15. 20-042069 MSTB Geotech.pdf

SUBSURFACE EXPLORATION

MSTB Building

SW 61st Street & Airport Drive

Oklahoma City, Oklahoma

PROJECT NO. 2230-0307

CORPORATE OFFICE • OKLAHOMA CITY

3400 N Lincoln Blvd • Oklahoma City, OK 73105

(405) 528-0541 • (800) 725-0541 • (405) 528-0559 FAX

7648 E 46th Pl

Tulsa, OK 74145

(918) 289-0005

902 Trails West Loop Enid, OK 73703

(580) 237-3130

202 SE "J" Ave Lawton, OK 73501

(580) 353-0872 www.stantest.com

June 8, 2022

Small Architects 108 South Broadway Edmond, OK 73034

Attn: Mr. Aaron Denker, AIA Architect

Re: Subsurface Exploration MSTB Building SW 61st Street & Airport Drive Oklahoma City, Oklahoma

Dear Mr. Denker:

Standard Testing & Engineering, LLC (Standard Testing) is pleased to present the report covering the subsurface exploration for the subject project. This study was authorized by a notice to proceed email from Mr. Aaron Denker, dated May 10th, 2022.

Standard Testing conducted a geotechnical investigation at the site of the new MSTB Building project in Oklahoma City, Oklahoma. This report contains the detailed results of the geotechnical investigation, including foundation recommendations and construction considerations.

The subsurface soils consist of approximately 16 feet of clay with various amounts of silt and sand, overlying weathered shale and shale rock. The subsurface soils exhibit moderately to highly plastic characteristics. The estimated potential vertical rise of the soil is 1.3 inches.

Foundation recommendations include: (1) Shallow Footings or (2) Drilled Pier Foundation.

We trust that the results and recommendations contained herein will permit adequate economical design and construction of the proposed structure. Unless you specify otherwise, we will keep samples obtained from these borings in our Oklahoma City laboratory for the next thirty (30) days.

We appreciate the opportunity to assist on this project. Please call on us if we can be of further service.

Respectfully submitted, STANDARD TESTING & ENGINEERING, LLC

Stephen Schnabel, E.I. Roy Khalife, P.E.

Staff Geotechnical Engineer Geotechnical Engineer

Project No. 2230-0307 Account No. 0230SMA21 http://www.stantest.com/

SUBSURFACE EXPLORATION

SW 61st Street & Airport Drive

Oklahoma City, Oklahoma

PROJECT NO. 2230-0307

PREPARED FOR

Small Architects 108 South Broadway Edmond, OK 73034

PREPARED BY

STANDARD TESTING & ENGINEERING, LLC

3400 N. Lincoln Blvd.

Oklahoma City, OK 73105 Certificate of Authorization No. 7933, Expiration 6/30/2023

(405) 528-0541

Prepared By:

Reviewed By:

Stephen Schnabel, E.I. Roy Khalife, P.E.

Staff Geotechnical Engineer Geotechnical Engineer

I certify my e-signature for the study entitled “Subsurface Exploration.”

Dated 6/8/2022

June 8, 2022

TABLE OF CONTENTS

Page

1. INTRODUCTION

1.1 Authorization

1.2 Purpose and Scope

1.3 Project Location and Description

2. FIELD EXPLORATION

2.1 Drilling Information

2.2 Equipment Used

2.3 Testing and Sampling Performed

2.4 Subsurface Conditions

2.5 Groundwater

3. LABORATORY TESTING

3.1 Tests Performed

3.2 Laboratory Summary

4. ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

4.2 Existing Site Conditions

4.3 Seismic Site Class

4.4 Laboratory Testing Results

pH and Resistivity Test Results

Unconfined Compressive Strength of Soil Test Results

4.5 Earthwork Recommendations

Building Pad Construction

Inert Fill Requirements

Subgrade Preparation

Compaction Requirements

Drainage

4.6 Foundation Recommendations

Footing Foundation System

Subgrade Preparation within Footing Area

Pier Foundation System

4.7 Floor Slabs

5. BASIS FOR RECOMMENDATIONS

5.1 General Comments

5.2 Limitations

APPENDICES

Appendix A Vicinity Map

Site and Boring Location Plan

Appendix B Boring Logs

Soil Profile

Definition of Descriptive Terms

Appendix C AASHTO Soil Classification System

Unified Soil Classification System

Appendix D Summary of Laboratory Test Results

LIST OF TABLES

Relative Elevation of Rock Material

Relative Elevation of Groundwater pH and Resistivity Content Test Results

Unconfined Compressive Strength Test Results

Cut and Fill Building Pad Requirements

Over Ground Inert Fill Building Pad Requirements

LIST OF FIGURES

Google Earth Aerial View, September 2020

Allowable Bearing Capacity with Native Soils and Footing Size

Project No. 2230-0307 1 June 8, 2022

Section 1

INTRODUCTION

1.1 Authorization

This report presents the results of a subsurface exploration performed by Standard Testing &

Engineering, LLC (Standard Testing) in accordance with the proposal (P-2022-132) prepared for Mr. Aaron Denker, dated May 10th, 2022, and identified as Standard Testing project number

2230-0307. This geotechnical study was authorized by a notice to proceed email from Mr.

Aaron Denker, dated May 10th, 2022.

1.2 Purpose and Scope

A geotechnical investigation was performed for the purpose of (1) determining the subsurface conditions, (2) evaluating the bearing capacity and plasticity characteristics of the soils, and

(3) making recommendations concerning the earthwork and foundation systems for the MSTB building.

Three (3) exploratory borings (building borings B-1 through B-3) were drilled to depths of 25 feet. The boring depths and types of testing were performed according to the scope of work proposed by Standard Testing and accepted by Mr. Denker. Narrative descriptions of our findings and recommendations are contained in the body of this report. A site and boring location plan, the boring logs, the soil profile, and a summary sheet of laboratory test results are included in the Appendices of this report.

1.3 Project Location and Description

The project consists of a new MSTB facility building with an area of approximately 5,260 square feet. The project is located at SW 61st Street & Airport Drive in Oklahoma City, Oklahoma.

Maximum column loads for the proposed building are unknown while we are preparing this geotechnical report.

If the project is not as described or has changed, Standard Testing must be notified in order to reevaluate the recommendations for the project.

Project No. 2230-0307 2 June 8, 2022

Section 2

FIELD EXPLORATION

2.1 Drilling Information

The field exploration work was performed on the 13th of May, 2022. Conditions at the site were investigated with three (3) borings at the locations indicated on the site and boring location plan, included in Appendix "A." The boring surface elevations were measured with respect to a Temporary Bench Mark (TBM) established at the base of an existing light pole. The

Temporary Bench Mark (TBM) location is also shown in the site and boring location plan in

Appendix “A.” Boring surface elevations, rounded to the nearest foot, are reported on the individual boring logs, included in Appendix “A.”

The benchmark has an assigned relative elevation of 100 feet. Boring depths were 16 feet within the facility’s footprint. For accurate sampling, cuttings were observed continuously during drilling with specific samples being taken at distinct lithologic changes. The equipment used, field tests performed, and soil samples taken are discussed below.

2.2 Equipment Used

Three (3) borings were drilled with a truck-mounted CME-55 rotary drilling unit equipped with

3.25" I.D. X 7.25" O.D. hollow stem augers (HSA). Standard penetration tests (SPT) used a

1.375" I.D. split spoon sampler driven by an automatic hammer utilizing a 140 lb. weight falling

30 inches.

2.3 Testing and Sampling Performed

Standard penetration tests were performed in order to estimate the shear strengths of the soils in their natural state. The test was conducted as specified by ASTM D1586, "Penetration Test and Split-Barrel Sampling of Soils." The in-situ bearing strength is related to the N-value from this test. "N" is the number of blows required to drive a split-spoon sampler twelve inches, after a 6-inch seating, into undisturbed soil. The soil samples recovered in the split-spoon barrel were removed from the sample tool in the field, visually classified, and labeled according to boring number and depth. Results of the standard penetration tests are denoted at their respective depths on the boring logs.

Thin-walled tube samples were collected as specified by ASTM D1587, “Standard Practice for

Thin-Walled Tube Sampling of Soils for Geotechnical Purposes.”

Depths of individual split spoon (standard penetration tests), thin-walled tube, and grab samples are indicated on the boring logs included in Appendix "B." All samples were labeled

Project No. 2230-0307 3 June 8, 2022 and sealed in water tight, protective containers and returned to the laboratory for further evaluation and testing.

2.4 Subsurface Conditions

The soils encountered consist of clay with various amounts of silt and sand, overlying weathered shale and shale rock. The cohesive soils were found to be very soft to very stiff in consistency. Rock materials (i.e., defined by standard penetration test refusal) were encountered in the indicated borings at the relative elevation shown in the following table:

Table 1: Relative Elevation of Rock Material

Boring No.

Surface Elevation

(feet) Rock Depth

(feet) Rock Elevation

(feet) Rock Material

B-1 99.0 25.5 73.5 Shale

B-2 99.0 16.0 83.0 Shale

B-3 100.0 25.0 75.0 Shale

2.5 Groundwater

During drilling and at completion of drilling operations, groundwater was encountered in the indicated borings at a depth shown in the elevation of groundwater table. However, due to the high moisture contents in the clayey soils encountered, presence of water should be anticipated in any excavation. Water travelling through soil (subsurface water) is often unpredictable and may be present at shallow depths. Due to the seasonal changes in groundwater and the unpredictable nature of groundwater paths, groundwater levels will fluctuate. Therefore, it is necessary during construction to be observant for groundwater seepage in excavations in order to assess the situation and make necessary changes. We cannot assume responsibility for difficulties experienced during construction or for future operational problems due to elevation or volume of water encountered.

Table 2: Relative Elevation of Groundwater

Boring No.

Surface Elevation

(feet) Depth When Drilling (feet)

Depth After Drilling (feet)

Elevation (feet)

B-1 99.0

25.0 - 74.0

- Dry Dry

B-2 99.0 Dry - Dry

- Dry Dry

B-3 100.0

20.0 - 80.0

- 23.0 77.0

Project No. 2230-0307 4 June 8, 2022

Section 3

LABORATORY TESTING

Laboratory testing was performed in order to determine the plasticity characteristics of the subsurface materials as well as confirm the soil classifications.

3.1 Tests Performed

• Moisture content tests were performed on split spoon, thin-walled tube, and bag samples, in accordance with ASTM D2216, to determine the in-situ moisture conditions.

• Density tests were performed on intact split spoon, and thin-walled tube samples in accordance with ASTM D7263 Method A.

• Atterberg limits tests were performed on split spoon, thin-walled tube, and bag samples to determine the plasticity characteristics and swell potential of the soil. The tests were performed in accordance with ASTM D4318.

• Sieve analyses were performed on split spoon, thin-walled tube, and bag samples, in accordance with ASTM D2487, for aid in soil classification. These soils were classified according to the Unified Soil Classification System (USCS) and the American Association of

State Highway and Transportation Officials (AASHTO) soil classification system.

• Laboratory pH and resistivity test was conducted on a composite soil sample. AASHTO

T289 was used to determine the pH of the soil, while AASHTO T288 method was employed to determine the electrical resistivity of the sampled soil. pH and resistivity tests determine the corrosion potential of the on-site soils regard to underground structures and pipelines. The test result is summarized under Laboratory Testing Results in Section 4 of this report.

• Unconfined compressive strength tests were conducted on thin-walled tube soil samples in accordance with ASTM D2166. The unconfined compressive strength as determined by this test, along with the results of the standard penetration test, is used to estimate the in-situ shear strength of the various soils encountered. The graphs in Appendix “D” depict the behavior of the tested soil under compression without confinement. The unconfined compressive strengths of the soils samples are presented on the boring logs and in the “Summary of Laboratory Test

Results” table in Appendix “D.”

3.2 Laboratory Summary

General descriptions of the encountered soils together with visual and laboratory classifications and numerical values of the test results are on the boring logs and soil profile included in Appendix "B." A "Summary of Laboratory Test Results" is included in Appendix "D."

Project No. 2230-0307 5 June 8, 2022

Section 4

ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

A geotechnical concern at this site is the presence of expansive soils. The soils encountered in this investigation consist of clay with various amounts of silt and sand, overlying weathered shale and shale rock. The cohesive soils were found to be very soft to very stiff in consistency.

These near surface soils exhibit moderately to highly plastic characteristics. Rock materials

(i.e., defined by standard penetration test refusal) were encountered in a boring. The plasticity characteristics of the soils encountered indicate that these soils are active for consideration of soil expansion on foundation design. The plasticity index (PI) of a soil indicates a soil’s potential to shrink or swell with changes in its moisture content. The near-surface soils at this site generally display high plasticity characteristics and were found in a moist to very moist condition. Atterberg limits test results indicate that on-site plastic soils have PI values up to 33.

These soils should be considered active and should be expected to undergo significant volume change upon moisture variation.

These soils are expected to undergo expansion upon moisture increase and, conversely, contraction upon moisture decrease. Oklahoma is well known for its heaving clays and the foundation problems associated with soil expansion and uplift pressures. These soil characteristics accompanied with the seasonal variability in soil moisture content caused by the regional climatic conditions often result in foundation and structural damage. Accordingly, the swelling characteristic of the soil is a primary concern and the Potential Vertical Rise (PVR) becomes an important factor in the foundation design of the proposed facility.

The maximum PVR value computed for this site is 1.3 inches. The procedure used to predict the PVR was developed by Standard Testing based on AASHTO test method T258 and modified to incorporate our experience with actual Oklahoma soils. The displacement associated with the PVR is a relatively long-term effect, associated with significant moisture changes in the soil, and applies to free surface conditions. A maximum PVR of 0.75 inch or less is generally considered tolerable for most structures. These soils should be removed from underneath the slabs and replaced with inert fill as specified in the Earthwork

Recommendations Section of this report.

Project No. 2230-0307 6 June 8, 2022

4.2 Existing Site Conditions

Figure 1: Google Earth Aerial View, September 2020

Based on aerial imagery available from Google Earth®, the project site consisted of three (3) buildings which were demolished after September 2020. No documentation regarding potential backfill or proper compaction of any potential backfilled areas had been provided to us in order to evaluate. As of May 2022, the surface of the project site consists of an open field under the

“Area of Interest” overlay.

Although no trash, debris, or deleterious material was encountered within our test borings, boring B-1 encountered very soft materials in the top 3 feet which could be an indication of uncontrolled fill materials. If fill or debris are encountered during construction, fill materials and any debris should be removed and replaced with inert fill as described in the Earthwork

Recommendations section of this report. A representative of Standard Testing should observe the exposed grade in these areas following over-excavation and prior to placement of new fill when applicable.

Area of Interest

Project No. 2230-0307 7 June 8, 2022

4.3 Seismic Site Class

Based on the results of our investigation, this site is classified as Seismic Site Class D. This recommendation is based on the criteria given in Table 20.3-1 of the ASCE 7-16, entitled "Site

Class Definitions." The following are the approximate mapped and design spectral acceleration parameters:

• The Approximate Mapped Spectral Acceleration for Short Periods, Ss=0.341

• The Approximate Mapped Spectral Acceleration for a 1-Second Period, S1=0.084

• The Approximate Design Spectral Response Acceleration at Short Period, Sds=0.347

• The Approximate Design Spectral Response Acceleration at 1-Second, Period, Sd1=0.134

• Site Coefficient, Fa=1.527

• Site Coefficient, Fv=2.4

4.4 Laboratory Testing Results

pH and Resistivity Test Results

The pH and resistivity of the soil sample tested are summarized in the following table:

Table 3: pH and Resistivity Content Test Results

Boring No. Sample I.D. Depth (feet) pH Resistivity (ohm-cm)

Corrosivity

B-1, B-2, B-3 Comp 1 0.0-5.0 7.73 1,675 Moderate

The pH and resistivity test results indicate that soils are moderately corrosive with regards to accelerated corrosion of metals.

Unconfined Compressive Strength of Soil Test Results

Unconfined compressive strength tests were conducted on thin-walled tube soil samples in accordance with ASTM D2166 testing method. The results are presented in the following table and are also presented in Appendix “D.”

Table 4: Unconfined Compressive Strength Test Results

Boring No. Depth (feet) Moisture

Content (%) Dry Density

(pcf) Max. Stress, qu (psf) Strain at Max.

Stress (%)

B-1 3.0-5.0 20.6 105.8 3,571 12.0

B-3 3.0-5.0 21.2 101.0 5,293 15.0

Project No. 2230-0307 8 June 8, 2022

4.5 Earthwork Recommendations

Building Pad Construction

A critical geotechnical consideration at this site is the swelling soils. If slab-on-grade construction is to be used for the building floor at this site, construction of an inert fill building pad is advisable. The amount of ground surface movement that can be tolerated by the structure should be evaluated by the designer (a value of 0.75 inch or less may be used for most structures) and the corresponding amount of removal and replacement or over ground fill should be performed as indicated in the following options:

Option 1: Cut and Fill

• Remove the required amount of existing soil (see following table) and replace that soil with inert fill, meeting all requirements given herein, Table 5: Cut and Fill Building Pad Requirements

Depth of Removal and Replacement Soil* (feet)

Estimated Potential Vertical Rise (PVR) (inches)

0.0 1.3

1.0 1.1

2.0 0.9

3.0 0.8

4.0 0.7

* Below existing site grade.

Or

Option 2: Fill Only

• Place the required amount or more of inert fill (see following table), meeting all requirements given herein, over the native soils.

Table 6: Over Ground Inert Fill Building Pad Requirements

Depth of Over Ground Inert Fill Building Pad** (feet)

Estimated Potential Vertical Rise (PVR) (inches)

0.0 1.3

1.0 0.9

2.0 0.6

** Above existing site grade.

Project No. 2230-0307 9 June 8, 2022

Only low plasticity on-site soils or imported inert fill should be used for fill under structure. Inert fill should meet the following requirements:

Inert Fill Requirements

Amount finer than 2-inch Sieve 100%

Amount finer than No. 200 Sieve 12% minimum and, if PI ≤ 7, 60% maximum

Liquid Limit 35 maximum

Plasticity Index (PI) 5 to 15

Subgrade Preparation

The existing subgrade should be:

• Stripped of topsoil, vegetation, pavement, fills and any other deleterious materials,

• Over-excavated to the required depth to reduce PVR to a level appropriate for the structural system to be used referring to the cut and fill building pad requirements and overground inert fill building pad requirements tables and extended to at least five (5) feet beyond building footprint,

• Proofrolled, including removing and replacing any soft material which exhibits permanent subgrade deformation exceeding 0.5 inch when traversed by a loaded truck with a rear axle load of approximately 16,000 lbs./axle, and

• Tested for moisture and density and, if deficient, scarified to a depth of 8 inches, moisture conditioned and compacted to 95 percent or more of standard Proctor maximum dry density (ASTM D698).

Removal of soft subgrade should not exceed a 3-foot depth below final top of subgrade elevation, nor extend below the static groundwater elevation. If such a depth is reached without encountering stable subgrade conditions, 12 inches of ODOT Type A aggregate base should be placed in the bottom of the over-excavated area and suitable fill material placed and compacted to bring the subgrade to design elevation.

Compaction Requirements

All fill in the structural areas should be:

• Compacted to at least 95 percent of standard Proctor maximum dry density (ASTM

D698) at a moisture content within -2% to +2% of the optimum.

• Compacted to at least 95 percent of standard Proctor maximum dry density (ASTM

D698) at a moisture content near optimum for ODOT Type A aggregate base.

• Placed in lifts not to exceed eight (8) inches in compacted thickness.

Project No. 2230-0307 10 June 8, 2022

• Tested for field density for each lift of fill at frequencies of every 1,500 sq. ft. in areas under structure.

Moisture should be maintained up until the placement of concrete in structural areas to prevent shrinkage (and subsequent post-construction swell) of the soil.

Drainage

The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than six (6) inches vertical fall in the first ten (10) feet measured perpendicular to the face of each wall. Trees and large bushes for landscaping should not be permitted within this 10-foot zone adjacent to the building. General site slopes, drainage swales, or storm drains shall be constructed to provide 1.0 percent slope, or more, along drainage paths which serve to discharge storm water from the site. If surface soil should be left exposed (e.g., flower beds) near the structure foundation, then it is suggested that efforts be taken to maintain such areas at a constant moisture in order to avoid swell/shrinkage of the soil that will affect the foundation system. If a non-expansive (inert fill) building pad is constructed such that it extends below the adjacent higher plasticity soils, the bottom of such excavation shall be cut at a slope of not less than 1.0 percent to provide a subsurface sump.

Drainage shall be provided from this sump in the base of the non-expansive building pad by an underdrain with a slope of at least 1.0 percent discharging either to daylight or to a permanent, automated sump pump system. The underdrain at the sump shall extend below the excavation and shall consist of a perforated nonmetallic underdrain conduit (ODOT 726.02(b)6), 4.0 inches diameter or larger, wrapped in drainage geotextile (ODOT 712.03) and surrounded by at least

6 inches of coarse cover aggregate (ODOT 703.04) on all sides.

The underdrain system mentioned in the above paragraph can be waived if a clay cap is placed surrounding the building footprint and all utility line trenches sealed with a clay plug at the building perimeter.

Clay cap should be:

• Over-excavated at least one foot deep below final grade and be extended horizontally to at least five (5) feet beyond edge of the exterior wall;

• Placed with geofabric over the excavated subgrade soils;

• Backfilled with compacted clays of PIs greater than twenty-five (25); and

• Sloped away from the building at a slope of not less than six (6) inches vertical fall in the first ten (10) feet.

On-site clays with PIs greater than twenty-five may be used for the clay cap.

Project No. 2230-0307 11 June 8, 2022

4.6 Foundation Recommendations

Considering the soils encountered and based on the test results of this exploration, the following foundation design parameters are recommended for the indicated foundation systems:

Footing Foundation System

Shallow foundations (e.g. spot or continuous cast-in-place concrete footings) may be used to support the new structures at this site. Footings must be placed a minimum of 2.0 feet below finished grade to provide adequate protection from frost action. Footings may be used with allowable net bearing capacity of up to 1,500 psf on native soils or 2,000 psf on compacted inert fills as specified below in “Subgrade Preparation within Footing Area.” Footings may be used with allowable net bearing capacity of 3,000 psf on 2.0 feet of properly compacted ODOT

Type A aggregate base as described in the Earthwork Recommendations Section of this report. Footings should have a width of at least 16 inches. The allowable net bearing capacity of the shallow foundation system should be reduced based on the footing size as shown in

Figure 2.

Figure 2: Allowable Bearing Capacity with Native Soils and Footing Size

1,000

1,200

1,400

1,600

0.00 5.00 10.00 15.00 20.00

A llo w a b le

B e a ri n g C a p a c it y, p s f

Footing Width, Feet

Allowable Bearing Capacity

Depth to Bearing Surface = 2.00 feet

Maximum Settlement = 1 inches

Continuous Footing

Square Spot Footing

Project No. 2230-0307 12 June 8, 2022

Continuous footings and spot footings are expected to undergo no more than 1.0-inch settlement when designed for the recommended bearing pressure when constructed on existing soil or no more than 5 feet of properly compacted inert fill. Standard Testing shall be provided with final grading plans and structural loads in order to re-evaluate our recommendations if deemed necessary.

Subgrade Preparation within Footing Area

Due to the presence of soft subgrade soils with low bearing capacities encountered near and below the shallow footing depth in the building borings, especially near the location of boring

B-1 and B-3, we recommend all footings to be verified as follows:

• Bearing Capacity should be verified by performing a Dynamic Cone Penetrometer (DCP) test or a Static Cone Penetrometer (SCP) at the bottom of the footings where soft soils are encountered

• If the above methods show the soft subgrade soils within the new footing area do not meet the specified bearing capacity, the soft subgrade soils should be over-excavated a minimum depth of 2 feet below the bottom of the new shallow footings;

• The exposed excavated soils should be compacted by using Jumping Jack or equivalent equipment,

• Either ODOT Type A aggregate base or inert fills or on-site low PI soils (PI between 5 and 15) should then be placed over up to the bottom of new footings.

Moisture should be maintained up prior to pouring concrete.

Pier Foundation System

Structures may be designed to be supported by drilled cast-in-place concrete piers founded

3.0 feet or more below the depths indicated in the "Relative Elevation of Rock Material" table provided in Section 2.4 of this report. Using this type of foundation, each column is supported on a single drilled pier and the building walls are placed on grade beams supported by a series of piers. Loads applied to the piers are transmitted to the rock partially through skin friction along the sides of the pier and partially through end bearing pressure.

All drilled piers should:

• Extend at least 3.0 feet or at least one (1) pier diameter, whichever is deeper, beyond the elevation indicated in the "Elevation of Rock Material" table provided in Section 2.4 of this report,

• Have an aspect ratio (length/diameter) between three (3) and thirty (30), Project No. 2230-0307 13 June 8, 2022

• Have a spacing between individual piers of three diameters or more (clear spacing),

• Be adequately reinforced with the reinforcement extending into the grade beams and/or pier caps, and

• Have a diameter of at least 18 inches.

Piers may be proportioned using an allowable net end bearing capacity of 15,600 psf and an allowable skin friction capacity of 1,040 psf for that portion of the pier in direct contact with the shale rock. It should be noted that at the location of borings B-1 and B-3, a layer of weathered shale, from a depth of approximately 16 to 25 feet, was encountered above the shale rock.

Rock material (defined by standard penetration test refusal) was encountered beneath this weathered shale in both borings. The allowable net bearing capacity and allowable skin friction capacity both include a factor of safety of 3.0. Uplift of the piers can be resisted by using the same skin friction values plus for the pier weight (i.e. 150 pcf x Pier Area x length of Pier).

Maximum service load vertical displacement of piers designed in this manner is expected to be on the order of 0.8% of the pier base diameter.

Drilled shafts may require casing or slurry-drilling methods. Concrete should be placed in pier holes as soon as practicable after completion of drilling to prevent weathering of the bearing stratum and relaxation of horizontal ground stresses.

If groundwater is encountered during pier excavation and cannot be dewatered, concrete may be placed by tremie-pipe method so as to assure no contamination of the fresh concrete by groundwater or drilling fluids. A sufficient head of plastic concrete should be maintained within the casing at all times during its extraction in order to overcome the hydrostatic groundwater pressure outside the casing.

4.7 Floor Slabs

Concrete slabs-on-grade for floors should be constructed as follows:

• The subgrade, inert fill, and/or soil building pad should be prepared as described in the

Earthwork Recommendations section of this report.

• Four (4) inches or more of granular base, meeting the following requirements, should be placed over the subgrade:

passing the 1.5 inches sieve……………………………………………………100 % passing the #200 sieve…………………………………………………..15 % or less plasticity index…………………………………………………………………6 or less

• At the time of concrete placement, the granular base should be moist, but free of any standing water.

Project No. 2230-0307 14 June 8, 2022

• The floor slab should be placed a minimum of four (4) inches thick in lightly loaded areas and up to six (6) inches thick in heavily loaded areas and should not be tied into the footings, stemwalls, or structural frame. If it is necessary to tie the floor slab into the foundation walls, exterior walls, and/or pitwalls, the slab should be jointed no more than

10 to 15 feet from the point of the restraint (ACI 360R-10, Section 14.7). Other control joints should be provided, each way, at a spacing of 24 to 36 times the slab thickness but no more than 18 feet. Refer to ACI 360R-10, Section 6.1.3 and Figure 6.6 for additional guidance on joint spacing.

If floor coverings susceptible to moisture damage by moist floor conditions (capillary moisture) are to be used, a vapor retarder consisting of one or more polyethylene or polypropylene fabric reinforcement layers with one or more bonded polyethylene film layers, at least 10 mils in total thickness, should be placed below the slab. The vapor retarder should be lapped 6 inches and taped at joints and fitted around all service openings. Section 5.2.3.2 of ACI 302.1R-15 provides the most current industry recommendations for use and placement of vapor retarders.

Figure 5.2.3.2, in ACI 302.1R-15, provides guidance for determining whether to place the vapor retarder above or below the "granular material" below the slab.

Floor slabs can be designed using a modulus of subgrade reaction, ks, of 140 pci for compacted inert fill described in the Earthwork Recommendations Section of this report.

Project No. 2230-0307 15 June 8, 2022

Section 5

BASIS FOR RECOMMENDATIONS

5.1 General Comments

The recommendations and conclusions contained in this report are based on the borings drilled and tests performed. We would point out that there may be variations in material properties over the site and would caution that there may be unknown conditions in existence which differ seriously from those encountered by the test borings. Such conditions, if indeed they exist at all, cannot be, and have not been, accounted for in this report. Therefore, the descriptions, recommendations, and conclusions contained herein should be considered as generalized, applying only to the immediate vicinity of the borings.

5.2 Limitations

Since this report is being prepared in advance of much of the detailed design, the finalized soil and structure parameters (i.e., floor elevation, structural system and loading, vertical movement tolerance, etc.) may differ from the ones considered during the preparation of this report. If such a design variance is substantial, Standard Testing would request the opportunity to review the plans and specifications of the proposed facility for applicability to the soil conditions in this report, and assurance of consistency with its intent.

It is recommended that Standard Testing be retained for testing and observation during earthwork and foundation construction phases, to help determine that the design requirements are fulfilled. It is also recommended that Standard Testing’s pier inspector be present during the pier drilling operations to verify the hardness of the support soil stratum and the proper depth of embedment.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical practice.

APPENDIX A

Vicinity Map

Site and Boring Location Plan

Vicinity Map

SW 61st St. & Airport Dr., Oklahoma City, OK 73169

2230-0307

Project Name:

Project Location:

Project No.:

Approximate Site Location

Site and Boring Location Plan

SW 61st St. & Airport Dr., Oklahoma City, OK 73169

2230-0307

Project Name:

Project Location:

Project No.:

LEGEND:

Approximate Boring Location

TBM

(ELEV=100 ft.)

B-1

B-2

B-3

TBM

APPENDIX B

Boring Logs

Soil Profile

Definition of Descriptive Terms

CL

Reddish Brn. to Dk. Brn. LEAN CLAY

V. Moist, Moderate Plasticity, V. Soft

Stiff

V. Stiff

Reddish Brn. WEATHERED SHALE V. Soft Rock

(ROCK) Reddish Brn. SHALE Hard Rock

Bottom of borehole at 25.7 feet

A

B

C

D

E

F

G

H

I

1-0-1 (1)

2-6-8 (14)

4-9-13 (22)

17-32-50/4.00"

12-19-29 (48)

25-50/2.00"

20.7

27.4

10.5

22.1

17.8

20.9

11.1

13.4

12.8

92.9 39-21-18

BORING LOG B-1

PROJECT NAME: MSTB Building

PROJECT NUMBER: 2230-0307

PROJECT LOCATION: Oklahoma City, Oklahoma

CLIENT: Small Architects www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD 25 GROUND ELEVATION: 99 DRILL START: 5/13/2022 LOGGER: R.J.

AD Dry TBM: Light Post DRILLED END: 5/13/2022 DRILLER: R.J.

24 Hrs - GPS: 35 24.131'N, 97 37.353'W DRILL RIG: CME-750 HOLE SIZE: 7.25"

> 24 Hrs - STA: - OFFSET: - DRILL METHOD: H.S.A.

D E

P T

H

F T

E L

E V

A T

IO

N

F

T

G R

A P

H

IC

L O

G

U S

C

S MATERIAL DESCRIPTION

SAMPLER SYMBOLS

S A

M P

L E

T Y

P E

S A

M P

L E

N U

M B

E R

B L

O W

C O

U N

T S

N

P O

C K

E T

P E

N T

R O

M E

T E

R ts f)

R E

C O

V E

R Y

R

Q D

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T p c f)

U C

S p s f)

S

IE

V E

LL-PL-PI

A T

T E

R B

E R

G L

IM

IT

S

Oklahoma City (405) 528-0541 Tulsa (918) 289-0005 Lawton (580) 353-0872 Enid (580) 237-3130

Grab

SS

ST RC

TC HA

(1 of 1)

CL

Dk. Reddish Brn. SILTY CLAY

Dk. Reddish Brn. LEAN CLAY Stiff V. Moist, Moderate Plasticity

V. Stiff

(ROCK) Reddish Brn. SHALE Soft Rock

Bottom of borehole at 25.4 feet

A

B

C

D

E

F

G

H

I

2-4-6 (10)

3-5-8 (13)

6-8-13 (21)

12-32-50/4.00"

12-31-50/5.00"

50/5.00"

23.9

24.8

24.1

22.2

20.5

18.1

13.1

16.3

10.3

85.6 31-16-15

BORING LOG B-2

PROJECT NAME: MSTB Building

PROJECT NUMBER: 2230-0307

PROJECT LOCATION: Oklahoma City, Oklahoma

CLIENT: Small Architects www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD Dry GROUND ELEVATION: 99 DRILL START: 5/13/2022 LOGGER: R.J.

AD Dry TBM: Light Post DRILLED END: 5/13/2022 DRILLER: R.J.

24 Hrs - GPS: 35 24.125'N, 97 37.338'W DRILL RIG: CME-750 HOLE SIZE: 7.25"

> 24 Hrs - STA: - OFFSET: - DRILL METHOD: H.S.A.

D E

P T

H

F T

E L

E V

A T

IO

N

F

T

G R

A P

H

IC

L O

G

U S

C

S MATERIAL DESCRIPTION

SAMPLER SYMBOLS

S A

M P

L E

T Y

P E

S A

M P

L E

N U

M B

E R

B L

O W

C O

U N

T S

N

P O

C K

E T

P E

N T

R O

M E

T E

R ts f)

R E

C O

V E

R Y

R

Q D

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T p c f)

U C

S p s f)

S

IE

V E

LL-PL-PI

A T

T E

R B

E R

G L

IM

IT

S

Oklahoma City (405) 528-0541 Tulsa (918) 289-0005 Lawton (580) 353-0872 Enid (580) 237-3130

Grab

SS

ST RC

CH

Dk. Reddish Brn. SILTY SANDY CLAY

Dk. Reddish Brn. FAT CLAY Firm

Moist, High Plasticity, Stiff

V. Stiff

Reddish Brn. WEATHERED SHALE V. Soft Rock

(ROCK) Reddish Brn. SHALE Soft Rock

Bottom of borehole at 25.5 feet

A

B

C

D

E

F

G

H

I

2-2-3 (5)

3-4-7 (11)

5-8-16 (24)

12-22-50/6.00" (72)

5-11-40 (51)

50/6.00"

20.1

25.0

19.4

20.1

20.7

17.9

15.9

20.2

18.6

93.3 51-18-33

BORING LOG B-3

PROJECT NAME: MSTB Building

PROJECT NUMBER: 2230-0307

PROJECT LOCATION: Oklahoma City, Oklahoma

CLIENT: Small Architects www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD 20 GROUND ELEVATION: 100 DRILL START: 5/13/2022 LOGGER: R.J.

AD 23 TBM: Light Post DRILLED END: 5/13/2022 DRILLER: R.J.

24 Hrs - GPS: 35 24.121'N, 97 37.346'W DRILL RIG: CME-750 HOLE SIZE: 7.25"

> 24 Hrs - STA: - OFFSET: - DRILL METHOD: H.S.A.

D E

P T

H

F T

E L

E V

A T

IO

N

F

T

G R

A P

H

IC

L O

G

U S

C

S MATERIAL DESCRIPTION

SAMPLER SYMBOLS

S A

M P

L E

T Y

P E

S A

M P

L E

N U

M B

E R

B L

O W

C O

U N

T S

N

P O

C K

E T

P E

N T

R O

M E

T E

R ts f)

R E

C O

V E

R Y

R

Q D

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T p c f)

U C

S p s f)

S

IE

V E

LL-PL-PI

A T

T E

R B

E R

G L

IM

IT

S

Oklahoma City (405) 528-0541 Tulsa (918) 289-0005 Lawton (580) 353-0872 Enid (580) 237-3130

Grab

SS

ST RC

B-1

1-0-1 (1)

2-6-8 (14)

4-9-13 (22)

17-32-50/4" (82)

12-19-29 (48)

25-50/2"

B-2

2-4-6 (10)

3-5-8 (13)

6-8-13 (21)

12-32-50/4" (82)

12-31-50/5" (81)

50/5"

B-3

2-2-3 (5)

3-4-7 (11)

5-8-16 (24)

12-22-50/6" (72)

5-11-40 (51)

50/6"

E L E

V A

T

IO

N I

N F

E E

T

E L E

V A

T

IO

N

IN

F E

E T

Lean Clay

Weathered Shale

Shale

Silty Clay

Sandy Silty Clay

Fat Clay

SOIL PROFILE

MSTB Building

PROJECT NO. 2230-0307

HORIZONTAL VERTICAL

SCALE: SCALE: 1"=5'

DEFINITION OF DESCRIPTIVE TERMS

Consistency of Cohesive Soils (at moisture content near plastic limit):

Very Soft - Easily penetrated 4" to 6" by fist; tall core will sag under its own weight.

Soft - Easily molded by fingers.

Firm - Can be penetrated 2" to 3" by thumb with moderate effort, imprinted with fingers.

Stiff - Readily indented by thumb but penetrated only with great effort.

Very Stiff - Readily indented by thumbnail, imprinted very slightly with pressure from fingers.

Hard - Indented with difficulty by thumbnail, cannot be imprinted with fingers.

Density of Cohesionless Soils:

Very Loose - less than 4 SPT "N" value corrected for overburden.

Loose - 5 to 10 SPT "N" value corrected for overburden.

Medium Dense - 11 to 30 SPT "N" value corrected for overburden.

Dense - 31 to 50 SPT "N" value corrected for overburden.

Very Dense - 51 to 50/6" SPT "N" value corrected for overburden.

Hard - less than 6" penetration in 50 SPT "N" blows corrected for overburden (cemented).

Hardness of Rock:

Very Soft - can be scratched readily by fingernail Soft - can be grooved readily by knife or pick Medium - can be grooved 0.05" deep by firm pressure of knife Moderately Hard - can be scratched by knife Hard - can be scratched by knife or pick only with difficulty Very Hard - cannot be scratched by knife or sharp pick

Other Terms Descriptive of Consistency:

Brittle - Ruptures with little deformation Friable - Crumbles or pulverizes easily.

Elastic - Returns to original length after small deformation.

Spongy - Is very porous, loose and elastic.

Sticky - Adheres or sticks to tools or hands.

In-Situ Moisture Descriptions:

Dry - powdery Slightly Moist - water not readily absorbed by paper Moist - water readily absorbed by paper Very Moist - water condenses on sample tray Wet - water drips from sample

Degree of Plasticity When Moist to Very Moist:

Nonplastic - cannot be rolled into a ball Trace of Plasticity - can be rolled into a ball but not into a 1/8" thread Low Plasticity - barely holds its shape when rolled into a 1/8" thread Fairly Low Plasticity - 1/8" thread quickly ruptures when bent Medium Plasticity - 1/8" thread withstands considerable deformation without rupture.

Fairly High Plasticity - difficult to rupture a 1/8" thread by bending.

High Plasticity - can be kneaded without rupture; greasy texture.

Abbreviations:

V. - Very Dk. - Dark Blk. - Black Tr. - Trace Lt. - Light Brn. - Brown Fl. - Fairly Med. - Medium Sl. - Slightly

APPENDIX C

AASHTO Soil Classification System

Unified Soil Classification System

APPENDIX D

Summary of Laboratory Test Results

B-1 A 0.0-1.5 20.7

B 1.5-3.0 27.4 97 39 21 18 100 100 99 98 92.9 CL A-6(18)

C 3.0-5.0 10.5 106 3571 12.0 D 5.0-6.5 22.1 105 E 8.0-10.0 17.8 F 10.0-11.5 20.9 109 G 15.0-16.3 11.1 H 20.0-21.5 13.4 I 25.0-25.7 12.8

B-2 A 0.0-1.5 23.9 B 1.5-3.0 24.8 95

C 3.0-5.0 24.1 99 31 16 15 100 100 100 95 85.6 CL A-6(11)

D 5.0-6.5 22.2 100 E 8.0-10.0 20.5 F 10.0-11.5 18.1 104 G 15.0-16.3 13.1 H 20.0-21.4 16.3 I 25.0-25.4 10.3

B-3 A 0.0-1.5 20.1 B 1.5-3.0 25.0 101 C 3.0-5.0 19.4 101 5395 16.7

D 5.0-6.5 20.1 107 51 18 33 99 98 97 97 93.3 CH A-7-6(33)

E 8.0-10.0 20.7 F 10.0-11.5 17.9 116 G 15.0-16.5 15.9 H 20.0-21.5 20.2 I 25.0-25.5 18.6

SUMMARY OF LABORATORY TEST RESULTS

Client: Small Architects Date: 6/7/2022

Project: MSTB Building Project No.: 2230-0307

Boring No.

Sample

No.

Depth

(ft)

Moisture Content

Dry Density

(pcf) LL

Atterberg Limits (% Moisture)

PL PI #4

Sieve Analysis (% Passing)

#10 #40 #100 #200 USCS

Soil Classification

AASHTO

Stress (psf)

UCT

Strain

UNCONFINED COMPRESSION TEST

Project No.: 2230-0307

Date Sampled:

Remarks:

Figure

Client: Small Architects

Project: MSTB Building

Source of Sample: B-1 Depth: 3.0

Sample Number: C

Description: Reddish Brn. to Dk. Brn. LEAN CLAY

LL = PI = PL = Assumed GS= 2.65 Type: Undisturbed

Stage

Unconfined strength, psf

Undrained shear strength, psf

Failure strain, %

Strain rate, in./min.

Water content, %

Wet density, pcf

Dry density, pcf

Saturation, %

Void ratio

Specimen diameter, in.

Specimen height, in.

Height/diameter ratio

12.0

0.052

20.6

127.7

105.8

97.1

0.5630

2.82

5.96

2.11

C o m p re s s iv e S tr e s s p s f

Axial Strain, %

0 5 10 15 20

UNCONFINED COMPRESSION TEST

Project No.: 2230-0307

Date Sampled:

Remarks:

Figure

Client: Small Architects

Project: MSTB Building

Source of Sample: B-3 Depth: 3.0

Sample Number: C

Description: Dk. Reddish Brn. FAT CLAY

LL = PI = PL = Assumed GS= 2.65 Type: Undisturbed

Stage

Unconfined strength, psf

Undrained shear strength, psf

Failure strain, %

Strain rate, in./min.

Water content, %

Wet density, pcf

Dry density, pcf

Saturation, %

Void ratio

Specimen diameter, in.

Specimen height, in.

Height/diameter ratio

15.0

0.052

21.2

122.5

101.0

88.2

0.6374

2.85

5.92

2.08

C o m p re s s iv e S tr e s s p s f

Axial Strain, %

0 5 10 15 20

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