GEOTECHNICAL ENGINEERING STUDY. Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas

Transcription

1 GEOTECHNICAL ENGINEERING STUDY Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas PSI Project No PREPARED FOR: Investcor, LLC 360 Nueces Street, Suite 40 Austin, Texas March 21, 2016 BY: PROFESSIONAL SERVICE INDUSTRIES, INC McHale Court, Suite 125 Austin, Texas Phone: (512) Fax: (512) Texas Firm Registration No. F-3307

2 March 21, 2016 Investcor, LLC 360 Nueces Street, Suite 40 Austin, Texas Attn: Mr. Tylere Brennan Re: Geotechnical Engineering Study Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas PSI Project No Dear Mr. Brennan Professional Service Industries, Inc. (PSI) is pleased to submit the Geotechnical Engineering Study for the referenced project. This report includes the results of field and laboratory testing along with recommendations for use in preparation of the appropriate design and construction documents for this project. PSI appreciates the opportunity to perform this Geotechnical Engineering Study and looks forward to continuing participation during the design and construction phases of this project. If there are any questions pertaining to this report, or if PSI may be of further service, please contact the PSI office. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Texas Board of Professional Engineers Certificate of Registration # F Derek Stout, P.E. Project Engineer Geotechnical Services Dexter Bacon, P.E. Chief Engineer 03/21/2016 Professional Service Industries, Inc McHale Court, Suite 125 Austin, TX Phone (512) Fax (512)

3 TABLE OF CONTENTS Page No. 1.0 PROJECT INFORMATION... 1 PROJECT AUTHORIZATION... 1 PROJECT DESCRIPTION... 1 PURPOSE AND SCOPE OF SERVICES... 2 SITE AND SUBSURFACE CONDITIONS... 3 SITE DESCRIPTION... 3 SITE GEOLOGY... 4 FIELD EXPLORATION... 5 FIELD TESTS AND MEASUREMENTS... 5 LABORATORY TESTING PROGRAM... 5 SUBSURFACE CONDITIONS... 5 GROUNDWATER INFORMATION... 7 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS... 8 GEOTECHNICAL DISCUSSION... 8 ESTIMATED MOVEMENT OF EXPANSIVE SOILS... 8 FOUNDATION DISCUSSION... 9 DESIGN MEASURES TO REDUCE CHANGES IN SOIL MOISTURE FOUNDATION DESIGN RECOMMENDATIONS SITE SEISMIC DESIGN RECOMMENDATIONS PAVEMENT DESIGN RECOMMENDATIONS PAVEMENT DESIGN PARAMETERS PAVEMENT SECTION RECOMMENDATIONS CONSTRUCTION CONSIDERATIONS MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS BUILDING FOUNDATION EXCAVATION OBSERVATIONS DRAINAGE CONSIDERATIONS EXCAVATIONS AND TRENCHES SUBGRADE PREPARATION FOR SITE WORK (NON STRUCTURAL - GENERAL FILL) REPORT LIMITATIONS APPENDIX Site Vicinity Map Boring Location Plan Site Plan Boring Location Plan Aerial Boring Logs Key to Terms and Symbols Used on Logs

4 TABLE OF FIGURES Page No. Figure Project Location... 3 Figure 2.2 Southeast Corner Viewing Northwest... 4 Figure 2.3 Boring B-1 Location Viewing South... 4 Figure Generalized Subsurface Profile... 6 Figure Select Fill Foundation Pad Improvement Figure Typical Waffle Slab Figure Option 1 Flexible Pavement Typical Section Figure Option 2 Flexible Pavement Typical Section Figure Option 3 Flexible Pavement Typical Section Figure Option 1 Rigid Pavement Typical Section Figure Option 2 Rigid Pavement Typical Section TABLE OF TABLES Page No. Table General Project Description... 1 Table Geotechnical Design Summary... 1 Table Undercut and Replacement Recommendations Table Compaction Requirements for Undercut and Replace Method Table Waffle Slab Design Parameters Table PTI Design Parameters Table Recommended Design Seismic Parameters Table Pavement Design Parameters and Assumptions (Rigid and Flexible) Table Flexible Pavement Roadway and Parking Area Section Options Table Rigid Pavement Roadway and Parking Area Section Options Table Pavement Design and Construction Requirements Table Compaction and Testing Requirements for Pavement Areas Table Subgrade Preparation for Non-Structural - General Fill Table Fill Compaction Requirements Outside of Building and Pavement Areas... 24

5 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Project Authorization 1.0 PROJECT INFORMATION Professional Service Industries, Inc., (PSI) has completed a field exploration and geotechnical evaluation for the proposed Brodie Marketplace project to be constructed within the northwest quadrant of the intersection of Brodie Lane and Deer Lane in Austin, Texas. Mr. Tylere Brennan, Owner of Investcor, LLC, authorized PSI s services on February 18, 2016 by signing PSI Proposal No dated February 16, PSI s proposal contained a proposed scope of work, lump sum fee, and PSI s General Conditions. Project Description Based on information provided, PSI s review of a site plan titled Deerfield Lot 1B Overall Site Plan, dated December 17, 2015 and prepared by Mr. Reese B. Hurley, P.E. with LJA Engineering, Inc., and the results of this geotechnical investigation, a summary of the proposed project and geotechnical recommendations are presented in the following tables. Table General Project Description Structural Design Element(s)... 1 Story Building and Pavement Building Dimensions... ±8,000 SF Estimated Foundation Type... Stiffened Beam and Slab on Grade Table Geotechnical Design Summary General Subsurface Conditions... Fat/Lean Clay over Limestone (Section 2.6) Groundwater Observations... Dry (Section 2.7) Existing Site Potential Vertical Movement... 4½ inches (Section 3.2.1) Design Potential Vertical Movement... Less than 1 inch (Section 3.2.2) Foundation Improvement Type... Excavation and Replacement (Section 3.3.2) Required Foundation Improvement Depth... 6 feet to El. 800 feet (Section 3.3.2) Replacement Material Type... Pit Run (Section 3.3.2) Design Measures to Reduce Moisture Variations... Section 3.4 Foundation Design Recommendations... Section 3.5 Proposed Foundation Type... Stiffened Beam and Slab on Grade Allowable Bearing Pressure... 2,250 psf Section 3.5 Site Seismic Class... Class C (Section 3.6) Pavement Type... Rigid or Flexible (Section 4.2) PSI had not been provided with the Finish Floor Elevation of the proposed structures/structure at the time this report was prepared. This information may significantly affect the earthwork and foundation recommendations contained in this report. PSI should be provided with elevation information prior to design finalization so PSI may determine if the recommendations contained in this report remain applicable. PAGE 1

6 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Foundation pad preparation costs on expansive soil or rock sites are typically a significant portion of the overall project development cost. Providing the Geotechnical Engineer all project information available at the time of the initial geotechnical study and keeping the Geotechnical Engineer involved with the Project Team during the design phase, especially near the time of construction, will most often result in lowering risk and providing optimized geotechnical solutions. The geotechnical recommendations presented in this report are based on the available project information, structure locations, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform PSI so that the recommendations presented in this report can be amended as necessary. PSI will not be responsible for the implementation of provided recommendations if not notified of changes in the project. Should any of the above information or assumptions made by PSI be inconsistent with the planned construction, PSI requests that the Client contact the PSI office immediately to allow ample time to make necessary modifications to this report. Purpose and Scope of Services The purpose of this study is to evaluate the subsurface conditions at the site and develop geotechnical engineering recommendations and guidelines for use in preparing the design and other related construction documents for the proposed project. The scope of services included drilling test borings, performing selected laboratory tests, and preparing this geotechnical engineering report. This report briefly outlines the available project information, describes the site and subsurface conditions, and presents the recommendations regarding the following: General site development and subgrade preparation, Selection and placement of fill and backfill within construction limits, Soil parameters for use in the design of appropriate foundation systems, General pavement design criteria and pavement subgrade preparation, General comments regarding factors that may impact construction and performance of the proposed construction. The scope of services for this geotechnical exploration did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI was not requested by the client to provide any service to investigate or detect the presence of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. PAGE 2

7 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Site Description SITE AND SUBSURFACE CONDITIONS The subject site is located within the northwest quadrant of the intersection of Brodie Lane and Deer Lane in Austin, Texas. The subject site is bounded by undeveloped property and Davis Lane to the north, Brodie Lane to the east, Deer Lane to the south and undeveloped property to the west. The site location and approximate boundaries are depicted in the image below. Figure Project Location At the time of PSI s field exploration, the subject site was undeveloped. The surface of the site was primarily covered with grass and patches of barren ground. A large portion of the project site is occupied by an existing pond of unknown depth. Based on visual observations, the site appeared to be relatively flat. The surficial soils were relatively soft and the truck mounted drill rig experienced little difficulty moving about the site. The following images were obtained during field operations and contain additional information regarding the project site. PAGE 3

8 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Figure 2.2 Southeast Corner Viewing Northwest Figure 2.3 Boring B-1 Location Viewing South Site Geology As shown on the Geologic Atlas of Texas, Austin Sheet, reprinted in 1992, the site is located in an area where Del Rio Formation ( Grayson Marl ) and Georgetown Formation are present at or near the ground surface. The Del Rio Formation consists of calcareous and gypsiferous clay which is blocky and contains thin beds of highly calcareous siltstone and marine fossils. The Georgetown Formation consists of limestone and marl, which is hard to brittle with some marine fossils. PAGE 4

9 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Field Exploration Field exploration for the project consisted of drilling a total of 2 test borings to a depth of approximately 20 feet each below the existing ground surface. The test boring locations were selected by PSI personnel and were located in the field by identifying natural landmarks and using GPS coordinates. The approximate test boring locations are depicted on the Boring Location Plan provided in the Appendix. The test borings were drilled using a truck-mounted drill rig and air rotary (flight auger) drilling methods were used to advance the test holes. Representative disturbed samples of the soils encountered were obtained using split-spoon sampling in accordance with ASTM D1586; undisturbed soil samples were collected using thin-walled tube sampling procedures in accordance with ASTM D1587. The samples obtained from the test borings were identified according to test boring number and depth, and a representative portion of each sample was sealed in plastic to protect against moisture loss. The samples were subsequently transported to PSI s laboratory, where they were reviewed by a Geotechnical Engineer and were visually classified using the Unified Soil Classification System. Field Tests and Measurements Information regarding the ground surface elevations at the test boring locations was estimated based on topographic information presented on the above referenced site plan. Based on the topographic information obtained from the referenced map, the existing ground surface elevation at this site range from approximately El. 806 feet to approximately El. 805 feet. Finish Floor Elevation information was not available to PSI at the time this report was prepared. This information may significantly affect the earthwork and foundation recommendations contained in this report. PSI should be provided with elevation information prior to design finalization in order to determine if the recommendations contained in this report remain applicable. Laboratory Testing Program PSI supplemented the field exploration with a laboratory testing program to determine additional engineering characteristics of the subsurface soils encountered. The laboratory testing program included: Visual Classification (ASTM D2488), Moisture Content Tests (ASTM D2216), Atterberg Limits (ASTM D4318), Material Finer than No. 200 (ASTM D1140), Unconfined Compression Strength Test (ASTM D2166). The laboratory testing program was conducted in general accordance with applicable ASTM Specifications. The results of the laboratory tests are provided in the Appendix on the Logs of Boring. Subsurface Conditions The results of the field and laboratory testing indicates that the site generally contains fat and lean clay within the upper 16 to 17 feet. Atterberg limits tests indicate that the clay in this upper layer has a plasticity index typically in the range of 29 to 61 and the material had a percent passing the No. PAGE 5

10 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, sieve range of 84 to 93. Below the clay layers, limestone was encountered and extended to each boring termination depth. The generalized subsurface profile at this site is shown in the following image. Figure Generalized Subsurface Profile The above subsurface descriptions are of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs should be reviewed for specific information such as soil descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The boring logs were prepared using stratigraphic and soil property data developed during the field and laboratory programs. Each log represents an interpretation of general soil and water conditions at the boring location. PSI used the Unified Soil Classification System (ASTM D 2487) to classify the recovered soils. The boring logs are included in the Appendix. A key to the terms and symbols used on the logs are included at the end of the boring logs. The stratifications shown on the boring logs only represent the conditions at that actual boring location and represent the approximate boundaries between subsurface materials. The actual transitions between strata may be more gradual or more distinct. Variations will occur and should be expected at locations between and away from the boring locations. Water level observations made during field operations are also shown on the boring logs. The indicated stratum depths and any water levels are measured from the ground surface and are estimated to the nearest one-half (½) foot. Portions of any samples that are not altered or consumed by laboratory testing will be retained for 30 days from the date shown this report and will then be discarded. PAGE 6

11 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Groundwater Information The borings were advanced using dry drilling techniques to their full depths, enabling the possibility of detection of the presence of groundwater during drilling operations. Groundwater was not detected either during or upon completion of drilling operations. Upon completion of groundwater observations, the boreholes were backfilled with soil cuttings generated from the drilling process. In relatively pervious soils, such as sandy soils, the indicated depths are considered to be a relatively reliable indicator of groundwater levels. In relatively impervious soils, however, water levels observed in the test borings even after several days may not provide reliable indications of groundwater table elevations. Seasonal variations and changes in site grading could influence the groundwater levels at the site; therefore, water levels at later times could be different from those observed during the subsurface exploration. Groundwater levels are influenced by seasonal and climatic conditions which generally result in fluctuations in the elevation of the groundwater level over time. Therefore, the contractor should check the groundwater conditions just prior to foundation excavation activities. Specific information concerning groundwater is noted on each boring log presented in the Appendix of this report. PAGE 7

12 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Geotechnical Discussion GEOTECHNICAL EVALUATION AND RECOMMENDATIONS Based upon the information gathered from the soil borings and laboratory testing, the clay soils encountered at this site within the seasonally active zone have a high potential for expansion. In addition to the expansive clays, the pond that occupies a large portion of the project site, including over half of the proposed building footprint, is a concern for issues related to settlement. The expansive potential (i.e. Potential Vertical Movement or PVM) of these soils and the settlement concerns related to the pond must be addressed in the design and construction of this project in order to reduce the potential for foundation movements and foundation distress to an acceptable magnitude. PSI understands that the proposed building will be supported by a shallow soil supported stiffened beam and slab on-grade type foundation (Waffle Slab). An improved foundation pad must be constructed under soil supported floor slab and foundation elements due to the presence of expansive or unacceptable foundation soils. And can be achieved by excavating unacceptable soils and replacing them with select fill materials (Undercut and Replace Method). The following design recommendations have been developed based on the previously described project characteristics and subsurface conditions encountered. If there are any changes in the project criteria, including project location of the site, a review must be made by PSI to determine if any modifications in the recommendations will be required. The findings of such a review should be presented in a supplemental report. Once final design plans and specifications are available, a general review by PSI is recommended as a means to check that the conditions assumed in the project description are correct and that the earthwork and foundation recommendations are properly interpreted and implemented. Estimated Movement of Expansive Soils The soils encountered at the soil boring locations exhibit high potential for volumetric changes as a result of fluctuations in soil moisture content. For this reason, PSI has conducted tests to estimate the potential vertical movement within the proposed construction area Shrink/Swell Movement Estimate for Existing Conditions Based on the laboratory testing results and Texas Department of Transportation (TxDOT) method TEX-124-E, the estimated potential vertical movement for existing conditions within the proposed project area was calculated to be approximately 4½ inches. This estimate assumes a sustained surcharge load of approximately one (1) pound per square inch on the subgrade materials for a soils supported floor slab. It is not possible to quantify actual soil moisture regime changes and resulting shrink/swell movements. Extreme soil moisture variations could occur due to unusual drought severity, leaking water or sewer lines, poor drainage (possibly due to landscape changes after construction), irrigation line breaks, perched groundwater infiltration, springs, large trees located adjacent to the building or previously underneath the building, downspouts directing roof discharge under the foundation, etc. Therefore, because of these factors, the shrink/swell potential of soils in the Central Texas area can often be significantly underestimated using the TxDOT, PTI or swell test methods. These conditions cannot be determined at the time of the geotechnical study. Therefore, estimated shrink/swell movements are calculated in consideration of historical climate data related to soil PAGE 8

13 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 moisture variations. Movements in excess of these assumed variations should be anticipated and adequate maintenance should be provided to address these issues throughout the life of the structure Acceptable PVM Tolerance and Recommendations Any grade supported floor slabs and foundations should be expected to undergo some vertical movements, including differential, as a result of the action of expansive soils. In this general area, most owners, architects, structural and geotechnical engineers consider a value of one (1) inch or less to be within acceptable movement tolerances for grade supported floor slabs or foundations. This generally accepted tolerance for movement has been used by PSI in developing the recommendations for preparing the foundation pad for this project. The amount of movement associated with a PVM magnitude of one (1) inch may not take into consideration the movement tolerance understood by the facility owner or occupants. These operational or aesthetic performance criteria require a lower magnitude of allowable movement than the structural criteria or tolerances associated with a one (1) inch PVM. The fact that cracking in the foundation and walls will likely occur due to expansive soil movement requiring periodic maintenance with a 1 inch PVM should be understood by the Owner and Design Team during the design phase. Therefore, PSI recommends that the owner discuss allowable movement tolerances with the structural engineer, the architect, and other appropriate members of the Design Team prior to commencement of the final design to make certain that appropriate movement tolerances for grade supported floor slabs/foundations are developed and used for this project. If design PVM values other than one (1) inch are desired, PSI should be contacted to review and revise the recommendations presented in this report as necessary to meet the project requirements. If the risk of grade-supported foundation and floor slab movements is not acceptable, or if the required foundation pad preparation costs for a soil supported foundation are determined to be excessive, a drilled pier foundation with a structurally suspended floor slab should be used Construction Phase Recommendations Foundation pad preparation requirements on expansive clay sites depend on the soil moisture climatic condition at the time of construction as well as the expansive properties of the clay. It is recommended that the foundation pad recommendations presented in this report be confirmed immediately prior to construction by the Geotechnical Engineer. Having the Geotechnical Engineer retained to review the earthwork recommendations in the Contract Documents and be an active participant in team meetings near the time of construction can often result in project cost savings. The geotechnical engineer can assess soil moisture conditions at the time of construction more accurately by knowing the location of the building, surrounding flatwork, pavements, planned landscaping, and drainage features often resulting in less risk and project cost savings. Foundation Discussion Based on information provided to PSI, information obtained during the field operations, results of the laboratory testing and PSI s experience with similar projects, recommendations for a waffle-slab type foundation is presented in this report. Should it be determined that a different foundation type is PAGE 9

14 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 desired, please inform PSI as soon as possible so that a supplement to this report for the desired foundation type can be provided. As previously noted, the estimated PVM at the proposed building location was calculated to be approximately 4½ inches. This amount of movement is above the value considered acceptable by most structural and geotechnical engineers in this area. Therefore, a reduction of the PVM within any foundation pad is recommended for structures with grade supported floor slabs and can be accomplished by the undercut and replace method which entails undercutting the existing soils to the desired depth or elevation, then proof-rolling, scarifying, moisture conditioning the exposed subgrade, and placement select fill materials in controlled compacted lifts up to final grade Pond Mitigation PSI understands that the pond that currently occupies a portion of the project site will be removed and backfilled with fill materials. PSI recommends that the pond be drained and the pond bottom and walls be stripped of organics and deleterious material. Once the pond has been stripped, the upper 6 inches, or any soft or loose materials should be removed from the site and disposed. A representative of the Geotechnical Engineer should be present to confirm the amount of materials required for disposal. After loose or soft pond materials have been removed from the project site, the pond bottom should be compacted per the recommendations of Table 3.2. Once compaction operations have been completed, fill materials may be placed into the pond as required to reach final grade. Note that this fill pad may vary depending on the location of pond and the building or pavement excavation requirements. It is recommended that the entire pond be filled with a pit-run select fill to ensure settlement stability Foundation Pad Improvement Compacted reconditioned general fill can be used in any areas between the top of the compacted subgrade and bottom of the select fill per requirements as outlined in Section 6.0 near the end of the report. Undercut and Replace Method As previously mentioned, PSI recommends that the building foundation be improved using the Undercut and Replace Method. The following illustrations and tables provide general requirements for the installation of a foundation pad utilizing the Undercut and Replace Method that should provide a reduced potential for vertical movement and a structurally improved foundation system. Figure Select Fill Foundation Pad Improvement PAGE 10

15 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Table Undercut and Replacement Recommendations Application... Soil Supported Floor Slab Site Stripping Removal... Upper 6 inches of organics and deleterious material including debris to expose clean subgrade Foundation Improvement Method... Remove and replace existing soils with select fill Improved Site Condition (PMR)... Less than 1 inch Minimum Undercut... 6 feet to El. 806 feet Below all slab areas and at least 5 feet beyond the Horizontal Undercut Extent... slab perimeter and extending the full width of flatwork that may be sensitive to movement The exposed subgrade should be proof-rolled with construction equipment weighing at least 20 tons. Soils that are observed to rut or deflect excessively Proof-Rolling Requirements... under the moving load should be removed and replaced with properly compacted select fill materials. Proof-roll then scarify, moisture condition, and Exposed Subgrade Treatment... compact 9 inches natural subgrade Select Fill Thickness... At least 6 feet minimum Pit Run Free of organics, trash, or other deleterious material Select Fill Material Below Cap... Liquid Limit <40% Plasticity Index 7 to 20 3 maximum particle size On site or imported materials having: Allowable PI from 12 to 35 General Fill Requirements... Percent Passing No. 200 Sieve > 50% Max Particle Size 3 Minimum 10-mil conforming to ASTM E1745, Class C or better and with a maximum water vapor Vapor Retarder Material... permeance of perms (ASTM E96) such as a 10 mil Stego Wrap by Stego Industries LLC or other similar product Maximum Loose Lift Thickness... 8 inches Time Between Subgrade Prep. and Select Fill Placement... Less than 48 hours PAGE 11

16 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, Compaction and Testing Requirements for Foundation Pad Areas The following table outlines foundation pad compaction requirements in consideration of appropriate vertical movement reduction method. Location Foundation Pad Areas Table Compaction Requirements for Undercut and Replace Method Material Subgrade Soil (Base of excavation) General Fill (Onsite Material) Select Fill (Pit Run or Item 247) Test Method for Density Determination Percent Compaction ASTM D % to 98% ASTM D % to 98% Optimum Moisture Content +1% to +5% +1% to +5% ASTM D % -1 to +3% Design Measures to Reduce Changes in Soil Moisture Testing Requirement 1 per 5,000 SF 1 per 5,000 SF; min. 3 per lift 1 per 5,000 SF; min. 3 per lift The following recommended measures can reduce possible moisture fluctuations of the soils under the floor slab. Movements of the foundation soil can be effectively reduced by providing horizontal and/or vertical moisture barriers around the edge of the slab. Typically, the moisture barriers would consist of concrete flatwork or asphalt or concrete pavement placed adjacent to the edge of the building, a clay cap over poly, and/or a deepened perimeter grade beam or vertical poly trench filled with flowable fill. Although subgrade modification through excavation and replacement is recommended to reduce potential soil-related foundation movements, the design and construction of a grade-supported foundation should also include the following elements: Roof drainage should be controlled by gutters and carried well away from the structure. The ground surface adjacent to the building perimeter should be sloped and maintained a minimum of 5% grade away from the building for 10 feet to result in positive surface flow or drainage away from the building perimeter. In areas adjacent to the building controlled by ADA, concrete flatwork slopes should not be less than 2% within 10 feet of the building. Hose bibs, sprinkler heads, and other external water connections should be placed well away from the foundation perimeter such that surface leakage cannot readily infiltrate into the subsurface or compacted fills placed under the proposed foundations and slabs. No trees or other vegetation over 6 feet in height shall be planted within 15 feet of the structure unless specifically accounted for in the foundation design. Utility bedding should not include gravel near the perimeter of the foundation. Compacted clay or flowable fill trench backfill should be used in lieu of permeable bedding materials between 2 feet inside the building to a distance of 4 feet beyond the exterior of the building edge to reduce the potential for water to infiltrate within utility bedding and backfill material. PAGE 12

17 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Paved areas around the structure are helpful in maintaining soil moisture equilibrium. It will be very beneficial to have pavement, sidewalks or other flatwork located immediately adjacent to the building to both reduce intrusion of surface water into the more permeable select fill and to reduce soil moisture changes along the exterior portion of the floor due to soil moisture changes from drought, excessive rainfall or irrigation, etc. The use of a clay cap over poly sheeting (horizontal barrier) or impervious geosynthetic liner or concrete (vertical barrier) is recommended in those areas not covered with asphalt or concrete pavement or flatwork. For this project, the minimum recommended horizontal distance of relatively impervious cover from pavement, flatwork or geosynthetic liner is 8 feet. For a deepened concrete beam or other type of impervious vertical barrier, a minimum depth of 6 feet is recommended Flower beds and planter boxes should be piped or water tight to prevent water infiltration under the building. Experience indicates that landscape irrigation is a common source of foundation movement problems and pavement distress. Experience indicates that landscape irrigation is a common source of foundation movement problems and pavement distress. Repairing irrigation lines as soon as possible after leakage commences will benefit foundation performance greatly. Foundation pad and pavement subgrade should be protected and covered within 48 hours to reduce changes in the natural moisture regime from rainfall events or excessive drying from heat and wind. PAGE 13

18 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Foundation Design Recommendations Stiffened Beam and Slab-on-Ground Foundation Recommendations Figure Typical Waffle Slab A waffle slab type foundation is generally used to support relatively light structures where soil conditions are relatively uniform and where uplift and settlement can be tolerated. The intent of a stiffened beam and slab-on-grade foundation is to allow the structure and foundation to move with soil movements while providing sufficient stiffness to limit differential movements within the superstructure to an acceptable magnitude. The foundation may be designed using the Design of Slab-On-Ground Foundations published by the Wire Reinforcement Institute, Inc. (August 1981, updated March 1996). Alternately, the foundation may be designed using the 3 rd Edition of the Design of Post-Tensioned Slabs-on-Ground published by the Post-Tensioning Institute (PTI DC ). The following table is applicable for a conventionally reinforced Waffle Slab with subgrade prepared in accordance with Section 3.3, which details foundation pad preparation and construction recommendations. Table Waffle Slab Design Parameters Waffle Slab Design Method... Wire Reinforcement Institute (WRI) Effective Plasticity Index Soil/Climatic Rating Factor (1-C) Allowable Bearing Pressure for Grade Beams... 2,250 psf Bearing Stratum at Bottom of Grade Beams... Select Fill Penetration of Perimeter Beams Below Final Exterior Grade... At least 24 inches PSI is providing PTI design values for the Structural Engineer s consideration and possible use. These design values are estimated from the Volflo computer program in consideration of the soil conditions in the building area, an improved foundation pad for a 1 inch PVM and local experience. The following table is applicable for a conventionally reinforced or post-tensioned slab-on-grade with subgrade prepared in accordance with Section 3.3, which details foundation pad preparation and construction recommendations. PAGE 14

19 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Table PTI Design Parameters Waffle Slab Design Method... Post Tension Institute (PTI) Edge Moisture Variation Distance Center Lift, e m feet Edge Lift, e m feet Differential Soil Movement Center Lift, y m inches Edge Lift, y m inches Allowable Bearing Pressure for Grade Beams... 2,250 psf Bearing Stratum at Bottom of Grade Beams... Select Fill Penetration of Perimeter Beams Below Final Exterior Grade... At least 24 inches Utilities that project through slab and grade beam foundations should be designed either with some degree of flexibility or with sleeves in order to prevent any damage to these lines as a result of vertical movement. Contraction, control or expansion joints should be designed and placed in various portions of the structure to minimize and control wall cracking as a result of foundation movements. Properly planned placement of these joints will assist in controlling the degree and location of material cracking which normally occurs due to material shrinkage, thermal affects, soil movements and other related structural conditions. Site Seismic Design Recommendations For the purposes of seismic design, based on the encountered site conditions and local geology, PSI interpreted the subsurface conditions to satisfy the Site Class C criteria for use at this site as defined by the International Building Code (IBC). The site class is based on the subsurface conditions encountered at the soil borings, the results of field and laboratory testing, experience with similar projects in this area, and considering the site prepared as recommended herein. The table below provides recommended seismic parameters for the project based on the 2012 edition of the IBC. Table Recommended Design Seismic Parameters Seismic Parameter IBC sec (S S) 0.064g 1.0 sec (S 1) 0.032g Site Coefficient 0.2sec, F a 1.2 Site Coefficient 1.0 sec, F v sec (S DS) 0.051g 1.0 sec (S D1) 0.036g PAGE 15

20 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Pavement Design Parameters PAVEMENT DESIGN RECOMMENDATIONS PSI understands that flexible and rigid pavements will be considered for this project. Therefore, pavement design recommendations for several levels of traffic loading were developed based on assumptions of potential trafficking, drive paths or patterns and anticipated soil support characteristics of pavement subgrades. PSI utilized the AASHTO Guide for Design of Pavement Structures published by the American Association of State Highway and Transportation Officials to evaluate the pavement thickness recommendations in this report. This method of design considers pavement performance, traffic, roadbed soil, pavement materials, environment, drainage and reliability. Each of these items is incorporated into the design methodology. PSI is available to provide laboratory testing and engineering evaluation to refine the site specific design parameters and sections, upon request. Specific design traffic types and volumes for this project were not available to PSI at the issuance of this report. This traffic information is typically used to determine the number of 18-kip Equivalent Single Axle Loads (ESAL) that is applied to the pavement over its design life. Furthermore, the scope of services for this project did not include California Bearing Ratio (CBR) testing. In lieu of project specific design parameters, general trafficking and subgrade parameter assumptions were used for this design. Based on this information, PSI has provided recommended pavement sections for light duty, and heavy duty pavements constructed on stable and properly prepared/compacted subgrades as previously recommended. Flexible pavement options with and without geogrid options are also provided for consideration. Details regarding the basis for this design are presented in the table below. Table Pavement Design Parameters and Assumptions (Rigid and Flexible) Reliability, percent 75 Initial Serviceability Index, Flexible Pavement 4.2 Initial Serviceability Index, Rigid Pavement 4.5 Terminal Serviceability Index 2.0 Traffic Load for Light Duty Pavement Traffic Load for Heavy Duty Pavement 15,000 equivalent single axle loads (ESALs) 150,000 equivalent single axle loads (ESALs) Standard Deviation, Flexible Pavement 0.45 Standard Deviation, Rigid Pavement 0.35 Concrete Compressive Strength Subgrade California Bearing Ratio (CBR) Subgrade Modulus of Subgrade Reaction, k in pci 4,000 psi 2.0 for high plasticity clay subgrade 75 for high plasticity clay subgrade Asphaltic concrete pavements founded on top of expansive soils will be subjected to PVM soil movements estimated and presented in this report (i.e., 4½ inches). These potential soil movements are typically activated to some degree during the life of the pavement. Consequently, pavements can be expected to crack and require periodic maintenance to reduce damage to the pavement structure. PAGE 16

21 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Light duty areas include parking and drive lanes that are subjected to passenger vehicle traffic only. Light duty areas exclude entrance aprons and drives to the site and single access route drive lanes to parking areas. Heavy duty areas include areas subjected to 18-wheel tractor trailers, including loading and unloading areas, and areas where truck turning and maneuvering may occur. Eight (8)-inch thick concrete pavement is recommended for dumpster pad areas and that area leading up to the dumpster pad. During the paving life, maintenance to seal surface cracks within concrete or asphalt paving and to reseal joints within concrete pavement should be undertaken to achieve the desired paving life. Perimeter drainage should be controlled to prevent or retard influx of surface water from areas surrounding the paving. Water penetration leads to paving degradation. Water penetration into base or subgrade materials, sometimes due to irrigation or surface water infiltration leads to pre-mature paving degradation. Curbs should be used in conjunction with asphalt paving to reduce potential for infiltration of moisture into the base course. Curbs should extend the full depth of the base course and should extend at least 3 inches into the underlying clayey subgrade. The base layer should be tied into the area inlets to drain water that may collect in the base. Material specifications, construction considerations, and section requirements are presented in following sections. The presented recommended pavement sections are based on the field and laboratory test results for the project, local pavement design practice, design assumptions presented herein and previous experience with similar projects. The project Civil Engineer should verify that the ESAL and other design values are appropriate for the expected traffic and design life of the project. PSI should be notified in writing if the assumptions or design parameters are incorrect or require modification. Pavement Section Recommendations PSI anticipated that the roadways and parking areas will be used primarily by passenger vehicles and delivery vehicles. PSI is providing parking and drive area sections based on experience with similar facilities constructed on similar soil conditions for the design traffic loading anticipated Flexible Pavement The proposed roadways and parking areas for this project may be constructed with flexible asphaltic concrete pavement. Recommendations for flexible asphaltic concrete pavement for roadways and parking areas are shown below. Figure Option 1 Flexible Pavement Typical Section PAGE 17

22 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Figure Option 2 Flexible Pavement Typical Section Figure Option 3 Flexible Pavement Typical Section Table Flexible Pavement Roadway and Parking Area Section Options Material Option 1 Option 2 Option 3 Traffic Type Light Heavy Light Heavy Light Heavy Hot Mix Asphaltic Concrete Import Flexible Base Lime Stabilized Subgrade 8 No No Geogrid No Yes No Compacted Subgrade PAGE 18

23 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, Rigid Pavement The proposed roadways and parking areas for this project may be constructed with rigid concrete pavement. Recommendations for rigid concrete pavement for roadways and parking areas are shown below. Figure Option 1 Rigid Pavement Typical Section Figure Option 2 Rigid Pavement Typical Section Table Rigid Pavement Roadway and Parking Area Section Options Material Option 1 Option 2 Traffic Type Light Heavy Light Heavy Portland Cement Concrete 5½ 7 5½ 7 Import Flexible Base Lime Stabilized Subgrade 8 No Compacted Subgrade -- 8 PAGE 19

24 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, General Pavement Design and Construction Recommendations Table Pavement Design and Construction Requirements Minimum Undercut Depth... 4 inches or as needed to remove roots Must be free of roots and debris and meet material Reuse Excavated Soils... requirements of intended use Undercut Extent... 2 feet beyond the paving limits Poof-roll with rubber tired vehicle weighing at least Exposed Subgrade Treatment tons. A representative of the Geotechnical Engineer should be present during proof-roll. Excavate to firmer materials and replace with Proof-Rolled Pumping and Rutting Areas... compacted general or select fill under direction of a representative of the Geotechnical Engineer Materials free of roots, debris, and other deleterious General Fill Requirements... materials with a maximum rock size of 4 inches with a CBR greater than 3 Minimum General Fill Thickness... As required to achieve grade Maximum General Fill Loose Lift Thickness... 9 Inches Performed in general accordance with TxDOT Item Lime Stabilization Upper 8 inches of subgrade stabilized with lime to achieve ph of 12.4 or greater. Tensar TX140 installed per the manufacturer s recommendations. The subgrade should be leveled Geogrid... and smoothed prior to geogrid placement on top of the compacted subgrade. Imported Flexible Base Requirements... TxDOT Item 247, Type A, Grade 1 or 2 Maximum Flexible Base Loose Lift Thickness... 9 Inches Hot Mix Asphaltic Concrete... TxDOT Item 340, Type D Concrete Minimum Recommended Strength... 4,000 psi (avg. 28-day comp. strength) Concrete Min. Recommended Reinforcement... - No. 4 bars at 18-inch on center each way - Located in top half of concrete section - Minimum 2 inch cover - 14-inch long dowels spaced at 12 inch on center at construction joints PAGE 20

25 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 Location Pavement Areas Table Compaction and Testing Requirements for Pavement Areas Material Scarified On-site Soil (Subgrade) General Fill (Onsite Material) Base Material Test Method for Density Determination Percent Compaction Optimum Moisture Content Testing Requirement ASTM D % to 98% 0 to +4% 1 per 7,500 SF; min. 3 tests 1 per 10,000 ASTM D % to 98% 0 to +4% SF; min. 3 per lift ASTM D % +3% 1 per 5,000 SF; TEX-113-E 100% +2% min. 3 per lift PAGE 21

26 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundations, earthwork, pavements and related activities of this project. PSI cannot accept any responsibility for any conditions which deviate from those described in this report, nor for the performance of the foundations or pavements if not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns Soils are sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork, foundation, and construction activities during dry weather. A relatively all-weather compacted crushed limestone cap having a thickness of at least 6 inches should be provided as a working surface. Building Foundation Excavation Observations The foundation excavations should be observed by a representative of PSI prior to reinforcing steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. This is especially important to identify the condition and acceptability of the exposed subgrades under the foundation. Soft or loose soil zones encountered at the bottom of the beam excavations should be removed to the level of competent soils as directed by the Geotechnical Engineer. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with compacted select fill or lean concrete. After opening, excavations should be observed and concrete placed as quickly as possible to avoid exposure to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. If excavations must be left open an extended period, they should be protected to reduce evaporation or entry of moisture. Drainage Considerations Water should not be allowed to collect in foundation excavations, on foundation surfaces, or on prepared subgrades within the construction area either during or after construction. Proper drainage around grade supported sidewalks and flatwork is also important to reduce potential movements. Excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Providing rapid, positive drainage away from the building will reduce moisture variations within the underlying soils and will therefore provide a valuable benefit in reducing the magnitude of potential movements. Excavations and Trenches It should be noted that excavation equipment varies and field conditions may vary. Generally, geologic processes (such as faulting, weathering, etc.) are erratic and large variations can occur in small vertical and/or lateral distances. Details regarding means and methods to accomplish the work (such as excavation equipment and technique selection) are the sole responsibility of the PAGE 22

27 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 project contractor. The comments contained in this report are based on the observations of small diameter boreholes. The performance of large excavations may differ significantly as a result of the differences in excavation sizes. The Occupational Safety and Health Administration (OSHA) Safety and Health Standards (29 CFR Part 1926, Revised October 1989), require that excavations be constructed in accordance with the current OSHA guidelines. Furthermore, the State of Texas requires that detailed plans and specifications meeting OSHA standards be prepared for trench and excavation retention systems used during construction. PSI understands that these regulations are being strictly enforced, and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and Federal safety regulations. PSI is providing this information solely as a service to the client. PSI does not assume responsibility for construction site safety or the contractor's or other parties compliance with local, state, and Federal safety or other regulations. PAGE 23

28 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 SUBGRADE PREPARATION for SITE WORK (NON STRUCTURAL - GENERAL FILL) Grade adjustments outside of the foundation pad and pavement areas can be made using select or general fill materials. The clean excavated onsite soils may also be reused in areas not sensitive to movement. Table Subgrade Preparation for Non-Structural - General Fill 4 inches or as needed to remove roots, organic Minimum Undercut Depth... and/or deleterious materials Poof-roll with rubber tired vehicle weighing at least Exposed Subgrade Treatment tons. A representative of the Geotechnical Engineer should be present during proof-roll. Excavate to firmer materials and replace with Proof-Rolled Pumping and Rutting Areas... compacted general or select fill under direction of a representative of the Geotechnical Engineer Any clean material free of roots, debris and other General Fill Type deleterious material with a maximum particle size of 4 inches Maximum General Fill Loose Lift Thickness... 8 inches Table Fill Compaction Requirements Outside of Building and Pavement Areas Location Outside of Structure or Pavement Areas Material Test Method for Density Determination Percent Compaction Optimum Moisture Content General Fill ASTM D % 0 to +4% Testing Requirement 1 per 10,000 SF; min. 3 per lift PAGE 24

29 Brodie Marketplace PSI Project No: Brodie Lane & Deer Lane in Austin, Texas March 21, 2016 REPORT LIMITATIONS The recommendations submitted in this report are based on the available subsurface information obtained by PSI and design details furnished by the client for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional Geotechnical Engineering practices in the local area. No other warranties are implied or expressed. This report may not be copied without the expressed written permission of PSI. After the plans and specifications are more complete, the Geotechnical Engineer should be retained and provided the opportunity to review the final design plans and specifications to check that the engineering recommendations have been properly incorporated in the design documents. At this time, it may be necessary to submit supplementary recommendations. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. This report has been prepared for the exclusive use of Investcor, LLC and Brodie Marketplace Capital for specific application to the proposed Brodie Marketplace to be constructed within the northwest quadrant of Brodie Lane and Deer Lane in Austin, Texas. PAGE 25

30 APPENDIX

31 N SITE VICINITY MAP Project Name and Location Date PSI Project No. Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas Not to Scale Professional Service Industries, Inc. Month Year

32 Current Geotechnical Study Borings Previous Geotechnical Study Borings N B-1 Brodie Marketplace Brodie Lane B-2 Deer Lane Project Name and Location Date PSI Project No. Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas BORING LOCATION PLAN - SITE PLAN Not to Scale (Boring Locations are Approximate) Professional Service Industries, Inc. March

33 Current Geotechnical Study Borings Previous Geotechnical Study Borings N Brodie Lane B-1 B-2 Deer Lane BORING LOCATION PLAN - AERIAL Project Name and Location Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas Not to Scale (Boring Locations are Approximate) Professional Service Industries, Inc. Date PSI Project No. March

34 BORING B-1 Brodie Marketplace Brodie Lane and Deer Lane - Austin, Texas Project No LOCATION: , DEPTH, FT. SYMBOL SAMPLES WATER SOIL DESCRIPTION Elevation: FAT CLAY (CH), stiff to hard, dark brown to brown MOISTURE CONTENT 23 % RETAINED #4 % PASSING #200 SPT (N) & TCP (T) VALUES % REC %RQD LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX HAND PEN (TSF) PL WC UNC CMP (TSF) LL UNCONF. COMP. (TSF) UNIT DRY WT. (LB/CU FT) LEAN CLAY with SAND (CL), hard, brown GEO TESTS 00 - SAN ANTONIO RBENNETT GW.GDT 3/16/ LIMESTONE, hard, tan Boring terminated at a depth of approximately 20 feet COMPLETION DEPTH: 20.0 Feet DATE: 3/4/16-3/4/16 50/1.5" 50/1.5" DEPTH TO GROUND WATER SEEPAGE (ft.): None Encountered END OF DRILLING (ft.): None Observed DELAYED WATER LEVEL (FT): N/A

35 BORING B-2 Brodie Marketplace Brodie Lane and Deer Lane - Austin, Texas Project No LOCATION: , DEPTH, FT. SYMBOL SAMPLES WATER SOIL DESCRIPTION Elevation: FAT CLAY (CH), very stiff to hard, dark brown to brown MOISTURE CONTENT 30 % RETAINED #4 % PASSING # SPT (N) & TCP (T) VALUES % REC %RQD LIQUID LIMIT 83 PLASTIC LIMIT 22 PLASTICITY INDEX 61 HAND PEN (TSF) PL WC UNC CMP (TSF) LL >> UNCONF. COMP. (TSF) UNIT DRY WT. (LB/CU FT) LEAN CLAY (CL) from 6 to 8 feet GEO TESTS 00 - SAN ANTONIO RBENNETT GW.GDT 3/16/ LIMESTONE, tan, hard Boring terminated at a depth of approximately 20 feet COMPLETION DEPTH: 20.0 Feet DATE: 3/4/16-3/4/16 50/1.5" DEPTH TO GROUND WATER SEEPAGE (ft.): None Encountered END OF DRILLING (ft.): None Observed DELAYED WATER LEVEL (FT): N/A

36 KEY TO TERMS AND SYMBOLS USED ON LOGS ROCK CLASSIFICATION CONSISTENCY OF COHESIVE SOILS RECOVERY DESCRIPTION OF RECOVERY % CORE RECOVERY Incompetent < 40 Competent 40 TO 70 Fairly Continuous 70 TO 90 Continuous 90 TO 100 ROCK QUALITY DESIGNATION (RQD) DESCRIPTION OF ROCK QUALITY RQD Very Poor (VPo) 0 TO 25 Poor (Po) 25 TO 50 Fair (F) 50 TO 75 Good (Gd) 75 TO 90 Excellent (ExInt) 90 TO 100 CONSISTENCY N-VALUE (Blows/Foot) SHEAR STRENGTH (tsf) HAND PEN VALUE (tsf) Very Soft 0 TO 2 0 TO TO 0.25 Soft 2 TO TO TO 0.5 Firm 4 TO TO TO 1.0 Stiff 8 TO TO TO 2.0 Very Stiff 15 TO TO TO 4.0 Hard >30 >2.0 OR 2.0+ >4.0 OR 4.0+ SOIL DENSITY OR CONSISTENCY DEGREE OF PLASTICITY OF COHESIVE SOILS DENSITY (GRANULAR) CONSISTENCY (COHESIVE) THD (BLOWS/FT) FIELD IDENTIFICATION DEGREE OF PLASTICITY PLASTICITY INDEX (PI) SWELL POTENTIAL Very Loose (VLo) Very Soft (VSo) 0 TO 8 Loose (Lo) Soft (So) 8 TO 20 Slightly Compact (SICmpt) Stiff (St) 20 TO 40 Compact (Cmpt) Very Stiff (VSt) 40 TO 80 Dense (De) Hard (H) 80 TO 5 /100 Very Dense (VDe) Very Hard (VH) 5 /100 to 0 /100 Core (height twice diameter) sags under own weight Core can be pinched or imprinted easily with finger Core can be imprinted with considerable pressure Core can only be imprinted slightly with fingers Core cannot be imprinted with fingers but can be penetrated with pencil Core cannot be penetrated with pencil None or Slight 0 to 4 None Low 4 to 20 Low Medium 20 to 30 Medium High 30 to 40 High Very High >40 Very High BEDROCK HARDNESS MOISTURE CONDITION OF COHESIVE SOILS MORHS SCALE CHARACTERISTICS EXAMPLES APPROXIMATE THD PEN TEST DESCRIPTION CONDITION 5.5 to 10 Rock will scratch knife 3 to to 3 Rock can be scratched with knife blade Rock can be scratched with fingernail Sandstone, Chert, Schist, Granite, Gneiss, some Limestone Siltstone, Shale, Iron Deposits, most Limestone Gypsum, Calcite, Evaporites, Chalk, some Shale Very Hard (VH) Hard (H) Soft (So) 0 to 2 /100 1 to 5 /100 4 to 6 /100 Absence of moisture, dusty, dry to touch Damp but no visible water Visible free water DRY MOIST WET RELATIVE DENSITY FOR GRANULAR SOILS SAMPLER TYPES SOIL TYPES APPARENT DESNITY SPT (BLOWS/FT) CALIFORNIA SAMPLER (BLOWS/FT) MODIFIED CA. SMAPLER (BLOWS/FT) RELATIVE DENSITY (%) Very Loose 0 to 4 0 to 5 0 to 4 0 to 15 Loose 4 to 10 5 to 15 5 to to 35 Medium Dense 10 to to to to 65 Dense 30 to to to to 85 Very Dense >50 >70 >60 85 to 100 PL Plastic Limit LL Liquid Limit WC Percent Moisture ABBREVIATIONS Q P Hand Penetrometer Q U Unconfined Compression Test UU Unconsolidated Undrained Triaxial Note: Plot Indicates Shear Strength as Obtained By Above Tests U.S. STANDARD SIEVE SIZE(S) 6" 3" 3/4" BOULDERS COBBLES CLASSIFICATION OF GRANULAR SOILS GRAVEL SAND COARSE FINE COARSE MEDIUM SILT OR CLAY GRAIN SIZE IN MM FINE CLAY

37 May 16, 2016 Investcor, LLC 360 Nueces Street, Suite 40 Austin, Texas Attn: Mr. Tylere Brennan Re: Geotechnical Engineering Study Supplemental Letter #1 Brodie Marketplace Brodie Lane & Deer Lane Austin, Texas PSI Project No Dear Mr. Brennan: Professional Service Industries, Inc. (PSI) is pleased to submit the Geotechnical Engineering Supplemental for the referenced project. This letter includes the supplemental drilled pier recommendations for proposed building based on discussions with the Structural Engineer, Mr. Dave Dunkman, P.E. with Smith Hollingsworth Pack. PSI s Revised report (PSI Report No REV dated March 24, 2016) provided recommendations for a stiffened slab-on-grade (waffle-slab) over a prepared building pad. Based on the project meeting held on May 3, 2016, PSI understands the use of the proposed building will be retail space with multiple tenants. Typically, retail structures require various utility trenches cut into the floor slab. In this scenario, a waffle-slab is not a viable option due to the likelihood of penetrating the interior stiffening beams from the utility cuts. Therefore, recommendations for a drilled pier and slab-on-grade foundation system is provided herein. DRILLED PIER RECOMMENDATIONS Straight Drilled Pier with Soil Supported Floor Slab PSI recommends that the proposed building be supported on deep straight shaft drilled piers to minimize the potential for undesirable settlement. The building pad for the soil supported floor slab should be performed as recommended in the revised Geotechnical Report dated March 24, The following illustrations and tables outline the requirements for drilled shaft design and construction considerations for support of these structures. Professional Service Industries, Inc McHale Court, Suite 125 Austin, TX Phone (512) Fax (512)

38 Brodie Marketplace Supplement #1 PSI Project No: Brodie Lane & Deer Lane in Austin, Texas May 16, 2016 Figure 1 - Straight Shaft Pier Detail Depth Interval, feet Material Table 1 - Parameters for Axial Design Allowable Skin Friction, Qf, psf (includes F.S. = 2) Allowable End Bearing, Qeb, psf (includes F.S. = 3) 0 to 5 Clay to (16 to 17) Clay (16 to 17) to 20 LIMESTONE 2,500 30,000 Uplift Force of Soil in Active Zone, Kips* 40d with d in feet *This value is based on the building pad being prepared as recommended in the revised Geotechnical Report dated March 24, PAGE 2

39 Brodie Marketplace Supplement #1 PSI Project No: Brodie Lane & Deer Lane in Austin, Texas May 16, 2016 Table 2 - Constraints for Straight Shaft Design Estimated Depth to Neglect Skin Friction from Top of Shaft... 5 feet Minimum Embedment Depth Below Original Grade feet Minimum Shaft Diameter, d inches Minimum Penetration Depth into the... 3 feet Limestone Bedrock Material Pier Weight + Dead Load + Allowable Skin Friction Uplift Resistance... Below Active Zone Minimum Shaft Spacing (center to center)... 3 Shaft Diameters (3 d) If spacing is less than 3d consult Geotechnical Possible Group Effect... Engineer 1% of gross cross-sectional area and as needed to Min. Pier Vertical Reinforcing Steel... resist uplift forces Pier Tensile Reinforcing Steel... As Per ACI Code Estimated Settlement* Total Settlement... Less than 1 inch Differential Settlement... Less than 0.5 inch *Detailed Settlement Analysis is outside project scope The minimum embedment depth was selected to locate the pier base below the depth of seasonal moisture change and within a specified desired stratum. Actual pier depths may need to be deeper depending upon the actual compressive loads on the pier. LPILE Design Criteria Piers having lateral loads should be designed utilizing the following LPILE input parameters for this project: Depth Interval, feet Table 3 - Parameters for Lateral Design using LPILE Material Effective soil unit weight, pci e Undrained soil shear strength, psi C u Modulus of Subgrade Reaction, pci K (cyclic loading) 50% strain value e 50 0 to 5 CLAY to (16 to 17) (16 to 17) to 20 CLAY LIMESTONE , PAGE 3

40 Brodie Marketplace Supplement #1 PSI Project No: Brodie Lane & Deer Lane in Austin, Texas May 16, 2016 General Pier Construction Recommendations Table 4 - Drilled Pier Installation Considerations Recommended Installation Procedure... FHWA-NHI , May 2010 High-Torque Drilling Equipment Anticipated... Yes Groundwater Anticipated... Possible Verification of Groundwater before Installation... Yes Temporary Casing Anticipated... Possible Same Day as drilling. If concrete cannot be poured the same day as excavation, temporary casing or slurry may be needed to maintain an open Concrete Placement after Drilling... excavation. Concrete should not be allowed to ricochet off the pier reinforcing steel nor off the side walls of excavation. Concrete Slump... 7 inches ± 1 inch Permissible Water Accumulation in Excavation... Less than 2 inches Concrete Installation Method for Water Infiltration... Tremie or pump to displace water Reinforcing and Excavation to Cage Separation... 3 times maximum size of coarse aggregate Centralizers Recommended for Reinforcement... Yes Cross Bracing within Reinforcement Cage... Not Recommended Quality Assurance Monitoring... Geotechnical Engineer s representative should: - observe during drilling of all piers - observe drilling and verify the installed depth - verify base material and cleanliness of base - observe placement of reinforcing Closing The recommendations presented in this Supplemental Letter are based on the available subsurface information obtained by PSI and design details furnished by the client. Recommendations presented in PSI s referenced geotechnical reports not modified by this letter remain applicable. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in the original report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The geotechnical engineer warrants that the findings, recommendations, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. This Supplemental Letter has been prepared for the exclusive use of Investcor, LLC for specific application to the proposed Brodie Marketplace project to be constructed at the intersection of Brodie Lane and Deer Lane in Austin, Texas. This letter may not be copied, except in the entirety, without the expressed written permission from PSI. PAGE 4

41 Brodie Marketplace Supplement #1 PSI Project No: Brodie Lane & Deer Lane in Austin, Texas May 16, 2016 We appreciate the opportunity to provide Geotechnical Consulting Engineering services to you and your design team. If you have any questions regarding the information presented in this letter, please contact our office. If there are any questions pertaining to this letter or original geotechnical report, or if PSI may be of further service, please feel free to call us at your convenience. Respectfully submitted, Professional Service Industries, Inc. Derek Stout, P.E. Project Engineer Geotechnical Services Dexter Bacon, P.E. Chief Engineer 05/16/2016 PAGE 5

42 September 7, 2011 Walters Southwest 301 Congress Avenue, Suite 1200 Austin, Texas Attn. Ms. Cindy Kohler Re: Preliminary Geotechnical Report Proposed Deerfield Development NWC of Brodie Lane and Deer Lane Austin, Texas PSI Project No Dear Ms. Kohler, Professional Service Industries, Inc. (PSI) has conducted a preliminary subsurface exploration and geotechnical evaluation at the above referenced site in Austin, Texas. We are pleased to transmit three (3) copies of our letter report, which includes Logs of Boring with laboratory test data, a Boring Location Plan, and preliminary site preparation/foundation design information. PSI s services were performed in general accordance with PSI Proposal No , dated August 1, PSI s proposal contained a proposed scope of work, unit rates, estimated fee, and PSI s General Conditions. Purpose and Scope The purpose of this phase of the study was to determine the general subsurface conditions at the site relative to the construction of the proposed project. PSI s Scope of Services for this phase of the study included field reconnaissance by PSI personnel and the determination of general subsurface conditions by performing test borings and obtaining soil samples. A limited laboratory testing program was performed on selected samples obtained to evaluate the classification, strength, plasticity, and other characteristics of the subsurface materials encountered. The results of the field exploration and laboratory test data are presented in Log of Boring form and have been reviewed by a professional engineer. PSI s Scope of Services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this letter or on the Logs of Boring regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. Professional Service Industries, Inc McHale Court, Suite 125 Austin, TX Phone Fax

43 Proposed Deerfield Development September 7, 2011 PSI Project No Project Description and Site Location Based on information provided and our review of a site plan titled Brodie Deer Davis 6.5 Ac. Site Concept Plan prepared by LJA Engineering and Surveying, Inc., PSI understands that the proposed project will consist of the development of a 6.5 acre retail facility The proposed project will include construction of the following: Convenience Store with attached Restaurant; approximately 5,700 SF in plan area Detached single bay car wash, approximately 918 SF in plan area Canopy covered pump station Possible underground storage tank (UST) field Three (3) retail structures, ranging from 7,520 to 14,700 SF in plan area Detention area measuring approximately 30,000 square feet Parking and drive areas. The subject site is located at the northwest corner of the intersections of Brodie Lane and Deer Lane in Austin, Texas. The site is bordered by Deer Lane to the south, Brodie Lane to the east, future Davis Lane to the north, and a City of Austin EMS/Fire Station to the west. At the time of our field exploration the site was relatively undeveloped. The majority of the site was covered with grasses and some areas of brush and trees. A depression was observed to exist within the southeast quadrant of the site, near the intersection of Deer Lane and Brodie Lane. At he time of our field exploration, the surficial soils were relatively firm and our truck-mounted drill rig experienced little difficulty moving about the site. Geologic Setting As shown on the Geologic Atlas of Texas, Austin Sheet, reprinted in 1992, the site is located in an area where Del Rio Formation ( Grayson Marl ) and Georgetown Formation are present at or near the ground surface. The Del Rio Formation consists of calcareous and gypsiferous clay which is blocky and contains thin beds of highly calcareous siltstone and marine fossils. The Georgetown Formation consists of limestone and marl, which is hard to brittle with some marine fossils. Seismic Considerations The International Building Code (IBC) does not incorporate specific seismic zones. Rather, the code employs seismic risk maps based upon probabilistic ground accelerations. A soil profile name and Site Class is designated depending upon the subsurface conditions at individual site locations. The designation applies to the average material type in the upper 100 feet of the subsurface profile. A weighted average is commonly used, giving more weight to the materials within the upper 30 to 50 feet of the surface. While our test borings only penetrated the upper soils at this site, our area experience would suggest that the soils become stronger with depth. Based on these assumptions, we consider the site to have a very dense soil and soft rock profile and is designated as Site Class C. 2

44 Proposed Deerfield Development September 7, 2011 PSI Project No Field Exploration Scope Field exploration for the project consisted of drilling a total of 10 test borings. The proposed structures, test boring labels, and approximate depths are provided in the table below: Proposed Structure Test Boring Labels Approx. Depth of Borings (ft) Detention Area PB-1 25 Retail Structures PB-2 & PB-3 25 Parking and Drive Areas PB-4 25 Convenience Store/Canopy/UST PB-5 PB-7 25 Southeast Depression Area PB-8 PB The test boring locations were indicated on the referenced site plan and were located in the field using hand held GPS equipment. The approximate test boring locations are depicted on the Boring Location Plan provided in the Appendix. Drilling and Sampling Procedures The test borings were drilled using a truck-mounted drill rig equipped with a rotary head and conventional solid-stem auger drilling methods were used to advance the test holes. Undisturbed samples of the soils encountered were obtained using thin-walled sampling procedures in accordance with ASTM D Disturbed samples of the soils were obtained using split-spoon sampling procedures in general accordance with ASTM D The samples obtained from the test borings were identified according to test boring number and depth, and a representative portion of each sample was sealed in plastic to protect against moisture loss. The samples were subsequently transported to PSI s laboratory, where they were examined by a Geotechnical Engineer and were visually classified using the Unified Soil Classification System. Field Tests and Measurements Water Level Measurements Water level observations made during drilling and upon completion of the drilling operations are noted on the attached Logs of Boring. In relatively pervious soils, such as sandy soils, the indicated depths are considered to be a relatively reliable indicator of groundwater levels. In relatively impervious soils, however, water levels observed in the borings even after several days may not provide reliable indications of groundwater table elevations. Seasonal variations and changes in site grading could influence the groundwater levels at the site; therefore, water levels at later times could be different from those observed during the subsurface exploration. 3

45 Proposed Deerfield Development September 7, 2011 PSI Project No Ground Surface Elevations Information regarding the existing ground surface elevations at the test boring locations was estimated based on topographic information presented on the referenced site plan prepared by LJA Engineering and Surveying, Inc. Based on the information provided, the existing ground surface elevations at this site range from a high of approximately El 808 feet near the north central portion of the site and a low of El 801 feet near the northwest corner of the property. A proposed grading plan or Finish Floor Elevation information was not available to PSI at the time this report was prepared. This information may significantly affect the earthwork and foundation recommendations contained in this report. PSI should be provided with elevation information prior to design finalization so we may determine if the recommendations contained in this report remain applicable. Laboratory Testing Program PSI supplemented the field investigation with a laboratory testing program to determine additional engineering characteristics of the subsurface soils. The laboratory testing program included visual classification (ASTM D-2488) and natural moisture content tests (ASTM D-2216) on the soil samples. In addition, selected soil samples were tested to determine the Atterberg Limits (ASTM D-4318). The shear strengths of various cohesive soil samples were evaluated from unconfined compressive strength tests (ASTM D-2166). The laboratory testing program was conducted in general accordance with applicable ASTM Specifications. The results of the laboratory tests are provided on the attached Logs of Boring. Subsurface Conditions The attached Logs of Boring show details of the subsurface conditions encountered at the test boring locations. Data on the Logs of Boring include visual classification of the subsurface soils, laboratory data, and observations of the groundwater conditions. Variations from the conditions shown on the Logs of Boring could occur between or beyond the test boring locations. In addition, the stratification lines shown on the Logs of Boring represent approximate boundaries between soil and rock types and have been estimated by a Geotechnical Engineer based on an examination of the samples and on information from the drillers field logs. Actual transitions vary somewhat from the approximate levels shown and could be gradual. 4

46 Proposed Deerfield Development September 7, 2011 PSI Project No The generalized soil conditions encountered at the project site have been summarized and soil properties including soil classification, strength and plasticity are provided in the following tables: Soil Profile Table #1 - Test Borings PB-1 through PB-3 D Generalized Soil Description LL PI Qu HP N 0-2½ 2½-25 Dark brown to brown, Fat CLAY (CH) Light yellowish brown LIMESTONE /1 Note: In Test Boring PB-3 a stratum of light reddish brown Lean CLAY (CL) was encountered between the Fat CLAY (CH) and Limestone stratums. Soil Profile Table #2 - Test Borings PB-4 and PB-5 D Generalized Soil Description LL PI Qu HP N Dark brown to dark gray, Fat CLAY (CH) Yellowish brown, Fat CLAY (CH) with calcareous material Yellowish brown and gray, Fat CLAY (CH) with gypsum seams and fossils Light yellowish brown, LIMESTONE /2-50/1 Soil Profile Table #3 - Test Borings PB-6 and PB-7 D Generalized Soil Description LL PI Qu HP N Dark brown/gray to brown, Fat CLAY (CH) Reddish brown, Fat CLAY (CH) with calcareous seams Light yellowish brown, LIMESTONE /4¼- 50/¼ 5

47 Proposed Deerfield Development September 7, 2011 PSI Project No Soil Profile Table #4 - Test Borings PB-8 through PB-10 D Generalized Soil Description LL PI Qu HP N Dark brown to brown, Fat CLAY (CH) Yellowish brown, Fat CLAY (CH) with gypsum seams and fossils where: D = Approximate average depth below existing site grades (ft) LL = Liquid limit (%) PI = Plasticity index Qu = Unconfined Compressive Strength, tons per square foot (tsf) HP = Hand Penetrometer value range (tsf) N = Standard penetration test range, blows per foot The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The attached Logs of Boring should be reviewed for specific information at the individual test boring locations. These records include soil/rock descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratifications shown on the Logs of Boring represent the conditions only at the actual test boring locations. Variations may occur and should be expected between and beyond the test boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. The samples that were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Groundwater Information The test borings were dry during drilling and upon completion of drilling operations, indicating that the continuous groundwater level at the site at the time of the exploration was either below the depth of the test borings, or that the soils encountered are relatively impermeable. Although groundwater was not encountered in the test borings at the completion of the drilling operations, it is possible for groundwater seepage to be present within the depths explored during other times of the year depending upon climatic and rainfall conditions. 6

48 Proposed Deerfield Development September 7, 2011 PSI Project No Opinions Regarding Construction Potential Vertical Rise Generally, the subsurface conditions encountered at this site can be divided into two (2) soil profiles. The first soil profile generally consists of an upper stratum of dark brown to brown Fat CLAY (CH) soils, underlain by light yellowish brown LIMESTONE material that extended to the deepest test boring termination depth of approximately 25 feet below the existing site grades. The second soil profile generally consists of an upper stratum of Fat CLAY (CH) soils varying in color from dark brown/brown to yellowish brown and gray. These upper Fat CLAY (CH) soils extended to depths varying from approximately eight and one-half (8½) feet to 23 feet below the existing site grades. The upper Fat CLAY (CH) soils were underlain by light yellowish brown LIMESTONE that extended to the deepest test boring termination depth of approximately 25 feet below the existing site grades. The results of laboratory plasticity tests indicate that the upper Fat CLAY (CH) soils are high to very high in expansive potential. The LIMESTONE materials are considered to be low in expansive potential. The amount of potential movement to shrink and swell with soil moisture variations is represented or indicated by Potential Vertical Rise (PVR). In designing soil supported slab systems, the structural engineer should take movements associated with shrinking-swelling soils into account. The active depth at this site is estimated to be the depth to LIMESTONE or a depth of approximately 15 feet. The existing PVR value varied across the site due to the varying soil profiles and the thickness of the upper stratum of Fat CLAY (CH) soils. The PVR value ranges for both soil profiles are summarized below: Limestone Formation: Less than one (1) inch to two (2) inches Clay Formation: Four (4) to four and one-half (4½) inches These values were calculated for this site using the Texas Department of Transportation (TxDOT) TEX-124-E method which uses the maximum percent swell through the entire active depth. This method is considered appropriate for extreme soil moisture variations such as extreme rainfall variations in this area. The estimated PVR values provided are based on a proposed floor system applying a sustained surcharge load of approximately 1.0 pound per square inch on the subgrade materials. These values represent the vertical rise that can be experienced by dry subsoils if they are subjected to conditions that allow them to become saturated, such as poor drainage. 7

49 Proposed Deerfield Development September 7, 2011 PSI Project No Building Pad Grading Recommendations The preliminary recommended thickness of SELECT FILL for building pad construction at the corresponding test boring locations are shown in the following table. After the stripping operations have been completed in the proposed building areas, grading/excavation operations should proceed as detailed in the following table and according to the recommendations provided in the following paragraphs. Test Boring As-Is PVR (inches) Recommended Over - Excavation and Replacement with SELECT FILL (feet) PB PB-2 and PB-3 < 1 1 PB-4 through PB-6 4 to 4½ 8 to 8½ PB-7 4 5½ After stripping and excavating, the exposed materials should be proofrolled with at least a 15-ton pneumatic roller or equivalent to detect weak areas. Soils that are observed to rut or deflect excessively under the moving load should be undercut. The proof-rolling and undercutting activities should be witnessed by a representative of the Geotechnical Engineer and should be performed during a period of dry weather. After proofrolling operations are completed, the exposed subgrade soils should be scarified to a depth of eight (8) inches, moisture conditioned if necessary, and compacted. The subgrade soils should be compacted to at least 95 percent of the maximum dry density as determined by the Standard Proctor (ASTM D-698). The moisture content of the subgrade soils should be maintained between optimum moisture content to four (4) percentage points above the optimum moisture content value. In areas where Limestone materials are exposed at the subgrade elevation, scarification and recompaction of the subgrade soils is not required. After subgrade preparation is complete, the placement of SELECT FILL soils may begin to bring the building pad areas to the proposed rough grade elevations. SELECT FILL soils should be free of organic or other deleterious materials. SELECT FILL soils should have a maximum liquid limit of 35, a plasticity index between five (5) and 15, and a maximum particle size of three (3) inches. Lean clays, sandy clays, clayey sands, and/or crushed limestone are suggested for use. If SELECT FILL soils consist of crushed Limestone, they should meet similar gradation requirements to those set forth in TxDOT Item 247, Type A, Grade 3 or better. Based on our knowledge of the soil geology and the results of our laboratory testing, the onsite LIMESTONE material could be used as SELECT FILL. Care will be required during excavation of the materials planned for use as SELECT FILL. Materials containing organics or other deleterious materials, and soils not meeting the requirements for SELECT FILL as previously outlined, should be kept separate. Materials planned for use as SELECT FILL should be mixed and processed so that they are relatively consistent and contain no particles larger than three (3) inches in diameter. Testing in bulk will be required during excavation and processing to verify that materials planned for use as SELECT FILL meet the outlined requirements. 8

50 Proposed Deerfield Development September 7, 2011 PSI Project No SELCT FILL soils placed at depths of four (4) feet or greater below the building pad subgrade elevations should be compacted to at least 98 percent of the maximum dry density as determined by the Modified Proctor (ASTM D-1557). SELCT FILL soils placed within the upper four (4) feet of the building pads should be compacted to at least 95 percent of the maximum dry density as determined by the Modified Proctor (ASTM D-1557). The SELECT FILL soils used to construct the building pads should be placed in eight (8) inch thick loose lifts and the moisture content of the soils should be maintained between one (1) percentage point below to three (3) percentage points above the optimum moisture content value. If water must be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. Each lift of compacted GENERAL/Engineered FILL should be tested by a representative of the Geotechnical Engineer prior to placement of subsequent lifts. Care should be taken to apply compactive effort throughout the fill and fill slope areas. Foundation Recommendations Monolithic Slab-on-Grade Based on the preliminary soil information, a monolithic slab-on-grade foundation, supported on a building pad constructed of properly compacted SELECT FILL soils could be designed for an allowable bearing pressure of 2,200 pounds per square foot (psf). Shallow Footings Based on the preliminary soil information, shallow footing type foundations bearing on relatively competent LIMESTONE could be designed for a maximum allowable bearing pressure of 5,000 psf. A typical allowable soil bearing pressure of 3,000 psf could be utilized for isolated spread footings used to support canopy type structures, bearing into undisturbed, Fat CLAY (CH) soils. Canopy footings should be founded at a minimum depth of five (5) feet below the existing site grades. The footings can be square or rectangular shaped and excavated in a conventional manner or can be circular and excavated with an auger. The footings should be designed to resist both the vertical (uplift) and horizontal components of the tensile forces. The uplift force can be resisted by the dead weight of the footing and the weight of the compacted soils above the footing. The horizontal component can be resisted by the passive pressure of the soil acting on the vertical face of the footing and frictional resistance between the footing and underlying soil. 9

51

52 PB-5 PB-6 PB-2 PB-7 PB-1 PB-4 PB-9 PB-3 PB-8 PB McHale Court, Suite 125 Austin, Texas Boring Location Plan Proposed Deerfield Development NWC of Brodie Lane and Deer Lane Austin, Texas PSI Project No

53 LOG OF BORING PB-1 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 802 Dark brown, dry, firm to stiff, Fat CLAY (CH) with some fine roots and organics N-BLOWS/FT. 8 MOISTURE CONTENT (%) 17 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE Light yellowish light brown, moderately hard, LIMESTONE with some weathered seams El FT 50/5" /2" /1" 50/2" /1" /1" BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/11/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

54 LOG OF BORING PB-2 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 804 Dark brown, dry, stiff, Fat CLAY (CH) with trace fine roots and limestone fragments N-BLOWS/FT. 10 MOISTURE CONTENT (%) 16 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE Light yellowish brown, hard, LIMESTONE with some weathered seams El FT 50/5" /4" /2" 50/1" /2" /1" BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/11/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

55 LOG OF BORING PB-3 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 804 Dark brown, dry, hard, Fat CLAY (CH) with limestone fragments Light reddish brown, dry, hard, Lean CLAY (CL) with calcareous material and solidified LIMESTONE seams (severly weathered LIMESTONE) Light yellowish brown, moderately hard, LIMESTONE with some weathered seams El FT El FT N-BLOWS/FT /5" MOISTURE CONTENT (%) 8 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE /1" /1" 50/1" /1" /1" BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/11/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

56 LOG OF BORING PB-4 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 805 Dark brown to dark gray, dry, stiff, Fat CLAY (CH) with trace organics and limestone fragments N-BLOWS/FT. 10 MOISTURE CONTENT (%) 15 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE hard yellowish brown and dark brown mottled with fossils and gypsum seams olive gray layers from 6-8' light yellowish brown, with calcareous seams, gray clay layers, and gypsum seams with iron stained seams Light yellowish brown, moderately hard, Weathered LIMESTONE with some clay seams El FT 50/1" 9 BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/11/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER 5 DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

57 LOG OF BORING PB-5 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 807 Dark brown to brown, dry, firm to hard, Fat CLAY (CH) with limestone fragments N-BLOWS/FT. 8 MOISTURE CONTENT (%) 9 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE yellowish brown, with fossils and gypsum seams light yellowish brown, with calcareous material, and gray layers yellowish brown and gray, with gypsum seams and fossils, desiccated below 18' BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: Light yellowish brown, moderately hard, Weathered LIMESTONE BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT El FT 50/2" DEPTH TO GROUND WATER 4 DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

58 LOG OF BORING PB-6 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 805 Dark brown to brown, dry, firm to very stiff, Fat CLAY (CH) with trace organics and limestone fragments N-BLOWS/FT. 6 MOISTURE CONTENT (%) 12 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE reddish brown, hard, with calcareous nodules and severly weathered limestone fragments with increasing amounts of severly weathered limestone fragments Light yellowish brown, moderately, hard, LIMESTONE with some weathered seams El FT 50/4.25" /0.25" BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

59 LOG OF BORING PB-7 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 805 Dark gray to dark brown, dry, stiff to very stiff, Fat CLAY (CH) with trace organics and limestone nodules N-BLOWS/FT. 14 MOISTURE CONTENT (%) 16 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE reddish brown, with calcareous nodules and increasing amounts of severly weathered limestone below 7' Light yellowish brown, moderately hard, LIMESTONE with some weathered seams El FT 50/3" /2" /.5" BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: BORING TERMINATED AT 25 FEET DEPTH OF BORING: 25 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas El FT 50/1" DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

60 LOG OF BORING PB-8 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 804 Dark brown, dry, firm to stiff, Fat CLAY (CH) with trace limestone nodules N-BLOWS/FT. 7 MOISTURE CONTENT (%) 16 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE yellowish brown, hard, with gray seams, trace gypsum, and trace fossils, desiccated below 8' BORING TERMINATED AT 15 FEET El FT BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: DEPTH OF BORING: 15 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

61 LOG OF BORING PB-9 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 804 Dark brown, dry, firm to very stiff, Fat CLAY (CH) with some limestone nodules N-BLOWS/FT. 6 MOISTURE CONTENT (%) 12 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE yellowish brown, hard, with gray clay layers, gypsum seams, some fossils, desiccated below 10' BORING TERMINATED AT 17 FEET El FT BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: DEPTH OF BORING: 17 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

62 LOG OF BORING PB-10 Deerfield Development NWC Brodie Lane and Deer Lane - Austin, Texas TYPE OF BORING: SOLID FLIGHT AUGER LOCATION: SEE BORING LOCATION PLAN PSI Project No.: ELEVATION, FT. DEPTH SOIL TYPE SAMPLES SOIL DESCRIPTION APPROXIMATE SURFACE ELEVATION: 804 Dark brown to brown, dry, firm to hard, Fat CLAY (CH) with trace limestone nodules N-BLOWS/FT. 6 MOISTURE CONTENT (%) 15 LIQUID LIMIT (%) LL PLASTIC LIMIT (%) PL PLASTICITY INDEX PI UNCONFINED COMPRESSIVE STRENGTH TONS/SQ.FT. HP UC UU UNIT DRY WT. LBS./CU.FT. UNCONFINED COMP. STR. Qu (tsf) % PASSING #200 SIEVE yellowish brown, with gray clay layers, calcareous material, gypsum seams, and some fossils BORING TERMINATED AT 15 FEET El FT BL_AUSTIN_ELEV - PSIHOUSTON.GDT - 9/7/11 14: DEPTH OF BORING: 15 FEET DATE: 8/10/11 GPS COORDINATES: N W Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas DEPTH TO GROUND WATER DURING DRILLING: Groundwater was not encountered UPON COMPLETION: Groundwater was not observed

63 KEY TO TERMS AND SYMBOLS USED ON LOGS SOIL TYPE SAMPLER TYPE LIMESTONE GRAVEL SAND SILT CLAY SHALE NO AUGER SHELBY SPLIT SAMPLE SAMPLE TUBE SPOON MODIFIERS BEDROCK GRAVELLY SANDY SILTY CLAYEY FILL NO ROCK 2" SHELBY TXDOT RECOVERY CORE TUBE CONE UNIFIED SOIL CLASSIFICATION SYSTEM - ASTM D 2487 CONSISTENCY OF COHESIVE SOILS MAJOR LETTER TYPICAL DIVISIONS SYMBOL DESCRIPTIONS CONSISTENCY Qu IN TONS/FT 2 N-VALUE (BLOWS/FOOT) GRAVEL & CLEAN WELL GRADED GRAVEL, GRAVEL-SAND VERY SOFT COARSE GRAVELY GRAVEL MIXTURES WITH LITTLE OR NO FINES SOFT GRAINED SOILS (LITTLE OR POORLY GRADED GRAVEL, GRAVEL-SAND MEDIUM STIFF SOILS LESS THAN NO FINES GW GP GM MIXTURES WITH LITTLE OR NO FINES STIFF LESS 50% PASSING W/ APPRECIA SILTY GRAVEL, GRAVEL-SAND-SILT MIXTURES VERY STIFF THAN NO. 4 SIEVE BLE FINES GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES HARD 50% SANDS CLEAN SANDS SW WELL GRADED SAND, GRAVELY SAND (LITTLE FINES) 0 TO TO TO TO TO >26 PASSING MORE THAN LITTLE FINES SP POORLY GRADED SANDS, GRAVELY SAND (L.FINES) RELATIVE DENSITY - GRANULAR SOILS NO % PASSING SANDS WITH SM SILTY SANDS, SAND-SILT MIXTURES SIEVE NO. 4 SIEVE APPREA. FINES SC CLAYEY SANDS,SAND-CLAY MIXTURES CONSISTENCY N-VALUE (BLOWS/FOOT) FINE SILTS AND CLAYS INORGANIC SILTS & VERY FINE SANDS,ROCK FLOUR VERY LOOSE SILTY OR CLAYEY FINE SANDS OR CLAYEY SILT W/ LOW PI LOOSE GRAINED LIQUID LIMIT INORGANIC CLAY OF LOW TO MEDIUM PI LEAN CLAY MEDIUM DENSE SOILS LESS THAN 50 ML CL GRAVELY CLAYS, SANDY CLAYS, SILTY CLAYS DENSE MORE OL ORGANIC SILTS & ORGANIC SILTY CLAYS OF LOW PI VERY DENSE >50 THAN 50% SILTS AND CLAYS MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS 70 PASSING LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY CH FAT CLAYS NO. 200 GREATER THAN 50 SIEVE OH ORGANIC CLAYS OF MED TO HIGH PI, ORGANIC SILT CH HIGHLY ORGANIC SOIL PT PEAT AND OTHER HIGHLY ORGANIC SOILS CL MH OR OH UNCLASSIFIED FILL MATERIALS ARTIFICIALLY DEPOSITED AND OTHER UNCLASSIFIED SOILS AND MAN-MADE SOIL MIXTURES 10 CL-ML 0 ML OR OL ABBREVIATIONS HP - HAND PENETROMETER UC - UNCONFINED COMPRESSION TEST NP - NON-PLASTIC UU - UNCONSOLIDATED UNDRAINED TRAIXIAL ppm - PARTS PER MILLION CU - CONSOLIDATED UNDRAINED INITIAL GROUNDWATER LEVEL FINAL GROUNDWATER LEVEL CLASSIFICATION OF GRANULAR SOILS 6" 3" 3/4" U.S. STANDARD SIEVE SIZE(S) BOUL- GRAVEL SAND SILT OR CLAY CLAY -DERS COBBLES COARSE FINE COARSE MEDIUM FINE GRAIN SIZE IN MM Geotechnical Consulting Services 2600 McHale Court, Suite 125 Austin, Texas 78758

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65 GEOTECHNICAL ENGINEERING SERVICES REPORT DEERFIELD DEVELOPMENT SITE PAVEMENT NWC OF BRODIE LANE AND DEER LANE AUSTIN, TEXAS PSI PROJECT NO PREPARED FOR: WW DEERFIELD, LTD. WALTERS SOUTHWEST 1010 WEST MARTIN LUTHER KING JR., BOULEVARD AUSTIN, TEXAS MAY 2, 2014 BY: PROFESSIONAL SERVICE INDUSTRIES, INC McHALE COURT, SUITE 125 AUSTIN, TEXAS PHONE: (512) FAX: (512)

66 TABLE OF CONTENTS 1.0 PROJECT INFORMATION PROJECT AUTHORIZATION PROJECT DESCRIPTION PURPOSE AND SCOPE OF SERVICES SITE AND SUBSURFACE CONDITIONS SITE DESCRIPTION SITE GEOLOGY FIELD EXPLORATION Scope Drilling and Sampling Procedures Field Tests and Measurements LABORATORY TESTING PROGRAM SUBSURFACE CONDITIONS GROUNDWATER INFORMATION EVALUATION AND RECOMMENDATIONS SITE PREPARATION PAVEMENT RECOMMENDATIONS Flexible Pavement Rigid Pavement CONSTRUCTION CONSIDERATIONS MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS DRAINAGE CONCERNS EXCAVATIONS REPORT LIMITATIONS Appendix Boring Location Plan Logs of Boring Key to Terms and Symbols Used on Logs

67 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No PROJECT INFORMATION 1.1 Project Authorization Professional Service Industries, Inc., (PSI) has completed a field exploration and geotechnical evaluation for the proposed Site Pavement of the Deerfield Development project to be constructed at the northwest corner of Brodie Lane and Deer Lane in Austin, Texas. Ms. Cindy Kohler, representing Walters Southwest, authorized our services in accordance with PSI Proposal No REV, dated April 4, PSI s proposal contained a proposed scope of work, lump sum fee, and PSI s General Conditions. 1.2 Project Description Based on information provided, PSI understands that the proposed project will include the installation of parking and drive areas. PSI assumes that the parking and drive areas will be constructed with either flexible asphaltic or rigid concrete pavement. PSI had not been provided with final grading information at the time this report was prepared. This information may significantly affect the earthwork and pavement recommendations contained in this report. PSI should be provided with elevation information prior to design finalization so we may determine if the recommendations contained in this report remain applicable. The geotechnical recommendations presented in this report are based on the available project information, structure locations, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report, if appropriate, and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. 1.3 Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site and provide an evaluation of acceptable foundation and pavement systems for the proposed project. Our Scope of Services included drilling test borings, performing select laboratory testing, and the preparation of this geotechnical report. 1

68 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No This report briefly outlines the available project information, describes the site and subsurface conditions, and presents recommendations regarding the following: Grading procedures for site development, including fill compaction and the suitability of on-site soils for use as fill. General pavement design criteria and pavement subgrade preparation. Comments regarding factors that will impact construction and performance of the proposed construction. A QA/QC plan for the water quality pond liner was prepared separately (PSI Project No QAQC). PSI s Scope of Services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the Logs of Boring regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI was not requested by the client to provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. 2

69 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No SITE AND SUBSURFACE CONDITIONS 2.1 Site Description The subject site is located at the northwest corner of the intersection of Brodie Lane and Deer Lane in Austin, Texas. The subject site is bounded by Brodie Lane to the east, Deer Lane to the south, a fire station to the west, and a roadway that is under construction to the north. The site location and approximate boundaries are depicted in the image below. At the time of our field exploration the subject site was relatively undeveloped and open. The surface of the site was primarily covered with grass. A depression was observed to exist within the southeast quadrant of the site, near the intersection of Deer Lane and Brodie Lane. Based on our visual observations and review of the topographic information presented on a site plan titled Brodie Deer Davis 6.5 Ac. Site Concept Plan prepared by LJA Engineering and Surveying, Inc, the site appeared to slope downward from the north central portion toward the south, west, and east with up to approximately seven (7) feet of change in elevation. The surficial soils were relatively firm and our truck mounted drill rig experienced little difficulty moving about the site. 3

70 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Site Geology As shown on the Geologic Atlas of Texas, Austin Sheet, reprinted in 1992, the site is located in an area where Del Rio Formation ( Grayson Marl ) and Georgetown Formation are present at or near the ground surface. The Del Rio Formation consists of calcareous and gypsiferous clay which is blocky and contains thin beds of highly calcareous siltstone and marine fossils. The Georgetown Formation consists of limestone and marl, which is hard to brittle with some marine fossils. 2.4 Field Exploration Scope Field exploration for the project consisted of drilling a total of four (4) test borings. The boring purpose, test boring labels, and approximate depths are provided in the following table: Purpose Boring Labels Approx. Depth of Borings (ft) Parking and Drive Areas GP-1 to GP-4 6 The test boring locations were selected by PSI personnel and were located in the field by measuring from known site reference points. The approximate test boring locations are depicted on the Boring Location Plan provided in the Appendix Drilling and Sampling Procedures The test borings were drilled using a truck-mounted drill rig and air rotary drilling methods were used to advance the test holes. Relatively undisturbed samples of the soils were obtained using thin-walled sampling procedures in accordance with ASTM D1587. Representative disturbed samples of the soils encountered were obtained using split-spoon sampling procedures in general accordance with ASTM D1586. The samples obtained from the test borings were identified according to test boring number and depth, and a representative portion of each sample was sealed in plastic to protect against moisture loss. The samples were subsequently transported to PSI s laboratory, where they were examined by a Geotechnical Engineer and were visually classified using the Unified Soil Classification System. The site is located within the Edwards Aquifer Recharge Zone, and therefore the backfilling of excavations was performed in accordance with the Texas Commission on Environmental Quality (TCEQ) regulations. As stated in Chapter 213 of the referenced regulation, test borings 20 feet or greater in depth are required to be backfilled with non-shrink grout; test borings less than 20 feet maybe backfilled with cuttings from the boring. The test borings at this site were backfilled on April 16, 2014 with soil cuttings. 4

71 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Field Tests and Measurements Water Level Measurements Water level observations made during the drilling operations are noted on the Logs of Boring provided in the Appendix. In relatively pervious soils, such as sandy soils, the indicated depths are considered to be a relatively reliable indicator of groundwater levels. In relatively impervious soils, however, water levels observed in the test borings even after several days may not provide reliable indications of groundwater table elevations. Seasonal variations and changes in site grading could influence the groundwater levels at the site; therefore, water levels at later times could be different from those observed during the subsurface exploration Ground Surface Elevations Information regarding the existing ground surface elevations at the test boring locations was estimated based on topographic information presented on the referenced site plan prepared by LJA Engineering and Surveying, Inc. Based on the information provided, the existing ground surface elevations at this site range from a high of approximately El 808 feet near the north central portion of the site and a low of El 801 feet near the northwest corner of the property. A proposed grading plan was not available to PSI at the time this report was prepared. This information may significantly affect the earthwork and pavement recommendations contained in this report. PSI should be provided with elevation information prior to design finalization so we may determine if the recommendations contained in this report remain applicable. 2.5 Laboratory Testing Program PSI supplemented the field investigation with a laboratory testing program to determine additional engineering characteristics of the subsurface soils encountered. The laboratory testing program included visual classification (ASTM D2488) and moisture content tests (ASTM D2216) on the soil samples. In addition, selected samples were tested to determine the Atterberg Limits (ASTM D4318). The laboratory testing program was conducted in general accordance with applicable ASTM Specifications. The results of the laboratory tests are provided in the Appendix on the Logs of Boring. 2.6 Subsurface Conditions The Logs of Boring provided in the Appendix show details of the subsurface conditions encountered at the test boring locations. Data on the Logs of Boring include visual classification of the subsurface soils, laboratory data, and observations of the groundwater conditions. 5

72 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Variations from the conditions shown on the Logs of Boring could occur between or beyond the test boring locations. In addition, the stratification lines shown on the Logs of Boring represent approximate boundaries between soil types and have been estimated by a Geotechnical Engineer based on an examination of the samples and on information from the drillers field logs. Actual transitions between soil types could vary somewhat from the approximate levels shown and could be gradual. The generalized soil/rock conditions encountered at the project site have been summarized and properties including classification, strength, and plasticity are provided in the following table: D Generalized Soil Description LL PI HP N 0 to 4½ Dark brown to yellowish brown, Fat CLAY (CH) 58 to to to ½ to 6 Light brown, LIMESTONE /4 to 50/0 Where: D = Approximate depth in feet below existing grade LL = Liquid limit (%) PI = Plasticity index HP = Hand Penetrometer value range (tsf) N = Standard penetration test range (blows/ft) Exceptions to the generalized soil profile table provided above were observed, most notably at Test Borings GP-2 and GP-3, where the LIMESTONE stratum was not encountered within the depths explored. The subsurface description provided is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The Logs of Boring included in the Appendix should be reviewed for specific information at the individual test boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The stratifications shown on the Logs of Boring represent the conditions only at the actual test boring locations. Variations may occur and should be expected between and beyond the test boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. The samples that represent the recommended foundation bearing materials that were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. 6

73 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Groundwater Information The test borings were dry during drilling and at the completion of drilling operations, indicating that the continuous groundwater level at the site at the time of the exploration was either below the depth of the test borings, or that the soils encountered are relatively impermeable. Although groundwater was not encountered in the test borings, it is possible for groundwater seepage to be present within the depths explored during other times of the year depending upon climatic and rainfall conditions. We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impact on construction operations. 7

74 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No EVALUATION AND RECOMMENDATIONS 3.1 Site Preparation The following recommendations were developed taking into consideration that the pavement subgrade will be constructed within two (2) feet of the existing site grades. PSI should be provided with elevation information prior to design finalization so we may determine if the recommendations contained in this report remain applicable. The initial step in the development of the site should consist of the stripping and removal of any vegetation, roots, and any loose, soft, wet, organic or otherwise unsuitable materials from the areas to be developed during the proposed construction. A Geotechnical Engineer or his representative should be present at the site, working with the Contractor, to aid in determining final requirements for removal and/or undercutting of unsuitable materials. After the stripping operations have been completed in the proposed paved areas, the exposed subgrade soils should be proofrolled with at least a 15-ton pneumatic roller or equivalent to detect weak areas. Proofrolling operations should be continued until the subgrade offers a relatively unyielding surface. Unsuitable soils should be excavated. Following proofrolling of the subgrade, it is recommended that the exposed subgrade soils be scarified to a depth of eight (8) inches, moisture conditioned if necessary, and compacted. The upper eight (8) inches of the subgrade soils should be compacted to at least 94 percent but not more than 98 percent of the maximum dry density as determined by the Standard Proctor (ASTM D698). The moisture content of the subgrade soils should be maintained between optimum moisture content to four (4) percentage points above the optimum moisture content value. After subgrade preparation is complete, the placement of properly compacted Engineered FILL materials may begin in the paved areas to raise the grades, where required. Engineered FILL soils may consist of the on-site soils, free of organics and other deleterious materials, or may be offsite soils with similar plasticity index (PI) of the on-site materials. Engineered FILL soils should have a maximum particle size of four (4) inches and any imported Engineered Fill should have a PI of 35 or less. The Engineered FILL materials used to raise the grades where required in the proposed parking and drive areas should be placed in no greater than eight (8) inch thick loose lifts. Each lift should be compacted to at least 94 percent but not more than 98 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D698). The moisture content of the Engineered FILL soils should be maintained between optimum moisture content to four (4) percentage points above the optimum moisture content value. 8

75 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Trench backfill materials placed within the proposed parking and drive areas should consist of Engineered FILL, placed in maximum eight (8) inch thick loose lifts and compacted to at least 94 percent but not more than 98 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D698). At the time of compaction, the backfill soils should be between optimum moisture content to four (4) percentage points above the optimum moisture content value. After the pavement areas have been graded to the design subgrade elevation, the exposed upper most six (6) inches should be stabilized with lime to achieve a ph of 12.4 or greater. The amount of lime required should be determined by additional laboratory tests (TXDOT Method TEX-121-E). Lime gradation, lime placement, and mixing operations should be performed in general accordance with TXDOT Item 260. After proper curing time, the lime stabilized soils should be compacted to at least 95 percent of the maximum dry density as determined by the Standard Proctor (ASTM D698). At the time of compaction, the moisture content of the lime stabilized soils should be between optimum moisture content to four (4) percentage points above the optimum moisture content value. 3.2 Pavement Recommendations In designing the proposed parking and drive areas, the existing subgrade conditions must be considered together with the expected traffic use and loading conditions. The conditions that will influence the pavement design can be summarized as follows: Bearing values of the subgrade. These can be represented by a Modulus of Subgrade Reaction (K) for rigid pavements and by a California Bearing Ratio (CBR) for flexible pavements. Vehicular traffic, in terms of the number and frequency of vehicles and their range of axle loads. Probable increase in vehicular use over the life of the pavement. The availability of suitable materials to be used in the construction of the pavement and their relative cost. Specific laboratory testing to define the subgrade strength (i.e. CBR/K values) was not performed for this analysis. Based upon local experience, the estimated CBR and K values for the Fat CLAY (CH) subgrade soils at this site are two (2) and 70 pci, respectively. The number and frequency of vehicles and their range of axle loads have not been provided for our review. Considering the pavement will be used primarily by passenger cars and light trucks, it is feasible to use a "standard" design based on local practice for similar subgrade conditions and design loading conditions. However, the owner must accept a greater risk of pavement failure and/or higher maintenance costs, compared to an engineered design. 9

76 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Flexible Pavement Based on a standard design and an estimated CBR value of two (2), the following minimum flexible pavement thicknesses are recommended for light duty automobile parking areas, medium duty driveway areas, and heavy duty truck areas: Flexible Pavement Minimum Recommended Thicknesses Pavement Materials Light Duty Medium Duty Heavy Duty Hot Mix Asphaltic Concrete (in) 2 2½ 3 Crushed Limestone Base (in) Subgrade Lime Stabilized upper 6 If lime stabilization of the subgrade soils within the proposed parking and drive areas is not desired, PSI recommends that Triaxial Geogrid be used to provide additional structural support to the flexible base materials. A single layer of TENSAR TX5 geogrid should be placed in accordance with the manufacturer s recommendations at the interface between the flexible base and subgrade. If lime stabilization or Geogrid is not desired, an additional six (6) inches of flexible base should be used in flexible pavement areas. The upper six (6) inches of the subgrade soils beneath the flexible base material should be compacted to at least 94 percent but not more than 98 percent of the maximum dry density as determined by the Standard Proctor (ASTM D698). The moisture content of the subgrade soils should be maintained between optimum moisture content to four (4) percentage points above the optimum moisture content value. The base materials in flexible pavement areas should be placed in maximum nine (9) inch thick loose lifts and compacted to at least 95 percent of the maximum dry density as determined by the Modified Proctor (ASTM D1557), near the optimum moisture content. Base materials should meet performance standards specified in TXDOT Item 247, Type A, Grade 1 (crushed limestone). Hot-mix asphaltic concrete shall conform to TXDOT Item 340, Type "D". The flexible base on this project should meet TxDOT specified triaxial (for strength) and wet ball mill (for aggregate durability) requirements. Usually, these tests are often overlooked on commercial projects, frequently allowing substandard materials to be used, resulting in unsatisfactory performance of paving. It is recommended that the contractor s submittals include the test data that verify that the base material complies with these requirements. 10

77 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Allowances for proper drainage and proper selection of base materials are most important for performance of asphaltic pavements. In down grade areas base stone should extend through the slope to allow any water entering the base stone a path to exit. Ruts and birdbaths in asphalt pavement allow for quick deterioration of the pavement primarily due to saturation of the underlying base and subgrade. Surface water infiltration should be minimized to promote proper pavement performance. Several factors should be considered during pavement design to reduce infiltration. Water should not be allowed to pond behind curbs and saturate the pavement base stone. To summarize, the following are some of the factors that need to be emphasized in order to maintain proper drainage: 1. Appropriate slopes should be provided. 2. Joints should be properly sealed and maintained. 3. Sidedrains or subdrains along a pavement section could be provided. 4. Proper pavement maintenance programs such as sealing surface cracks, and immediate repair of distressed pavement areas should be adopted. 5. During the construction phase of this project, site grading should be kept in such a way that the water drains freely off the site and off any prepared or unprepared subgrade soils. 6. Any excavations should not be kept open for a long period of time. The degree of compaction of the subgrade soils should be maintained until the subgrade is paved Rigid Pavement Based on a standard design and an estimated Modulus of Subgrade Reaction (K) of 70 pci, the following minimum rigid pavement thicknesses are recommended for light duty automobile parking areas, medium duty driveway areas, and heavy duty truck areas: Rigid Pavement Minimum Recommended Thicknesses Pavement Materials Light Duty Medium Duty Heavy Duty Concrete (in) Subgrade Lime Stabilized upper 6 If lime stabilization of the subgrade soils is not desired, six (6)-inches of flexible base could be used in the concrete pavement areas. The upper six (6) inches of the subgrade soils beneath the flexible base material should be compacted to at least 94 percent but not more than 98 percent of the maximum dry density as determined by the Standard Proctor (ASTM D698). The moisture content of the subgrade soils should be maintained between optimum moisture content to four (4) percentage points above the optimum moisture content value. The medium duty concrete pavement should be provided in the entrance/exit driveways and the heavy duty concrete pavement should be implemented in trash dump approach areas due to the high wheel and impact loads that these areas will receive. 11

78 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Based on our local experience, rigid concrete pavements are considered to be a part of the civil site work package and the concrete mix design specifications and rebar reinforcement detailing is developed as part of the project specifications, typically by the Civil Engineer. Minimum cement contents and cementitious material replacement specifications should consider the time of year for concrete placement for optimal material performance. The design project engineer of record is best qualified to be familiar with the project schedule and to establish those parameters. Making some typical assumptions, however, PSI provides the following recommendations. PSI recommends that the concrete should have a minimum 28 day compressive strength of 3,500 psi. The concrete pavements should be properly reinforced and jointed (per ACI requirements), and should have No. 4 reinforcing bars, placed at 18-inch centers, each way. Premanufactured chair supports should be used to support the reinforcing steel during concrete placement. The reinforcement should be located in the top half of the concrete section with a minimum of two (2) inches of cover from the top. Saw cut control joints should be placed at maximum 15 foot intervals and should be cut at a depth of at least one-quarter of the pavement thickness. Saw cut control joints spaced at 10 feet usually control cracking better than the 15 foot interval. Joints should be sawed within 12 hours of concrete placement and preferably sooner. All joint spacing in large pavement areas should not exceed a distance of 60 feet. Expansion joints should be used wherever the pavement will abut a structural element subject to a different magnitude of movement, such as: light poles, retaining walls, or manholes. Expansion joints should be sealed with a polyurethane sealant so that moisture infiltration into the subgrade soils and resultant concrete deterioration at the joints is minimized. Interlocking construction joints and minimum 14-inch long dowel bars spaced at 12- inches on center should be used where a subsequent concrete placement intersects a previous one. Dowel bars should also be used to transfer load at expansion joint locations. After construction, the control, expansion, and construction joints should be inspected periodically and resealed, if necessary. Expansion joints should be used wherever the pavement will abut a structural element subject to a different magnitude of movement, such as: light poles, retaining walls, or manholes. Expansion joints should be sealed with a polyurethane sealant so that moisture infiltration into the subgrade soils and resultant concrete deterioration at the joints is minimized. Interlocking construction joints and minimum 14-inch long dowel bars spaced at 12- inches on center should be used where a subsequent concrete placement intersects a previous one. Dowel bars should also be used to transfer load at expansion joint locations. After construction, the control, expansion, and construction joints should be inspected periodically and resealed, if necessary. 12

79 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No CONSTRUCTION CONSIDERATIONS It is recommended that PSI be retained to provide observation and testing of construction activities involved in the pavements, earthwork, and related activities of this project. PSI cannot accept any responsibility for any conditions which deviate from those described in this report, nor for the performance of the pavements if not engaged to also provide construction observation and testing for this project. 4.1 Moisture Sensitive Soils/Weather Related Concerns The upper soils encountered at the site may be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and pavement construction activities during dry weather. 4.2 Drainage Concerns Water should not be allowed to collect in the foundation excavations, on the floor slab area, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site surficial drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slab. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill, subgrade, and floor slab area of the building. Groundwater was not encountered in the test borings during drilling or upon completion of drilling operations. It is possible that seasonal variations will cause fluctuations, or a water table to be present in the upper soils at a later time. Additionally, perched water may be encountered in discontinuous zones within the overburden. Any water accumulation should be removed from excavations by pumping. Should excessive and uncontrolled amounts of seepage occur, the Geotechnical Engineer should be consulted. 13

80 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No Excavations Typically, soils penetrated by geotechnical augers can be removed with conventional earthmoving equipment. However, excavation equipment varies, and field refusal conditions may vary. Generally, the weathering process is erratic and variations in the partially weathered rock or rock profile can occur in small lateral distances. It is likely that weathered rock and/or rock pinnacles or ledges requiring difficult excavation techniques will be encountered at the site below depths ranging from approximately four (4) to 18½ feet below the existing site grades. High powered rock ripping, sawing, milling, jack hammering, and drilling equipment may be necessary to excavate the LIMESTONE materials at this site. In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its Construction Standards for Excavations, 29 CFR, part 1926, Subpart P. This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations, or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing, stable, temporary excavations and should shore, slope or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. A slope stability analysis was not a part of PSI s services. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor s or other parties compliance with local, state, and federal safety or other regulations. 14

81 Deerfield Development Site Pavement May 2, 2014 Austin, Texas PSI Project No REPORT LIMITATIONS The recommendations submitted in this report are based on the available subsurface information obtained by PSI and design details furnished by the client for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional Geotechnical Engineering practices in the local area. No other warranties are implied or expressed. This report may not be copied without the expressed written permission of PSI. After the plans and specifications are more complete, the Geotechnical Engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated in the design documents. At this time, it may be necessary to submit supplementary recommendations. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. This report has been prepared for the exclusive use of WW Deerfield, Ltd. for specific application to the proposed pavement to be constructed as part of the Deerfield Development project located at the northwest corner of the intersection of Brodie Lane and Deer Lane in Austin, Texas. 15

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83 GP-1 GP-2 GP-3 GP-4 N 2600 McHale Court, Suite 125 Austin, Texas Boring Location Plan Not to Scale Deerfield Development NWC Brodie Lane and Deer Lane Austin, Texas PSI Project No