The URL can be used to link to this page

Home My WebLink AboutMIRAMONT TENNIS AND FITNESS CENTER PUD - PRELIMINARY - 54-87K - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL INVESTIGATION REPORT FOR THE MIRAMONT TENNIS AND FITNESS CENTER FORT COLLINS, COLORADO WATER WASTE & LAND INC. GEOTECHNICAL INVESTIGATION REPORT FOR THE MIRAMONT TENNIS AND FITNESS CENTER FORT COLLINS, COLORADO Mr. Clifford Buchholz, DBA Fort Collins Tennis Center, Ltd. 1800 Heath Parkway Fort Collins, CO 80525 Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 *,.�tutu�atttt►ui1 'LOUISST��ii��i .o,1,93UZ 4wu? %P g: OF CO ," O```` Septe if0ltiv�'l993 v Geotechnical Engineering Report WWL #402 Miramont Fitness and Tennis Center i September 27, 1993 TABLE OF CONTENTS 1.0 INTRODUCTION ................................................. 1 1.1 Site Location .............................................. 1 2.0 SITE INVESTIGATION ............................................. 1 3.0 SOILS TESTING .................................................. 1 4.0 OVERVIEW OF SOILS AND GROUND WATER CONDITIONS ................... 2 5.0 RECOMMENDATIONS AND DISCUSSION ................................ 4 5.1 Site Grading, Excavation, and Utilities ............................. 4 5.2 Building Foundation .......................................... 5 5.3 Slab on Grade ............................................. 5 5.4 Backfill and Lighting Foundations ................................ 6 5.5 Pavement Design Recommendations .............................. 6 5.6 Erosion Control ............................................. 8 6.0 GENERAL RECOMMENDATIONS ...................................... 9 APPENDIX A ........................................ Boring Logs and Field Logs APPENDIX B......................................... Soil Lab Testing Results Geotechnical Engineering Report WWL #402 Miramont Fitness and Tennis Center 1 September 27, 1993 1.0 INTRODUCTION This report details the results of the geotechnical soil survey conducted for the Miramont Tennis and Fitness Center at its proposed location on the south side of Oakridge Drive south of the Builder's Square Building in southeast Fort Collins, Colorado. The survey was conducted to determine the suitability of the site soils for construction of the proposed facility and to make recommendations regarding foundation structures and pavement design. Additionally, precautions were outlined for adverse soil and/or ground water conditions and measures which should be followed to address wind and water erosion of soils from the site during construction prior to vegetation. 1.1 Site Location The proposed location for the Miramont Tennis and Fitness Center is south of Oakridge Drive directly south of Builder's Square and west of the Evangelical Covenant Church which is located on the southwest corner the intersection of Oakridge and Lemay. The proposed property is located within the Southwest % of the Northeast % of Section 1, Township 6 North, Range 69 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. 2.0 SITE INVESTIGATION Field exploration at the proposed Miramont Tennis and Fitness Center property was conducted in two events. A geotechnical engineer from Water, Waste & Land, Inc. (WWL) was present during the drilling of six borings on August 24, 1993 and again during the collection of soil samples from four backhoe pits on August 31, 1993. Borings were advanced with a CME 55 drill rig using 3.25 inch inside diameter, hollow stem flight augers. Backhoe pits were excavated using a t/4 cubic yard backhoe to approximately 3 feet depth. Borings and backhoe pits were drilled and excavated within the footprint of the proposed building foundation and in areas to be paved. Borings were located by WWL with conventional surveying techniques from points of known location. Boring and backhoe pit locations are shown on Figure 1 (Appendix A) along with the boring logs and the field logs. Samples collected for testing purposes were assigned sample identification numbers for ease of reference. ' 3.0 SOILS TESTING Soil testing was conducted on selected samples from the borings and backhoe pits to estimate t the physical properties of the soils encountered. A summary of the samples tested and the testing conducted is provided in Table 1. The results of the soils testing are presented in Appendix B. Geotechnical Engineering Report ' Miramont Fitness and Tennis Center 2 WWL 1402 September 27, 1993 TABLE 1 SUMMARY OF GEOTECHNICAL TESTS CONDUCTED FOR MIRAMONT TENNIS AND FITNESS CENTER LABORATORY TESTING SAMPLE ID BORE HOLE TYPE DEPTH FIELD DESCRIPTION USCS 200 HYDTs -C ATT S.S. S.P. 2 BH-1 BAG 4.6-9.5 LOW PLASTICITY SILT, TRACE SAND ML 1 1 6 BH-2 CAL 3.5-4 LOW PLASTICITY SILT ML 1 1 9 BH-3 CAL 6.5-7 LOW PLASTICITY SILT ML 1 1 19 SH-5 CAL 3.5-4 LOW PLASTICITY CLAYEY SILT ML 1 1 27 TP-1 5-GAL 3 LOW PLASTICITY SILT ML 1 28 TP-2 5-GAL 3 LOW PLASTICITY SILT ML 1 1 1 1 29 TP-3 5-GAL 3 LOW PLASTICITY SILT ML 1 1 1 1 30 TP-4 5-GAL 3 LOW PLASTICITY SILT ML 1 1 1 TOTALS 5 4 2 4 1 4 200-200 Wash, Hydr-Hydrometer, S-C-Swell Consolidation, ATT-Atterberg, S.S.-Soluble Sulfates, S.P.-Standard Proctor 4.0 OVERVIEW OF SOILS AND GROUND WATER CONDITIONS Site soils generally consisted of fine grained soils deposited by both wind and water overlaying weathered sandstone. Exploration generally encountered five distinct material horizons. These horizons may vary in color or composition but are distinct from each other. The five soil horizons are described below and are depicted on the boring logs in Appendix A. ' Silty Topsoil: The site is overlain by a 6 inch horizon of clayey silt topsoil with a moderate organic content. The topsoil originates from the overconsolidated aeolian or wind deposited soils in the next horizon. The soils have been penetrated by root growth and organic matter and should not be used as a bearing soil or as a fill and/or backfill. Aeolian Clayey Silt: A layer of clayey silt or silty clay underlies the topsoil across the entire site extending to a depth of 4 to 9.5 feet below the surface. This material contains 50 to 70 percent fines with approximately equal proportion of clay and silt. The soil contains no medium or coarse sands, is deposited without alluvial features and can vary in color from a deep brown to a tan/yellow or white. The horizon is typically stiff to hard, having an in -situ unit weight of 115 to 130 pounds per cubic foot and shows signs of overconsolidation. (See Section 6.0) The soil exhibits the plasticity characteristics of a low -plasticity clay, plotting just above the "A line" with plastic indices between 16 and 19 percent. When wetted, the clay stratum Geotechnical Engineering Report Miramont Fitness and Tennis Center 3 WWL 1402 September 27, 1993 exhibits moderate swell potential, and when loaded the soil exhibits minor amounts of settlement. ' Alluvial Sandy Silt or Sandy Clay: A layer of brown to pink sandy silt or sandy clay of alluvial origins underlies the aeolian clayey silt horizon in all borings except BH-1. This material ' contains fine to coarse sand and fine gravel bedded in well graded to poorly graded alluvial outwash deposits. This material exhibits moderate bearing capacity characteristics. Silty Sand and Gravels: A lense of alluvial silty sand and gravel intrudes into the clayey silt and silty Sand materials in borings BH-4 and BH-5 at depths of 12 to 15 feet and 7 to 1 1.5 feet, respectively. The felsic and mafic sands and gravels are sub -angular and range in size from fine sand to coarse gravel. The material is well graded and is loose to medium dense. This alluvial lense was most pronounced in BH-4 and seemed to pinch out in BH-5 or to be discontinuous with the silty sand and gravel material in boring BH-5. Previous soils ' investigations at Steele's Market and at the Evangelical Covenant Church (ECC) to the north and east of the proposed property, respectively, encountered a similar alluvial material at depths ranging from 7 to 15 feet below the surface. Clayey Sand: Below the above stratum a tan to yellow uncemented clayey or silty sand was ' encountered in borings BH-1, BH-2, BH-4 and BH-6. This material is an alluvial or shoreline deposit and can have interbedded layers of relatively clean sands or fines. The material is of 1 low plasticity, stiff to hard or dense with medium to fine sand and exhibits moderate bearing capacity characteristics. Ground Water: A free ground water surface was encountered in boring BH-4 at 12.5 feet at the time of the investigation. Additionally, a free water surface was noted in the Builder's Square stormwater detention pond approximately 200 feet north of BH-4. The ground water table to the north of the proposed property, as detailed in the Steele's Market soils investigation, was located at approximately 10 feet below the ground surface and 3 to 5 feet above the alluvial gravel tense. The ground water table to the east of the proposed property as detailed in the ECC soils investigation was located at approximately 6 feet below the ground surface and 1 to 2 feet above the alluvial gravel lense. The Steele's Market and ECC soils investigations were conducted on July 11, 1990 and August 30, 1985, respectively. The water table in the area of the proposed property is variable due to annual and seasonal precipitation and is most likely affected by irrigation of adjacent properties. Geotechnical Engineering Report WWL 1402 ' Miramont Fitness and Tennis Center 4 September 27, 1993 5.0 RECOMMENDATIONS AND DISCUSSION ' WWL has been informed by the project architect that at this point in planning, the fitness center building will consist of a single story, slab -on -grade structure with load -bearing cinder block ' walls and long -span, steel joist with steel column supports where necessary. The indoor tennis facility will consist of a rigid steel frame with a fabric cover. The building will be founded near the existing grade minus the topsoil horizon with proposed maximum cuts and fills of less than 2 feet. The proposed parking and drive areas are located to the north and east of the buildings and the outdoor tennis facility and pool are located to the southwest and west of the fitness center building, respectively. Some stormwater is proposed to be detained in a depression created by lowering the four tennis courts south of the fitness center below the existing ground surface. 5.1 Site Grading, Excavation, and Utilities WWL recommends removal and stockpiling of the upper 6 inches of topsoil containing organic material beneath all buildings, fill areas and paved areas. This material could be reused in planting areas. Any fill material or soils containing debris or significant organic material encountered during site excavation should be removed from proposed building areas and stockpiled for reuse or disposed of off -site. Exposed natural foundation and subgrade materials below buildings, fill and paved areas should be scarified and recompacted between optimum and 2 percent wet of optimum moisture content to at least 95 percent of Standard Proctor Density (SPD) (ASTM D 698-78). Soils to be used 1 for fill should be on -site soils devoid of debris, or imported granular materials approved by the geotechnical engineer. Fill soils should be placed in uniform 6 to 8 inch lifts and compacted between ' optimum and 2 percent wet of optimum moisture content to at least 95 percent of SPD (ASTM D 698-78). ' All excavations greater than 4 feet depth should have side slopes which comply with OSHA regulations 29 CFR 1926.650 or local codes pertaining to the required slope setback. Where such ' slope setbacks are not possible or practical, sheeting, bracing or shoring or a combination thereof will be required to comply with OSHA regulations. These measures will prevent sliding or caving of the excavation walls. The proper side slope or sheeting, bracing or shoring of the excavation should be ' maintained under safe conditions and heavy construction equipment should be kept at a safe distance from the edge of the excavation until completion of backfilling. ' Any subsurface piping should be adequately bedded for proper load distribution. Backfill placed in utility trenches in open and planted areas should be compacted in uniform lifts at optimum moisture ' to at least 90 percent of SPD (ASTM D 698-78) for the entire depth of fill. The upper 4 feet of backfill placed in utility trenches under buildings or paved areas should be compacted at or near optimum moisture content to at least 95 percent of SPD (ASTM D 698-78). Moisture adjustment of subsurface or fill soils may be necessary to achieve proper compaction. LJ Geotechnical Engineering Report WWL 1402 ' Miramont Fitness and Tennis Center 5 September 27, 1993 Stripping, grubbing, grading, subgrade preparation, and fill and backfill placement should be conducted under continuous observation of the geotechnical engineer. Field density tests should be taken daily in the compacted subgrade, fill and backfill under the direction of the geotechnical engineer. 5.2 Building Foundation WWL recommends all structures be supported by grade beams and/or conventional spread footings. All footings and/or grade beams should be founded on the original, undisturbed soil or on structural fill extended to the undisturbed soil. All exterior footings susceptible to freezing soils should be founded at a minimum depth of 30 inches below the final grade for frost protection. Structural fill should be constructed in accordance with the recommendations discussed in Section 5.1. The geotechnical engineer should identify undisturbed natural soils or verify the integrity of structural fill prior to placement of concrete foundations. Grade beams and/or spread footings founded on properly prepared soils at minimum depth of 30 inches may be designed for a maximum allowable bearing capacity of 2,500 pounds per square foot (dead load plus maximum live load). A minimum dead load of 1,000 pounds per square foot should be maintained on all foundation grade beams or footings to counteract any swelling pressures which may develop if the subsoils become wetted. The predicted settlement under the maximum design load should be less than 0.75 inch, generally considered to be within acceptable tolerances for building construction. Efforts should be made to equalize the unit loads applied to the soil by the foundations to minimize differential settlement. 5.3 Slab on Grade In view of the swell -consolidation test results from sample number 5, it is WWL's opinion that a structural floor with a void beneath it is the only definite means to eliminate the risk of floor movement. The cost associated with this type of flooring system may be unreasonable. Therefore, if the owner is willing to assume the risk of future slab movement and related structural damage, a floating floor slab may be a reasonable alternative to the expense of a structural floor. Slab movement and structural damage can be limited if certain precautions are taken to reduce slab movement and its adverse effects. Subgrade below slabs on grade should be prepared in accordance with the recommendations discussed in Section 5.1. If the subgrade below slabs on grade is allowed to dry below the required moisture content, the subgrade should be rescarified and recompacted at 2 percent wet of optimum moisture content to the required density just prior to placement of underslab gravel and concrete. Slabs on grade supporting light floor loads should be underlain by a minimum of 4 inches of clean, graded gravel or crushed rock devoid of fines. Slabs on grade supporting heavy loads should be underlain by a minimum of 6 inches of crushed aggregate base course meeting Colorado Department of Highways Class 5 or 6 specifications. The base course should be compacted at 0 to 2 percent wet Geotechnical Engineering Report WWL 9402 Miramont Fitness and Tennis Center B September 27, 1993 of optimum moisture content to a minimum of 95 percent of SPD (ASTM D 698-78). Slabs on grade should be designed and constructed structurally independent of bearing members. ' 5.4 Backfill and Lighting Foundations Backfill placed adjacent to the foundation structures should consist of the on -site silty or silty clay soils or off -site granular material approved by the geotechnical engineer. The backfill should be mechanically compacted in uniform 6 to 8 inch lifts between optimum and 2 percent wet of optimum moisture content to a minimum of 95 percent of SPD (ASTM D 4253, D 4254). Foundation walls which are backfilled with on -site silty or clayey soils on one side should be designed using a hydrostatic pressure distribution and equivalent fluid pressure of 55 pounds per cubic foot per foot of depth of backfill. It is recommended that all light standards be founded on drilled pier type foundations. The passive pressure Fp which can be developed in the upper clay soils at the site at a depth D in feet below the surface may be expressed by the following equation in pounds per square foot. Fp (psf) = 200 x D + 3,000 This equation may be used in the design criteria for resisting lateral loads and overturning moment forces developed on the foundation. A factor of safety of 3 should be used in conjunction with the above equation. All lighting foundation piers should extend a minimum of 30 inches below finished grade for frost protection. Piers should be founded on the original, undisturbed soil or properly placed fill that has been compacted to a minimum of 95 percent of SPD ASTM D 698-78 in accordance with Section 5.1. 5.5 Pavement Design Recommendations WWL used the AASHTO pavement design method to estimate required pavement thickness. The required pavement and base coarse structure at proposed property is a function of the foundation or subgrade soils and the estimated soil conditions. Average test values for the percent passing the number 200 sieve, the liquid limit and the plasticity index for the near -surface samples collected from backhoe pits TP-1 through TP-4 were used to develop the group index of the subgrade soils. These values are 68, 36 and 15, respectively. The calculated group index was 2.7 which corresponds to a Soil Support Value, S, equal to 5.7. An Equivalent Daily 18 kip Load Application for residential streets of 15 was used with a conservative Regional Factor of 4.0 to estimate a required Weighted Structural Number for the pavement of 2.4. Based on these factors, the following minimum pavement thickness should be provided for the pavement structure. Geotechnical Engineering Report Miramont Fitness and Tennis Center 7 1 Passenger Car Parking Alternative #1 Asphalt Concrete 2.5 inches I Crushed Aggregate Base Course 10.0 inches Total Pavement Thickness 12.5 inches Alternative #2 Asphalt Concrete 2.5 inches Plant mix Bituminous Base Course 4.0 inches Total Pavement Thickness 6.5 inches Circular Drivewav and Entrance Areas Alternative #1 Asphalt Concrete 3.0 inches Crushed Aggregate Base Course 10.0 inches Total Pavement Thickness 13.0 inches Alternative #2 Asphalt Concrete 2.5 inches Plant mix Bituminous Base Course 4.5 inches Total Pavement Thickness 7.0 inches WWL 1402 September 27, 1993 Subgrade below proposed paved areas should be prepared in accordance with the recommendations discussed in Section 5.1. The surface of the subgrade should be hard, uniform, smooth, and true to grade. Excessive weed growth should be prevented by treating all subgrade under parking areas be treated with a soil sterilant. The base course overlying the subgrade should consist of a hard, durable, crushed rock or stone and filler and should have a minimum "R" value of 80. Composite base course material should be free from organic matter and lumps or balls of clay and should meet the City of Fort collins and/or Colorado Department of Highways Specification Class 5 or 6 Aggregate Base Course. Base course material should be placed on the subgrade at or near optimum moisture content and compacted to at least 95 percent of SPD ASTM D-698-78. It is important that the base course be shaped to grade so ' that proper drainage of the parking area is obtained. All asphaltic concrete shall meet City of Fort Collins and/or Colorado Department of Highways specifications and shall be placed in accordance with these specifications. ' A reasonable pavement alternate would be nonreinforced concrete pavement. Using a modulus of subgrade reaction of 110 pounds per square inch per inch, a design life of 20 years, and concrete Geotechnical Engineering Report WWL #402 Miramont Fitness and Tennis Center 8 September 27, 1993 with a modulus of rupture of 600 pounds per square inch, the following pavement thicknesses are recommended: Passenger Car Parking Nonreinforced Concrete - 5" Circular Driveway, Concrete Pans & Main Entrance Areas Nonreinforced Concrete - 5" Subgrade below the proposed pavement should be prepared in accordance with the recommendations discussed in Section 5.1. Concrete used in the pavement should meet ASTM specifications, and aggregate should conform to ASTM C-33 specifications. Concrete should be designed with a minimum modulus of rupture of 200 pounds per square inch in 28 days. It is suggested that a minimum cement content of 6.5 sacks be used for this mix. It is further recommended that laboratory mix designs be done to determine the proper proportions of aggregate, cement, and water to meet this requirement. It is essential that the concrete mix have a low water -cement ratio, an adequate cement factor, and sufficient quantities of entrained air. It is recommended that the subgrade be in a moist condition at the time the concrete is placed. the pavement surface should be free of depressions in which water may stand. Catch basins and manhole casting should be separated from the pavement with expansion joint material. The jointing plan should be prepared by the contractor and/or architect and approved by the geotechnical engineer prior to pavement. Longitudinal and transverse joint spacing should be at regular 10 to 13 foot intervals. Longitudinal and transverse contraction joints should have a depth approximately equivalent to one-fourth the pavement thickness. The joints should be cut within 24 hours of pouring. Expansion joints should be full -depth and should only be used to isolate fixed objects abutting or within the pavement area. Joint openings wider than one-fourth inch should be cleaned and sealed before opening to traffic. A uniform, gritty final surface texture should be provided. Curing should be obtained with uniform coverage with white membrane curing compound or by seven-day coverage with white polyethylene or waterproof paper. The completed pavement should be closed to automobile traffic for three days and to truck traffic for seven days. If paving is done during cold weather, cold weather procedures should be used. The concrete should be protected from freezing temperatures until it is at least 10 days old. 5.6 Erosion Control According to the SCS Soil Survey of Larimer County, issued December 1980, the hazards of wind and water erosion of the native soils at the site of the Tennis and Fitness Center are slight to moderate. The Wind Erodibility Map, furnished as a part of the Storm Drainage Division's Design Criteria and Construction Standards, indicates that the site lies in a moderate Erodibility Zone. Geotechnical Engineering Report WWL 1402 Miramont Fitness and Tennis Center 9 September 27, 1993 Since construction of the Center may start before the end of the wind erosion season and continue into the rainfall erosion season, both seasons as defined by the above mentioned division standards, both conditions should be addressed. Prior to construction, a silt fence should be located just outside the property lines on the west, south and east sides of the property. A swale and ditch system should be installed at the southeast corner of the site to confine and convey runoff to an adjacent point where sediment can be trapped upstream of a straw bale dike. Appropriate erosion control measures should be planned for the completed site. 1 6.0 GENERAL RECOMMENDATIONS (11 A swell -consolidation test on a sample of material from the southern portion of the property (BH-2) revealed the presence of soils with swell potential at a depth of approximately 3.5 to 4 feet. These soils appear to be over -consolidated clays and their swelling potential is a function of high in -situ density and low moisture content. These soils will likely impact the outdoor tennis court area for several reasons. First, the design grade of these facilities is lower than the existing grade (final grade will be closer to the material with swell potential) and the excavation will relieve some of the confining overburden pressure. Second, these soils will swell when their moisture contents are increased. A portion of the outdoor tennis court area is currently designed to be utilized as a storm water detention facility which would tend to contribute to the problem. It is recommended that during construction, several test pits be excavated in the area of concern, samples collected at the proposed subgrade and 2 to 3 feet ' below the proposed subgrade. This would allow examination of the variability in layering and extent of potential problem materials. This inspection would determine if 3 feet of overexcavation for the entire area is required, or if a smaller area or lesser depth of overexcavation would be suitable. If test pits are not excavated and samples collected for verification purposes, then a conservative approach dictates that the entire area under the courts be excavated to an elevation of approximately 4982, the material at that point should ' be reworked, moisture conditioned to within plus or minus 1 percent of optimum, and recompacted in place to 95 percent of SPD (ASTM D 698-78). Select backfill should then be placed in accordance with Section 5.1 Without a proper solution to the apparent problem, there is significant potential for adverse movement of the tennis courts. (2) Laboratory test results indicate that water soluble sulfates in the soil are negligible, and a Type ' 1-II cement may be used in concrete exposed to subsoils. Slabs on grade subjected to de-icing chemicals should be composed of a more durable concrete with low water -cement ratios and higher air contents. ' (3) Finished grade should be sloped away from the structure on all sides to give positive drainage. Five percent for the first 10 feet away from the structure is the suggested slope. I(4) Gutters and downspouts should be designed to carry roof runoff water well beyond the backfill area. (5) Underground sprinkling systems should be designed such that piping is placed a minimum of 5 feet outside the backfill of the structure. Heads should be designed so that irrigation water is not sprayed onto the foundation walls. These recommendations should be taken into account in the landscape planning. (6) Plumbing under slabs should be eliminated wherever possible since plumbing failures are quite frequently the source of free water which may cause slab heave. Geotechnical Engineering Report WWL #402 Miramont Fitness and Tennis Center 10 September 27, 1993 (7) Footing and/or grade beam sizes should be proportioned to equalize the unit loads applied to the soil and thus minimize differential settlements. (8) It is recommended that compaction requirements in the project specifications be verified in the field with density tests performed under the direction of the geotechnical engineer. (9) It is recommended that a registered professional structural engineer design the substructure and that he take into account the findings and recommendations of this report. J APPENDIX A BORING LOGS AND FIELD LOGS LEGEND ■ BACKHOE PIT LOCATION • BOREHOLE LOCATION BUILDER'S SQUARE DETENTION POND -r BH-4 �r TP-2 0 I i II I :I I BH-5 r LFUTURE INDOOR TENNIS NG 0 BH-3 I III I I W� 1 Y a J II I < FITNESS CENTER 1 II P 3 0 .III I ,< =1 FUTURE BUILDING INDOOR TENNIS i m I EXPANSIONCD I III I I' ----J III � ; :I BH-6 I < J ' OUTDOOR TENNIS FUTURE UTDOOR III FF j Nrf 71T�...j T III 1 II+u III+II I I I I III I I LL _u I LL _u III i �ITP-4 RULE DRIVE II IL ------------------ I I I _ 1-J SCALE IN FEET 0 160 200 n WATER FIGURE A-1 Date: SEP 1993 WASTE BOREHOLE AND IV& LAND BACKHOE TRENCH LOCATIONS Project: wc. 402 o \ a w N a ; E LLJ O o cocn cn SYMBOLS �Q -15 A BORING LOG LEGEND CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION Ft. MSLD TOTAL DEPTH OF HOLE 20 Feet MATERIALS DESCRIPTION Topsoil Clayey SILT Hill, rr r Sandy SILT or Sandy CLAY Silty SAND and GRAVEL J Clayey SANO .J Ground water Surface California Split Spoon Sampler, D = 2.0" Standard Split Spoon Sampler, D = 1.5" Bulk Sample From Cutt,ngs T JOB NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists 0 o to x a a. 3 E E LU O a m cn Ln SYMBOLS -�0 -15 20 i CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION Ft. MSLD TOTAL DEPTH OF HOLE 20 Feet MATERIALS DESCRIPTION To;jsoil rr r Clayey SILT rr rr rr r i� r Sandy SILT or Sandy CLAY Silty SAND and GRAVEL f Clayey SAND J. j. Ground Water Surface California Split Spoon Sampler, D = 2.0" Standard Split Spoon Sampler, D = 1.5'' Bulk Sample From Cuttings 1 J08 NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists o to _ LLI N Q d ; E f o m co uai SYMBOLS 22 1 2 25 3 -10 37 4 _�5 I BORING BH-1 (Page 1 of 1) CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4986.6 Ft. MSLD TOTAL DEPTH OF HOLE 16.0 Feet Feet MATERIALS DESCRIPTION ML TOPSOIL, Silt, Brown, Dry, Loose rr ML Sandy SILT, Brown, SI. Moist r rr rr rr rr r rr rr rr rr r rr rr rr rr rr rr Fine Sandy SILT, Yellow to Tan, Dry to SI. Moist, Very Stiff rr rr rr SILT, Brown to Yellow Brown, Dry to SL Moist rr rr rr rr rr rr rr rr rr rr rr rr rr r rr f SP Fine Silty SAND, SI. Moist to Moist, Hard/Dense, f. SP Very Fine SAND, Sandstone Stringer??, Orange -Brown SP Silty SAND, Brown, Moist J . f. SP Interbedded Fine SAND and SILT, Orange -Brown, SI. Moist, Hard JOB NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists v o � u` v d W ; E o M 0 m cn -1 0 I 13 5 39 6 42 7 u� w a f uu) SYMBOLS MATERIALS DESCRIPTION ML TOPSOIL, Silt, Brown, Dry, Loose ML I Clayey SILT, Brown, Dry to SI. Moist, BORING BH-2 (Page 1 of V CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8124/93 SURFACE ELEVATION 4988.5 Ft. MSLD TOTAL DEPTH OF HOLE 11.5 Feet Feet r r ML Clayey SILT, Brown to Pink, Mottled, Dry, Loose rr Clayey SILT, Brown to Yellow, Dry, Hard rr rr r ML I Mixture Fine SAND and SILT, Some Clay, Brown, Dry J Sp Silty Very Fine SAND, Tan to Orange, St. Moist Hard/Very Dense, Possible Bedrock JOB NUMBER: 402.1 LOCATION: Fort Collins, Colorado Water, Waste & Land, Inc. Consulting Engineers and Scientists v o x L w r a N Q ; E W O m o m cn -10 20 19 8 28 9 22 10 U) w a x BORING BH-3 (Page ! of o CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4989.9 Ft. MSLD TOTAL DEPTH OF HOLE 11.5 Feet Feet can SYMBOLS MATERIALS DESCRIPTION FAML TOPSOIL, Silt, Brown, Dry, Loose IM ML I Clayey SILT, Brown, Dry to SI. Moist, rr SILT, Brown, SI. Moist, V. Stiff rr rr rr rr rr rr Sandy SILT , Brown, Dry to SI. Moist SILT, Brown to Pink, Mottled, SI. Moist, V. Stiff J rr r rr Sandy SILT, Brown, SI. Moist x� i CL Sandy CLAY, Brown, SI. Moist, V. Stiff r 1" Fine Sand and Silt Layer i JOB NUMBER: 402.1 LOCATION: Fort Collins, Colorado Water, Waste & Land, Inc. Consulting Engineers and Scientists o [n LL 2 LL v LLj N a a Y E f o Coto tan SYMBOLS a 11 7 12 � o 13 10 14 15 4 16 BORING BH-4 (Page 1 of 2) CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4989.5 Ft. MSLD TOTAL DEPTH OF HOLE 26.0 Feet Feet MATERIALS DESCRIPTION ML TOPSOIL, Silt, Brown, Dry, Loose rr ML SILT, Brown, Dry to SI. Moist, Loose r rr rr rr rr r rr rr rr rr r rr rr rr rr rr rr i ML Sandy SILT, Brown to Pink, Mottled, Dry to SI. Moist, Firm Xi Increasing Clay Content /Z /ter Sandy SILT, Brown, Moist to V. Moist, Firm i� Increasing Sand Content iX i SW Silty SAND and GRAVEL, Wet to Saturated, Loose ML Interbedded Clayey SILT and Silty SAND, yl/Gray, Moist to Wet, Stiff % Clayey SILT, Brown, Wet J . J . y. y . SP Silty Fine SAND, Brown, Wet, Loose 1 JOB NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists BORING BH-4 (Page 2 of 2) 11 0 M L w w y Q d a ; E o Coin (n SYMBOLS 22 17 5 0. 30 5 F1 CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4989.5 Ft. MSLD TOTAL DEPTH OF HOLE 26.0 Feet Feet MATERIALS DESCRIPTION Sp SW Silty SAND, Brown, Wet y . ' SAND, Medium to Coarse, Rounded, Brown, Wet, Weathered SP Sandstone BEDROCK, Silty Fine SAND, Brown to Gray, V. Dense JOB NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists BORING BH-5 (Page l of l) 1 _ o o cn _ L J N i m GOrn cn SYMBOLS -10 -� 5 20 20 19 30 20 21 29 22 CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4988.8 Ft. MSLD TOTAL DEPTH OF HOLE 11.5 Feet Feet MATERIALS DESCRIPTION ML TOPSOIL, Silt, Brown, Dry, Loose rr ML Clayey SILT, Brown, Dry to SI. Moist, r rr rr rr rr rr rr White Hard Layer i� ML Clayey SILT, Brown to Pink, Mottled, Dry, V. Stiff No Recovery i; ML SILT, Pink to Brown, Dry, Hard Sandy SILT, Brown, Dry, Hard /X/ /�� Silty Fine SAND and GRAVEL, White to Brown, Dry S P i Gravel Layer @ 8.5 feet SW Silty SAND and GRAVEL, White to Brown, Dry, Dense Increasing Silt to base JOB NUMBER: 402.1 Water, Waste & Land, Inc. LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists BORING BH-6 (Page l of 1) CLIENT NAME Miramont Tennis and Fitness Center DATE DRILLED 8/24/93 SURFACE ELEVATION 4987.6 Ft. MSLD U 0 W TOTAL DEPTH OF HOLE 115 Feet Feet a H Z E J o O Cocn u)SYMBOLS MATERIALS DESCRIPTION 5 23 6 24 0 15 25 26 5 20 Water, Waste & Land, Inc. JOB NUMBER: 402.t LOCATION: Fort Collins, Colorado Consulting Engineers and Scientists ML TOPSOIL, Silt, Brown, SI. Moist, Loose rr rr ML Sandy SILT, Brown, 51. Moist to Moist rr rr rr rr rr rr rr rr rr rr Clayey SILT, Brown, SI. Moist to Moist, Firm rr rr rr No Recovery i/ ML Sandy SILT, Brown, St. Moist, V. Stiff Sandy SILT, Brown, SI. Moist /ter y Sandy SILT, Brown, Dry to 51. Moist, Stiff �, ML Silty SANG, Rust to Brown, Dry to St. Moist, Stiff 1 I ii L1 1 1 DRILLING LOCI DRILL HOLE Btf-t DATE S Zy PACE( CF I PROJECT I". cTe. DRILLER 6N& WEATHER SvV CLIENT " RIG TYPE CME7 55 DRILLING METHCD LOCATION 5. o� ma's SAMPLERS H6uow s Ian WATER WASTE & aN D OEPTH (ft) RUN OR oatvE LENGTH t•KCM io (ft) S.wrt- INc METHOD ' BLOW COUNT OR 1ENETRAri ON RE 3ISTANCE Lu+►LE RE[ v_ ERY (ttJ S.wrLE co Nom OESCRI►- rtaN OEPTH (ft) MATERIAL DUaIPTICN ANO CRILLING NO) v** 0 —o. 5 o.5-y.5 7DPSorz �1 S Lo05j5' CAA L src� T2. ce.ky L.P. B2N. St-. Mos3'r rml -�•�trs 5 �-►.t 0 I �. S 5.5 1.0 �� •Ft q - 13 ven�Y tl F 1.0 Gkc skwo NLo33T q.5 5.0 C — — b ys '9 5 S'SZT L • P. M � LT. j5 7D w-z&i fit. Y -ra sL_MOz3-FM--5?E797xokcc ssMt o I � QD ppu I�.o y, F. 5r-MD 69?-' -BeN 55 Bt Dktg ? P 5. o C - - - M033 r xl� O ML /'�{. S r6.D �. 5 '>�r /Z-ZS-3o t 5 1 BfFb 14.5- t7�Y g. F. elkN D 4 SZZr SP-ML 6 -BW AAf7ZEV 5. �c,�015T I I - -D 16.0, DV-Y f0Lt; D2Y PA R-i of F:r� I I I I I I I I I I "S,*—V ` ABBPF/!AT:CNS: S?T - I'4" SPL 7 SPCCV. ST - Sr -=Y TLBE. DC - ryf CyE C - C171,1CS. C?T - Z'�' SrL'T SrxXN II ""^C,f iTDT?!'� �itC;f r..�T�i.;4�• Sr= SQt' ^Gf TDT'CN _"CTI II J zY m I IJ 1 1 i DRILLING LOG DRILL HOLE'�3N-2 DATE S 2y q3 PAGE Or- . f PROJECT am ,c, DRILLER p2 �N6WEATHER �N,vy CLIENT ,. �, RIG TYPE 6ME 55 DRILLING METHOD LOCATION 5• of S7n-ZE 5 SAMPLERS Dub SSA WATER WASTE & LAND y' 5.5. k OE►TN (ft) AU N as DRIVE F..,� TO LENGTH (ft) swr�_ ING MET= 00 SLOW CUNT OR PENETRATION AESISTA 4CE SAMPLE RECCV_ ERY (ft) IAMILE CLLEC- TION aEscat._ rION DEPTH (ft) PATERIAL DE MIPTICN AND GRILLING NO 3 3 C — ,- — 0 — 0. 5 0.5-3.o g ao4. 5=ZT Qom' c005E L LT. OAV. sc.. M 0r-f i -ri2 . sA,,4 D z S-S I.0 3_5_y - y Ssz-r w sow M)L Fop >n w D4 YomEO 3 3 � 7 � Z„ �.T w�u►c !1- z8 �. 0 (r 6.s-� � 7 SSLT Cd 5ontE Ntc. 13R-N. Qe.i I I 6TL,T'Y F. ,A-m o BeN 091", 6 -to IJ1lwruiLE of 4 5A-�4 SP IMF CLAYsue. oeX ID I(.� l.5 f• $" sPT- ly-Zg-3o ),5 y 10-11.5 �-�� Sera Y Esr3-r I I D2V 1•ioc.E i I DAY PH-�T or- ernD I I I-T I tSAPPL ET- ASSREWATTCNS: SPT - I'.4" LPL ?T SPCCN. ST - SrF SY TLEE. DC - DRY MZE. C - CTTTNGS. CPT - 2,{' Sr! r- cZN it *'^cSC.<IorrC{� _p6 crr,�T'SV� r= SCi 1 1 1 1 DRILLING LOG DRILL HOLE 13r4 - 3 DATE zy q3 PAGE 1 OF PROJECT -�� ( DRILLER fj sxl6, WEATHER S�,vNy CLIENT r RIG TYPE C 55 DRILLING METHOD LOCATION S,oF 5rcrLpS SAMPLERS Doh �lA SsA NVWATER WASTE & LAND S�ro s-r kvcc DEPTH (ft) RUN OR Cs -DRIVE LENGTH I�ti SAMPt- ING ME T:OD &LOW COUNT OR PENETRATION RESISTANCE SAMPLE RECOV- ERT SAMPLE COLLSC- TION OESCAIP- TION DEPTH µgj'QIAL DESCRIPTION AND GRILLING NOT - FROM TO U 3 3 C - - - b - 0. 5 0.5 -3.v 7Df5olL &44 ST3 T ,vtr, Loos,- ya !9 ZT --T BP-� '0 ORV To sC-Tyf-l-rcy L'. P. wGRz V . SIT; F I. 3 3.5 -y G�-t w 50 L. P. `;ake 1'. SfA-r-t !C. gr2N . 5L. MOS3-r # F- 5A-,4D Mc SP LT. f3rz�. CRY70 1 Z" w� 12 - J I . D - 6 - 7 �z.T Mi_ I .P. M�rrL�D gW IvMal-3T ma7vey 6T LT F 5A-0 D LLk �T jr7 ! I.5 f 5 SP'r Io-l2-I5 V . S7I�F 13 �BAs 51-Z-rY GLky Cc L.P. oeP. 6t-.77 Moi�T I- I I 02t� FFac.E I i *SAWL ING ASSREVIATICNS: SPT - IW' SPLIT SPOCN. ST - S-iELSY TLEE. DC - DRY CORE. C - CJTTTNGS CPT - 21�" SPLIT SPOON *'^ESCRTPTTCN aSSREVTATTCNS: Sc- SOTL DESCRT?T'^N cr'911 DRILLING LOG DRILL HOLE 1 4-14 DATE 8 2 43 PAGE 1 OF r PROI ECT -TEW Gam. DRILLER Dew. Olb. WEATHER SiNuy RIG TYPE GME SS DRILLING METHOD LOCATION $. aF SIZE'S SAMPLERS &6, 6�5,4. 1%to.40r WATER WASTE & LAND {uow srE DEPTH (ft) RUM OR ORIVE �� TO LENGTH (ft) SAING ING METHOD 6LO�l COUNT OR PENETRATION RESISTANCE SAMPLE REM- ERY (ft) SAMPLE COLLEC- TION DETION iION DEPTH (}t) HA tMIAL DESCRIPTION AND DRILLING NOTES" — — D -OS 0.5-q.s �PSaTZ gam• SRT fl�f LooSE Cc.AYE+� s�z-r 7a SZLT -TR. SMtD BRaJ. l-o�.�E G1C�' 7b SL. NLb T I 15" y-3 �^ C).5 y BAG q,5-5 y. s-s 29-4-1 -7b Lu 2Y 5L . -� ' <i.5 9.5 r7 C N 5-1. 5 p y Cc,Q u, -11 cc, -Mc Cq1, f ' 9.5 10.5 1 Z" wSPr shy y- 3 films 1.0 y l0-10,5 8. 5 -locks 9.5-10 10-ro, 5 5Z1.r Ul sra A-m0 Mt Mc.13TV. W13T P. . 6¢-A oY BBM ' VELD SA-mo y 51Z.T cal 50 1.0 ET I Z o' RA-tl EZ I Z.o' t Sr1�F 8. IS-rb a. 15 -16$ svr M CuFf'E4' �iT ML M yt�ow bEA� oir Ta WE-T d 1`l,s-lq 5 � co-yAkTREV w F. kmD ur, Bk�ll i -17 � 5 Y p. s - �� 'lY � 5� D � GT_ BP-�1. cvr✓T Y 4TTTZE 4EZo vEfY ' 1.5 " 2-3$ H�/V. I. 667 Y zyszs6�-zbo zsG-zc* zy s -zr, 6 M-G SA-�I 0 Scv rznL 0 �t WET i s �' -mow wrm� �S. Bf--VacC4( MgZ3" V. DEY C Z 5.0' *SAMPLING ABBREVTATTCNS: SPT - lu" SPLIT SPCCN, ST - Sn'EL3Y TIRE. OC - DRY CORE. C - =T%S, CPT - 2u" SPLIT SPO N I **^ESCfZTP77CN -lBBRT/TAT?CNS: SE SOIL -IESCRTPTTGN FORM urr 1 11 1 1 1 1 1 DRILLING LOG DRILL HOLE �90- 5 DATE 8 Zy 93 PAGE_L OF I PROJECT -WW. M. DRILLER � . WEATHER 5a"A& CLIENT " " RIG TYPE CGUE 55 DRILLING METHOD LOCATION 5. or. jmnE's SAMPLERS 5, A. ' WATER WASTE ,�Xrv& LAND rao c.Sro ST�1 OEPTM (!t) RUN OR DRIVE LENGTH (tt) SAMPL- ING MET-OO SLOW COUNT OR PENETRATION RESISTANCE SAMPLE RECCV- ERY (it) SAMPLE COLL°C- TION oEscRTv- TION OEPTN (ft) MATERIAL DESCRIPTION AND DRILLING NOTES" F,.,� I TO D 3 3 '� - — o ' ��• 0.5-3 TbP5a1Z SILT �R" 1-0o sE �- I c�kv�Y C•P. LT. (39:. DRY iz-�+ v- l 3 b (o % I 1:7pr 13-17 tL1 Sor�E 5� }tD D2Y 6� - ► 0 -3 — — — 7 -1 0 S�-T M F, 5A44J 0 P w ScMC EL w -ra be-,,J oey 1.5" �N-15-I$ DE,usE- y BAt ►o-tl.5 5�T`f SA --up w 6-2kvEL � rLE- �.-r �� bdr-ra�n I i�.o' I +4.p LC I I *SAMPLING ASSREVIATTCNS: SPT - IW" SPLIT SPOON, ST - SrEL3Y TLBE. DC - DRY Ca?E. C - CUTTINGS. CPT - N' SPLIT SPOCW **" ESCRTPTTC-N ASSREVTATTONS: SE SOIL nEMZTPTICf4 -Mj 11 1 1 DRILLING LOG DRILL HOLE Sg_� DATE B Zy 93 PAGE ( OF 1 PROJECT -F-t7 . L-Tt. DRILLER �. WEATHER 5�NNy CLIENT RIG TYPE C,ME 55 DRILLING METHOD LOCATION__5. of f SAMPLERS Qb6 Z4 55.A NVWATER WASTE & LAND -mqr- DEPTH (rt) RUN on DRIVE -ENGTH (}t) SAMPL- ING METHOD SLOW COUNT OR PENETRATION MESISTANCE SAMPLE RECOV- ERY (}t) SAJAPLE COLLEC- TION DESCAIP- TION DEPTH (}t) MATERIAL DESCRIPTION AND DRILLING NOTES** FROM TO O 3 3 C — _ — (5 -o. s o, s - 3 -� Psorz ben! T- y toast 'SSLT µ� C . P. a" Sc MdI3i -ra z- 3 . c) 3.55--44 ..4. 5o µE 5A-m D GrNE M-L I -3 3 C I (o -7 I APT 7- q (. 0 6 s- 7 MD-B� S o ME- 5/+-N D 6 - 10 A -A, mi7t-0 4r - i SOIL LAB TESTING RESULTS i w q Q g U U U U ..1 a-1 00 00 CO) Q) (V •--� q [ra.1 �WF 7N �n�nOM zb� C- oo O U X U2 o o 0 �< o zz Z $ U N h z-3 U W� 00 'IT Mu 3 N O W rn a MV) oz orn w 0 —4 N zZ o0 N Z. .+ .. Ll La a z o M r+ zoo � U •r O� O O O C lr') Wi r Iq M M M M 00 W �.l C. Q\ 1` 00 (0n O N .. N N N M W) fr W H z W U u1 z F• LL 0 z Q z z w F- H z O Q Ln N L. V1 r D 0 In C a CL J Iq 0 N 0 0 0 0 0 0 0 0 0 0 0 0 O N 17 V .1 CO I 1 1 1 I 1 I 1 113MS/Nouvc 10SN00 1N3043d Q' L.J Z W I U (n rM W Z In N ~ m c� o Z z W ofQ � O m (n � I Z Z In W W J Z 0- O V in N n a N O 0 0 - O N IA v m 1 I I 1 I 1 I I T)3MS/Noiiy(i lOSN0:) 1N33S3d w W Z W I U �n L/) cf) co W z cfl M ~ m CD o Z Z W C:� Q O m (1) (.L I Z W Q� W J Z O a a V 0 0 o } V) } J Q Z Q x W H W _ � O O O J O V) } S o- ------ ------ ----- ------ ----- ---- ------ ------ ------ N o U) o ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ W F- o- l+J W � J � _ ______ ______ ______ ______ _______ ______ ______ ______ ______ ______ _J Z ------ - ----- ------ ------ ------ W v � O Z Z N Q � N ------ ------ ------ ------ ------ o O C� W N V) W O > W N U O U Q C Z __ ____ ______ ______ _ Q ------------------------------ F- cn vi Z Z\m_ ______ ______ ______ ______ ______ _ ____ _____- ______ O n J W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Ul Q N - Q O O O O O O O O O O O CD 00 N (U L ff) N 1HO13M 1,8 a3N13 1N3383d CY W L H � Z W I u f/I M ul W Z I � W m o W Z Z CY - Q Z O Z 1 Z WI N ~ W ~ J Z O (n [If 0 0 o g V7 V J Q Z Q Of W H W � O � p � J O V) 2 0 -- ---- ------ ------ ------ N O V) Of o o- ------ ------ ---- --- ------ ------ --- --------- ------------ W w w � z � J �_ ______ ______ ______ ______ _______ ______ ______ ______ ______ ______ _J Z �- ------ ------ ------ ------ ------- ------ ------ ------ ------ ------ W (n � Z Z V Q o �- N ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ c w O C� W N W O LJ ui 0 � V Q O Q (/7 V) � Z Z- ------ ------ ------ ------ ------- --- --- ---- - O J W �a Q • - ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ w _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ U N- -______ ______ ______ ______ ______ ______ ______ O O O O O O O O O O O O O O) co (D to d r) N 1HO13M XG 83N13 1N33d3d M N 0 W tz W Z W U M N W _ Z N M ~ 1 � m Z 0 1..j W' Z Q� o a :D M N � I Z Z cn W H W ~ J Z a O a a c 0 CD U J Q Z Q 0' w H W _ : O O O J O Ul • 0 o- ------ ------ ------ ---- ------- --- - -------- ---- ------ N O cn o ------------------------------------------------------------------------ w w w J J w O Z o- ______ ______ ______ ______ _______ ______ ______ ______ ______ ______ LLJ v N N z Z Z V j 0- ------ ------ ------ ------ ------ ------ ------ ------ ------ Of o O C) m w N w o > — w w N 0 � U Of Q F— (N w uj Zgym- --- - ------ ------ ------ ------ ------ ------ ------ ------ O '� J w -- ___ ______ ______ ______ ______ ______ ______ ______ ______ Q _ _ ______ ______ --- _---------------------------------------- ______ 0 w _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ Q U N - ______ ______ ______ ___-.___ __-___ __--__ _-____ ------------- O O O O O O O O O O O O O C) 00 r� c0 Ln d N 1HO13M X8 63N13 1N3083d LL, LLJ Z W M U M N � W � Z M ~ m W C) Q D U 0 Z N Z W W J ~ W � Z Q O Q Of 0 0 o } L cn J Q Z Q 0' W H W _ � O 0 c O J_ O } Vl o- ------ ------ ------ ---- ------- ------ --- - N O U) 0_ o o- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ w F- W w � z � J O_ ______ ______ ______ ______ _______ ______ ______ ____ _J Z �- ------ ------ ------ ------ ------ ------ ------ ------ - ---- W v N N O Z z < m o �- ------ ------ ------ ------ ------- ------ ------ ------ ------ ------ O C) W N LEI W w O Q Q 0 Zv_ ______ ______ ______ ______ _______ ______ ______ ______ ______ ______ H w Vi Z J W .� • - ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ w a U N - n_ ______ ______ ______ ______ ______ ______ --- ___ ______ O O O O O O O O O O O O O O) 00 n (0 d rn CV 1HO13M A8 83N13 1N3083d U CD m 0 W H i Z W M U � t17 Ln � W � Z m W W H Z cy- Q D CD N U Z M Z I W W J ~ Q O Q 2' TERRACHEM LABORATORIES, INC. LAB LAB NO. 12860 W. Cedar Drive, Spite 208 WENT w� rFrC <��+rr� I`1Gatip PROJECT Lakewood, Colorado 80228 FEATURE PROJEcr-No. SAMPLE NO. GATE TESTED Phone (303) 989-5159 Par (3(13) 98"157 �.✓�r wE.�yrr ; war vENr.ry C/�cF) 1 ;Guyer p/,yL 9�A� Re Hom/C C "Ywwe E Ci1./cH�=r) C�n�eNfr� O p.sov� 4 o, v0I 10 — 0,o/a0 I: Y..D d — D. h''L') /. j ;Z.o/ f4o//o.v �f}'' S�� SAp7ALC h� S4 • 0�D CH.9iV6 t f v•9S 7' L /leie'lyl— = /, D i vcfi TERRACHEM LABORATORIES, INC. 12860 W. Cedar Drive, Suite 208 Lakewood, Colorado 80228 Phoac (303) 989LS159 Far (303) 980-6157 ' u�lOi✓c rceac-Ale- < <K/f I) - !� r Ox:VS,r ?% /pe f) ' Q/ZV 1pe'r) = 0 p,svuc 6./ 0//v Z. c dy"We` C"Va.-S Ao p,sp73 _ 'D.vo7S b o. uv75 $e. O 6 0.5/xS, 5S b - 0. 0/Aj �D. U o. 7b I LAB LAB NO. CLIENT /�.,rre,� G�,rJ�E !'L�uro PROJECT 72WAIir CsNTcf FEATURE Sa"L JWi"PZf S PROJECT NO. 240 �• SAMPLE NO. -/ �%�iY' 3� OATS TESTED ? //' ; f, %/ y, v/ /Z). Z) vyy C j/,y v,C C — 47S 0.3s s TERRACHEM LABORATORIES, INC. LAB LAB No. 12860 W. Cedar Drive, Suite 208 CLIENT wR% QJTL ('29A9 PROJECT 7&WNl1 Lakewood, Colorado 80228 FEATURE o �� S i'�i�l�i PROJECT NO. I SAMPLE NO. 7 �TP-DATE TESTED �o Phonc: (303) 989-5159 Pas (303) 980-6157 MOISTURE -DENSITY RELATIONSHIPS PROCTOR COMPACTION TEST ASTM DESIGNATION:—'0 69 9 — i / METHOD: A 130.0 125.0 •A t 110.0 Z 95.0 90.0 0.0 i+gtnvcc rno irnno/ CATIIDAT�f�N FOR 0: 5.0 10.0 15.0 20.0 25.0 MOISTURE CONTENT IY DENSITY PCF OISTURE CONTENT CRIPTION RTIES: No, 200 U.S. SIEVE _PSIS REFERENCE 1 30.0 FIGURE NO. TERRACHEM LABORATORIES, INC. LAB LAB NO. 0//6 9 1 12860 W. Cedar Drive, Suite 208 CLIENT ��t�Jrz &q PROJECTTG✓Nis e4A6 IL - Lakewood, Colorado 80228 FEATURE L//- ��"PROJECT NO. f"'- Phoac: (303) 989-5159 Pat (303) 980-6157 I SAMPLE N0. a (T)'�� DATE TESTED 3 MOISTURE -DENSITY RELATIONSHIPS PROCTOR COMPACTION TEST ASTM DESIGNATION: '0 6 �?J / / METHOD: 130.0 125.0 120.0 115.0 U d •• W 95.0 90.0 C rM IO%/LLn rno IM o/ CATI ID ATI r)►I CnD TERRACHEM LABORATORIES, INC. LAB LAB NO. 1-7860 W. Cedar Drive, Suite 208 CLIENT "-`r /"N 2 rGam PROJECT T'N/V)r Lakewood, Colorado 80228 FEATURE PROJECT NO. �L/ar�Lc S I SAMPLE NO. DATE TESTED 3 Phoac_ (303) 989-5159 Par (303) 980-6157 MOISTURE -DENSITY RELATIONSHIPS PROCTOR COMPACTION TEST ASTM DESIGNATION:-- 'r '� % $- 9 / METHOD 130.0 125.0 120.0 t I10.0 U) z r of 0 105.0 95.0 90.0 0.0 rtrovccc cno iMo/ CATHDATirW FOR D: 5.0 10.0 15.0 20.0 25.0 MOISTURE CONTENT � IY DENSITY PCF OISTURE CONTENT 46 CRIPTION RTIES: No. 200 U.S. SIEVE _YSIS REFERENCE �g t R FIGURE NO. TERRACHEM LABORATORIES, INC. LAB LAB NO. 211� 0 / 12860 W. Cedar Drive, Suite 208 CLIENT 1-dS7— IIZWWo� PROJECT T ✓��s C17•✓%c�L Lakewood, Colorado 80228 FEATURE 14- /S��r/ tpt�, PROJECT NO. Phoac: (303) 989-5159 Paic (303) 9W 6L57 I SAMPLE N0. ? tJ ( �T OATS TESTED MOISTURE- DENSITY RELATIONSHIPS PROCTOR COMPACTION TEST ASTM DESIGNATION IJ d 9 g - l / METHOD: 130.0 125.0 120.0 t 110.0 z 95.0 90.0 0.0 r*^n i.,,NOI cATi io nTiON FOR 0. 5.0 10.0 15.0 20.0 25.0 MOISTURE CONTENT tY DENSITY PCF OISTURE CONTENT ;CRIPTION RTIES; No. 200 U.S. SIEVE YSIS REFERENCE I 30.0 FIGURE NO. TTA Colorado Engineering & Instrumentation, Inc. I r s�� r 3 BY ---------------- DATE --------- SHEETNO------------ OF------- CHKD. BY --------- DATE --------- JOBNO ------------------------- SUBJECT --- r1_�J�1S-- j�/U j � ---- r j /o7� /07,5- /os"/Df�,/ 1 1 1 1 9 r 1 1 1' 1 1 1 1 Jam- 300 ova 3- 1 S-co V,41� Soy �r �.T.��, 'MS�� sao��\ ` Go �K5 3oa �.�J