ADDENDUM #1 -- 7200 IFB-- NS Water Main Ph 3 - SPECIFICATIONS AND DRAWINGSAddendum No. 1 File #/IFB# 7200
DTN12314 – North-South Phase II 36-inch/42-inch Water Transmission Main DTN12314
CITY OF DENTON
NORTH-SOUTH PHASE II 35-INCH/42-INCH WATER TRANMISSION MAIN
ADDENDUM NO. 1
IFB #7200
NOVEMBER 1st, 2019
BID DATE: Thursday, November 21st, 2019, 11:00 a.m.
The following additions, deletions, modifications, or clarifications shall be made to the appropriate
sections of the plans and specifications and shall become a part of the Contract Documents. Bidders
shall acknowledge receipt of this Addendum in the space provided on the Bid form.
QUESTIONS:
NOTE: Any questions from IONWAVE not answered in this addendum will be answered in
subsequent addendum.
1. Drawings show installation of 16" WL pipe. No bid items exist for this work. Can bid items be
provided for 16" WL Pipe?
a. Yes, a bid item can be provided.
2. Sheet PL-10 station 1+00 states "16 x 12 reducer weld x MJ to be installed by Thompson pipe
group". Is Thompson pipe group under contract with the city to perform this work? If not, is the
contractor required to use Thompson pipe group for this work? They may not be the best option
for the City as it pertains to price and availability.
a. Replace Thompson Pipe Group with Rangeline. City requires Rangeline. Contractor is
responsible for all associated coordination and payment.
3. Current bid item of asphalt pavement restoration states "Asphalt Pavement Repair (11' width)"
to be measured by the LF. Currently base on the drawings areas of asphalt to be replaced will be
in excess of 11' wide. In some areas it would be 18' wide. Can the bid item be setup to be
measured and paid by the square yard to account for the various widths that will occur on the
project?
a. Asphalt pavement repair will be changed to square yard unit price and bid item
description will include square yards based on 22 foot road repair width.
4. Please provide thickness required of HMAC surface course and base course for us to include in
the asphalt pavement repair bid item.
a. This item is listed in Special Contract Requirements and Bid Item Definitions per
specifications.
5. What is the estimated cost or budget for this project?
a. Estimate is $3,000,000
6. Several pages are missing out of the set of drawings posted. The index has 33 pages, the plan
set posted has 26. All of the cathodic protection sys pages CP1 thru CP7 are missing. Please
clarify.
a. This will be included in this addendum.
7. What is the estimated cost range?
a. Estimate is $3,000,000
8. Will seeding/sod restoration be required for this project? If so how will this work be measured
and reimbursed to the contractor. Currently no bid item exists for seed/sod restoration, can one
be added?
Addendum No. 1 File #/IFB# 7200
DTN12314 – North-South Phase II 36-inch/42-inch Water Transmission Main DTN12314
a. Seeding and sodding restoration will be required. Refer to General Note #8 on Sheet
G-2. It is subsidiary to the cost of the work, thus there will be no separate bid item for
it.
9. Will temporary asphalt pavement be required? If so can a pay item be provided for this work?
a. Pay item will be added, and will be included in this addendum
10. Is a project estimate available?
a. Estimate is $3,000,000
11. Station 1+05 and 43+20 Call for Access Manway. The profile shows precast structure to finish
grade. Currently no bid item exists for access manway for contractor to include pricing, will one
be provided? If not where is the contractor to include the price for access manways?
a. Pay item will be added, and will be included in this addendum
12. Will offsite manufacturer facility witness testing of the 42" gate valves be required? If so how
will this be reimbursed to the contractor?
a. Offsite manufacturer facility witness testing of the 42” gate valves will not be required.
CONTRACT DOCUMENTS:
SPECIFICATIONS:
A1-1 Bid Proposal Form
A. Replace Bid Proposal Form with Attached
A1-2 Section 26 42 00.02 Impressed Current Cathodic Protection
A. Replace: Section 26 42 00.02 with updated Section 13 47 13 Cathodic Protection System
A1-3 Special Requirements and Bid Item Descriptions
A. Replace
i. BID ITEM Item 26 Asphalt Pavement Repair (11’ width)
Measurement and Payment for sawcut and repair of pavement will be per linear
foot of open trench pipe installation through an improved area. The price bid
for pavement sawcut and repair from construction activities shall be full
compensation for sawing existing asphalt pavement as described in the plans
and specifications, removal and disposal of rubble, grading, subgrade
preparation, concrete, forms and rebar, HMAC, HMAC sealant, flexbase, tack
and prime coats, finishing, testing temporary roads and replacement of any
culverts or curb and gutters damaged from construction activities. 2” overlay
shall be on full width of the road. Full depth road replacement is not warranted.
Replace material in trench as noted in plans and specs. Replace the first 2” of
HMAC for full width road surfaces with HMAC Type C.
With
ii. BID ITEM Item 26 Asphalt Pavement Repair
Measurement and Payment for sawcut and repair of pavement will be per
square yard of open trench pipe installation through an improved area. The
price bid for pavement sawcut and repair from construction activities shall be
full compensation for sawing existing asphalt pavement as described in the
plans and specifications, removal and disposal of rubble, grading, subgrade
preparation, concrete, forms and rebar, HMAC, HMAC sealant, flexbase, tack
and prime coats, finishing, testing temporary roads and replacement of any
culverts or curb and gutters damaged from construction activities. Pavement
Addendum No. 1 File #/IFB# 7200
DTN12314 – North-South Phase II 36-inch/42-inch Water Transmission Main DTN12314
repair shall be on full width of the road (22 feet). Full depth road replacement is
not warranted. Replace material in trench as noted in plans and specs. Replace
with 2” surface course HMAC Type C and 4” base with HMAC Type B.
B. Add BID ITEM 29 Manway Vault General: Reference Plan Detail. Payment: Payment for
this item shall be at the contract unit price per each.
C. Add BID ITEM 30 Temporary Asphalt Repair General: This is for the temporary
construction to allow access to driveways and residences during construction. 2” HMAC
Type C material.
D. Add BID ITEM 31 This is a city allowance for asbestos removal per property. Payment per
each property.
E. Add BID ITEM 32 Remove existing building from property shown in plan sheets. Payment
per each property.
A. Add BID ITEM 33 General: The requirements of City of Denton NCTCOG Amendment Item
501.14 are applicable Payment: Payment for this item shall be at the contract price per
linear foot
A1-4 ADD Appendix
A. Add Appendix D Geotechnical Engineering Report Denton Municipal Electric Hickory
Substation
PLAN SET:
A1-5 Sheet G-2
A. ADD General note 42. For Payment of material testing reference general
conditions 13.03 B. This payment procedure includes but is not limited to the density
testing of the embedment material and the concrete testing. This note supersedes any
other payment of material testing comments in the specification and plans.
A1-6 Sheet PL-1
A. ADD Note: 5. No benching or sloping allowed in roadway
A1-7 Sheet PL-2
A. Reissue PL-2 due the underground electric at station 9+63.67
A1-8 Sheet PL-3
A. ADD Note: 5. No benching or sloping allowed in roadway
A1-9 Sheet PL-4 and PL-5
A. REISSUE these two sheets due to the following changes: adjusted steel casing
length at station 18+11.76 to station 19+20.52 and adjustment of existing underground
utility depth and added notes 5 and 6
A1-10 Sheet PL-6
A. ADD Note: 5. No benching or sloping allowed in roadway
A1-11 Sheet PL-7
A. Reissue to add in house survey for lots 316, 320 and 324 N. Bonnie Brae Sheet
A1-12 Sheet PL-8
Addendum No. 1 File #/IFB# 7200
DTN12314 – North-South Phase II 36-inch/42-inch Water Transmission Main DTN12314
A. Replace 18” RCP with 12” PVC crossing at 39+23.70 and
B. ADD Note: 4. No benching or sloping allowed in roadway
A1-13 Sheet PL-9
A. Add 100 LF Asphalt Pavement Repair between 42+25.00 to 43+24.93
B. ADD Note 4. No benching or sloping allowed in roadway
A1-14 Sheets CP-1 to CP-6
A. ADD these six sheets for cathodic protection system
END OF ADDENDUM NO. 1
11/1/2019
A1-1
To:From:CONTRACTOR NAME
ADDRESS
CITY
CONTACT
PROJ.:North-South Phase 3 - 42" Water Transmission Main PHONE
IFB:7200 EMAIL
ENG
PMO:180006 SECTION 00 42 43
Item
No.Spec. Section No. Description of work UOM BID QTY Unit Price Extended Price
1 COD NCTCOG AM ITEM 203.3 Mobilization LS 1
2 COD NCTCOG AM ITEM 203.3 General Site Preparation LS 1
3 13 47 13 Corrosion Protection LS 1
4 COD NCTCOG AM ITEM 201 SWPPP Plan and Implementation LS 1
5 COD NCTCOG AM ITEM 201 Traffic Control Plan and Implemenation LS 1
6 2 Portable Changeable Message Signs DAY 270
7 COD NCTCOG AM ITEM 501.14 6'' C900 DR-14 PVC Water Line LF 21
8 COD NCTCOG AM ITEM 501.14 12'' C900 DR-14 PVC Water Line LF 618
9 COD NCTCOG AM ITEM 503.3 60”x3/4” Thick Steel Casing By Bore LF 237
10 COD NCTCOG AM ITEM 503.3 60''x3/4'' Thick Steel Casing By Open Cut LF 145
11 COD NCTCOG AM 107.19.3 Excavation Protection (Trench Safety)LF 3,988
12 8" Blowoff Valve Assembly EA 1
13 COD NCTCOG AM ITEM 502.3 Fire Hydrant Assembly EA 3
14 Connect to Existing Fire Hydrant Assembly EA 1
15 33 12 16.23 6'' Gate Valve and Box EA 1
16 33 12 16.23 12'' Gate Valve and Box EA 1
17 33 12 16.26 42'' Butterfly Valve Assembly EA 3
18 COD NCTCOG AM ITEM 502.6.3 2'' Type 1 CAV Assembly EA 1
19 COD NCTCOG AM ITEM 502.6.3 4'' Type 2 CAV Assembly EA 2
20 Connect to Existing 16'' Water Line EA 2
21 Connect to Existing 12'' Water Line EA 2
22 Connect to Existing 42'' Water Line EA 2
23 COD NCTCOG AM ITEM 502.10.3A Reconnect Water Meter (long) EA 2
24 COD NCTCOG AM ITEM 502.10.3A Reconnect Water Meter (short) EA 3
25 Remove exisitng 16" and 20" Water Line LF 1,475
26 Asphalt Pavement Repair SY 7,200
27 Sidewalk Replacement SY 13
28 Curb and Gutter Replacement LF 1,601
29 Manway Vault EA 2
30 Temporary Asphalt Repair SY 500
31 Asbestos Removal from Property (Each
Property)EA 3 30,000.00$ 90,000.00$
32 Remove Existing Building(s) from Property
(Each Property)EA 3
33 COD NCTCOG AM ITEM 501.14 16'' DIP Special Class 52 LF 20
1A 33 11 13.13 & 09 97 16 42 Inch Water Line (Poly Coated Steel)LF 4,225
1B 33 05 01.05 42 Inch Water Line (Bar-Wrapped)LF 4,225
TOTAL BASE BID PLUS CHOSEN ALTERNATE BID:
5% CONTENGENCY:
North-South Phase 3 - 42" Water Transmission Main
TOTAL BASE BID:
Alternate A Bid- Poly-Coated Steel Pipe
City of Denton - Capital Projects
901-B Texas Street
Denton, TX 76209
Laura Hermosillo/Purchasing Dept.
BIDDERS APPLICATION - UNIT PRICE BID
TOTAL ALT. "A" BID:
TOTAL ALT. "B" BID:
Alternate B Bid-Bar Wrapped Pipe
TOTAL PROJECT BID:
CONTRACTOR NAME
A1-2
Section 13 47 13 - 1
SECTION 13 47 13
CATHODIC PROTECTION SYSTEM
PART 1 - GENERAL
1.1 THIS SECTION INCLUDES
A. The WORK, as described in this Section, includes providing a complete cathodic protection
(CP) system for the following structures as outlined in this Section and on the Drawings:
1. A new 42-inch diameter pipeline approximately 4,200-feet long along Bonnie Brea
Street in Denton, Texas. Pipeline material options include dielectrically coated steel and
mortar coated pipe.
B. Electrical isolation is required of the structures from adjacent metallic structures, steel
reinforced concrete structures, casings, structures of dissimilar metal or dissimilar coatings,
conduits, and all other metallic components that may impact the operation of the CP system.
C. Electrical bonding is required of all non-insulated, non-welded pipe joints and mechanical
joints.
D. Installation of rectifiers, anode beds, insulating joints, test stations, other components
associated with the CP system, and all other work described herein and on the Drawings.
E. Provision of electrical power for rectifiers, including any easements, permits, trenching,
conduits, services meters, and other items as required. Not all required items are shown on
the Drawings.
F. Installation of galvanic anodes, insulating joints, test stations, other components associated
with the CP system, and all other work described herein and on the Drawings.
G. Testing of CP system during installation.
H. Cleanup and restoration of work site.
I. Final System Checkout: Testing of CP system after installation and backfill.
1.2 REQUIREMENTS
A. If the products installed as part of this Section are found to be defective or damaged or if the
WORK of this Section is not in compliance with these Specifications, then the products and
WORK shall be corrected at the CONTRACTOR’s expense.
B. Any retesting required due to inadequate installation or defective materials shall be paid for
by the CONTRACTOR at no additional cost to the owner.
C. The WORK also requires that one Supplier or Subcontractor accept responsibility for the
WORK, as indicated, but without altering or modifying the CONTRACTOR's responsibilities
under the Contract Documents.
D. The WORK also requires coordination of assembly, installation, and testing between the
pipeline contractor and any CP material supplier or subcontractor.
Section 13 47 13 - 2
E. All electrical WORK shall be in accordance with NEC and local requirements.
1.3 RELATED SECTIONS
A. The following Sections apply to the WORK of this Section. Other Sections of the
Specifications, not referenced below, shall also apply to the extent required for proper
performance of this WORK.
1. Site Safety and Regulatory Requirements
2. Excavation, Trenching, Backfilling, and Compacting
3. Piping
4. Cast-In-Place Concrete
5. Protective Coatings
1.4 REFERENCED SPECIFICATIONS, CODES AND STANDARDS
A. The WORK of this Section shall comply with the current editions of the codes and standards
referenced in this specification, including the following:
1. ASTM ASTM International
a. A518 Standard Specification for Corrosion-Resistant High-Silicon Iron
Castings
b. B3 Standard Specification for Soft or Annealed Copper Wire
c. B8 Standard Specification for Concentric-Lay-Stranded Copper
Conductors, Hard, Medium-Hard, or Soft
d. B80 Standard Specification for Magnesium-Alloy Sand Castings
e. B418 Standard Specification for Cast and Wrought Galvanic Zinc
Anodes
f. B843 Standard Specification for Magnesium Alloy Anodes for
Cathodic Protection
g. C94 Standard Specification for Ready-Mixed Concrete
h. D1248 Standard Specification for Polyethylene Plastics Extrusion
Materials for Wire and Cable
i. D1785 Standard Specification for Poly Vinyl Chloride (PVC) Plastic
Pipe, Schedules 40, 80, and 120.
2. AASHTO American Association of State Highway and Transportation
Officials
Section 13 47 13 - 3
a. H20 Specification for Highway Bridges
3. NACE International, the Corrosion Society
a. RP0375 Field-Applied Underground Wax Coating Systems for
Underground Pipelines: Application, Performance, and Quality
Control
b. SP0169 Control of External Corrosion on Underground or Submerged
Metallic Piping Systems
c. SP0286 Electrical Insulation of Cathodically Protected Pipelines
d. SP0572 Design, Installation, Operation and Maintenance of Impressed
Current Deep Anode Beds
e. TM0497 Measurement Techniques Related to Criteria for Cathodic
Protection on Underground or Submerged Metallic Piping
Systems
4. NFPA National Fire Protection Association
a. NFPA 70 National Electric Code (NEC)
5. NEMA National Electrical Manufacturers Association
a. 250 Enclosures for Electrical Equipment (1,000 Volts Maximum)
b. TC2 Electrical Polyvinyl Chloride (PVC) Tubing and Conduit
c. TC3 PVC Fittings for Use with Rigid PVC Conduit and Tubing
6. UL Underwriters Laboratories
a. 6 Rigid Metal Conduits
b. 467 Grounding and Bonding Equipment
c. 506 Standard for Specialty Transformers
d. 514B Fittings for Cable and Conduit
B. Whenever the Drawings or these Specifications require a higher degree of workmanship or
better quality of material than indicated in the above codes and standards, these Drawings and
Specifications shall prevail.
1.5 PERMITS AND JOB ACCESS
A. Prior to the start of construction, the CONTRACTOR shall apply to the required authorities
for permits required for installation of the CP system.
Section 13 47 13 - 4
B. The CONTRACTOR shall contact Underground Service Alert prior to commencing
construction to locate existing utilities in the area of construction. Existing utilities include,
but are not limited to, water lines, gas lines, telephone, streetlights, sewer and storm drains
and overhead and underground electric utilities.
C. If traffic control is necessary, it shall satisfy the requirements of the governing locality.
D. The CONTRACTOR shall be responsible for reviewing the rectifier locations to determine
whether there are any conflicts with obtaining power at the indicated locations. The
CONTRACTOR shall report any conflicts to the ENGINEER prior to proceeding with the
Work.
E. The CONTRACTOR shall submit an application to the local power company for AC power
to the new rectifiers. The CONTRACTOR shall be responsible for all fees and expenses
(including easements) associated with providing power to the rectifiers.
1.6 QUALITY ASSURANCE
A. Installation of the CP equipment shall be performed by individuals having at least five years
of experience in the installation of the CP equipment described herein.
B. All testing required to be performed by a “Corrosion Technician” shall be performed by a
NACE certified Corrosion Technician under the supervision of a Corrosion Engineer. A
Corrosion Technician is a NACE CP1 (CP Tester), CP2 (CP Technician), CP3 (CP
Technologist), or CP4 (CP Specialist). A Corrosion Engineer is a Registered Professional
Corrosion Engineer or a NACE CP4 (CP Specialist).
1.7 SUBMITTALS
A. The following shall be submitted to the ENGINEER prior to any equipment installation.
1. Catalog cuts, bulletins, brochures, or data sheets for all materials specified herein.
2. Statement that the equipment and materials proposed meet the Specifications and the
intent of the Specifications.
3. Statement of installation experience required.
4. Schedule, including the expected start date and planned completion date.
5. Copy of well drilling or surface disturbance permits, if permit(s) are required by local
jurisdiction.
6. Description of power system to be provided for rectifiers, including cut sheets, meter
sizing, power company requirements, and copy of permits.
B. The following shall be submitted to the ENGINEER after completion of the WORK.
1. Wire connection testing.
2. Insulating joint testing, before and after backfill.
Section 13 47 13 - 5
3. Casing insulator testing, before and after backfill.
4. Joint bond testing, before and after backfill.
5. Anode well completion report.
6. Electrical log with anode-to-earth resistances.
7. Final System Checkout Report.
8. Record Drawings shall be submitted to and approved by the ENGINEER before the
WORK is considered complete.
C. The following shall be included in the Owner’s Manual:
1. Operations and maintenance (O&M) manual with instructions for CP system and
components. O&M manual may include rectifier operations and instructions for
adjustments, CP measurements at recommended frequencies, and testing
documentation guidelines.
2. List of spare parts recommended for two years of successful operation.
1.8 INTERFERENCE AND EXACT LOCATIONS
A. The locations of CP equipment, test stations, devices, outlets, and appurtenances, as indicated
are approximate only. Exact locations shall be determined by the CONTRACTOR in the field
subject to the approval of the ENGINEER.
B. The CONTRACTOR shall field verify all data and final locations of work done under other
Sections of the Specifications required for placing of the electrical work.
C. In case of interference with other work, foreign pipeline, or erroneous locations with respect
to equipment or structures, the CONTRACTOR shall furnish all labor and materials
necessary to complete the WORK in an acceptable manner to the OWNER. Deviations from
the Drawings and Specifications shall be submitted to the OWNER for approval.
PART 2 - PRODUCTS
2.1 GENERAL
A. All materials installed must be new. All equipment and materials supplied shall be similar to
that which has been in satisfactory service for at least 5 years.
2.2 RECTIFIERS
A. Rectifiers shall be air-cooled, single-phase, 115/230 VAC input, 20 AAC input, VDC output and
ADC output as indicated on the project drawings. Rectifiers shall be manufactured by
Universal Rectifiers, Corrpro, JA Electronics, or an approved equivalent.
B. Rectifiers shall be designed to operate continuously at an ambient temperature of 50°C
without damage to the rectifier components.
Section 13 47 13 - 6
C. Transformer: Two-winding, insulating type that meets the requirements of NEMA and UL
506.
D. Rectifiers shall be capable of operating continuously at the rated output current at any voltage
from zero to 100% without damaging any rectifier components. Full-rated DC output voltage
shall be adjustable by not less than 25 equal steps from approximately 4% of rated voltage to
full rated output voltage. This adjustment shall be accomplished with silver-plated or
stainless-steel connectors and adjustment link bars.
E. Rectifying element shall be a full-wave bridge, silicon diode stack with efficiency filter, metal
oxide thyristors, and current-limiting devices for overvoltage and overcurrent protection of
stack. Silicon stacks shall be equipped with silicon diodes rated at a minimum of 1,000 peak
inverse volts.
F. All rectifiers shall have overload and lightning protection for both AC and DC circuits.
G. A voltmeter and ammeter shall be provided. Voltmeter and ammeter shall be calibrated and
adjusted at the factory.
H. Electrical tests shall be performed by the manufacturer and recorded as listed below:
1. AC Volts Input
2. DC Amperes Input
3. Apparent Watts Input
4. True Watts Input
5. Power Factor
6. DC Volts Output
7. DC Amperes Output
8. DC Watts Output
9. Conversion Efficiency
10. Dielectric Strength
11. Transformer Primary to Ground
12. Transformer Secondary to Ground
13. Transformer Primary to Secondary
14. Stack AC to Ground
15. Stack DC to Ground
16. Ripple Voltage at Full Output
I. The following shall be provided for each rectifier. Each item shall be provided in a waterproof
bag or container.
1. Operations and Maintenance Manual
2. Circuit Diagram
3. Electrical Test Report
2.3 RECTIFIER CABINETS
A. Rectifier cabinets shall be NEMA 250 Type 3R and sized as shown on the Drawings.
B. Rectifier cabinets shall be made of steel that is either shop coated with a baked enamel finish,
galvanized per ASTM A123, or pre-galvanized sheet finished with a powder coat.
Section 13 47 13 - 7
C. Cabinets shall have a single door with a full length hinge and a lockable latch. Hinge, latch,
and other miscellaneous metallic components on the cabinet shall be 304 stainless steel.
D. Rectifiers shall be equipped with permanent identification tags affixed to the outside front
door. The identification tag shall have white engraving for identification of the rectifier.
Minimum height of lettering shall be 3/4 inch. The tags shall have the following legend:
CITY OF DENTON
NORTH-SOUTH PHASE 3
CATHODIC PROTECTION RECTIFIER
2.4 JUNCTION BOXES
A. Junction boxes shall be NEMA 250 Type 4 enclosure and sized as shown on the Drawings.
B. Junction boxes shall be made of 304 stainless steel.
C. Junction boxes shall have a single door with a neoprene gasket, full length hinge, and lockable
latch. Hinge, latch, and other miscellaneous metallic components on the cabinet shall be 304
stainless steel. Junction box latch shall have a 1/4-diameter hole for installation of a pad-lock.
D. Junction boxes shall be equipped with permanent identification tags affixed to the outside
front door. The identification tag shall have white engraving for identification of the junction
box. Minimum height of lettering shall be 3/4 inch. The tags shall have the following legend:
CITY OF DENTON
NORTH – SOUTH PHASE 3
CATHODIC PROTECTION JUNCTION BOX
2.5 HIGH-SILICON CAST IRON (HSCI) ANODES
A. HSCI anodes shall meet the requirements of ASTM A518 Grade 3. Anodes shall be
manufactured by Anotec, Corrpro, or equivalent.
B. HSCI anodes shall be tubular type anodes with centered wire connection. Anodes shall have
the following size, form, and shape.
Anode Type Length
(inch)
Diameter
(inch)
Weight
(lb)
Surface
Area (ft2)
2284Z or TACD 84 2 to 2.2 46 to 50 4.0
2684Z or TA3 84 2 to 2.7 63 to 70 4.9
C. Anode lead wire:
Section 13 47 13 - 8
1. The wire attached to the anodes shall be of the size and type indicated on the Drawings.
The anode lead wire shall conform to the specifications given for “Wires” in this
specification.
2. The wire shall be connected to the interior of the anode and sealed by the manufacturer.
The anode wire connection shall have a pulling strength exceeding the wire’s tensile
strength. Any damage to the wire insulation or anode shall require complete
replacement of the wire and anode.
3. Anode lead wires shall be of one continuous length, without splices, unless otherwise
indicated on the Drawings, from the anode connection to the anode terminal board.
Anode wires with the attached anodes shall be shipped to the job site with the wire
wound on a reel. The minimum core diameter of the reel shall be 5 1/2 inches. The
anode wire insulation shall be free of surface damage such as nicks, abrasions,
scratches, etc., in all respects throughout the entire length of the wire. Precautions shall
be taken during fabrication, transportation, and installation of the anodes to see that the
wire is not kinked or sharply bent. Bends sharper than 2 1/2 inches in radius are not
permissible.
D. The resistance of each anode wire connection shall not exceed 0.004 ohms. Each anode wire
connection should be tested by the manufacturer for conformance with these Specifications.
A record of tests shall be submitted to the ENGINEER. The records shall include a minimum
of three copies of the following information:
1. Anode numbering system to identify anode under test
2. Anode wire length
3. Resistance value, as indicated by test
4. Test equipment
5. Test method
E. Anodes shall be individually labeled with the length of lead wire and anode number. Anodes
shall be consecutively numbered with the deepest anode being Number 1.
2.6 GALVANIC ANODES
High-potential magnesium anodes: Cast magnesium anodes shall conform to ASTM B843 Type
M1C. Anodes shall have an open circuit potential of -1.70 volts or more electronegative and a
current efficiency of at least 48% when tested in accordance with ASTM G97. Anodes shall have
the following size, form, and shape. Anodes shall be manufactured by Farwest, Corrpro, Mesa,
Matcor, or equivalent.
Ingot Packaged
Weight
(lb)
Width
(inch)
Height
(inch)
Length
(inch)
Weight
(lb)
Diameter
(inch)
Length
(inch)
60 4 to 5 4 60 126 to 130 6 to 7 64
Section 13 47 13 - 9
A. Galvanic anodes shall be pre-packaged in a cloth bag containing backfill of the following
composition: 75% gypsum, 20% bentonite, and 5% sodium sulfate. The anodes shall be of
the size indicated on the Drawings and placed where indicated on the Drawings.
B. Anode lead wire:
1. The wire attached to the anodes shall be of the size and type indicated on the Drawings.
The anode lead wire shall conform to the specifications given for “Wires” in this
specification.
2. Connection of wire to the anode shall have a pulling strength that exceeds the wire’s
tensile strength.
3. Anode lead wires shall be of one continuous length, without splices, unless otherwise
indicated on the Drawings, from the anode connection to the test station.
2.7 CALCINED COKE BREEZE
A. Backfill material for impressed current anodes shall be calcined coke breeze.
B. Calcined coke breeze shall have a resistivity of 25 ohm-cm or less when tested with an applied
pressure of 2 psi and a bulk density of 64 to 74 pounds per cubic foot. The particle size shall
be between 200 mesh and 18 mesh and shall be dust free. The minimum calcination
temperature of base materials shall be 1250 °C.
C. Calcined coke breeze shall have the following chemical properties:
1. Fixed carbon 98% minimum
2. Ash 0.6% maximum
3. Volatile matter 1.0% maximum
4. Moisture 1.0% maximum
D. Calcined coke breeze shall be Loresco SC-3, Asbury 251, or approved equivalent when
installed by pumping down the hole. If installed via the freefall method, calcined coke breeze
shall be Loresco RS-3, Ashbury 218-L, or equivalent.
2.8 ANODE VENT PIPING
A. Anode vent piping for the impressed current anode vent piping shall be 2-inch diameter PVC,
Schedule 80, conforming to ASTM D1785 Type 1 Grade 1.
B. Slots and perforations shall be provided in the immediate vicinity of the anodes and
throughout the coke breeze and sized such that coke breeze does not enter vent pipe. The vent
pipe shall be capped at both ends during the backfilling operation to mitigate infiltration of
backfill material or mud.
C. Above ground portions of anode vent piping shall be rated for sunlight resistance.
Section 13 47 13 - 10
D. Above ground outlet for vent piping shall have a vent screen with an orientation preventing
rainfall accumulation and bug intrusion.
2.9 ANODE CENTRALIZERS
A. Centering devices shall be designed and fabricated by the CONTRACTOR or Supplier and
shall be submitted to the ENGINEER for acceptance prior to use. The device shall be
constructed of metal.
2.10 READY-MIXED CONCRETE
A. Ready-mixed concrete shall be in accordance with ASTM C94, permit requirements, and the
Specification section for cast-in-place concrete.
2.11 REINFORCING STEEL
A. Reinforcing steel shall be in accordance with ASTM A615, permit requirements, and the
Specification section for reinforcing steel.
2.12 FLUSH-MOUNTED TEST STATION
A. Flush-mounted test station boxes shall be traffic boxes rated to withstand AASHTO H20
traffic loading.
B. The traffic boxes shall be B1017, as manufactured by Christy Concrete Products, or an
approved equivalent.
C. Traffic box covers for test stations shall be cast iron with welded bead legend and labeled
“CP TEST” or “ANODE,” as required.
2.13 TERMINAL BOARDS
A. Terminal boards shall be made of 1/4-inch thick phenolic plastic and sized as indicated on
the Drawings.
B. Connection hardware shall be brass or bronze. All connections shall be double nutted bolts
with serrated lock washers.
C. Copper bus bar shall be 1/8-inch thick and sized to fit. The copper bus bar shall be per
ASTM B187 with 98% conductivity.
2.14 MECHANICAL LUGS
A. Mechanical lugs shall be brass or copper with a brass, copper, or stainless steel set screw. Tin
plating on the lugs is optional. Aluminum lugs shall not be permitted. Zinc-plated steel set
screws shall not be permitted. The lug shall be listed per UL 467, suitable for direct burial,
and appropriately sized for the incoming wires. The lug shall be ILSCO Type XT-6DB,
Burndy GKA8C, or an approved equivalent.
2.15 SHUNTS
A. Shunts shall be the selected by the size indicated on the Drawings.
Section 13 47 13 - 11
B. 0.01-ohm, 6-amp shunts shall be manganin wire type, as indicated. Shunts shall be Type RS,
as manufactured by Holloway, or equivalent.
C. 0.001-ohm, 25-amp shunts shall be Type SS, as manufactured by Holloway, or equivalent.
2.16 CONDUIT AND FITTINGS
A. The minimum conduit size shall be 1 inch unless otherwise indicated. Refer to NFPA 70
(NEC) for additional conduit size requirements.
B. Conduit and fittings placed below grade shall be Schedule 80 PVC in accordance with NEMA
TC2 and NEMA TC3.
C. Conduit and fittings placed above grade shall be rigid steel. Rigid Steel conduit shall be
galvanized and conform to UL 6.
D. Conduit clamps shall be galvanized steel, 304 stainless steel, or 316 stainless steel.
E. Fittings for use with rigid steel conduit shall be galvanized cast ferrous metal, with gasketed
covers, Crouse Hinds Condulets, Appleton Unilets, or equivalent. Rigid metallic conduit
fittings shall be galvanized, conform to NEMA FB 1, and listed to UL 514B.
F. Union couplings for conduit shall be Erickson or Appleton Type EC, 0-Z Gedney 3-piece
Series 4, or equivalent.
2.17 CAUTION TAPE
A. The caution tape shall be an inert plastic film designed for prolonged underground use. The
caution tape shall be a minimum of 3 inches wide and a minimum of 4 mils thick.
B. The caution tape shall be continuously printed over the entire length with the wording
"CAUTION: CATHODIC PROTECTION CABLE BURIED BELOW."
C. The wording shall be printed using bold black letters. The color of the tape shall be red .
2.18 WIRES
A. Conductors shall consist of stranded copper of the gauge indicated on the Drawings. Wire
sizes shall be based on American Wire Gauge (AWG). Copper wire shall be in conformance
with ASTM B3 and ASTM B8.
B. Insulation Type and Colors: As shown on the Drawings.
1. High molecular weight polyethylene (HMWPE) wires shall be rated for 600 volts and
shall conform to ASTM D1248, Type 1, Class C, Grade 5.
2. Halar/HMWPE wires (CP wire) shall be rated for 600 volts and have dual insulation.
The primary layer of insulation shall be a homogeneous 20 mil wall of ECTFE
fluoropolymer (Halar), and the jacket shall be a 65 mil wall of HMWPE conforming to
ASTM D1248, Type 1, Class C, Grade 5. Halar/HMWPE wire shall be UL listed as
Cathodic Protection Wire.
Section 13 47 13 - 12
3. RHW wires shall be UL listed and marked as RHW or RHW-2 and rated for 600 volts.
RHW wires shall have crosslinked polyethylene (XLPE) insulation that conforms with
ASTM D1248.
4. THWN wires shall be UL listed and marked as THWN or THWN-2 and rated for 600
volts. THWN wires shall have polyvinyl chloride (PVC) insulation that conforms with
ASTM D2220 and an outer jacket of nylon.
2.19 WIRE IDENTIFICATION TAGS
A. Wire identification tags shall be the wrap-around type with a high resistance to oils, solvents,
and mild acids. Wrap-around markers shall fully encircle the wire with imprinted
alpha-numeric characters for pipe identification. The letters and numbers height shall be 3/16
inch at minimum. Wire identification tags shall apply but not limited to, all wires in CP test
stations, anode junction box, and rectifier structure and anode leads.
2.20 EXOTHERMIC WELDS
A. Exothermic welds shall be in accordance with the manufacturer’s recommendations.
Exothermic welds shall be Cadweld manufactured by Erico, Thermoweld manufactured by
Burndy, or an approved equivalent.
B. Prevent molten weld metal from leaking out of the mold, where necessary, by using Duxseal
packing manufactured by Johns-Manville, Thermoweld packing material manufactured by
Burndy, Cadweld T403 Mold Sealer manufactured by Erico, or an approved equivalent.
C. The shape and charge of the exothermic weld shall be chosen based on the following
parameters:
1. Pipe material
2. Pipe size
3. Wire size and requirement for sleeves
4. Number of wires to be welded
5. Orientation of weld (vertical or horizontal)
2.21 EXOTHERMIC WELD COATING
A. After exothermic welding, repair coatings and linings in accordance with the coating and
lining manufacturer’s recommendation.
B. For cement mortar lined and coated (CMLC) steel pipe, coating material for exothermic weld
connections to the pipelines shall be two part ProPoxy 20 epoxy putty manufactured by the
Hercules Chemical Company, Repair Putty Multi-Purpose by Loctite, or an approved
equivalent. The epoxy putty shall be non-conductive and have at least 300 volts per mil of
dielectric strength. The epoxy putty shall be covered with mortar to match the pipe coating.
Section 13 47 13 - 13
C. For dielectrically coated steel pipe, weld caps with integrated primer shall be used to cover
the exothermic weld connecting the wire to the pipe. The weld cap shall be a 10-mil thick
durable plastic sheet that has a dome filled with a moldable compound to assure complete
encapsulation of the exothermic weld and a layer of elastomeric adhesive with integrated
primer. The adhesive and primer shall be compatible with the pipe material and pipe coating
material. Adhesion to steel shall be at least 10 lb/in per ASTM D1000. Weld cap with
integrated primer shall be Handy Cap IP manufactured by Royston or equivalent for wire size
up to 8 AWG and Handy Cap XL IP manufactured by Royston or equivalent for wire size up
to 2 AWG.
2.22 DIELECTRIC INSULATING FLANGE KITS
A. Insulating flange kits shall include full-faced gaskets, insulating sleeves and washers, and 316
stainless steel bolts, nuts, and washers. The complete assembly shall have a pressure rating
equal to or greater than the flanges between which it is installed. Sleeves, gaskets, and
insulating washers shall have a minimum dielectric constant of 300 volts per mil. Stainless
steel washers shall fit well within the bolt facing on the flange. Insulating washers shall fit
within the bolt facing the flange over the outside diameter of the sleeve.
1. Insulating gasket shall be full-faced, Type E, and 1/8-inch thick. Acceptable gasket
materials include nitrile faced phenolic, G-10, or a material with equivalent or increased
performance. Acceptable seal materials include EPDM, PTFE, or a material with
equivalent or increased performance.
2. Insulating sleeves shall be 1/32-inch thick and equal the number of bolts on the flange.
Acceptable materials include Mylar, G-10, or a material with equivalent or increased
performance.
3. Insulating washers shall be 1/8-inch thick and equal to twice the number of bolts on the
flange. Acceptable materials include G-10 or a material with equivalent or increased
performance.
B. Dielectric insulating flange kits shall be manufactured by Advance Products & Systems Inc.,
GPT Industries, or an approved equivalent.
2.23 CASING END SEAL
A. Casing end seal shall seal the annular space between the carrier pipe and casing. A casing end
seal shall be installed on each end of the casing. The casing end seal shall be designed to last
the life of the piping system.
B. Casing end seal shall be at least 1/8-inch thick neoprene, nitrile, or EPDM. The seal shall be
secured with 316 stainless steel banding straps.
C. Monolithic insulating joints shall be manufactured by Advance Products & Systems Inc.,
GPT Industries, or an approved equivalent.
2.24 GROUT
A. The annular space between the carrier pipe and casing shall be filled with grout when
required. Grout shall be in accordance with the Specification section for grouts.
Section 13 47 13 - 14
2.25 PETROLATUM WAX TAPE
A. Petrolatum wax tape shall meet or exceed the requirements of AWWA C217 and shall consist
of three parts: Surface primer, wax tape, and outer covering. All three parts shall be the
product of a single manufacturer.
B. The primer shall be a blend of petrolatums, plasticizers, and corrosion inhibitors having a
paste-like consistency. Primer shall be Wax-Tape Primer manufactured by Trenton, Denso
Paste manufactured by Denso, or approved equivalent.
C. The wax tape shall be synthetic-fiber felt, 45 to 90 mils thick, saturated with a blend of micro-
crystalline wax, petrolatums, plasticizers, and corrosion inhibitors that is capable of easy
conformability over irregular surfaces. Wax tape shall be #1 Wax-Tape manufactured by
Trenton, Denso Tape manufactured by Denso, or approved equivalent.
D. The outer covering shall be a plastic wrap consisting of one 150-gauge sheet or three 50-
gauge sheets wound together as a single sheet, clear polyvinylidene chloride, shrink wrap that
is flexible enough to conform to irregular surfaces. Outer wrapping shall be Poly-Ply by
Trenton, Poly-Wrap by Denso, or approved equivalent.
2.26 WATERPROOF SPLICE KIT
A. Splice kit shall be a resin splice kit that completely encapsulates the wire and splice
connection and shall be designed for CP splices. Splice kit shall be Scotchcast 85-14 CP Resin
Splicing Kit, as manufactured by 3M, or an approved equivalent.
2.27 RUBBER SPLICING TAPE
A. Rubber splicing tape shall meet the requirements of ASTM D4388 with a minimum thickness
of 30 mils. Tape shall be Scotch Brand linerless rubber splicing tape, Model 130C, as
manufactured by 3M, or an approved equal.
2.28 ELECTRICAL TAPE
A. Vinyl electrical tape shall meet the requirements of ASTM D 30055 with a minimum
thickness of 8.5 mils. Electrical tape shall be Scotch Brand Premium Vinyl Electrical Tape,
Model Super 88, as manufactured by 3M, or an approved equivalent.
2.29 FASTENERS
A. All screws, bolts, and miscellaneous fasteners used to attach the CP system components to
the tank shell shall be 316 stainless steel.
2.30 ISOLATION MAT
A. Isolation mat shall be neoprene and of the dimensions shown on the Drawing.
Section 13 47 13 - 15
PART 3 - EXECUTION
3.1 MATERIAL AND EQUIPMENT STORAGE
A. All materials and equipment to be used in construction shall be stored in such a manner as to
be protected from detrimental effects from the elements. If warehouse storage cannot be
provided, materials and equipment shall be stacked well above ground level and protected
from the elements with plastic sheeting or another method, as appropriate.
3.2 EXCAVATION AND BACKFILL
A. Buried wires shall have a minimum cover of 24 inches.
B. Caution tape shall be installed above buried wire. Caution tape shall be installed a minimum
of 6 inches above underground wires and conduits.
C. Anode wire identification tags shall be placed on the wires prior to placing wire in conduit or
backfilling.
3.3 RECTIFIER
A. Approximate rectifier locations are shown on the Drawings. The CONTRACTOR may
propose an alternative rectifier location to the City of Denton for review and approval.
B. Rectifier installation includes provision of AC power to the rectifier by the CONTRACTOR.
CONTRACTOR shall furnish and install all required wiring, conduits, wires, meters, splice
boxes, and equipment necessary for operation of the rectifier and as required by the local
power agency.
C. The reinforced concrete pad shall be constructed such that water will not collect against the
rectifier cabinet. The concrete pad shall extend a minimum of 2 inches above grade. The vent
pipe riser and conduits into the enclosure shall be cast into the concrete pad. After the concrete
is set, the enclosure shall be securely anchored to the pad with expanding anchor bolts. Use
leveling nuts below the cabinet flange to create space for the grout seal. Apply the non-shrink
grout as shown on the Drawings.
3.4 DEEP ANODE WELL
A. Impressed current anode beds shall be installed in accordance with NACE SP0572, local well
standards, and these Specifications.
B. Well Drilling
1. The CONTRACTOR shall obtain and pay for all fees and permits required for well
drilling. CONTRACTOR shall log the well in accordance with local and state agency
requirements.
2. The CONTRACTOR shall protect the well bore from the intrusion of contaminants into
the hole at all times. The CONTRACTOR is responsible for the cost of all cleanup
associated with contamination of the well and/or job site resulting from the
CONTRACTOR’s WORK.
Section 13 47 13 - 16
3. Fresh water shall be circulated from the bottom of the hole to clear the well of drilling
mud and cuttings after the well is drilled.
4. Loading of anodes and other equipment in the well shall be done in the presence of the
ENGINEER. At minimum, 48-hour notice shall be given by the CONTRACTOR to the
ENGINEER prior to loading anodes. Loading of the anodes into the well shall begin
early enough in the day to ensure completion of all loading, including backfilling,
during regular working hours.
5. The well shall be covered with a steel trench plate or other heavy device that blocks
access and cannot be removed by hand whenever the well is left unattended.
C. Well Casing
1. The CONTRACTOR may elect to install the well with or without a casing. In the event
that the well collapses for any reason, including the elimination of the casing, the well
shall be relocated, re-drilled, and the original hole abandoned at the CONTRACTOR’s
expense. Only a metallic casing may be used in the coke breeze column.
D. Vent Pipe
1. The bottom of the vent pipe shall be securely capped with a PVC cap solvent-welded
to the vent pipe.
2. The vent pipe shall be installed along with the first anode placed in the hole by attaching
it to one of the centralizer straps with a stainless steel clamp. The vent pipe shall not be
attached to the anode itself. Obtain the ENGINEER’s acceptance of the attachment
before the vent pipe is lowered into the hole. Sections of vent pipe shall be joined to
one another as the first anode, with the vent pipe attached, is lowered into the hole.
Joints shall be solvent-welded.
3. The top of the vent pipe shall be temporarily sealed during the coke breeze loading
process. Any foreign material entering the vent pipe shall be removed.
E. Anodes
1. Loading of anodes and other equipment in the well shall be done in the presence of the
ENGINEER. A minimum of 48 hours’ notice shall be given prior to loading anodes.
Loading of the anodes into the well shall begin early enough in the day to ensure
completion of all loading, including backfilling, during regular working hours. Loading
shall not be commenced later than 1:00 p.m. unless the CONTRACTOR has obtained
prior written acceptance from the ENGINEER.
2. The ENGINEER shall visually inspect the insulation on the anode lead wire for abrasion
or other damage to the insulation and wire before and as the anode is lowered into place.
Anodes with damaged insulation or wire are not acceptable and shall not be installed.
Splices are not allowed on the anode wire.
3. Attach the centering devices to the anodes before lowering them in the well. All sharp
edges on the centering device assembly shall be taped with vinyl electrical tape to
preclude damaging any wires while lowering anodes into place.
Section 13 47 13 - 17
4. The terminal end of the anode wires shall be identified with permanent wire markers.
5. Anode No. 1 shall be lowered into the well supported by the attached lead wire. The
CONTRACTOR shall fabricate an apparatus that allows the anodes to be lowered by
the lead wire, but does not bend the wire into a radius less than 2.5 inches. The vent
pipe shall be secured to the centering device on Anode No. 1, not the anode itself, and
lowered alongside Anode No. 1. A soil resistance meter, furnished and operated by the
ENGINEER, shall be connected between the anode lead wire for Anode No. 1 and the
drain wire. The drain wire should be installed and be accessible to the ENGINEER
during the time of testing. The CONTRACTOR shall stop lowering the anode at 10-
foot intervals to tape the anode lead wire to the vent pipe and to allow the ENGINEER
to measure the resistance profile of the anode well. This shall continue to the bottom of
the hole and the vent pipe shall be secured in place.
6. Continuing with Anode No. 2, the anodes shall be lowered into the well by the attached
lead wires. The vent pipe shall not be attached to the centralizers or lead wires for
Anodes No. 2 to No. 10. The ENGINEER may adjust the depths of the individual
anodes to avoid high resistance soil layers. When an anode has been placed at the final
depth, it shall be securely fixed in that position prior to coke breeze backfill.
7. Anodes shall not be backfilled until the ENGINEER has inspected the placement of the
anodes and given permission to backfill.
F. Coke Breeze Backfill
1. Coke breeze shall be placed using a slurry pump that pumps the coke into the bottom
of the hole using a tremie pipe, allowing the hole to be filled from the bottom up. Coke
breeze shall not be pumped through the vent pipe.
2. Coke breeze shall be mixed with water when introduced into the hole to prevent
bridging or the creation of voids. Minimize the risk of bridging by ensuring the hole has
sufficient water and the backfilling rate is controlled. In the event that voids or bridging
does occur, the CONTRACTOR shall correct the deficiency to the satisfaction of the
ENGINEER.
3. Coke breeze shall be placed in the hole at a steady rate to ensure the coke breeze does
not bridge or block the hole. The hole shall be kept completely full of water during
placement of backfill.
4. Backfill settling and anode coverage will be determined by measuring the
anode-to-earth resistance from the digital resistance meter. During coke breeze
backfilling, the ENGINEER will measure the resistance between the lowermost
uncovered anode and the protected structure. Coverage of the anode will be indicated
by a rapid decrease in resistance, normally by at least 50%. As soon as coverage of a
lower anode is indicated, the circuit shall be attached to the next highest anode in the
hole. Testing will continue until coverage of all anodes has been verified. The
ENGINEER shall record the resistance of each backfilled anode. At least 20 feet of
coke breeze shall be added above the top anode. The CONTRACTOR shall sound the
anode hole with a weighted tape measure and determine the final height of the coke
breeze column.
Section 13 47 13 - 18
5. Coke shall be allowed 24 hours to settle. After 24 hours, the coke column shall be
topped off, as required, to achieve the specified coke column length.
6. Incomplete coverage of each anode with coke breeze shall be cause for rejection of the
anode well.
7. The CONTRACTOR shall record the total weight of coke breeze placed in each anode
well.
G. Well Seal
1. Backfilling operations above the coke breeze column shall begin no sooner than
24 hours after installation of the coke breeze to allow for settling. Backfilling shall be
done continuously and without interruption until the hole is sealed.
2. Collapse of the hole prior to the introduction of the seal material shall be cause for
abandonment of the well at the CONTRACTOR’s expense.
3. Sealing materials shall not be allowed to drop from the top of the hole. All materials
shall be pumped into the hole from the top of the coke breeze column to the top of the
hole.
4. If well casing materials are used in the construction of the well, then the annular space
between the well bore and the casing shall also be sealed with a conductive grout.
5. Sealing material shall not enter the vent pipe.
6. The CONTRACTOR shall record the volume of sealing material installed in the hole.
H. Well Head
1. The well head shall be a concrete traffic box set at the top of the anode hole and shall
contain slack for the anode lead wires, as indicated on the Drawings.
2. The concrete traffic box lid shall be cast iron and marked “ANODE.”
I. Storage and Disposal of Drilling Fluids, Cuttings, and Mud
1. During the drilling and loading process, drilling fluids, cuttings, and mud shall be stored
onsite in uncontaminated, watertight, lockable debris boxes. Alternative storage
methods may be used only with prior approval of the ENGINEER.
2. Drilling mud and cuttings shall be disposed of by the CONTRACTOR at a suitable
disposal site.
3.5 SURFACE GROUND BED FOR GALVANIC ANODES
A. Prepackaged anodes shall be installed at the locations indicated on the Drawings.
Section 13 47 13 - 19
B. Plastic or paper wrapping shall be removed from the anode prior to lowering the anode into
the hole. Anodes shall not be suspended by the lead wires. Damage to the canvas bag, anode-
to-wire connection, copper wire, or wire insulation before or during installation will require
replacement of the entire anode assembly. Anodes shall be inspected and approved prior to
backfilling.
C. Anodes shall be backfilled with native soil. Backfilling with native soil shall proceed in 6-inch
lifts, compacting the soil around the anode during each lift, until the backfill has reached
grade. Upon completion of compaction of backfill to the top of the anode, and prior to filling
the hole and compacting the backfill to the surface, a minimum of 10 gallons of fresh water
shall be poured into the hole to saturate the prepackaged anode backfill and surrounding soil.
D. Anode lead wires shall be routed and terminated on the panel board as shown in the Drawings.
3.6 TEST STATIONS
A. Test stations shall be installed at the approximate locations shown on the Drawings. The
CONTRACTOR shall field verify all final locations, subject to acceptance by the
ENGINEER. Test stations shall be located within the pipeline easement. Test stations shall
be located in areas not subject to vehicular traffic, such as sidewalks, unless otherwise
approved by the ENGINEER.
B. For flush-mounted test stations, place the bottom of the test box on native soil. Do not place
rock, gravel, sand, or debris in the box. Install 4,000 psi concrete collar with reinforcement
after placement of the test box to finished grade. Provide sufficient sloping in the concrete
pad or surrounding pavement to provide drainage away from the test box.
C. Connect wires to the terminal board as shown on the Drawings. Each wire shall be identified
with a permanent wire identifier within 4 inches of the termination. After installation, all wire
connections in the test station shall be tested by the Contractor to ensure they meet the
requirements herein.
D. For foreign pipeline test stations, the CONTRACTOR shall notify the owner of foreign utility
piping for which foreign pipeline crossing test stations are to be installed. Notification shall
be provided at least 2 weeks in advance. Test leads to foreign pipelines shall be installed in
the presence and to the satisfaction of a representative of the foreign pipeline owner.
E. The CONTRACTOR shall provide global positioning system (GPS) coordinates for each test
station location with a minimum accuracy of 1 meter or 3 feet. The CONTRACTOR shall
submit the GPS coordinates of the test stations to the ENGINEER after installation.
3.7 WIRES
A. Buried wires shall be laid straight without kinks. Each wire run shall be continuous in length
and free of joints or splices, unless otherwise indicated. Care shall be taken during installation
to avoid punctures, cuts, or other damage to the wire insulation. Damage to insulation shall
require replacement of the entire length of wire at the CONTRACTOR’s expense.
B. At least 12 inches of slack (coiled) shall be left for each wire at each flush-to-grade test
station. Wire slack shall be sufficient to allow removal of wire extension for testing.
Section 13 47 13 - 20
C. Wire shall not be bent into a radius of less than eight times the overall wire diameter.
D. The wire conduits must be of sufficient diameter to accommodate the wires. This shall be
determined by the number and size of wires in accordance with the applicable codes and
standards.
E. Conduit shall be installed to a minimum depth of 24 inches below grade.
F. Install caution tape above buried wire and conduits at a maximum depth of 12 inches below
grade. Every 3 feet, double over the tape for a distance of 8 inches to increase the apparent
flexibility of the tape.
3.8 WIRE IDENTIFICATION TAGS
A. All wires shall be coded with wire identification tags within 4 inches of the wire end
indicating diameter and type of pipe.
B. Wire identification tags shall be placed on all wires prior to backfill and installation of test
stations.
3.9 EXOTHERMIC WELD CONNECTIONS
A. Exothermic weld connections shall be installed in the manner and at the locations indicated.
Exothermic welds shall be spaced at least 6 inches apart from other exothermic welds, fittings,
and circumferential welds.
B. Coating materials shall be removed from the surface over an area of sufficient size to make
the connection and as indicated on the Drawings. The surface shall be cleaned to bare metal
per SSPC SP11 prior to welding the conductor. The use of resin impregnated grinding wheels
will not be allowed.
C. Only enough insulation shall be removed such that the copper conductor can be placed in the
welding mold. If the wire conductor diameter is not the same as the opening in the mold, then
a copper adapter sleeve shall be fitted over the conductor.
D. The CONTRACTOR shall be responsible for testing all test lead and bond wire welds. The
ENGINEER, at his or her discretion, shall witness these tests. After the weld has cooled, all
slag shall be removed and the metallurgical bond shall be tested for adherence by the
CONTRACTOR. A 22-ounce hammer shall be used for adherence testing by striking a blow
to the weld. Care shall be taken to avoid hitting the wires. All defective welds shall be
removed and replaced in a new location at least 6 inches away from the original weld location.
E. All exposed surfaces of the copper and steel shall be covered with insulating materials.
1. For dielectrically coated pipes, a plastic weld cap with integrated primer shall cover the
exothermic weld and surrounding area. All surfaces must be clean, dry, and free of oil,
dirt, loose particles, and all other foreign materials prior to application of the weld cap.
2. For mortar coated pipes, epoxy putty covered with mortar shall be applied over the
exothermic weld and surrounding area. The mortar shall match the exterior mortar on
the pipe.
Section 13 47 13 - 21
F. The CONTRACTOR shall inspect both the interior and exterior of the pipe to confirm that
all coatings and linings removed or damaged as a result of the welding have been repaired.
The CONTRACTOR shall furnish all materials, clean surfaces, and repair protective coatings
and linings damaged as a result of the welding. Repair of any coating or lining damaged
during welding shall be performed in accordance with coating or lining manufacturer’s
recommendations.
G. After backfilling pipe, all test lead pairs shall be tested for broken welds using a standard
ohmmeter. The resistance shall not exceed 150% of the theoretical wire resistance, as
determined from published wire data.
3.10 JOINT BONDS
A. Bond wires shall be provided across flexible couplings and all non-welded joints to ensure
electrical continuity, except where insulating joints have been installed to provide electrical
isolation. Joint bonds shall be of the size, length, and number shown on the Drawings and
installed as indicated. The bond wires shall allow at least 2 inches of movement in the pipe
joint. The wire shall be attached by exothermic welding. At least 2 bond wires shall be
provided between all discontinuous joints.
B. For ductile iron pipe, the CONTRACTOR may, at his or her own expense, provide weld
plates that are installed by the pipe manufacturer at the spigot end of the pipe. Provision of
the weld plates does not relieve the CONTRACTOR from responsibility for repair of damage
to the coating or lining as a result of exothermic welding of the pipe. Coating repairs shall be
performed in accordance with coating manufacturer’s recommendations.
3.11 DIELECTRIC INSULATING FLANGE KITS
A. All insulating components of the insulating flanged gasket set shall be cleaned of dirt, grease,
oil, and other foreign materials immediately prior to assembly. If moisture, soil, or other
foreign matter contacts any portion of these surfaces, disassemble the entire joint and clean
with a suitable solvent. Dry the entire joint. Once completely dry, reassemble the joint.
B. Care shall be taken to prevent any excessive bending or flexing of the gasket. Creased or
damaged gaskets shall be rejected and removed from the job site.
C. Bolt holes in mating flanges shall be properly aligned at the time bolts and insulating sleeves
are inserted to prevent damage to the insulation. Follow the manufacturer's recommended
bolt tightening sequence. Center the bolt insulating sleeves within the insulation washers so
that the insulating sleeve is not compressed and damaged.
D. After flanged bolts have been tightened, each insulating washer shall be inspected for cracks
or other damage. All damaged washers shall be replaced.
Section 13 47 13 - 22
E. When the flange is determined to be properly functioning to the full satisfaction of the
OWNER, approval will be granted to proceed with installation. Do not proceed with coating,
lining, or backfilling the insulating joint prior to gaining approval to proceed. If the coating
or lining is applied prior to gaining approval to proceed, the coating or lining shall be
completely removed to the satisfaction of the OWNER at the CONTRACTOR’s expense. If
the insulating joint is backfilled prior to gaining approval from the OWNER, the
CONTRACTOR shall completely excavate the insulating joint at the CONTRACTOR’s
expense.
F. After testing and acceptance by the OWNER, coat the interior insulating flange a minimum
of two pipe diameters beyond the gasket with high-solids epoxy to a 10 mil (minimum) dry
film thickness. Follow the manufacturer’s surface preparation and application procedures.
G. After testing and acceptance by the OWNER, coat the exterior insulating flange and a
minimum of two pipe diameters beyond the gasket with the wax tape system specified herein.
3.12 PETROLATUM WAX TAPE
A. Petrolatum wax tape systems shall be applied on insulating joints and non-cathodically
protected metallic appurtenances and fittings, regardless of whether they are bare or factory
coated, as indicated in the Drawings. Extend the petrolatum wax tape coating system over
any adjacent pipe coating by a minimum of two pipe diameters. Petrolatum wax tape systems
shall be applied in accordance with NACE RP0375, AWWA C217, these Specifications, and
the Manufacturer’s recommendations.
B. Surfaces shall be cleaned of all dirt, grease, oil and other foreign materials immediately prior
to coating. Loose rust, loose paint and other foreign matter shall be removed in accordance
with SSPC SP2 or SP3.
C. A prime coating shall be applied in a uniform coating over the entire surface to be wrapped.
A liberal coating shall be applied to threads, cavities, shoulders, pits, and other irregularities.
D. Petrolatum wax tape shall be applied immediately after applying the primer using a 1-inch
overlap. A spiral wrap shall be used and slight tension shall be applied to ensure that there
are no air pockets or voids. For bolts, nuts, and other irregular shapes, cut strips of wax tape
and apply them by gloved hand so that there are no voids or spaces under the tape. Apply a
sufficient amount of tape to completely encapsulate all exposed steel surfaces. After applying
the tape, the applicator shall firmly press and smooth out all lap seams and crevice areas. The
tape shall be in tight intimate contact with all surfaces. The minimum wax tape thickness shall
be 70 mils over smooth surfaces and 140 mils over sharp and irregular surfaces, or more as
required to fill all voids.
E. Apply two layers of outer covering over the wax tape coating by tightly wrapping it around
the pipe such that it adheres and conforms to the wax tape. Secure the outer covering to the
pipe with adhesive tape.
3.13 WIRE CONNECTIONS
A. After installation, all wire connections shall be tested to ensure electrical continuity at the test
station locations by the CONTRACTOR to ensure that they meet the requirements and intent
of the Contract Documents.
Section 13 47 13 - 23
3.14 RESTORATION SERVICES
A. Compaction of backfill for anodes and trenches shall match the existing conditions and shall
be in conformance with the EARTH MOVING Section (31 20 00).
B. RESTORATION OF SOD: Restore unpaved surfaces disturbed during the installation of
anodes and wires to their original elevation and condition. Preserve sod and topsoil carefully
and replace after the backfilling is completed. Replace sod that is damaged using sod of
quality equal to that removed. Where the surface is disturbed in a newly seeded area, re-seed
the area with the same quality and formula of seed as that used in the original seeding.
C. RESTORATION OF PAVEMENT: Patch pavement, sidewalks, curbs, and gutters where
existing surfaces are removed for construction in conformance with the ASPHALT PAVING
Section (32 12 16) and the CAST-IN-PLACE CONCRETE Section (03 30 00).
3.15 ISOLATION TESTING ON INSULATING JOINTS
A. Insulating joints shall be installed to effectively isolate metallic piping from foreign metallic
structures. The CONTRACTOR shall test the performance of these insulating joints before
and after backfill.
B. Before backfill, the CONTRACTOR shall test the insulating joint using a Gas Electronics
Model No. 601 Insulation Checker or an approved equivalent. If the testing results indicate
less than 100% insulation, then the insulating joints shall be repaired and retested at the
CONTRACTOR’s expense.
C. After backfill, testing shall be performed by measurement of native pipe-to-soil potentials at
both sides of the insulating joint. If the difference in native pipe-to-soil potentials on both
sides of the insulating joint is within ±100 mV, then additional testing shall be performed, as
follows. Temporary CP current shall be circulated on one side of the insulating joint. “On”
and “Instant Off” pipe-to-soil potentials shall be measured on the other side of the insulating
joint. If the “Instant Off” potential is more negative than the native potential, the insulating
joint shall be considered deficient and shall be repaired and retested at the CONTRACTOR’s
expense.
3.16 ISOLATION TESTING ON CASING INSULATORS
A. Casing insulators shall be installed as indicated in the Drawings to effectively isolate the
pipeline from the casing. The CONTRACTOR shall test the performance of the casing
insulators before and after backfill.
B. Before backfill, the CONTRACTOR shall test the integrity of the insulators by using a Gas
Electronics Model No. 601 Insulation Checker or an approved equivalent. If the testing results
indicate less than 100% insulation, then the casing insulators shall be repaired and retested at
the CONTRACTOR’s expense.
Section 13 47 13 - 24
C. After backfill, testing shall be performed by measurement of native pipe-to-soil potentials on
the pipeline and the casing at both ends of the casing. If the difference in native pipe-to-soil
potentials between pipe and the casing is greater than 100 mV, then the casing shall be
considered isolated from the pipeline. If the difference in native pipe-to-soil potentials
between pipe and casing is less than 100 mV, then additional testing shall be performed, as
follows. Temporary CP current shall be applied to the pipeline. “On” and “Instant Off”
pipe-to-soil potentials shall be measured on the pipeline and the casing at both ends of the
casing. If the “Instant Off” potential of the casing is more negative than the native potential
of the casing, then the pipe is not isolated from the casing and shall be repaired and retested
at the CONTRACTOR’s expense.
3.17 CONTINUITY TESTING
A. Continuity testing of joint bonds shall be performed by the CONTRACTOR’s qualified
corrosion technician as defined in this section after backfill. The electrical continuity test may
be performed before backfill at the CONTRACTOR’s option in addition to the continuity test
after backfill.
B. The pipe shall be tested for electrical continuity. Continuity shall be verified using the linear
resistance method. The pipe should be tested in spans that are no less than 250 feet, unless
the pipe is shorter than 250 feet, and no more than 1,000 feet, if test station locations are
available. Each test span shall have two test leads connected to the pipe at each end. Existing
test stations can be used. A direct current shall be applied through the pipe using two of four
test leads. The potential across the test span shall be measured using the other two test leads.
The current applied and voltage drop shall be recorded for a minimum of three different
current levels.
C. The theoretical resistance of the pipe shall be calculated. It shall take into account the pipe
wall thickness, material, and joint bonds.
D. The average measured resistance shall be compared to the theoretical resistance of the pipe
and bond wires. If the measured resistance is greater than 125% of the theoretical resistance,
then the joint bonds shall be considered deficient and shall be repaired and retested at the
CONTRACTOR’s expense. If the measured resistance is less than 100% of the theoretical
resistance, then the test and/or calculated theoretical resistance shall be considered deficient
and the test span shall be retested and/or recalculated at the CONTRACTOR’s expense. If
the piping forms a loop which allows current to flow both in and out of the test span, then
consideration shall be made for current circulating through both the loop and the test span.
E. Alternative continuity testing methods can be submitted to the ENGINEER for consideration
and approval.
3.18 FINAL SYSTEM CHECKOUT
A. Upon completion of the installation, the CONTRACTOR shall provide testing of the
completed system by a Corrosion Technician, and the data shall be reviewed by a Corrosion
Engineer to ensure conformance with the Contract Documents, NACE SP0169, and
NACE SP0286.
B. The testing described herein shall be in addition to and not substitution for any required
testing of individual items at the manufacturer's plant and during installation.
Section 13 47 13 - 25
C. Testing shall be performed at all test leads of all test stations, junction boxes, and locations
of exposed pipe as soon as possible after installation of the CP system.
D. Testing shall include the following and shall be conducted in accordance with
NACE TM0497:
1. Measure and record native pipe-to-soil, casing-to-soil, and anode-to-soil potentials at
all test locations.
2. Verify electrical isolation at all insulating joints and casing insulators per
NACE SP0286.
3. Confirm electrical continuity of the cathodically protected pipeline in accordance with
this Section.
4. Measure and record the “On” and “Instant Off” structure-to-soil potentials at each
location after the structure has been given adequate time to polarize.
5. Measure and record the current output of each anode when the CP system is initially
turned on and again after it has been given adequate time to polarize.
E. Test results shall be analyzed to determine compliance with NACE SP0169.
F. Test results shall be analyzed to determine if stray current interference is present. Stray
current interference is defined as a ±50 mV shift in a pipeline’s pipe-to-soil potential that is
caused by a foreign current source. Stray current interference shall be tested on the project
pipeline and foreign pipelines that have a reasonable chance of being affected by stray
currents.
G. The CONTRACTOR shall provide a written report, prepared by the Corrosion Engineer,
documenting the results of the testing and recommending corrective work, as required to
comply with the Contract Documents. Any deficiencies of systems tested shall be repaired
and re-tested by the CONTRACTOR at no additional cost to the OWNER.
** END OF SECTION **
A1-4
Appendix D
Geotechnical Engineering Report
Denton Municipal Electric
Hickory Substation
Denton, TX
Geotechnical Engineering Report
Denton Municipal Electric
Hickory Substation
Denton, TX
September 30, 2016
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION ...................................................................................... 1
2.0 PURPOSE AND SCOPE ......................................................................................... 1
3.0 FIELD AND LABORATORY INVESTIGATION ....................................................... 2
3.1 General ............................................................................................................. 2
3.2 Laboratory Testing ............................................................................................ 3
Unconfined Compression Tests ............................................................... 3
Overburden Swell Tests ........................................................................... 4
Soil Thermal Resistivity ............................................................................ 4
4.0 SITE CONDITIONS ................................................................................................. 4
4.1 Stratigraphy ....................................................................................................... 4
4.2 Groundwater ..................................................................................................... 5
5.0 SOIL MOVEMENT ANALYSIS ................................................................................ 6
5.1 Estimated Potential Vertical Movement (PVM) ................................................. 6
6.0 FOUNDATION RECOMMENDATIONS .................................................................. 6
6.1 Shallow Foundations – Mats ............................................................................. 6
6.2 Drilled Shaft Foundations – Structures and Equipment .................................... 7
Lateral Load Parameters ......................................................................... 8
6.2.2 Drilled Shaft Construction Considerations ............................................... 9
6.3 Buried Pipe – Underground Transmission ...................................................... 10
Excavations ............................................................................................ 10
7.0 EARTHWORK RECOMMENDATIONS ................................................................. 11
7.1 Soil Subgrade Preparation .............................................................................. 11
7.2 Additional Considerations ............................................................................... 12
8.0 PAVEMENTS AND DRAINAGE ............................................................................ 12
8.1 General ........................................................................................................... 13
8.2 Behavior Characteristics of Expansive Soils Beneath Pavement ................... 13
8.3 Subgrade Strength Characteristics ................................................................. 13
8.4 Rigid Pavement Design and Recommendations ............................................ 14
Pavement Reinforcing Steel .................................................................. 14
Pavement Joints and Cutting ................................................................. 14
8.5 Subgrade Preparation Recommendations ...................................................... 15
Pavement Areas .................................................................................... 15
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Non-Pavement Areas ............................................................................. 16
9.0 GEOLOGIC HAZARDS / SEISMIC CONSIDERATIONS ...................................... 16
10.0 LIMITATIONS ........................................................................................................ 16
APPENDIX A – BORING LOGS AND SUPPORTING DATA
APPENDIX B – THERMAL RESISTIVITY TEST RESULTS
APPENDIX C – GENERAL DESCRIPTION OF PROCEDURES
1
GEOTECHNICAL INVESTIGATION
DENTON MUNICIPAL ELETRIC – HICKORY SUBSTATION
DENTON, TEXAS
1.0 PROJECT DESCRIPTION
This report presents the results of the geotechnical investigation for Denton Municipal
Electric’s new Hickory electrical substation and underground transmission lines. The
project site is located at the southeast corner of West Oak Street and North Bonnie Brae
Street in Denton, Texas. The underground transmission lines will be installed near the
center of the site and will traverse to the southeast along West Hickory Street, then will
turn south beneath Avenue H. The proposed construction will include transformer pads,
switchgear and transmission control buildings, and overhead and underground
transmission lines. No earth retaining structures are currently planned.
The site has a slight slope to the south. The east side of the proposed substation site is
currently undeveloped and covered with short grass and medium height trees. Five
residences formerly occupied the west side of the site. One still remained at the time of
the field investigation. Photographs showing the condition of the site during the field
portion of this investigation are included below.
2.0 PURPOSE AND SCOPE
The purpose of this investigation was to:
Identify the subsurface stratigraphy and groundwater conditions present at the site.
Evaluate the physical and engineering properties of the subsurface conditions for
use in the geotechnical analyses.
Provide geotechnical recommendations for use in design of the proposed
structures, as well as recommendations for related site work.
The scope of this investigation consisted of:
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Drilling and sampling ten (10) borings to depths of about 50 feet below existing
grade and one (1) boring to a depth of about 25 feet.
Laboratory testing of selected soil and bedrock samples obtained during the field
investigation.
Preparation of a Geotechnical Report that includes:
o Evaluation of Potential Vertical Movement (PVM).
o Recommendations for foundation design.
o Recommendations for earthwork.
3.0 FIELD AND LABORATORY INVESTIGATION
3.1 General
The borings were advanced using a truck-mounted drilling rig, that was equipped with
continuous flight augers and wet rotary coring equipment. Undisturbed samples of
cohesive soil and weathered bedrock strata were obtained using 3-inch diameter tube
samplers that were advanced into the soils in 1-foot increments by the continuous
thrust of a hydraulic ram located on the drilling equipment. After sample extrusion,
an estimate of the material stiffness of each cohesive soil and weathered bedrock
sample was obtained in the field using a hand penetrometer.
The soils and bedrock materials were periodically tested in situ using the Texas Cone
penetration tests in order to examine the resistance of the bedrock materials to
penetration. For this test, a 3-inch diameter steel cone is driven utilizing the energy
equivalent of a 170-pound hammer falling freely from a height of 24 inches and
striking an anvil located at the top of the drill string. Depending on the resistance of
the bedrock materials, either the number of blows of the hammer required to provide
12 inches of penetration is recorded (as two increments of 6 inches each), or the
inches of penetration of the cone resulting from 100 blows of the hammer are
recorded (as two increments of 50 blows each).
The bedrock strata present in Borings B1 and B3 through B11 were drilled and
sampled using a double-tube core barrel fitted with a tungsten-carbide, saw-tooth bit.
The length of core recovered (REC), expressed as a percentage of the coring interval,
along with the Rock Quality Designation (RQD), is tabulated at the appropriate depths
on the Log of Boring illustrations. The RQD is the sum of all core pieces longer than
four inches divided by the total length of the cored interval. Pieces shorter than four
inches which were determined to be broken by drilling or by handling were fitted
together and considered as one piece.
All samples obtained were extruded in the field, placed in plastic bags to minimize
changes in the natural moisture condition, labeled as to appropriate boring number
and depth, and placed in protective cardboard boxes for transportation to the
laboratory. The samples were described and preserved in the field. The approximate
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locations of the borings performed at the site are shown on the boring location map
that is included in Appendix A. The specific depths, thicknesses and descriptions of
the strata encountered are presented on the individual Boring Log illustrations, which
are also included in Appendix A. Strata boundaries shown on the boring logs are
approximate.
3.2 Laboratory Testing
Laboratory tests were performed to classify the soil types. The samples recovered
during the field exploration were described by a geotechnical engineer in the
laboratory. These descriptions were later refined based on results of the laboratory
tests performed.
Samples were classified and described, in part, using ASTM and Unified Soil
Classification System (USCS) procedures. Bedrock strata were described using
standard geologic nomenclature.
In order to determine soil characteristics and to aid in classifying the soils,
classification testing was performed on selected samples as requested by the
geotechnical engineer. The tests were performed in general accordance with the
following test procedures. The classification tests are described in more detail in
Appendix B (General Description of Procedures).
Moisture Content ASTM D 2216
Atterberg Limits ASTM D 4318
Percent Passing No. 200 Sieve ASTM D 1140
Additional tests were performed to aid in evaluating soil strength, volume change, and
other physical properties, including:
Unconfined Compressive Strength of Soil Samples ASTM D 2166
Overburden Swell Tests
Soil Thermal Resistivity IEEE Standard 442
The results of these tests are presented at the corresponding sample depths on the
appropriate Boring Log illustrations presented in Appendix A.
Unconfined Compression Tests
Unconfined compression tests were performed on selected samples of the
cohesive soils and weathered limestone with few thin shale seams. These
tests were performed in general accordance with ASTM D 2166. For each
unconfined compression test performed, a cylindrical specimen was
subjected to an axial load applied at a constant rate of strain until failure or
a large strain (i.e., greater than 15 percent) occurred.
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Overburden Swell Tests
Selected samples of the near-surface cohesive soils were subjected to
overburden swell tests. For this test, a sample is placed in a consolidometer
and is subjected to the estimated in-situ overburden pressure. The sample
is then inundated with water and allowed to swell. Moisture contents are
determined both before and after completion of the test. Test results are
recorded as the percent swell, with initial and final moisture content.
Soil Thermal Resistivity
Thermal analysis of the subsurface materials was performed on 15 samples
of the cohesive soils and weathered limestone within Borings B1, B2, B3,
B5 and B11 at depths recommended by Mr. Dennis Johnson (Power
Engineers, Inc.). These tests were performed in general accordance with
IEEE Standard 442 by Geotherm USA Laboratory. For each thermal
resistivity test performed on undisturbed tube samples, a series of thermal
resistivity measurements were made in stages, with moisture contents
ranging from the natural condition to completely dry condition. The results
are presented in Appendix C.
4.0 SITE CONDITIONS
4.1 Stratigraphy
Based upon our examination of the boring samples and a review of the Geologic Atlas
of Texas, Sherman Sheet, this site is determined to be in an area characterized by
soil and bedrock strata associated with the undivided Grayson Marl and Main Street
Limestone Formation.
Pavements were present at the ground surface at Boring locations B1 and B2
advanced in Avenue H. The pavement section consists of about 3-inches of asphalt
underlain by 6-inches of aggregate base. The soils beneath the asphalt pavement
were tested with a phenolphthalein solution to investigate the presence of lime
treatment. These tests did not produce any reactions, indicating that free lime was
not present.
Fill materials were encountered at the ground surface within Borings B3 through B11.
The fill consists primarily of medium dense, dark brown and reddish brown clayey
sand, containing trace amounts of aggregate fragments. The fill extends to depth of
approximately 2 to 3 feet below existing site grades.
Below the pavements within Borings B1 and B2 and below the fill soils within Borings
B3 through B11, interbedded lean and fat clay soils were encountered. The clay soils
are very stiff in consistency, are generally dark brown, reddish brown and light gray
in color, and occasionally contain calcareous nodules. These overburden soils
extend to the top of weathered limestone bedrock within all 11 borings at depths of
about 6 to 12 feet below existing site grades.
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Weathered shale bedrock strata were encountered beneath the overburden soils. The
weathered shale strata encountered are differentially weathered, having been
leached by percolating waters over time. The degree of weathering decreases with
depth. The weathered shales are generally very soft to soft in rock hardness, light
brown, light gray and tan in color. The weathered shale bedrock strata extends to the
top of fresh limestone strata at depths of 22 to 31 feet below existing site grades.
The fresh limestone strata are generally soft to medium hard in rock hardness, light
to dark gray in color and contains occasional thin shale seams. The limestone bedrock
strata extends to the top of fresh shale at depths of approximately 38 to 49 feet below
existing site grades.
The fresh shales are generally soft to medium hard in rock hardness and are dark
gray in color. The shale bedrock strata extends to the termination depth of 50 feet
within Borings B1 and B3 through B11.
Subsurface conditions at each boring location are described on the individual boring
logs in Appendix A. A summary of the borings is presented in Table 1 below.
Table 1. Subsurface Stratigraphy
Boring No. Total Depth
Drilled (ft.)
Top of
Weathered
Shale (ft.)
Top of Fresh
Limestone (ft.)
Top of Fresh
Shale (ft.)
B1 50 7 21.5 38
B2 25 7 21 NE
B3 50 8.5 25 46
B4 50 8.5 24 43
B5 50 8.5 27 46
B6 50 8.5 28.5 48
B7 50 8 30.5 45
B8 50 11 27 44
B9 50 11 26 45
B10 50 11 28 47.5
B11 50 11 27 45
NE – Not Encountered
4.2 Groundwater
Groundwater seepage was not encountered within the borings prior to the introduction
of water for coring purposes, nor at 25-foot depth within Boring B2 during or at the
completion of drilling. Groundwater levels should be anticipated to fluctuate with
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seasonal and annual variations in rainfall, and may change as a result of development
and landscape irrigation. Groundwater cannot be ruled out during construction.
5.0 SOIL MOVEMENT ANALYSIS
5.1 Estimated Potential Vertical Movement (PVM)
Potential Vertical Movement (PVM) was evaluated utilizing a variety of different
methods for predicting movement and based on our experience and professional
opinion. Movements can be in the form of swell or settlement.
At the time of our field investigation, the near-surface soils were generally found to be
dry to very dry in moisture condition. Based upon the results of our analysis and the
soil type, the PVM is estimated to range from about 3 to 5 inches. Soil modification
will be required to reduce the PVM. Wet, average, dry are relative terms based on
moisture content and plasticity.
6.0 FOUNDATION RECOMMENDATIONS
The soils have the potential for significant post-construction vertical movement with
changes in soil moisture content. If potential post-construction movements on the order of
one inch can be tolerated, a shallow (footing) foundation or mat foundation may be used
to support the various structural elements. If post-construction vertical movements on the
order of those described cannot be tolerated, consideration should be given to a drilled
shaft foundation system. Recommendations for subgrade preparation are described in the
Earthwork Section of this report.
Please note that a soil-supported shallow foundation or floor system may experience some
vertical movement with changes in soil moisture content. Non-load bearing walls,
partitions, and other elements bearing on the floor slab will reflect these movements
should they occur. With appropriate design, adherence to good construction practices,
and appropriate post-construction maintenance, these potential movements can be
reduced.
6.1 Shallow Foundations – Mats
For large equipment pad shallow foundations, we recommend that structural loads be
supported on reinforced concrete, monolithic shallow mats founded in properly
prepared subgrade soils at a minimum depth of 36 inches below final exterior grades.
Mat foundations should be designed using a maximum allowable bearing pressure of
2,500 pounds per square foot when placed on prepared subgrade as described in the
Earthwork section of this report. This pressure may be increased to 4,000 psf if placed
on compacted aggregate base material that is at least 24 inches thick. We
recommend that mat foundations be a minimum of 16 inches thick.
Mat excavations should not be left open overnight. Concrete or engineered fill should
be placed the same day that footings are excavated. We recommend that a
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representative of D&S observe all footing excavations prior to placing concrete to
verify the excavation depth, cleanliness, and integrity of the mat bearing surface. Any
mat excavations left open overnight should be observed by D&S prior to placing
concrete to evaluate the depth of additional excavation required. In the event that
reinforcement and concrete cannot be placed on the day final excavation grades are
achieved, the base of the excavation may be deepened slightly and covered by a thin
seal slab of lean concrete or flowable fill to protect the integrity of the foundation
bearing material.
The bottom of all mat excavations should be free of any loose or soft material prior to
the placement of concrete. All equipment pads should be adequately reinforced to
minimize cracking as noted movements may occur in the foundation soils.
6.2 Drilled Shaft Foundations – Structures and Equipment
New building structures at the substation will likely consist of either conventional
ground-up construction, or of prefabricated metal buildings erected on pier-supported
steel frames suspended above the ground surface. For these structures, we
recommend a minimum clear space of 6 inches be provided between the bottoms of
grade beams or steel frames, and the final ground surface. Any appurtenances
connected to the buildings should be pier-supported and should also be isolated from
the ground surface by means of a void space.
Structural cardboard forms may be used to provide the required voids beneath the
grade beams or appurtenances for building structures. If carton forms are used, care
should be taken to assure that the void boxes are not allowed to become wet or
crushed prior to or during concrete placement and finishing operations. We
recommend that masonite (1/4” thick) or other protective material be placed on top of
the carton forms to reduce the risk of crushing the cardboard forms during concrete
placement and finishing operations. We recommend using side retainers to prevent
soil from infiltrating the void space.
The structural loads for new movement-sensitive building structures or other elements
at the substation may be supported on auger-excavated, straight-sided, reinforced
concrete drilled shafts founded in the fresh gray and dark gray limestone encountered
at depths of about 21 to 31 feet below existing site grades. Straight-sided drilled piers
for structural loads should be a minimum of 18-inches in diameter and penetrate a
minimum of 2 feet into the limestone. These piers should be designed for an allowable
end-bearing pressure of 50,000 pounds per square foot (psf) and an allowable side
friction of 10,000 psf.
The shafts should be provided with sufficient steel reinforcement throughout their
length to resist potential uplift pressures that will be exerted. For the near surface
soils, these pressures are approximated to be on the order of 1,200 pounds psf of
shaft area over an average depth of 10 feet. Often, 1/2 of a percent of steel by cross-
sectional area is sufficient for this purpose (ACI 318). However, the final amount of
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reinforcement required should be determined based on the information provided
herein, and should be the greater of that determination, or ACI 318.
There is no reduction in allowable capacities for shafts in proximity to each other.
However, for a two-shaft system, there is an 18 percent reduction in the available
perimeter area for side friction capacity for shafts in contact (tangent). The area
reduction can be extrapolated linearly to zero at one shaft diameter clear spacing.
Please contact this office if other close proximity geometries need to be considered.
We anticipate that a straight-side drilled pier foundation system designed and
constructed in accordance with the information provided in this report should limit
potential settlement to small fractions of an inch.
Lateral Load Parameters
The general subsurface stratigraphic section for this project is approximated
by Boring B8. This stratigraphic section was selected to conservatively
approximate the subsurface conditions across the site. Many of these
parameters are common among various brands of commercial lateral load
analysis software. Those shown are used in the software program LPILE
2012®. If needed, other parameters not shown will be provided upon
request.
The geotechnical parameters recommended for tower shaft design for the
various strata present were conservatively selected to account for observed
strata variability. Many of the geotechnical input parameters are common
among various brands of commercial lateral load analysis software. Those
shown are used in the software program LPILE 2012®. If needed, other
parameters not shown may be provided upon request. In view of the nature
and characteristics of the materials present, we recommend that the lateral
resistance parameters be neglected for the uppermost 2 feet of soil
materials to account for seasonal and annual cyclic variations in soil
desiccation and contraction, and potential future erosion. However, unit
weight in this zone can be considered in design, and the lateral loads may
be resolved at the top of the ground surface.
Table 2. Recommended Geotechnical Parameters – Soil & Weathered Shale
Boring
Material
Software
Material
Designation
Effective
Unit Weight
(pcf)
Undrained
Cohesion
(psf)
Friction
Angle
Strain
Factor,
ε50
Soil
modulus,
k (pci)
Sand (SC) Sand 125 NA 28° NA 90
CLAY (CL) Stiff Clay w/o
Free Water 125 1,000 NA 0.007 NA
SHALE,
weathered Weak Rock 130 4,000 NA 0.004 NA
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Table 3. Representative Soil Stratigraphy (B8)
Stratum Depth
Range (ft.)
Software Material
Designation
Unit
Weight
(pcf)
CLAYEY SAND 0.0 – 2.0 Sand 125
CLAY 2.0 – 12.0 Stiff Clay w/o Free
Water 115
SHALE, highly
weathered 12.0 – 27.0 Stiff Clay w/o Free
Water 130
LIMESTONE, fresh 27.0 – 44.0 Strong Rock 145
SHALE ≥ 44.0 Weak Rock 140
Table 4. Recommended Geotechnical Parameters - Soil
Depth Range (ft.) Software Material
Designation
Undrained
Cohesion (ksf)
Strain
Factor
ε50
0.0 – 2.0 Sand NA (Friction
Angle = 28°) NA
2.0 – 12.0 Stiff Clay w/o Free
Water 2.5 0.008
12.0 – 27.0 Stiff Clay w/o Free
Water 5.0 0.006
Table 5. Recommended Geotechnical Parameters - Limestone & Shale
Depth Range
(ft.)
Software
Material
Designation
Unconfined
Compressive
Strength –
Rock (ksf)
RQD
Strain
Factor
ε50
27.0 – 44.0 Strong Rock 100 NA NA
34.8 ≥ 40.0 Weak Rock 20 95 0.0005
6.2.2 Drilled Shaft Construction Considerations
Groundwater seepage was not encountered during drilling operations, prior
to the introduction of water for coring purposes. Groundwater in the bedrock
D&S ENGINEERING LABS, LLC Hickory Substation
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10
materials, if present, will be contained within the bedrock joints, fractures,
and other rock mass defects. Where these are well-connected and then
penetrated, appreciable amounts of water may be produced. Groundwater
levels may fluctuate over time in response to cyclical weather variations. In
the event that excessive groundwater seepage is encountered during pier
installation that cannot be controlled with conventional pumps, sumps, or
other means, casing or slurry methods may become necessary.
The installation of all drilled piers should be observed by experienced
geotechnical personnel during construction to verify compliance with design
assumptions including: 1) verticality of the shaft excavation, 2) identification
of the bearing stratum, 3) minimum pier diameter and depth, 4) correct
amount of reinforcement, 5) proper removal of loose material, and 6) that
groundwater seepage, if encountered, is properly controlled. D&S would be
pleased to provide these services in support of this project.
During construction of the drilled shafts, care should be taken to avoid
creating an oversized cap ("mushroom") near the ground surface that is
larger than the shaft diameter. These “mushrooms” provide a resistance
surface that near-surface soils can heave against. If near-surface soils are
prone to sloughing, a condition which can result in “mushrooming”, the tops
of the shafts should be formed in the sloughing soils using cardboard or
other circular forms equal to the diameter of the shaft.
Concrete used for the shafts should have a slump of 8 inches ± 1 inch.
Individual shafts should be excavated in a continuous operation and
concrete should be placed as soon as after completion of the drilling as is
practical. All pier holes should be filled with concrete within 8 hours after
completion of drilling. In the event of equipment breakdown, any
uncompleted open shaft should be backfilled with soil to be redrilled at a
later date. This office should be contacted when shafts have reached the
target depth but cannot be completed.
6.3 Buried Pipe – Underground Transmission
We understand new underground transmission structures will be constructed along
Avenue H from the southeast corner of the new substation site. Depths of the new
lines are not expected to exceed 15 feet.
Excavations
Excavations performed during site underground transmission construction
operations in soil or weathered shale should not be difficult and should only
require use of normal construction equipment. These excavations are not
expected to reach limestone strata.
Excavations greater than 5 feet in height/depth should be in accordance
with OSHA 29CFR 1926, Subpart P. The site clay soils and weathered shale
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
11
should be assumed to be type “C” soil. The contractor’s OSHA “competent
person” should make these determinations in the field during construction.
Please note that the existing clays and weathered shales will become
slippery if groundwater seepage occurs, or after rain events. This can make
working within the excavation difficult.
EARTHWORK RECOMMENDATIONS
The near-surface soils have potential for appreciable post-construction vertical movement
with changes in subsurface soil moisture content. Subgrade preparation should provide a
relatively uniform material that is at least three (3) feet thick beneath all footings and floor
slabs. We have the following recommendations for subgrade preparation to reduce PVM.
7.1 Soil Subgrade Preparation
In order to reduce Potential Vertical Movements for soil-supported structures, we
have the following recommendations for subgrade preparation.
Strip the site of all vegetation and remove any remaining organic or deleterious
material, including all tree stumps and root balls of existing trees under areas
that will be covered with structures and pavements.
After stripping the site, perform any required cuts
After excavating, and prior to the placement of any grade-raise fill across non-
paved areas, scarify, rework, and recompact the upper 12 inches of the
exposed subgrade soils. The soils should be compacted to between 93 and
98 percent of the maximum density as determined by ASTM D 698 (Standard
Proctor), and to at least plus three (+3) percentage points above its optimum
moisture content.
Grade raise fill should be placed in layer-compacted lifts not exceeding 8
inches in compacted thickness. These fills should be compacted to between
93 and 98 percent of the maximum density as determined by ASTM D 698
(Standard Proctor), and to at least plus three (+3) percentage points above its
optimum moisture content.
After the overall site has been brought to grade, excavate equipment pad areas
to a minimum depth of three (3) feet below the bottom of mat foundations
(about six (6) to seven (7) feet below final exterior grade). The excavated
materials may be stockpiled for future reuse. Excavations should extend at
least to the exterior mat dimensions and then extend up to the ground surface
at a slope no steeper than 1:Horizontal to 1:Vertical.
Place geogrid across bottom and up the sides of the pad excavations to at least
the bottom of mat elevation. Geogrid may be either Tensar BX-1100 or Triax
160, or approved equivalent.
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
12
Place the stockpiled excavated soil to the bottom of mat elevation in maximum
8-inch thick compacted lifts. The reworked on-site fill should be compacted to
between 93 and 98 percent of the maximum density as determined by ASTM
D 698 (Standard Proctor), and to at least plus three (+3) percentage points
above its optimum moisture content.
In lieu of on-site soil replacement, select fill may be placed above the geogrid
in compacted lifts to the bottom of mat elevation. Select fill should have a liquid
limit less than 35 and a plasticity index between 6 and 18, should be essentially
free of organic materials and particles in excess of 4 inches their maximum
direction, and should have not less than 30 percent material passing a No. 200
mesh sieve. The select fill should be placed in maximum 6-inch thick
compacted lifts and compacted to at least 95 percent of the maximum Standard
Proctor density and within three (-3 to +3) percentage points of its optimum
moisture content.
Alternatively, aggregate base or recycled concrete meeting the gradation,
plasticity, and durability requirements of TxDOT Standard Specification Item
247, Type A, Grade 2 or better may be used to re-establish subgrade elevation,
and should be placed in maximum 8-inch thick compacted lifts and should be
compacted to at least 95 percent of the maximum Standard Proctor density.
For recycled concrete, the Type D requirements specified in Item 247 for those
materials should be met as well.
Backfill around the equipment pad containment walls above the reworked on-
site soil, select fill, or aggregate base pad fill should be clay soils with a
Plasticity index greater than 25.
Backfill should be placed in maximum 8-inch compacted lifts and should be
compacted to a minimum of 95 percent of the maximum density as determined
by ASTM D 698 (Standard Proctor), and to its optimum moisture content or
above.
Each lift of fill or backfill should be tested for moisture content and compaction by a
testing laboratory with a minimum of 3 tests per lift.
7.2 Additional Considerations
In order to minimize the potential for post-construction vertical movement,
consideration should be given to the following:
Final subgrade should slope away from the foundations to the maximum
degree possible, with a minimum of 5 percent in the first 5 feet, if practical.
Water should not be allowed to pond next to foundations.
8.0 PAVEMENTS AND DRAINAGE
We understand that final site work will consist of a concrete paved “partial perimeter road”
around the north sides of the substation. We anticipate that other surface areas not
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
13
covered with structures, equipment, or pavement will receive a covering of free-draining
gravel / crushed stone approximately 6 to 8 inches in thickness. The site grading plan
indicates that the final subgrade will be shaped to provide a positive slope away from the
center of the substation, with ultimate sheet drainage offsite to the west, with an ultimate
total fall of about 11 to 12 feet.
Considering the existing subsurface conditions, the earthwork recommendations
presented previously, and the foregoing discussion, our recommendations for pavements
are presented in subsequent paragraphs.
8.1 General
The pavement designs given in this report are based upon the geotechnical
information developed during this study and design criteria assumptions based on
conversations with Denton Municipal Electric personnel and the design team. The
pavement designs shown below were produced considering the pavement design
practices for rigid pavements, the guidelines and recommendations of the American
Concrete Pavement Association (ACPA) as well as our experience and professional
opinion. However, the Civil Engineer-of-Record should produce the final pavement
design and all associated specifications for the project.
8.2 Behavior Characteristics of Expansive Soils Beneath Pavement
Soils for this site are considered to be slightly expansive and may have the potential
for volume change with changes in soil moisture content. The moisture content can
be maintained to some degree in these soils by covering them with an impermeable
surface such as pavement areas. However, if moisture is introduced to the subgrade
soils by surface or subsurface water, poor drainage, addition of excessive rainfall after
periods of no moisture, or removed by desiccation, the soils can swell or shrink
significantly, resulting in distress to pavements in contact with the soil in the form of
cracks and displacements. The edges of pavements are particularly prone to moisture
variations, and these areas often experience the most distress (cracking).
In order to minimize the negative impacts of expansive soil on pavement areas and
improve the long term performance of the pavement, we have the following
recommendations:
If possible, provide an elevated pavement which provides the maximum
practical drainage away from the pavement (a minimum of 5% slope for the
first 5 feet, and preferably 10 feet away from the pavement is suggested)
Avoid long areas of low slope roadway. Adjust slopes to account for the
Potential Vertical Movement.
8.3 Subgrade Strength Characteristics
Based on the testing from the investigation and support characteristics after
performing the recommended subgrade soil preparation, we recommend using a
D&S ENGINEERING LABS, LLC Hickory Substation
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14
California Bearing Ratio (CBR) value of 3 for the pavement section design. A
corresponding resilient modulus of 4,500 psi may also be used. We also recommend
a Modulus of Subgrade Reaction (k) of 100 pounds per cubic inch (pci) for the
subgrade soils (300 pci if pavement is placed over aggregate base).
8.4 Rigid Pavement Design and Recommendations
With the understanding that heavy equipment may periodically access the substation
sites, we recommend that Portland Cement Concrete Pavement for this site have a
minimum thickness of 6 inches. We have the following concrete mix design
recommendations:
Recommended minimum design compressive strength: 3,500 psi with nominal
aggregate size no greater than 1 inch.
15 to 20 percent flyash may be used with the approval of the Civil Engineer of
record.
Curing compound should be applied within one hour of finishing operations.
Pavement Reinforcing Steel
Due to the absence of specific traffic loading and design life parameters,
but understanding that heavy equipment will be periodically accessing the
site we recommend that a minimum of 0.2% of steel be used for all concrete
pavement sections. This is approximately the equivalent of #4 bars at 16”
on center each way for a 6-inch thick concrete pavement. Areas with less
severe loading may perform adequately with less reinforcement. Please
contact this office once specific traffic loading data is available if additional
pavement analyses are desired. Reinforcement chairs should be used
beneath all pavement such that the reinforcement is placed one-third (T/3)
of the pavement thickness from the top of the pavement using metal or
plastic chairs.
Pavement Joints and Cutting
The performance of concrete pavement depends to a large degree on the
design, construction, and long term maintenance of concrete joints. The
following recommendations and observations are offered for consideration
by the Civil Engineer and/or pavement Designer-of-Record:
Contraction joints (sawcuts) should have a spacing of about 30 times the
pavement thickness each way, with a maximum spacing of about 15 to
20 feet. Note that tighter sawcut spacing will control contraction cracking
better than a wider spacing, and a spacing of about 12 feet is considered
very satisfactory.
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
15
Sawcuts should be completed as soon as practicable after surface
finishing, typically within a few hours after concrete placement, preferably
within a maximum of 10 to 12 hours after placement.
Joints should be cleaned and sealed as soon as possible after concrete
placement to avoid infiltration of water, sediment, etc. into the open joint
and possibly negatively impacting the subgrade. To be most effective,
joint sealing should be performed preferably within a day or two.
8.5 Subgrade Preparation Recommendations
Pavement Areas
For the subgrade preparation beneath pavement, we recommend the
following:
Strip the site of all vegetation to a minimum depth of 6-inches below
existing grades and remove any remaining organic or deleterious
material under the planned paved areas, including all tree stumps and
root balls of existing trees.
Perform any required cuts
After stripping and cutting, and prior to the placement of any grade-raise
or re-work fill, scarify, rework, and recompact the exposed excavated or
stripped subgrade to a depth of 12 inches. The scarified and re-worked
soils should be compacted to at least 95 percent of the maximum dry
density, as determined by ASTM D 698 (standard Proctor), and placed at
a moisture content that is within two (+/-2) percentage points of the
optimum moisture content, as determined by the same test.
Fill as needed to required pavement subgrade elevation. In areas to
receive fill, the fill should be placed in maximum 6-inch compacted lifts,
compacted to at least 95 percent of the maximum dry density, as
determined by ASTM D 698 (standard Proctor), and placed at a moisture
content that is within two (+/-2) percentage points of the optimum
moisture content, as determined by the same test. Fill materials may be
derived from on-site or may be imported as long as the materials are
essentially free of organic materials and particles in excess of 4 inches
their maximum direction. Imported fill material should have not less than
35 percent material passing a No. 200 mesh sieve and a Plasticity Index
of no more than 30.
Field density and moisture content testing for the roadway should be
performed at the rate of one test per 300 linear feet.
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
16
Non-Pavement Areas
We anticipate that non-paved areas within the substation footprint will
receive about 6 to 8 inches of crushed stone over the prepared subgrade.
For these areas, we recommend the following:
After the site has been brought to grade in accordance with the Earthwork
Section of this report, place a geotextile “filer fabric” between the
subgrade soil and the crushed stone to prevent soil migration into the
stone
Place crushed stone around the paved areas as shown on the plans.
9.0 GEOLOGIC HAZARDS / SEISMIC CONSIDERATIONS
North central Texas is generally regarded as an area of low seismic activity. Based on
the data developed, and considering the geologic conditions present, we recommend that
IBC Soil Site Class “C” be used at this site. The acceleration values below were
interpolated from published U.S. Geological Survey National Seismic Hazard Maps.
Table 6. Seismic Design Parameters
Design Parameters Values
Site Class C
Spectral Acceleration for 0.2 sec Period, Ss (g) 0.111
Spectral Acceleration for 1.0 sec Period, S1 (g) 0.054
Site Coefficient for 0.2 sec Period, Fa 1.2
Site Coefficient for 1.0 sec Period, Fv 1.7
10.0 LIMITATIONS
The professional geotechnical engineering services performed for this project, the findings
obtained, and the recommendations prepared were accomplished in accordance with
currently accepted geotechnical engineering principles and practices.
Variations in the subsurface conditions are noted at the specific boring locations for this
study. As such, all users of this report should be aware that differences in depths and
thicknesses of strata encountered can vary between the boring locations. The number and
spacing of the exploration borings were chosen to obtain geotechnical information for the
design and construction of lightly to moderately--loaded structure foundations.
Statements in the report as to subsurface conditions across the site are extrapolated from
the data obtained at the specific boring locations. If there are any conditions differing
significantly from those described herein, D&S should be notified to re-evaluate the
recommendations contained in this report.
D&S ENGINEERING LABS, LLC Hickory Substation
Denton, Texas (13-0278-16)
17
Recommendations contained herein are not considered applicable for an indefinite period
of time. Our office must be contacted to re-evaluate the contents of this report if
construction does not begin within a one-year period after completion of this report.
The scope of services provided herein does not include an environmental assessment of
the site or investigation for the presence or absence of hazardous materials in the soil,
surface water, or groundwater.
All contractors referring to this geotechnical report should draw their own conclusions
regarding excavations, construction, etc. for bidding purposes. D&S is not responsible for
conclusions, opinions or recommendations made by others based on these data. The
report is intended to guide preparation of project specifications and should not be used as
a substitute for the project specifications.
Recommendations provided in this report are based on our understanding of information
provided by the Client to us regarding the scope of work for this project. If the Client notes
any differences, our office should be contacted immediately since this may materially alter
the recommendations.
APPENDIX A - BORING LOGS AND SUPPORTING DATA
P16P15
P14
P12
B1Ave HW Hickory St
B3
B5
B4
B8
B7
B6
B9 B10
B11
B2N Bonnie Brae StW Oak St
5*''601
6':#5
2.#01($14+0)5
*+%-14;57$56#6+10
&'0610
065
#7)756Ä
'&4+..'&
241,'%6ÄÄ
KEY TO SYMBOLS AND TERMS
CONSISTENCY: FINE GRAINED SOILS
CONDITION OF SOILS
SECONDARY COMPONENTS
WEATHERING OF ROCK MASS
TCP (#blows/ft)
< 8
8 - 20
20 - 60
60 - 100
> 100
Relative Density (%)
0 - 15
15 - 35
35 - 65
65 - 85
85 - 100
SPT (# blows/ft)
0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
> 30
UCS (tsf)
< 0.25
0.25 - 0.5
0.5 - 1.0
1.0 - 2.0
2.0 - 4.0
> 4.0
CONSISTENCY OF SOILSLITHOLOGIC SYMBOLS
CONDITION: COARSE GRAINED SOILS
QUANTITY DESCRIPTORS
RELATIVE HARDNESS OF ROCK MASS
SPT (# blows/ft)
0 - 4
5 - 10
11 - 30
31 - 50
> 50
Description
No visible sign of weathering
Penetrative weathering on open discontinuity surfaces,
but only slight weathering of rock material
Weathering extends throughout rock mass, but the rock
material is not friable
Weathering extends throughout rock mass, and the rock
material is partly friable
Rock is wholly decomposed and in a friable condition but
the rock texture and structure are preserved
A soil material with the original texture, structure, and
mineralogy of the rock completely destroyed
Designation
Fresh
Slightly weathered
Moderately weathered
Highly weathered
Completely weathered
Residual Soil
Description
Can be carved with a knife. Can be excavated readily with
point of pick. Pieces 1" or more in thickness can be broken
by finger pressure. Readily scratched with fingernail.
Can be gouged or grooved readily with knife or pick point.
Can be excavated in chips to pieces several inches in size
by moderate blows with the pick point. Small, thin pieces
can be broken by finger pressure.
Can be grooved or gouged 1/4" deep by firm pressure on
knife or pick point. Can be excavated in small chips to
pieces about 1" maximum size by hard blows with the point
of a pick.
Can be scratched with knife or pick. Gouges or grooves 1/4"
deep can be excavated by hard blow of the point of a pick.
Hand specimens can be detached by a moderate blow.
Can be scratched with knife or pick only with difficulty.
Hard blow of hammer required to detach a hand specimen.
Cannot be scratched with knife or sharp pick. Breaking of hand
specimens requires several hard blows from a hammer or pick.
Trace
Few
Little
Some
With
Designation
Very Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
< 5% of sample
5% to 10%
10% to 25%
25% to 35%
> 35%
Condition
Very Loose
Loose
Medium Dense
Dense
Very Dense
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
HardARTIFICIALAsphalt
Aggregate Base
Concrete
Fill
SOILROCKLimestone
Mudstone
Shale
Sandstone
Weathered Limestone
Weathered Shale
Weathered Sandstone
CH: High Plasticity Clay
CL: Low Plasticity Clay
GP: Poorly-graded Gravel
GW: Well-graded Gravel
SC: Clayey Sand
SP: Poorly-graded Sand
SW: Well-graded Sand
!
"
!
#$%&'()$%*++$,-)
,-)'.$/'',01/' %2
,-)'.$/'',01/' %2
3
"
!
#$%&'%-%2/(%4)++$,-)
56/-7#$%&'%-%2/(%4)++$,-)
8%2#$%&'()$%*++$,-)
,-)'.$/'',01/' %2
,-)'.$/'',01/' %2
!
" 9
9
" 9
9
4.639
39
16
15
23
24
10,13
14,20
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
680.2 ft
679.7 ft
673.5 ft
662.0 ft
659.0 ft
122.0
124.7
110.6
139.4
139.9
8.7
4.9
38.0
103.8
23.0
12.4
12.6
12.0
12.4
18.5
18.7
21.0
20.0
10.0
7.1
0.3 ft 0.8 ft
7.0 ft
18.5 ft
21.5 ft
ASPHALT; (3.0")
AGGREGATE BASE; (6.0")
LEAN CLAY (CL); very stiff; dark
brown, light brown; trace to fewcalcareous and ferrous nodules
SHALE; highly weathered; very soft;brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderately
hard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
100100
9898
8080
AU
S
S
T
S
S
S
T
S
S
S
S
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B1
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/12/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/12/2016
GROUND ELEVATION: Approx. 680.5 feet
GPS COORDINATES: N33.21387, W97.15971
PROJECT NUMBER: 13-0278-16
642.5 ft
630.5 ft
122.1 21.613.6
38.0 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; darkgray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
20 feet for coring purposes
100100
100100
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B1
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/12/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/12/2016
GROUND ELEVATION: Approx. 680.5 feet
GPS COORDINATES: N33.21387, W97.15971
PROJECT NUMBER: 13-0278-16
9.6
52
57
16
21
36
36
5,8
26,39
50=2.0"50=1.0"
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
687.2 ft
686.7 ft
680.5 ft
666.5 ft
662.2 ft
114.0
111.3
111.2
121.5
3.2
11.3
24.3
16.0
16.5
17.6
17.6
14.5
15.8
20.2
20.0
18.0
14.8
0.3 ft 0.8 ft
7.0 ft
21.0 ft
25.3 ft
ASPHALT; (3.0")
AGGREGATE BASE; (6.0")
FAT CLAY (CH); very stiff; dark
brown, reddish brown; trace gravel,calcareous, and ferrous nodules
SHALE; moderately to highlyweathered; very soft to soft; brown,light gray; fissile
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
End of boring at 25.3'
Notes:-dry during drilling-dry upon completion
-boring moved 120 feet to the southdue to overhanging power lines andtrees
AU
S
S
T
S
S
S
T
S
S
S
S
S
T
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B2
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/12/2016 DRILL METHOD: Cont. Flight Auger
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/12/2016
GROUND ELEVATION: Approx. 687.5 feet
GPS COORDINATES: N33.21430, W97.15971
PROJECT NUMBER: 13-0278-16
6.3
40
46
17
20
23
26
5,7
9,9
4.5+
4.5+
4.25
4.25
4.5+
4.5+
4.5+
4.5+
680.0 ft
673.5 ft
657.0 ft
113.2
105.0
105.9
134.5
6.4
5.7
50.0
8.0
14.0
16.4
17.8
21.0
17.3
20.5
20.9
21.6
9.7
2.0 ft
8.5 ft
25.0 ft
FILL: CLAYEY SAND (SC); mediumdense; dark brown, brown, reddish
brown; trace aggregate fragments
LEAN CLAY (CL); very stiff; brown,dark brown; few ferrous and
calcareous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams 100100
100100
S
S
S
T
S
S
S
T
S
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B3
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/12/2016
GROUND ELEVATION: Approx. 682.0 feet
GPS COORDINATES: N33.21497, W97.16048
PROJECT NUMBER: 13-0278-16
635.8 ft
632.0 ft
142.6 272.96.5
46.2 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; darkgray; few very thin sandstone seams;
fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
100100
9494
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B3
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/12/2016
GROUND ELEVATION: Approx. 682.0 feet
GPS COORDINATES: N33.21497, W97.16048
PROJECT NUMBER: 13-0278-16
6.752
64
20
19
32
45
4,4
5,5
4.5+
4.5+
4.5+
3.25
4.5+
4.5+
4.5+
4.5+
4.5+
690.5 ft
684.0 ft
668.5 ft
105.5
97.7
114.0
137.5
132.3
2.5
11.1
189.2
17.1
13.3
13.4
18.4
25.1
23.8
18.0
17.0
18.2
7.7
9.5
2.0 ft
8.5 ft
24.0 ft
FILL: CLAYEY SAND (SC); mediumdense; dark brown, brown, reddish
brown; few aggregate fragments
FAT CLAY (CH); very stiff; darkbrown, reddish brown; trace to few
calcareous and ferrous noduless
SHALE; highly to moderately to
highly weathered; very soft; brown,light gray; fissile
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thinto thin medium hard shale seams
100100
100100
S
S
S
T
NR
T
S
S
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B4
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/11/2016
GROUND ELEVATION: Approx. 692.5 feet
GPS COORDINATES: N33.21491, W97.16109
PROJECT NUMBER: 13-0278-16
649.5 ft
642.5 ft
121.7 7.114.4
43.0 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; dark
gray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
8484
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B4
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/11/2016
GROUND ELEVATION: Approx. 692.5 feet
GPS COORDINATES: N33.21491, W97.16109
PROJECT NUMBER: 13-0278-16
1.5
44
45
16
18
28
27
9,10
6,7
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
693.0 ft
686.5 ft
669.7 ft
668.2 ft
108.0
111.2
105.3
111.3
135.7
9.2
0.7
14.1
54.4
8.9
15.1
14.1
14.5
14.8
20.2
17.6
23.5
19.0
20.0
19.7
9.1
2.0 ft
8.5 ft
25.3 ft
26.8 ft
FILL: CLAYEY SAND (SC); mediumdense; brown, reddish brown; trace
aggregate and debris fragments
LEAN CLAY (CL); very stiff; brown,dark brown; trace calcareous and
ferrous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
SHALE; slightly to moderatelyweathered; soft; brown, gray; fissile
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thinto thin medium hard shale seams
100100
100100
S
S
S
T
S
S
S
T
S
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B5
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/10/2016
GROUND ELEVATION: Approx. 695.0 feet
GPS COORDINATES: N33.21571, W97.16111
PROJECT NUMBER: 13-0278-16
648.9 ft
645.0 ft
119.5 18.714.3
46.1 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; darkgray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
100100
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B5
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/10/2016
GROUND ELEVATION: Approx. 695.0 feet
GPS COORDINATES: N33.21571, W97.16111
PROJECT NUMBER: 13-0278-16
0.927
42
13
16
14
26
4,4
4,5
5,7
4.5+
4.5+
4.5+
3.5
3.25
4.5+
4.5+
4.5+
4.5+
695.5 ft
689.0 ft
675.5 ft
669.0 ft
110.7
104.1
117.8
114.8
5.3
11.7
26.8
10.0
12.0
18.5
21.6
19.4
15.1
13.8
17.7
17.0
2.0 ft
8.5 ft
22.0 ft
28.5 ft
FILL: CLAYEY SAND (SC); mediumdense; brown, reddish brown, dark
brown; with aggregate fragments
LEAN CLAY (CL); very stiff; brown,red brown; few ferrous nodules and
sand; trace calcareous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderately
hard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams
100100
100100
S
S
S
T
S
T
S
T
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B6
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/9/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/9/2016
GROUND ELEVATION: Approx. 697.5 feet
GPS COORDINATES: N33.21565, W97.16044
PROJECT NUMBER: 13-0278-16
649.5 ft
647.5 ft
139.0
145.4
79.0
160.1
7.6
5.8
48.0 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; dark
gray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
100100
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B6
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/9/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/9/2016
GROUND ELEVATION: Approx. 697.5 feet
GPS COORDINATES: N33.21565, W97.16044
PROJECT NUMBER: 13-0278-16
0.9231310
13,12
5,6
9,13
4.5+
4.5+
4.5+
4.25
4.0
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
48
689.0 ft
684.0 ft
666.5 ft
661.5 ft
113.3
109.3
124.7
109.6
12.0
10.3
10.6
7.3
9.5
9.6
18.2
17.0
12.6
11.7
19.9
3.0 ft
8.0 ft
25.5 ft
30.5 ft
FILL: CLAYEY SAND (SC); mediumdense; reddish brown, brown, dark
brown; trace gravel
LEAN CLAY (CL); very stiff; brown;few calcareous nodules; trace ferrousnodules and sand
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderatelyhard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams 100
100
S
S
S
T
S
T
S
T
S
S
S
S
S
S
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B7
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/8/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/8/2016
GROUND ELEVATION: Approx. 692.0 feet
GPS COORDINATES: N33.21500, W97.16067
PROJECT NUMBER: 13-0278-16
646.8 ft
642.0 ft
140.4
146.3
42.1
190.9
6.9
5.8
45.2 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; dark
gray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
30.5 feet for coring purposes
100100
100100
4040
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B7
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/8/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/8/2016
GROUND ELEVATION: Approx. 692.0 feet
GPS COORDINATES: N33.21500, W97.16067
PROJECT NUMBER: 13-0278-16
9.835
44
20
11
15
33
3,7
11,11
8,9
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
689.8 ft
680.8 ft
669.8 ft
664.8 ft
123.9
100.3
128.5
146.6
136.9
9.3
62.1
168.7
42.9
11.6
11.6
11.0
15.4
18.2
17.8
15.7
11.3
5.1
7.7
2.0 ft
11.0 ft
22.0 ft
27.0 ft
FILL: CLAYEY SAND (SC); mediumdense; dark brown, brown, reddish
brown; few aggregate fragments
LEAN CLAY (CL); very stiff; darkbrown, reddish brown mottling, brown;
with sand; few ferrous nodules; tracecalcareous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderately
hard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams
100100
100100
S
S
S
T
S
T
S
T
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B8
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/11/2016
GROUND ELEVATION: Approx. 691.8 feet
GPS COORDINATES: N33.21500, W97.16099
PROJECT NUMBER: 13-0278-16
647.8 ft
641.8 ft
121.7 21.813.8
44.0 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; dark
gray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
8686
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B8
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/11/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/11/2016
GROUND ELEVATION: Approx. 691.8 feet
GPS COORDINATES: N33.21500, W97.16099
PROJECT NUMBER: 13-0278-16
2.7411922
5,6
4,4
5,5
4.5+
4.0
4.0
4.0
4.0
3.5
4.25
4.5+
4.5+
64 692.2 ft
683.2 ft
672.2 ft
668.2 ft
109.4
109.0
109.1
117.3
139.3
3.9
8.9
26.4
55.6
12.9
11.5
17.4
19.2
19.8
19.3
18.9
20.4
16.3
7.8
2.0 ft
11.0 ft
22.0 ft
26.0 ft
FILL: CLAYEY SAND (SC); mediumdense; brown, dark brown, reddish
brown; trace aggregate fragments
LEAN CLAY (CL); very stiff; darkbrown, brown, reddish brown; with
sand; few calcareous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderately
hard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams
8888
100100
S
S
S
T
S
T
S
T
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B9
PAGE 1 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/10/2016
GROUND ELEVATION: Approx. 694.2 feet
GPS COORDINATES: N33.21550, W97.16096
PROJECT NUMBER: 13-0278-16
649.4 ft
644.2 ft
142.0 145.86.4
44.8 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; darkgray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
9494
9898
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B9
PAGE 2 OF 2
MC(%)
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REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/10/2016
GROUND ELEVATION: Approx. 694.2 feet
GPS COORDINATES: N33.21550, W97.16096
PROJECT NUMBER: 13-0278-16
1.5
30
26
13
13
17
13
12,19
6,8
6,6
4.5+
4.5+
4.5+
4.0
4.5+
4.5+
4.5+
4.5+
693.2 ft
684.2 ft
673.2 ft
667.2 ft
111.8
116.7
77.8
108.7
1.7
1.0
12.8
10.1
6.5
11.6
16.1
16.9
15.8
21.2
18.8
2.0 ft
11.0 ft
22.0 ft
28.0 ft
FILL: CLAYEY SAND (SC); mediumdense; dark brown, reddish brown;
with aggregate fragments and gravel
LEAN CLAY (CL); very stiff; darkbrown; with sand
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; slightly to moderatelyweathered; medium to moderately
hard; brown, light gray
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams
100100
100100
S
S
S
T
NR
T
S
T
S
S
S
S
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B10
PAGE 1 OF 2
MC(%)
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REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/9/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/9/2016
GROUND ELEVATION: Approx. 695.2 feet
GPS COORDINATES: N33.21554, W97.16060
PROJECT NUMBER: 13-0278-16
647.7 ft
645.2 ft
137.6
129.9
30.1
109.3
8.1
7.1 47.5 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; dark
gray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
25 feet for coring purposes
100100
100100
100100
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B10
PAGE 2 OF 2
MC(%)
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REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/9/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/9/2016
GROUND ELEVATION: Approx. 695.2 feet
GPS COORDINATES: N33.21554, W97.16060
PROJECT NUMBER: 13-0278-16
1.5311318
14,19
10,12
12,12
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
2.5
4.5+
691.0 ft
682.0 ft
666.0 ft
111.3
107.7
113.0
116.9
143.3
9.0
3.0
19.1
142.2
7.8
10.5
8.4
13.4
16.7
15.1
15.8
19.7
16.5
6.3
2.0 ft
11.0 ft
27.0 ft
FILL: CLAYEY SAND (SC); mediumdense; brown, reddish brown, dark
brown; trace aggregate fragments
LEAN CLAY (CL); very stiff; darkbrown, reddish brown, light gray; with
sand; few ferrous nodules; tracecalcareous nodules
SHALE; highly weathered; very soft;
brown, light gray; fissile
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly tomoderately argillaceous; few very thin
to thin medium hard shale seams
100100
S
S
S
T
S
T
S
T
S
S
S
S
S
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
B11
PAGE 1 OF 2
MC(%)
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REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/8/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/8/2016
GROUND ELEVATION: Approx. 693.0 feet
GPS COORDINATES: N33.21525, W97.16077
PROJECT NUMBER: 13-0278-16
648.2 ft
643.0 ft
146.7 332.45.3
44.8 ft
50.0 ft
LIMESTONE; fresh; moderately hardto hard; gray, light gray; slightly to
moderately argillaceous; few very thinto thin medium hard shale seams
SHALE; fresh; medium hard; darkgray; few very thin sandstone seams;fissile
End of boring at 50.0'
Notes:-dry prior to the introduction of water at
30 feet for coring purposes
9090
100100
8080
C
C
C
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
Hand
Pen. (tsf)orSPT
orTCP
Passing
#200Sieve
(%)
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay(%)
B11
PAGE 2 OF 2
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
CLIENT: Denton Municipal Electric
LOCATION: Denton, TexasPROJECT: Hickory Substation
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/8/2016 DRILL METHOD: Cont. Flight Auger/Core
LOGGED BY: Ricky Ybarra (D&S)
FINISH DATE: 8/8/2016
GROUND ELEVATION: Approx. 693.0 feet
GPS COORDINATES: N33.21525, W97.16077
PROJECT NUMBER: 13-0278-16
B1 2-3 12.4 16.3 391 4.6
B2 4-5 17.6 25.7 651 9.6
B3 2-3 16.4 22.8 395 6.3
B4 2-3 18.4 26.6 395 6.7
B5 6-7 20.2 21.0 910 1.5
B6 1-2 12.0 14.1 263 0.9
B7 2-3 9.6 20.3 390 0.9
B8 1-2 11.6 19.5 263 9.8
B9 2-3 17.4 20.0 392 2.7
B10 2-3 11.6 19.9 391 1.5
B11 4-5 13.4 19.1 651 1.5
Boring
Number Depth
feet
Applied Pressure,psf Vertical Swell, %
SWELL TEST RESULTS
Final Moisture
Content, %
Initial Moisture
Content, %
CLIENT: Denton Municipal ElectricPROJECT: Hickory Substation
PROJECT NUMBER: 13-0278-16 LOCATION: Denton, Texas
APPENDIX B - THERMAL RESISTIVITY TEST RESULTS
COOL SOLUTIONS FOR UNDERGROUND POWER CABL
THERMAL SURVEYS, CORRECTIVE BACKFILLS & INSTRUMENTATION
Serving the electric power industry since 1978
4370 Contractors Common
Livermore, CA 94551
Tel: 925-999-9232
Fax: 925-999-8837
info@geothermusa.com
http://www.geothermusa.com
August 25, 2016
Power Engineers Inc.
16011 College Blvd, Suite 130
Lenexa, KS 66219
Attn: Dennis Johnson
Re: Thermal Analysis of Native Soil Samples
DME Hickory Substation - Denton, TX (Project No. 13-0278-16)
The following is the report of thermal dryout characterization tests conducted on fifteen
(15) undisturbed tube samples of native soil from the referenced project received at our
laboratory.
Thermal Resistivity Tests: For thermal dryout characterization the undisturbed tube
samples were tested ‘as received’. A series of thermal resistivity measurements were
made in stages, with moisture contents ranging from the ‘as received’ to totally dry
condition. The tests were conducted in accordance with the IEEE Standard 442. The
results are tabulated below and the thermal dryout curves are presented in Figures 1 - 3.
Sample ID, Description, Thermal Resistivity, Moisture Content and Density
Sample ID Description
(D&S Eng)
Thermal Resistivity
(°C-cm/W)
Moisture
Content
(%)
Dry
Density
(lb/ft3) As-rcvd Dry
B1 @ 5' - 6' Lean Clay (CL) 58 125 13 121
B1 @ 10' - 11' Highly weathered limestone 57 127 21 105
B1 @ 15' - 16' Highly weathered limestone 56 130 20 107
B2 @ 5' - 6' Lean Clay (CL) 72 158 16 107
B2 @ 10' - 11' Highly weathered limestone 57 128 20 106
B2 @ 15' - 16' Highly weathered limestone 53 127 18 107
shale
shale
shale
shale
2
Sample ID, Description, Thermal Resistivity, Moisture Content and Density
Sample ID Description
(D&S Eng)
Thermal Resistivity
(°C-cm/W)
Moisture
Content
(%)
Dry
Density
(lb/ft3) As-rcvd Dry
B3 @ 5' - 6' Lean Clay (CL) 70 157 17 107
B3 @ 10' - 11' Highly weathered limestone 57 130 21 104
B3 @ 15' - 16' Highly weathered limestone 54 128 18 107
B5 @ 5' - 6' Lean Clay (CL) 75 162 19 99
B5 @ 10' - 11' Highly weathered limestone 53 125 19 108
B5 @ 15' - 16' Highly weathered limestone 55 129 20 106
B11 @ 5' - 6' Lean Clay (CL) 62 130 14 113
B11 @ 10' - 11' Lean Clay (CL) 56 122 12 122
B11 @ 15' - 16' Highly weathered limestone 55 127 19 107
Comments:
The thermal characteristic depicted in the dryout curves apply for the soils at their
respective test dry density.
Please contact us if you have any questions or if we can be of further assistance.
Geotherm USA
Deepak Parmar
Please Note: All samples will be disposed of after 5 days from date of report.
shale
shale
shale
shale
shale
3
4
5
APPENDIX C - GENERAL DESCRIPTION OF PROCEDURES
ANALYTICAL METHODS TO PREDICT MOVEMENT
CLASSIFICATION TESTS
Classification testing is perhaps the most basic, yet fundamental tool available for predicting
potential movements of clay soils. Classification testing typically consists of moisture content,
Atterberg Limits, and Grain-size distribution determinations. From these results a general
assessment of a soil’s propensity for volume change with changes in soil moisture content can
be made.
Moisture Content
By studying the moisture content of the soils at varying depths and comparing them with the
results of Atterberg Limits, one can estimate a rough order of magnitude of potential soil
movement at various moisture contents, as well as movements with moisture changes. These
tests are typically performed in accordance with ASTM D 2216.
Atterberg Limits
Atterberg limits determine the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of a soil.
The liquid limit is the moisture content at which a soil begins to behave as a viscous fluid. The
plastic limit is the moisture content at which a soil becomes workable like putty, and at which a
clay soil begins to crumble when rolled into a thin thread (1/8” diameter). The PI is the numerical
difference between the moisture constants at the liquid limit and the plastic limit. This test is
typically performed in accordance with ASTM D 4318.
Clay mineralogy and the particle size influence the Atterberg Limits values, with certain minerals
(e.g., montmorillonite) and smaller particle sizes having higher PI values, and therefore higher
movement potential.
A soil with a PI below about 15 to 18 is considered to be generally stable and should not
experience significant movement with changes in moisture content. Soils with a PI above about
30 to 35 are considered to be highly active and may exhibit considerable movement with changes
in moisture content.
Fat clays with very high liquid limits, weakly cemented sandy clays, or silty clays are examples of
soils in which it can be difficult to predict movement from classification testing alone.
Grain-size Distribution
The simplest grain-size distribution test involves washing a soil specimen over the No. 200 mesh
sieve with an opening size of 0.075 mm (ASTM D 1140)). This particle size has been defined by
the engineering community as the demarcation between coarse-grained and fine-grained soils.
Particles smaller than this size can be further distinguished between silt-size and clay-size
particles by use of a Hydrometer test (ASTM D 422). A more complete grain-size distribution test
that uses sieves to relative amount of particles according is the Sieve Gradation Analysis of Soils
(ASTM D 6913). Once the characteristics of the soil are determined through classification testing,
a number of movement prediction techniques are available to predict the potential movement of
the soils. Some of these are discussed in general below.
TEXAS DEPARTMENT OF TRANSPORTATION METHOD 124-E
The Texas Department of Transportation (TxDOT) has developed a generally simplistic method
to predict movements for highways based on the plasticity index of the soil. The TxDOT method
is empirical and is based on the Atterberg limits and moisture content of the subsurface soil. This
method generally assumes three different initial moisture conditions: dry, “as-is”, and wet.
Computation of each over an assumed depth of seasonal moisture variation (usually about 15
feet or less) provides an estimate of potential movement at each initial condition. This method
requires a number of additional assumptions to develop a potential movement estimate. As such,
the predicted movements generally possess large uncertainties when applied to the analysis of
conditions under building slabs and foundations. In our opinion, estimates derived by this method
should not be used alone in determination of potential movement.
SUCTION
Suction measurements may be used along with other movement prediction methods to predict
soil movement. Suction is a measure of the ability of a soil to attract or lose moisture between the
soil particles. Since changes in soil moisture result in volume changes within the soil mass of fine-
grained soils (clays and to some degree silts), a knowledge of the suction potential of a soil mass
at a given point in time may be used to estimate potential future volume changes with changes in
soil moisture content. For this analysis, a series of suction measurements versus depth is typically
performed on a number of soil samples recovered from a boring in order to develop a suction
profile.
SWELL TESTS
Swell tests can lead to more accurate site specific predictions of potential vertical movement by
measuring actual swell volumes at in situ initial moisture contents. One-dimensional swell tests
are almost always performed for this measurement. Though swell is a three-dimensional process,
the one-dimensional test provides greatly improved potential vertical movement estimates than
other methods alone, particularly when the results are “weighted” with respect to depth, putting
more emphasis on the swell characteristics closer to the surface and less on values at depth.
POTENTIAL VERTICAL MOVEMENT
A general index for movement is known as the Potential Vertical Rise (PVR). The actual term
PVR refers to the TxDOT Method 124-E mentioned above. For the purpose of this report the term
Potential Vertical Movement (PVM) will be used since PVM estimates are derived using multiple
analytical techniques, not just TxDOT methods.
It should be noted that slabs and foundations constructed on clay or clayey soils may have at
least some risk of potential vertical movement due to changes in soil moisture contents. To
eliminate that risk, slabs and foundation elements may be designed as structural elements
physically separated by some distance from the subgrade soils (usually 4 to 12 inches).
In some cases, a floor slab with movements as little as 1/4 of an inch may result in damage to
interior walls, such as cracking in sheet rock or masonry walls, or separation of floor tiles.
However, these cracks are often minor and most people consider them 'liveable'. In other cases,
movement of one inch may cause significant damage, inconvenience, or even create a hazard
(trip hazard or others).
Vertical movement of clay soils under slab on grade foundations due to soil moisture changes
can result from a variety causes, including poor site grading and drainage, improperly prepared
subgrade, trees and large shrubbery located too close to structures, utility leaks or breaks, poor
subgrade maintenance such as inadequate or excessive irrigation, or other causes. The potential
for post-construction vertical movement can be minimized through adequate design, proper
construction, and adherence to the recommendations contained herein for post-construction
maintenance.
POTENTIAL VERTICAL MOVEMENT (PVM)
PVM is generally considered to be a measurement of the change in height of a foundation from
the elevation it was originally placed. Experience and generally accepted practice suggests that
if the PVM of a site is less than one inch, the associated differential movement will be minor and
acceptable to most people.
SETTLEMENT
Settlement is a measure of a downward movement due to consolidation of soil. This can occur
from improperly placed fill (uncompacted or under-compacted), loose native soil, or from large
amounts of unconfined sandy material. Properly compacted fill may settle approximately 1 percent
of its depth, particularly when fill depths exceed 10 feet.
EDGE AND CENTER LIFT MOVEMENT (ym)
The Post-Tensioning Institute (PTI) has developed a parameter of movement defined as the
differential movement (ym) estimated using the change in soil surface elevation in two locations
separated by a distance em within which the differential movement will occur; em being measured
from the exterior of a building to some distance toward the interior. All calculations for this report
are based on the modified PTI procedure in addition to our judgment as necessary for specific
site conditions. The minimum movements given in the PTI are for climatic conditions only and
have been modified somewhat to account for site conditions which may increase the actual
parameters.
“Center lift” occurs when the center, or some portion of the center of the building, is higher than
the exterior. This can occur when the soil around the exterior shrinks, or the soil under the center
of the building swells, or a combination of both occurs.
“Edge lift” occurs when the edge, or some portion of the exterior of the building, is higher than the
center. This can occur when the soil around the exterior swells. It is not uncommon to have both
the center lift and the edge lift phenomena occurring on the same building, in different areas.
SPECIAL COMMENTARY ON CONCRETE AND EARTHWORK
RESTRAINT TO SHRINKAGE CRACKS
One of the characteristics of concrete is that during the curing process shrinkage occurs and if
there are any restraints to prevent the concrete from shrinking, cracks can form. In a typical slab
on grade or structurally suspended foundation there will be cracks due to interior beams and piers
that restrict shrinkage. This restriction is called Restraint to Shrinkage (RTS). In post tensioned
slabs, the post tensioning strands are slack when installed and must be stressed at a later time.
The best procedure is to stress the cables approximately 30 percent within one to two days of
placing the concrete. Then the cables are stressed fully when the concrete reaches greater
strength, usually in 7 days. During this time before the cables are stressed fully, the concrete may
crack more than conventionally reinforced slabs. When the cables are stressed, some of the
cracks will pull together. These RTS cracks do not normally adversely affect the overall
performance of the foundation. It should be noted that for exposed floors, especially those that
will be painted, stained or stamped, these cracks may be aesthetically unacceptable. Any tile
which is applied directly to concrete or over a mortar bed over concrete has a high probability of
minor cracks occurring in the tile due to RTS. It is recommended if tile is used to install expansion
joints in appropriate locations to minimize these cracks.
UTILITY TRENCH EXCAVATION
Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is
drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench
excavations greater than 5 feet in depth.
FIELD SUPERVISION AND DENSITY TESTING
Construction observation and testing by a field technician under the direction of a licensed
geotechnical engineer should be provided. Some adjustments in the test frequencies may be
required based upon the general fill types and soil conditions at the time of fill placement.
We recommend that all site and subgrade preparation, proof rolling, and pavement construction
be monitored by a qualified engineering firm. D&S would be pleased to provide these services in
support of this project. Density tests should be performed to verify proper compaction and
moisture content of any earthwork. Inspection should be performed prior to and during concrete
placement operations.
14805 Trinity Boulevard, Fort Worth, Texas 76155
Geotechnical 817.529.8464 Corporate 940.735.3733
www.dsenglabs.com
Texas Engineering Firm Registration # F‐12796
Oklahoma Engineering Firm Certificate of Authorization CA 7181
A1-7
DRAWN BY:
DATE:
PROJECT NO.SHEET
SHEET OF
100% SUBMITTAL
NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAIN
FROM I.H.-35 E TO SCRIPTURE STREET
NOTNED
PLAN AND PROFILE
LINE A - 42" WATER LINE
STA 5+00 TO STA 10+00
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DRAWN BY:
DATE:
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SHEET OF
100% SUBMITTAL
NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAIN
FROM I.H.-35 E TO SCRIPTURE STREET
NOTNED
PLAN AND PROFILE
LINE A - 42" WATER LINE
STA 15+00 TO STA 20+00
RGM
11/1/2019 9 33
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DRAWN BY:
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NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAIN
FROM I.H.-35 E TO SCRIPTURE STREET
NOTNED
PLAN AND PROFILE
LINE A - 42" WATER LINE
STA 20+00 TO STA 25+00
RGM
10/31/2019 10 33
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DRAWN BY:
DATE:
PROJECT NO.SHEET
SHEET OF
100% SUBMITTAL
NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAIN
FROM I.H.-35 E TO SCRIPTURE STREET
NOTNED
PLAN AND PROFILE
LINE A - 42" WATER LINE
STA 30+00 TO STA 35+00
RGM
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11/1/2019
A1-14
IMPRESSED CURRENT ANODE & RECTIFIER SCHEDULEPIPE MATERIALRECTIFIERNO.STATIONNO.SIZEANODESDEEPANODEWELLDIAMETER(INCHES)CONCRETECAP LENGTH(FEET)COKEBREEZECOLUMNLENGTH(FEET)ANODEWELLDEPTH(FEET)STRUCTUREDETAILVOLTSAMPSNO.TYPEMORTAR COATEDSTEEL (C303)121+62201512High SiliconCast Iron(2684)105016421442" Pipeline1/CP-3, 2/CP-3,3/CP-3, 4/CP-3,3/CP-5STEEL PIPE W/DIELECTRICCOATING121+621056High SiliconCast Iron(2284)10509214242" Pipeline1/CP-3, 2/CP-3,3/CP-3, 4/CP-3,3/CP-5CATHODIC PROTECTION TEST STATION SCHEDULETEST STATIONNO.STATION NO.TEST STATION TYPESTRUCTURESDRAWING DETAILS42" WATER LINE11+10INSULATING JOINT TEST STATION42" WL AND 6" FIRE HYDRANT1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-521+97CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-632+24CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-6414+90INSULATING JOINT TEST STATION42" WL AND BFV1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-5518+20CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-6618+96CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-6719+65CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-6820+90CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-6921+79CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61022+78CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61129+80INSULATING JOINT TEST STATION42" WL AND 42" BFV1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-51229+88CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61330+09CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61433+70INSULATING JOINT TEST STATION42" WL AND 4" CAV1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-51534+51INSULATING JOINT TEST STATION42" WL AND 6" FIRE HYDRANT1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-51634+56CASING TEST STATION42" WL AND SOUTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61734+98FOREIGN PIPELINE TEST STATION42" WL AND 20" WL3/CP-2, 4/CP-2, 4/CP-4, 1/CP-6, 2/CP-6, 3/CP-61835+19CASING TEST STATION42" WL AND NORTH END CASING1/CP-4, 2/CP-4, 3/CP-4, 1/CP-6, 2/CP-61935+76INSULATING JOINT TEST STATION42" WL AND 4" CAV1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-52037+00INSULATING JOINT TEST STATION42" WL AND 42" WL1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-52139+50INSULATING JOINT TEST STATION42" WL AND 42" BFV1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-52240+22FOREIGN PIPELINE TEST STATION42" WL AND 16" WL3/CP-2, 4/CP-2, 4/CP-4, 1/CP-6, 2/CP-6, 3/CP-62341+55INSULATING JOINT TEST STATION42" WL AND 8" BLOW OFF VALVE1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-52442+00INSULATING JOINT TEST STATION42" WL AND 42" WL1/CP-2, 2/CP-2, 3/CP-4, 1/CP-6, 2/CP-6, 2/CP-52543+11FOREIGN PIPELINE TEST STATION42" WL AND 16" WL3/CP-2, 4/CP-2, 4/CP-4, 1/CP-6, 2/CP-6, 3/CP-6CP-2DRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-141SCHEDULE3227
DRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-2DETAILS423228
BBDRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-343DETAILS3229
DRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-4DETAILS443230
DRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-5DETAILS453231
DRAWN BY: WPDATE: 10/23/2019PROJECT NO. DTN12314SHEETSHEET OF 47 NORTH-SOUTH PHASE III 42-INCH WATER TRANSMISSION MAINFROM I.H.-35 E TO SCRIPTURE STREETNOTNED10-23-2019CATHODIC PROTECTION SYSTEM15720 Park Row, Suite 500Houston, TX 77084Tel. (713) 568-9067, Fax (713) 568-9068Texas Registered Engineering FirmF-9154CP-6DETAILS463232