Attachment 19 Geotech Report.pdf

Geotechnical Engineering Report National Bio and Agro Defense Facility

Kimball Avenue and Denison Avenue

Manhattan, Kansas September 22, 2010

Project No. C6095616.003

Prepared for:

Perkins + Will Atlanta, Georgia

Prepared by:

Terracon Consultants, Inc.

Topeka, Kansas

"I Terracon O f f i c e s N a t i o n w i d e E s t a b l i s h e d i n 1 9 6 5

E m p l o y e e - O w n e d t e r r a c o n . c o m

G e o t e c h n i c a l • E n v i r o n m e n t a l • C o n s t r u c t i o n M a t e r i a l s • F a c i l i t i e s

September 22, 2010

Perkins + Will 1382 Peachtree Street NE Atlanta, Georgia 30309

Attention: Mr. Michael S. Moreland, LEED®AP

PHN: 404.443.7619

FAX: 404.892.5823

Regarding: Geotechnical Engineering Report - Updated National Bio and Agro Defense Facility (NBAF) Kimball Avenue and Denison Avenue Manhattan, Kansas

Terracon Project Number: C6095616.03

Dear Mr. Moreland:

llerracort

Terracon Consultants, Inc. (Terracon) has conducted additional probe borings for the above referenced project. This updated report presents the findings of the recent probe borings, the earlier subsurface exploration, and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project, based on information provided to date by Perkins + Will. As site development plans for this project are not final, the recommendations presented in this report should be considered preliminary until Terracon has the opportunity to evaluate final site design concepts.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

anie k. Barnett, P.G.

Staff Geologist Kansas: 703 5^

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Stephen B. Pretsch, P.E.

Office Manager Kansas: 16602

CJOAJIN ̂(MMY £

(/Craig K. Denny, Ph.D., P.E.

Senior Principal Engineer Kansas: 10043

Ter rpgon Consu l tan ts , Inc . 13910 West 96 l h Ter race Lenexa , Kansas 66215 P (913 )492 -7777 F (913 )492 -7443 te r racon .com

G e o t e c h n i c a l E n v i r o n m e n t a l C o n s t r u c t i o n M a t e r i a l s F a c i l i t i e s

TABLE OF CONTEN TS

Page

EXECUTIVE SUMMARY i

1.0 INTRODUCTION 1

2.0 PROJECT INFORMATION 2

2.1 Project Description 2

2.2 Site Location and Description 3

3.0 SUBSURFACE CONDITIONS 4

3.1 Typical Profile 4

3.2 Groundwater 5

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 6

4.1 Geotechnical Considerations 6

4.2 Site Grading 8

4.2.1 Rock Excavation 8

4.2.2 Earthwork 9

4.2.3 Compaction Requirements 11

4.2.4 Settlement Due To Fill 11

4.2.5 Utility Trench Backfill 12

4.2.6 Grading and Drainage 12

4.2.7 Construction Considerations 13

4.3 Foundations 14

4.3.1 Footing Foundation Design Recommendations 14

4.3.2 Construction Considerations 15

4.3.3 Driller Pier Foundations 15

4.4 Seismic Considerations 17

4.5 Grade-Supported Floor Slabs 17

4.5.1 Design Recommendations 17

4.5.2 Construction Considerations 18

4.6 Lateral Earth Pressures 19

4.7 Pavement Subgrades 21

4.7 Opinions of Minimum Pavement Thickness 22

5.0 GENERAL COMMENTS 23

APPENDIX A - FIELD EXPLORATION

Boring Location Diagram Boring Logs Field Exploration Description

APPENDIX B - LABORATORY TESTING

Laboratory Testing Unconfined Compression - Rock Core Shear-Wave Velocity, ft/s

APPENDIX C - SUPPORTING DOCUMENTS

General Notes Unified Soil Classification System General Notes for Sedimentary Rocks Preliminary Geotechnical Engineering Report

Geotechnical Engineering Report - Updated National Bio and Agro Defense Facility (NBAF) Manhattan, Kansas September 22, 2010 Terracon Project No. C6095616.003

EXECUTIVE SUMMARY

Terracon Consultants, Inc. (Terracon) has completed the design phase geotechnical exploration for the proposed National Bio and Agro Defense Facility (NBAF). The project site is located southeast of the intersection of Kimball Avenue and Denison Avenue in Manhattan, Kansas. This report addresses geotechnical recommendations for the proposed NBAF building, transshipping building, C.U.P. building, pump station, and new surface parking areas and drive lanes.

We understand the project will be constructed in three phases; GMP#1, GMP#2, and GMP#3. The GMP#1 phase is predicted to commence in the fall of 2010 and will include rough site grading with some utility installation. The GMP#2 phase is predicted to commence in the Spring of 2011 and will include the construction of the C.U.P. building. The final GMP//3 phase is predicted to commence as early as the fall of 2011 and will include the construction of the remaining buildings. As site development plans for this project are being phased and the building designs for GMP #2 and #3 have not been finalized or approved, the recommendations presented in this report should be considered preliminary until Terracon has the opportunity to evaluate final and approved design concepts. Based on an evaluation of the information obtained from our subsurface exploration and our knowledge of the planned facilities based on information provided to date by Perkins + Will to date, we offer the following professional opinions and recommendations:

In our opinion, the site soils or existing bedrock are adequate to support the anticipated structures on either shallow or deep foundations depending on structural loads, settlement tolerances, and the depth of cut required and/or thickness of fill placed. Based on our evaluation of the boring data, bedrock, native soil and/or engineered fill will be present at anticipated shallow foundation levels within the NBAF building (including the entrance building). Foundations perform more predictably when supported on similar materials. A combination of both shallow and deep foundations that extend to bedrock is recommended within this structure. Due to the varying depths to existing bedrock, the transition areas within the building footprint should be evaluated closely by the project structural engineer.

Terracon understands the proposed NBAF building will be one story with deep basement levels at various locations in the building. The finished floor elevations of the NBAF building, as provided to Terracon, are 1134.5 feet (First Floor), 1127.5 feet (Pipe Inspection Level), 1114.5 feet (Non- EDS Related Rooms), and 1104.5 feet (EDS Control Rooms)). Up to 8 feet of cut and 17 feet of fill will occur where building areas do not contain a basement level and up to about 34 feet of cut will occur where basements are planned. Up to 26 feet of fill will occur along the entrance building and tunnel (1120 feet Main Floor). To provide uniform bearing support and to account for the large structural loading anticipated, we recommend the main NBAF facility be supported on a combination of shallow rock bearing footing foundations and drilled pier foundations that extend to bedrock. Drilled piers should be considered where this foundation type becomes more economical to install over extending spread footing foundations down to bedrock. Drilled piers should also be considered where large building loads necessitate a foundation type with higher bearing capacities. We understand the entrance building and connecting tunnel may be

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National Bio and Agio Defense Facility (NBAF) Manhattan, Kansas September 22, 2010 Terracon Project No. C6095616.003 constructed to act independently from the main NBAF building. Spread footing foundations that derive support from stiff native soils or engineered fill can be considered for the entrance building and tunnel provided this section of the building structure can tolerate the predicted differential settlement from the main facility. In this case, the construction schedule will need to address the predicted settlement due to placing up to 26 feet of fill.

The proposed C.U.P building will be a one story above grade structure with no basement level.

Considering the finished floor elevation of 1134.5 feet, between 4 feet of cut and 13 feet of fill is anticipated. In our opinion, this structure can be supported on shallow foundations bearing in stiff to very stiff native clay soils or engineered fill.

The transshipping building will be a one story structure with a partial basement level on the west end of the building. Based on a first floor elevation of 1140.5 feet and a basement floor elevation of 1124.5 feet, up to 6 feet of cut is anticipated within the building footprint. In our opinion, this structure can be supported on shallow foundations bearing in stiff to very stiff native clay soils or engineered fill.

Several small structures are proposed, which include a pump station and possible control point buildings. Shallow foundations that derive their support from stiff native soils, engineered fill, or bedrock can be considered to support these structures.

Existing fill and materials that could be fill were encountered at Borings B-201, B-205, B-215, B- 224, B-225 and B-226. Existing fill should be anticipated in unexplored areas of the site. All existing fill not penetrated by the proposed site cuts should be removed and replaced as recommended in this report.

Excavations to develop design grades will extend into bedrock strata. Excavation into bedrock strata will likely require large backhoes with rock teeth or rock trenching equipment. Large concrete or pavement type saws might also be necessary to create neat excavations.

Some of the clay soils and shale encountered at the site are prone to volume change with variations in moisture content. We were informed the floor slabs being developed for this project (all buildings) were non-sensitive and could withstand movements of up to !4 inch. Given this tolerance, we recommend a minimum 24-inch thick low volume change zone be constructed beneath the on-grade floor slabs to reduce the potential for subsequent subgrade volume change.

We recommend a Site Class "C" seismic site classification be adopted for design of the C.U.P.

building and main NBAF and a Site Class "D" seismic site classification be adopted for design of all other structures at this project site.

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Geotechnical Engineering Report-Updated II:.

National Bio and Agro Defense Facility (NBAF) Manhattan, Kansas I SEIlf oCQI 1 September 22, 2010 Terracon Project No. C6095616.003

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT - UPDATED

NATIONAL BIO AND AGRO DEFENSE FACILITY

KIMBALL AVENUE AND DENISON AVENUE

MANHATTAN, KANSAS

Project No. C6095616.003 September 22, 2010

1.0 INTRODUCTION

Terracon Consultants, Inc. (Terracon) has performed additional probe hole borings and has updated the Geotechnical Engineering Report for the proposed National Bio and Agro Defense Facility (NBAF). The project site is located southeast of the intersection of Kimball Avenue and Denison Avenue in Manhattan, Kansas. Terracon initially conducted five (5) exploratory borings (B-101 through B-105) at this site in July 2009 and prepared a Preliminary Geotechnical Engineering Report dated August 10, 2009. This report is included in Appendix C. Twenty eight

(28) borings (designated B-201 through B-228) were subsequently performed and a design phase geotechnical report was issued dated January 15, 2010. This updated report addresses geotechnical recommendations for the proposed NBAF building, transshipping building, C.U.P.

building, and new pavement subgrades based on the recently provided design parameters and additional top-of-rock information obtained from twelve (12) probe hole borings that were recently performed. Logs of all the borings along with a boring location diagram are included in Appendix A of this report.

The purpose of these services is to provide engineering recommendations relative to:

subsurface soil conditions groundwater conditions

• earthwork foundation design and construction pavement subgrade preparation data, professional opinions and geotechnical floor slab design and construction seismic considerations

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National Bio and Agro Defense Facility Manhattan, Kansas September 22, 2010 Terracon Project No. C6095616.003

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2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION

Site layout See Appendix A, Figure A-2, Boring Location Diagram

NBAF building with entrance corridor One-story structure with basement floor levels at varying elevations below some but not all of the building. This facility includes an entrance building and tunnel

Transshipping/Maintenance building Single-story above grade with a partial basement level on the west end of the building.

C.U.P building Single-story above grade.

Pump Station One level below grade.

Entry control point buildings Single-story above grade (no basement level).

Finished floor elevations - NBAF building

EDS related rooms = 1,104.5 feet

Non-EDS control rooms = 1,114.5 feet

Pipe Inspection Level = 1127.5 feet

Main floor = 1,134.5 feet

Entrance building = 1,120 feet

Finished floor elevations - Transshipping building

Main floor = 1,140.5 feet

Partial basement level = 1124.5 feet

Finished floor elevations - C.U.P building

Main floor = 1,134.5 feet

Finished floor elevation - Pump Station

Not provided

Finish Floor elevation - Control point buildings

Not provided

Maximum loads - NBAF building Columns: 195 kips to 955 kips

Walls: not provided

Maximum loads - Transshipping building

Columns: 375 kips

Walls: 3 klf

Maximum loads - C.U.P building Columns: 400 kips

Walls: 3 klf

Maximum loads - Entry control point building, Entrance building

Columns: 150 kips

Walls: not provided

Maximum allowable foundation settlement

Columns: Up to 1-inch would be acceptable

Walls: Up to 1/2 inch over 40 feet would be acceptable

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National Bio and Agio Defense Facility Manhattan, Kansas September 22, 2010 Terracon Project No. C6095616.003 llerracori

ITEM DESCRIPTION

NBAF Building Grading

Based on a development plan dated August 23, 2010, the main portion of the building is planned on top of a relatively level ridge. Existing site grades slope gradually to steeply down to the northwest, west and south. Cuts ranging from about 2 feet to 34 feet and fills up to about 17 feet will be required to develop the planned main level and basement floor levels in the central portion of the NBAF building. To develop the design FFE for the entrance building and tunnel, fills of up to 26 feet will be required.

Transshipping Building Grading

The FFE of the main level of the building is planned at 1,140.5 feet. A basement level located on the west side of the building is planned at 1124.5 feet. To develop the main and basement floor elevations, up to 6 feet of cut will be required.

C.U.P Building The FFE of C.U.P building is planned at 1134.5 feet. To develop the main floor level, cuts ranging from about 4 feet to 13 feet will be required.

2.2 Site Location and Description

ITEM DESCRIPTION

Location

The overall NBAF site is located southeast of the intersection of Kimball Avenue and Denison Avenue in Manhattan, Kansas. The NBAF building will be located near the southeast portion of the site. The transshipping, C.U.P, service area control point building will be located north of the NBAF building. The entry control point building and pump station will be located west of the NBAF building. New surface parking is planned west of the NBAF building.

Existing improvements

The site is currently occupied by several structures managed by Kansas State University that are currently being demolished. An existing substation is located west of the planned C.U.P building. Several additional buildings currently being demolished are located south of the planned transshipping building and within the eastern portion of the NBAF footprint.

Current ground cover Grass with some aggregate-surfaced drives.

Existing topography

Site grades slope gradually to steeply down to the northwest, west and south from a relatively level area located at the eastern side of the planned NBAF building. Based upon the provided topographic survey, approximately 60 feet of grade change is present across the site.

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September 22, 2010 Terracon Project No. C6095616.003 erracon

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Based on our review of the Geologic Map of Riley County, Kansas and Stratiqraphic Succession in Kansas (both by Kansas Geological Survey), subsurface materials are comprised of Quaternary glacio-fluvial deposits overlying Permian age Grenola Limestone and Eskridge Shale. The Quaternary age deposits at this location were formed by streams flowing from melting ice during the Kansan glaciation. The underlying Permian age limestone and shale was deposited in a marine environment. Grenola Limestone is generally gray, ranges in thickness from 32 to 54 feet, and includes three limestone members (Sallyards, Burr, and Neva) and two shale members (Legion and Salem Point). The Eskridge Shale is predominantly gray and tannish-gray with a thickness ranging from 20 to 41 feet.

Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

Stratum No.

Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

1 0.2 to 1 feet Root zone materials and gravel N/A

Encountered to depths ranging from about 3 feet to 8 feet at Borings B-201, B- 205, B-215, B-224 and B-

226.

Existing fill or material that could be fill (identified on the boring logs as possible fill) comprised of a mixture of lean clay and fat clay soils, sand and gravel.

N/A

Underlying surface materials or existing fill at Borings B-202 through B- 216, B-221, B-222, B-223, B-225, B-227, and B-228 to depths ranging from about

1.5 feet to 24.5 feet.

Borings B-217, B-218, B- 219, B-220, B-224 and B-

226 were terminated at depths ranging from about

10 feet to 30 feet in Stratum 3.

Native Lean, Lean to Fat and Fat Clay Soils, variable silt and sand content, brown, gray brown, dark brown, reddish brown

Soft to very stiff

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September 22, 2010 Terracon Project No. C6095616.003

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Stratum No.

Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

Underlying Stratum 2 at

Boring B-211 to a depth of about 17.

Silty sand and Sand, with trace clay, brown, tan

Loose

Underlying Stratum 2 at Boring B-201, underlying

Stratum 3 at Borings B-202 through B-210, B-212 through B-216, B-221 through B-223, B-225, B- 227 and B-228, and underlying Stratum43 at B-

211. Encountered to auger refusal depths ranging from

2 feet to 19.5 feet and to termination depths ranging from 14.5 to 29.5. Borings

B-201, B-207, B-209 and B- 216 were extended by rock coring to depths ranging from 14.5 feet to 49 feet.

Alternating layers of limestone and shale bedrock

Slightly to severely weathered

Twelve (12) additional probe hole borings, designated P-01 through P-12, were recently performed at the site to better delineate the depth to limestone/shale bedrock. Bedrock depths ranged from approximately 12/4 feet to 30 feet at these locations. The subsurface conditions at the probe hole locations were not added to the chart above as the subgrade soils and severely weathered rock were not sampled. Descriptions at these locations were solely based on our driller's observation of auger cuttings and should be considered approximate and should not be used to delineate or evaluate upper soil conditions.

Conditions encountered at each boring and probe hole location are indicated on the individual boring logs in Appendix A of this report. Stratification boundaries on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition between materials may be gradual. Five directional subsurface cross sections were developed within the main NBAF facility. Fence diagrams and a cross section plan in Appendix A of this report.

3.2 Groundwater

The boreholes were observed while drilling and after completion for the presence and level of groundwater. The water levels observed are noted on the attached boring logs and are summarized below.

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September 22, 2010 Terracon Project No. C6095616.003

' A terracon

Boring Number Depth to groundwater while drilling, ft.

Depth to groundwater after drilling, ft.

B-201 12 N/A

B-216 17 None

B-224 28.5 None

B-225 29 None

P-01 28.5 28.5

P-02 28.5 31

P-05 5 5

P-07 20 None

P-08 25 None

P-09 13.5 13.5

P-12 14 None

Drilling fluids were introduced as we core drilled at Borings B-201, B-207, B-209, and B-216.

Meaningful post drilling observations to detect naturally occurring water levels could not be made at these locations once core water was added. It should be noted that piezometers were installed at the site during the preliminary geotechnical exploration. The location of these piezometers and previous water level readings are noted in the preliminary report in Exhibit C.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

In our opinion, the site soils and/or existing bedrock are adequate to support the anticipated structures on either shallow or deep foundations depending on structural loads, settlement tolerances, and the amount of cut and/or fill placed. Based on an evaluation of the boring data, bedrock, native soil and/or engineered fill will be present at anticipated foundation bearing levels within the NBAF buildings. Foundations perform more predictably when supported on similar materials. A combination of both shallow and deep foundations that bear within bedrock strata is recommended for this structure.

Terracon understands the proposed NBAF building will be one story above grade with basement levels that extend to varying depths below various parts of the building. Considering the finished floor elevations for the main facility that were provided to Terracon (1,134.5 Feet

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Geotechnical Engineering Report - Updated /

September 22, 2010 Terracon Project No. C6095616.003

1 Terra con

First Floor, 1127.58 Feet Pipe Inspection, 1114.5 Feet non-EDS Related Rooms and 1,104.5 Feet EDS Control Rooms), up to about 8 feet of cut and 17 feet of fill will occur where building areas do not contain a basement level and up to about 34 feet of cut will occur where deep basements are planned. Up to 26 feet of fill will occur along the entrance building and tunnel (1120 Main Floor). To provide uniform bearing support and to account for the large structural loading anticipated, we recommend the main NBAF facility be supported on a combination of shallow rock bearing footing foundations and drilled pier foundations that extend to bedrock.

Drilled piers should be considered where this foundation type becomes more economical to install over extending spread footing foundations down to bedrock. Drilled piers should also be considered where large building loads necessitate a foundation type with higher bearing capacities. Spread footing foundations that deriving support from stiff native soils or engineered fill can be considered for the entrance corridor this section of the building structure can tolerate the predicted differential settlement from the main facility. In this case, the construction schedule will need to address the predicted settlement due to placing up to 26 feet of fill.

The proposed C.U.P building will be a one story structure located above grade. Considering the finished floor elevation of 1,134.5 feet, between 4 feet of cut and 13 feet of fill is anticipated. In our opinion, this structure can be supported on shallow foundations bearing in stiff to very stiff native clay soils or engineered fill.

The transshipping building will be a one story structure with a partial basement level on the west end. Based on a finish floor elevation ranging between 1138 and 1142.67, between 1 !4 feet of cut and 6 feet of fill is anticipated within the building footprint. In our opinion, this structure can be supported on shallow foundations bearing stiff to very stiff native clay soils or engineered fill.

Several small structures are proposed, which include entry control point buildings and a pump station. Shallow foundations that derive their support from stiff native soils, engineered fill and/or bedrock can be considered to support these structures.

Existing fill and materials that could be fill were encountered at Borings B-201, B-205, B-215, B- 224, B-225 and B-226. Existing fill should be anticipated in unexplored areas of the site. All existing fill not penetrated by the proposed site cuts should be removed and replaced as recommended in section 4.2.2 EARTHWORK.

Excavations to develop design grades at the site will extend into bedrock strata. Excavation into bedrock strata will likely require large backhoes with rock teeth or rock trenching equipment.

Large concrete or pavement type saws might also be necessary to create neat excavations.

Some of the clay soils and shales encountered are prone to volume change with variations in moisture level. For this reason we recommend a low volume change zone be constructed beneath the on-grade floor slabs for non-sensitive structures. The use of a low volume change zone as recommended in this report may not eliminate all future subgrade volume change and

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Geotechnical Engineering Report - Updated h National Bio and Agro Defense Facility • Manhattan, Kansas IE oi ,( II l!

September 22, 2010 Terracon Project No. C6095616.003 resultant floor slab movements. However, the procedures outlined should reduce the potential for subgrade volume change. Further reduction of potential for floor slab movements could be achieved by using a thicker low volume change zone. Details regarding the low-volume change zone are provided in this report in section 4.5 GRADE-SUPPORTED FLOOR SLABS.

This report provides recommendations to help mitigate the effects of soil shrinkage and expansion for non sensitive structures. However, even if these procedures are followed, some movement and at least minor cracking in the structure could still occur. The severity of cracking and other cosmetic damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive soils. Eliminating the risk of movement and cosmetic distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. We would be pleased to discuss other construction alternatives with you upon request.

4.2 Site Grading

4.2.1 Rock Excavation

Based upon the subsurface data and anticipated grading, it appears that rock excavation will be required for general site grading within select building areas and utility excavations. The borings encountered apparent bedrock at depths ranging from about 2 to

18.5 feet below grade in 23 boring locations. At some boring locations, weathered rock zones or boulders were encountered within the native soils above the apparent bedrock surface. With effort, we were able to drill into rock using flight augers with a finger tooth bit.

Auger refusal is defined as the depth below the ground surface at which a boring can no longer be advanced with the soil drilling technique being used. Auger

AUGER REFUSAL ILLUSTRATION

XISTING GROUND

B O D E

NATURAL

SOIL

F

BEDROCK

THIS FIGURE IS FOR ILLUSTRATIVE PURPOSES ONLY AND DOES NOT

NECESSARILY DEPICT THE SPECIFIC 8EDROCK CONDITIONS AT THIS SITE

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September 22, 2010 Terracon Project No. C6095616.003

Terracon refusal is subjective and is based upon the type of drilling equipment used, the types of augers being used, and the effort exerted by the driller. In this locale, auger refusal can result on the upper surface of discontinuous bedrock (A), slabs of unweathered rock suspended in the residual soil matrix or "floaters" (B), in widened joints that may extend well below the surrounding bedrock surface (C), on rock "pinnacles" (D) rising above the surrounding bedrock surface, or on the upper surface of continuous bedrock (E). These possible auger refusal conditions are illustrated in the adjacent figure.

Due to the possibility that some or all of these features exist at this project site, estimating the exact quantity of rock excavation will be difficult. Linear interpolation of apparent bedrock elevations based upon the boring data is often used but can misrepresent actual rock removal quantities where such anomalies exist.

It may be possible to rip the limited upper weathered zones of bedrock that could be penetrated with our augers with track-hoes with rock teeth or ripper equipped dozers. However, excavation of bedrock strata which we could not penetrate using our finger tooth bit fitted with carbide teeth will likely require the use of other techniques such as jackhamrners, rock splitters, or pneumatic breakers. It should be noted that the rippability of rock is more dependent on the type and size of the equipment used, the fracturing or quality of the bedrock, and the amount of effort expended, than it is on the type of rock.

To minimize the potential for rock excavation "extras", we suggest the contract be bid as "unclassified" excavation. The contractor should be provided with the data in this report and allowed to perform any additional exploration or studies necessary to develop his bid. We recommend making test excavations to make determinations regarding rippability of the rock penetrated by the flight augers. We also recommend that the contractor submit unit rate rock excavation costs as part of the bidding process.

4.2.2 Earthwork

All vegetation, topsoil, and any otherwise unsuitable material should be removed from the construction areas. Existing fills or building debris associated with site demolition should be fully removed. After stripping and grubbing, the subgrade should be proof-rolled where possible to aid in locating loose or soft areas. Proof-rolling should be performed with a loaded tandem axle dump truck or similar equipment having a minimum gross weight of 20 tons.

Where fill is placed on existing slopes steeper than 5H:1 V, benches should be cut into the existing slopes prior to fill placement. The benches should have a minimum vertical face height of 1 foot and a maximum vertical face height of 3 feet and should be cut wide enough to accommodate the compaction equipment. We recommend that fill slopes be over filled and then cut back to develop an adequately compacted slope face.

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September 22, 2010 Terracon Project No. C6095616.003

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Engineered fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Lean clay

CL

(LL<40)

All locations and elevations

Lean to fat clay

CUCH

(40<LL<50)

> 2 ft. below building finished grade unless tested and meets low volume change material criteria

Fat clay2

CH

(LL>50) > 2 ft. below building finished grade

Well graded granular GM3 All locations and elevations

Low Volume Change Material '1

CL or GM3 and (LL<40 & Pl<18)

All locations and elevations

Shale Varies

At least 10 feet beyond building areas and > 2 feet below final grade unless the material is pulverized and moisture conditioned to a "clay like" consistency AND is approved for use in other locations by the

Geotechnical Engineer

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade.

Any rock fragments present within clay soils should be limited to a maximum diameter of 3 inches.

A sample of each material type should be submitted to the geotechnical engineer for evaluation.

2. Delineation of fat clays should be performed in the field by a qualified geotechnical engineer or their representative.

3. Similar to KDOT AB-3 crushed limestone base, limestone screenings, or granular material such as sand, gravel or crushed stone containing at least 18% low plasticity fines.

4. Low plasticity cohesive soil or granular soil having at least 18% low plasticity fines.

Fill that contains rock with larger diameters than recommended above could be considered for use in non building areas. This type of rock fill should consist of limestone fragments with a maximum size of 12 inches and should be placed with sufficient soil, pulverized shale or fines to completely fill all spaces between rock fragments. In our opinion, rock fill should not be placed below or within 10 feet horizontally of proposed buildings or within 4 feet vertically of pavement subgrade elevations. Rock fills should also not be incorporated into fill sections in areas where utility trench or other excavations will be performed in the future.

Shale materials should be evaluated by the geotechnical engineer prior to use in controlled fill sections. Substantial pulverization and moisture conditioning will be required to process hard, slightly weathered to unweathered shale into a material suitable for placement as controlled fill beneath buildings and pavements. This normally requires a number of passes by heavy, Reliable n Responsive • Convenient • Innovative 10

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Terracon tracked construction equipment to break the shale down to a material having a maximum 2-inch particle size and containing sufficient fines to completely fill void spaces between the larger particles. As much water as possible should be incorporated into the less weathered shale during fill placement.

If soft, highly weathered shale can be moisture conditioned and manipulated so that it has the consistency of a clay soil, it could be placed in a manner similar to clay soils to within two feet of the proposed building and pavement subgrade elevation. Soft, highly weathered shale is defined as having similar physical characteristics as a clay soil, in that it can be easily molded and reshaped by hand. If highly weathered shale cannot be manipulated so that it behaves similar to clay, the shale should not be used as fill within four feet of the building and parking areas.

4.2.3 Compaction Requirements

ITEM DESCRIPTION

Fill Lift Thickness 9-inches or less in loose thickness

Compaction Requirements 1 95% of the materials maximum standard Proctor dry density (ASTM D 698)

Within the range of optimum moisture content to 4%

Moisture Content Cohesive Soil2 above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction

Moisture Content Granular Material3 Workable moisture levels

1. We recommend that engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. Fat clay should not be compacted to densities greater than 98%.

2. Moisture content of fat clay must be above optimum when placed and compacted.

3. Adequate to allow for satisfactory compaction to be achieved without pumping when proofrolled.

Rock fill should be compacted under heavy tracked and wheeled construction equipment traffic.

Placement and compaction of rock fill should be observed on a full time basis by the geotechnical engineer.

4.2.4 Settlement Due to Fill

It appears that fill depths of up to approximately 26 feet will be required to develop design grades within select building areas but the fill thickness will not be uniform. Due to the differential fill thickness required to develop design grades, we anticipate differential settlement

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Terracon will occur from consolidation within the fill section and/or consolidation of the underlying site soils. To reduce the impact of the differential fill settlement on the buildings and pavements, fills should be constructed well in advance of construction and settlement should be monitored.

Settlement plates should be installed prior to fill construction and elevations should be measured on a regular basis by the project surveyor during and following fill construction. The elevation data should be transmitted to the geotechnical engineer for review. Once the data indicate settlement has stabilized and is within acceptable levels, foundation construction may begin. We estimate at least 90 days may be required for settlements to stabilize after site fills have been completed.

4.2.5 Utility Trench Backfill

All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill.

Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building. We recommend constructing an effective clay "trench plug" that extends at least 5 feet out from the face of the building exterior.

The plug material should consist of clay compacted at a water content at or above the soils optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report.

4.2.6 Grading and Drainage

PVC drain tiles capable of safely supporting the overburden pressure and enveloped in clean gravel and, in turn, wrapped in filter fabric, should be placed in all swales, draws, and existing drainage corridors that will contain engineered fill. The drains should be sloped to gravity drain, extend to within 5 feet of finished grade, and extend out of the toe of the fill by at least 3 feet. Drain outlets should be fitted with rodent screens.

Final surrounding grades should be sloped away from the structure on all sides to prevent ponding of water. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structures are recommended. This can be accomplished through the use of splash-blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots.

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1 terracon

It is recommended that all permanent cut and fill slopes in soil materials be no steeper than 3 horizontal (H) to 1 vertical (V). Steeper slopes should be evaluated for slope stability. The recommended 3H:1V slopes are based on experience with slopes in soils such as those at this site. The 3H:1V slopes are also widely used by state and local government agencies.

However, the use of 3H:1V slopes does not guarantee that slope failures will not occur. It is recommended that all exposed earth slopes be seeded to provide protection against erosion.

Seeded slopes should be protected with erosion mats until the vegetation is established.

4.2.7 Construction Considerations

Although the exposed subgrade is anticipated to be relatively stable upon initial exposure, unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions develop, stabilization measures will need to be employed.

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction.

All temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions.

Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually 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. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards.

The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs.

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September 22, 2010 Terracon Project No. C6095616.003 llerracuri

4.3 Foundations

In our opinion, the proposed lightly loaded structures (C.U.P. building, transshipping building, control point buildings, and pump station) can be supported on shallow, spread footing foundation systems bearing on stiff to very stiff clay soils or engineered fill that has been placed and compacted as recommended in this report. Depending on design loads and the amount of differential settlement permitted between the entrance building and the NBAF facility, the entrance building could be supported on shallow spread footing foundations bearing on suitable soils.

In our opinion, the NBAF facility should be supported on rock bearing footing foundations or drilled piers that drive their support from the underlying rock. We have recommended the new fill required below the NBAF facility entrance building/tunnel be placed and monitored for settlement prior to construction. The recommendations below are predicated on this condition.

Design recommendations for shallow footings and drilled pier foundations for the proposed structures are presented in the following sections.

4.3.1 Footing Foundation Design Recommendations

DESCRIPTION Column Wall

Net allowable bearing pressure 1 2,500 psf (soil)

8,000 psf (bedrock)

2,500 psf (soil)

8,000 psf (bedrock)

Minimum dimensions 30 inches 18 inches

Minimum embedment below finished grade for frost protection2 36 inches 36 inches

Estimated total settlement3 1 inch (soil)

!4 inch (bedrock)

1 inch (soil) 1/2 inch (bedrock)

Estimated differential settlement

<3/ inch between columns (soil)

<!4 inch between columns (bedrock)

</4 inch over 40 feet (soil)

<1A inch over 40 feet (bedrock)

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. This recommended pressure considers all unsuitable fill and/or soft or loose materials, if encountered, are undercut.

2. The minimum embedment will also reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footing and footings beneath unheated areas.

3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations. The above settlement estimates consider the maximum footing dimension of a column footing is 8 feet and 1.5 feet for continuous footings.

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4.3.2 Construction Considerations

The base of all footing foundation excavations should be free of water and loose soil and rock prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing disturbance. Should the soils at bearing level (where applicable) become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to placing concrete.

Place a lean concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended period of time. It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials.

If unsuitable bearing soils are encountered in footing excavations, the excavations should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower-level or on lean concrete backfill placed in the excavations. The footings could also bear on properly compacted backfill extending down to the suitable soils. Overexcavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with dense-graded granular material (KDOT AB-3 or similar) placed in lifts of 9 inches or less in loose thickness and compacted to at least 98 percent of the material's maximum standard effort maximum dry density (ASTM D 698). The overexcavation and backfill procedures are depicted in the figure below.

Design Footmg Level ^

Recommended Excavation Level

F

LEAN

CONCRETE

Design Footing Level

Recommended Excavation Level

COMPACTED

STRUCTURAL

FILL

Lean Concrete Backfill Overexcavation / Backfill NOTE: Excavations in sketches shown vertical for convenience. Excavations should he sloped as necessary for safety.

4.3.3 Drilled Pier Foundations

Drilled pier foundations that extend through engineered fill or native soils and penetrate at least one

(1) pier diameter or 24 inches, whichever is greater, into hard shale or native limestone may be proportioned using an allowable end bearing pressure of 20 kips per square foot. The drilled pier must have a minimum length to diameter ratio of 3 or the design parameters presented in section

4.3.1 Footing Foundation Design Recommendations should be used. Additional load capacity can be obtained by extending the drilled piers further into bedrock. Drilled pier foundations that

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Terracon extend beyond (1) pier diameter or 24 inches, whichever is greater, may be proportioned using an allowable skin friction value of 2 kips per square foot in addition to the allowable end bearing pressure of 20 kips per square foot. However, maximum socket depths should not exceed 15 feet. Higher allowable end bearing and skin friction capacities may be possible with greater penetration but deeper borings and further tests should be conducted.

In our opinion, conventional drilling equipment should be able to penetrate the native soils and severely weathered shale bedrock. Coring will likely be required to advance the pier excavations into hard limestone and shale. Temporary steel casing will likely be required to advance the pier excavations due to the presence of water and non cohesive materials above the bedrock materials. The bottom of the pier excavations should be cleaned of water and loose material before placing concrete. Drilled piers for this project should have a minimum diameter of 30 inches to facilitate cleaning and observation of the bearing materials. Temporary steel casing must be installed if personnel will enter the excavation to clean and/or observe the bearing surface.

Drilled pier excavations should be observed by the geotechnical engineer to evaluate the suitability of the bearing material. Should isolated areas of unsuitable material be encountered at planned depths, it will be necessary to deepen the drilled piers to suitable bearing material. The base of all drilled pier excavations should be free of water and loose material prior to placement of concrete.

For drilled pier foundations designed and constructed as recommended above, total settlements should be less than inch and differential settlements should also be less than V2 inch.

The following equation may be used to compute the allowable uplift capacity provided by a rock socket in hard shale or sound limestone.

Qup = 2.0ASL where:

Qup is the allowable uplift capacity, in kips

As is the gross surface area of the pier, in square feet per 1-foot length L is the length of the rock socket in hard shale or limestone, in feet

The uplift capacity per pier should be reduced if piers are spaced closer than 3 diameters (clear…