Specifications and Geotech

Transcription

PROJECT MANUAL
OWNER
O’Reilly Automotive Stores, Inc.
P.O. Box 1156
233 South Patterson
Springfield, MO 65801
O’Reilly Auto Parts Store
Elam Road
Balch Springs, TX
PROJECT NUMBER (BLS)
COMMISSION NO. 3493
10-4-13
DOCUMENT 00 01 05
CERTIFICATION PAGE
TO THE BEST OF MY PROFESSIONAL KNOWLEDGE AND BELIEF, THESE CONTRACT
DOCUMENTS HAVE BEEN PREPARED IN ACCORDANCE WITH LOCAL AND STATE CODE
REQUIREMENTS.
ARCHITECT
Esterly, Schneider & Associates, Inc.,
1736 E Sunshine, Suite 417
(417) 862-0558 Phone
(417) 862-3265 Fax
CIVIL ENGINEER
MO Anderson Engineering, Inc.
2045 West Woodland
(417) 866-2741 Phone
(417) 866-2778 Fax
MECHANICAL-ELECTRICAL ENGINEERS
Smith-Goth Engineers, Inc.
3855 South Jefferson
(417) 882-2200 Phone
(417) 882-1188 Fax
STRUCTURAL ENGINEER
J.S. Smith Consulting Engineers, P.C.
PO Box 8102, Joplin, MO 64802
411 S. Adele Joplin, MO 64801
(417) 624-0444 Phone
(417) 624-0430 Fax
END OF DOCUMENT
O’REILLY AUTO PARTS STORE
TABLE OF CONTENTS
INTRODUCTORY INFORMATION
00 01 01
Project Title Page
00 01 05
Certification Page
00 01 10
Table of Contents (Revised 04/27/10)
00 01 15
List of Drawings
BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT
00 31 00
Information Available to Bidders
SPECIFICATIONS
DIVISION 1 – GENERAL REQUIREMENTS
01 11 00
Summary of Work (Revised 02/09/08)
01 20 00
Project Procedures (Revised 02/25/09)
01 23 00
Alternates (Revised 10/04/02)
01 33 00
Submittals and Substitutions (Revised 02/09/08)
01 51 00
Temporary Facilities
DIVISION 2 – EXISTING CONDITIONS
02 01 00
Site Preparation
02 41 00
Demolition (Revised 03/11/08)
02 60 00
Hazardous Materials Abatement
DIVISION 3 – CONCRETE
03 30 00
Cast-In-Place Concrete (Revised 01/08/10)
03 35 43
Polished Concrete Finishing (Revised 04/27/10)
DIVISION 4 – MASONRY
04 20 00
Unit Masonry (Revised 02/09/08)
DIVISION 5 – METALS
05 12 00
Structural Steel Framing (Revised 01/08/10)
05 40 00
Cold-Formed Metal Framing
05 50 00
Metal Fabrications
DIVISION 6 – WOOD AND PLASTICS
06 10 00
Rough Carpentry
DIVISION 7 – THERMAL AND MOISTURE PROTECTION
07 19 00
Water Repellents (Revised 01/08/10)
07 21 00
Building Insulation (Revised 02/28/08)
07 24 00
Exterior Insulation and Finish Systems (Revised 03/12/09)
07 60 00
Flashing and Sheet Metal (Revised 02/28/08)
07 84 00
Firestopping (02/28/08)
07 92 00
Joint Sealants
DIVISION 8 – DOORS AND WINDOWS
08 11 19
Steel Doors and Frames (Revised 08/05/05)
08 14 16
Flush Wood Doors (Revised 01/08/10)
08 36 13
Sectional Overhead Doors
08 41 13
Aluminum Entrances and Storefronts (Revised 02/28/08)
08 71 00
Door Hardware (Revised 02/09/08)
08 80 00
Glazing
DIVISION 9 – FINISHES
09 21 16
Gypsum Board Assemblies (Revised 01/08/10)
09 51 00
09 65 13
09 90 00
Acoustical Tile Ceilings (Revised 01/08/10)
Resilient Base and Accessories
Painting (Revised 04/02/07)
DIVISION 10 – SPECIALTIES
10 28 13
Toilet Accessories
10 80 00
Miscellaneous Specialties (Revised 12/9/08)
DIVISION 13 – SPECIAL CONSTRUCTION
13 34 19
Pre-Engineered Metal Building System Erection (Revised 08/05/05)
DIVISION 20, 21, 22, 23 and 25 – MECHANICAL
20 01 00
General Provisions (Revised 03/11/08)
20 02 00
Contract Closeout & Commissioning (Revised 02/20/08)
20 03 00
Materials and Methods (Revised 07/11/06)
20 04 00
Testing Piping Systems (Revised 07/11/06)
20 05 00
Valves (Revised 07/11/06)
20 06 00
Mechanical Identification (Revised 07/11/06)
21 13 13
Wet Pipe Sprinkler Systems (Revised 03/12/08)
22 00 00
Plumbing (Revised 03/11/08)
22 07 19
Piping Insulation (Revised 07/11/06)
22 40 00
Plumbing Fixtures (Revised 02/20/08)
23 05 93
Testing, Adjusting & Balancing of HVAC Systems
23 23 00
Refrigerant Piping (Revised 03/11/08)
23 30 00
Air Distribution (Revised 07/11/06)
23 81 26
Condensing Units & Evaporator Coils (Revised 03/11/08)
23 81 43
Heat Pump – Indoor (Revised 03/11/08)
25 00 00
Controls and Instrumentation (Revised 07/11/06)
DIVISION 26 – ELECTRICAL
26 00 10
Basic Electrical Requirements (Revised 03/12/08)
26 00 20
Contract closeout and Commissioning
26 05 19
Wires and Cables (Revised 07/11/06)
26 05 26
Secondary Grounding (Revised 07/11/06)
26 05 33
Raceways
26 05 34
Boxes
26 05 53
Electrical Identification (Revised 03/23/01)
26 24 00
Electrical Equipment (Revised 07/11/06)
26 27 26
Wiring Devices (Revised 03/23/01)
26 29 00
Motor Control
26 50 00
Lighting
DIVISION 31 - EARTHWORK
31 00 00
Earthwork (Revised 03/07/08)
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 11 26
Hot-Mixed Asphalt Paving (Revised 03/07/08)
32 13 13
Portland Cement Concrete Paving (Revised 03/07/08)
32 30 00
Site Improvements
32 80 00
Irrigation Systems
32 90 00
Landscaping (Revised 02/28/08)
DIVISION 33 – UTILITIES
33 00 00
Site Piping (Revised 03/11/08)
33 40 00
Storm Drainage System (Revised 12/18/00)
END OF DOCUMENT
DOCUMENT 00 01 15
LIST OF DRAWINGS
1.
T1
COVER SHEET
2.
SV1
SITE SURVEY (For Reference Only)
3.
D1
DEMOLITION PLAN
4.
5.
6.
C1
C2
C3
SITE GRADING PLAN
SITE DEVELOPMENT PLAN
SITE DETAILS
7.
8.
9.
L1
L2
L3
LANDSCAPING PLAN
LANDSCAPE PLANTING DETAILS
IRRIGATION COVERAGE PLAN
10.
11.
12.
13.
14.
15.
16.
S1
S2
S3
S4
S5
S6
S7
STRUCTURAL NOTES
FOUNDATION PLAN
FOUNDATION DETAILS
FOUNDATION DETAILS
FRAMING PLAN
DETAILS
DETAILS
17.
18.
19.
20.
21.
A1
A2
A3
A4
A5
FLOOR PLAN
DOOR/WINDOW SCHEDULE
EXTERIOR ELEVATIONS
WALL SECTIONS
INTERIOR ELEVATIONS
22. F1
FINISH PLAN
23. SU1
SITE UTILITIES PLAN
24.
25.
26.
27.
28.
29.
30.
31.
GENERAL STANDARD DETAILS 1
GSD1
GSD2
GSD3
GSD4
GSD5
GSD6
GSD7
SGD8
32. SP1
SITE LIGHTING PHOTOMETRICS
33. FP1
PRELIMINARY FIRE PROTECTION PLAN
34. P1
PLUMBING PLAN
35. M1
36. M2
HVAC PLAN
HVAC SCHEDULES
37. E1
38. E2
39. E3
LIGHTING PLAN
POWER PLAN
ELECTRICAL SCHEDULES
40. VS1
41. VS2
EMS DETAILS
EMS DETAILS
END OF DOCUMENT
DOCUMENT 00 31 00
INFORMATION AVAILABLE TO BIDDERS
1. The following items are included for reference only and are for information.
a. Site Survey: Boundary and topographical survey, sheet “SV1”, bound into the Construction
Drawings indicates existing site conditions.
b. Pre-Engineered Metal Building: Copy of pre-engineered metal building erection drawings by Butler
Manufacturing attached to the Construction set.
c.
Geotechnical Data: Soils Analysis by Cardno ATC and dated 03/25/2013.
d. Hazardous Materials Report:
1. Phase I Environmental Site Assessment by Cardno ATC dated 01/08/2013 (if additional
information is needed, it will be available upon request from O'Reilly's).
END OF SECTION
ADD #4 - e. - Statement of Special Inspections Form - see attached documentation immediately following
this page.
Routing List
_____ Owner (MY, DH)
_____ Contractor (Bidders)
_____ Architect/Consultant (ESA, JS)
_____ Other (City, File, Plan Room, Dodge)
ADDENDUM NO. 4
DATE:
August 11, 2014
TO:
Mr. Steve Peterie
O’Reilly Auto Parts
233 South Patterson
Springfield, Missouri 65802
PROJECT:
Elam Road
Balch Springs, TX (BLS)
This Addendum shall supersede that which is shown on the drawings insofar as it is in distinct
disagreement with same. However, it will in no way relieve the Contractor of any responsibility under
the plans except as herein specifically stated.
Description: (written description of the Work)
Statement of Special Inspections added due to City requirements.
Specifications
Section 00 31 00 – Information to Bidders
1. Add the attached completed Statement of Special Inspections Form to this section. Please
note that the Special Inspector will be hired by O’Reilly Auto Parts, but the General Contractor
is required to coordinate these Special Inspections directly with the Special Inspector.
Contractor shall submit to the office of the Architect, 48 hours in advance of applying for the
Certificate of Occupancy, the completed and signed Special Inspections Form. The Architect
shall submit the form to the City or County.
Attachments
1. Statement of Special Inspections, dated 8-6-14
Page 1 of7
Statement of Special Inspections
Project:
New 0 'Reilly Auto Parts Store
Location:
Elam Road, Balch Springs, TX
Owner:
0 'Reilly Auto Parts
Design Professional in Responsible Charge: JeffreyS. Smith, P.E.
This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the
Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special
Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and
the identity of other approved agencies to be retained for conducting these inspections and tests. This
Statement of Special Inspections encompass the following disciplines:
1:8] Structural
D Mechanical/Electrical/Plumbing
D Architectural
D Other:
The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to
the Building Official and the Registered Design Professional in Responsible Charge.
Discovered
discrepancies shall be brought to the immediate attention of the Contractor for correction . If such
discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and
the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve
the Contractor of his or her responsibilities.
Interim reports shall be submitted to the Building Official and the Registered Design Professional in
Responsible Charge.
A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and
correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of
Use and Occupancy.
Job site safety and means and methods of construction are solely the responsibility of the Contractor.
Interim Report Frequency:
or
Present reports at end of construction
D
per attached schedule.
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©CASE 2004
Page 2 of7
Schedule of Inspection and Testing Agencies
This Statement of Special Inspections I Quality Assurance Plan includes the following building systems:
~
~
0
~
~
0
Soils and Foundations
Cast-in-Place Concrete
Precast Concrete
Masonry
Structural Steel
Cold-Formed Steel Framing
Special Inspection Agencies
0
0
0
0
0
0
Spray Fire Resistant Material
Wood Construction
Exterior Insulation and Finish System
Mechanical & Electrical Systems
Architectural Systems
Special Cases
Firm
Address, Telephone, e-mail
1. Special Inspection
Coordinator
2. Inspector
3. Inspector
4. Testing Agency
5. Testing Agency
6.
Other
Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner's Agent, and not by
the Contractor or Subcontractor whose work is to be inspected or tested . Any conflict of interest must be
disclosed to the Building Official, prior to commencing work .
CASE Form 101
•
•
©CASE 2004
Page 3 of7
Qualifications of Inspectors and Testing Technicians
The qualifications of all personnel performing Special Inspection and testing activities are subject to the
approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if
requested .
Key for Minimum Qualifications of Inspection Agents:
When the Registered Design Professional in Responsible Charge deems it appropriate that the individual
performing a stipulated test or inspection have a specific certification or license as indicated below, such
designation shall appear in the Qualification column on the Schedule.
PE/SE
PE/GE
EIT
Structural Engineer- a licensed SE or PE specializing in the design of building structures
Geotechnical Engineer- a licensed PE specializing in soil mechanics and foundations
Engineer-In-Training- a graduate engineer who has passed the Fundamentals of
Engineering examination
American Concrete Institute (ACI) Certification
ACI-CFTT
ACI-CCI
ACI-LTT
ACI-STT
Concrete Field Testing Technician- Grade 1
Concrete Construction Inspector
Laboratory Testing Technician- Grade 1&2
Strength Testing Technician
American Welding Society (AWS) Certification
AWS-CWI
Certified Welding Inspector
AWS/AISC-SSI Certified Structural Steel Inspector
American Society of Non-Destructive Testing (ASNT) Certification
ASNT
Non-Destructive Testing Technician- Levell I or Ill.
International Code Council (ICC) Certification
ICC-SMSI
ICC-SWSI
ICC-SFSI
ICC-PCSI
ICC-RCSI
Structural Masonry Special Inspector
Structural Steel and Welding Special Inspector
Spray-Applied Fireproofing Special Inspector
Prestressed Concrete Special Inspector
Reinforced Concrete Special Inspector
National Institute for Certification in Engineering Technologies (NICET)
NICET-CT
NICET-ST
NICET-GET
Concrete Technician- Levels I, II , Ill & IV
Soils Technician- Levels I, II , Ill & IV
Geotechnical Engineering Technician- Levels I, II , Ill & IV
Exterior Design Institute (EDI) Certification
EDI-EIFS
EIFS Third Party Inspector
Other
CASE Form 101
•
•
©CASE 2004
Page 4 of7
Soils and Foundations
Qualification
Item
1. Shallow Foundations
PEIGE
Scope
Inspect soils below footings for adequate bearing capacity and
consistency with geotechnical report.
Inspect removal of all unsuitable material and preparation of
subgrade prior to placement of controlled jill.
Ensure that subgrade is prepared as necessary to reduce
potential settlement and potential vertical movement to one
inch or less.
2. Controlled Structural Fill
PEIGE
Perform sieve tests (ASTM D422 & Dll40) and modified
Proctor tests (ASTM DJ55 7) of each source ofjill material.
Inspect placement, lift thickness and compaction of controlled
jill.
Test density of each lift ofjill by nuclear methods (ASTM
D2922)
Verify extent and slope ofjill placement.
3. Deep Foundations
Not Applicable.
PEIGE
4 . Load Testing
Not Applicable.
4. Other:
Not Applicable.
CASE Form 101
•
•
©CASE 2004
Page 5 of7
Cast-in-Place Concrete
Qualification
Item
1.
Mix Design
ACI-CCI
ICC-RCSI
2. Material Certification
Scope
Review concrete batch tickets and verify compliance with
approved mix design. Verify that no water is added to concrete
at the site.
Confirm compliance with Project Manual.
ACI-CCI
ICC-RCSI
3.
Reinforcement Installation
ACI-CCI
ICC-RCSI
4.
Post-Tensioning Operations
Inspect size, spacing, cover, positioning and grade of
reinforcing steel. Verify that reinforcing bars are free ofform
oil or other deleterious materials. Inspect bar laps and
mechanical splices. Verify that bars are adequately tied and
supported on chairs or bolsters
Not applicable.
ICC-PCSI
5.
Welding of Reinforcing
Not applicable.
AWS-CWI
6.
A CI-CCI
Inspect size, positioning and embedment of anchor rods.
Inspect concrete placement and consolidation around anchors.
A CI-CCI
ICC-RCSI
Inspect placement of concrete. Verify that concrete conveyance
and depositing avoids segregation or contamination. Verify
that concrete is properly consolidated.
ACI-CFTT
ACI-STT
Test concrete compressive strength (ASTM C31 & C39), slump
(ASTM CJ43), air-content (ASTM C231 or Cl73) and
temperature (ASTMC1064).
Anchor Rods
7. Concrete Placement
8. Sampling and Testing of
Concrete
9. Curing and Protection
A CI-CCI
ICC-RCSI
Inspect curing, cold weather protection and hot weather
protection procedures.
10. Other:
CASE Form 101
•
•
©CASE 2004
Page 6 of7
Masonry
Required Inspection Level:
Item
Qualification
1. Material Certification
[811
D2
Scope
Confirm compliance with Project Manual.
ICC-SMSI
2. Mixing of Mortar and Grout
ICC-SMSI
3. Installation of Masonry
Inspect proportioning, mixing and retempering of mortar and
grout.
Inspect size, layout bonding and placement of masonry units.
ICC-SMSI
4. Mortar Joints
ICC-SMSI
5. Reinforcement Installation
Inspect construction of mortar joints including tooling and
filling of head joints.
Inspect placement, positioning and lapping of reinforcing steel.
ICC-SMSI
AWS-CWI
6. Adhesive Anchors Into
Grouted Masonry
/CC-SMSI
Inspect installation of adhesive anchors for conformance to
adhesive manufacturer 's recommendations.
ICC-SMSI
Inspect placement and consolidation of grout. Inspect masonry
clean-outs for high-lift grouting.
7. Grouting Operations
7. Weather Protection
9. Evaluation of Masonry
Strength
/CC-SMSI
Inspect cold weather protection and hot weather protection
procedures. VerifY that wall cavities are protected against
precipitation.
ICC-SMSI
Test compressive strength of mortar and grout cube samples
(ASTM C780).
Test compressive strength of masonry prisms (ASTM C 1314).
10. Anchors and Ties
ICC-SMSI
Inspect size, location, spacing and embedment of dowels,
anchors and ties.
11 . Other:
CASE Form 101
•
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©CASE 2004
Page 7 of7
Structural Steel
Item
Qualification
1. Fabricator Certification/
Quality Control Procedures
[gJ Fabricator Exempt
2.
(Not required when Fabricator is lAS AC472 Certified).
A WSIAISC-SSI
ICC-SWSI
Material Certification
A WSIAISC-SSI
ICC-SWSI
3.
Scope
Open Web Steel Joists
Review certified mill test reports and identification markings
on wide-flange shapes, high-strength bolts, nuts and welding
electrodes
Not Applicable.
A WS/ AISC-SSI
ICC-SWSI
4. Bolting
A WSIAISC-SSI
ICC-SWSI
5. Welding
Inspect installation and tightening of high-strength bolts.
Verify that splines have separated from tension control bolts.
Verify proper tightening sequence. Continuous inspection of
bolts in slip-critical connections.
Not Applicable.
AWS-CWI
ASNT
6. Shear Connectors
Not Applicable.
A WSIAISC-SSI
ICC-SWSI
7. Structural Details
AWSIAISC-SSI
ICC-SWSJ
8. Metal Deck
Inspect steel frame for compliance with structural drawings,
including bracing, member configuration and connection
details.
Not Applicable.
AWS-CWI
9. Other:
CASE Form 101
•
•
©CASE 2004
FOUNDATION ENGINEERING STUDY
For
Proposed O’Reilly Auto Parts Store
SWQ Elam Road & Hickory Tree Road
Balch Springs, Texas
Prepared for:
233 South Patterson
Springfield, Missouri 65802
Prepared by:
Cardno ATC
1555 Valwood Parkway, Suite 160
Carrollton, Texas 75006
Texas Registered Engineering Firm F-003653
Cardno ATC Project No.: 90.75356.0096
March 25, 2013
March 25, 2013
Cardno ATC
1555 Valwood Parkway
Suite 160
Carrollton, TX 75006
Mr. Curtis McNay
233 South Patterson
Springfield, Missouri
Re:
Phone +1 972 919 3300
Fax
+1 972 919 3395
www.cardno.com
www.cardnoatc.com
Proposed O’Reilly Auto Parts Store
SWQ Elam Road & Hickory Tree Road
Cardno ATC Project No. 90.75356.0096
Dear Mr. McNay:
Cardno ATC is pleased to present this Foundation Engineering Study for the referenced retail
building site.
The attached report describes our exploration procedures, summarizes existing site and
subsurface conditions, and presents our geotechnical findings and recommendations.
Cardno ATC appreciates this opportunity to provide these services and looks forward to working
with O’Reilly Auto Parts on future projects. Please contact us if you have questions regarding this
study or require additional information.
Sincerely,
CARDNO ATC
Tyrone M. Clinton, DBA, PE, GE
Principal Geotechnical Engineer
0303-2525-13
Dale M. Allison
Director, National Client Management
Australia • Belgium • Canada • Columbia • Ecuador • Germany • Indonesia • Italy •
Kenya • New Zealand • Papua New Guinea • Peru • Tanzania • United Arab Emirates •
United Kingdom • United States • Operations in 85 countries
Jeffery M. Wold, PE
Senior Regional Engineer
TABLE OF CONTENTS
Page
1.0
INTRODUCTION ....................................................................................................................................1
1.1
1.2
2.0
FIELD EXPLORATION AND TESTING.................................................................................................3
2.1
2.2
3.0
PROJECT INFORMATION ...............................................................................................................7
GRADE SUPPORTED FOUNDATION/SLAB ON EXPANSIVE SOILS.....................................................7
SITE PREPARATION .....................................................................................................................8
PLACEMENT AND COMPACTION ....................................................................................................8
SITE EXCAVATION CHARACTERISTICS ........................................................................................10
MONOLITHIC SLAB ON GRADE....................................................................................................10
SITE DRAINAGE AND LANDSCAPING ...........................................................................................13
PAVEMENT ..........................................................................................................................................15
5.1
5.2
5.3
5.4
5.5
6.0
SOIL CONDITIONS ........................................................................................................................5
GROUNDWATER OBSERVATIONS .................................................................................................5
ESTIMATED SOIL MOVEMENT .......................................................................................................5
ANALYSIS AND RECOMMENDATIONS ..............................................................................................7
4.1
4.2
4.3
4.4
4.5
4.6
4.7
5.0
FIELD EXPLORATION ....................................................................................................................3
LABORATORY TESTING ................................................................................................................4
SUBSURFACE CONDITIONS ...............................................................................................................5
3.1
3.2
3.3
4.0
PROJECT DESCRIPTION ...............................................................................................................1
PURPOSE AND SCOPE .................................................................................................................1
DESIGN CONSIDERATIONS .........................................................................................................15
PAVEMENT SUBGRADE PREPARATION .......................................................................................15
PORTLAND CEMENT CONCRETE PAVEMENT (PCCP) .................................................................15
HOT-MIX ASPHALTIC CONCRETE PAVEMENT (HMACP) .............................................................16
PAVEMENT CONSIDERATIONS ....................................................................................................17
BASIS FOR RECOMMENDATIONS ...................................................................................................19
APPENDIX
SITE/BORING LOCATION PLAN
BORING LOGS
KEY TO SOIL SYMBOLS AND CLASSIFICATIONS
ASFE IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT
O’Reilly Auto Parts Store, Balch Springs, Texas
www.cardnoatc.com
PROPOSED O’REILLY AUTO PARTS STORE
SWQ ELAM ROAD & HICKORY TREE ROAD
BALCH SPRINGS, TEXAS
1.0 INTRODUCTION
1.1
Project Description
O’Reilly Auto Parts (hereafter referred to as client) retained Cardno ATC to provide geotechnical
services for the development of foundation, pavement and site preparation recommendations at a
proposed O’Reilly Auto Parts store site located in the southwest quadrant of the intersection of
Elam Road and Hickory Tree Road, Balch Springs, Texas.
The site consists of a brush and tree covered lot having a relatively flat topography. The general
arrangement of the proposed development on the site is shown on the Site/Boring Location Plan
included in the Appendix.
It is anticipated that the proposed store will be a single-story structure of masonry construction
with a slab on grade floor and no basement. Plan area of the new store is approximately 7,400 sf.
According to O’Reilly Work Order No. BLS, the maximum anticipated structural loads are 125 psf
for floor, 1 kip/lineal foot for walls and 30 kips for columns. No unusual loading conditions or
settlement restrictions have been specified by the client. Site grading information was not
provided; however, we anticipate that design grades will be established within 1 foot of existing
grade (ground surface existing at the time of our field exploration).
Recommendations for Portland Cement Concrete pavement (PCCP) and hot-mix asphaltic
concrete pavement (HMACP) are included in Section 5.0. It is anticipated that traffic in the
proposed pavement area will consist primarily of automobile and light truck traffic with an
occasional semi-tractor trailer.
If the details of the proposed construction differ from that described herein, Cardno ATC should
be contacted to evaluate the potential impact on the recommendations provided in this report.
1.2
Purpose and Scope
The purpose of this study has been to develop foundation and pavement design, and subgrade
modification recommendations for the project. The scope of services presented in this report has
been based upon the information provided by the client. To accomplish its intended purpose, this
study has been conducted in the following phases:
1. Drilling of soil test borings to determine the general subsurface conditions and to obtain
samples for testing;
1
www.cardnoatc.com
2. Performing laboratory tests on selected samples to determine pertinent engineering
properties of the subsurface materials; and,
3. Performing engineering analyses, using the field and laboratory data to develop foundation
and pavement design, and subgrade modification recommendations for the proposed
development.
2
www.cardnoatc.com
2.0 FIELD EXPLORATION AND TESTING
2.1
Field Exploration
The field exploration was conducted at the site on March 20, 2013. Cardno ATC retained the
services of an independent contractor to drill the test borings and collect soil samples for testing.
Soil conditions beneath the site were explored by advancing 6 test borings to depths of
approximately 10 to 20.5 feet. Drilling of the site was delayed due to rains and wet site conditions.
The locations and depths of the test borings were specified by the client; however, due to
anticipated subsurface soil conditions, Cardno ATC established the depths of Borings 1, 3, 4 and
6. Boring 3 was offset approximately 30 feet north due to wet site conditions. A dozer was
utilized to clear access to the test boring locations. Test borings were located in the field by
reference from existing features and by using conventional measuring methods. Accuracy of the
test boring locations should only be considered to the level implied by the method used to
determine them. Ground surface elevations at the test boring locations were neither surveyed
nor furnished. The approximate test boring locations are shown on the Site/Boring Location Plan
included in the Appendix.
A truck-mounted rotary drilling rig, using solid flight augers, was used to advance the test borings.
Relatively undisturbed samples of the subsurface materials were obtained by hydraulically
pushing 3 inch (O.D.) thin-walled (Shelby) tubes into the underlying soils at selected depths in the
test borings. Sampling was performed in general accordance with ASTM D1587, entitled
"Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes". All
samples were extruded from the sampling tubes in the field and tested with a pocket
penetrometer for an indication of relative unconfined compressive strength. Representative
portions of each sample were selected and sealed in plastic bags to prevent loss of moisture.
Representative samples of the subsurface materials were also obtained by employing split-spoon
sampling procedures in general accordance with ASTM Standard Method D 1586. The sampler
was advanced into the subsurface materials using a 140 pound hammer falling 30 inches. The
number of blows (N-value) required to drive the sampler the final 12 inches of penetration is
recorded in the appropriate column on the Boring Logs included in the Appendix. Samples were
sealed in plastic bags for use in future visual observations and possible testing in the laboratory.
Results of the penetration blow counts provide a basis for estimating the relative strength and
compressibility of the subsurface profile components.
Test borings were logged by a representative of the subcontract driller. The Field Boring Logs
were reviewed by a geotechnical engineer and edited using the results of tests performed on
selected soil samples from the test borings. The Boring Logs represent the geotechnical
engineer’s interpretations of the subsurface conditions based on field observations, visual
observation of samples and laboratory test results. Lines designating the interface between
various strata on the Boring Logs represent the approximate positions of the interface. The in-situ
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transition between strata may be gradual. Samples will be retained for 30 days from the date of
this report, after which time they will be discarded unless client requests otherwise. Groundwater
conditions recorded on the Boring Logs are based on the field observations at the time the
exploration was conducted. Upon completion of the drilling operations, test borings were
backfilled with the soil auger cuttings.
2.2
Laboratory Testing
Soil samples were transported to the laboratory where the Field Boring Logs were reviewed and
edited by a geotechnical engineer. Soil samples were then selected for geotechnical laboratory
testing. Testing included dry unit weight determinations, Atterberg limits and moisture content
tests. All geotechnical testing was conducted in general accordance with the applicable ASTM
Standards. The results of the laboratory tests are provided on the appropriate Boring Logs, which
are included in the Appendix. Soil descriptions recorded on the Boring Logs result from field data
as well as from laboratory test data.
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3.0 SUBSURFACE CONDITIONS
3.1
Soil Conditions
Generally, subsurface materials within the maximum depth explored (20.5 feet) consist of very
loose to compact clayey sands and silty sands, and soft to hard sandy clays. Results of Atterberg
limits tests indicate that the clayey sands and sandy clays have plasticity indices (PI) on the order
of 22 to 29. These soils are moderately plastic and are subject to moderate shrinking and
swelling with corresponding changes in moisture content. Adequate precautions should be taken
not to allow these soils to become saturated (unstable when wet) or excessively dry.
Fill, consisting of clayey sands and sandy clays, was observed in Borings 1 and 5 to depths of
approximately 1 to 2 feet. Fill may extend to greater depths and exist at other locations on the site
resulting from previous grading.
Site Class - Part of the International Building Code (IBC) procedure to evaluate seismic forces
requires the evaluation of the Seismic Site Class, which categorizes the site based upon the
characteristics of the subsurface profile within the upper 100 feet of the ground surface. To define
the Seismic Site Class for this project, we have interpreted the results of our soil test borings
drilled within the project site and estimated appropriate soil properties below the base of the test
borings to a depth of 100 feet, as permitted by the IBC.
Based upon our evaluation, it is our opinion that the subsurface conditions within the site are
generally consistent with the characteristics of Site Class C as listed in Section 1613.3.2 of the
2012 edition of the IBC and as defined in Table 20.3-1, Chapter 20 of ASCE 7.
3.2
Groundwater Observations
During and upon completion of the drilling operations, no groundwater was observed in the test
borings. The presence, depth, and quantity of groundwater 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. These
observations do not constitute a long-term groundwater study nor was such an evaluation
authorized as a part of the scope of this study. Any changes noted in groundwater levels during
the construction process may require a review of the recommendations presented in this report.
3.3
Estimated Soil Movement
The moderately plastic clayey and sandy soils observed at this site can shrink and swell as the
soil moisture content fluctuates during seasonal wet and dry cycles. The magnitude of shrinkage
and swelling will depend on moisture fluctuations that occur during and after construction.
Moisture fluctuations typically occur due to seasonal cycles, but can also be influenced by grading
and drainage, landscaping, groundwater conditions, exterior flatwork and the presence of paving.
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Therefore, the amount of soil movement is difficult to determine due to the many unpredictable
variables involved.
To estimate the potential vertical soil movement for this site, the Texas Department of
Transportation Potential Vertical Rise (PVR) method (TEX-124-E) has been used. Also, the
results of the laboratory tests performed on samples obtained from the site, engineering
judgment, and experience have been considered. For a full seasonal cycle, the estimated soil
PVR is on the order of 2 to 2.5 inches at the ground surface within the proposed building area.
The aforementioned estimated soil movement is based on the observed subsurface conditions
and seasonal moisture fluctuations. Actual soil movements will depend on the subsurface
moisture fluctuations over the life of the structure. Soil movements may be less than those
calculated if moisture variations are minimized after construction. However, soil movements,
significantly larger than estimated, could occur due to inadequate site grading, poor drainage,
ponding of rainfall, and/or leaky water or sprinkler lines.
The estimated PVR is based on the existing grades (at time of our field exploration) and
conditions observed in the test borings drilled for this study. PVR calculations may differ at other
locations or times. Site grading will alter the estimated PVR movements. Proper construction
practices, such as those outlined in this report, will tend to reduce potential movements.
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4.0
4.1
ANALYSIS AND RECOMMENDATIONS
Project Information
The site, which is a brush and tree covered lot, is located in the southwest quadrant of the
intersection of Elam Road and Hickory Tree Road in Balch Springs, Texas. It is anticipated that
the proposed store will be a single-story structure of masonry construction with a slab on grade
floor and no basement. Plan area of the new store is approximately 7,400 sf. According to
O’Reilly Work Order No. BLS, the maximum anticipated structural loads are 125 psf for floor, 1
kip/lineal foot for walls and 30 kips for columns. No unusual loading conditions or settlement
restrictions have been specified by the client. Site grading information was not provided; however,
we anticipate that design grades will be established within 1 foot of existing grade (ground surface
existing at the time of our field exploration). The general arrangement of the proposed
development is shown on the Site/Boring Location Plan included in the Appendix.
Cardno ATC has developed foundation and pavement design recommendations on the basis of
the previously described project characteristics and subsurface conditions observed in the test
borings drilled during the field exploration. After final design plans and specifications are
available, a general review by Cardno ATC is recommended as a means to check that the
evaluations made in preparation of this report are correct, and that earthwork, foundation,
pavement and subgrade preparation recommendations are properly interpreted and implemented.
4.2
Grade Supported Foundation/Slab on Expansive Soils
As previously noted, the estimated soil PVR is on the order of 2 to 2.5 inches at the ground
surface for a full seasonal moisture cycle. The moisture-induced volume changes associated with
the clayey soils present at this site could result in significant movement of a shallow, grade
supported foundation/slab system.
The potential magnitude of any movement by the subsurface soils is rather indeterminate. It is
influenced by the soil properties, overburden pressures, surface drainage, and to a great extent by
the in-situ moisture levels at the time of construction. The greatest potential for post-construction
movement will occur when the soils are dry prior to construction. We recommend the soils be
subjected to wetting prior to concrete placement. Due to the protection against surface
evaporation and resulting shrinkage, post-construction movements of slabs-on-grade generally
occur as heave. This heave is initiated by moisture increases in the surface expansive soils due
to capillary rise from a deeper water level. Shrinkage can also occur along exposed slab or
pavement edges, but is often limited to the outer several feet. Shrinkage is also often caused by
moisture depletion associated with landscape plantings.
Expansive soils cause millions of dollars’ worth of damage to buildings, roads, and pavements
each year in the Dallas/Fort Worth Metroplex. With respect to buildings, the most successful
approach to minimize movement and distress caused by the on-site expansive soils is to support
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the building on piers and suspend the floor slab, i.e., a structural floor system. This includes the
use of drilled shafts with a void space below grade beams and floor slab.
We understand that the client’s preference is to accept the potential for soil movements and utilize
a grade supported foundation/slab system for the O’Reilly Auto Parts store. In view of this and the
preliminary design information, it is recommended that the proposed store be supported by a
conventional reinforced, monolithic grade beam and slab on grade foundation system bearing on
a select fill building pad. Building pad preparation and foundation recommendations are provided
in Section 4.6.
4.3
Site Preparation
Before proceeding with construction any old building foundations, buried structures, construction
debris, vegetation, root systems, topsoil, refuse, sediment in low-lying areas and other deleterious
non-soil materials should be stripped/removed from proposed construction areas. The actual
stripping depth should be based on field observations with particular attention given to old
drainage areas, uneven topography, unexpected fill material areas, and excessively wet soils (if
present). The stripped areas should be observed to determine if additional excavation is required
to remove weak or otherwise objectionable materials that would adversely affect the fill placement.
The stripping should extend at least 5 feet beyond the limits of construction areas.
After site stripping and excavation to the required subgrade elevations, the pavement and other
exterior flatwork subgrades shall be proofrolled to detect soft spots, which, if they exist shall be
reworked. Proofrolling shall be performed using a heavy pneumatic tired roller, loaded dump
truck, or similar piece of equipment weighing approximately 25 tons. The proofrolling operations
shall be observed by a geotechnical engineer or his representative. The subgrade shall be firm
and able to support the construction equipment without displacement. Soft or yielding subgrade
shall be corrected and made stable before construction proceeds. The depth and extent of the
undercut operations at the site should be established by a qualified geotechnical engineer during
earthwork construction activities.
Generally, more undercutting and delays due to the need for extended drying times can be
expected if the grading is performed in the seasonally wet period of the year.
4.4
Placement and Compaction
The project may include the placement and compaction of a variety of fill materials, including onsite materials, non-expansive select fill, and base materials. Typical material requirements and
compaction specifications for each of these materials are provided below.
On-Site Clayey Sands and Sandy Clays (PI of 15 or greater) - Compact to at least
95 and not greater 100 percent of standard Proctor (ASTM D 698) maximum
laboratory dry density at 1 to 3 percentage points above the optimum moisture content
(+1 to +4).
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On-Site Clayey Sands and Silty Sands (PI of 15 or less) - Compact to at least 95
percent of standard Proctor (ASTM D 698) maximum laboratory dry density within plus
or minus 2 percentage points of optimum moisture content (-2 to +2).
Select Fill - Non-expansive select fill should consist of sandy clay or clayey sand
having a plasticity index between 5 and 15, a liquid limit less than 35, a maximum of 70
percent passing #200 sieve and be free of roots or any other organic debris. Organic
content should be less than 4 percent. The select fill material used at this site should
be compacted to at least 95 percent of the maximum laboratory dry density as
determined by the Standard Proctor test, ASTM D 698. In conjunction with the
compacting operations, the select fill material should be brought within plus or minus 2
percentage points of optimum moisture content (-2 to +2).
Crushed Aggregate Base - Aggregate base placed below pavement should consist
of a high quality well-graded material meeting the Texas Department of Transportation
(TxDOT) specifications for Flexible Base (Item 247, Types A or B, Grades 1 or 2). The
base material should be compacted to a minimum of 98 percent of standard Proctor
(ASTM D 698) maximum laboratory dry density within plus or minus 2 percentage
points of optimum moisture content (-2 to +2). Recycled crushed concrete or caliche
may be used provided it meets these requirements and is approved by the
geotechnical engineer.
Except as noted in the Section 4.6, Cardno ATC recommends that any grade-raise fill placed
beneath the proposed building area meet the requirements of non-expansive select fill.
The moisture content must be maintained until placement of the first fill lift. Fill material, whether
non-expansive select fill or moisture conditioned on site soils, should be placed in loose lifts not
exceeding 8 inches in uncompacted thickness. The fill material should be uniform with respect to
material type and moisture content. Clods and chunks of material should be broken and the fill
material mixed as necessary, so that a material of uniform moisture and density is obtained for
each lift. Water required to bring the fill material to the proper moisture content should be applied
evenly through each layer.
Each lift should be compacted, tested, and approved before another lift is added. As a guide, one
field density test per lift for each 5,000 square feet of compacted area is recommended. For small
areas or critical areas the frequency of testing may need to be increased to one test per 2,500
square feet. A minimum of two tests per lift should be required. The purpose of the field density
tests is to provide some indication that uniform and adequate compaction and moisture control
are being achieved. The actual quality of the fill, as compacted, should be the responsibility of the
contractor and satisfactory results from the tests should not be considered as a guarantee of the
quality of the contractor's work.
Backfill placed within utility trenches that cross-pavement or building areas should be properly
compacted. Numerous parking, drive, sidewalk, and landscape areas have undergone settlement
due to soft backfill within utility trenches. Backfill placed in utility trenches or other excavated
areas within the building or paved area should be placed in lifts, compacted, and tested in
accordance with these earthwork recommendations. Trenches should be opened a sufficient
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width to safely allow compaction equipment access to the backfill and to safely allow for
confirmation testing to occur. Backfill should be placed in horizontal lifts, and if the trench is over 5
feet deep, the side slopes should be benched prior to placing the backfill.
4.5
Site Excavation Characteristics
Finished grades at the site have not been provided. However, we do not anticipate that
excavations that exceed the depth of our test borings will be required to develop the site. “Rock”
was not encountered in the test borings performed during this exploration. Therefore, rock
excavation is not anticipated.
Generally, excavations made at this site can be accomplished using standard excavation
equipment, such as large backhoes/excavators equipped with a soil bucket. Depending on
design grades (particularly in confined excavations), areas requiring difficult excavation
techniques may be necessary if very hard material is encountered.
At the time of our field exploration, groundwater was not observed. Depending on the depth and
type of excavations necessary, groundwater may be encountered. The presence and magnitude
of groundwater 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.
Groundwater traveling through the soil is often unpredictable. This could be due to seasonal
changes in groundwater and due to the unpredictable nature of groundwater paths. Therefore, it
is necessary during construction for the contractor to be observant for groundwater seepage in
excavations in order to assess the situation and make necessary changes and/or
recommendations.
In accordance with Texas State law, the design and maintenance of all excavation retention
systems is the sole responsibility of the Contractor. Attention is drawn to OSHA Standards 29
CFR - 1926 Subpart P for guidance in the design of such systems.
4.6
Monolithic Slab on Grade
The proposed store can be supported on a conventional reinforced, monolithic grade beam and
slab foundation system provided the building pad area is properly prepared. Without
improvement, it is our opinion that the slab foundation could experience total and differential
movements (resulting from volumetric changes due to shrinking/swelling of the underlying clayey
and sandy soils with seasonal moisture changes) of such magnitude (estimate 2 to 2.5 inches)
that damage to the slab foundation and superstructure could occur. In view of the existing
subsurface conditions encountered at the site and preliminary structural data, the following
recommendations are provided.
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Following site preparation, overexcavate a portion of the existing clayey soils to a sufficient depth
which will allow for placement of a minimum uniform thickness of 4 feet of select fill.
Overexcavation should extend outward beyond the proposed building lines for a distance of at
least 3 feet or a minimum of 1 foot beyond sidewalks and other exterior flatwork constructed
adjacent to the proposed structure (if it is desirable to minimize their movements as well). Bottom
of excavation should be graded so that compacted select fill will have a uniform depth. All
excavations shall conform to applicable OSHA regulations.
Once the required depth is reached and prior to select fill placement, the subgrade shall be
scarified to a minimum depth of 12 inches and compacted to at least 95 and not greater 100
percent of the maximum laboratory dry density as determined by ASTM D 698 within +1 and +3
percentage points above optimum moisture content. Compaction of weak or compressible
areas and the excavation base in general, can be aided by mixing 4 to 5 percent of hydrated
lime (by dry unit weight of soil) with the existing subgrade soils.
On-site clayey sands and sandy sands (PI of 15 or greater) generated from cuts can be used as
fill in areas where ground surface after grading is below the bottom elevation of the select fill.
These on-site soils should be placed in 6 to 8 inch thick loose lifts and compacted to at least 95
and not greater than 100 percent of standard Proctor (ASTM D 698) maximum laboratory dry
density within 1 to 3 percentage points above optimum moisture content. However, no on-site
materials should be placed in the aforementioned areas without the approval of the geotechnical
engineer.
After the bottom of the excavation has been properly compacted, select fill placement should
promptly commence to prevent drying of the subgrade soils. Subgrade soils allowed to dry
should be moistened with water prior to fill placement.
All select fill placed in the building pad area should be properly compacted and consist of a select
material. Compaction and composition of the select fill are described in Section 4.4. Select fill
shall have a minimum uniform thickness of 4 feet, measured from bottom of granular mat
(which is placed directly beneath floor slab) to bottom of excavation.
Earthwork operations should undercut the subgrade around the building perimeter following grade
beam construction so that 1 to 2 feet of on-site clayey sands and sandy clays (PI of 15 or greater)
may be placed at the ground surface to act as a barrier to surface water infiltration. Where
flatwork extends to the building, the barrier can be limited to a thickness of 1 foot. The thickness
of the barrier should be increased to 2 feet where landscaped areas are adjacent to the building.
The width of the replacement should be enough to remove the select fill, but should also be no
less than 5 feet wide. Failure to provide this could result in potential deep-seated swell. Under no
circumstances should a “bath tub effect” be created beneath the floor system.
Also, care should be taken to prevent the trench backfill for utilities from becoming a French drain
and piping surface or subsurface water beneath structure. The use of a two-foot wide clay or
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flowable fill plug shall be used adjacent to the structure within utility trenches to aid in preventing
infiltration of water into the building pad.
Foundation excavations should be observed by a Cardno ATC representative to determine if
grade beams will bear on satisfactory materials. Loose material should be removed from the
bases of all foundation excavations. Soils exposed in the bottoms of all satisfactory excavations
should be protected against detrimental changes in conditions such as disturbance, rain or
excessive drying. Surface runoff should be drained away from excavations and not allowed to
pond. Concrete for grade beams should be placed upon completion of excavations.
Estimated Foundation Movements - The above method of improving the existing subsurface
conditions should reduce estimated total and differential movements of the slab foundation to 1
inch or less. Actual amount of movement will depend upon loading conditions, moisture content
of underlying clayey soils at time of concrete and select fill placement, depth of expansive
materials, and site drainage during and after construction. Foundation movements may be
significantly more than those anticipated if free water is allowed to enter the underlying clayey
soils from such sources as plumbing leaks and irrigation systems. Careful field observation and
testing during subgrade preparation, select fill placement and compaction will also contribute
substantially to minimizing foundation movements.
The slab foundation should be designed with exterior and interior (as deemed necessary by the
structural engineer) grade beams adequate to provide sufficient rigidity to the foundation system.
All grade beams and the floor slab should be adequately reinforced with steel to minimize
cracking as normal movements occur in the foundation soils. The structural engineer should
evaluate configurations and reinforcement requirements for structural loadings,
anticipated foundation movements, shrinkage and temperature stresses.
A net allowable soil bearing pressure of 2,400 pounds per square foot (dead + live loads) can be
used for design of grade beams bearing a minimum of 12 inches below lowest adjacent grade on
compacted select fill. For seasonal moisture change protection, the exterior grade should be a
minimum of 18 inches above the bottoms of all exterior grade beams. Aforementioned bearing
value is based on a Factor of Safety of 3 and can be increased by 1/3 for effects of either seismic
or wind forces.
Foundation excavations shall be properly observed by the geotechnical engineer or his
representative to confirm that loose, soft or otherwise undesirable materials are removed such
that foundations will bear on sound material. Soils exposed in the bases of all satisfactory
foundation excavations shall be protected against detrimental change in condition such as rain or
excessive drying. Surface runoff shall be directed away from the excavations and not allowed to
pond within or near formed foundation excavations. If possible, all concrete for foundations should
be placed the same day the excavation is made.
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Furthermore, it is recommended that floor slab be supported on at least 4 inches of clean granular
material such as sand, sand and gravel or crushed stone having no more than 5 percent fines
passing No. 200 US Standard Sieve. This is to help distribute concentrated loads and equalize
moisture conditions beneath slab. If a capillary moisture barrier is desired, the blanket should
consist of a free-draining granular material meeting the following gradation, as determined by
ASTM D 422:
Sieve Size
Percent Passing
1 in
100
#4
0
In moisture sensitive areas, a vapor barrier consisting of 10 mil polyethylene sheeting should be
placed directly above the granular blanket. A 2 inch thick layer of damp, clean sand should be
placed directly above the vapor barrier to promote uniform curing of slab concrete and as a vapor
barrier puncture protection during construction process. The sand layer should be moistened with
water just prior to concrete placement.
4.7
Site Drainage and Landscaping
Movement of the slab foundation system, pavement, sidewalks and other exterior flatwork can be
expected because the underlying soils are subject to moderate shrinking and swelling with
changes in moisture content. An important feature of the project is to provide positive drainage
away from the structure. If water is permitted to stand next to or below the structure, excessive
soil movements (heave), greater than those calculated can occur. This results in cracking of floor
slabs, grade beams, interior partitions and doors out of square. Ponding water can result in soil
movements exceeding those previously given. A minimum slope of 1½ percent for paved areas
and 4 percent for unpaved areas shall be provided, such that the soil slopes away from the
building.
A well-designed site drainage plan is of utmost importance and surface drainage shall be provided
during construction and maintained throughout the life of the structure. Drainage patterns
approved at the time of finish grading should be maintained throughout the life of the building. It
should be understood that altered drainage patterns, landscaping, planters and other
improvements, as well as irrigation and variations in seasonal rainfall, all affect subsurface
moisture conditions, which in turn could affect pavement, exterior flatwork and structural
performance. Consideration should be given to the design and location of gutter downspouts,
planting areas, or other features, which may produce moisture concentration adjacent to or
beneath the structure or pavement. It is desirable that paving and/or exterior flatwork extend to
the building line rather than have planting areas next to the structure. If plantings are desired,
consideration should be given to the use of self-contained, watertight planters. Plantings adjacent
to buildings in expansive soils can cause heave from over watering or shrinkage due to moisture
depletion associated with the vegetation.
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Rainwater collected by the gutter system should be transported by pipe to a storm drain or to a
paved area. If downspouts discharge next to the structure onto flatwork or paved areas, the area
should be watertight in order to eliminate infiltration next to the building.
Also, good drainage should be provided in paved areas since the at/and near surface soils are
susceptible to pumping if they become saturated (wet). Pumping will contribute significantly to
pavement failure.
Joints next to the structure shall be sealed with a flexible joint sealer to prevent infiltration of
surface water. In general, the sealant used should remain plastic and flexible at normal service
temperatures. Sealing joints will help minimize the infiltration of surface water into the underlying
subgrade soils. Maintenance should include periodic inspection for open joints and cracks and
resealing as necessary.
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5.0 PAVEMENT
5.1
Design Considerations
Traffic loading information for the proposed pavement was not available at the time of this report
submittal. It is anticipated that the parking stalls will be subject to automobile and light truck traffic
only (standard duty pavement section) and that drives will be subject to both automobile and
occasional medium to heavy truck traffic (medium duty pavement section). If the anticipated
traffic loading conditions are different than indicated herein Cardno ATC should be contacted
since it could impact the recommendations presented in the following sections.
5.2
Pavement Subgrade Preparation
The pavement area should be prepared as previously recommended in Section 4.3. It is
anticipated that the pavement subgrade will consist of moderately plastic clayey sands and sandy
clays, and slightly plastic silty sands. Prior to fill placement and/or construction of the pavement,
the subgrade should be scarified to a minimum depth of 12 inches, moisture conditioned as
necessary, and then compacted as follows:
•
Clayey Sands and Sandy Clays (PI of 15 or greater) - To at least 95 and not more than
100 percent of standard Proctor (ASTM D 698) maximum laboratory dry density within 1 to
3 percentage points above optimum moisture content (+1 to +3).
•
Clayey Sands and Silty Sands (PI of 15 or less) - To at least 95 percent of standard
Proctor (ASTM D 698) maximum laboratory dry density within plus or minus 2 percentage
points of optimum moisture content (-2 to +2).
Compaction of the subgrade should extend a minimum of 2 feet beyond the outer edges of
pavement or curbs. Following compaction, the subgrade should be protected and
maintained in a moist condition until the pavement is placed.
5.3
Portland Cement Concrete Pavement (PCCP)
For moderately plastic and moderately expansive subgrade soils, a Portland cement concrete
(rigid) pavement section is typically recommended. Typical pavement sections for PCCP are
presented in the following Table 1:
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Table 1 - PCCP (Rigid) Sections
Pavement Section
Pavement Type
Parking Areas
Main Drive Lanes
Fire Lanes and
Dumpster Pad/Approach
Portland Cement
Concrete
5 inches
6 inches
7 inches
Crushed
Aggregate Base
4 inches
4 inches
4 inches
12 inches
12 inches
12 inches
Compacted
Subgrade
The following pavement materials are based on the Texas Department of Transportation (TxDOT)
Standard Specifications (2004 Edition).
Related material composition and compaction
requirements of the aggregate base material are provided in Section 4.4.
1. Portland Cement Concrete - TxDOT Item 360 - Concrete should have a minimum
flexural strength of 600 psi at 28 days; that corresponds to roughly 3,600-psi compressive
strength. Concrete should be steel reinforced and include joints to control the formation of
temperature and shrinkage related cracks. Concrete should include air entrainment to
increase the resistance to temperature effects. As a general guide, the air entrainment
should vary from 5 to 7 percent (total air volume).
2. Crushed Aggregate Base - TxDOT Item 247, Type A, Grade 2 or better. Recycled
crushed concrete or caliche may be used provided it meets these requirements and is
approved by the geotechnical engineer.
5.4
Hot-Mix Asphaltic Concrete Pavement (HMACP)
Typically, a rigid pavement section is recommended for long term performance. However, ATC
understands that a hot-mix asphaltic concrete (flexible) pavement section may be considered for
the majority of the paved areas at the site. Typical HMACP (flexible) sections for similar
applications are provided in the following Table 2:
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Table 2 - Typical HMAC (Flexible) Pavement Sections
Traffic
Flexible
Section
Standard-Duty
3" HMACP
(1.5” Surface Course - Type D over 1.5”
1
Leveling Course - Type B, TxDOT Item 340)
2
6" Aggregate Base
Medium-Duty
4" HMACP
(1.5” Surface Course - Type D over 2.5”
1
Leveling Course - Type B, TxDOT Item 340)
2
8" Aggregate Base
Compacted Subgrade
12 Inches
1. TxDOT – Texas Department of Transportation Standard Specifications for Construction of
Highways, Streets and Bridges (2004 Edition).
2. Item 247 as described in Section 4.4 and 5.3.
5.5
Pavement Considerations
Pavement design methods are intended to provide an adequate thickness of structural materials
over a particular subgrade, such that wheel loads are distributed to a level, which the subgrade
can support. The support characteristics of the subgrade do not account directly for shrink and
swell movements of an expansive soil subgrade. Thus, the pavement may be adequate from a
structural standpoint, yet still experience cracking and deformation due to shrink/swell movements
of the subgrade. Portland cement concrete (rigid) pavements generally perform better than
asphaltic concrete (flexible) pavements in these situations.
It is therefore, important to minimize moisture changes in the subgrade to reduce shrink/swell
movements and pumping. All pavements shall be sloped to provide rapid surface drainage.
Water should not be allowed to pond on or adjacent to the pavement.
The aforementioned pavement design recommendations are subject to successful completion of
site and subgrade preparation and structural fill placement as recommended in this report.
Imported soils used in paved areas should meet the criteria outlined in Section 4.4.
Since paving and grading are typically performed by separate contractors, a time lapse generally
occurs between the end of grading operations and the commencement of paving. Disturbance,
desiccation, and/or wetting of the subgrade prior to completion of paving can result in deterioration
of the previously compacted subgrade. A non-uniform subgrade can result in poor pavement
performance and local failures relatively soon after pavements are constructed. Where applicable,
we recommend the pavement subgrade be proofrolled (see Section 4.3), and the moisture
content and density of the top 12 inches of subgrade be checked within two days prior to
commencement of actual paving operations. If any significant event, such as precipitation, occurs
17
www.cardnoatc.com
after proofrolling, the subgrade shall be reviewed by qualified personnel immediately prior to
placing the pavement. The subgrade shall be in its finished form at the time of the final review.
A soils engineering technician working under the direction of a geotechnical engineer should
observe compaction of the subgrade and perform soil density tests to confirm that the subgrade
has been properly compacted in accordance with the recommendations presented herein. In
addition, all paving materials and paving operations should meet applicable specifications of
TXDOT or the local governing agency.
Utility trench backfill that lies within paved and other flatwork areas must be properly compacted.
Fill or backfill areas should be proofrolled to verify that soft or yielding subgrade areas have been
properly compacted (refer to Section 4.3 for detailed proofrolling recommendations).
It is important to minimize moisture changes in the pavement subgrade. The pavement and
adjacent areas should be well drained. Regular maintenance should be performed on cracks in
the pavement surface to prevent water passing through to the subgrade.
All joints including sawed joints should be properly cleaned and sealed as soon as possible to
avoid infiltration of water, small gravel, etc. Either cold-poured or hot-poured sealing material may
be used. Backing should be provided to hold the isolation joint sealant in place. Manufacturers’
instructions for mixing and installing the joint materials should be followed.
It is recommended that the concrete pavement be reinforced with No. 3 or larger bars supported
on appropriate chairs and placed on a minimum of approximately 24-inch (18-inch for pavement
thickness greater than 5 inches) centers in each direction. Additional reinforcing consisting of #5
bars should be included around openings for manholes, drains, planters, etc. Contraction joints
should not be placed greater than 20 feet on center each way (OCEW). The perimeter of the
pavements should have a stiffening curb section to reduce the potential for distress due to heavy
wheel loads near the edge of the pavements and to provide channelized drainage.
Periodic maintenance of all of the pavement should be anticipated. This should include sealing of
all cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or
near the pavement areas. Even with these precautions, some movements and related cracking
may still occur, requiring additional maintenance.
18
www.cardnoatc.com
6.0 BASIS FOR RECOMMENDATIONS
Cardno ATC’s professional services have been performed, findings obtained, and
recommendations prepared in accordance with generally accepted geotechnical engineering
principles and practices. Cardno ATC is not responsible for the conclusions, opinions, or
recommendations made by others based upon this data.
The scope of our services was intended to evaluate soil conditions within the primary influence of
the proposed structure and does not include an evaluation of potential deep soil conditions.
Analyses and recommendations submitted in this report are based upon the data obtained from
the soil test borings performed at the locations indicated. Regardless of the thoroughness of a
geotechnical exploration, there is always a possibility that conditions between test borings will be
different from those at specific test boring locations and that conditions will not be as anticipated
by the designers or contractors. In addition, the construction process itself may alter soil
conditions.
If any subsoil variations become evident during the course of this project, a re-evaluation of the
recommendations contained in this report will be necessary after Cardno ATC has had an
opportunity to observe the characteristics of the conditions encountered. The applicability of this
report should also be reviewed in the event that significant changes occur in the design, nature, or
location of the proposed construction.
Recommendations provided herein are based in part upon project information provided to Cardno
ATC and they apply only to the specific project and site discussed in this report. If the project
information is incorrect or if additional information is available, the correct or additional information
should be conveyed to Cardno ATC for review. Cardno ATC’s recommendations may then be
modified, if necessary. Experienced geotechnical personnel should observe and document the
construction procedures used and the conditions encountered. Unanticipated conditions and
inadequate procedures should be reported to the design team. Cardno ATC further recommends
that Cardno ATC is retained to provide these services based upon our familiarity with the project,
the subsurface conditions, and the intent of the recommendations and design criteria.
19
www.cardnoatc.com
APPENDIX
www.cardnoatc.com
To Hickory Tree Rd
B-6
B-1
B-5
B-2
B-4
B-3
Site/Boring Location Plan
O’Reilly Auto Parts Store – Balch Springs, TX
ATC Project #90.75356.0096
March 2013
BORING LOG
Client:
Boring #:
1
(Building)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
Date Started:
03-20-13
Hammer Wt., lb:
Date Completed:
03-20-13
Hammer Drop, in:
Driller:
Total Depth
Split Sampler OD, in:
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
CLAYEY SAND: light brown w/asphaltic concrete pieces & gravel,
& silty sand layers, compact - FILL
------------------------------------------------CLAYEY SAND: reddish brown, tan & light gray, compact
End of Test Boring at 20.5 feet
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
30
2
3
FIELD & LABORATORY DATA
Surface Elevation -
- - tan, reddish tan & light gray
140
Depth
Scale
Smpl.
No.
Smpl.
Type
--- 5
---10
---15
---20
---25
-
1
----------------2
----------------3
--------4
--------5
--------6
--------7
--------8
--------9
---------
ST
N
Bl/Ft
Qp
TSF
Mc
%
LL
PL
PI
Dd
PCF
45
12
34
12
22
124
35
10
25
4.5+
SS
12
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
--------10
---------
ST
4.5+
--------11
---------
SS
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
w ENCOUNTERED DURING
DRILLING
- #200
%
11
45
13
22
DRY
FT
FT
DRY
FT
BORING METHOD
AR-AIR ROTARY
CFA-CONTINUOUS FLIGHT AUGERS
HSA-HOLLOW STEM AUGERS
RW-ROTARY WASH
BORING LOG
Client:
Boring #:
2
(Building)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
Date Started:
10-02-12
Hammer Wt., lb:
Date Completed:
10-02-12
Hammer Drop, in:
Driller:
Total Depth
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
Surface Elevation -
SILTY SANDY: light brown, very loose
-----------------------------------------------SANDY CLAY: dark & light brown, hard w/occasional gravel
-----------------------------------------------CLAYEY SAND: reddish brown, tan & light gray, compact
End of test boring at 15 feet
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
3
Depth
Scale
Smpl.
No.
Smpl.
Type
--- 5
---10
---15
---20
---25
-
1
--------2
--------3
--------4
--------5
---------
ST
N
Bl/Ft
Qp
TSF
ST
4.0
ST
4.5+
ST
4.5+
ST
4.5+
--------6
---------
ST
4.5+
--------7
---------
ST
4.5+
--------8
---------
ST
4.5+
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
DRILLING
DRY
FT
FT
DRY
FT
- #200
%
Mc
%
LL
PL
PI
Dd
PCF
BORING METHOD
AR-AIR ROTARY
RW-ROTARY WASH
BORING LOG
Client:
Boring #:
3
(Building)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
Date Started:
03-20-13
Hammer Wt., lb:
Date Completed:
03-20-13
Hammer Drop, in:
Driller:
Total Depth
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
Depth
Scale
Surface Elevation -
SANDY CLAY: light grayish brown, soft to hard
- - dark brown, light gray & tan
-----------------------------------------------CLAYEY SAND: reddish brown, tan & light gray, compact
- - tan & light gray
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
3
--- 5
---10
---15
---20
---25
-
Smpl.
No.
Smpl.
Type
N
Bl/Ft
Qp
TSF
- #200
%
Mc
%
LL
PL
PI
42
13
29
Dd
PCF
ST
1
ST
0.5
ST
1.0
ST
3.2
16
ST
4.5+
13
ST
4.5+
--------6
---------
ST
4.5+
--------7
---------
ST
4.5+
--------8
---------
ST
4.5+
--------9
---------
ST
4.5+
--------2
--------3
--------4
--------5
---------
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
DRILLING
DRY
FT
FT
DRY
FT
17
54
20
BORING METHOD
AR-AIR ROTARY
RW-ROTARY WASH
BORING LOG
Client:
Boring #:
4
(Pavement)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
Date Started:
03-20-13
Hammer Wt., lb:
Date Completed:
03-20-13
Hammer Drop, in:
Driller:
Total Depth
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
Surface Elevation -
0 - +0.5', SILTY SAND: dark brown to light brown, very loose
CLAYEY SAND: reddish brown, tan & light gray, compact
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
3
Depth
Scale
Smpl.
No.
Smpl.
Type
--- 5
---10
---15
---20
---25
-
1
--------2
--------3
--------4
--------5
--------6
--------7
--------8
--------9
--------10
---------
ST
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
DRILLING
N
Bl/Ft
Qp
TSF
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
DRY
FT
FT
DRY
FT
- #200
%
Mc
%
LL
PL
PI
Dd
PCF
BORING METHOD
AR-AIR ROTARY
RW-ROTARY WASH
BORING LOG
Client:
Boring #:
5
(Pavement)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
Date Started:
10-02-12
Hammer Wt., lb:
Date Completed:
10-02-12
Hammer Drop, in:
Driller:
Total Depth
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
Surface Elevation -
SANDY CLAY to CLAYEY SAND: light brown to dark brown - FILL
------------------------------------------------SILTY SAND: dark brown to light brown, loose
- - tan & light brown
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
3
Depth
Scale
Smpl.
No.
Smpl.
Type
--- 5
---10
---15
---20
---25
-
1
--------2
--------3
--------4
--------5
---------
ST
3.0
ST
2.0
ST
4.5+
ST
4.5+
ST
4.5+
--------6
---------
ST
4.5+
--------7
---------
ST
4.5+
--------8
---------
ST
4.0
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
DRILLING
DRY
FT
FT
DRY
FT
N
Bl/Ft
Qp
TSF
- #200
%
Mc
%
LL
PL
PI
Dd
PCF
BORING METHOD
AR-AIR ROTARY
RW-ROTARY WASH
BORING LOG
Client:
Boring #:
6
(Pavement)
Project:
Project #: 90.75356.0096
Location:
Drawn By: TMC
Date Started:
10-02-12
Hammer Wt., lb:
Date Completed:
10-02-12
Hammer Drop, in:
Driller:
Total Depth
Logger:
DW
Rock Core Dia., in:
Boring Method:
CFA
Shelby Tube OD, in:
DESCRIPTION
Surface Elevation -
CLAYEY SAND: reddish brown & tan, compact
- - reddish brown, tan & light gray
SAMPLE
BS-BAG SAMPLE
ST-SHELBY TUBE
SS-SPLIT SAMPLER
RC-ROCK CORE
140
30
2
3
Depth
Scale
Smpl.
No.
Smpl.
Type
N
Bl/Ft
Qp
TSF
--- 5
---10
---15
---20
---25
-
--------1
---------
SS
9
4.5+
9
SS
20
4.5+
14
--------2
----------------3
--------4
--------5
--------6
--------7
--------10
---------
GROUNDWATER (GW)
L AT COMPLETION
x AFTER
HR
DRILLING
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
ST
4.5+
DRY
FT
FT
DRY
FT
- #200
%
Mc
%
LL
PL
PI
Dd
PCF
122
BORING METHOD
AR-AIR ROTARY
RW-ROTARY WASH
KEY TO SOIL SYMBOLS AND CLASSIFICATIONS
The abbreviations commonly used on each "Boring Log", as seen on the figures and in the text of the report, are as follows:
I.
SOIL DESCRIPTION
V.
(a) Cohesionless Soils
SOIL PROPERTY SYMBOLS
N:
Relative Density
N, BLOWS/FT
Very Loose
Loose
Compact
Dense
Very Dense
0 to 4
5 to 10
11 to 30
31 to 50
Over 50
Qu:
Qp:
Dd:
(b) Cohesive Soils
II.
III.
IV.
L:
Consistency
Qu, TSF
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Less than O.25
0.25 to 0.50
0.50 to 1.00
1.00 to 2.00
2.00 to 4.00
Over 4.00
Mc:
LL:
PL:
PI:
LI:
e:
Gs:
k:
i:
q:
h:
TSF:
PSF:
KSF:
PCF:
PLASTICITY
Degree of
Plasticity
Plasticity
Index
None to Slight
Slight
Medium
High to Very High
0-4
5 - 10
11 - 30
Over 30
VI.
Standard Penetration Resistance:
Number of blows by a 140 lb
hammer dropped 30 in, required
to drive a 2 in OD split spoon
sampler 1 ft
Unconfined Compressive
Strength, TSF
Pocket Penetrometer Unconfined
Compressive Strength, TSF
Natural Dry Unit Weight, PCF
Apparent Groundwater Level at
Time Noted
Moisture or Water Content, %
Liquid Limit
Plastic Limit
Plasticity Index
Liquidity Index (Mc-PL/PI)
Void Ratio
Specific Gravity of Solid
Particles
Coefficient of Permeability
Hydraulic Gradient
Rate of Discharge
Hydraulic Gradient
Tons per Square Foot
Pounds per Square Foot
Kips per Square Foot
Pounds per Cubic Foot
DRILLING/EXCAVATING AND
SAMPLING SYMBOLS
RELATIVE PROPORTIONS
Descriptive Term
Percent
Trace
Little
Some
And
1 - 10
11 - 20
21 - 35
36 - 50
AR:
CFA:
HSA:
RW:
BH:
AU:
BS:
RC:
SS:
Air Rotary
Continuous Flight Auger
Hollow Stem Auger
Rotary Wash
Backhoe
Auger Sample
Bag Sample
Rock Core
Split-Spoon, 1-3/8 in ID, 2 in OD,
Except as Noted
ST:
Shelby Tube, 3 in OD, Except as
Noted
WS: Wash Sample
OD: Outside Diameter
ID:
Inside Diameter
TxC: Texas Department of Transportation
Cone Penetrometer Test
RQD: Rock Quality Designation
CR:
Core Recovery, %
TS:
Tube Sample, 1.5 in or 2.5 in OD
RS:
Ring Sample, 2.5 in OD
PARTICLE SIZE IDENTIFICATION
Boulders:
Cobbles:
Gravel:
Sand:
Silt:
Clay:
8 in diameter or more
3 in to 8 in diameter
Coarse - 3/4 in to 3 in
Fine - 5.0 mm to 3/4 in
Coarse - 2.0 mm to 5.0 mm
Medium - 0.4 mm to 2.0 mm
Fine - 0.07 mm to 0.4 mm
- 0.002 mm to 0.07 mm
- less than 0.002 mm
NOTE:
SOILS ARE CLASSIFIED IN GENERAL
ACCORDANCE WITH THE UNIFIED SOIL
CLASSIFICATION SYSTEM
CARDNO ATC
1555 Valwood Parkway Suite 160
www.cardnoatc.com
972.919.3300
Fax 972.919.3395
January 8, 2013
Becky Piland
O'Reilly Automotive Stores, Inc.
233 South Patterson
Re: Phase I Environmental Site Assessment
Potential O'Reilly Site - Land Purchase (BLS)
11850 Elam Road
Balch Springs, TX 75180
O'Reilly - Balch Spings TX
Cardno ATC has completed a Phase I Environmental Site Assessment of the above-referenced property.
The report includes our findings and conclusions based on observations made on the day(s) of the site
reconnaissance and from information obtained from public agencies and other referenced sources.
Cardno ATC appreciates the opportunity to be of service to you for this project and we look forward to
working with you on future assignments. If you have questions regarding the information in this report
or if we can be of further assistance, please do not hesitate to contact our office.
Sincerely,
Cardno ATC
PHASE I ENVIRONMENTAL SITE ASSESSMENT
OF
11850 Elam Road
CARDNO ATC PROJECT NO. 90.75356.0096
December 26, 2012
Prepared by:
Prepared For:
Cardno ATC
Phone: 972.919.3300
Fax: 972.919.3395
Becky Piland
233 South Patterson
TABLE OF CONTENTS
1.0 Executive Summary...................................................................................................................................... 1
1.1 General Information.................................................................................................................................... 1
1.2 Findings and Conclusions Summary........................................................................................................... 2
1.3 Significant Data Gap Summary................................................................................................................... 2
1.4 Recommendations....................................................................................................................................... 3
2.0 Introduction...................................................................................................................................................4
2.1 Purpose........................................................................................................................................................ 4
2.2 Scope........................................................................................................................................................... 4
2.3 Significant Assumptions.............................................................................................................................. 4
2.4 Limitations and Exceptions......................................................................................................................... 4
2.5 Special Terms and Conditions (User Reliance)........................................................................................... 6
3.0 Site Description............................................................................................................................................. 7
3.1 Location and Legal Description.................................................................................................................. 7
3.2 Surrounding Area General Characteristics.................................................................................................. 7
3.3 Current Use of the Property.........................................................................................................................7
3.4 Description of Property Improvements....................................................................................................... 7
3.5 Current Uses of Adjoining Properties......................................................................................................... 7
4.0 User Provided Information.......................................................................................................................... 9
4.1 Title Records................................................................................................................................................9
4.2 Environmental Liens or Activity and Use Limitations (AULs)................................................................... 9
4.3 Specialized Knowledge or Experience of the User..................................................................................... 9
4.4 Significant Valuation Reduction for Environmental Issues......................................................................... 9
4.5 Owner, Property Manager, and Occupant Information............................................................................... 9
4.6 Reason For Performing Phase I ESA.......................................................................................................... 9
4.7 Other User Provided Documents................................................................................................................. 9
5.0 Records Review........................................................................................................................................... 10
5.1 Standard Environmental Records.............................................................................................................. 10
5.1.1 Federal Database Findings.................................................................................................................. 10
5.1.2 State and Tribal Database Findings..................................................................................................... 11
5.1.3 Local Environmental Record Sources................................................................................................. 11
5.2 Physical Setting Sources........................................................................................................................... 12
5.3 Historical Records Sources....................................................................................................................... 14
5.3.1 Aerial Photos....................................................................................................................................... 15
5.3.2 Fire Insurance Maps............................................................................................................................ 16
5.3.3 Property Tax Files............................................................................................................................... 16
5.3.4 Recorded Land Title Records.............................................................................................................. 16
5.3.5 Historical USGS Topographic Maps................................................................................................... 16
5.3.6 City Directories................................................................................................................................... 16
5.3.7 Building Department Records............................................................................................................. 17
5.3.8 Zoning/Land Use Records.................................................................................................................. 17
5.3.9 Prior Reports....................................................................................................................................... 17
5.3.10 Other Historical Sources................................................................................................................... 17
6.0 Site Reconnaissance.................................................................................................................................... 18
6.1 Methodology and Limiting Conditions..................................................................................................... 18
Project No. 90.75356.0096
Cardno ATC
TABLE OF CONTENTS
6.2 Hazardous Substance Use, Storage and Disposal..................................................................................... 18
6.3 Underground Storage Tanks...................................................................................................................... 18
6.4 Aboveground Storage Tanks...................................................................................................................... 18
6.5 Other Petroleum Products......................................................................................................................... 18
6.6 Polychlorinated Biphenyls (PCBs)............................................................................................................ 18
6.7 Unidentified Substance Containers........................................................................................................... 18
6.8 Nonhazardous Solid Waste........................................................................................................................ 18
6.9 Wastewater................................................................................................................................................. 19
6.10 Waste Pits, Ponds and Lagoons............................................................................................................... 19
6.11 Drains and Sumps.................................................................................................................................... 19
6.12 Septic Systems.........................................................................................................................................19
6.13 Stormwater Management System............................................................................................................ 19
6.14 Wells........................................................................................................................................................ 19
7.0 Interviews.................................................................................................................................................... 20
8.0 Other Environmental Conditions.............................................................................................................. 21
8.1 Asbestos-Containing Material (ACM)...................................................................................................... 21
8.2 Radon.........................................................................................................................................................21
8.3 Lead in Drinking Water............................................................................................................................. 21
8.4 Lead-Based Paint (LBP)............................................................................................................................ 21
8.5 Mold Screening......................................................................................................................................... 21
8.6 Additional User Requested Services......................................................................................................... 21
9.0 References.................................................................................................................................................... 22
10.0 Terminology............................................................................................................................................... 23
Appendices
Appendix A: Site Vicinity Map....................................................................................................................... 24
Appendix B: Site Plan..................................................................................................................................... 26
Appendix C: Site Photographs........................................................................................................................ 28
Appendix D: User Provided Documentation...................................................................................................34
Appendix E: Regulatory Database Report...................................................................................................... 46
Appendix F: Aerial Photographs................................................................................................................... 128
Appendix G: Historical Research Documentation........................................................................................ 142
Appendix H: Prior Reports............................................................................................................................ 166
Appendix I: Resumes.................................................................................................................................... 168
Appendix J: Records of Communication...................................................................................................... 176
Appendix K: Laboratory Reports.................................................................................................................. 178
Appendix L: Other Supporting Documentation............................................................................................ 180
Project No. 90.75356.0096
Cardno ATC
11850 Elam Road
Balch Springs, TX
1.0 Executive Summary
1.1 General Information
Project Information:
O'Reilly - Balch Spings TX
90.75356.0096
Site Information:
11850 Elam Road
County: Dallas
Latitude, Longitude:
32.719000, -96.623200
Site Access Contact:
Norman Guilloud
Consultant Information:
Cardno ATC
Phone:
972.919.3300
Fax:
972.919.3395
Inspection Date:
12/11/2012
Report Date:
12/26/2012
Client Information:
Becky Piland
233 South Patterson
Site Assessor
Renee Geyer-Ennis
Environmental Scientist
Project Manager
Thomas P. Frazer, P.G.
Environmental Manager
Senior Reviewer
Thomas P. Frazer, P.G.
Environmental Manager
National Account Manager
Dale M. Allison
Director, National Client Management
Environmental Professional:
I declare that, to the best of my professional knowledge and belief, I meet the definition of Environmental Professional as
defined in 312.10 of this part. We have the specific qualifications based on education, training, and experience to assess
a property of the nature, history, and setting of the subject property. We have developed and performed the all
appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312.
Thomas P. Frazer, P.G. - Environmental Manager
Project No. 90.75356.0096
1
Cardno ATC
11850 Elam Road
Balch Springs, TX
1.2 Findings and Conclusions Summary
Cardno ATC has performed a Phase I Environmental Site Assessment (ESA) in conformance with
the scope and limitations of ASTM Standard Practice E 1527-05 of the Potential O'Reilly Site –
Land Purchase located at 3601 Hickory Tree Road, Balch Springs, Texas 75180. Any exceptions
to, or deletions from, this practice are described in Section 2.0 of this report. This assessment has
revealed no evidence of recognized environmental conditions in connection with the property.
Report Section
Further
Action?
4.0
5.1.1
5.1.2
No
No
No
5.1.3
5.2
5.3
5.3.4
6.2
6.3
6.4
6.5
6.6
6.7
6.8
6.9
6.10
6.11
6.12
6.13
6.14
7.0
8.1
8.2
8.3
8.4
8.5
8.6
User Provided Information
Federal Database Findings
State and Tribal Database
Findings
Local Environmental Record
Sources
Physical Setting Sources
Historical Records Sources
Recorded Land Title Records
Hazardous Substance Use,
Storage and Disposal
Underground Storage Tanks
Aboveground Storage Tanks
Other Petroleum Products
Polychlorinated Biphenyls
(PCBs)
Unidentified Substance
Containers
Nonhazardous Solid Waste
Wastewater
Waste Pits, Ponds and
Lagoons
Drains and Sumps
Septic Systems
Stormwater Management
System
Wells
Interviews
Asbestos-Containing Material
(ACM)
Radon
Lead in Drinking Water
Lead-Based Paint (LBP)
Mold Screening
Additional User Requested
Services
De Minimis
Condition
REC
Historical
REC
ASTM
Nonscope
Condition
Description
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
1.3 Significant Data Gap Summary
Data gaps may have been encountered during the performance of this Phase I ESA and are
discussed within the section of the report where they were encountered. However, according to
ASTM Standard Practice E 1527-05, data gaps are only significant if "other information and/or
professional experience raises reasonable concerns involving the data gap." The following table is
a summary of significant data gaps identified in this report.
Project No. 90.75356.0096
2
Cardno ATC
11850 Elam Road
Balch Springs, TX
Report Section
3.5
Current Uses of Adjoining
Properties
4.2
Environmental Liens or Activity
and Use Limitations (AULs)
5.1
Standard Environmental Records
5.2
Physical Setting Sources
5.3
Historical Records Sources
6.1
Methodology and Limiting
Conditions
7.0
Interviews
Description
No significant data gaps identified.
1.4 Recommendations
Based on information collected from the Phase I ESA, Cardno ATC offers no recommendations.
Project No. 90.75356.0096
3
Cardno ATC
11850 Elam Road
Balch Springs, TX
2.0 Introduction
2.1 Purpose
The purpose of this Phase I ESA was to identify recognized environmental conditions in
connection with the property at the time of the site reconnaissance. The scope of work for this
Phase I ESA may also include certain potential environmental conditions beyond the scope of
ASTM Standard Practice E 1527-05 as listed below. This report documents the findings, opinions
and conclusions of the Phase I ESA.
2.2 Scope
This Phase I ESA was conducted in general accordance with the ASTM Standard Practice E
1527-05, consistent with a level of care and skill ordinarily practiced by the environmental
consulting profession currently providing similar services under similar circumstances. Significant
additions, deletions or exceptions to ASTM Standard Practice E 1527-05 are noted below or in the
corresponding sections of this report. The scope of this assessment included an evaluation of the
following:
- Physical setting characteristics of the property through a review of referenced sources such as
topographic maps and geologic, soils and hydrologic reports.
- Usage of the property, adjoining properties and surrounding area through a review of referenced
historical sources such as land title records, fire insurance maps, city directories, aerial
photographs, prior reports and interviews.
- Observations and interviews regarding current property usage and condition including: the use,
treatment, storage, disposal or generation of hazardous substances, petroleum products,
hazardous wastes, nonhazardous solid wastes and wastewater.
- Usage of adjoining and surrounding area properties and the likely impact of known or suspected
releases of hazardous substances or petroleum products from those properties on the property.
- Information in referenced environmental agency databases and local environmental records,
within the specified approximate minimum search distance from the property.
2.3 Significant Assumptions
The assumptions in this report were not considered as having a significant impact on the
determination of recognized environmental conditions associated with the property.
2.4 Limitations and Exceptions
Cardno ATC has prepared this Phase I ESA report using reasonable efforts to identify recognized
environmental conditions associated with hazardous substances or petroleum products at the
property. Findings contained within this report are based on information collected from
observations made on the day(s) of the site reconnaissance and from reasonably ascertainable
information obtained from certain public agencies and other referenced sources.
The ASTM Standard Practice E 1527-05 recognizes inherent limitations for Phase I ESAs,
including, but not limited to:
- Uncertainty Not Eliminated: a Phase I ESA cannot wholly eliminate uncertainty regarding the
potential for recognized environmental conditions in connection with a property.
- Not Exhaustive: a Phase I ESA is not an exhaustive assessment of the environmental conditions
on a property.
Project No. 90.75356.0096
4
Cardno ATC
11850 Elam Road
Balch Springs, TX
- Past Uses of the Property: a Phase I ESA does not require review of standard historical sources
at less than five year intervals. Therefore, past uses of the property may not be discovered.
Users of this report may refer to ASTM Standard Practice E 1527-05 for further information
regarding these and other limitations. This report is not definitive and should not be assumed to
be a complete and/or specific definition of all conditions above or below grade. Current subsurface
conditions may differ from the conditions determined by surface observations, interviews and
reviews of historical sources. The most reliable method of evaluating subsurface conditions is
through intrusive techniques, which are beyond the scope of this report. Information in this report
is not intended to be used as a construction document and should not be used for demolition,
renovation, or other property construction purposes. Any use of this report by any party, beyond
the scope and intent of the original parties, shall be at the sole risk and expense of such user.
Cardno ATC makes no representation or warranty that the past or current operations at the
property are, or have been, in compliance with all applicable federal, state and local laws,
regulations and codes. This report does not warrant against future operations or conditions, nor
does it warrant against operations or conditions present of a type or at a location not investigated.
Regardless of the findings stated in this report, Cardno ATC is not responsible for consequences
or conditions arising from facts not fully disclosed to Cardno ATC during the assessment.
An independent data research company provided the government agency databases referenced in
this report. Information on surrounding area properties was requested for approximate minimum
search distances and is assumed to be correct and complete unless obviously contradicted by
Cardno ATC's observations or other credible referenced sources reviewed during the
assessment. Cardno ATC shall not be liable for the database firm's failure to make relevant files
or documents properly available, to properly index files, or otherwise to fail to maintain to produce
accurate or complete records.
Cardno ATC makes no warranty, guarantee or certification regarding the quality, accuracy or
reliability of any prior report provided to Cardno ATC and discussed in this Phase I ESA report.
Cardno ATC expressly disclaims any and all liability for any errors or omissions contained in any
prior reports provided to Cardno ATC and discussed in this Phase I ESA report.
Cardno ATC used reasonable efforts to identify evidence of aboveground and underground
storage tanks and ancillary equipment on the property during the assessment. "Reasonable
efforts" were limited to observation of accessible areas, review of referenced public records and
interviews. These reasonable efforts may not identify subsurface equipment or evidence hidden
from view by things including, but not limited to, snow cover, paving, construction activities, stored
materials and landscaping.
Any estimates of costs or quantities in this report are approximations for commercial real estate
transaction due diligence purposes and are based on the findings, opinions and conclusions of this
assessment which are limited by the scope of the assessment, schedule demands, cost
constraints, accessibility limitations and other factors associated with performing the Phase I ESA.
Subsequent determinations of costs or quantities may vary from the estimates in this report. The
estimated costs or quantities in this report are not intended to be used for financial disclosure
related to FASB Statement No. 143, FASB Interpretation No. 47, Sarbanes/Oxley Act or any
United States Securities and Exchange Commission reporting obligations, and may not be used
for such purposes in any form without the express written permission of Cardno ATC.
Cardno ATC is not a professional title insurance or land surveyor firm and makes no
guarantee, express or implied, that any land title records acquired or reviewed in this report, or any
physical descriptions or depictions of the property in this report, represent a comprehensive
definition or precise delineation of property ownership or boundaries.
The Environmental Professional Statement in Section 1.1 of this report does not "certify" the
findings contained in this report and is not a legal opinion of such Environmental Professional. The
Environmental Professional Statement is meant to document Cardno ATC's opinion that an
Project No. 90.75356.0096
5
Cardno ATC
11850 Elam Road
Balch Springs, TX
individual meeting the qualifications of an Environmental Professional was involved in the
performance of the assessment and that the activities performed by, or under the supervision of,
the Environmental Professional were performed in conformance with the standards and practices
set forth in 40 CFR Part 312 per the methodology in ASTM E 1527-05 and the scope of work for
this assessment.
Per ASTM Standard Practice E 1527-05, Section 6, User Responsibilities, the User of this
assessment has specific obligations for performing tasks during this assessment that will help
identify the possibility of recognized environmental conditions in connection with the property.
Failure by the User to fully comply with the requirements may impact their ability to use this report
to help qualify for Landowner Liability Protections (LLPs) under CERCLA. Cardno ATC makes no
representations or warranties regarding a User's qualification for liability protection under any
federal, state or local laws or regulations.
In accordance with the ASTM Standard Practice E 1527-05, this report is presumed to be valid for
a six month period. If the report is older than six months, the following information must be
updated in order for the report to be valid: (1) regulatory review, (2) site visit, (3) interviews, (4)
specialized knowledge, and (5) environmental liens. Reports older than one year may not meet
ASTM Standard Practice E 1527-05 and therefore, the report must be updated to reflect current
conditions and property-specific information.
Other limitations and exceptions that are specific to the scope of this report may be found in
corresponding sections.
2.5 Special Terms and Conditions (User Reliance)
This report is for the use and benefit of, and may be relied upon by, O'Reilly Automotive Stores,
Inc., and any of its affiliates, and third parties authorized in writing by O'Reilly Automotive Stores,
Inc. and Cardno ATC, including the lender(s) in connection with a secured financing of the
property, and their respective successors and assigns. Any third party agrees by accepting this
report that any use or reliance on this report shall be limited by the exceptions and limitations in
this report, and with the acknowledgment that actual site conditions may change with time, and
that hidden conditions may exist at the property that were not discovered within the authorized
scope of the assessment. Any use by or distribution of this report to third parties, without the
express written consent of Cardno ATC, is at the sole risk and expense of such third party.
Cardno ATC makes no other representation to any third party except that it has used the degree of
care and skill ordinarily exercised by environmental consultants in the preparation of the report and
in the assembling of data and information related thereto. No other warranties are made to any
third party, either express or implied. Unless otherwise agreed upon in writing by Cardno ATC and
a third party, Cardno ATC's liability to any third party authorized to use or rely on this report with
respect to any acts or omissions shall be limited to a total maximum amount of $100,000.
Project No. 90.75356.0096
6
Cardno ATC
11850 Elam Road
Balch Springs, TX
3.0 Site Description
3.1 Location and Legal Description
The property address is 3601 Hickory Tree Road, Balch Springs, Dallas County, Texas, 75180.
The Site Vicinity Map is located in Appendix A. The Site Plan is located in Appendix B. Site
Photographs are provided in Appendix C. According to information obtained from the Client and
Dallas Central Appraisal District (DCAD), the property is identified as GW Glover Abst 525 Pg 303,
Tr II, Acs: 6.99.
3.2 Surrounding Area General Characteristics
The property is located in an area that consists of commercial development and wooded,
undeveloped land. The property is located inside the Balch Springs city limits within Dallas County.
According to the information provided by the City of Balch Springs, the property is currently zoned
for "C-1, Commercial District One." The area vicinity is relatively flat with a very slight slope to the
west. Specific uses of the adjoining properties are discussed in Section 3.5.
3.3 Current Use of the Property
The property consists of approximately 0.924 acres of wooded, undeveloped land. According to
the Property Manager, Mr. Norman Guilloud, the property has always been undeveloped land.
Additionally, Mr. Guilloud was not aware of any environmental issues with respect to the property.
3.4 Description of Property Improvements
The following table describes general descriptions and features as noted during Cardno ATC's
inspection of the property. Specific environmental issues, such as chemical/waste storage and
use, polychlorinated biphenyls (PCBs), wells, etc. are discussed in Section 6.0 of this report.
Property Improvements
Size of Property (approximate)
General Topography of Property
Adjoining and/or Access/Egress Roads
Paved or Concrete Areas (including parking)
Unimproved Areas
Landscaped Areas
Surface Water
Potable Water Source
Sanitary Sewer Utility
Storm Sewer Utility
Electrical Utility
Natural Gas Utility
0.924 acres
Generally flat; slight slope to the west
Elam Road to the north
None
Entire property
None
None
City of Balch Springs (vicinity)
Oncor Electric
Atmos Energy
3.5 Current Uses of Adjoining Properties
Current uses of the adjoining properties were observed to be as described in the following table.
Based on the nature of operations, visual observations, and the regulatory review (see Section
5.1), the surrounding properties are considered unlikely to represent an environmental concern to
the property at this time. A site plan indicating th use of neighboring properties is included in
Appendix B. Photographs of the neighboring properties are included in Appendix C.
Project No. 90.75356.0096
7
Cardno ATC
11850 Elam Road
Balch Springs, TX
Direction From Address
Site
North
11820 Elam
Road
East
11850 Elam
Road
South
N/A
West
N/A
Project No. 90.75356.0096
Occupant(s) Name
Current Use
CVS Pharmacy
Retail
Potential Environmental
Conditions
None
Popeye's Chicken &
Biscuits
None
None
Retail
None
Undeveloped
Undeveloped
None
None
8
Cardno ATC
11850 Elam Road
Balch Springs, TX
4.0 User Provided Information
The following section summarizes information (if any) provided by O'Reilly Automotive Stores,
Inc.(User) with regard to the Phase I ESA. Documentation may be found in Appendix D or where
referenced in this report.
4.1 Title Records
User provided no title records information.
4.2 Environmental Liens or Activity and Use Limitations (AULs)
The User provided no information regarding property environmental liens or activity and use
limitations (AULs). Cardno ATC contracted Environmental Data Resources, Inc. (EDR) of Milford,
Connecticut to perform an environmental lien search for the property. According to EDR, no
environmental liens or AULs (such as engineering controls, land use restrictions or institutional
controls) were identified for the property. A copy of the report is included in Appendix L. The
review of the environmental lien and AUL search did not identify past uses indicating recognized
environmental conditions at the property.
4.3 Specialized Knowledge or Experience of the User
The User provided no specialized knowledge or experience regarding recognized environmental
conditions associated with the property.
4.4 Significant Valuation Reduction for Environmental Issues
The User provided no information regarding a significant valuation reduction for environmental
issues associated with the property.
4.5 Owner, Property Manager, and Occupant Information
The User provided specific information identifying the property owner, manager and/or occupants.
The User identified the property owner as Bruce Norman Guilloud 50% and BSTX Land LLC 50%.
According to the User, the property is undeveloped.
4.6 Reason For Performing Phase I ESA
According to information provided by the User, this Phase I ESA will be used in connection with a
possible commercial real estate transaciton to identify recognized environmental conditions
associated with the property.
4.7 Other User Provided Documents
The User provided no other documents as described in the ASTM Standard Practice E 1527-05.
Cardno ATC provided the User with the ASTM 1527-05 User Questionnaire for Completion. Ms.
Becky Piland with O'Reilly Automotive Stores, Inc. completed the questionnaire. The User
Questionnaire did reveal any indication of recognized environmental condition(s) to the property.
The completed User Questionnaire is included in Appendix D.
Project No. 90.75356.0096
9
Cardno ATC
11850 Elam Road
Balch Springs, TX
5.0 Records Review
5.1 Standard Environmental Records
The regulatory agency database report discussed in this section, provided by Environmental Data
Resources, Inc. (EDR) of Milford, Connecticut, was reviewed for information regarding reported
releases of hazardous substances and petroleum products on or near the property. Cardno ATC
also reviewed the "unmappable" (also referred to as "orphan") listings within the database report,
cross-referencing available address information and facility names. Unmappable sites are listings
that could not be plotted with confidence, but are potentially in the general area of the property,
based on the partial street address, city, or zip code. Any unmappable site that was identified by
Cardno ATC as being within the approximate minimum search distance from the property, based
on the site reconnaissance and/or cross-referencing to mapped listings, is included in the
discussion within this section. The complete regulatory agency database report may be found in
Appendix E.
Database
NPL
Proposed NPL
DELISTED NPL
CERCLIS
CERCLIS-NFRAP
CORRACTS
RCRA-TSDF
RCRA-LQG
RCRA-SQG
RCRA-CESQG
US ENG CONTROLS
US INST CONTROL
ERNS
US BROWNFIELDS
RCRA-NonGen
SHWS
SWF/LF
IOP
UST
AST
LIENS
SPILLS
AUL
DRYCLEANERS
BROWNFIELDS
WELLS - TCEQ
LPST
VCP TCEQ
Ind. Haz Waste
PRIORITY CLEANERS
MSD
Target
Property
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
Search
Distance
(Miles)
1
1
1
0.5
0.5
1
0.5
0.25
0.25
0.25
0.5
0.5
TP
0.5
0.25
1
0.5
TP
0.25
0.25
TP
TP
0.5
0.25
0.5
TP
0.5
0.5
TP
0.5
0.5
< 1/8
1/8 - 1/4
1/4 - 1/2
1/2 - 1
>1
Total
Plotted
0
0
0
0
0
0
0
0
0
0
0
0
NR
0
0
0
0
NR
1
0
NR
NR
0
0
0
NR
0
0
NR
0
0
0
0
0
0
0
0
0
0
0
0
0
0
NR
0
0
0
0
NR
0
0
NR
NR
0
0
0
NR
0
0
NR
0
0
0
0
0
0
0
0
0
NR
NR
NR
0
0
NR
0
NR
0
0
NR
NR
NR
NR
NR
0
NR
0
NR
2
0
NR
0
0
0
0
0
NR
NR
0
NR
NR
NR
NR
NR
NR
NR
NR
NR
0
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
NR
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
2
0
0
0
0
5.1.1 Federal Database Findings
No sites were identified in the federal agency databases reviewed.
Project No. 90.75356.0096
10
Cardno ATC
11850 Elam Road
Balch Springs, TX
5.1.2 State and Tribal Database Findings
The following listing(s) with a known or significant potential for release and impact on the property
were identified in the state and tribal databases searched:
Hickory Tree Mart
11900 Elam Road
Balch Springs, Texas 75180
Databases: UST, Financial Assurance
Approximate Distance from the Property: Approximately 200 feet east of the property.
Assumed Groundwater Gradient: Topographically up-gradient of the property.
Regulatory Data Summary: This site is listed on the state UST database for currently utilizing
one 25,213-gallon gasoline UST installed in 2000. This facility is not listed on the LPST database
and no violations were reported. According to the Financial Assurance database, this facility was
self-certified in February 2012, indicating that the facility's insurance is current.
Discussion: Based on current regulatory status, and the absence of reported releases, the listing
on the state UST database is not considered an environmental concern to the property at this time.
Based on distance (i.e., more than 500 feet from the property), topography, assumed groundwater
gradient, current regulatory status, and/or the absence of reported releases, none of the other
sites listed in the state and tribal databases are considered to represent a likely past, present or
material threat of release on the property.
5.1.3 Local Environmental Record Sources
Local Environmental Agency
Cardno ATC submitted an Open Records Request to the City of Balch Springs City Secretary for
copies of records relating to environmental permits or regulations which may be on-file for the
Property. At the time this report was prepared, the records had not been received. If information is
received which changes the conclusions/recommendations of this assessment, this information will
be forwarded as an addendum to this report. The lack of a response is considered a data gap.
However, based on information obtained from other sources during the course of this assessment,
the presence of this data gap does not appear to represent a significant data gap.
Fire Department
copies of records relating to spills, hazardous chemical release, ASTs, and USTs which may be
on-file for the Property. At the time this report was prepared, the records had not been received. If
information is received which changes the conclusions/recommendations of this assessment, this
information will be forwarded as an addendum to this report. The lack of a response is considered
a data gap. However, based on information obtained from other sources during the course of this
assessment, the presence of this data gap does not appear to represent a significant data gap.
Department of Planning and Zoning
information on the zoning of the Property. At the time this report was prepared, the records had not
been received. If information is received which changes the conclusions/recommendations of this
assessment, this information will be forwarded as an addendum to this report. The lack of a
response is considered a data gap. However, based on information obtained from other sources
during the course of this assessment, the presence of this data gap does not appear to represent
a significant data gap.
According to the City of Balch Springs' online zoning map, the property is zoned C-1, Commercial
District One. A copy of the map is included in Appendix L.
Project No. 90.75356.0096
11
Cardno ATC
11850 Elam Road
Balch Springs, TX
Building Department
copies of records relating to available building permits and Certificates of Occupancy for the
property which may be on-file for the property. At the time this report was prepared, the records
had not been received. If information is received which changes the conclusions/recommendations
of this assessment, this information will be forwarded as an addendum to this report. The lack of a
response is considered a data gap. However, based on information obtained from other sources
during the course of this assessment, the presence of this data gap does not appear to represent
a significant data gap.
Electrical Utility Company
Cardno ATC spoke with the site contact who confirmed that Oncor Energy owns the electrical
transformers located in the property vicinity.
Water Utility
Cardno ATC spoke with the site contact who confirmed that Dallas County Water District provides
potable water utilities to the property vicinity. Cardno ATC reviewed the 2011 Dallas County WCID
6 Drinking Water Quality Report and found no problems with regard to the quality of drinking water
supplied by the city. The source of drinking water for the city is purchased surface water. A copy of
the Water Quality Report is included in Appendix L.
Sewer Utility
Cardno ATC spoke with the site contact who confirmed that the City of Balch Springs provides
municipal storm and sanitary utilities to the property vicinity. There are no known problems relating
to the storm or sanitary sewer system.
Other Local Environmental Records Sources
No additional local environmental records sources were reviewed.
5.2 Physical Setting Sources
Topography
Cardno ATC reviewed the United States Geological Survey (USGS) 7.5 minute Topographic
Series Seagoville, Texas Quadrangle, dated 1959, revised 1968 and 1973. According to the
topographic map, the elevation of the property is approximately 470 feet above mean sea level.
The contour lines in the area of the property indicate the property is generally flat. The contour
lines in the surrounding area indicate that the surrounding area slopes generally to southwest. No
apparent indications of environmental impact were observed on the topographic map.
A copy of the topographic map is included in Appendix A.
Geology
According to the Geologic Atlas of Texas, Dallas Sheet, produced by the University of Texas at
Austin, Bureau of Economic Geology, 1972 (revised 1987), the property is located in an area
underlain by the Upper Cretaceous-aged Ozan Formation, also called the "lower Taylor marl" (Ko).
This formation is composed of calcareous clay, with silt and sand content that increases upward.
The clay is montmorillonitic, medium gray in color, and the formation exhibits blocky, conchoidal
fractures. The Ozan Formation contains some glauconite, phosphate pellets, hematite nodules,
and pyrite nodules. The thickness of the Ozan Formation is approximately 500-feet.
Project No. 90.75356.0096
12
Cardno ATC
11850 Elam Road
Balch Springs, TX
Soils
Review of the Soil Survey of Dallas County, Texas, issued by the United States Department of
Agriculture Soil Conservation Service (USDA SCS) in 1980 and the USDA Natural Resources
Conservation Service, National Cooperative Soil Survey, online Web Soil Survey, indicates that
the property is underlain by the following soils:
Rader-Mabank complex, 0 to 2 percent slopes- This complex is made up of deep, moderately well
drained and somewhat poorly drained, nearly level and gently sloping soils on uplands. The areas
are irregular in shape and range from 30 to several hundred acres in size. In winter, the Mabank
soil has a perched water table at a depth of 0.6 to 1.0 foot. The Rader soil makes up about 65
percent of this complex, the Mabank soil makes up 20 percent, and minor soils make up the rest.
The Rader soil is on mounds and in high areas, and the Mabank soil is in low areas. Typically, the
surface layer of the Rader soil is slightly acid, dark grayish brown fine sandy loam 8 inches thick.
To a depth of 16 inches, the soil is medium acid, yellowish brown sandy clay. To a depth of 30
inches, it is strongly acid, mottled red, brown, and gray clay loam and clay. To a depth of 38
inches, the soil is mottled, moderately alkaline, brown and gray clay. To a depth of 64 inches, it is
moderately alkaline, brown clay that has yellowish brown, brown, and gray mottles. Runoff is slow,
and the hazard of erosion is slight. Permeability is very slow, and the available water capacity is
high.
Typically, the surface layer of the Mabank soil is neutral, grayish brown fine sandy loam 5 inches
thick. To a depth of 12 inches, the soil is slightly acid, gray clay loam. To a depth of 31 inches, it is
strongly acid, gray and dark gray clay, and to a depth of 65 inches, it is medium acid, gray clay.
Runoff is very slow, and the hazard of erosion is slight. Permeability is very slow. The available
water capacity is high. These soils have medium potential for urban uses. The high shrink-swell
potential, low strength, corrosivity, and wetness of these soils are limitations to urban
development, but they can be overcome through good design and careful installation.
Hydrology
The State Database Well Information (SDWI) database included in the EDR database report
indicated that there are no wells within 1/8-mile of the property.
The Aquiflow information included in the EDR database report was developed by EDR to provide
data on the general direction of groundwater flow at specific points. The Aquiflow information
indicated that there are no wells within one mile of the property.
The Site-Specific Hydrogeologic information included in the EDR database report contains
information obtained by the installation of wells on a specific site, and can often be an indicator of
groundwater flow direction in the immediate area of such wells. The Site-Specific Hydrogeologic
information indicated that there are no wells within 1- ¼ miles of the property.
As interpreted from the USGS topographic map, local shallow groundwater in the property area is
anticipated to be between 10 and 20 feet below the ground surface and to flow towards the
southwest. Therefore, in assessing potential external environmental impact, properties located
northeast of the property are of primary concern due to their inferred up gradient location.
However, actual groundwater gradient is often locally influenced by factors such as underground
structures, seasonal fluctuations, soil and bedrock geology, production wells, and other factors
beyond the scope of this study.
Based on Cardno ATC's review of the Aquifers of Texas, produced by the University of Texas at
Austin, Bureau of Economic Geology, 2001 (revised 2004), prepared by the Texas Water
Development Board, the property is underlain by the Trinity major aquifer and Woodbine minor
aquifer. The Trinity Aquifer occurs at a depth of approximately 2,000 feet below ground surface.
The Trinity Aquifer consists of three Early Cretaceous aged formations: Paluxy, Glen Rose, and
Twin Mountains-Travis Peak. These formations extend from the Red River to the Hill Country of
south central Texas. Extensive historical development of the Trinity Aquifer in the Fort
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
Worth-Dallas region has caused the water level to drop as much as 550 feet. Therefore, since the
mid-1970s, many public water supply wells have been abandoned and surface water is currently
the primary water source for the area.
Estimated groundwater levels and/or flow directions may vary due to seasonal fluctuations in
precipitation, local usage demands, geology, underground structures, or dewatering operations,
and can be more accurately determined through the installation of groundwater monitoring wells.
No past groundwater investigations have been identified for the property; thus, no property-specific
groundwater information was available. Cardno ATC did not obtain any additional information
concerning the hydrology of the property during the course of this investigation. Cardno ATC was
not able to determine the actual groundwater flow direction, as neither the property nor properties
in the immediate vicinity have undergone investigation that would result in groundwater monitoring.
Other Physical Setting Sources
Flood Plain Map
Cardno ATC reviewed the Federal Emergency Management Agency (FEMA) Flood Insurance
Rate Map (FIRM) for Dallas County, Texas and Incorporated Areas, Panel 530 of 725, Map
Number 48113C0530 J, effective August 23, 2001. From the map it is apparent that the property is
located in Zone X (unshaded), considered outside the 100-year and 500-year flood zones, and
Zone X (shaded), considered within the 500-year flood zone, the 100-year flood zone with average
depths less than one foot or drainage area less than one square mile, or in an area protected by
levees from 100-year flood. The west-adjoining property is located in Zone A, considered a special
flood hazard area inundated by 100-year flood, no base flood elevations determined. Based on
this information, flood insurance may be required for the property.
A copy of the flood plain map is included in Appendix L.
Wetlands Map
An official wetlands determination survey for the property was not required by the scope of this
Phase I ESA; however, Cardno ATC reviewed the U.S. Department of the Interior Fish and Wildlife
Service (USFWS) National Wetlands Inventory, available on the USFWS National Wetlands
Inventory website, for information regarding potential wetlands on the property and in the
surrounding area. Based on the review of the USFWS website it was determined that no wetland
areas on the property. Cardno ATC did not observe areas that appeared to be wetlands or
observed areas with wetland-type vegetation at the property. Please note that this assessment did
not include a formal determination by a wetland delineator relating to the presence of possible
wetland areas on the property.
A copy of the digital wetlands map obtained through the USFWS internet website is included in
Appendix L.
5.3 Historical Records Sources
The table presented below summarizes the findings of the research pertaining to historical
property and surrounding area uses.
In general, the property was undeveloped, wooded land from prior to 1942 to present. A road was
located on the northern portion of the property circa 1968 to 1995.
ASTM Standard E 1527-05 requires review of historical use resources at approximately five-year
intervals, if the property use has changed, and back to first developed use, or back to 1940,
whichever is earlier. Interval gaps (greater than five years) were encountered during the research
of historical use information for the property and surrounding area. However, based on the review
of available historical sources, these interval gaps did not have an impact on the REC
determinations of this assessment and are not considered significant data gaps.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
HISTORICAL USE SUMMARY
Period
Prior to 1940
1940 - 1960
1961 - 1980
1981 - 2001
2002-present
Source(s)
None
Aerial Photographs (1942, 1958)
Topo Maps (1959)
Topo Maps (1968, 1973)
City Directories (1975, 1980)
City Directories (1985, 1989, 1993,
1998)
Tax Records (2000, 2001)
Aerial Photographs (2004, 2005,
2006, 2008)
City Directories (2003)
Tax Records (2002 to 2012)
Intervals/Comments
No records available prior to 1942.
No records available prior to 1942.
Data gap: 1942 to 1958
Data gap: 1959 to 1968
None
None
5.3.1 Aerial Photos
Cardno ATC reviewed available aerial photographs of the property and surrounding areas
obtained by EDR. Available aerial photographs ranged from 1942 to 2008. The following table
includes descriptions and interpretations from the aerial photograph review. Copies of reproducible
aerial photographs are included in Appendix F.
AERIAL PHOTOGRAPH SUMMARY
Year
1942, 1958
Scale
1"=500'
1968, 1972
1"=500'
1984, 1995
1"=500'
2004, 2005,
2006, 2008
1"=500'
Property Comments
The property consists of wooded land.
Surrounding Area Comments
The surrounding area consists primarily
of wooded land. Single family
residences are located north of the
property.
The property consists of wooded land. A The surrounding area consists primarily
road is located across the northern
of wooded land. Single family
portion of the property.
residences are located north of the
property.
The property consists of wooded land. A The surrounding area consists primarily
road is located across the northern
of wooded land. Elam Road is adjoining
north of the property followed by
undeveloped land.
The property consists of wooded land
Elam Road is adjoining north of the
with a cleared area across the northern
property followed by commercial
development. Commercial development
is adjoining east of the property. The
areas to the south and west consist of
wooded land.
The aerial photographs review allow the property use(s) to be traced back to 1942. Based on the
review of the aerial photographs, it appears that the property was wooded land from 1942 to 2008.
A road crossed the northern portion of the property in the 1968 through 1995 aerial photographs.
The review of aerial photographs did identify past uses indicating recognized environmental
conditions at the property or surrounding area.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
5.3.2 Fire Insurance Maps
A search for fire insurance maps for the property and surrounding area was conducted by EDR.
No such maps for the property were available.
5.3.3 Property Tax Files
Cardno ATC reviewed available tax files from the Dallas Central Appraisal District in an attempt to
identify historical ownership information on the property. Limited historical information was
available for the property. The following table contains information for the owner of the property as
listed in the tax files available for review.
TAX RECORDS OWNERSHIP SUMMARY
Owner
Guilloud Norman Bruce & Lynn H TR
Date
2000-2012
5.3.4 Recorded Land Title Records
The acquisition of recorded land title records was not required by the scope of work for the Phase I
ESA.
5.3.5 Historical USGS Topographic Maps
Cardno ATC reviewed reasonably ascertainable historical USGS Topographic Maps for
information regarding past use of the property at obtained from EDR. The available historical
Seagoville, Texas quadrangle topographic maps are dated 1893, 1959, 1968, and 1973. The
property and surrounding area is depicted as undeveloped land in the 1893 map reviewed. The
property is shaded green, indicating woodlands, in the 1959, 1968, and 1973 maps reviewed. A
road is depicted across the northern portion of the property in the 1968 and 1973 maps.
Documentation is included in Appendix G.
The review of historical USGS Topographic Maps did not identify past uses indicating recognized
environmental conditions at the property or surrounding area.
5.3.6 City Directories
Research regarding the availability of historical city directories was was obtained from EDR. The
following are descriptions and interpretations from the historical city directory review.
Documentation is included in Appendix G.
CITY DIRECTORY SUMMARY
Year
1975, 1980, 1985
1989
1993
1998
2003
Property Comments
No listings
No listings
No listings
No listings
No listings
Surrounding Area Comments
No listings
Independent Bank (11900 Elam Road)
No listings
Rent to Own (11900 Elam Road)
Eckerd Drugs (11820 Elam Road);
Hickory Tree Inc. (11900 Elam Road)
The review of city directories did not identify past uses indicating recognized environmental
conditions at the property or surrounding areas.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
5.3.7 Building Department Records
Cardno ATC attempted to obtain building department records from the City of Balch Springs. At
the time this report was prepared, the records had not been received. If information is received
which changes the conclusions/recommendations of this assessment, this information will be
forwarded as an addendum to this report. The lack of a response is considered a data gap.
However, based on information obtained from other sources during the course of this assessment,
the presence of this data gap does not appear to represent a significant data gap.
5.3.8 Zoning/Land Use Records
Cardno ATC attempted to review available historical zoning/land use records provided by the City
of Balch Springs for information regarding past uses of the property and surrounding area.
According to the City of Balch Springs, the property is currently zoned C-1 Commercial District
One. No historical zoning information was provided. Documentation is included in Appendix L.
The review of historical zoning/land use records did not identify past uses indicating recognized
environmental conditions at the property or surrounding area.
5.3.9 Prior Reports
No prior reports were made available for the property.
5.3.10 Other Historical Sources
No other historical sources were reviewed.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
6.0 Site Reconnaissance
The following is a summary of visual and/or physical observations of the property on the day of the
site visit. Photographs can be found in Appendix C.
6.1 Methodology and Limiting Conditions
Renee Geyer-Ennis conducted the site reconnaissance on December 11, 2012 and was
unescorted. The site reconnaissance consisted of visual and/or physical observations of: the
property and improvements; adjoining sites as viewed from the property; and, the surrounding
area based on visual observations made during the trip to and from the property. Unimproved
portions of the property (if any) were observed along the perimeter and in a general grid pattern in
safely accessible areas, if accessible and possible. Building exteriors (if any) were observed along
the perimeter from the ground, unless described otherwise. Building interiors (if any) were
observed as they were made safely accessible, unless described otherwise.
6.2 Hazardous Substance Use, Storage and Disposal
Cardno ATC did not observe the use, storage or disposal of hazardous substances, including
hazardous wastes, on the property.
6.3 Underground Storage Tanks
Cardno ATC did not observe evidence of underground storage tanks on the property.
6.4 Aboveground Storage Tanks
Cardno ATC did not observe evidence of aboveground storage tanks on the property.
6.5 Other Petroleum Products
Cardno ATC did not observe the use, storage, or disposal of other petroleum products in
transformers, hydraulic lifts or other containers on the property.
6.6 Polychlorinated Biphenyls (PCBs)
Cardno ATC did not observe transformers, hydraulic lifts or other potentially PCB-containing
equipment on the property.
6.7 Unidentified Substance Containers
Cardno ATC did not observe the presence of unidentified substance containers on the property.
6.8 Nonhazardous Solid Waste
Cardno ATC observed a small quantity of wood and concrete debris on the eastern boundary of
the property. The debris does not represent an environmental concern to the property; however,
the debris should be properly disposed.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
6.9 Wastewater
Cardno ATC did not observe evidence of wastewater generated, treated or discharged (including
sanitary sewage) on the property or to adjoining properties.
6.10 Waste Pits, Ponds and Lagoons
Cardno ATC did not observe evidence of waste pits, ponds or lagoons on the property.
6.11 Drains and Sumps
Cardno ATC did not observe evidence of drains or sumps on the property.
6.12 Septic Systems
Cardno ATC did not observe evidence of a septic system on the property.
6.13 Stormwater Management System
Cardno ATC did not observe any evidence of surface water, surface impoundments, retention
ponds, dry wells, or other stormwater management systems at the property. Stormwater at the
property either infiltrates the ground or flows over land to adjoining properties to the south and to
the west.
6.14 Wells
Cardno ATC did not observe evidence of wells on the property.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
7.0 Interviews
The persons identified in the table below were interviewed to obtain information regarding
recognized environmental conditions in connection with the property. Pertinent information from
the interviews is discussed in applicable sections of this report with details documented (including
failed attempts to interview) on Record of Communication forms in Appendix J.
INTERVIEWS DETAIL TABLE
Interview Type:
Method:
Name:
Title:
Company/Agency:
Street Address:
City:
State:
Zip Code:
Phone:
Fax:
Date(s):
Comments:
Client
In Writing
Becky Piland
Paralegal
233 S. Patterson
Springfield
Missouri
65802
417-862-2647 Ext.8677
N/A
December 4, 2012
No environmental concerns with the property were identified.
Interview Type:
Method:
Name:
Title:
Company/Agency:
Street Address:
City:
State:
Zip Code:
Phone:
Fax:
Date(s):
Comments:
Local Govt. Official
Email
N/A
City Secretary
City of Balch Springs
3117 Hickory Tree Road
Balch Springs
Texas
75180
972-557-6070
N/A
December 10, 2012
No response received.
Interview Type:
Method:
Name:
Title:
Company/Agency:
Street Address:
City:
State:
Zip Code:
Phone:
Fax:
Date(s):
Comments:
Owner
Telephone
Norman Guilloud
Owner
BSTX Land LLC
28 Yard Road
Stockton
NJ
08559
908-208-2635
908-782-4402
December 11, 2012
Mr. Guilloud was interviewed on December 11, 2012 regarding his knowledge and history
about the property. According to Mr. Guilloud, the property has always been undeveloped
land. Additionally, Mr. Guilloud was not aware of any environmental issues with respect to
the property.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
8.0 Other Environmental Conditions
8.1 Asbestos-Containing Material (ACM)
The property is currently undeveloped. Therefore, consideration of ACM was not included in the
scope of work for this ESA.
8.2 Radon
Radon is a naturally occurring colorless, odorless gas that is a by-product of the decay of
radioactive materials potentially present in bedrock and soil. Radon gas may enter the lowest level
of a building through floor cracks, structural joints, or plumbing conduits. The EPA guidance action
level for annual residential exposure to radon is 4.0 Pico Curies per liter of air (pCi/L). The
guidance action level is not a regulatory requirement for private owners of commercial real estate,
but is commonly used for comparison purposes to suggest whether further action at a building may
be prudent.
Cardno ATC's review of published propensity data revealed that the property is located in USEPA
Radon Zone 3, which indicates that the average indoor level of radon is predicted to be less than
2.0 pCi/L. Specific published data from the state database compiled by EDR for Dallas County
showed that approximately 96.8 percent of 95 indoor test results were below the referenced
USEPA Standard of 4.0 pCi/L. The average activity measured was 1.2 pCi/L for the area. Specific
published data from the federal database compiled by EDR for the 75180 zip code showed that 96
percent of 82 indoor test results were below the referenced USEPA Standard of 4.0 pCi/L. The
average activity measured was 1.183 pCi/L for the area. Therefore, as part of this assessment, it
was not necessary to conduct Radon tests, and no additional investigations with regard to radon
are recommended at this time.
8.3 Lead in Drinking Water
The property is currently undeveloped. Therefore, consideration of Lead in Drinking Water was not
included in the scope of work for this ESA.
8.4 Lead-Based Paint (LBP)
Consideration of LBP on painted surfaces was not included in the scope of work for this ESA.
8.5 Mold Screening
Consideration of mold was not included in the scope of work for this ESA.
8.6 Additional User Requested Services
No additional User requested services were included in the scope of work for this ESA.
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
9.0 References
ASTM International, Standard Practice for Environmental Site Assessments: Phase I
Environmental Site Assessment Process, ASTM Designation E 1527-05, November 2005.
City of Balch Springs, Open Records Request to City Secretary. Website,
http://tx-balchsprings.civicplus.com/forms.aspx?fid=67
City of Balch Springs, Zoning Map. Website,
http://www.cityofbalchsprings.com/DocumentView.aspx?DID=60
Dallas Central Appraisal District. Website, http://www.dcad.org.
Dallas County Water Control and Improvement District #6, 2011 Water Quality Report. Website,
http://www.dc6.org/
Environmental Data Resources, Inc., The EDR Aerial Photography Print Service, Inquiry Number
3473439.5, dated December 12, 2012, Aerial Photographs dated 1942, 1958, 1968, 1972, 1984,
1995, 2004, 2005, 2006, and 2008.
Environmental Data Resources, Inc., The EDR City Directory, Abstract, Inquiry Number
3473439.6, dated December 13, 2012.
Environmental Data Resources, Inc., The EDR Environmental Lien and AUL Search, Inquiry
Number 3473439.8, dated December 12, 2012.
Environmental Data Resources, Inc., The EDR Historical Topographic Map Report, Inquiry
Number 3473439.4, dated December 10, 2012.
Environmental Data Resources, Inc., The EDR Radius Report with GeoCheck®; Inquiry Number
3473439.2s; dated December 10, 2012.
Environmental Data Resources, Inc., The EDR Sanborn Map Print, Inquiry Number 3473439.3,
dated December 10, 2012.
Federal Emergency Management Agency Flood Insurance Rate Map. Dallas County, Texas and
Incorporated Areas. Panel 530 of 725. Map Number 48113C0530J. Effective August 23, 2001.
National Resources Conservation Service, National Cooperative Soil Survey, online Web Soil
Survey. Website, http://websoilsurvey.nrcs.usda.gov/app.
Texas Water Development Board, University of Texas at Austin, Bureau of Economic Geology.
Aquifers of Texas. 2001 (revised 2004).
United States Fish and Wildlife Service National Wetlands Inventory Map, Online Mapper,
http://www.fws.gov/wetlands/Data/Mapper.html.
United States Geological Survey 7.5-Minute Series Topographic map. Seagoville, Texas
Quadrangle. 1959 (photorevised 1968 and 1973).
University of Texas at Austin, Bureau of Economic Geology. Geologic Atlas of Texas, Dallas
Sheet. 1972 (revised 1987).
Project No. 90.75356.0096
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Cardno ATC
11850 Elam Road
Balch Springs, TX
10.0 Terminology
The following provides definitions and descriptions of certain terms that may be used in this
report. Italics indicate terms that are defined by ASTM Standard Practice E 1527-05. The
Standard Practice should be referenced for further detail (such as the precise wording), related
definitions or additional explanation regarding the meaning of terms.
recognized environmental condition(s) (REC) - the presence or likely presence of any hazardous
substances or petroleum products on a property under conditions that indicate an existing release,
a past release, or a material threat of a release of any hazardous substances or petroleum
products into structures on the property or into the ground, ground water, or surface water of the
property. The term includes hazardous substances or petroleum products even under conditions in
compliance with laws. The term is not intended to include de minimis conditions.
de minimis conditions - are conditions that generally do not present a threat to human health or the
environment and that generally would not be the subject of an enforcement action if brought to the
attention of appropriate governmental agencies. Conditions determined to be de minimis are not
recognized environmental conditions.
historical recognized environmental condition(s) (HREC) - environmental condition which in the
past would have been considered a recognized environmental condition, but which may or may
not be considered a recognized environmental condition currently. The final decision rests with the
environmental professional and will be influenced by the current impact of the historical recognized
environmental condition on the property. If a past release of any hazardous substances or
petroleum products has occurred in connection with the property, with such remediation accepted
by the responsible regulatory agency (for example, as evidenced by the issuance of a no further
action letter or equivalent), this condition shall be considered a historical recognized environmental
condition.
material threat - a physically observable or obvious threat which is reasonably likely to lead to a
release that, in the opinion of the environmental professional, is threatening and might result in
impact to public health or the environment. An example might include an aboveground storage
tank system that contains a hazardous substance and which shows evidence of damage such that
it may cause or contribute to tank integrity failure with a release of contents to the environment.
threat to human health or the environment - a substantial risk of harm to public health or the
environment resulting from the presence or likely presence of an existing release, a past release,
or a material threat of a release of any hazardous substances or petroleum products into
structures on the property or into the ground, ground water, or surface water of the property. An
example might include a release of a hazardous substance in concentrations exceeding applicable
governmental agency standards under conditions that could reasonably and foreseeably result in
substantial exposure to humans or substantial damage to natural resources. The risk of that
exposure or damage would represent a threat to human health or the environment.
generally would not be the subject of an enforcement action - the likelihood that an environmental
condition would not be subject to enforcement action if brought to the attention of appropriate
governmental agencies. If the circumstances suggest an enforcement action would be less likely
than not, then the condition is considered to be generally not likely the subject of an enforcement
action.
Project No. 90.75356.0096
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Cardno ATC
SECTION 01 23 00
ALTERNATES
PART 1 – GENERAL
1.01
SUMMARY
A. Provide list price for each alternate in Bid Form. Include cost of modifications to other work to
accommodate alternate. Include related costs such as overhead and profit.
B. Owner will determine which alternates are selected for inclusion in the Contract.
C. Alternates are described briefly in this section. The Contract Documents define the requirements
for alternates.
D. Coordinate alternates with related work to ensure that work affected by each selected alternate is
properly accomplished.
PART 2 – PRODUCTS- Not Applicable To This Section
PART 3 – EXECUTION
3.01
SCHEDULE
A. List of alternates:
1. Alternate No. 1 (Deduct Alternate) 32 11 26 – Hot Mixed Asphalt Paving: Provide hot
mixed asphalt paving in lieu of concrete paving where indicated on the drawings, except
for the parking area directly in front of the building where concrete paving, as originally
detailed, is to extend 20 feet away from the face of sidewalk and length to extend to align
with each end of the building face. At locations where hot mixed asphalt paving
transitions into building foundation provide a 2-foot wide concrete paving apron consisting
of 5” thick concrete with (2) #4’s cont. Provide concrete curb/gutter, dumpster pad, and
drive aprons as originally detailed.
2. Alternate No. 2 (Add Alternate) 32 80 00 – Irrigation Systems: Provide underground lawn
irrigation system. System shall include separate water service, meter and tap. Provide
system design as shown on drawing sheets “L3” and part of “SU1”.
END OF SECTION

Specifications and Geotech

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