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HomeMy WebLinkAboutB06-0018 Soils and Foundation InvestigationL D REVIEWED BY FEB 10 2000 J U L l u *Wirt TOWN OF VAIL COLORADO INSPECTION AGENCY { SOILS AND FOUNDATION INVESTIGATION VAIL'S FRONT DOOR RESIDENCE CLUB / PARKING GARAGE / TUNNEL / SKIER SERVICES AND VISTA BARN PARK INCLUDING LOTS 1 AND 2, MILL CREEK SUBDIVISION; U.S.F.S. LOT 1; AND U.S.F.S. PROPERTY SOUTH OF U.S.F.S. LOT 1 VAIL, COLORADO C Koechlein Consulting Engineers, Inc. Consulting Geotechnical Engineers 12364 W. Alameda Pkwy - Suite 115 - Lakewood, CO 80228-2845 LAKEWOOD AVON / SILVERTHORNE (303) 989-1223 (970) 949-6009 (303) 989-0204 FAX (970) 949-9223 FAX I KOECHLEIN CONSULTING ENGINEERS, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION VAIL'S FRONT DOOR RESIDENCE CLUB / PARKING GARAGE/ TUNNEL / SKIER SERVICES AND VISTA BAHN PARK INCLUDING LOTS I AND 2, MILL CREEK SUBDIVISION; U.S.F.S. LOT 1; AND U.S.F.S. PROPERTY SOUTH OF U.S.F.S. LOT I VAIL, COLORADO E a 15962 a ;roe ~-1Z-®~':,~ V%% ~~iq~~/SIQIN AIL,~~~~`~``. . Prepared for: Mr. Dan Feeney Vail Resorts Development Company P.O. Box 959 Avon, CO 81620-0959 Job No. 03-015 August 19, 2003 DENVER: 12364 ffest Alameda Prkwi., Suite 1 1.5, Lakewood, CO 80228 (303) 989-1223 AVONISILVERTHORA : (970) 949-6009 KOECHLEIN CONSULTING ENGINEERS, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS TABLE OF CONTENTS SCOPE EXECUTIVE SUMMARY 2 PROPOSED CONSTRUCTION 3 Residence Club 4 Parking Garage 5 Tunnel 5 Skier Services 6 Vista Bahn Park 6 SITE CONDITIONS 7 PREVIOUS INVESTIGATIONS 8 INVESTIGATION 9 RADON 10 SUBSURFACE CONDITIONS 11 Residence Club 12 Parking Garage 13 Tunnel 13 Skier Services 14 Vista Bahn Park 15 EXCAVATIONS 15 Residence Club 16 Parkin Garage and Tunnel 17 Skier Services 18 Vista Bahn Park 18 GROUND WATER 18 Residence Club 19 Parking Garage 20 Tunnel 20 Skier Services 21 Vista Bahn Park 21 SHORING 22 Residence Club 22 Parking Garage and Tunnel 23 Design Criteria 24 DEWATERING 25 Residence Club 25 Parking Garage and Tunnel 26 Skier Services 27 Vista Bahn Park 27 August 19, 2003 Job No. 03-015 PUMP TEST RESULTS Subsurface Conditions Ground Water Flow Analysis EXISTING FACILITIES FOUNDATION DISCUSSION Residence Club Parking Garage Tunnel Skier Services Vista Bahn Park FOUNDATION DESIGN FLOOR SLABS FOUNDATION DRAINAGE LATERAL WALL LOADS SURFACE DRAINAGE IRRIGATION COMPACTED FILL LIMITATIONS KOFCKLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers VICINITY MAP LOCATIONS OF EXPLORATORY BORINGS ESTIMATED BEDROCK ELEVATION CONTOUR MAP LOGS OF EXPLORATORY BORINGS LEGEND OF EXPLORATORY BORINGS GRADATION TEST RESULTS FOUNDATION EXCAVATION RECOMMENDATION TYPICAL INTERIOR UNDERLSLAB DRAIN DETAIL TYPICAL WALL DRAIN DETAIL TYPICAL RETAINING WALL DRAIN DETAIL SUMMARY OF LABORATORY TEST RESULTS DETAILED BORING / CORING LOGS CROSS-SECTIONS GROUND WATER MEASUREMENTS PUMP TEST DATA 28 29 30 31 32 33 33 34 35 36 36 39 41 42 44 45 46 47 Fig. 1 Fig. 2 Fig. 3 Figs. 4 thru 10 Figs. I 1 and 12 Figs. 13 thru 35 Fig. 36 Fig. 37 Fig. 38 Fig. 39 Table I Appendix A Appendix B Appendix C Appendix D August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. Job No. 03-015 Consulting Geotechnical Engineers SCOPE This report presents the results of a soils and foundation investigation for the Vail's Front Door development to be located south of the Lodge at Vail Condominiums, The Lodge at Vail, International Building, and One Vail Place in Vail, Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The purpose of this investigation was to evaluate the subsurface conditions at the site and to provide geotechnical recommendations for the proposed construction. A large portion of the proposed Vail's Front Door development, south of the Lodge at Vail Condominiums, had been previously investigated. The reports prepared for the previously investigated areas were used in the compilation of this report. The purpose of this report is to provide descriptions of subsoil, bedrock, and ground water conditions encountered in the exploratory borings, allowable bearing capacity for foundations, recommended foundation systems, and recommended foundation design and construction criteria for proposed development. This report was prepared from data developed during the field investigation, our laboratory testing, review of our previous investigations, and our experience with similar projects and subsurface conditions in the area. The recommendations presented in this report are based on the proposed development as described in the PROPOSED CONSTRUCTION section of this report. We should be contacted to review our recommendations when the final plans for the August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers development have been completed. A summary of our findings and conclusions is presented below. EXECUTIVE SUMMARY Subsurface conditions encountered in the exploratory borings varied with location. The soils throughout the site were granular with the finer grained sands and silts occurring beneath the north/northeast portion of the development. In addition, the thickness of the overburden soils above the bedrock averaged about 20 feet on the hillside and about 60 feet beneath the north/northeast portion of the development. The overburden soils consisted of existing fill; dense to very dense, sandy gravel with cobbles and boulders; and/or a dense to very dense, silty sand with some gravel. The existing fill was characterized by a loose to medium dense, silty, sandy gravel with some cobbles. The bedrock consisted of hard to very hard, sandstone, limestone, and shale. For a more detailed discussion of subsurface conditions refer to the SUBSURFACE CONDITIONS section of this report. 2. Existing fill to varying depths was encountered at this site. All existing fill will need to be removed from below construction areas prior to construction. 3. Ground water was encountered in all of the current exploratory borings (TH-24 thru TH-49) with exception of TH-49. Because excavations for portions of the development will extend below the measured ground water elevations, we anticipate that both temporary and permanent dewatering systems will be required. Refer to the GROUND WATER, DEWATERING, and PUMP TEST RESULTS sections of this report for additional details. 4. We anticipate that either the existing fill, silty sand, sand and gravel, or sandstone, limestone and shale bedrock will be encountered at the proposed foundation elevations. In our opinion, the existing fill will not safely support foundations. Due to the presence of a combination of supporting materials consisting of bedrock and soils below some of the proposed foundations, special precautions will need to be taken into 2 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers account when selecting a foundation system for the proposed structures. Refer to the FOUNDATIONS section of this report for complete recommendations. 5. We anticipate that the soils at the potential floor slab elevations will consist of existing fill, silty sand, sand and gravel, and bedrock. In our opinion, the existing fill will not safely support slab-on-grade floors. However, the natural soils, bedrock or properly moisture conditioned and compacted structural fill will satisfactorily support slab-on-grade floors with some exceptions. Refer to the FLOOR SLABS section of this report for complete recommendations. 6. Because cobbles and boulders and hard to very hard, sandstone, limestone and shale were encountered in the exploratory borings, we anticipate that heavy-duty excavation equipment will be necessary to complete the required excavations. Due to the presence of very hard sandstone, limestone and shale bedrock, we anticipate that chiseling or blasting will be required. If, blasting is performed to excavate the bedrock we recommend a survey of the adjacent structures be made to document the condition of the structures prior to blasting. Refer to the EXCAVATIONS section of this report for additional recommendations. 7. Due to the depth of the proposed excavations and structure foundations, we understand that both temporary and permanent shoring systems will be required. Refer to the SHORING section of this report for additional details. 8. Drainage around the structures should be designed and constructed to provide for rapid removal of surface runoff and avoid concentration of water adjacent to foundation walls. PROPOSED CONSTRUCTION We understand that the Vail's Front Door development will consist of a Residence Club, Parking Garage, Tunnel, Skier Services, and Vista Bahn Park. These facilities will be constructed south of The Lodge at Vail Condominiums, The Lodge at Vail, August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers International Building, and One Vail Place. Most of the structures will be constructed of cast-in-place concrete, structural steel and wood framing, and masonry with concrete slab-on-grade lower level floors. Residence Club The residence club will be located on the hillside south of the Lodge at Vail. The residence club will consist of six multi-family residential buildings (5 duplexes and 1 triplex) with underground parking. Four of these buildings will be located above the associated parking garage and two will be located east of the garage and above the tunnel. They will be three and four-stories in height with crawl spaces. A connecting underground parking garage will be constructed beneath four of the proposed residence buildings. Backfill above the garages is planned to be expanded polystyrene foam (EPS) with no more than 6 feet of topsoil on the EPS for landscaping. The elevation of the top of footing foundations for the parking garage is planned for elevation 8187. Based on this elevation, excavations of up to 50 feet in depth will be required for construction of the proposed garage and residential structures. The garage will be of cast-in-place concrete and the residences will be of wood frame construction. Building column loads for the below grade parking garage range from 100 to 130 kips. Wall loads for the residences range from 5 to 10 kips per lineal foot. 4 August 19, 2003 Job No. 03-015 Parking Garage KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnica! Engineers The parking garage will be located immediately south of the Lodge at Vail Condominiums, Lodge at Vail, and International Building. The parking garage will have 3 levels of parking with access to the ski club and spa facilities. A loading dock will be at the lowest level. The floor elevation planned for the lowest level is 81.50. This will result in approximately 50 feet of below grade excavation. Also, a portion of the garage will be an addition to the Lodge at Vail for a guestroom. Soil will be placed on the top of the parking garage for landscaping. The garage will be of cast-in-place concrete construction. Column loads will range from 400 to 3000 kips. m , The tunnel is for a roadway that will provide access to the loading dock area of the parking garage and access to the Forest Service Road. The entrance to the tunnel is from Vail Road and the tunnel exits, at the east end, onto the Forest Service Road. The tunnel is connected to the parking garage along the south side of the garage. The elevation of the bottom of the tunnel varies fi-om 8160 to 8190. The majority of the roof of the tunnel will be covered with soil. The tunnel will 5 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers be of cast-in-place concrete construction. Maximum uniform loading on the tunnel will be 17 kips per lineal foot. Skier Services The skier services building will be located south of One Vail Place and immediately east of the parking garage. The lower lift tenninal for Giant Steps Lift is presently located where the skier services building will be constructed. The building at this time is being redesigned and therefore detailed information is not available. As originally planned the skier service building would have one-story below grade and one-story above grade. The floor elevation of the below grade portion was planned to be 8170. We will use this concept for the building in this report. Vista Bahn P The Vista Bahn Park will require moving the Vista Bahn Lift Tenninal south. Moving the lift terminal will result in excavating the soils to a depth of 20 feet at the southern end of the tenninal. The lift tenninal consists of a two-story high structure constructed on a slab-on-grade with no basement or crawlspace. Maximum foundation loads for the Vista Bahn lift were assumed to be those nonnally associated with ski lift tenninals. 6 August 19, 2003 Job No. 03-015 SITE CONDITIONS KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnica! Engineers The Vail's Front Door development will be located immediately south of the Lodge at Vail Condominiums, Lodge at Vail, International Building and One Vail Place in Vail, Colorado. Access to the site is from Vail Road, at the west side of the project site. The existing gravel road from Vail Road crosses the site and connects to the existing forest access road shown on the Locations of Exploratory Borings, Fig. 2. The site for the proposed residence club and below grade connecting garage consists of an undeveloped slope covered with trees, shrubs, weeds and grasses. The eastern portion of the slope has been cleared of all trees and vegetation for the ski trail. In this area vegetation consists of grass. The overall slope of the existing hill is down towards the north-northeast. The ground surface varies in elevation from approximately 8185 on the north to 8250 on the south. An outcrop of limestone is on the north side of this area adjacent to the access road (refer to Fig. 2, Locations of Exploratory Borings for approximate location). The site for the proposed parking garage is undeveloped with unpaved parking areas for the ski lifts and the gravel road to the forest service road. Also a parking area is on the south side of the Lodge at Vail Condominiums. This area is relatively level. The ground surface varies in elevation from 8170 on the north to 8190 on the south. Vegetation in the area is sparse and consists primarily of grass. 7 August 19, 2003 KOECKLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers The portion of the development south of One Vail Place is the Skier Services Building and the Vista Bahn Park. This area is a developed area, which includes the existing Vista Bahn Lift, the Giant Steps Lift, single-story buildings, and landscaping. The area varies in elevation from 8186 on the north to 8206 on the south. The overall slope of this area is down towards the north-northeast. Vegetation on the site is sparse and consists of grass. PREVIOUS INVESTIGATIONS Previous geotechnical investigations have been perfonned for sites, which comprise the majority of the proposed Vail's Front Door development. These areas have been previously investigated by Koechlein Consulting Engineers, Inc. by drilling with conventional flight augers. The data and results of these previous investigations have been reviewed and utilized in the preparation of this report. The following reports were reviewed and information from them used in compilation of this report. 1. Koechlein Consulting Engineers, Inc., Preliminary Geotechnical Investigation, Proposed Development, The Trade Parcel, Lot 2, Section 8, T.5 South, R.80 West, 6th P.M., Vail, Colorado, December 3, 1998, Job No. 98-348. 2. Koechlein Consulting Engineers, Inc., Soils and Foundation Investigation, Proposed Buildings, Vail Lodge - Trade Parcel, Lot 2, Section 8, T.5 South, R.80 West, 6" P.M., Vail, Colorado, July 11, 2000, Job No. 00-097. 3. Koechlein Consulting Engineers, Inc., Soils And Foundation Investigation, Vail's Front Door, Lot 2, Section 8, T.5 South, R.80 T4rest, 6"' P.M. and Area Southeast of The Lodge at Vail Condonn.iniunns, Vail, Colorado, 8 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. Job No. 03-015 Consulting Geotechnical Engineers September 27, 2002, Job No. 02-107. INVESTIGATION Subsurface conditions were investigated at this site on February 25, 26, and 27, 2003, by drilling and coring three deep exploratory borings (TH-24 thru TH-26). Subsurface conditions were further investigated on May 12 thru 16, 19 thru 23, and 27, 2003 and on July 21 thru 22, 2003 by drilling twenty-three exploratory borings (TH-27 thru TH-49). Bedrock within borings TH-40 and TH-42 thru TH-44 was also cored during our field investigation. The borings were advanced with a 6-inch diameter and 5- inch diameter Tubex downhole hammer drilling system using compressed air. The rock was cored with either HQ or NQ core barrels. The borings were drilled at the locations shown on the Locations of Exploratory Borings, Fig. 2. Exploratory borings T H-1 thru TH-23, as shown on Fig. 2, were drilled during our three previous investigations of this site. The results of those investigations are discussed in our previous reports under Job No.'s 98-348, 00-097, and 02-107. Engineers from our office were on the site during our field investigation to supervise the drilling and coring of the exploratory borings and to visually classify and document the subsurface soils, bedrock and ground water conditions. Representative soil and bedrock samples obtained from the exploratory borings were tested for gradation properties, Atterberg Limits, natural moisture and density, pH, soluble sulfates, sulfides, 9 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geatechnical Engineers resistivity, and unconfined compressive strength. The bedrock core samples were evaluated for quality by detennining the Rock Quality Designation (RQD) for each core run. A general description of the subsurface soils and bedrock observed in the exploratory borings is presented in the SUBSURFACE CONDITIONS section of this report. Graphical logs of the subsurface conditions encountered within the exploratory borings are presented in the Logs of Exploratory Borings, Figs. 4 thru 10; and in the Legend of Exploratory Borings, Figs. 11 and 12. More detailed drilling and coring logs are presented in the Detailed Boring / Coring Logs, Appendix A. After drilling, two inch diameter PVC well screen pipe was placed in borings TH- 24 thru TH-27, TH-30 thru TH-39, TH-41, and TH-43 in order to monitor ground water elevations. Inclinometer casing was installed in borings TH-28, TH-29, TH-40, TH-42, and TH-44 in order to facilitate the monitoring of potential slope movement during construction of the proposed project. The results of the laboratory testing are presented in the Logs of Exploratory Borings, Figs. 4 thru 10; in the Legend of Exploratory Borings, Figs. I l and 12; in the Gradation Test Results, Figs. 13 thru 35; in the Summary of Laboratory Test Results, Table I; and in the Detailed Boring / Coring Logs, Appendix A. RADON In recent years, radon gas has become a concern. Radon gas is a. colorless, 10 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers odorless gas that is produced by the decay of minerals in soil and rock. The potential for radon gas in the subsurface strata of mountain terrain is likely. The risk for radon gas increases in areas where the below grade areas will be constructed in the bedrock. Because below grade areas will be constructed on the natural soils and bedrock, we recommend that these areas be designed with ventilation to reduce the risk of radon gas build-up in these areas. SUBSURFACE CONDITIONS Subsurface conditions encountered in exploratory borings throughout the site were generally similar with the exception of the amount of overburden encountered above the bedrock. The bedrock encountered on the site consisted of a sandstone, limestone, and shale. The upper 5 to 10 feet of the bedrock surface was generally moderately weathered. A figure showing the estimated bedrock elevation contours beneath the site is presented in the Estimated Bedrock Elevation Contour Map, Fig. 3. The purpose of the following sections is to provide general subsurface condition descriptions at the general locations of the development. Specific subsurface conditions encountered within the exploratory borings is presented in the Detailed Boring / Coring Logs, Appendix A. August 19, 2003 Job No. 03-015 Residence Club KOECHLEIN CONSULTING ENGINEERS, INC. Consultin Geotechnicul Engineers The subsurface conditions encountered in the general area of the proposed residences in the southwest corner of the site (borings TH-25, TH-26, and TH-42 thru TH-49) consisted of 6.0 to 29.0 feet of overburden soils underlain by sandstone, limestone, and shale bedrock. The overburden soils in this area typically consisted of topsoil; brown, slightly moist, loose to dense sand and gravel fill; red-brown, slightly moist to moist, dense, silty to clayey sand; or red- brown, slightly moist to moist, very dense, sand and gravel with cobbles and scattered boulders. The thickness of the topsoil observed in the borings varied from 1.0 to 2.0 feet. The boulders were generally more abundant immediately above the bedrock surface. The bedrock at approximate foundation elevation in this area varied from a sandstone bedrock beneath the southwest corner to limestone beneath the north and eastern sides of the residence club. The elevation of the unweathered bedrock in the borings varied from 8187 on the north side of the residence club to 8212 on the south side. In addition to the information gathered from the exploratory borings, visual observations of the site and drilling revealed a large limestone bedrock outcropping in the hillside located at boring TH-48 immediately south of the access road from Vail Road. Ground water was found in the bedrock during drilling at elevations varying from 8182 to 8217. 12 August 19, 2003 Job No. 03-015 Parking Garage KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers The subsurface conditions encountered beneath the general area of the proposed parking garage (borings TH-24, TH-25, TH-26, TH-37, TH-38, TH-39, and TH-41) consisted of 23.5 to 70.0 feet of overburden soils underlain by primarily limestone and shale bedrock. The overburden soils in this area consisted of sand and gravel fill; red-brown, moist, medium dense to dense, silty to clayey sand; or red-brown, moist, very dense, sand and gravel with cobbles and scattered boulders. The elevation of the bedrock varied from 8163 beneath the southwest end of the structure to 8109 at the northeast corner of the structure. The cobbles and boulders tended to be beneath the southern area of the structure. Layers of fine-grained silts, with little to no sands or gravels, were encountered in the borings beneath the northern area of the site. Ground water was found during drilling at elevations varying from 8117 to 8173. However, it appears that the general ground water elevation in this area averages approximately 8163. Tunnel Subsurface conditions encountered beneath the general area of the proposed tunnel (borings TH-24, TH-25, TH-26, TH-36, TH-39 and TH-40) consisted of 19.0 to greater than 50.0 feet of overburden soils underlain by primarily limestone and shale bedrock The overburden soils in this area 13 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers consisted of sand and gravel fill; red-brown, moist, medium dense to dense, silty to clayey sand; or red-brown, moist, very dense, sand and gravel with cobbles and scattered boulders. The bedrock surface found in the borings beneath the length of the tunnel varied from elevation 8149 to 8173. Ground water was found during drilling at elevations varying from 8117 to 8170. Skier Services Subsurface conditions in the area of the proposed skier services building (borings TH-35, TH-38, and TH-41) consisted of 61.0 to 70.0 feet of overburden soils underlain by a very hard shale bedrock. The overburden soils in this area of the site consisted of brown, moist, sand and gravel fill; red-brown, silty, clayey, moist sand; or red-brown, moist to wet, silty, clayey gravelly sands with cobbles and boulders. Layers of fine-grained silts with little to no sands or gravels were encountered in the borings typically in the northern area of the site. The overburden soils encountered in the borings within this area appeared to have fewer cobbles and boulders. The elevation of the bedrock varied in the borings from 8111 to 8121. Ground water was found during drilling at elevations varying from 8162 to 8173 14 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers Vista Bahn Park Subsurface conditions in the general area where the Vista Bahn will be relocated (borings TH-33 and TH-34) consisted of 44.0 to at least 50 feet of overburden soils. The overburden soils in this area consisted of existing sand and gravel fill; red-brown, moist, medium dense to dense, silty to clayey sand; or red- brown, moist, very dense, sand and gravel with cobbles. Bedrock was encountered at a depth of 44.0 feet (elevation 8163) in TH-33 but was not encountered in TH-34 to the maximum depth explored of 49.5 feet (elevation 8146). The bedrock encountered in TH-33 consisted of weathered to non- weathered, shale underlain by sandstone. Ground water was found at elevations 8174 and 8183 during drilling. EXCAVATIONS Due to the presence of very hard sandstone, limestone and shale bedrock, we anticipate that chiseling or blasting will be required. Based on the conditions encountered during drilling, we believe that most of the bedrock will need to be chiseled or blasted. We recommend that the existing buildings be surveyed to document condition of the buildings prior to blasting. Care needs to be exercised during construction so that the excavation slopes remain stable. In our opinion, the existing, moist, sandy gravel fill; natural silty sand 15 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers with gravel; the natural, moist, sand and gravel, and weathered bedrock classify as Type B soils in accordance with OSHA. Wet or saturated natural silty sand and sand and gravel will classify as Type C soils in accordance with OSHA regulations. Unweathered competent bedrock can be excavated with vertical sides. OSHA regulations should be followed in any excavations or cuts. Due to the depths of the proposed excavations, we understand that both temporary and pennanent shoring will be designed and constructed. Refer to the SHORING section of this report for additional details. All existing fill, foundations, and soft soils beneath the proposed construction should be removed, and if necessary, replaced with properly moisture conditioned and compacted fill. Refer to the EXISTING FACILITIES section of this report for additional details. All fill should be placed and compacted as recommended in the COMPACTED FILL section of this report. Residence Club Excavations of up to 50 feet in depth will be required for construction of the proposed residence club structures and garage. Based on the subsurface conditions encountered within the borings, we anticipate that these excavations will be through the overburden soils and into the underlying bedrock. We believe that up to 25 feet of bedrock excavation may be required to achieve the foundation elevation of 8187 for the proposed residence club structures and garage. Refer to 16 August 19, 2003 Job No. 03-015 KOECHLEIAI CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers the Estimated Bedrock Elevation Contour Map, Fig. 3, for approximate bedrock contours based on our field investigation. Refer to Appendix B for cross-sections indicating the approximate limit to the excavation and subsurface conditions. Parking Garage and Tunnel Excavations of up to 50 feet will be required for construction of the proposed tunnel, below grade parking garage and loading dock. Bedrock will probably be encountered in the western end of the proposed tunnel and garage and along the southern edge of the tunnel and garage. The majority of the garage excavation will be in soil. The excavation for the eastern end of the tunnel will also be in soil. The overburden soils encountered throughout the site consisted of clayey, silty sands with little to no gravel to clean sands and gravels. Cobbles and boulders were generally encountered throughout the site; however, more cobbles and boulders were encountered on the west and south side adjacent to the hillside. Because cobbles and boulders and hard to very hard bedrock will be encountered within the proposed excavations, it is our opinion that heavy-duty excavation equipment will be necessary to complete the required excavations. Refer to the Estimated Bedrock Elevation Contour Map, Fig. 3, for approximate bedrock contours based on our field investigation. Refer to Appendix B for cross-sections indicating the approximate limit to the excavation and subsurface conditions. 17 August 19, 2003 Job No. 03-015 Skier Services KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers Excavation for the skier services building will be in soil. The depth of excavation will be approximately 17 feet based on a proposed floor elevation of 8170. Fill and natural soils are anticipated. The soils found in the borings varied from silty sand to sand and gravel with cobbles and boulders. We anticipate conventional equipment can excavate these soils. Vista Bahn Park Excavation for Vista Balm Park will be in soil. The excavation for the lift terminal will be as much as 20 feet at the southern end of the tenninal for the ski slope. The soils encountered in the borings varied from silty sand to sand and gravel with cobbles and boulders. We anticipate conventional equipment can excavate these soils. GROUND WATER Based on the ground water elevations encountered and measured during and after drilling, the presence of ground water will influence the development of the subject site. We anticipate that groundwater will be encountered during the construction of all of the structures. Ground water was encountered in all of the exploratory borings at various 18 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers depths during the field investigation. In the majority of the borings, large flows of ground water were encountered at multiple depths within the borings during drilling. Refer to the Detailed Boring / Coring Logs, Appendix A, for detailed information regarding depths of ground water encountered during drilling. Two-inch diameter PVC well screen pipe was installed in borings TH-24 thru TH-27, TH-30 thru TH-39, TH-41, and TH-43 in order to monitor ground water elevations. Ground water measurements were made on two to four occasions after drilling depending on the boring. The results of these measurements are presented in Ground Water Measurements, Appendix C. Both temporary and permanent dewatering systems will be required during and after construction of most of these structures. Refer to the DEWATERING, PUMP TEST RESULTS, FLOOR SLABS, and FOUNDATION DRAINAGE sections of this report for additional details. Residence Club Ground water was encountered at elevations ranging fiā€¢orn 8175 to 8217 during drilling in the area of the proposed residence club. Ground water was found at different elevations in the borings travelling through fiactures in the bedrock. The elevation for the top of footing foundations in this area is proposed to be 8187. Based on this elevation we anticipate that groundwater will be encountered in the bedrock during the excavation process. For more detailed 19 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers inforination on ground water measured in the borings during and after drilling refer to Appendixes A and C. Parking Garage Ground water was encountered during drilling at elevations varying from 8117 to 8173. After drilling the ground water elevations were more consistent varying from 8154 to 8169. Since some of this area is part of the Mill Creek alluvial fan it was observed during drilling that the ground water was flowing in layers. Because the ground water was flowing in different layers these elevations do not represent a ground water table. In the majority of these borings, large flows of ground water were encountered at multiple depths within the borings during drilling. The excavation for the parking garage is anticipated to be approximately to at least elevation 8150. Based on this elevation this area will need to be dewatered during construction. For more detailed information on ground water measured in the borings during and after drilling refer to Appendixes A and C. Tunnel Ground water was encountered during drilling at elevations varying from 8117 to 8159. After drilling the ground water elevations varied from 8154 to 20 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers 8169. The elevation of the excavation for proposed tunnel will range from 8150 to 8190. Based on these elevations the western section of the tunnel excavation will require dewatering and the eastern portion past the garage will probably not require dewatering. For more detailed information on ground water measured in the borings during and after drilling refer to Appendixes A and C. Skier Services Ground water was encountered during drilling at elevations varying from 8162 to 8173. After drilling the ground water was measured at elevations varying from 8164 to 8166. The excavation for the below grade portion of this structure was planned to be 8170. Based on these elevations it appears that some water will probably be found at or near the bottom of the excavation. Therefore, some dewatering is anticipated for this excavation. For more detailed information on ground water measured in the borings during and after drilling refer to Appendixes A and C. Vista Balm Park Ground water was encountered during drilling at elevations varying from 8170 to 8183. After drilling the ground water was measured at elevations varying from 8175 to 8186. The elevations for the surface of the ski lift terminal concrete 21 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers is planned for 8186 and the ground surface will slope to the north to an elevation of 8182. The highest ground water elevation 8186 was measured in the vicinity of the ski lift tenninal in boring TH-33. Based on this boring the potential of encountering ground water in the ski lift tenninal excavation and the slope south of the tenninal is possible. Dewatering during construction may be needed in the foundation excavation and on the cut slope. For more detailed information on ground water measured in the borings during and after drilling refer to Appendixes A and C. SHORING Due to the depth of the proposed excavations, we understand that both temporary and permanent shoring systems will be designed and constructed for the proposed development. Shoring will be installed for the residence club, parking garage, and tunnel. Residence Club We anticipate that the excavation for the proposed residence club will be shored using a soil nailed shoring system. A permanent shoring system is planned for this structure. Both soil and bedrock will be exposed in this excavation. Refer to Appendix B for cross-sections indicating approximate limits of the excavation and subsurface conditions. The soil in this area generally consists of sand and 22 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers gravel with cobbles and boulders. Based on observations made during drilling the boulders appeared to be no larger than 2 to 3 feet. Sandstone and Limestone bedrock is anticipated in this excavation. Ground water was found flowing in fractures in the bedrock in this area and not in the soil at the time of drilling. This ground water will need to be controlled as the shoring is installed. Parking Garage and Tunnel The south side of the tunnel and parking garage is planned to be shored with a pennanent system. A soil nail shoring system is proposed at this time. Both soil and bedrock are anticipated in this area of the excavation. Refer to Appendix B for cross-sections indicating approximate limits of the excavation and subsurface conditions. The soil in this area generally consists of sand and gravel with cobbles and boulders. Based on observations made during drilling the boulders appeared to be no larger than 2 to 3 feet. Predominantly limestone bedrock is anticipated in the excavation with some sandstone and shale. Ground water is anticipated to be found in the soil and bedrock. The ground water in the soil will need to be dewatered prior to and during excavation. The water in the bedrock will need to be controlled as the shoring is installed. We understand that at this time, the shoring system to be used on the north side of the parking garage is unknown. This shoring is planned to be a temporary 23 August 19, 2003 Job No. 03-015 I;OECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers system. Because finer grained soils, consisting of silt, silty sands and gravelly sand, were encountered on this portion of the site, the shoring system for this area may consist of conventional soldier posts and lagging rather than a soil nailed shoring system. Bedrock in this area was found at approximately elevation 8110. We therefore anticipate that the shoring system will be in soil. In addition, shallow ground water in this area of the site will influence the installation of pre- drilled soldier posts. We anticipate that the ground water encountered on the north side of the project could be controlled by dewatering systems prior to or after the installation of the shoring system for this area. Desig,n Criteria Based on the subsurface conditions encountered during this investigation and our previous investigation, shoring systems may be designed using the following engineering soil characteristics for the natural sand and gravel: = 35°, y=135psf,c=0. We recommend that the design values used for the shoring systems be based on the above soil criteria and the information presented in the Detailed Boring / Coring Logs, Appendix A. During construction of the shoring system we recommend that the anchors be load tested to verify that the strength criteria used for design is being met. 24 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers DEWATERING The lowest levels of the proposed development will be below the ground water elevations encountered during drilling. During and after construction, temporary and pennanent dewatering systems will be necessary for the proposed development. We anticipate dewatering will be needed for the residence club, parking garage, portions of the tunnel, and skier services. Dewatering may be needed for Vista Bahn Park. Residence Club The borings drilled in the area of the residence club indicated water only in the bedrock. Therefore, we anticipate that the temporary dewatering system for the residence club will consist of drains placed behind the shoring system and a system of trenches within the excavation sloped down to a gravity discharge or to a sump pit where the water can be removed by pumping. The shoring system should be designed and constructed knowing that seeps of ground water could be encountered during the installation. We anticipate that drains behind the shoring system will allow the ground water to be collected at the base of the shoring system, where the water can be removed in trenches leading to a positive gravity outlet or to a sump pit where the water could be removed by pumping. The pennanent dewatering system for the residence club should consist of free 25 August 19, 2003 Job No. 03-015 KOECFILEIN CONSULTING ENGINEERS, INC. Consulting Geoteclniical Engineers draining gravel or EPS between the shoring system and the foundation walls, underslab drains and foundation drains sloped to positive gravity outlets or sump pits where the water could be removed by pumping. A consideration of the change in ground water flow for the time of year should be made in the design of the pennanent dewatering system. Parking Garage and Tunnel The excavation for the parking garage and tunnel is planned for the lowest elevation of 8150. Ground water was generally found at elevations 8154 to 8169 after drilling. Temporary and pennanent dewatering will be needed. Based on the subsurface conditions encountered during drilling, we believe that ground water is travelling in several permeable layers or seams and at multiple elevations within the existing soil matrix. Therefore, greater amounts of ground water could be encountered at random locations and depths, not indicated by the exploratory borings, within the excavation for the proposed development. A temporary dewatering system for the proposed tunnel and parking garage and loading docks will most likely need to consist of deep wells to draw down the water prior to construction. The pennanent dewatering system for the parking garage and tunnel should consist of a combination of underslab drains and foundation drains sloped 26 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers to a sump pit where the water can be removed by pumping. A consideration of the change in ground water flow for the time of year should be made in the design of the pennanent dewatering system. The pump capacity of the pennanent dewatering system can be better detennined during construction by monitoring the requirements of the temporary dewatering system. The estimated amount of water that the temporary and pennanent dewatering systems need to be designed for in this area is presented in the PUMP TEST RESULTS section of this report. Skier Services Ground water was found in the borings drilled in this area at elevations of 8173. Floor slab elevation for the lowest level of this structure is planned for 8170. Since ground water was found close to the proposed floor elevation we recommend temporary and pennanent dewatering for this structure. We recommend that the temporary system be part of the system for the parking garage. The permanent system should consist of a combination of underslab drains and foundation drains. Vista Bahn Park Ground water may influence the construction of the proposed relocation of the Vista Bahn Lift. If ground water is encountered during the relocation of the 27 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC Consulting Geotechnical Engineers Vista Bahn Lift, we anticipate that the flow of ground water will be found in the cut slope on the south side of the excavation for the terminal. If ground water is encountered, it should be controlled by the use of temporary trenches sloped to a sump pit during construction. If a permanent dewatering system is required for the relocation of the Vista Bahn Lift, it could consist of an interceptor trench system which can be designed at the time of construction for the actual . conditions. PUMP TEST RESULTS Pump tests were performed on June 16, 2003 by Colorado Engineering Instrumentation, Inc. The pump tests were perfonned in the 2-inch diameter PVC pipe monitoring wells installed in borings TH-24, TH-26, TH-31, TH-34, TH-37, TH-38, and TH-41. The wells were drilled with a 6-inch diameter Tubex drilling system using compressed air. A 2-inch diameter PVC well screen was installed in the hole and backfilled with sand and sealed with bentonite. The pump tests were performed with a 2- inch diameter submersible pump placed near the bottom of the monitoring wells. The pump being used for the tests was capable of pumping at 5 gpm. However, the true capacity of the pump at the test depths varied from 2.5 to 3.0 gpm. A transducer was placed immediately above the pump to determine the change in pressure above the instrument during the test and therefore the change in depth of water. The water was 28 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers pumped from the monitoring holes until the operator detennined that no significant change in water elevation was occurring. After the water elevation had stabilized in the holes, the pump was shut off and the water was allowed to recharge. Periodic measurements from the transducer were taken while the pump was operating and after the pump was shut off. Measurements were taken until the water had recharged to the level prior to the pump test. Measurements were taken on 2 to 30 second intervals during the length of the test. The interval was chosen based on the amount of drawdown that was anticipated. Subsurface Conditions The subsurface conditions beneath the tunnel, parking garage, skier services, and Vista Bahn ski lift tenninal are an alluvial fan formation. The alluvial fan soils were formed from Mill Creek. During the formation of the alluvial fan, ephemeral stream channels that branched out from the trunk channel (Mill Creek) developed. These channels developed as a result of the trunk channel carrying so much sediment that the slightest reduction in volume of water would cause deposition and blocking of the channels. Consequently, the discharge of water would break through the sides of the channels to form new channels, which in turn were plugged by deposition. This would cause further branching, and so on, until the flow dissipated. The sediment load and rock types 29 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC Consulting Geotechnica! Ennineers in the area influence the soils in an alluvial fan. The soils found in this alluvial fan are in layers varying from silts to cobbles and boulders. Ground water continues to travel in the buried ephemeral stream channels and buried trunk channels. Ground Water Flow Analysis Ground water flows in the buried. ephemeral stream channels and trunk channels. The analysis of the pump test results was based on an artesian condition and flow in channels and not a ground water table. The water was observed to be flowing in one, two, or three layers as the borings were drilled. Each layer was estimated to be 3 to 4 feet in thickness. The horizontal coefficient of permeability was calculated for borings TH-24, TH-31, TH-34, TH-37, TH-38, and TH-41 using the following equation: k = QWnR/ j 2 7T D(H-hw) where: k is the horizontal coefficient of permeability QW is the flow to the well In is the natural logarithm R is the radius of influence of the well rµ, is the effective radius of the well 30 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers iT is 3.1416 D is the thickness of the penneability layer (H-h,,) is the drawdown in the well The horizontal coefficient of permeability varied from 0.0002 to 0.0015 feet/second. Based on a horizontal coefficient of penneability of 0.0008 feet/second, a layered system of water flow, and a final elevation of 8150 for the excavation for the parking garage our calculations indicate the flow of water into this excavation would be 500 gpm or approximately 0.5 gpm per lineal foot of excavation. The penneability for boring TH-26 was not calculated because the ground water flow was in the bedrock. The majority of the ground water was pumped from the well in about 5 minutes and the ground water refilled the well in about 30 minutes. This indicates the water encountered in the bedrock was significantly less than in the soil. However, the ground water in the bedrock will be more concentrated as it is flowing through fractures in the bedrock. EXISTING FACILITIES We anticipate that prior to construction of this development, there are some existing structures and utilities that will be removed. We recommend that existing 31 August 19, 2003 Job No. 03-015 KOECHLF,IN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers foundations, slabs-on-grade, utilities, and existing fill be completely removed and, if necessary, replaced with properly moisture conditioned and compacted fill prior to construction of the new facilities. A representative from our office should observe the completed excavations resulting from demolition and removal of the existing foundations, slabs-on-grade, utilities, and existing fill in order to verify that they have been completely removed. Provided that the existing fill is free of deleterious material, the existing fill may be used as structural fill for this project. All fill for this project should be moisture treated and compacted as recommended in the COMPACTED FILL section of this report. A representative from our office should observe and/or test the removal of the existing foundations, slabs-on-grade, associated utilities, and existing fill, as well as the placement and compaction of any fill beneath the new facilities. FOUNDATION DISCUSSION The subsurface material at the potential foundation elevations for the proposed structures consist of either the existing sandy gravel fill, sandy gravel, sandy gravel with cobbles and boulders, silty sand with some gravel, or bedrock. The bedrock will consist of sandstone, limestone or shale. 32 August 19, 2003 Job No. 03-015 Residence Club KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers We anticipate that the proposed garage below the residential structures and the residential structures will be supported by bedrock. The bedrock will safely support spread footing foundations. Refer to Estimated Bedrock Elevation Contour Map, Fig. 3, for approximate elevations of the bedrock in the area of the residence club structures. Based on this contour map, the northern foundations for the two duplexes above the north side of the garage should be lower than the garage to be supported by bedrock. The triplex will be supported by bedrock on the south and the tunnel on the north. The eastern duplex will be supported by the tunnel on the south and the parking garage on the north. Refer to Appendix B for cross-sections indicating approximate limits of excavation and subsurface conditions. Parkiniz Garage We anticipate the bottom of the excavation will be in bedrock on the western end and along the southern wall line. Refer to Estimated Bedrock Elevation Contour Map, Fig. 3, for approximate elevations of the bedrock in the area of the parking garage. Based on these subsurface conditions if spread footing foundations are used to support the stricture they will be supported by bedrock and soil. We typically recommend against the practice of supporting structures on 33 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers a combination of natural soils and bedrock. Foundations constructed on a combination of natural soils and bedrock will experience differential settlement. Because the soils are granular in nature, the majority of the settlement should occur during construction. Where possible, we recommend that foundation elevations be lowered to allow the entire foundation to be supported by bedrock. The differential settlement should be anticipated wherever the foundation support changes from bedrock to soil, the structure abuts existing structures, the tunnel entrance, or the northern garage entrance. If differential settlement is not acceptable for this structure, a combination foundation system consisting of spread footings on bedrock and deep foundations consisting of caissons or micro- piles supported by the underlying bedrock should be designed and constructed. Refer to Appendix B for cross-sections indicating approximate limits of excavation and subsurface conditions. Tunnel It appears that portions of the proposed tunnel may be supported by bedrock with exception of the western entrance, a central portion, and the eastern section that extends past the garage. These sections of the tunnel are at an elevation that would have soil beneath a spread footing foundation. Foundations constructed on a combination of natural soils and bedrock will experience 34 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers differential settlement. Because the soils are granular in nature, the majority of the settlement should occur during construction. We typically recommend against the practice of supporting structures on a combination of natural soils, and bedrock. Where possible, we recommend that foundation elevations be lowered to allow the entire foundation to be supported by bedrock. The design of foundations should consider the potential differential settlement where spread footing foundations transition from bedrock support to soil support. If differential settlement is not acceptable an alternative is to support the proposed tunnel on a combination foundation system consisting of spread footings on bedrock and micro-piles or caissons bearing on the bedrock. Skier Services Soils will be encountered at the foundation elevation for the skier services building. The soils will consist of silt, silty sands and sand and gravel. These soils will safely support spread footing foundations. However, wherever this structure abuts an existing building there can be differential settlement. In addition this structure will be adjacent to the parking garage. Foundations adjacent to the garage should be lowered to be supported by natural soils. Some existing fill occurs in the area for this building. In our opinion, the existing fill will not safely support -a spread footing foundation system. The existing fill 35 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers should be removed and replaced with properly moisture conditioned and compacted structural fill prior to foundation construction. Refer to the section COMPACTED FILL for compaction requirements. Vista Bahn Park Soils will be encountered at the foundation elevation for the ski lift tenninal foundation. These soils will consist of sand and gravel with cobbles and boulders. These soils will safely support the ski lift tenninal foundation. Some existing fill occurs in the area of the lift terminal. This fill should be removed from beneath proposed foundations. If the site grades need to be raised to the foundation elevation, it should be accomplished with compacted structural fill. Refer to the section COMPACTED FILL for compaction requirements. FOUNDATION DESIGN Provided that the above restrictions are taken into consideration, we recommend that the spread footing foundation systems be designed and constructed to meet the following criteria: 1. Footings should be supported by the undisturbed natural sandy gravel, silty sand, bedrock or properly moisture conditioned and compacted fill, as described below in Items 2, 13, 14, and 15. 2. All existing fill must be removed from below proposed foundations. If necessary, properly moisture treated and compacted structural fill may be 36 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers placed beneath the proposed foundations in order to raise the level of the excavation after removal of the existing fill. If structural fill is placed beneath the proposed foundations, an equal depth of fill must be placed below the entire foundation. The fill beneath the proposed footings should extend beyond the proposed footing, as shown in the Foundation Excavation Recommendation, Fig. 36. All structural fill placed beneath foundations must be moisture treated and compacted as recommended in the COMPACTED FILL section of this report. Placement of the fill must be observed and tested on a full time basis by a representative from our office. 3. Where foundations will be supported by soils we recommend wall and column footings be designed for a maximum allowable soil bearing pressure 5,000 psf. 4. Where foundations will be supported by bedrock we recommend wall and column footings be designed for a maximum allowable bearing pressure of 20,000 psf. 5. Spread footings constructed entirely on the natural sandy gravel, silty sand or properly moisture treated and compacted structural fill may experience differential settlement between foundation elements. Spread footings constructed on a combination of natural soils and bedrock will also experience differential settlement. The amount of settlement depends on the plan dimensions of the footing, the bearing pressure of the footing, and the soils beneath the footing. We can calculate estimates of the settlement when these items are provided to us. Because the soils are granular in nature, we anticipate that the differential settlement caused by the dead loads will occur during construction. 6. To minimize the risk of differential movement where a portion of the foundation system will be constructed over a rigid structure or bedrock and a portion will be constructed over natural soils or compacted fill a combination foundation system could be used. The combination foundation system could consist of spread footings bearing on the rigid structure and a deep foundation system. The deep foundation system could consist of micro-piles or caissons. If this system is desired, we should be contacted to provide specific recommendations for the deep foundation system. 37 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers 7. Construction of new foundation excavations next to existing footings may cause undercutting of the soils beneath the existing footings. The loss of support could result in settlement of the existing footings. The location of the new foundation needs to be evaluated during design. The placement of the new foundations should be such that they do not reduce the stability of the existing foundations during construction. The new foundations should be located such that they meet the requirements presented in Item 8. If this cannot be achieved underpinning of the existing foundation and/or slabs-on-grade may be required 8. Excavation for foundations adjacent to existing structures should be performed with care. The excavation should be made so that existing foundations and floor slabs are not undermined. Excavations adjacent to existing structures should be excavated at a 2 to 1 (Horizontal to Vertical) or flatter slope. 9. Wall footings and foundation walls should be designed to span a distance of at least 10.0 feet in order to account for anomalies in the soil or compacted fill. 10. Foundation wall backfill should not be considered for support of load bearing footings. Footings should be stepped and supported by undisturbed natural sandy gravel or silty sand and should not be constructed on foundation wall backfill. Foundation walls or grade beams should be designed to span across an excavation backfill zone and should not be constructed with footings within this zone. 11. The base of the exterior footings should be established at a minimum depth below the exterior ground surface, as required by the local building code. We believe that the depth for frost protection in the local building code in this area is 3.5 feet. 12. Column footings should have a minimum dimension of 24 inches square and continuous wall footings should have a minimum width of 16 inches. Footing widths may be greater to accommodate structural design loads. 13. We anticipate that cobbles and boulders and bedrock will be encountered at the foundation elevation. Removal of the cobbles and boulders and blasting or chiseling of bedrock may result in depressions and rough bottoms in the excavation. The resulting depressions can be backfilled 38 August 19, 2003 KOECIILEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers with compacted backfill or, preferably, lean concrete. Refer to the COMPACTED FILL section of this report for backfill requirements. 14. Pockets or layers of existing fill may be encountered in the bottom of the completed footing excavations. These materials should be removed to expose the undisturbed, natural sandy gravel or silty sand. The foundations should be constructed on the natural sandy gravel, silty sand or new compacted structural fill. Refer to the COMPACTED FILL section of this report for backfill requirements. 15. Fill should be placed and compacted as outlined in the COMPACTED FILL section of this report. We recommend that a representative of our office observe and test the placement and compaction of structural fill used in foundation construction. It has been our experience that without engineering quality control, inappropriate construction techniques occur which result in poor foundation perfonnance. 16. We recommend that a representative of our office observe the completed foundation excavation. Variations from the conditions described in this report, which were not indicated by our borings, can occur. The representative can observe the excavation to evaluate the exposed subsurface conditions. FLOOR SLABS The subsurface materials at the floor slab elevations consisted of existing fill, silty sand, sand and gravel and/or bedrock. In our opinion the existing fill will not safely support slab-on-grade floors. However, it is our opinion that the underlying natural silty sand, sandy gravel, bedrock or new compacted structural fill will support slab-on-grade floors with a low risk of movement. We anticipate that slabs-on-grade constructed on the natural soils, bedrock or properly moisture treated_ and compacted structural fill may experience up to 0.25 inch of movement. Although foundations constructed on a 39 August 19, 2003 Job No. 03-015 KOECIILEIN CONSULTING ENGINEERS, INC. Consulting Geoteclrnical Engineers combination of soil and bedrock or soil and rigid structures may experience large differential movements, slabs-on-grade constructed on combinations of supporting materials should experience considerably less differential movement. In order to reduce the influence of the soils verses rigid supporting materials, a reinforced fill could be constructed beneath the proposed slabs. We recommend the following precautions for the construction of slab-on-grade floors: 1. All existing fill or soft soils beneath slabs-on-grade elevations should be removed prior to construction of floors. Compacted fill or lean concrete should be placed in the depressions created from removing the existing fill or soft soils. Refer to the COMPACTED FILL section for backfill requirements. 2. To reduce the risk of differential movement where a portion of the slab will be constructed over a rigid structure and a portion will be constructed over natural soils or compacted fill a reinforced fill could be used. The reinforced fill should consist of layers of geosynthetic reinforcement placed in a properly moisture treated and compacted fill. If this system is desired, we should be contacted to provide specific recommendations for the reinforced fill. 3. Underslab drains will need to be constructed below the proposed residence club garage, parking garage, tunnel, and the skier services building. The underslab drains should be part of the permanent dewatering system for these structures. A typical underslab drain detail is presented in the Typical Interior Underslab Drain Detail, Fig. 37. Although this detail shows only one collection pipe, we anticipate that the drain system for these structures will include multiple lateral collection and main collection pipes sloped to a sump pit. A dewatering consultant should be contacted to provide specific underslab drainage recommendations. If requested, We can assist the dewatering consultant in the underslab drain design. 4. A subgrade modulus of 200 pci may be used for design of slabs-on-grade. 40 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers 5. Slabs should be separated from exterior walls and interior bearing members. Vertical movement of the slab should not be restricted. 6. Exterior slabs should be separated from the buildings. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted directly to the foundations or walls of the structure. 7. Frequent control joints should be provided in all slabs to reduce problems associated with shrinkage. 8. Fill beneath slabs-on-grades may consist of on-site soils free of deleterious material or approved fill. Fill should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of fill beneath slabs should be observed and tested by a representative of our office. FOUNDATION DRAINAGE Surface water tends to flow through relatively permeable backfill typically found adjacent to foundations. The water that flows through the fill collects on the surface of relatively impenneable soils or bedrock occurring at the foundation elevation. Both this surface water and possible ground water can cause wet or moist below grade conditions after construction. Because below grade levels will be constructed for the proposed development, we recommend the installation of a drain along the below grade foundation walls and on the 41 August 19, 2003 KOECIILEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Gentechnical Engineers roofs of the residence club garage and the parking garage. We anticipate that foundation drains for the majority of the structures will be part of the pennanent dewatering system for those structures. The foundation drain for the structures will help reduce the risk of hydrostatic pressure developing on foundation walls and roofs. In addition, they will reduce the infiltration of ground water into the below grade areas. The drain should consist of at least a 6-inch diameter perforated pipe encased in free draining gravel and a manufactured wall drain. The drain should be sloped so that water flows to a positive gravity outlet or to a sump where the water can be removed by pumping. Recommended details for a typical foundation wall drain are presented in the Typical Wall Drain Detail, Fig. 38. The EPS blocks that will be constructed above the Residence Club garage will allow water to pass freely through the joints between the blocks. The influence of the drainage between the blocks should be evaluated for the structure and the landscaping above the blocks. LATERAL WALL LOADS Below grade walls which require lateral earth pressures for design will be constructed. Lateral earth pressures depend on the type of backfill and the height and type of wall. Walls, which are free to rotate sufficiently to mobilize the strength of the backfill, should be designed to resist the "active" earth pressure condition. Walls that are 42 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC: Consulting Geotechnical Engineers restrained should be designed to resist the "at rest" earth pressure condition. The following table presents the lateral wall pressures that may be used for design. Earth Pressure Condition Equivalent Fluid Pressure" 1,4 (pct On-Site Soils Imported Gravel Active 40 35 At-rest 55 45 Passive 300 350 Notes: 1. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic pressures or live loads. 2. A coefficient of friction of 0.4 may be used at the base of retaining wall or spread footings to resist lateral wall loads. 3. Where permanent shoring is installed a unifonn load may be used below a depth of 8 feet from the top of the wall. 4. Where permanent shoring and EPS blocks are installed obtain lateral load design criteria from EPS consultant. Backfill placed behind or adjacent to foundation walls and retaining walls should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of the fill should be observed and tested by a representative of our office. Due to the slope of the existing hill in the southwest corner of the site, we anticipate that retaining walls may be constructed as part of this development. The types of walls that are possible on this site are conventional concrete retaining walls, MSE (mechanically stabilized earth) walls, crib walls, boulder retaining walls and EPS walls. We recommend that drains be designed and constructed as part of the retaining wall 43 August 19, 2003 Job No. 03-015 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechirical Engineers system to reduce the possibility of developing hydrostatic pressures behind the walls. The drain may consist of a manufactured drain system and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be satisfactory for the gravel drainage layer. The manufactured drain should extend from the bottom of the retaining wall to within 2 feet of subgrade elevation. The water can be drained by a perforated pipe with collection of the water at the bottom of the wall leading to a positive gravity outlet. A typical detail for a retaining wall drain is presented in the Typical Retaining Wall Drain Detail, Fig. 39. SURFACE DRAINAGE Reducing the wetting of structural soils and the potential of developing hydrostatic pressure behind below grade walls or retaining walls can be achieved by carefully planned and maintained surface drainage. We recommend the following precautions be observed during construction and maintained at all times during and after the facilities are completed. 1. Wetting or drying of the open foundation excavations should be minimized during construction. 2. All surface water should be directed away from the top and sides of the excavations during construction. 3. The ground surface surrounding the exterior of the buildings and additions should be sloped to drain away in all directions. We recommend a slope of at least 12 inches in the first 10 feet for unpaved areas and 6 inches in the first 10 feet for areas adjacent to paved areas. 44 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. Job No. 03-015 Consulting Geotechnical Engineers 4. Backfill, especially around foundation walls, must be placed and compacted as recommended in the COMPACTED FILL section of this report. 5. Roof drains should discharge at least 10 feet away from foundation walls with drainage directed away from the structures. 6. Surface drainage should be designed by a Professional Civil Engineer. IRRIGATION Sprinkler systems installed next to foundation walls or sidewalks could cause consolidation of backfill below and adjacent to these areas. This can result in settling of exterior steps, patios and/or sidewalks if they are constructed on these soils. We recommend the following precautions be followed: 1. Do not install a sprinkler system next to foundation walls or above retaining walls. The sprinkler system should be at least 10 feet away from the buildings or face of retaining walls. 2. Sprinkler heads should be pointed away from the structures or in a manner that does not allow the spray to come within 5 feet of the buildings or face of retaining walls. 3. The landscape around the sprinkler system should be sloped so that no ponding occurs at the sprinkler heads. 4. Install landscaping geotextile fabrics to inhibit growth of weeds and to allow nonnal moisture evaporation. We do not recommend the use of a plastic membrane to inhibit the growth of weeds. 45 August 19, 2003 Job No. 03-015 XOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers 5. Control valve boxes, for automatic sprinkler systems, should be located at least 10 feet away from the structure and periodically checked for leaks and flooding. COMPACTED FILL Fill may consist of the natural sandy gravel, silty sand, existing on-site sandy gravel fill fiā€¢ee of deleterious material, crushed bedrock, or approved imported fill. Deleterious material includes building materials, trash, topsoil, and organics. The imported fill may consist of non-expansive silty or clayey sands or gravels with up to 15 percent passing the No. 200 sieve and a maximum plasticity index of 10. No gravel or cobbles larger than 10 inches should be placed in fill areas. Fill areas should be stripped of all vegetation and loose soils, and then scarified, moisture treated, and compacted. Fill should be placed in thin loose lifts; moisture treated, and compacted as shown in the following table. The recommended compaction varies for the given use of the fill, as indicated in the following table. 46 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers Rec ommended Compaction Use of Fill Percentage of the Standard Proctor Maximum Dry Density (ASTM D-698) Percentage of the Modified Proctor Maximum Dry Density (ASTM D-1557) Percentage of the Optirnurn Moisture Content (ASTM D-698 or D-1557)' Below Structure Foundations 98 95 -2 to +2 Below Slabs-On-Grade 95 90 -2 to +2 Below Retaining Walls 98 95 -2 to +2 Behind Retaining Walls 95 90 -2 to +2 Pavement Subgrade 95 90 -2 to +2 Utility Trench Backfrll 95 90 -2 to +2 Backfill (Non-Structural) 90 90 -2 to +2 Notes: 1. For clay soils the moisture content should be 0 to +2 percent of the optimum moisture content. For granular soils the moisture content should be -2 to +2 of the optimum moisture content. We recommend that a representative of our office observe and test the placement and compaction of structural fill. Fill placed behind retaining walls and below foundations, slab-on-grade floors, and exterior slabs-on-grade is considered structural. It has been our experience that without engineering quality control, inappropriate construction techniques can occur which result in poor foundation and slab-on-grade performance. LIMITATIONS Although the exploratory borings were located to obtain a reasonably accurate determination of foundation conditions, variations in the subsurface conditions are always possible. Any variations that exist beneath the site generally become evident during 47 August 19, 2003 KOECIILEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers excavation for the removal of existing structures and excavation for the new structures. A representative from our office should observe the completed excavations to confine that the soils and bedrock are as indicated by the exploratory borings and to verify our foundation and slab-on-grade design and construction recommendations. The placement and compaction of fill, as well as installation of foundations, should also be observed and/or tested. The design criteria and subsurface data presented in this report are valid for 3 years from the date of this report provided that a representative from our office observes the site conditions in order to verify that they do not vary fi-om the descriptions presented in this report. We recommend that final plans and specifications for construction be submitted to our office, prior to beginning construction, to detennine compliance with the recommendations presented in this report. 48 August 19, 2003 KOECHLEIN CONSULTING ENGINEERS, INC. JobNo.03-015 Consulting Geotechnical Engineers If we can be of further assistance in discussing the contents of this report or in analyses of the proposed project from a soils and foundation viewpoint, please call. KOECHLEIN CONSULTING ENGINEERS, INC. Scott B. Myers, P.E. Senior Engineer Reviewed by: \ a~ a 1 n u n n r n n p i~~ i ~~`~oQP~U o~/s 15962 o sip* William H. Koechlein, P.E. President (3 copies sent) (4 copies): Randy Hart, 42/40 Architecture (3 copies): Doug Thompson, Hyder Construction 49 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers SITE NOT TO SCALE VICINITY MAP JOB NO. 03-015 FIG. 1 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-24 TH-25 TH-26 TH-27 EL. 8190.54 EL. 8192.25 EL. 8186.20 EL. 8293.25 p - - -T p M 50/12 44ā‘ 24/12 31/12 b WC=9gj WC=4 PR~Q WC=8 1 DD=92 0o DD=94 j 200=41 1-2.00 = 26 -200 = 15 a LL-24 Qo° LL=25 Roar LL=21 10 10 ~.o o:a Cmo P1=7 ~oba PI=10 Vo°j PI=NP oa 79/10 eQO 23/12 n j 38/12 1 WC=3 -200 = 12 ~a WC=7 ao WC-6 Q9O n6a C3o _ 49 -200 =16 a: -200 = 19 ~ob LL = 19 na° O po LL=18QQ LL=18 PI=NP ban PI=NP sq$ PI=NP 20 82/12 50/1 20 950/4 20- WC o = 6 pan ooz -200= 19 e:,o LL = 19 - - 06 PI=NP ~AOR - - 09 ed 50/5 30-1 30ep6o F- w w u_ z 40 I- a w - 0 50 60 70 80 50/6 WC=9 _ -200 = 21 LL = 17 PI=NP 0 m -I 2 40 Z m m m 50 60 70 80 LOGS OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 4 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-28 TH-29 TH-30 TH-31 EL. 8260.46 EL. 8248.23 EL. 8232.21 EL. 8222.57 0 wi -x im r--/) n r7-lvri n K A-1 0----i 10 20 - 30 F- w w u_ - 40 2 I- - a w - 0 1 -50 60 70 80 o WC=6 -200 = 28 LL. = 24 Pp"Q P1=4 WC= 15 -200=48 Qo 0 6 Y3:a, P and? 10 20 30 0 m -o 40- z T m m 50 60 70 80 LOGS OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 5 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-32 TH-33 TH-34 TH-35 0 10 20 30 EL. 8204.11 EL. 8206.83 EL. 8195.05 EL. 8186.40 - - - - 0- aoc an 9/12 °o 09 O.a' ocs k oD~ aq~~ ~poA- ov a ~ Y~:d91v9~ ppa %i Q:b D"d p~ p B:oo Qop 36/12 o¢qQ 50/1,' 50/0 10-- oA f ~o' B:ofl t oaba WC=4 Q: WC= 5 OG 'oa M!-200 = 15 200 = 8 ° WC = 5 :eb atu' 44/12°al-200=7 ~.oti Dn Qi ~'QoP. i3:o l'7poQ~'Qoc1 -200=15 ova ao Do Q4a mQOO Q:4 ~q$I ~Oo9 43/12 p'°© 50/0 - sa 25/12 k oacr Pv o e m pQeo. 2 0 oflc - ~'n: WC= 10 OG p~ btiG :.u poo -200 = 26 RQa -200 = 15 pC3Q4 _ o~ ~G4~ 0. BQ ~ 1 Q a h h.. ~'04 ~ LU _ W LL z 40 2 L r _ a u1 _ 0 50 60 70 aUQ4 46/6 45/12 9m 30 WC=8 D ?:o ~'o:o" ~tial Ao --200=11 - D 23.G ppbQ' bpbQ S~ Q:4' C (J60~ B:do G ~ v ~P~o' bt~i p~O~Q A (3 o:b OoO G ao~ m 'U _ l?^: oaq ~~``1111 ~om6 Y3: O O Ooo oA ~ p 5nma. W Q:o 9d °r 40 - .L b Q:4 g9 DD Q' . Q~ai dgn'' ~ii~ 90gQi ;ae ~Gr. Qp a m D Via; nag tt, - m ~p64 p ~6C51 pbt'$Z ~A~~' OSY A C3 CND c~q~i ~AQO. - 50 60 - 70 80 JOB NO. 03-015 LOGS OF EXPLORATORY BORINGS FIG. 6 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers 0 10 TH-36 TH-37 TH-38 TH-39 EL.. 8200.37 EL. 8169.38 EL. 8172.41 EL. 8185.21 0- h04 WC=6 W C= 5 -200 = 16 q ~QO~ -2.00 = 10 -200 8 ā€¢ 40 oar LL=NV oQ - - - PI=NP 'i. o 25/12. fl - ^o~ 42/12 -Qi 27/12 -"150/8 10-- tr~ o: WC=17 WC=11 ā€¢ WC=4 ~Qo cRQa~ -200 = 45°aod -200= 12 -200 = 1 1 g'ogLL=20 m tiff - 00 5... F`1=3 Q10 WC=6 4~a amo, ° -200 = 9 ' Y3:o' ~ f}p4QOR~ 16QI ~pC1gR~ Qo0 00 BjD:d bp6 Qo0 tt Oaa'd gip. _ _ d5 57/12 31 /12 aa`r 28/12 ā€¢ _eLl 20 _ ap E WC=20 Rail WC=12 r 20 = oA qQ -200 = 37 QQ, -200 = 13 A - 6°Cb OR LL=NV boo 30 1- -w w U- z --40 2 L a. U.1 0 50 60 70 80 a Q a~~ P I = N P D: W c = 10 fob r - p -200=7 = @:Oo - QQ1 lG SOP FF D E. Q:4 0C L SQ~ 23/12 ` ā–  73/12 WC= 10 m WC-5 30 - Q ~ ! -200 = 6 - - ' ; -200 = 8 ~116 ~'QOR k:::::I l m 4 40- Qop of a `6~ro z QQ (j00 ~oo bO:o Q7D:Q ~°a° Qro da ! l ~p7 50 60 70 80 LOGS OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 7 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-40 TH-41 TH-42 TH-43 EL. 8199.27 EL. 8191.34 EL. 8241.19 EL. 8228.89 0 0 ooqc ~ p~p of ~6ff P Q:d pp"o~ ::21-200 = 73 WC=14° 4Q --200 = 36 4 a o LL=23 ppp9. QOp°i~ PI = 5 ofl~o P1= WC = 9 h o 12/12 0 _ 10 a° 21 /12 F: bRbQ F::::: 10-- M -200 = 14 --200 = 17 -200 = 33 ~ oo°a LL=23 °a F`1=5 6$ -200=10 ~J WC=7 Ap o WC 11 LS6, 6CSQ~ hOb4', ā€¢ ~ a:doc P a:d 200 = 13 -200 = 34 ooa A'nyDO - i R d e~t3°o Qa,, r b Q4 31 /12 DnQ°n WC = 5 50/3 20 ~f 4I WC=7 ° dl -200 = 8 20 200=27 na¢ ā€¢I .ti on - X001 oo. WC-7 WC = 8 oo -200 = 19 °00; -200 = 30 0° i oacyi on °o -200=3 30 =gcst ,odQ 30 COo~i b Q 4r<nc _ P3D:6~ oty E to fl F- w w U- z 40 2 I-- n. w 200 58 UNC= = m 4,500 -0 2 UNC= 40 Z 6,640 -n m m UNC= 14,180 50 ā€¢ I 60 rS 70 80 50 60 70 80 LOGS OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 8 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-44 TH-45 TH-46 TH-47 EL. 8228.66 EL. 8225.37 EL. 8210.88 EL. 8214.57 0 v ~ 0- III »v ~Q p Op : ā€¢ MR 'opCi II k~ 047E rr OoR ' 10 00 t ova ti I :I o~ oc°xt 10 6fS 0 oco_ 09 -200 = 8 ~ ā€¢ r ~ s ;y ;dflg Q 60 ā€¢ o° -200 = 9 Oop 'Oi7 a ~f}4~ 20 Q00 ā€¢ ā€¢ O"Ci X41 20-- 30 H w w - LL z - 40 F- - CL w - 0 50 -j 60 70 80 JOB NO. 03-015 30 0 m -o UNC= 5,430 40---- -n m m 50 60 70 80 LOGS OF EXPLORATORY BORINGS FIG. 9 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-48 TH-49 EL. 8203.24 EL. 8203.75 0 P;~ 0-1 10 E~g 10 20 20 30 30 W m w - -o LL Z = ---40 40-- z 2 _ I- -n o. m w m p --i I - 50 50 -1 60 60 70 70 80 80 LOGS OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 10 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers LEGEND: FILL, Sand and gravel, Silty, Slightly moist, Loose to dense, Brown. SAND, Silty, Some gravel, to SILT, Sandy, Slightly moist to wet, Dense to very dense, Red-brown. °fl GRAVEL, Sandy with cobbles and scattered boulders, to o A SAND, Gravelly, Scattered to many cobbles, Some boulders, Slightly moist to moist, Very dense, Red-brown, grey, multi-colored. SHALE, Weathered to non-weathered, Slightly moist to very moist, Soft to hard, Grey to black. ® SANDSTONE, Dry, Hard to very hard, Red to light grey. LIMESTONE, Dry, Hard to very hard, Light grey, White. ā–  ASPHALT COBBLES AND BOULDERS, Sandy, Gravelly, Silty, Slightly moist to moist, Dense to very dense, Brown. TOPSOIL WEATHERED SANDSTONE, Moist, Soft, Brown, Red, Light grey. WATER. Indicates depth of water measured after drilling. WATER. Indicates depth of water encountered during drilling. PVC WELL SCREEN PIPE. Indicates that a 2.0 inch diameter pvc well screen pipe was installed for water monitoring. CALIFORNIA DRIVE SAMPLE. The symbol 50/12 indicates that 50 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches. ' SPLIT SPOON DRIVE SAMPLE. The symbol 23/12 indicates that 23 blows of a 140 pound hammer falling 30 inches were required to drive a 2.0 inch O.D. sampler 12 inches. BULK SAMPLE. Obtained from downhole hammer cuttings. INCLINOMETER. Indicates the installation of an inclinometer in the exploratory boring to facilitate slope movement monitoring. ROCK CORE. Indicates a section of rock taken from the core run for an unconfined compression test. LEGEND OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 11 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers LEGEND: Notes: 1. Exploratory borings were drilled on February 25 thru 27, 2003; May 12 thru 16, 19 thru 23, and 27, 2003; and July 21 thru 22, 2003 using both Tubex and coring methods. Refer to the Detailed Boring / Coring Logs, Appendix A, for detailed boring logs. Ground water was encountered at depths of 32.5 feet in TH-24, 40.6 feet in TH-25, 68.7 feet in TH-26, 45.4 feet in TH-27, 48.0 feet in TH-28, 18.0 feet in TH-29, 45.5 feet in TH-30, 27.3 feet in TH-31, 35.3 feet in TH-32, 23.6 feet in TH-33, 20.7 feet in TH-34, 13.9 feet in TH-35, 21.6 feet in TH-36, 9.6 feet in TH-37, 10.5 feet in TH-38, 26.7 feet in TH-39, 29.0 feet in TH-40, 26.3 feet in TH-41, 23.5 feet in TH-42, 31.8 feet in TH-43, and 33.0 feet in TH-44, at the time of drilling. The depths presented in the logs refers to the first time that water was encountered within the boring. Multiple elevations of water were encountered within some borings, refer to the Detailed Boring / Coring Logs for specific ground water notes. 3. The Graphical Boring Logs are subject to the explanations, limitations, and conclusions as contained in this report. 4. Laboratory Test Results: WC - Indicates natural moisture DD - Indicates dry density (pcf) -200 - Indicates percent passing the No. 200 sieve LL - Indicates liquid limit PI - Indicates plasticity index UNC - Indicates unconfined compressive strength (psi) Due to space limitations within the graphical logs, the following chemical laboratory test results are presented in the Detailed Logs, Appendix A: pH - Indicates pH (See Detailed Logs, Appendix A) RES - Indicates soil resistivity (OHM-m) (See Detailed Logs, Appendix A) SS - Indicates Sulfates (ppm) (See Detailed Logs, Appendix A) SD - Indicates Sulfides (ppm) (See Detailed Logs, Appendix A) 6. Elevations of the borings were provided by Peak Land Consultants, Inc. LEGEND OF EXPLORATORY BORINGS JOB NO. 03-015 FIG. 12 KOECHLEIN CONSULTING ENGINEERS 6 in I in. 3/4 10 in 3/e in #4 #10 #20 #30 #40 #60 #100 #140 #200 100 - - - - 90 - - - - - - - - - 10 - - - 80 - - - - - - 20 - - 70 - - 30 -0 O m z - - - - - - - - - - x ~ 60 Q 40 m z a - - - -I 50 - - - 50 LLJ - - - - - - D C) 40 60 z w m a 30 - - - - - - - - 70 0 20 10 - - - - - - - - - - 8 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Clayey GRAVEL 31 % SAND 43 % Source TH-24 _ Sample No. Elev./Depth 4.0 feet - SILT & CLAY _ 26 % LIQUID LIMIT 25 % PLASTICITY INDEX 10 % 6 in In. 1 in. 3/4 in 12 in.3/6 in #4 #10 #20 #30 #40 #60 #100 #140 #700 100 r 90 10 - - - - - - 20 80 - - - - - - ~ - 30 70 _U z x U) 60 < 40 m z 50 ~ 40 - - - - - - - - - _ - - - - - - 60 Z w m 30 - - - - - - 70 U - - - - - - - 80 20 - - - - - 90 10 - - 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL. SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 33 % SAND 51 % Source TH-24 Sample No. _ Elev./Depth 9.0 feet- SILT & CLAY 16 % LIQUID LIMIT 18 % PLASTICITY INDEX NP % GRADATION TEST RESULTS Job No. 03-015 FIG. 13 KOECHLEIN CONSULTING ENGINEERS 6 in. - n. 1 in. 314 in 12 i 318 in. #4 #10 420 #30 #4 # 0 #100 #140 # 00 100 0 90 10 80 - 20 70 - - - - - - - - - - 30 M 0 m z - - - - - - V) 80 - - 40 m 50 - - - - - - - - - - - - - - - 50 x z m w 40 - - - - - - - - - - - - 80 D z w m a 30 - - - 70 20 - - - - - - - 80 10 I T E- 90 0 I T 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Si Source TH-24 Sample No. _ GRAVEL 29 % SAND 52 % Elev./Depth 19.0 feet SILT & CLAY 19 % LIQUD LIMIT 19 % PLASTICITY INDEX NP % ti in 1 1 in 3/4 in 12 in.3in #4 #10 #20 #30 #40 #60 #100 #140 #200 n 100 I j j 0 - - 10 20 80 70 - - - - - - - - - - 30 -p z ~ ~ - U) 60 - - - - - - 40 m z a. - - - - - 50 50 - - - - - - z m 1 v 40 so D w m d 70 O 30 ~ - - - - - 80 20 - - 10 - - - - - - - - - - - - T 9 0 00 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 33 _ % SAND 46 % Source TH-24 Sample No. Elev./Depth 39.0 feet SILT & CLAY 21 % LIQUID LIMIT 17 % PLASTICITY INDEX NP GRADATION TEST RESULTS Job No. 03-015 FIG. 14 KOECHLEIN CONSULTING ENGINEERS b in. 91- n 1 In 314 in 121n 3/B in. #4 910 #20 #30 "0 #60 #100 #140 #200 100 0 90 10 20 80 - - - 30 70 z - - - - - .-Cm1 U) 60 (n - - - - - - - - - - - - - - - - - - - - - - 40 C) m z 50 50 z W - - - - - - - - x m D 60 40 W a - - - - - Z m 70 30 - - - - - - - 80 20 - - - - - - - - 90 10 - - - 0 1 1 1 L 100 - 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM +3" GRAVEL SAND SILT CLAY Sample of GRAVEL, Sandy, Silty GRAVEL _ 48 % SAND 37 % Source _ TH-25 Sample No. Elev./Depth 4.0 feet SILT & CLAY 15 % LIQUID LIMIT _ 21 % PLASTICITY INDEX NP % bin 1-4 in 1 in 3/4 in 1 in 3/1 in. #4 #10 #20 #30 #40 #60 #100 9140 #200 100 0 - - - - - 10 90 80 - - - ~ - - - - - - - - - - 20 - - - - - - - - - - 30 - 70 C9 p m 40 n so - - - - - - m z --1 0., - 50 50 z M 40 - - - - - - I - - - D 60 z m 0- - - - - - - - - - - 70 0 30 - - - - - - 80 20 10 - 90 0 I T 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Gravelly, Silty GRAVEL 31 Source TH-25 Sample No. Elev./Depth 9.0 feet SILT & CLAY 19 PLASTICITY INDEX GRADATION TEST RESULTS % SAND 50 % % LIQUID LIMIT 18 % NP % Job No. 03-015 FIG. 15 KOECHLEIN CONSULTING ENGINEERS 6 in n 1 in. 14 in. 12 in are in #4 #10 #20 #30 #40 0 #100 #140 #200 100 0 - - - - - 90 - - - 10 - - - - - - - 80 - 20 - - - 70 c9 z_ U) - - - - - - - - - - - - - - - - 30 -0 m ~0 40 Q 60 U) - - - M Q z 5 50 0 z m w --i ( ) - - - - 60 D - 40 - - - z w CL - - - m p 70 30 - - - - - - - - - j 80 20 - - - - - 90 10 j u p 100 - 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND and SILT, Gravelly Source TH-26 Sample No. Elev./Depth _ GRAVEL 18 % SAND 41 % 4.0 feet SILT & CLAY 41 % LIQUD LIMIT 24 % PLASTICITY INDEX 7 % 6 in 1 in 314 in 1/0i.3 /8 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 100 ~ 0 _ _ -1 - 80 - - - - - I - - - - - - - - 20 70 - - 30 - z 0 so Q a 50 - - - - - - - - - - z 40 m z 50 x z L11 m i D C) 40 of T - - - - - - - - 60 m 30 - - - - - - - - - 70 ° 20 - - - - - - - - - I - - - - 80 10 - - - - - - - - - - - - - - 90 0 100 200 100 10 1 0-1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of GRAVEL, Sandy, Silty GRAVEL 59 % SAND 29 % Source TH-26 _ Sample No. Elev./Depth 9.0 feet SILT & CLAY 12 % LIQUID LIMIT 19 % PLASTICITY INDEX NP % GRADATION TEST RESULTS Job No. 03-015 FIG. 16 KOECHLEIN CONSULTING ENGINEERS n' 1 in 1 12 in 3I8 i n l td #1 0 # 20 #3 0 #40 #60 #100 #14 0 # 20 0 100 0 90 - - - - - - - - - - - - - - - 10 80 - - - - - - - - - 20 30 70 O m z ~o U - - - 40 n ) 60 cn - - - - - m z 50 - - - - - - 50 m w ao - so z w m d - - - - - - - 70 ° 30 - - - - - - - ~ - - 80 20 - - _ - 10 - 0 T T 1 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Silt y, Gravelly GRAVEL 19 % SAND 46 % Source TH-28 Sample No. Elev./Depth 9 to 14 feet SILT & CLAY 35 % LIQUID LIMIT 23_% PLASTICITY INDEX 3 % in 3 12in3/8 in #4 #10 #20 #30 #40 #60 #100 #140 #200 100 90 - - - - - - - - - - - - - - - - - - - 010 80 20 70 1. - - - - - - - 30 Z - - - - - - - - - - - - 0 0 W 60 4 m Q Z d ~ - 50 50 ;U z M LLJ 0 40 - -L - - - - - - - - so D w m d 30 70 ° i 20 - - - --1 - - - - - - - BO 10 - - - - - - - - - - - - - - - 90 100 0 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Silty, Gravelly _ GRAVEL 19 % SAND 53 % Source TH-29 Sample No. Elev./Depth 9 to 14 feet SILT & CLAY 28 - % LIQUID LIMIT 24----% PLASTICITY INDEX 4 % GRADATION TEST RESULTS Job No. 03-015 FIG. 17 KOECHLEIN CONSULTING ENGINEERS n 1 in 3/41n 1f2 In 3/8 m ltd #10 #20 #30 #40 #60 #100 4140 #200 100 0 90 10 20 80 - - 30 70 0 z_ U) - - - - m ~0 C7 60 U) - - - - - - - - - - - - - 40 m ~ - - - - 50 F- 50 - - - ~0 z m w -4 40 - - - - - - - - 60 z w m a - 70 30 - - - - - - - - - - - - - 80 20 - - - - - - - - - 90 10 - - - p 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND and SILT, Some gravel GRAVEL 4 - % SAND 48 Source TH-29 _ Sample No. Elev./Depth 14 to 18 feet SILT & CLAY 48 % LIQUID LIMIT % PLASTICITY INDEX % tin 3/41n 1/I m313 in. #4 #10 #20 #30 #40 #60 #100 #140 #200 100 0 - - - - - 10 90 - - - - - - - ~ - - 20 80 - - - - - ~ - - 70 - - - - - - - - - - 30 -0 Z - - 40 n 60 Q z d - - - - --A 50 1.- 50 ~ v 40 - - - - - - - - - - - so z [L ~ - - - 70 0 30 - - - - - - - 20 10 - - - - - . - - - - - - - - - - - - - - - 80 90 0 T 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ GRAVEL, Sandy, Silty GRAVEL 50 % SAND 35 % Source TH-33 _ Sample No. Elev./Depth 9.0 feet SILT & CLAY 15 % LIQUID LIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 18 KOECHLEIN CONSULTING ENGINEERS n. 1 in. 314 in 12 in 3/8 in #4 #10 #20 #30 #40 #60 #100 #140 A200 100 ~ 0 90 - - - - - - - - - - - - - - - 10 - - - - - - - - - - - - - - - 80 - - - 20 - - - - - - - - - - - - 70 - - - - - 30 z ~ - m 60 (n - - ao m - - M F- 50 - - - - - - - - - - - 50 ~ LLJ --I Z W m a - - - 30 - - - - - - - 70 20 - - - - - - - - - - - - - - - - - - - - 80 90 10 0 , 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 38 % SAND 47 % Source TH-33 Sample No. _ Elev./Depth 14.0 feet SILT & CLAY _ 15 % LIQUID LIMIT % PLASTICITY INDEX % bin in 3 112 in 3/. in #4 #10 920 430 #40 #60 #100 #140 #200 100 T 0 90 - - - - - - - - - - 10 80 - - - - - - - - - - - - - 20 70 - -1-~- y- - - - . - - - 30 M (A 60 - - - - - - - 40 C7 M Q z so - - - - - - - - - - - 50 7u z m w D C) 40 - - - - - 60 w m d 30 - - - - - - - - - - - - 70 20 - - - - - - - - - - 80 10 - - - - - - - - - - - - - - - - 90 0 1100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 28 % SAND 46 Source TH-33 Sample No. Elev./Depth 19.0 feet - SILT & CLAY 26 - % LIQUID LIMIT - PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 19 KOECHLEIN CONSULTING ENGINEERS n 3l in 12in 3/8 in. YI4 #10 #20 #30 #40 #60 #10 #140 #200 100 ° 90 - - - - - 10 80 - - - - - - - - - - 20 ~ 70 - - - - - - - - - - - - - - 30 z m 60 - - - - - - - U) - - - - 40 m a z 50 z L - - - - - - - 50 m CJ 40 - - - - - - - - - - - - - 60 D z L m a_ - - - - - - - - - o 30 - - - 70 20 - - - - - - - - - - - 80 - - - - 10 - - - - - - - j - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Gravell SSliehtly silty GRAVEL 14 % SAND 78 % Source TH-34 Sample No. Elev./Depth 10 to 12 feet SILT & CLAY 8 _ % LIQUID LIMIT % PLASTICITY INDEX % 03 #4 #10 #20 #30 #40 #60 #100 #140 #200 100 0 90 10 80 20 70 30 U` m Z x 60 40 m U z 50 50 ~ z m w D 40 60 z L M D 30 70 20 80 10 90 0 r Lillt~~ 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ GRAVEL, Sandy, Slightly silty GRAVEL 66 % SAND 27 % Source TH-35 Sample No. Elev./Depth 12 to 14 feet SILT & CLAY 7 % LIQUID LIMIT PLASTICITY INDEX GRADATION TEST RESULTS Job No. 03-015 FIG. 20 KOECHLEIN CONSULTING ENGINEERS 6 in n 1 in 3/4 in. 12 in 3/B in #4 #10 #20 #30 #40 #60 4100 #140 #200 100 0 90 10 - - - 20 80 - - - - - ~ - - 30 70 - - - - - - - - - - - - p O m z 07 - - - - ~ 40 n 60 cn - - - - - m te z a . - - - -1 50 50 - - - z IT w CJ Y 60 40 - - - - z m 0- 30 20 - - - - - - - - - - - - -1 - - - - - - 70 80 10 - - ~ - fl l - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of GRAVEL, Sandy, Silty GRAVEL _ 49 % SAND 36 % Source TH-35 _ Sample No. Elev./Depth 19.0_feet SILT & CLAY 15 % LIQUID LIMIT - % PLASTICITY INDEX % 6 in ?,nl- in t in. 3/4 in. 111 in 318 in #4 #10 #20 #30 #40 #60 #100 #140 4200 100 ~ 0 - - - - - - 10 90 - - - - - _ - - - - - - - - - - - 20 80 - - - L - ~ - - - - - - - - - - 30 70 - - - I 60 W 40 C7 m Q z d - - 50 1- 50 z - - ~a m --q w C) 40 60 L~' 0 w m a IW4 1 - - - - - 70 0 30 20 - - - - I - - - - - 80 1 - - 90 0 - - - - - - - - - ! - - 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND and GRAVEL, Silty GRAVEL 47 Source _ TH-35 Sample No. Elev./Depth 29.0 feet SILT & CLAY - 1 1 PLASTICITY INDEX GRADATION TEST RESULTS % SAND 42 % LIQUID LIMIT Job No. 03-015 FIG. 21 KOECHLEIN CONSULTING ENGINEERS 121n3/6 in. #4 #10 #20 #30 #40 #60 #100 #140 W200 100 0 - - - - - - - - 90 - - 10 - - - 80 - - - - 20 70 - - - - - - 30 (D M z - U) 60 - - - - - - 40 m Q z a - - - - - --I 50 50 - - - z m w -I - so a ao - - - - - - - ~ - m - - - - - _ - - - - - - - - - 70 ° 30 20 80 - - - - 90 10 - - - p F 1 I I , 1 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 19 % SAND 71 % Source _ TH-37 Sample No. Elev./Depth 4.0 feet SILT & CLAY 10 _ % LIQUD LIMIT _ % PLASTICITY INDEX % 6 in n. 1 In 3/d in 12 in 318 in #d #10 #20 #30 #40 #60 #100 #140 #200 100 0 ~ ~ - - - - - - - - - 10 90 80 - - ~ ~ - - - - - - - 20 70 - - - - - - - - - - - - 30 ~ z so - - - - - - - - - - - - - - - - 40 m a z 50 50 ~0 z w - m y 40 60 w m d - - - - 70 ° 30 20 10 - - - - - - - - - - - - 80 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of Source SILT TH-37 Sample No. Gravelly GRAVEL 16 _ % SAND 39 % _ Elev./Depth 9.0 feet SILT & CLAY 45% LIQUID LIMIT 20 % PLASTICITY INDEX 3 GRADATION TEST RESULTS Job No. 03-015 FIG. 22 KOECHLEIN CONSULTING ENGINEERS sin 1 .1 0 # 20 #3 0 #4O #60 #100 #14 0 # 20 0 100 ~ 0 90 - - - 10 80 - - - - - - - 20 - - - 70 - - - - - - - - - - - - - 30 m Z m U) 60 U) - - - - - - - - - - - - - - - - 40 C7 M d 1 M 50 - 50 M LL) U W ~ - - Z m 30 - - - - - - - - - - - - - - - 70 20 80 ~ 10 - - - - - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM +31, GRAVEL SAND SILT CLAY Sample of SAND, Silty GRAVEL 0 % SAND 63 _ % Source _ T1-1-37 Sample No. Elev./Depth 19.0 feet SILT & CLAY 37 % LIQUID LIMIT NV % PLASTICITY INDEX NP % 6in. in 3 12 in 3/Bin #4 #10 #20 #30 #40 #60 I #100 #140 #200 100 - - - J - - - 0 71 90 10 80 20 30 70 D - so - - - - - - - - - - - - - - - - 40 m J _ - 1 1 - 1 - - Z d 50 - - - - - - - 50 --I - - - - - 40 - - - - - - - 60 Z w m 30 - - - - - - - - - 70 20 - - T----- - - 80 10 - - - i- - - - - - 90 0 100 200 100 10 1 01 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Slightly silty, Some gravel GRAVEL 3 % SAND 89 Source TH-38 Sample No. Elev./Depth 4.0 feet SILT & CLAY 8 % LIQUID LIMIT NV % PLASTICITY INDEX NP % GRADATION TEST RESULTS Job No. 03-015 FIG. 23 KOECHLEIN CONSULTING ENGINEERS 1 in. 3/4 in 12 in 3/8 in. #4 #10 #20 #30 #40 #6D #100 #140 #200 ~n 100 ~ 0 90 - - - - - - - - - 10 80 - - - - - - - - - - 20 70 30 z_ W - - - m 1Q C) 60 Cn - - - - - 40 M Q z a -i 1- 50 - - - - - - - - - - 50 0 ~ D 40 - - - - - - - - - - - - - 60 w z m a - - - - - - - - - 30 70 20 - - - - - - - - - - - 80 - - - - - - 10 - - ~ - - - - 9 0 00 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _SAND and GRAVEL, Silty _ GRAVEL 41 % SAND 47 % Source _ TH-38 Sample No. Elev./Depth 9.0 feet SILT & CLAY 12 % LIQUD LIMIT % PLASTICITY INDEX % 1 6'n m 1 in. 314 in 12 in 3/8 in. #4 10 #20 #30 #40 #60 #100 #140 on 100 90 y - - - - - - - - - - - ~ ~ - - 10 80 70 - - - - - - - - ~ - - - ~ - - - - ~ - - - - - 20 .D 30 - - - - - - - - - - 40 m 60 - - - - - - - - - - 50 SO Uj ~ --q C) 40 - - - - - - - - . . - - - - - 60 Z [1 30 - - - - - - - - - - - - - - - - - - 70 O 20 ~ - - - - - - - - - - - - - 80 90 10 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM 4- 3" GRAVEL SAND SILT CLAY Sample of GRAVEL, Sandy, Silty GRAVEL 50 Source TH-38 Sample No. Elev./Depth 14,0 feet - SILT & CLAY - 9 PLASTICITY INDEX GRADATION TEST RESULTS % SAND 41 % % LIQUID LIMIT % Job No. 03-015 FIG. 24 KOECHLEIN CONSULTING ENGINEERS n /4- 1 0,, are in #4 #10 #20 #30 f!4o #60 #100 #140 #200 100 ~ 0 90 - - - - - - - - - - - - - 10 - - - - - 0 80 - - - - - 2 ~ - - - 70 - - - 30 -p (D M z - - - - ~ 40 60 - - - - - - - - - m a z i F 50 - - - - - - - - - - - - - 50 1 - - - - 60 40 - - - Z w m CL - - - o 70 30 20 - - - - - - - - - - - - - - - 80 10 - - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty - GRAVEL 27 % SAND 60 % Source _ T'H-38 Sample No. _ Elev./Depth 19.0 feet SILT & CLAY 13 % LIQUD LIMIT % PLASTICITY INDEX % bin -1 12 in.31 8 i n # 4 #1 0 # 20 #3 0 #40 #50 #100 #14 0 # 20 0 ,90 J 1 r l ~ 1 0 90 - - - - - - - 10 80 - - - ~ - - - - - - - - - 20 70 - - - - - - 30 (D m z H ~ U) 60 < a - - - - - - - - - - - - - - 40 m z ~ a - 50 50 ~0 z m w D U 40 60 w m 0- - 70 30 20 - - - - - - - - - - - - - - - 80 10 - - - - - - - - - - - - - 90 0 I 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Slightly silty GRAVEL - 32 % SAND 61 % Source _ TH-38 Sample No. _ Elev./Depth 24.0 feet SILT & CLAY 7 % LIQUID LIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 25 KOECHLEIN CONSULTING ENGINEERS 6 in in 1 in 3/4 In 12 in 3/8 in #4 #10 #20 #30 #40 #6 #100 #140 #200 100 0 90 80 20 70 - - - - - - - ~ - - 30 z m U) - m 0- z - - t 50 - - - - - - 50 z m - - - - D 40 w w - - - - 60 z m 30 - - - - - - - - - - - - - 70 - - - - 20 - - - - - 80 10 - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Slightly silty GRAVEL 28 _ % SAND 66% Source _ TH-38 _ Sample No. Elev./Depth 29.0 feet_ SILT & CLAY 6 % LIQUD LIMIT PLASTICITY INDEX % 6 in - - 12 in 3/ 8 in # 4 #1 0 # 20 #3 0 #40 #60 #100 #14 0 # 20 0 100 1 1 O ~ 90 - - - - - - - - - - - 10 - - - 80 - - - - - I - - - - - 20 - - - 70 CD - - - - - - - - - - - 30 -p z m ~ 0 60 - - - - - - - - - - - - 40 n m a z - - 50 50 z LLJ - - - - - - m 40 60 Z w D_ 30 - - - - - - - - - m 70 20 - - - - - - - - - - 80 10 - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + Y GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 38 Source TH-39 Sample No. Elev./Depth 4.0 feet SILT & CLAY 16 PLASTICITY INDEX GRADATION TEST RESULTS % SAND _ 46 % % LIQUID LIMIT % Job No. 03-01 FIG. 26 KOECHLEIN CONSULTING ENGINEERS bin n 1 in 314-n 1(2in. /6 in #4 #10 #20 #30 #40 #60 #100 #140 #200 100 0 0 90 1 20 80 - - - - - - - - - 30 70 - -0 C7 m z _ - - - - 40 n 60 < - - - - - - - ~ z - - - - - 50 x f 50 z w C) 40 - - - - m D 60 Z w m a - - - - - - 70 30 - - - - ~ - - - - - - 80 20 10 - - - - - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Gravelly, Silty GRAVEL 39 % SAND 50 % Source TH-39 Sample No. Elev./Depth 9.0 feet SILT & CLAY 11 % LIQUID LIMIT % PLASTICITY INDEX % n 1 In. 3/4,n 1R in 3/6 in #4 #10 420 #30 #40 #60 #100 #140 #700 100 0 90 80 - - - - - - - - 10 20 - - - - - - 30 - 70 Z - 0 :0 - - - - 40 so Q a - - - m z 50 z m --I w or_ w a 30 - - - - - - - - - - z m 70 - - - - - - 80 20 - - - - 10 - - - - - 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND and GRAVEL, Slightly silty GRAVEL 44 % SAND 48 Source TH-39 Sample No. _ Elev./Depth 29.0 feet SILT & CLAY 8 % LIQUID LIMIT PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 27 KOECHLEIN CONSULTING ENGINEERS 12in3/ in #4 #10 #20 #30 #4D #60 4100 #140 #200 100 0 90 - 10 60 20 - - - 70 - - - 30 z - - 60 - - 40 m < A CL - - - - - --A 50 - - - - - - - 50 x z I m w --i - - - - - - - - D 6 40 - - - 0 W z m CL - - 30 - 1 - - - - - - - - - - - 70 20 - - - - - - - - 80 - - - - - - - - - - - 90 10 - - - - 0 1 100 200 100 10 , 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND Source TH-40 Sample No. Some gravel GRAVEL 9 % SAND _ 55 % _ Elev./Depth 4.0 feet SILT & CLAY 36 % LIQUD LIMIT 23 PLASTICITY INDEX 5 1- n. 1 in 314 in 12 in 3/6 In #4 #10 #20 #30 #40 #60 #100 #140 #200 Y 100 - I ~ 0 90 - - - - - - - - 10 60 70 Z z so < - - - - - - - - - - - - - - - - - - - 20 30 m ~0 40 m d 50 z 50 M z W cr_ a_ - - - - - ~ - - - - - - - - - - - - - - - - - - - - - m D 60 z 0 70 30 - - - - - 60 20 - - 10 p 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM +3" GRAVEL SAND SILT CLAY Sample of SAND and GRAVEL, Silty GRAVEL 40 - % SAND 46 % Source TH-40 Sample No. Elev./Depth 9.0 feet- SILT & CLAY 14 % LIQUID LIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 28 KOECHLEIN CONSULTING ENGINEERS Bin 1Rin3/ in # 4 41 0 #20 #3 0 #40 #60 #100 #14 0 # 0 0 100 I 0 90 - - - - - - - - - - 10 80 - - - - - - - - - - - - 20 I 70 CD - - - - - - - - - - - 30 z M co 60 - - - - - - - - - - - - - - 40 C7 U) M ~ ~ F 50 - - - - - - - _ - - - 50 z m w -1 40 so D z w m 30 - - - - - - - - - - - 70 20 - - - - - - - - - - - - - - - 80 10 90 0 100 200 100 10 1 01 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Silty, Some gravel Source TI-1-40 Sample No. Elev./Depth 14.0 feet GRAVEL 4 % SAND 86 SILT & CLAY _ 10 % LIQUD LIMIT PLASTICITY INDEX % 6 n In 1 'm. 31 4 in. 10,n 3/ 8 in # 4 #1 0 9 20 #3 0 #40 #60 #100 #14 0 # 20 0 100 90 i - - r - - - ~ - - - - - - - - - ~ - 010 80 - - - - - - ~ -1 - - - - ~ 20 70 Cn 60 U) - - - - - - - - - - _ - 30 M 40 Q M 50 - - - - - - - z 50 40 ow 20 - - - - - - - - - - _ . _ - - - - - 1 - - - 60 z D 0 80 10 ~ - ~ - d i 90 0 ~ 100 200 100 10 1 0.1 0.01 DIAMETER OF PARTICLE IN MM 0.001 + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 30 % SAND 43 % Source TH-40 Sample No. Elev./Depth 19.0 feet SILT & CLAY 27 _ % LIQUID LIMIT _ % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 29 KOECHLEIN CONSULTING ENGINEERS q in 1 in. 3/ in. 1t2 in 313 in. 7{4 #10 #20 #30 #40 060 #100 #140 #20 100 ~ Q 90 - 10 80 20 70 - - - - - - - 30 -t7 Z m U) 60 - - - - - - - - - - - - - - 40 m Q z Z 50 - - - - - - - - - 50 m w - I D C) 40 - - 60 Z w m a ° 30 - - - - - - - - - - - 70 20 80 10 - - - - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of - SAND, Gravely Silty GRAVEL 23 _ % SAND 58 Source _ TH-40 Sample No. Elev./Depth 24.0 feet SILT & CLAY 19 % LIQUD LIMIT % PLASTICITY INDEX % sin 112 in 3/ei #4 #10 #20 #30 #40 #60 #100 #140 #200 100 o ~ ~ - - - - 90 - - - - - - - - - - 10 80 - - - - - - - - ~ - - - ~ ~ - - - 20 70 z - - - - ~ - - - - - - - - 30 m U) 60 - - I 40 m I- 50 - - - - - - - - 50 .a z m w -I 40 ~ - - - - - - - - - _ - 60 Z 4 30 - - - - i t - - - 70 ° 20 80 ~ - - - 90 10 - - - - 0 100 200 100 10 1 0.1 0,01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 25 % SAND 58 % Source TH-41 Sample No. Elev./Depth 9.0 feet SILT & CLAY 17 % LIQUID LIMIT 23 % PLASTICITY INDEX 5 % GRADATION TEST RESULTS Job No. 03-015 FIG. 30 KOECHLEIN CONSULTING ENGINEERS bin n 1in. 3/4 in. 112 in3/Bin #d #10 #20 #30 #40 #60 #100 #140 #200 100 0 - 90 80 - - - ~ - - - - - - - - - - - - - - - - - 10 20 - - - - - - 30 70 - - - c9 m z - - - - ~ 0 n so Cn - - - - - - - - 4 m a ~ - - - - - - - - 50 50 - - - - - - - :0 z m - - - - - 60 Z 40 - - - - - - w m o - - - - - ° 70 30 - - - 20 - - - - - - - - - - - 80 - - - - - 90 10 - - - - - p 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM 13" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Silty GRAVEL 35 % SAND 52 % Source _ _TI I-41 Sample No. - Elev./Depth _ 14.0 feet SILT & CLAY _ 13 % LIQUD LIMIT % PLASTICITY INDEX % 6 in. m 1-1 in 1 in 3/4 in 112 in 318 in #4 #10 420 #30 #40 #60 9100 #140 #200 100 T 0 - - - - - - - 10 90 - - - - - - - - 20 80 - - - - - - - 70 - - - - - 30 C~ m z ~0 - 40 n V) M 0 z 50 z m 40 - - - - - - - - - - - - - - - - - 60 Z w m 4. - - - - - - - - - - - - - - - 70 ° 30 - - - - - 20 10 - - - - - - - - - - - - - 1 - - - - _ - - - - - 80 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of GRAVEL, Sandy, Slightly silty GRAVEL 60 % SAND 32 % Source _ TH-41 Sample No. _ Elev./Depth 19.0 feet SILT & CLAY -_8 % LIQUID LIMIT % PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 31 KOECHLEIN CONSULTING ENGINEERS 6 in n 3/ in 1 n 18 in #4 410 #20 #30 #40 #60 #10D #140 #200 100 T- I ~ ~ ~ 0 - - - - - - - - 10 80 - - - - - - - - - - - - 20 70 - - - - - - - - - 30 U Z 0 U) - - M 6 C0 - - - - - 40 m a- 50 - - - --I 50 M z m w i 0 40 - - - - - - - - - - - 60 w ui - ° 30 - - - - - - - - - 70 1 - - - 20 10 - - - - - - - - 80 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM +3" GRAVEL SAND SILT CLAY Sample of _ SAND, Silty, Gravelly GRAVEL 14 _ % SAND 56 % Source _ TH-41 Sample No. Elev./Depth 24.0 feet SILT & CLAY 30 - % LIQUD LIMIT PLASTICITY INDEX / (2' 3/8' #4 #10 #20 #30 #40 #60 #100 #140 #200 100 0 gp 10 -d I 80 20 70 30 z m M 40 M ~ 60 40 m z d 50 50 z m w D 0-1 40 60 z w m d ° 30 70 20 80 10 90 p 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY \ I i Al i li ~ i Sample of SAND, Gravelly, Slightly silty GRAVEL 39 % SAND 53 Source TH-41 Sample No. Elev./Depth 34.0 feet - SILT ii< CLAY - 8_ % LIQUID LIMIT PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 32 KOECHLEIN CONSULTING ENGINEERS 6 in , in7 3/8 in #10 #20 #30 #40 #60 #100 #140 #200 100 p 90 7r- 10 80 20 70 - - - - 1- - - - - 30 (D z m so - - - - - - - - 40 m a ~ z l 50 - - - - - - - 50 z m w - - - - - - - i D 40 - - - - - - - - 60 z w a X71 - - - - ° 30 - - - - 70 0 20 10 - - - - - ~ - - - - - 8 90 0 100 200 100 10 1 01 0.01 0.001 DIAMETER OF PARTICLE IN MM r 3" GRAVEL SAND SILT CLAY Sample of SAND, Silty, Gravelly GRAVEL 27 % SAND 40 Source TH-42 Sample No. Elev./Depth 9.0 feet SILT & CLAY 33 % LIQUID LIMIT % PLASTICITY INDEX % 6n, n 1 in 31 4 in. 12 in 31 0 in. #4 #1 0 # 20 93 0 #40 #60 #100 #14 0 # 20 0 100 90 10 80 - - - - - 20 70 - - - - - - - - - - 30 ° m z ~ ~ U) 60 - - - - - - - - - - - - - - - 40 C) m z w - - - - - - - D 60 ~ 40 - - - - - - - - - r Z w m a 30 70 - - - - - - - 80 20 - - - - - - - - - - - 90 10 - - - - - - o 1 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Silty, Gravelly GRAVEL 27 Source TH-42 Sample No. Elev./Depth 14.0 feet SILT & CLAY 34 PLASTICITY INDEX GRADATION TEST RESULTS SAND 39 % LIQUID LIMIT % o~ Job No. 03-015 FIG. 33 KOECHLEIN CONSULTING ENGINEERS 6 n. _ #20 #30 1140 #60 100 #140 #200 i ,oo o ~ 90 - - 10 80 - - - - - - - - 20 70 - - - - - 30 -0 Z 60 - - - - - - - M co - - - - - 40 m d 50 - - - - - - - z 1.- - - - - - 50 z m w 0 - - -A D 0 4 - - - - 60 z w CL m 30 70 1 - ~ L 90 0 - - - - - - E - - 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SILT, Sandy _ GRAVEL 0 % SAND 27 Source TH-43 Sample No. _ Elev./Depth _ 3.0 feet SILT & CLAY 73 % LIQUID LIMIT _ PLASTICITY INDEX % 6 in. 1. in 1 in 314 in 12 in 3/ 8 in # 4 #1 0 # 20 #3 0 #40 #60 #100 #14 0 4 20 0 100 0 90 1 0 80 70 - - - - - - - r - - - - - - - - - - - - - - - - - - - 20 30 Z ;U CO 60 C/) 0- - 40 M A 1- 50 50 ;7 ~ LIJ 40 - - - - - - - - 60 Z w rn 0- - - - - p 30 - - - 70 20 80 10 - - - - - - - - - - 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND, Gravelly, Some silt GRAVEL 35 Source TH-43 _ Sample No. _ Elev./Depth 27.0 feet SILT & CLAY 3 PLASTICITY INDEX GRADATION TEST RESULTS % SAND 62 % % LIQUID LIMIT % Job No. 03-015 FIG. 34 KOECHLEIN CONSULTING ENGINEERS 6 in 1 in 3/ in. 112,n3 18 in il4 #10 #20 430 #40 460 9100 #140 #200 100 0 90 10 80 20 70 - - - - - - - - - - - 30 M z ~ ~ 60 - 40 m Q z n. -1 50 - - - - - - - - - 50 A W ~ 40 - - - - - - 60 D W z m a 7 30 - - 0 20 - - - - - . - - - - ~ - - - - - - - 80 - - - - - - - 90 10 - - - - c ~ 1 0 ~ I I I I I 100 200 too 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of SAND and GRAVEL, Slightly silty GRAVEL 46 % SAND 46 % Source '1TH-44 Sample No. Elev./Depth 12 to 14 feet SILT & CLAY b % LIQUD LIMIT PLASTICITY INDEX 1 in 3 12' 38 #4 #10 #20 #30 #40 #60 #100 #140 #200 100 0 90 10 80 20 70 30 O M z N 80 40 m (n z 1- 50 50 M W D 40 60 lj~ z w m 0- It- p 30 70 20 80 10 90 0 100 200 100 10 1 0.1 0.01 0.001 DIAMETER OF PARTICLE IN MM + 3" GRAVEL SAND SILT CLAY Sample of _ SAND, Gravelly, Slightly silk GRAVEL 37 % SAND 54 Source TH-44 Sample No. _ Elev./Depth 14 to 17 feet SILT & CLAY _9 % LIQUID LIMIT PLASTICITY INDEX % GRADATION TEST RESULTS Job No. 03-015 FIG. 35 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers EXISTING \ FILL, SOFT, OR OVERBURDEN SOILS CONCRETE FOOTING EXISTING FILL, SOFT, OR OVERBURDEN SOILS COMPACTED GRANULAR FILL. (SEE REPORT FOR COMPACTION RECOMMENDATIONS) FIRM NATURAL SOIL. OR BEDROCK EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) FOUNDATION EXCAVATION RECOMMENDATION JOB NO. 03-015 FIG. 36 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers CLAYEY BACKFILL 10 - COMPACTED BACKFILL I ~-BELOW GRADE WALL EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) XTERIOR FOUNDATION DRAIN CONCRETE FLOOR SLAB (MAY NOT EXIST WHERE CRAWL SPACE CONSTRUCTION IS UTILIZED) LASTIC MEMBRANE 6' LAYER OF WASHED SAND AND GRAVEL 0°1 12' MIN. EL 18" MIN. FORATED PIPE 12" FABRIC NOTES: 1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW BOTTOM OF SLAB AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. PLASTIC MEMBRANE SHOULD BE SEALED TO FOUNDATION WALLS AND INTERIOR COLUMNS, PLUMBING, ETC. WHICH PASS THROUGH THE MEMBRANE. 3. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD BE CUT AT A 2 TO 1 (HORIZONTAL TO VERTICAL) OR FLATTER SLOPE FROM THE BOTTOM OF THE FOOTINGS. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD NOT BE CUT VERTICALLY. LOCATE EXCAVATIONS AT LEAST 18 INCHES FROM FOOTINGS WERE POSSIBLE. 4. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1 /8 INCH AND 1 /4 INCH DROP PER FOOT OF DRAIN. 5. GRAVEL SPECIFICATIONS: WASHED 1.5 INCH TO NO. 4 GRAVEL WITH LESS THAN 3% PASSING THE NO. 200 SIEVE. 6. THE UNDERSLAB DRAIN SHOULD BE DESIGNED BY A PROFESSIONAL CIVIL ENGINEER OR PROFESSIONAL DEWATERING CONSULTANT. TYPICAL INTERIOR UNDERSLAB DRAIN DETAIL JOB NO, 03-015 FIG. 37 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers CLAYEY BACKFILL 10 1 ~ - - - MANUFACTURED -IIIEIII II _ ' WALL DRAIN COMPACTED BACKFILL BELOW GRADE WALL EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) WATERPROOFING FILTER FABRIC GRAVEL- 12" 'PLASTIC SHEETING PERFORATED PIPE 12" MIN. NOTES: 1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD BE CUT AT A 2 TO 1 (HORIZONTAL TO VERTICAL) OR FLATTER SLOPE FROM THE BOTTOM OF THE FOOTINGS. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD NOT BE CUT VERTICALLY. 3. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1 /8 INCH AND 1 /4 INCH DROP PER FOOT OF DRAIN. 4. GRAVEL SPECIFICATIONS: WASHED 1.5 INCH TO NO. 4 GRAVEL WITH LESS THAN 3% PASSING THE NO. 200 SIEVE. 5. THE BELOW GRADE CONCRETE FOUNDATION WALLS SHOULD BE PROTECTED FROM MOISTURE INFILTRATION BY APPLYING A SPRAYED ON MASTIC WATERPROOFING OR AN EQUIVALENT PROTECTION METHOD. 6. WALL DRAIN SYSTEM SHOULD BE DESIGNED BY A PROFESSIONAL CIVIL ENGINEER OR PROFESSIONAL DEWATERING CONSULTANT. TYPICAL WALL DRAIN DETAIL JOB NO. 03-015 FIG. 38 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers CLAYEY BACKFILL 10 - - MANUFACTURED _ 1 EI I WALL DRAIN COMPACTED GRANULAR ~I RETAINING WALL BACKFILL EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) WATERPROOFING FILTER F MINIMUM 6 INCH DIAMETER PERFORATED PIPE NOTES: 1. DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1 /8 INCH AND 1 /4 INCH DROP PER FOOT OF DRAIN. 3. GRAVEL SPECIFICATIONS: WASHED 1.5 INCH TO NO. 4 GRAVEL WITH LESS THAN 3% PASSING THE NO. 200 SIEVE. 4. THE BELOW GRADE CONCRETE FOUNDATION WALLS SHOULD BE PROTECTED FROM MOISTURE INFILTRATION BY APPLYING A SPRAYED ON MASTIC WATERPROOFING OR AN EQUIVALENT PROTECTION METHOD. 5. RETAINING WALL DRAIN SHOULD BE DESIGNED BY A PROFESSIONAL CIVIL ENGINEER, RETAINING WALL DESIGNER, OR PROFESSIONAL DEWATERING CONSULTANT. TYPICAL RETAINING WALL DRAIN DETAIL JOB. NO. 03-015 FIG. 39 C/] w c4l W O 0ll 1-~1 w O W Q F-+ U y T v Y T T y U T T pq y T T y V] T _ - ca bb ca F" > b cn b a U) es > 7 7 cz 7 C7 cn 7 t:: n ~ ] m 0 ca ci > C: U c Ll z F - CD C C C cu Q Q Q > Q > Q Q > Q Q c7 > ~1 Q z z z Q z Ca z { Q z z w Q Ca z z Q Q Q L' Q z C Q n Q cn g Q n Q cn Gj > z C/) CO cn n cn Q z z Q Q E N e~ w ~ a a. w ~ a. 7 x b Z ° o W N > D\ vi C1 t N m M 00 N 00 V' ~n v1 V N oo t~ O d' m M N p W~ N N ~ Q Z V] H H M M E"" Q O z z z z z z z (D <z~ w Q F. O N oo D1 oo N N N N z Q n H Q ~ w Q Q z .a w O H D\ r V O, -t 1~0 00 M a\ Vr d' N kr) Lr) V1 00 ~O QO z ~ w T a H o O o 0 0 0 0 0 o Q ° o o I o y G LI Q ~ a I7. 1 'd' d' CY L!1 V1 ~c 00 O1 M M M M N M M n M r- M r- M - N N N N N N N N N N N M M M M U z Cli Tf W W z_ U z W CD z J z O U _z W J U W O Y .V. C1 C 'j > LO O 0 z ~ z~Z o z co O z ° C/] W W H Q W w O d W Q h y N Y Y T T T. T T " ro e ~ ~ T ~ T T T T cn . , . Cn J T Cn W > v J o C7 v C7 C~ W > ^ Q r a~ cn ) 2) u u W C/o) d CIO U u W W u 0 ~ N CIJ ° < i y a ~ H W L7 v C7 C7 y - ~ (7 U C7 C7 c7 ci C 7 ~o n ti ro > Q > ro Q Q Q V _ m _ Q Q CA Q d Q Q Q CZ3 ~ / q z z z z o M q L z z z z w z z z q z d q ~j d cn d d n z z z d C/) d Ln d cn d C/) d q d cn Q V z CQ d z z d DO d d `n d z d z cn d d z C/) tx d Cn d Q U cn cn cn in i M O oC r V D1 v 0\ i ~ O v N ~ ~n Cl r o0 v~ v v~ N 4r ¢ c o c o 0 0 0 0 0 0 0 0 w p 00 v V ~n o x M rY ~n ~:J M O, oo r r r oo r v U C r, bb ^ O °c r C n U ~ ~ O W z o V] N \ W 00 N O, M r ~O M V O r N a1 r M 00 O M ~ M M V M V5 Q ~ <zC/) H H _ U w * a In W a m w q H < C/ z N N z ~ W d~ N O O I- Ln r r r In 00 dO z~ Wx o 0 0 0 o c o 0 0 0 0 0 o c o 0 0 0 0 0 0 c o o q Cn W oo o0 00 00 00 C1 C a C1 0 0 0 0 0 0 ^ ^ ^ N N N J M M M M M M M M M M t7' V C1' V V' V' V' V' V d' 'd' ~ 'd' .U. zz zz O z U Z U) W W z Z W CD z J D Cf) z O U z w J U w O Y Ln 0 ch 0 z co O H .-a ^W W W O O Q w O W M~ W H ~ z ~ W on ~ Z ~ z ~w ~ o cz ~ , o C cn~ cu C/) Y c U z c Coe) z Q Q z b ¢ z z ¢ a q z z ¢ N V1 M 10 c+1 N N O M M M V 4 O O O O N O O a c. 0 0 0 0 0 a~ w N O W N oo O G O~ N o0 M N O Q n n r- Do 00 U ~ C 4 ~ O O U ~ O ~ V L., M ~ U n 7 Vr V o o W z Cn N w \ M o0 un O a H H U W .-1 F' Ca o w Q H w ~ : 1 D ci~ oW ¢ z n- ) W O z. ~ W x a H o o O o o v °O ~ ~ n w ¢ Q r,4 M M N N O M O N O 7 M w N N M M M M V } U _t Z z P. > zz O z U K C 0-1 w w z CD z w 0 z J Cl) z O U z_ w J U w O Y LO 0 Ch O O z co O KOECHLEIN CONSULTING ENGINEERS, INC. Consultrne Gentechnical Engineers APPENDIX A DETAILED BORING / CORING LOGS LOG OF TEST BORING TH-24 PROJECT: _ Vail's Front Door JOB NO.: 03-015 LOCATION: See Map DATE: February 25, 2003 DRILLER: _ Spectrum _ ELEVATION: 8190.54 _ DRILLING METHOD: Tubex in overburden soils and coring in bedrock LOGGED BY: RMW DEPTH TO WATER: _ 32.0 feet during drilling See Appendix C for additional ground water information CORE NOTES ON WATER DATA Q Q z U W 0 LOSSES AND LEVELS, EMENTING DEPTH O x j z O v m a Q O m a Q, - Q m - u n w F = 0 a_ CLASSIFICATION AND CASING, C , (feet) m F_ O U d m0 C > _j Q 2 J m _ w F O PHYSICAL CONDITION CAVING, AND OTHER t7 Q = 0 w ! 0 DRILLING CONDITIONS w ¢ cc rL O w C7 J o PVC piezo meter 0 8190.5 0.0 FILL, Sand and gravel, Slightly moist, installed to a Brown. Dense depth of 69.0 feet. 8189.5 1,0 , SAND, Silty, Some gravel, Moist, Dense, Red brown. 50/12 WC=9 8186.5 4.0 GRAVEL, Sandy with cobbles and scattered 5 DD=92 d0 boulders, Slightly moist to moist, Very 200 526 ~QnO. dense, Red-brown. L 2 ap: ' PI= 10 p, ~aQ Ljp.. {jo 23/12 WC=7 ~QnC~ā€¢ -200=16 aD: 10 LL= 18 ~Q PI=NP oD..~ ~ by b aQnO. aC>: 15 L7P ~ICfQ op.. i 0 a . Qom. pp.. do ba {700. oCS: 82/12 WC=6 KQp 200 = 19 20 LL = 19 A PI=NP a ° a ā€¢ pp. . d~ "qao. op: QD ~Q 25 r>D; b~ Water measured at a 8163.6 26.9 depth of 26.9 feet Qp p on 6/12.103 ttp 50/5 30 cC0c D'O'e Water encountered 8158.5 32.0 ' during drilling at 8158.5 32.0 OD a depth of 32.0 feet on 2125103 and measured at a depth r?~ of 32.0 feet on 35 op 2/27/03. . Cd'b'p ~'.QoOā€¢ ap: LS On pfl JOB NO. 03-015 (TH-24 - PAGE 1 of 2) FIG. A-1 LOG OF TEST BORING TH-24 CORE NOTES ON WATER DATA w Q Q z0 m U LOSSES AND LEVELS, DEPTH x j 3: z O p U m C t- Q v Co Q < F u Q = F m F- = c7 CLASSIFICATION AND v O CASING, CEMENTING, (feet) O m O 2i 0 m Q -j < 2 -j m W a Q Q PHYSICAL CONDITION f CAVING, AND OTHER C7 E w d Q m m = p = p w p o DRILLING CONDITIONS w` ¢ ¢ a U W O o 50/6 WC=9 -200=21 40 LL= 17 ttOXtQ PI=NP 8149.5 41.0 SHALE, Slightly fractured, Very hard, Dark grey to black. 60 100 49 45 8145.5 45.0 SANDSTONE, Slightly to moderately fractured, Very hard, Grey with white. 60 0 N/A 50 60 100 75 8136.5 54.0 SHALE, Calcareous, Slightly fractured, Very hard, Dark grey to black with white. 55 60 100 83 60 60 100 70 65 81 21 .5 69.0 Boring Terminated 70- 75- 80 - JOB NO. 03-015 (TH-24 - PAGE 2 of 2) FIG. A-1 LOG OF TEST BORING TH-25 PROJECT: Vail's Front Door JOB NO.: 03-015 LOCATION: See Map DATE: February 26, 2003 DRILLER: _ Spectrum ELEVATION: 8192.25 DRILLING METHOD: Tubex in overburden soils and coring in bedrock LOGGED BY: RMW DEPTH TO WATER: 40.6 feet during drillin _ _ See Appendix C for additional round water information CORE NOTES ON WATER DATA Q Q z O LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) ' O m m x F W > O w ¢ o o O m w ~ 2 Q F z J0 OD rn U°~ U) a Q = p a. Um¢ 2 Q Q = a O 0 ~ m Q > _ w o m Q 3 d Q O m 0 CLASSIFICATION AND PHYSICAL CONDITION PVC Piezometer installed to a 0 8192.2 0.0 SAND, Silty, Slightly moist, Dense, Red-brown. depth of 69.0 feet. 5 24/12 WC=4 DD=94 -200= 1 5 LL=21 8188.2 4.0 oOā€¢ a oDā€¢ ā€¢ ob yQoOā€¢ GRAVEL, Sandy with cobbles and scattered boulders, Slightly moist to moist, Very dense, Red-brown. PI=NP aD . aD: p. :QaO gip.. 38/12 WC=6 10 -200 = 19 LL= 18 PI=NP oDā€¢ oS~: ".6zxP >~fl ~0.........0 oD.. ~i3 Oa Qā€¢ oC~ā€¢ 15 aCd: D'Oi7 bG1nb. aD: ā€¢ ~JP p0 {jo dd. - 50/1 8173.2 19.0 LIMESTONE, Slightly to moderately fractured, 20 Very hard, Grey with white. Water measured at a 8169.4 22.9 depth of 22.9 feet on 6/02/03. 24 100 50 25 60 100 87 Water measured at a 8162.6 29.6 depth of 29.6 feet 30 on 2/27/03. 60 100 42 35 60 100 73 JOB NO. 03-015 (TH-25 - PAGE 1 of 2) FIG. A-2 LOG OF TEST BORING TH-25 NOTES ON WATER CORE. DATA Q o v LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) O m U) x F w= J j O w ¢ o d (r. w a g Q F 3:5 U m o C U m Q Q- Q = i o U M Q Q H 2i Q = o U F - Q m m w w d m o ¢ w F- - O O C7 CLASSIFICATION AND PHYSICAL. CONDITION 40 Water encountered 8151.6 40.6 - during drilling at a depth of 40.6 60 100 48 feet on 2/26/03. 45 60 100 71 50 60 100 65 55 60 100 69 60 8134.8 57.5 SHALE, Calcareous, Slightly fractured, Very hard, Dark grey to black with white. 65 60 100 67 36 100 57 70 75 80 8123.2 69.0 Boring Terminated JOB NO. 03-015 (TH-25 - PAGE 2 of 2) FIG. A-2 LOG OF TEST BORING TH-26 PROJECT: _ Vail's Front Door JOB NO.: 03-015 LOCATION: See Map _ DATE: _ February 27, 2003 DRILLER: Spectrum _ ELEVATION: 8186.20 DRILLING METHOD: Tubex in overburden soils and coring in bedrock LOGGED BY: RMW DEPTH TO WATER: 68.7 feet during drilling See App endix C for additional ground water information CORE NOTES ON WATER _ DATA Q Q Z U w J F O m LOSSES AND LEVELS, DEPTH x j 3 z O~ v in F m v E r Q a a n F c~ CL CLASSIFICATION AND CASING, CEMENTING, feet) O M O mQ J Q Q Q J a) - w ° Q 0 Q HYSICAL CONDITION CAVING, AND OTHER (D c w d m~ a: _ < w o - 3 0 DRILLING CONDITIONS > z w m m o U w (D J o PVC piezometer 0 8186.2 0.0 FILL, Sand and Gravel, Slightly moist, Dense, installed to a Brown. depth of 70.0 feet. 8185.2 1.0 SAND, Silty, Slightly moist, Dense, Red-brown. 31/12 WC=8 -200 = 41 5 LL=24 8181.2 5.0 4. GRAVEL, Sandy with cobbles and scattered PI=7 opā€¢ boulders, Slightly moist to moist, Very cyad0 dense, Red-brown. oCS: 'Q! 79/10 WC=3 10 -200 = 12 LL = 19 . °p" . d d 4 PI=NP O'O'H dp: CAD 0: ā€¢ opā€¢- 15 O ba `vQaO. aCS: #a°o ap.. 50/4 dd107 20 OOr3 op: Water measured at a 8163.3 22.9 0 O- _ depth of 22.9 feet 8162.7 23.5 LIMESTONE, Slightly to moderately fractured, on 6/02/03. 24 60 0 Very hard, Grey with white. 25 60 88 52 30 60 100 43 35 0 72 60 10 JOB NO. 03-015 (TH-26 - PAGE 1 of 2) FIG. A-3 LOG OF TEST BORING TH-26 NOTES ON WATER CORE DATA Q Q z U LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) -1 o } x z w J j O w cc o a w IL < z OD m0 U M Q (n Q F =-j< a U m Q - 2<F =moo U U F Q w - w Q) p w F = IL CLASSIFICATION AND PHYSICAL CONDITION 40 60 100 80 45 60 17 10 50 42 48 8 55 18 100 0 60 100 8 60 2 42 100 1 65 18 100 94 8121.7 64.5 SHALE, Calcareous, Slightly fractured, Very hard, Dark grey to black with white. Water encountered during drilling 48 100 56 8117.5 68.7 - at a depth of 68.7 feet on 2/27103. 70 75 80 - 8116.2 70.0 - - - Boring Terminated JOB NO. 03-015 (TH-26 PAGE 2 of 2) FIG. A-3 LOG OF TEST BORING TH-27 PROJECT: Vail's Front Door JOB NO.: _ 03-015 _ LOCATION: See Map _ DATE: May 12, 2003 DRILLER: Spectrum ELEVATION: _ 8293.25 _ DRILLING METHOD: Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH _ DEPTH TO WATER: 45.4 feet during drilling See Ap pendix C for additional ground water information _ - CORE NOTES ON WATER DATA J J z w LOSSES AND LEVELS, CASING CEMENTING DEPTH J O j O Oz O M Q U _U Q Q Q3 a Q Q ¢ F n F o x O cD CLASSIFICATION AND , , CAVING, AND OTHER (feet) m O w d Q m0 =moo =tea w o < PHYSICAL CONDITION DRILLING CONDITIONS W a V) o U w J V) J 0 PVC piezometer 0 8293.2 0.0 FILL, Sand, Silty, Clayey, Gravelly, Very installed to a moist, Loose to medium dense, Brown. depth of 70.5 feet. 8289.2 4.0 SAND, Gravelly, Silty, Slightly moist, 5 Dense, Red-brown. Top 7 feet of 8286.2 7.0 SANDSTONE, Weathered, Dry, overburden is very Medium hard to hard, Brown to grey. moist from surface infiltration. 10- 15- Drilling very difficult. 20- 25- 30- 35- JOB NO. 03-015 (TH-27 - PAGE 1 of 2) FIG. A-4 LOG OF TEST BORING TH-27 CORE NOTES ON WATER DATA J J Z z U U w LOSSES AND LEVELS, CASING CEMENTING DEPTH J p H j p a d p mQ Q Q M Q Q Q 'Z 2 - = p F O CLASSIFICATION AND , , CAVING; AND OTHER (feet) ^ Z U U m p = J o = J o w wo PHYSICAL CONDITION DRILLING CONDITIONS } w cc a p J W U) J 0 40- 45- Water encountered 8247.9 45.4 - in bedrock during drilling at 45.4 feet on 5/12103. 50 55 Water encountered 60 8233.2 60.0 in bedrock during drilling at 60.0 feet on 5/12/03. 65- 8226.2 67.0 SHALE, Dry, Very hard, Grey. 70 8222.8 70.5- Boring Terminated 75- 80- JOB NO. 03-015 (TH-27 - PAGE 2 of 2) FIG. A-4 LOG OF TEST BORING TH-28 PROJECT: LOCATION: DRILLER: DRILLING METHOD: DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See Map DATE: May 13, 2003 Spectrum ELEVATION: 8260.46 Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH 48.0 feet during drilling _ See Appendix C for additional ground water information CORE NOTES ON WATER DATA Z o LOSSES AND LEVELS, CASING, CEMENTING, DEPTH ' O s F > O g 3 z OD U m < cn Q Q U m < g a Q f Q N IL Uj ~ O O CLASSIFICATION AND CAVING, AND OTHER (feet) m 0 W d Q in0 = 'p o w o - 3 ' PHYSICAL CONDITION DRILLING CONDITIONS Z' w cn U o_ O J w O (n 'J o Inclinometer 0 8260.5 0.0 FILL, Sand, Silty, Gravelly, Moist, Loose to installed to a dense, Brown. depth of 70.5 feet. 5 8255.5 5.0 SAND, Silty, Scattered gravel and cobble, Slightly moist, Dense, Red-brown. WC=9 -200= 35 10' LL=23 PI=3 15 20 8236.5 24.0 SANDSTONE, Dry to moist, Hard 25 to very hard, Grey. 30 Soft zone of rock encountered from 33.0 feet to 35.5 feet. 35 JOB NO. 03-015 (TH-28 - PAGE 1 of 2) FIG. A-5 LOG OF TEST BORING TH-28 CORE NOTES ON WATER DATA Q z w F Q o m U LOSSES AND LEVELS, CASING CEMENTING DEPTH ' O x > O a Z U m F v m Fa 2¢ ~ m Q F m ~ a U CLASSIFICATION AND O , , CAVING, AND OTHER (feet) m F^ U U a Q m 0 Q = a a = -j o w _ o < ¢ J PHYSICAL CONDITION DRILLING CONDITIONS w ¢ m m CL U w 0 (n J o 40 45 Water encountered 8212.5 48.0 in bedrock during drilling at 48.0 feet on 5/13/03. 50 55 60 65 70 8190.0 70.5 Boring Terminated 75 80 JOB NO. 03-015 (TH-28 - PAGE 2 of 2) FIG. A-5 LOG OF TEST BORING TH-29 PROJECT: LOCATION: DRILLER: DRILLING METHOD DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See Map _ DATE: May 1312003 Spectrum_ ELEVATION: _ 8248.23 Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH 18.0 feet during drilling See Appendix C for, additional ground water information CORE NOTES ON WATER DATA Q Q zz v w J m LOSSES AND LEVELS, DEPTH x j o_ z o v m Q m 2 r a F- o W c7 ~ CLASSIFICATION AND CASING, CEMENTING, (feet) o m O o 2i J O a J a< _j a w Q O Q J PHYSICAL CONDITION CAVING, AND OTHER z` w a < U m = o o = w p 3 m DRILLING CONDITIONS w m m d v w _ o Inclinometer 0 8248.2 0.0 FILL, Sand, Gravelly, Silty, Moist, installed to a Medium dense, Brown. depth of 71.5 feet. 5 8242.2 6.0 GRAVEL, Sandy, Silty, Cobbles, Boulders, Moist, Medium dense to dense, Brown. p Boulder encountered from 7.5 feet to C3Gp 11.0 feet. "Q°0 WC =6 oD. . -200 = 28 to- LL=24 ¢p' PI=4 ~JP ~RQ oDā€¢ Cr op.. O~ WC = 15 8234.2 14.0 SAND, Silty, No gravel or cobbles, Moist to 15 200=48 very moist, Medium dense, Brown. Water encountered 8230.2 18.0 SAND and GRAVEL, Silty, Cobbles, Boulders, during drilling 8230.2 18.0 ¢Q: Moist, Dense, Brown to red-brown. at a depth of 1 8.0 qo feet on 5/13/03. 20 }00ā€¢ op.. p Oo daoo. . vdaC~. 8225.2 23.0 SANDSTONE, Moist, Hard, Red brown. 25 30 35 JOB NO. 03-015 (TH-29 - PAGE 1 of 2) FIG. A-6 LOG OF TEST BORING TH-29 NOTES ON WATER CORE DATA Q Q z U LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) J O } n = z w J j O w a p O ¢ W g F 3 z O z J m p U M Q ~ Q F J Q = o d m U Q Q F J Q = o U 0 F Q m w w - n m w ° o w Q 3 = n. Q U c J CLASSIFICATION AND PHYSICAL. CONDITION 40 45 8202.2 46.0 LIMESTONE, Moist, Hard to very hard, Grey. 50 55 60 65 70- 75- 80- 8 176.7 71.5 Boring Terminated JOB NO. 03-015 (TH-29 - PAGE 2 of 2) FIG. A-6 LOG OF TEST BORING TH-30 PROJECT: LOCATION: DRILLER: DRILLING METHOD DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See Map DATE: _ May 13, 2003 _ Spectrum ELEVATION: 8232.21 _ Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH 26.0 feet during drilling See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J Z v a _ LOSSES AND LEVELS, CASING CEMENTING DEPTH w O 3: j O ~ 3 z O D Q m a (nQ d Q c a Q - ¢ . I-- O a w F = a 0 CLASSIFICATION AND , , CAVING, AND OTHER (feet) m c7 C U o O Q -1 m o J = o = o w w o Q 3 Q m PHYSICAL. CONDITION DRILLING CONDITIONS w m ¢ m a: U w U N J o PVC piezometer 0 8232.2 0.0 FILL, Sand and Gravel, Cobbles, Silty, installed to a Slightly moist, Medium dense, Dark brown. depth of 71 .5 feet. 8228.2 4.0 ~pnv. SAND, Gravely, Cobbles, Boulders, Silty, 5 oCS: Moist, Medium dense to dense, Brown to dark QI? brown. uQ 0 00- ate: ti On `.y4nb. More cobble below a 10 0 depth of 10.0 feet. ~$oo ā€¢ oDā€¢ ~ bA tl d GAD. 15 ??D: ' 0 op.. © 00 ~'QoCJ. Qo: . 0 on 'bno. aD: ' L7. 20- ā€¢i ~oOā€¢ op.. d da d .OoO. oCS: ~'LJD .pno >~fl oO 25 gip.. p po Water encountered 8206.2 26.0 during drilling at orb a depth of 26.0 ap, feet on 5/13/03. "oCs Water measured at a 8204.2 28.0 p depth of 28.0 feet on 5/14/03. , 30 vo0. op.. D ba Heavy flow of water 8201.2 31.0 during drilling from 31.0 feet down to 71.5 feet on 5/13/03. po ~a0 op.. 35 q po d$oCS' pp.. ~ pa qC?i4O. 'tics: QD. L~ .~7xP 94: Very hard, Grey. I IMFSTONE. Dry JOB NO. 03-015 (TH-30 - PAGE 1 of 2) FIG. A-7 LOG OF TEST BORING TH-30 NOTES ON WATER CORE DATA J J Z LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) O m x z= J > u m 0 m a Q U) 3 z OD m O U M Q F5 Q F = J o a O M Q 4 - o i u . > J W Fx a W W° V ' f Q x 0 d m Q O CLASSIFICATION AND PHYSICAL. CONDITION 40 45 50 55 60 65 70 75- 80- 8160.7 71.5 Boring Terminated JOB NO. 03-015 (TH-30 - PAGE 2 of 2) FIG. A-7 LOG OF TEST BORING TH-31 PROJECT: Vail's Front Door JOB NO.: 03-015 _ LOCATION: See Map DATE: May 14, 2003 DRILLER: _ Spectrum ELEVATION: 8222.57 DRILLING METHOD: Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH _ DEPTH TO WATER: 27.3 feet during drilling See Ap pendix C for additional grou nd water information i CORE NOTES ON WATER DATA z LOSSES AND LEVELS, CASING CEMENTING DEPTH O - j U a 2i z OD U m Q CO Q Q U m Q Q H 2 Q " o w 2 0 o_ O CLASSIFICATION AND , , CAVING, AND OTHER (feet) m ^ F U U d Q m0 = o =J0 w a Q 3 PHYSICAL. CONDITION DRILLING CONDITIONS w ac m IL U w U (n J 0 PVC piezometer 0 8222.6 0.0 FILL, Sand, Silty, Gravelly, Cobbles, Moist, installed to a Medium dense to dense, Red-brown to dark depth of 70.5 feet. brown. 8219.1 3.5 C1ttO SAND, Gravelly, Silty, Some cobbles and boulders, Moist, Medium dense to dense, 5 p. Red-brown. Qp.. ā€¢ O ~'6 O O' apn~. op: - - np; . 10- ati ba .aop. a Q~ ~'bnā€¢O. YJP ā€¢op 15 p ā€¢O'a op: ' Water measured at a 8205.1 17.5 add depth of 17.5 feet on 6/02/03. ?A ' 00 oD 20- Soils were constant 8201.6 21.0 pp - cobbles and ~bav boulders and m x extremely wet at a ~D depth of 21 .0 feet. op.., po 25 O ba ieCS: Q Water encountered 8195.3 27.3 ' during drilling o~ā€¢ at a depth of 27.3 feet on 5/14/03. ~~QQ 30- Ob 4baO. 8191.6 31.0 SHALE, Wet, Hard to very hard, Dark grey. 35 8187.6 35.0 SANDSTONE, Moist, Hard, Red-brown to grey. JOB NO. 03-015 (TH-31 - PAGE 1 of 2) FIG. A-8 LOG OF TEST BORING TH-31 CORE NOTES ON WATER DATA J J z ~ a U _ LOSSES AND LEVELS, CASING CEMENTING DEPTH O F O n g z O O Q U m F cn Q Q M F g¢ - F Q - F a) a w = H o_ o CLASSIFICATION AND O , , CAVING, AND OTHER (feet) z W n mp =Jo =JQ w tt; a o ~J PHYSICAL CONDITION DRILLING CONDITIONS W rr a u w w c7 U) J o 40 45 50 55 60 65 70- 8152.1 70.5 Boring Terminated 75- 80- JOB NO. 03-015 (TH-31 - PAGE 2 of 2) FIG. A-8 LOG OF TEST BORING TH-32 PROJECT: LOCATION: _ DRILLER: DRILLING METHOD DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See M_aM DATE: May 14, 2003 Spectrum ELEVATION: 8204.11 _ Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: _ WNH 33.5 feet during drilling See Appendix C for additional ground water information CORE NOTES ON WATER DATA Q Q z O w F- 0 ¢ LOSSES AND LEVELS, DEPTH x j d z p 0 U m Q m Q t ¢ H ~ c~ 0- CLASSIFICATION AND CASING, CEMENTING, (feet) O m O o O m Q } : Q w > m w Q 0 Q PHYSICAL CONDITION CAVING, AND OTHER 0 c w 0 < m p = p = o w m " ~ m DRILLING CONDITIONS w rr rr a U w U J o PVC piezometer 0 8204.1 0.0 FILL, Sand, Silty, Gravelly, Cobbles, Moist, installed to a Medium dense, Dark brown. depth of 70.5 feet. 8201.1 3.0 moo. SAND, Gravelly, Silty, Cobbles, Boulders, aO: Medium dense to dense, Red-brown. Moist _ gory , nano. 5 aD: op.., 10 po0ā€¢ . ©Op aQocJ. ~d QO 15 Ofl ~ da ~ qao. aCS: CS Q~ tta~ moo: ~o oo 20 0l~ ā€¢ s30o ~ā€¢QoCSā€¢ d~ 0n ā€¢ vD; {n 00ā€¢ 25 op.. Cj tja aD: . Cj'017 ~JP Water measured at a 8175.3 28.8 LIMESTONE and SANDSTONE, Weathered to depth of 28.8 feet 8175.1 29.0 non-weathered, Very hard, Dark grey. on 6/02/03. 30 Non-weathered bedrock from a depth of 31.5 feet. Water encountered 8170.6 33.5 - during drilling in bedrock at a 35 depth of 33.5 feet on 5/14/03. JOB NO. 03-015 (TH-32 - PAGE 1 of 2) FIG. A-9 LOG OF TEST BORING TH-32 CORE NOTES ON WATER DATA Q a z U W p cc - LOSSES AND LEVELS, CASING CEMENTING DEPTH ' O 2 > 3 z O D U H Q U m H Q a Q a a c7 CLASSIFICATION AND a , , (feet) O d 2i p n U) Q :E Q m a O PHYSICAL. CONDITION CAVING, AND OTHER z S w < i = o = o w _ Q 3 DRILLING CONDITIONS ~ w o~ p W 0 ' J 0 40 45 Soft layer of Shale 50 8154.1 50.0 SHALE, Weathered, Soft to medium hard, Dark from 50.0 to 51 .0 rey. feet. 8153.1 51.0 _ SANDSTONE, Non-weathered, Very hard, Grey. 55 60 65 70 8133.6 70.5 Boring Terminated 75- 80- JOB NO. 03-015 (TH-32 - PAGE 2 of 2) FIG. A-9 LOG OF TEST BORING TH-33 PROJECT: LOCATION: _ DRILLER: DRILLING METHOD DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 _ See Map _ DATE: May 15, 2003 Spectrum_ ELEVATION: _ 8206.83 _ Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: WNH 23.6 feet during drilling _ _ See Appendix C for additional ground water information CORE NOTES ON WATER DATA Q Q zz V w m LOSSES AND LEVELS, DEPTH w 2 j w z O v m -M< C F - c7 0- O CLASSIFICATION AND CASING, CEMENTING, (feet) O m O O o 2i J 0 Q Q Y 2 Q Q w w m > ° w Q Q J PHYSICAL CONDITION CAVING, AND OTHER 0 e Q m mO p o v 3 m DRILLING CONDITIONS w o a U w U N ~ o PVC piezometer 0 8206.8 0.0 FILL, Sand and Gravel, Cobbles, Moist, installed to a Loose, Red-brown to dark brown. depth of 70.5 feet. 9/12 5- 8199.8 7.0 SAND, Gravelly, Cobbles, Silty, Moist, Dense, oD: Red-brown. 'pao. 36/12 WC=4 op: -200 = 1 5 QD 10 ~D {jo ~jo0ā€¢ dd ba 400ā€¢ oCS: . CS O . `3QrtQ. 44/12 WC=2 -200= 15 P~ 15 ā€¢ :?Oā€¢ a L 4O~ oD: /J ~p 43/12 WC=5 -200 = 26 {jo 20 00ā€¢ Water measured at a 8186.4 20.4 L'P depth of 20.4 feet a 40~ā€¢ on 6/02/03. aD: . ° A heavy flow of 81812 23.6 - o water was oD; encountered during 25 C Q ~ ° drilling at a depth ā€¢ °p of 23.6 feet on mp 5/15/03. a 4ao- o.CS: C) ~J . ~ a?xo fl 46/6 00 30- - 0~. pp: -I D On !J. rrQ op..i was Water 8172.8 34.0 - `x{100 encountered in 35 °D p several layers during drilling 0. : including 23.6, CS Or? 34.0, 39.0, and 50.0 feet. (39.0 and pD: 50.0 elevations and depths not shown) JOB NO. 03-015 (TH-33 - PAGE 1 of 2) FIG. A-10 LOG OF TEST BORING TH-33 CORE NOTES ON WATER DATA J J Z J t- Q U z w U LOSSES AND LEVELS, CASING CEMENTING DEPTH J O T- > p d 0 Z O Q U m ¢ Q m H 2 Q - a Q m n CL p CLASSIFICATION AND , , CAVING, AND OTHER (feet) z w d m O Q = o = J o w a o f PHYSICAL CONDITION DRILLING CONDITIONS y ui rr a p w p U) J o Sand and gravel layer at 36.5 feet. - op pfiJ P Sand and gravel was 40 , clean and wet. ~p ā€¢ ~ fl ~0 0ā€¢ pp ~ o b ' q4 a. CS O D Weathered Shale 8162.8 44.0 SHALE, Weathered to non-weathered, Slightly from 44.0 feet to 45 moist to moist, Soft to hard, Grey to 51 .0 feet. dark grey. 50 8155.8 51.0 SANDSTONE, Slightly moist, Hard to very hard, Grey. 55 60 65 70- 8136.3 70.5 Boring Terminated 75 80 JOB NO. 03-015 (TH-33 - PAGE 2 of 2) FIG. A-10 LOG OF TEST BORING TH-34 PROJECT: Vail's Front Door JOB NO.: 03-015 LOCATION: See Map_ DATE: _ May 16, 2003 _ DRILLER: S ectrum ELEVATION: 8195.05 DRILLING METHOD: Tubex in overburden soils LOGGED BY: WNH DEPTH TO WATER: _ 20.7 feet during drilling _ See Appendix C for additional ground water information CORE NOTES ON WATER DATA Q Q z O w H 0 m LOSSES AND LEVELS, CASING CEMENTING DEPTH w o H j O a_ z O D U m a n Q Q v m a U Q Q F Q m "07 a w U, = U o_p CLASSIFICATION AND , , CAVING, AND OTHER (feet) m _ U E w p O Q coo J 2 p = p w !E w p tE Q 2 Q ¢J PHYSICAL. CONDITION DRILLING CONDITIONS w m m a U w C7 ~ J o PVC piezometer 0 8195.0 0.0 FILL, Sand, Gravelly, Silty, Moist, Medium installed to a dense, Dark brown. depth of 49.5 feet. 5 8190.1 5.0 SAND, Gravelly, Cobbles, Silty to GRAVEL, Sandy, Silty, Clayey, Cobbles, Moist to wet, ~JI7 Qrtp Dense to very dense, Brown. Q C , 0 Op..l (3 bP 50/1 10 WC=5 ACS o1~ -200=8 op.., b a$ p. op..i Z5 b'~ o.CS: 15 oD ~'atto Water measured at a 8178.4 16.7 depth of 16.7 feet > C5.0 on 6/02/03. `"don . oCS:.l 50/0 ` bab dD: Large flow of water 20 (Jt> encountered during 8174.4 20.7 drilling at a depth Q{7o of 20.7 feet. op.. aCS: Cb On 25 ~ qo rC!~ Q° Q. oa. ao: 30 o ~00ā€¢ off:. 0 oa aaoCJ. ate: eon oD: ~JP 35 QQ {jo d~ o.CS: s~ ODD JOB NO. 03-015 (TH-34 - PAGE 1 of 2) FIG. A-11 LOG OF TEST BORING TH-34 CORE NOTES ON WATER DATA z w ~ Q v _ w LOSSES AND LEVELS, CASING CEMENTING DEPTH O _ > O a 3 z O Q U M F n Q Q M N Q - F m Q m a F = O CLASSIFICATION AND , , CAVING, AND OTHER (feet) z w nO Q _ o Q = F w ` wQ v < PHYSICAL CONDITION DRILLING CONDITIONS } w Cc m d U W 0 U) J 0 40- 7Q; ~D 00ā€¢ ā€¢ oDā€¢ p a tld bon CS p1~ ~anO. 45 pp.. D b~ dq. ao. Qn 50 8145.6 49.5 Boring Terminated 55 60 65 70- 75- 80- JOB NO. 03-015 (TH-34 - PAGE 2 of 2) FIG. A-11 LOG OF TEST BORING TH-35 PROJECT: LOCATION: DRILLER: DRILLING METHOD: DEPTH TO WATER: Vail's Front Door JOB NO.: _ 03-015 See Map _ DATE: _ May 15, 2003 Spectrum _ ELEVATION: 8186.40 _ Tubex in overburden soils LOGGED BY: _W_NH _ 13.0 feet during drilling_-_ See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J Z _ LOSSES AND LEVELS, CASING CEMENTING DEPTH J 2 j d 2 z U m Q F (n Q M cv Q 1 Q - a Q F n a w F- = d~ p CLASSIFICATION AND , , CAVING, AND OTHER (feet) m F- w o d '0 2 = J D ¢ J o m w - w _ PHYSICAL. CONDITION DRILLING CONDITIONS M z W rc a v = W U U) J c PVC piezometer 0 8186.4 0.0 FILL, Sand, Silty, Gravelly, Moist, Loose to installed to a medium dense, Dark brown. depth of 49.5 feet. 8183.4 3.0 p GRAVEL, Sandy, Silty, Cobbles, Boulders ppā€¢ ā€¢i ' Moist, Dense to very dense, Brown. ~ o 00.. 5 op.. O~ aQao. aCS: Boulders from 7.0 ttd to 18.0 feet. l?~ ~aOā€¢ 50/0 Q~.. 10- 0 Large 3.0 foot aa. . from 10.0 boulder pp , a to 13.0 feet. baoā€¢ aa: - WC=5 CJP -200 = 7 Water enountered 8173.4 13.0 during drilling at a O- depth of 13.0 feet op on 5/15/03. 15 oa: . " ā€¢G?n0. pfl . gyp. Dp.. I 25/12 WC=10 op: . Water measured at a 20 -200= 15 8166.7 19.7 depth of 19.7 feet op: on 6/02/03. pp Water encountered 8163.4 23.0 during drilling at a depth of 23.0 feet on 5/15/03. 25 pp~ ~tro. gyp.. po ~00ā€¢ pp..i 45/12 WC=8 JnO. 30 -200= 11 C~ OD Marro fl - op.. OOo d~ ac~no. oa: 35 JD . c7D.. Q . yo0' pp.. p'bā€¢ 'cs JOB NO. 03-015 (TH-35 - PAGE 1 of 2) FIG. A-12 LOG OF TEST BORING TH-35 CORE NOTES ON WATER _ DATA J J Z LOSSES AND LEVELS, CASING, CEMENTING DEPTH J O = F > O a 3 z O p U m Q in Q U m¢ Q m7 ¢ F - a ' = p d p CLASSIFICATION AND , CAVING, AND OTHER (feet) m ~ w d Q m O Q = o Q i J o > V LU Q 3 ¢ J PHYSICAL CONDITION DRILLING CONDITIONS w` m ¢ N d p -1 0 U J o Q~}; I 40 pp vQ: ' r?. 00ā€¢ O OR "OoO. Cb :O "C1a'P. ā€¢ . aD: ' 45- v010 > pp. Haab. oCS: 50 8136.9 49.5 Boring Terminated 55 - 60 65 70- 75- 80- JOB NO. 03-015 (TH-35 - PAGE 2 of 2) FIG. A-12 LOG OF TEST BORING TH-36 PROJECT: LOCATION: DRILLER: DRILLING METHOD: DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See Map DATE: May 16, 2003 _ Spectrum _ ELEVATION: 8200.37 Tubex in overburden soils _ LOGGED BY: _ WNH _ 21.0 feet during drilling__ - See Appendix C for additional ground water information CORE NOTES ON WATER _ DATA J J z w ~ ¢ U 0 _ U LOSSES AND LEVELS, CASING CEMENTING DEPTH ' x > 0 o o Z O: D v m ¢ < ¢ m ¢ < 2< - ~ ¢ - F o w 0 CLASSIFICATION AND , , CAVING, AND OTHER (feet) m c7 W 0 0 2 ¢ m0 ¢ = o < = o w " _ wo _ ¢ 0 PHYSICAL CONDITION DRILLING CONDITIONS w tc cr w a 0 w U ~ J o PVC piezometer 0 8200.4 0.0 . ap:. SAND and GRAVEL, Scattered to many cobbles, installed to a . ppo Clean to silty and clayey, Moist, Medium depth of 49.5 feet. adoCSā€¢ dense, Brown. ~d on: 0 5 ā€¢ X00ā€¢ d >Jp .ctn:.I an: %JP 25/12 aQ ā€¢ riD. . 10- b . $00ā€¢ op..~ pa c'q. are. an: i C~ Qv. ~'atxo flo. is 0 Oo `vCjoC~ā€¢ Win: ~~^~~^pppppp JP ~4Q b 57/12 Oā€¢' 20 oD.. p UL5 Water encountered 8179.4 21 .0 during drilling at a depth of 21.0 feet on 5/16103. OP Water measured at a 8177.4 23.0- depth of 23.0 feet oD: on 6/18/03. M~~° 25 oD: O O'>~ an: ~7P qo ~00- 23/12 a00Q .b'oCJ. 30 Gti 01~ mx- ~JP ā€¢ - oD- Water encountered 8167.4 33.0 during drilling on at a depth of 33.0 cep feet on 5/16/03. 35 on: . trQ ā€¢ oDā€¢. ad Q° JOB NO. 03-015 (TH-36 - PAGE 1 of 2) FIG. A-13 LOG OF TEST BORING TH-36 CORE NOTES ON WATER DATA J J z U 2 LOSSES AND LEVELS, CASING, CEMENTING, DEPTH J m 2 ~ j 0 3 z _ m Q H Q Q m a H 0 - Q m w F = 0 CLASSIFICATION AND CAVING, AND OTHER (feet) - c7 E W p d Q m 0 > p w J p w o y Q J PHYSICAL CONDITION DRILLING CONDITIONS Z U) d v w cc J o d~. 40-- Q ā€¢ 00ā€¢ ' '3 aO: ā€¢ i GS O . nano. 45- po 00 Water encountered during drilling O d at a depth of 46.5 r,~Qoā€¢ feet on 5/16/03. op: (46.5 elevation and f~OD depth not shown) 50 8150.9 49.5 Boring Terminated 55 60 65 70- 75- 80- JOB NO. 03-015 (TH-36 - PAGE 2 of 2) FIG. A-13 LOG OF TEST BORING TH-37 PROJECT: LOCATION: DRILLER: DRILLING METHOD DEPTH TO WATER: Vail's Front Door _ JOB NO.: 03-015 See Map DATE: _May 19, 2003 _ Spectrum ELEVATION: 8169.38 _ Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: SBM _ 9.0 feet during drillin_ - See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J z U O LOSSES AND LEVELS, CASING CEMENTING DEPTH O p J a z O D U Q m F- m Q Q m Q ' . Q 2 - F- - w F- = M c7 CLASSIFICATION AND , , CAVING, AND OTHER (feet) m W d Q m 0 = Q o = o w ~ o lt~ Q O PHYSICAL CONDITION DRILLING CONDITIONS w= M a a- O w rn J o PVC piezometer 0 8169.4 0.0 ASPHALT installed to a depth of 65.0 feet. 8169.1 0.3 FILL, Sand and Gravel, Slightly moist, Dense, Brown. WC=6 200 = 10 8165.4 4.0 a op SAND, Gravell Silt to cla e Dr to Y, Y Y Y, y 5 p0~ moist, Medium dense, Dark brown to brown. ~OoO. L~ L71? ".drA Water measured at a 8161.4 8.0 - SAND and SILT, Some gravel, Moist, Medium depth of 8.3 feet 42/12 WC = 17 8161.1 8.3 - dense to dense, Brown on 6/12/03. d W t t ' -200=45 8160.4 9.0 er encoun a ere during drilling at 10 P~ = 3 0 8159.4 10.0 SAND, Gravelly, Silty, Moist to wet, Medium a depth of 9.0 feet fl dense, Brown. on 5/19/03. o0- ti b~ kQhO. .op: ā€¢ ' 15 00- o~- . 6 OQ ā€¢ 04ā€¢ 8151.4 18.0 SAND, Silty, No gravel, Moist to wet, Medium : dense, Red-brown. 31/12 WC=20 -200=37 20 LL=NV - PI=NP 8147.4 22.0 GRAVEL, Sandy, Clean, Wet, Medium dense, tics: Brown. JP 00 25 8144.4 25.0 - SAND, Silty, Very little gravel, Wet, Medium dense, Brown. 73/12 30 35 81314 36.0 SAND and GRAVEL, Silty, Moist to wet, Very oD' dense, Red-brown. C>YJR gip. . JOB NO. 03-015 (TH-37 - PAGE 1 of 2) FIG. A-14 LOG OF TEST BORING TH-37 CORE NOTES ON WATER DATA J J Z J v LOSSES AND LEVELS, CASING, CEMENTING, DEPTH p 3: z p U m Q ¢ mQ ¢ F Q . 0 n w - o_ o CLASSIFICATION AND CAVING, AND OTHER (feet) m w d Q m p } o w J O w - W Q J PHYSICAL CONDITION DRILLING CONDITIONS w ¢ a U j W p (n J oo 40- C) Q . « OttQ gyp: . Qp. oD . O by 45- 8124.4 45.0 SAND, Silty, No gravel, Wet, Medium dense to very dense, Brown. 50-- 8119,4 50.0 SAND and GRAVEL, Silty, Cobbles, Boulders, pp:. Wet, Very dense, Red-brown to brown. aD: i d Q~ OQ SAND and GRAVEL, Silty, Wet, Very dense, D: fl Q. Grey. 55 09: ~p Qa bon- . ~Qpā€¢O. ' dD: GJP .ago a$~o 60- 8109.4 60.0 SHALE, Weathered to non weathered, Dry to moist, Hard to very hard, Dark grey to black. - 65 8104.4 65.0 - - Boring Terminated 70- 75-- 80- JOB NO. 03-015 (TH-37 - PAGE 2 of 2) FIG. A-14 LOG OF TEST BORING TH-38 PROJECT: LOCATION: DRILLER: _ DRILLING METHOD DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 See MaM~_ DATE: _ May 19, 2003 _ Spectrum ELEVATION: _ 8172.41 Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: SBM 10.0 feet during drilling_ See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J U Z LOSSES AND LEVELS, CASING CEMENTING DEPTH _j 0 N 0 _j 3Z 0 U Q Q Q Q Q Q Q _ - w = d o CLASSIFICATION AND , , CAVING, AND OTHER (feet) ^ z w a mO = p = o t; w tt~ o cc PHYSICAL CONDITION DRILLING CONDITIONS y. w ¢ U) a 0 W (n J o PVC piezometer 0 8172.4 0.0 ASPHALT installed to a 8172.1 0.3 FILL, Sand and Gravel, Slightly moist, Dense, depth of 65.0 feet. 7 Brown. 8169.4 3.0 SAND, Silty, Scattered gravel, Moist, Loose . to medium dense, Red-brown. WC=5 -200=8 5 LL=NV PI=NP Water measured at a 8163.9 8.5 SAND and GRAVEL, Silty, Moist, Medium dense, depth of 8 8 feet 27/12 WC=11 8163.6 8.8 s~Uo Red-brawn. . _200=12 on 6/02/03. 10 8162.4 10.o_ O Water encountered - . . op- . during drilling 00~ at a depth of 10.0 feet on 5/19/03. ~fl - WC=6 aO c?U 15 200 = 9 . ~O ~ 00ā€¢ 00 p'e'a o.CS: C'~ On 0 OaP' 28/12 WC=12 -200= 13 00..' 20 aO ~o p'o'a 0 WC=10 O 200 = 7 25 - p da ate:.' CS pp OP . map. off. . 0 WC=10 a° 200 = 6 oU 30 p p'a 8141.4 31.0 SAND, Some gravel, Silty, Moist to wet, Medium dense, Red-brown. Water encountered 8138.4 34.0 - during drilling 35 at a depth of 34.0 feet on 5/19/03. JOB NO. 03-015 (TH-38 - PAGE 1 of 2) FIG. A-15 LOG OF TEST BORING TH-38 PROJECT: LOCATION: DRILLER: DRILLING METHOD DEPTH TO WATER: _ _Vail's Front Door JOB NO.: _ 03-015 See Map DATE: _ May 19, 2003 Spectrum _ ELEVATION: _ 8172.41 _ Tubex in overburden soils and downhole hammer_ in bedrock _ LOGGED BY: SBM_ 10.0 feet during drilling See Appendix C for additional around water information CORE NOTES ON WATER DATA ¢ z v LOSSES AND LEVELS, CASING, CEMENTING, DEPTH f m O J a ~ z O :D Q U m in Q Q _v Q m 2<< L - - Q _ t ¢ F t~ p CLASSIFICATION AND CAVING, AND OTHER ( eet) O Z L' O m 0 = J o = O a w PHYSICAL CONDITION DRILLING CONDITIONS } w ui U w O (n o 40 8130.4 42.0 ~azYO SAND and GRAVEL, Silty, Moist to wet, Dense, oD: Red-brown. ā€¢ onā€¢ 45- . c'QnO. on: ry rJD s d~(Q 0 Qo0 pp.. l 50- ad° pow. , Lip:. l O On ~fl ~b d ā€¢ oCSā€¢ 00: 55 - 00d on: ~ c~v 0 .400ā€¢ 00ā€¢ p G>o dQ~d 60 O on 1~. 8111.4 61.0 SHALE, Dry, Hard to very hard, Dark grey to black. 65- 8107.4 65.0 - Boring Terminated 70 75 JOB NO. 03-015 (TH-38 - PAGE 2 of 2) FIG. A-15 LOG OF TEST BORING TH-39 PROJECT: LOCATION: DRILLER: DRILLING METHOD DEPTH TO WATER: _ Vail's Front Door JOB NO.: 03-015 See Ma DATE: _ May 20, 2003 _ Spectrum _ ELEVATION: 8185.21 Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: SBM _ 26.0 feet during drilling - See Appendix C for additional ground water information CORE NOTES ON WATER DATA z LOSSES AND LEVELS, DEPTH Z v m Q 2 m Q _ w = CASING, CEMENTING, (feet) m - O o :E = N Q Q :E ¢ ¢ G a a° ~ Q o Q CLASSIFICATION AND CAVING, AND OTHER C7 U 0 ~ Q O U > ~ w 0 > w o ~ ~ m PHYSICAL CONDITION DRILLING CONDITIONS it ~ w d M J W c 7 U) J 0 PVC piezometer 0 8185.2 0.0 FILL, Sand and Gravel, Slightly moist, Dense, installed to a Brown. depth of 50.0 feet. -200 = 1 6 pH=8.3 5 RES = SS 189 8180.2 5.0 _ COBBLES and BOULDERS, Sandy, Some gravel, SID 0.02 00 Dry, Dense, Light brown to brown. a 50/8 WC=4 10 -200=11 ® ā€¢ s ā€¢ aā€¢ eā€¢ %e 15 e ` 8169.2 16.0 GRAVEL, Sandy, Scattered cobbles and Cb CJ boulders, Dry, Dense, Red-brown. (JP 8166.2 19.0 COBBLES and BOULDERS, Gravelly, Sandy, 20 P Silty, Dense, Brown. . 8162.2 23.0 SAND and GRAVEL, Moist to very moist, Dense ?9 to very dense, Red-brown. pH 7.4 = flo RES = d 25 56.3 SS = 1 O ocf Water encountered SD=0.02 8159.2 26.0 - during drilling Lyp at a depth of 26.0 xQ feet on 5/20/03. D: I WC=5 30 -200 8 , 8155.2 30.0 - COBBLES and Boulders, Gravelly, Sandy, Dry, Water measured at a 8154.1 31 .1 Dense, Brown. depth of 31 .1 feet on 6/18/03. ~ 5 feet of Upper 8151.2 34.0 SHALE, Dry, Hard to very hard, Black. Shale is weathered 35 - Heavy flow of water 8148.2 37.0 - during drilling at 37.0 feet on JOB NO. 03-015 (TH-39 - PAGE 1 of 2) FIG. A-16 LOG OF TEST BORING TH-39 CORE NOTES ON WATER _ DATA - J J z - uj o w LOSSES AND LEVELS, CASING, CEMENTING, DEPTH J = > O i z 0 U v m Q U) Q ? m Q g Q ~ f Q w ° F- = C7 a O CLASSIFICATION AND CAVING, AND OTHER (feet) m - z w p O N m O Q = J p ¢ = J p w ) v Q J PHYSICAL CONDITION DRILLING CONDITIONS } w- m a U w U N J o 5/20/03. 40 45 50 8135.2 50.0 - - Boring Terminated 55 60 65 70 75 80 JOB NO. 03-015 (TH-39 - PAGE 2 of 2) FIG. A-16 LOG OF TEST BORING TH -40 PROJECT: Vail's Front Door JOB NO.: 03-015_ LOCATION: See Map DATE: May 20, 2003 DRILLER: Spectrum ELEVATION: 8199.27 DRILLING METHOD : Tubex in overburden soils-, coring and downhole hammer in bedrock LOGGED BY: SBM DEPTH TO WATER: 29.0 feet during_drilling See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J z = w LOSSES AND LEVELS, CASING CEMENTING DEPTH _ >0 a- O~ m Q 4 Q m Q ~ Q a 'Z Q I p CLASSIFICATION AND , , CAVING, AND OTHER (feet) 2 Z T d m0 = w J w < < PHYSICAL. CONDITION DRILLING CONDITIONS d O w c7 Inclinometer 0 8199.3 0.0 FILL, Sand, Gravelly, Silty, Dry, Loose to installed to a medium dense Dark brown to brown depth of 70.5 feet. 8198.3 1.0 ORS' , . SAND, Gravelly, Silty, Moist, Medium dense, opā€¢ .I O Op grown. bO. 8196.3 3.0 SAND, Silty, Some gravel, Moist Medium - dense, Brown. WC=14 -200 = 36 5 Lt.= 23 PI=5 8194.3 5.0 :O Yom' moo: SAND, Gravelly, Silty, Moist, Medium dense ~o O o' to dense, Brown. a O b" a~oo. ol>: O On 21/12 -200 = 14 pH=7.5 nC1°O. 10 R E S = OA 70.8 . SS=6 ofl SD =0.01 Oo a Op.. 8186.3 13.0 SAND, Silty, Little gravel, Moist, Medium dense, Red-brown. 200=10 pH=7.6 RES= 15- 84.7 8184.3 15.0 Pp SAND and GRAVEL, Silty, Moist, Medium dense, SS=4 SD=0 01 p'Oā€¢ Red-brown. . d oa: n Qn. . nQ: 0 31/12 WC=7 7 C= 8180.3 19.0 ā€¢ - COBBLES and BOULDERS, Sandy, Gravelly, 20 2 Moist, Very dense, Brown. 8176.3 23.0 SAND and GRAVEL, Silty, Moist to wet, Dense aa" C7 Or to very dense, Red-brown. WC=7 200 = 19 . b°b 25 tta: ' ' !?P gyp.. t7~ ~oCSā€¢ p'e'rt oa: Water encountered - 8170.3 29.0 G R during drilling at a depth of 29.0 30-- feet on 5/20/03. p op.. ap ba Oonā€¢ p Op 35 x 8164.3 35.0 SHALE, Weathered to non-weathered, Moderately fractured, dry to moist, Dark grey to black. JOB NO. 03-015 (TH-4-0 - PAGE 1 of 2) FIG. A-17 LOG OF TEST BORING TH -40 CORE NOTES ON WATER DATA J J Z ' H Q U O _ w LOSSES AND LEVELS, CASING CEMENTING DEPTH 2 ~ > O a z O Q U m t m¢ Q m g Q - f- a Q - - iu IL I-- = n. c7 O CLASSIFICATION AND , , CAVING, AND OTHER (feet) 0 z w o a < m 0 Q = J o ¢ J o w - 0 wQ ~ 3 - PHYSICAL CONDITION DRILLING CONDITIONS w ¢ m a = U w C7 N J o Heavily fractured 30.0 84 33 rock. 40 Erratic drilling, 60 100 42 heavily fractured at 45.5 feet. 45 14 UNC = Thin (0.5 inch) 60 100 70 14,180 clay seam encountered at 48.5 feet. 50 Water encountered 60 100 75 in core run, approximately 55.0 feet. 55 60 100 60 60 Water encountered - 60 90 30 in core run. 65 Water encountered - 48 97 62 in core run. 70 8128.8 70.5 Boring Terminated 75 80 JOB NO. 03-015 (TH-40 - PAGE 2 of 2) FIG. A-17 LOG OF TEST BORING TH-41 PROJECT: _ LOCATION: DRILLER: DRILLING METHOD; DEPTH TO WATER: Vail's Front Door JOB NO.: 03-015 _ See Map DATE: May 21, 2003 Spectrum ELEVATION: _8191.34_ _ Tubex in overburden soils and downhole hammer in bedrock LOGGED BY: SBM 18.0 feet during drilling See Appendix C for additional stround water information CORE NOTES ON WATER DATA z LOSSES AND LEVELS, CASING CEMENTING DEPTH -1 O a- g z a UmF n Q m g¢ Q I= a O CLASSIFICATION AND , , CAVING, AND OTHER (feet) m F c7 E w o O Q m0 Q o Q = 0 W v o v Q O , PHYSICAL CONDITION DRILLING CONDITIONS w_ m ( o_ O w O J o PVC piezometer 0 8191.3 0.0 FILL, Sand and gravel, Silty, Clayey, Loose installed to a to dense, Dark brown to black. depth of 74.0 feet. 5 8183.3 8.0 SAND, Clayey, Little gravel, Dry, Loose, Red- WC=9 : brown. -200 = 17 10 LL= 23 PI=5 8178.3 13,0 c .6'. GRAVEL, Sandy, Silty, Some clay, Dry to moist, Medium dense, Red-brown. WC=7 -200 = 13 chop 1 5 oCS: i d Ott O. a0ā€¢ 09.. E Water encountered 8173.3 18.0 - - 00 during drilling at a depth of 18.0 WC=5 pp" feet on 5/21/03. -200 = 8 va Cobbles and 20 _ ap. boulders encountered at 19.0 feet to 23.0 vD: feet. 8168.3 23.0 SAND, Silty, Some gravel, Moist to wet, Medium dense to dense, Red-brown. WC=8 200 = 30 Water measured at a 25 8166.3 25.0 _ ~'QtxQ SAND, Gravelly, Silty, Very moist to wet, depth of 25.0 feet 8166.3 25.0 0.1?: Dense, Red brown. on 6/12/03. ~o o0ā€¢ 3.0 foot boulder q 9 encountered at 27.0 >050 feet. «l~: D O'o 30 pp po Water encountered 8159.3 32.0 - ofl ā€¢ during drilling at pba a depth of 32.0 ap: feet on 5/21/03, dQp WC=5 ~~n0 200 = 8 aa: 35 ~jfl © o tl l C3 d~ Boulder encountered G G aC>ā€¢ n.- JOB NO. 03-015 (TH-41 - PAGE 1 of 2) FIG. A-18 LOG OF TEST BORING TH-41 CORE NOTES ON WATER DATA J J Z z v _ w LOSSES AND LEVELS, CASING CEMENTING DEPTH J 2 ~ > 0 3 o n M Q w< U Q f g Q - a a m = d U 0 CLASSIFICATION AND , , CAVING, AND OTHER (feet) m - z w 0 0 f m0 < =J0 Q JO w v J PHYSICAL CONDITION DRILLING CONDITIONS w J o n = U w U at 38.0 feet. _ " . n 40 ' O O~ aanb. ~v ~fl ~00ā€¢ 45-- . O OQ oa oC~: D'On. v 00 0 O O a op..l 50 op: nor? ttar~ ~ ā€¢ 8137.3 54.0 S COBBLES and BOULDERS, Sandy, Wet, Dense 55 eā€¢ to very dense, Multi-colored. ā€¢s 1% e 60- 65-- 70- 8121.3 70.0 SHALE, Dry, Hard to very hard, Dark grey to black. 8117.3 74.0 Boring Terminated 75 80 JOB NO. 03-015 (TH-41 - PAGE 2 of 2) FIG. A-18 LOG OF TEST BORING TH-42 PROJECT: Vail's Front Door JOB NO.: 03-015 LOCATION: See Map _ DATE: _ May 22, 2003 DRILLER: Spectrum ELEVATION: 8241.19 DRILLING METHOD: T_ubex in overburden soils; coring and downhole hammer in bedrock LOGGED BY: WHK DEPTH TO WATER: 23.5 feet Burin drilling - _ See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J Z LOSSES AND LEVELS, DEPTH > L ~ 3 z Q Q U Co v Q m O F x cc w v 2 CASING, CEMENTING, (feet) 0 O o OJ Z) 0 Q Q Q¢ ¢ iL a) p CLASSIFICATION AND CAVING, AND OTHER 1 z c w d < m o = o = J o w p 3 PHYSICAL CONDITION DRILLING CONDITIONS w m ¢ (L U (D ,J 0 W Inclinometer 0 8241.2 0.0 TOPSOIL installed to a . depth of 68.0 feet. 8240.2 1.0 . ° SAND, Gravelly, Silty, Scattered cobbles, Moist, Medium dense, Brown. lJ~ zQ 5 b O- PD r sa Qfl 12/12 -200=33 pH=8.1 op .i 10 RES = 54.9 > pp'o mod-' SS=5 otO:ā€¢ So 0.02 DOS X70 - WC=11 QOā€¢ 15 -200 = 34 a 00 oO: ~ Ca On 'G7rYo. 00 8223.2 18.0 SANDSTONE, Heavily weathered, Moist, Soft, 50/3 pH = 7.3 Brown, Grey. 20 RES = 55.9 SS=o SD =0.03 Very soft 6 inch 8217.7 23.5 - - zone. Water encountered during drilling at 25 _ a depth of 23.5 feet on 5/22/03. pH = 7.6 RES = 40.2 SS=28 30 70 18 SD=0.02 8212.2 29.0 SANDSTONE, Moist to wet, Very hard, Grey. 30 60 98 62 35 UNC= 4, 500 Very difficult 38 100 40 coring from 36.5 feet to 48.0 feet. JOB NO. 03-015 (TH-42 - PAGE 1 of 2) FIG. A-19 LOG OF TEST BORING TH-42 CORE NOTES ON WATER DATA J z J U w LOSSES AND LEVELS, CASING, CEMENTING, DEPTH z 0~ M Q Fn C Q U M Q ¢ Q Q 0 F a n_ x 0 CL 0 CLASSIFICATION AND CAVING, AND OTHER (feet) z E F < m0 =JO =-'o w wQ PHYSICAL CONDITION DRILLING CONDITIONS } w w ¢ n U W c7 J 0 40 - 20 85 0 61 98 66- 45 - 20 100 70 Switched to Tubex for remainder of boring. 50 Fractures in rock. Water encountered in boring at a _ depth of 55.0 feet. Fractures in rock. 55 8186.2 55.0- Water encountered during drilling at a depth of 55.0 feet on 5/22/03. Color change to red. 60 65 8173.2 68.0 Roring Terminated 70 75 80 JOB NO. 03-015 (TH-42 - PAGE 2 of 2) FIG. A-19 LOG OF TEST BORING TH-43 PROJECT: _Vail's Front Door _ JOB NO.: 03-015 LOCATION: -See Map _ DATE: May 23, 2003 DRILLER: Spectrum - ELEVATION: 8228.89 DRILLING METHOD: T_ubex_in overburden soils= coring and downhole hammer in bedrock LOGGED BY: WHK DEPTH TO WATER: 31.5 feet during drilling _ See Appendix C for addition algā€¢ound water information CORE NOTES ON WATER DATA J J Z LOSSES AND LEVELS, DEPTH J = > -i CL F 3: Q Q 0 m U Q m ~ _ ~ cc v CASING, CEMENTING, (feet) O m U o Q 0 D 0 < o W o o > a w ° Lu IL ¢ CLASSIFICATION AND CAVING, AND OTHER e m 0 o o < PHYSICAL CONDITION DRILLING CONDITIONS w n CL U J W N J 0 PVC piezometer 0 8228.9 0.0 TOPSOIL installed to a depth of 70.0 feet. 8227.9 1.0 SAND, Silty, Clayey, Very moist, Medium dense, Brown. -200=73 pH=-7.9 RES = 51.5 5 SS=o SD = 0.02 to - pH = 8.2 RES= SS 33.346 8215.9 13.0 a COBBLES and BOULDERS, Dry, Dense, Grey. SD=O 00 15 ā€¢ - 4 ti ā€¢ ā€¢ 20 ā€¢ ā€¢ 8204.9 24.0 ap GRAVEL, Sandy, Silty, Scattered cobbles and 25 bon boulders, Moist, Dense, Brown. Water measured at a 8202.6 26.3 depth of 26.3 feet 200=3 pH = 7.8 on 6/12/03. RES= 63.6 SS=24 8200.9 28.0 SANDSTONE, Moist, Hard to very hard, Brown. 12 92 0 SID =0.01 3 0 36 94 48 8198 9 30 0 LIMESTONE D H d h d B . . , ry, ar to very ar , rown to grey. Water encountered 8197 4 31 5 during drilling at . . a depth of 31.5 feet on 5/23/03 . 60 98 88 Water encountered 35 during drilling at 8193.9 35.0 a depth of 35.0 feet on 5/23/03. 0 97 52 JOB NO. 03-015 (TH-43 - PAGE 1 of 2) FIG. A-20 LOG OF TEST BORING TH-43 NOTES ON WATER CORE DATA J J Z LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) O m (n _ - w e J > 0 p a: a N z O J O m~~ v m ¢ > -j ¢ p CL v m ¢ F w ¢ ¢ U p 0 ¢ > J W _ - F w ° p w F ¢ a ¢ O J U CLASSIFICATION AND PHYSICAL, CONDITION 40 54 78 90 UNC= 6,640 45- - 50 90 82 Downhole h f ammer rom 48.8 to 70.0 feet. 50 Very hard rock creating difficult corin diti g con ons. 55 60 65 70 75 80 8158.9 70.0 - - Boring Terminated JOB NO. 03-015 (TH-43 - PAGE 2 of 2) FIG. A-20 LOG OF TEST BORING TH-44 PROJECT: Vail's Front Door JOB NO.: 03-015 LOCATION: _ See Map _ _ DATE: May 27, 2003 DRILLER: Spectrum_ _ ELEVATION: 8228.66 DRILLING METHOD: Tubex in overburden soils; coring _ _ and downhole hammer in bedrock LOGGED BY: WNH DEPTH TO WATER: 33.0 feet durin _ g drilling See Appendix C for additional ground water information CORE NOTES ON WATER DATA J J z LOSSES AND LEVELS, DEPTH _ > n ~ z C v m¢ Q v m Q O " h x t Z- Uj U c~ CASING, CEMENTING, (feet) O m U Q O 0 y o w Q m w w w' 0 < a- Q O CLASSIFICATION AND CAVING, AND OTHER Ui d ' O o > > o 3 PHYSICAL. CONDITION DRILLING CONDITIONS w m U w J o inclinometer 0 8228.7 0.0 TOPSOIL i nstalled to a depth of 70.5 feet. 8227.7 1.0 SAND and GRAVEL, Sandy, Silty, Clayey, o.C}: Scattered to many cobbles, Some d~fl boulders, Moist, Medium dense, Brown, Grey - pH = 7.3 , a Multi-colored. RES 5 63.3 SS = 11 p SD=0.12 d , CS On. zJP ;QoO . 'p.. . Oo c, - oCSā€¢ op: . 10 C~ O o.CS: b OL2 ~sxQ 200=8 pH 8.2 RES = 61.2 oQ oDā€¢ SS=8 0 200=9 SD=O pH=8.0 15- RES = D'On 74.2 Ono. SS=0 SD = 0.02 po ~~?00 pp.. l}7]O. 20 nG: C~ OD. ~C1rtO 8207.7 21.0 LIMESTONE, Dry to slightly moist, Hard, Grey. 13.2 0 0 25 - - - 60 100 99 30 60 100 99 Water encountered i d d illi 8195.7 33.0 - - ur ng r ng at a depth of 33.0 feet on 5/27/03. 35 61 100 99 UNC= 5,430 JOB NO. 03-015 (TH-44 - PAGE 1 of 2) FIG. A-21 LOG OF TEST BORING TH -44 NOTES ON WATER CORE DATA z LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) w O m ~ = f C7 LU -L w > 0 U ¢ o a 0 a ¢ U) Z O m 0 U U m¢ n¢ Q > p T U m¢ ¢ Q w p T U 0 ¢ > J w - d w o w ¢ = U a p ¢ cc CLASSIFICATION AND PHYSICAL CONDITION 40 61 95 80 45 60 100 98 Water encounte d 50 re during drilling 60 100 98 8178.7 50.0 - - at a depth of 50.0 feet on 5/27/03. I Y Y T T 55 Downhole hammer used from 55 3 to a . depth of 70.5 feet. 60 65 70 75 80 8158.2 70.5 Boring Terminated JOB NO. 03-015 (TH-44 - PAGE 2 of 2) FIG. A-21 LOG OF TEST BORING TH-45 PROJECT: _ Vail's Front Door _ JOB NO.: 03-015 LOCATION: See Map DATE: July 21, 2003 DRILLER: Spectrum ELEVATION: _ 8225.37 DRILLING METHOD: Tubex in overburden soils and bedrock _ LOGGED BY: _ SB M DEPTH TO WATER: 22.5 feet during drilling See Appendix C for additional _ _ ground water information CORE NOTES ON WATER DATA J J Z LOSSES AND LEVELS, DEPTH O = > a I- O Q U M a U m ~ S o w v O CASING, CEMENTING, CAVIN (feet) m p 2i J O < } a Q < Lj Q Q ° m w F ¢ 0 CLASSIFICATION AND G, AND OTHER c z Q m U p w p _ > > w p a J PHYSICAL CONDITION DRILLING CONDITIONS _ Uj to 0- U J W En J o 0 8225.4 0.0 TOPSOIL 8223.4 2.0 SAND, Some gravel, Silty, Cobbles, Boulders , Dry, Medium dense, Dark brown. 5 8217.4 8.0 COBBLES and BOULDERS, Gravel, Sandy, Silty, 0 ā€¢ Dry, Very dense, Multi-colored. 10 ;Vol it 1 #ft f 15 % ā€¢a 20 r Water observed in 8202.9 22.5 - soil cuttings at a ā€¢ depth of 22.5 feet. Very hard drilling 8201.9 23.5 SANDSTONE, Dry, Hard, Red, Light grey. from 25.0 to 30.0 feet. 25- 30- 8195.4 30.0 Boring Terminated 35 JOB NO. 03-015 (TH-45 - PAGE 1 of 1) FIG. A-22 LOG OF TEST BORING TH-46 PROJECT: - Vail's Front Door JOB NO.: 03-015_ LOCATION: _ See Map DATE: _ _ July 21, 2003 DRILLER: Spectrum ELEVATION: 8210.88 DRILLING METHOD: _Tubex in overburden soils and bedrock _ LOGGED BY: SBM DEPTH TO WATER: 29.0 feet during drilling See Appendix C for additional ground water inf_or_mation CORE NOTES ON WATER DATA J z LOSSES AND LEVELS, DEPTH ' x > a z ~ ¢ Um ¢ ¢ Um¢ O = w U S CASING, CEMENTING, AVING (feet) O m H - O o O O U) ¢ ¢ ¢ ¢ ~ - a) w ¢ C7 [L LASSIFICATION AND , AND OTHER jj (7 ,c U U L mU } o w _j = o > - w o 3 ¢ PHYSICAL CONDITION DRILLING CONDITIONS w d U Lu w U) J o 0 8210.9 0.0 TOPSOIL 8208.9 2.0 COBBLES and BOULDERS, Gravelly, Sandy, Dry, Dense to very dense, Red-brown. 5 4P 0 M= ā€¢ 10 M ā€¢ 15 r s~ ā€¢ S il o s were moist at 17.0 feet. No water 8193.9 17.0 t7vo op:. - GRAVEL, Sandy, Scattered Cobbles and was observed in ~~QQpo boulders, Dry, Dense, Red-brown. cuttings. n~ Off" 00: . ni 20 dC~oC>. oD: d l7D. ad ~fl oD r0 ~j'a 8187.4 23.5 LIMESTONE Lenses of SANDSTONE Dr Ver , , y, y hard, Red, Light grey. 25 Water observed in 8181.9 29.0 - soil cuttings at a 30 depth of 29.0 feet. 8180.9 30.0 Boring Terminated 35 JOB NO. 03-015 (TH-46 - PAGE 1 of 1) FIG. A-23 LOG OF TEST BORING TH-47 PROJECT: LOCATION: DRILLER: DRILLING METHOD: DEPTH TO WATER: Vail's Front Door _ JOB NO.: _ 03-015 See Map _ DATE: Jul 22, 2003 -Spectrum ELEVATION: 8214.57 Tubex in overburden soils and bedrock LOGGED BY: _ SBM See Appendix C for additional ground water information CORE NOTES ON WATER DATA z LOSSES AND LEVELS, DEPTH _ > z co Q M Q F W = c~ CASING, CEMENTING, (feet) m ~ - O ° OJ _ (n Q Q Q Q Q CL C ~ a O a CLASSIFICATION AND CAVING, AND OTHER c7 w O Q mo U ° W > V w ° V PHYSICAL CONDITION DRILLING CONDITIONS w o in W 0 N J _R 0 8214.6 0.0 TOPSOIL 8212.6 2.0 c ā€¢ Qom, SAND and GRAVEL, Silty, Cobbles, Boulders, p:. Dry, Medium dense to dense, Red, b Multi-colored. aSS: ~ 5 'dttO O 00 noon-. bon ' acs: 10 Ofl gyp. . ~00ā€¢ 8202.6 12.0 SAND, Some gravel, Silty, Few cobbles and boulders, Dry to moist, Medium dense to dense, Red, Brown. 15 Soils were moist at - 17.0 feet. No water was observed in soil cuttings. 20 8194.6 20.0 COBBLES and BOULDERS, Dry, Hard, White, G rey, 8192.6 22.0 LIMESTONE, Dry, Hard, Grey, Light grey. rlTyl-Lr 25 30 8184.6 30.0 Boring Terminated 35 JOB NO. 03-015 (TH-47 - PAGE 1 of 1) FIG. A-24 LOG OF TEST BORING TH-48 PROJECT: Vail's Front Door _ JOB NO.: 03-015 LOCATION: See Map _ DATE: July 22, 2003 DRILLER: Spectrum _ ELEVATION: 8203.24 DRILLING METHOD: - Tubex in overburden soils and bedrock LOGGED BY: _ SBM DEPTH TO WATER: - 27.5 feet during drilling _ See Appendix -C for additional ground water inforrnntinn NOTES ON WATER CORE DATA J J Z LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) ' m U _ - c7 z w > 0 U w cc o 0 d 2 Q m i-- ~z O D m 0 U Qm UQ U) Q¢ J Q CL Qm UQ g C~ w J 0 U 0 ' H Q m ) w w = a a w p m w - Q v 2 U Q O m C7 LASSIFICATION AND PHYSICAL CONDITION 0 8203.2 0.0 LIMESTONE Dry Hard to very hard Gre , , , y, Light grey. 5 10- 20- Seam i b d k n e roc from 23.5 to 24.5 - feet. 25 Seam in bedrock from 27.5 feet to 8175.7 27.5 28.5 feet. Water encountered in material from bedrock seam at 30 27.5 feet. 35 8167.0 36.2 Boring Terminated JOB NO. 03-015 (TH-48 - PAGE 1 of 1) FIG. A-25 LOG OF TEST BORING TH-49 PROJECT: _ Vail's Front Door JOB NO.: 03-015 LOCATION: _ See Map_! DATE: July 22, 2003 DRILLER: Spectrum ELEVATION: _ 8203.75 DRILLING METHOD: Tubex in overburden soils and bedrock LOGGED BY: _ SBM DEPTH TO WATER: See A endix-C for additional ground water information NOTES ON WATER CORE DATA J J Z LOSSES AND LEVELS, CASING, CEMENTING, CAVING, AND OTHER DRILLING CONDITIONS DEPTH (feet) O m _ r O J w > p W , o m a Q U0 z 0:) m0 v m¢ U) Q F- = 'o O mQ Q Q =Jo O o Q w _ w H wQ w ~ 4 = a 0 J 0 CLASSIFICATION AND PHYSICAL CONDITION 0 8203.8 0.0 TOPSOIL 8201.8 2.0 . op: _ p'p. 'ct "dad C1~4.CS: V SAND and GRAVEL, Silty, Some cobbles and boulders, Dry to slightly moist, Medium dense to dense, Red, Multi-colored. 8197.8 6.0 LIMESTONE, Dry, Hard to very hard, Grey , Light grey. 10 Seam in bedrock from 13.0 feet to 14.0 feet. Soils were moist in 15 cuttings from seam. Seam in bedrock from 16.0 to 17.0 feet. Material in seam consisted primarily of sand. TYTIELI 20 - 25 30 35 8182.9 20.9 Boring Terminated JOB NO. 03-015 (TH-49 - PAGE 1 of 1) FIG. A-26 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers APPENDIX B CROSS-SECTIONS O Ip z p 0 w 0 N T_ (7 W J X U) U) 6) 0 0 m 0 G) n r 0 G) N cn m D 0 cn O ' N 00 O -D i7 O ā€¢o m V m m xx m o U) N N Z 00 .p p rn z cn G) Z Z co 00 z p m o --I --q m 0 ai u i ~ x; m D D W -1 _ 0 S 2 ;jj m r m m Nā€¢ N 00 N o 00 v mz , DD m _ m co p " -1 -1 cu ā€¢ r o -0 OO omo (7) n T z z , S 2 r 7 o Z'n , m n 00 (0 0 o r ° r r 0 (f) - 0 m -I LA.) v O mN m~ o = o m o > U, m ~ O< e Z - m m D v m 0. C o r z _ m z N 0 0 D m~ r0 z r c 0 O o I D O;u ~O~ c»;rs O Cb y Z S C) . o W o _ O o W -1 z A 0 03: m0 A 0' 1 N n.o Co m o~ Z O Z yo . ~ c 0 D C o IT M cZi m Vv n~ m(p x . ~m o~ O= ~C) `m N o X o= p m - W. U) m C17 0 a) v r m " o z r cn o _ 0 D = c O 0) 4 O c Z O Z ? pā–ŗ G7 -r1 w o z W G7 n m sZ CD m Z m mm cn z m N 0 O co z O 0 w 0 c.n i °D wr om ELEVATION IN FEET T_ N 0 O Z D D 2 C w O O co co i ...i O w O O OO W CD -Do 0 v O x D m m cn CO cm Xo mO m A D v v O X mm Lm n< m> DO ;u Z C) O mX ~ I 0T D / V M °o X O 3 r im s *m D / PU D / ~ / m cz m ~ co N N O III / 00 co co N O tD N O O O 1333 NI NOIIVA3-13 OD N N O OO N OD O m r 0~ N = cy) O N OO :p rn D O x m m x z O O c z v cn c X m D 0 m co co N N cn 00 O Co A O m n r 0 0 Z :3 0 W O rt Z 7 ~ ~p C G) (D O Z (D G) ~M ~z 3 a) m Z -m mm U) ~ Z m 0 L- 0 W z O 0 w Co J G1 D C.) I- om ELEVATION IN FEET T W w CD m 0 O Z co co co 00 co co ro K3 O W 01 w N Ul O O O O O O D m -p r ZI N = Ila O co / rn m / cM / n0 / m T / / D v v 0 x _ 00 m `O m I x 0 c z v c n D n U) v m m ° p ~-i 00 2 0 .p. -4 >m C J D ~m x me II r- D N 2~ O 0 W 00 z N A ;u / OD co 000 00 N co O W C" CO N U7 O O O O O O 1333 NI NOIIVA313 co N O O O N O O x 0 m n 2 r 0 0 Z 3 n c 0 Z ~ C G 0 O Z D C) f~ n m s z 3 ~ W Z -m Mm cn x cn 3 " N z N 0 C- O ou z O 0 w 0 U/ "D CA) r om ELEVATION IN FEET co 00 co co 00 00 00 OJ o W N N O O O O O O O T_ W A cn m n i O z n n T C D C z O z X rr R r- > L I m m m 0 n DD G) O mZ co co co co co co co CD Ila 4 O w O to N CT Cl O O O O O O 1333 NI NOIIVA313 m r co = N A N OD (D N C.3 X O m n x r oZ 3 n cO Z 3 U) ~p C G~ (D Z o m O n m 3 Z W Z -m 3m ~ x N ~ Z m n N 0 00 z 0 0 w 0 N cn m n -q O z v v ~U) u D wr om 00 O V O w 0 J O ELEVATION IN FEET co co 00 00 00 s N 0 O N O C 0 O Co O X c z z m r l O O D D O m L 00 w co co co s , s N 0, W a) (D to O O O O O 1333 NI NOUVA3l3 m r- ~ 0* N S W W N O N I co N O O co N Co Co x O m 0 x r 0Z 0 3 0 c O :r z (a c N o z (D G) 0m =r z O dz -m 3m ~n X cn Cz Cl) 0 0 co z 0 0 w 0 N U) m 0 -i O z m m ELEVATION IN FEET co W CD O O 00 fD N O O co N cn O co co 00 00 co co co O s -.t N N V O w am w N u, C21 O O O O O o T 1333 NI NOUVA3713 W 00 O 4 C O O cn D wr om ~ D C v O mD m co m 0 X O 0 A 0 D D o v G) O m X_ D m m x 0 D D O Z T O X A O m 0 x r 0z 0 0 c 0 Z ~p C O (D O Z D C.) frt 0m Z O mz mm 7 ;u 12. w fD z N 0 KOECHLEIN CONS ULTPVG ENGINEERS, INC. Consulting Geotechnical Engineers APPENDIX C GROUND WATER MEASUREMENTS GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8190.54 Observation Hole: TH-24 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 02/27/03 8190.0 31.5 8158.5 -0.5 32.0 06/12/03 12:55 PM 8190.0 26.4 8163.6 -0.5 26.9 06/18/03 8190.0 27.9 8162.1 -0.5 28.4 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8192.25 Observation Hole: TH-25 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 02/26/03 8191.7 40.0 8151.7 -0.6 40.6 02/27/03 8191.7 29.0 8162.7 -0.6 29.6 Loose cover 06/02/03 3:15 PM 8191.7 22.3 8169.3 -0.6 22.9 06/12/03 12:40 PM 8191.7 23.7 8168.0 -0.6 243 06/18/03 8191.7 24.8 8166.9 -0.6 25.4 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8186.20 Observation Hole: TH-26 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 02/27/03 8185.5 68.0 8117.5 -0.7 68.7 06/02/03 3:30 PM 8185.5 22.2 8163.3 -0.7 22.9 06/12/03 12:30 PM 8185.5 25.1 8160.4 -0.7 25.8 06/18/03 8185.5 27.3 8158.2 -0.7 28.0 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS lJob No. 03-015 Project: Vail's Front Door imate Ground Surface Elevation: 8293.25 Observation Hole: TH-27 Water water Depth Depth from Elevation from Top Riser Ground of Top of of Riser Water Height Surface Date Time Riser (feet) Elevation (feet) (feet) Remarks 05/12/03 8292.9 45.0 8247.9 -0.4 45.4 06/02/03 12:45 PM 8292.9 n/a n/a -0.4 n/a 06/12/03 3:25 PM 8292.9 n/a n/a -0.4 n/a KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8260.46 Observation Hole: TH-28 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/13/03 8260.5 n/a 8212.5 n/a 48.0 Inclinometer installed KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS No. 03-015 Project: Vail's Front Door roximate Ground Surface Elevation: 8248.23 Observation Hole: TH-29 water water Depth Depth from Elevation from Top Riser Ground of Top of of Riser Water Height Surface Date Time Riser (feet) Elevation (feet) (feet) Remarks 105/13/031 1 8248.2 n/a 8230.2 n/a 18.0 Inclinometer installed KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS ob No. 03-015 Project: Vail's Front Door proximate Ground Surface Elevation: 8232.21 Date Time 05/13/03 05/14/03 06/02/03 1:30 PM 06/12/03 4:45 PM water Depth Elevation from Top of Top of of Riser Riser (feet) 8231.7 30.5 8231.7 27.5 8231.7 n/a 8231.7 n/a Water Elevation 8201.2 8204.2 n/a n/a Observation Hole: TH-30 Riser Height (feet) -0.5 -0.5 -0.5 Depth from Ground Surface (feet) 31.0 28.0 n/a n/a Remarks KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8222.57 Observation Hole: TH-31 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/13/03 8222.3 27.0 8195.3 -0.3 27.3 06/02/03 1:45 PM 8222.3 17.2 8205.1 -0.3 17.5 06/12/03 4:45 PM 8222.3 20.2 8202.1 -0.3 20.5 06/18/03 8222.3 21.1 8201.2 -0.3 21.4 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8204.11 Observation Hole: TH-32 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/14/03 8203.8 33.2 8170.6 -0.3 33.5 06/02/03 2:40 PM 8203.8 28.5 8175.3 -0.3 28.8 06/12/03 5:05 PM 8203.8 28.7 8175.1 -0.3 29.0 06/18/03 8203.8 28.3 8175.5 -0.3 28.6 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8206.83 Observation Hole: TH-33 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/15/03 8206.2 23.0 8183.2 -0.6 23.6 06/02/03 2:25 PM 8206.2 19.8 8186.4 -0.6 20.4 06112/03 1:30 PM 8206.2 20.7 8185.5 -0.6 21.3 06/18/03 8206.2 22.4 8183.8 -0.6 23.0 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8195.05 Observation Hole: TH-34 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/15/03 8194.4 20.0 8174.4 -0.7 20.7 06/02/03 2:30 PM 8194.4 16.0 8178.4 -0.7 16.7 06/12/03 1:20 PM 8194.4 16.4 8178.0 -0.7 17.1 06/18/03 8194.4 18.0 8176.4 -0.7 18.7 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8186.40 Observation Hole: TH-35 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/15/03 8185.5 12.1 8173.4 -0.9 13.0 06/02/03 2:45 PM 8185.5 18.8 8166.7 -0.9 19.7 06/12/03 1:05 PM 8185.5 n/a n/a -0.9 n/a 06/18/03 8185.5 19.5 8166.0 -0.9 20.4 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8200.37 Observation Hole: TH-36 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/16/03 8199.8 20.4 8179.4 -0.6 21.0 06/02/03 2:20 PM 8199.8 24.6 8175.2 -0.6 25.2 Can hear water cascading in pipe 06/12/03 1:35 PM 8199.8 23.1 8176.7 -0.6 23.7 Can hear water cascading in pipe 06/18/03 8199.8 22.4 8177.4 -0.6 23.0 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8169.38 Observation Hole: TH-37 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/19/03 8168.8 8.4 8160.4 -0.6 9.0 06/02/03 3:05 PM 8168.8 7.8 8161.0 -0.6 8.4 06/12/03 12:15 PM 8168.8 7.7 8161.1 -0.6 8.3 06/18/03 8168.8 8.8 8160.0 -0.6 9.4 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8172.41 Observation Hole: TH-38 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/19/03 8171.9 9.5 8162.4 -0.5 10.0 06/02/03 2:55 PM 8171.9 8.3 8163.6 -0.5 83 06/12/03 12:00 PM 8171.9 8.5 8163.4 -0.5 9.0 06/18/03 8171.9 9.0 8162.9 -0.5 9.5 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8185.21 Observation Hole: TH-39 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/20/03 8184.5 25.3 8159.2 -0.7 26.0 06/02/03 3:10 PM 8184.5 n/a n/a -0.7 n/a 06/12/03 12:15 PM 8184.5 n/a n/a -0.7 n/a 06/18/03 8184.5 30.4 8154.1 -0.7 31.1 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8199.27 Observation Hole: TH-40 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/20/03 8199.3 n/a 8170.3 n/a 29.0 Inclinometer installed KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8191.34 Observation Hole: TH-41 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/21/03 8191.0 17.7 8173.3 -0.3 18.0 06/02/03 3:00 PM 8191.0 25.5 8165.5 -0.3 25.8 Can hear water cascading in pipe 06/12/03 11:45 AM 8191.0 24.7 8166.3 -0.3 25.0 Can hear water cascading in pipe 06/18/03 8191.0 25.0 8166.0 -0.3 25.3 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8241.19 Observation Hole: TH-42 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/22/03 8241.2 n/a 8217.7 n/a 23.5 Inclinometer installed KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8228.89 Observation Hole: TH-43 ate ime Elevation of Top of Riser Water Depth from Top of Riser (feet) ater Elevation Riser Height (feet) Water Depth from Ground Surface (feet) emarks 05/23/03 8228.6 31.2 8197.4 -0.3 31.5 06/02/03 1:20 PM 8228.6 26.2 8202.4 -0.3 26.5 06/12/03 3:40 PM 8228.6 26.0 8202.6 -0.3 26.3 06/18/03 8228.6 26.4 8202.2 -0.3 26.7 Measured with electric water gauge KOECHLEIN CONSULTING ENGINEERS, INC. GROUND WATER MEASUREMENTS Job No. 03-015 Project: Vail's Front Door Approximate Ground Surface Elevation: 8228.66 Observation Hole: TH-44 Depth Depth from Elevation from Top Riser Ground of Top of of Riser Water Height Surface Date Time Riser (feet) Elevation (feet) (feet) Remarks 05/27/03 1 1 8228.7 n/a 8195.7 n/a 33.0 Inclinometer installed KOECHLEIN CONSULTING ENGINEERS, INC. KOECHLELY CONSULTING ENGINEERS, INC. Consulting Geotechnica! Engineers APPENDIX D PUMP TEST DATA PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-24 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 52 0.00 31.4926 0 6.33 TH-24 55 0.05 31.4914 0.0144 6.34 TH-24 0 0.13 31.4914 0.0144 6.34 TH-24 5 0.22 31.4926 0 6.33 TH-24 10 0.30 31.4914 0.0144 6.33 TH-24 15 0.38 31.0416 5.412 6.33 TH-24 20 0.47 30.7302 9.1488 6.33 TH-24 25 0.55 30.5776 10.98 6.33 TH-24 30 0.63 30.495 11.9712 6.33 TH-24 35 0.72 30.4174 12.9024 6.33 TH-24 39 0.78 30.3912 13.2168 6.33 TH-24 45 0.88 302961 14.358 6.32 TH-24 50 0.97 30.2372 15.0648 6.32 TH-24 55 1.05 30.165 15.9312 6.31 TH-24 0 1.13 30.0823 16.9236 6.3 TH-24 5 1.22 30.0159 17.7204 6.29 TH-24 10 1.30 29.9231 18.834 6.28 TH-24 15 1.38 29.8198 20.0736 6.27 TH-24 20 1.47 29.6982 21.5328 6.25 TH-24 25 1.55 29.5965 22.7532 6.24 TH-24 30 1.63 29.4859 24.0804 6.23 TH-24 35 1.72 29.3956 25.164 6.22 TH-24 40 1.80 29.2957 26.3628 6.21 TH-24 45 1.88 29.2043 27.4596 6.2 TH-24 59 2.12 28.9702 30.2688 6.16 TH-24 1 2.15 28.9689 30.2844 6.18 TH-24 5 2.22 28.9298 30.7536 6.16 TH-24 10 2.30 28.8741 31.422 6.15 TH-24 15 2.38 28.8261 31.998 6.14 TH-24 20 2.47 28.7792 32.5608 6.13 TH-24 25 2.55 28.7286 33.168 6.13 TH-24 30 2.63 28.6982 33.5328 6.12 TH-24 35 2.72 28.6554 34.0464 6.11 TH-24 40 2.80 28.6238 34.4256 6.1 TH-24 45 2.88 28.582 34.9272 6.1 TH-24 50 2.97 28.5364 35.4744 6.09 TH-24 55 3.05 28.4933 35.9916 6.08 TH-24 0 3.13 28.4578 36.4176 6.08 TH-24 5 3.22 28.428 36.7752 6.07 Page 1 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 10 3.30 28.3931 37.194 6.07 TH-24 22 3.50 28.27 38.6712 6.05 TH-24 24 3.53 28.2574 38.8224 6.06 TH-24 30 3.63 28.2037 39.4668 6.04 TH-24 35 3.72 28.1618 39.9696 6.04 TH-24 40 3.80 28.1212 40.4568 6.04 TH-24 45 3.88 28.0844 40.8984 6.03 TH-24 50 3.97 28.0412 41.4168 6.03 TH-24 55 4.05 28.0094 41.7984 6.02 TH-24 0 4.13 27.9764 42.1944 6.02 TH-24 5 4.22 27.9459 42.5604 6.02 TH-24 10 4.30 27.9077 43.0188 6.02 TH-24 15 4.38 27.8632 43.5528 6.02 TH-24 20 4.47 27.8365 43.8732 6.01 TH-24 25 4.55 27.8148 44.1336 6.01 TH-24 30 4.63 27.7947 44.3748 6.01 TH-24 1 5.15 27.6332 46.3128 5.99 TH-24 2 5.17 27.6293 46.3596 6.01 TH-24 5 5.22 27.6204 46.4664 6 TH-24 10 5.30 27.5886 46.848 6 TH-24 15 5.38 27.558 47.2152 6 TH-24 20 5.47 27.5269 47.5884 6 TH-24 25 5.55 27.5052 47.8488 5.99 TH-24 30 5.63 27.4764 48.1944 5.99 TH-24 35 5.72 27.442 48.6072 5.99 TH-24 40 5.80 27.4301 48.75 5.99 TH-24 45 5.88 27.3855 49.2852 5.99 TH-24 50 5.97 27.3651 49.53 5.99 TH-24 55 6.05 27.3294 49.9584 5.99 TH-24 0 6.13 27.3167 50.1108 5.99 TH-24 5 6.22 27.2848 50.4936 5.99 TH-24 10 6.30 27.2606 50.784 5.99 TH-24 23 6.52 27.2058 51.4416 5.98 TH-24 25 6.55 27.2095 51.3972 6 TH-24 30 6.63 27.1917 51.6108 5.99 TH-24 35 6.72 27.1636 51.948 5.99 TH-24 40 6.80 27.138 52.2552 5.99 TH-24 45 6.88 27.1151 52.53 5.99 TH-24 50 6.97 27.0959 52.7604 5.98 TH-24 55 7.05 27.087 52.8672 5.98 TH-24 0 7.13 27.0692 53.0808 5.98 TH-24 5 7.22 27.0514 53.2944 5.98 TH-24 10 7.30 27.045 53.3712 5.98 TH-24 15 7.38 27.0131 53.754 5.98 TH-24 20 7.47 26.9952 53.9688 5.98 Page 2 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 25 7.55 26.985 54.0912 5.98 TH-24 30 7.63 26.9671 54.306 5.98 TH-24 40 7.80 26.9365 54.6732 5.98 TH-24 41 7.82 26.9275 54.7812 5.99 TH-24 45 7.88 26.902 55.0872 5.98 TH-24 50 7.97 26.8968 55.1496 5.98 TH-24 55 8.05 26.8866 55.272 5.98 TH-24 0 8.13 26.8662 55.5168 5,98 TH-24 5 8.22 26.8564 55.6344 5.98 TH-24 10 8.30 26.8291 55.962 5.98 TH-24 15 8.38 26.8048 56.2536 5.98 TH-24 20 8.47 26.7997 56.3148 5.98 TH-24 25 8.55 26.7792 56.5608 5.98 TH-24 30 8.63 26.7549 56.8524 5.98 TH-24 35 8.72 26.7485 56.9292 5.98 TH-24 40 8.80 26.7306 57.144 5.98 TH-24 45 8.88 26.7178 57.2976 5.98 TH-24 50 8.97 26.7114 57.3744 5.98 TH-24 59 9.12 26.6704 57.8664 5.98 TH-24 1 9.15 26.6717 57.8508 5.99 TH-24 5 9.22 26.6571 58.026 5.98 TH-24 10 9.30 26.6456 58.164 5.98 TH-24 15 9.38 26.6354 58.2864 5.98 TH-24 20 9.47 26.6251 58.41 5.98 TH-24 25 9.55 26.6047 58.6548 5.98 TH-24 30 9.63 26.5894 58.8384 5.98 TH-24 35 9.72 26.5727 59.0388 5.98 TH-24 40 9.80 26.5688 59.0856 5.98 TH-24 45 9.88 26.5369 59.4684 5.98 TH-24 50 9.97 26.5292 59.5608 5.98 TH-24 55 10.05 26.5215 59.6532 5.98 TH-24 0 10.13 26.4972 59.9448 5.98 TH-24 5 10.22 26.4985 59.9292 5.98 TH-24 10 10.30 26.4792 60.1608 5.98 TH-24 19 10.45 26.4588 60.4056 5.97 TH-24 20 10.47 26.4601 60.39 5.99 TH-24 25 10.55 26.4459 60.5604 5.98 TH-24 30 10.63 26.4268 60.7896 5.98 TH-24 35 10.72 26.4165 60.9132 5.98 TH-24 40 10.80 26.4024 61.0824 5.98 TH-24 45 10.88 26.3947 61.1748 5.98 TH-24 50 10.97 26.3896 61.236 5.98 TH-24 55 11.05 26.3806 61.344 5.98 TH-24 0 11.13 26.3665 61.5132 5.98 TH-24 5 11.22 26.355 61.6512 5.98 Page 3 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 10 11.30 26.3563 61.6356 5.98 TH-24 15 11.38 26.346 61.7592 5.98 TH-24 20 11.47 26.3268 61.9896 5.98 TH-24 25 11.55 26.3101 62.19 5.98 TH-24 44 11.87 26.2857 62.4828 5.97 TH-24 45 11.88 26.2729 62.6364 5.99 TH-24 50 11.97 26.2652 62.7288 5.97 TH-24 55 12.05 26.2601 62.79 5.97 TH-24 0 12.13 26.2382 63.0528 5.98 TH-24 5 12.22 26.2421 63.006 5.97 TH-24 10 12.30 26.2318 63.1296 5.98 TH-24 15 12.38 26.2204 63.2664 5.98 TH-24 20 12.47 26.2089 63.4044 5.98 TH-24 25 12.55 26.2076 63.42 5.97 TH-24 30 12.63 26.1922 63.6048 5.98 TH-24 35 12.72 26.1845 63.6972 5.98 TH-24 40 12.80 26.1691 63.882 5.98 TH-24 45 12.88 26.1563 64.0356 5.97 TH-24 50 12.97 26.1435 64.1892 5.98 TH-24 55 13.05 26.1358 64.2816 5.98 TH-24 0 13.13 26.1281 64.374 5.97 TH-24 5 13.22 26.1204 64.4664 5.98 TH-24 10 13.30 26.1088 64.6056 5.98 TH-24 15 13.38 26.0925 64.8012 5.98 TH-24 20 13.47 26.0883 64.8516 5.97 TH-24 25 13.55 26.0707 65.0628 5.97 TH-24 30 13.63 26.0704 65.0664 5.98 TH-24 35 13.72 26.0579 65.2164 5.97 TH-24 40 13.80 26.0464 65.3544 5.97 TH-24 45 13.88 26.0447 65.3748 5.97 TH-24 50 13.97 26.031 65.5392 5.98 TH-24 55 14.05 26.028 65.5752 5.98 TH-24 0 14.13 26.0228 65.6376 5.97 TH-24 5 14.22 26.0028 65.8776 5.98 TH-24 10 14.30 26.0074 65.8224 5.97 TH-24 37 14.75 25.9664 66.3144 5.97 TH-24 42 14.83 25.9438 66.5856 5.97 TH-24 47 14.92 25.9489 66.5244 5.97 TH-24 52 15.00 25.9458 66.5616 5.97 TH-24 57 15.08 25.9284 66.7704 5.97 TH-24 2 15.17 25.9214 66.8544 5.97 TH-24 7 15.25 25.9169 66.9084 5.97 TH-24 12 15.33 25.895 67.1712 5.97 TH-24 17 15.42 25.8957 67.1628 5.97 TH-24 22 15.50 25.8879 67.2564 5.98 Page 4 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 27 15.58 25.868 67.4952 5.97 TH-24 32 15.67 25.8668 67.5096 5.97 TH-24 37 15.75 25.8565 67.6332 5.97 TH-24 42 15.83 25.8591 67.602 5.97 TH-24 47 15.92 25.8449 67.7724 5.97 TH-24 14 16.37 25.8211 68.058 5.97 TH-24 19 16.45 25.7859 68.4804 5.97 TH-24 24 16.53 25.7859 68.4804 5.97 TH-24 29 16.62 25.7833 68.5116 5.97 TH-24 34 16.70 25.7807 68.5428 5.97 TH-24 39 16.78 25.7717 68.6508 5.97 TH-24 44 16.87 25.7602 68.7888 5.97 TH-24 49 16.95 25.7589 68.8044 5.97 TH-24 54 17.03 25.7512 68.8968 5.97 TH-24 59 17.12 25.7448 68.9736 5.97 TH-24 4 17.20 25.7358 69.0816 5.97 TH-24 9 17.28 25.7255 69.2052 5.97 TH-24 14 17.37 25.7165 69.3132 5.97 TH-24 19 17.45 25.7062 69.4368 5.97 TH-24 24 17.53 25.7075 69.4212 5.98 TH-24 42 17.83 25.7014 69.4944 5.97 TH-24 47 17.92 25.6856 69.684 5.97 TH-24 52 18.00 25.6741 69.822 5.97 TH-24 57 18.08 25.6689 69.8844 5.97 TH-24 2 18.17 25.6599 69.9924 5.97 TH-24 7 18.25 25.6522 70.0848 5.97 TH-24 12 18.33 25.6406 70.224 5.97 TH-24 17 18.42 25.6483 70.1316 5.97 TH-24 22 18.50 25.638 70.2552 5.98 TH-24 27 18.58 25.6303 70.3476 5.97 TH-24 32 18.67 25.6303 70.3476 5.97 TH-24 37 18.75 25.6226 70.44 5.97 TH-24 42 18.83 25.6252 70.4088 5.97 TH-24 47 18.92 25.6174 70.5024 5.97 TH-24 52 19.00 25.6097 70.5948 5.97 TH-24 8 19.27 25.584 70.9032 5.97 TH-24 13 19.35 25.5827 70.9188 5.97 TH-24 18 19.43 25.5737 71.0268 5.97 TH-24 23 19.52 25.5621 71.166 5.97 TH-24 28 19.60 25.5621 71.166 5.97 TH-24 33 19.68 25.5492 71.3208 5.97 TH-24 38 19.77 25.5441 71.382 5.97 TH-24 43 19.85 25.5415 71.4132 5.97 TH-24 48 19.93 25.5286 71.568 5.97 TH-24 53 20.02 25.5444 71.3784 5.97 Page 5 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 58 20.10 25.5495 71.3172 5.97 TH-24 3 20.18 25.5431 71.394 5.97 TH-24 8 20.27 25.5314 71.5344 5.97 TH-24 13 20.35 25.5211 71.658 5.97 TH-24 18 20.43 25.5159 71.7204 5.97 TH-24 39 20.78 27.3932 49.1928 5.97 TH-24 41 20.82 27.4276 48.78 5.98 TH-24 45 20.88 27.5414 47.4144 5.98 TH-24 50 20.97 27.6968 45.5496 5.98 TH-24 55 21.05 27.8657 43.5228 5.98 TH-24 0 21.13 28.059 41.2032 5.98 TH-24 5 2122 28.2113 39.3756 5.98 TH-24 10 21.30 28.3031 38.274 5.99 TH-24 15 21.38 28.3855 37.2852 5.99 TH-24 20 21.47 28.4621 36.366 5.99 TH-24 25 21.55 28.5427 35.3988 6 TH-24 30 21.63 28.6301 3435 6 TH-24 35 21.72 28.7096 33.396 6.01 TH-24 40 21.80 28.797 32.3472 6.01 TH-24 45 21.88 28.9146 30.936 6.01 TH-24 50 21.97 29.0363 29.4756 6.02 TH-24 59 22.12 29.2763 26.5956 6.03 TH-24 0 22.13 29.2952 26.3688 6.04 TH-24 5 22.22 29.4032 25.0728 6.04 TH-24 10 22.30 29.4808 24.1416 6.04 TH-24 15 22.38 29.5676 23.1 6.04 TH-24 20 22.47 29.6454 22.1664 6.05 TH-24 25 22.55 29.7045 21.4572 6.05 TH-24 30 22.63 29.7672 20.7048 6.05 TH-24 35 22.72 29.8311 19.938 6.06 TH-24 40 22.80 29.8767 19.3908 6.06 TH-24 45 22.88 29.9281 18.774 6.07 TH-24 50 22.97 29.9733 18.2316 6.07 TH-24 55 23.05 30.0108 17.7816 6.08 TH-24 0 23.13 30.0459 17.3604 6.08 TH-24 5 23.22 30.0773 16.9836 6.09 TH-24 10 23.30 30.1136 16.548 6.09 TH-24 15 23.38 30.1462 16.1568 6.09 TH-24 31 23.65 30.2347 15.0948 6.1 TH-24 33 23.68 30.241 15.0192 6.12 TH-24 35 23.72 30.2485 14.9292 6.12 TH-24 40 23.80 30.2735 14.6292 6.11 TH-24 45 23.88 30.2998 14.3136 6.12 TH-24 50 23.97 30.3236 14.028 6.12 TH-24 55 24.05 30.3512 13.6968 6.12 Page 6 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 0 24.13 30.3712 13.4568 6.12 TH-24 5 24.22 30.3925 13.2012 6.13 TH-24 10 24.30 30.4137 12.9468 6.13 TH-24 15 24.38 30.4362 12.6768 6.13 TH-24 20 24.47 30.46 12.3912 6.14 TH-24 25 24.55 30.4825 12.1212 6.14 TH-24 30 24.63 30.505 11.8512 6.14 TH-24 35 24.72 30.5262 11.5968 6.14 TH-24 40 24.80 30.5539 11.2644 6.15 TH-24 41 24.82 30.545 11.3712 6.16 TH-24 45 24.88 30.5612 11.1768 6.16 TH-24 50 24.97 30.5752 11.0088 6.16 TH-24 55 25.05 30.5902 10.8288 6.16 TH-24 0 25.13 30.6077 10.6188 6.16 TH-24 5 25.22 30.6226 10.44 6.17 TH-24 10 25.30 30.6402 10.2288 6.18 TH-24 15 25.38 30.6577 10.0188 6.18 TH-24 20 25.47 30.6739 9.8244 6.19 TH-24 25 25.55 30.6902 9.6288 6.2 TH-24 30 25.63 30.7052 9.4488 6.2 TH-24 35 25.72 30.7201 9.27 6.21 TH-24 40 25.80 30.7302 9.1488 6.22 TH-24 45 25.88 30.7402 9.0288 6.23 TH-24 50 25.97 30.7514 8.8944 6.24 TH-24 4 26.20 30.7776 8.58 6.26 TH-24 6 26.23 30.7789 8.5644 6.27 TH-24 10 26.30 30.7851 8.49 627 TH-24 15 26.38 30.7926 8.4 6.28 TH-24 20 26.47 30.8001 8.31 6.29 TH-24 25 26.55 30.8113 8.1756 6.3 TH-24 30 26.63 30.8201 8.07 6.31 TH-24 35 26.72 30.8313 7.9356 6.32 TH-24 40 26.80 30.8413 7.8156 6.33 TH-24 45 26.88 30.8488 7.7256 6.34 TH-24 50 26.97 30.8575 7.6212 6.35 TH-24 55 27.05 30.8662 7.6168 6.36 TH-24 0 27.13 30.8762 7.3968 6.37 TH-24 5 27.22 30.8849 7.2924 6.38 TH-24 10 27.30 30.8924 7.2024 6.39 TH-24 15 27.38 30.9012 7.0968 6.4 TH-24 36 27.73 30.9261 6.798 6.43 TH-24 38 27.77 30.9273 6.7836 6.44 TH-24 40 27.80 30.9311 6.738 6.45 TH-24 45 27.88 30.9386 6.648 6.45 TH-24 50 27.97 30.9473 6.5436 6.45 Page 7 of 38 D-1 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-24 55 28.05 30.9548 6.4536 6.46 TH-24 0 28.13 30.9623 6.3636 6.47 TH-24 5 28.22 30.9722 6.2448 6.48 TH-24 10 28.30 30.981 6.1392 6.49 TH-24 15 28.38 30.988 6.0552 6.5 TH-24 20 28.47 30.9967 5.9508 6.51 TH-24 25 28.55 31.0017 5.8908 6.51 TH-24 30 28.63 31.0067 5.8308 6.53 TH-24 35 28.72 31.0142 5.7408 6.53 TH-24 40 28.80 31.0204 5.6664 6.54 TH-24 45 28.88 31.0242 5.6208 6.55 TH-24 0 29.13 31.0404 5.4264 6.57 TH-24 1 29.15 31.0416 5.412 6.58 TH-24 5 29.22 31.0466 5.352 6.58 TH-24 10 29.30 31.0491 5.322 6.59 TH-24 15 29.38 31.0541 5.262 6.6 TH-24 20 29.47 31.0591 5.202 6.6 TH-24 25 29.55 31.0654 5.1264 6.61 TH-24 30 29.63 31.0691 5.082 6.61 TH-24 35 29.72 31.0741 5.022 6.62 TH-24 40 29.80 31.0778 4.9776 6.63 TH-24 45 29.88 31.0841 4.902 6.64 TH-24 50 29.97 31.0865 4.8732 6.64 TH-24 55 30.05 31.089 4.8432 6.65 TH-24 0 30.13 31.0902 4.8288 6.65 TH-24 5 30.22 31.0928 4.7976 6.66 TH-24 10 30.30 31.0953 4.7676 6.67 TH-24 41 30.82 31.1214 4.4544 6.69 Page 8 of 38 D-1 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-26 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-26 56 0.00 36.7208 0 7.3 TH-26 0 0.07 36.722 -0.0144 7.29 TH-26 10 0.23 36.7281 -0.0876 7.22 TH-26 20 0.40 36.7317 -0.1308 7.15 TH-26 30 0.57 36.7353 -0.174 7.1 TH-26 40 0.73 35.3207 16.8012 7.05 TH-26 50 0.90 33.4301 39.4884 6.99 TH-26 0 1.07 31.8616 583104 6.94 TH-26 48 4.87 1.6618 420.708 6.25 TH-26 49 4.88 1.5595 421.9356 6.26 TH-26 0 5.07 0.9472 429.2832 6.24 TH-26 10 5.23 0.2405 437.7636 6.23 TH-26 30 5.57 0.2612 437.5152 6.24 TH-26 40 5.73 0.2716 437.3904 6.23 TH-26 50 5.90 0.2834 437.2488 622 TH-26 9 6.22 1.1126 427.2984 6.22 TH-26 11 6.25 1.1348 427.032 6.23 TH-26 20 6.40 1.3399 424.5708 6.24 TH-26 30 6.57 1.569 421.8216 6.28 TH-26 40 6.73 1.7762 419.3352 6.32 TH-26 50 6.90 1.9736 416.9664 6.36 TH-26 0 7.07 2.1427 414.9372 6.4 TH-26 10 7.23 2.3189 412.8228 6.43 TH-26 24 7.47 2.5233 410.37 6.47 TH-26 25 7.48 2.5395 410.1756 6.49 TH-26 30 7.57 2.6084 409.3488 6.5 TH-26 40 7.73 2.7192 408.0192 6.52 TH-26 50 7.90 2.857 406.3656 6.54 TH-26 0 8.07 2.9669 405.0468 6.56 TH-26 10 8.23 3.0708 403.8 6.58 TH-26 13 8.28 3.0971 403.4844 6.59 TH-26 20 8.40 3.1789 402.5028 6.6 TH-26 30 8.57 3.2737 401.3652 6.61 TH-26 40 8.73 3.3803 400.086 6.62 TH-26 50 8.90 3.4735 398.9676 6.63 TH-26 0 9.07 3.5483 398.07 6.64 TH-26 10 9.23 3.6365 397.0116 6.65 TH-26 30 9.57 3.8153 394.866 6.65 TH-26 31 9.58 3.8221 394.7844 6.67 Page 9 of 38 D-2 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-26 40 9.73 3.886 394.0176 6.66 TH-26 50 9.90 3.95 393.2496 6.66 TH-26 0 10.07 4.0197 392.4132 6.67 TH-26 10 10.23 4.101 391.4376 6.67 TH-26 20 10.40 4.1663 390.654 6.67 TH-26 30 10.57 4.2301 389.8884 6.68 TH-26 53 10.95 4.3956 387.9024 6.68 TH-26 55 10.98 4.4029 387.8148 6.69 TH-26 0 11.07 4.4377 387.3972 6.68 TH-26 10 11.23 4.4932 386.7312 6.68 TH-26 20 11.40 4.5483 386.07 6.68 TH-26 30 11.57 4.5947 385.5132 6.68 TH-26 40 11.73 4.6512 384.8352 6.68 TH-26 50 11.90 4.7077 384.1572 6.69 TH-26 0 12.07 4.7584 383.5488 6.69 TH-26 20 12.40 4.8438 382.524 6.69 TH-26 22 12.43 4.8481 382.4724 6.71 TH-26 30 12.57 4.8843 382.038 6.7 TH-26 40 12.73 4.9364 381.4128 6.7 TH-26 50 12.90 4.9884 380.7888 6.7 TH-26 0 13.07 5.0419 380.1468 6.7 TH-26 10 13.23 5.0852 379.6272 6.7 TH-26 20 13.40 5.1372 379.0032 6.7 TH-26 30 13.57 5.179 378.5016 6.7 TH-26 40 13.73 5.2166 378.0504 6.7 TH-26 50 13.90 5.2599 377.5308 6.71 TH-26 28 14.53 5.4378 375.396 6.72 TH-26 38 14.70 5.471 374.9976 6.72 TH-26 48 14.87 5.4898 374.772 6.72 TH-26 58 15.03 5.5316 374.2704 6.73 TH-26 8 15.20 5.5735 373.7676 6.73 TH-26 18 15.37 5.6138 373.284 6.73 TH-26 28 15.53 5.6528 372.816 6.74 TH-26 38 15.70 5.7004 372.2448 6.74 TH-26 48 15.87 5.7407 371.7612 6.74 TH-26 58 16.03 5.7796 371.2944 6.74 TH-26 8 16.20 5.8142 370.8792 6.75 TH-26 18 16.37 5.843 370.5336 6.75 TH-26 28 16.53 5.8775 370.1196 6.75 TH-26 38 16.70 5.9077 369.7572 6.76 TH-26 48 16.87 5.9422 369.3432 6.76 TH-26 58 17.03 5.9739 368.9628 6.77 TH-26 8 17.20 6.0084 368.5488 6.77 TH-26 18 17.37 6.0429 368.1348 6.77 TH-26 38 17.70 6.103 367.4136 6.78 Page 10 of 38 D-2 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-26 48 17.87 6.1304 367.0848 6.78 TH-26 58 18.03 6.1678 366.636 6.78 TH-26 8 18.20 6.2067 366.1692 6.78 TH-26 18 18.37 6.2427 365.7372 6.79 TH-26 28 18.53 6.2728 365.376 6.79 TH-26 38 18.70 6.3031 365.0124 6.79 TH-26 4 19.13 6.3808 364.08 6.79 TH-26 16 19.33 6.421 363.5976 6.79 TH-26 26 19.50 6.4469 363.2868 6.79 TH-26 36 19.67 6.4727 362.9772 6.79 TH-26 46 19.83 6.5014 362.6328 6.79 TH-26 56 20.00 6.5316 362.2704 6.79 TH-26 6 20.17 6.5588 361.944 6.79 TH-26 16 20.33 6.5876 361.5984 6.8 TH-26 1 21.08 6.7173 360.042 6.79 TH-26 11 21.25 6.7482 359.6712 6.8 TH-26 21 21.42 6.7797 359.2932 6.8 TH-26 31 21.58 6.8098 358.932 6.8 TH-26 41 21.75 6.8399 358.5708 6.8 TH-26 51 21.92 6.8685 358.2276 6.8 TH-26 1 22.08 6.8943 357.918 6.8 TH-26 19 22.38 6.943 357.3336 6.8 TH-26 29 22.55 6.9684 357.0288 6.8 TH-26 39 22.72 6.9999 356.6508 6.8 TH-26 49 22.88 7.0257 356.3412 6.8 TH-26 59 23.05 7.0529 356.0148 6.8 TH-26 9 23.22 7.0787 355.7052 6.8 TH-26 19 23.38 7.103 355.4136 6.8 TH-26 36 23.67 7.1517 354.8292 6.8 TH-26 53 23.95 7.1889 354.3828 6.8 TH-26 3 24.12 7.2175 354.0396 6.8 TH-26 13 24.28 7.2461 353.6964 6.8 TH-26 23 24.45 7.2719 353.3868 6.8 TH-26 33 24.62 7.2977 353.0772 6.8 TH-26 43 24.78 7.3234 352.7688 6.8 TH-26 53 24.95 7.3489 352.4628 6.8 TH-26 3 25.12 7.3749 352.1508 6.8 TH-26 1 26.08 7.5183 350.43 6.79 TH-26 11 26.25 7.5421 350.1444 6.79 TH-26 21 26.42 7.565 349.8696 6.79 TH-26 31 26.58 7.5849 349.6308 6.79 TH-26 41 26.75 7.6078 349.356 6.79 TH-26 51 26.92 7.6321 349.0644 6.79 TH-26 1 27.08 7.6549 348.7908 6.79 TH-26 11 27.25 7.677 348.5256 6.79 Page 11 of 38 D-2 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-26 52 27.93 7.7576 347.5584 6.78 TH-26 2 28.10 7.7776 347.3184 6.78 TH-26 12 28.27 7.7989 347.0628 6.78 TH-26 22 28.43 7.8217 346.7892 6.78 TH-26 32 28.60 7.846 346.4976 6.77 TH-26 42 28.77 7.8669 346.2468 6.77 TH-26 52 28.93 7.8911 345.9564 6.77 TH-26 45 29.82 8.0012 344.6352 6.76 TH-26 55 29.98 8.0263 344.334 6.76 TH-26 5 30.15 8.0506 344.0424 6.76 TH-26 15 30.32 8.0705 343.8036 6.76 TH-26 25 30.48 8.0934 343.5288 6.76 Page 12 of 38 D-2 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-31 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-31 59 0.00 43.9421 0 6.38 TH-31 15 0.27 42.7514 14.2884 6.38 TH-31 30 0.52 42.4479 17.9304 6.37 TH-31 45 0.77 42.2957 19.7568 6.36 TH-31 0 1.02 42.3692 18.8748 6.34 TH-31 39 1.67 42.1108 21.9756 6.3 TH-31 40 1.68 42.1143 21.9336 6.31 TH-31 45 1.77 42.1049 22.0464 6.29 TH-31 0 2.02 42.0478 22.7316 6.26 TH-31 15 2.27 41.9805 23.5392 6.23 TH-31 30 2.52 41.9233 24.2256 6.21 TH-31 49 2.83 41.8942 24.5748 6.18 TH-31 51 2.87 41.8942 24.5748 6.19 TH-31 0 3.02 41.8848 24.6876 6.17 TH-31 15 3.27 41.9187 24.2808 6.16 TH-31 30 3.52 41.865 24.9252 6.14 TH-31 45 3.77 41.8277 25.3728 6.12 TH-31 1 5.03 41.7471 26.34 6 TH-31 2 5.05 41.7541 26.256 6.02 TH-31 15 5.27 41.7296 26.55 5.99 TH-31 30 5.52 41.7272 26.5788 5.97 TH-31 45 5.77 41.7004 26.9004 5.96 TH-31 0 6.02 41.6852 27.0828 5.94 TH-31 52 7.88 41.5868 28.2636 5.84 TH-31 56 7.95 41.5891 28.236 5.84 TH-31 0 8.02 41.5868 28.2636 5.84 TH-31 15 8.27 41.5681 28.488 5.82 TH-31 30 8.52 41.5587 28.6008 5.81 TH-31 45 8.77 41.5518 28.6836 5.79 TH-31 0 9.02 41.5435 28.7832 5.78 TH-31 1 11.03 41.4628 29.7516 5.66 TH-31 3 11.07 41.4675 29.6952 5.67 TH-31 15 11.27 41.4582 29.8068 5.65 TH-31 30 11.52 41.4641 29.736 5.64 TH-31 45 11.77 41.4804 29.5404 5.62 TH-31 0 12.02 42.7618 14.1636 5.61 TH-31 20 12.35 42.8785 12,7632 5.6 TH-31 22 12.38 42.8819 12.7224 5.61 TH-31 30 12.52 42.9201 12.264 5.6 Page 13 of 38 D-3 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-31 45 12.77 42.9941 11.376 5.6 TH-31 0 13.02 43.0634 10.5444 5.6 TH-31 15 13.27 43.1249 9.8064 5.6 TH-31 34 13.58 43.1781 9.168 5.61 TH-31 36 13.62 43.1827 9.1128 5.62 TH-31 45 13.77 43.2069 8.8224 5.62 TH-31 0 14.02 43.2439 8.3784 5.62 TH-31 15 14.27 43.2751 8.004 5.63 TH-31 30 14.52 43.3039 7.6584 5.63 TH-31 38 15.65 43.4042 6.4548 5.65 TH-31 43 15.73 43.41 6.3852 5.66 TH-31 45 15.77 43.4135 6.3432 5.66 TH-31 0 16.02 43.4296 6.15 5.66 TH-31 15 16.27 43.448 5.9292 5.67 TH-31 30 16.52 43.463 5.7492 5.67 TH-31 45 16.77 43.4792 5.5548 5.67 TH-31 19 17.33 43.4985 5.3232 5.68 TH-31 20 17.35 43.4997 5.3088 5.69 TH-31 30 17.52 43.51 5.1852 5.68 TH-31 45 17.77 43.5204 5.0604 5.69 TH-31 0 18.02 43.5458 4.7556 5.69 TH-31 15 18.27 43.5434 4.7844 5.69 TH-31 36 18.62 42.3518 19.0836 5.7 TH-31 37 18.63 42.325 19.4052 5.71 TH-31 45 18.77 42.19 21.0252 5.7 TH-31 0 19.02 42.0489 22.7184 5.7 TH-31 15 19.27 41.9432 23.9868 5.69 TH-31 30 19.52 41.8779 24.7704 5.69 TH-31 48 19.82 41.7997 25.7088 5.68 TH-31 56 19.95 41.7669 26.1024 5.68 TH-31 0 20.02 41.7611 26.172 5.69 TH-31 15 20.27 41.7144 26.7324 5.68 TH-31 30 20.52 41.6688 27.2796 5.69 TH-31 45 20.77 41.6489 27.5184 5.7 TH-31 0 21.02 41.6241 27.816 5.71 TH-31 24 21.42 41.5973 28.1376 5.71 TH-31 25 21.43 41.5973 28.1376 5.72 TH-31 30 21.52 41.6008 28.0956 5.71 TH-31 45 21.77 41.5727 28.4328 5.7 TH-31 0 22.02 41.5646 28.53 5.69 TH-31 15 22.27 41.5564 28.6284 5.68 TH-31 34 22.58 41.4933 29.3856 5.66 TH-31 37 22.63 41.4979 29.3304 5.67 TH-31 45 22.77 41.4851 29.484 5.65 TH-31 0 23.02 41.4675 29.6952 5.63 Page 14 of 38 D-3 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-31 15 23.27 41.4453 29.9616 5.62 TH-31 30 23.52 41.4371 30.06 5.6 TH-31 30 25.52 41.3529 31.0704 5.53 TH-31 31 25.53 41.3576 31.014 5.54 TH-31 45 25.77 41.34 31.2252 5.52 TH-31 0 26.02 41.354 31.0572 5.51 TH-31 15 26.27 41.3459 31.1544 5.51 TH-31 30 26.52 41.3376 31.254 5.5 TH-31 48 26.82 41.3236 31.422 5.5 TH-31 50 26.85 41.3318 31.3236 5.51 TH-31 0 27.02 41.3189 31.4784 5.5 TH-31 15 27.27 41.3201 31.464 5.49 TH-31 30 27.52 41.3119 31.5624 5.49 TH-31 45 27.77 41.3168 31.5036 5.48 TH-31 13 28.23 41.3098 31.5876 5.48 TH-31 15 28.27 41.3028 31.6716 5.49 TH-31 30 28.52 41.8627 24.9528 5.47 TH-31 45 28.77 42.7676 14.094 5.47 TH-31 0 29.02 42.7928 13.7916 5.47 TH-31 15 29.27 42.8692 12.8748 5.47 TH-31 33 29.57 42.9583 11.8056 5.48 TH-31 34 29.58 42.9617 11.7648 5.49 TH-31 45 29.77 43.0068 11.2236 5.48 TH-31 0 30.02 43.06 10.5852 5.48 TH-31 15 30.27 43.1061 10.032 5.49 TH-31 30 30.52 43.1491 9.516 5.5 TH-31 24 31.42 43.2601 8.184 5.51 TH-31 26 31.45 43.2624 8.1564 5.52 TH-31 30 31.52 43.2693 8.0736 5.52 TH-31 45 31.77 43.2901 7.824 5.52 TH-31 0 32.02 43.312 7.5612 5.52 TH-31 15 32.27 43.3304 7.3404 5.53 TH-31 37 32.63 43.3558 7.0356 5.53 TH-31 39 32.67 43.3582 7.0068 5.55 TH-31 45 32.77 43.3639 6.9384 5.54 TH-31 0 33.02 43.38 6.7452 5.54 TH-31 15 33.27 43.3951 6.564 5.55 TH-31 30 33.52 43.4089 6.3984 5.55 TH-31 24 34.42 43.4561 5.832 5.57 TH-31 25 34.43 43.4573 5.8176 5.58 TH-31 30 34.52 43.4607 5.7768 5.58 TH-31 45 34.77 43.4711 5.652 5.58 TH-31 0 35.02 43.4814 5.5284 5.58 TH-31 15 35.27 43.4835 5.5032 5.59 TH-31 34 35.58 43.4904 5.4204 5.59 Page 15 of 38 D-3 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-34 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-34 21 0.00 20.9927 0 5.4 TH-34 25 0.07 20.9927 0 5.4 TH-34 30 0.15 20.9914 0.0156 5.39 TH-34 35 0.23 20.8365 1.8744 5.38 TH-34 40 0.32 20.8299 1.9536 5.37 TH-34 45 0.40 20.8299 1.9536 5.36 TH-34 50 0.48 20.8259 2.0016 5.36 TH-34 55 0.57 20.8166 2.1132 5.35 TH-34 0 0.65 20.8193 2.0808 5.34 TH-34 5 0.73 20.8206 2.0652 5.33 TH-34 10 0.82 20.8127 2.16 5.32 TH-34 15 0.90 20.8061 2.2392 5.32 TH-34 20 0.98 20.8127 2.16 5.31 TH-34 25 1.07 20.8087 2.208 5.3 TH-34 30 1.15 20.8073 2.2248 5.29 TH-34 45 1.40 20.7994 2.3196 5.27 TH-34 46 1.42 20.8021 2.2872 5.28 TH-34 50 1.48 20.7955 2.3664 5.27 TH-34 55 1.57 20.7888 2.4468 5.26 TH-34 0 1.65 20.7915 2.4144 5.25 TH-34 5 1.73 203061 2.2392 5.25 TH-34 10 1.82 20.7915 2.4144 524 TH-34 15 1.90 20.7782 2.574 5.24 TH-34 20 1.98 20.7848 2.4948 5.23 TH-34 25 2.07 20.7968 2.3508 5.23 TH-34 30 2.15 20.7795 2.5584 5.22 TH-34 35 2.23 20.7835 2.5104 5.22 TH-34 40 2.32 20.7822 2.526 5.22 TH-34 45 2.40 20.7955 2.3664 5.21 TH-34 50 2.48 20.7755 2.6064 5.21 TH-34 55 2.57 20.7875 2.4624 5.21 TH-34 12 2.85 20.7822 2.526 5.19 TH-34 14 2.88 20.7755 2.6064 5.2 TH-34 20 2.98 20.7729 2.6376 5.19 TH-34 25 3.07 20.7822 2.526 5.18 TH-34 30 3.15 20.7795 2.5584 5.18 TH-34 35 3.23 20.7663 2.7168 5.18 TH-34 40 3.32 20.7769 2.5896 5.17 TH-34 45 3.40 20.7729 2.6376 5.17 Page 17 of 38 D-4 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-34 50 3.48 20.7755 2.6064 5.17 TH-34 55 3.57 20.7702 2.67 5.17 TH-34 0 3.65 20.7822 2.526 5.16 TH-34 5 3.73 20.7755 2.6064 5.16 TH-34 10 3.82 20.7795 2.5584 5.16 TH-34 15 3.90 20.7689 2.6856 5.16 TH-34 20 3.98 20.7755 2.6064 5.16 TH-34 28 4.12 20.7795 2.5584 5.15 TH-34 30 4.15 20.7782 2.574 5.16 TH-34 35 4.23 20.7676 2.7012 5.15 TH-34 40 4.32 20.7636 2.7492 5.15 TH-34 45 4.40 20.7743 2.6208 5.15 TH-34 50 4.48 20.7689 2.6856 5.15 TH-34 55 4.57 20.7862 2.478 5.14 TH-34 0 4.65 20.7955 2.3664 5.14 TH-34 5 4.73 20.7795 2.5584 5.14 TH-34 10 4.82 20.7702 2.67 5.14 TH-34 15 4.90 20.7583 2.8128 5.14 TH-34 20 4.98 20.7729 2.6376 5.14 TH-34 25 5.07 20.7623 2.7648 5.13 TH-34 30 5.15 20.7649 2.7336 5.13 TH-34 35 5.23 20.7795 2.5584 5.13 TH-34 1 5.67 20.7716 2.6532 5.12 TH-34 3 5.70 20.7689 2.6856 5.13 TH-34 5 5.73 20.7755 2.6064 5.13 TH-34 10 5.82 20.7636 2.7492 5.13 TH-34 15 5.90 20.7755 2.6064 5.12 TH-34 20 5.98 20.7729 2.6376 5.12 TH-34 25 6.07 20.7729 2.6376 5.12 TH-34 30 6.15 20.7729 2.6376 5.12 TH-34 35 6.23 20.7729 2.6376 5.12 TH-34 40 6.32 20.7623 2.7648 5.12 TH-34 45 6.40 20.7769 2.5896 5.12 TH-34 50 6.48 20.7636 2.7492 5.12 TH-34 55 6.57 20.7663 2.7168 5.12 TH-34 0 6.65 20.7636 2.7492 5.12 TH-34 5 6.73 20.7636 2.7492 5.11 TH-34 10 6.82 20.7636 2.7492 5.11 TH-34 29 7.13 20.7649 2.7336 5.11 TH-34 30 7.15 20.7663 2.7168 5.12 TH-34 35 7.23 20.7583 2.8128 5.11 TH-34 40 7.32 20.7689 2.6856 5.11 TH-34 45 7.40 20.7702 2.67 5.11 TH-34 50 7.48 20.7848 2.4948 5.11 TH-34 55 7.57 20.7755 2.6064 5.11 Page 18 of 38 D-4 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-34 0 7.65 20.7716 2.6532 5.11 TH-34 5 7.73 20.7583 2.8128 5.11 TH-34 10 7.82 20.7583 2.8128 5.11 TH-34 15 7.90 20.7596 2.7972 5.11 TH-34 20 7.98 20.7755 2.6064 5.11 TH-34 25 8.07 20.7557 2.844 5.1 TH-34 30 8.15 20.7676 2.7012 5.11 TH-34 35 8.23 20.7716 2.6532 5.1 TH-34 27 9.10 20.7623 2.7648 5.09 TH-34 29 9.13 20.7596 2.7972 5.11 TH-34 35 9.23 20.7636 2.7492 5.09 TH-34 40 9.32 20.7649 2.7336 5.1 TH-34 45 9.40 20.7583 2.8128 5.1 TH-34 50 9.48 20.7543 2.8608 5.1 TH-34 55 9.57 20.757 2.8284 5.1 TH-34 0 9.65 20.7504 2.9076 5.1 TH-34 5 9.73 20.7663 2.7168 5.1 TH-34 10 9.82 20.7543 2.8608 5.1 TH-34 15 9.90 20.7623 2.7648 5.1 TH-34 20 9.98 20.761 2.7804 5.1 TH-34 25 10.07 20.7676 2.7012 5.1 TH-34 30 10.15 20.7743 2.6208 5.1 TH-34 35 10.23 20.7596 2.7972 5.1 TH-34 0 10.65 20.7583 2.8128 5.09 TH-34 1 10.67 20.7663 2.7168 5.1 TH-34 5 10.73 20.7623 2.7648 5.09 TH-34 10 10.82 20.7543 2.8608 5.09 TH-34 15 10.90 20.7596 2.7972 5.09 TH-34 20 10.98 20.757 2.8284 5.09 TH-34 25 11.07 20.757 2.8284 5.09 TH-34 30 11.15 20.7583 2.8128 5.09 TH-34 35 11.23 20.757 2.8284 5.09 TH-34 40 11.32 20.7557 2.844 5.09 TH-34 45 11.40 20.7663 2.7168 5.09 TH-34 50 11.48 20.7517 2.892 5.09 TH-34 55 11.57 20.7583 2.8128 5.09 TH-34 0 11.65 20.7663 2.7168 5.09 TH-34 5 11.73 20.7596 2.7972 5.09 TH-34 10 11.82 20.7649 2.7336 5.09 TH-34 52 12.52 20.7663 2.7168 5.08 TH-34 53 12.53 20.7543 2.8608 5.1 TH-34 55 12.57 20.7649 2.7336 5.1 TH-34 0 12.65 20.757 2.8284 5.09 TH-34 5 12.73 20.7543 2.8608 5.09 TH-34 10 12.82 20.7649 2.7336 5.09 Page 19 of 38 D-4 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-34 15 12.90 20.7623 2.7648 5.09 TH-34 20 12.98 20.7557 2.844 5.09 TH-34 25 13.07 20.7517 2.892 5.09 TH-34 30 13.15 20.7729 2.6376 5.09 TH-34 35 13.23 20.7504 2.9076 5.09 TH-34 40 13.32 20.7596 2.7972 5.09 TH-34 45 13.40 20.753 2.8764 5.09 TH-34 50 13.48 20.7596 2.7972 5.09 TH-34 55 13.57 20.761 2.7804 5.09 TH-34 0 13.65 20.7504 2.9076 5.09 TH-34 13 13.87 20.7702 2.67 5.09 TH-34 14 13.88 20.7716 2.6532 5.1 TH-34 20 13.98 20.7543 2.8608 5.09 TH-34 25 14.07 20.7716 2.6532 5.09 TH-34 30 14.15 20.757 2.8284 5.09 TH-34 35 14.23 20.7596 2.7972 5.09 TH-34 40 14.32 20.7636 2.7492 5.09 TH-34 45 14.40 20.7517 2.892 5.09 TH-34 50 14.48 20.761 2.7804 5.09 TH-34 55 14.57 20.7557 2.844 5.09 TH-34 0 14.65 20.757 2.8284 5.09 TH-34 5 14.73 20.757 2.8284 5.09 TH-34 10 14.82 20.7596 2.7972 5.09 TH-34 15 14.90 20.757 2.8284 5.09 TH-34 20 14.98 20.7636 2.7492 5.09 TH-34 51 15.50 20.9741 0.2232 5.08 TH-34 53 15.53 20.9836 0.1092 5.1 TH-34 55 15.57 20.9808 0.1428 5.09 TH-34 0 15.65 20.9373 0.6648 5.09 TH-34 5 15.73 20.9346 0.6972 5.09 TH-34 10 15.82 20.9333 0.7128 5.09 TH-34 15 15.90 20.932 0.7284 5.09 TH-34 20 15.98 20.932 0.7284 5.09 TH-34 25 16.07 20.9306 0.7452 5.09 TH-34 30 16.15 20.9306 0.7452 5.09 TH-34 35 16.23 20.9333 0.7128 5.09 TH-34 40 16.32 20.9333 0.7128 5.09 TH-34 45 16.40 20.9359 0.6816 5.09 TH-34 50 16.48 20.9373 0.6648 5.09 TH-34 55 16.57 20.9412 0.618 5.1 TH-34 0 16.65 20.9425 0.6024 5.1 TH-34 11 16.83 20.9478 0.5388 5.1 TH-34 13 16.87 20.9478 0.5388 5.11 TH-34 15 16.90 20.9505 0.5064 5.11 TH-34 20 16.98 20.9505 0.5064 5.11 Page 20 of 38 D-4 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-34 25 17.07 20.9532 0.474 5.1 TH-34 30 17.15 20.9558 0.4428 5.11 TH-34 35 17.23 20.9532 0.474 5.11 TH-34 40 17.32 20.9558 0.4428 5.11 TH-34 45 17.40 20.9572 0.426 5.11 TH-34 50 17.48 20.9585 0.4104 5.11 TH-34 55 17.57 20.9585 0.4104 5.11 TH-34 0 17.65 20.9585 0.4104 5.11 TH-34 5 17.73 20.9585 0.4104 5.11 TH-34 10 17.82 20.9585 0.4104 5.11 TH-34 15 17.90 20.9611 0.3792 5.11 TH-34 20 17.98 20.9611 0.3792 5.11 TH-34 45 18.40 20.9624 0.3636 5.11 TH-34 46 18.42 20.9624 0.3636 5.12 TH-34 50 18.48 20.9624 0.3636 5.12 TH-34 55 18.57 20.9637 0.348 5.11 TH-34 0 18.65 20.9651 0.3312 5.12 TH-34 5 18.73 20.9651 0.3312 5.12 TH-34 10 18.82 20.9651 0.3312 5.12 TH-34 15 18.90 20.9637 0.348 5.12 TH-34 20 18.98 20.9637 0.348 5.12 TH-34 25 19.07 20.9637 0.348 5.12 TH-34 30 19.15 20.9637 0348 5.12 TH-34 34 19.22 20.9664 0.3156 5.12 TH-34 40 19.32 20.9664 0.3156 5.12 TH-34 45 19.40 20.9664 0.3156 5.12 TH-34 50 19.48 20.9664 0.3156 5.12 TH-34 55 19.57 20.9664 0.3156 5.12 TH-34 0 19.65 20.9664 0.3156 5.12 TH-34 5 19.73 20.9664 0.3156 5.12 TH-34 10 19.82 20.9651 0.3312 5.12 TH-34 15 19.90 20.9664 0.3156 5.12 TH-34 20 19.98 20.9664 0.3156 5.12 TH-34 25 20.07 20.9664 0.3156 5.12 TH-34 30 20.15 20.9664 0.3156 5.12 TH-34 35 20.23 20.9678 0.2988 5.12 TH-34 40 20.32 20.9678 0.2988 5.12 Page 21 of 38 D-4 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-37 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-37 24 0.00 40.0766 0 6.89 TH-37 30 0.10 40.0777 -0.0132 6.88 TH-37 35 0.18 40.0777 -0.0132 6.88 TH-37 40 0.27 40.0471 0.354 637 TH-37 45 0.35 40.0565 0.2412 6.86 TH-37 50 0.43 40.0236 0.636 6.86 TH-37 47 0.38 40.0209 0.6684 6.87 TH-37 50 0.43 39.995 0.9792 6.86 TH-37 55 0.52 39.9679 1.3044 6.85 TH-37 0 0.60 39.9738 1.2336 6.85 TH-37 5 0.68 39.9856 1.092 6.85 TH-37 10 0.77 39.9938 0.9936 6.85 TH-37 15 0.85 40.0091 0.81 6.85 TH-37 20 0.93 40.0247 0.6228 6.85 TH-37 25 1.02 40.033 0.5232 6.85 TH-37 30 1.10 40.0412 0.4248 6.85 TH-37 35 1.18 40.0471 0.354 6.85 TH-37 40 1.27 40.0447 0.3828 6.84 TH-37 45 1.35 40.0506 0.312 6.84 TH-37 50 1.43 40.0483 0.3396 6.83 TH-37 55 1.52 40.0483 0.3396 6.83 TH-37 8 1.73 40.0389 0.4524 6.81 TH-37 9 1.75 40.0365 0.4812 6.82 TH-37 15 1.85 40.0247 0.6228 6.8 TH-37 20 1.93 40.0103 0.7956 6.8 TH-37 25 2.02 39.9938 0.9936 6.79 TH-37 30 2.10 39.9785 1.1772 6.79 TH-37 35 2.18 39.9691 1.29 6.78 TH-37 40 2.27 39.9585 1.4172 6.78 TH-37 45 2.35 39.9503 1.5156 6.78 TH-37 50 2.43 39.9455 1.5732 6.78 TH-37 55 2.52 39.9455 1.5732 6.79 TH-37 0 2.60 39.9503 1.5156 6.79 TH-37 5 2.68 39.9573 1.4316 6.8 TH-37 10 2.77 39.9609 1.3884 6.8 TH-37 15 2.85 39.9667 1.3188 6.81 TH-37 58 3.57 40.0079 0.8244 6.84 TH-37 0 3.60 40.0068 0.8376 6.85 TH-37 5 3.68 40.0114 0.7824 6.84 Page 22 of 38 D-5 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-37 10 3.77 40.0103 0.7956 6.85 TH-37 15 3.85 40.0138 0.7536 6.85 TH-37 20 3.93 40.0162 0.7248 6.85 TH-37 25 4.02 40.0162 0.7248 6.85 TH-37 30 4.10 40.0162 0.7248 6.85 TH-37 35 4.18 40.0197 0.6828 6.85 TH-37 40 4.27 40.0197 0.6828 6.85 TH-37 45 4.35 40.015 0.7392 6.85 TH-37 50 4.43 40.015 0.7392 6.85 TH-37 55 4.52 40.0185 0.6972 6.84 TH-37 0 4.60 40.0162 0.7248 6.84 TH-37 5 4.68 40.0173 0.7116 6.84 TH-37 15 4.85 40.0138 0.7536 6.83 TH-37 16 4.87 40.0176 0.708 6.85 TH-37 20 4.93 40.0162 0.7248 6.83 TH-37 25 5.02 40.0103 0.7956 6.83 TH-37 30 5.10 40.0114 0.7824 6.83 TH-37 35 5.18 40.0126 0.768 6.82 TH-37 40 5.27 40.0126 0.768 6.82 TH-37 45 5.35 40.0103 0.7956 6.82 TH-37 50 5.43 40.0114 0.7824 6.81 TH-37 55 5.52 40.0079 0.8244 6.81 TH-37 0 5.60 40.0068 0.8376 6.8 TH-37 5 5.68 40.0079 0.8244 6.8 TH-37 10 5.77 40.0056 0.852 6.8 TH-37 15 5.85 40.0068 0.8376 6.79 TH-37 20 5.93 40.0044 0.8664 6.79 TH-37 25 6.02 40.0044 0.8664 6.78 TH-37 41 6.28 40.0008 0.9096 6.77 TH-37 43 6.32 40.002 0.8952 6.78 TH-37 45 6.35 40.002 0.8952 6.78 TH-37 50 6.43 39.9997 0.9228 6.77 TH-37 55 6.52 39.9997 0.9228 6.76 TH-37 0 6.60 39.9985 0.9372 6.76 TH-37 5 6.68 39.9962 0.9648 6.75 TH-37 10 6.77 39.9938 0.9936 6.75 TH-37 15 6.85 39.995 0.9792 6.75 TH-37 20 6.93 39.995 0.9792 6.74 TH-37 25 7.02 39.9938 0.9936 6.74 TH-37 30 7.10 39.9938 0.9936 6.73 TH-37 35 7.18 39.9962 0.9648 6.73 TH-37 40 7.27 39.995 0.9792 6.73 TH-37 45 7.35 39.9926 1.008 6.72 TH-37 50 7.43 39.9938 0.9936 6.72 TH-37 8 7.73 39.9879 1.0644 6.7 Page 23 of 38 D-5 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-37 9 7.75 39.9903 1.0356 6.71 TH-37 15 7.85 39.9926 1.008 6.7 TH-37 20 7.93 39.9867 1.0788 6.7 TH-37 25 8.02 39.9891 1.05 6.69 TH-37 30 8.10 39.9891 1.05 6.69 TH-37 35 8.18 39.9867 1.0788 6.69 TH-37 40 8.27 39.9891 1.05 6.68 TH-37 45 8.35 39.9903 1.0356 6.68 TH-37 50 8.43 39.9903 1.0356 6.68 TH-37 55 8.52 39.9867 1.0788 6.67 TH-37 0 8.60 39.9856 1.092 6.67 TH-37 5 8.68 39.9856 1.092 6.67 TH-37 10 8.77 39.9844 1.1064 6.67 TH-37 15 8.85 39.9832 1.1208 6.66 TH-37 17 9.88 39.9797 1.1628 6.62 TH-37 19 9.92 39.9808 1.1496 6.64 TH-37 25 10.02 39.9773 1.1916 6.63 TH-37 30 10.10 39.975 1.2192 6.62 TH-37 35 10.18 39.9797 1.1628 6.62 TH-37 40 10.27 39.9773 1.1916 6.62 TH-37 45 10.35 39.9832 1.1208 6.62 TH-37 50 10.43 39.9797 1.1628 6.62 TH-37 55 10.52 39.9797 1.1628 6.62 TH-37 0 10.60 39.9773 1.1916 6.61 TH-37 5 10.68 39.9785 1.1772 6.61 TH-37 10 10.77 39.9808 1.1496 6.61 TH-37 15 10.85 39.9808 1.1496 6.61 TH-37 20 10.93 39.9785 1.1772 6.61 TH-37 25 11.02 39.9785 1.1772 6.61 TH-37 46 11.37 39.9785 1.1772 6.6 TH-37 47 11.38 39.9785 1.1772 6.61 TH-37 50 11.43 39.982 1.1352 6.6 TH-37 55 11.52 39.9808 1.1496 6.6 TH-37 0 11.60 39.982 1.1352 6.6 TH-37 5 11.68 39.9797 1.1628 6.59 TH-37 10 11.77 39.9785 1.1772 6.59 TH-37 15 11.85 39.9773 1.1916 6.59 TH-37 20 11.93 39.9773 1.1916 6.59 TH-37 25 12.02 39.9773 1.1916 6.59 TH-37 30 12.10 39.9761 1.206 6.59 TH-37 35 12.18 39.9773 1.1916 6.59 TH-37 40 12.27 39.9761 1.206 6.59 TH-37 45 12.35 39.975 1.2192 6.59 TH-37 50 12.43 39.9761 1.206 6.58 TH-37 55 12.52 39.9785 1.1772 6.58 Page 24 of 38 D-5 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-37 31 13.12 39.975 1.2192 6.57 TH-37 33 13.15 39.975 1.2192 6.58 TH-37 35 13.18 39.9773 1.1916 6.58 TH-37 40 13.27 39.9761 1.206 6.57 TH-37 45 13.35 39.975 1.2192 6.57 TH-37 50 13.43 39.975 1.2192 6.57 TH-37 55 13.52 39.975 1.2192 6.57 TH-37 0 13.60 39.9761 1.206 6.57 TH-37 5 13.68 39.975 1.2192 6.57 TH-37 10 13.77 39.9773 1.1916 6.57 TH-37 15 13.85 39.975 1.2192 6.57 TH-37 20 13.93 39.9761 1.206 6.56 TH-37 25 14.02 39.9738 1.2336 6.56 TH-37 30 14.10 39.9738 1.2336 6.56 TH-37 35 14.18 39.9738 1.2336 6.56 TH-37 40 14.27 39.9738 1.2336 6.56 TH-37 0 15.60 40.0197 0.6828 6.54 Page 25 of 38 D-5 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-38 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-38 29 0.00 42.9952 0 7.17 TH-38 32 0.05 42.9976 -0.0288 7.16 TH-38 34 0.08 42.9952 0 7.16 TH-38 36 0.12 42.9964 -0.0144 7.15 TH-38 38 0.15 42.9964 -0.0144 7.15 TH-38 40 0.18 42.9952 0 7.14 TH-38 42 0.22 42.8611 1.6092 7.14 TH-38 44 0.25 42.8923 1.2348 7.13 TH-38 46 0.28 42.8646 1.5672 7.12 TH-38 48 0.32 42.8634 1.5816 7.12 TH-38 50 0.35 42.8403 1.8588 7.11 TH-38 52 0.38 42.8298 1.9848 7.11 TH-38 54 0.42 42.7882 2.484 7.1 TH-38 56 0.45 42.7884 2.4816 7.1 TH-38 58 0.48 42.7595 2.8284 7.09 TH-38 0 0.52 42.7583 2.8428 7.09 TH-38 2 0.55 42.7352 3.12 7.09 TH-38 4 0.58 42.7271 3.2172 7.08 TH-38 6 0.62 42.7237 3.258 7.08 TH-38 8 0.65 42.726 3.2304 7.08 TH-38 10 0.68 42.7213 3.2868 7.08 TH-38 12 0.72 42.7294 3.1896 7.08 TH-38 14 0.75 42.7317 3.162 7.08 TH-38 16 0.78 42.734 3.1344 7.09 TH-38 18 0.82 42.7329 3.1476 7.09 TH-38 20 0.85 42.7237 1258 7.09 TH-38 22 0.88 42.7283 3.2028 7.09 TH-38 24 0.92 42.7317 3.162 7.09 TH-38 26 0.95 42.7283 3.2028 7.1 TH-38 28 0.98 42.7433 3.0228 7.1 TH-38 30 1.02 42.7445 3.0084 7.11 TH-38 32 1.05 42.7479 2.9676 7.11 TH-38 34 1.08 42.7456 2.9952 7.11 TH-38 36 1.12 42.7337 3.138 7.12 TH-38 39 1.17 42.7549 2.8836 7.12 TH-38 45 1.27 42.7595 2.8284 7.12 TH-38 0 1.52 42.78 2.5824 7.14 TH-38 15 1.77 42.8044 2.2896 7.17 TH-38 30 2.02 42.8218 2.0808 7.19 Page 26 of 38 D-6 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-38 45 2.27 42.816 2.1504 7.21 TH-38 13 2.73 42.8438 1.8168 7.24 TH-38 10 2.68 42.8287 1.998 7.26 TH-38 15 2.77 42.8391 1.8732 7.25 TH-38 30 3.02 42.8414 1.8456 7.26 TH-38 45 3.27 42.8414 1.8456 7.28 TH-38 0 3.52 42.8518 1.7208 7.29 TH-38 25 3.93 42.8542 1.692 7.3 TH-38 30 4.02 42.8379 1.8876 7.31 TH-38 45 4.27 42.8565 1.6644 7.31 TH-38 47 4.30 42.8403 1.8588 7.33 TH-38 0 4.52 42.8576 1.6512 7.32 TH-38 15 4.77 42.8426 1.8312 7.33 TH-38 30 5.02 42.8449 1.8036 7.33 TH-38 45 5.27 42.846 1.7904 7.34 TH-38 32 6.05 42.8403 1.8588 7.34 TH-38 33 6.07 42.846 1.7904 7.36 TH-38 45 6.27 42.831 1.9704 7.35 TH-38 0 6.52 42.8264 2.0256 7.35 TH-38 15 6.77 42.8414 1.8456 7.35 TH-38 30 7.02 42.8287 1.998 7.35 TH-38 34 9.08 42.8322 1.956 7.36 TH-38 36 9.12 42.8287 1.998 7.37 TH-38 45 9.27 42.8322 1.956 7.36 TH-38 0 9.52 42.8298 1.9848 7.36 TH-38 15 9.77 42.8287 1.998 7.36 TH-38 30 10.02 42.831 1.9704 7.36 TH-38 58 10.48 42.8264 2.0256 7.36 TH-38 0 10.52 42.8275 2.0124 7.38 TH-38 15 10.77 42.8298 1.9848 7.36 TH-38 30 11.02 42.8067 2.262 7.36 TH-38 45 11.27 42.8287 1.998 7.36 TH-38 0 11.52 42.8298 1.9848 7.36 TH-38 21 11.87 42.824 2.0544 7.36 TH-38 25 11.93 42.8333 1.9428 7.37 TH-38 30 12.02 42.9536 0.4992 7.37 TH-38 45 12.27 42.9548 0.4848 7.36 TH-38 0 12.52 42.9583 0.4428 7.36 TH-38 15 12.77 42.9629 0.3876 7.36 TH-38 30 13.02 42.9675 0.3324 7.35 TH-38 14 14.75 42.9814 0.1656 7.22 TH-38 24 14.92 42.9814 0.1656 7.21 TH-38 30 15.02 42.9814 0.1656 7.2 TH-38 45 15.27 42.9767 0.222 7.18 TH-38 0 15.52 42.9744 0.2496 7.16 Page 27 of 38 D-6 Boring TH-38 Time Interval Total Time (sec) (min) Head of Draw Water Down (ft) (inches) 15 15.77 42.9744 0.2496 Page 28 of 38 Temp. C 7.14 D-6 PUMP TEST RESULTS Job No. 03-015 Project: Vail's Front Door Pump Rate: 2.5 gpm Observation Hole: TH-41 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 30 0.00 41.9245 0 5.76 TH-41 44 1.23 41.9362 -0.1404 5.56 TH-41 48 1.30 41.9315 -0.084 5.54 TH-41 0 1.50 41.9 0.294 5.48 TH-41 30 2.00 41.8417 0.9936 5.34 TH-41 54 3.40 41.7845 1.68 5.06 TH-41 24 3.90 41.7775 1.764 5 TH-41 54 4.40 40.6612 15.1596 4.95 TH-41 19 7.82 40.8009 13.4832 4.78 TH-41 49 8.32 40.8279 13.1592 4.77 TH-41 19 8.82 40.8314 13.1172 4.77 TH-41 2 11.53 40.9299 11.9352 4.74 TH-41 19 11.82 40.9416 11.7948 4.74 TH-41 30 12.00 40.9381 11.8368 4.74 TH-41 0 12.50 40.944 11.766 4.74 TH-41 46 13.27 41.2396 8.2188 4.74 TH-41 51 13.35 41.2361 8.2608 4.74 TH-41 54 13.40 41.2478 8.1204 4.74 TH-41 56 13.43 41.249 8.106 4.75 TH-41 58 13.47 41.249 8.106 4.75 TH-41 0 13.50 41.2537 8.0496 4.75 TH-41 2 13.53 41.256 8.022 4.75 TH-41 4 13.57 41.2595 7.98 4.76 TH-41 6 13.60 41.2607 7.9656 4.76 TH-41 8 13.63 41.2642 7.9236 4.76 TH-41 10 13.67 41.2642 7.9236 4.76 TH-41 12 13.70 41.2689 7.8672 4.76 TH-41 14 13.73 41.2689 7.8672 4.76 TH-41 16 13.77 41.27 7.854 4.76 TH-41 18 13.80 41.2736 7.8108 4.76 TH-41 20 13.83 41.2747 7.7976 4.76 TH-41 22 13.87 41.2759 7.7832 4.76 TH-41 24 13.90 41.2782 7.7556 4.76 TH-41 26 13.93 41.2759 7.7832 4.76 TH-41 28 13.97 41.2782 7.7556 4.76 TH-41 30 14.00 41.2817 7.7136 4.76 TH-41 32 14.03 41.2841 7.6848 4.76 TH-41 34 14.07 41.2829 7.6992 4.77 TH-41 36 14.10 41.2852 7.6716 4.77 Page 29 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 38 14.13 41.2876 7.6428 4.76 TH-41 40 14.17 41.2888 7.6284 4.77 TH-41 42 14.20 41.2899 7.6152 4.77 TH-41 44 14.23 41.2888 7.6284 4.77 TH-41 46 14.27 41.2888 7.6284 4.77 TH-41 48 14.30 41.2911 7.6008 4.77 TH-41 50 14.33 41.2899 7.6152 4.77 TH-41 52 14.37 41.2934 7.5732 4.77 TH-41 54 14.40 41.2923 7.5864 4.77 TH-41 56 14.43 41.2911 7.6008 4.77 TH-41 58 14.47 41.2958 7.5444 4.77 TH-41 0 14.50 41.297 7.53 4.77 TH-41 2 14.53 41.2958 7.5444 4.77 TH-41 4 14.57 41.2982 7.5156 4.77 TH-41 6 14.60 41.2982 7.5156 4.77 TH-41 8 14.63 41.3004 7.4892 4.77 TH-41 10 14.67 41.3016 7.4748 4.78 TH-41 12 14.70 41.3016 7.4748 4.78 TH-41 14 14.73 41.3004 7.4892 4.78 TH-41 16 14.77 41.3016 7.4748 4.78 TH-41 18 14.80 41.3028 7.4604 4.78 TH-41 20 14.83 41.3028 7.4604 4.78 TH-41 22 14.87 41.3052 7.4316 4.78 TH-41 24 14.90 41.3052 7.4316 4.78 TH-41 26 14.93 41.3212 7.2396 4.78 TH-41 28 14.97 41.3177 7.2816 4.78 TH-41 58 16.47 41.3751 6.5928 4.79 TH-41 0 16.50 41.3763 6.5784 4.81 TH-41 2 16.53 41.3751 6.5928 4.81 TH-41 4 16.57 41.3638 6.7284 4.81 TH-41 6 16.60 41.3751 6.5928 4.81 TH-41 8 16.63 41.3751 6.5928 4.81 TH-41 10 16.67 41.3775 6.564 4.82 TH-41 13 16.72 41.3798 6.5364 4.81 TH-41 16 16.77 41.3833 6.4944 4.81 TH-41 18 16.80 41.3775 6.564 4.82 TH-41 20 16.83 41.3833 6.4944 432 TH-41 22 16.87 41.3821 6.5088 4.82 TH-41 24 16.90 41.381 6.522 4.83 TH-41 26 16.93 41.3845 6.48 4.83 TH-41 28 16.97 41.3845 6.48 4.83 TH-41 30 17.00 41.3798 6.5364 4.83 TH-41 32 17.03 41.3821 6.5088 4.83 TH-41 34 17.07 41.4102 6.1716 4.83 TH-41 36 17.10 41.4126 6.1428 4.84 Page 30 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 38 17.13 41.4243 6.0024 4.84 TH-41 40 17.17 41.4231 6.0168 4.84 TH-41 42 17.20 41.4289 5.9472 4.84 TH-41 44 17.23 41.4348 5.8764 4.84 TH-41 46 17.27 41.436 5.862 4.84 TH-41 48 17.30 41.4418 5.7924 4.84 TH-41 50 17.33 41.4418 5.7924 4.84 TH-41 52 17.37 41.443 5.778 4.85 TH-41 54 17.40 41.4465 5.736 4.85 TH-41 56 17.43 41.4547 5.6376 4.85 TH-41 58 17.47 41.4605 5.568 4.85 TH-41 0 17.50 41.4594 5.5812 4.85 TH-41 2 17.53 41.4594 5.5812 4.85 TH-41 4 17.57 41.4558 5.6244 4.86 TH-41 6 17.60 41.4558 5.6244 4.86 TH-41 8 17.63 41.4149 6.1152 4.86 TH-41 10 17.67 41.3634 6.7332 4.86 TH-41 12 17.70 41.3657 6.7056 4.86 TH-41 14 17.73 41.3634 6.7332 4.86 TH-41 16 17.77 41.3622 6.7476 4.86 TH-41 18 17.80 41.3634 6.7332 4.86 TH-41 20 17.83 41.3657 6.7056 4.87 TH-41 22 17.87 41.3611 6.7608 4.87 TH-41 24 17.90 413657 6.7056 4.87 TH-41 26 17.93 41.3681 6.6768 4.87 TH-41 28 17.97 41.3634 6.7332 4.87 TH-41 30 18.00 41.3657 6.7056 4.87 TH-41 32 18.03 41.3681 6.6768 4.87 TH-41 34 18.07 41.3669 6.6912 4.88 TH-41 36 18.10 41.3681 6.6768 4.88 TH-41 38 18.13 41.3681 6.6768 4.88 TH-41 40 18.17 41.3657 6.7056 4.88 TH-41 42 18.20 41.3681 6.6768 4.88 TH-41 44 18.23 41.3681 6.6768 4.88 TH-41 46 18.27 41.3681 6.6768 4.88 TH-41 48 18.30 41.3681 6.6768 4.88 TH-41 50 18.33 41.3705 6.648 4.89 TH-41 19 18.82 41.2045 8.64 4.88 TH-41 21 18.85 41.215 8.514 4.9 TH-41 24 18.90 41.2244 8.4012 4.89 TH-41 26 18.93 41.1991 8.7048 4.89 TH-41 28 18.97 41.1944 8.7612 4.9 TH-41 30 19.00 41.2139 8.5272 4.9 TH-41 32 19.03 41.2174 8.4852 4.9 TH-41 34 19.07 41.2115 8.556 4.9 Page 31 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 37 19.12 41.2186 8.4708 4.89 TH-41 40 19.17 41.2139 8.5272 4.89 TH-41 42 19.20 41.215 8.514 4.89 TH-41 44 19.23 41.194 8.766 4.89 TH-41 46 19.27 41.215 8.514 4.9 TH-41 48 19.30 41.1835 8.892 4.89 TH-41 50 19.33 41.1987 8.7096 4.89 TH-41 52 19.37 41.1963 8.7384 4.89 TH-41 54 19.40 41.1987 8.7096 4.89 TH-41 56 19.43 41.2034 8.6532 4.89 TH-41 58 19.47 41.1951 8.7528 4.89 TH-41 0 19.50 41.1905 8.808 4.89 TH-41 2 19.53 41.1928 8.7804 4.89 TH-41 4 19.57 41.187 835 4.88 TH-41 6 19.60 41.1881 8.8368 4.88 TH-41 8 19.63 41.1916 8.7948 4.88 TH-41 10 19.67 41.1799 8.9352 4.88 TH-41 12 19.70 41.1835 8.892 4.88 TH-41 14 19.73 41.1799 8.9352 4.87 TH-41 16 19.77 41.1694 9.0612 4.87 TH-41 18 19.80 41.1612 9.1596 4.87 TH-41 20 19.83 41.16 9.174 4.87 TH-41 22 19.87 41.1635 9.132 4.87 TH-41 24 19.90 41.1553 9.2304 4.87 TH-41 26 19.93 41.1635 9.132 4.86 TH-41 28 19.97 41.1553 9.2304 4.86 TH-41 30 20.00 41.1623 9.1464 4.86 TH-41 32 20.03 41.153 9.258 4.86 TH-41 34 20.07 41.1542 92436 4.86 TH-41 36 20.10 41.1507 9.2856 4.85 TH-41 38 20.13 41.1471 9.3288 4.85 TH-41 40 20.17 41.1542 9.2436 4.85 TH-41 42 20.20 41.1483 9.3144 4.85 TH-41 44 20.23 41.1284 9.5532 4.84 TH-41 46 20.27 41.1413 9.3984 4.84 TH-41 48 20.30 41.1401 9.4128 4.84 TH-41 50 20.33 41.1378 9.4404 4.84 TH-41 52 20.37 41.1366 9.4548 4.84 TH-41 54 20.40 41.1249 9.5952 4.84 TH-41 56 20.43 41.1366 9.4548 4.84 TH-41 58 20.47 41.1343 9.4824 4.83 TH-41 0 20.50 41.1272 9.5676 4.83 TH-41 2 20.53 41.1296 9.5388 4.83 TH-41 4 20.57 41.1331 9.4968 4.83 TH-41 6 20.60 41.119 9.666 4.83 Page 32 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 8 20.63 41.1261 9.5808 4.83 TH-41 10 20.67 41.1354 9.4692 4.82 TH-41 12 20.70 41.1108 9.7644 4.82 TH-41 14 20.73 41.1167 9.6936 4.82 TH-41 26 20.93 41.1213 9.6384 4.79 TH-41 27 20.95 41.1073 9.8064 4.8 TH-41 30 21.00 41.1155 9.708 4.8 TH-41 32 21.03 41.1202 9.6516 4.8 TH-41 34 21.07 41.1213 9.6384 4.8 TH-41 36 21.10 41.0921 9.9888 4.8 TH-41 38 21.13 41.1085 9.792 4.8 TH-41 40 21.17 41.0967 9.9336 4.8 TH-41 42 21.20 41.1073 9.8064 4.8 TH-41 44 21.23 41.1014 9.8772 4.8 TH-41 46 21.27 41.1073 93064 4.8 TH-41 48 21.30 41.1061 9.8208 4.79 TH-41 50 21.33 41.1143 9.7224 4.8 TH-41 52 21.37 41.1167 9.6936 4.79 TH-41 54 21.40 41.0874 10.0452 4.79 TH-41 56 21.43 41.1073 9.8064 4.79 TH-41 58 21.47 41.1026 9.8628 4.79 TH-41 0 21.50 41.0921 9.9888 4.79 TH-41 2 21.53 41.1026 9.8628 4.79 TH-41 4 21.57 41.1003 9.8904 4.79 TH-41 6 21.60 41.0979 9.9192 4.79 TH-41 8 21.63 41.1073 9.8064 4.79 TH-41 10 21.67 41.1014 9.8772 4.79 TH-41 12 21.70 41.0956 9.9468 4.79 TH-41 14 21.73 41.0991 9.9048 4.79 TH-41 16 21.77 41.1167 9.6936 4.79 TH-41 18 21.80 41.1014 9.8772 4.78 TH-41 20 21.83 41.105 9.834 4.78 TH-41 22 21.87 41.0991 9.9048 4.78 TH-41 24 21.90 41.0921 9.9888 4.78 TH-41 26 21.93 41.1085 9.792 4.78 TH-41 28 21.97 41.0897 10.0176 4.78 TH-41 30 22.00 41.0909 10.0032 4.78 TH-41 32 22.03 41.0967 9.9336 4.78 TH-41 34 22.07 41.1061 9.8208 4.78 TH-41 36 22.10 41.1014 9.8772 4.78 TH-41 38 22.13 41.0991 9.9048 4.78 TH-41 40 22.17 41.085 10.074 4.78 TH-41 42 22.20 41.0886 10.0308 4.78 TH-41 44 22.23 41.0944 9.9612 4.78 TH-41 46 22.27 41.1014 9.8772 4.78 Page 33 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 48 22.30 41.0921 9.9888 4.78 TH-41 50 22.33 41.0944 9.9612 4.78 TH-41 52 22.37 41.0792 10.1436 4.77 TH-41 54 22.40 41.0991 9.9048 4.78 TH-41 56 22.43 41.0944 9.9612 4.78 TH-41 58 22.47 41.0991 9.9048 4.77 TH-41 0 22.50 41.0979 9.9192 4.77 TH-41 17 22.78 41.1003 93904 4.75 TH-41 19 22.82 41.0979 9.9192 4.76 TH-41 21 22.85 41.078 10.158 4.76 TH-41 23 22.88 41.0932 9.9756 4.76 TH-41 25 22.92 41.0897 10.0176 4.76 TH-41 27 22.95 41.0768 10.1724 4.76 TH-41 29 22.98 41.0874 10.0452 4.77 TH-41 31 23.02 41.0903 10.0104 4.77 TH-41 33 23.05 41.1043 9.8424 4.77 TH-41 35 23.08 41.112 9.75 4.77 TH-41 37 23.12 41.1085 9.792 4.77 TH-41 39 23.15 41.095 9.954 4.77 TH-41 41 23.18 41.0921 9.9888 4.77 TH-41 44 23.23 41.078 10.158 4.76 TH-41 46 23.27 41.085 10.074 4.76 TH-41 48 23.30 41.0956 9.9468 4.76 TH-41 50 23.33 41.0956 9.9468 4.76 TH-41 52 23.37 41.0886 10.0308 4.76 TH-41 54 23.40 41.1003 9.8904 4.76 TH-41 56 23.43 41.0909 10.0032 4.76 TH-41 58 23.47 41.0745 10.2 4.76 TH-41 0 23.50 41.0862 10.0596 4.76 TH-41 2 23.53 41.0932 9.9756 4.76 TH-41 4 23.57 41.0745 10.2 4.76 TH-41 6 23.60 41.0862 10.0596 4.76 TH-41 8 23.63 41.0967 9.9336 4.76 TH-41 10 23.67 41.0768 10.1724 4.76 TH-41 12 23.70 41.0815 10.116 4.76 TH-41 14 23.73 41.0815 10.116 4.76 TH-41 16 23.77 41.0874 10.0452 4.76 TH-41 18 23.80 41.0862 10.0596 4.76 TH-41 20 23.83 41.0827 10.1016 4.76 TH-41 22 23.87 41.2899 7.6152 4.76 TH-41 24 23.90 41.27 7.854 4.76 TH-41 26 23.93 41.2934 7.5732 4.76 TH-41 28 23.97 41.2911 7.6008 4.76 TH-41 30 24.00 41.2864 7.6572 4.76 TH-41 32 24.03 41.2817 7.7136 4.76 Page 34 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 34 24.07 41.2736 7.8108 4.76 TH-41 36 24.10 41.2689 7.8672 4.76 TH-41 38 24.13 41.2759 7.7832 4.76 TH-41 40 24.17 41.2782 7.7556 4.76 TH-41 42 24.20 41.2782 7.7556 4.76 TH-41 44 24.23 41.2806 7.7268 4.76 TH-41 46 24.27 41.2841 7.6848 4.76 TH-41 48 24.30 41.2852 7.6716 4.76 TH-41 50 24.33 41.2888 7.6284 4.76 TH-41 52 24.37 41.2864 7.6572 4.76 TH-41 54 24.40 41.2899 7.6152 4.76 TH-41 56 24.43 41.2923 7.5864 4.76 TH-41 58 24.47 41.2958 7.5444 4.76 TH-41 0 24.50 41.2934 7.5732 4.76 TH-41 2 24.53 41.2958 7.5444 4.76 TH-41 4 24.57 41.2982 7.5156 4.76 TH-41 6 24.60 41.2982 7.5156 4.76 TH-41 8 24.63 41.3004 7.4892 4.76 TH-41 10 24.67 41.3016 7.4748 4.76 TH-41 12 24.70 41.304 7.446 4.76 TH-41 14 24.73 41.304 7.446 4.76 TH-41 16 24.77 41.3052 7.4316 4.76 TH-41 18 24.80 41.3063 7.4184 4.76 TH-41 45 26.25 41.3376 7.0428 4.75 TH-41 47 26.28 41.34 7.014 4.77 TH-41 50 26.33 41.34 7.014 4.77 TH-41 52 26.37 41.3423 6.9864 4.77 TH-41 54 26.40 41.3435 6.972 4.77 TH-41 56 26.43 41.34 7.014 4.78 TH-41 58 26.47 41.34 7.014 4.78 TH-41 0 26.50 41.34 7.014 4.78 TH-41 2 26.53 41.3447 6.9576 4.78 TH-41 4 26.57 41.3376 7.0428 4.78 TH-41 6 26.60 41.3423 6.9864 4.78 TH-41 8 26.63 41.3459 6.9432 4.78 TH-41 10 26.67 41.3447 6.9576 4.78 TH-41 12 26.70 41.3447 6.9576 4.78 TH-41 14 26.73 41.347 6.93 4.78 TH-41 17 26.78 41.3447 6.9576 4.78 TH-41 20 26.83 41.3482 6.9156 4.78 TH-41 22 26.87 41.3482 6.9156 4.78 TH-41 24 26.90 41.3482 6.9156 4.78 TH-41 26 26.93 41.3505 6.888 4.79 TH-41 28 26.97 41.3482 6.9156 4.79 TH-41 30 27.00 41.3493 6.9024 4.79 Page 35 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 32 27.03 41.3505 6.888 4.79 TH-41 34 27.07 41.3505 6.888 4.79 TH-41 36 27.10 41.3493 6.9024 4.79 TH-41 38 27.13 41.3517 6.8736 4.79 TH-41 40 27.17 41.3517 6.8736 4.79 TH-41 42 27.20 41.3517 6.8736 4.79 TH-41 44 27.23 41.3517 6.8736 4.79 TH-41 46 27.27 41.3529 6.8592 4.8 TH-41 48 27.30 41.3517 6.8736 4.8 TH-41 50 27.33 41.354 6.846 4.8 TH-41 52 27.37 41.3529 6.8592 4.8 TH-41 54 27.40 41.354 6.846 4.8 TH-41 56 27.43 41.3564 6.8172 4.8 TH-41 58 27.47 41.3552 6.8316 4.8 TH-41 0 27.50 41.3517 6.8736 4.8 TH-41 2 27.53 41.3564 6.8172 4.8 TH-41 4 27.57 41.3552 6.8316 4.8 TH-41 6 27.60 41.3552 6.8316 4.8 TH-41 8 27.63 41.3552 6.8316 4.8 TH-41 10 27.67 41.3564 6.8172 4.81 TH-41 12 27.70 41.3564 6.8172 4.81 TH-41 14 27.73 41.3576 6.8028 4.81 TH-41 16 27.77 41.3564 6.8172 4.81 TH-41 18 27.80 41.3599 6.7752 4.81 TH-41 20 27.83 41.3587 6.7896 4.81 TH-41 22 27.87 41.3599 6.7752 4.81 TH-41 24 27.90 41.3587 6.7896 4.81 TH-41 26 27.93 41.3576 6.8028 4.81 TH-41 28 27.97 41.3587 6.7896 4.81 TH-41 30 28.00 41.3611 6.7608 4.81 TH-41 32 28.03 41.3611 6.7608 4.81 TH-41 34 28.07 41.3587 6.7896 4.82 TH-41 36 28.10 41.3622 6.7476 4.82 TH-41 38 28.13 41.3587 6.7896 4.82 TH-41 40 28.17 41.3599 6.7752 4.82 TH-41 42 28.20 41.3611 6.7608 4.82 TH-41 44 28.23 41.3611 6.7608 4.82 TH-41 46 28.27 41.3634 6.7332 4.82 TH-41 48 28.30 41.3611 6.7608 4.82 TH-41 50 28.33 41.3611 6.7608 4.82 TH-41 52 28.37 41.3646 6.7188 4.82 TH-41 54 28.40 41.3622 6.7476 4.82 TH-41 56 28.43 41.3634 6.7332 4.83 TH-41 46 30.27 41.3728 6.6204 4.86 TH-41 48 30.30 41.3751 6.5928 4.87 Page 36 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 50 30.33 41.3705 6.648 4.87 TH-41 53 30.38 41.3728 6.6204 4.88 TH-41 56 30.43 41.3728 6.6204 4.88 TH-41 58 30.47 41.3751 6.5928 4.88 TH-41 0 30.50 41.3693 6.6624 4.88 TH-41 2 30.53 41.3751 6.5928 4.89 TH-41 4 30.57 41.3728 6.6204 4.89 TH-41 6 30.60 41.3751 6.5928 4.89 TH-41 8 30.63 41.3751 6.5928 4.89 TH-41 10 30.67 41.3751 6.5928 4.9 TH-41 12 30.70 41.3728 6.6204 4.9 TH-41 14 30.73 41.3763 6.5784 4.9 TH-41 16 30.77 41.3739 6.6072 4.9 TH-41 18 30.80 41.3739 6.6072 4.9 TH-41 20 30.83 41.3751 6.5928 4.9 TH-41 22 30.87 41.3751 6.5928 4.91 TH-41 24 30.90 41.3739 6.6072 4.91 TH-41 26 30.93 41.3775 6.564 4.91 TH-41 28 30.97 41.3775 6.564 4.91 TH-41 30 31.00 41.3775 6.564 4.91 TH-41 32 31.03 41.3798 6.5364 4.91 TH-41 34 31.07 41.3775 6.564 4.91 TH-41 36 31.10 41.3798 6.5364 4.91 TH-41 38 31.13 41.3821 6.5088 4.91 TH-41 40 31.17 41.3798 6.5364 4.92 TH-41 42 31.20 41.3751 6.5928 4.92 TH-41 44 31.23 41.3739 6.6072 4.92 TH-41 46 31.27 41.0135 10.932 4.92 TH-41 48 31.30 41.2595 7.98 4.92 TH-41 50 31.33 41.2665 7.896 4.92 TH-41 52 31.37 41.2525 8.064 4.92 TH-41 54 31,40 41.2455 8.148 4.93 TH-41 56 31.43 41.2466 8.1348 4.93 TH-41 58 31.47 41.4711 5.4408 4.93 TH-41 0 31.50 41.4009 6.2832 4.93 TH-41 2 31.53 41.4137 6.1296 4.93 TH-41 4 31.57 41.4184 6.0732 4.93 TH-41 6 31.60 41.4126 6.1428 4.93 TH-41 8 31.63 41.4056 6.2268 4.93 TH-41 10 31.67 41.3926 6.3828 4.93 TH-41 12 31.70 41.3821 6.5088 4.93 TH-41 14 31.73 41.3821 6.5088 4.93 TH-41 16 31.77 41.3845 6.48 4.93 TH-41 18 31.80 41.3845 6.48 4.93 TH-41 20 31.83 41.3798 6.5364 4.93 Page 37 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-41 22 31.87 41.3821 6.5088 4 93 TH-41 24 31.90 41.381 6.522 . 4.93 TH-41 26 31.93 41.3775 6.564 4.93 TH-41 28 31.97 41.3821 6.5088 4 93 TH-41 30 32.00 41.3821 6.5088 . 4 94 TH-41 43 32.22 41.3798 6.5364 . 4.92 Page 38 of 38 D-7 Head of Draw Boring Time Interval Total Time Water Down Temp. (sec) (min) (ft) (inches) C TH-31 36 35.62 43.4915 5.4072 5.6 TH-31 45 35.77 43.4915 5.4072 5.6 TH-31 52 35.88 43.4939 5.3784 5.6 TH-31 0 36.02 43.495 5.3652 5.6 TH-31 10 36.18 43.5008 5.2956 5.6 TH-31 20 36.35 43.5031 5.268 5.6 TH-31 30 36.52 43.5089 5.1984 5.61 TH-31 40 36.68 43.5111 5.172 5.61 TH-31 50 36.85 43.5181 5.088 5.61 TH-31 0 37.02 43.5238 5.0196 5.62 TH-31 26 37.45 43.5412 4.8108 5.63 Page 16 of 38 D-3