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HomeMy WebLinkAboutSmuggler Superfund - Repository Site Evaluation; United States Department of the Interior BUREAU OF RECLAMATION UPPER COLORADO REGIONAL OFFICI F.O. SOX 11565 SALT LAKE CITY, urAI1 84147 IN REPLY pp� P,9 �y g (7 REFER "To3 13C®251,� U P, 9 p 9. Ms. Paula M. Schmittdiel U.S. Environmental Protection Agency 999 18th St., Suite 500, 8HWM®SR Denver, Co 50202-2445 Subject: Repository Evaluation Report, Smuggler Mountain Site, Aspen, Colorado (Hazardous Waste) Dear Ms. Schmittdiel Enclosed are copies of the Repository Evaluation Report, Smuggler Mountain Site, Aspen, Colorado, prepared by Reclamation under Interagency Agreement No. Dwl4933305-01-0. The report evaluates and compares three potential repository sites proposed for construction to permanently control and contain contaminated mane waste. Also enclosed are copies of Reclamation's draft work plan for completion of tasks specified in the interagency Agreement. The work plan describes the tasks to be performed, lists the deliverables, and provides a time schedule for performance of tasks and submittal of reports. Please address review comments and questions to Mr. Daniel E. Grundvig, FTS -555®4161, Sincerely, 1 r' Clifford I. Barrett Regional Director Enclosures cc: Assistant Commissioner -- E&R, Denver, CO, Attention: D-3214 ,JUL1988 REPOSITORY" EVALUATION REPORT SMUGGLER MOUNTAIN SITE ASPEN, COLORADO INTRODUCTION Authority and Purpose � �t✓ �.Y t� ti0 w This report has been prepared by the Bureau of Reclamation (Reclamation) for the Environmental Protection Agency (EPA) Region `DTII under Interagency Agreement No. DW14933305-01-0. EPA requested that Reclamation perform geotechnical and other engineering investigations at the Smuggler Mountain Site .and evaluate :hree potential locations for construction of an on-site repository. These three potential repository sites are identified as Mollie Gibson Park Site, Tennis Court Site, and Racquet Club Site (figure 1). The repository (or repositories) will be constructed to permanently control and contain contaminated wastes consisting of mine tailings containing, lead at or above the 5,000 ppm level (high-level wastes). Some low-level wastes (1,000 to 5,000 ppm lead) may also be deposited in this repository. The purpose of this report is to evaluate and compare the three proposed repository sites and recommend the preferred site. Background The Smuggler Mountain Site is located at the base of Smuggler Mountain, northeast of Aspen, Colorado, in Pitkin County. The_- ite has been on EPA's �Superfund National Priorities List (NPL) since dune 1986. Disposal of mine tailings and wastes from past silver mining resu'Tt V n contamination of soils at the site. The contaminants of concern are lead and cadmium. In 1986,, EPA determined that actions shouldd be taken on soils containing lead concentrations of 1,000 ppm or higher. These actions will include construction of an on-site. repository for containment and control of high-level wastes and isolation of low-level wastes by capping in place with clean topsoil and revegetating or covering with asphalt or concrete paving. INVESTIGATIONS Exploration/Testing The objective of the geotechnical investigations program was to determine the engineering suitability of the three potential repository sites. Data from these investigations are being used to define the engineering properties of the soil and tailings, the hydrologic conditions, the site stability, and any possible effects on man-made structures in the vicinity such as the Salvation Ditch pipeline. Investigations consisted of precision surveys, excavating test pits, drilling a series of boreholes, and determining engineering properties of the soil. The locations of the boreholes and test pits are shown on figure 2. Four boreholes 1 SALVATION DITCH, PIP LINE- ff ! ti MOLLIE GIBBON PARK SITE ShVER KING/MOLLtE —TE 6 CQfJRT ITE/ CLU ITE PC BIU' Io K ALTERNATE REPOSITORY SITES FIGURE 1 I �+� { +; i ."8 � .�.. .F /:s 'l1 t_v 4.e �_ were drilled for the purpose of obtaining soil and rock samples and performing :Standard Penetration Tests (SPT's) for identification of weak foundation layers beneath the repository sites, Soil and rock samples were visually classified, ground water conditions were noted and the thickness of the various stratigraphic units was defined. Samples were submitted to Reclamation's laboratory in Denver for analysis. Six test pits were excavated to determine the nature of the near -surface materials and to determine the in-place density at selected depths, hogs of the boreholes and test pits are attached. Construction Materials A borrow source has been identified approximately 5 miles northwest of Aspen, adjacent to the airport (Figure 3). Soil at the source was stockpiled during airport expansion and measures approximately 480 feet long by 140 feet wide and varies in thickness from 6 to 18 feet. The stockpile contains approximately 26,000 cubic yards of soil suitable for capping the proposed repository and for use in residential cleanup. After allowing for approximately 15 to 20 percent shrinkage due to compaction and spillage, about 21,000 cubic yards would be available for construction use. The soil is classified as lean Clay (Unified Soil Classification System - CL) and is characterized by particles ranging from clay to gravel. Permeability tests show that the proposed material meets the areq:aa_i.r.ements for use as a repository cap: Heavy metals analysis performed by Colorado State University for -.Pitkin County shows that the lead and cadmium concentrations for this material are less than 10 ppm. As of this writing, the quantity of soil required to backfill excavations within the residential areas is unknown since studies to delineate contaminated areas are not complete. Present construction plans call for capping in-place those areas containing low-level wastes. in some instances, placing 1 foot of topsoil over the existing ground surface will result in undesirable and unnatural topographic modifications, drainage patterns, and unsightly berms such as on parkway strips between sidewalks and roads. in these areas excavating the 1 foot of contaminated material and replacing it with topsoil is preferable. Areas containing high-level wastes are to be excavated to a depth w4% of 4 feet and backfilled. Low-level wastes could be utilized as backfill for the high --level waste excavations to within 1 foot of the existing ground surface. The remainder of the excavation would be backfilled with topsoil, w"( Pxcess low-level waste material would be disposed of in the repository. If the identified borrow source contains insufficient material and utilization of low-level waste as backfill is deemed undesirable, another source of topsoil. must be located. No additional material is available on county land (personal communication, Tom Dunlop, 7/8/88). A search for potential borrow sources would therefore extend to private land. The borrow investigation would consist of review of available geologic literature to identify favorable depositional environments (i.e., alluvial fans, etc.); obtaining the necessary entry permits; exploration (test -pitting) to determine depths and volumes and to obtain soil samples; and negotiations for purchase of the topsoil. Insufficient time exists to accomplish the described tasks prior to the start of construction this fall. Negotiations for right -of --way acquisition or for purchase of land could be accomplished this winter with exploration occurring in early spring prior to resumption of construction in June. 4 N m ALL I .,'.I uou q l lk%] tx.aI'm IS _ Y 4- . • dfJtit'1 °A IYMI nl Axl � �� ���"�V xar� IF ¢ j S0OC I 7. $ F=._: : -. I nAI Pi Plf 11 It �•\`,,\ y�—�,"-.,¢^ "'"a iw�, + L^ s nrrr 1 a t Rod 'sre AN ' ::ares =- S. - - -_ _ 4 � •�_-•a J ` Rodeo Graund Rtd 8ulle K%��n 4 q r y �` :,'✓ GOLF COURSE Aspe;) V " 0 At - i' ,� yam' c'M�-- i`•^ �` .,;rl .\F, c aMalIheGl v gw� a� t ,nal" M, pp ...-....'`� _ �.. p gym, ke�ca�av� Wates tiP11, ✓- ' r o , 000' 1p�..+�!r"- a� '�-i �ktJ. � .�" `. /. 41 � p� ��� M �LwJay..•,..� .,, - - pV " 99 a P — r � "/ �� � �'✓''` tv� "'" �,.,� + ,' '.; L � '' {�� �°� a � �I �'- ,mom a J _ �v SMUGGLER MOUNTAIN SITE' Baa AS�PEN, PIT IN +COUNTY, COLORADO CONSTRUCTION MATERIALS + - FIGURE G +✓" i� r UVJ ..:'9.. . Seismicity A seismotectonic study of the proposed repository site was conducted by Reclamation in June 1988. The study concluded that surface faulting is not considered a credible hazard to the site based on a lack of recent faults closer than about 60 km, A copy of the report on the study is attached, Further studies of seismic hazard for the Smuggler Mountain Site do not appear warranted based on Reclamation's current understanding; of the project and the level of seismic hazard in the region. REPOSITORY SITES Mollie Gibson bark Site Mollie Gibson Park Site (Figure 1) is located northeast of Park Circle at the base of Smuggler Mountain at the bottom of the Smuggler -Durant lower waste pile. The site is underlain by bedrock which consists of dark gray dolomite and dolomitic shale ranging in elevation from 7948 to 7994 feet. Bedrock is overlain by glacial deposits consisting of variable mixtures of clay, silt, sand, gravel, cobbles, and boulders. Ground water is.frequently found perched several feet _above the bedrock/glacial deposit contact. Mine tailings overlie the glacial deposits and consist mainly of silty sand and gravel hauled out of the tunnels and shafts during the mining operations, Reclamation's Drill Hole BR -1 encountered 0.7 feet of tailings and 6.3 feet of glacial deposits. Bedrock was reached afi '8.5 feet. Ground water was not encountered. Fill consisting of dirt, rock, and rubble was placed on the site prior to Centennial condominium construction in 1984. The Centennial construction fill. overlies the dirt, rock, and rubble fill and consists of sandy gravel with cobbles, boulders, and some debris. This fill was placed in lifts by bulldozers and compacted. The outer slopes of the pile along Park Circle and Nicolas lane are protected by a 10- to 15 -foot -wide bench of granular fill and large boulders. The design slope was 1.5:1 (H to V) although as -built slopes are as steep as 1:1 in some locations. Additional granular fill consisting of sand, gravel, cobbles, and boulders was placed on top of the compacted fill and is generally several feet thick. Smuggler Tunnel No. 1 underlies this site, oriented N 80" E from the southwest corner, of the site (Figure 1). The portion of the tunnel through glacial deposits has collapsed to a point approximately 200 feet from the portal which corresponds to the glacial deposit/bedrock contact. The integrity of the remaining rock tunnel beneath the site cannot be verified at this time due to insufficient information. However, this portion of the tunnel has apparently withstood repeated fteavy construction loads during past fill operations. Additional loading imposed by additional repository fill could cause a chimney collapse of the tunnel, but the integrity of the repository cap should not be compromised due to the arching effects of the Centennial fill and the repository fill. Further, long-term monitoring of the repository would detect. any settlement problems should they develop. Z The Salvation bitch underlies the Mollie Gibson Park Site in a 4--foot-diameter pipe (Figure 1). RPA has indicated that this pipe must be rerouted around the repository if this site is selected, Fxisting topography requires construction of a siphon and related features. The existing, pipe will have to be removed after construction of the rerouted pipeline and prior to placement of waste over the existing alignment. The Salvation Ditch relocation involves replacing approximately 660 feet of existing concrete pipe with approximately 700 feet of new concrete pipe. The new pipe will have pressure flow as an inverted siphon while the existing pipe is free flow. A blowoff structure will. be provided along the siphon for draining the siphon and providing access for inspection and cleaning. An air vent will be provided at the downstream end of the siphon where the relocated pipe ,loins the existing pipe. Concrete encasements will be required at the beginning and end of the relocation to connect the new pipe to the existing pipe. The waste capacity of the Mollie Gibson Park Site was estima.tusing p n topography from. recent Reclamation survey data and existin COg,topography sheets, For quantity calculations, the following physical Eh'aracterristics of the repository were assumed: 1. The outer toe limits of the repository are constrained by the Forest Service access road to the southwest, existing Smuggler Mine tailings slopes on the south and east, and the°steep slopes of the park itself on the west and north sides. 2. outer slopes of 1.5 horizontal to 1 vertical using geogrid to reinforce these slopes. 3. A 5 --foot cap thickness 4. A maximum surface height at elevation 8040 feet against the existing, Smuggler Mine tailing slope to the east, with the top sloping 2 percent to the west. llaing this configuration for the repository site, the estimated capacity is approximately 39,000 cubic yards. Construction access to this site will be via existing paved and unpaved roads. Tennis Court Site The Tennis Court Site (Figure 1) is located immediately east of Smuggler Mobile Home Park. This site is currently covered by tennis courts, a clubhouse, and a parking lot, A tailings berm is located on the west side of the site. The north side is bounded by a timber retaining wall approximately _�._.feet._.high which supports fill material placed on the Raequet Club site. The east and south sides are bounded by private residences. The site is underlain by bedrock at an unknown depth, CDM"s Well No. 7 was drilled to 97 feet in glacial deposits_wit-out encountering bedrock. The glacial deposits consist ofavari.able mixtures of clay, silt, sand, gravel, 7 Racquet Club Site The Racquet Club Site (Figure 1) is located between the Mollie Gibson Park and Tennis Court Sites. The site is bounded by Park Circle on the north and northeast and by Smuggler Mobile Home Park on the west. The site, which is relatively flat, consists of 1 to 10 feet of mine tailings �,J 5-0 and miscellaneous mine rubble overlying glacial deposits to an nkziown depth. Glacial deposits are similar to those described for the Tennis Court Site, Ground water was encountered at a depth of 17 feet in Reclamation Drill Hole BR -3 and is probably associated with leakage from the Silver King/Mollie Gibson No. 2 Shaft. Silver King/Mollie Gibson No., 2 shaft is located near the center of the site. The shaft is thought to extend to a depth of over 1,200 feet. Recent attempts to obtain water samples in the shaft encountered an obstruction at a depth of 40 feet. The shaft is accessed through a covered manhole and produces a flow 11r,.> of approximately 250 gallons per minute released through a pipe system to the east side of the Tennis Court Site. The integrity of the shaft below the water in the shaft and the obstruction at 40 feet cannot be verified at this time due to lack of information. However, a U.S. Bureau of Mines map of the Mill Area, Aspen Project, dated August 27, 1947, indicates a surface cone of collapse for this shaft, other shafts in the area have collapsed resulting in subsidence at the surface. The surcharge from the repository could cause further collapse of the shaft and surface subsidence over a large area around the shaft. Collapse could cause disruption of mine drainage and alter existing ground water conditions. A report to the EPA by Camp, Dresser, and McKee Inc. (CDM) dated September 23, 1987, which evaluated the feasibility of the Racquet Club Site as a repository, estimated the capacity at this location to be: 28,400 cubic yards with a height of 17-18 feet. This included most of the area located north of the Silver King/Mollie Gibson No. 2 shaft. However, the calculations assumed vertical side slopes 18 -feet high. This is obviously not reasonable to construc_C.T_f E cobbles, and boulders. A mixture of taili s and glacial deposit to feet thick overli _,,t_hg_,_,glacia1 deposits.- Less than 1 foot of tailings was -4. reached in encountered in Reclamation's Drill Hole BR Ground water was not the 28.5 -foot deep hole. Tunnels may exist beneath the site but are probably at sufficient depths to surface effects, _preclude In a letter, dated March 10, 1988, to Matt Cohn from Laura Clemments, RPM for the Smuggler Mountain Site, an estimate of the capacity of the Tennis Court Repository Site was provided. in this estimate, the computed potential capacity was 53.000 cubic yards assumming a height of 32 feet on 3 horizontal to I vertical side slopes. A quick check of the calculations attached to the letter verified this amount. (Steeper side slopes 1.5 horizontal to I vertical, as used for estimates of the previous two sites, would increase the total capacity to approximately Construction access to the site will be via existing paved and unpaved roads. Racquet Club Site The Racquet Club Site (Figure 1) is located between the Mollie Gibson Park and Tennis Court Sites. The site is bounded by Park Circle on the north and northeast and by Smuggler Mobile Home Park on the west. The site, which is relatively flat, consists of 1 to 10 feet of mine tailings �,J 5-0 and miscellaneous mine rubble overlying glacial deposits to an nkziown depth. Glacial deposits are similar to those described for the Tennis Court Site, Ground water was encountered at a depth of 17 feet in Reclamation Drill Hole BR -3 and is probably associated with leakage from the Silver King/Mollie Gibson No. 2 Shaft. Silver King/Mollie Gibson No., 2 shaft is located near the center of the site. The shaft is thought to extend to a depth of over 1,200 feet. Recent attempts to obtain water samples in the shaft encountered an obstruction at a depth of 40 feet. The shaft is accessed through a covered manhole and produces a flow 11r,.> of approximately 250 gallons per minute released through a pipe system to the east side of the Tennis Court Site. The integrity of the shaft below the water in the shaft and the obstruction at 40 feet cannot be verified at this time due to lack of information. However, a U.S. Bureau of Mines map of the Mill Area, Aspen Project, dated August 27, 1947, indicates a surface cone of collapse for this shaft, other shafts in the area have collapsed resulting in subsidence at the surface. The surcharge from the repository could cause further collapse of the shaft and surface subsidence over a large area around the shaft. Collapse could cause disruption of mine drainage and alter existing ground water conditions. A report to the EPA by Camp, Dresser, and McKee Inc. (CDM) dated September 23, 1987, which evaluated the feasibility of the Racquet Club Site as a repository, estimated the capacity at this location to be: 28,400 cubic yards with a height of 17-18 feet. This included most of the area located north of the Silver King/Mollie Gibson No. 2 shaft. However, the calculations assumed vertical side slopes 18 -feet high. This is obviously not reasonable to construc_C.T_f E ,.. P" '� "1 �) 1.5 horizontal to 1 vertical side slopes are assumed, the total capacity of this site is closer to one—half the estimate or 15,000 cubic yard's. Construction access to this site will be via Park. Circle. ADVANTAGES AND DISADVANTAGES OF REPOSITORY SITES Advantages and disadvantages for each repository site are identified below. Mollie Gibson Park ;Site Advantages: 1. High-level wastes have been identified on the slope rising above the Mollie Gibson Parr Site. Construction of the repository against the slope would eliminate the need to excavate those materials for placement in a repository resulting in a cost savings. 2, Construction of this repository immediately adjacent to the existing large waste pile in Operable Rinit No. 2 would consolidate the waste control problem in this area. 3, ownership of this site by Pitkin County would provide for long—term responsibility for and monitoring of the repository. 4. roundation materials for the repository are unsaturated, which would eliminate the future concern for contamination of ground water. The potential for surface runoff onto the site is minimal, which also reduces the potential for ground water contamination. 5. A repository at this site would blend with the surroundings and is therefore the most aesthetically preferable. The site is not considered desirable for future commercial/residential development.. h. Construction access to the site is considered adequate. 7. The repository is anticipated to accept the quantity of waste material identified for control as defined by CDM. 8. ]differential settlement of the repository, if any, could be easily repaired. Disadvantages: 1. The Salvation Twitch pipeline must be rerouted around the repository, which will increase the cost of this alternative. 2. Smuggler Tunnel No. 1 runs diagonally beneath the site. The potential exists for collapse of some of the remaining rock tunnel. However, as discussed above, we believe this potential is not significant and should be minimized by the method of construction and monitoring anticipated for the repository. W Tennis Court Site Advantages: 1. The site is relatively flat which would facilitate construction of a repository. 2. Construction access to the site is considered adequate. 3. The repository site is anticipated to accept the quantity of waste material identified for control as defined by CDM, A small amount of waste material could be placed on the parking area without seriously disrupting the tennis courts or incurring associated reconstruction costs. 4. Hydrologic conditions appear, favorable for construction at the site. . The site is privately owned. However, future ownership could be obtained by Pitkin County, which would assure long—term control and monitoring of the repository. Disadvantages: 1. Construction of a repository would preclude the use of tennis courts and clubhouse for at least 2 years. 2. Reconstruction of the tennis courts, parking lot, and clubhouse would increase project costs. Further, the area on top of the repository available for these facilities would be significantly less than at present. 3 Geologic and mining conditions beneath the site are poorly understood. The potential for future collapse of tunnels beneath the site and resulting subsidence are unknown. 4. A. repository at the site would not blend with the surroundings and is considered aesthetically undesirable. 5, Construction of a repository would preclude most types of commercial/ residential development. Racquet Club Site Advantages; 1., The site is relatively flat, which would facilitate construction of a repository. 2. Construction access to the site is adequate. 3. The site is privately owned. However, future ownership could be obtained by Pitkin County, which would assure long -.term control and monitoring of the repository. 10 Disadvantages: 1„” The Silver King/Mollie Gibson No. 2 shaft is located near the center of the site. As discussed above, this shaft has already experienced some collapse and associated surface subsidence. Further collapse of the shaft is possible. 2 Collapse of the shaft could alter the current controlled release of water and thereby change the existing ground water conditions at the site. 'This could reduce the foundation and repository stability. 3. "This repository could be constructed a distance away from the shaft but this would significantly reduce the capacity to substantially less than. required for the repository. However, some waste material could be placed at the site if the capacity of the main repository was exceeded. 4. A repository at the site would not blend with the surroundings and is considered aesthetically undesirable. 5, Construction of a repository would preclude most types of commercial/ residential development. COMPARISON OF REPOSITORY SITES A comparison of the three repository sites reveals that the Mollie Gibson Park Site offers significant advantages over the other two sites for the following reasons: 1, Geologic and geotechnical conditions at the. Mollie Gibson Park and Tennis Court Sites are adequate for construction of the repository. The Silver King/Mollie Gibson. No. 2 shaft at the Racquet Club Site presents significant concern for long-term drainage control of the mines and stability of a repository at the site. 2. Although significant costs would be incurred in relocating the Salvation �! Ditch pipeline at the Mollie Gibson Park Site, similar costs would also be incurred in reconstructing the tennis courts, parking lot, and clubhouse at the Tennis Court :site. In addition, the area available on top of the repository ' for these facilities would be significantly less than at present. 3. utilization of the Tennis Court Site would disrupt use of the existing tennis facilities for at least 2 years. Conversely, utilization of the Mollie Gibson Park. Site would not impact any facilities currently in use. Relocation of the :Salvation flitch pipeline would occur outside the irrigation season and would not disrupt water delivery. 4. Potential land use of the Racquet. Club and Tennis Court :Sites is considered more valuable than the Mollie Gibson Park Site. 5. Aesthetically, construction of the repository at the Mollie Gibson Park Site is considered preferable to the other two sites. The above comparison is based on currently available data. Additional data on waste quantities may dictate the need to utilize portions of the other two sites as previously discussed. 11. u t'i CONCLUSIONS AND RECOMMENDATIONS Based on evaluation of the available data, the Mollie Gibson Park Site is the preferred alternative for construction of the repository. If final waste quantities exceed the capacity of the Mollie Gibson Park Site, partial use of one or both of the other two sites may be necessary. The Tennis Court Site is preferable to the Racquet Club Site for construction of additional repository cells. It is recommended that the amount of waste material. to be contained in the repository be identified as soon as possible. This quantity impacts the amount of backfill and capping materials required for cleanup of the waste material. Further investigation for additional backfill and capping materials may be required. I Clement Associates, Inc., may 5, 1986. Endangerment Assessment for the Smuggler Mountain Site, Pitkin County, Colorado. 2. Fred C. Hart Associates, Inc., March 1986. Remedial investigation/ Feasibility Study, Smuggler mountain Site, Aspen, Pitkin County, Colorado. 3.' Lincoln DeVore, August 29, 1983. Interim Report on the Surface Geology -- and Mine Study, Centennial Project, Aspen, Colroado. TRC Environmental Consultants, Inc., August 7, 1987. Mollie Gibson Park Investigation, Aspen, Colorado. 5. U.S. Bureau of Mines, August 27, 1947. Map of Mill Area, _1,000 -ton Concentrating Plant, Aspen Project, Pitkin County, Colorado. 6. ?I.S. Environmental Protection Agency, Region VIII, Record of Decision, smuggler Mountain, Pitkin County, Colorado. ATTACHMENTS Seismotectonic Study for Smuggler Mountain Site Repository, Preliminary Geologic Logs of Reclamation Drill Holes BR -1, -2, -3, and -4. Preliminary Geologic Logs of Reclamation Test Pits TP®1 and -2. Preliminary Laboratory Analysis of Borrow Material. 12 SEISMOTECTONIC STUDY FOR SMUGGLER MINE SITE REPOSITORY ASPEN, COLORADO FOR U.,S. ENVIRONMENTAL PROTECTION AGENCY LIM Seismotectonic and Geophysics Section Geology Branch Geology and Geoechnical Engineering Division Denver, office U. S. Bureau of Reclamation Denver, CO, This report provides an assessment of potential seismic hazards for the: smuggler Mine disposal site near Aspen, Colorado. Current plans call for construction of an engineered landfill for tailings is outlined, disposal The seismotectonic setting of the area historic seismicity in the region discussed, and an assessment of the most significant earthquakes that might affect the site Nrovided. This review is based on available published geologic and seismologic data supplemented by unpublished USBR data and studies in the region. No other detailed investigations or field visits were conducted. As a general criteria to guide this assessment, the standards set forth in 40CFR Ch I, part 264.18 (7-1-86 Edition) were followed. These standards, relate to seismic considerations for new faciliti for the treatment, storage, or disposal of hazardous waste. in general,, the standards require demonstration of a lack of Holocen faulting in the immediate site vicinity. I Historic seismicitY in western Colorado appears to be characterized by the infrequent occurrence of moderate (M<6.5) and smaller events that show little or no correlation to known geologic structure. Although a number of late Quaternary faults have been identified in the region, no earthquakes within about the past 100 years have caused identifiable surface rupture. Faults with evidence of late Quaternary displacement in Colorado are generally characterized by low displacement, rates and long recurrence intervals. The best documented late Quaternary faults in Colorado (figure 1) are those in the San Luis and upper Arkansas Valleys (Ostenaa and others, 1981; Mcc - alpin, 1982,; Colman and others, 1985) associated with the Rio Grande Rift (Tweto, 1979). Some of these faults have documented Holocene displacement, but recurrence intervals for large, surface -rupture events on these faults are generally greater than lo,000 years. Detailed studies of these faults, including trenching, have documented the size and timing of late Pleistocene and Holocene faulting on the Sangre de Cristo and Sawatch faults (Ostenaa and others, 1981; Os,tmow. a, unpub. USBR draft reports; McCalpin, 1982). These studies suggest the occurrence of paleoearthquakes of about Ms 7 on the southern Sawatch fault and Ms 7 to on the Sangre de Cris�o fault. Given the long recurrence times of such movements, their lack of representation in the historic seismicity record is not surprising. stress indicators in the Colorado portion of the Rio Grande Rift are principally young normal faults, and these suggest E -W to NE -SW extension. West of the Rio Grande Rift area, no faults have been demonstrated to have Holocene displacement (Kirkham and Rogers, 1981). Several faults are suspected or known to have recurrent Quaternary displacement, but few have been studied in detail. 1, d " i, , '; ) I ) U "J, Western Colorado and the middle Rocky Mountains where Aspen is located, is a transitional zone between the Rio Grande Rift and the Colorado Plateau tectonic provinces. The majority of fault plane solutions determined for this region indicate generally NNE -SSW extension (Wong, 1986). Geologic studies suggest only limited evidence for Quaternary faulting exists in the region (Kirkham and Rogers, 1981). These faults have diverse trends and the limited available data suggest low slip rates and long recurrence intervals. Evidence for Quaternary surface faulting in the Colorado Plateau is generally lacking and .'^ as shown by fault plane solutions indicate generally WNW -ESE compression (Zioback and Zoback, Aspen is located on the southwestern edge of the Eagle Basin and the western edge of the Sawatch Range (figure 1). The Eagle Basin is a major Paleozoic depositional trough (DeVotot 1980)i. Extensive evaporite deposition in this basin and subsequent solutioning may be responsible for many of the faults in this area (Kirkham and Rogers, 1981; Colman, 1985;). Mallory (1966) suggested that warping of Quaternary terraces near Carbondale may be related to diapiric movement of the underlying salt. Stover (1986) suggests that solution or diapirically-driven flexural slip along older structures in the area may be associated with recent earthquakes in the area. Detailed 'mapping of Quaternary glacial deposits along the Roaring Fork (Piety, 1981,1982) shows that'no deformation of the latest Quaternary terraces is present within at least 20 km of Aspen. The Sawatch Range is the site of recurrent uplifts, the youngest of which is late Cenozoic (Tweto, 1979). Fission -track dating (Bryant anN Naeser, 1980) suggests significant uplift in the Aspen area during and after the Eocene. Laramide uplift of the Elk Mountains and Sawatch Range (Tweto, 1975); reactivated or produced many of the major faults in the area. Mapping by Bryant (1971) of the Aspen Quadrangle and regional compilations (Tweto and others, 1978) show the structural relations of these faults. The Castle Creek fault, a major border fault on the west side of the Sawatch Range near Aspen, is apparently a later Laramide feature as it displaces earlier Laramide thrusts (Tweto, 1975). None of the mapping cited previously or compilations showing late Cenozoic and Quaternary faulting on a state-wide basis (Kirkham and Rogers, 19811 Colman, 1985) suggest that late Pleistocene or Holocene faulting is present in the Aspen vicinity., Historic seismicity for a portion of west -central Colorado is shown in figure 2. Data sources for this plot include Earthquake History of the United States (Coffman and Von Hakef 1982), the United States Network catalog of Algermen (1975), the U.S. Earthquakes series, and various sources of theCoast and Geodetic Survey and U.S. Geological Survey. Events with only Modified Mercalli K Two swarms of events, in 1984 and 1986, are seen about 40 km west and southwest of Aspeni respectively. In 1984 17 events were located near Carbondale by regional stations, and the deployment of a nine station portable network allowed for the location of 17 more earthquakes.had magnitudes less than 3.5, and occurred between 3 and 7 km in depth (S. Goter, pers. comm., 1988). A fault plane solution for the largest event showed primarily normal faulting due to WNW -ESE extension (Wong, 1986). No preferred trend was evident in cross-section or map view. Although the sequence occurred beneath the north end of the Elk Hills anticline, an association with this structure is speculative. The 1986 swarm occurred near Crested Butte during August, with a maximum magnitude ,of 3.5. A fault plane solution for the largest event published by Wong (1986) shows normal faulting due to NE -SW extension. Further studies on this sequence have yet to be completed (E. Cranswick, pers. comm., 1988). mmI IV and V events that occurred in 194i4 and 1960, respectively, are located at the town of Aspen. Given the standard MMI to magnitude conversion (Richter, 1958), these earthquakes probably had magnitudes in the 3.5 to 4.5 range. Three events that occurred during the 1940's are also placed at this location. Because no magnitude is listed for these earthquakes, their magnitudes were probably small. It should be pointed out that due to the dates of these earthquakes, their location uncertainties could be several tens of kilometers. The possibility that these events actually occurred in Aspen is therefore probably quite remote. 3 The November 11, 1882 earthquake (not plotted on figure 2) is the largest regional event, and has been the subject of a number of studies (Oaks, 1981; McGuire and others, 1982; Oaks and others, 1985). Several possible locations in northern Colorado and southern Wyoming have been suggested. In the most recent study, Kirkham and Rogers (19,86) suggest an epicenter in the northern Front Range or southern Laramie Mountains placing the epicenter just outside the northern boundary of figure 2. Based on felt area, they assign a magnitude Of ML 6.2 -F/- 0.3. The actual location, however, is quite uncertain, and no causative structure has been identified. �11!11EVZZVIMIT !111 = III !I In addition to hazards from earthquakes occurring on mapped faults, earthquakes occurring in an apparently random fashion throughout the region also constitute a hazard. In fact, all of the seismicity shown in figure 2 is of this type. In the western United States, the maximum size of such events appears to be in the M 6 to 6-1/2 rangeo Given the occurrence of the 1882 earthquake, L6.5 estimated to have a magnitude of about 6.2, we will assume ML to be a reasonable, conservative estimate for the maximum size of the random earthquake in this region. 'If a recurrence relationship for randomly occurring events within a given region can be developed, by assuming that earthquake occurrence conforms to a Poisson process it ispossible 'to compute an epicentral distance for a given magnitude event, given a specified annual probability of occurrence. Such an analysis has been performed by the USBR for the area encompassing most of Wyoming, and western Colorado (Piety and Martin, 1988) for seismic hazard analysis of dams in the area. Distances computed for various annual probabilities by this method are tabulated below. Epicentral Distance (km)* Magnitude Annual Probability of Occurrence (ML) 0.001 0.0001 0.00002 6.5 129 41 is 6.0 82 26 12 5.5 52 16 7 5.0 33 10 5 0 1, Cs"I 0 a Review of available data from published sources and USBR data files indicates that earthquake sources capable of producing potentially significant ground motions, at the Smuggler Mine site near Aspen fall into two categories. 1) Holocene and late Pleistocene faults 4 J k 2 related to the Rio Grande Rift in the r a _ w' San Luis Valleys; and 2) random events not readily associated with specific mapped faults in the reg,ion. Existing data do not indicate the presence of the other . closer . upper Arkansas with suggested Holocene or documented evidence of late Quaternary displacement. � Upper San Luis Magnitude (res) Epicentral distances for random events were calculated for varioL�q. xnnual probabilities ooccurrence Y magnitudes, and are listed bt Table I above. Surface faulting based on the lack of known Holocene faults closer than about 60 km of the site and the probabilities of earthquake occurrence near the site, as shown by the probabilistic an✓ Further studies of seismic hazard for the Smuggler Mine site do not appear warranted based on our current understanding of the project and ,,,, level of seismichazard _ s o M] M MM 1070 1061, 1050 z DENVER z G) rn ASPEN COLORADO SPRINGS ELK NITS, 7. C)UA 0 M SAN JUAN U) MTS. 61 lle2 61 ("1 ;'/, 2 7 'M M 91% MM 37* 370 1080 1070 1060 1050 104* 25 0 25 50 75 100 kis Late Pleistocene or 111111 1 1 1 —j Holocene normal fault., Figure 1. ® Tectonic and geographic location map. -,o7. m 0 Aspen 0 q* - 0 �31 W 0 P Buena — 1901 Vista X 1955 z XX 0 10 0 10 ZO 40 60 a W Denver II NTENS ITY MAGNITUDE 0 5.0 —5.9 0 4.O — 4.9 0 3.0-3.9 El 0 2.0-2.9 XNo Magnitude Given Figure 2. - 'Seism.icitY of west -central Colorado, 1682 through March . 1987. Data sources cited in text. Ln AlgermiSseno T.,-1975, Catalog of historical U. S. earthquakes, Appendix A, Guidelines for developing design earthquake response spectra: Construction Engineering Research Laboratory technical report no. M-114. Bryant, Brucer 1971, Geologic map of the Aspen Quadrangle: U.S. Geological Survey, Map GQ --933. Bryant, Bruce, and Naeser, C.W., 1980, The significance 9 ,_ n to the tectonic history of the Front and, Sawatch Ranges, Colorado: Geol. Soc. Amer. Bull., Part 1, v. 91, p. 1,56-164. Coffman, J.L., C.A. von Hake, and C.W. Stover, 1982, Earthquake history of the United States, U.S. Department of Commerce, Publication Colman, S.M., 1985, Map showing tectonic features of late Cenozoic origin in Colorado: U.S. Geological Surveyl Miscellaneous Investigations Map 1-1566. Colman, S.M., McCalpinj J.P., Ostenaa, D.A., and Kirkham, R.M., 1985, Map showing upper Cenozoic rocks and, deposits and Quaternary faults, Rio Grande rift, south-central Colorado: U.S. Geological Survey, Miscellaneous Investigations Map 1-1594. DeVoto, R.H., 1980, Pennsylvanian stratigraphy and history of Colorado; in: Kent, H.C., and Porter, K.W., eds.,, Colorado Geology.- Rocky Mountain Association of Geologists, Denver, CI .71-102. p Evans, DoM., 1966, The: Denver area earthquakes and the Rocky Mountain disposal well, The Mountain Geologist, vol. 3, pp. 23- 26. Healey, joH., W.W. Rubey, D.Ta Griggs, and C.B. Raleigh, 1968, The Denver earthquakes, Science, vol. 1610 pp. 1301-1310. Kirkham, R.M., and Rogers, W.P., 1981, Earthquake potential in Colorado - A preliminary evaluation: Colorado Geological Surve Bulletin 43, 171 p. 1986, An interpretation of the November 7, 1882 Colorado e�r'thquake, in: Contributions to Colorado seismicity and tectonics - a 1986 update, W.P. Rogers and R.M. Kirkham, eds., pp.122-145. I riallory, W.W. 1966, Cattle Creek anticline, a salt diapir near E Glenwood Springs, Colorado: U4S. Geological Survey, Professionam Paper 450-D, p.12-15. I L, t Ilk 1;9 M Preliminary of networkoperationil4 e period June 4, 1985 throughApril Bureau NN Reclamation o ., ... report SangreMcCalpin, J.P., 1982, Quaternary geology and neotectonics of the western flank of the northern • south- central Colorado: "r•IY School of MinesQuarterly, .. A.Oaks, Colorado earthquake of 1882o. size, epicentrallocation, Vol.intensities, and possible causative fault, The Mountain Oaks, 1882 earthquake in the Rocky Mountain region, in: Dames and Moore, Geologic and seismologic investigations for Rocky Flats plant: unpublished report for the U.S. Department of Energy, o 207 pp. Hopper,Barnhard,and Algermissen, November 7, 1882, Colorado earthquake reinterpreted in light oA the October1984Wyoming earthquake,Earthquake Notes, D Evidence recurrent late Quaternary faulting, Sawatch fault, Upper Arkansas Valley, Colorado, in: Junge, W.R., ed., Colorado Tectonics, Seismicity, and Earthquake Hazards: Colorado Geological Survey, Special Publication 19, p. 27-29. Piety, 6. 1981, Relative 0.. o glacial deposits .. e Roaring •„ Relative -< • yr • glacial sequences • N' Fork, Lower Lake creek, and upper Arkansas valleys, central Colorado: Section,Field Trip Guidebook for the Friends of the Pleistocene, Rocky vountain ; - r 1981, Roaring, 1982, Relative dating of terrace deposits and tills in the valley,Colorado-University�' Colorado,Boulder,O• w i. eand R.A. Martin, ' ► 8Seismotectonic study for _. IM. Dam, Florida project, and Vallecito Dam, Pine River Project, Colorado, U.S. Bureau of Reclamation Seismotectonic Report 88-8, 25 *, Richter, C. F. , 1958, ;elementary Seismology, W. H. Freeman and Co., Ban Francisco, 768 p. Stover, B.K., 198,6, Geologic evidence of Quaternary faulting near Carbondale, Colorado, with possible associations, to the 1984 Carbondale earthquake swarm; i_n,: Rogers, W.P., and Kirkham, Contributions to Colorado seismicity and tectonics - A 1986 update: Colorado Geological Survey, Special Publication 28f p. 295-301. Twetof Ogden, 1975, Laramide (Late Cretaceous -early Tertiary) orogeny in the southern Rocky Mountains; jn: Curtis, B.F., Cenozoic history of the southern Rocky Mountains: Geol.-Soc. Amer. Memoir 144, -1 19791 The Rio Grande rift system in Colorado, in: Reicker, R.E., edo, Rio Grande Rift; Tectonics and Magmatism., American Geophysical Union, Washington, D.C., p. 33-56. Tweto, Ogden, Moench, R.H and Reed, J.C., Jr., 1978, Geologic map of the Leadv,ille 10 X �6 quadrangle, northwestern Colorado: U.S. Geological Survey, Miscellaneous Investigations Map 1-999. Wong, I.f 1986, Tectonic stresses in Colorado and their implications to seismicity, in: Contributions to Colorado seismicity and tectonics - a 1986 update, W.P. Rogers and R.M. Kirkham, eds., pp. 17-28. Zoback, M.D.f and Zoback, M.L.r 1980, State of stress in the conterminous United States: Journal of Geophysical Researchf v. 85, p. 6113-6156. 6 2 () (,� �, I "12 4 K l (l 0 0 9 a 0 0 ,•+ P7 si IPI O)o 0 C P 4 .-- 0 OI I b Lf OJ a 0 0 u :3 1m r4 a 09 C rA m a) x Qom" N 'a r�r.��cac�c�ca��cca�a U't M1 r"i If1 ^48' 10"1 V1 W�+ fi^I M d"P0 r•1 is r 0 G 0, OaOaaac�or°aacaacrr�r�caOaaoc.acaaaac�aa000ac>aa O O O O O O O O O a a a Dia C? 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UZIM ' * ' -In E, CLI 0 E� M M W a- cc ca u 6K w E�6 4 :D D4 4 U 2-14 rm 6 w u0mul 0 44 K 41 41 A u �L z n - ;�4 = = n UZ 0 U Ce Ro' 14 E4 0 VT Cf7 4WZ C7 COT E� ra E<�CL. a� KC CA= 8 E- E-4 04 E- Em E ou WX v 9 D z z 8 E- czu W 40 U-) Ra) 0>4 E-4 C-4 E-4 0 0 0� � u >4 cn p Mz 04 - :m , = = z = H 4 2E -Pn u E� 0 g m 2 CO"4 Z E - 8 Z 0 F4 > 4 m .4 AC >: E- 88 zcn L4 Ch "C4 Cil cc r -j z 18M ON co u — � ul C9 Ln 0 mawr- E-4 < w E:14 -- L W wE- 5 U a, Ln mzz OE C4 w � 5 C4 W w CL oo� >w E,4 >+3: 4' § � <mw .Z4 t� Cl E. 0 .04 Z z Xis 8 OU (n �E= X Z 1-4 r2l " 0 t4 oz W 2 E- V E- — 4u<E- 0= 1 i4 <5� = f -C =9 z -Jl 140 A 4 1 U WUn MOE- 0 P.:) Ln U oC 4 M E, 404 " ZWU " M W U E- L'i OZ 244 1� a, 0 K4 N IL w C- z w O:n W �81 SUM V �4 D 0 U U 0 u w D I z C13 tn z w co CL D E-4 u z M z Zc= O"w La 0 -0 cr 0 � E� E - Ew u N U Z 0 w z 0 n ti u 114"C4 ,.bX CL W:3 w <w 4, U U 4 z z �2 9 1�04 0 < z U LnW,4Z.Q - ^n C4 =-O 53 im u w 'C) = u (0 c E- wwu�oko ul E� U W ul res ms C4 0,-- aCZ z W u o z E� E-- (n G206038 SHEET I of SUBSURFACE EXPLORA11ON - PENETRATION RESISTANCE AND LOG Feature REPOSITORY INVESTTC,ATIDN Piojecl -=GrAIR-UL-JI&ZARDDilS-WASIE-SJ-TL-- State COLORADO Here No. EB:_aB_-j_ Coordinates N. E. Ground Elevation DeVahteand Elev. of LeveIO aot_Ca=at&md_ Location -1 Total Depth app f et *Date Measured Date 8agfm__Z-_L5_-88_ Finished __J_-_lJ1L-8l1_ Logged by --- X__1Ie&taa__ Approved by PENETRATION RESISTANCE NOTES Slows pet Foot Water losses, type and size Q_ CL � Lo of hole, drilling method U_J Woight of Humomf ------- 1_4J)_ 16. CLASSIFICATION AND, 'x CDO _10 �c -j Height of Drop ­­ 3G in. DESCRIPTION OF MATERIAL and comfitirms, Caving Uo cau- nEw Uj C) and other information 31 40 PURPOSE OF HOLE: 0.3 0-1.5 MAN-MADE FILL To obtain foundation Recovered as follows: samples. 0-1.5 SILTY SAND: Approx. 50% fin( to.coarse grained, angular to sub- DRILLING EQUIPMENT: angular sand, approx. 40% low TFR­K--nounted tius, -80 plasticity fines, approx. 10% fine Pech 22R. 1.5- to coarse subangular to subrounded DRILL CREW. gravel; brown to gray, damp, roots cu and other organic matter at top, Driller: 2. - max. size 40mm, (SM). Ga.� le Hacking 2.2 Helper: ......... . . . . ... 2.3' 1.5-2.2 MINE TAILINGS Bob Sinqson - He I pe r- SP Recovered as follows: Darryl Sholley ,47 41 L 3 1.5-2.2 SANDY CLAY: Approx. DRILLING 14ETHOD: 3.3 medium plasticity, medium tough- 0-11.3 ness fines; approx. 40% fine to Drill hole was con - coarse grained, subangular to sub - tinuously sampled by. rounded sand; approx. 10% fine to performing Standard coarse, subangular to subrounded Penetration Tests (SPTs) consecutively gravel; dark gray to black, wet, in 1.5 ft. increment ; max. size 3/4 inch, (CL). Cleanout of the :L� 28 4.5 2.2-3.5 GLACIAL TILL (Outwash borehole was, accomp-_ Tands, and Gravels lished by coring with an HQ wireline Recovered as Follows. system using water a, the drill fluid. 2.2-3.0 POORLY GRADED SAND WITH SPTs were perfonned GRAVEL: Approx. 75% fine to coars( through the wireline'-__ 5.7- grained, subangular to subrounded system, sand; approx. 20% fine to coarse 11.3-19.2 gravel, subangular to angular; Bedrock was core approx. 5% fines; brown, wet, max. size 40m, (SP), drilled using the HQ_ wireline system and 3.0-4.5 SILTY SAND, Approx. 60% water as the drillinj grained sand; fluid.predominTn—tlyfine 7.sP approx. 40% low to medium plast- Upon completion of icity fines; brown, wet, max. size coarse sand(SM). , this hole, the drill 7.5 rig was moved approx 4.5-6.0 SILTY SAND: Approx. 7'0% imately 5 ft. north fine to coarse grained sand, appro to drill a companion a 30% low to Medium plasticity fines Mole, BR -1A. This 1, brawn, wet, max. size coarse sand, hole was augered to y (Sf1) a depth of 8.5 ft. 8.5-. �. with 0.5 inch hollow - 6.0-6.3 POORLY GRADED SAND. Appro stem augers A 2 3/) augers. - 67 14 1 95% predominantly fine grained inch split - 9. 7 , sand', approx. 5% fines; trace of sampler was used to -1 obtain an —...... I , -_ 9.3 gravel; brown, wet, max. size or.. ... 40mm, (SP). sample from 8.5 ft t 10.0 ft. 0 to 20, 30 40 so EXPLANATION10 20 30 40 BLOWS/FOOT Record number of blows required for one foot of penetration. If 50 blows result in less than one foot of penetration, record depth penetrated: thus. 50/.4 indicates 0.4 foot penetrated with 50 blows, extrapolated as 125 blows/foot �CLASSIFICATION Describe soil type, with emphasis on inpiace condition. include0 AND DESCRIPTION Unified Soil Classification symbol. EXAMPLE; POORLY GRADED SAND, 95% predominantly medium sand, 5% nonplastic fines. max size 1/4 Inch. firm, moist, gray, Luicerriented (SP) GwIr. PENETRATION Plot, as shown at right. Actual values 0, extrapolated values at 50, RESISTANCE open circle with extrapolated value 1250 FEATURE REPOSITORY [RUSULUML.—PROJECT SMiUGG e=R i_TT, STATE-COLDRA011— HOLE NO. EBLaR_-L_ 0 Crl 9 of 2 SHEET',- _ SUBSURFACE EXPLORATION - PENETRATION RESISTANCE AND LOG Featwe Project state __SLLMAffl_ Hole No. Coordinates N. E. Ground Elevation De d Elev. of V"t"I'Levelo Rljt_E=untWMA_ Location Total Depth *Date Measured Date Begun Logged by_K__WaS1Win_ Approved by— ION RESISTA NOTES water losses, type and size Weigbf Blows 81 "aPENETRATmam, pet Foot 149NCE _ Ih. CLASSIFICATION AND of hole, drilling method q:> 'Q 00 <r- CL ml�- U.1 L&; Heitim of ONO i. DESCRIPTION OF MATERIAL and conditions, Caving 8 UJ C-0 - - <" = and other information HOLE COMPLETION: 6.3-8.0 POORLY GRADED SAND WITH Since ground water GRAVEL: Approx. 0 f ne to coarsc was not encountered 10.5 graTned, subangular to angular in BR -1 or BR -1A, sand; approx. 35% fine to coarse both holes were back gravel, subangular to angular; filled from TO toIt approx. 5% fines; brown to gray, ground surface with i.Loo REFU`,AI_ 11 3 167 kwet, angular fragments of dolomitic cement grout and rock throughout, max. size 40m, abandoned. (SP). DECONTAMINATION '1LA111 IAND: 8.0-8.5 SANDY CLAY 12 .rnir� Approx. 50T predominantly f ne Upon completion of grained sand; approx. 50% medium BR -1 and 8R -IA, the plasticity, medium toughness fines' drill rig and all brown, wet, rux., size coarse sand, drill tools were (CL -SC). steam cleaned prior to moving to the 8.5-19.2 BELDEN FORMATION next drill site. Recovered as follows: WATER LOSSES - Hole ater 8.5-11.5 HIGHLY WEATHERED SHALE Depth LossAND DOLOM -IT7--Dark gray t-o—b-eek, ft) 14 7 _hf_gh_Ty_­pTostia clay with black, angular ular shale fragments from 8.5 tc 19.2 10 to 40% 10.6. no HCL reaction; brown, slightly calcareous silt from 10.6 WATER LEVELS to 11.3;.dark gray to light gray - Ground water not clay with angular dolomite frag- encountered in this 19 ments from 11.3 to 11.5, highly hole. calcareous. 11.5-19.2 DOLOMITE: Light to dark gray, slight Ty caTcareous, numerous joints and, fractures with calcite coatings, iron oxide stains, and NOTE: Zi­ngraphic log, soli' l some black clay infilling. Aurae r - black denotes mine ous joints and fractures healed with calcite. Slow drilling, ende( tailings.., run because of blocking off of the Log is based on 1 corms barrel by fractured dolomite. samples obtained from the PR tube as well as from care returns during the cleanout runs. Sty 19. 2� 0 10 20 30 40 50 EXPLANATION 0 20 30 40 1 BLOWS/FOOT Record number of blown required for one foot of penetration, If 50 blows result in less than one foot of penetration, record depth penetrated: thus, 50/A indicates 0.4 foot penetrated with 50 blows, extrapolated as 125 blows/foot CLASSIFICATION Describe soil type, with emphasis on inplace condition. Include AND DESCRIPTION Unified SAND. Soil Classification 95% symbol. EXAMPLE: medium sand. 5% nonplastic POORLY GRADED fines. 125< r- max size predominantly 1/4 inch, firm. moist. gray, uncemented (SP) �7: aGr®: PENETRATION Plot. as shown at right. Actual values 0, OxtraPOIRted values at 50. RESISTANCE open circle with extrapolated value 1250 FEATURE REPOSITORY INVESTIGATION PROJECT SMUGGLER tff, STATE COLORADO HOLE NO. fR:q9m!_ d 10 w M w — 30 (Horizontal not to scale) ej 4 11 STEEL PIPE 2 - I 4.1 i it PVC PIPE 11.6 0 12. 8' .11,111,1111, 1-11-11 �'A"MmaNym B-12 SILICA SAND I PVC PIPE WITH SAW SLOTS 27. 8: 28.5 3.65 DIA. HOLE WELL COMPLETION DIAGRAM FOR BR -2 Smuggler Mountain Hazardous Waste Sit�� M _. -IeA'0(e•rri 5_."on 5 FE SUBSURFACE EXPLORATION . PENETRATION RESISTANCE AND LO Featuren sr�ri1BX [rarEctrratrpN Project State Hole No. PR- „6R- Coordinates N. E. Ground Elevation 7fa f - Depth and vel* �, r�toir of mater Leval —Location ar fi uh �,. Total Depth eP °Dale Measured 5aee 1lnL_ _ Date Begun 7-6- Finished 7-11-t Logged Ey t Approved by mt " PENETRATION RESISTANCE NOTES water losses, type grid site y� w� „ ca Slaws per Foot _J =U Weight of Hoo t i4U Ib. �" CLASSIFICATION AND of hole, drillingmethal and conditions, Caving R 08 cap, a no� sir- �r � ° "' °'® w w� �®, 30 Height of Drm to. � 0 DESCRIPTION OF MATERIAL and other information UJ O.1 PURPOSE OF HOLE: O'al. Mt4Nmd4fiDE' FILL To o tb n foundation amples and to instal Recovered as follows: an observation well. 39 REFUS L 0�9 100 0.1.9 POORLY GRADED SAND WITH SILT DRILLING EQUIPMENT: AiIO GRAVE pprox. fine to rue mounted GusGus coarse grained, angular to sub- Pech 22R. angular sand, approx. 40% low plasticity fines with lore dry DRILL CREW. strength; approx. 15% fine, hard, Dry 1.9v angular to subangular gravel; dry, Gale Hacking brown, max. size 40mm. (SP -SM). Helper* Bob Singson J 1.9-7.2 MINE TAILIfIGS Helper: Darryl Shelley Recovered as follows: DRILLING METHOD. jgL 45 a 1,9-3.0 SANDY SILT: Approx, 60% 0- 3-.0-- low plastrci�ow, dry strength Hole was continuous) fines;. approx. 40% fine to coarse sampled by performin 3.6 grained sand, trace of gravel; Standard. Penetration damp, brown to gray -brown, max,. Tests (SPTs) in suc- size 4Gmm, (ML). cessive 1.5 ft. inc- 4' rements. Cleanout 3.0-4.5 SILT WITH SAND: Approx. of hal s a 60 31 80% low plasticity, low dry h by inch lislaedestem 4.5 coarse ZO% fine to coarse fines,appangula20% holilow augers, r sand, dark gray SPTs were performed to black, damp, max. size coarse through the hollow sand, (NL). stem augers. 5.4 4.5-6.0 POORLY GRADED SAND WITH 3.G-28.5 CLAY AND GRAVEL: Approx. 10% Due to cobbles and i medium plasticity fines; approx. boulders, the augers 40 60% fine to coarse grained angular could not be advanc- 6. — sand; approx. 30% fine, hard, ed beyond a depth of sngular gravel, higher clay Conten 2.3 ft. The drillnear top of interval; dark gray to was rigged over to o. black, damp, soft to hard, max. use HO wireline core 6.7 size 40rrmr, (SP -SC), system to advance the hole. Water was T 6,0-7.2 POORLY GRADED SAPID WITH used as the drill 7. GRAVEL: Approx. 70 fine to coags fluid, and SPTs were..': fluid, 9P •,•. grained, hard, angular sand; appro throw 7.5' 30% fine to coarse grained, hard, the wireline drill angular gravely, trace of fines; string. damp, dark�jSP).ray to black, max. t1 4 size 0rt:r, ( 4 inch steel casing un� was set to a depth of 10.5 ft. to seal off the mine tailingi which were encount- ered between depths v of 1.5 and 7.Z ft. , GR 0 10 20 30 40 Sid EXPLANATION ,,,!1 i0 20 30 40 T3LC1wS✓Fi3ilT Record number of blows required for one foot of penetration, It 50 blows result in leas than one foot or penetration. record depth penetrared„ thus. 001.4 indicates 0.4 foot penetrated with 50 blows. fr e86raptilated as 125 blows/foot .:. CLASSIFICATION Describe soil type, with emphasis on inpiace condition, Include AND DESCRIPTION Unified Soil Classification symbol. EXAMPLE: POORLY GRADED 12v SAND. 95% predominantly medium sand« 57. nonplastic fines. �" " max size 114 inch. Carso. moist, pray, uncemented (SP) PENETRATION Plot, as shown at right, Actual values 0, extrapolated values at 50, RESISTANCE open circle with extrapolated value 12501 FEATURE T TIN PROJECT SMUGGLER MT. STATE COLORADG HOLE NO. PR- Gg-2 SHEET 2 of 4 Y 7.Yxaa X:d/rta - SUEGURFACE EXPLORATION» PENETRATION RESISTANCE AND LOQ Feature REPOSITORYINVESTIGATION Prayect Coordinates N. 5MUGGLER MT HAIARDQUS E, W T Ground Elevation Hoke No.. L -2 — Depth, Do rp�1 anL£ e * sg� apjDkt of hYaker Level �_a._�._... _ Location l.k �i to Total °OateMeasured ca,� Rwltt Date Begun 7-6-E1i3 —Finished 7-t1-�tft Logged by K. We toff Appiovedby— PEN RESISTANCE s MOTES . �4 z " � ET3 per hYatot tosses, type amt size 3, �,� 36 a �w r2 _ = R®l xr at �� n.�, "C 140 3t1_ lb. CLASSIFICATION AND in. DESCRIPTdON OF MATERIAL of hole, drilling mePthod cs� �1 w Q� cau- W� --I Height of Dftp and conditions, Caving p ca and other information "GR's, 7.2-28.5 GLACIAL TILL Outwash HOLE COMPLETION: San x an Grave's Upon reach ng D, th Upon N 1O S :L." hale was purged. of Recovered as Follows: water using compressad .SP: air, dater level, it 7,2-7.5 POORLY GRADED SAND:. Appro , after purging was at 11.2' . .• 90% predominantly f ne grained a depth of 22.6 ft. °a sand; approx, 10% low plasticity Following the weeken fines, damp, brown, max. size the water level was;,.. coarse sand, (SP). t a depth of 24.8 67 42 rr, '. �. ft. An observation 12 7.5-9.0 NO RECOVERY well was installed GP p. for the purpose of ? B ER: Har d OULO Ine monitoring the pot- ' :�* a: d Apra ne cr sial k light pin y ioirtric surface rock; core drilled with 1.0 ft. only. For installat ` 12.completion recovery. ion details, see the 71 atzaleti clted compon 1133.2, 10.5-11.2 POORLY GRADED SAND; 100 diagram for NR predominant y ne grained sand; 13.. trace of fines, brown, wet, max.. DECONTAMINATION- size coarse sand, (SP). PROCEDURES: e ri rig and al 111.2-13.2 POORLY GRADED GRAVEL ill tools were stea 1.1 9P; sm WITH SAND: pprox. 6 f ne to cleaned after instal - coarse grained, angular to sub- ing the 4 inch casln angular gravel; approx. 40% fine t to seal off the mine 50 REFU AL 14.7° 71 coarse grained, angular to sub - tailings , The drill tai NR angular sand; trace of fines; and all drill 13 brown, wet„ max. size 40aant, (GP). tools were steam 15,2 cleaned upon complet 13.2-13.5 NO RECOVERY ion of the hole and P—sm prior to moving to 75 RO K ON ROC 13.5-14.7 POORLY GRADED SAND WITH next drill site. —15-- 15. y; QUIT SILT AND G ptox. fine 14 to 9 fined satd approx. 15° WATER LOSSES: GR, :, angularto sub - Hoole r Mater , angular gravel; 10% loam Depth Loss 16. plasticity fines, brown, wet, max. ft ^aids 16' size 40mm, (SP -SM), No sP 3,0 Used $D 22 -ROCK li ;" 14.7-15.0 NO RECOVERY 3.0-t� ,,; 15.0-15.a POORLY GRADED SAND WITH 5.6 10% . gra` SILT AMD GRAVE pprox. 7 fine to me um grained sand; approx. 15*, � °r` fine to coarse, angular to sub - 2a5 100% Ig angular gravel; approx. 10% lour p plasticity fines; brown, wet, max„ 10,4 size 40rmn« (SP' -SM). 16 15,8-16,5 GRANITE(?j COBBLE: Hard ', light pink„ fine grained igneous I sP"•. rack; core drilled with 0.45 ft, recovery, 73 3419, 0 10 20 30 44 so 10 20 30 40 EXPLANATION BLOWS/FOOT Record number of blows required If 50 blows result to less than tot one foot of penevation, one toot, of penetration, record depth ii<tt penetrated: shun, 50✓.4 indicates 0,4 toot penetrated with 50 blows, CLASSIFICATION extrapolated as 125 blows/foot Describe soil type, with emphases on snplace cotxution. Include ... AND DESCRIPTION Unified Soil Classification SAND, 95% predominantly symb'oi. EXAMPLE: POORLY medium sand. 5% nonplaatio GRADED fines. �.4m t5 p �;. max size 1/4 inch, firm, moist, xray, unoomented (SP) aGW+ PENETRATION Plot, as shown at right. Actual values 0. extrapolated values at 50, a" RESISTANCE open circle with extrapolated value 1250 FEATURE PR07ECT STATE rn1 raaanO HOLE NO. PR -RR -a GI j � , I � - Ped CP r, " +) Feature JEE05jjORj-jA9-5jjLAjIJ)1L— Pro�ect --CALX%GLER--HL-HAZARrOUS-WASTE-SITE--- State --COWPA04— Hole No. RR:RL-Z__ Coo(dinates N. E.— Giound Elevation Dech andElev. of alor Loved _See-AP-1fAL— Location __.RArcpjflt_Ljub_Sijp_ Total Depth *Dale Measwed-5gs-ie1QW— Date Begun Flmshed---1--11--aa— Logged tiy --- K--Westafl— Approved NOTES RESISTANCE PENETRABlowspeir tj FTION oot ea 24. and size Water losses, typecc> uj ce >�- EXPLAMATIC" i'- of hole, drilling, me thotl 20 OCD LU rL and conditions, Caving Hca on a) -5 M and other information W ce- QUIT U - samples obtained penetrated: thus, 50/.4 indicates 0.4 foot penetrated vnttt 50 blows, 0.1 WATER LEVELS: extrapolated as 125 blows/foot from the PR tube as 25.2 Date slater CLASSIFICATION Describe soil type. with emphasis on inplace condition, Include Level 5 7--08-88 -F2-.T Unified Soil Classification symbol. EXAMPLE: POORLY GRADED 7-11-88 24.0 SAND. 95% predominantly medium sand, 5% nonplastic fines, 21 7-,12-88 24.8 N� 7-13-88 24.9 21.4 7-15-88 24,9 plot, as shown at right. ,actual values 0 . extrapolated Values at so, 7-19-88 25.0 RESISTANCE open circle with extrapolated value 1250 7-20-88 2510 22.! 22.1 NOTE: On graphic 109: GR=Granitic Cobble or Boulder, RESISTANCE PENETRABlowspeir tj FTION oot 24. NR=N0 Recovery, and: Heiight of Drop —35— is. I EXPLAMATIC" solid black denotes 20 30 all BLOWS/FOOT Record number of blows required for one foot of penetratioa. mine tailings. Log is based on (1) QUIT ON ROCK samples obtained penetrated: thus, 50/.4 indicates 0.4 foot penetrated vnttt 50 blows, extrapolated as 125 blows/foot from the PR tube as 25.2 well as from core CLASSIFICATION Describe soil type. with emphasis on inplace condition, Include recovery during the 5 cleanout runs. Unified Soil Classification symbol. EXAMPLE: POORLY GRADED 26 WA ?8 ?W, — RESISTANCE PENETRABlowspeir tj FTION oot Heiight of Drop —35— is. I EXPLAMATIC" 10 20 30 all BLOWS/FOOT Record number of blows required for one foot of penetratioa. (1) QUIT ON ROCK penetrated: thus, 50/.4 indicates 0.4 foot penetrated vnttt 50 blows, extrapolated as 125 blows/foot `GR, CLASSIFICATION Describe soil type. with emphasis on inplace condition, Include AND DESCRIPTION Unified Soil Classification symbol. EXAMPLE: POORLY GRADED SAND. 95% predominantly medium sand, 5% nonplastic fines, P N� PENETRATION plot, as shown at right. ,actual values 0 . extrapolated Values at so, RESISTANCE open circle with extrapolated value 1250 GR CLASSIFICATION AND DESCRIPTION OF MATERIAL 16.5-17.0 POORLY GRADED SAN�D: Approx. goT-frne to —coarse grained angular to subangular sand; approx 10% fines; trace of gravel; wet, brown, max. size 40m, (SP). 17,0-18.0 GRANITE(?) COBBLE: Hard, light —pinF,-coarse grained igneous rock; care drilled with 0.4 ft. recovery. 18.0-19.5 POORLY GRADED SAND: Approx. 90f-m-R'um to coarse grain ed, hard, angular to subangular sand-, approx. 10% low plasticity - fines; trace of gravel; wet, brown max. size 40mm, (SP). 19.5 -MO POORLY GRADED SAND: Approx. 90% prodom. fine grained sand; approx. 10% low plasticity fines; trace ofravel-, wet, brown max. size 40min, ?SP). 21.0-22.5 POORLY GRADED SAND WITH SILT AND Glg= --A—pprox, 75% -frn-e To —coarse grained, angular to sub- angular sand-, approx. 15% fine to coarse, angular to subangular gravel; approx. 10% low plasticity fines; wet brown, max. size 40m, (SP -SM). 22.5-23.1 POORLY GRADED SAND WITH SILT AND GRAVEU. Approx. 79%7—ine to coarse grained, angular to sub- angular sand; approx. 15% fine to coarse, angular to subangular gravel; approx. 10% low pliasticity fines; wet,brown, mx. size 40m, (SP -SM). - 23,I-24.0 GRANITE(?) COBBLE: Hard light pink, coarse grained igneous rock; core drilled with 0.7 ft. recovery. ,24.0-25.5 POORLY GRADED GRAVEL 111TH SAND: -7-pp-To-Z-85Y predom. To—arse, angular to subangular gravel-, approx. 15% fine grained sand; trace of fines; wet, brown, max. size 40mm, (GP). 25.527.0 POORLY GRADED SAND: Approx. 90 fine to coarse graine angular to, subangular sand; approx 100. fine to coarse, angular to sub angular gravel; trace of fines; we FEATURE PROJECT SMUGGLER 01. STATE COLORADO . - HOLE NO. PR -RR -2 0 10 20 30 40 50 EXPLAMATIC" 10 20 30 all BLOWS/FOOT Record number of blows required for one foot of penetratioa. If 50 blows result in less than 008 foot Of P0110tratlou. record depth penetrated: thus, 50/.4 indicates 0.4 foot penetrated vnttt 50 blows, extrapolated as 125 blows/foot CLASSIFICATION Describe soil type. with emphasis on inplace condition, Include AND DESCRIPTION Unified Soil Classification symbol. EXAMPLE: POORLY GRADED SAND. 95% predominantly medium sand, 5% nonplastic fines, max size 1/4 inch, firm, moist, gray, uncemented (SP) PENETRATION plot, as shown at right. ,actual values 0 . extrapolated Values at so, RESISTANCE open circle with extrapolated value 1250 FEATURE PROJECT SMUGGLER 01. STATE COLORADO . - HOLE NO. PR -RR -2 SHEET 4 of 4 7•IRA4 19.70 nurmaa A.r apmlaewes/dm SUBSURFACE X L TI - PENETRATION RESI A C AND LOG FeaCrxO �rFPOt tTfIRV [NN��TT 7if}N Project NA7� Ci FI TF S.tTL_ Slate Cf10._O1P�nf1 .... Coatdinates Hole No. RR' gR- N. — E. Ground Elevation Dekh and Elev. of Mater Level' Location Total Depth � 5e *Date Measured far. RRVrats NOTES Water lasses, type and size at hole, dnlNng method and conditions, Caving and other information : �W on ca,, 0310 ZN- � 9- �"-�'y G0gun 4Q '' - Finished PENETRATION v goo ®lir o6 Q. 'J ttal01 of lr.RR -- Logged by. L lbs �. We1tnn,_,_ Approved by — CLASSIFICATION AND DESCRIPTION OF MATERIAL. 27.0-28.0 POORLY GRADEDSAND WITH ca �ml uar� J w g r � wLL Blows H D RESISTANCE pet Foot 140 GD SIfT: ApProx. 9D f ne €grained sane, approx. 10% low Plasticity fines; trace of gravel; brown, wet max. size 40m, SP -SM). Ia KDElxine Hard,2O�,StRANoITEfg rt pOn to coarse grained igneous rock;. dare drilled with 0.5 ft. recovery. 20- a3B5n 30- 40- 50- 60--: is 84 qa w a ja 20 30 40 50 BLOWS/FOOT CLASSIFICATION AND [DESCRIPTION PENETRATION RESISTANCE FEATURE, REPOSITORY Record If 50 penetrated, extrapolated Describe Unified SAND. max size Plot, as open INVESTIGATION number blows result thus. as soil type„ Soil Classification 95% predominantly 1/4 shown circle with EXPLANATION of blows in less 50/.4 125 knows/fooa with inch, firm. at right. extrapolated required chap indicates emphasis moist. Actual PROJECT for one ors foot 0A on symbol. medium Xray, values nine SMUGGLER foot of penetration. of penetration, foot penetrated inpisce condition. EXAMPLE: POORLY sand. 5% nonplastic ancemanted (SP) W, extaaPOlated 1250 Kr. record with 50 Include GRADED lines. values depth blown, at SII. STATE COLORADO 0 Ia 20 30 40' ,GW�' . HOLE NO.,PR'DR-2 P! 1!`11 1 11 1 ILL H S1419T .... I OF. 1:11F DRE QIQRA �r ............ PRojecy. AQ MQQ ....... 0 ............ ....... 7 VALE LOCAY101C C30. 51,tg, - GROUND ILIV, ......... OUR r4lvo" P'WN 'WR'Z W 90 COCIRDL "I � ... I ...... _ TOTAL ..�9,0,ft, RR Tp PiNtSURD. ... DEPTH or OVIIIHOUNDIN DEPTH DIFTH AND ILIV. OF WATER ��7,.:q LOGGED by ... ....... LOG nIVNIMMID BT...... ° .­ ...... RVOL, AND 0 TA MEASURED PERCOLATION TESTS il NOTES ON WATER Type LOU0 AND LRVNLS. AND 16 cAsnes, comaNTING. size 08 lousy) 0 U Tirol CAVING, AND OTHER OF to LOU wa MCI 0 J 0 ORP -LING CONVITION11, .1 T -T. a Can PURPOSE OF HOLE: o determine the 811 presence of shallow c, ground water and to install an obser- vation well. as DRILLING _E2UIPMENT: Tr_uok mounted Gus Penh 22R DRILL CREW: D rifl—e—r: Gale Hacking Helper: Dob Singson Helper: Darryl Sholley DRILLING 14ETHOD: U_-9.2 Six attempts were made to auger throu the soil materials to facilitate the location of ground water and the in- stallation of an observation well. The first five at- tempts failed to penetrate the tail- ings due to cobbles and boulders. Afte each failure, the rig was moved 2 to 3 ft. before a new attempt was made. The deepest pene- tration by the aug- ers was to a depth of 9,2 ft. At this depth, the augers were pulled from the hole, and the hole backfilled with cement grout from 8.8 ft. to Ian surface to seal off the mine tailings. The hole caved from 9.2 to 8.8 ft. Eac ,of the five shallow holes created by th previous attempts, Were also backfille with cement grout ,at this time. MCI 6.0 0-2.0 MAN-MADE FILL: Firm, compacted heterogeneous mixtures of sand, silt, gravel, and scattered cobbles Of hard igneous rock; brown, dry to damp, difficult to auger through; no sample taken. 2.0-6.0 MINE TAILINGS: Finn, compact-. ed, mixture of silt, clay, sand, and gravelsized particles of crushed rock; scattered, cobbles of hard igneous rock; dark gray to black, soft to hard, damp, difficult to auger through; no samples taken. 6.0-30,0 GLACIAL TILL Outwash Sands ,and Gravelsi: Seque ce of unconsol- idated mixtures of sands and gravels containing varying percentages of silt and clay; scattered cobbles and boulders of hard igneous rock; brown, damp to wet; no samples taken. I I M M_ L12_6A N A J_LjU HSA = Hollow Stem Auger inell PVC Plao Growl coot Loss PVC pipe jovday sho, C TX04 MIR P Pother, CM Me M.1.4 4601fto A®. NX 3" Cywada� tiara rceh colts AW", ties of halo X-66"i0o) .14 X -Ow Alto"P. BIRO Of 461M in 7/8" I 13h6", A. 3/4..� Hsi is: : I I 3�1/2" AM 11.7/0", N, r4 -173M CanaraNa tat PVC Plito ear ii X.Serloe)� 4 - OW41410 me. of 448109 1., As 1 No 3" ^!a L�! pas Poo gravel ........... Inside die. 44 call pRojffCT %1. ..GpLQ.ri op 2. Nftl NO-BR,3.. ....... I I M M_ 0 61 stimay. or .. 2.. .. am� GEOLOGIC LOG OF DRILL HOLE PHIPMORY. MUTICATON ...... MAZAROM, RASA SITE, ..... SYATV. MORADO ........... 0 LOCATION. W9MC u4 .......... GROUHO ILM , ....... DIP fANGLff FROW HOM? MILE M ppr� .... COOQOL 14 ........ TOTAL oep-rii BRARIM.. seem. FINISH110. 3-?Q7N_ . DEPTH OF OYBROUR011" DIP?H AND ML@V�kff WAT111 174, ft, LooraD sy ... LOG REViRWRI) By ........... IVRL AND DATE MRASUR 0 N PRRCOLATIOH TESTS W (6u§ 0 Tell Ylo ul pm NOTES 044 WATO LS ' ' =a 0 CLASSIFICATION AND 0 I. - AN. F'.-6 ..S L LOSSES AND LRVKLS- A 160 a P"YSICAL CONDITION 0 C C... .TiN. ... C.. 08 (FRITI AMlegii, C81011"TING, size U a 0 CAVING, AND OTHER or L065 .. L' NO lo� N , in A MILLING CONVITHNG ROL@ I PR Cm. I TO .1 -.3 (G.P.M (p.b.) (am.) om PF r IT— — — --4— DRILLING METHOD: tUo-n 7tl-n u_e _d�_ The drill was rig- ged over to HQ wireline, and afte the grout had hard ened, the hole was redrilled by cor,in through the grout plug. Solid cement core was recovered 9.2-30.0 Cored with HQ wire line using water as the drill fluid DECONTAMINATION PROC- OUR' The d-r-iFl-rig and all drill tools were steam cleaned after placing the grout, plug across the mine tailings. Upon completion of the hole, the dril rig and all drill tools were steam cleaned prior to leaving the site. WATER LOSSES Hole 1. Water Depth Losses LLtL —Flui 0.0- To 9.2 Used 9.2- inch PVC P" 30.0 40% WATER LEVELS: fate Water Level 7--20--88 17.0 HOLE COMPLETION: Upon reaching TO, the hole was purge( of water using coulpressed air. Watel level after purging was at a depth 0* 24.,2 ft. and rising. An observation well was installed for the purpose o' monitoring the potentiometric surface only. 131 -inch Sch. 80 PVC pipe and screen (with 0.020 -inch slots) with threaded -flush -joints was used for the installation. The screened interval was from TO up to a depth 0 15.0 ft. Upon removing the wireline rods, the hole caved up to a depth o 10.0 ft. Cement grout was backfills from 10.0 ft. to ground surface. A 4 -inch steel standpipe with locking cap was installed and grouted into place. ]"Bide die, 04 seal OW180'. PRO12CT. 514UGGLER STATE COLD, .... HP -2 - N"a ioa. . BR,3. 112ATURB 3UP; LT -T. Gtovi inch PVC P" inch 31011,04 coal 6066 1 PVC Ft" D a 64 hole ......... P pothot"C. c® churn CasnonteA, CA .5411.liom 04 doeir'l 2-3/0", M. ® 3" Graded send inch Slottod �Qftl PLC esise ...... Approx. also Go hole (X. oi sets (XI6.166) A. 0/11". 2.1/1., A. 1-1/8", I -VI", MIR J.I/A"' NO concrete :Bond Of — PVC F404 .0vally Apo,@.. 5�80 owei4e dis. 04 -tes'"W 1.13/1 As 1.39,32". A 41 1 pea grovel ]"Bide die, 04 seal OW180'. PRO12CT. 514UGGLER STATE COLD, .... HP -2 - N"a ioa. . BR,3. 112ATURB 3UP; LT -T. 7 4.1884 dtlhY1} $u,von 9r naapin.mnmul+sm „„„, p �c ^� SHI6 1 SUBSURFACE, EXPLORATION ® " rRATION RESISTANCE AND LOG Feature ®il5l 1tlSTHfATI Project �Mt°Y1.FI�11A7Rftnit wl State Note No. H'Ht- BR -4 Coordinates N.. _ E. Ground Elevation ... Deppllt and Elev. of Water Level Nat Fnr uo±n B Location T Cmrr9 frs Total Depth 281 cam* 'Date Measufodv,. _._Date Begun,®? Finished - '- LoW HN � "des -r}n Approved by — PENETRATION RESISTANCE NOTES Water lasses, Hype a La Blowsper Foot 06 ION AND drilling method of hoie,d �� � 04uj �� �� CL �� °�� I Height of Drop in. ION OF MATERIAL.. DES RIPTION O 00 eac� UJ 0� di �� �� and other information 4 0,1 G-0.8 MINE TAILINGS PURPOSE OF HOLE: - Toobtaii oration iAL Recovered as follows: samples, 0.8 0-0.8 SANDY SILT: Approx. 60% low DRILLING E. UIPMENT: t. �-"SM' r?U plasticity fines; Approx. 30% fine Truct no tan ted Gus 1.1 ON CK to coarse grained, angular to sub- Pacfi 22R. tart angular sand; approx. 10% fine to 1.5 coarse, angular to subangular ORHLL CREW: , �. gravel; dark gray, to black, damp, Dri er:' r� ,� 4 organic material at tap, iron' Gale Nackin g 2. oxide stains throughout, max. size r .,"" Helper: 40mm, (t .). Bob Singsong , `owt� Helpers '. t 0.8-28.5 GLACIAL TILL (Outwash_ Darryl Sholley sands andA Brave �} "r 'DRIL'LING METHOD: 0 47 3 Recovered as follows: pZIT3 Hole was continuous) 1 0.8-1.1 POORLY GRADED 'SAND 14ITHi sampled by performingSILT: Approx. 90% predominantly Standard Penetratl'on a grained sand; approx. 10% low Tests (SPTs) in suc- sp_srn plasticity fines; trace of gravel; cessive 1.5 ft. inc- r brown , wet, max. size 40min, (SP -SM). x' rements. Cleanout was perforated by Hf) 1.1-1.5 NO RECOVERY - wireline care drill- 3330 4,5 ing, using water as 1.5-3.0 GRANITE(?) BOULDERS Recav the drill fluid. At ia eyed fragments of prank, coarse a depth of 3.0 ft.,r y grained igneous rack; hard, wet.. ,err i , 4 -inch steel casing was set to seal off AGR? 3.0-4.5 POORLY GRADED SAND WITH the mine tailings 9 SILT: Approx. fine to coarse which were encount- �4 `r grained, angular to Subangular ered from ground 5.8; e r+ sand; approx. 10% medium plasticit surface to a depth5 ; fines; trace of �t'ravel; brown, wet 0,8 ft, Ata max. size 40mm, (SP -SM). d depth of 28.5 ft„ e mechanical problems 4.5-6.0 GRANITE(?) BOULDER: Recon were encountered Bred fragments of pink, coarse with the latching ran grained igneous rock; hard,wet» sub on the core 7 barrel, and the hole.6,0-7,5 NO RECOVERY was terminated at this depth. 7.5 7»5-9.0 GRAttITE(?) BOULDER: Recon i r eyed fragfrentsof pink, coarse HOLE COMPLETION: e'ti grained igneous rock; hard. wet. Since ground a f!*�, t! �4 was not encountered, 9.0-10.5 CLAYEY SAND: Approx. 70% the hole was back -fine to coarse grained, angular to filled with cement asGta" subangular sand; approx, 20% med- grout and abandoned. ium plasticity fines; approx. 10% Cement was placed by B¢8 fine to coarse, angular to ang- a tremi a pipe from 13 26 size ular raver, brown, wet, max. size'.. ular gravel x. TD to ground surface � 0 10 20 30 40 50 EXPLAHATiON , ,, q 10 20 30 40 BLOWS/FOOT Recordnumber of blow$ required for one facia of penettattan. rrsk� if 50 blows result in less (clan one foot of penetration. record depth penetrated. thus. 50/,4 indicate$ 0,4 foot penetrated with 50 blows, extrapolated as 125 blows/foot sf' CLASSIFICATION Describe sail type, with emphasis on }nplaaa condition. include AND DESCRIPTION Unified Soil Classification symbol. EXAMPLE: P''OORLY GRADED a �. 2 54 SAND. 95% predominantly medium sand, 5% nonplastic fines, � , max size 1/4 inch, firm, motet. gray, uncemented (SP) Gtr PENETRATION Plot, as shown at right. Actual values e. extrapolated values at 50, RESISTANCE open circle with extrapolated value 1250 FEATURE REPOSITORY IUffd1M1IO1L_ PROJECT STATE COL0RAD0_ __ HOLE NO. E::j 4 I .1004041) SHEET 2 of 3 aW',btl pr a4610 Li04A -.wwwm rrorw 77 SUBSURFACE EXLO "ION - PENETRATION ISTA LOG 2 0 Featur'eEi?ZTiliiY4a.�ETyen%�11 Praltat 1dt H State dd:GL C Hole No. pR' RR- Coordinates N. - E. Ground Elevation .®.... i S t�� Depth and Elev. of dater Levator - Location Total Depth c p *Date Measured - Date Begun T _a2 s - Finished x -LA --aa- Logged by v Uestaa- Approved by--- y ---PENETRATION PENETRATIONRESISTANCE NOTES Water losses, type and size pc �,w � � M•- u-1 h- � ..., �� ca �® Blows per Foot Wei�kp o4 Hammet tR CLASSIFICATION AND of hole, drilling method o� � ¢,� �, �„„, "eight of Drop � l�. DESCRIPTION OF MATERIAL and conditiorts, Caving carte LU cc ta and other information � a 5-11.9 CLAYEY SAND WITH GRAVE DECONTAMINATION yif Approx. 60 ne to coarse grained 4D 22 10.5 plasticit� approx. 220% fine al 11D�too fines;rapprox. to coarse, d�ri_dium siwered Y to asand; lar Steam cleaned after brown, wet, max. size 40m, (SC). setting casing to seal off the mine rr/r 1.1.9-12.0 NO RECOVERY tailings. Upon com- 11.53''^"t _ pletion of the hole, y �! 1Z.0-13.5' NO RECOVERY_ the drill rig and 2g 50 11 9 all drill tools were 1%. 13.5-15,0 G RANITE ?) BOULDER» Rec steam cleaned prior overed fragments grbnrrlck on to roving to the cleanout run with the core barrel. next drill site. 15.0-16.2 NO RECOVERY CATER LOSSES: Nn ooh% Water k 16.2-I6.5 GRANITE{?) BOw3LDER: Depth LossRecovered fragments of granitic. ( ftp rock on cleanout run with the core u O 2 13.5 40 barrel. 15.0 10% " r�Fr r r , 15.0- , 16.5-18.0 GRAN 'ITE(? BOULDER: 28.5 5O% t41 �k sl rr Recovered 1 ft -. --o7 hard, pink to green, igneous rock on core run. WATER LEVELS: �fcn2, Ground water not r , , 18.0-19.1 POORLY GRADED SAND: encountered in this ",��� Approx. 90'% fine to coarse grained hole. k+', i' r angular to subangular sand: approx t 5% fines; approx. 5% fine to coars grained, angular to subangular gravel; brown, wet, max. size 40mm, (SP). NOTE: Un -graphic log: NR 19.1-19.,5 NO RECOVERY to 0 50 GR=Granitic Cobble 16.2 19,5-20.7 POORLY GRADED SAND WITH `r" `; or Boulder, NR„ No Recovery, and O 20 - OCK 16.5- SILT AND G'RAV' : Approx. 0 fine 0QUIT ON ROCK to coarse grained, angular to sub - solid black denotes r,.w angular sand, approx. 20% fine to mine tailings. Sr" ". coarse, angular to subangular b7 gravel', approx. 10% low Plasticity Log is based on r'_' i fines; brown, wet, max. size 40mm, samples obtained from"`ion (SP -SM). the PR tube as well as from core recover� 20.7-22.2 POORLY GRADED SAND: during the cleanout ° Approx. 85% predominantly medium runs. iA' grained sand; approx. 10% fine to coarse, subangular to angular gravel; approx. 5% fines; brown, wet, max. size 40ma, (SP)• 18 6 s p:'. 22.2-22.5 GRANITE,(?) Cp88LE: Recovered fragments of granitic 1 4 1 83 rock on cleanout run with core NR barrel. .'s'p-=sm, 0 10 20 30 40 50 0 EXPLANATION `s i f,t0 2 0 30 40 SLOWS/FOOT Record number of blows required for one foot of penetration. �fk If 50 blows result in less than one foot of penetration, record depth penetrated: thus. 50/.9 indicates 0.4 foot penetrated with 50 blows, extrapolated as 125 blows/foot CLASSIFICATION Describe soil type, with emphasis on inplare condition. Include :q AND DESCRIPTION Unified Soil Classification s'ymboL EXAMPLE: POORLY GRADED s '�, 125 SAND. 95% predominantly medium sand. 5% nonplastic fines. d max size 1/4 inch, firm, rnoist, gray„ uncemented (SP) PENETRATION Plot, as Shawn at right. Actual, values 0, extrapolated values at 50, RESISTANCE open circle with extrapolated value 1250 FEATURE REPOSITORY INVESTIGATION PROJECT SMUGGLER MT. STATE COLORADO HOLE NO, PR- 3R.-4 %IFET 3 Of 3 SUBSURFACE EXPLORATION - PENETRATION RESISTANCE AND LOG PrOiect State, iole No. Coordinates N,_-- E.- Ground Elevation )aand Elev. f &Urt ;ter Level' Aqj_9i�ff_Ad._ Location _J&afti1_f _Sj±j-_ Total Depth 'Date Measured Date Begun Finished_. _j_ -j4_-85_ Logged by ---- K__Afi51Qn_ Approved by — NOTES water losses, LYPO and siize 01 U6, UJ Z4 W W Ih4 of hole, drilling Wthod and conditions, Caving ,= C -au ZC:> _jCD1 cri` Uj �-- W CZ Uj and other information LU cc 0 U _C, U - C 22 22.4 22. all 23.( 23.d 24. 011,111,11, -1-11, — ce PENETRAlowsTION w0ight Haight B of Hammer of Drop RESIooSTANCE pot Ft Ih4 4sp— smM Im, C 71 011,111,11, -1-11, — ce PENETRAlowsTION w0ight Haight B of Hammer of Drop RESIooSTANCE pot Ft Ih4 4sp— smM 71 SP 56 NA GR 7-01M IDUK­4 83 NR CLASSIFICATION AND DESCRIPTION OF MATERIAL 22.5-23.9 SILTY SAND: Approx. 85% fine to radium sand; appro 15% low plasticity fines; trace of gravel; brown, wet, max. size 20mm. (SM). 23.924.0 NO RECOVERY 24.0-25.5 NO RECOVERY 25.5-26.0 NO RECOVERY 26.0-27.0 GR!AW�ITE??f COBBLE: 0 t. � oink t, Recovered 0. t. of pink to gray, coarse, grained nedi igneous rock frag- ments on -core run;.hard, wet. 27.0-28.1 POORLY GRADED SAND WITH GRAVEL: Approx. 70% fine to coars grained, subangular to angular sand; approx. 20% fine to coarse guavel , subangular to subrounded; approx. 10% low Plasticity fines; brown, wet, max. size 40m. (SP). 23.1-28.5 NO RECOVERY a To 20 30 40 50 EXPLANATION 10 20 30 40 BLOWS/FOOT Record number of blows required for one foot of penetrating. If 50 blows result in lose than one foot Of P0118"stloa. record depW penetrated: thus, 50/.4 indicates 0.4 foot penetrated with 50 blows, x Itapolated as 125 blows/foot ' CLASSIFICATION Describe soil type, with emphasis on inplace condition. Include AND DESCRIPTION Unified Soil Classification symboL EXAMPLE: POORLY GRADED e.a m 125 SAND, 95% predominantly medium sand, 5% nonplaetic fines. max size 1/4 inch, firm, moist, gray, uncemented (SP) G, PENETRATION Plot, as shown at right. Actual values 0, extrapolated values at 50, RESISTANCE open circle with e%LraPOLa&&d value 1250 FEATURE REPOSITORY INVESTIGATION PROJECT 'SMUGGLER Kr. STATE COLORADO HOLE NO. PMt SR -4 EM v C� X >< 0 0 0 4-J .,E o w - 7 is D , m 0' 0 �w > 0 OzOj w < z UJ L w W�w a,� 040 E no ca, E > 0 Ci S- QJ s m 6 Las C) - E U Ln 0al 1. U U) u a C:L Ix C: co 2 = C: ul U -0 u a) X (a>, E s- 0 LJJ fu m X �O -0 917- 00 0 r S 57- C= 0 Q) U _j 0 c: 0 LL rr M -4 = 4- Cso 0 a J_- S- m Vt CD CL (A I-- LA Al m 0 QJ 4-) m CL 0 w 2 w CC9 0 4N CD to C) 0 m ro a) w L, -4 < c '0 E 4-) P - < (A M > — — w z ;� V) LO -E C o 0 M U (1) Mr--S-w V (01 4-) - 0 z 2 <.I F- E Cl S- Sr S- (1) Lij 4- -0 C: ro -j C) Ca. (D C�. S- sz- S- - 0 o 0 - :> J- M C-1 -(::) M- (0 .- r u ca >) (n 0 Z 010Ln m C: 4- M 4-3 C) C, X C> .� 0 -0 00 0 ro U U 4..) GJ S- 0-0) = S- i o < Z P� (LJ (a ria 5u . -4--) -- r= e , U. N m 5 :n CL CL V) -0 S= 0 -ct -j (A ra (0 (0 a < U) a ro4-) (/) = . Qj -0 LLJ W S- '0 X -0 OQ) 2:: U S- 4- U) ro 4- 0 7— =3 cr < = cn w W Lrl 0 ci 0 z w (1) aj I >-'^ CD- Q) 4-) i L!) E ro 0 u ir to z,w ir W.0 Qac (0 aro >) CL a =.- . M� _0 0 C) 0 4 C) a ::3 0 1:) 0-0 m LL- m 0 (a -J L) -n -= (1) (11 U :ic E c: 0 L. uro u 2 - CD 0 w S --O c: a > ro -0 0 as 4--) m z < a) (D L-) (0 •r®"M CD -J 4-) S- o U)'0 C 4- P--4 0 4-) 4-J ci riaV <1 CO C: 4- r- 4-) V) s r- 5 of 0 S— 0 cli ai m U?- � Vt '4 -- CO LLJ S- ea S- S- r6Z: —4- -- cn S - -se O w U-r U— CD r-04- \ro -.-0 S - ID C) Cl- 0 Cs 0 r- M.- 4- LO 0 C:) M m M (A (Ij — -C) c:C '0 V) X 4-) X -:J- -Jr n r - V) (A CL 3 -j 0) 0 0 (11 1 -0 CCr S- V) CL 4-J 4-) > C:) C7) S.- o) x ra C) C: its C: ra O -A 00 0 c ro ro• 0--- CL > a C) F fu -r-'ra E U CL as 4- 4- m U) z LLJ LO 0 u CD ra CD ro Ow 14-31 N C), Ffi A I I I I Ln, -4 cu CD CDI 2 .9-- 0- W LLJ LO 0- u w �.. W,w S- I CLI Cl- z p - •0 x -(D aj u Cr cr 0 0 7- w 0 c Mm I �a Dz C, 0 a �a� z wo z o o eY w, q 2 m a w 0 qw c LL w w 0. �wm 0 6:) V) 4 2 0 Vv 0 5 A. I Epi M 9 R9 - J.�+a F r w .� � "" tJ 5� • r C (C1 'C:7 qJ r^ •r c�2 .r •r .0 4-3 w r • Z rC"i Cnx A ' JZ - 4 ie1 vs � u Y Ln o Lo c ° A°`'i 0 ^ m Lo E O •� IFS � �` 'C'M•G X 0 C.— 'r1 O C] E E C•7' S— � E-= 4— a'•Y 4L C? CL S~�?. 4- s.2 U rr (0CL p L 0-0 G LLp .0 it C) a U ZD 0 0 4-- r J U u ° ^ 1' ((J Cla en C\j ai Q1 QJ c C7yr ` 0 D — f m r w i -J .0 (a p O 0 0 4C� � � � ryj. C � w -05- 0 -0 © Yea � L Ci 0 0 S 4-->C:) � •CRs v 4-5 4- CC CO � C r" QJ W (A O U <C = M C Lo F-^• 'TM CT) -0 O Y •r 4.) Cn m+ • C'i C'. C � • r � � • r • r 4 5 o* d^ t N C h 4 7-7 act Ci w c a w -Z � w ma o w z 9 Me -a , =— M = = E w 3 7: P-4 W7 1 to I La 1-0 2ri GJ 4-) C) 0 u 04 C V) C): LJ CD LLLJ C0 N mm 5 - 206 02 11 - E 0 0 rm E L. 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LL- Ol — -0 -Q) iz -Ww U- •- >) (0 a) zGh > 41 X 4--) LU < '-7- 0) I 4r1 C U o -0 o 4- 4- o r=o Ci ro 4- 4I7>� 4 •«'""w 4-J (A-) aj a) c ab L. m LA 4-) r^ U = "0 -1., C: C: 1 4-) C-- U CL C) LO to -0 *- --q x m ^- E 4- . r- 0 t .0 � m O 0 CD U M F (0-0 "o z Lu w -1 o _j Lu NI Ln 'ff 0 10 - m u � cc w Lo >- Ln to __j • E 0 4-3 :E 4-) o E u of O' pr c 2 ill y- + L- 0 QJ 59 Ul ,1F 0) 0 U 4®' rO 4- u 4- S- a)Cl >471 E E .0 .0 C:) u 4-) E=- o 4- rO .2,u 4-) E - Ic 'm 4-J w te 0 cL Li ^cp C.3 Z w= -01- . t o 0 Ca a) 0 4- O 4-3 4-) aS 31 I o LA (1) (A 4-) at X- 47G 7-145 1 (9-86) TOTAL PASSING NO. 4 DRY MA Ss_13 - Bureau of Reclamation GRADATION ANALYSIS OF SPECIMEN (SIEVED) Designation USSR 532S. HYD IHYD CORR -27-- SIEVING TIME Designation USSR 5330.-- IT hi AAA��j RE DATE - READ CORR Designation USBR 5335.-- SAMPLE NO. MASS RETAINED PH ECT FEATUR-E,,,, % TOTAL PASSING PARTICLE DIAMETER REMARKS AREA EXC.NO. DEPTH GRADATION OF GRAVEL SIZES TESTED AND COMPUTi—DI3 RE CONTENT OF + NO. 4 WET MASS OF TOTAL SPECIMEN CHECKED BY DATE % MOISTURE CONTENT OF - NO, 4 TOTAL DR 11 Y MASS OF SPECIMEN 3" 2�" 3/4" 3/81, NO. 4 2 (75 mm) M5 mml (4,75 mm V PAN SIEVE SIZE 13171,55 rn nL, I (1 19. 0 m M) MASS OF CONTAINER AND RETAINED MATERIAL MASS OF CONTAINER WET MASS RETAINED DRY MASS RETAINED E] o DRY MASS PASSING %Ibm kg 9 E7-OF:T:OT:A�:LINGPA PASSING GRADATION OF SAND SIZES 'DRY MASS OF SPECIMENFACTor-t - I TOTAL PASSING NO. 4 DRY MA Ss_13 - DISH NO. DRY MASS OF SPECIMEN (SIEVED) TIME TEMP HYD IHYD CORR -27-- SIEVING TIME 1 IT hi AAA��j RE DATE - READ CORR READ SIEVE NO. MASS RETAINED MASS PASSING (g) k % TOTAL PASSING PARTICLE DIAMETER REMARKS 8 73, 2.36 16 I min V) < < *J y- XO�O � U.�'7 u- U,:� 1. 18 mm, 30 kr n w v) 0 U -.1 X< I-- wo 0 F-1 IV, -3 60OMm 10 so 7 -2 to Ip a 300 pm 15, 7, [Go Ll 150 ym 200 759m AUXILIARY TESTS; PAN 9.(5 u Q U. 37, 7 USSR 5205- USBR 53001 TESTED AND COMPUTED BY DATE CHECKED BY DATE TOTAL HYDROMETER ANALYSIS, HYDROMETER NO.DISPERSING AGENT STARTING TIME DATE AMUUN I A Ifl- mL TIME TEMP HYD IHYD CORR 11 % OF TOTAL PARTICLE IT hi AAA��j RE OC READ CORR READ w PASSING DIAMETER I min U,:� -3 w v) 0 U -.1 X< I-- wo 0 F-1 37 Mm 4 min 7 -2 M U 19 min Ll �3, 7 9LM 60 AUXILIARY TESTS; min 9.(5 u Q U. 37, 7 USSR 5205- USBR 53001 7 h 15 min* < 2 25 h 45 min* I TESTED AND COMPUTED BY DATE CHECKED BY fl.41 "Not required for standard test CPO B53-659 (13NIVIJU LN3083d 0 0 0 0 Z < z w w 0 E —IT S: E E 14 r T-7- a ca (n co r- to M - n 10 Q 00 0 ONISSVd iN33bl3d 0 an U) ul ui N _j 2 J CL LL 0 Lu Lu Ln PREPARED BY CHECKED BY FIGURE aRR 7.170 2 (1 1-81) Hance au .ai' Recluma��uen SOIL CONSISTENCY TEST (ONE -POINT LIQUID LIMIT METHOD) Designa"on usaR SAMPLE NO, PFATVHE PROJECT Mass of dish + wet soil (9) Mass of dish + dry soil (9) Mass of dish Air dried Testedby .1 X10 Date 7 — Oven dried C1 Computed by % D a te Natural Checked by 1.022 Date Trial No. F, Dish No. 0.974 No. of blows (N) 0.979 Mass of dish + wet soil (9) Mass of dish + dry soil (9) Mass of dish KC - Mass of water 1.000 Mass of dry soil (g) Moisture % Average Plastic Limit 1.014 SHRINKAGE LIMIT 1. Shrinkage Dish No. 2. Mass of dish + wet soil (g) 3. Mass of dish + dry soil (g) ,4. Mass of dish (g) 5. Mass of water (2 - 3) (g) 6. Mass of dry soil (WO) (3 - 4) (g) 7, % Moisture (5/6 x 100) 8. Vol. Shrinkage Dish (V) 9. Vol. Dry Soil (Vo) 10. V Vo = (8 - 9) 11. V x 100 = 10x 100%�O- (6 12. Shrinkage Limit (7. 11) 13, Shrinkage Ratio (6/9) PLASTICITY INDEX - PLASTIC LIMIT PI = LIQUID LIMIT (LL) PLASTIC LIMIT (PL) I Z PLASTICITY INDEX (PI) = 7,o. SHRINKAGE LIMIT (SL) = p -n � n yipI Wn = Fn = Liquid Limit LL=Wn (_N_) 0,120 25 Fn= /N� 0.1,20 �25/ ILL = (Fn) (Wn) N F, 20 - 0.974 21 0.979 22 0.985 23 0.990 /--24—) 0,995 25 1.000 26 1.005 27 1,009 28 1.014 34 1.022 Auxiliary tests: USSR 5205 - USSR 5300 - USSR 5350 - USSR 5360 - USSR 5365 - Remarks: 43RO BA9-227 6 1 2doG, 0 6 0 SPECIFIC GRAVITY 13ETERMINATION 7.15 89 (10 -8 61 Bureau of Reclamation (VOLUME METHOD) Designation USBR 5320._- ----F E N. PROJECT FEATURE —FAMPLO 5M SPECIMEN No. HULL NO. DEPTH ft 0rn —TESTED By DATE BY QAYE CHECKED BY DATE ICOMPUTED TRIAL NO. 1 2 I. FLASK NO. 2. MASS OF FLASK (g) o(cm3) 61 3. VOLUME OF FLASK 5-/,_f 7 4. MASS OF SPECIMEN (g) -Z S. MASS OF FLASK + SPECIMEN + WATER (0) 6. TEMPERATURE OF WATER 7. MASS OF FLASK + WATER - (5) - (4) (g) 74" a. MASS OF WATER IN FLASK -(7) - (2)_ (g) V'29 f7lall'l /50, f 9. ABSOLUTE DENSITY OF WATER AT TEMP (6) (2/CM3) (cm3) 10. VOLUME OF WATER IN FLASK - (8) (9) 11, VOLUME OF SOIL - (3) - (10) (CM3) 12. SPECIFIC' GRAVITY - (4) / (11) 13. AVERAGE 'Calibration data frOM USBR 1030 —trnplies that for water 1 Q - 1 mL - 1 cm3 Gpo 9'52'- 303 G 2 0 '() (3.�' -13 9 1 (12-86) 7-1391 Bureau o( Fteclarnadon LABORATORY COMPACTION TEST es Oqnatian USSR SAMPLE NO. PROJECT�mm EATURE A - FESTED DATE _Eo M _PUT E D 9 Y DATE CHFCKro BY-," PATE Blows per layer —No. of layers—, Heighrof drop —in Mass of tamping rod Ibm Volume of mold 6 113 Specimen No. Wet unit weight determinations Water added 'Wov rn 1) 0 Mass of mold + wet soil (Ibm) 11J67 Mass of mold (Ibm) 7 Mass of wet soil (Ibm) Cko Wet unit weight llbf/ft 3 1 0, -3 221= Penetration resistance determinations Needle No. '7, Area of needle On29 4-3 qi Penetrometer reading (lbf) 2 3 3 Average reading (lbf) Penetration resistance (Ibf/in 2 0 qe) Moisture content determinations Dish No. 297 Mass of dish + wet soil (g) Mass of dish + dry soil (9) 3VT, 373jA63 3-3 Mass of dish — (g) Lq YT �L Mass of water (9) 113 7 7%13 dry Mass of dsoil (g) 30 . 5-3 VJ / 4 V,? 1 7, ),3<� v-�0Z� 2, `1/. 3_a Moisture content (% of dry mass) . Dry unit weight determinations Dry unit weight 3 i1bfift 1,/1 7, v X4 Z' <� Remarks: 5- Auxiliary tests: USBH 5205 - USBR 5300 - USBR5320--- 14 ------- r !qta j ri'o 4 4 j i -! USSR 5505 - 7 - qd 14 (9 415) Hurc3u of Red "nj�jjj-- S�AMPLF N6. Hole No. Depth — W'" tui z cea ua LLI cr z 0 cc F- uj z Lu 0. z no M, E z 0 ua z 206 COMPACTION PENETRATION RESISTANCE CURVES F 05111nat,o� US13R Plotted by Date _z= It C1 in 0 Checked by Date I M a M WINE N a ME M1 ■No MENWIN Ism M I r, P0 naw -1 v4 MOISTURE CONTENT M CLASSIFICATION SPECIFIC GRAVITY COMPACTION Gravel Minus No. 4 ;-3 ✓ Method Sand 27 % Plus No. 4 Percent larger than tested 0 kN/m3 Fines Bulk Maximum dry unit weight Njlbf/ft3 Apparent lzo'e- Absorption OG Optim,um moisture content .1 ATTERBERG LIMITS Degree of saturation @ opt . ,m % El kPa Liquid Limit % Rcrna(ks Penetration resistance @6 opt Albf/in2 Plasticity Index % Shrinkage Limit % r, P0 naw -1 v4 MOISTURE CONS TEN 7.1417(9.861 Designation USIS'f;: 5300,Bureau "I" Red...'19. FEATURE PROJECT TESTED BY [TATE COMPUTED 'BYDATE CF'#E CKED BY DATE. SAMPLE NUMBER' Ci( - UNITS r-i index No. Hu sample Mc. Specimen Mc, Cm Diameter S.09 cm Maes 260.9 Lateral Pressure ss 1 b f Back PreeSure 45 !bf/in"2 Flow Rate 6,737E-05 cm'31s 1,01 f:- I (A C4`7 1 - Spec Wet unit Wt. 2.V3 2mlcm^3 ( 127.S lbm1ft^3) Coeff. of Permeabili+,t SSI.71E-�CA cm!s (67.9E-03 ft/,.,r) Gradient 150.7E7 ! 0 R Ar Q t ; C �il r, ?I �111, I A I a '�� I 6 21 0 ej () 13, 11 f f f VZ T Y index No. HI S. -Mole No. Spec I men No H5-' Qh 4 6,3 cm D42meter S.09 cm MaS 5 260.9 m - Lateral Prn--sure SS 1bf/in'2 Back presgurs 4s ibf/.In"2 Flow Rate 6.737E-05 cm^3/s (23.BIE-10 ft"3/s) suec Wet Lin.! -1 11-11 2.013 mm/cm'3 127.S 14,m/f+17) Coef f . M Permeab 111 t 7WA QQP-IM 7A . r, C7 — (A 7 ;4