES. CQ.ORADO GEQOGIC�L SIR�/EY Bv MILLIAN A. GALLA��I� /'� � � .,i: .1�� ...� r • �•••��. +. :l" � � � � � Of CHU�ES 5. ROH1tnCN G ASSCKI�TES. I�+C. I975. r � � r i.; �:��:, � � ,�' �' �, ► . .. .,. _ ...... ....,, .,. ••'•, t ' . � . �'•... �,�:J,`.\ �'. ��\\;��,( :I �(�rf(./Pm) 1 . � .�. 1 . . • :.` 1� . POTENTlAL GEOLOGIC HAZARDS MAP F�°. S � JOD NO. QQ]0. . . . . . . � Tti-1 TH-2 TH-3 n 0 �: '�►:. 'a.:: � �:Q �:Y •:� ��(: �X. :x;: ..__. :�: a: 5 :�=• 20/12 1�/12 5 .di •'oi :�j� . ;.;. :.'� ;;�: D::,'. ;.: �.;, � '�r• � w �'�� 0:•: ill � .. l�i ":: 30/$ :•,a� iu lU :;' 20/S ... 3U/3 lp � i �' '� •�' ��.:'. :..; p.� � _ _ � �::: °:� '` r a :.:::: :•• ::� 1 a .'o-.'.� '�'. a ��:: 1� �� IS , .�� :� T 20 43/12 ZO � LEGEt�U�: NOTES : a: SAr;D ArJD GRAVEL, SILTY, OCCAS I Or�,aL � � COBBLt ANO BOULDtR, h10I5T, TO vtRY 1 . TH� EiORINGS w�RE ORILLED J,ar.UARY �� 4, 198�+ WITH A 4-IfVCH DIAi�'icTtR OtNSt, BROWN. COC�T I N�lOUS FL I;NT POWtR. AUG�R. � SafJD, SILTY, MAIST, BROwN Z. NO FR�E GROUr�D w-,TtR wA5 OBStRVtO IN TN� EXPLCRATORY BORINGS AT TNt TI�1� Or THIS I��VcSTIGr.�ICN. DR I VE SANIPLE. THE SYh1B0� 20.'12 I ND I- 3. THES� LOGS ARt SU6JtC i TO TH� �X-� CATES T'iAT 20 6LOWS OF A 140 LB. IiAi�Si•�R PLANAT I O�JS, L I�4I TAT I ONS AND COfv- • FALL I;�G 30 :J•ICHES wERE REQU:RED TO DR:v= CLUS I Or�S AS COr�TA I NtD I r�� i H I S A 2.5 IhKii O.D. SAMPLER R�PORT. „,_ � DRZVc SA�1PLc.� THF SY�180L �0/12��I�dOICATES � � THAT 20 E:LO�VS OF A 140 L[3. iiA(�It�ER r'ALL- ING '30 INCHES IYERE REQIJ=ZcD T0 DR?VE A 2.0 INCH O.D. SAP•1.°LcR I f�I CATES P,^•.ACT I CAL R I G iZEFUSAL. i�IOR� THAN 1 SUCii SY(�60L INDICATES D�PTH IN ry-- AD,IACENT HOLE A7TEMPTCD AT SAME LOC.4TION. �� LOGS OF � EXPL04ATORY BOR�INGS HYDROMETER �H��rSIS SIEvE �n�LrS�S � „y ir RC�O�NOS v S ST�h0a�0 3C��C5 b � GIC�• So�►�( pvCti��+GS ~r�.( Ar�� aO�r w.w �.nr irw •tb0 •�00 •s0 '�O•�SO •r ti •� ��• ♦,• .,� �- �•�• � ; w 1 � �--1� —. ' --� "'-" •-'�� . � �— �_.. ..-;-_ . _ r.=Z _. , .. � -- �----•---- - -•---- -- r.. .. :.-�....__. � -- ----�- - ---- ---�--�-�--- - - - - - - p _ '_ _" _a'__Z�""" ' - _. �-z--=-- �_— b _+�_. p " _"_' ' �_�.�` _ � � . _ -Y--,-.--�--- --.- ��s_=-r_-�-�`-- � —��-._- --� - - ,o -- -- --- - � J _ _' _ _"_. " p W =b �O= = �� - - --� � � 'O ]O� ' `� � � -- r -=_— •--� -- � . � _ —�— -- � --- ----i---�---- + � . ; ' u� - --. ..----"-• '-°..' '--•...' -._•' -'-"•. '_. 't --'-�'�—•—r--+ . ... ---- --- ----'-'-- s0� V _ — __�_—_ _ ,.�•- _ "' — ..0 r...._u W _ _-r�.+__ ._�.-y. �__.$.�,_-�- __ C ` ' �� SO �O 4 ; ' __ __ - -t•�- f..-s�.� "- _ -�_ _ f0 ap .,� _ '_" ___�_ ' ___ '-1'i __� _�._ '___ _ ..* �0 f0 _�� " _��+�— y��.�^ _ I� � OCt 00] 00� OM O37 Of• i�\ tfTpa`!�O �� 2p�� •1� �?[ i�� ]�� 7�j �tT. � ,. � � 0�1�CTER OF r�RTIGIC �M ►�ilI=METERS . �sc CL11' I/L�ST�1 T� 311T(►Oti-��1TiCi C��6LfS i � GRAVEL 55 �O SAND .3Q /0 SILT AND CLAV 13 %p �� . LICUID LIMIT � %p PLASTIC(TY INDEX -- -/0 � SAtitPLE oF 6RAVEL SANOY CLAYEY (GC) FROM TF'F-S AT 4 FEET - HTDROMETER A!(A�YSIS SIE�E �N��Y5f5 .�M� .�r � RCa0i1N3 .. u S. ST4kD��0 SERrE51p . GtE�R SOU�RE O►EN��+OS w : Eri� aOr.r.A.w •wM irr. •�00 ..•s0 •�o'30 •• ti •r .tti' �: �.t . 3' ]'� . ,. � a � b �.r; b � �o yo Q _ �: � i u _ �i z, t ` V _ �t Y Z „ V� pU 1 c � .. W ---j-�� V L � — �L > " [ W � .�; . ... ...r t0 W �00 ;.%N . � .00(�. OG6 ��..00r� ai�.... .037... ...p7��. ��id� .tR :� l�O... i��. �(q�� "•7� ��lX �� i ' ]�i ��7CL q7 t( � . .. . OI�YCTCA AF I�11� � lC �IM Yl�l�»ET(R�1 � � �K ,.� . .Gl1t I��F�CI TO .filTl•aw-r��1f�G1 . GO��tCf � ,:L-. � ;� GR/�VEL �� .�ff� %p SAND � 5�..�/0 . .. ... SILT �%ND CLAV �6 �%. . �� UCUID L(MIT �� % PL/�STIClTY INDEX �� /0 s�M��e or SANiI CLAYEY �SCJ FqOM Tl{-�! AT 9 FFET GRADATION TEST RESULTS __ JOB NO. 9930 � � FIG_ 7 HYOROKCTEA 4M4LY315 SIEVE �MAIY$I$ " M.�l� r,� �� C�OiMO! �� 5 ST�h0��0 SE��CS� CtC�� SOU��E 0►EMi�+G3 - � r��! e r�� wr.. �w •r�r r.� `edc '�:�0 'S0 'w•w •r ",a s.' �: .y �' �'�' � 0 � ' -- ---�-.._- z_ ---- :.�.=1":-._ - • +--°.-.•- ._`;._�_.._ .: -- -----�- _�-^.� --- -•--- --- —'--- -�---*-- --;�-� -- ---•-- - •-- ---- - -- � •- --r----� b -- _.. � _ a _ _ r-._ _�_ �1__ ,�_ _ .r..__ .�__' � �.�♦ _� � �'�'�y� � _ _-1.-._ i_ .-1-_` r.._ _ ._ .__.__ _._rt_ ♦_'...�. p �j�� y�r �.� _ _��_��.. ,...,. —�_ .�_t_l.�T__ __ __.. �._.�`__ • --� •-.— '�-r.' " __ ' i0 - u l�--�—� b --e— J —•-+- O Z � W �O Z � F......„ w ^'--'—+--+—'--�' ! � � W �� - f _ -� _ �_ _ _� _ ' � u� .._.�a--•--'---' -. .�. .__._. a _. .."--- -- •._...__,t._ .. ..�---•- .. . _ ..- - • �----+ - -s--- ��u , -: . ---!—'- -• ..'�" '-'--...�— . ._. � . .—. ' _ __' "�' —.'_ .__t_ "'f."' " __ —"" '__'_�_'—S- c ..,__ : •---��---±--'_--- -- -��-~ _ -- T— __�-- u � t--'�—' 70 a -+_�--+—�- -- +' _ -- t------�-- --� =i-,y--•- �--� to '— �� O __.f_.� Y"___�_— �___�. S _ __�.'_ .+ _ � . —�'�-� _-1. }.._"_' ____ 10 ___{'_ � __- — 90 �.__� --t---+----'— Y-�'-- — --�—'---- i� OOC �OS Ob� 0�� 1} �t� �� C17�(SW 11• aS♦ f1� ��! �1� �i 7{C �Cf C00 �...-�, � . OI�Y[TE� QF /�R'1GLC IM YIIL=NEiERS IS[ � Cl�r I�L�friCl TO S�lt I�b+-r�af•�CI CO�lIES GRAVFL 3 %p SAND 57 /0 SILT /.ND CL/.Y 4O �p � , UpU1D UMIT — % P�..snc�rY IHDEX — /0 ' s.,MP�E oF SANO CLAYEY (SC) FROM TFf-2 AT 4 FEET �o�.. � HYOROMETER AMALYSIS SIEvE AMALYSIS M �„� 1M IlCADiNO� u 5. 3i�h0��t0 lE�iES�,p C�C�� SOU�RE 0►EN��+aS � r. e r�� s0 r.� t�rl � •YIM i r�t •i00 •50��O"30 'r �� ►�` ti.' •�* . )� ��r' 0 b - ,,�, KY �. � .:�. —'- —'to " '_� '-'—_�'___:. �,.:� • . . � . TO � J O Z � �t � < , w f- W _ �� Z = u'° '°� - �� _ � �� _ � --r— i � ro� cC� r0 �O �O '� ;V � � 0« . QOt� �Ob� �I• � Q]1 � � Q7f �1�� tTl .: Sp 11� 1� f1r - . ��[ ��I Ill 7l(� 1[f �[ .,." .. � OI��Y[TCI� Of :7�R 1 IC..JM YllI��ETCRl�. . . . � �13t L CI�I Vll�f�Gl TO 111T 1�•0�+-I��n�l CA��CC1 .:i. � ca.Cvc� 6 °fo s..�a 49°fa si�r ..NO c�..r 43 �f 0 �� uouio ur�ir -- °�o P��snc�rr iNO�x -- °�o s�MP�e oF SAND CLAYEY (SC) rnor� TFf-2 AT 9 FEET GRADATION TEST RESULTS JOB NO, 9930 . FIG. 8 HYOROWETER AMA�T313 SIEYE ANA(,TSIS M� T� +� R(AQINQ7 J S SilN04Rp SCR+ES b GIE�• SOU�RE Q�ENING7 - rr( d ri� W�ti •w� �r�t �rW �td0 '�pp '!O `•O'}p •! "t '� � ri �: •ti 1' �'�' � _'--T ' O -_,.�,--' '' - -.-' "'"""'" ''....'' - �'--�_-+'----'_.._:I-: . ..- — - - ---+ . _.�_ - -- -•-+ �• - � --�--r-�--}--''-t-- � � - -- - M W M t0 w,� t,_ _ __ � - _+_.--_"_ __ — " _ 70 b J ��_ - � = W �� b= . M t wf � l v :O �O� t- _ � _ _ ��a ao W __, � — ° _ * —_ � -r---- — *- c "� —�� - u 4 � - —*-�- - T�o +- t+ � �'__ t0 W >. „ -'- —'---'�.._t--•-- '.�....' — - — . i0 •0 ' --- + -. -- .�— ��' _.'y._I� —'- _� ' _ _ __ _ _r-w-T�- +T_^ �'T"T^__ _T '_ _. T�..-„• �� OCR OOS 00� �11 �)1 �1� 1�• ��7Oat S�O 11•� *p}�• �7f Y •X ��1 )/1 7�t It� tpp " � p��ETE� Of ►�RTiGIE �M wi��=�tETERS �st Gl�r 1►i•sr�u TO liLT�wa-riasriu GOte�E� � GRAVEL i6 °�o sn,NO 50 °�o s��r n,rro c�..Y 34 °�o � �� - UOUID LIMIT � %p PLASTfGITY IMDEX — /0 . SAMPLE oF �SAND CLAYEY �SC) FROM TH"Z AT 19 FEET� � � HYOROrETER AMA�YSIS S�EYE ANALYSIS _� M �.R . �V REAO�NCS U S. �T�NO�RO sE��ES�p CLE�R �OU�RE 0►ENIMOS 3 a: r e r�� MM�t M...i �wM �rw •i00 'S0��O"3O •y �s. .� y,�. .. �... , N �. �.�. {. �a_ - a,� b _=; b � 10 �p A J 6 ; � �� u i - �p Z <,�, w < w � � u _ �c i '- z �b b� � � v C v � 70 7p�' t p �.:' t_ a ro ao %:"V �. .. OGt OOC .00� 0�• 071 01� t.s M !+O�� H t��(y3• � �7a... •.ft . �� l��. �.r�t �c;xt .. � � � � O��wCT[R Of 111f 1 LC�� 1N YILII�+E�TCRS �� .. .�H Cltr Vls�i�Cl TO 1�LT f+b�-f�a{fiU GO��C1 F �� O p� ' ;� � � GRAVEL %p SAND . /O SILT �AMD CLA�Y %O �� LIOUID LiMIT %p PLASTIGITY INDEX /O SAMrLE OF � FROM GRADATfON TEST RESULTS . �OB NO. 9930 . FIG. 9 VEGETATION IMPACT REPORT VEGETATION The vegetational com�nunity found on the Spraddle Creek Subdivision site is characteristic of the flora that thrives in the Flontane Zone, a life zone that exists between 8,000 and 10,500 feet. As a result of deep rich soil and r abundant moisture, the site possesses the ability to support a rich and diverse plant community. _ Tfie Spraddle Creek site is comprised of two distinct plant associations; the first association and most dominant of the two consists of a dense upper canopy of aspen, a middle canopy that consists of sporadic groupings of serviceberry, chokecherry, woods rose and currant, and a dense lower canopy consisting of creeping oregon grape, vetch, wild grasses and wildflowers. This plant association represents the major vegetative cover on the project site. The second and least pronounced plant association consists of sage, � rabbitbrush, grasses and wildflowers. This association occurs intermittently , throughout the upper reaches of the project site and along the southern edge of the project boundary. N Refer to Table 1 for a detailed list of plant types. The greatest impacts to the existing vegetation will occur during construction , ` of roads, utilities and residential structures. The need to remove existing -�� vegetation to accommodate development necessities will definitely impose impacts on the plant community but thraugh careful plannir�g and design these °" potential impacts can be minimized: Al1 efforts shall be focused on y � minimizing the amount of plant removal and disturbance. In all cases, limits of construction activity shall be imposed and enforced. Any areas that have been disturbed as a result of construction activity shall " ' be revegetated with indigenous grass, shrub and tree material . Revegetation proceedings,shall be carried out utilizing the latest and most effective tools and practices to insure rapid and successful reclamation of those disturbed -� areas. Not only wi11 the re-establishment of vegetation aid in the uisual integrity of the development, benefits will be realized through the `reduction of sail erasian. TABLE 1 SPRADDLE CREEK SUBDIVISION VEGETATIONAL IMVENTORY UPPER CAMOPY � Aspen (Populus tremuloides} -- MIDDLE CAMOPY Serviceberry (Amelanchier alnifolia) „ Chokecherry (Prunus virginiana) Western Black currant (Ribies petoolare) Sage (Artosima spp. ) Woods Rose (Rosa woodsii } Rabbitbrush (ChrysotFiamnus nauscous) LOWER STORY Creeping Oregon Grape (Mahonia repens) American Vetch (Vicia americana) Grasses - � Smooth Brome (Bromus inermis) Big Bluegrass (Poa ampla} Mountain Brome (Bromus marginatus) ° Western Wheatgrass (Agropyron smithii ) Wildflowers - Yarrow Showy Daisy Lupine Penstemmon Narebell `" � Columbine � � � � � WILDLIFE IMPACT REPORT �-, ` PURPOSE ANQ METHOQOLOGY This report is to provide information regarding wildlife and the significant effects on it as a consequence of the proposed Spraddle Creek Subdivision development. Methods used to obtain information include on-site reviews, review of existing documents, and discussions with people knowledgable of the area and subject. PROJECT AND AREA DESCRIPTIONS � � The project is a proposed subdivision of 40 acres into 24 lots of an average size of 1 lf4 acres each. The lots would be sites for single family primary and/or secondary dwellings, with necessary new road and utility construction. The project site is located in approximately the SE 1/4, SW 1/4, Section 5, TSS, R80W on the north side of U.S. Highway I-70 right-of-way and approximately 1000 feet east of the main Vail I-70 interchange. , The area of wildlife affected by the proposed project is the "square mile" of Sectian 5. It is bounded on the soutF� 'by the Interstate highway, the Village �f � of Vail and surrounded otherwise by White River National Forest lands. The area is situated on the north side of the 6ore' Greek Valley in the lower portion of the soutFi facing slope between elevations`'oP 8200 and 9800 €eet l above sea level (from U.S.G.S. Quadrangle, Vai.l East), while the site is between approximately trie 8300 and 8800 foot elevations. TF�e area is almost entirely covered with mature stands of aspen trees and y" scattered small patches of spruce-fir-pine tree mixtures. The undercover �; vegetat`ion ` is generally of mountain grasses, herbs, forbs, and brush, including mountain mahogany and sage at the lower elevations. Topography of � tFie area ranges from `relatively "flat° benches and ridges with slopes of five to twenty percent, and steeper side slopes of thirty to over sixty percent = extremes. There are only two major drainage ways, one on each side of the : area, and Spraddle Creek (an annual stream) passes through the northwest corner of the site. There are no water bodies in the area, however 6ore Creek lies less than one quarter mile to the south. LAND USES AND INFLUENCES � � The area and site have been in a forested state for centuries, but within the last 100 yearsT they have been used for livestock grazingT timber and wood cuttingT hunting and outdoor recreation. Land uses immediately surrounding w � the area are the undeveloped National Forest lands, except on tFie south is the I-70 highway and the Vail Village and Ski Resort Center. Approximately one half mile to the west is a telephone switching building and beyond that are a public grade school and multi-family residential buildings along the North Frontage road. To the east approximately one mile is a bus and transportation/maintenance facility of the Town of Vail . More recent and current land uses are a "jeep" road through the southern edge of tFie site � � which continues northerly and a riorse corral used for recreational horse/trail riding and wintertime snowmobiling. The road is �sed by log trucksT �.S. and State Forest management vehicles, recreational horses, snowmobiles and _. pedestrian recreation. An overhead electrical transmission line passes through the central area of the site. WTLDLIFE AND HABITAT The area as previously described provides habitat for a limited number and type of animal life. Findings? show that the area�is valuable to wildlife but � is not considered of major or critical importance. � � The U.S. Forest Service 3 has developed a system to estimate types and numhers , , of animals associated with a known habitat without actually "counting" tFiem on-site. The assessment system illustrated in the accompanying Tables assumes a square mile �Section 5) of habitat with some amount of influence from the proposed project. One assessment is of current conditions and one is for the ° proposed project conditions. , � The assessment assumes the extreme amount of influence on the area-based on an �-* estimated amount of disturbance of the project site. The disturbance would include appraximately six acres of constructed road and utility ways and ~ approximately six acres of developed builtling sites. The assessment is based �,� on a measured 70 to 100 percent` forest cover of aspen and associated undercover. The cover would provide habitat for a moderate population of s small mananals and birds, and smaller populations of large mamnals, in particular deer and e1k. Trie Colorado Division of Wildlife personnel4 expects �' � that the area is used to some extent hy grouse'as a feeding area. _.� The assessment estimates that the more significant wildlife use of the area is �= limited to 7.3 elk in summer and 3.5 in winter; 26.5 `deer in summer and none in winter. The area is not` "open" enough {too forested) to allow enough feed and browse to grow to support more animals and the snow is usually too deep ._; for winter use. The area is used more for summer feeding and cover, and is on the lowest part of a migration route between surr�ner and winter ranges to the � west and east. The assessment assumes the most extreme case of disturbance from the project site with 24 primary and/or secondary residential 6uildings ° - fu11y occupied year-round and 12 acres of land disturbed by roads and buildings; the human population is calculated to be 2.5 persons per residence5� or 24 X 2 X 2.5 = 120 people, and the dog population6 calculated at one per . a six persons equaling 20 dogs. IMPACTS AND EFFECTS ON WILDLIFE ° The measured loss of hahitat in the entire area would be approximately 12 acres as previously described. The estimated effect on elk would be to decrease the winter and sumner populations each by 60 percent, but the deer . . population would probahly not be decreased. There would be some loss of protective cover for grouse and other small animals. The greatest effect howeverf would be from worry and harassment caused by human activitiesf i.e. disturbance of habitat by people and harassment by dogs and cats. - ASSESSMENT OF IMPACTS ° - There will not be a significant impact on wildlife in the area as a result of the proposed project. Small animals will not be appreciably disturbed and the loss of feed for deer and elk will not be harmful . The elk will retreat � . approximately one half mile from the project site but the deer and grouse will continue to stay and use the area if not harassed. It is better to extend from existing development rather than intrude it into isolated areas. � ` MITIGATIONS Present deer and elk populations can be closely maintained in the area if ° human activities are controlled. Dogs and cats must be contained in buildings or fenced areas. The undercover brush must be maintained to provide protective caver for grouse and other small animals. There should not be . ,., fences around entire boundaries of lots so as to allow passage for deer and other animals. 1 EagTe County H.6. 1041 Maps, Colorado Division of Wildlife 2 Conversation with Bi11 Andree, W.C.O. , Colorado Div. of Wildlife, August 1984 4 � 3 Supervisor's Office, U.S. White River National Forest, B. Rios and M. Garvey, Wi1dlife Specialists, August, 1984 4 Conversation with Bi11 Andree, W:C.O. , Colorado Div. of Wildlife, August . 1984 5 U.S. Census, Eag1e County, Colorado, 19$0 fi Impact Statement. The Potato Patch, Prepared For The Town Of Vail and Vail ... Associates, Inc. , Vail , Colorado by Trie Jorin Ryan Company, February, 1974, Page 24. � ° TABLE 1 � VAILf�—O—W WILDLIFE AND HABITAT ASSESSMENT ALL OF SECTION 5 , T5S, R80W TH I S ALTER�lAT I VE I S -- CUF:F�E=�lT AC:RE�S E:Y COVE:F� 1'YF'1= Gf�F',S:� �EE� F'OLF F'OLF_ F'OLE �1ATURE. �SATURE MATUftiL':: Cll_U F 0 F�E� �i A F' F`i E:� C A E� C G F�C]W'T'H �F'I�U(:E—FIf. 0 0 0 0 0 0 143 O 0 DOUGLF�S F`I f; 0 0 0 0 0 0 0 0 U , F'0�l�Lf;OSA 0 0 0 0 0 0 0 0 0 LOUGEF'CILE 0 0 0 O 0 0 0 0 0 �SF'Ci�! 0 0 0 0 100 0 100 104 0 HI E�L_FV f;IF'AF: O 0 0 0 0 O 3y 0 () GF:ASS A�lD �HF:UF: A�F:FS= 14�. �F'E"C I E S SFASQ�! FEFn I�!G CC7VEF: HAEs I TAT E�AE:I T(-1T �_., VF,I_UC VAL_UE (:AF' . CAF' . ( I�lDE7�) (�lU�1) � � ELK SU�S�fEh .769 1 .000 ,461 7.3 ELK W I�lTER .723 .51� .�:_'4 3.� DEER SU�S�fEF: .627 1 .000 .6:?7 ?6.� ��ER W I�lTFF: .000 .�J00 .000 .U F1'L'.r_.r,�r'S SCiU I Rf,EL YF:—F:�lD .000 .000 .000 .0 <._ F'I�dF.. �fAF:TE�! Yf;—F:i�![1 .:?�� .:?�9 .07`� . ]. DE:Erti t�fOUSE Yfi—F:�lb .38f� .:38f� .3c3f� �lUTTALL'S COTTO�lTA I L YF:—f;�lL7 .0].2 .012 .O�J�J �0 �lFiTHf;T�! 3--TOF_D WDF'KR YR—F:�lD . 17c3 . 17c3 .03? .4 �S�,CG I l..L I V�,RY'�i WAF:�:LE F: SU�S�SER . 17`, , ].7C .03]. S' �f " " E�Ei SHE�� Yf;—F:�lD .000 .077 .000 .0 E�H �HEEF W I�lTFk .000 ,01:? .000 .0 aPdOW�HOE HAf.E Y�:-f;1�lD .?0'? .:386 .0'7� E'YG�SY �lUTHATCH SU�S�SEF: . ].10 . 7.7.0 ,.�J7.:' - F'YG�SY �lUTHATC:H YF:—Ridn .000 .000 .000 . (30SHAWK SU�S�SE�: .06�' .�JE�:� .0�4 - - TABLE 1, Page 2 , C.iO�FiAWK Yf;-F��lD .�96 .a03 .300 � a.F:ED-EACKED VOLE Yf;-R�lb .483 .38� . 1$f� WT F'TAF�M I GA�! SU�S�SEF: .000 .000 . 000 � WT F'TAf;�i I GA�! W I�lTEFt .000 .000 .OOn , �SERf.I AM'S TURKEY SU�ST-SEf; .29`�' .540 . 16� .b i�EF:F:I A�S'S 7UF:KEY W I�lTEF� .000 .000 . OOn ` WAf;E�I_I r!� U T f;EO SIJM�fER .465 .�Abt .214 E;AL_D F'AGl_E W I�lTF�F: .OO�J .000 .0��> F'1.F'EF:EGFCI �! FAI_COt�! SIJi��fEf, .2�t . 000 .000 CAt�lADA LY�lX YF:-f;�lD . 113 .2?7 .O�E� F:E�D CROS�E,I i._L YF:-f;�lf� .34 t .w27 .077 ' " I-IAIF:Y WOCIDF'ECKEf; YF:-F:�lD .744 .421 .3t�� STF:I F'En CHQRUS FROG YR-F��lD .f�58 .658 .433 EOE�CAT YF;-f;�lD .'?06 .��A4 . 112 i�USItF�AT YF:-F:�lD .77t .:?02 . 1�6 F'OF:C;UF'I�!�' YR-R�lb .71�J .JJj. .391 �I"~EEi�-TAILEf� TOWHC�E YR--R�lf� .O6? .Ob? .004 V I F�G I t�!I A'S WAf:E�LEF: YF�-�,�lD .062 .031 .00:! CEDAf: WAXWIt�lG YFt-f;�lD .031 .06? .002 FtED SE�U I F:F:EI_ YF�-F:�lb .�'?7 .�:'7 .05� - �:ED-TA I LED HAWK YF:-R�lf� .wO�A .417 .085 .' CO�E�EO�! .Ft_I CKEF: YF--F�lD .403 .69:_' .�79 GF:�Y FOX Y�,•-I".i�D . Obw .031 .00� ��F'AVE�F( Y�,-F:�lD .:?3f� .000 .0�(> - TABLE 1, Page 3 TH I S ALTERNAT I VE I S — F'RQF'OSED ACRES EsY COVEf: TYF'E GRASS SEE� F'QLE F'OLE F'OLE MATURE MATURE MATURE OLD FQF:E: SAF' A E: C A � C GRQWTH 4 ,, S1='I�Ut�E--F I R 0 0 0 0 0 0 14� 0 0 DOUGk_AS F I k 0 0 0 0 0 0 0 0 C> F'Oh�C=Rt7S�1 0 0 0 0 0 0 0 0 0 LQDGEF'Qt_E 0 0 0 0 0 0 0 0 0 A5P'EN 0 0 0 0 100 0 100 10�A 0 HI ELFV RIF'Af: 0 0 0 0 0 0 39 0 Q CI";AS� A�ln SI-(f;UE: ACRFS= 144 o,... SF'F C I FS SERSO�! FEE�I�!G CE?VF f; HAE�I TAT EiAE::I TAT VALUE VALUE CR1=' . CAF' . C I�lDEX> C�ll.1M> FLK SUMMER .769 1 .000 . 19� 3.0 ELK WI�lTER .723 .�1:; .093 1 .� � � DEEI"; SUMMEf: .627 1 .000 .b27 2b.5 �EFR WI�lTER .000 .000 .000 .0 j�� AC�Ef;T'� �C�U I f;F:EL Yf.—f;T�lD .000 .000 .000 .0 F'I�!E T4ARTET�! YR—f;�lD .25� .:_'�9 .07� . i ��rr; Mt]U�F Yf:-f;�lD .386 .38f� .3c36 ��lUTTF`,t_L 'S C:C1TT0�lT�,I k_ Yf;--R�lD .01:' .01� .000 .n hf;THF.N 3-TQF..n WnF'KF� Yf;-RNn . 17$ . 178 .03? .4 � % 2 MACG I t_l_I VAF:Y'a WAFiE�k_EFi Sl.1Mi�EF< . 17� . 17� .031 9.7 C:F� �f��ECF' YR-f;ND .000 .077 .000 .0 GH �HEEF' W I�lT�R .000 .0].:_' .000 ��> ;:��lOW<3HtJF I-(Af,E Yh-f.��ln .�0;? .3�6 .0'7� F'YGMY �lUTHF`iTCH Sl.1MMEf: . 110 . 1].0 .01:_' ' ° F'YGMY �lUTHATCH YR-F:�tn .000 .000 . 000 GE?iHF`iWK �iIJMMEFi .Ob:_' .!76:_' .004 GO�HF�WK YR-f:�lD .�96 .;=�0� .300 S.F:ED-E.�ACKE�D VQLE Yf:-F:�lD .483 .3�� : 18E� WT F'TAf�M I GA�! SIJMMFf. .000 .n00 .000 � TABLE l, Page 4 . - . . , �EFhIAM'S 7lJF:KEY SIJMMER .?99 .;40 . ib� ,6 MERF I f��f'S 7URKEY W I�k7ER .000 .000 �OOU WpRE�I._I�!G V I RCO SUM�fEFi .46; .461 .:_'14 -- E.ALD EAC!_E W I�k7EF: .000 .000 .O�U A.F'EhEGF�IN FALCON SIJ�fMEFi .?51 .040 .000 CANAD� !_YNX � YF-FiNC> . 113 .�27 .02Ea RCD CROS�E;I L_L YFi-RND .341 .227 .077 hiAIFiY WC70DF'EC4�FF� YFi-FND .744 . 4?1 .31�i , S7RIF'E17 CHOFtUa FF�OG YR-R�lD . 6�8 .65f3 .433 E�OE:CA7 Yf;-FND .?Of� .544 . 11�? , MUSK��;pT YR-FiNl7 .771 .:?0? . 1�6 F'O�:CUF'I NE YR-�iND .710 .5�1 .391 CFtCE��!-TAILED 70l�HEE YF-FND .Of�? .062 .004 V I FG I�k I p'S 4fAFtiE�LFF YR-RND .O6? .031 .OA� CEDAF: WpXWING YR-FiND .431 .062 .002 ` FCED SC�U I F:f;FL YR-RND .:'?7 .:?27 n 4�� RFD-7A I LF..f� H�iWK YF-R�l17 .:�44 .417 .08� COMMO?�! F!_I CKE�: YF-f;Nn .403 .69:? .�79 s CFF'yY F(:IX YFi-RND .06? .0,31 .00� .F.,E�VEf; Yf:-f;NC> .:'3f� .00J .00t> SOURCE: Super�tisors Office, White River National Forest, - - Glenwood Springs , Colorado, August, 1984 AIR QUALITY IMPACT REPORT ` PURPOSE AND METHODOLOGY This report is to provide information regarding the quality of air in the area �--- of the proposed subdivision and the effects of the development on that quality. The methodology is the same as that used in the Impact State�nt for the Potato Patch Subdivision, by The John Ryan Company, February� 1974. PROJECT AND AREA DESCRIPTIONS The project is a proposed subdivision of 40 acres into 24 lots for single ° family primary and/or secondary homesites. The project is located on the north side of U.S. Highway I-70 right-of-way and approximately 1000 feet east of the main Vail interchange. The project is situated on the north side of _. the Gore Creek Valley in the lower portion of south facing slopes between elevations of approximately 8300 and 8800 feet above sea level (from U.S.G.S. � Quadrangle� Vai1 East}. The site is almost entirely covered with mature stands of Aspen trees. POLLUfANTS CONSIDERED ° Types of pollutants considered are particlates (dust and ash}, and gases (carbon monoxide, nitrogen oxides and hydrocarbons). Sources of pollutants are construction activities, automobiTes, residential gas furnace and' wood fi repl ace errmi ssi ons. POLLUfANT SOURCES � Population of the residential project and the occupancy patterns are the basis for calculating pollutants. Assuming there are 24 lots each with a primary and/or secondary residential building� there would be an average of ten ° vehicle tripsl per day per dwe]ling unit (regardless of population or vehicles per family) and each unit with one gas; furnace and one wood burning fireplace. z Theoretically, there would be an average of 484 vehicle trips per day, six miles per trip, 48 gas furnaces, and 48 wood burning fireplaces orr the project if full development and full occupancy year-rourrd were to occur. However, the � type of occupancy to be effected by Vail Associates would maintairt approximately fifty percent occupancy of the pri�nary residences. Assuming " alsa that fifty percent of the secondary residences would be occupied, there would ultimately be 240 vehicle trips and 1440 miles driven per day, and there would be 24 gas furnaces and 24 wood burning fireplaces. Table 1 identifies the major sources of air pollutiorr and the amounts potentially cantributed by the proposed project.2 TABLE 1 ` Major Sources of Air Pollution Potentially Contributed by the Development of Spraddle Creek Vail, Colorado tpounds e�r day} Particu- Carbon Nitrogen Hydro- Source lates Monoxide Oxides Carbons ` ° Natural Gas Unit Emissions a resident housing unit .031 .033 . 15 .010 __- Pro j ect Emi ssi ons (50%}� 24 resident housing units .744 .792 3.60 .240 Wood Burnin Fireplaces Unit Emissions a resident housing unit .64 .22 Project Emissions (50%}� ��a � � 24 resi dent riousi ng uni ts 15.360 5.2$0 Automotive . , Unit Emissions per mile .23529 .00515 .01765 Project Emissions (50%}� 24 resident housing units est. 1,440 miles per day 338.$176 7.416 25.416 TOTALS 16. 104 339.6096 11.016 25.656 Source: Appendix A. Impact Statement, The Potato PatchT Vail, Co. , Feb. 1974 � not more than 50% occupancy at total build-out. Table 1 identifies the potential total pounds of air pollutants (particulates � and gases} that could be introduced into the atmosphere each day from the project. The po]lutantsT however, are not emitted every day and by all dwelling units even though the Table shows a combined total of 392.3$56 pounds per day for pollutants. While automobile emissions may occur any day of the year, furnace and fireplace emissions are concentrated in the four coldest winter mon�hs; November thru February. Appendix A 3 of the Potato Patch Impact Statement is a comprehensive study of the meteorological , atmospheric and air quality conditions of the Gore Valley. ° It clearly shows that pollutants are readily carried out of the valley during the warmer period of the year by uprising constant westerly winds. In colder weather, however, an exacerbating combination of events occur to cause pollutants to linger and concentrate. In winter the ski resort com�nunity has the greatest population occupancy, and since this occurs in the coldest months, there is more use of furnaces and fireplaces. The winter air mass is = cold and heavy and winds are often calm, particularly in December. When air pollution emissions are greatest and when there is no movement of air for dispersal of pollutants, there occurs an "episode condition. " The study � included an estimate that t�ie episode condition= or high pollution potential= could occur at 20 percent of the time during winter months (November thru February). A peculiar characteristic of the Valley, however, is a temperature .. inversion layer of air approximately 200 feet above the valley floor= or at an elevation of approximately 8360 feet. The project site, in comparison, lies between elavations of 8300 to 8800 feet, or 0 to 500 feet above the inversion layer triat traps air pollutants in the Valley. CONCLUSIONS AND MITIGATIONS -- The project, after full build-out, would produce less than one percent of air pollution to the present amount. In the critical winter period, air pollutants would likely be emitted above the entrapping inversion layer and be { dispersed out of the Valley. Preventing or decreasing air pollution may be accomplished by prudent cantrol of fireplace and vehicle use, selective use of fuels, use of inechanical devices to enhance fuel combustion, and more use of solar energy for heating. � 1 Engineering Report for the Preliminary Plan Application for Spraddle Creek Subdivision, Prepared for Vail Associates, Inc. by Mountain Engineering and Land Surveying Company, Glenwood Springs, Colorado, " August 23, 19�4. 2 Impact Statement, The Potato Patch, Vail , Colorado, Prepared for the Town of Vail and Vail Associates, Inc. , Vail , Colorado by 1'he John Ryan --., Company, Denver, Colorado, February, 1974. 3 I bi d. VISUAL IMPACT REPORT VISUAL ANALYSIS ` The proposed Spraddle Creek Subdivision site contains approximately 40 acres and is located directly north of the Town of Vail , Interstate 70 (I-70) and east of the main Vail interchange. The project site is south-facing, contains �. steep � slopes and is comprised of dense vegetation consisting of aspen, serviceberry, sage, grasses and wildflowers. Man-made features are � represented by an improved forest service road and power line, both of which transverse the site in an east to west direction. The project site represents a highly sensitive visibility level , primarily due to the fact that the site is so closely aligned and contiguous to the Town of � Vail , Vail Mountain and I-70. Tr�e high sensitivity level is compounded by the fact that populations associated with the ski/recreation complexes historically are particularly sensitive to visual resource quality within such __. an area. Visual access to the Spraddle Creek site is the most pronounced from Vail Mountain, I-70 eastbound from the pedestrian overpass at Lionshead to the `' project site, the south and north frontage roads from the pedestrian bridge to ;, the project site, and from unobstructed areas of Vai1 Village, i.e. south of � ; the Christiania lotlge and from the Gold Peak base area. The major portion of =� Vail Village is not totally visually `accessible to the project site. Visibility from Vai1 Village is masked by architectural structures and only a partial view is apparent in most cases. Another important point to consider ' is the fact that most view corridors within the village are primarily oriented toward Vai1 Mountain and irr an east and west direction along' storefronts and - are not oriented in a northernly direction toward Spraddle Creek. "'` Visual access by motor vehicle along the eastbound lanes of I-70, and eastbound along tF�e north and south frontage roads, is unobstructed and ' ° presents a high level of viewer sensitivity. The viewer wi11 be exposed to the western portion of the site and wi11 actually experience a profile of the project site. � a The most sensitive and by far the most critical of : the view corridors to the project site are the views from Vai1 Mountain. The proximity of Vail Mountain, being directly south and across the valley floor from the proposed ; . Spraddle Cr�ek Subdivision, represents a view shed that` is completely unobstructed'. Also, the relationship of eTevation of Vai1 Mountain and ' the project site are similiar and higher in nature, thus creating full exposure to the project site. Even though the visual sensitivity of tF�e proposed Spraddle Creek Subdivision , , is potentially high, certain amenities exist that help mitigate the visual impact of the development. The vegetation that exists on the project site serves as a visual screen and will lessen the sensitivity level . Because the vegetation is such a strong and continuous element of the landscape, any � development on the project site will be subordinate to the dominance of the landscape. Location of building sites should be evaluated using extreme caution and care, in taking advantage of vegetational screening. Vegetational disturbances around building envelopes shall be minimized in order to preserve as much vegetation cover as possible. The existing topography lends itself to screening some portions of the � � proposed development. An existing ridge that is approximately 400 feet north of I-70, screens a major portion of the project site from I-70 north of Vail Village, some areas within Vail Village, and the Vail Transportation Center. The ridge will mask the major portion of the project site. Potential visual impacts can further be mitigated through careful planning and <_� design of architectural structures, eartFi retaining structures and utility corridors. �rchitectural design guidelines should be tailored to reflect a harmonious ' � relationship between structures and environment. Design criteria such as j , building mass, form, color and texture should be gi;ven the upmost consideration during the establishment of design guidelines to insure that the * - structures are visually subordinate to the overalllandscape of the project si te. <_� Earth retaining structures should be given special considerations, during the planning s�ages, to insure an aesthetically pleasing treatment of road cut and P�- fi11s. The' use of reinforced earth wall systems faced with rock should be given top priority as an alternative far retaining wall treatment. This type � � � of system��i��s vi��suall�y pleasi�ng to�� the eye and al�so� allows �� the ��potenti�al�� for ' providing vegetational growth on the wall faces. -- Utility corridors should be designed to minimize vegetation disturbance and long horizontal runs. U�ility scars should be revegetated with grasses, wi1 dflowers and shrubs that are indigenous to the project' site. Revegetation will reduce the visual impacts of such disturbance. In surrrnary, the visual impact of the Spraddle Creek Subdivision will be minimal . As a result of existing amenities on the project siteand the ' potential for implementing design tools and<methodology, the Spradd]e Creek Subdivision has the potential of offering a negative visual impact on the landscape. , � mountcain engineering �lcand furveying co. Y v , � � 406 s. hyland square, sutte a-1 � gle�wood springs,colorado 81601 945-2045 p.o. box 14 gypsum, colorado 81637 524-9414 ENGINEERING REPORT FOR THE PRELIMINARY PLAN APPLICATION ° FOR � 3# � SPRADDLE CREEK SUBDIVISION PREPARED FOR VAIL ASSOCIATES , INC. PREPARED BY MOUNTAIN ENGINEERING AND LAND SURVEYING COMPANY ., . 406 S. Hyland Square Suite A-1 � Glenwood Springs, Colorado 81601 (303) 945-2045 BY: DAVID W. GROUNDS P.E. #11260 DATE: AUGUST 28, 19$4 � mountain engineering &fand lurveying co, 406 s.hyland square,suite a-1 ` glenwood springs, colorado 81601 945-2045 p.a. box 14 gypsum, colorado 81637 524•9414 � ErIGINEERING REPORT FOR SPRADDLE CREEK SUBDIVISION ACCESS AND ROADS Y � Vehicular access to the Spraddle Creek Project is provided by Interstate 70 to the main Vail interchange. Access to � this interchange and to the Town of Vail is by the front- age road system. Access within the project is provided by a public road that meets Town of Vail criteria for a "local" street, except for having a maximum grade of 100. The short cul- de-sac is designed to meet requirements of a "minor" street. It is recognized that very good maintenance during winter � months will be requixed. The streets do have very good southern exposure which will make winter travel less severe. Guardrail will be required at several locations. � � � � � It is anticipated that this project would result in a max- = imum of 240 vehicles per day or a design ;hour volume of 36 � � � � � � � vehicles. These volumes assume 10 trips per day per lot. It should be stated that tfie trips per day could be higher � due to the caretaker units. However, since it is almost inconceivable that all units (dwellings and caretaker) � will be occupied at any given time, 10 trips per day would ;: �� seem �reasonable� i.f traffic �volumes �were based �on the�� F: Engineering Standards published by the Institute of Trans- portation Engineers. Engineering Report August 28, 1984 Page -2- In reviewing the I-70/Vail Feasibility Study prepared by Centennial Engineering it appears that 10 trips per day per unit is very conservative. From Figure 3-1 it can, be _ � seen that the a�erage daily winter traffic is 2400 trips on the north frontage �road. If trips per day were assigned - to units and businesses along the north frontage road using the mairi Vail interchange the projected traffic v would be much higher than the actual traffic. Although traffic from the Spraddle Creek Project will certainly impact the existing poor level of service con- dition, it is not a significant impact nor is an unsafe or hazardous situation created. ° As indicated on Exhibit A (a copy of a portion of Figure - 4-1 from the Centennial Report) a left turn lane for east- - bound frontage road traffic can be provided. This addi- _ tional roadway width would be at the expense of the devel- , oper. �� ` DOME5T�IC WATER 5UP"PLY AND � DI5TRIBUTION � � � � Domestic water and fire protection will be provided by the Upper Eagle Valley Water and 5anitation Districts. A booster pump and storage system will be required. The ` ` approximate locations of the storage tank and �aooster pump (s1 and mains are indicated on the Utility Plan. Final sizing � of the storage tank will vary depending on final unit sizing, unit location and if internal sprinkling systems are utilized. The tank will probably be 2-00, 00:0 to 300;000 - gallons, however. - Enqineering Report August 28 , 1984 Page -3- �_.� Because of the elevation changes over the site, pressures will vary. A minimum of 30 PSI will be provided at fire hydrants. Some lots require individual pressure reducing valves. All Town of Vail and fire department requirements and standards will be met. Eight inch mains will be used ` throughout. , WASTEWATER TREATMENT AND COLLECTION �- Sanitation will be_ provided by the Upper Eagle Valley Water and Sanitation District. There are t�ao options for „ reaching existing sewer mains. One possibility is to utilize an existing steel pipe encasement East of the main Vail interchange under I-70 and then intercept the existing sewer in the frontage road. The other option is to extend the project main West to the main Vail interchange and then South in Vail Road to � ° manhole 5-A2. All lots will be served by this system. Al1 sanitation district requirements will be met. SITE DRAINAGE Runoff within the development is minimal as all drainage areas are small. Culverts are located at natural drain- ages and as required to reduce runoff in roadway ditches. All culverts provide the needed capacity for a 25-year storm. Engineering Report August 28 , 1984 Page -4- Drainage calculations are based on the Soil Conservation Service Manual, "Procedures .for Determining Peak Flows in Colorado" , March, 1977. Temporary erosion control including small settling basins will be, required during construction of the roads. Exact locations and typical details will be submitted with the final plat drawings. � �,� � . �°� � � �,-�� : ,. � � �, ; �. 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'c,�:: � � , �," '�., - �. , , . �, ,� .. „� „ �, 3 ;, :,, ,, , , � , , , , „ „ . ., , , ^., „ , , „ , „ „ ,� , . , x, , ,, � �, ., -,�,' '.c ?t � m ' „; : �, .; , . , � �; ,.� „ ;�. , . ,, ,, � . , �, . , �: „ - , - , . , ..,,, , ,.� , „, , , - , . . ,� � „ ,; . . �. , ,,, ,' �. „ ., .' ; ', , „ �, �.r ,. ,., „ '. .'.` . � . , , SOCIAL AND ECONONIIC I1�IPACT R,EPORT SPRADDLE CREEK SUBDIVISION � VAIL, COLORALO - Prepared For - � � Vail Associates, Inc. � Vail, Colorado 81657 - For Submission To - e ... Plannin.g Commission and Town Council � � � The Town of Vail �� - Prepared B,�r - The John Kyan Company 827 Grant Street � Denver, Colorado 80203 August 27, 19�� SOCIAL AND ECONOb'IIC REPORT TABLE OF CONTENTS S ection Page Number Description Number INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ._. Purpose. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Organization of the Report. . . . . . . . . . . . . . . . . . . . 2 Other Reports. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 S UMb�IARY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 1 THE PROPOSED PLAN FOR SPRADDLi. CREEI{. . . . . . 5 .. . Location. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Site Characteristics. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 _ Developer's Objective. . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Timing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 P.esidential Population. . . . . . . . . . . . . . . . . . . . . . . . . 7 � 2 SOCIAL AND ECONOb4IC IMPACTS. . . . . . . . . . . . . . . . . . . 9 � Increased Tax Revenues. . . . . . . . . . . . . . . . . . . . . . . . . 9 ` Road NIaintenance Costs. . . . . . . . . . . . . . . . . . . . . . . 11 Site Access. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 ...� Vail Bus Stop. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 School Bus Stop. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Water Pumping Costs. . . . . . . . . . . . . . . . . . . . . . . . . . 15 3 IS S U�S. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . 16 ;-, The Livery and Snowmobile Operations. . . . . . . . . . . 16 Permit. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 . . Development. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 "Jliti gation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 The Loclge Properties' Land 'rrade. . . . . . . . . . . . . . . 18 Employee Fiousing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 . APPENDIX. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 _ 1 _ SU��IAL AND ECONOi44IC R�POF�T INTRODUCTION Purpose _� All change and growth create impacts; the purpose of this report is to describe the major social and economic impacts to the Town and the com,munity attributable to the proposed development of the Spraddle _ Creek Subdivision. P�7ore specifically, it is the purpose •to identify those impacts, positive and negative, that are different from those that might be associated with an average subdivision. For example, the proposed subdivision will have steep roads; therefore, road maintenance .costs will be higher. The new residents of this subdzvision will also have an impact oii the Library; however, there is no reason to expect � ` that the Spraddle Creek Subdivision will have an unusual impact--one 1 f that would be different from ordinary growth. � Organization of the Report Section 1 of the report presents the major charactei~istics of the proposed plan in terms of its size and expected rate of development. � Section 2 describes those impacts that are expected to have a fiscal impact on governmental budgets that might be different from average growth. Section 3 describes several special issues associated with the project. Other Reports This social and economic report is one of seven separate reports that comprise the environme�ital impact report. Other reports in the � project address the following topics . . . . Visual Impact Analysis `�� . Air Quality � � . Geologic and Hazards . Vegetation . 4Vildlife . Engineering--Traffic and Drainage - 2 - �� , , � � ,: � �. � . '�` :. . ' ' Sc. °�AL .AP3�l �CC?N��V7FC: R=EPCRT � �. �.�, � �. � , ,.. :, � . 4 , �. �; „ , � �. „ .. , ��:� � ; �� °- ; �e� � ' �� ,,;,. ',�. " ,., �,,. ,, ,�", ,.��; �;,';,,,,, , ,� „,';, � ;,,, "',,,,;; ; ;:,r.7��1�f��,"� �,.. ; , , „ , ;� „ ,,, ,, „ �,. g°� v ` . "tlait Associ:ates, Inc. , plans ;ta �.evelop -24 lots. ai� a° 4U-�.cre site . <� � �. � � �, : , . : < ,, . � � ,; , .. ;. � ,. .:�� .. � [apgro��mately� ari<i inar�:ef thern o�rer th� ;ne�t thr�ee , to fi�re ;year�. � y ° The site ;is ;tcicated: on ;a'hillsi.cie =ne�� the Spradclle Creek ;i�anch°Iivery � stati�n: aperatior� on tYie nc�r�h �ide af I-70 overl.oaking the Gald.° Peak � 2 � . ; � �„ �� : �. ar�a;� : ,, � ��. �� r � ; � , � � . �� , � �,,�'�Iai2� .A��s�e.tati�s ��is �seekix�g��ann.e�af�c��-� of � t�Y%�� sit�e�, � zani�%g '�for �" � � � � �� p�inmary�-secoiidary, �utiits, �� and� �stzbdivision��,apprc��at:�;� � Lot�,� sizes�� ;�vill� � ran`ge 'between 3"/4 to 2 2/2 ;acres; more typica]: wi11 Ue lots; bet�nreen 1 � � , � - �� ;� � � �� l l��.to 2� �3�14.��.cres:�� he�'�site� i."s��'ud �eci to��be �.�rer� a g ' �� y � � � Y � P�eal.�n" �, �rer � � 6, ; e�:clusive, and wi11 cornmancl:: hi h rices=-�a''=nec�ssar re ui.rement � � � � P, ,: � Y � ` ' : ` `: beeat�s�;cif the Yiigh developmerit eQSts« ; � k: > �evenues an d Costs, _ � �.� � � f ` 'L1fit`xzatic�n of thes� hames by a�`tlu�nt families will increase tc�cal � = ` buszness incorne [ecinsumer expenclitures� , To�un:,sales ;t'ax re�enues; and< ad �ralorecn t��c re�ie��ue to the -severat Iaca1 �a�ng ,;authc�r�.t�es: � ,< , . � ., ti Hoc�aever`; ksa`secl only cin prage�ty tax r"e�reriu`es> fhe a�verage haia:sehald ; � � � � � � ; �. . : � � ° - ; ` �n; �2iis sukic�ivisio�i wi�I �erierate three t%m,es as; rnuch �ax rever�ue :to the , � ; .. �� ; ' Tciwn as ttie a�r�rag� housin.g ,unit iri the rest of;�`o��rn.. s Y,, _ . , The a�r�ra e ,hc>tzse an.cl 'Ia�, �� .this:.subd.i�risiciii is .e�peetec�;tc� ha�re , ; � � � � � ��, �, ; � .. .. �. �:= � , � ; ^ ;=`a i�iar.k�t pr�.ce,;,'crf ��(}#�,�t}� At ,fuli de�retopr�ir�nt c�f the stib°cii�cr�.s%cir�, tYie - . , � ; c�zrr,��t , �e��n€�. ,z��Tt: tev� ° o� =11 6� m�lt� �re�u;Id ge�erat� ai� ann:u�I ad ,; ; , � � # . , , . {. �: �` p �{ �.-,1�' ; ,:� '".";; .,,,.�; „ �`��,�.�' ,��i�� -'�.s��.��,�. �'i.�" 'G��° �Q�� .'Y�f3 y 1�� ,',��..��,"'��}�� ,�.,��. ��., �, : ; ., , . . .., , , . , , ,,, , , ; , , „ � , " , ., ;,�. , „ ,.. ,.: '.,, , <� � � ��'� � �comp�r�:d� �to �5��5E15�;�for�� g��u.g ��of 4� �.a�rera�e hr�usitig tznits �rt��- ��iZr g � . ` - T1%erefor�; it.; is -est�mat��, �Iiat the : Sp�acldle. Cr��k Subdi�nsicirt cnri�I. �� , � �,� � �� , � � . , �� ; ger%er.at�",an f'extraf� �18,595: [$�8;10t1 �- $9�5�5] Per year rt�ire �ti�.n ai� �� „ � ;= a�r`erage sukidivis�c�n w�tYi` an "eguivale��t �iumber o�:�:ai�sehc�lds: . � , �� ,�, � � , � � �_� . - A.s;;is .the case. w�th all; i�ew sube�i�risacsris; �ri the Tow�;erf Vail, t�e.; �-- :.� � � � � de�reloper is res�a�i�ible for prc�u�dirig: tYi� sukidi�nsian ��iith ,_�F1 nec�ssa.ry ; � � � _ , � �� ;, �. ; ,. �� utilitiies and 'ra�.ds-=d�si.�;n�d to Tr��vn sgec'i£icatii�ns. =TY�xs repor� has �� : :: . ,�oii' h.t to %d��itxf =; T€�c�vr� services ;`that ;rni I�t be "°t�icire ec�stl ' fo� th�.s g y, � Y ;; , � . � .., ; � , � . �. . `<-. - .-'-,� . 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'� � ,..,,,.,� ;' ., r , ., ,:, , , . , , , , , ' ,,. � u.� ,. , " ,�., �, „ .,, , ',�, , �� x.R ',. „ ,,, . „�., '�� . � ,�, ., „ , . „ ,,. „ . , , ;. , , �„ , . , ;., ,� , � , �,� , : - '` " �,, � -, , ,�, „�, , , „ : „ ,,,, , , „ 4' , "� , ,` , � „ �.�"":, �,, , � . , , , , , ., , „ ,;� ,� ,'; . � „ , � - �, S o „ , . , ' , , ,.: " �,' „ :, '�" �� '� - �� '� � �, �` .:.�,;. ,. „ � ,,, : . „ � ,." �,'. ,,, ,, , , " .;.� .:' �:,; ' '" ,; , � �; ,; � � � � :: � � � �� ;� � �" ' s � , r , � � �� ,�� IAL Nt��IC �EPi:��T� � . � ., r � � � �� ;�= , � ��" ��, AItiFJ, ECC3� � � � � � �; � � � �, �. , , ope�.yat�rig crists are �Fe�tra�T --:mare thari �vauld,be the case if tY�e � � �; � :: � � � � � � � � �`�subdirtnsioi��were��ui,tt`on lev�i �graund;:� � � � �� - .� � F �; �- .��Es�imated � � .�. ��,� , � � � �. � � � . ��Extra,;Annual : � � � � � � � � � ��osts�� , �; � � , �� , ` � � �� . � � � �� ; ��- �� $1.,390 � � Rcia�d�� ma�xitenance �` � � �� . � � � . , � , � � :. � �� „ .. , � � , �� 2��880��,�� oc�rr� retn�o�ra� � ��, � : � �, �� :.. � � � � ,:;�`5;�5�, , ��i1�t�r� �pump�r�g ,=` � ; ,� � � : � . ,, .. � �, , . � � �� ;� ��: � � `�4>825��: � �. �� .; �.�� > � , g �:,,,r�., � „ ;, ��" ;� ,.. , , . ,, :, ,. „ ,:, � �, , , , , , , , ., , ; , , , - ��, Ba�ed sc�lely oi� property ta� rev�riues,- the 'tex�tr�' r�venuescr. �hat ;will ` y,� � �-� � , � � ;de�.'��re" 'f�'om fh�s ; suhd�.�s�Qn are greate7.' t1Ear� the` itei��."G� ef�Ststt%„by � � � � � � � �� . n.early 4::�1 �C$18,595f��4,$25 �=`�.9��. �� <�- � ' � ��. �..� ;: � fi ,. ;` 'C��her gov��rnmental ser�vi.ees ar� expectec� to be ;no cti:ffex*e�it �'re�m; `= � � � < : ` "the a�rerage far the faniilies aiicl houses in t��i;s sti�idi�r%sicin. � ; �. , � ., Isst�es- f �., �. - . . � � �� . ; � -. . , : �� ,� ,�. ; °' � � � ' � ` 'Tlie Spr�ddle Creek E�aricfi ,Iivery stable rnay' req,tzire parfial or , �� . _ ; �otal ,relaca�iori ��c:aizs� c�� the, �ew =roaci= alig�im�iit�: :;Vail A:sso��.tes has ` ° < ' ` ` `offered �ci �hare �n rele�catian e�.perises: attributat�le tii tYi� ner��r road �� _ , alxgnm�n�:' At this tiate, a :fznal raael :al%gnn�erit" has,' riot yet" b�en � � , . , ,.� � -,- � < . � :� 'agreec�� tc��by��th�: par€%es �iri�rol�red: �egotiati�ns �;co��tint�e�.�;�1 � � � � >��.. � � �� . �� , r >, � .. ��, �� -� �� - � �,. � � r , , � � � � �: �� ,� � : -�.� - �. � , �� ,,.; , . , , . �:-, > � ��, �.:� . . ;�� , � �; � �� , �. , , � � � �: . � , �, � �� ,.-,, � , , � � w� „ . � . , , .. .. „ � �. � � , �� . � �:. �,� �., �� ,�� ,; �� . �, , � �.., � ,: � . �,,. � . <�� . i . � � � �� , . : � ,� � ,:, � � �. �.�..,.. , ., �. . , �� - . � > .. � � . � � �� ,� �. � ., � � ��: �� , �-; .� � , � = �= ` � � � „ ; ., ., �� . � ; � � „ � �� ,��-� k C . ., , , , ; ., . ,., ,' ;,, ;:' . , .. ,,, , , y � ." .' � '„ ... , ,�, ;�;- , .� �, " , „'.' .,,;; ti � �� SOCIAL AND ECON01�1IC REPCRT SECTIOPd 1. THE PROPOSED PLAN FOR SPRAllDLE CPEEK Vail Associates plans tu develop 24 lots on a 40-acre site [appro��imately] and market them over the next three to five years. Location The site is located on a hillside on the north side of I-70 overlooking the Gold Peak area--approximately 100 yards east of the underpass at the main interstate entryway into Vail. It is slightly past [uphill] of the present livery stable operation. See Exhibit No. 1. . Site Characteristics The site is wooded, steep, and has good views of the Town of Vail. It follows that the site is visible from many parts of the To�vn. Four switchbacks and two cul-de-sacs are necessary to provide access to the lots. The total road grade change is approximately 9.3 percent b which exceeds the 8.0 percent maximum standard of the Town of Vail. [A more thorough discussion of the road design is cotitaineci in the physical impacts and engineeririg sections of the Environmental Impact Report.] Developer's Objectives Vail Associates is seeking annexation of t�ie site, zoning, and subdivision approval. Lot sizes will range between 3/4 to 2 1/2 acres; ;; more typical will be lots between 1 1/4 to 1 3/4 acres. The site is judged to be very appealing, very exclusive, and will command hi�h prices--a necessary requirement because of the high development costs. It has good proximity to Town and good views, but it doesn't have a � ski-in-ski-out capability nor a golf course outside the door as does Beaver Greek. The preliminary marketing plans call for a general price range of $325,000 per lot. FIouses will have a single-family unit and a Mr caretaker unit and will range in size between 4,500 sq. ft, and 7,000 - sq. ft. The final market value of a typicai house and lot is estimated ; . to be in the $900,000 range. This is higher than many of the Potato Patch sales, but it' should be remembered that many of those improvements were geared to a $50,000 lot cost. ` " Timing The tentative development schedule calls for preliminary road ` ° �rading, retaining wall constructioii, and utility installution in the Spririg of 1985. After allowing the road �`to settle,�' paving will be performecl in the Summer of i986; and revegetaticn �vill be begun. - 5 - ' � � S�CIAL AhU ECUNO6�]IC REPORT N Exhibit No. 1 ;�� ,r!,/ '/I � , . • 1 ' Vicinity Map � � ; t Spraddle Creek Subdivision ��. '• � ((; !� ' � (. � !. .� � �� , ` � � Vail, Colorado ; �, r \�\ (�, �\ ; �\: • ;, • �� `�2��`` ,� �� ,__J , �•;�: .� ,. . ''.��r �� '\ \\ �� r . ,;., . �: ,�1/. � .. . �:�� •. - :•.�� .� Y�%i'/ �;� i ::.. __ � � l � `-�. .__- . . � �� . �:; •��, I� ", .i, , .. . .. �i�\.��i�:;;.. ;;�� r �.�1��,'1` \�.__ .' 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' , � �'• , ,�� ..i ` '�'xr,��l � � . ,. %,,._ � � :�%-''�-�,� ` ��L .1. _ ,�,�,. ;..`:=__-Y.�'.`t\ ' ��` �-�,�^�� < <�'_�_�--- �l � _-'�� `' ��-. �r ��,`, , _ r.�� _-_ - �.-�. - �. �._._._. �' ,�-�=-" � ;" , .: - ! _-- —-_ -�. �� _ .� . � �.� `� �� . .��..�- , •. _a_— --�- _��- , _ - �.� � � �. �- ._, I''!;`��//::� ��t: �� / -- �r�'��,. —' ��t _- ""� � \`�_— =- �,. �:�, : �,� � �� .t 'v��t -; S �S I T E.%' / , �_ %: ., \ . //.-7 =:%/'� ' /., I;; � �•"'=�� - �1'"'r--• ;, `' --- !� ��:,,�• ..,,,,, � - � , �� -- �r' ��. .. _ �,�..,- �,�� ,}_ _ : . _: � i '%% �� a �. G k �,.�1- � �y`.,�y �j y =�„t``_��' ,...- / / , _ t' ^_ `. - _ " ,='��y "/�� - - ,�-�... ` 4 �:� u ��:'��:.Vai( ,,--', . , . , - _ . • , ;;%% ; ' : �' --•�.;,_-�--��,�, '' • � �` � �. �--�, � , . . _ ' , . - n . . . .� ; . , � �--_` ---�,--�,.,:�--� �t �.-.,. �� --_ : . .. . , �, -�� , -�...�_ _.�._, _.� _ . r . . , _, . , �-�,, �1,�--Y�.. �''�e..,� � ,�• � ., . , . � -,... .-r :_._._.� � � : . IZ � � ' - --. �h,,. .. . `-- .-• - _.__- •--- �d �` �'��._____..__ '�„'' ' x-... � . �--��, � ., � ,- �-= o< , ,; -• .. ` ��—�'`—�-�.:�. re �i •'1� ��: � �.' ± _ : G,F'.` — � � ;;,�---__ ...,_.,_,.r--, ��.'�;� , ,,•j � �,� _._ �/ / � .. .,.\ \`.--:-.�,..' �� \�`i�:� �;% '%�' / I'.,= . ` � 1 '� .\\� ,� f�� I! ��' ;� � ♦ . ' � �(/! /� �'• / � �� .��• t•�_r-----��.�._�� •�� . �'�1 � \ ��J� l � � ,�. �� I//'�� ^—�� -�_-�-"^'-,�� ' i . '� � � -`„ � � T`�'�'� `�.. \�� `�� ` �.r �� r� �a / t`'��/'"'_�` �� '-�'� � � �<;�� .;'�`�� 1 � •. l l / .�, .��`'`� � �� ----�-�_-�� - �" - �� , � , • r / ,-- /{ �, ' � " � � 1 . � �\\ ( ' �; _"�—� � � = � , � \ , �j /��/ !1 �j/ ------_._�� .- . ..1�� . •,,1'. �1� �,�. �; .. . � .=� . t��/� /' ' J./ .:_,=,....---�z/�. �. ��, /, �3:, �� ,�:�`�,!�, � � 'y ' � . � l � ��8�.",,�` `� . .� ��,��'�'�Ir . �� 'r\��+ 'I' / r// ,��.� /J��`�'--.---Y''��'��"� "-"� , , -�'' � „� -�-�^ �.. .•..:. - , _ � _ . 4 _. � SG�IAL AI+TD ECON011•1IC REPORT First housing starts could alsc begin in the Summer of 1986 and housing occupancy could occur iii early 1987. Residential Populatioii . . The average resident population in the Spraddle Creek Subdivision is estimated to be approximately 90 most of the year--with a peak week potential of approximately 225. The population in this new subdivision G r, will vary depending on what types of people purchase the sites,` what they build, and how they use theii° properties. This report makes the following estimates and assumptions regarding the characteristics of the , resident population. . A Primary-Secondary unit will be constructed on each lot. . Each unit will have a caretalcer unit-=occupied by "locals." . The owners' part of each unit will be used as follotivs: . Half [12 units] will be occupied by a permanent family. . Half [12 units] will be occupied by second-home otivners. � . As is customary with higher-cost properties and expensive _ - furnishings, the unifs will not be placed in a rental pool and made available for short-term rentals by property management firms. However, it is expected that owners will make their units available to their acquaintances--either at no charge or under a rental arrangement. Based on these assumptions, the following estimates of resident u population can be made for an average week cluring the summer season ` `� or the ski season and pealc weeks such as the Christmas or Easter _ periods: °_� � � � � � � � � � . Population Resident Per Unit Unit Occupancy Population Number Average Peak Average Peak Average Peak Segment of Units Week Week Week Week Week Week Caretakers 24 2.0 4.0 100ro 100�5 48 96 Permanent Families 12 2.5 6.0 $0 90 24 65 Second-Home Owners 12 2.5 8.0 60 90 18` 65- 48 90 226 - 7 - s � SUC;IAL AND ECONONIIC REPOR.T It is possible that some buyers might buy a few extra lots and simply keep them for "open space'� arouild tlieir �house; subsequent �-= sales of these "extra" lots may or may not occur. The remaining sections of this report discuss the social and > economic impacts and issues associated with the development of this �,>, project. _ 8 _ � � � SOCIAL AND ECON01�1IC REPORT SECTION 2. SOCIAL AND ECONOMIC IMPACTS This section of the report reviews social and economic impact . � topics identified during the course of the study. They were included in the report because they were potentially significaiit. Upon investigation it was found that some were not very significant; nevertheless, they are reported. Increased Tax Revenues The proposed plan will increase ad valorem ta� revenues to the Town of Vail's General Fund by approximately $28,100 per year at full r. , development. [The Vail Metropolitan Recreation District's increase will be approximately $7,800.] See Table No. 1. � v_,. No on-going employment is planned at the site--no hotels, restaurants, or other commercial activities. However, more consumers--permanent and visitors--will be added to the Town. The � expenditures of these households �vill generate business income and sales tax revenues to the Town. Since general property taxes have averaged approximately 23 percent of total tax revenues to the town, , the sales, resort, and other local taxes are estimated to be $94,074. [$28,100 / 230 = $122,174 - $28,100 = $94,074] Thus the tofal tax ' revenues to the Town of Vail are estimated to be increased approximately $122,200 per year at full development through direct and indirect means. There are other fees and funds �vhich will derive income from the presence of the proposed subdivision. And, of course, there are costs associated with providing the new households with governmental services. It is not the intent to examine the marginal costs and � revenue contributions for each special district, fun�, or other entity in relation to this praject. It is assumed that the utility districts, for example, have set their taxes, fees, and rates to provide them with � � adequate revenues relative to their costs. With a relatively small project, such as Spraddle Creek, such cost arialyses become more an investigation of the adequacy of the entity's pricing policies than a J cost-benefit analysis of the project. Therefore, this report �vill address those cost impact topics that appear to be different for this project -- compared to the average subdivision in Vail. - 9 - � � SOCIAL AND ECONOI!�IIG REPORT Table No. 1 �stimated Ad Valorem Tax Revenu�s � - from the Spraddle Creek Development _ $21,600,000 Estimated market value, 24 lots aiid houses sold at an average of $900,000 each.* _ X 53 o Times a 53 o adjusting factor to reduce prices to 1977 levels. _ , _ $11,448,000 Estimated 1977 value X 21 o State's adjustment for residential property _ $ 2 ,404,080 Estimated assessed value General Fund Calculations at 11.69 mills: $2,404,080 x .01169 = $28,104 Note: It is recognized that over the long run, in an inflationary period, properties tend to become assessed at less than their market value. However, for newly constructed properties, assessors tend to use the sale price of the lot ancl house to develop the "assessed value.TT Thus these calculations are assumed to be reasonably accurate for a number �f years. Source: The John Ryan Company, based on the Ann,ual Report, Department �i Property Taxation, State of Colorado. - 10 - - __— __- ��- � � � SQCIAL AND ECONQ4�IIC BEPOKT The total assessed real property in Vail in 1983 was $127,799,890 The total number of housing units was 7,546 in early 1984.* There- � - fore, for a crude comparison, the average assessed value was $16,936 per housing unit [$127,799,890 / 7,546 housing units = $16,936] . [Note that this number includes commercial buildings as well as residential. ] The total assessed value for the Spraddle Creek Property was estimated to be $2 ,404,080 for the 48 households [24 houses]--an _. average of $50,085 per household [$2,404,080 / 48 = $50,085] . In other words, the property tax revenue contribution of a � Spraddle Creek household will be more than three times the amount of the average Vail housing unit [$50,085 / �16,936 = 2.96] . _ .. Road tiiaintenance Cost The roads in the Spraddle Creek Subdivision might cost more to � raaintain because of the steep grades and cul-de-sacs. For reasons of safety, steep roads require more sanding during the winter; and more street cleanup is required in the early summer. Draina�e ditches need ,� � to be cleaned more frequently. - The cost of road improvements over the years is more a function of laying a good base than the degree of grade. If a good road base is installed and good drainage provided, the maintenance costs will not be higher in Spraddle Creek Division. However, there cannot be a 12 mile drainage ditch along the entire length of the road. ivlitigating measures for routine maintenance include providing � adequate room [setbacks or buried] for utility boxes, television cables, electric transformers, elecfric vaults, manholes, and valves' for gas, electricity, and water. All parking should be planned to be "off-street." Fortunately, the site is south-facing, thereby, receiving assistance in natural snow melt'. P�Zitigating measures for sno�v removal include J that the lot layout allow for snotiv to be pushed off the road downhill--more or less a "snotiv easement."** Along the road ai�d especially at cul-de-sacs, the placement of driveways should not * Estimate of housing units from Centennial Engii:eering, I-70 Vail Interstate Feasibility Study, �pril 18, 1984, p. 2-3. Estimate of ; ', assessed valuation from Boettcher & Company's GO Bond " Preliminary Official S tatement, dafed Apx•il 19, 1984, p. 27. ** Inferview �vith 141r. Bill Andrews, Town Eng-ineer, August 2, 1984. - 11 - = SUi;IAL Ai1D ECONOP�IIC R,�POR,T preclude the ability to plough snow off the road down hill. When tliat is not possible, adequate space should be provided, say, in ., . cul-de-sacs, to allow for snow piling. Subsequently, it can be hauled out. [See Exhibit No. 2, } � If all of the snow has to be hauled out, it is estimated that the costs will be approximately $2,880 per year for the subdivision. [Two trucks and a loader at an average of $60 per hour each for eight hours _ twice a year = $2 ,880. ] The rate at which standard snow ploughing can be accomplished _ , varies, but averages 1 mile per hour.* [This includes routine start-up, shut down, routine vehicle maintenance, and personnel breaks. ] At a rate of $75 per hour for equipment and an operator, an average of 45 storms per year would cost $3,375. A standard mile of roadway might average 41 cubic yards of cinders per year; at a cost of �8.00 per cubic yard, the total would be approximately $325 per mile. These calculations result in an estimated rate of approximately �3,700 per year per standard mile for snow ploughing in a reasonably level area. The access road is approximately 1.14 miles; therefore, the average annual standard cost would be approximately $4,218 [$3,700 x 1.14 miles] . Because of the steep grades in the Spraddle Creek Subdivision, it has been estimated that annual costs might be 20 to 30 percent higher than the average in the rest of the Town of Vail.** That would indicate an average annual cost of $4,625 per mile [�3,700 x 125%] . Assuming that the normal sources of tax revenues from new subdivisions are adequate for the normal costs, the "extra costs" for �� maintaining� the S�praddle � Creek�� Subdivision are estimated �to� range between $925 to �1,390 [20o to 30% higher than $4,625] . Access East bound traffic on the North Fronta�e F;,oad entering the site ` will rieed tu make a left-hand turii, across traffic, onto the access road. This is one of the busiest and one of the most dan�erous corners in Vail in the winter. A separate traffic assessment is being �'� made �� by the en�neers�� dr�d reported� �in anotHer�� part of this ; �, environmental report. An island or a turnin� ld�ze will probably be * Based on averages in the Town of Avori, van Sunday, Public 4Vorks Superintendent. ** Interview with hlr. Kent Rose, August 2, 1984. - 12 - S(.�i,IAL AND ECONOC�IIC REPORT Exhibit No. 2 Site Slope Map ...., The Spraddle Creek Subdivision Vail, Colorado 4.� N ..00 ' .�oo ..oa _` _..Do � � \ — — � � � . �', � , � � . �� » .�_. ,�� >> , � . /� 1� �♦ ,��a'• �'.�� roa ��a o' ♦` �o � �,, - s , scui: �•-aeo� I , 1 ��%�., � :.'.�'x`1' . X "�� '� �L�+ � r�L`' �.h: � ' ��- ,��[�'o '?1 .. �r� � �� r �:Y� ' -�'� • ��oo. .l�y � �� `�♦ ''L�'�..,:�7. T'' .,f.• .� io<< .��Y �a ��. ,O•. �. '� � ` ^�� `\ \~ .� . �i - �� '� . ' h�...�.r . . !'.{{,;,,. � �.,. , r .<•1 �t'�: .r. � � r ' . � . <�:%L,:�;�. .�o.c.rT u.c , /'_'>�, v�xy� '� y ' ,`� ' 7f y ! .(1C . ,C l� � t � . ~ !� ' . � '%. . �s �/A�L .��t r�! �( k �y( �\. �\ \ �� ,�6GG .. , , INTERCHAHCE � �� ` '`�C,��' � �� . 0 � O � s T�M��'�,��t` X I ��a o �`�-�,?^:r>> X�?C�`�. � _ �--- �s � � �y"� ` TH- � ` TH-7 � `CIIfTlMO D��i � —' . � •O�O 'i�t' . 1... -!)GG LEGEND: , �� X � �%'. . . � - � r `+.'�, ' .y �=• �a �■oie.res �or+ur�e� --- � � - � tMDIC�T[f toc�T�or os i�rio��TOiT �� _ � s,ao � �,...,. �oi�ro � - � OIMOIC�T[] �IIO/Of[D fU1LDIMq � ` � �_`_ ___ .. [rr[tort � !(yrE � aSrq rE - , . .� 1MeIe�T[a��rr11o11Y�t[�11e�f wM[�t ilorea . � j O .. ♦�[0[M[I1��LT�[{f��TM�M]0 1[�C[NT� � e 100 . .. .. .. .. .�_� .. - 13 - , SC..;�AL ANll ECOP10I�1IC REPCRT required to mitigate the situation. However, the cost will probably not be borne by the Town. Vail Bus Stop � � � With approximately 48 households planned for this subdivisioii, a bus stop will be be needed eventually. The density of population would not warrant changing the route to pass the houses. A bus stop, however, could be developed at the base of the hill where the access road meets the North Frontage Road. The curve is judged to be very dangerous in the winter. A stop will be provided for west-bound traffic only on the Sandstone Route; the left-hand turn will be avoided. During the winter, the Sandstone I3.oute has a bus every 20 minutes between 6 a.m. and midnight. � Durinb the summer, the route is combined with the Bighorn route and the service is once an hour between 7 a.m. to 9 a.m. and 3 p.m. to 6 p.m.* The Town doesn't buy shelters any more; they are developer- furnished, if needed, [to Town specifications] and are maiiitairied by the Town. There will be i�o need to pay a special fee for bus service; the buses go by the site anyway.* However, there will be neecl for a stopping place and a pull-out to be furnished at developer expense. The only potential adverse impact noted was the possibility that when adding extra stops, the round-trip time might increase from the current one hour to one hour and ten minutes. That type of schedule [an hour " � and a fraction] makes it more difficult for passer.;ers to remember what time the bus comes by. � " ° School Bus Stop Generally, children in the Eagle County School District are "� required to walk to school if they live within one mile o� the school. All prospective students in the Spraddle Creek Subdivision will be more than a mile from the nearest school; the access road itself is approximately 6,000 feet long. The school board reviews all new subdivision applications for bus � service. It is the present practice not to provide service for areas that have grades in excess of five to six percent. School ous service is not provided to Whisky Hill, the Potato Patch, or 4Vilclridge, for ..,= example. * Interview witYi PYIr. Skip Gordon, August 16, 1984. - 14 - SC��IAL AND ECON011�IIC REPORT Therefore, it is unlikely that the school bus will enter the subdivision.* However, the school Uus could pick �up children at the _, proposed Sandstone Route bus stop at the base of the hill. 4Vater Pumping Costs There is ample capacity presently for water and sewer. There is water at the entryway to the project, but access to a sewer line will require using the tunnel [a 10-inch ductile irou pipe] that already exists under Interstate 7G ; that, of course, is a developer experise. However, as this report is focusing on cost items that are different from the average project, it should be noted that water will have to be pumped uphill into a storage tank. The cost of electricity for pumping is approximately 13� per 1,000 gallons.** In Vail, the average water usage per person is 120-140 gpd. During an average week, the popu- lation in Spraddle Creek will be 90 and the daily water consumption, therefore, tvould be 11,7aa gallons [90 people x l�a gpd = 11,700 gallons] . Annual demand at this rate would be 4,270,500 gallons [11,700 gpd x 365 days] . The total annual cost to the To�vn of Vail for electricity for pumping would be approximately $555 -- or $23 per year, per house. [4,270,500 galloris / 1,000 gallons x 13�] . The size of the storage tank has not yet beeiz determined because the final version of the preliminary plat has not yet been determirred. V However, it will ran�e between 200,000 and 300,000 gallons dependirzg on the engineering requirements and the Fire Department requirements after review by Chief Duran. * Interview with P,1r. 4Vally Birlew, Assistarit Superintenc�ent, School - District Re 50 J, August 20, 1984. ** Inte-rview with �VIr. Dave Iirenak, Upper Eagle Valley �Yater and � Sewer Districts, August 20, 1984. - 15 - �OCIAL AND ECON0114IC REPGRT SECTION 3. ISSUES In addition to the social and economic impacts discussed in the - previous section, several other issues are of special note; ancl, they are discussed in this section. The Livery and Snowmobile Operation I�Ir. Marc Wentworth, president of Spraddle Creek Ranch, Inc. , operates a livery stable and snowmobile operation on Forest Service lands on both sides of the present access road at the first switchback. Six wranglers and two managers are employed during the summer. With approximately 30 horses, 5,000 visitors utilized the horseback facilities � in 1983. There are two tents for the wranglers to live in and another tent � for their cooking and dining. A corral and several other storage buildings are also on site. Permanent water ancl sewer service is not available at the site. There is room for automobile parking for horseback riders, but many horseback riclers [and in winter, snowmobiling riders] are picked � up at their hotels or condominiums and driven to the site. Permit.* The U.S. Forest Service issued a special use permit to ` iv;r. Roger SV. Tilkemeier, President, Grouse Creek Livery, Ltd. , on January 23, 1981; the permit can be cancelled on any anniversary date with 30 days notice, but has been reriewed, annually; the original � expiration date was December 31, 1986. Generally, a term permit is continued unless a higher or better use is found for the lancl. ��" On blay 27, 1981, the U.S. Forest Service amended the permit. It changed the name , of the permittee to Spraddle Creek Ranch, Inc. And, the termination date was chan;ed to December 31, 1991. It still ° " requires an annual renewal. On November 9, 1983, the contract vras amended to allow _.., snowmobiling. [See Appendix for photocopies of these provisions. ] * Based on an interview with itlr. David Stark, Uistrict P�anger, F�olp ° Cross District, White River Natiunal Forest, fti'Iinturn, �ugust 20, 1984. ` - 16 - � � �OCIAL AND ECONOMIC REPORT Development. The access road to the Spraddle Creek Subc3ivision will disrupt the operation of the livery stable. tlt a minimum, the development of a new, paved road will interfere with normal livery stable operations. The new road �vill be paved, snow ploughed, and will no longer be suitable for snowmobile trips originating at the stable - area; the sno�vmobile operation will have to be relocated, probably to the east of Vail Associates property on Forest Service land, past the second switchback. [See p. 13. ] Vail Associates and Spraddle� Creek Livery, Inc. , have Iiad, and continue to have, discussions and negotiations. A iinal road alignment has not yet been determined. There appear to be two conceptual alternatives for road placement. . It might be possible to place the ne�v road so that only minor relocations are required. • . F� second alternative would be the relocation of the entire ' facility. Prlr. l��Iike Larson, project munager for the Spraddle Creek Subdivision, ` has said that Vail Associates wants to keep both the horseback riding and snowmobile �peration continuing and that if the road cannot be placed in way that allows the livery operation to continue at the same ' � location, Vail Associates will share in the costs of relocating specific facilities attributable to the new road alignment.* ' ° . IYIr. �i.�ger 4V. Tilkemeier, fourider of the operation, has presented �_ , a strong case to the Vail Town Council for the continuation of this important summer amenity. 1liitigations. The horseback riding operation n�eds access to the Forest Service lands. That access shoul� be guaranteed--throu�h the ��` Spraddle Creek Subdivision--if necessary. As a resident population comes iiito being after a few years of construction, there may be citizen complaints about noise from riders and horse manure on the streets. - It is possible that a route into Forest Service trails could be developed that minimizes this interaction. If the livery stable is relocated farther back from the intersection, it might be placed out=of-sight; this would be an economic setback in attracting prospective riclers. The snuwmobile operatioii will lose its sr�ow-covered, road because of the new paved road. The probable outcome of the winter operation * Interview with Mr. tiIike Larson, Vail Associates, August 3, 1J$4. - 17 - � � �-:�OCIAL AP1D ECO1�rONIIC REPOkT � �vill be to keep the snowmobile reception area near the carrals, affice, telephones, etc. , and establish a mimibase to the east of Spraddle Creek Subdivision on Forest Service land. Snowmobilers will be � transported by van appra�imately 2 mile to the minibase where gasoline, a few supplies, aiid the snowmobiles will be kept. ` � A site for the minibase has not yet been agreed on, but one area under consideration is approximately 60Q' from the neai�est housing sitz; there is also a wooded ridge between the two sites. Here, again, there � exists a possibility for the noise from the snowmobilers to become offensive to the new residents of the Spraddle Creek Subdivision. It is possible that a trail selection and a start-up procedure that minimizes the necessity for excessively loud noises coulcl be developed. Whatever the final negotiation, as with the horseback ricling operation, the new home owners should be made aware of these permitted operations allowed by the Forest Service Permit--beforehand. The Lodge Properties� Lar�d Trade The land on which the livery stable operates is a 40-acre parcel--approximately 16 acres of which are an easement for the ° interstate highway. That parcel might be sold to Lodge Properties, Inc. , a subsidiary of SEACU. SEACO acquired 385 acres of private land in the Eagles Nest �Vilderness Area. The Forest Service wants � that land--acquiring private holclings in a wilderness area is a very high priority with the Forest Service based on authority granted in the � 6Vilderness Act of 1964.* The Forest Service will trade a 2.7-acre parcel near The Lodge at Vail and the 4Q-acre garcel `on which the livery stable is located in = exchange for the 385 acres in the Eagles Nest 6Vilc'terness Area. [The Lodge Plans to build more hotel units and more conference facilities on the 2.7-acre site. ] District F'�anger Stark has said that if the lan�l � trade decision is made [by the Chief Forester] , the' permit for the livery stable and snowmobiliiig will be cancellecl at the first opportunity = thereafter. Acquiring private lancls in the wilderness area is a higher -. priority for the Forest Service than continuing the present permit.* fvIr. Jay Peterson, attoriiey, representing SEACO and The Lodge ,... Properties, Inc. , has said that if his client acquires the subject property, it would allow the livery stable ancl snowmot�iling operation` to continue at the site through December 31, 1986, the origirial date of * Interview with 11ir. David Stark, Listrict Ranger, �ioly Cross District, White River National Forest, August 20, 198�. � - 18 - �JCIAL ANT ECONONIIC 13,EPORT their permit.* Vail Associates, of course, would require an easement for its new road across the subject property. � The Lodge Properties, ;.,,:. Inc. , has agreed to grant such an easement that will be " . . . reasonably satisfactory to Vail Associates'T if and when the land trade is accomplished. 1�1r. Tilkemeier has on several occasions described the benefits of continuing the Vail horseback riding operation to the Town Council as a key ingredient in the summer visitor experience. Town financial y support for new horseback facilities would allow an expanded and upgraded horseback riding operation. However, an analysis of Town support of the livery stable operation is beyond the scope of the ` gresent inquiry. It is mentioned here only to complete a description of the forces and options that are available. The focus of this stuciy is that the development of the Spraddle Creek Subdivision should not harm this important entrepreneurial operation. � Employee Housing The potential of a caretaker unit for each primary-secondary unit in the Spraddle Creek Subdivision creates a win-win situation. The ` " homeowner gets the security of having a local resdient on premises at all times. A few of the local residents [up to 24 families] get the opportunity to live in very fine accommodations and often for a fairly ` � reasonable price. _ � * Iriterview with i�'Ir. Jay Peterson, August 20, 1�84. - 19 - �OCIAL AND ECONOb'TIC REPcURT � APPENDIX This appendix contains copies of the Special Use Perrnit for the livery stable and snowmobile operatioris. - - 20 - � r ..-s Sl�+�+ 3r..e:++.i al.lrrleuliv+ a. e7�cord n�. ii-s'J S. +7.yicw (.�.-11_'T �t. F°wcsc (��ai) - 'r':+.-a�t Sct.4ta • C • - • 7Q i32 i White R�'vRr 5i'ECi:�L. lJ�.`.� PEiti;�f.T o. �iianec7.i/•o! •__ ' e. Ut►invn:6a�r(�-i�J 'f. 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I'�AV,t�.�� SiG:�.. ,;;t" ........��.._ . _____ .._..'_ .... . ..._._ ___.... � . � x-� �� .c. 'ti�, t �� .„ ' � . � ! �^` . v}= �•__`� fL1. �,^r1'� / p � � � �.�1 ) � tr :,t:..I1Q C O!ES t :ill;7Br�i lS0= i / ` z � ' a I " ""'"'�.^---.^�-...-.r-.- .�. GG'J�� A. i�?Oc�RI� ic�rr--:U.__ �,;r .�r.��s�l 2:C0•� �; .•� � � Roger W.`Tilkemei�r ' � . ---- ' ' 36. Esthetics . The permittee shall protect the scenic esthetic values of the � . area under this permit, and the adjacent land, as far as possible with the authorized use, durinq construction, operation, and . � mainter.ance of the a.mprovements. 37. Erosion Control The permittee shall be respansibie for the prevention and controZ ' � � of soil erosion and gallyinq on the area covered by this permit � and lands adjacent thereto, and shail�provide preventive measures as required by specifications attached to and made a part of this permit. _ ' 38, Livestock Controi, Horses . The permittee shaii not ailow horses to run at large, and they shail be kept in the corrai when not in use. Aii horses shali be fed and watered within the corrai. 39. Permit Termination Uniess sooner termirFated or reyoked this permit shall expire ' and_ become voi.d h�December 31, '�19�Ex, but a new perntit to � occupy and use the sam`e�7ational Forest land may be `granted pr�vided the permittee shali have notified the Forest Super- visor not less than six (6) months prior to said date that a s new permit is desired, and the permittee shaii, be subject to � �� 3��4 � � such conditions and stipuiations as existing or prospective �fJ'' G�,,� '� circtanstances may warrant and if, in the apinion of the ` � �.�,�4�'' issuing officer or his successor, issuance of a perntit is ��i ��;� desirabie and in the public interest. ��` � �a ��b• 40. Fencing Pezmission _ No fences shali be erected upon the prenises, exc�pt by written y permission of the Forest Supervisor. ,» 12 •- --T-- ____�,.. •- li^:erd Stai-. Gcpara.nt oi A;r.cl:csre y Record na. (1•:} 6. R-giqn l�..i) � c. F"or�a� ,:-�i Fore3 S rvfee ' � . p ','`7 Q? ��i �,�*.��{.E�f i'.�:� �.� -- — � — - . ,...� .�i� ��a d. �istrici(7�} a. Use.n�noo•(9-12) f. Kirtd ar��(��•f5: S�'ECtAL tiS� PeRM�T �ivly Q7 �37Q fi�c.t�r ��3 _._... Re{: FSM 2i Id � �,,, =.c .,__.. . __— __ 7• ° _ THIS A�1EV7d1ENT IS ATTACH�O TO Ah0 M/10t; 4 PA�T g. S+at�(16-17) h. �ovnty(!8•1C; k. Card n�,(ZI) CF TH_ � ' . �S EcZC�1.@ . Q�l ' 1 .....�. C TERM . � ANH:)Al °E°MI� . . • � � ' For �ti�er Guide � •issued to ` ` (KINO OR P�qvl TI Spraddle Creek Ranch, Inc. Roger W. Tilkemeier, President � ort I/�,,�Rl � (NAi.�E OF PERMITTlEI ' (DATc OM PERMfT) . _ nhicEt is hereby amended a� follows: . ' I. P�zzn�.tte� n�r.e is chL.*?geci io Spr�dle �.re:�t :2anc�`�, �r:c. � ' 2. The ciate .in �I.ause 20 is ci�nged to July 3I. ' � . . f`.� 1�Ji1V �11Ki�.LW,F��iGJ4L� '.��•��'Yi La.G�� irv. ti..'-MiJ� y�,.�rY+V�.� S.'�nf'�r`t F��r�� _ . �.w.:. �� r x�t.t.±La�G�� Y:vs' � h ��.�:�` t.._:'-.w�:s- ' . � ..!`r_�t:.:y...A.�.�: •_. __ ��„R•�� . Tt�is �r�r.�rnenr i� accepted su�ject t� �he condi�ions set Ecrth 4erern, artri ta cor.ditions to ' __ _ actach?� h�reto aad made a part of this �n�adment_ ` . _.. �`-. ' ' "" � ��aME aF PERNI��fT �"ir � .- 51'V TU�7E OF x TkO =f�,cR' ""�1'E— — �: , _ .. . _ _ , . - . � -. _., .� : � _ � .. � - c �=FC:.1ii C� ---�-_...-... _. - -, ..�.. � . ��_ � .-► ` S raddle Creek Ranch Inc. . -` ' ---y-- - . _- ,�-`} --��j--a 1- � P , � � r�- esi ent. . ._��- - , �ySU�.�r � N�0.,uf AN7 ;;�GNATUAE� TITI.e � D�� oF:�c��z ��G��'z.�" ( F��r�s� SL��rviso.r �` � ;a� ��z,.�az PT�-r:•1Ru ��. j�:c;(;�rCF,.1 zyoo-z3 j�:._