2020 Staunton State Park - Phase II-B Construction Improvements DIVISION I - SPECIFICATIONS

PROJECT I.D. NO. C19ST3 RQS: 2021*0148 APPR. CODE PC002INFP

PRE-BID CONFERENCE: August 19, 2020 at 1:30 PM

BID OPENING: August 26, 2020 at 1:30 PM

PROJECT MANUAL STAUNTON STATE PARK - PHASE II-B

06/26/20

6/23/20

100% CD Job #: 2018.113 2020.06.26

6/25/2020

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 3100 AVAILABLE PROJECT INFORMATION Geotechnical Report

DIVISION 01 - GENERAL REQUIREMENTS

01 1000 SUMMARY 01 2214 MEASUREMENT AND PAYMENT 01 3000 ADMINISTRATIVE REQUIREMENTS 01 4000 QUALITY REQUIREMENTS 01 4100 REGULATORY REQUIREMENTS 01 4120 ENVIRONMENTAL QUALITY PROTECTION 01 4533 CODE-REQUIRED SPECIAL INSPECTIONS AND PROCEDURES 01 5000 TEMPORARY FACILITIES AND CONTROLS 01 6000 PRODUCT REQUIREMENTS 01 7000 EXECUTION AND CLOSEOUT REQUIREMENTS 01 7800 CLOSEOUT SUBMITTALS

DIVISION 03 - CONCRETE

03 3000 CAST-IN-PLACE CONCRETE 03 4500 PRECAST ARCHITECTURAL CONCRETE

DIVISION 04 - MASONRY

04 7200 STONE MASONRY VENEER

DIVISION 05 - METALS

05 1200 STRUCTURAL STEEL FRAMING 05 5000 METAL FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 1000 ROUGH CARPENTRY 06 1753 SHOP-FABRICATED WOOD TRUSSES 06 1800 GLUED-LAMINATED WOOD CONSTRUCTION 06 2000 FINISH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 1900 GRAFFITI COATINGS 07 4113 METAL ROOF PANELS 07 4646 FIBER CEMENT SIDING 07 6200 SHEET METAL FLASHING AND TRIM 07 9200 JOINT SEALANTS

DIVISION 09 - FINISHES

09 9113 EXTERIOR PAINTING 09 9600 HIGH-PERFORMANCE COATINGS

2018.113 Page 1 2020.06.26 CPW - Staunton Phase III TABLE OF CONTENTS 100% Construction Documents

DIVISION 26 – ELECTRICAL

26 0500 COMMON WORK RESULTS FOR ELECTRICAL 26 0501 EQUIPMENT CONNECTIONS AND COORDINATION 26 0519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES 26 0526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS 26 0529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS 26 0533 RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS 26 0553 IDENTIFICATION FOR ELECTRICAL SYSTEMS 26 2416 PANELBOARDS 26 2713 ELECTRICITY METERING 26 2726 WIRING DEVICES 26 2813 FUSES 26 2816 ENCLOSED SWITCHES AND CIRCUIT BREAKERS 26 3100 PHOTOVOLTAIC COLLECTORS 26 5100 LIGHTING

DIVISION 31 - EARTHWORK

31 1000 SITE CLEARING 31 2000 EARTH MOVING 31 2300 EARTHWORK 31 2512 TEMPORARY EROSION AND SEDIMENT CONTROL 31 3700 RIP RAP

DIVISION 32 – SITE IMPROVEMENTS

32 0190 LANDSCAPE MAINTENANCE 32 1216 ASPHALT PAVING 32 1313 CONCRETE PAVING 32 1540 CRUSHED STONE PAVING 32 1723 PAVEMENT MARKINGS 32 1726 TACTILE WARNING SURFACING 32 3300 SITE FURNISHINGS 32 4000 ROUGH STONE VENEER 32 9113 SOIL PREPARATION 32 9219 NATIVE SEEDING 32 9300 PLANTS

DIVISION 33 - UTILITIES

33 4200 STORMWATER CONVEYANCE

END OF TABLE OF CONTENTS

2018.113 Page 2 2020.06.26 CPW - Staunton Phase III TABLE OF CONTENTS 100% Construction Documents SECTION 00 3100 AVAILABLE PROJECT INFORMATION

PART 1 GENERAL 1.01 EXISTING CONDITIONS A. Certain information relating to existing surface and subsurface conditions and structures is available to Contractor, but are not part of the Contract Documents, as follows: B. Geotechnical Report: Geotechnical Investigation Report, Staunton State Park Phase 3; prepared by Tetra Tech, Project No. 200-280535-19001, dated November 21, 2019, dated April 23, 2018. 1. A copy is included with this document. 2. Contractor is urged to examine data provided. 3. Contractor should visit the site and become acquainted with existing conditions. 4. This report identifies properties of below grade conditions and offers recommendations for the design of foundations, prepared primarily for the use of Owner's Project Representative. 5. Interpretation: This report is provided only for information and convenience. Owner and Owner's Project Representative disclaim responsibility for accuracy, true location and extent of soil conditions that have been evaluated by others. Owner and Owner's Project Representative further disclaim responsibility for interpretation of the report data by the Contractor; including but not limited to projecting soil bearing values, rock profiles, soil stability, and presence, level, and extent of underground water. 6. Applicable Requirements: Specific and variable recommendations contained in this document are subject to acceptance by Owner for incorporation in the Contract Documents prepared by Owner's Project Representative. Comply with requirements specified in the Contract Documents for earthwork, paving systems, and other applicable work scope items.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED) END OF SECTION

2018.113 00 3100 - 1 2020.06.26 CPW - Staunton Phase III AVAILABLE PROJECT INFORMATION 100% Construction Documents

Staunton State Park Phase 3 Geotechnical Investigation Report 200-280535-19001

November 21, 2019

PRESENTED TO PRESENTED BY

Colorado Parks & Wildlife Tetra Tech Dave Coffman, P.E. 130 Ski Hill Rd., #140 P +1 970.453.6394 P 303.291.74 07 Breckenridge, CO 80424 tetratech.com 6060 Broadway, Denver, CO 80216 [email protected]

Prepared by:

1 1 / 2 1 / 2 0 1 9 Jacob Jansen, E.I November 21, 2019 Geotechnical Engineer

Reviewed by:

1 1 / 2 1 / 2 0 1 9 Kenneth Temme, P.E. November 21, 2019 Senior Geotechnical Engineer

1 1 / 2 1 / 2 0 1 9

Staunton State Park Phase 3 Geotechnical Investigation Report

TABLE OF CONTENTS

1.0 INTRODUCTION ...... 1 1.1 Purpose ...... 1 1.2 Previous Study ...... 1 1.3 Site Location ...... 1 1.4 Existing Conditions and Proposed Improvements ...... 1 2.0 GEOTECHNICAL FIELD PROGRAM ...... 2 3.0 SUBSURFACE CONDITIONS ...... 3 3.1 Regional and Site Geology ...... 3 3.2 Subsurface Profile ...... 3 3.3 Groundwater ...... 3 4.0 GEOTECHNICAL LABORATORY TESTING PROGRAM ...... 4 5.0 GEOTECHNICAL RECOMMENDATIONS ...... 6 5.1 General ...... 6 5.2 Shallow Foundations and Retaining Structures ...... 6 5.3 Site Preparation and Earthwork ...... 7 5.4 Slabs-on-Grade ...... 9 5.5 Seismic Design Criteria ...... 10 5.6 Exterior Flatwork ...... 12 5.7 Surface Drainage ...... 12 5.8 Utility Trenches and Excavations ...... 12 5.9 Pavement Recommendations ...... 12 5.10 Special Considerations – Radon Gas ...... 13 6.0 GEOTECHNICAL RISK ...... 14 7.0 LIMITATIONS ...... 15 8.0 REFERENCES ...... 16

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LIST OF TABLES

Table 4-1: Results of the geotechnical laboratory testing program ...... 5 Table 5-1: Earthquake and Seismic Design Parameters ...... 11

LIST OF FIGURES

EXHIBIT A: Borehole Location Map and Proposed Improvements

APPENDICES

APPENDIX A: Boring Logs APPENDIX B: Laboratory Results

Tetra Tech November 2019 ii Staunton State Park Phase 3 Geotechnical Investigation Report

1.0 INTRODUCTION

1.1 Purpose

This report presents the results of a geotechnical study for the Phase 3 improvements at Staunton State Park located near Bailey, Colorado. The proposed improvements include the construction of roadways/parking areas, picnic shelters, lightly-loaded Camper Services Building, and septic system expansions. This geotechnical study was performed to provide geotechnical engineering design criteria for planning, site development, pavements, foundation systems, and excavations for the Phase 3 improvements. This report includes a description of the subsurface conditions encountered in exploratory borings, geotechnical engineering recommendations for foundations and placement of fill, anticipated grading and excavation conditions, and other geotechnical related considerations.

1.2 Previous Study

Tetra Tech performed a geotechnical study for the Staunton State Park Phase 2 improvements as reported in Tetra Tech’s July 23, 2015 geotechnical report. Included in that study were pavement recommendations for planned road and parking areas. Data from this previous study were reviewed to confirm the pavement recommendations for Phase 2 were applicable for the proposed Phase 3 roadways and parking areas.

1.3 Site Location

Staunton State Park is located in Jefferson County approximately 5 miles southwest of Conifer, Colorado, in Sections 19 and 30, Township 6 South, Range 71 West of the 6th Principal Meridian in Jefferson County, Colorado.

1.4 Existing Conditions and Proposed Improvements

The area to be developed for the Camper Services Building is currently used as a parking area located adjacent to the existing water treatment building. The current ground surface of this area has been graded nearly level using native granitic sand and clay fill topped with an asphaltic pavement. The surrounding area has native grass and trees. A natural drainage channel was located on the northern end of the current overflow parking area. This channel drains to the southwest. The area proposed for the future recreational vehicle camp sites and access roads are located on sloped native topography with native grasses and trees.

The Davis Pond area is proposed to be developed with pavement access, parking and picnic facilities. The area is currently disturbed and is covered in short grasses and some pine trees. Granitic bedrock boulders were observed in the vicinity.

The access road to the Dines Residence follows the current double track dirt road. This access road is anticipated to be paved with parking and picnic areas. Areas adjacent to the current dirt access road appears to be undisturbed topography with native grasses and pine trees, and sloping from north to south.

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2.0 GEOTECHNICAL FIELD PROGRAM

A subsurface exploration program was performed between October 14 and October 18, 2019. The field program consisted of drilling a total of 21 boreholes as shown in EXHIBIT A, Boring Location Map and Proposed Improvements. Boring B-4 was not drilled due to proximity to underground utilities which restricting drilling. Boreholes were drilled between 5 and 30 feet below existing grade. Locations of the borings were surveyed and staked prior to drilling. Prior to drilling, Colorado 811 was called by Tetra Tech and the drilling subcontractor and the drilling locations were cleared for underground utilities.

The borings were advanced using hollow-stem augers powered by a CME 550X-3 ATV drill rig. Subsurface materials were sampled in the boreholes at 2.5- and 5-foot intervals in areas with new development. Borings located on the current roadways were sampled continually (every 18 inches). Sampling was performed in general accordance with the Standard Penetration Test (SPT) procedure (ASTM D422-63, 2007) using a split-spoon sampler.

The SPT procedure consists of advancing a sampler 18 inches, for the split-spoon sampler, by repeatedly dropping a 140-pound hydraulically lifted automatic hammer 30 inches. The penetration resistance was recorded as the sum of the number of hammer drops required to drive the sampler 18 inches in consecutive 6-inch increments. The resulting total blow count being the sum of the hammer drops for the final 12 inches of penetration and thus results in an N-Value for the sample. Split-spoon samplers collected a core of subsurface material without a liner. Split-spoon samples of each drive taken were placed in sealed Ziploc bags to contain the sample and help preserve the moisture content. Bulk samples were also collected from drill cuttings and placed in 5-gallon buckets and large sealed bags.

Subsurface conditions were recorded by a geotechnical engineer and are reported on boring logs included in Appendix A. The bore logs contain information describing the boring method, depths of sample collection, SPT test results and depth of tests, groundwater level observations, and descriptions of the soils and bedrock observed during drilling. These logs contain factual and interpretive information and were generally classified in the field base on visual identification per ASTM 2488, 2017.

Upon completion of drilling, all borings were backfilled with drill cuttings and/or loose surface soil. Samples were transported to Tetra Tech’s office in Longmont, Colorado. Select samples of soil collected during drilling were tested in a laboratory, as described below. The final bore logs in this report present Tetra Tech’s interpretation of the subsurface geology encountered during this investigation based on the results of engineering review and interpretation of laboratory testing of the field samples.

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3.0 SUBSURFACE CONDITIONS

3.1 Regional and Site Geology

Regional geologic mapping at the site by the U.S. Geological Survey (USGS) (Bryant et al, 1981), indicates bedrock cropping out at the site and underlying the surficial soils is likely plutonic rock of the Pikes Peak Batholith that include Pikes Peak, Mount Rosa, Windy Point, and Redskin granites. These granites and granite like rocks are of Precambrian age and part of the igneous and metamorphic core of the Rocky Mountain Front Range. The information presented in this USGS publication is of a generalized nature and local variations are possible.

3.2 Subsurface Profile

Borings were drilled to depths ranging from approximately 5 to 30 feet. The general subsurface profile encountered in the borings (BH-3 to BH-5) in the area of the Camper Services Building consisted of approximately 6 inches of road base and clayey fill, over highly weathered hard granite that when disturbed would classify as a silty sand with gravel. The general subsurface profile encountered in the borings in currently undisturbed areas (BH-1, 2, 6, 7, 8, 9, 16) consisted of approximately 6 to 12 inches of topsoil over highly weathered hard granite which recovered classified as sand and gravel. The general subsurface profile encountered in the borings along the current Road A alignment constructed with Phase 2 consisted of 2 to 3 feet of coarse sand with clay and gravel fill overlaying medium dense to hard highly weathered granite that can be described as silty sand that is reddish brown, medium grained with fine gravel. The Davis Ponds area consisted of 6 inches of topsoil or fill, overlaying large boulders and cobbles with highly weathered granitic sands and silts.

3.3 Groundwater

Groundwater was not observed during drilling in any exploratory boring. However, groundwater levels tend to fluctuate throughout the year, and will vary depending on precipitation, site grading, dewatering, and other environmental factors. Groundwater could be present in other areas onsite and perched groundwater conditions may exist on the site. Piezometers were not installed during this geotechnical investigation and long-term groundwater data is not known at this time.

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4.0 GEOTECHNICAL LABORATORY TESTING PROGRAM

A geotechnical laboratory testing program was performed to classify and evaluate the engineering properties of soils sampled during the geotechnical investigation. The sampling techniques used (i.e., split spoon samplers, and samples), result in disturbed samples of the soil and bedrock for laboratory testing.

Soil samples were transported to a local, accredited geotechnical laboratory for testing. The following laboratory tests were used to classify and evaluate the samples collected:

◼ Moisture Content (ASTM D2216, 2010) ◼ Standard Laboratory Compaction (ASTM D698, 2012) ◼ Grain Size Analysis (ASTM D422-63, 2007) ◼ LA Abrasion (ASTM C131, C Method) ◼ Water Soluble Sulfates (ASTM C1580-15) ◼ Soil Conductivity/Resistivity (AASHTO T288, 1991)

The laboratory test results are summarized on Table 4-1. The minus No. 200 sieve content of the decomposed granitic sand samples ranged from 5.9 to 27.8 percent by weight.

Three bulk samples of the sands were tested to determine the moisture-density relationship of potential fill materials. These tests indicate a maximum dry density ranging from 117.9 to 128.7 pcf, with optimum moisture contents ranging between 8.3 and 10.2 percent when tested using ASTM D698 test procedures.

LA Abrasion tests the aggregate had a percentage loss of 52%. This value indicates the aggregate is not suitable for use as road base and/or pavement aggregate.

Detailed test results of all the laboratory tests performed for this geotechnical investigation are included in Appendix B.

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Table 4-1: Results of the geotechnical laboratory testing program

Standard Proctor Sample Location Gradation Water (ASTM D698) Laboratory Bulk LA Soluble Maximum Optimum Soil Resistivity Silt/ Specific Abrasion Sulfates Dry Moisture Gravel Sand Classification Boring Depth (ft) (ohm*cm) Clay Gravity (% loss) (%) Density Content (%) (%) (%) (pcf) (%) BH-02 5 to 7.5 0.05 17,000 117.9 8.3 23 71 6 - 52 SW-SM BH-09 5 to 8 0.00 8,000 128.7 8.8 24 61 15 2.52 - SM BH-09a 5 to 8 - - - - 19 65 16 - - SM BH-16 5 to 9 0.00 9,000 122.7 10.2 15 69 16 2.40 52 SM BH-17 10 - - - - 0 68 32 - - SM

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5.0 GEOTECHNICAL RECOMMENDATIONS

5.1 General

Tetra Tech’s recommendations for the site are based on data presented in this report, which include 21 exploratory borings drilled at the location noted on EXHIBIT A. Subsurface conditions presented in this report are specific to the conditions encountered in the borings drilled for this study. Subsurface variations may exist which may not be indicated by the exploratory boring program or due to future changes from the proposed layout. If variations or unexpected conditions are encountered during construction, or if the site layout for structures is changed, Tetra Tech must be informed as recommendations presented in this report may be affected.

A summary of the geotechnical recommendations available for site development and construction of the proposed structures are presented below.

5.2 Shallow Foundations and Retaining Structures

Based on the subsurface conditions encountered around the proposed Camper Services Building and proposed Dines Cabins, the structures can be founded on a continuous perimeter foundation with interior spread footings. Additionally, the proposed picnic shelters at Group Picnic Area #2 can be founded on structural slabs or spread footings, provided the recommendations below are followed. Disturbance of the sandy residual granite soils may occur during footing excavation. Therefore, Tetra Tech recommends the footing excavations be scarified, moisture conditioned, graded, and compacted as described below to mitigate risks of differential settlement during loading. The spread footing foundations should be designed and constructed as follows:

◼ The base of the spread footing foundations should be placed at a minimum depth of 36 inches below finished grade, on undisturbed soil for frost protection. Finished grade is the lowest adjacent grade for the footings. ◼ Spread footings should have a minimum width of 18 inches. ◼ Tetra Tech recommends that the excavation should extend 3 feet laterally beyond the limits of the footings. ◼ The soils disturbed during excavation should be moisture conditioned to within -4% to +2% of optimum moisture content, replaced in the excavation in loose lifts no thicker than 8 inches, and compacted to 100% of maximum dry density with a vibratory compactor per the Standard Proctor as determined by ASTM D698. ◼ The maximum allowable bearing pressure of the compacted native sand or compacted structural fill is 3,000 psf. Footings that bear on the highly weathered bedrock may be designed for a maximum allowable bearing pressure of 8,000 psf. These bearing pressure values are the pressure which may be transmitted to the foundation soil in excess of the final minimum surrounding overburden pressure and may be increased by one-third when considering short- term wind or seismic loading conditions. ◼ Total settlement associated with this maximum allowable bearing pressure is anticipated to be less than 1 inch. Footings should be proportioned to provide uniform bearing pressures to reduce the potential for differential settlement. Proper drainage should be provided during design and construction to reduce settlement potential.

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◼ An allowable coefficient of sliding friction (for concrete cast against sandy soil) of 0.45 (US Navy,1982) can be used for design. ◼ A representative of the geotechnical engineer should observe the footing excavations to observe the excavations are clean of loose material and bear on suitable material. If the bearing material is observed to be unsuitable, further excavation, compaction at the base of the footing, or over-excavation and placement of approved structural fill may be required. The foundation excavation should be protected from runoff, and multiple wetting and drying cycles. Foundation excavations should not be left open for extended periods of time. Foundation subgrades can degrade and weaken after repeated wetting and drying cycles. ◼ An equivalent fluid pressure for retaining structure design may be used. The at-rest condition is recommended. An at-rest earth pressure (based on level backfill) of 50 pcf is recommended. Active earth pressure (based on level backfill) of 32 pcf is recommended as an equivalent fluid unit weight and assuming the use of the on-site sandy soils for backfill. A passive earth pressure (based on level backfill) of 330 pcf. Movements of 0.6% are needed for the active condition, while movements of 2% to 6% are needed for passive conditions loads to be developed. The lateral earth pressures presented herein are not applicable for saturated soils. ◼ Free draining material and a drainage outlet should be placed behind retaining structures to prevent the buildup of groundwater and pore pressures. Positive drainage is required for long- term stability of retaining structures. ◼ Fill placed adjacent to structures should be graded to allow drainage away from structures. Care should be taken when compacting backfill against retaining and foundation walls. To reduce temporary construction loads on the walls, heavy equipment should not be used for placing and compacting backfill within 3 feet of the wall. Tetra Tech recommends that hand- operated equipment be used to compact soils adjacent to walls.

5.3 Site Preparation and Earthwork

All topsoil, debris, organics, and other deleterious materials should be removed a minimum lateral margin of 5 feet beyond the perimeter of proposed structures, fills, pavements, and slab areas. Exposed surfaces should be free of mounds and depressions that could prevent uniform compaction of the subgrade. If unexpected fills or underground facilities are encountered during site clearing, such features should be removed, and the excavation thoroughly cleaned prior to backfill placement and/or construction. All excavations should be observed by the geotechnical engineer prior to fill placement. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscape areas after completion of grading operations. Exposed subgrade areas which will support fill, floor slabs and/or pavement, once properly cleared, should be scarified to a minimum depth of 12 inches, conditioned to within 2% of optimum moisture content and properly compacted. It is anticipated that excavations into the on-site highly weathered granite can be accomplished with conventional earthmoving equipment by means of ripping and excavating. If excavations need to penetrate the harder, less residual granite, ripping may be required.

The presence of bedrock outcropping and surface boulders, may have an impact on cut and fill operations within the Phase 3 project areas.

Structural fill, defined as any fill which will support structural loads, should be sampled and tested prior to construction. Structural fill material should be non-expansive when placed and compacted to within -4% to +2% of optimum moisture content and to at least 100% Standard Proctor density. The structural fill soils classify as a coarse-grained material (sand or gravel) by the Unified Soil Classification System (USCS),

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and have a liquid limit (LL) less than 35 and plasticity index (PI) less than 15. Structural fill should not contain particle sizes greater than three (3) inches. Geotechnical laboratory testing presented in the report indicates that onsite highly weathered granite may be suitable for use as structural fill. All fill materials should be approved for use by the geotechnical engineer prior to placement.

Common fill, defined as any fill not supporting structures, can consist of on-site soils excavated during site grading activities. Common fill should have a maximum particle size of 6 inches.

Structural, common, and aggregate base fill beneath pavements should be compacted to the following recommendations:

Percent of Maximum Material Dry Density (ASTM D698) On-site soils or approved imported structural fill: Beneath foundations* ...... 100 Beneath slabs* ...... 98 Beside footings* ...... 95 Common backfill (in areas not to receive structures or pavements)* ...... 95 * Note: Fill soils to be compacted within two percentage points of optimum moisture as determined by ASTM D698.

Fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce the even recommended moisture contents and densities throughout each lift. Fill shall not be placed on frozen ground and frozen soils shall not be used as fill or backfill. The native sands and gravel have a high LA Abrasion value (52). Large LA abrasion values can signify that excess particle breakage during compaction may occur. Compaction methods using localized contact pressures, such as sheepsfoot rollers are not recommended in order to reduce particle breakage during compaction. Plate or drum compaction may reduce particle breakage during compaction. Additional Proctor tests may be required during construction to ensure field conditions during construction are similar to conditions found in the lab.

Prior to placement of footings and floor slabs, the subgrade should be proof-rolled, using equipment approved by the engineer. The subgrade preparation should be firm and unyielding and approved by the engineer prior to placement of concrete. The contractor should anticipate soil conditions that vary from optimum moisture content.

For permanent slopes in compacted fill areas, recommended maximum slope angles of 3:1 (horizontal to vertical) for on-site materials are recommended. If steeper slopes, heavy surcharge loads, or fills higher than 8 feet are required for site development, stability analyses should be completed to design the grading plan.

For permanent slopes in excavation areas, recommended maximum slope angles of 2.5:1 (horizontal to vertical) are recommended. If steeper slopes or excavation greater than 8 feet are required for site development, slope stability analyses should be performed prior to excavation.

Excavations at the site may encounter caving soils, raveling soils, and possibly groundwater, depending upon the final depths of excavations. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of the excavation. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Trench construction activities should be

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performed in accordance with current OSHA excavation and trench safety standards. The on-site soils (maximum particle size of 6 inches) would be suitable for trench backfill. Utility trench backfill should be placed and compacted in accordance with the recommendations previously provided in this section of the report. All pipes and conduits should be properly bedded. The soils trenched for construction of pipes and conduits may vary significantly across the site. The contractor should verify the existing conditions throughout the proposed area of excavation. The conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions during construction.

Below grade wall design should incorporate lateral earth pressures on the wall due to the backfill as described in previous sections of this report. Should the walls be constructed below the groundwater surface, hydrostatic forces should also be considered in design of the walls. Care should be taken when placing fill behind foundation walls or earth retaining structures. Higher compaction efforts may result in additional stress applied to the wall and may cause undue distress. Backfill placement behind foundation walls and earth retaining structures should be placed evenly.

5.4 Slabs-on-Grade

Slabs-on-grade should be placed on a minimum 6-inch thick granular base course layer (i.e., CDOT Class 6 ABC or native soils) bearing on compacted structural fill or highly weathered granite soil. Residual granite surfaces to receive slabs on grade should be graded to provide a uniform bearing surface. Slab subgrade soils should be moisture conditioned and compacted with a suitable heavy self-propelled vibratory compactor. Additional recommendations regarding placement and compaction are provided in the Site Preparation and Earthwork section of this report.

Additional floor slab design and construction recommendations are as follows:

◼ Positive separations and/or isolation joints should be provided between the slabs and all foundations, columns, or utility lines to allow independent movement. ◼ Control joints should be provided in slabs to control the locations and extent of cracking. Control joint spacing is a function of slab thickness, aggregate size, slump, and curing conditions. The requirements for concrete slab thickness, joint spacing, and reinforcement should be established by the designer based on experience, recognized guidelines, and the intended slab use. Placement and curing conditions will have an impact on the final concrete slab integrity. ◼ A minimum 6-inch layer of Colorado Department of Transportation (CDOT) Class 6 Aggregate Base Course (ABC) underlaying poured slabs. The ABC should be compacted in accordance recommendations provided in the Site Preparation and Earthwork section of this report. ◼ Interior trench backfill placed beneath slabs should be compacted in accordance with recommendations provided in the Site Preparation and Earthwork section of this report. ◼ Floor slabs shall not be constructed on frozen subgrade.

Slab-on-grade foundations should be constructed on select structural fill or native sand with a minimum subgrade support modulus (k1 x 1) of 250 pci (based on a 1-foot square plate load test). However, depending on how the slab load is applied, the subgrade support modulus value must be geometrically modified. The value should be adjusted for larger areas using the following expression for the cohesionless fill: 퐵 + 1 2 푘 = 푘 ( ) 퐵 푥 퐵 1 푥 1 2퐵 where: k B x B = coefficient of vertical subgrade reaction of loaded area (pci)

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k 1 x 1 = coefficient of vertical subgrade reaction for 1 x 1 square foot area (pci), and B = width of area loaded in feet

Once k B x B is obtained, the value should be adjusted further to account for the rectangular (L x B) dimensions of the foundation by using the expression below: 0.5퐵 푘퐵 푥 퐵 (1 + 퐿 ) 푘 = 1.5 where: k = coefficient of vertical subgrade reaction of the rectangular foundation (L x B) (pci).

5.5 Seismic Design Criteria

The project site is located in a geographic region considered to have low potential for strong ground motion in response to seismic events. The ASCE 7 Hazard Tool web application, updated in 2017, provides seismic design parameter values for various design codes on a site-specific basis. These design parameters for the Staunton State Park can be found in Table 5-1, below. ASCE 7-16 design criteria is based on an event with a 2 percent probability of exceedance or in other words a 98 percent probability of not being exceeded in any 50-year period (American Society of Civil Engineers, 2017). Based on the ASCE 7 Hazard Tool web application, the peak ground acceleration at Staunton State Park having a 2 percent probability of exceedance in any 50-year period is 0.111g.

The ASCE 7 Hazard Tool presents spectral response acceleration data in bedrock for short (0.2 sec) periods (Ss) and for long (1 sec) periods (S1) for similar probability and 50-year return periods. Per ASCE 7-16 design procedures, these acceleration data are then adjusted upward or amplified depending on soil classification to reflect magnification effects as the earthquake wave energies pass from bedrock into soil. The values are then reduced by a factor that accounts for partial damping of the wave energy by the structure. The final values obtained (known as SDS and SD1) become the basis for the structural design and in this case at Staunton State Park site are estimated as 0.17g (SDS) and 0.073g (SD1). The data is summarized in Table 5-1 below.

The methods of ASCE 7-16 also require the properties of the soil and bedrock at a proposed site be classified as one of several site classes. The seismic design parameters for this site include a seismic zone soil profile type of C. Site class C corresponds to a very dense soil and soft rock profile in the top 100 feet with an undrained shear strength between 1,000 psf and 2,000 psf and standard penetration resistance values greater than 50 blows per foot. This classification is based on the laboratory test data and exploration boring information.

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Table 5-1: Earthquake and Seismic Design Parameters

Latitude Longitude Site Site (North) (West) PGA Ss S1 Class FPGA Fa Fv PGAM SDS SD1 Staunton State Park 39.501 -105.377 0.111 0.213 0.064 C 1.2 1.2 1.7 0.133 0.17 0.073

Notes: PGA = Peak Ground Acceleration Ss = 0.2 sec. Spectral Acceleration Coefficient S1 = 1.0 sec. Spectral Acceleration Coefficient Fa = 0.2 sec. Spectral Acceleration Site Coefficient Fv = 1.0 sec. Spectral Acceleration Site Coefficient FPGA = Peak Ground Acceleration Site Coefficient Return period = 2% Time period = 50 years

Tetra Tech November 2019 11 Staunton State Park Phase 3 Geotechnical Investigation Report

5.6 Exterior Flatwork

Exterior slabs-on-grade and pavements should be isolated from building foundations. Exterior flatwork adjacent to structures that is relatively sensitive to movement, such as entry areas, should be provided with subgrade of the same type and to the same depths as for the building floors. Less sensitive areas of flatwork, such as sidewalks away from doorways and flatwork away from the building may be prepared similar to that used for the pavement subgrade areas.

5.7 Surface Drainage

Establishing good site drainage is the responsibility of the site designer and general contractor. Final grading plans should reflect the recommendations presented herein. Proper surface drainage is important for acceptable performance of structures during construction as well as after construction is complete. Maintaining good site drainage after construction is the responsibility of the Owner.

Excessive wetting or drying of the foundation and slab subgrades should be avoided during construction. The ground surface surrounding the exterior of structures should be sloped to drain away from foundations in all directions. We recommend a minimum of 6 inches in the first 10 feet in unpaved areas. Site drainage within the 10-foot zone should be designed to promote runoff and reduce infiltration. Pavements should be designed with a 2% cross sectional grade to promote drainage of stormwater away from the pavement surface. Ponding water should not be allowed in backfill material, in a zone within 10 feet of foundation walls, or on pavement surfaces. is greater. Roof downspouts and drains should discharge beyond the limits of all backfill.

5.8 Utility Trenches and Excavations

This geotechnical study did not include a detailed analysis of slope stability for any temporary excavation condition or permanent fill slopes. Slope stability analysis for excavations greater than 6 feet, measured from crest to toe of the slope, should be performed prior to excavation.

Any trench construction activities should be performed in accordance with current OSHA excavation and trench safety standards. The on-site soils would be suitable for trench backfill. Utility trench backfill should be placed and compacted in accordance with the recommendations previously provided in this section of the report. All pipes and conduits should be properly bedded. On-site materials would generally classify as an OSHA Type B or Type C soil. As such, temporary and shallow trench slopes should not exceed 1.5:1 (horizontal to vertical). If safe side slopes cannot be maintained due to soft, weak soil conditions, then the excavation sides should be flattened, shielded, or shored in accordance with current OSHA standards.

The soil conditions expected for the proposed excavations may vary across the site. The contractor should verify the conditions which exist throughout the proposed area of excavation. The conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions.

5.9 Pavement Recommendations

Pavement recommendations and profiles from the Staunton State Park Phase 2 study from 2015 will be used for the Phase 3 roadways. Soil and subsurface conditions found during the 2015 investigation are similar to those encountered during the 2019 investigation. The 2015 study recommends 4 inches of hot mix asphalt (HMA) overlaying 8 inches of CDOT Class 6 Aggregate Base Course (ABC). All placement and compaction of pavement materials should conform to CDOT specifications. If no changes in traffic volume

Tetra Tech November 2019 12 Staunton State Park Phase 3 Geotechnical Investigation Report

and vehicle types are expected, then the 2015 recommendation may be used. If a change in traffic conditions or growth rate are expected, then further pavement analysis should be performed.

5.10 Special Considerations – Radon Gas

Pikes Peak granite is known to contain high radon levels. Radon gas is a radioactive, colorless, odorless, tasteless gas that can increase the risk of contracting lung cancer. Radon can also be found in domestic water wells that are completed in Pikes Peak granite. Considerations should be made for reducing the risk of radon exposure in the proposed Phase 3 structures.

Tetra Tech November 2019 13 Staunton State Park Phase 3 Geotechnical Investigation Report

6.0 GEOTECHNICAL RISK

The concept of risk is an important aspect of any geotechnical evaluation. Analytical methods used by geotechnical engineers are generally empirical and must be tempered by engineering judgment and experience. Therefore, the solutions or recommendations presented in any geotechnical evaluation should not be considered risk-free, and more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as predicted, desired, or intended. The engineering recommendations presented in the preceding sections constitute Tetra Tech’s best estimate of those measures that are necessary to help a structure perform in a satisfactory manner and are based on the information generated during this and previous evaluations and Tetra Tech’s experience in working with these conditions.

Tetra Tech November 2019 14 Staunton State Park Phase 3 Geotechnical Investigation Report

7.0 LIMITATIONS

This report was prepared in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design purposes for the subject project only. The analyses and recommendations presented in this report are based upon data obtained from the exploratory borings drilled, field observations, laboratory testing, our understanding of the proposed construction and other information discussed in this report. This report is not to be relied on by others nor is it to be relied upon for designs or structures differing from those described herein. It is possible that subsurface conditions may vary between or beyond the area explored. The nature and extent of such variations may not become evident until construction. If variations appear evident, it may be necessary to re-evaluate the recommendations of this report.

Tetra Tech recommends that all geotechnical related work, including foundation construction, subgrade preparation, and fill placement, be observed by a representative of Tetra Tech. The representative will perform and/or coordination appropriate testing to verify the geotechnical conditions which have been anticipated during the preparation of this report.

Tetra Tech’s professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No warranty, express or implied, is made. We have prepared the report as an aid in design of the proposed project. This report is not a bidding document. Any contractor reviewing this report must draw his or her own conclusions regarding site conditions and specific construction techniques to be used on this project.

This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner or other design professionals are concerned about the potential for such contamination, then other studies should be undertaken.

Tetra Tech November 2019 15 Staunton State Park Phase 3 Geotechnical Investigation Report

8.0 REFERENCES

AASHTO. (1986). AASHTO Guide for Design of Pavement Structures. American Association of State Highway Transportation Officials.

AASHTO T288. (1991). Standard Method of Test for Determining Minimum Laboratory Soil Resistivity. American Association of State Highway and Transportation Officials.

AASHTO T289. (1991). Standard Method of Test for Determining pH of Soil for Use in Corrosion Testing. American Association of State Highway and Transportation Officials.

AASHTO T290. (1991). Water Soluble Sulfate Content in Soil. American Association of State Highway and Transportation Officials.

AASHTO T291. (1991). Water Soluble Chloride Content in Soil (Method B extraction, analysis by ion specific electrode). American Association of State Highway and Transportation Officials.

American Concrete Institute. (2008). Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary. American Concrete Institute.

American Society of Civil Engineers. (2017). ASCE 7 Hazard Tool. Retrieved from ASCE 7 Hazard Tool Online: https://asce7hazardtool.online/

ASTM D2216. (2010). Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

ASTM D2487. (2017). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

ASTM D422-63. (2007). Standard Test Method for Particle-Size Analysis of Soils (Withdrawn 2016). West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

ASTM D4318. (2017). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

ASTM D4327. (2017). Standard Test Method for Anions in Water by Suppressed Ion Chromatography. West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

ASTM D698. (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)). West Conshohocken, PA: ASTM International. Retrieved from www.astm.org

Barry, G., Flaig, D., Godi, D., Brown, S., Edmundson, M., Epstein, G., . . . Swanson, M. (2010). Front Range Tree Recommendation List. Colorado Nursery and Greenhouse Association.

Braddock, W., & Cole, J. (1978). Preliminary geologic map of the Greeley 1 degree x 2 degree quadrangle, Colorado and Wyoming. Open-File Report OF-78-532. U.S. Geological Survey. Retrieved 2018

Bryant, B. (1976). Reconnaissance Geologic Map of the Bailey Quadrangle, Jefferson and Park Counties, Colorado. 1:24,000. United States Geological Survey.

Tetra Tech November 2019 16 Staunton State Park Phase 3 Geotechnical Investigation Report

Elias, V., Fishman, K., Christopher, B., & Berg, R. (2009, November). Corrosion/Degradation of Soil Reinforcements for Mechanically Stabilized Earth Walls and Reinforced Soil Slopes. (Publication No. FHWA-NHI-09-087). U.S. Department of Transportation Federal Highway Administration National Highway Institute.

Scott, G. (1978). Map showing geology, structure, and oil and gas fields in the Sterling 1 degree x 2 degrees quadrangle, Colorado, Nebraska, and Kansas. Miscellaneous Investigations Series Map I-1092. U.S. Geological Survey. Retrieved 2018

Tweto, O. (1979). Geologic map of Colorado. Colorado: U.S. Geological Survey. Retrieved 2018

Tetra Tech November 2019 17

EXHIBIT A

APPENDIX A: Boring Logs

Tetra Tech BOREHOLE BH-01 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8263 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1605414.43N, 3034092.3 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 8262.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Very dense. 14-38- SS 69 50/6"

5 SS 70 27-50/6" SW

SS 73 28-50/5"

10 27-43- SS 91 50/6" 11.5 8251.5 Bottom of borehole at 11.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-02 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8297 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1606178.53N, 3034259.15 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 8296.0 Highly weathered GRANITE. Recovered as well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Very dense. 16-35- SS 94 50/5"

5 28-47- SS 94 50/5" SW BULK 100

21-44- SS 97 50/6"

10 SS 67 31-50/3" 10.8 8286.3 Bottom of borehole at 10.8 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-03 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION 8320 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD ODEX Flight Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1606696.89N, 3034263.15 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 0.5 Parking surface/ asphalt 8319.5 FILL. Clayey sand and pulverized rock. Low plasticity clay, fine to coarse sand, some fine to medium gravel. Parking lot fill. Mottled orange and brown. Medium dense.

Fill 30-12-10 SS 100 (22)

5 5.0 8315.0 3-6-6 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar SS 100 (12) sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Moist. Medium Dense.

4-11-15 SS 100 SW (26)

10 10-12-16 SS 100 (28) 11.5 8308.5 Bottom of borehole at 11.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-05 1560 Broadway Suite 1400 PAGE 1 OF 2 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION 8318 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Moved to low point between BH-04 and BH-05 on drawing. Backfilled with cuttingsCOORDINATES 1606807.62N, 3034142.08 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 8317.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Very dense. 20-38- SS 97 50/6"

5 SS 91 36-50/5" SW

SS 0 50/6"

10 10.0 8308.0 SS 0 50/6" Highly weathered GRANITE. Recovered as Poorly graded GRAVEL. Fine to medium decomposing angular gravel, some coarse sand. Trace fines. Pink to white. Dry. Very dense.

GP

15 15.0 8303.0 SS 55 50/6" Highly weathered GRANITE. Recovered as Poorly graded SAND. Coarse granitic sand with trace fine gravel and silt. Pink to orange. Moist. Very dense.

20 SS 0 50/1"

SP

25

TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH 30 (Continued Next Page) Tetra Tech BOREHOLE BH-05 1560 Broadway Suite 1400 PAGE 2 OF 2 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 30 SS 0 50/2" 30.2 Bottom of borehole at 30.2 feet. 8287.8 TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-06 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION 8362 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1607570.46N, 3032937.5 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 8361.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Dense to very dense. 12-22-22 SS 100 (44)

5 20-22-22 SS 100 (44)

15-19-25 SS 100 (44)

10 15-25-28 SS 100 (53) SW

15 15-30-42 SS 100 (72)

20 17-28-30 SS 100 (58) 21.5 8340.5 Bottom of borehole at 21.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-07 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1608222.72N, 3034272.92 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. 12" Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry 1.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Motteled, orange to pink. Dry. Very dense. SS 78 44-50/3"

5 SW SS 40 50/5"

8.0 Bottom of borehole at 8.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:27 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:27 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-08 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/14/2019 COMPLETED 10/14/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1608294.44N, 3034715.74 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Dense to very dense. 13-20-25 SS 100 (45)

5 SS 96 31-50/6"

10 SS 0 50/6" SW

15 SS 0 50/2"

20 SS 50 33-50/2" 20.7 Bottom of borehole at 20.7 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-09 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/14/2019 COMPLETED 10/14/2019 GROUND ELEVATION 8494 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1608240.41N, 3035274.32 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry. 1.0 8493.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Medium dense. 4-5-9 SW SS 100 (14)

5 5.0 8489.0 9-13-14 Highly weathered GRANITE. Recovered as Well graded GRAVEL. Fine to coarse SS 100 (27) sub-angular gravel, with coarse sand and trace fines. Pink to brown. Dry. Medium dense.

GW

10 10.0 8484.0 8-11-11 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar SS 100 (22) sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Moist. Medium dense to dense.

15 9-9-9 SS 100 SW (18)

20 12-19-17 SS 100 (36) 21.5 8472.5 Bottom of borehole at 21.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-10 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Roadway over a fill slope. Backfilled with cuttings COORDINATES 1607475.47N, 3033757.67 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 6-9 SS 100 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to (15) medium gravel, trace to little low plasticity clay binder. Brown to orange. Moist. Medium dense.

6-12-10 SS 100 (22) SW 6-7-9 SS 100 (16) 5 6-7-8 SS 100 (15) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-11 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1607690.08N, 3033217.47 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 7-13-15 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to SS 100 (28) medium gravel, trace to little low plasticity clay binder. Brown to orange. Moist. Medium dense to dense. 14-19-23 SS 100 (42) SW 19-23-27 SS 100 (50) 5 11-22-25 SS 100 (47) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-12 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1608388.51N, 3033209.68 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 7-13-14 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to SS 100 (27) medium gravel, trace low plasticity clay binder. Brown to orange. Moist. Medium dense to dense. 10-16-18 SS 100 (34) SW 17-19-24 SS 100 (43) 5 12-17-18 SS 100 (35) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-13 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1609049.56N, 3032602.09 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 11-17-12 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to SS 100 (29) medium gravel, trace low plasticity clay binder. Brown to orange. Moist. Medium dense.

3-6-5 SS 100 (11) SW 3-4-10 SS 100 (14) 5 6-8-20 SS 100 (28) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-14 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1609510.1N, 3031704 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 10-10-8 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to SS 100 (18) medium gravel, trace low plasticity clay binder. Brown to orange. Moist. Medium dense.

5-5-7 SS 100 (12) SW 5-9-10 SS 100 (19) 5 5-8-10 SS 100 (18) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-15 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/15/2019 COMPLETED 10/15/2019 GROUND ELEVATION HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1610033.58N, 3030828.29 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 6-9-5 Well graded SAND with clay and gravel. Fine to coarse angular sand with some fine to SS 100 (14) medium gravel, little low plasticity clay binder. Brown to orange. Moist. Loose to medium dense. 4-4-3 SS 100 (7) SW 2-4-3 SS 100 (7) 5 2-3-6 SS 100 (9) 6.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-16 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/14/2019 COMPLETED 10/14/2019 GROUND ELEVATION 8547 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Drilled 20' east due to access restrictions. Backfilled with cuttings COORDINATES 1610397.91N, 3030455.86 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 TOPSOIL. Silty Sand, fine to coarse gravel. Grasses and organics. Gray. Dry.

SS 100 26-50/5" 3.0 8544.0 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Moist. Very dense. 5 SS 96 27-50/6"

SW BULK SS 91 45-50/5"

10 33-42- SS 63 50/4" 11.3 8535.7 Bottom of borehole at 11.4 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-17 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/14/2019 COMPLETED 10/14/2019 GROUND ELEVATION 8580 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1610800N, 3030283.7 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 FILL. Silty sand and organics placed as parking lot fill. Fill

2.5 8577.5 SS 91 39-50/5" Highly weathered GRANITE. Recovered as Poorly graded GRAVEL. Angular medium to coarse gravel, little fine to coarse sand, trace fines. Orange to brown. Dry. Very dense. GP

5 5.0 8575.0 8-17-47 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar SS 100 (64) sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Moist. Medium dense to dense.

SS 87 30-50/6" SW

10 10-9-17 SS 100 (26) 11.5 8568.5 Bottom of borehole at 11.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-18 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8175 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1605305.98N, 3030630.87 E

REMARKS MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 Fill 0.5 FILL. Roadway gravel and silty sand. Tan to brown. Dry. 8174.5 Silty SAND. Fine to coarse sand with silt. Little fine to coarse gravel. SM Tan to brown. Moist. 2.5 8172.5 8-17-14 Highly weathered GRANITE. Recovered as Well graded SAND. Fine SS 100 (31) to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Moist. Medium dense to very dense. 5 23-44-45 SS 100 (89) Pulverized rock SW and boulders heard in auger. SS 87 28-50/6"

10 SS 0 50/6" 10.5 8164.5 Bottom of borehole at 10.5 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-19 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8192 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1605573.82N, 3030700.39 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 Fill 0.5 FILL. Roadway fill. Fine to coarse sand with silt, some fine to coarse gravel. Grey. Dry. 8191.5 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse granitic sand. Many large boulders and cobbles in area. Could not advance past boulder at 7.5 feet. Very dense. SS 50 16-50/4"

SW 5 SS 0 50/3"

SS 67 34-50/3" 8.4 8183.6 Bottom of borehole at 8.4 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-20 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8201 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1605707.52N, 3030598.19 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 0.5 TOPSOIL. Sandy silt with grasses and organics. 8200.5 Well graded SAND. Fine to coarse granitic sand. Previously disturbed to approximately SW 2 feet. 2.0 8199.0 Large boulders and cobbles. Little sand and gravel in cuttings. Pulverized rock in shoe of SS 52 26-50/6" sampler.

5 SS 67 11-50/3" 6.0 8195.0 Bottom of borehole at 6.0 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-21 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/16/2019 COMPLETED 10/16/2019 GROUND ELEVATION 8209 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1605810.75N, 3030637.05 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 FILL. Well graded gravel and sand. Little low plasticity clay and organics. Parking lot fill, previously graded and disturbed. Fill

13-31-37 3.0 8206.0 SS 100 (68) Large cobbles and boulders. Weathered rock in shoe of sampler.

5 5.0 8204.0 SS 73 50/6" Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar sand with fine to medium highly weathered subangular decomposing gravel. Little clayey fines. Mottled, orange to pink. Moist. Medium dense to very dense.

10-12-17 SW SS 100 (29)

10 SS 67 28-50/3" 10.8 8198.3 Bottom of borehole at 10.8 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH Tetra Tech BOREHOLE BH-22 1560 Broadway Suite 1400 PAGE 1 OF 1 Denver, CO 80202 Telephone: 303-825-5999

CLIENT Colorado Parks and Wildlife PROJECT NAME Staunton State Park Phase 3 PROJECT NUMBER 200-280535-19001 PROJECT LOCATION Bailey CO DATE/TIME STARTED 10/14/2019 COMPLETED 10/14/2019 GROUND ELEVATION 8484 ft HOLE SIZE 8" DRILLING CONTRACTOR Authentic Drilling GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- LOGGED BY J Jansen CHECKED BY M Franke AT END OF DRILLING --- DRILL CREW RIG TYPE AFTER DRILLING --- NOTES Backfilled with cuttings COORDINATES 1607852.38N, 3035669.3 E

MATERIAL DESCRIPTION (ft) LOG BLOW LEVEL DEPTH WATER U.S.C.S. NUMBER GRAPHIC (N VALUE) COUNTS/6" RECOVERY % SAMPLE TYPE 0 FILL. Well graded angular gravel, fine to coarse granitic sand, some silt. Brown to orange. Dry. Dense.

Fill 4-13-18 SS 100 (31)

5 5.0 8479.0 6-11-13 Highly weathered GRANITE. Recovered as Well graded SAND. Fine to coarse angluar SS 100 (24) sand with fine to medium highly weathered subangular decomposing gravel. Trace fines. Mottled, orange to pink. Dry. Medium dense to very dense.

8-19-14 SS 100 (33) SW

10 SS 75 8-27-50/4"

12.5 8471.5 36-32- Highly weathered granite bedrock. Pink to white. Iron oxide staining. SS 75 50/4" SS 13.8 8470.2 50/0" Bottom of borehole at 13.8 feet. TETRA TECH GENERAL STANDARD - GINT STD US LAB.GDT - 11/21/19 08:28 - C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON LOGS.GPJ - 11/21/19 - GINT STD US LAB.GDT 08:28 - STANDARD C:\USERS\JACOB.JANSEN\DOCUMENTS\STAUNTON GENERAL TETRA TECH

APPENDIX B: Laboratory Results

TABLE 1 Summary of Laboratory Test Results Staunton State Park (200-280535-19001) 19.155, Tetra Tech

Standard Proctor Standard Proctor (ASTM Rock Corrected Sample Location D698) (ASTM D698) Gradation Natural Water Water Optimum Maximum Optimum Passing Moisture Soluble Soluble Laboratory Maximum Moisture Dry Moisture Silt/ No. 200 Bulk Depth Content Sulfates Chloride Resistivity Dry Density Content Density Content Gravel Sand Clay Sieve Specific Absorption LA Abrasion Boring (feet) (%) (%) pH (mg/L) (ohm*cm) (pcf) (%) (pcf) (%) (%) (%) (%) (%) Gravity (%) (% Loss) Soil Classification

BH-2 5 to 7.5 2.1 0.05 6.3 2.6 1.7 x 10,000 117.9 8.3 -- -- 23 71 6 5.9 -- -- 52* SAND, with gravel

BH-9 5 to 8 2.9 0.0 5.8 3.0 0.8 x 10,000 128.7 8.8 130.0 8.4 24 61 15 14.6 2.521.4--SAND, clayey, with gravel

BH-9.a** 5 to 8** 6.7** ------19** 65** 16** 15.7** ------SAND, clayey, with gravel

BH-16 5 to 9 3.2 0.0 6.9 4.0 9.0 x 1,000 122.7 10.2 124.0 9.9 15 69 16 15.3 2.40 3.5 52* SAND, clayey, with gravel

BH-17 10 10.6 ------0 68 32 27.8 ------SAND, clayey * LA Abrasion performed on a composite sample of BH-2 at 5' to 7.5' and BH-16 at 5' to 9' ** BH-9.a gradation was performed after the standard proctor testing of BH-9 at 5' to 8'

Summary of Laboratory Test Results 11.4.19 Page 1 of 1 GRADATION - SOIL AND AGGREGATE

Project Number: 19.155, Tetra Tech Date: 28-Oct-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921739 Reviewer: G. Hoyos Sample Location: BH-2 at 5' to 7.5' Visual Description: SAND, with gravel, brown

AASHTO M 145 Classification: Group Index: Unified Soil Classification System (ASTM D 2487): ()

Sieve Analysis (ASTM C 136 & AASHTO T 27) -#200 Wash (D 1140, C 117 & T 11) sieve size accum. mass, g % retained % passing Criteria dish ID -#4 fraction C 2" dish mass, g 187.9 1.5" wet soil bef. wash + dish, g 696.2 1" dry soil bef. wash + dish, g 685.8 3/4" 0.0 0.0 100 dry soil aft. wash + dish, g 647.3 1/2" 173.0 0.7 99 -#200, % 7.7 3/8" 845.0 3.2 97 Moisture Content #4 6,161.2 23.3 77 dish ID F #8 mass. of dish, g 124.2 #10 198.9 39.9 46 wet soil + dish, g 693.2 #16 286.5 57.5 33 dry soil + dish, g 681.6 #30 Moisture Content (%) 2.1 #40 384.5 77.2 17 Atterberg Limits (D 4318 & T 89/T90) #50 408.1 82.0 14 Liquid Limit (LL) #100 438.9 88.1 9 Plastic Limit (PL) #200 457.9 92.0 6.2 Plasticity Index (PI) Total 497.9 grams LL Criteria: Pan 459.6 PI Split Gradation Sample Mass Remarks: wet dry % Total Mass, g 26,920.5 26,497.3 100.0 +#4 Mass, g 6,161.2 6,161.2 23.3 -#4 Mass, g 20,759.3 20,336.1 76.7

In-Situ Density (Unit Weight) diameter, in. height (in.) sample mass, g diameter, in. height (in.) sample moisture content, % 2.1 diameter, in. height (in.) dry sample mass, g diameter, in. height (in.) wet density (unit weight), pcf avg. diameter avg. height in-situ dry density (unit weight), pcf

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Gradation 1921739 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 GRADATION PLOT - SOIL & AGGREGATE

Project Number: 19.155, Tetra Tech Date: 28-Oct-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921739 Reviewer: G. Hoyos Sample Location: BH-2 at 5' to 7.5' Visual Description: SAND, with gravel, brown

AASHTO M 145 Classification: Group Index: Unified Soil Classification System (ASTM D 2487): () 2" 1.5" 1" 3/4" 1/2" 3/8" 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 No.

100 Sieve Size % Passing

90 2" 1.5" 80 1" 3/4" 100 1/2" 99 70 3/8" 97 #4 77 #8 60 #10 46 #16 33 #30 50 #40 17 #50 14 #100 9

40 #200 6.2

% PASSING (by dry mass) dry (by PASSING % Moisture (M) & Density (D) 30 M, %: 2.1 D, pcf:

20 LL PL PI 10

D60 2.95 2.95 0.99 0.17 0 D30 0.99 D10 0.17 50.8 37.5 25.4 19.1 12.7 4.75 2.36 2.00 1.18 0.60 0.43 0.30 0.15 1.00 0.10 0.01 0.075 10.00 Cu 17.15 100.00 SIEVE SIZE, mm Cc 1.95

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Gradation 1921739 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 ASTM/AASHTO Compaction Test Procedure Designation: ASTM D 698 (Standard) Method: B

Laboratory Maximum Dry Unit Weight (Density): 117.9 pcf Laboratory Optimum Moisture Content (OMC): 8.3 %

125.0

Zero Air Void Curves - Curves of 100% Saturation for Sp.G. Equal to: 2.55, 2.60, 2.65, 2.70, 2.75, 2.80 120.0

117.9

115.0 DRY UNIT WEIGHT (DENSITY) - PCF - (DENSITY) WEIGHT UNIT DRY

8.3 110.0 0.0 5.0 10.0 15.0 20.0 WATER CONTENT - PERCENT OF DRY MASS Elev. or -#200, Sample Location LL PL PI Soil Description & Classification Moisture/Density Relationship (Proctor) Test Depth, ft % BH-2 5 to 7.5 6.2 SAND, with gravel, Project Number: 19.155, Tetra Tech Visual: brown Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) AASHTO: Drawn By: A. Wright Tested by: J. Holiman Checked By: G. Hoyos Date: 29-Oct-19 USCS: Date: 30-Oct-19 Lab ID Number: 1921739

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Proctor 1921739 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 SOIL CHEMICAL TESTS

Project Number: 19.155, Tetra Tech Date: 30-Oct-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921739 Reviewer: G. Hoyos Sample Location: BH-2 at 5' to 7.5' Visual Description: SAND, with gravel, brown

Dish+Wet Soil (g): Dish+Dry Soil (g): Dish Wt. (g): Air Dried Moisture Content (%):

Water Soluble Sulfate (Colorado Procedure CP-L-2103)

Dilution Reading, mg/LConcentration, ppm Concentration, % 100:1 5.0 500 0.05

pH (ASTM D 4972, 20g of -#10)

pH Meter Reading: 6.3

Water Soluble Chloride (HACH Method 8113, 100g of -#10)

Dilution Reading (mg/L) Result (mg/L) Initial 1.9 2.6

Resistivity (AASHTO T 288, -#10)

Readings (ohm*cm) 2.6 x 10,000 1.9 x 10,000 Lowest Resistivity 1.7 x 10,000 1.7 x 10,000 1.8 x 10,000 1.8 x 10,000

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Soil Chemical Tests 1921739 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 LOS ANGELES ABRASION (ASTM C131 or C535)

Project Number: 19.155, Tetra Tech Date: 1-Nov-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921737 & 1921739 Reviewer: G. Hoyos Sample Location: COMPOSITE: BH-16 at 5' to 9' & BH-2 at 5' to 7.5' Visual Description: SAND, with gravel, brown

ASTM C131 ASTM C535 Grading:GC rading: Passing Retained Mass, g Passing Retained Mass, g: 1 1/2" 1" 3" 2 1/2" 1" 3/4" 2 1/2" 2" 3/4" 1/2" 2" 1 1/2" 1/2" 3/8" 1 1/2" 1" 3/8" 1/4" 2,500.7 1" 3/4" 1/4" #4 2,500.1 Total Sample Mass, g: #4 #8 Total Sample Mass, g: 5,000.8

Number of Spheres: 8 Number of Spheres: 12 Mass of Spheres, g: 3,328.6 Mass of Spheres, g:

Initial Sample Mass, g: 5,000.8 Initial Sample Mass, g: Final Sample Mass, g: 2,378.0 Final Sample Mass, g: Mass of Loss, g: 2,622.8 Mass of Loss, g: Percent Loss, %: 52 Percent Loss, %:

Criteria:

Weight of Charges Per Grading Weight of Charges Per Grading (ASTM C131) (ASTM C535) Mass of Mass of Number of Charge Number of Charge Grading spheres (g) Grading spheres (g) A 12 5,000 ± 25 1 12 5,000 ± 25 B 11 4,580 ± 25 2 12 5,000 ± 25 C 8 3,330 ± 20 3 12 5,000 ± 25 D 6 2,500 ± 15

Comments:

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Rev. 03/12 Phone 303-220-0300 • www.cesareinc.com LAAbrasion 1921739 GRADATION - SOIL AND AGGREGATE

Project Number: 19.155, Tetra Tech Date: 28-Oct-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921738 Reviewer: G. Hoyos Sample Location: BH-9 at 5' to 8' Visual Description: SAND, clayey, with gravel, brown

AASHTO M 145 Classification: Group Index: Unified Soil Classification System (ASTM D 2487): ()

Sieve Analysis (ASTM C 136 & AASHTO T 27) -#200 Wash (D 1140, C 117 & T 11) sieve size accum. mass, g % retained % passing Criteria dish ID F 2" dish mass, g 164.6 1.5" wet soil bef. wash + dish, g 627.3 1" 0.0 0.0 100 dry soil bef. wash + dish, g 614.3 3/4" 87.6 0.4 100 dry soil aft. wash + dish, g 528.3 1/2" 516.3 2.2 98 -#200, % 19.1 3/8" 1,273.8 5.5 94 Moisture Content #4 5,416.9 23.6 76 dish ID A #8 mass. of dish, g 167.5 #10 140.5 31.2 53 wet soil + dish, g 593.2 #16 207.4 46.1 41 dry soil + dish, g 581.2 #30 Moisture Content (%) 2.9 #40 285.4 63.5 28 Atterberg Limits (D 4318 & T 89/T90) #50 307.4 68.4 24 Liquid Limit (LL) #100 338.0 75.2 19 Plastic Limit (PL) #200 361.7 80.4 14.9 Plasticity Index (PI) Total 449.7 grams LL Criteria: Pan 363.6 PI Split Gradation Sample Mass Remarks: wet dry % Total Mass, g 23,486.2 22,976.8 100.0 +#4 Mass, g 5,416.4 5,416.4 23.6 -#4 Mass, g 18,069.8 17,560.4 76.4

In-Situ Density (Unit Weight) diameter, in. height (in.) sample mass, g diameter, in. height (in.) sample moisture content, % 2.9 diameter, in. height (in.) dry sample mass, g diameter, in. height (in.) wet density (unit weight), pcf avg. diameter avg. height in-situ dry density (unit weight), pcf

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Gradation 1921738 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 GRADATION PLOT - SOIL & AGGREGATE

Project Number: 19.155, Tetra Tech Date: 28-Oct-19 Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) Technician: C. Zoetewey Lab ID Number: 1921738 Reviewer: G. Hoyos Sample Location: BH-9 at 5' to 8' Visual Description: SAND, clayey, with gravel, brown

AASHTO M 145 Classification: Group Index: Unified Soil Classification System (ASTM D 2487): () 2" 1.5" 1" 3/4" 1/2" 3/8" 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 No.

100 Sieve Size % Passing

90 2" 1.5" 80 1" 100 3/4" 100 1/2" 98 70 3/8" 94 #4 76 #8 60 #10 53 #16 41 #30 50 #40 28 #50 24 #100 19

40 #200 14.9

% PASSING (by dry mass) dry (by PASSING % Moisture (M) & Density (D) 30 M, %: 2.9 D, pcf:

20 LL PL PI 10

D60

0 D30 D10 50.8 37.5 25.4 19.1 12.7 4.75 2.36 2.00 1.18 0.60 0.43 0.30 0.15 1.00 0.10 0.01 0.075 10.00 Cu 100.00 SIEVE SIZE, mm Cc

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Gradation 1921738 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 ASTM/AASHTO Compaction Test Procedure Designation: ASTM D698 (Standard) Method: B Rock Corrected Values Laboratory Maximum Dry Unit Weight (Density): 128.7 130.0 pcf Laboratory Optimum Moisture Content (OMC): 8.8 8.4 % Corrected for 5.5% Gravel retained on 3/8" sieve per ASTM D4718 Bulk Specific Gravity (Dry) 2.52 Absorption (%) 1.4

135.0

Zero Air Void Curves - Curves of 100% Saturation for 130.0 Sp.G. Equal to: 2.55, 2.60, 2.65, 2.70, 2.75, 2.80 128.7

125.0

120.0 DRY UNIT WEIGHT (DENSITY) - PCF (DENSITY) WEIGHT UNIT DRY

8.8 115.0 0.0 5.0 10.0 15.0 20.0 WATER CONTENT - PERCENT OF DRY MASS

Elev. or -#200, Sample Location LL PL PI Soil Description & Classification Moisture/Density Relationship (Proctor) Test Depth, ft % BH-9 5 to 8 14.9 SAND, clayey, with Project Number 19.155, Tetra Tech Visual: gravel, brown Project Name: Staunton State Park ( T.T. Project No. 200-280535-19001) AASHTO: Drawn By: A. Wright Tested by: J. Holiman Checked By: G. Hoyos Date: 29-Oct-19 USCS: Date: 30-Oct-19 Lab ID Number: 1921738

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Proctor with Rock Correction 1921738 Phone 303-220-0300 • www.cesareinc.com Rev. 3/30/12 ASTM C127/AASHTO T85 SPECIFIC GRAVITY AND ABSORPTION OF COARSE AGGREGATE

Project Number: 19.155, Tetra Tech Date: 29-Oct-19 Staunton State Park ( T.T. Project No. Project Name: 200-280535-19001) Tested By: C. Zoetewey

Sample ID.: 1921738 Reviewed by: G. Hoyos

Sample Location: B-H09 at 5' to 8'

Visual Description: SAND, clayey, with gravel, brown

A = Mass of oven-dry specimen: 1167.0 g

B = Mass of saturated surface-dry sample in air: 1183.9 g

C = Mass of saturated test sample in water: 720.0 g

Density, pcf

Bulk Sp. G. = A = 2.516 157.0  CB

Bulk Sp. G. at SSD = B = 2.552 159.2  CB

Apparent Sp. G. = A = 2.611 162.9  CA A-B Absorption, % =  100 = 1.4% A

Remarks:

Corporate: 7108 South Alton Way, Building B • Centennial, Colorado 80112 Rev. 03/12 Phone 303-220-0300 • www.cesareinc.com Sp G-Coarse 1921738