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HomeMy WebLinkAboutGeotechnical Engineering ReportGEOTECHNICAL ENGINEERING REPORT Atlantic Aviation New Hangar and FBO Addition Garfield County Regional Airport (RIL) Rifle, Colorado Tectonic Project #24015 (AAS-RIL, HGR) PREPARED FOR Atlantic Aviation c/o Tectonic Management Group 6695 West 48th Avenue Wheat Ridge, CO 80033 August 27, 2015 j benesch engineers • scientists • planners benesch August 27, 2015 Atlantic Aviation c/o Mr. Kevin Larson Tectonic Management Group, Inc. 6695 West 48''' Avenue Wheat Ridge, CO 80033 REFERENCE: Dear Mr. Larson: Geotechnical Engineering Report Atlantic Aviation New Hangar and FBO Addition Garfield County Regional Airport (RIL) Rifle, Colorado Tectonic Project #24015 (AAS-RIL, Hgr) Alfred Benesch & Company 825 "M' Street, Suite 100 Lincoln, NE 68508-2958 wwwbenesch.com P 402-479-2200 r 402-479-2276 Alfred Benesch & Company (Benesch) is pleased to suhmit the enclosed report that summarizes the findings of a geotechnical engineering study and provides recommendations related to the design and construction of the Foundation for the referenced project. If any questions arise concerning this report or if additional information is needed about soil conditions at this site, please contact Benesch for assistance. Respectfully yours, 04, Jason W. Windhorst Brandon L. Desh, P.E. Project Scientist Project Engineer Enclosures Orig. & Elec. Copy: Atlantic Aviation, c/o Tectonic Management Group 00111195.00 AAS-RIL Hangar & FB0 Addition Geotechnical Report TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 1 2.0 SUBSURFACE EXPLORATION 3 3.0 LABORATORY ANALYSES 4 4.0 GEOLOGY AND SITE CONDITIONS 6 5.0 DISCUSSION AND RECOMMENDATIONS 8 1. Suitable Floor and Pavement Subgrade Material 8 2. Suitable Foundation Material 8 3. Existing Utility Lines 9 4. Minimum Depth of Footings 10 5. Allowable Bearing Pressure 10 6. Settlement 10 7. Vertical Modulus of Subgrade Reaction 10 8. Preparation of the Building Areas and Areas to be Paved 10 9. OSHA Excavation Requirements 12 10. Protective Slopes Around the Buildings 12 11. Types of Soils to be Used as Fill and Backfill 12 11. Placement of Fill and Backfill 12 12. Site Seismicity 13 13. Recommendations for Pavement Design 13 14. Grading Observation 14 15. Subgrade Observation 14 16. Applicability of Recommendations 14 6.0 CONCLUSIONS 15 APPENDIX A. VICINITY MAP AND BORING LOCATION PLAN APPENDIX B. DUTCH FRICTION -CONE PENETRATION DIAGRAMS APPENDIX C. BORING LOGS APPENDIX D. CRITERIA USED FOR SOIL CLASSIFICATION APPENDIX E. CONSOLIDATION TEST REPORTS APPENDIX F. UNCONFINED COMPRESSION TEST REPORTS APPENDIX G. HANGAR RAMP PAVEMENT DESIGN FLEET MIX 1.0 EXECUTIVE SUMIVIARY PROJECT OVERVIEW Tectonic Inas indicated that the proposed project will consist of the following: Structure Type: 180 -ft by 200 -ft Hangar with aircraft ramp and single story FBO addition Type of Foundation(s) Being Considered: Shallow Footings and Grade Beams Estimated Maximum Column Loads: 225 kips — Hangar 35 kips — FBO Addition Estimated Maximum Wall Loads: 2,000 plf — Hangar 2,300 plf— FBO Addition Finished Floor Elevations (NAVD88 vertical datum): Hangar First Floor: 5509.4 feet FBO First Floor: 5518.3 feet Bottom of Footing Elevations: Hangar Exterior Frost Depth: 5505.9 feet FBO Exterior Frost Depth: 5514.8 feet Estimated Max Fill Heights: Hangar: 2' FBO Addition: 3' 1 kip 1,0061bf FACTORS AFFECTING SITE PREPARATION • Unsuitable Floor and pavement subgrade materials including topsoil and existing rubble fill (near B -2a) were encountered at elevations 5509.1 to 5502.4 feet (0.5 feet to 5 feet below existing grade) in the new hangar area and elevations 5517.1 to 5514.4 feet (0.5 to 1.0 feet below existing grade) in the FBO addition area. • Utilities are known to be within the building areas. The existing utility backfill is likely unsuitable foundation and floor/pavement subgrade material. Three of the boring locations were relocated due to the proximity of existing utilities at planned boring locations. FACTORS AFFECTING FOUNDATION AND BUILDING DESIGN • Suitable natural foundation material was encountered at elevations of 5506.4 to 5502.4 feet (1.0 to 5.0 feet below existing grade) for the new hangar and at elevations 5513.2 to 5511.9 (3.5 to 4.4 feet below existing grade). • Existing foundations are present in the vicinity of the proposed FBO addition area and could be affected by new footing loads. RECOMMENDED PAVEMENT SECTIONS Area Thickness, in. Driveways and Delivery Area with Truck Traffic Asphalt Concrete Pavement Parking Lot Area with No Fruck Traffic Asphalt Concrete Pavement Hangar Ramp Area Portland Cement Concrete Pavement P-209 Aggregate Base Course under PCC Pavement benesch rna n.en t ..�n Fi., r i•n ores 6,0 5.0 0.0 6.0 Tectonic Management Group 1 R New Hangar and FRO Addition 12 2.0 SUBSURFACE EXPLORATION A program of Dutch friction -cone soundings, test borings and soil sampling was performed at the project site on May 13'h through May 14, 2015. Eight (8) Dutch friction -cone soundings were made at the site. The results of the soundings were used to determine the depths for obtaining undisturbed soil samples from an exploratory boring made immediately adjacent to each sounding. Thirteen (13) exploratory borings were taken to depths of 5 to 20 feet below the existing grade to establish the general subsurface conditions of the area under consideration. Three of the boring locations (B-5, 13-6, and B-7) in the new Hangar area had to be shifted slightly due to conflict with existing site utilities. The Dutch friction -cone soundings were performed with a mechanical penetrometer in accordance with ASTM D 3441, Standard Method for Deep, Quasi -Static, Cone, and Friction Cone Penetration Tests of Soil. The plot of the data from this test identifies the relative positions and thicknesses of hard and soft layers of soil. The borings were made in accordance with ASTM D 1452, Standard Practice for Soil Investigation and Sampling by Auger Borings. A machine -driven, continuous -flight auger having a diameter of 6 inches was used to advance the holes for split -barrel and thin-walled tube sampling. The bore holes were stable and casing was not required. Penetration tests were performed with a CME Automatic Free -Fall SPT Hammer (hammer efficiency approximately 80%) in accordance with ASTM D 1586, Standard Method for Penetration Test and Split -Barrel Sampling of Soils. Representative samples of soil were obtained for identification purposes. The resistance of the soil to penetration of the sampler, measured in blows per foot (N), is an indication of the relative density of cohesionless soil and of the consistency of cohesive soil. Undisturbed soil samples were recovered for visual observation and laboratory testing in accordance with ASTM D 1587, Standard Method for Thin -Walled Tube Sampling of Soil, utilizing an open -tube sampler having an outside diameter of 3.0 inches. The vicinity map and the boring location plan are presented in Appendix A. The penetration diagrams (see Appendix B) present the results of the Dutch friction -cone soundings. The boring logs (see Appendix C) present the data obtained in the subsurface exploration. The logs include the surface elevations, the approximate depths and elevations of major changes in the character of the subsurface materials, visual descriptions of the materials in accordance with the criteria presented in Appendix D, groundwater data, the penetration resistance recorded in blows per 0.5 -ft increments of depth, and the locations of undisturbed samples of soil. The locations and elevations of borings 4 through 7 and 10 through 13 were determined by a Benesch survey crew using the NAD83 and NAVD88 for horizontal and vertical datum, respectively. The locations of the soundings and borings for 1 through 3 as well as 8 and 9 were determined by tape measurements from existing building corners. The elevations provided have been correlated to elevations within the ellipsoid elevation vertical datum provided by Tectonic Management Group as shown on sheet C1.00 of preliminary plans for the new hangar. benesch eng nee.s ,O,n1L,I, PI•nnet1, Tectonic Management Group 1 RIL New Hangar and FBO Addition 13 3.0 LABORATORY ANALYSES The split -barrel and undisturbed soil samples obtained during the subsurface exploration were examined in the laboratory by a member of Benesch's professional engineering staff to supplement the field identification. Standard tests were performed on selected samples to determine the engineering properties of the foundation materia Is. The moisture contents and dry unit weights of selected undisturbed soil samples were determined in the laboratory. These test results are presented in the boring logs opposite the respective sample locations. The moisture contents were determined in accordance with either ASTM D 4643, Standard Test Method for Determination of Water (Moisture) Content of"Soil by the Microwave Oven Method, or ASTM D 2216, Standard fest Method for Determination of Water (Moisture) Content of Soil and Rock by Mass. The dry unit weights were determined in accordance with the Displacement Method of the Corps of Engineers, EM1 110-2-1906, Appendix 11, Unit Weights, Void Ratio, Porosity, and Degree of Saturation. These data correlate with the strength and compressibility of the soil. High moisture content and low density usually indicate low strength and high compressibility. I he unconfined compressive strengths of several undisturbed samples were estimated in the laboratory with a calibrated hand penetrometer. These strengths are presented on the boring logs and are estimates only. Actual values are generally lower than the estimated values indicated on the boring logs. The compressibility of two undisturbed samples of undisturbed samples of onsite silt and lean clay foundation soils were determined in accordance with ASTM D 2435, Standard Test Method for One -Dimensional Consolidation Properties of Soils, except that time -rate readings were not obtained. The data from the consolidation tests can be used to develop an estimate or the maximum amount of settlement of the structures_ A brief summary of the test data is presented in Table 1, and the complete test reports are presented in Appendix E. Boring Depth, No. ft. TABLE 1. CONSOLIDATION TEST DATA Initial Overburden Void Pressure, Ratio tons/ft2 B-5 5.9-6A Preconsol- idation Compression Recompression Pressure, Index Index tons/ftz 0.74 0.36 1,9 0.22 0,014 B-8 5.4-5.8 0.59 0.35 1 . ` 0.18 0,021 The unconfined compressive strengths of three undisturbed samples of onsite silt and lean clay foundation soils were determined in accordance with ASTM D 2166, Standard rest Method for Unconfined Compressive Strength of Cohesive Soil These data are summarized in Table 2 and the complete test reports are presented in Appendix F. beneschkzj rnglnrrr. LIIIL 111 Tectonic Management Group 1 FM New Hangar and FBO Addition 14 Boring No. TABLE 2 UNCONFINED COMPRESSION TEST DATA Depth, ft Moisture, % Dry Density, lbf/ft3 Unconfined Compressive Strength, tons/ft2 B-5 1.5'-2.1' 19.7 107.0 1.6 B-6 7.5'-8.2' 17.3 97.6 0.8 B-8 2.2'-2.8' 203 105.6 0.8 The plasticity characteristics of two air-dried samples of onsite lean clay foundation soils were determined in accordance with ASTM Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (D 4318). These limits of consistency (Atterberg limits) are used in the Unified Soil Classification System as a basis for laboratory differentiation between materials of appreciable plasticity (clays) and slightly plastic or nonplastic materials (silts). The test results are presented in Table 3, TABLE 3 ATTERBERG LIMITS Boring No. Depth, ft. Liquid Plastic Plasticity Group Limit, % Limit, % Index Symbol B-6 B-8 7.5%8.2' 5.4'-5.8' 27 18 9 CL 30 15 I5 CL benesch .npm..n Ielen,ku 6lennrre Tectonic Management Group 1 RIL New Hangar and FBO Addition15 4.0 GEOLOGY AND SITE CONDITIONS The Garfield County Airport lies in the Uinta Basin section of the Colorado Plateau, a part of the province of the Intermontane Plateaus physiographic division'. The project site is located adjacent to the city of Rifle on loess -mantled terraces. The terraces are located adjacent to alluvial bottomlands, and generally consist of loess deposits atop alluvial silts and sands. Older terraces existing adjacent to younger terraces generally consist of loess overlying mixed alluvial and colluvial terrace sands and gravels. From a review of historic aerial photos of the site existing buildings were previously located along the north building line of the proposed hangar. Rubble fill was found at one boring location (B -2a) to a depth of 5 feet. Benesch used a Backsaver soil probe on the north and west side of the existing FBO building and found the top ofexisting footing at 40 inches and 37 inches below top of stem wall at the NW corner and center of the west side of the building respectively. 1 he borings (B-4, B-5, B-6, and B-7) completed in existing pavement in the new hangar area had 2.2 to 5.5 inches of asphalt underlain with generally 6 to 10 inches of granular base material. In the one boring (B-11) in existing pavement in the FB0 addition areas approximately 5.5 inches of asphalt was encountered over loose silt fill. In the three borings completed in the entry drive area (B-10, B-12, and B-13) approximately 7 to 9 inches of asphalt underlain with 0.2 to 3.8 feet of granular base/fill material. I he subsurface materials encountered at the boring locations are briefly described below in descending order of occurrence. Detailed descriptions are provided in the boring logs, which are presented in Appendix C. SOIL ZONE DESCRIPTION Fill Loess Lean Clay; 5-15% fine sand; medium plasticity; moist to wet; stiff to very stiff. Rubble was encountered in B -2a to a depth of 5 feet. Silt; 5-15% fine sand; low plasticity; dark yellowish brown with pale brown; moist to wet; medium dense. Silty Gravel with Sand; 50-60% fine gravel; 25-35% fine to coarse sand; 15-25% fines, low plasticity; brown: moist; dense. Silty Clay to Lean Clay with Sand; 0-30% fine sand; low to medium plasticity; moist to very wet; stiff. Silt; 5-15% fine sand; low plasticity; wet; loose to medium dense- ` Physiographic Provinces of North America, Map by A. K. Lobeck, 1948; The Geographical Press; Columbia University, New York benesch e-pmr. � 1C enhII*t pl Innen Tectonic Management Group 1 RIL New Hangar and FRO Addition it 6 Alluvium Sandy Lean Clay; 30-40% Gine sand; medium plasticity; wet: stiff. Clayey to Silty Sand; 5-10% fine to coarse gravel; 50-65% fine to coarse sand; 20-35% fines, low plasticity; wet; loose to medium dense. Groundwater was not encountered at any of the boring locations. The water table could be expected to fluctuate several feet depending on surface drainage. rainfall, lawn watering, irrigation, vegetation, temperature, and other factors. benesch Tectonic Management Group 1 RIL New Hangar and FBO Addition 17 5.0 DISCUSSION AND RECOMMENDATIONS Four basic requirements for a satisfactory foundation of a structure are as follows: A. The base of the foundation must be located below the depth to which the soil is subject to frost action and seasonal volume change caused by alternate wetting and drying. B. The foundation (including the earth beneath it) must be stable or safe from failure. C. The foundation must not settle or deflect enough to disfigure or damage the structure. D. The foundation structure must be properly located with respect to any future influence that could adversely aflcct its performance. The following recommendations for design and construction of the foundation for the proposed Hangar and FBO addition are based upon site conditions, the engineering properties or the subsurface materials, and the requirements of the proposed structures. 1. SUITABLE FLOOR AND PAVEMENT SUBGRADE MATERIAL The project site will be filled as much as approximately 2 and 3 feet above existing grade, in the 1 langar and FBO addition areas, respectively. The upper 0.5 feet of existing soils, the topsoil, existing pavement and any existing rubble fill (encountered at one location in the Hangar area (B -2a) to a depth of 5 feet below existing grade) should not be used to support the floor slab, pavement structure, or new fill. The remaining clean existing fill and underlying natural soils may be left in the building areas and areas to be paved if these soils are "wet" and prove stable under a loaded dump truck or similar piece of equipment. By Benesch's definition, a "wet" cohesive soil contains sufficient moisture to be rolled into a 1/8 -inch -diameter thread without crumbling. A "moist" cohesive soil would crumble when being rolled to form a I/8 -inch -diameter thread. 2. SUITABLE FOUNDATION MATERIAL The existing fill contained rubble in the vicinity of B -2a and Benesch does not have documentation on the compaction of -the existing lilt when placed therefore the existing fill not considered suitable foundation material. The minimum depth at each boring location to suitable natural foundation materiel in the building areas for column footings and footings supporting load-bearing walls is presented in Table 4. benesch F1`1. •tfl4 Tectonic Management Group I RIL New Hangar and FBO Addition 18 TABLE 4 LOCATION OF SUITABLE NATURAL FOUNDATION MATERIAL Boring No. (Structure) Elevation, ft Depth Below Existing Grade, ft 1 (Ilangar) 2a (Hangar) 2b (Hangar) 3 (Hangar) 4 (Hangar) 5 (Hangar) 6 (Hangar) 7 (Hangar) 8 (FBO Addition) 9 (FBO Addition) 11 (FBO Addition) 5504.8 4.0 5502.4* 5.0* 5502.4 5.0 55018 5.0 5505.1 3.5 5506.0 1.0 5506.4 3.2 5505.4 3.0 5511.9 3.5 5513.2 4.4 5512.4 3.0 *Auger refusal on rubble fill at this elevation/depth The bottoms of a normal -depth exterior footings for the hangar and FBO addition could be seated as much as 3.5 feet and 2.9 feet above the upper surface of suitable foundation material, respectively. The suggested alternative foundation plans are as follows (see Recommendation 8 for further details on each alternative): A. Deep Footings. Seat column footings and footings supporting load-bearing walls on the firm natural materials located at or below the depths shown in Table 4, which would require lowering some exterior Hangar and FBO addition footings as much as 3.5 and 2.9 feet, respectively, below normal footing depths. Footings supporting non -load-bearing walls could be seated at normal depths on the soils that are considered suitable floor subgrade material (refer to Recommendation 1). B. Undercut along Footing Lines. Remove or rework the unsuitable foundation materials located along the load-bearing footing lines and seat all footings at conventional depths in either controlled earth fill or firm natural materials. Controlled earth fi11 is defined as earth fill that is designed, compacted, and tested in accordance with generally accepted good practice and placed with observation by the Geotechnical Engineer. 3. EXISTING UTILITY LINES Existing utilities are currently located within the proposed building areas. The utility line backfill is not considered suitable foundation material. Wall footings that intercept the backfill materials of these utilities could be designed to bridge over the backfill. For column footings, the difference in elevation between the bottom of a column footing and the bottom of an existing utility trench should not be greater than the horizontal distance benesch .rl.nllfl. PI.nn.r. Tectonic Management Group 1 RIL New Hangar and FBO Addition 19 between the nearest edge ofthe utility trench and the closest edge oldie footing. Column footings might need to be towered below plan footing depth to meet this recommendation. An alternative to bridging over the backfill or lowering footings would be to remove all utility backfill, relocate the utilities outside the building areas, and backfill the excavations with controlled earth fill. A second alternative would be to remove all existing utility backfill and recompact the backfill into the resulting excavation in accordance with the moisture content and compaction recommendations presented in Table 5 if the utility lines can withstand the stresses imposed by the compacted fill and footing loads. A. MINIMUM DEPTH OF FOOTINGS The bottoms of all exterior footings should be placed at a minimum depth of 42 inches below finished grade to provide reasonable protection against frost action and seasonal volume change. In addition, in the FBO addition area the bottom of a proposed footing should be constructed so that either (a) the elevation of the proposed footing and an existing footing are the same or (b) the horizontal distance between the nearest edge of the proposed footing and nearest edge of the existing footing is equal to or greater than the difference in elevation between the footings. 5. ALLOWABLE BEARING PRESSURE The allowable net bearing pressure on the natural materials located at or below the depths shown in Table 4 or on controlled earth 1111 is 2,000 lbf/ft2. The net bearing pressure is the contact pressure at the base of the foundation in excess of the pressure at the same level due to the surrounding surcharge. The surcharge pressure is equal to the total weight of a column of soil that extends from the lowest immediately adjacent ground surface to the bottom of the foundation divided by the soil column's area. 6. SETTLEMENT Settlement is expected to be 4/2 inch or less, if(a) the fill materials are properly placed (see Recommendation 1 I ), and (b) and the recommendations in this report are carried out. 7. VERTICAL MODULUS OF SUBGRADE REACTION the suggested value of the vertical modulus of subgrade reaction to be used in the design of footings and pavement structure is 100 Ibf/in3. 8. PREPARATION OF THE BUILDING AREAS AND AREAS TO BE PAVED Brief descriptions of the following alternatives are provided in Recommendation 2. Alternative A. (Deep Footings) All vegetation, existing pavement, the upper 0.5 feet of existing soils, and rubble fill should be removed from the building areas and areas to be paved. Thereafter, the exposed ground located in areas that have been "cut" to the proposed subgrade elevations and areas to be filled should be proofrolled with a loaded dump truck or similar piece of equipment (in the presence of the Geotechnical Engineer) to locate unstable materials. Any unstable material should be either removed and replaced with controlled earth fill or reworked to conform to the moisture content and compaction recommendations presented in Table 5. benesch nq.ne.!s in.I. PI.Mrtcl. Tectonic Management Group 1 RIL New Hangar and FBO Addition 1111 The Geotechnical Engineer should observe the building areas and areas to be paved to verify that all unsuitable and unstable soils have been stabilized. Upon approval of the site by the Geotechnical Engineer, any exposed ground surface that has not been previously reworked should be scarified to a minimum depth of 6 inches and reworked to conform to the moisture content and compaction recommendations presented in Table 5. Areas to be filled should then be raised to the desired elevation with controlled earth fill. Immediately prior to placement of the pavement structure, the subgrade in cut and fill sections should be scarified to a minimum depth of 6 inches and reworked to a uniform condition conforming to the moisture content and compaction recommendations presented in Table 5. The footing excavations should extend into the suitable natural foundation materials located at or below the depths presented in Table 4. The Geotechnical Engineer should observe the foundation excavations to verify that the footings will be seated in suitable natural foundation material. Alternative B. (Undercut Along Footing Lines) Preparation of the building areas and areas to be paved should be the same as in Alternative A. In addition, all unsuitable foundation soils (located above the depth presented in Table 4) along load-bearing footing lines should be either removed and replaced with controlled earth fill or reworked to conform to the moisture content and compaction recommendations presented in Table 5. If the unsuitable foundation materials will be removed and replaced with controlled earth fill or reworked, the bottoms of the trench excavations should extend beyond the edges of the proposed footings a minimum horizontal distance of 3.0 feet or two-thirds the distance between the bottom -of -footing elevation and the surface of the suitable natural foundation material, whichever is greater. However. in the FBO addition area the excavations should not encroach on the foundation soils of existing footings, which are defined as soils located inside a line drawn downward and outward from the outside edge of the existing footing on a slope of 1.0 horizontal to 1.0 vertical. The sides of the excavation should be sloped to permit the controlled earth fill to be placed against the sides of the excavations to the recommended degree of compaction. If the unsuitable foundations materials will be removed and replaced with lean concrete, the excavations do not need to extend beyond the edges of the proposed footings. Lean concrete, also referred to as flowable fill, is defined as a lower strength, self -consolidating concrete material that has a minimum compressive strength of 100 psi. The Geotechnical Engineer should observe the building areas and areas to be paved to verify conformance to the above recommendations. Upon approval of the building areas and areas to be paved by the Geotechnical Engineer, the site should be filled to the desired elevations with controlled earth fill. Footings can then be constructed at conventional depths, seated within either controlled earth fill or suitable natural foundation soils. The Geotechnical Engineer should observe the foundation excavation to verify that the footings will be seated in suitable foundation materials. benesch engl 1[len11111 plennell Tectonic Management Group 1 RIL New Hangar and FBO Addition 111 9. OSHA EXCAVATION REQUIREMENTS Excavations that will be occupied by personnel should be made in accordance with the Occupational Safety and Health Administration (OSHA) Construction Standards -29 CFR Part 1926, Subpart P -Excavations as published in the Federal Register, Vol. 54, 209, Tuesday, October 31, 1989, Rules and Regulations OSHA states that a soil should be reclassified if the properties, factors, or conditions affecting the soil's classification change in any way. Sheet piling and..+'or shoring will be necessary if the sides of the excavations cannot be sloped to meet OSHA regulations. 10. PROTECTIVE SLOPES AROUND THE BUILDINGS The site should be graded in a manner that will divert water away from the buildings. The protective slopes around the buildings should meet the following requirements: A. Slope downward from the building to lower areas or drainage swales. B. Minimum horizontal length of I0 feet, minimum vertical fall of 6 inches (5 percent). C. Minimum gradient (beyond 10 feet from buildings): 1. Impervious surface; 1/8 inch per foot (1 percent). 2. Pervious surface; 1/4 inch per foot (2 percent). 11. TYPES OF SOILS TO BE USED AS FILL AND BACKFILL Controlled earth Fill placed within the building areas and areas to be paved should be constructed of inorganic CL'. ML3, SM`t, and/or SC5 materials (all with a liquid limit fess than 50 and a plasticity index less than 30). The clean lean clays, silty clays and silts existing Fill and natural materials encountered at the project site are considered suitable for use as fill within the building areas and areas to be paved. The materials used as fill and backfill outside the building areas and areas to be paved may consist of CL, ML, SM, SC, and/or CH (fat clay, fat clay with sand, and/or sandy fat clay). Proposed Fill and backfill materials should be subject to approval by the Geotechnical Engineer. Representative samples of the proposed fill and backfill materials should be submitted to the Geotechnical Engineer at least five days prior to placement so the necessary laboratory tests can be performed. 11. PLACEMENT OF FILL AND BACKFILL The suggested basis for controlling the placement of fill and backfill on the site, excluding free -draining granular materials, are the "optimum moisture content" and "maximum dry density" as determined by ASTM D 698, Procedure A, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (I2,400 ft-lbf/ft3) (600 kN-m/m3). The recommended acceptable values of moisture content and degree of compaction are given in Table 5. 2 Lean clay, lean ctay with sand and sandy lean clay. Silt, silt with sand and sandy sill. Silty sand. 5 Clayey sand. benesch +.yene►n •ceennnr pl•nnrrs Tectonic Management Group 1 RIL New Hangar and FBO Addition 112 TABLE 5 COMPACTION RECOMMENDATIONS FOR CONTROLLED EARTH FILL AND BACKFILL Location Soil Type Below top -of -interior -footing elevation in the building areas. Minimum Moisture Minimum Content Compaction* Silts and Lean Clays 2°o Below Optimum Silty and Clayey Sands ** 95°'4 98% From 0.0 to 1.0 foot below pavement subgrade elevation outside the building areas. Silts and Lean Clays 2% Below Optimum I 00% Silty and Clayey Sands ** I 00% (a) Above top -of -interior -footing elevation in the building areas and (b) greater than 1.0 foot below pavement subgrade elevation outside the building areas. Silts and Lean Clays Silty and Clayey Sands 2% Below Optimum ** 95% 95% Backfill of footings and utility trenches outside the building areas and outside of areas to be paved. Silts and Clays 2% Below Optimum 92°o *Percent of Maximum Dry Density (ASTM D 698+ Procedure A) **Moisture as necessary to obtain density (near Optimum) Clean free -draining sand used as backfill should be consolidated by means of- a vibratory compactor to at least 55°0 "relative density", as determined in accordance with ASTM D 4253 (Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table) and D 4254 (Standard Test Methods for Minimum Index Density and [nit Weight of Soils and Calculations of Relative Density). 12. SITE SEISMICITY Based on the geotechnical investigation at this site we recommend that Site Class D (SD) be used to assess lateral loads from seismic events in accordance with the 2009 International Building Code (IBC). The lateral loads may be transmitted from the structure to the surrounding soils by a combination of base friction and passive resistance on the footings. Overturning loads may be reacted by the dead weight of the structure and bearing resistance of the foundation soils. The allowable bearing capacity given previously may be increased by one third to assess stability from transient seismic forces. 13. RECOMMENDATIONS FOR PAVEMENT DESIGN Truck traffic in the parking lot for the new hangar and the entrance driveway primarily consists of delivery trucks. Tectonic indicated that the operations will include one (1) delivery truck daily in the parking lot area for new benesch eaegne .-p OeMI.I. pf.nner+ Tectonic Management Group 1 RIL New Hangar and FBO Addition113 hangar and four (4) delivery trucks per day in the driveway area. Pavement thickness designs were performed using the Asphalt Institute pavement design methods for the asphalt concrete pavement in the parking lot area and entrance driveways and truck delivery areas. The recommended asphalt concrete thickness is 6 inches for the driveway area and 5 inches in the new hangar parking lot area. 1 he recommended thickness for Portland cement concrete pavement for the aircraft ramp at the new hangar is 10 inches over a 6 -inch thick P-209 crushed aggregate base. The ramp thickness was determined using FAARfield assuming a flexural strength of concrete of 650 lbf/in' and an aircraft Fleet mix provided by Tectonic with the Gulfstream V being the controlling aircraft in the design. The assumed aircraft fleet mix summary is included in Appendix G. 14. GRADING OBSERVATION Observation and frequent testing by the Geotechnical Engineering Firm during compaction of FII and backfill are necessary to verify proper moisture content and degree of compaction. A professional opinion should be obtained from the Geotechnical Engineer that the site has been properly prepared, that all footings will be seated on suitable foundation materials, and that all fill, backfill, and subgrade materials conform to the moisture content and compaction recommendations presented above. If these testing and observation services are not performed, the allowable bearing pressure stated in Recommendation 5 might be invalid. As the Geotechnical Engineer for this project, Benesch has interpreted the results of the subsurface exploration and laboratory tests to arrive at the recommendations presented in this report. Consequently, Benesch is in the best position to relate actual observed conditions to those assumed for this report and to provide revised recommendations if differences are found during grading operations and construction of the foundation for the referenced project. 15. SUBGRADE OBSERVATION The floor subgrade, pavement subgrade and foundation materials should be observed by the Geotechnical Engineer immediately prior to placement of the concrete or paving components. Severe changes in the condition of these materials can occur after initial preparation as the result of rain, drying, freezing, and construction activities. Any subgrade or foundation material that becomes disturbed, desiccated, or does not conform to the moisture content and compaction recommendations previously presented should either be removed and replaced or reworked to meet these recommendations. 16. APPLICABILITY OF RECOMMENDATIONS The recommendations presented in this report are based in part upon Benesch's analyses of the data from the Dutch friction -cone soundings and soil borings. The penetration diagrams, boring logs, and related information depict subsurface conditions only at the specific sounding and boring locations and at the time of the subsurface exploration. Soil conditions might differ between the soundings and exploratory borings and might change with the passage of time. The nature and extent of any variations between the sounding and boring locations or of any changes in soil conditions (e.g., drying of soil) might not become evident until grading operations and construction of the foundation for the referenced project have begun. If variations and changes in the soil conditions then appear, it will be necessary to re-evaluate the recommendations stated in this report. benesch engmeell sc.ent.sis pltnneri Tectonic Management Group 1 RIL New Hangar and FB0 Addition 114 6.0 CONCLUSIONS Benesch concludes, on the basis of the findings of the subsurface exploration at the project site and the evaluation dale engineering properties of samples of the foundation materials, that the proposed hangar and FBO addition can be supported by spread footings seated on either firm natural materials or controlled earth fill. Various utilities are present in the proposed hangar area and as well as an area of buried debris/rubble was found toward the north edge of the proposed hangar. Recommendations have been provided above to address both existing utilities and the existing rubble at the site. This report has been prepared in accordance with generally accepted soil and foundation engineering practices for exclusive use by Atlantic Aviation and Tectonic Management Group for specific application to the proposed hangar and FBO addition at Garfield County Airport in Rifle, Colorado. The recommendations of this report are not valid for any other purpose. Benesch should be contacted if any questions arise concerning this report or if changes in the nature. design or location of the structure are planned. If any such changes are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed by Benesch and the conclusions of this report are modified or verified in writing. This report shall not be reproduced, except in full, without the written approval of Alfred Benesch & Company. Prepared By: Reviewed By: ,0,—ace4;<- Jason W. Windhorst Brandon L. Desh, P.E. b e n,e s�c�h Tectonic Management Group 1 R1L New Hangar and FBO Addition 115 APPENDIX A. VICINITY MAP AND BORING LOCATION PLAN 1 1 1 1 Q r co Ea 01 C G1 f3 LL sum N a_ Ln N Ni 6 0 1 T O 0 0 1n 0 1 1 1 APPENDIX B. DUTCH FRICTION -CONE PENETRATION DIAGRAMS 0 1-1 O rl 4-1 us PENETRATION DIAGRAM OF 825 M Street, Suite 100 Lincoln, NE 68508 FRICTION CONE PENETROMETER ASTM D3441 J u t o 0. I- R o Z" N N C Owl o n u -o a • 4t CO w in 0) C o Uro m E v Na u • O •N s u IA • ai � V W'2 N ui c m 4,1 E 0 . .. = li 2 Z J impo c7, 2 on d p o 41 d d Friction Ratio (Rf), % Cone Searing (q,), kg/cm2 (aa}), apei9 Sui;spt3 mom 4ndaa o N v O N cx to 00 rl rl r -I 0 N to 03 O CO O W O 0 r4 O N LCI CO 0 (pal) apei9 2u4s[x3 nnoia8 y;daa to ri A Figure la PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 ASTM D3441 E a O cv a Na7 m c n 47 et 3 a c c �a Q. tan N ar) C" W amIDiv 4 lt T vZ o c z c C ▪ • f6 u =a 0 C 0 Friction Ratio (R1), % Cone Bearing (qc), kg/cm2 Local Friction (fs), kg/cm2 v 0 0 0 eel 0 0 0 0 0 (laaj) apei9 2uilspc3 mops 43daa a a c",1 cY 4D ca • NI et I1 �+9 ,fir (laal) apea9 Sugspq moia8 yldaj of Figure 2a 1.0 0 � N J m a .-1 a f6 a PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 0 0 N N Gl N 0 ASTM D3441 www_benesch.com 41 Surface Elevation: 5508.6 feet i 0 Q. a 0 0I 16 • 0 uu O 0 ui to W C E O u E z � L J Z N a p O d d Friction Ratio (R,), % Cone Bearing (q,), kg/cmz Local Friction (fj, kg/cm2 Lo 0o 0 0 0 O w O v Lfl m O (;aa;) apeig 2upsix] mops y2dap nr o n� to 0o 0 co 0 ri 0 N Q UO a0 0 ti r�1 (pal) apeJ9 2unsix3 moiag tpdaa rti b1 W N Figure 3a 0 N .� M U O ei a PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 2) 479-2200 ASTM D3441 w.benesch.com v � of m O z Op O C O 4- L1 v 0 Surface Elevation: Project Number: 111195.00 Friction Ratio (R1), % Cone Bearing NJ, kg/cm2 Local Friction (f,j, kg/cm2 0 N _ 4:} - CO 0 N 0 N r•-1 0 0 rti 0 0 0 to 0 0 0 N N 0 (laa}) apeig gugsix3 moiag gidaa 0 N tQ N r-1 r I 0 m 0 (;aa;) ape gugsix3 moiag y;daa 0 Figure 4a In ri J m u 0 u R PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 (402) 479-2200 ASTM D3441 www,benesch.com W a v1 CO o c Z 9 on c u la C 0 0 0 a a 0 u w co 0 :o co Q 0 u O oh cai ,1 R � O fl .47'51 4J - z O cp a O O a a Friction Ratio (Rf), % Cone Bearing (qc), kg/cm2 Local Friction Ifs), kg/cm2 Q 0 0 - o 0 tD O 0 N 0 nr m 0 4 (laa3i ape.ia 2ui2s!x3 MOPS 4ndaa CO 44, 0 ry • 0 rJ lD OO O rsi (laalj apeJ9 2u9spc3 moue indaj figure 5a 0 rl 41 40 a PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 (402) 479-2200 ASTM D3441 www.benesch.com Recorded By: Friction Ratio (R1), % ie Bearing (q,), kg/cm2 (;aa;) apei9 2ul;slx3 MOla9 43dad O N 4!? 0 ry 0 - I 0 0 1 o 0 0 � � Q 0 a 0 Pa 0 u -0 a 10 � C7 0 4- • OV it; 0 ai 0 ,1= < iu C E O m u E_ Z t ° z a t u a .12 a a 'o a a Local Frictic 1 0 e.Y n0 co 0Csi pal) apeig Sups lx3 Mola9 Figure 6a m 0 1-1M u - N PENETRATION DIAGRAM OF 825 M Street, Suite 100 Lincoln, NE 68508 FRICTION CONE PENETROMETER 0 0 N N 0 ASTM D3441 www.benesch.com miC r0 a tina) 5C" a) Q1 C1 Q1 c w 0 0. a c O N C O ea .} Q 0 u Or m c � � E E c_cc fa V G z � t 0 z o a O • .eco a Friction Ratio (R1), % Cone Bearing (q,), kg/cm2 Local Friction (fs), kg/cm2 a l0 co 0 (4aa;) ape.19 2u! six3 molag y3daa 0 co 0 0 0 CO 0 I.0 0 Q 0 + Kr to 00 0 (laaj) apeA9 2uilsix3 moue todaa 7,1 Figure 7a LA 0 a -1N u 01 o v.I ai cn 00 <a 4 PENETRATION DIAGRAM OF 825 M Street, Suite 100 FRICTION CONE PENETROMETER Lincoln, NE 68508 0 0 N N Q1 r~ 0 ASTM D3441 www.benesch.com 0 C 1 a C O (.1 co l7 0 a u O C ▪ � a E 2 Z t w � o y • o a 0 0 M 1I Iv cu .n E s 0 a Friction Ratio (R,), % Cone Bearing (qc), kg/cm2 Local Friction (f,), kg/cm2 0 0 f+l ' w CO 0 0 0 0 0 0 0 up 0 0 N o Li [y5 0 1 pal) apea9 ; upsix3 memo tadaa crti ry v w oo ot.0 CO 0 flaw) apea9 gupsix3 Molag tpdaa t O CO ▪ 11.1.1 Figure 8a li b e n e s c h engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 * Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-01 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS Q Groundwater was not encountered m 00 > w¢ wZ DEPTH I (feet) JI LOG r 2 0 i- 0 0 0 O M cn 0 xi Ti 0 z SAMPLE 1-a, eL z. c 5508.8 5508.6 5506.0 5504.8 5503.8 0.0 2.5 - _ - 5.0 7.5— _ 10.0- - - 12.5- 15.0 17.5 - 20.0— 0.0y 0.2 2.8 ^/�,� __,7,,,,,; 4 0 \COBBLES WITH SILT; 85-95% cobbles; 5-15% nonplastic fines; moist; loose (Fill) r / SC -SM - SILTY, CLAYEY SAND with Gravel; 50-60% fine to coarse gravel; 15-25% fine to coarse sand; 15-25% fines, low to medium plasticity; very dark grayish brown with very dark gray and dark grayish brown; moist; dense. (Fill) CL/ML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown with dark grayish brown and very dark grayish brown; wet; stiff to very stiff. (Fill) 5.0 /� el! CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; brown mottled with dark brown and dark gray; � wet, stiff to very stiff. (Loess) — _ —I —I -1 H -1 —1 H - — - Boring Terminated at: 5.0ft Figure C -1 4 benesch cngineers • scientists planer 825 M Street, Su le 100 Lincoln, NE 68508 402-479-2200 • Fax. 402-479-2276 www.benesch com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: 8-02a JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS ELEV (NAVD88) DEPTH (feet) LOG LITHOLOGY DESCRIPTION SAMPLE DEPTH (feet) _. 5507.4 0.0 0.0 r , COBBLES WITH SILT; 85-95% cobbles; 5-15% nonplastic fines; moist; loose. (Fill) 5506.9 0,5 : 25-35% fine to coarse gravel; 20-30% fine to coarse sand; 25-35% fines, nonplastic; yellowish brown heavily - 3 mottled with light grayish brown; moist; loose; COBBLES WITH DEBRIS; Refusal at 5.0' on debris; Boring moved rc '.••••••, n°i•i*i 8' South.. (Fill) 'MS C°:°:*: - - 5 502 .4 5 0 ''K.:co 5.0 Boring Terminated at. 5.0f1 7.5-- 0.0 - 2.5 - 5.0 - 7.5 '0.0 - Figure C - 2a 4benesch engineers - scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 • Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B -02b JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS SZ Groundwater was not encountered m m 0 a Eli ? DEPTH ((eel) !I cf 0 LITHOLOGY DESCRIPTION ISAMPLE F a to DEPTH (Feet) 5507.4 5506.9 5504.4 5502.4 5499.4 5497.4 5493.9 5492.4 4 7 10 16 (1T) 9 10 9 9 (19) 9 9 14 (23) 0.0— - 2.5- - - 5.0— - - 10.0 - 12.5- 0.0 COBBLES WITH SILT; 85-95% cobbles; 5-15% nonplastic fines; moist; loose. (Fill) 0.5 —� 3 0 CL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown with light gray; moist; very stiff. (Fill) 50 CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown with brown and yellowish brown; moist; very stiff. (Fill) 8 0 rrrr ow 1111 ecce •ori CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown; moist; very stiff. (Loess) 10.0 ,Pr,Pr ,Pref ,Pere ever er,Pr w,Pr CUML - Same as above except moist to wet. (Loess) 13 5 leitwo CL - LEAN CLAY with Sand; 15-20% fine sand; medium plasticity; dark yellowish brown with dark grayishrry brown; wet; very stiff. (Alluvium) 15.0 CL - SANDY LEAN CLAY; 30-40% fine sand; medium plasticity; dark yellowish brown mottled with strong brown and olive brown; wet; stiff. (Alluvium) 3 3 5 (8) - 15.0 — 17.5— 20.0— — — Boring Terminated at: 15.0ft Figure C - 2b 0 0 3 rn 0 a rciLL_ 4 benesch engineers . scientists planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 ' Fax; 402-479-2276 www.benesch com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-03 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE; 5-13-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered co Q IJz DEPTH (feel) Q , J LITHOLOGY DESCRIPTION 2 1— N rail - a } z DO Q MOISTURE ] (%) SAND CONTENT (%) DEPTH (feet) 5508.8 5508.3 5503.8 5501.6 5500.3 5496.3 5494.8 5493.3 , 0.0 2.5-- 5.0- - 0.0 0.5 - —1 _. - 50 COBBLES WITH SILTY SAND; 75-85 cobbles; 15-25% fine to coarse sand & silt; moist; loose. (Fill) 4 ML - SILT; 5-15% tine sand; low plasticity; yellowish brown with dark 6 yellowish brown; moist; medium dense. (Fill) 11 14 (17) 6 5 5- (10) — — 7.2 -' 8 ; -• 12 5 ML - SILT; 5-15% fine sand; low piasticity;dark yellowish brown; moist to wet; medium dense. (Loess) 4.4* 102.0 15.37 9 - 2.7' %", // % CL/ML - SILTY CLAY; 5-15% fine sand;iow to medium plasticity; brown with very dark gray and dark brown; moist; very stiff. (Loess) 5 4.5+' 114.3 16.42 12 7.5 -- 4.5+' - - 10.0- ML - SILT; 5-15% fine sand, low plasticity; dark yellowish brown slightly 7 mottled with yellowish red , black and light gray; moist to wet; medium 9 dense. (Loess) (16) -- 2.7' I 111,9 11.37 33 12.5 - - — 14 0 ML - SANDY SILT; 30-40% fine sand; nonplastic; dark yellowish brown with light gray; moist to wet, medium dense; with few thin gravel seams. (Alluvium) e - 3,90 12.48 33 - �. , i ' - 15.0 - _ 17.5 -- 20.0— - 15 5 _ Y ML - SANDY SILT; 0-5% fine gravel; 35-45% fine to coarse sand; low plasticity; dark yellowish brown slightly mottled with light gray; moist to wet; medium dense; Same as above. (Alluvium). (Alluvium) 7 11 10 (21) Boring Terminated at; 15.511 Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 3 E 1 { f 110 be n e sc h engineers • scientists • planners 825 M Street, suite 100 Lincoln, NE 68508 402-479-2200 " Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: 8-04 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered Ca coo wa w? DEPTH I (feet) JI LOG LITHOLOGY DESCRIPTION SAMPLE SPT 4.0 = co CCur,u urgc o0 MOISTURE (%) SAND CONTENT (%) DEPTH (feet) 5508.6 5508.4 5507.6 5505.1 5503.6 5502.1 5500.1 5496.1 5494.6 5493.6 all 2.3* 2.2' 1.5" 2.5' 1.7' 2.6' 1.75' 4,5+' 0.0 - - 0.0ASPHALT; 2' - thick r 0.2 -• 1 0 o 1 < GM - SILTY, CLAYEY GRAVEL with Sand; 40-50% fine gravel; 30-40% fine to coarse sand; 15-20% fines, low plasticity; grayish brown; moist; \dense. (Granular Fill) - _ _ _ 3 5 ML - SILT; 5-10% fine sand; low plasticity; brown with dark brown; wet; medium dense. (Fill)- 107.4 20.34 9 2.5 - - - - 5.0 - - 75- - - 100- - - 5.0 ML - SILT with Sand; 15-20% fine sand; low plasticity; dark yellowish brown; wet; medium dense. (Loess)A3 2 6 (9) 6.5/ Mg Op iiii CLlML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown; wet; very stiff. (Loess) 8 5 CL - LEAN CLAY; 5-10% fine sand; medium plasticity; dark brown; wet; very stiff. (Loess) - _11 1 _ _ 12.5 ML - SILT; 10-15% fine sand; low plasl city; yellowish brown; wet; medium dense. (Loess) 6 8 (19) CD 92.0 13.38 14 12.5- 15.0 - 17.5 - 20.0 - 14.0 /'CLIML 4 - SILTY CLAY; 5-10% fine sand; low to medium plasl city, yellowish brown slightly mottled with yellowish red and gray; wet; very stiff. (Loess) 2 - 15.0 ML - SANDY SILT: 0-5% fine gravel; 40-50% fine to coarse sand, low plasticity, dark yellowish brown slightly mottled with yellowish brown, wet, ,, medium dense; with silty sand seams. (Alluvium) 6 7 (13) - - Boring Terminated at: 15.011 Unconfined compressive strength was estimated using a calibrated hand penetrometer, Figure C - 4 Ilibenesch engineers scientists ,planngry 825 M Street, suite foo Lincoln, NE 68508 402-479-2200 • Fax 402-479-2276 www.benesch.cam PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-05 JOB NO.: 00111195.00 SHEET 1 of 2 RIG / METHOD: CME 751 -IT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS Q Groundwater was not encountered m > J Lir DEPTH (feet) LOG LITHOLOGY DESCRIPTION SAMPLE SPT a DRY DENSITY (pct) MOISTURE (%) SAND CONTENT (%) _ DEPTH (feel) 5507.0 5506.5 5506.0 5501.5 5498.5 5497.0 5495.0 5493.5 5491.5 5490.0 5488.5 5487.0 2 2 3 (5) 3A' 2.9"- 3.0' 1.2' 2.0' 0.0 0.0 ASPHALT; 5.5" - thick 0.5 1 0 0 GM - SILTY GRAVEL with Sand; 50-60% fine gravel; 25-35% fine to 15-20% fines, low brown; - -- - - - - - 5.5 coarse sand; plasticity; grayish moist; dense. '(Granular Fill) ML - SILT; 5-10% fine sand; low plasticity; dark yellowish brown slightly mottled with very pale brown; wet; loose. (Loess) 106.2 19.73 8 2.5 5.0- .1.3' 2 4 5 (9) - - 8.5 ML - SILT; 10-15% fine sand; low plasticity; dark brown slightly mottled with very pale brown; wet; loose. (Loess) 93.7 19.17 12 7.5 10.0 r 2.5 15.0- 17.5 - 20.0 . 10.0 O% i� 0 , V • _ _ _ _ CL/ML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown heavily mottled with pale brown; wet; stiff. (Loess) 12 0 CL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown heavily mottled with pale brown; wet; stiff. (Loess) 2 3 5 (8} 13.5 A CL - LEAN CLAY; 0-5% fine sand; medium plasticity; yellowish brown heavily mottled with pale brown; wet; very stiff. (Loess) - 15.5 17.0 „- 18 5 ML - SANDY SILT; 40-50% fine sand; low plasticity; dark yellowish brown; wet; loose; with silty sand seams. (Alluvium) 4 4 6 (10) / #% CL/ML - SILTY CLAY with Sand; 15-25% fine sand; low to medium plasticity; dark yellowish brown; wet; very stiff. (Alluvium) CL - LEAN CLAY with Sand; 20-30% fine sand; medium plasticity; dark yellowish brown mottled with pale brown; wet; stiff to very stiff. (Alluvium) - 20 0 ML - SILT with Sand; 20-30% fine to medium sand, nonplstic; pale brown with yellowish brown; wet; medium dense. (Alluvium) ML - SILT with Sand, 15-25% fine sand; low plasticity; dark yellowish ' Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 5a 4 benesch engineers • scientists • planners 825 M Street, suite 100 Lincoln, NE 68508 402-479-2200 • Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-05 JOB NO.: 00111195.00 SHEET 2 of 2 RIG I METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS 4 Groundwater was not encountered 3 ° itl d DEPTH 1 (feet) LOG LITHOLOGY DESCRIPTION SAMPLE 1- c '&2.> Z MOISTURE (%) SAND CONTENT (%) DEPTH (feet) W? COa d0 a 20.0- \brown; wet; medium dense. (Alluvium) r - Boring Terminated at: 20.Oft - — 22.5 - - 25.0 - - 27.5- -- 30.0 — — 32.5 - - 35.0 — -- 37.5— ' -- 40.0- ' Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 5b 4 benesch engineers • sclensts • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 • Fax 402-479-2276 www.benesch com * Unconfined PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.:. B-06 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered w ? DEPTH (feet) LOG LITHOLOGY DESCRIPTION SAMPLE SPT it 1- >-z awc, oag w n 0 e t. SAND CONTENT (%) DEPTH (feet) 5509.6 5509.1 5507.6 5506,4 5505.6 5504.1 5502.1 5501.3 5501.1 5500.1 5497.6 5496.1 5494.6 1.8' 2.75' 3.4 4.2' 1.2' 2.0' 0'0 4 _ 2.5-- 0.0 0.5 2.0 ASPHALT; 5.5" - thick ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with pale brown; moist to wet; medium dense. (Fill) 8 7 7 6 CUML - SILTY CLAY; 5-15% fine sand; low plasticity; dark yellowish brown with brown; wet; stiff. (Fill) - (14) 3.2 -0 4.0 _ 5 5 _ 7.5. /, CUML - SILTY CLAY; 5-15% fine sand; low plasticity; strong brown; wet; medium dense. {Loess) A 109.0 16.25 12 - 5A CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; brown mottled with dark yellowish brown slightly mottled with white; wet; very stiff. (Loess) _ __ 3 ML - SILT with Sand; 15-20% fine sand; low plasticity; pale brown slightly mottled with dark yellowish brown and light gray; wet; loose to medium dense. (Loess) 4 5 (9) 97,2 18.05 10 7.5 -- 8.3 8.5f ,f 9.5 CL - LEAN CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown slightly mottled with white; wet; stiff. (Loess) 113.3 10.52 63 SC - CLAYEY SAND; 5-10% fine to coarse gravel; 55-65% fine to coarse sand; 25-35% fines, medium plasticity; light yellowish brown with brown; f wet; loose. (Alluvium) ll 118.5 14.49 51 10.0 12.0 ✓✓✓� SC -SM - SILTY SAND with Gravel; 15-20% line to coarse gravel; 50-60% line to coarse sand; 25-35% fines, low to medium plasticity; light yellowish brown with brown and grayish brown; wet; medium dense; with silly clay seams. (Alluvium) CL - SANDY LEAN CLAY; 0-5% fine gravel; 35-45% fine to coarse sand; medium plasticity; light olive brown mottled with white; very wet; stiff. (Alluvium} _ _ 13 43 12.5 - _ _ _ CL - Same as above except moist to wet; very stiff. (Alluvium) i 13 5 -- - 15.0{26}� i 9.4 71 15.0 17.5 -- 20.0-- .0•- SM - SILTY SAND; 0-5% fine to coarse gravel; 65-75% fine to coarse sand; 25-35% fines, nonplastic; olive brown; moist; medium dense. (Alluvium) 9 11 15 - Boring Terminated al' 15.00 Unconfined compressive strength was estimated using a catibratted hand penetrometer. Figure C - 6 rio be n e s c h engineers •scientIsts•ptanners ez5 M Street, suite 100 Lincoln, NE 68508 402-479-2200 ' Fax: 402-479-2276 www.benesch com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING Na.: B-07 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-13-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered W co 7 J Z to ti DEPTH (feet) LOG LITHOLOGY DESCRIPTION SAMPLE N cr DRY DENSITY (Pci) MOISTURE SAND CONTENT (%) DEPTH (feet) 5508.4 5507.9 5507.4 5505.4 5503.9 5503 4 w 4.5+' 0.0— - - - 2.5 _ 5.0 - 7.5. 10.0 — 12.5 15.0— 17.5 — 20.0 0.0 0.5 1 0 ASPHALT; 5.5" - thick a GM - SILTY GRAVEL 15-25% fines, low with Sand, 50-60% fine gravel; 25-35% fine to coarse sand; plasticity; brown; moist; dense; with geogrid at 1.0 ft.. (Granular — 3.0 Fill)4.2' 113.6 15.44 9 ML - SILT; 0-5% fine gravel; 5-15% fine to coarse sand; low plasticity; brown with yellowish brown and dark yellowish brown; wet, medium dense; with clean sand seams. (Fill) -- 4.5 ML - SILT; 5-15% fine sand; low plasticity; brown slightly mottled with light brownish gray; wet; loose to medium dense. (Loess) 5 0 ML - SILT; 0-5% dense. fine sand; nonplastic; brown slightly mottled with pale brown; (Loess) r - -- -- -- -- —1 --1 —1 —I — wet; medium Bering Terminated at: 5.0ft * Unconfined compressive strength was estimated using a calibrated hand penetrometer. FigureC-7 0 0 0 3 0 0 5 0 O a u. W tr re 0 4benesch engineet1 scientists-pianners 825 M Street, Su le 100 Lincoln. NE 68508 402-479-2200 " Fax: 402-479-22m www.benesch com ` PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-08 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS Q Groundwater was not encountered _.¢ DEPTH (feet) LOG LITHOLOGY DESCRIPTION w a_ 1- c } z c MOISTURE (%) SAND CONTENT {%) ` DEPTH (feet) 5515.4 5514.4 5513.3 5512.6 5511.9 5510.4 5509.5 5508.6 5506.9 5505.4 5503.4 5501.9 0.0 0.0 1 0 � fff CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown with dark brown; wet; soft; with organics. (Fill) 0.75` 104.3 21.82 11 2.1 - 2.8 3.5 0$0$ /I69 ioryo ii/12 1,91/:: CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; brown; wet; medium stiff. (Fill) 1.5` ML - SILT with Sand; 15-25% fine sand; low plasticity; dark yellowish brown; wet; loose. (Fill) 0.9` 104.1 20.77 19 2.5 5.0 CUML - SILTY CLAY; 10-15% fine to medium sand; low to medium 1.2` 040 vi plasticity; dark yellowish brown with pale brown; wet; stiff. (Fill) 0.75" 5.0,- 5.9 6.8 -- - 8.5 CL - LEAN CLAY with Sand; 20-30% fine sand; medium plasticity; brown with pale brown; very wet; stiff. (Loess) 3 3 3 (6) 0.75` CL - LEAN CLAY; 10-15% fine sand; medium plasticity; brown; very wet; medium stiff. (Loess) 0 0.8' 1.2' 104.1 18.68 13 CL - LEAN CLAY; 5-15% fine sand; medium plasticity; brown; wet; stiff. (Loess) 1.5` 114.3 1571 11 7.5 10.0 . 12.5 - 5.0 - 17.5 20.0- ML - SILT; 5-15% fine sand; low plasticity; yellowish brown; wet; medium dense. (Loess) CUML - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 15-25% fine to coarse sand, low to medium plasticity; dark yellowish brown with dark brown; wet; stiff; with few cobbles. (Alluvium) 2 3 8 (i1) 100 !% 12.0 13 5 - - _ »CUML "4, fine f % - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 20-30% to coarse sand; low to medium plasticity; yellowish brown with brown and white; wet; stiff. (Alluvium) SC -SM - SILTY CLAY with Sand; 5-10% tine to coarse gravel; 50-60% fine to coarse sand; 35-45% tines, low to medium plasticity; brown with dark yellowish brown and light brownish gray; wet; medium dense; with cobbles. (Alluvium) 7 Straight Auger Refusal at 13.5 ft. Boring Terminated at. 13 5ft Unconfined compressive strength was estimaled using a cal.brated hand penetrometer. Figure C - 8 a 0 0 Ui f!i 8 0 CC W LLCC_ 0 1110 b e n e s c h engineers• scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 ' Fax: 402-479-2276 www.benesch.com * PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING Na.: B-09 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered ELEV (NAVD88) DEPTH (feet) 0 LITHOLOGY DESCRIPTION SAMPLE N N i• )-- IX ILI U d CI Q MOISTURE (%) SAND CONTENT (%) DEPTH (feet) 5517.6 5516.6 5515.0 5513.9 5513,3 5513.2 5512.6 5511.6 5509.6 5507.6 1.2' 1.3' 4.5 3.25• 0.0 - 0.0��� --'/// 1.0 CL - LEAN CLAY; 5-15% fine to coarse sand; medium plasticity; dark grayish brown with brown; wet; stiff; with organics. (Fill) -. 2.6- ` 37- 4 3 4.4 5.0 6.0 8 0 ML - SILT; 5-15% fine sand; low plasticity; brown with dark yellowish brown; wet; loose. (Fill) 91 105.2 20.22 11 - - 114.3 17.24 13 2.5 - ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown; wet; medium dense. (Fill) 0$000 « CUML - SILTY CLAY with Sand; 15-20% fine sand; low to medium plasticity; brown; wet; medium stiff to stiff. (Fill) 3 4 5 (9) 1.1' 0 7• 1.0' 1.7 2.0• 109.0 16.07 17 - ",,er 40r ir+ ore/ i�i .GAG �f r SP -SM - POORLY GRADED SAND with Silt; 85-95% fine to medium f sand; 5-15% fines, nonplastic; brown; moist; loose. (Fill) 13 107.0 16.56 12 5.0 - CUML - SILTY CLAY with Sand; 0-5% fine gravel; 15-20% fine to coarse sand; low to medium plasticity; dark brown with dark yellowish brown;fj et; stiff. (Loess) - - 7 5- 10.0 - 12.5- 15.0- 7.5 - I 20.0- 0.0- CL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown mottled with very pale brown; wet; stiff to very stiff. (Loess) CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; yellowish brown mottled with very pale brown; wet; stiff. (Loess)• 10.0 iii i/r % r�i ,I r i A CUML - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 15-25% fine to coarse sand; low to medium plasticity; yellowish brown mottled with Tight gray; wet; very stiff. (Alluvium) -- _ -• -- - - - Boring Terminated at: 10.0ft * Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 9 T 0 0 1 x a. 2 0 0 0 z 0 4 b e n e s c h engineers s[nt■sts • placiners 825 M Street. Suite 100 Lincoln, NE 68508 402-479-2200 " Fax. 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-10 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered a w a Ul ? DEPTH (feet) LOG LITHOLOGY DESCRIPTION I SAMPLE I 6 z cc MOISTURE (%) SAND CONTENT (%) DEPTH (few 5515.4 5514.8 5513.9 5513.6 5512.9 5511.2 5510.4 0.0 0.6 —..° 1.5 1.8CLL 2.5 lig C Fp < 0.0 ASPHALT; 7" - thick GP -GM - POORLY GRADED GRAVEL with Sift and Sand; 45-55% fine gravel; 35-45% rine to coarse sand; 5-15% fines, nonplastic; very dark grayish brown with very dark gray; moist; medium dense. (Granular Fill) SANDY SILTY CLAY; 5-15% fine 30-40% fine UA - gravel; to coarse sand; \IMlow to medium plasticity; dark brown with black; wet; very stiff. (Fill) 2.7' 110.6 17.05 16 CLIML SILTY CLAY Sand; 1.0" 2.5 5.0 7.5 - 0.0 12.5 15.0 - 17.5 20.0 - 4.2`, 5.0 - with 15-20% fine sand; low to medium plasticity; dark yellowish brown; wet; very stiff. (Fill) ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with strong brown; wet; medium stiff. (Fill) CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown; wet; Stiff. {Loess) — — - _ -1 H -- Boring Terminated at: 5.Oft ` Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C -10 4 b e n e s c h engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 ' Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING No.: B-11 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered ci>LITHOLOGY j? DEPTH (feet) LOG DESCRIPTION SAMPLE w U) cr 00 )- z c. 01 ui 4 MOISTURE (%) SAND CONTENT (%) DEPTH (feet) 5515.4 5515.0 5513.4 5512.8 5512.4 5511.7 5511.4 5511.1 5510.4 5506.9 5505.4 i i 1 5 9 (14) . 1.8' 2.2' 2.8' 2.0' 0.0 - 2.5- 0.0 0.5 2.0 ASPHALT; 5.5" - thick ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with yellowish brown and dark brown; wet; loose. (Fill) 2.6 3 0 r CL - LEAN CLAY; 5-10% fine sand; medium plasticity; brown; very wet to saturated; medium stiff. (Fill) i,.. CLICH - LEAN TO FAT CLAY; 0-5% fine sand; medium to high plasticity; brown; wet; stiff. (Fill) 3 7 4 0 Y j 106.4 14.07 7 CL - LEAN CLAY; 5-10% fine sand; medium plasticity; brown; wet; stiff. (Loess) III/Il - 5.0 - - 7.5 - - - - - 10.0 - 12.5 - 15.0- - - 17.5 - 20.0- 4.3 5.0 8.5 ' $ilii$ IIIIII 9IIr1I MOO �i j��,1 iiliii ,A CL/ML - SILTY CLAY; 5-10% fine sand; low to medium plasticity; ellowish brown; wet; stiff. (Loess) CL - LEAN CLAY; 5-10% fine sand; medium plasticity; yellowish brown; p Y wet; stiff. (Loess) CLIML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark ellowish brown mottled with yellowish brown; wet; stiff. (Loess) moo ii I.BORbenesch engineers . scientists • pidnners 825 M Street. Suite 100 Lincoln. NE 68508 402-479-2200 • Fax. 402479-2276 www.benesch com PROJECT° Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado ING No.: B-12 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered ELEV (NAVD88) DEPTH (feel) LOG r 2 0 0 v m CO 0 0 Z SAMPLE I H is >,-z p p a MOISTURE SAND CONTENT (%) DEPTH (feet) 55144 55137 5513.4 5512.9 5509.4 G103.6 4,5+• 2.25• 2.25' 3.0' 0.0 — - - 2.5 - 5.0 — - 7.5— - 10.0 — 12.5 — 15.0 17.5 — 20.0 0.0 08 ' 0 ASPHALT; 9" - th°ck SP -SM - POORLY GRADED SAND with Silt and Gravel, 35-45% fine gravel; 40- sand. 5-15% fines, nonplastic, dark yellowish brown; moist; (Granular Fill) 1 5 50% fine to coarse 116.8 14.58 10 — — 5.0 medium dense. 18.75 9 CL - LEAN CLAY; 5-15% fine sand; medium plastic ty. dark yellowish brown; wet; stiff. (FII) ML - SILT, 5-15% fine sand, low plasticity, brown slightly mottled with very pale brown, wel; loose 10 medium dense (Loess) -I - HI --1 — — — — -- Boring Terminated at 5.0f1 Unconfined compressive strength was estimated us'ng a calibrated hand penetrometer. Figure C-12 fillb e n e s c h engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 402-479-2200 " Fax: 402-479-2276 www.benesch.com PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG LOCATION: Rifle, Colorado BORING Na.: B-13 JOB NO.: 00111195.00 SHEET 1 of 1 RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015 CREW: CL & JW WATER LEVELS V Groundwater was not encountered co o wa w ? DEPTH I (feel) LOG 1- -i 2 0 1 0 0 v m (7 X —I0 Z SAMPLE a rn DEPTH (feet) 5517.4 5516.7 5515.4 5513.9 5512.9 5512.4 0.0 - - - 2.5— _ 0.0 07— _ 2 0 II ASPHALT; 8" - thick SP -SM - POORLY GRADED SAND with Silt and Gravel; 35-45% fine gravel; 40-50% fine to coarse sand, 5-15% fines, nonplastic; dark yellowish brown; moist; medium dense (Granular Fill) — _ 3 5 `1,,...l.. ° oG GP -GM - POORLY GRADED GRAVEL with Silt and Sand; 60-70% fine to coarse gravel; 20-30% fine to coarse sand; 5-15% fines, nonplastic; dark grayish brown with dark yellowish brown; dense; trace of a( cobbles. (Granular Fill) C --5 4.5 C°( 0 GP -GM - POORLY GRADED GRAVEL with Silt and Sand; 50-60% fine to coarse gravel; 35-45% fine to coarse sand; 5-15% fines, nonplastic; dark grayish brown with dark yellowish brown; moist; dense; trace of cobbles. (Granular Fill) 7 9 6 (15) - - 5.0— - 7.5. 10.0 - 12.5 15.0 -- 17.5 -- 20.0— 5.0 %^% CUM! - SILTY CLAY; 5-10% fine sand; low to medium plasticity; dark yellowish brown slightly mottled wet; stiff. (Loess) _ — — - — — — with very pale brown; / Boring Terminated at: 5.0ft Figure C - 13 r APPENDIX D. CRITERIA USED FOR SOIL CLASSIFICATION COARSE GRAINED SOILS MORE THAN 50°% OF MATERIALS LARGER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE USCS SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAPH CLEAN .10 4 GRAVELS (LESS THAN 5% FINES) c ,Ut70°90 LETTER TYPICAL DESCRIPTIONS GW WEU. -GRADED GRAVEL GP POORLY -GRADED GRAVEL SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SILTS AND CLAYS SILTS AND CLAYS GRAVELS WITH FINES (MORE THAN 12% FINES) CLEAN SANDS (LESS THAN 5% FINES) o" L) oa Jle o cii ` c {3� >�4"3000 GM SILTY GRAVEL (LOW PLASTIC FINES) 3?N GC SW CLAYEY GRAVEL (MEDIUM TO HIGH PLASTIC FINES) WELL -GRADED SAND SP POORLY -GRADED SAND SANDS WITH FINES SM SILTY SAND (LOW PLASTIC FINES) (MORE THAN 1 12% FINES) LIQUID LIMIT LESS THAN 50 SC ML CL OL CLAYEY SAND (MEDIUM TO HIGH PLASTIC FINES) SILT (0-15% SAND) SILT WITH SAND (15.30% SAND) SANDY SILT (30-50% SAND) LEAN CLAY (0-15% SAND) LEAN CLAY WITH SAND (15.30% SAND) SANDY LEAN CLAY 130-50% SAND} ORGANIC SILTS AND LEAN CLAYS LIQUID LIMIT / GREATER THAN 50 HIGHLY ORGANIC SOILS MH CH OH ELASTIC SILT (0-L5% SAND) ELASTIC SILT WITH SAND (1530% SAND) SANDY ELASTIC SILT (30-50% SAND) FAT CLAY (0.15% SAND) FAT CLAY WITH SAND (15.30% SAND) SANDY FAT CLAY (30-50% SAND) ORGANIC ELASTIC SILTS AND FAT CLAYS NOTE. DUAL SYMBOLS ARE USED TO ;NLICATE BORDERLINE SOIL CLASSIFICATANS 2.22 PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS GENERAL NOTES CRITERIA FOR DESCRIBING CLAY SOILS MOISTURE CONDITION CONSISTENCY Description Dry Moist Wet Criteria Description Penetration Resistance, No (blows/ftj' Saturated Absence of moisture, dusty, dry to touch. Damp, slightly wet, moisture content below plastic limit. Moisture content above the plastic limit. Very wet. Usually soil is below the water table. Description Dry Moist Wet Saturated Very Soft Soft Medium Stiff Stiff Very Stiff Hard Less than 3 3 to 4 5 to 8 9 to 16 16to32 Greater than 32 CRITERIA FOR DESCRIBING GRANULAR SOILS MOISTURE CONDITION DENSITY Criteria Description Penetration Resistance, N60 (blows/ftj' Description Absence of moisture, dry to the touch. Damp but no visible free water. Visible free water. Usually soil is below water table. Criteria Very Loose Loose Medium Dense Dense Very Dense Less than 5 5 to 10 1 I to 30 31 to 50 Greater than 50 CRITERIA FOR DESCRIBING ROCK STRENGTH/HARDNESS Very Soft Soft Moderately Soft Moderately Hard Hard Very Hard Permits denting by moderate pressure of the fingers. Resists denting by the fingers, hut can be abraded and pierced to a shallow depth by a pencil point. Resists a pencil point, but can be scratched and cut with a knife blade. Resistant to abrasion or cutting by a knife blade, but can be easily dented or broken by light blows of a hammer. Can be deformed or broken by repeated moderate hammer blows. Can be broken only by heavy, and in some rocks, repeated hammer blows. 'Blow counts shown on the boring logs are those recorded directly in the Feld and have not been corrected for hammer efficiency the boring log blow counts muse be corrected to an equivalent hammer efficiency of 6O°, in order to use the criteria in this table r ROCK QUALITY DESIGNATION (RQD) This is a general method by which the quality of the rock at a site is obtained based on the relative amount of fracturing and alteration. The Rock Quality Designation (RQD) is based on a modified core recovery procedure that, in turn, is based indirectly on the number of fractures (except those due directly to drilling operations) and the amount of softening or alteration in the rock mass as observed in the rock cores from a drill hole. Instead of counting the fractures, an indirect measure is obtained by summing the total length of core recovered by counting only those pieces of hard and sound core which are 4 inches or greater in length_ The ratio of this modified core recovery length to the total core run length is known as the RQD. An example is given below from a core run of 60 inches. For this particular case, the total core recovery is 50 inches yielding a core recovery of 83 percent. On the modified basis, only 38 inches are counted the RQD is 63 percent. CORE RECOVERY. in I0 2 2 3 4 MODIFIED CORE RECOVERY, in I0 4 5 5 3 4 4 6 6 4 4 2 5 5 50 38 % Core Recovery 50/60 - 83°'o; RQD 38/60 = 63% A general description of the rock quality can be made for the RQD value as follows: DESCRIPTION OF ROCK RQD QUALITY 0 - 25 Very Poor 25 - 50 Poor 50 - 75 Fair 75 - 90 Good 90 - 100 Excellent APPENDIX E. CONSOLIDATION TEST REPORTS benesch engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 (402) 479-2200 www.benesch.com CONSOLIDATION TEST ASTM D2435 Project: Garfield County Airport - Rifle, CO Boring No.: B-5 T-52 Depth: 5.9'-6.4' Type of Specimen: 3" Shelby Tube Remarks: Saturated Test Project No.: 00111195.00 Lab No.: 36629 Date: 5/27/2015 Classification: ML Initial Saturation: 67.0 % Overburden Pressure: 0.36 ton/ft` Final Saturation: 100.0 % Preconsolidation Pressure: 1.9 ton/ft2 Initial Dry Density: 96.6 Ib/fe Compression Index: 0.22 Initial Water Content: 18.5 % Recompression Index: 0.014 Liquid Limit: Specific Gravity: 2.70 Plastic Limit: Initial Void Ratio: 0.74 Plasticity Index: Final Void Ratio: 0.54 0.76 0.72 0.68 0.64 0.60 G 0.56 a 0.52 0.48 0.44 0.40 0.36 0.32 Pressure, ton/ft2 1 ; 1 1 1 1 1! 1 1 1 1 ..L III_.. 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 i 1 1 1-.J_ 1 1 1 I i I 1 I 1 1 1 i 4 1C1_0. 1C1_ 1 1 I 1 .. 1111 1 1_1 1 1 1! 1 _ 1.1._J_ 1, 1 I", I 1 1 1 1 1 1 1 1 ; 1 1 -_L. i b VVV/ 1 i 1 1 1 I I 1 ; 1 1 J_-.._.___4_114__-L..1_.L 1 1 1 IO 1111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i t 1 1 4 I 1 1 1 1 1 1 I 1 1 I I I 1 1 1 __._-._J.1 r i III 1 1 1 1 1 1 1 1 _14__4_. I 1 1 1 1 1 1 1 I I 11 i 1 1 1 1 1 1 i i i i 1 1 1 1 1 1 1 1 .1JL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 ..1-.J.l..... 1 1 1 1 i I 1 I 1 1 1 i I , , , e 1 i i i i 1 1 1 1 1 1 1 1 .Lt_J._L 1"1..1"i. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ; 1 1 1 1 1 i 1 I I 1 I ; 1 1 J._.__._.-1-I-11---1---t 1 1 1 I O i i i i 1 1 III I 1 1 1 J_L11_--L..1_-L.--.-..-1-111-_.1-- 1 e l l 1 1 1 1 1 1 1 1 1 1 1 IO ; 1 1 / 1 1 1 ; 1 1 1 1 1 1 ; I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 I I I 1 1 1 1 i I 1 I 1 1 t ; 1 1 1 1 1 ; 1 I 1 1 1 1 ; 1 I 1 1 1 1 --1-1.1-..1-_ III 1 1 1 1 1 1 / 1 1 1 1 1 1 1 1 111 i 1 1 1 1 1 1 ; 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 ..1. 1 1 1 1 i I 1 .J. t t 1 t i I 1 .l 1 1 1 1 ..-. 1 1 1 1 1 1 1 1 1 1 1 1 LJLL .'1.111.1. 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 ; 1 I _J_-_L._.-_.----1-1-11---1---t 1 1 1 ; I 1 1 1 1 I ; I 1 1 1 1 I __J-L1J_--L..i_-L_._._-_----1-1-1-'--f-' ; ;i; 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 11 l 1 1 1 ;;;; , 1 1 1 1 1 1{ 1-11.-1.1.1_.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ; 1 1 1 1 1 1 ; 1 1 1 1 1 1 i 1 1 1 I 1 1 ._... 1111 1 1. 1 1 1 1 1 .1 -1_1.1. ..1 -4 -11 -.1." ! 1 1 1 1 1 1 1 1 1 1 1 e 1 1 1 ; 1 I -J -.-L. 1 1 1 1 ; 1 1 t 1 1 1 ; I 1 -- I 1 1 1 - __-J-L1J_..L-r.1-.L_-...------/-1-1--'1." i i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 I ;Oi 1 I 1 i 1 , 1 I 1 1 1 1 -.1J-L_-i- i i i t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 I 1 1 1 1 ;;;; 1 1 1 1 1 1 1 '1 .I I 1-.1_ 1 1 1 1 1 1 1 1 1 1/ 1 1 1, 1 i , I 1 I 1 1 i 1 I .1.l 1 1 1 I i 1 I 1 I / 1 ---_ . 1111 1 1 1 1 1 1 1 1 LJ_LL. -1-1-1-1- ! 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 i 1 1 -1-- 1 1 1 I i 1 1 -L. 1 1 1 1 i 1 1 J_--.1. 1 1 1 1 __.J-L1J.....1-...1_-L.__.....__1JL-L. i i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i I 1 1 t I 1 i 1 1 1 1 1 1 i 1 1 1 1 1 1 f� 0 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 I 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 .1-1 J.L..L..J_.l 1 /11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I t 1 1 _ 1 I 1 1 . _ . 1 1 1 1 1 1 1 1 1 1 1 1 _11_Ll..J...L. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 e 1 1 1 1 1 1 1 1 1 1 1 J_-___. 1 1 I1 1 ___J-L1J_-----1------•------I----"1 1 t l, 1 1 1 1 1 t$ 1 1 1 1 1 1 1 1! t 1! 0: III 1 1 t 1 ..1_.L 1 1 t 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 _-_. __. ___1J_L 1 1 1 111 1 1 4 1 I1 1 1 1 1 1 1 1 1 1 • 1 I 1 _-L-. 1 1 I 1 iIII 1 1 1 1 1 1 1 1 1 1 1 1I 1 1 1 1 1 1 1 1 i 1 I I I ; 1 I I 1 i 1 1 1 I 1 iiii 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 i 1 1 1 1 i 1 I 1 1 I 1 I 1 1 1 iiii - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 I ipi 1 1 1 1 1 1 1 1 1 1 iii l O l 1 1 1 1 1 III 1 1 1 i 1 I 1 1 1 i i i i 1 1 1 1 1 1 1 1 ..L 1JL._1.1.l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i I I I 1 1 I i 1 1 .. 1 1 1 1 -_-- • i i i i 1 1 1 1 1 1 1 1 -LJ-LL..J---L. 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 i 1 1 1 1 1 ; 1 I 1 1 1 1 ; 1 I J_----. I 1 1 1 1111 1 1 1 1 1 1 1 1 __-J-L1J_-_L-_1..1-._....-1.1_.-L II1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i i 1 e 1 t 1 I 1 1 1 1 1 I i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 I 1 1 1 1 i i i i 1 1 1 1 1 1 1 1 ._L 1.1.11_ 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 i 1 1 1__J. 1 1 1 i I 1 1 1 1 I i 1 1 t _.--.. 1 1 1 1 1111 1 1 1 1 1 1 1 1 _LJ-LL..J---._---1.__-J-L1J.-1--1.-L'._-...._1 1 1 1 1 1 1 1 1 1 1 1 11 1, 1 1 i 1 1 1 1 1 ; 1 1 1 1 1 1 i 1 I I 1 1 1 i i i I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i i 1 1 1 1 1 1 1 1 1 1 1 I i i i 1 1 1 1 1 I J_L--l.. 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i i i i 1 1 1 1 1 1 1 1 .; J11...;-1..1 1 1 1 1 1 1 II 1 1 1 1 i 1 1 1 1 1 i I 1 1 I 1 i 1 1 - 1 1 1 -- - -• i i i i 1 1 1 1 1 1 1 1 -1111--J---j' 1 1 1 1 1 1 1 1 1 1 1 1 i I 1 1 1 1 ; I I 1 1 1 ; 1 I 11----1.._.11 1 1 1 ; i i i 1 1 1 1 1 1 1 1 .--;--1._1-✓_-•--.;1 ;11 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 i i 1 e t 1 1 , 1 1 1 1 i i i 1 1 1 1 1 1 -L--1.. 1 1 1 1 1 1 1 1 1 i 1 I 1 1 1 i i i i 1 1 1 1 1 1 1 1 '. IL..1...J_.f 11111 1 1 1 1 1 1 1 1 1 1 1 i 1 t 1 1 1 i 1 1 1 I 1 i 1 1 1 1 1 -- - 1111 1 f l l t 4 1 1 -:1"1-:'-1---I' 1 1 1 1 1111 4 1 1 1 i I 1 1 1 1 i e 1 , ! 1 ; 1 I 1 1 1 i i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i I 1 1 1 1 ; ; 1 I 1 , 1 1 1 , l 1 III 1 1 1 1 1 1 III 1 1 1 1 1 1 i 1 1 1 I 1 0.01 0.02 0.03 0.05 0.1 0.2 0.3 0.5 1 2 3 5 10 20 32 00111195-00-Con4305-061-LN36629 8/27/2015 benesch engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 (402) 479-2200 www.benesch.com CONSOLIDATION TEST ASTM D2435 Project: Garfield County Airport - Rifle, CO Project No.: 00111195.00 Boring No.: B-8 T-82 Depth: 5-4'-5.8' Lab No.: 36637 Type of Specimen: 3" Shelby Tube Date: 5/27/2015 Remarks: Saturated Test Classification: CL Initial Saturation: Final Saturation: Initial Dry Density: 106.1 Ib/fts Compression Index: 0.18 Initial Water Content; 19.1 % Recompression Index: 0.021 87.7 9b Overburden Pressure: 0.35 ton/ft` 100.0 % Preconsolidation Pressure: 1.2 ton/ft2 Liquid Limit: 30 Plastic Limit: 15 Plasticity Index: 15 Specific Gravity: 2.70 Initial Void Ratio: 0.59 Final Void Ratio: 0.41 0.60 0.56 0.52 0.48 0.44 O 0.40 4a 0 0.36 0.32 0.28 0.24 0.20 0.16 Pressure, ton/ft2 1 I I I 1 1,, 1 1 1 1 .-1-I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 ; , 1 4 1 1 ; 1 1 1 1 1 i� 1 1 1 1 1 1� ; ; ; 1 1. 1 1 /'�1 1 1 (` . 1 1 1 1 11141 1 1 1 1 ; 1 4::::4 1 1 i 1 i 1 1 I : i4 1 i ; ; ; ; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ; 1 i 1 1 ; 1 1 1 1 ; 1 1 1 1 1 ' ; 1 ; 1 I 1 1 1 1 1 1 1 1 1 1 1 4 1 i 1 1 1 1 I i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 ; 1 4 1 1 1 1 ; 1 1 1 1 1 4 1 4 i I I 1 1 1 1 1 -_-- i;;; 1 1 1 1 1 1 1 I -LJ-LL. 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 ; 1 1 -J-.-L. 1 1 I 1 i I t 1 1 1' 10 1 1 J-_.....--.'-1-1-1-1---11---t '1 1 I I A I 1 1 1 1 1 1 1 -..J-L; ;---, I 1 0 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 --;--j----. 1 1 1 i 1 4 1 1 I i 1 1 1 1 4 ---./;1-1 • i i i i 1 1 1 1 Emin 1 1 1 1 1 1 4 1 1 1 1 1 i 1 .1... I 1 1 1 1 11 I 1 1 1 1 1 1 1 L11-L-.1-.J-.L --14-1-11-1--'-t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I t 1 1 1 1 a 1 1 1 1 1 1 i • 1 1 1 -.--. 1 t; l , r 1 1 1 1 1 1 L1-Ll--J--L.1-_._-.---J-L1J -1.-1-1-1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 Y I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 1 1 , 11 1 , 1 1 1 11 1 i 1 1 I -L»1--L---.-----:-11-1---'4--- a 1 1 1 1 1 4 1 1 1 I 1 1 4 1 a 1 / 1 1 1 1 1 1 1 4 1 1 1 1 1 ----L.1J-L--1-- 1 1 1 1 , 1 11 1 1 1 1 4 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 4 4 1 I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 I 4 1 1 1 1 I 4 i 1 I 1 1 1 1 1 1 1 1 1 1 1 1; 1 114 1 1 1 1 1 III 1 1 1 1 1 1 1 1 1 1 1 1 1 4 4 1 4 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ; 1 1 1 1 4 1 1 1 1 1 Y 1 I 1 1 1 I ���1 1 1 1 1 1 / 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 141 1 1 1 1 1 1 1 1 1 , 1 i i i 4 1 1 1 1 1 1 1 --4-. L.L.J-.1 1 1 1 1 1 1 1 1 , 1 1 1I 1 1 1 1 ; 1 1 1 1 I 1 I 1 I 1 i 1 I I 1 1 -e -- i i i 1 1 4 1 I 1411 _ .-LJ_L1. . 1: 1 1 11 1 , 1 4 1 . 1 1 1 i I 1 -J-. 1 I 1 4 i 1 1 -L. . 1 1 1 i 1 I J-_. i 1 1 _...--J-LiJ.....L__1__Y-_--...-.-..1J---1_. i i i i 4111 1 4 1 1 1 1 1 1 1 1 1 1 I 1 1 1 144 i 1 i 1 1 1 1 i 1 I I 1 i 1 I 1 1 0 ; I; III 1 1 I 1 1 1 1 t 1 1 1 1 1 11 I 1 1 1 4 1 i i i 1 1 1 1 1 1 1 '--i-1J-L--1-.1.1 1 ill- 4 1 1 1 1 1 1 4 1 1 1 1 i I 1 I 1 5 4 i 1 I I 1 1 1 I 1 1 1 -----. i i i; 1 1 1 , 11 1 -LJ_L1.-J.._L.J-_-_-.-O1144.,--L--1--L---..-.._1-11-L--L-- 1 1 1 1 1 1 1 1 , 1 1 I 1 1 1 1 O 1 1 1 1 1 1 i 1 1 1 1 I ; 1 1 1 . 1 1 1 1 1 1 1 1 1 11 I III 4 1 1 1 1 1 1 r 1 1 1 1 1 4. 1 ; 4 1 , 4 1 t i 1 I 1'0: 1 i i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 11 1 i I 1 1 , 1 I ; ; ; 1 1 1 1 II..J1L__1_.J__l'_.__.. 1 1 1 1„ 1 1 1 1 1 1 1 1 1 i I 1 1 1 1 i 1 1 1 1 1 i 1 1 1 1 1 4 111 1 4 1 1 1 1 1 1 -L-I-H. 1 1 1 1 1, I 1 t 1 1 1 r 1 1 1 ; 1 1 --I---1- 1 1 1 , ; 1 1 L.J--- 1 1 1 1 ; 4 4 1 1 1 1 --- ; iii 1 1 4 1 1 1 1 1 ---1-1-11---1---t-1----------:-1-11---t- 1 1 1 1 1 1 1 1 1 111 ; 1 1 1 1 1 ; 1 4 I I 1 ; 1 I 1 1 1 : i , a, OI 1 4 1 4 1 1 14 1 1 I i 1 1 1 1 I 1 - 1 1 1 • 1 1 • 111; 1 1 1 1 1 111 1 1 1 1 1 4 1, 1, 1 1 1, r 1 1 1 1 1 1 1 -1-. 1 4 4 1 1 1 1 1 4 I 4 ; 1 I 1 1 1 1 1 -_--. ;;; 1 1 I I 1 1 1 1 L -1 -L1 ."11. -11 -1"1. 1 I I I 1 1 1 1 1 IIF 1 1 1 1 ; I 1 -J-. 1 1 I 1 I I -L. 1 1 i 1 1 J. 1 t .. --•---1-1-11---1---1--1----•------i1-1---1- 1411 1 11 1 1 411 1 11 1 111 1 141 1 1 1 1 F 1 4 1 1 I 1 1 ; I 1 1 4 111 1 1 4 111 I I I 1 1 1 I 11 1 I - 1 1 r 1 1 1 1 1 1 1 1 1 --111-L--1-.1-.L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 4 1 1 1 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 -''•.' 1 1 1 1 1 1 1 1 I 1 1 1 - 11-L1 1/ 1 1 1 1 1 4 1 1 1 1 1 F 44 1 I 1 - 1- �- 1 i 1 I � �?--- 1 1 1 1 1 1 1 --� 1 1 1 1 1 1 1 4 1 4 1 _._J-LiJ---L--1-_,_---.'''''''''.:1.-1-'.-.-.L.- 411, 4 1 1 1 1 11 1 4 1 1 1 1 1 1 F 1 1 1 1 1 1 , 1 1 • 1 1 , + , -..--SJ-L_-1-- 1 11 1 1 1 1 • r I l t 1 1 1 1 1 1 1,, 1 1 1 1 1 1 ; i;; 1 1 1 1 1 1 1 1 --411,.L.-L-.J-.L.-.--- 1 1 1 1 1 1 1 1 1 1 4 1 I 1 1 1 i 1 1 I 1. I , ; 1 I 1 1 1 1 ; , I 1 1 I , i i i i 1 1 4 4 1 1 I I -1•-1-1••L_J_._4 1 III 1 1 14 1 I 11 1 i 1 1 1 1 1 i 1 I 1 1 1 1 ; 1 1-_. I 1 I -' i i i i 1 I I I , 1 1 1 ..-1-;;1---1---;--1----•------J1-.L_-_- 1 1. 1 41. 1, 411 1 ; 1 1 1 1 1 1 I I 1 1 I ; 1 1 1 , 1 ; ; ; 1 1 1 1 1 1 1 4 1 141 1 1 1 111 1 1 1 1 I ...-1-L 1 ; 1 , 1 1 1 ; 1 1 1 1 1 1 ; 1 1 L-.J-.L..-. 1 1 1 1 i 1 I 1 , 1 1 ; , , 1 I 1 1 •• i ; 1 1 1 1 I. 11 1 -LJ_L1._J---L.J_--....--_J-L1J---L--1-.1--__.-_----�1-L-_;._- 1 1 1 • 11 1 1 1 1 1 1 1 1 1 ; 1 1 1 1 4 4 i 1 1 1 1 1 1 i I I 1 1 1 1 i ; 1 ; 1111 1 1 1 1 1 11 1 l i l l 1 1 1 1 1 I ! 1 1 i 1 1 I I 1 F 1 1 1 I 1 1 i 1 1 1 1 1 ; ; i 11 1 1 1 1 1 1 1 1 1 4 1 1 1 ; 1 1 1 I , 0.01 0.02 0.03 0-05 0-1 0.2 0.3 0.5 1 2 3 5 10 20 32 00111195 00 Can 808 -0S6 -1.N36637 8/27/2015 APPENDIX F. UNCONFINED COMPRESSION TEST REPORTS 825 M Street, Suite 100 benesch Lincoln, NE 68508 engineers • scientists • planners 1402)479-2200 www.benesch.com UNCONFINED COMPRESSION TEST ASTM Designation: 02166 Project: Garfield County Airport, Rifle, Colorado Project No.: 00111195.00 Boring No.: B-5 Depth: 1.5'-2.1' Lab No.: 36628 Type of Specimen: 3" Tube Humidity During Trimming: Remarks: Classification: ML SAMPLE INFORMATION Wet Unit Wt (Ib/ft3) 128.0 Dry Unit Wt (Ib/ft3) 107.0 Water Content (%) 19.7 Saturation (%) 93.6 Length/Diameter 1.96 Average Strain Rate (%/min) 0.058 Strain at failure 3.9% Unconfined Compressive Strength lbs/int 21.6 tons/ft2 1.6 Stress (lbs/in 25.0 20.0 15.0 10.0 5.0 F T _ay 0.0 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% Axial Strain (%) Y 1LIncoIn111100S111 1 1 95 001LaboralorylUnc100111195-00 UncB05-018 LN36628 613!2015 825 M Street, Suite 100 In e s c h Lincoln, NE 68508 engineers • scientists • planners (402) 479-2200 www.benesch.com UNCONFINED COMPRESSION TEST ASTM Designation: D2166 Project: Garfield County Airport, Rifle, Colorado Project No.: 00111195.00 Boring No.: B-6 Depth: 7.5`-8.2' Lab No.: 36631 Type of Specimen: 3" Tube Humidity During Trimming: Remarks: Classification: CL/ML SAMPLE INFORMATION Wet Unit Wt (Ib/ft3) 114.5 Dry Unit Wt (Ib/ft3) 97.6 Water Content (%) 17.3 Saturation (%) 64.9 Length/Diameter 1.96 Average Strain Rate (%/min) 0.058 Strain at failure 1.1% Unconfined Compressive Strength lbs/int 10.5 tons/ft2 0.8 12.0 10.0 8.0 .o in 6.0 y 4.0 2.0 0.0 0.0% 0.5% 1.0% 1.5% Axial Strain (%) 2.0% 2.5% Y.1Lincoln1111100S1111195.001Laboratory1Unc100111195-00-Unc- B06-078-LN36631 6/3/2015 benesch engineers • scientists • planners 825 M Street, Suite 100 Lincoln, NE 68508 (402) 479-2200 www.benesch.com UNCONFINED COMPRESSION TEST ASTM Designation: D2166 Project: Garfield County Airport, Rifle, Colorado Project No.: 00111195.00 Boring No.. B-8 Depth: 2.2'-2.8' Lab No.: 36636 Type of Specimen; 3" Tube Humidity During Trimming: Remarks: Classification: ML SAMPLE INFORMATION Wet Unit Wt (1b/ft3) 127.4 Dry Unit Wt (Ib/ft3) 105.6 Water Content (%) 20.7 Saturation (%) 94.9 Length/Diameter 1-96 Average Strain Rate (%/min) 0.058 Strain at failure 7.6% Unconfined Compressive Strength lbs/int 11.1 tons/ft2 0.8 Stress (Ibs/in2j 12.0 10.0 8.0 6.0 4.0 2.0 0.0 0.0% 2.0% 4.0% 6.0% Axial Strain (%) 8.0% 10.0% Y 1Lincoln1111100S\ 111195.001Laboralory1Unc100111195 00 Unc-B08 025-LN36636 602015 APPENDIX G. HANGAR RAMP PAVEMENT DESIGN FLEET MIX c m t w o o E. L Q 2 XX TO J_ ` oc E a o ' Tinto QI wW OC * C H ' bo o N �D u 4' c 'O V ii W m —co LE a1 Fa t7 2 H a Total Departures Per Year 0 o un 0 or) r-1 300 350 350 0 Ln m 350 200 I Operations Per Year O 0 ¢ 300 O lD 700 700 0 1N 0 1, 400 FAARFIELD Default Max Weight 90900 (Used 70,000 (50% Fuel))* 35000 10500 00TSi 15000 (Model 550B) 28120 21500 (Lear 55) N/A (not in system) Main Gear Wheel Configuration CO CI m 0 Single CO 0 Single 6 0 10 0 pena 0N. 41000 0O 12500 20400 1 28000 23500 35450 Aircraft Gulfstream V LA O O CV c U Cessna 03 (Model 5258) 0 iJ M L ¢ OD3 C (Cessna XLS's (Model 560) a X 0 04 L ,a tti Gulstream G200 *90,500 MTOW = 46,200 Empty / 41,300 Fuel Capacity / 3,000 Cargo -Passengers 001Ana1ysis1AAS.RIL (Rifles)_Ramp Pavement Drsign_Fleet Mix Surnmara 100000002jAAS-RIL (Rifles) _ Ramp Pavement Design_Fleet Mix Summary 00000002) Y 1Lincoln,111100S11111 0 0 o O a o a a coo a o 0 C N a a O0 O 0 o G 2 N N r„ r r CO C �'+ C ,, C ft 69 (H ra (6 x` loo 113 o y ... J r2 d;2a u 0 0 a 0 4. 00 O0 O co0 u0 0 Occ 0C) 00N¢U N aaOO00 Co Co L)0 r M nr, N0- Cil Tt•. r r 699H�9- 66964- 69 69 69 .- CO CT1 Vz� 0 0 C C C C Oc Q CO o C C .I/ 'a. 4- 4- +. �.... 7 7 V�1�E = == == == a) n o We a 0c0N� TrnN(a v6'cfr C c*)0 O 60 Q a V r 69 (O (0 FA 6t) 1+ (0 r 69 CO 't7 r N r N 4-0 C 69 r r r r 69 r •C E9 69 N 69 61 W '6 aCi 61 (!9 64 69 69 o. coi c i E a E Q c c a 0 2 O 2 0 c F. F. o o =o ru 0 0 0 oaQ oo < 6 ,_0 O 0 m 0 0 0 0 c LL coOcoOcoO-C 'C LOo c� O O CD C d N N N N 0co cu 0- 3 r E (n p N 0. :_ m O L a1 o CO a U 0 c -a co m to w a L _ = c en Ca c O LLcu LL LL •C �F LL c m coV] () 0 m ',, a co L] (0 O a T O C13p C N 0 E o 0° • c c w (Li a 1 N 3 1 'c �+ . C m N O O �' r L70. 5 O L) N CT Ui 0 U.1 P2 U L 4O a� U cL0 '5 E c' c O N N L LL o c E m a) o a) �.. LL c) m o w— C = c— LL U o • a, c 0 > o "- w w c y v� =a ,0 i/i 2 O a. . c U V 7- '>J `3J s. _ �D Q CA " LL LL 1- 0 a Q Q Ca Q .0 3 = •_ 1 LL LL O J w J 6w O 'aoo O O J� J8 0" C a O v '5 c (1) i