6.22 +/- Acres 47th & Hydraulic. | Wichita, KS 67216€¦ · MCCURDYAUCTION.COM · 12041 E. 13TH ST. N. · WICHITA, KS · 67206 · (316) 683-0612 · (800) 544-4489 18. Bidder represents

6.22 +/- Acres 47th & Hydraulic. | Wichita, KS 67216

AUCTION: Thursday, October 26th @ 12:00 PM

2

Table of Contents

TERMS AND CONDITIONS PROPERTY DETAIL PAGE WATER WELL ORDINANCE GROUNDWATER ADDENDUM PHASE I ZONING MAP FLOOD ZONE MAP AERIAL PLAT MAP GUIDE TO AUCTION COSTS

The real estate is offered at public auction in its present, “as is where is” condition and is accepted by the buyer without any expressed or implied warranties or representations from the seller or McCurdy Auction, LLC. It is incumbent upon buyer to exercise buyer’s own due diligence, investigation, and evaluation of suitability of use for the real estate prior to bidding. It is buyer’s responsibility to have any and all desired inspections completed prior to bidding including, but not limited to, the following: roof; structure; termite; environmental; survey; encroachments; groundwater; flood designation; presence of lead-based paint or lead based paint hazards; presence of radon; presence of asbestos; presence of mold; electrical; appliances; heating; air conditioning; mechanical; plumbing (including water well, septic, or lagoon compliance); sex offender registry information; flight patterns, or any other desired inspection. Any information provided or to be provided by seller or McCurdy was obtained from a variety of sources and seller and McCurdy have not made any independent investigation or verification of such information and make no representation as to the accuracy or completeness of such information. Auction announcements take precedence over anything previously stated or printed. Total purchase price will include a 10% buyer’s premium ($1,500.00 minimum) added to the final bid.

MCCURDYAUCTION.COM · 12041 E. 13TH ST. N. · WICHITA, KS · 67206 · (316) 683-0612 · (800) 544-4489

TERMS AND CONDITIONSThank you for participating in today’s auction. The auction will be conducted by McCurdy Auction, LLC (“McCurdy”) on behalf of the owner of the real estate (the “Seller”). The real estate offered for sale at auction (the “Real Estate”) is fully described in the Contract for Purchase and Sale, a copy of which is available for inspection from McCurdy.

1. Any person who registers or bids at this Auction (the “Bidder”) agrees to be bound by these Terms and Conditions, the auction announcements, and the Contract for Purchase and Sale.

2. The Real Estate is not offered contingent upon inspections. The Real Estate is offered at public auction in its present, “as is where is” condition and is accepted by Bidder without any expressed or implied warranties or representations from Seller or McCurdy, including, but not limited to, the following: the condition of the Real Estate; the Real Estate’s suitability for any or all activities or uses; the Real Estate’s compliance with any laws, rules, ordinances, regulations, or codes of any applicable government authority; the Real Estate’s compliance with environmental protection, pollution, or land use laws, rules, regulations, orders, or requirements; the disposal, existence in, on, or under the Real Estate of any hazardous materials or substances; or any other matter concerning the Real Estate. It is incumbent upon Bidder to exercise Bidder’s own due diligence, investigation, and evaluation of suitability of use for the Real Estate prior to bidding. It is Bidder’s responsibility to have any and all desired inspections completed prior to bidding including, but not limited to, the following: roof; structure; termite; environmental; survey; encroachments; groundwater; flood designation; presence of lead-based paint or lead based paint hazards; presence of radon; presence of asbestos; presence of mold; electrical; appliances; heating; air conditioning; mechanical; plumbing (including water well, septic, or lagoon compliance); sex offender registry information; flight patterns; or any other desired inspection. Bidder acknowledges that Bidder has been provided an opportunity to inspect the Real Estate prior to the auction and that Bidder has either performed all desired inspections or accepts the risk of not having done so. Any information provided by Seller or McCurdy has been obtained from a variety of sources. Seller and McCurdy have not made any independent investigation or verification of the information and make no representation as to its accuracy or completeness. In bidding on the Real Estate, Bidder is relying solely on Bidder’s own investigation of the Real Estate and not on any information provided or to be provided by Seller or McCurdy.

3. Notwithstanding anything herein to the contrary, to the extent any warranties or representations may be found to exist, the warranties or representations are between Seller and Bidder. McCurdy may not be held responsible for the correctness of any such representations or warranties or for the accuracy of the description of the Real Estate.

4. There will be a 10% buyer’s premium ($1,500.00 minimum) added to the final bid. The buyer’s premium, together with the final bid amount, will constitute the total purchase price of the Real Estate.

5. The Real Estate is not offered contingent upon financing.

6. In the event that Bidder is the successful bidder, Bidder must immediately execute the Contract for Purchase and Sale and tender a nonrefundable earnest money deposit in the form of cash, check, or immediately available, certified funds and in the amount set forth by McCurdy. The balance of the purchase price will be due in immediately available, certified funds at closing on the specified closing date. The Real Estate must close within 30 days of the date of the auction, or as otherwise agreed to by Seller and Bidder.


7. Auction announcements take precedence over anything previously stated or printed, including these Terms and Conditions.

8. A bid placed by Bidder will be deemed conclusive proof that Bidder has read, understands, and agrees to be bound by these Terms and Conditions.

9. These Terms and Conditions, especially as they relate to the qualifications of potential bidders, are designed for the protection and benefit of Seller and do not create any additional rights or causes of action for Bidder. On a case-by-case basis, and at the sole discretion of Seller or McCurdy, exceptions to certain Terms and Conditions may be made.

10. In the event Bidder is the successful bidder at the auction, Bidder’s bid constitutes an irrevocable offer to purchase the Real Estate and Bidder will be bound by said offer. In the event that Bidder is the successful bidder but fails or refuses to execute the Contract for Purchase and Sale, Bidder acknowledges that, at the sole discretion of Seller, these signed Terms and Conditions together with the Contract for Purchase and Sale executed by the Seller are to be construed together for the purposes of satisfying the statute of frauds and will collectively constitute an enforceable agreement between Bidder and Seller for the sale and purchase of the Real Estate.

11. It is the responsibility of Bidder to make sure that McCurdy is aware of Bidder’s attempt to place a bid. McCurdy disclaims any liability for damages resulting from bids not spotted, executed, or acknowledged. McCurdy is not responsible for errors in bidding and Bidder releases and waives any claims against McCurdy for bidding errors. Once a bid has been acknowledged by the auctioneer, the bid cannot be retracted.

12. Bidder authorizes McCurdy to film, photograph, or otherwise record the voice or image of Bidder and any guest or minor accompanying Bidder at this auction and to use the films, photographs, recordings, or other information about the auction, including the sales price of the Real Estate, for promotional or other commercial purposes.

13. Broker/agent participation is invited. Broker/agents must pre-register with McCurdy no later than 5 p.m. on the business day prior to the auction by completing the Broker Registration Form, available on McCurdy’s website.

14. McCurdy is acting solely as agent for Seller and not as an agent for Bidder. McCurdy is not a party to any Contract for Purchase and Sale between Seller and Bidder. In no event will McCurdy be liable to Bidder for any damages, including incidental or consequential damages, arising out of or related to this auction, the Contract for Purchase and Sale, or Seller’s failure to execute or abide by the Contract for Purchase and Sale.

15. Neither Seller nor McCurdy, including its employees and agents, will be liable for any damage or injury to any property or person at or upon the premises. Any person entering on the premises assumes any and all risks whatsoever for their safety and for any minors or guests accompanying them. Seller and McCurdy expressly disclaim any “invitee” relationship and are not responsible for any defects or dangerous conditions on the premises, whether obvious or hidden. Seller and McCurdy are not responsible for any lost, stolen, or damaged property.

16. To the extent permitted under applicable law, McCurdy has the right to establish all bidding increments.

17. McCurdy may, in its sole discretion, reject, disqualify, or refuse any bid believed to be fraudulent, illegitimate, not in good faith, made by someone who is not competent, or made in violation of these Terms and Conditions or applicable law.


18. Bidder represents and warrants that they are bidding on their own behalf and not on behalf of or at the direction of Seller.

19. The Real Estate is offered for sale to all persons without regard to race, color, religion, sex, handicap, familial status, or national origin.

20. These Terms and Conditions are binding on Bidder and on Bidder’s partners, representatives, employees, successors, executors, administrators, and assigns.

21. In the event that any provision contained in these Terms and Conditions is determined to be invalid, illegal, or unenforceable by a court of competent jurisdiction, the validity, legality, and enforceability of the remaining provisions of the Terms and Conditions will not be in any way impaired.

22. These Terms and Conditions are to be governed by and construed in accordance with the laws of Kansas, but without regard to Kansas’s rules governing conflict of laws. Exclusive venue for all disputes lies in either the Sedgwick County, Kansas District Court or the United States District Court in Wichita, Kansas. Bidder submits to and accepts the jurisdiction of such courts.

V - 07/17

GEOTECHNICAL ENGINEERING REPORT QUIKTRIP STORE NO. 03-0356R SWC OF E. 47TH STREET S. AND S. HYDRAULIC STREET WICHITA, KANSAS PROJECT NO. G2014026 August 8, 2014

GFAC ENGINEERING INC. 4150 S. 100TH East Avenue, Ste. 200-K Tulsa, Oklahoma 74146 This document was prepared for use only by the client, only for the purposes stated, and within a reasonable time from issuance. Non-commercial, educational, and scientific use of this report by regulatory agencies is regarded as a “fair use” and not a violation of copyright. Regulatory agencies may make additional copies of this document for internal use. Copies may also be made available to the public as required by law. The reprint must acknowledge the copyright and indicate that permission to reprint has been received.

Copyright 2014 GFAC ENGINEERING INC. Page i of viii August 8, 2014

TABLE OF CONTENTS

SECTION PAGE 1. INTRODUCTION .................................................................................................. 1

1.1 GENERAL ................................................................................................. 1 1.2 PROPOSED CONSTRUCTION ................................................................. 1

2. SITE CONDITIONS .............................................................................................. 3 2.1 SITE DESCRIPTION ................................................................................. 3 2.2 SUBSURFACE CONDITIONS .................................................................. 4 2.3 GROUNDWATER OBSERVATIONS ........................................................ 5

3. ANALYSIS AND DISCUSSION ........................................................................... 6 3.1 GENERAL ................................................................................................. 6 3.2 SITE DEVELOPMENT ............................................................................... 6

3.2.1 Demolition ....................................................................................... 6 3.2.2 Existing/Possible Fill ....................................................................... 7 3.2.3 Stripping .......................................................................................... 8 3.2.4 Existing Utility Trenches and Proposed Utilities .............................. 8 3.2.5 Scarification, Moisture Conditioning and Compaction ..................... 9 3.2.6 Proofrolling ...................................................................................... 9 3.2.7 Construction Considerations ........................................................... 9

3.3 EXCAVATIONS ....................................................................................... 10 3.3.1 General ......................................................................................... 10 3.3.2 Foundation, Utility, and General Site Grading Excavations ........... 10 3.3.3 Excavation Slopes and Construction Considerations .................... 10

3.4 UNDERGROUND STORAGE TANK EXCAVATIONS ............................ 11 3.5 BUILDING PAD PREPARATION ............................................................ 13 3.6 STRUCTURAL FILL ................................................................................ 13 3.7 FOUNDATIONS ...................................................................................... 14

3.7.1 Building ......................................................................................... 14 3.7.2 Canopy .......................................................................................... 14

3.8 SETTLEMENTS ...................................................................................... 15 3.9 CONCRETE SLABS SUPPORTED ON-GRADE .................................... 16 3.10 PAVEMENT SUBGRADE PREPARATION ............................................ 16 3.11 CLIMATIC CONDITIONS AND CONSTRUCTION CONSIDERATION ... 17 3.12 LANDSCAPING AND SITE GRADING CONSIDERATIONS .................. 17

4. RECOMMENDATIONS ...................................................................................... 19 4.1 GENERAL ............................................................................................... 19 4.2 SITE PREPARATION .............................................................................. 19 4.3 STRUCTURAL FILL ................................................................................ 21 4.4 SEISMIC HAZARDS DETERMINATION ................................................. 23 4.5 FOUNDATIONS ...................................................................................... 23

4.5.1 Building ......................................................................................... 23 4.5.2 Canopy .......................................................................................... 23

Copyright 2014 GFAC ENGINEERING INC. Page iii of viii August 8, 2014

4.6 CONCRETE SLABS SUPPORTED ON-GRADE .................................... 24 4.7 UNDERGROUND STORAGE TANKS .................................................... 25 4.8 PAVEMENTS .......................................................................................... 26

5. ADDITIONAL SERVICES .................................................................................. 27 5.1 PLANS AND SPECIFICATIONS REVIEW .............................................. 27

6. LIMITATIONS ..................................................................................................... 28 APPENDIX A Plate 1 – Site Vicinity Map Plate 2 – Boring/Test Pit Location Plan Plate 3 – Geotechnical Concerns Plan Subsurface Diagram Boring and Test Pit Logs Photos of Test Pits APPENDIX B Laboratory Testing Program

Copyright 2014 GFAC ENGINEERING INC. Page iv of viii August 8, 2014

GEOTECHNICAL ENGINEERING REPORT QUIKTRIP STORE NO. 03-0356R

SWC E. 47th STREET AND S. HYDRAULIC STREET WICHITA, KANSAS

GFAC ENGINEERING INC. PROJECT NO. G2014026 EXECUTIVE SUMMARY

Site: • The site for the proposed store is located on the southwest corner of the intersection of

East 47th Street South and South Hydraulic Street in Wichita, Kansas, as shown on Plate 1. The site is currently a grass covered lot with a few small scattered trees. A billboard is located in the northwest quarter of the site. The site is relatively level. The Preliminary Grading Plan indicates approximately 1 foot of elevation difference is present across the site.

• It is our understanding that the northern portion of the site was previously occupied by school buildings and the eastern portion of the site was occupied by residential structures. Outbuildings, sidewalks, driveways and parking lots were also present at the site. Based on review of aerial photographs of the site. These structures were demolished sometime between March of 2008 and July of 2010. No information regarding the presence of basements within the school building and residential structures was provided. Based on the conditions encountered in the borings and test pits, i.e. depth of fill, it appears that some basements may have been present within these buildings or an excavation was made at the project site and the material from the demolition of the buildings was placed within the excavation intermixed with soil.

• In general, it is anticipated that fill thicknesses of 3 feet or less and minimal to no cut will be required throughout the project site to achieve finished grades. All fill to be utilized within the building pad shall consist of “non-expansive” structural fill.

• All debris resulting from the demolition of the existing structures (i.e., sidewalks, foundations, drives) shall be removed from the site. Use of construction debris as backfill material shall not be allowed.

• Proofrolling of the exposed subgrade to detect unstable material and proper compaction of fill is required to correct unstable and create support for structural elements.

• Groundwater was encountered in the majority of the borings at approximate depths ranging from 13.5 to 15 feet below the existing ground surface levels at the project site.

• A significant portion of the near surface soil materials encountered in the borings have a high sand and silt content. Soils with a high sand and silt content are moisture sensitive and can become unstable with slight increases in moisture content and/or repetitive construction traffic.

• Existing fill material consisting of sand with varying amounts of clay and silt, and clay with varying amounts of sand and construction debris was encountered in the majority of the borings and test pits to approximate depths ranging from 1 foot to 15 feet below existing grades. The construction debris consisted of concrete slabs, wood, bricks, reinforcing bars, tree limbs, wooden pallets, wire, and a tire.

• Based upon the type, quantity and variability of the construction debris within the existing fill material, the existing fill material located within the building footprint, canopy footprint

Copyright 2014 GFAC ENGINEERING INC. Page v of viii August 8, 2014

and tank hold footprint. The over excavation shall extend a minimum of 5 feet beyond the referenced footprint areas.

• Based on the conditions encountered in the borings and the laboratory testing completed to date, the existing fill material, minus any debris, is suitable for use as “non-expansive” structural fill at the site. Based upon the observation of the borings and test pits, the existing fill material contains construction debris mixed with soils. Though the soils are suitable for use as structural fill at the project site, sorting of the material would be required. This would require the material to be handled multiple times.

• The on-site native soils are suitable for use as “non-expansive” structural fill within the building pad and for structural fill outside of the building area. Additional testing and observation at the time of construction is recommended to further evaluate these materials prior to use as structural fill.

Building: • A Preliminary Grading Plan was utilized in preparing this report. Based upon information

included on the Preliminary Grading Plan, it is our understanding that the new store will have a finished floor elevation of 1275.5 feet. Maximum fills on the order of 2 ½ feet and no cut will be required to achieve the finished floor elevation (FFE) of the proposed store.

• All existing fill material within the proposed building footprint area, and a minimum of 5 feet beyond the building footprint area shall be removed full depth. Any ramp constructed into the overexcavation for placement of structural fill shall be outside the building footprint area.

• The building pad shall be undercut to an Elevation of 1265.0 feet.

• Undercutting of the building shall extend a minimum of 5 feet beyond the perimeter of the building.

• Following undercutting to Elevation 1265.0 feet, any remaining existing fill material shall be undercut full depth within the building footprint and replaced with “non-expansive” fill.

• Building foundations will be founded in “non-expansive” structural fill. A maximum allowable bearing pressure of 2,500 pounds per square foot (psf) has been recommended for foundation settlement of less than 1 inch and differential settlement of less than ½ inch.

Canopy: • All existing fill material within the footprint of the proposed canopy shall be undercut full

depth.

• Typically, structural loads of the fuel dispenser canopy can be supported by either shallow, dug, or auger footings. Footing depths are to be in accordance with QuikTrip Standard drawings.

• A maximum fill thickness on the order of 2-1/2 feet will be required in the vehicle canopy area to achieve final grades.

• Following recommended undercutting of existing fill material the canopy foundations shall bear in controlled structural fill with the exception of the four foundations within the zone of influence of the tank hold.

Copyright 2014 GFAC ENGINEERING INC. Page vi of viii August 8, 2014

• The four canopy foundations located within the zone of influence of the tank hold excavation will require the use of temporary casing and drilling fluid (slurry of mud) or slurry excavation techniques to complete the drilled shaft excavations to the depth of or below the tank hold excavation.

Tank Hold Excavation: • The existing fill material within the tank hold excavation containing construction debris

shall be over excavated full depth. The over excavation shall extend a minimum of 5 feet beyond the perimeter of the temporary shoring system.

• The tank hold excavation will encounter newly placed structural fill and native sand soils. The excavation of the soil material may be accomplished using conventional excavation equipment, such as large backhoes/excavators equipped with a soil bucket.

• Groundwater was encountered in Boring T-01 at approximate depths ranging from 14.2 to 14.5 feet below the existing ground surface level at the project site.

• Temporary dewatering system (i.e. well point system) will be required to complete the tank hold excavation.

• Highly weathered shale bedrock was encountered in Boring C-01B at an approximate depth of 27.5 feet. Shaley clay (Highly weathered shale) was encountered in Boring T-01 at an approximate depth of 29 feet.

• Shoring will be required in the tank hold excavation.

• The northern shoring system of the tank hold excavation is anticipated to be within 18 to 20 feet of the edge of East 47th Street South. Close monitoring of the tank hold excavation will be required to evaluate loss of material into the tank hold excavation. Loss of material into the tank hold excavation could lead to subsidence of the adjacent roadway. Photo documentation or a preconstruction survey should be considered to document pre construction conditions.

Pavements: • Existing fill material containing construction debris is present within the pavement

footprint areas. All existing fill with construction debris shall be undercut full depth and replaced with structural fill.

• The concrete pavement section will consist of 8 inches of Portland Cement Concrete underlain by 6 inches of dense graded aggregate base material (KDOT Type AB-3 Aggregate Base) in accordance with QuikTrip’s Standard Pavement Section.

• Pavement subgrade shall be scarified, moisture conditioned and recompacted to a minimum depth of 8 inches.

• Pavements will be supported by evaluated and approved existing fill, newly placed structural fill, or suitable native soils.

The information stated above is a brief summary of the recommendations presented within this report. The report should be reviewed in its entirety for proper implementation of the recommendations.

Copyright 2014 GFAC ENGINEERING INC. Page vii of viii August 8, 2014

GEOTECHNICAL ENGINEERING REPORT QUIKTRIP STORE NO. 03-0356R

SWC OF E. 47th STREET S. AND S. HYDRAULIC STREET WICHITA, KANSAS

1. INTRODUCTION

1.1 GENERAL

GFAC Engineering Inc. has completed the authorized subsurface exploration and

geotechnical engineering evaluation for the proposed QuikTrip Store No. 03-0356R to

be located on the southwest corner of the intersection of East 47th Street South and

South Hydraulic Street in Wichita, Kansas, see Plate 1. The services provided were in

general accordance with our Standard Services Agreement dated February 1, 2012.

This report includes our recommendations related to the geotechnical aspects of the

project design and construction. Conclusions and recommendations presented in the

report are based on the subsurface information encountered at the location of our

exploration and the provisions and requirements outlined in the ADDITIONAL

SERVICES and LIMITATIONS sections of this report.

1.2 PROPOSED CONSTRUCTION

We understand the proposed project is to consist of the construction of a new

convenience store (QuikTrip Store No. 03-0356R). Preliminary plans dated May 13,

2014 were provided showing the proposed locations for the QuikTrip building (Gen3

Store), canopies, pavements, and underground tanks was provided, see Plate 2. The

new convenience store will be constructed in the south central (longest building

dimension east-west orientation) portion of the site and will have an approximate

footprint of 5,858 square feet. The new convenience store will be a single-story, brick

building with a grade supported floor slab. We understand the proposed building is to

have maximum continuous wall loads on the order of 2 kips per foot. Floor loads are

anticipated to be light, less than 150 pounds per square foot.

Copyright 2014 GFAC ENGINEERING INC. Page 1 of 28 August 8, 2014

Canopy-covered fuel dispensers will also be constructed in the north central portion of

the site. Additionally, underground fuel tanks will be installed within the proposed

pavement areas. The underground fuel tanks are expected to be north of the canopy

location, between the canopy and East 47th Street South. Structural loads or planned

foundation elevations for the canopy structure were not available at the time our report

was prepared.

We anticipate traffic in the proposed pavement areas will consist primarily of automobile

and light truck traffic with occasional semi-tractor trailers and garbage trucks. We

understand that all pavements will be constructed of Portland cement concrete based

on QuikTrip Corporation’s (QuikTrip) design documents.

A Preliminary Grading Plan dated May 13, 2014 was reviewed while preparing this

report. Based on information presented on the Preliminary Grading Plan, it is our

understanding that the FFE of the new store will be at 1275.5 feet. Based upon the

FFE, maximum fills on the order of 2 ½ feet and no cut will be required within the

building pad to achieve final subgrade elevation. In general, fill thicknesses of 3 feet or

less and minimal to no cut are anticipated throughout the remainder of the project site to

achieve finished grades. The source of borrow for the fill section is not currently known.

The scope of the exploration and engineering evaluation for this study, as well as the

conclusions and recommendations in this report, were based on our understanding of

the project as described above. If pertinent details of the project have changed or

otherwise differ from our descriptions, we must be notified and engaged to review the

changes and modify our recommendations, if needed.


2. SITE CONDITIONS

2.1 SITE DESCRIPTION

The proposed building project site is located on the southwest corner of the intersection

of East 47th Street South and South Hydraulic Street in Wichita, Kansas, as shown on

Plate 1. The site is bounded by East 47th Street South on the north, South Hydraulic

Avenue on the east, an open grass covered lot with South Victoria Street on the west,

and by an open grass covered lot on the south.

The site is currently a grass covered lot with a few small scattered trees. A billboard is

located in the northwest quarter of the site. The site is relatively level. The Preliminary

Grading Plan indicates approximately 1 foot of elevation difference is present across the

site.

It is our understanding that the northern portion of the site was previously occupied by

school buildings and the eastern portion of the site was occupied by residential

structures. Outbuildings, sidewalks, driveways and parking lots were also present at the

site. Based on review of aerial photographs of the site, these structures were

demolished sometime between March of 2008 and July of 2010. No information

regarding the presence of basements within the school building and residential

structures was provided. Based on the conditions encountered in the borings and

test pits, i.e. depth of fill, it appears that some basements may have been present

within these buildings.

Existing utilities in the vicinity of the site include, but most likely not are limited to, water

lines, sewer lines, underground and overhead electric lines, fiber optic lines, and gas

lines. These utilities are typically adjacent to the existing streets. Underground electric

lines provide power to the billboard located in the central portion of the site. In addition,

a sewer line extends from the south into the central portion of the site. It is our

understanding that this sewer line is located within the proposed building footprint.


2.2 SUBSURFACE CONDITIONS

The following presents a general summary of the major strata encountered at the

proposed QuikTrip site during our subsurface exploration and includes a discussion of

the results of field and laboratory tests conducted. Specific subsurface conditions

encountered at the boring and test pit locations are presented on the respective logs in

APPENDIX A. The stratification lines shown on the logs and cross section represent

the approximate boundaries between material types; in situ, the transitions may vary or

be gradual.

Surficial Material: A 3 to 4 inch thick layer of topsoil was present at the ground

surface. Concrete fragments were noted on the ground surface in some areas of the

site.

Existing/Possible Fill: Existing/Possible fill material that generally consisted of sand

with variable amounts of clay and silt, and clay with variable amounts of sand and

construction debris was encountered in the majority of the borings and test pits to

approximate depths ranging from 1 foot to 15 feet below existing grades. The

construction debris consisted of concrete slabs, wood, bricks, reinforcing bars, tree

limbs, wooden pallets, a tire, and wire. Photos of the fill materials encountered in the

test pits are included in APPENDIX A. The fill materials continued to the bottom of

Boring C-1 and C-1A. Existing fill material was not encountered in Borings B-1, D-1, T-

1, and the Test Pit excavated at B-1.

Native Soils: Native soils were encountered below the topsoil in Borings B-1, D-1, T-1,

and the Test Pit excavated at B-1 and below the existing fill materials in the remaining

borings and test pits and extended to the bottom of the test pits and borings at

approximate depths ranging from 3 feet to 29 feet or the top of bedrock (Borings C-1B

and T-1). The native soils consisted of a combination of lean clay with a variable sand

content and sand with a variable clay and silt content. Minor amounts of gravel was

noted within the native soils at variable depths. The predominant native soil was sand

that contained with little to no silt or clay.


Sedimentary Bedrock: Highly weathered shale was encountered in Boring C-1B at an approximate depth of 27.5 feet. Shaley clay (Highly Weathered Shale) was encountered in Boring T-1 at an approximate depth of 29 feet. These materials continued to the bottom of these borings at an approximate depth of 30 feet.

2.3 GROUNDWATER OBSERVATIONS

Groundwater observations were made both during and after completion of drilling operations. The following table presents the observed groundwater levels within the borings at the time of the field exploration. Groundwater was not encountered within any of the test pits excavated at the site.

Table 2.3 – Groundwater Observations

Boring No.

Ground Surface Elevation

(feet)

Water Depth/Elevation During Drilling

(feet)

Delayed Water Depth/Elevation/Hours

(feet)

B-1 1272.7 14 / 1258.7 14 / 1258.7*

B-2 1272.8 14 / 1258.8 14 / 1258.8*

C-1 1272 Dry Dry*

C-1A 1272 Dry Dry*

C-1B 1272 13.6 / 1258.4 15 / 1257.0 / 3 hours

C-2 1273 14 / 1259 14 / 1259*

D-1 1272 14 / 1258 14 / 1258*

D-2 1272 13.5 / 1258.5 13.5 / 1258.5*

T-1 1273 14.5 / 1258.5 14.2 / 1258.8 / 3 hours

TP-4 1273 15/1258 15/1258* * Indicates water level depth was measured at completion of drilling. There was no extended water level measurement taken. Groundwater was not encountered in the test pits not listed in the above table. The materials encountered in the borings have a wide range of hydraulic conductivity and observations over an extended period of time. Use of piezometers would be required to better define current groundwater conditions and groundwater level fluctuations with time. Fluctuations of groundwater levels can 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.


3. ANALYSIS AND DISCUSSION

3.1 GENERAL

Based on the results of our evaluation, it is our professional opinion that the proposed

project site could be developed for the proposed structures using conventional grading

and foundation construction techniques.

3.2 SITE DEVELOPMENT

3.2.1 Demolition

Site development should include demolition/removal of the existing structures (i.e.

billboard structure), associated foundations, and any sidewalks or existing drives that

will be reconstructed as part of this project. All debris resulting from the demolition

process shall be removed from the site. Areas disturbed during demolition shall be

thoroughly evaluated by the geotechnical engineer prior to placement of structural fill.

All disturbed soils shall be undercut prior to placement of structural fill. Structural fill

shall be placed in the excavations created by the demolition/removal process in

accordance with the recommendations presented in Section 4.3 of this report. Use of

construction debris as fill material shall not be allowed.

It is anticipated that the billboard is supported on a drilled shaft. As a minimum, the

drilled shaft should be broken and removed to a depth corresponding to 5 feet below

finish subgrade levels or below the flow line of proposed utilities within the area. It

appears that the billboard is outside of the canopy and building footprint areas. If the

foundation system for the billboard is located within the proposed building or canopy

footprint, removal of the foundation full depth will likely be required.


3.2.2 Existing/Possible Fill

The existing fill material is not suitable to support foundations and will most likely hinder

or prevent the installation of the temporary shoring system for the tank hold excavation.

All existing fill material located within the building footprint, canopy footprint, and tank

hold excavation shall be undercut full depth and replaced with structural fill. The

undercutting shall extend a minimum of 5 feet beyond the perimeter of the footprint

areas. Ramp/s will be required to be constructed to place structural fill within the

undercut areas. The construction ramp/s shall be constructed outside the referenced

footprint areas.

Existing/possible fill material that generally consisted of sand with variable amounts of

clay and silt, and clay with variable amounts of sand and construction debris was

encountered in the majority of the borings and test pits to approximate depths ranging

from 1 foot to 15 feet below existing grades. The construction debris consisted of

concrete slabs, wood, bricks, reinforcing bars, tree limbs, wooden pallets, and wire.

Based on the conditions encountered in the borings and the laboratory testing

completed, the existing fill material, minus any construction debris, is suitable for reuse

as “non-expansive” structural fill at the project site. It should be noted that depending

upon the volume of construction debris present within the existing fill, separation of the

construction debris from the existing fill may not be feasible. Based on the conditions encountered in the test pits, it is our opinion that reuse of a significant portion of the existing fill will likely not be feasible.

The existing fill material is not suitable to support the building and canopy. If the

existing fill material is left in-place, settlements in excess of 1 inch are likely to occur

and differential settlements that equal total settlement should be anticipated. Due to the

highly variable existing fill material an estimate of total and differential settlement cannot

be readily ascertained. As part of site development, any unsuitable existing fill material,

i.e. construction debris, etc., encountered during mass grading shall be undercut full

depth and be replaced with structural fill.


Any existing fill material containing construction debris outside of the building and

canopy footprint areas that is to remain in place will most likely cause difficulties during

excavation of utility trenches, and preparation of the pavement subgrade soils.

3.2.3 Stripping

Initial site development should include stripping of any vegetation, organic soils, and

associated root systems from planned construction areas. Care shall be taken to

thoroughly remove all root systems from the construction areas. Materials disturbed

during stripping and grubbing shall be undercut and replaced with structural fill. Soils

removed during stripping can be utilized as fill in green areas of the site.

3.2.4 Existing Utility Trenches and Proposed Utilities

The existing sewer line in the central portion of the site extends into the current planned

building footprint. It is our understanding that this sewer line will be relocated to an area

outside of the zone of influence of the foundations for the new structure.

Relocation/abandonment of any existing utility lines within the zone of influence of

proposed construction areas shall be completed as part of the site development. All

existing utility lines within the proposed building footprint shall be relocated to areas

outside of the proposed construction. If the lines are to be left in place, thorough

evaluation of the backfill will be required.

All underground utility lines for the proposed project shall be located outside the zone of

influence of proposed foundations; that is a zone extending from the bottom edge of the

footing at a slope of 1 Horizontal to 1 Vertical, 1(H):1(V). If utility lines are within the

zone of influence of the foundations, settlements in excess of those presented in this

report may occur.

Final grades for proposed utilities were not known at the time this report was prepared.

Depending upon the depths of the proposed utility lines, groundwater may be

encountered in the utility line excavations.


3.2.5 Scarification, Moisture Conditioning and Compaction

Following utility relocation/abandonment, and site stripping, the exposed subgrade shall

be scarified, moisture conditioned, and recompacted in preparation for fill placement.

Extremely wet or unstable areas that hamper compaction of the subgrade may require

undercutting and replacement with structural fill or discing and aeration may be required

to lower moisture contents to levels that will allow proper compaction of the exposed

grade.

3.2.6 Proofrolling

Following moisture conditioning and prior to placement of structural fill, the exposed

grade shall be proofrolled. Proofrolling of the subgrade aids in identifying soft (lower

consistency/loose) or disturbed areas. Unsuitable areas identified by the proofrolling

operation shall be: 1) undercut and replaced with structural fill, 2) scarified, aerated, and

recompacted, 3) stabilized in place with shot/crushed rock with a maximum diameter of

6 inches, or 4) spanned through the use of bi-axial geogrid, depending upon the

nature/location of the unstable/disturbed area. Proofrolling can be accomplished

through use of a fully-loaded, tandem-axle dump truck or similar equipment providing an

equivalent subgrade loading. Stabilization method for correction of unsuitable/unstable

areas shall be coordinated with QuikTrip’s Construction Manager.

3.2.7 Construction Considerations

A significant portion of the soils encountered at the site have a high sand and silt

content. These soils are highly moisture sensitive and may become unstable with minor

variations in moisture content or when subjected to repeated construction traffic. If

these soils are unstable at the time of construction, they will need to be undercut and

replaced with structural fill, or be stabilized in place. Close moisture control during

compaction operations will be required to reduce the potential for pumping of these

soils.


3.3 EXCAVATIONS

3.3.1 General

All excavations must comply with applicable local, state and federal safety regulations.

The responsibility for excavation safety and stability of temporary construction slopes lies solely with the contractor. We are providing this information below solely

as a service to our client. Under no circumstances shall the information provided be

interpreted to mean that GFAC Engineering Inc. is assuming responsibility for

construction site safety or the Contractors activities, such responsibility is not being

implied and should not be inferred.

3.3.2 Foundation, Utility, and General Site Grading Excavations

It is anticipated that excavations for the proposed structure and shallow utilities will

generally be in existing fill, newly placed structural fill, or native soils. General site

grading excavations are anticipated to encounter all of the same materials except the

newly placed structural fill. The excavation of the soil material may be accomplished

using conventional excavation equipment, such as large backhoes/excavators equipped

with a soil bucket.

If a portion of the existing fill material is to replace, excavations within the construction

debris will be difficult and neat excavations will not be feasible. Excavations within the

existing fill material with construction debris will likely require the use of large

backhoes/excavations, and may require the use of equipment with pneumatic hammers.

3.3.3 Excavation Slopes and Construction Considerations

Excavations should be cut to a stable slope or be temporarily braced, depending upon

the excavation depths and the subsurface conditions encountered. Temporary construction slopes should be designed in strict compliance with the most recent governing regulations. Stockpiles should be placed well away from the edge of the

excavation and their heights should be controlled so they do not surcharge the sides of


the excavation. Surface drainage should be carefully controlled to prevent flow of water

into the excavations. Construction slopes should be closely observed for signs of mass

movement: tension cracks near the crest, bulging at the toe, etc. If potential stability

problems are observed, a geotechnical engineer should be immediately contacted.

3.4 UNDERGROUND STORAGE TANK EXCAVATIONS

The information presented in this section is based upon the tank hold Boring T-1. Table

3.4 summarizes the groundwater and bedrock depths encountered at the site at the

time of the field exploration. Additional information concerning the groundwater is

provided in the following paragraphs. Typical temporary dewatering techniques should

be sufficient to remove any water seepage that may be encountered in the shallow

excavations. More sophisticated dewatering techniques/equipment are anticipated to be

required for excavations extending near/below the groundwater level. The contractor

should be provided the boring logs to evaluate the method that would be required to

control the subsurface water within the tank hold.

Table 3.4 – Underground Storage Tank Observations

Tank Hold Location Boring

Anticipated Burial Depth Range (Feet)

Approximate Rock Depth/ Elevation

(Feet)

Groundwater Depth/Elevation

(Feet)

Tank Hold T-1 15 – 19 *29/*1244.0 14.2 to 14.5/

1258.8 to 1258.5 *Shaley Clay (Highly Weathered Shale)

The tank hold excavation will encounter newly placed structural fill and native soils. The

excavation of the soil material may be accomplished using conventional excavation

equipment, such as large backhoes/excavators equipped with a soil bucket.

Information about the preferred shoring system has not been provided. A sheet piling

retention system would be an acceptable temporary retention system.

No matter what type of temporary shoring system that is utilized at the project site,

dewatering of the excavation will be required. A well point system or other dewatering


system should be installed and the groundwater levels around the perimeter of the

excavation should be drawn down to at least 2 feet below the bottom of the proposed

excavation. The dewatering system should be in operation and the water level drawn

down to equilibrium level prior to continuing the excavation below the existing

groundwater surface elevation. Installation of monitoring wells outside of the shoring

system is recommended to provide a means of monitoring the effectiveness of the

dewatering. Under no circumstance shall water be pumped from inside the excavation.

The soils at the project site consist of sand and pumping from inside the excavation

could create a quick condition that could lead to loose of material behind the temporary

shoring system leading to potential shoring system stability issues and long term

settlement within the area of the temporary shoring system.

Groundwater is anticipated to be encountered within the tank hold excavation. The

depth and magnitude of subsurface water seepage may fluctuate based on variations in

seasonal rainfall, climatic conditions, site surface runoff characteristics, permeability of

on-site soils, continuity of pervious materials, irrigation practices, and other factors.

Therefore; we recommend that the tanks be anchored with deadmen to prevent

buoyancy forces according to QuikTrip standards.

Consideration could be given to installing temporary monitoring wells at the site to

acquire additional information concerning the groundwater levels that may be

encountered at the time of construction. Design of a dewatering system was beyond

the scope of work for this project. GFAC Engineering, Inc. can provide additional

information regarding a dewatering system, if requested. Additional borings and/or

additional laboratory testing of the materials encountered at the site may be required to

design a temporary and/or permanent dewatering system.

The northern shoring system of the tank hold excavation is anticipated to be within 18 to

20 feet of the edge of East 47th Street South located to the north. Close monitoring of

the tank hold excavation will be required to evaluate loss of material into the tank hold

excavation. Loss of material into the tank hold excavation could lead to subsidence of

the adjacent roadway. Photo documentation or a preconstruction survey should be


considered to document pre construction conditions of the roadway. Depending upon

the type of dewatering system utilized at the project site, the cone of depression due to

dewatering activities may impact the adjacent roadway and utilities.

All excavation retention systems are the sole responsibility of the Contractor and should

be in accordance with Kansas State law, the design by a licensed professional

engineer. Attention is drawn to OSHA Standards 29 CFR - 1926 Subpart P for

guidance in the design of such systems.

3.5 BUILDING PAD PREPARATION

Due to the presence of the existing fill material, the building pad shall be undercut to an

elevation of 1265.0 feet. The undercut shall extend a minimum of 5 feet beyond the

building footprint and shall include the sidewalk areas. Any existing fill material

remaining within the building footprint area following undercutting to Elevation 1265.0

feet shall be undercut full depth. Following the recommended undercutting, the

exposed grade shall be scarified, moisture conditioned, and recompacted to the

requirements of structural fill. All fill placed within the building pad shall consist of “non-

expansive” material.

The active zone at the project site is on the order of 8 feet. Following the

recommendations of undercutting the existing fill material and placement of “non-

expansive: structural fill within the footprint area. The calculated PVR within the building

is less than 1 inch based upon existing and proposed final grades at the site. A shallow

grade supported foundation system may be considered at this site provided the building

pad is prepared as recommended in this report.

3.6 STRUCTURAL FILL

Based on the conditions encountered in the borings and test pits and the laboratory

testing completed, the existing fill material, minus any construction debris, is suitable for

use as “non-expansive” structural fill at the project site. Based upon the test pit

excavations, it appears that the construction debris occurs within layers separated by


relatively clean (non-construction debris laden) existing fill material layers. The fill

material located within the footprints of the former buildings is most likely not suitable for

reuse. It should be noted that depending upon the volume of construction debris

present within the existing fill, separation of the construction debris from the existing fill

may not be feasible. Separation of the construction debris from the soil will require that

the material be handled several times.

The on-site native soils are suitable for use as “non-expansive” structural fill within the

building pad. The on-site native soils are suitable for use as structural fill outside of the

building footprint area. Additional testing and observation at the time of construction is

recommended to further evaluate these materials prior to use as structural fill.

Any imported material to be placed within the pavement areas shall meet the

requirements as outlined in Section 4.3.

3.7 FOUNDATIONS

3.7.1 Building

Based upon existing grades, a finished floor elevation of 1275.50, and the

recommendations presented in this report, removal of all existing fill material within the

building footprint, it is anticipated that the building foundations will be supported in “non-

expansive” structural fill.

3.7.2 Canopy

Preliminary plans were provided for review. We anticipate that maximum fills of

approximately 2 feet and little to no cut will be required in the canopy area. Based upon

QuikTrip’s standard canopy foundation designs, the canopy foundations will bear at

depths of 5 to 7 feet below final subgrade levels. Based upon the existing site

conditions, the canopy foundations would be in existing fill material. Foundations

bearing in existing fill materials would experience excessive total and differential

settlements. In addition to excessive settlements, excavation of the canopy foundations


would be difficult. All existing fill material within the canopy footprint area shall be

undercut full depth. Canopy supports can be supported by either shallow foundations,

auger or dug foundations founded at a minimum depth of 5 feet below final subgrade

levels and in conformance with QuikTrip Design Standards and Canopy Manufacturer

Design Standards. Foundations for the vehicle canopy are anticipated to be founded in

native sand soils or controlled structural fill. Canopy foundations should be designed to

support the loads of the canopy, and to resist the uplift and lateral loading conditions.

Based on our understanding of the site layout, four of the canopy foundations may be

located within the zone of influence of the new tank hold excavation. It is our

understanding that these foundations will be installed prior to the tank hold excavation

and will be founded at an elevation below the bottom of the tank hold excavation. As a

minimum, all foundations that are constructed prior to installation of the storage tanks

and are within the zone of influence of the tank hold excavation, shall be deepened so

that the foundation influence zone (defined as the area below the foundation and

extending at a 1H:1V slope from the outside edge) is outside the zone of influence of

the excavation.

Temporary casing or slurry construction techniques will likely be required to install the

four foundations within the zone of influence of the tank hold excavation.

3.8 SETTLEMENTS

Following the recommendation that all existing fill material within the building and

canopy foundations be undercut full depth, settlement of the building foundations has

been estimated to be approximately 1 inch. Settlements of the vehicle canopy

foundations have been estimated to be approximately 1 inch. Differential settlements

for the building and vehicle canopy are anticipated to be approximately ½ of total

settlement.


3.9 CONCRETE SLABS SUPPORTED ON-GRADE

Recommendations outlined in Sections 4.2 and 4.3 of this report are intended to

develop subgrades that are suitable for support of the building floor slabs. These

recommendations include that all material imported to the project site meet the

requirements outlined in Section 4.3. If the building pad is constructed as

recommended, potential vertical movement of the slab on grade is anticipated to be less

than 1 inch.

3.10 PAVEMENT SUBGRADE PREPARATION

We understand that all pavements within the QuikTrip parcel will be constructed of

Portland cement concrete and will be based on QuikTrip’s design. As such, no

pavement analysis was performed as part of this evaluation.

All existing fill material containing construction debris shall be undercut full depth and

replaced with structural fill. For planning purposes, it can be assumed that approximately 75 percent (former building footprint areas) of the project site has existing fill material with construction debris present within it. Based upon the

subsurface conditions at the site and our understanding of the final grades, the

pavement subgrade may consist of a combination of evaluated and approved existing

fill, newly placed structural fill, and native soils. In areas that are to receive fill and/or

where existing on-site/native soils are exposed, the existing on-site/native soils shall be

scarified, moisture conditioned, and recompacted to a minimum depth of 8 inches.

The pavement subgrade should be sloped to provide rapid drainage. This includes the

underlying subgrade soils since the granular base material readily transmits water. The

granular section should be graded to pipe underdrains, adjacent storm sewer inlets, or

drainage ditches to provide drainage from the granular section. Water allowed to pond on

or adjacent to the pavement could saturate the subgrade and cause premature

pavement deterioration.


Pavement subgrades shall be prepared in accordance with the recommendations

presented in the Sections 4.2, 4.3, and 4.8.

Any unstable/soft/loose soils at the pavement subgrade shall be undercut and replaced

with either Structural Fill or a dense graded aggregate base (KDOT Type AB-3

Aggregate Base) or be stabilized in place.

3.11 CLIMATIC CONDITIONS AND CONSTRUCTION CONSIDERATION

Weather conditions will influence the site preparation required. In spring and late fall,

following periods of rainfall, the moisture content of the near-surface soils may be

significantly above the optimum moisture content. Excessive moisture could seriously

impede grading by causing an unstable subgrade condition. Typical remedial measures

include aerating the wet subgrade, removal of the wet materials and replacing them with

dry materials, reinforcing the subgrade with geotextiles/geogrid or applying lime, cement

kiln dust (CKD), or Class “C” fly ash as a drying agent.

If construction of the project is to be performed during winter months, appropriate steps

should be taken to prevent the soils from freezing. In no case shall the fill, foundations,

or other exterior flat work be placed on or against frozen or partially frozen materials.

Frozen materials shall be removed and replaced with a suitable material. Frozen

materials shall not be included in any compacted fills.

A significant portion of the soils encountered at the site have a high sand and silt

content. These types of soils can become unstable with slight increases in moisture

content. Depending upon the time of year and precipitation at the time of construction,

these soils may need to be stabilized in place, dried out, or removed and replaced.

3.12 LANDSCAPING AND SITE GRADING CONSIDERATIONS

Provisions should be made to reduce the potential for large moisture changes within

building and pavement subgrades located adjacent to landscape areas, to reduce the

potential for subgrade movement. Positive drainage away from the building and


pavement areas should be incorporated into the design plans. Ponding of water

adjacent to the building and/or pavements could contribute to significant moisture

increases in the subgrade soils and subsequent heaving.

Consideration should also be given to limiting landscaping and irrigation adjacent to

building and pavement areas. Trees and large bushes can develop intricate root

systems that can draw moisture from the subgrade soils, causing them to shrink during

dry periods of the year. Desiccation of soils below foundations can result in settlement

of shallow foundations.


4. RECOMMENDATIONS

4.1 GENERAL

Based on the results of our evaluation, it is our professional opinion that the proposed

project site could be developed for the proposed structure using conventional grading

and foundation construction techniques. Recommendations regarding geotechnical

aspects of the project design and construction are presented below.

The recommendations submitted herein are based, in part, upon data obtained from our

subsurface exploration. The nature and extent of subsurface variations that may exist

at the proposed project site will not become evident until construction. If variations

appear evident, then the recommendations presented in this report should be

evaluated. In the event that any changes in the nature, design, location or depth of the

proposed structure are planned, the conclusions and recommendations contained in

this report will not be considered valid unless the changes are reviewed and our

recommendations modified in writing.

4.2 SITE PREPARATION

We recommend the following for site preparation:

1. Demolition shall include complete removal of sidewalks, pavements, and

billboard foundations within the proposed construction area. All debris resulting

from the demolition process should be removed from the site. Areas disturbed

during demolition should be thoroughly evaluated by the geotechnical engineer

prior to placement of structural fill. It is anticipated that the billboard is supported

on a drilled shaft. As a minimum, the drilled shaft should be broken and removed

to a depth corresponding to 5 feet below finish subgrade levels. If the foundation

system for the billboard shaft is located within the proposed building or canopy

footprint, it may need to be completely removed.


2. All vegetation and topsoil shall be stripped from the site. Any required tree

removal shall also be accomplished at this time. Care shall be taken to

thoroughly remove all root systems.

3. The exposed subgrade shall be scarified, moisture conditioned, and

recompacted to a depth of 8 inches.

4. The proposed building pad shall be undercut to Elevation 1265.0 feet.

Undercutting of building pad shall extend a minimum of 5 feet beyond the

perimeter of the building.

5. Existing fill material located within the building footprint area and 5 feet beyond

the building perimeter not fully removed following the undercutting of the building

to Elevation 1265.0 feet shall be undercut full depth.

6. Construction of any ramp/s into the undercut areas shall be constructed outside

the footprint areas of the building, canopy and tank hold.

7. All existing fill material within the footprint of the canopy footprint and tank hold

foot print area shall be undercut full depth.

8. The exposed subgrade shall be proofrolled with a fully loaded, tandem-axle

dump truck. Unsuitable areas identified by the proofrolling operation shall be: 1)

undercut and replaced with structural fill, 2) scarified, aerated, and recompacted,

3) stabilized in place with shot/crushed rock with a maximum diameter of 6

inches, or 4) spanned through the use of bi-axial geogrid, depending upon the

nature/location of the soft areas. Stabilization method for correction of

unsuitable/unstable areas shall be coordinated with QuikTrip’s Construction

Manager.

9. A significant portion of the soils encountered at the site have a high sand and silt

content. These soils are sensitive to fluctuations in moisture content and can


become unstable with slight increases in moisture content. Depending upon the

moisture content of these soils at/during the time of construction these materials

may need to be stabilized in place, dried out, or undercut and replaced with

structural fill.

10. All soft/unstable soils present at the site shall be undercut full depth and replaced

with structural fill.

11. Existing fill materials containing construction debris, organics, or other unsuitable

materials encountered during site development shall be undercut full depth and

be replaced with structural fill.

4.3 STRUCTURAL FILL

We recommend the following for structural fill:

1. BUILDING PAD - All fill within the building footprint areas shall consist of a “non-

expansive” structural fill material with the following properties:

a. Maximum Liquid Limit of 50 and a maximum Plasticity Index (PI) of 22.

b. “Non-expansive” structural fill material shall consist of approved materials,

free of organic matter (organic content less than 4 percent) and debris.

Approved materials are defined as those soils classified by ASTM D 2487

as CL, GC, SC, and SP.

2. ON-SITE SOILS – Based on the conditions encountered in the borings and test

pits and the laboratory testing completed to date, the existing fill material, minus

any construction debris, is suitable for use as “non-expansive” structural fill at the

project site. The on-site native soils are suitable for use as “non-expansive”

structural fill within the building pad. The on-site native soils are suitable for use

as structural fill outside of the building footprint area. Additional testing and


observation at the time of construction is recommended to further evaluate these

materials prior to use as structural fill.

Based on the conditions encountered in the test pits, it is our opinion that reuse of a significant portion of the existing fill will not be feasible due to the amount of construction debris present.

3. OTHER IMPORTED MATERIAL – We recommend the following criteria for

imported materials to be used outside of the building area:

a. The material shall consist of approved materials, free of organic matter

(organic content less than 4 percent) and debris. Approved materials are

defined as those soils classified by ASTM D 2487 as CL, GC, SC, and SP.

b. A maximum Liquid Limit of 50 and a maximum Plasticity Index (PI) of less

than 22.

4. All fill material shall have a maximum particle size of 3 inches.

5. All fill shall be placed in lifts having a maximum loose lift thickness of 8 inches.

6. All fill placed at the site shall be compacted to a minimum of 95 percent of the

material's maximum dry density as determined by ASTM D 698, standard Proctor

compaction.

7. The moisture content of the clay fill (Plasticity Index > 10) at the time of

compaction shall be within a range of 0 to 4 percent above optimum moisture

content as defined by the standard Proctor compaction procedure.

8. For clay fills having lower plasticities (Plasticity Index < 10) and sand, it may be

necessary to use a moisture range of 2 percent below to 2 percent above

optimum moisture content.


4.4 SEISMIC HAZARDS DETERMINATION

Based on the subsurface information, the project site would be characterized as a Site

Class “D per the 2009 International Building Code (IBC). In addition, there is no

significant risk of liquefaction or mass movement of the on-site soils due to a seismic

event.

4.5 FOUNDATIONS

4.5.1 Building

Following the site preparation, the building foundation would be supported on suitable

“non-expansive” structural fill. We recommend the following design criteria:

1. Building footings founded in the recommended materials may be proportioned for

a maximum allowable bearing pressure of 2,500 pounds per square foot (psf).

The allowable bearing pressure is based on a factor of safety of approximately

three (3) with respect to shear failure of the foundation bearing materials.

2. The foundation shall extend a minimum of 30 inches below exterior grades and

comply with QuikTrip design standards. Frost depth is approximately 22 inches.

4.5.2 Canopy

Based upon QuikTrip’s standard canopy foundation designs, the canopy foundations

will bear at depths of 5 to 7 feet below final subgrade levels. The canopies can be

supported by either shallow foundations, auger or dug foundations founded at a

minimum depth of 5 feet below final subgrade levels and in conformance with QuikTrip

Design Standards and Canopy Manufacturer Design Standards. Foundations for the

canopy are anticipated to be founded in controlled structural fill, native clay, or native

sand soils. Canopy foundations should be designed to support the loads of the canopy,

and to resist the uplift and lateral loading conditions.


It is our understanding that four canopy foundations located within the zone of influence

of the new tank hold excavations. We recommend the following design criteria:

1. Foundations for the canopy should be designed to resist uplift and lateral loading.

Uplift wind loads can be resisted by the effective dead weight of the foundation

plus the weight of any soil above the foundation. For design purposes,

compacted soil above the foundation should be assumed to have a total unit

weight of 110 pounds per cubic foot.

2. Lateral loads acting on the foundation may be resisted by passive resistance of

the soils around the perimeter of the footing and sliding friction acting on the

base of the foundation. The lateral load capacity of the foundation can be

determined using an equivalent fluid unit weight of 225 psf per foot of depth for

calculating the passive lateral earth pressure acting on the edge of footings, with

a maximum passive pressure of 2,000 psf. The recommended passive pressure

parameter is applicable to earth-formed foundations and should be determined

from final grade to the bottom of the foundation; however, the passive resistance

provided in the upper 2.5 feet of the profile should be ignored, as this is the zone

subject to moisture changes and frost penetration.

3. For sliding friction, an allowable friction coefficient of 0.20 could be assigned to

the base of the foundation. The recommended sliding friction includes a factor of

safety of approximately 1.5.

4.6 CONCRETE SLABS SUPPORTED ON-GRADE

Preparing the site as recommended, floor slabs would be supported on grade. We

recommend the following provisions for design and construction of the floor slab:

1. All material placed within the building footprint shall meet the requirements of

“non-expansive” structural fill.


2. All utility trench backfill and foundation backfill shall be in accordance with

QuikTrip Standards.

3. The granular leveling course shall be in accordance with QuikTrip Standards.

The following is the generalized building pad preparation cross – section resulting from

preparing the site as recommended.

4.7 UNDERGROUND STORAGE TANKS

All excavation retention systems are the sole responsibility of the Contractor and should

be in accordance with Kansas State law, and design by a licensed professional

engineer. Attention is drawn to OSHA Standards 29 CFR - 1926 Subpart P for

guidance in the design of such systems.

Groundwater was encountered within the tank hold boring (T-01) at an approximate

depths ranging from 14.2 to 14.5 feet. We recommend that the tanks be anchored with

deadmen to prevent buoyancy forces according to QuikTrip Standards.

Elev. 1264.2

Elev. 1265.0

Elev. 1274.7

Elev. 1275.5

Non-Expansive Structural Fill


A dewatering system will be required to complete the installation of the below grade

storage tanks.

Close monitoring of the tank hold excavation will be required to evaluate loss of material

into the tank hold excavation. Loss of material into the tank hold excavation could lead

to subsidence of the adjacent roadway. Photo documentation or a preconstruction

survey should be considered to document pre construction conditions of the roadway.

4.8 PAVEMENTS

We recommend these provisions be included in the plans and specifications:

1. Existing fill material containing construction debris is present within the pavement

footprint areas. All existing fill with construction debris shall be undercut full

depth and replaced with structural fill.

2. QuikTrip Pavements – The concrete pavement section will consist of 8 inches of

Portland Cement Concrete underlain by 6 inches of dense graded aggregate

base material (KDOT Type AB-3 Aggregate Base) in accordance with QuikTrip’s

Standard Pavement Section.

3. The pavement subgrade shall be scarified, moisture conditioned and

recompacted to a minimum depth of 8 inches.

4. All unstable/soft/loose soils exposed at the pavement subgrade elevation shall be

undercut and replaced with structural fill or a dense graded aggregate base

(KDOT Type AB-3 Aggregate Base).


5. ADDITIONAL SERVICES

5.1 PLANS AND SPECIFICATIONS REVIEW

A Preliminary Grading Plan dated May 13, 2014 was reviewed while preparing this

report. Based on information presented on the Preliminary Grading Plan, it is our

understanding that the FFE of the new store will be at 1275.5 feet. Maximum fills on the

order of 2 ½ feet and no cut will be required to achieve the finished floor elevation (FFE)

of the proposed store. Fill thicknesses of 3 feet or less and minimal to no cuts are

anticipated throughout the remainder of the project site to achieve finished grades.

GFAC Engineering Inc. utilized this information to develop the recommendations

contained in this report. We should be notified of any changes so that we may re-

evaluate our recommendations. GFAC Engineering Inc. shall also be given an

opportunity to review construction documents to affirm that our recommendations have

been interpreted correctly. We cannot be responsible for misinterpretation if not given

the opportunity to review aspects of the project that are based on the contents of this

report.


6. LIMITATIONS

Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that subsurface conditions could vary between or beyond the points explored. If subsurface conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed.

We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty is expressed or implied. The scope of our services did not include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater or air, on, below or around this site.

This report may be used only by QuikTrip and only for the purposes stated, within a reasonable time from its issuance, but in no event later than three years from the date of report. Land use, site conditions (both on-site and off-site), regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify GFAC Engineering Inc. of such intended use. Based on the intended use of the report, GFAC Engineering Inc. may require that additional work be performed and that an updated report be issued.


APPENDIX A

FIELD EXPLORATION PROGRAM PLATE 1 – SITE VICINITY MAP

PLATE 2 – BORING/TEST PIT LOCATION PLAN PLATE 3 – GEOTECHNICAL CONCERNS PLAN

SUBSURFACE DIAGRAM BORING AND TEST PIT LOGS

PHOTOS OF TEST PITS

Copyright 2014 GFAC ENGINEERING INC. August 8, 2014

FIELD EXPLORATION PROGRAM

The fieldwork for this study was performed on June 16, 2014. The exploration

consisted of seven (7) borings extending to approximate depths ranging from 15 to 30

feet. In addition to the borings, nine (9) test pits extending to depths ranging from 3 to

16 feet were excavated with a John Deere 200C LC Excavator. Representatives of

GFAC Engineering Inc. established the boring and test pit locations in the field. These

locations were identified in the field by measuring distances from existing site features

to the respective boring and test pit locations. Right angles were estimated. Elevations

at the boring and test pit locations were determined by interpolating elevations from the

Preliminary Grading Plan dated May 13, 2014. Locations and elevations of the borings

and test pits should be considered accurate only to the degree implied by the methods

used to obtain them.

The boring and test pit excavation operations were supervised by a representative of

GFAC Engineering Inc. The borings were drilled using a truck-mounted vehicle (CME

55), rotary drill using a combination of solid stem and hollow stem augers to advance

the boreholes. Representative samples were obtained using the split-barrel sampling

procedures in general accordance with ASTM D 1586. The split-barrel sampling

procedure utilizes a standard 2-inch O.D. split-barrel sampler that is driven into the

bottom of the boring with a 140-pound auto-hammer falling a distance of 30 inches.

The number of blows required to advance the sampler the last 12 inches of a normal 18

inch penetration is recorded as the Standard Penetration Resistance Value (N). These

"N" values are indicated on the boring logs at their depth of occurrence and provide an

indication of the consistency, relative density, and hardness of the material.

Boring and test pit logs included in this appendix, present such data as soil descriptions,

consistency, relative density, and hardness evaluations, depths, sampling intervals and

observed groundwater conditions. Conditions encountered in each of the borings and

test pits were monitored and recorded by the field engineer. Field logs included visual

classification of the materials encountered during drilling, as well as drilling


characteristics. Our final logs represent the engineer’s interpretation of the field logs

combined with laboratory observation and testing of the samples. Stratification

boundaries indicated on the logs were based on observations during our fieldwork, an

extrapolation of information obtained by examining samples from the borings and test

pits and comparisons of soils with similar engineering characteristics. Locations of

these boundaries are approximate, and the transitions between soil types may be

gradual rather than clearly defined.


Plate 1

SITE VICINITY MAP QT Store No. 03-0356

SWC of E. 47th St. S. and S. Hydraulic Ave. Wichita, Kansas

Project G2014026 June 2, 2014

Not to ScaleSource : ESRI

Project Location

Hydraulic Avenue

East 47th Street South

BORING/TEST PIT LOCATION PLANQuikTrip Store No. 03-0356

SWC E 47th Street S & S. Hydraulic StreetWichita, Kansas

Project G2014026 July 8, 2014

Boring/Test Pit locations are approximate.Plan provided by QuikTrip Corporation.

C-1, 1A, 1B

B-2/TP

D-2

T-1

D-1

C-2/TP

B-1/TP

TP-1

TP-5

TP-2TP-3TP-4

TP-6

GEOTECHNICAL CONCERNS QuikTrip Store No. 03-0356R

SWC E 47th Street S & S. Hydraulic Street Wichita, Kansas

Project G2014026 July 9, 2014

Plan provided by QuikTrip Corporation, modified by GFAC.

Undercut of Building Pad

Undercut of Canopy

Existing Fill Present Across The Entire Site.

Sandy and Silty Soils Present Across The Entire Site.

Undercut of Tank Hold

Existing Fill with Construction Debris

1,240

1,245

1,250

1,255

1,260

1,265

1,270

1,275

1,240

1,245

1,250

1,255

1,260

1,265

1,270

1,275

SUBSURFACE DIAGRAME

leva

tion

(ft)

CLIENT QUIKTRIP CORPORATION

PROJECT NUMBER G2014026

PROJECT NAME QuikTrip Store No. 03-0356

PROJECT LOCATION E. 47th Street S. and S. Hydraulic Street

ST

RA

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EN

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026

_QT

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GFAC Engineering Inc.4150 South 100th E. Ave Ste. 200-KTulsa, Oklahoma 74146Telephone: 9186227021

.

B-1 B-2C-1 C-1A C-1B

C-2

D-1 D-2

T-1

22

12

6

6

24 16 37

4

TOPSOILCLAYEY SAND, fine, moist, loose, dark brown

SILTY SAND, fine, moist, loose, dark brownSAND, fine, moist, loose, tan

- medium dense below 5.5 feet

- medium coarse below 7.5 feet

- ferrous staining at 9.7 feet

- medium coarse to coarse with trace gravel below 12.5feet

Bottom of borehole at 15.0 feet.

SS1

SS2

SS3

SS4

SS5

100

100

100

100

100

82-2-4(6)

2-3-4(7)

5-7-8(15)

8-9-8(17)

7-7-4(11)

NOTES

GROUND ELEVATION 1272.7 ft MSL

LOGGED BY DLK

DRILLING METHOD Continuous Flight Auger 4"

DRILLING CONTRACTOR GSI, Inc. GROUND WATER LEVELS:

CHECKED BY BKM

DATE STARTED 6/16/14 COMPLETED 6/16/14

AT TIME OF DRILLING 14.00 ft / Elev 1258.70 ft

AT END OF DRILLING 14.00 ft / Elev 1258.70 ft

AFTER DRILLING ---

HOLE SIZE 4 inches

DR

Y U

NIT

WT

.(p

cf)

MO

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ON

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NT

(%

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ATTERBERGLIMITS

GR

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H(f

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0

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(psf

)

MATERIAL DESCRIPTION

SA

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PAGE 1 OF 1BORING NUMBER B-1



PROJECT NAME QuikTrip Store No. 03-0356R


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JGFAC Engineering Inc.4150 South 100th E. Ave Ste. 200-KTulsa, Oklahoma 74146Telephone: 9186227021

10

11

13

4

12 3

TOPSOILFILL - Clayey Sand, fine to medium coarse, moist, brownand tan

- concrete rubble at 2 feet

- concrete rubble at 3.8 feet

- concrete rubble at 6 feet

- concrete rubble at 7.5 feetSAND, fine to medium coarse with trace gravel, moist,medium dense, tan


SS1

SS2

SS3

SS4

SS5

89

89

89

89

89

4-4-6(10)

6-6-7(13)

5-4-4(8)

5-9-9(18)

7-6-5(11)

NOTES


LOGGED BY DLK



CHECKED BY BKM




AFTER DRILLING ---

HOLE SIZE 4 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

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ST

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ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

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H(f

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0

5

10

15

Unc

on. S

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gth

(psf

)


SA

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BE

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%(R

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)

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8

8

13

12

TOPSOILFILL - Sand with brick fragments, moist, tanFILL - Sand with clay pockets, moist, brown and tan

- concrete fragments at 4 feetFILL - Sandy Lean Clay with silty sand seams, moist,brown and tan

FILL - Silty Sand with wood fragments, fine, moist, tan


SS1

SS2

SS3

SS4

SS5

100

89

89

11

44

4-4-6(10)

5-8-8(16)

4-3-6(9)

2-2-2(4)

2-3-2(5)

NOTES

GROUND ELEVATION 1272 ft MSL

LOGGED BY DLK

DRILLING METHOD Hollow Stem Auger 6"


CHECKED BY BKM


AT TIME OF DRILLING --- Dry

AT END OF DRILLING --- Dry

AFTER DRILLING ---

HOLE SIZE 6 inches

DR

Y U

NIT

WT

.(p

cf)

MO

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EC

ON

TE

NT

(%

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LIQ

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ATTERBERGLIMITS

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(psf

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SA

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TOPSOILFILL - Sand, Silty Sand, Lean Clay, moist, brown and tan

- brick/concrete fragments from 2.5 to 4.5 feet

- concrete at 7.5 feet


SS1 0 9-9-7

(16)

NOTES


LOGGED BY DLK



CHECKED BY BKM


AT TIME OF DRILLING --- Dry

AT END OF DRILLING --- Dry

AFTER DRILLING ---

HOLE SIZE 6 inches

DR

Y U

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WT

.(p

cf)

MO

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ON

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(%

)

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ATTERBERGLIMITS

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8

17

14

12

TOPSOILFILL - Lean Clay and Silty Sand, moist, brown and darkbrown

FILL - Silty Sand with clay and few wood fragments, fine tomedium coarse, moist, dark brown

SAND, medium coarse, moist, loose, tan

- medium dense below 13.5 feet

- medium coarse to coarse below 17.5 feet

- clayey layer at 19.2 feet

- with trace gravel below 22 feet

LEAN CLAY, moist, stiff to very stiff, light gray

HIGHLY WEATHERED SHALE, moist, soft, light gray


SS1

SS2

SS3

SS4

SS5

67

78

67

67

83

2-2-3(5)

5-6-5(11)

2-3-7(10)

6-6-5(11)

11-12-16(28)

NOTES


LOGGED BY DLK



CHECKED BY BKM




3hrs AFTER DRILLING 15.00 ft / Elev 1257.00 ft

HOLE SIZE 6 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

20

25

30

Unc

on. S

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gth

(psf

)


SA

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%(R

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11

13

11

8

33

TOPSOILPOSSIBLE FILL - Clayey Sand, fine, moist, loose, brownand tan

POSSIBLE FILL - Silty Clayey Sand, fine, moist, loose,brown and tan with amberSAND, fine to medium coarse, moist, medium dense, tanand brown

- trace gravel at 8.5 feet



SS1

SS2

SS3

SS4

SS5

100

100

100

100

100

3-5-3(8)

3-4-3(7)

4-6-6(12)

6-6-8(14)

3-6-5(11)

NOTES


LOGGED BY DLK



CHECKED BY BKM




AFTER DRILLING ---

HOLE SIZE 4 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

Unc

on. S

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gth

(psf

)


SA

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YP

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%(R

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)

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20

14

4

3

28 14 54

TOPSOILSANDY LEAN CLAY, moist, stiff, brown and dark brown

SILTY SAND, fine, moist, loose, brown and dark brown

SAND, fine to medium coarse, moist, loose, tan

- medium dense and medium coarse below 5 feet



SS1

SS2

SS3

SS4

SS5

100

100

100

100

100

143-3-5(8)

2-2-2(4)

5-8-7(15)

7-8-7(15)

7-8-6(14)

NOTES


LOGGED BY DLK



CHECKED BY BKM




AFTER DRILLING ---

HOLE SIZE 4 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

Unc

on. S

tren

gth

(psf

)


SA

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YP

EN

UM

BE

R

RE

CO

VE

RY

%(R

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)

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4

2

2

6

TOPSOILPOSSIBLE FILL - Lean Clay with trace gravel, moist, stiff,brown and tanLEAN CLAY, moist, stiff, brown and dark brownCLAYEY SAND, fine, moist, loose, dark brownSAND, fine, moist, medium dense, tan

- medium coarse below 7.5 feet

- medium coarse to coarse below 12.5 feet


SS1

SS2

SS3

SS4

SS5

89

89

89

100

100

6-4-4(8)

3-5-5(10)

5-5-7(12)

4-5-9(14)

5-5-4(9)

NOTES


LOGGED BY DLK



CHECKED BY BKM




AFTER DRILLING ---

HOLE SIZE 4 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

Unc

on. S

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gth

(psf

)


SA

MP

LE T

YP

EN

UM

BE

R

RE

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VE

RY

%(R

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)

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15

21

5

3

24 14 29

TOPSOILCLAYEY SAND, fine, moist, loose to medium dense,brown and tan

SAND, fine to medium coarse, moist, medium dense, tan

- medium coarse to coarse grained below 7.5 feet

- with trace gravel and few clay seams below 17.5 feet

- coarse with gravel below 22 feet

- clay seams below 26 feet

SHALEY CLAY (HIGHLY WEATHERED SHALE), moist,stiff, gray


SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

100

83

78

78

78

67

100

100

102-3-4(7)

6-4-4(8)

5-5-7(12)

5-9-10(19)

6-4-5(9)

3-5-5(10)

2-4-4(8)

3-4-5(9)

NOTES


LOGGED BY DLK



CHECKED BY BKM



AT END OF DRILLING ---

5hrs AFTER DRILLING 14.20 ft / Elev 1258.80 ft

HOLE SIZE 6 inches

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

ATTERBERGLIMITS

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

20

25

30

Unc

on. S

tren

gth

(psf

)


SA

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BE

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%(R

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356.

GP


TOPSOILFILL - Silty Clayey Sand, brown and tan

FILL - Sand and Lean Clay with concrete slabs and wood

SAND, tanBottom of test pit at 6.5 feet.

NOTES


LOGGED BY DLK

EXCAVATION METHOD Trackhoe

EXCAVATION CONTRACTOR Apex Excavating GROUND WATER LEVELS:

CHECKED BY BKM


AT TIME OF EXCAVATION --- Dry

AT END OF EXCAVATION ---

AFTER EXCAVATION ---

TEST PIT SIZE 48 inches

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356.

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TOPSOILFILL - Clayey Sand and Lean Clay with concrete slabs,wire, bricks, and wood


NOTES


LOGGED BY DLK



CHECKED BY BKM






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TOPSOILFILL - Sand and Lean Clay with concrete slabs and wood


NOTES


LOGGED BY DLK



CHECKED BY BKM






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TOPSOILFILL - Silty Sand, Sand, and Lean Clay with concreteslabs, wire, bricks, tree limbs, plastic, and wooden pallets

SAND, tan

Bottom of test pit at 16.0 feet.

NOTES


LOGGED BY DLK



CHECKED BY BKM


AT TIME OF EXCAVATION 15.00 ft / Elev 1258.00 ft




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TOPSOILFILL - Silty Sand, Sand, and Lean Clay with concrete,bricks, and boards

FILL - 6 inch diameter red clay pipe. Not marked in fieldor on plans. Appears abandoned.SAND, tan


NOTES Between B-1 and B-2. 10' N and 10' W of Existing Manhole in center of site.


LOGGED BY DLK



CHECKED BY BKM






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356.

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TOPSOILFILL - Silty Sand, Sand, and Lean Clay with concrete,bricks, and boards

SAND, tan


NOTES


LOGGED BY DLK



CHECKED BY BKM






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TOPSOILCLAYEY SAND, dark brown


NOTES Excavated at the location of B-1.


LOGGED BY DLK



CHECKED BY BKM






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TOPSOILFILL - Clayey Sand, Sand, and Lean Clay with concretefragments

- Concrete slabs - 12 to 18 inches in largest dimension, 4inches thick


NOTES Excavated at the location of B-2.


LOGGED BY DLK



CHECKED BY BKM






DR

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.(p

cf)

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PAGE 1 OF 1TEST PIT NUMBER TP@B-2





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6_Q

T_N

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356.

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TOPSOILFILL - Clayey Sand, Sand, and Lean Clay with concreteslabs, rebar, and wood

- Concrete slabs - 2 feet by 4 feet, 2 feet by 3 feet, and 2feet by 2 feet, 4 to 6 inches thick


NOTES Excavated at the location of C-2.


LOGGED BY DLK



CHECKED BY BKM






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cf)

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PAGE 1 OF 1TEST PIT NUMBER TP@C-2





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Test

Pit

# 1

– N

ativ

e So

ils in

Bot

tom

of T

est P

it

Test

Pit

#1 –

Soi

ls a

nd D

ebris

rem

oved

from

Tes

t Pit.

Q

uikT

rip S

tore

No.

03-

0356

SW

C o

f E. 4

7th S

treet

S. a

nd S

. Hyd

raul

ic S

treet

W

ichi

ta, K

ansa

s

Proj

ect N

umbe

r: G

2014

026

Phot

os T

aken

Jun

e 17

, 201

4

Test

Pit

# 2

– Fi

ll on

Lef

t, N

ativ

e on

Rig

ht

Test

Pit

# 2

– So

ils a

nd D

ebris

rem

oved

from

Tes

t Pit.

Qui

kTrip

Sto

re N

o. 0

3-03

56

SWC

of E

. 47th

Stre

et S

. and

S. H

ydra

ulic

Stre

et

Wic

hita

, Kan

sas

P

Proj

ect N

umbe

r: G

2014

026

Phot

os T

aken

Jun

e 17

, 201

4

Test

Pit

# 4

– So

ils a

nd D

ebris

rem

oved

from

Tes

t Pit

Test

Pit

# 4

– D

ebris

in T

est P

it Ex

cava

tion

Q

uikT

rip S

tore

No.

03-

0356

SW

C o

f E. 4

7th S

treet

S. a

nd S

. Hyd

raul

ic S

treet

W

ichi

ta, K

ansa

s

Proj

ect N

umbe

r: G

2014

026

Phot

os T

aken

Jun

e 17

, 201

4

Test

Pit

# 4

– D

ebris

in T

est P

it Ex

cava

tion

Test

Pit

# 4

– D

ebris

in T

est P

it Ex

cava

tion

– 16

feet

to b

otto

m.

Qui

kTrip

Sto

re N

o. 0

3-03

56

SWC

of E

. 47th

Stre

et S

. and

S. H

ydra

ulic

Stre

et

Wic

hita

, Kan

sas

Pr

ojec

t Num

ber:

G20

1402

6 Ph

otos

Tak

en J

une

17, 2

014

Test

Pit

# 2

– D

ebris

in T

est P

it Ex

cava

tion.

Test

Pit

# 2

– Br

ick

and

Con

cret

e R

ubbl

e.

Q

uikT

rip S

tore

No.

03-

0356

SW

C o

f E. 4

7th S

treet

S. a

nd S

. Hyd

raul

ic S

treet

W

ichi

ta, K

ansa

s

Proj

ect N

umbe

r: G

2014

026

Phot

os T

aken

Jun

e 17

, 201

4

Test

Pit

# 5

– Se

wer

Pip

e In

Exc

avat

ion

Test

Pit

at B

orin

g C

-2 –

Con

cret

e an

d R

ebar

Q

uikT

rip S

tore

No.

03-

0356

SW

C o

f E. 4

7th S

treet

S. a

nd S

. Hyd

raul

ic S

treet

W

ichi

ta, K

ansa

s

Proj

ect N

umbe

r: G

2014

026

Phot

os T

aken

Jun

e 17

, 201

4

Test

Pit

at B

orin

g C

-2 –

Con

cret

e R

ubbl

e

Test

Pit

at B

orin

g B-

1

Qui

kTrip

Sto

re N

o. 0

3-03

56

SWC

of E

. 47th

Stre

et S

. and

S. H

ydra

ulic

Stre

et

Wic

hita

, Kan

sas

Pr

ojec

t Num

ber:

G20

1402

6 Ph

otos

Tak

en J

une

17, 2

014

APPENDIX B

LABORATORY TESTING PROGRAM


LABORATORY TESTING PROGRAM

GENERAL

Laboratory tests were performed on select, representative samples to evaluate pertinent

engineering properties of these materials. We directed our laboratory testing program

primarily toward classifying the subsurface materials, and measuring index values of the

on-site materials. Laboratory tests were performed in general accordance with

applicable standards, and the results are presented on the respective boring logs. The

laboratory testing program consisted of the following:

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

• No. 200 sieve, ASTM D 1140, Standard Test Methods for Amount of Material in Soils Finer Than the No. 200 Sieve

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

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

MOISTURE CONTENTS

Moisture content tests were performed on selected samples obtained by the split-barrel

sampler procedure.

NO. 200 SIEVE

No. 200 sieve tests were conducted on samples representative of the soils encountered

in the borings. The test provides information on the amount of material finer than the

No. 200 sieve, which is a basis for soil classification.


ATTERBERG LIMITS

Atterberg limits tests were conducted on samples representative of soils encountered in

the borings. These tests provide information on the plasticity of the soil, which is a

basis for soil classification and for estimating the potential of subgrade soils to change

volume with variations in moisture content.

CLASSIFICATION

All samples were examined in field by a geotechnical engineer using visual and manual

procedures. The samples were classified in general accordance with the Unified Soil

Classification System, and are shown on the boring logs.

Bedrock units encountered in the borings were described based on visual classification

of disturbed auger cuttings and recovered samples, as well as drilling characteristics.

Core samples may reveal other rock types.


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12041E.13thSt.N.,Wichita,Kansas67206316.683.0612|800.544.4489www.McCurdyAuction.com