ULYB049040_Geotech_report_Phase_A.pdf

1308 Adams I Kansas City, Kansas 66103

913.321.8100 I kctesting.com

Su

SUBSURFACE EXPLORATION

AND

GEOTECHNICAL ENGINEERING REPORT

MISSOURI AIR NATIONAL GUARD

CONSOLIDATED COMMUNICATIONS,

FSRT & TRAINING FACILITY

ST. JOSEPH, MISSOURI

PREPARED FOR

Mr. Stephen Bradley, P.E.

CH2M, Inc.

200 Verdae Boulevard

Greenville, South Carolina 29607

KCTE Project No. G20-16-284

January 16, 2017

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 1

SUBSURFACE EXPLORATION

AND

GEOTECHNICAL ENGINEERING REPORT

MISSOURI AIR NATIONAL GUARD

CONSOLIDATED COMMUNICATIONS, FSRT & TRAINING FACILITY

ST. JOSEPH, MISSOURI

KCTE Project No. G20-16-284

November 28, 2017

Submitted to:

Mr. Stephen Bradley, P.E.

CH2M, Inc.

200 Verdae Boulevard

Greenville, South Carolina 29607

Submitted by:

Kansas City Testing & Engineering, LLC

1308 Adams Street

Kansas City, Kansas 66103

Steven M. Bruer, R.G., P.E.

Sr Geotechnical Engineer\Engineering Geologist

Geotechnical Services Manager

Missouri P.E. Registration No. E-29050

Adam McEachron, P.E.

Geotechnical Engineer

Construction Services Manager

Missouri P.E. Registration No. 2010005591

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TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Site Description

1.2 Project Description

2.0 SUBSURFACE EXPLORTION

3.0 LABORATORY TESTING PROGRAM

4.0 SUBSURFACE CONDITIONS

4.1 General Site Stratigraphy

4.2 Groundwater

4.3 Infiltration Rate Estimate

4.4 Soil Corrosivity

5.0 RECOMMENDATIONS

5.1 Site Preparation

5.2 Engineered Fill

5.3 Settlement Monitoring

5.4 Excavations and Trenches

5.5 Foundation Recommendations

5.5.1 Allowable Bearing Pressure

5.5.2 Estimated Settlements

5.5.3 Construction Considerations

5.6 Slabs-On-Grade

5.6.1 Subgrade Preparation

5.6.2 Subgrade Proofroll

5.6.3 Foundation Perimeter Drainage

5.7 Seismic Design Considerations

5.8 Liquefaction Potential

5.9 Pavement Recommendations

5.9.1 Pavement Subgrade Preparation

5.9.2 Typical Sections – Asphaltic Cement Concrete (ACC)

5.9.3 Typical Sections – Portland Cement Concrete (PCC)

5.9.4 Construction Considerations

5.9.5 Drainage Considerations

5.10 Site Drainage

6.0 LIMITATIONS

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FIGURES (Attached)

Figure 1 – Site Location Plan Figure 2 – Boring Location Plan Figure 3 – Settlement Monitoring Device

APPENDIXES

A – Boring Logs B – Summary of Laboratory Test Results C – USGS Earthquake Probability Maps

D – General Notes and Soil Classification for Engineering Purposes

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1.0 INTRODUCTION

Kansas City Testing & Engineering, LLC (KCTE) has completed a geotechnical engineering evaluation for the proposed Missouri Air National Guard (MOANG) Consolidated Communications, FSRT & Training Facility in St. Joseph, Missouri. CH2M, Inc. authorized KCTE’s services through execution of Award/Contract No. 10006-7-106550, dated November 8, 2016.

The purpose of this geotechnical engineering evaluation was to evaluate the subsurface conditions and physical properties of the soils underlying the site, and based on that information provide geotechnical-related recommendations for design and construction of the proposed development.

1.1 Site Description

The proposed project site is located on the MOANG property at the Rosecrans Memorial Airport in St. Joseph, Missouri. The project site is currently grass-covered, and relatively level. The site location is shown in the attached Figure 1 – Site Location Plan.

1.2 Project Description

KCTE understands that a new single-story, slab-on-grade, building is planned. According to information provided by CH2M, the single-story building is anticipated to have column loads of up to approximately 75 kips. Floor loads will be approximately 125 pounds per square foot (psf). No basement level is planned. Paved parking and drive lanes are also planned.

A grading plan was not available at the time of this report. However, KCTE understands that approximately 7 feet of fill will be required to achieve the design grades for the project.

Stormwater runoff will be conveyed to the Phase B box culvert. However, soil infiltration testing has been performed for potential subsurface infiltration if required for the project.

2.0 SUBSURFACE EXPLORTION

The site subsurface conditions were explored with eleven (11) borings drilled on at the approximate locations shown on Figure 2 – Boring Location Plan. The borings were drilled between December 12, 2016 and January 7, 2017, using a CME 55 truck-mounted drill rig, equipped with hollow-stem augers. Mud rotary drilling techniques were used when groundwater was encountered in the boring.

Soil samples were obtained from the borings during drilling using standard penetration, split-barrel sampling techniques (ASTM D 1586) and hydraulically pushed thin-walled tube samples (ASTM D 1587). Four (4) samples were generally obtained in the upper 10 feet of each boring and then at 5-foot intervals thereafter to the bottom of the boring. The borings were generally drilled to depths of 10 to 50 feet below existing grades.

A field log was prepared for each boring. These logs contain visual classifications of the materials encountered during drilling as well as an interpolation of the subsurface conditions between samples. Final boring logs included in Appendix A represent our interpretation of the field logs and may include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their approximate thickness, and the depths at which the samples were obtained. This information includes soil and bedrock descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The stratifications

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 5 shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual.

The boring locations were established in the field using a hand-held global positioning satellite (GPS) device intended for personal use. Elevations at the boring locations, shown on the boring logs, were obtained from Google earth© and, therefore, should be considered approximate. If more precise boring locations and elevations are desired, we recommend that a professional surveyor locate the as-drilled locations of the borings.

Field samples obtained from the borings were returned to our laboratory where they were visually classified and logged. The field exploration and laboratory test results were utilized in the development of the geotechnical recommendations.

3.0 LABORATORY TESTING PROGRAM

Laboratory testing was performed on the soil samples to estimate pertinent engineering and index properties of the materials. Additionally, laboratory tests were performed to evaluate the corrosivity of the near-surface soils. The corrosivity tests were performed by ECS Lab Sciences under subcontract to KCTE. Results of the laboratory tests are presents on the boring logs in Appendix A and in Appendix B. Chain-of-custody documentation is also included in Appendix B. The laboratory testing program consisted of the following:

Visual classification (ASTM Designation D 2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure))

Moisture content tests (ASTM Designation D 2216, Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass)

Atterberg limits tests (ASTM Designation D 4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils)

Unconfined compression tests on soil (ASTM Designation D 2166, Standard Test Method for Unconfined Compressive Strength of Cohesive Soil) pH (EPA Test Method SW-846, 9045)

Soil Resistivity (EPA Test Method SW-846, 9050)

Soluble Sulfates (EPA Test Method SW-846, 9038)

Chlorides (EPA Test Method SW-846, 9252)

4.0 SUBSURFACE CONDITIONS

This section presents a general summary of the materials encountered in the borings. Specific subsurface conditions encountered at the boring locations are presented on the respective boring logs in Appendix A. The stratification lines shown on the logs represent the approximate boundaries between material types; the transitions may vary or be gradual.

The project site is located within the flood plain of the nearby Missouri River. In general, the alluvial deposits associated with the Missouri River typically consists of 10 to 15 feet of fine grained deposits (silt and clay) underlain by granular deposits (sand and gravel). The depth to bedrock in alluvial valley is reported to be approximately 100 feet.

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4.1 General Site Stratigraphy

In general, approximately 6 to 8 inches of topsoil was encountered in the borings. The topsoil was underlain by lean clay and/or silt. The silts and clays encountered in the borings were generally highly variable in consistency ranging from soft to very stiff. The fine grained soils continued to depths of approximately 3 feet to 13 feet below existing grade and were underlain by sand. The uppermost portion of the sands encountered generally consisted of silty sand. The silty sand was generally fine and very loose to medium dense. The silty sand, where encountered, continued to depths of approximately 3 feet to 18 feet below existing grade. The lowermost portion of the sands encountered in the borings consisted of poorly graded sand. The poorly graded sand was generally fine to medium and loose to hard.

4.2 Groundwater

Groundwater levels were obtained during drilling and approximately 24 hours after drilling. A summary of the measured groundwater levels is summarized below in Table 4-1. Groundwater levels may not have stabilized prior to backfilling the borings. Consequently, the indicated groundwater levels, or lack thereof, may not represent present or future levels. Groundwater levels generally vary significantly over time due to seasonal variation in precipitation, recharge or other factors not evident at the time of exploration.

Table 4-1 Summary of Approximate Depth to Groundwater in Borings

Boring No.

Ground

Elevation, feet (approximate)

Total Depth of Boring, feet

Approximate Depth to Groundwater During Drilling, feet

Approximate Depth to Groundwater 24

Hours After Drilling, feet

B-1 817 25 8.5 10.4

B-2 817 50 10.2 9.8

B-3 817 50 10 11.1

B-4 817 25 10 10.2

B-5 817 50 13 8.9

SW-1 817 25 8.5 9.6

SW-2 817 10 N/E 6

SW-3 817 25 9.8 9.8

P-1 817 10 9.8 9.8

P-2 817 10 6 N/E

P-3 817 10 N/E N/E

P-4 817 10 N/E 6

P-5 817 10 N/E 8

*N/E – not encountered

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4.3 Infiltration Rate Estimate

The field percolation test was performed following the procedure outlined in Appendix A - Infiltration Testing – Design Handbook for Low Impact Development Best Management Practices – Riverside County, California Flood Control Water Conservation District (2011). The infiltration rate of the subsurface materials within the footprint of the proposed stormwater basin was estimated by correlating a percolation rate to an infiltration rate. While the percolation rate is related to the infiltration rate, percolation rates tend to overestimate infiltration rates. The percolation rate was converted to a reasonable estimate of the infiltration rate using the generally accepted Porchet Method.

Three boreholes were drilled in a triangle pattern approximately 10 feet apart. Each borehole was drilled to a depth of 3 feet. Approximately 2 inches of clean gravel was placed in the bottom of each borehole. The boreholes were pre-soak for one hour. The boreholes were then filled with water to 6 inches below ground level and the percolation tests initiated. The tests were conducted for approximately 6 hours.

The infiltration rate was converted from the percolation date using the following equation:

It = H x 60 x r t x (r+2xHavg)

Where, It = infiltration rate at time t (inches/minute)

H = change in water height (head) over time t (minutes) r = radius of hole (inches) t = time interval (minutes) Havg = average water height (head) over time t (inches)

An average infiltration rate from the three boreholes was calculated to be 0.52 inches/minute. This calculated infiltration rate correlates with average infiltration rates for silty sandy clay materials (i.e., loams) published by the USDA National Resource Conservation Service (NRCS). The NRCS provides infiltration rates of sands to be greater than 0.8 inches/minute and loams to be in the 0.2 to

0.4 inches/minute.

4.4 Soil Corrosivity

Soil resistivity, pH, soluble sulfates, and chloride testing were conducted for selected samples obtained within the building footprint. The results of the laboratory tests are summarized below in Table 4-2. A copy of the laboratory test report is presented in Appendix B.

Table 4-2 Summary of Soil Corrosivity Laboratory Tests

Boring No.

Sample

Depth, feet

Soil Resistivity, ohms/cm pH Soluble

Sulfates, mg/kg

Chlorides, mg/kg

B-1 0 to 1 5,030 8.05 ND* 55.2

B-5 3-1/2 to 5 7,790 8.4 ND 41

*ND = not detected above 50 mg/kg the Reported Detection Limit (RDL).

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The laboratory analytical results indicate the soils to be mildly corrosive, primarily based on the measured soil resistivity levels. Corrosion protection for underground utilities and concrete structures below the natural ground surface is recommended. Encasement of underground utilities in polyethylene and the use of either Type II or Type V Portland cement should provide adequate corrosion protection.

5.0 RECOMMENDATIONS

The following geotechnical recommendations have been developed on the basis of the subsurface conditions encountered and our understanding of the proposed construction. Should changes in the project criteria occur, a review must be made by KCTE to evaluate if modifications to our recommendations will be required.

Our recommendations are provided on the basis that our understanding of the scope of the project, as previously described, does not change and that no significant variations in the subsurface conditions occur from those reported in the final boring logs. The boring logs depict subsurface conditions only at the specified locations on the site.

5.1 Site Preparation

Initial site preparation should consist of removal of topsoil in the proposed construction area. Based on the information developed during the subsurface exploration, we anticipate that up to approximately 8 inches topsoil will be encountered. However, topsoil removal should be adjusted during stripping to removal all topsoil and root systems of the trees. Topsoil should be wasted offsite or stockpiled for reuse in landscaped areas. After grubbing, scalping, stripping, and excavating to the proposed subgrade level or proposed start of fill level, soft zones should be undercut and replaced with engineered fill.

Subgrade preparation for fill areas should include scarifying the top 6 inches of the surface to provide better bonding. The subgrade should be dried or moisture conditioned as necessary and compacted to at least 95% of the material’s maximum dry density in accordance with ASTM D698.

After subgrade preparation and observations have been completed, fill placement may begin to establish construction grade.

The upper fine-grained soils encountered at this site are expected to be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather.

All slopes steeper than 5 horizontal to 1 vertical (5H:1V) in fill areas should be benched prior to placement of fill. The benching of slopes allows interlocking of the fill and the natural soils, and provides a platform for compaction of the fill. Benches should be cut at the fill progresses, and bench heights should be a maximum of 3 feet.

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5.2 Engineered Fill

After subgrade preparation has been completed, fill placement may begin to establish construction grade. The first layer of fill material should be placed in a relatively uniform horizontal lift and be adequately keyed into the stripped and scarified subgrade soils. Fill materials should be free of organic or other deleterious material, and have a maximum particle size less than 3 inches in any direction. Some of the on-site soils may be suitable for reuse as engineered fill provided deleterious materials are removed prior to its use as engineered fill. A densely graded, crushed stone aggregate, equivalent to KDOT AB-3 or MoDOT Type 5, is acceptable as engineered fill material. All fill material should be unfrozen and be approved by the geotechnical engineer. The geotechnical engineer should be notified at least 72 hours before fill is imported to the site, to sample and test the material. No imported material should be delivered to the site without proper sampling and testing.

Fill material should be placed in loose lifts having a maximum thickness of 8 inches and compacted to 95% of the maximum dry density in accordance with standard Proctor (ASTM D 698) at moisture contents between -2% and +3% of the optimum moisture content.

Backfill material over unsuitable soils (i.e., soft, wet, frozen, thawing, or spongy surface) or during unfavorable weather conditions should be prohibited. Where soil has been loosened or eroded by flooding or placement during rain, the damaged area should be removed and recompacted to the required density.

Placement of clay soils may be difficult during wet weather conditions. If the in-situ soils and imported clay soils are too wet and cannot be dried to near-optimum moisture within the construction schedule, they can be stabilized with the addition of lime or fly ash to provide a stable subgrade material. As an alternate to stabilized subgrade, granular material may be placed at the site surface to provide a working platform.

Backfilling of curbs, slab-on-grade, and other structures whose bearing surface is unprotected from water should be accomplished as soon as forms are removed to eliminate possibility of a loose subbase below the structure. Permanent slopes greater than 3 horizontal to 1 vertical (3H:1V) are not recommended.

5.3 Settlement Monitoring

KCTE understands that up to 7 feet of new engineered fill will be placed to establish grades in the proposed building area. Engineering analyses have been performed to estimate settlement of the soils beneath the proposed building due to the load imposed by the weight of the proposed engineered fill. Our evaluation indicates that approximately one (1) inch of total settlement is possible due to the new engineered fill. This estimated settlement is in addition to any settlement induced by foundation loads.

It is anticipated that most of the estimated settlement due to the weight of the fill will occur as the new engineered fill is placed. However, the remaining settlement may take 15 to 30 days after placement of the engineered fill. We recommend that a settlement monitoring program be implemented in order to evaluate when the settlement is essentially complete and construction can begin. The settlement monitoring program should consist of the placement of three (3) settlement monitoring devices within the limits of the new engineered fill. These devices should be placed at the existing ground surface prior to placing the new engineered fill. The devices should be surveyed at least two (2) times per week as the fill is placed and continuing until the survey data indicates that the settlement is essentially complete. The survey data should be provided to KCTE

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 10 as soon as it is available so that we may calculate the settlement in a timely manner so that an informed decision can be made regarding when construction may proceed in this area. A typical settlement monitoring device is presented in Figure 3.

5.4 Excavations and Trenches

All temporary slopes and excavations should conform to Occupational Safety and Health Administration (OSHA) Standards for the Construction Industry (29 CFR Part 1026, Subpart P).

Excavations in the native soils, and engineered fill should be possible with conventional excavation equipment. The contractor should review the boring logs to determine the appropriate method(s) for excavation at this site.

Deeper excavations for utilities will likely encounter groundwater. Groundwater flows will be high in deeper excavations. Dewatering methods should be selected by the contractor in order the maintain stable and safe excavations.

All excavations should be kept dry during subgrade preparation. Storm water runoff should be controlled and removed to prevent severe erosion of the subgrade and eliminate free standing water. Subgrade that has been rendered unsuitable from erosion or excessive wetting should be removed and replaced with engineered fill.

Trenches should be excavated so that pipes and culverts can be laid straight at uniform grade between the terminal elevations. Trench width should provide adequate working space and sidewall clearances. Trench subgrade should be removed and replaced with engineered fill if found to be wet, soft, loose, or frozen. Trench subgrade should be compacted to a minimum of 95% of the maximum dry density in accordance with ASTM D 698 at moisture contents between -2% to +3% of the optimum moisture content.

Granular bedding materials for pipes, such as well-graded sand or gravel, may be used provided that the bottom of the trench is graded so that water flows away from structure. Open-graded granular bedding may be used provided that a separation geotextile is used at the subgrade interface. Bedding material should be graded to provide a continuous support beneath all points of the pipe and joints. Embedment material should be deposited and compacted uniformly and simultaneous on each side of the pipe to prevent lateral displacement. Compacted control fill material will be required for the full depth of the trench above the embedment material. No backfill should be deposited or compacted in standing water.

Precautions should be taken by the contractor to avoid undermining the newly constructed foundations or existing building foundations. If needed, shoring and excavations supports should be designed to account for the existing structure loads.

5.5 Foundation Recommendations

Based on the subsurface conditions encountered and site preparation procedures outlined in the previous sections, the proposed building may be supported on spread footings founded in native soil or engineered fill. Recommendations for design and construction of spread footings are presented in the following sections.

5.5.1 Allowable Bearing Pressure

Footings founded in the recommended materials may be proportioned for a maximum allowable bearing pressure of 2,500 pounds per square foot (psf). The allowable bearing pressure is based

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 11 on a factor of safety of approximately three (3) with respect to shear failure of the foundation bearing materials.

Continuous wall footings should have a minimum width of 16 inches, and isolated spread footings should have a minimum width of 30 inches. Trench footings should have a minimum width of 12 inches to facilitate cleaning and evaluation of the bearing surface. All exterior footings and footings founded in unheated portions of the structures should be supported a minimum of 36 inches below final exterior grade to provide protection against frost penetration. All footings should be earth-formed, poured in neat excavations.

5.5.2 Estimated Settlements

Long-term structural settlement for spread footings designed and constructed as outlined above (including the recommended undercut) should be minor, 1-inch or less. Differential settlements should occur gradually across the proposed structure and be on the order of 3/4-inch or less.

5.5.3 Construction Considerations

Excavations for footings should be made with a smooth bucket tip (i.e., no teeth) in order to minimize disturbance of the foundation bearing surface. The base of all footing excavations should be free of all water and loose material prior to placing concrete. Concrete should be placed as soon as possible after excavating so that excessive drying or disturbance of bearing materials does not occur. Should the materials at bearing level become excessively dry or saturated, we recommend that the affected material be removed prior to placing concrete.

It is recommended that all footing excavations be evaluated and tested by a geotechnical engineer immediately prior to placement of foundation concrete. Unsuitable areas identified at this time should be corrected. Corrective procedures would be dependent upon conditions encountered and may include deepening of foundation elements, or undercutting of unsuitable materials and replacement with engineered fill.

5.6 Slabs-On-Grade

Assuming implementation of the recommendations provided herein are follow, it is KCTE’s opinion that concrete slabs underlain with at least 6 inches of stabilizing coarse aggregate can be designed using a modulus of subgrade reaction, k, of 175 pounds per square inch per inch of deflection (psi/in) for clay/silt soils and 225 psi/in for sand. Based on the recommendation herein, we anticipate floor slabs supporting a uniform load of 125 psf, or less, will settle less than approximately ½ inch. Potential vertical rise is not expected to be significant.

5.6.1 Subgrade Preparation

Observation and/or testing should be performed to identify soft or unstable soils that should be removed and replaced with engineered fill.

Any engineered fill placed within the upper 24 inches of the subgrade below slabs-on-grade should consist of low volume change (LVC) soils with liquid limits less than 45 and a plasticity index below

23. The 6-inch-thick drainage aggregate below the slab may be considered in the 24 inches of LVC below the slabs. The on-site soils at the locations sampled during this exploration generally meet these requirements. Compaction of low swell potential soil or crushed stone aggregate under the

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 12 slab should be to 95 percent of the maximum dry density as determined by ASTM D 698 at a moisture content between 0 and +4 percent of the optimum. It is very important that the subgrade soils be maintained at or above standard Proctor optimum moisture content until concrete is placed.

Any rutted subgrade should be repaired prior to placement of base rock to avoid a potential water trap and subsequent sub grade movement.

KCTE recommends that a minimum 6-inch-thick mat of open-graded (clean) stone, with maximum particle size of ¾-inch and less than 5 percent passing the No. 4 sieve (ASTM D448, No. 467, No.

57, No. 67, or engineer-approved equal) be placed beneath the floor slab to enhance the drainage.

The granular layer will ease construction, provide a capillary break, and aid in drainage.

To reduce the effects of differential movement, slabs-on-grade should not be rigidly connected to columns, walls, or foundations unless it is designed to withstand the additional resultant forces.

Floor slabs should not extend beneath exterior doors or over foundation grade beams, unless saw cut at the beam after construction. Expansion joints may be used to allow unrestrained vertical movement of the slabs. The floor slabs should be designed to have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage. We suggest joints be provided on a minimum spacing of 15 feet on center.

5.6.2 Subgrade Proofroll

After subgrade preparation has been completed, the building pad area should be proofrolled to evaluate for localized soft or otherwise unstable areas. Loose, soft or unstable areas observed will require stabilization, compaction, and or over-excavation of those areas. The proofroll should be observed by a geotechnical engineer or qualified representative. The proofroll should be performed prior to placement of the aggregate base.

5.6.3 Foundation Perimeter Drainage

KCTE recommends that a perimeter drain be installed around the building’s foundation. The drainage system should discharge to a suitable storm sewer system.

5.7 Seismic Design Considerations

The 2015 International Building Code requires a site class for the calculation of earthquake design forces. This class is a function of soil type (i.e., depth of soil and strata types). Based on the subsurface conditions of the site and the estimated shear strength properties of the materials in the upper 100 feet, Site Class “D” (i.e., stiff soil profile) is recommended for this project.

5.8 Liquefaction Potential

Liquefaction occurs when granular soil below the groundwater table is subjected to vibratory motions, such as those produced by earthquakes. With strong ground shaking, an increase in pore water pressure develops as the soil tends to reduce in volume. If the increase in pore water pressure is sufficient to reduce the vertical effective stress (suspending the soil particles in water), the soil strength decreases and the soil behaves as a liquid (similar to quicksand). Liquefaction can produce excessive settlement, ground rupture, lateral spreading, or failure of shallow foundations.

Four conditions are generally required for liquefaction of a soil mass to occur:

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1. The soil must be saturated,

2. The soil must be in a loose condition,

3. The soil must be relatively cohesionless, and

4. Ground shaking of sufficient intensity must occur to function as a trigger mechanism.

Liquefaction potential at the project site was evaluated using the 1997 NCEER Liquefaction Workshop methods. The 1997 NCEER methods utilize direct SPT blow counts (or CPT cone readings) from site subsurface exploration and earthquake magnitude/PGA estimates.

The resistance to liquefaction is plotted on a chart of cyclic shear stress ratio (CSR) versus a corrected SPT blow count, N(60). A magnitude (M) 5.0 earthquake and a ground acceleration of 0.17g were used in the analysis with a varying groundwater depth. Potentially liquefiable soils were identified for this site. However, according to the USGS, the probability of a M5.0 or greater earthquake occurring in the project area within the next 100 years is very small. Copies of the USGS Earthquake Probability Maps for the project area are presented in Appendix C.

5.9 Pavement Recommendations

Specific information on the type and volume of traffic was unavailable at the time of our subsurface exploration. We have assumed that traffic across the majority of the proposed parking areas will consist primarily of automobile and light truck traffic. Typical pavement sections for this type of traffic and facility are provided herein. A more thorough analysis of the pavement thickness design can be performed if data relating to volume and type of traffic are made available. Based on previous experience with the soil types encountered in the proposed parking lot, a CBR value of 3 was estimated for design of parking and drive pavement sections. The recommended pavement sections do not consider traffic loads from construction equipment.

5.9.1 Pavement Subgrade Preparation

Pavement subgrades should be prepared in accordance with the recommendations presented in the Site Preparation and Engineered Fill sections. Construction scheduling, involving paving and grading by separate contractors, typically results in a time lapse between the end of grading operations and the commencement of paving. Disturbance, desiccation, and/or wetting of the subgrade between grading and paving can result in deterioration of the previously completed subgrade. A non-uniform subgrade can result in poor pavement performance and local failures relatively soon after pavements are constructed.

We recommend that the pavement subgrades be proofrolled and the moisture content and density of the top 12 inches of subgrade be checked within two days prior to commencement of actual paving operations. If any significant event, such as precipitation, occurs after proofrolling, the subgrade should be reviewed by qualified personnel immediately prior to placing the pavement.

The subgrade should be in its finished form at the time of the final review.

5.9.2 Typical Sections – Asphaltic Cement Concrete (ACC)

Full depth asphaltic concrete pavements for parking areas utilized primarily by automobile traffic typically have a minimum thickness of 6.0 inches and drive lanes typically have a minimum thickness of 8.0 inches. Drive areas subject to heavy trucks, such as the area surrounding the dock, should have a minimum thickness of 9 inches. Alternatively, the full-depth asphaltic concrete pavement thickness could be reduced by 2 inches if the asphaltic concrete is supported on a 6-inch thick granular base such as MoDOT Type 5 or KDOT AB-3 aggregate. As an alternative to using

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 14 an aggregate base, consideration could be given to stabilizing the subgrade with fly ash to a depth of 9 inches. If the subgrade is stabilized, the asphaltic concrete thickness could be reduced by 2 inches. All asphaltic concrete pavements should be constructed with a minimum surface course thickness of 2 inches. The above sections represent minimum design thicknesses and, as such, periodic maintenance should be anticipated.

5.9.3 Typical Sections – Portland Cement Concrete (PCC)

Portland cement concrete pavements are recommended for all loading dock areas, trash receptacle pads, drive approaches, and other areas where heavy wheel loads will be concentrated. We recommend that the concrete pavements in these areas have a minimum thickness of 8.0 inches.

We also recommend that a 4-inch leveling and drainage course of clean, crushed rock be placed below all concrete pavements. The pavement subgrade should be graded to provide positive drainage within the granular base section. Appropriate sub drainage or connection to a suitable gravity outfall should be provided to remove water from the granular base.

5.9.4 Construction Considerations

Construction traffic on the pavements has not been considered in the above noted typical sections.

If construction scheduling dictates the pavements will be subject to traffic by construction equipment/vehicles, the pavement thickness should be reconsidered to include the effects of the additional traffic loading. Construction traffic should not be allowed on partially completed pavements as the pavements will not have adequate structural capacity and could be damaged.

Periodic maintenance of all of the pavements should be anticipated. This should include sealing of cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or near the pavement areas.

5.9.5 Drainage Considerations

If the asphaltic concrete sections are to include a granular base, the granular thickness should be uniform and the pavement subgrade should be graded to provide positive drainage of the granular base section. The granular section should be graded to adjacent storm sewer inlets or drainage ditches and provisions should be made to provide drainage from the granular section into the storm sewer. Drainage of the granular base is particularly important where two different sections of pavements (such as full-depth asphaltic concrete and Portland cement concrete with aggregate base) abut, so that water does not pond beneath the pavements and saturate the subgrade soils.

The performance of pavements will be dependent upon a number of factors, including subgrade conditions at the time of paving, rainwater runoff, and traffic. Rainwater runoff should not be allowed to seep below pavements from adjacent areas. All pavements should be sloped approximately 1/4 inch per foot to provide rapid surface drainage. Proper drainage below the pavement section helps prevent softening of the subgrade and has a significant impact on pavement performance and pavement life. Therefore, we recommend that a granular blanket drain be constructed at all storm sewer inlets within the pavement areas. The blanket drain should consist of clean, crushed stone aggregate extending a minimum of 6 inches below pavement subgrade level. The blanket drains should extend radially a minimum of 8 feet from each of the storm sewer inlets. The grade within the blanket drain should be sloped toward the storm sewer inlet, and weep holes should be drilled through the inlet to provide drainage of the granular section into the inlet. Placement of geotextile filter fabric across the weep holes could be considered to prevent loss of aggregate through the weep holes. These recommendations are very important for long-term performance of the pavements. Because pavements typically have relatively low factors

1308 Adams Street I Kansas City, Kansas 66103 I 913.321.8100 I kctesting.com Page 15 of safety, it will be very important that the specifications are followed closely during pavement construction.

Based on our experience with similar projects, irrigation systems are commonly installed in the landscaped areas adjacent to portions of the pavement areas. If such an irrigation system is to be installed, we recommend that consideration be given to installing subsurface drainage lines between irrigated areas and the planned pavements. It has been our experience that the quantity of subsurface seepage originating from irrigated areas can be substantial and can adversely affect the performance of the pavement subgrade. Therefore, consideration should be given to constructing edge drain lines along the pavements located adjacent to irrigated areas, to intercept and remove subsurface water flowing from beneath the pavements. These lines should be constructed behind the curblines, on the upgradient side of the pavements, and should be sloped to provide positive gravity flow to a suitable outfall.

5.10 Site Drainage

The site should be graded so that surface water flows away from structures. Where sidewalks or paving do not immediately adjoin the structure, protective slopes of at least 5% for a minimum of 10 feet from the perimeter walls are recommended. Roof drains, downspouts should also be directed away from buildings.

The site should also be graded to avoid water flows, concentrations, or pools behind foundations. If swales are designed at the top of the walls, proper line and slope should be considered to avoid any flow down behind walls. Special attention to sources of storm water from building roofs, gutter downspouts, paved areas draining to one point, is needed.

6.0 LIMITATIONS

This report is presented in broad terms to provide an assessment of the subsurface conditions and their potential effect on the adequate design and economical construction of the proposed structure.

Any changes in the design or location of the proposed structure should be assumed to invalidate the conclusions and recommendations given in this report until we have had the opportunity to review the changes and, if necessary, modify our conclusions and recommendations accordingly. It is recommended that the geotechnical engineer be afforded the opportunity of a general review of the final design plans and specifications prior to construction in order to determine if they are consistent with the conclusions and recommendations given in this report. For this project, these geotechnical document review services will be provided as part of the geotechnical report cost.

Particular details of foundation design, construction specifications or quality control may develop, and we would be pleased to respond to any questions that you may have regarding these details.

This report has been prepared with generally accepted geotechnical engineering practices used in this area at the time the report was prepared. No other warranty, expressed or implied, is made.

The conclusions and recommendations are based upon the data obtained from the borings drilled at the approximate locations shown in Figure 2 – Boring Location Plan. The nature and extent of the subsurface variations between borings may not become evident until excavation is performed. If during construction, soil, bedrock, fill, or groundwater conditions appear to be different than described in this report, we should be notified immediately so that re-evaluation of our recommendations may be made. On-site observation of foundation construction and sub-grade preparation by KCTE is recommended. The scope of our services did not include any environmental assessment or investigation for the presence of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this site.

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721 South Packard I Kansas City, Kansas 66105 I 913.321.8100 I kctesting.com Page 1

APPENDIX A

BORING LOGS

SPT

SPT

SPT

SPT

SPT

SPT

7-4-5 (9)

3-2-3 (5)

4-2-3 (5)

3-2-1 (3)

4-3-4 (7)

3-4-7 (11)

28 22

TOPSOIL

SILT - stiff, gray brown, moist, clayey

LEAN CLAY - medium stiff, gray brown, moist, silty

SILTY SAND - very loose, gray brown, moist to wet, fine

POORLY GRADED SAND - loose to medium dense, gray to gray brown, fine to medium, wet

616.7

32.2

25.5

30.5

NOTES Ground elevation approximate.

GROUND ELEVATION 817 ft NAD87

LOGGED BY Jess Shumway

DRILLING METHOD CME 55, 4.25 HSA, Mud Rotary

DRILLING CONTRACTOR KCTE GROUND WATER LEVELS:

CHECKED BY Steve Bruer

DATE STARTED 12/30/16 COMPLETED 12/31/16

AT TIME OF DRILLING 8.50 ft / Elev 808.50 ft

AT END OF DRILLING 10.40 ft / Elev 806.60 ft

AFTER DRILLING ---

HOLE SIZE 8 inches

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BORING NUMBER B-1

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PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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7 100 6-2-3

(5)

POORLY GRADED SAND - loose to medium dense, gray to gray brown, fine to medium, wet (continued)

- trace gravel below 20 feet

Bottom of borehole at 25.0 feet.

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BORING NUMBER B-1

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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2-2-5 (7)

3-9-10 (19)

3-3-2 (5)

4-5-6 (11)

92 34 22

TOPSOIL

LEAN CLAY - medium stiff, gray brown, moist, silty

SILT - very stiff, gray brown, wet, clayey

SILTY SAND - loose to medium dense, gray brown, fine, wet

POORLY GRADED SAND - loose to very dense, gray brown, fine to medium, wet

1228.9

33.2

NOTES Ground elevation approximate.

GROUND ELEVATION 817 ft NAD87

LOGGED BY Ron Wood

DRILLING METHOD CME 55, 4.25 HSA, Mud Rotary

DRILLING CONTRACTOR KCTE GROUND WATER LEVELS:

CHECKED BY Steve Bruer

DATE STARTED 1/7/17 COMPLETED 1/9/17

AT TIME OF DRILLING 10.20 ft / Elev 806.80 ft

AT END OF DRILLING 9.80 ft / Elev 807.20 ft

AFTER DRILLING ---

HOLE SIZE 8 inches

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BORING NUMBER B-2

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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4-3-4 (7)

8-11-12 (23)

4-4-6 (10)

12-15-10 (25)

POORLY GRADED SAND - loose to very dense, gray brown, fine to medium, wet (continued)

- trace to some gravel below 38 feet

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BORING NUMBER B-2

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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26-34-21 (55)

33-48-50 (98)

POORLY GRADED SAND - loose to very dense, gray brown, fine to medium, wet (continued)

Bottom of borehole at 50.0 feet.

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BORING NUMBER B-2

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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2-2-2 (4)

2-2-2 (4)

3-4-2 (6)

6-10-11 (21)

3-2-2 (4)

2-4-8 (12)

36 21

TOPSOIL

LEAN CLAY - soft, gray brown, moist, silty

SILT - soft to very stiff, gray brown, moist, clayey

POORLY GRADED SAND - medium dense to dense, gray to gray brown, wet

1537.9

27.7

26.1

28.6

NOTES Ground elevation approximate.

GROUND ELEVATION 817 ft NAD87

LOGGED BY Jess Shumway

DRILLING METHOD CME 55, 4.25 HSA, Mud Rotary

DRILLING CONTRACTOR KCTE GROUND WATER LEVELS:

CHECKED BY Steve Bruer

DATE STARTED 12/28/16 COMPLETED 12/29/16

AT TIME OF DRILLING 10.00 ft / Elev 807.00 ft

AT END OF DRILLING 11.10 ft / Elev 805.90 ft

AFTER DRILLING ---

HOLE SIZE 8 inches

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BORING NUMBER B-3

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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6-12-16 (28)

14-10-7 (17)

10-13-8 (21)

19-8-6 (14)

POORLY GRADED SAND - medium dense to dense, gray to gray brown, wet (continued)

- trace to some gravel below 30 feet

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BORING NUMBER B-3

CLIENT CH2M

PROJECT NUMBER G20-16-284

PROJECT NAME MO ANG - Consolidated Comm., FSRT & Training Facility

PROJECT LOCATION St. Joseph, Missouri

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