Geotechnical Engineering Report Northland Industrial Park

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GEOTECHNICAL ENGINEERING REPORT

NORTHLAND INDUSTRIAL PARK BUILDINGS 5 AND 6 NE 40ST STREET AND N NORFLEET ROAD KANSAS CITY, MISSOURI

PREPARED FOR NORTHPOINT DEVELOPMENT RIVERSIDE, MISSOURI

PREPARED BY OLSSON, INC. OLATHE, KANSAS

JANUARY 11, 2019

OLSSON PROJECT NO. A18-3359

1700 East 123rd Street · Olathe, KS 66061 · (913) 829-0078 · FAX (913) 829-0258

TABLE OF CONTENTS PAGE

A. PROJECT UNDERSTANDING A.1. Geotechnical Scope ...... 1 A.2. Site Description ...... 1 A.3. Project Description ...... 2

B. EXPLORATORY AND TEST PROCEDURES B.1. Field Exploration ...... 4 B.2. Laboratory Testing ...... 4

C. SUBSURFACE CONDITIONS C.1. Soil Stratigraphy ...... 5 C.2. Groundwater Summary ...... 5

D. GEOTECHNICAL CONSIDERATIONS ...... 7

E. SITE PREPARATION E.1. Building and Pavement Areas ...... 8 E.2. Structural Fill ...... 8 E.3. Surcharge ...... 9 E.4. Site Grading, Drainage and Groundwater Considerations ...... 10 E.5. Construction Equipment Mobility ...... 11

F. BUILDING AND STRUCTURES F.1. Shallow Foundation Design ...... 12 F.2. Seismic Site Classification ...... 13 F.3. Lateral Earth Pressure ...... 13

G. FLOOR SLAB SUBGRADE PREPARATION ...... 15

H. PAVEMENTS H.1. Pavement Subgrade Preparation ...... 16 H.2. Pavement Design ...... 17

I. CONCLUSIONS AND LIMITATIONS I.1. Construction Observation and Testing...... 18 I.2. Limitations ...... 18

APPENDICES Appendix A: Boring Location Plans Appendix B: Symbols and Nomenclature, Boring Logs

Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

A. PROJECT UNDERSTANDING A.1. GEOTECHNICAL SCOPE This Geotechnical Engineering Report presents the results of the subsurface exploration completed for the new warehouse buildings planned at Northland Industrial Park. Olsson, Inc. (Olsson) drilled 33 borings at the site as a part of this exploration. Three additional borings were located within the critical zone of the levee and were not drilled at this time. The locations of the borings are shown on the Boring Location Plans in Appendix A. Boring Logs are provided in Appendix B.

This report discusses the subsurface conditions encountered at the borings at the times they were completed. Based on this information, this report provides our opinions and geotechnical recommendations for foundation design parameters and floor slab subgrade preparation for the planned warehouse buildings. In addition, this report provides pavement subgrade preparation recommendations and minimum pavement thicknesses for new parking lots and drives.

A.2. SITE DESCRIPTION The proposed site is located north of the intersection of North Pleasant Avenue and Missouri Highway 210 in Kansas City, Missouri (Figure 1). Figure 1: Site Location

Project Site

(Google 2018)

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

At the time of our exploration, the site was generally grass covered. A levee bordered the site to the northeast. From our review of readily available historical aerial photographs obtained from Google Earth, the site was generally used for agricultural purposes. Our review also showed several drainage swales extending across the planned building pad locations (Figure 2). At times, these swales appeared to have standing water.

Figure 2: Drainage Swales

Drainage Swales

(Google 2015)

A.3. PROJECT DESCRIPTION The new construction is planned to consist of two new warehouse buildings. Building 5 will enclose about 575,000 square feet. Building 6 will enclose about 548,000 square feet. Parking and drive areas will encircle each of the buildings. The site plan is shown in Figure 3. Based on the site plan, loading docks and truck parking are planned on the northeast and southwest sides of the buildings.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

Figure 3: Site Plan

We anticipate the structure will use precast concrete tilt-up walls and a steel roof, similar to other buildings in the Northland Park Development. Structural column loads are anticipated to be less than 200 kips.

At the time of our exploration the existing ground surface elevations at the building corners ranged from a low of about 722 feet (B-2) to a high of about 728 feet (B-3). We understand the finish floor elevation (FFE) of the dock high buildings are planned to be 732 feet. Based on the existing elevations, we anticipate 3 to 10 feet of fill will be required at the site.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

B. EXPLORATORY AND TEST PROCEDURES

B.1. FIELD EXPLORATION Olsson drilled 33 borings for the new structures and associated pavements. Three additional borings were located within the critical zone of the levee and were not drilled at this time. The drill crew used an ATV-mounted drill rig to complete the borings at the site. The building corners (borings B-1 through B-7) were located and staked by a survey crew. The remaining borings were located by the drill crew with a hand-held GPS unit. The approximate locations of the borings are shown on the Boring Location Plan in Appendix A.

The borings were drilled to depths ranging from 5 feet to 30 feet. Samples were obtained using split barrel samplers during performance of the Standard Penetration Test (SPT). The drill crew prepared a field log of the material encountered at each boring. The logs also included the driller’s interpretation of the conditions between samples. Water level observations were made in the borings at the times and under the conditions noted on the Boring Logs. The Boring Logs provided in Appendix B represent the engineer’s interpretation of the field logs based on visual classification and laboratory tests of the samples. Boring elevations provided on the Boring Logs for borings B-1 through B-7 are reported to the nearest tenth of a foot.

B.2. LABORATORY TESTING At our laboratory, we visually classified the soil samples in accordance with the Unified Soil Classification System (USCS). We measured the moisture content of all samples. In addition, we performed Atterberg limits tests on selected samples to aid in the classification of the soils. P-200 tests were also performed on selected samples. Results of the laboratory tests are shown on the boring logs in Appendix B.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

C. SUBSURFACE CONDITIONS

C.1. SOIL STRATIGRAPHY The subsurface conditions encountered at each boring are shown on the respective Boring Logs in Appendix B. Stratification lines shown on the logs represent the approximate locations of soil types. This transition usually occurs gradually.

This site is located within the Missouri River Alluvial Valley. In this valley, the soil profile typically consists of a mantle of fine grained, clayey soils underlain by sands and gravels (alluvium). The sands and gravels tend to become coarser with increasing depth. Back swamp deposits, which can contain organics, and higher plasticity clays can be encountered in alluvial deposits, although these soil conditions tend to occur in isolated areas.

Beneath the surficial rootzone materials, we generally encountered silty and sandy soils at our borings with varying amounts of silt, sand and clay. The silty soils were generally soft to firm and occasionally very soft or stiff. The sandy soils were generally loose to medium dense and occasionally very loose. The soils ranged from moist to wet across the site. The borings terminated in sandy soils at depths ranging from 5 to 30 feet.

C.2. GROUNDWATER SUMMARY The drill crew measured water levels at the borings while drilling and immediately after drilling. Water was observed in 18 of the 33 borings. Table 1 shows the approximate depths of the groundwater encountered in our borings while drilling (WD) and immediately after drilling (IAD).

Table 1: Approximate Groundwater Location* Approximate Approximate Approximate Approximate Depth of Depth of Depth of Depth of Boring Boring Groundwater Groundwater Groundwater Groundwater (WD) (IAD) (WD) (IAD) B-1 4’ 18’ B-11 4.2’ NE† B-2 8’ NE† B-12 13.5’ NE† B-3 18.5’ NE† B-13 8.5’ 13.5’ B-4 14’ 17.5’ B-14 13.5’ NE† B-5 14.5’ NE† B-15 8’ 13.5’ B-6 13.5’ NE† B-16 14.5’ NE† B-7 NE† 13’ B-17 NE† 11’ B-9 4’ NE† B-18 7’ NE† B-10 14’ NE† B-20 14’ NE† *Groundwater levels should be anticipated to fluctuate. These depths should be considered approximate. †Not Encountered Page | 5

Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

Groundwater was not observed at borings B-19, B-22 through B-34, and B-36 during these times. The presence or lack of groundwater in the borings during the exploration should not be construed to represent an absolute or permanent condition. Variations and uncertainties exist with relatively short-term water level observations in borings. Water levels can and should be anticipated to vary between boring locations, as well as with time within specific borings. Groundwater levels should be expected to fluctuate with variations in the Missouri River water level, precipitation, site grading, drainage, and adjacent land use. Long term monitoring with piezometers generally provides a more representative indication of the potential range of groundwater conditions.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

D. GEOTECHNICAL CONSIDERATIONS The alluvial soils at the site consisted of silty, clayey, and sandy soils with sands at greater depths. These materials tend to be easily disturbed from construction activity when wet. Difficulties should be anticipated in developing stabilized access roads, building pads and pavement subgrades when the silty soils are moist or wet. Construction activities on these soils during wet weather may require special site preparation procedures to facilitate construction equipment, including access roads for construction traffic. Chemical stabilization (soil cement or Class “C” fly ash), geogrid and/or baserock may be required to provide a stabilized construction platform, depending on conditions encountered at the time of construction. Consideration should also be given by the contractor as to the type of equipment used during construction. Track mounted equipment may be needed to minimize disturbance and avoid excessive degradation to the subgrade soils where soft or wet soils are encountered.

We generally encountered zones of soft clays or loose sands in the upper 5 to 10 feet at the borings and in deeper sections. Stiff soils and medium dense soils were typically observed between these soft/loose zones. In our opinion, surcharge material should be placed on the onsite soils to minimize the amount of post-construction settlement.

Although not encountered at our borings, it is possible unsuitable material from the past agricultural activities may be present. Where encountered, the unsuitable material would need to be removed and replaced with structural fill. Our previous experience on agricultural sites similar to this one has shown that it is also common practice to push miscellaneous debris/trash directly into old excavations or washouts or into drainage areas to help control erosion. Undocumented burn pits and cisterns/wells could also be present.

Several drainage swales were located within the planned building locations. Lower consistency and/or organic soils should be anticipated within these areas. Undercutting of the existing softer soils within the swales prior to placement of new structural fill should be anticipated. The base of the undercut should be observed by Olsson to determine if all the unsuitable material has been removed. Structural fill should then be placed in accordance with the recommendations provided in the Structural Fill section of this report.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

E. SITE PREPARATION E.1. BUILDING AND PAVEMENT AREAS Any existing organic topsoil, vegetation and related root systems, frozen soil, and/or any other deleterious or unsuitable materials should be stripped from the construction area. Stripping depths will likely vary and should be adjusted as necessary. The existing drainage swale areas could contain deeper organic deposits and soils with high water contents that may require additional overexcavation or moisture conditioning and recompaction of these soils.

We anticipate heavy rutting and pumping could occur on this site in areas that have high moisture contents and areas subjected to heavy and repeated construction traffic. Chemical stabilization and/or temporary granular construction access roads and granular working platforms may be necessary where unstable conditions develop. Wetter soil conditions or heavier construction loads may require increasing the thickness of the granular layer or the addition of a geogrid.

Prior to the placement of new fill, the subgrade should be carefully evaluated by an Olsson representative. In alluvial soils, proofrolling may reduce the stability of the subgrade. If this condition occurs, site preparation procedures should be modified to include possible stabilization of the soil. Unstable and unsuitable soils revealed by this evaluation and/or proofrolling that cannot be adequately densified in place should be removed and replaced or stabilized.

Upon completion of the subgrade evaluation, the upper 9 inches of exposed subgrade should be scarified, moisture conditioned, and recompacted to a minimum of 95 percent of the materials Standard Proctor maximum dry density (ASTM Specification D-698) at a moisture content between 1 percent below optimum and 3 percent above optimum.

E.2. STRUCTURAL FILL Based on the existing elevations and the planned FFE of the new building, we anticipate up to 10 feet of fill will be required within the building pad. All structural fill placed within building and pavement areas should consist of inorganic cohesive soils or well-graded granular materials placed with strict moisture and density control. Structural fill soils should be relatively free of organic materials (less than 5 percent by weight) or other unsuitable materials and should not contain particle sizes larger than 3 inches. Samples of all proposed fill material, including the onsite material, should be submitted to Olsson for testing and approval prior to use on the site.

Suitable fill should be placed in loose lifts of 9 inches or less. Compaction guidelines are provided in Table 2. More stringent moisture limits may be necessary with certain soils and some

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri adjustments to moisture contents may be necessary to achieve the specified compaction. The soil should be compacted using equipment that is the appropriate type and properly sized for the job. Within small excavations, such as utility trenches, or around manholes, vibrating plate compactors, walk behind rollers or jumping jacks can be used to achieve the specified compaction. Lift thicknesses should be reduced to 4 inches in fill areas requiring small compaction equipment.

Table 2: Fill Placement Guidelines

Compaction Moisture Content Areas of Fill Placement Material Recommendation (% of Optimum) (ASTM D698) Low Volume Change (LVC) Material –12 inches below On-site soils base of floor slab and stabilized with soil 95% -1 to +3 percent drainage course in building cement1 pads On-site sandy soils As necessary to obtain Structural fill – less than 10 70% (granular) or density (granular) feet below planned ground Cohesive Soils with surface 95% (cohesive) -1 to +3 percent LL < 50 and PI < 35 (cohesive) On-site sandy soils As necessary to obtain Structural fill – greater than 10 70% (granular) or density (granular) feet below planned ground Cohesive Soils with surface 98% (cohesive) -1 to +3 percent LL < 50 and PI < 35 (cohesive) Pavement Subgrade – 12 inches prepared subgrade On-site soils 95% -1 to +3 percent (Preferred: stabilized with soil cement1) 1. Stabilized with approximately 5 to 6 percent soil cement or as required through lab testing.

An Olsson field representative should regularly observe and monitor the excavation and grading operations and perform field density tests to document that moisture and compaction requirements are being achieved.

E.3. SURCHARGE To minimize the amount of post-construction settlement, the building pads should be surcharged with a minimum of 5 feet of material placed above the planned FFE. The full depth of the surcharge should extend a minimum of 5 feet beyond the limits of the building pad. This material can be placed over a portion of the building pad and moved from one section to the next once primary consolidation is complete. The surcharge is not intended to eliminate all future settlement; the surcharge is intended to minimize settlement by subjecting the foundation soils to a portion of the load that will be induced by the proposed structure.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

Although this material will be removed upon completion of the surcharge operations, the surcharge material should be compacted to a minimum of 92 percent of the standard Proctor maximum dry density (ASTM Specification D-698) to aid the surcharge effect. The moisture content of the surcharge material should be controlled as necessary to obtain the required density and to aid in workability. Developed zone strippings are acceptable for use as surcharge material. However, care should be used as to not incorporate organic matter into the floor slab structural fill during placement or removal of the material.

We recommend that settlement plates be installed and monitored. A minimum of 3 settlement plates should be installed for monitoring purposes. The settlement plates should be installed at the existing ground surface prior to fill placement. The elevation of the settlement plates should be monitored at least twice a week and surveyed to the nearest hundredth of a foot. Based on our experience with similar soils at the site, we estimate the surcharge will need to remain in place a minimum of 4 weeks. However, the time for primary consolidation to be complete will depend on the survey data obtained at each monument. Survey data should be provided to Olsson for review as it is obtained to determine when primary consolidation is complete.

E.4. SITE GRADING, DRAINAGE, AND GROUNDWATER CONSIDERATIONS Water should not be allowed to collect at the ground surfaces near foundations, floor slabs, or areas of new pavement, either during or after construction. Provisions should be made to quickly remove accumulating seepage water or storm water runoff from excavations. Undercut or excavated areas should be sloped toward one corner to allow rainwater or surface runoff to be quickly collected and gravity drained or pumped from construction areas. Subgrade soils that are exposed to precipitation or runoff should be evaluated by the geotechnical engineer prior to the placement of new fill, reinforcing steel, or concrete, to determine if corrective action is required.

To minimize concerns related to improper or inadequate drainage away from foundation bearing subgrades or from cohesive backfill materials used in utility or foundation trenches, we recommend that site grading provide for efficient drainage of rainfall or surface runoff away from the new structure and pavements. Roof run-off should be collected and transferred directly to the storm sewer system or directed to a location with positive and rapid drainage away from new structures and pavements.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

E.5. CONSTRUCTION EQUIPMENT MOBILITY The existing soils that we encountered and the anticipated new fills will be susceptible to softening under construction equipment traffic during periods of wet weather. Reducing equipment mobility problems and managing soft surface soils will be greatly dependent on the severity of the circumstances, the season in which construction is performed, and prevailing weather conditions. Some general guidelines for reducing equipment mobility problems and addressing potential soft and wet surface soils are as follows:

• Optimize surface water drainage at the site during construction. • Whenever possible, wait for dry weather conditions to prevail, and do not operate construction equipment on the site during wet conditions. Ruts caused by construction vehicle traffic will accelerate subgrade disturbance. Disk or scarify wet surface soils during periods of favorable weather to accelerate drying. Temporarily recompact loose subgrade soils if rain is forecast to promote site drainage and minimize moisture infiltration. • Use construction equipment that is well suited for the intended job under the existing site conditions. Heavy rubber-tired equipment typically requires better site conditions than light, track-mounted equipment. • Implement a construction schedule that realistically allows for rain days. Pressure to perform earthwork under a tight schedule is frequently counterproductive.

It may be necessary to take steps to aggressively improve equipment mobility if construction must proceed during unfavorable conditions. Such steps could include incorporating soil amendments such as, soil cement within the subgrade or placing crushed stone or recycled crushed concrete, used alone or combined with one or more layers of geotextile fabric. Olsson engineers can assist in providing recommendations for stabilizing unsuitable soils at the time of construction.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

F. BUILDINGS AND STRUCTURES F.1. SHALLOW FOUNDATION DESIGN We anticipate the foundations for the structures will bear on stiff cohesive soils, medium dense sandy soils, or properly placed and compacted structural fill. For shallow foundations supported on these materials, a maximum net allowable soil bearing pressure of 2,000 pounds per square foot can be used for design. The net allowable soil bearing pressure refers to the bearing pressure at foundation level in excess of surrounding overburden pressure.

Exterior footings should bear at a minimum depth of 3 feet below the lowest adjacent final ground surface. Footings should have a minimum foundation width of 18 inches for continuous footings and 30 inches for isolated column footings. Earth formed trench footings should have a minimum width of 12 inches.

Lightly loaded interior partition walls (applying less than 0.75 kips per lineal foot (klf)) may be supported directly on the slab-on-grade floor. Depending on the floor slab design and the specific wall loads, it may be necessary to increase the floor slab reinforcement or provide a thickened slab cross-section below interior walls. For interior walls with loads greater than 0.75 klf, we recommend a footing be installed, independent of the floor slab, to properly distribute the wall loads to the underlying soils and reduce the potential for floor slab damage.

The alluvial soils on the site are highly susceptible to disturbance from construction activity, particularly if the soil has a high natural moisture content or is wetted by surface water or seepage. Care should be taken during excavation and construction of footings to minimize disturbance of the bearing soils. Heavy equipment traffic directly on bearing surfaces should be avoided in wet silty soils.

We recommend all footing excavations be observed by Olsson. It is possible that some soils at the project site will not be suitable to support the design bearing pressure. If unsuitable bearing materials are encountered in footing excavations, the excavations should be deepened to suitable bearing materials or the unsuitable bearing soils should be scarified and recompacted. If the excavations are deepened, the footings could bear directly on these materials at the lower level or on lean concrete backfill placed in the excavations. We recommend the project budget allow for a contingency for the overexcavation of unsuitable soils.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

Foundations at this site could experience total settlements on the order of 1 inch and differential settlements on the order of ½ inch. This settlement does not include consolidation of soils where fill depths exceed 10 feet.

F.2. SEISMIC SITE CLASSIFICATION For this project site, the encountered soil conditions are consistent with the definition of Site Class “D” according to the 2012 IBC and ASCE 7.

F.3. LATERAL EARTH PRESSURES The following soil parameters are provided for use in designing dock walls subject to lateral earth pressures. The parameters are based on the understanding that retained soils will be similar in composition to the on-site soils encountered during this exploration.

The "at-rest" condition assumes no wall rotation and would be applicable for loading dock walls. The "passive" earth pressure condition should be used to evaluate the resistance of soil to lateral loads. Table 3 presents recommended values of earth pressure coefficients based on our experience with soils in the area. Equivalent fluid densities are frequently used for the calculation of lateral earth pressures and are therefore provided in Table 3.

Table 3: Earth Pressure Parameters Equivalent Fluid Density (G) Earth Pressure Coefficient (K) Drained Undrained Cohesive 0.55 65 pcf 95 pcf At Rest (K ) o Granular* 0.45 55 pcf ---- Cohesive 2.55 305 pcf 210 pcf Passive (Kp) Granular* 3.25 390 pcf ---- * Granular backfill should be permanently drained

The following assumptions were made: • The equivalent fluid densities in Table 3 do not include the effects of surcharge loading. • The wall must “move” horizontally to mobilize passive resistance. • In-situ soil backfill has a maximum weight of 120 pcf. • Horizontal backfill is compacted to 95% of standard Proctor maximum dry density. • Heavy equipment and other concentrated load components are not included. • No hydrostatic pressure acting on wall. • No safety factor is included. • Passive pressure in the frost zone should be ignored.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

Backfill placed against structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. To calculate the resistance to sliding, an ultimate coefficient of friction value of 0.35 should be used where the footing bears on soil.

To intercept infiltrating surface water behind the wall, we recommend a perimeter drain be installed at the foundation level and/or weep holes be placed at regular intervals along the wall. The drain line invert should be below the finished subgrade elevation for the interior floor. The drain line should be sloped to provide positive gravity drainage and should be surrounded by free- draining granular material graded to prevent the intrusion of fines, or an alternative free-draining granular material encapsulated with suitable filter fabric. A minimum 2-foot wide section of free- draining granular fill should be used for backfill above the drain line and adjacent to the wall and should extend to within 2 feet of final grade. The granular backfill should be capped with compacted cohesive fill to minimize infiltration of surface water into the drain system.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

G. FLOOR SLAB SUBGRADE PREPARATION For the purposes of this report and based on our experience, a uniform load distribution of 500 psf for the floor slab was assumed. If the floor loading is significantly different, Olsson should be contacted to evaluate the applicability of the recommendations contained herein. A modulus of subgrade reaction (k) of 150 pounds per cubic inch can be used for design of the slab.

In our opinion, the floor slabs should consist of 12 inches of stabilized soils. In our experience, approximately 5 to 6 percent soil cement would be required (based on dry weight) to provide a suitable soil subgrade. The stabilized soils should be capped with 4 inches of well-graded granular material such as MoDOT Type 5 (or equivalent). The granular material should be compacted to a minimum of 95 percent of the material’s standard proctor at a workable moisture.

The low volume change material should be placed and compacted in accordance with the “Structural Fill” section of this report. Upon completion of grading operations in the building areas, care should be taken to maintain the recommended subgrade moisture content and density until the floor slabs are constructed. Areas of the completed subgrade that become desiccated, saturated, frozen or disturbed by construction activity should be reconditioned to meet the recommendations of this report prior to construction of the slabs.

The procedures recommended above may not eliminate all future subgrade volume change and resultant floor slab movement. Common construction practice is to tie the slab-on-grade into the foundation elements to limit the impact of differential movement at doorways. Depending on many factors, including the size and shape of the floor area, the location of construction joints in the slab, the rigidity of the slab and foundation connection, and the magnitude of actual movement that occurs, cracks within the floor slab could occur and should be anticipated. Leaking utility lines or water allowed to accumulate beneath the slab could lead to significant movements of the slab.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

H. PAVEMENTS H.1. PAVEMENT SUBGRADE PREPARATION As previously discussed, silty clay soils at this site can pump and rut under repeated construction traffic including during paving operations. Disturbance, desiccation or wetting of the subgrade soils between grading and paving can result in deterioration of the previously completed subgrade. If soft areas are identified during the subgrade preparation or if the subgrade soils have been exposed to adverse weather conditions, frost, excessive construction traffic, standing water, or similar conditions, chemical stabilization or the incorporation of baserock or crushed stone may be required to develop stable pavement subgrades.

It is important that the pavement subgrade support be relatively uniform, with no abrupt changes in the degree of support. Non-uniform pavement support can occur as a result of varying soil moisture contents or soil types, or where improperly placed utility backfill has been placed across or through areas to be paved. Improper subgrade preparation such as inadequate vegetation removal, failure to identify soft or unstable areas, and inadequate or improper compaction can also produce non- uniform subgrade support.

We recommend that the prepared subgrade extend a minimum of 2-feet outside the pavements, where feasible. Olsson should be present during subgrade preparation to observe, document, and test compaction of the materials at the time of placement. As recommended for all prepared soil subgrades, heavy, repetitive construction traffic should be controlled, especially during periods of wet weather, to minimize disturbance. Construction scheduling often involves grading and paving by separate contractors and can involve a time lapse between the end of grading operations and the commencement of paving. The final prepared subgrade should be observed by Olsson. Unstable or unsuitable soils should be reworked to provide a stable subgrade or removed and replaced with structural fill.

In our opinion, full depth flexible pavements supported on a stabilized subgrade tend to perform better and have longer design lives than pavements supported directly on a clay soil subgrade. As a preferred pavement subgrade, the upper 12 inches of pavement subgrade should be stabilized with soil cement. In our experience, approximately 5 to 6 percent soil cement (based on dry unit weights) should be used in planned parking and drive areas. The actual quantity required may vary depending on the soils encountered at the site.

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

H.2. PAVEMENT DESIGN Table 4 summarizes the planned pavement sections for asphaltic concrete (AC) with an aggregate base and portland cement concrete (PCC). The sections include minimum thicknesses assuming routine maintenance. Routine maintenance consists of periodic seal coats and possibly one intermediate mill, in addition to regular crack maintenance.

PCC pavements are recommended for loading/unloading areas, truck dock areas, trash receptacle pads and approaches and other areas where heavy wheel loads will be concentrated. Concrete pavements in these areas should have a minimum thickness of 8 inches. A minimum of 4 inches of well graded granular material, such as MoDOT Type 5 (or equivalent), should be placed beneath all PCC pavements. The pavement subgrade should be graded to provide positive drainage below the granular base section. We further recommend that the length of concrete sections be such that no heavy truck wheels are allowed to rest on AC sections during loading/unloading operations.

The thickness of the well-graded granular material 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 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 (AC and PC) 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. Pavements should be sloped approximately 1/4 inch per foot to provide rapid surface drainage.

Table 4: Planned Pavement Sections

Parking/Drive Areas Truck (and Heavy Vehicles) (No Truck Traffic) Drive/Parking Areas

Full Depth AC: Full Depth PCC: 2” AC Surface 8” PCC 4” AC Base 4” MoDOT Type 5 12” Prepared Subgrade1 12” Prepared Subgrade

1 Preferred: Stabilized subgrade with approximately 5 to 6 percent soil cement

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Northland Industrial Park 5 & 6 Geotechnical Engineering Report Olsson Project No. A18-3359 Kansas City, Missouri

I. CONCLUSIONS AND LIMITATIONS I.1. CONSTRUCTION OBSERVATION AND TESTING We recommend that all earthwork during construction be monitored by a representative of Olsson, including site preparation, placement of all structural fill and trench backfill, and pavement subgrades. The purpose of these services would be to provide Olsson the opportunity to observe the soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein.

I.2. LIMITATIONS The conclusions and recommendations presented in this report are based on the information available regarding the proposed construction, the results obtained from our borings and sampling procedures, the results of the laboratory testing program, and our experience with similar projects. The borings represent a very small statistical sampling of subsurface soils and it is possible that conditions may be encountered during construction that are substantially different from those indicated by the borings. In these instances, adjustments to design and construction may be necessary. This geotechnical report is based on the site plan and information provided to Olsson and our understanding of the project as noted in this report. Changes in the location or design of new structures could significantly affect the conclusions and recommendations presented in this geotechnical report. Olsson should be contacted in the event of such changes to determine if the recommendations of this report remain appropriate for the revised site design.

This report was prepared under the direction and supervision of a Professional Engineer registered in the State of Missouri with the firm of Olsson, Inc. The conclusions and recommendations contained herein are based on generally accepted, professional geotechnical engineering practices at the time of this report, within this geographic area. No warranty, express or implied, is intended or made. This report has been prepared for the exclusive use of NorthPoint Development and their authorized representatives for specific application to the proposed project.

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APPENDIX A Boring Location Plan

B-4 B-1

B-2 B-5

B-3 B-6

Boring Location Plan

Scale: n.t.s. Project No. A18-3359 Northland Park 5 and 6 Approved by: CLW Kansas City, Missouri Date:

APPENDIX B Symbols and Nomenclature Boring Logs

SYMBOLS AND NOMENCLATURE

DRILLING NOTES

DRILLING AND SAMPLING SYMBOLS

SS: Split-Spoon Sample (1.375” ID, 2.0” OD) HSA: Hollow Stem Auger NE: Not Encountered U: Thin-Walled Tube Sample (3.0” OD) CFA: Continuous Flight Auger NP: Not Performed CS: Continuous Sample HA: Hand Auger NA: Not Applicable BS: Bulk Sample CPT: Cone Penetration Test % Rec: Percent of Recovery MC: Modified California Sampler WB: Wash Bore WD: While Drilling GB: Grab Sample FT: Fish Tail Bit IAD: Immediately After Drilling SPT: Standard Penetration Test Blows per 6.0” RB: Rock Bit AD: After Drilling CI: Cave-In DRILLING PROCEDURES Soil samples designated as “U” samples on the boring logs were obtained in using Thin-Walled Tube Sampling techniques. Soil samples designated as “SS” samples were obtained during Penetration Test using a Split-Spoon Barrel sampler. The standard penetration resistance ‘N’ value is the number of blows of a 140 pound hammer falling 30 inches to drive the Split-Spoon sampler one foot. Soil samples designated as “MC” were obtained in using Thick-Walled, Ring-Lined, Split-Barrel Drive sampling techniques. Recovered samples were sealed in containers, labeled, and protected for transportation to the laboratory for testing.

WATER LEVEL MEASUREMENTS Water levels indicated on the boring logs are levels measured in the borings at the times indicated. In relatively high permeable materials, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short-term observations.

SOIL PROPERTIES & DESCRIPTIONS

Descriptions of the soils encountered in the soil test borings were prepared using Visual-Manual Procedures for Descriptions and Identification of Soils.

PARTICLE SIZE Boulders 12 in. + Coarse Sand 4.75mm-2.0mm Silt 0.075mm-0.005mm Cobbles 12 in.-3 in. Medium Sand 2.0mm-0.425mm Clay <0.005mm Gravel 3 in.-4.75mm Fine Sand 0.425mm-0.075mm

COHESIVE SOILS COHESIONLESS SOILS COMPONENT % Unconfined Compressive Consistency Strength (Qu) (tsf) Relative Density ‘N’ Value Description Percent (%) Very Soft <0.25 Very Loose 0 – 3 Trace <5 Soft 0.25 – 0.5 Loose 4 – 9 Few 5 - 10 Firm 0.5 – 1.0 Medium Dense 10 – 29 Little 15 - 25 Stiff 1.0 – 2.0 Dense 30 – 49 Some 30 - 45 Very Stiff 2.0 – 4.0 Very Dense ≥ 50 Mostly 50 - 100 Hard > 4.0

PLASTICITY CHART ROCK QUALITY DESIGNATION (RQD)

Description RQD (%) Very Poor 0 – 25 Poor 25 – 50 Fair 50 – 75 Good 75 – 90 Excellent 90 – 100

G:\Admin\TEAMS\Geotech\AASHTO\Lab Forms\Symbols and Nomenclature gINT.doc BOREHOLE REPORT NO. B-1 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION APPROX. SURFACE ELEV. (ft): 727.0 0 ROOT ZONE 0.7' SANDY CLAY SS 2-1-3 Soft, moist, brown 18.4 725 1 N=4

SS 2-1-1 30.7 P-200 = 66.4% 2 N=2 5

720 7.0' CLAYEY SAND

Loose, moist to very moist, brown to gray

SS 6-4-4 8.4 3 N=8 10

715

SS 5-5-4 19.9 P-200 = 12.1% 4 N=9 15

710

SS 2-4-5 31.5 5 N=9 20.0' 20 BASE OF BORING AT 20.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/27/18 FINISHED: 11/27/18 OLSSON ASSOCIATES WD 4.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 18.0 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-2 Sheet 1 of 2

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Shelby Tube Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION APPROX. SURFACE ELEV. (ft): 722.3 0 ROOT ZONE 1.0' CLAYEY SAND U 720 Medium dense, moist, light brown, trace reddish brown 1

SS 7-5-6 10.5 2 N=11 5.0' 5 SAND

Medium dense, moist, brown to gray, with clay

715

SS 4-5-6 25.9 P-200 = 9.3% 3 N=11 10

710

SS 7-7-4 23.0 4 N=11 15

705

20 CONTINUED NEXT PAGE

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 8.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-2 Sheet 2 of 2

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Shelby Tube Split Spoon

Medium dense, moist, brown to gray, with clay (continued)

700

695

30.0' 30 BASE OF BORING AT 30.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION APPROX. SURFACE ELEV. (ft): 727.7 0 ROOT ZONE 0.7' LEAN TO FAT CLAY SS 3-2-3 Soft to firm, moist, brown, trace sand 18.2 1 N=5 725

SS 3-2-2 27.4 P-200 = 93.8% 2 N=4 5.0' 5 SILTY CLAYEY SAND

Medium dense, moist to very moist, brown to gray

720

SS 5-6-7 4.8 3 N=13 10

715

SS 5-5-8 22.9 P-200 = 14.5% 4 N=13 15

710

SS 11-12-14 21.2 5 N=26 20.0' 20 BASE OF BORING AT 20.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 18.5 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-4 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION APPROX. SURFACE ELEV. (ft): 725.6 0 ROOT ZONE 725 0.7' SAND SS 4-5-4 Loose to medium dense, moist to very moist, 16.3 brown to gray, with silt 1 N=9

SS 6-5-4 8.1 2 N=9 5 720

SS 6-6-8 5.7 P-200 = 7.2% 3 N=14 10 715

SS 3-4-4 26.0 4 N=8 15 710

SS 2-3-4 21.8 P-200 = 4.2% 5 N=7 20.0' 20 BASE OF BORING AT 20.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/27/18 FINISHED: 11/27/18 OLSSON ASSOCIATES WD 14.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 17.5 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-5 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Soft to stiff, moist, brown, with silt SS 3-2-3 13.2 P-200 = 59.4% 725 1 N=5

SS 4-5-4 16.9 2 N=9 5

720

SS 2-1-1 26.9 P-200 = 32.7% 3 N=2 10

715

SS 3-4-3 22.9 4 N=7 15

710

SS 4-5-6 28.6 5 N=11 20.0' 20 BASE OF BORING AT 20.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD 14.5 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-6 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

725 Soft to firm, moist, brown with red and gray, with SS 2-3-2 15.5 silt 1 N=5

SS 2-2-2 21.9 P-200 = 84.2% 2 N=4 5.0' 5

Stiff, moist, brown to gray, with silt

720

SS 1-6-7 30.5 9.5' 3 N=13 SILTY CLAYEY SAND 10 Loose to medium dense, moist, brown

715

SS 10-9-9 24.8 P-200 = 24.9% 4 N=18 15

710

SS 9-7-2 19.4 5 N=9 20.0' 20 BASE OF BORING AT 20.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD 13.5 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-7 Sheet 1 of 2

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Firm, moist, brown with gray, with silt SS 2-2-3 CL 26.4 41/23 1 N=5

SS 2-3-3 26.7 P-200 = 74.3% 720 2 N=6 5.0' 5

Firm to stiff, moist, brown to gray

SS 3-4-4 14.5 715 3 N=8 10

SS 6-5-4 27.7 P-200 = 50.3% 710 4 N=9 15

SS 1-2-3 23.6 705 5 N=5 20 CONTINUED NEXT PAGE

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD Not Encountered DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 13.0 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-7 Sheet 2 of 2

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Firm to stiff, moist, brown to gray (continued)

700 25.0' 25 BASE OF BORING AT 25.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SILTY SAND SS 4-5-3 Loose, dry to moist, light brown 2.9 1 N=8

3.0'

Loose to medium dense, moist, brown, clayey SS 2-1-2 27.9 2 N=3 5

SS 5-6-6 6.1 9.5' 3 N=12 SAND 10 Medium dense, moist to very moist, brown with gray, with clay

SS 4-4-6 27.1 4 N=10 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 4.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-10 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Firm, moist, brown with red and gray SS 3-4-3 17.2 1 N=7

SS 3-3-3 25.4 4.5' 2 N=6 SAND 5 Medium dense, moist to very moist, with clay and silt

SS 5-6-7 4.9 3 N=13 10

SS 10-8-6 23.0 4 N=14 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 14.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-11 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Loose, moist, brown SS 3-2-3 13.7 1 N=5

SS 2-2-2 27.8 2 N=4 5.0' 5

Medium dense, moist, brown to gray

SS 6-8-10 6.4 3 N=18 10

SS 7-12-13 20.4 4 N=25 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 4.2 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-12 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SANDY CLAY SS 3-2-2 Soft, moist, brown 26.4 1 N=4 2.5' SILTY SAND

Loose, moist, brown to gray, with clay SS 4-3-4 9.1 P-200 = 24.0% 2 N=7 5

SS 4-3-2 7.2 3 N=5 10

SS 5-3-4 24.2 4 N=7 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/28/18 FINISHED: 11/28/18 OLSSON ASSOCIATES WD 13.5 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-13 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SANDY CLAY SS 3-3-2 Firm, moist, brown 26.2 1 N=5 2.5' SILTY SAND

Loose, to medium dense, moist, brown with red and gray, with clay SS 3-3-2 15.1 2 N=5 5

SS 4-4-4 25.9 3 N=8 10

SS 5-6-5 22.6 4 N=11 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/27/18 FINISHED: 11/27/18 OLSSON ASSOCIATES WD 8.5 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 13.5 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-14 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Loose to medium dense, dry to moist, brown, with SS 5-6-7 5.9 clay and silt 1 N=13

SS 7-5-4 9.0 2 N=9 5

SS 4-4-5 10.7 P-200 = 9.0% 3 N=9 10

SS 1-6-7 27.3 4 N=13 15.0' 15 BASE OF BORING AT 15.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Very loose to loose, moist to very moist, brown to SS 4-3-3 8.7 gray 1 N=6

SS 5-4-3 24.7 2 N=7 5

SS 2-1-1 13.1 3 N=2 10

SS 0-5-4 25.7 4 N=9 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/27/18 FINISHED: 11/27/18 OLSSON ASSOCIATES WD 8.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 13.5 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-16 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Loose to medium dense, moist, brown to reddish SS 2-2-3 16.8 brown 1 N=5

SS 3-3-2 15.9 2 N=5 5

SS 5-6-5 19.2 3 N=11 10

SS 2-2-3 28.3 4 N=5 15.0' 15 BASE OF BORING AT 15.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' FAT CLAY SS 3-2-4 Firm, moist, brown with gray, with sand 29.9 64/43 1 N=6

SS 4-3-2 21.4 P-200 = 73.2% 2 N=5 5

8.0' CLAYEY SAND

Medium dense, very moist, brown to reddish SS 5-6-5 37.3 P-200 = 47.7% brown with gray 9.5' 3 N=11 SAND 10

Loose, very moist, brown, with clay

SS 3-3-2 24.8 4 N=5 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD Not Encountered DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 11.0 ft after 0 Hrs IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-18 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Loose, moist, brown SS 3-2-3 18.6 1 N=5

SS 3-2-2 17.4 2 N=4 5.0' 5 SANDY CLAY

Stiff, moist, reddish brown to brown

SS 5-5-5 24.9 9.5' 3 N=10 SAND 10 Very loose, wet, brown to reddish brown with gray, with clay

SS 3-1-0 29.8 4 N=1 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD 7.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-19 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' FAT CLAY SS 2-2-2 Soft, moist, brown, with sand 28.5 1 N=4

SS 2-2-2 21.6 2 N=4 5.0' 5 SILTY SAND

Loose to medium dense, moist, brown, trace clay

SS 5-3-4 8.2 3 N=7 10

SS 2-6-7 25.6 4 N=13 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/29/18 FINISHED: 11/29/18 OLSSON ASSOCIATES WD Not Encountered DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-20 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' LEAN TO FAT CLAY SS 2-2-2 Soft, moist, brown, with sand 26.9 P-200 = 71.5% 1 N=4

3.0' SILTY SAND

Loose to medium dense, moist, brown with light SS 6-4-3 21.0 P-200 = 30.5% brown, with clay 2 N=7 5

SS 5-5-5 21.7 3 N=10 10

SS 8-4-6 27.1 4 N=10 15.0' 15 BASE OF BORING AT 15.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 12/6/18 FINISHED: 12/6/18 OLSSON ASSOCIATES WD 14.0 ft DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-22 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SANDY CLAY SS 3-2-4 Firm, moist, brown 25.7 1 N=6 2.5' SAND

Loose, moist, brown, with clay SS 6-3-3 12.2 2 N=6 5

SS 3-4-3 5.2 3 N=7 10

SS 3-4-5 29.3 4 N=9 15.0' 15 BASE OF BORING AT 15.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Firm, moist, brown to gray SS 3-2-3 19.5 2.0' 1 N=5 SAND

Loose, moist, brown, with clay

SS 3-2-2 16.8 2 N=4 5.0' 5 BASE OF BORING AT 5.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 12/6/18 FINISHED: 12/6/18 OLSSON ASSOCIATES WD Not Encountered DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-24 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' FAT CLAY SS 4-1-4 Soft to firm, moist, brown to gray, sandy CH 28.5 52/35 1 N=5

SS 4-2-1 35.6 4.5' 2 N=3 SILTY SAND 5 Loose, brown

SS 3-3-4 3 N=7 10.0' 10 BASE OF BORING AT 10.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' FAT CLAY SS 5-7-8 Stiff, moist, brown to gray, sandy 23.4 73/49 2.0' 1 N=15 SAND

Medium dense, moist, brown

SS 8-7-5 14.1 2 N=12 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' FAT CLAY SS 3-3-4 Firm, moist, brown, with sand 30.3 1 N=7

3.0' SILTY SAND

Loose to medium dense, moist, brown SS 3-3-4 15.5 2 N=7 5

SS 5-5-6 18.0 3 N=11 10.0' 10 BASE OF BORING AT 10.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.5' SILTY SAND 1.5' Loose, moist, brown to gray SS 3-2-3 12.9 SAND 1 N=5

Loose, very moist, brown, with clay

SS 3-3-2 23.0 2 N=5 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SILTY SAND SS 2-3-4 Loose, moist, brown 6.1 1 N=7 2.5' SAND

Loose, very moist, brown, with clay SS 5-4-3 22.9 2 N=7 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Stiff, moist, brown, silty SS 4-4-5 CH 34.8 51/34 1 N=9 2.5' SAND

Loose, very moist, brown, with clay SS 2-3-3 28.1 2 N=6 5.0' 5 BASE OF BORING AT 5.0 FEET

WATER LEVEL OBSERVATIONS STARTED: 11/27/18 FINISHED: 11/27/18 OLSSON ASSOCIATES WD Not Encountered DRILL CO.: RC DRILLING DRILL RIG: 1700 E. 123RD STREET RC-550 Not Encountered IAD OLATHE, KANSAS 66061 DRILLER: LUKE LOGGED BY: DEREK/ALAN AD Not Performed METHOD: CONTINUOUS FLIGHT AUGER BOREHOLE REPORT NO. B-30 Sheet 1 of 1

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Very loose to loose, moist, brown, with clay SS 3-3-4 10.7 1 N=7

SS 3-1-2 5.8 2 N=3 5

SS 5-4-4 5.9 3 N=8 10.0' 10 BASE OF BORING AT 10.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Soft to firm, moist, brown SS 2-2-4 22.2 1 N=6

SS 3-1-3 25.9 2 N=4 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SANDY CLAY SS 2-2-1 Soft to firm, moist, brown to gray 20.4 1 N=3

SS 3-3-2 24.1 2 N=5 5

SS 3-2-2 13.1 3 N=4 10.0' 10 BASE OF BORING AT 10.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SAND SS 3-4-4 Loose, moist, brown, with clay 12.9 1 N=8

SS 5-4-2 15.3 2 N=6 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

ADDITIONAL DATA/ (ft) (ft) (%) (%) (tsf) (pcf) LOG MATERIAL DESCRIPTION LL/PI REMARKS DEPTH (USCS) NUMBER N-VALUE GRAPHIC BLOWS/6" UNC. STR. UNC. MOISTURE ELEVATION DRY DENSITY DRY SAMPLE TYPE SAMPLE CLASSIFICATION 0 ROOT ZONE 0.7' SAND SS 3-2-5 Loose, moist, brown to light brown 8.0 1 N=7

3.5' SANDY CLAY SS 5-3-4 26.1 Firm, moist, brown 2 N=7 5.0' 5 BASE OF BORING AT 5.0 FEET

PROJECT NAME CLIENT Northland Industrial Park 5 & 6 NorthPoint Development PROJECT NUMBER LOCATION A18-3359 Kansas City, Missouri

Split Spoon

Firm, moist, brown to gray SS 2-3-4 28.2 1 N=7

SS 5-4-3 18.8 2 N=7 5.0' 5 BASE OF BORING AT 5.0 FEET