NCD980729602_19940923_Jadco-Hughes_FRBCERCLA RD_Final Design Report Volume I-OCR

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FINAL DESIGN REPORT
VOLUME I
Jadco-Hughes Site
Gaston County, North Carolina
SEPTEMBER 1994
REF. NO. 3669 (24)
This report is printed on recycled paper.
JAN l 2 i99S
SUPERFUND secnoN
. CONESTOGA-ROVERS & ASSOCIATES
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CRA
Consulting Engineers
September 23, 1994
Mr. Michael Townsend
Superfund Project Office
United States Environmental Protection Agency
Region IV
Air and Waste Management Division
345 Courtland St.
Atlanta, Georgia
U.S.A. 30365
Dear Mr. Townsend:
Re: Final Design Report
CONESTOGA-ROVERS & ASSOCIATES LIMITED
65i Colby Drive
Waterloo, Ontario, Canada N2V 1 C2
[phone] Colby Office Fax: [phone]
[phone] Bathurst Office [phone]
Reference No. 3669
Tadeo-Hughes Superfund Site (Site), Gaston County, North Carolina
Enclosed are three (3) copies of the above-mentioned reports. The report
incorporates the United States Environmental Protection Agency's (USEPA's)
August 17, 1994 comments on the Pre-Final Design Report. The Jadco-Hughes
Steering Committee's (Steering Committee's) responses to USEPA's comments are
also attached to this letter. This report is being submitted consistent with the
USEPA approved Remedial Design/Remedial Action (RD/RA) schedule.
If you have any questions, please do not hesitate to contact our office.
Yours truly,
CONESTOGA-ROVERS & ASSOCIATES
en M. Quigley, P_Eng.
I SMQ/cz/36
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Encl.
c.c.: Jadco-Hughes Technical Committee
Jimmy Kirkland (King & Spalding)
Jeanne Chew (CRA)
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RESPONSES TO USEP A COMMENTS ON THE
PRE-FINAL REMEDIAL DESIGN
JADCO HUGHES SITE, GASTON COUNTY, NC
GENERAL COMMENTS
1.
2.
USEPA Comment
The Final Design Report will replace all other preceding documents, therefore
there should not be any references to the Preliminary Design Report in this
report and further, all appendices and supplementary information in the
Preliminary Design Report must be included in the Final Report.
Response
Concur. The Final Design Report will be a stand-alone document and
individual sections referenced from the Preliminary Design Report (CRA,
August 1993) will be included in the Appendices of the Final Design Report or
will be deleted all together.
USEPA Comment
The design of the soil flushing system needs further development, including
clarification of the origin of source water to be used in flushing, if the SVE
yard piping/manifolds and pumping station will require modification to
deliver the flushing agent to the trenches.
Response
The detailed design of the soil flushing system will be described in its own
section in the Final Design Report.
SPECIFIC COMMENTS
1. USEPA Comment -Page 7
Table 1.1 lists the groundwater remediation objective for manganese as
150 µg!L. It should be 50 µg!L per Table 13 in the ROD and NC Groundwater
standard.
OlA 36&9/Cornnvnts/Pn--Fln.il RD 1
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2.
3.
Response
Concur. This table will be revised by changing the remediation objective for
manganese from 150 µg/L to 50 µg/L.
USEPA Comment -Page 10. Section 2.1.2
Provide justification for the omission of metal analyses during the Pre-RD
well installation.
Response
The RD Work Plan (CRA, February 1993) specified chemical analysis in soil
for polychlorinated biphenyls (PCBs), base/neutral and acid extractable
compounds (BNAs) and volatile organic compounds (VOCs) only. Table 3.8
of the Sampling and Analysis Plan (SAP) (CRA, March 1993) (Submittal B to
the RD Work Plan) is attached to these responses for your reference. The SAP
was approved by USEPA on April 7, 1993. Metals analysis was not required
for soil samples at pre-RD well installation locations because these locations
were not historical areas of active operation. Metals in soils were not
identified as a significant concern in this area. of the Site. This section of the
Final Design Report will be revised to provide the explanation presented
above.
USEPA Comment -Page 13. Section 2.1.2
Federal as well as State requirements maintain that filtered samples are
unacceptable. The issue of metals may be deferred to the remediation goal
verification stage because the concentration of metals on Site do not exceed
the limits set by the POTW. The restriction to only sample extraction wells
for metals is unacceptable, however you may reserve your right to present
your arguments outline(d) in item iii for a later date.
Response
The Jadco-Hughes Steering Committee (Steering Committee) disagrees with
USEPA's and the State's position on the use qf filtered groundwater samples
for metals analysis. The Steering Committee will analyze both filtered and
unfiltered groundwater samples for metals. The Steering Committee will
reserve their right to discuss and resolve this issue at a later date.
CRA 3669/Comments/Pre-Flna\ RD 2
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4. USEPA Comment -Page 24. Section 3.2.2
Design calculations should be provided to demonstrate the system's design is
adequate to assure capture and prevent contaminants from passing
underneath the drain.
Precaution should be taken to prevent contaminants from escaping the
capture zone in the event of pump failure at manhole PZ 10.
Response
The design of the groundwater extraction system is based on analytical
modelling documented in the Conceptual Design-Groundwater Extraction
System report which was initially submitted to and approved by USEPA in
the Feasibility Study (CRA, July 1990). This conceptual design was also
included as Appendix C to the RD Work Plan, which was approved by USEPA
on March 1, 1993. This conceptual design was used as a basis for the design of
the groundwater extraction system. Thus, this conceptual design was again
submitted as Appendix II of the Preliminary Design Report.
The modelling in the Conceptual Design was conducted in order to maintain
capture of Site groundwater. It is unlikely that capture may not be obtained at
the flowrates specified in the design [1 gallon per minute (gpm) for extraction
wells and 18 gpm for the extraction trench]. In the highly unlikely event that
containment is not achieved, capture would be obtained by implementation
of one or more of the following contingencies:
• installation of additional extraction wells or trenches;
• addition of deeper extraction wells or trenches; or
• increasing the pumping rate of extraction wells or extraction trenches.
A paragraph describing the above contingencies (should containment of
groundwater not be achieved) will be provided in this section of the Final
Design Report.
PZ 10 is not a manhole but are piezometers (PZ 105 and PZ 10D). The
manhole in the vicinity of PZ 10 is MHS.
The groundwater extraction system is based upon a combination of deep
extraction wells and a shallow tile collection system (extraction trench). This
combination will result in the shallow groundwater in the vicinity of the
drain flowing into the drain and deeper groundwater being collected by the
groundwater extraction wells. The operation of this system will be monitored
to ensure that containment is being achieved.
CRA 3669 /Comments/Pre-Fini! RD 3
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5.
6.
7.
Should any pump failures occur at any of the extraction wells or pump
chambers, a switch would be immediately triggered so that an alarm would be
sent out to the Steering Committee's operation and maintenance contractor
by autodialler. Thus, shut-down of the pumps would occur over a short
period so that extraction of groundwater would be only interrupted for a short
period of time. CRA does not expect that temporary stoppages in pumping
will result in the loss of containment. As well, periodic maintenance shut
downs of up to one week will not result in a loss of containment.
USEPA Comment -Page 30. Section 3.3.2.4
Change title to "Vapor-Phase Carbon Adsorbers".
Response
Concur. This title will be changed as specified.
USEPA Comment -Page 27. Figure 3.8
The total organic concentration in effluent water (Xw-9.3 mgll) seems high.
Verification of permit criteria will resolve issue.
Response
The organic compounds which the City of Mt. Holly will allow discharged to
their system is permitted on a pounds per day basis. The maximum allowable
discharge flow rate is 50,000 gallons per day. The loading of organic
compounds are permitted individually, not on a total mass or concentration
basis. Thus, Figure 3.8 will not require revisions since the total organic
compounds concentration is used for mass balance demonstration only.
The final Permit from the City will be provided to USEPA when it is
available.
USEPA Comment -Page 29. Section 3.3.2.2
Sediment build-up in the aeration basin should be evaluated and discussed in
this section.
Response
The aeration basin is designed to be a fully mixed system (the aeration
blowers will operate at a rate of 25 cubic feet per minute) so that sediment
CRA 3669/Commrnts/Prr-Fln.1! RD 4
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8.
9.
10.
does not build up. However, periodic inspection and maintenance would
detect a build-up if such a build up occurs. Should cleaning be necessary, the
treatment system would be shut-down for a short period and cleaned out.
This shut-down would have ,minimal impact on hydraulic containment.
The method of cleaning out the aeration basin and associated equipment will
be addressed in the Operations and Maintenance Plan.
USEPA Comment -Page 33. Section 3.3.4.2
The development of a table identifying controls, set points, and alarms for
each piece of equipment should be considered.
Response
The Instrument List in Appendix I (of the Pre-Final Design Report) will be
updated and placed in Section 13400, Appendix III of the Final Design Report
to provide the above information.
USEPA Comment-Page 31. Section 3.3.3.1
Remove reference to Equalization Tank if it is no longer included in the
treatment system.
Response
Concur. References to the equalization tank will be deleted.
USEPA Comment -Page 37. Section 3.4.2
Has 'pulse venting' been considered as a method of enhancing organic
compound removal.
Identify the groundwater collection trench on figure G-7.
Response
Pulse venting will be integrated as part of the final stages of operation of the
system. An on/ off timer will be installed on the SVE blowers so that
operation of the blowers would cycle on and off. However, pulse venting will
be designed to operate only within the limitations of the equipment (typically
blower motors are limited to 4-6 starts per hour).
CRA 3669 /Comments/P~Fln1.l RD 5
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11.
12.
The groundwater extraction trench has been identified on the revised
Drawing G-7 included in the Final Design Report.
USEP A Comment -Page 38
The soils used for the cap should be screened prior to use to assure a direct
contact problem is not being created.
Response
The soils to be used as the cover for the soil venting system will be taken
from areas of the Site where former activities at the Site were limited to drum
and container storage. It must be stressed that surface soils at the Site were
scraped up and placed onto the landfill as part of the State's clean up of the
Site, so soils remaining in the alignment of the subsurface trench should be
suitable for use in the soil cover for the soil venting system.
The soils collected from the excavations and grading operations at the Site
will be visually screened as well as screened with an organic detector before
placement in the former on-Site landfill. Inappropriate materials (if any are
encountered, such as impacted soil and debris) will be placed in the landfill
first and then covered by the screened clean soil.
USEP A Comment -Page 40. Section 3.4.3
The appendices do not have the manufacturer's calculations that are
referenced in this section.
Response
The blower performance curves have been moved to Appendix VII to address
this comment.
13. USEPA Comment -Page 41. Section 3.4.3.4
Include vapor-phase carbon usage calculation as an appendix to this report.
Response
Concur. These calculations will be included as Appendix VIII in the Final
Design Report.
CRA 3669 /Commentl/Ptt-Fin.tl RD 6
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14.
15.
16.
17.
USEPA Comment -Page 43. Section 3.5.1
The final design document should be a stand alone document and include all
necessary appendices. The preliminary documents are typically discarded
after a reasonable period of time.
Response
Concur. See response to General Comment No. 1.
USEP A Comment -Page 48. Section 5.0
Item number 4., the sediment and erosion control features are not included
on drawings G3 and GS of the Project Specifications (Appendix I, Volume II)
as stated.
Response
The drawing references in Item 4 should be G2 and G6. The project
specification dealing with sediment and erosion control during construction
is Section 01500 -Construction Facilities and Temporary Controls.
USEPA Comment -Appendix I
Plan and Section Drawings, of volume II is not identified at the beginning of
the appendix. All scales on the reduced drawings are in error. Contour
elevations are not legible on all site plans.
Response
These Drawings (reduced from 2' x 3' plan sizes) will include an index cover
sheet. The full-scale 2' x 3' plans will be provided to USEPA in the Final
Design Report.
USEPA Comment -Appendix VI
The cut-fill volume calculated for the collection system was 55 cubic yards, the
volume after conversion from cubic feet should be 71.67 cubic yards.
Response
Concur. This volume will be corrected.
CRA 3669/Commrnt1/Pre--Fin.il RD 7
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SPECIFICATIONS
1.
2.
3.
USEPA Comment
Division O Sections should be included.
Response
This section contains contractual language which will be negotiated and
agreed upon by the Steering Committee and the Remedial Contractor. It is
unnecessary and inappropriate for the terms of the Contract between the
Steering Committee and the selected Remedial Contractor to be subject to
review by USEPA. The work will be conducted in accordance with the
Unilateral Administrative Order for the Site.
USEP A Comment
Need a specification section for construction scheduling.
Response
Section 01300 ("Submittals") of the Project Specifications govern the
schedules for submittals during construction. The approximate construction
schedule was included in Figure 7.1 of the Pre-Final Design Report. These are
timelines estimated by the Steering Committee. Specific timelines for the
construction schedule will be submitted to the Steering Committee by the
Remedial Contractor before construction. This schedule will then be
submitted to USEPA. Thus, a construction schedule is not required in the
Project Specifications.
USEP A Comment
Specifications and drawings for excavation and consolidation of fonner
operations area should be included. . ·
Response
The specifications for excav<!tion and backfilling are provided in
Sections 02222 and 02223, respectively. The drawings indicate the
approximate excavation area in the former operations area. The delineation
of this area will be conducted by the Resident Engineer in the field. The
specifications on "Soil Materials" (Section 02205 -Part 3) address
consolidation of excess soils in the landfill as directed by the Engineer.
CRA 3669/Cornmrnts/Pn--Fin.1.I RD 8
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4.
5.
USEPA Comment
Specifications and Drawings for soil cap requirements including thickness of
cap and desired permeability should be included.
Response
The soil proposed to be placed on the former landfill is not intended to meet
the requirements of a "cap", such as that used for sanitary landfills. The soil,
which will be placed on the former landfill, has an approximate hydraulic
conductivity of 10-6 cm/sand will be graded and compacted according to the
Project Specifications for backfilling (Section 02223). A soil cover thickness
has not be specified since the volume of soils to be placed on the landfill is
unknown. However, the estimated thickness of the soil cover is provided in
the cut and fill calculations (Appendix IX). This soil cover will be utilized to
minimize "short-circuiting" in the soil venting system.
USEPA Comment
Final submittal should include a copy of as-built drawings.
Response
It is uncertain what USEPA means by "Final 'submittal". The Final Design
Report will not have as-built drawings. As-built drawings will be included in
the Remedial Action (RA) Report to be submitted after construction is
complete and inspected by USEPA.
DRAWINGS
1. USEPA Comment
Include Site preparation drawings and calculations for cut and fill excavation
plan for former operation area and consolidation in the former landfill.
Response
The Site preparation drawing is included as Drawing G2. Drawing G3
indicates the area of excavation in the former operations area and
consolidation in the former landfill area. See also response to Specifications
Comment No. 3.
CRA 3669/Corruntnts/Pre-Flmil RD 9
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2.
3.
The cut and fill volumes in Appendix VI of the Pre-Final Design Report,
which include the soil volume from the former operations area, have been
revised based on USEPA's Specific Comment No. 17 and are enclosed as
Appendix IX in the Final Design Report.
USEPA Comment
Drawings should indicate the piping and pumps used for soil flushing.
Response
Concur. Piping and pumps used for soil flushing will be shown on the
Drawings.
USEPA Comment
Drawing P-1 should include the following:
a. Pressure Relief Valves at high points along the hydraulic lines.
b. Pressure Indicator for measuring pressure differential across the lead
vapor beds.
c. Temperature Gauges on each side of the SVE Blowers.
d. High level alarm for Aeration Basin with treatment system shutdown.
Response
The following are responses to USEPA Comment 3 above regarding drawing
P-1: .
a) Pressure relief valves are not necessary at high points. Air release or
air /vacuum valves may be appropriate at certain locations.
b) Differential pressure indicators will not be added since any increase in
pressure across the primary vapor bed will be insignificant.
c) Temperature gages have been added on both sides of the SVE blowers.
In addition, a high temperature switch will be added on the outlet of
each blower; in the event of high temperature the blower will be shut
down and the backup blower started.
CRA 3669 /Comments/Pre-Fin.al RD 10
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d) Please note that LSHHH 230 indicating alarm level in the aeration
basin already results in shutdown of the system as indicated on
dwg. PL
CRA 3669/Cornments/P~Fina.l RD 11
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1.0
2.0
2.0
3669 Q4)
TABLE OF CONTENTS
Page
INTRODUCTION ...................................................................................................... 1
1.1 BACKGROUND INFORMATION, PURPOSE AND
ORGANIZATION OF REPORT ............................................................... 1
1.2 PROPOSED REMEDIAL ACTION ........................................................... 6
RESULTS OF DAT A ACQUISITION ACTIVITIES ............................................ 9
2.1 RESULTS OF PRE-RD ACTIVITIES ...................................................... 10
2.1.1 Geophysical Survey .................................................................................. 10
2.1.2 Pre-RD Installations ................................................................................. 10
2.2 GROUNDWATER TREAT ABILITY STUDY ..................................... 13
2.3 SVE PILOT STUDY ................................................................................... 14
RESULTS OF DATA ACQUISITION ACTIVITIES ............................................ 9
3.1 EXISTING CONDITIONS ........................................................................ 16
3.1.1
3.1.2
3.1.2.1
3.1.2.2
3.2
3.2.1
3.2.2
3.2.2.1
3.2.2.2
3.2.3
3.2.4
3.2.4.1
3.2.4.2
3.3
3.3.1
3.3.2
3.3.2.1
3.3.2.2
3.3.2.3
3.3.2.4
3.3.2.5
3.3.3
3.3.3.1
3.3.3.2
3.3.3.3
3.3.3.4
Site Description ......................................................................................... 16
Contamination Profiles ........................................................................... 18
Soil Profile .................................................................................................. 18
Groundwater Profile ................................................................................ 18
GROUNDWATER EXTRACTION SYSTEM ...................................... 21
Basis of Hydraulic Containment ........................................................... 22
Extraction Well and Tile Drain Construction .................................... 23
Basis ............................................................................................................. 23
Design .......................................................................................................... 24
Extraction Well And Tile Drain Sump Equipment .......................... 26
Yard Piping ................................................................................................. 27
Piping Layout ............................................................................................. 27
Pipe Material and Sizing ......................................................................... 28
GROUNDWATER TREATMENT ........................................................ 29
Effluent Criteria ......................................................................................... 29
Primary Process Equipment .................................................................... 30
Liquid Phase Granular Activated Carbon (GAC) ............................... 30
Aeration Basin ........................................................................................... 30
Pump Station ........................... : ................................................................. 31
Vapor-Phase Carbon Adsorbers ............................................................. 32
Blower ......................................................................................................... 32
Ancillary Equipment. ............................................................................... 33
Treatment Facility Structure .................................................................. 33
Electrical Service .................................... : ................................................. .34
Access for Supplies and Maintenance .................................................. 34
Security ....................................................................................................... .34
CoNESTOCA-R0VERS & ASS0OATES
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4.0
5.0
6.0
7.0
3669 a4J
3.3.4
3.3.4.1
3.3.4.2
3.3.4.3
3.3.4.4
3.4
3.4.1
3.4.2
3.4.3
3.4.3.1
3.4.3.2
3.4.3.3
3.4.3.4
3.4.3.5
3.4.3.6
3.5
3.5.1
3.6
3.6.1
3.6.2
TABLE OF CONTENTS
Secondary Equipment .............................................................................. 34
Flow Metering ........................................................................................... 34
Instrumentation and Control ............................................................... .35
Pressure Verification ................................................................................ 35
Sampling and Monitoring ...................................................................... 36
SOIL VAPOR EXTRACTION (SVE) SYSTEM .................................... 36
Soil Vapor Extraction System Pilot Study Summary ........................ 36
Design Basis ................................................................................................ 38
Primary Process Equipment .................................................................... 41
Vacuum Blowers ...................................................................................... 41
Air /Liquid Separation Tank. .................................................................. 42
~pi~ .......................................................................................................... ~
Air Treatment Units ................................................................................ 42
Ancillary Equipment ...................................... : ......................................... 43
Sampling and Monitoring/Instrumentation ..................................... 43
SOIL FLUSHING SYSTEM ...................................................................... 44
Design Basis ................................................................................................ 44
SITE SPILLWAY AND CUL VERT REPLACEMENT ....................... .46
Site Spillway ............................................................................................... 46
Culvert Repairs and Slip-Lining ........................................................... 47
SITE MANAGEMENT AND SEQUENCING .................................................... 49
ACCESS AND PERMITTING REQUIREMENTS ............................................ .50
PERFORMANCE MONITORING ....................................................................... .52
REMEDIAL.ACTION SCHEDULE ........................................................................ 55
CONESTOGA-ROVERS & ASSOCIATES
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FIGURE 1.1
FIGURE 1.2
FIGURE 2.1
FIGURE 3.1
FIGURE 3.2
FIGURE 3.3
FIGURE 3.4
FIGURE 3.5
FIGURE 3.6
FIGURE 3.7
FIGURE 3.8
FIGURE 3.9
FIGURE 3.10
FIGURE 7.1
3669 a4>
LIST OF FIGURES
Following
Page
SITE LOCATION 1
HISTORICAL SITE FEATURES 1
MONITORING WELL AND PIEZOMETER
LOCATIONS 10
SITE DRAIN AGE PATTERN 17
GEOLOGIC CROSS-SECTION A-A' 17
SHALLOW GROUNDWATER FLOW PA TIERNS 17
DEEP GROUNDWATER FLOW PA TIERNS 17
GROUNDWATER EXTRACTION SYSTEM 20
. TOTAL voes IN SHALLOW WELLS 22
TOT AL voes IN DEEP WELLS 22
TOTAL BNAs IN SHALLOW WELLS 22
TOTAL BNAs IN DEEP WELLS 22
OVERALL PROCESS MASS BALANCE 29
PRELIMINARY RA SCHEDULE 55
CONESTOGA-ROVERS & ASSOOATES
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TABLE 1.1
TABLE 2.1
TABLE 2.2
TABLE 2.3
TABLE 3.1
TABLE 3.2
TABLE 3.3
TABLE 3.4
TABLE 3.5
3669 Q4)
LIST OF TABLES
Following
Page
GROUNDWATER REMEDIATION OBJECTIVES 7
ANALYTICAL DATA SUMMARY -DETECTED
PARAMETERS IN SOIL SAMPLES 11
PRE-RD ANALYTICAL DATA SUMMARY OF
DETECTED COMPOUNDS -GROUNDWATER
SAMPLES 11
PROJECTED REMOVAL EFFICIENCIES ON-SITE
GROUNDWATER PRE-TREATMENT 14
CONTAMINATION PROFILE -SUBSURFACE
SOILS 18
CONTAMINATION PROFILE ON-SITE
GROUNDWATER 18
SUMMARY OF PROBABLE INFLUENT
CONCENTRATIONS -CATCHMENT AREA
METHOD 21
PROCESS ENERGY REQUIREMENTS 29
PERMIT EFFLUENT CRITERIA -MT. HOLLY POTW 30
CONESTOGA-ROVERS & ASSOOATES
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I LIST OF DRAWINGS
I GENERAL
DRAWING NO. Gl EXISTING CONDmONS
I DRAWING NO. G2 SITE ACTIVITY
ORA WING NO. G3 OVERALL SITE GRADING AND UNDERGROUND PIPING
LAYOUT
ORA WING NO. G4 SITE SPILLWAY, GRAVITY DRAINAGE LINE AND CUL VERT
I REPAIRS
DRAWING NO. GS GRAVITY DRAIN COLLECTION SYSTEM PLAN AND DETAILS
DRAWING NO. G6 MISCELLANEOUS DETAILS
I DRAWING NO. G7 SOIL VAPOR EXTRACTION SYSTEM
DRAWING NO. GS TREATMENT AREA GRADING AND LAYOUT
I ARCHITECTURAL
DRAWING NO. Al TREATMENT BUILDING ELEV A TIO NS -ARCHITECTURAL
I DRAWING NO. A2 TREATMENT BUILDING FLOOR PLANS -ARCHITECTURAL
DRAWING NO. A3 TREATMENT BUILDING SECTIONS -ARCHITECTURAL
DRAWING NO. A4 TREATMENT BUILDING DETAILS -ARCHITECTURAL
I STRUCTURAL
I DRAWING NO. 51 TREATMENT BUILDING FLOOR PLANS -STRUCTURAL
DRAWING NO. 52 TREATMENT BUILDING SECTIONS AND DETAILS -
STRUCTURAL
I MECHANICAL
I DRAWING NO. Ml TREATMENT BUILDING FLOOR PLANS -MECHANICAL
DRAWING NO. M2 TREATMENT BUILDING SECTIONS -MECHANICAL
DRAWING NO. M3 TREATMENT BUILDING DETAILS-MECHANICAL
I DRAWING NO. M4 SOIL VAPOR EXTRACTION EQUIPMENT FLOOR PLAN -
MECHANICAL
I ELECTRICAL
ORA WING NO. El SITE PLAN -ELECTRICAL
I DRAWING NO. E2 SINGLE LINE DIAGRAM
ORA WING NO. E3 POWER RISER DIAGRAM AND CONTROL PANEL LAYOUT
DRAWING NO. E4 TREATMENT BUILDING-ELECTRICAL
I ORA WING NO. ES PLC AND 1/0 LAYOUT
PROCESS
I DRAWING NO. Pl PROCESS AND INSTRUMENTATION DIAGRAM
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I 3669 Q4) CONESfCX:A-ROVERS & ASSOCIATES
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LIST OF APPENDICES
APPENDIX I TECHNICAL MEMORANDA (TM)
APPENDIX II CONCEPTUAL DESIGN -GROUNDWATER EXTRACTION
SYSTEM
APPENDIX III PROJECT SPECIFICATIONS AND ORA WINGS
APPENDIX IV GROUNDWATER EXTRACTION SYSTEM EQUIPMENT
APPENDIX V DATA -PIPELINE MATERIALS
APPENDIX VI . DRAFT PERMIT -MT. HOLLY SEWER USE
APPENDIX VII PRIMARY AND SECONDARY TREATMENT EQUWMENT
APPENDIX VIII CALCULATION -ESTIMATED CARBON CONSUMPTION
APPENDIX IX CUT AND FILL VOLUMES
APPENDIX X 100-YEAR FLOOD PLAIN ASSESSMENT
3669Q4) CONESTOCA-ROVERS & Asso□ATES
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1.0
3669 Q4)
INTRODUCTION
This report represents the Final Design Report for the
Jadco-Hughes Site (Site). This report follows the Pre-Final Design Report,
which was submitted by Conestoga-Rovers & Associates (CRA) on behalf of
the Jadco Hughes Steering Committee (Steering Committee) to the United
States Environmental Protection Agency (USEPA) on February 28, 1994.
USEPA provided comments on the Pre-Final Design Report in a letter dated
August 17, 1994 (received by mail on August 24, 1994). This report is a
continuation of the design process initiated in the Preliminary Design Report
and incorporates USEPA's August 17, 1994 comments on the Pre-Final Design
Report.
1.1 BACKGROUND INFORMATION, PURPOSE AND
ORGANIZATION OF REPORT
On June 19, 1991, USEPA issued an Administrative Order
under Section 106 of the Comprehensive Environmental Response,
Compensation and Liability Act (the 106 Order) to Potentially Responsible
Parties (PRPs) to perform Remedial Design/Remedial Action (RD/RA) for the
Site. The PRPs, a group of companies making up the Steering Committee
advised USEPA by letter dated July 5, 1991 of their intent to comply with the
106 Order and undertake the RA at the Site. The Steering Committee has
retained Conestoga-Rovers & Associates (CRA) as the consultant for the
RD/RA.
The Site location is shown on Figure 1.1 and the historical
features of the Site are shown on Figure 1.2.
The first task associated with the RD/RA for the Site was
the completion of a USEPA Site visit and scoping session. This scoping
session was held at the Site on August 29, 1991. The scoping session and Site
visit were documented by CRA in the August 1991 progress report to USEPA
dated September 5, 1991. No substantive modifications to the RD/RA
resulted from this scoping session.
1 CoNESTOCA·ROVERS & ASSOCIATES
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I o· 1000'
I /~<"s ---.· . .
-... .
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i\~,~~ .. -. :11: •1· .,· ~=------,-
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I SOURCE:
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I 3669 (24) SEPT 07 /94 (W) REV. 0
\k V _,, -,,
--
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•
t""'
i J.. :i .....
... ~ubsta~• ~ ' ;-, ... ,. I
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. - . ,,,,41~: ,:-/~ I . , -' '\.~: ·,.-
.:___ . ~ ____....., 31-'? " 1!11/ / '.
-·--/./ )'
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figure 11
JADCOSl~G~iCATIO~
Gaston Co 1 SITE Y. NC
---
CRA
-- - --- --
CASON STREET
/
\
/ ~.
0
:.POSITE AREAS SHOWN ARE BASED ON AERIAL PliOTOGRAPHS DATED FmRUARY 12. 196,S. MARot 17, 1969, AHO NO\'BIBER 18. 1975
FROM ntE USEPA DOCUMDIT ·sm: ANALYSIS -JAOCO-HUCHES.
NORTH BEl.MONT, NORTH CARaJHA•, DATED DECEMBER 1985.
2. THE LOCATIONS AND UMITS OF' ALL f'EATURES SHO~ ARE APPROXIMATE.
J. LOCATION U' TANKS ANO EQlllPMDH BASED ON
SITE MAP FROM GASTON COJNTY DSH f1l.£S (UNDATED).
-
S.R. 2035
LEGEND
- -
PROPERTY UNE
LICHT STANDARD
-
COMP051If A.BEAS
m..,.~ POSSIBLE CROUNOSTAINS ANO/OR ~ STANDING UOVIOS
i'W<Wi
CZl
ORUM AND/OR OPEN STORAGE AREAS
DEBRIS STORAGE AND/OR FlLL AREAS
ORUM AND/OR OPEN STORAGE AREAS
NOVEMBER 16. 1975
- --
0 50 \00~
figure 1.2
HISTORICAL SITE FEATURES
JADCO-HUGHES SITE
Goston County, NC
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3669 Q,t,)
The second task associated with the RD/RA for the Site
was the preparation and submittal of the RD Work Plan. The RD Work Plan,
consisting of the RD Work Plan, the Sampling and Analyses Plan, the
Treatability Study Work Plan and the Health, and Safety Plan was submitted
to USEPA on September 30, 1991. The RD Work Plan was formally approved
in its entirety by USEPA by letter dated April 7, 1993.
The third task associated with the RD/RA for the Site was
the preparation and submittal of a Preliminary Design Report reflecting the
design effort at 30 percent completion. The Preliminary Design Report was
based on pre-design activities which were corducted at the Site between April
and June 1993. The Preliminary Design Report, documenting the results of
the pre-design activities, treatability studies, and the RD at the 30 percent
design phase was submitted to USEPA on August 5, 1993. USEPA
commented on the Preliminary Design Report in a letter dated O~tober 15,
1993 which was received by CRA on October 28, 1993. The Steering
Committee responded to USEPA's comments in a letter dated November 29,
1993. USEPA provided its final approval by letter dated January 19, 1994.
The fourth task associated with the RD/RA for the Site
was the preparation and submittal of the RA Work Plan. The RA Work Plan
presented the implementation, management and sequencing of the remedial
construction activities required to implement the RD for the Site as presented
in this Pre-Final Design Report. The RA Work Plan was submitted to USEPA
on January 31, 1994. USEPA has not yet submitted written comments on the
RA Work Plan to the Steering Committee.
The fifth task associated with the RD/RA for the Site was
the preparation and submittal of the Remediation Goal Verification Plan.
The Remediation Goal Verification Plan was submitted to USEPA concurrent
with the RA Work Plan as required by the SOW. The Remediation Goal
Verification Plan was submitted to USEPA January 31, 1994. USEPA has not
yet submitted written comments on the Remediation Goal Verification Plan
to the Steering Committee.
2 CONESTOGA-ROVERS & ASSOCIATES
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3"69 Q4)
The sixth task associated with the RD/RA for the Site was
the preparation and submittal of a Pre-Final Design Report reflecting the
design effort at 90 percent completion, including drawings, specifications,
calculations and do~umentation in support of the pre-final design of the
remedy. The Pre-Final Design Report was submitted to USEPA on
February 28, 1994 and USEPA provided comments on the Pre-Final Design
Report in a letter dated August 17, 1994.
The seventh task associated with the RD/RA for the Site
was the preparation and submittal of an Operation and Maintenance Plan
(O&M Plan). The O&M Plan was submitted as required to USEPA
concurrently with the Pre-Final Design Report on February 28, 1994. USEPA
has not yet submitted comments on the O&M Plan to the Steering
Committee.
The Final Design Report (the eighth task) presented
herein is required to be submitted to USEPA 30 days after approval of the
Pre-Final Design Report. The Final Design Report reflects the design effort at
100 percent completion including drawings, specifications calculations and
documentation in support of the final design of the remedy contained in the
Record of Decision (ROD), issued by USEPA on September 27, 1990.
The Final Design Report consists of two volumes.
Volume I is organized as follows:
i)
ii)
iii)
Section 1.0 presents background information, the purpose and format
of the Final Design Report, and includes a summary of the RA for the
Site for ease of reference;
Section 2.0 presents the results of investigative and pre-design
activities conducted at the Site in support of the RD, called "data
acquisition activities" by USEPA;
Section 3.0 presents the design criteria report which documents the
following items:
3 CONESTOGA-ROVERS & ASSOOATES
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3669 Q4)
iv)
v)
vi)
• existing physical conditions at the Site as determined during the
pre-design activities,
• the final design for the groundwater extraction and soil flushing
system,
• the final design for the groundwater treatment system,
• the final design for soil vapor extraction (SVE) system, and
• the final design for the Site spillway, gravity drainage line and
culvert replacement;
Section 4.0 presents a discussion of access and permitting requirements;
Section 5.0 presents the Site management and sequence of activities
during the RA;
Section 6.0 presents a description of long-term performance
monitoring; and
vii) Section 7.0 presents the RA schedule.
Drawings and Figures have been prepared in support of
Volume I -Final Design Report. Figures are incorporated into the text. The
following final engineering drawings accompany this Report as part of the
Project Specifications (Appendix III):
Dwg.No.
General
Gl
G2
G3
G4
G5
G6
Cl
G8
Rev. No.
1
1
1
1
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1
Date
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
4
Title
Existing Conditions
Site Activity
Overall Site Grading and
Underground Piping Layout
Site Spillway, Gravity Drainage
Line and Culvert Repair
Gravity Drain Collection System
Plan and Details
Miscellaneous Details
Soil Vapor Extraction System
Treatment Area Grading and
Layout
CONESTOGA-ROVERS & AsSOOATES
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I Architectural
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A3
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I Structural
51
I 52
I Mechanical
Ml
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M4
I Electrical
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E3
I E4
ES
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3669 Q4)
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Rev. No.
1
1
1
1
1
1
1
1
1
1
1
1
1
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1
Date
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
September 1994
Sep tern ber 1994
September 1994
Title
Treatment Building Elevations -
Architectural
Treatment Building Floor Plans -
Architectural
Treatment Building Sections -
Architectural
Treatment Building Details -
Architectural
Treatment Building Floor Plans -
Structural
Treatment Building Sections and
Details -Structural
Treatment Building Floor Plans -
Mechanical
Treatment Building Sections -
Mechanical
Treatment Building Details -
Mechanical
Soil Vapor Extraction Equipment
Floor Plan -Mechanical
Site Plan -Electrical
Single Line Diagram
Power Riser Diagram and Control
Panel Layout
Treatment Building -Electrical
PLC and 1/0 Layout
Process and Instrumentation
Diagram
Volume II contains supporting appendices related to
5 CONESTOGA-ROVERS & Asso□ATES
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3669 (24)
1.2 PROPOSED REMEDIAL ACTION
The RA to be implemented at the Site is detailed in the
Scope of Work (SOW), which is incorporated by reference in the 106 Order.
The SOW delineates and describes in detail the RD/RA activities required to
be implemented at the Site.
The major components of the selected remedy contained
in the ROD to be coristructed during the RA phase include the following
(Source: RD Work Plan, CRA, March 1993):
i)
ii)
iii)
iv)
provision of deed and access restrictions;
treatment of soils in the former landfill and approximately 500 c.y. of
soil from the J':ormer Operations Area which are to be consolidated
into the former landfill. The soils will be treated by a combination of
Soil Vapor Extraction (SVE) and soil flushing. The SVE system will be
constructed and operated until data indicate that VOCs cannot
practicably be removed. Following SVE, the soil flushing system will
be operated as ·an integral component of the groundwater collection
and treatment system;
construction of a groundwater extraction system within the Site
boundaries including four extraction wells in areas of elevated
contaminant levels, a subsurface drainage tile trench to collect
contaminated groundwater and a groundwater collection sump in the
annulus of the slip-lined culvert to collect groundwater that is
presently discharging to the culvert;
construction of an on-Site groundwater treatment system. The system
will consist of an aeration tank. The air vented from the aeration tank
will be treated by carbon adsorption. The effluent from the treatment
system will be pumped to the Mt. Holly publicly owned treatment
works (POTW);
6 CONESTOGA-ROVERS & ASSOCIATF.S
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366\l Q4)
v) excavation and repair of the damaged sections of the existing Site
culvert followed by slip-lining of the culvert;
vi) construction of a gravity drainage bypass line to carry uncontaminated
groundwater from the spring discharge to Tributary B north of the
Former Operations Area;
vii) construction of a surface water diversion consisting of a Site spillway;
viii) provision for long-term operation and maintenance of the remedy;
ix) implementation of a monitoring program to assess the performance of
groundwater extraction, aeration and discharge system components.
Periodic monitoring of the groundwater will be performed to assure
that the remedy is working; and
x) tracking of analytical results to measure the efficiency/ effectiveness of
the remedy.
This RA is required to meet the remediation goals for
groundwater contained in the ROD. These remediation goals are presented
in Table 1.1.
The USEPA approved the RD Work Plan by letter dated
April 7, 1993. The RD Work Plan contained the following description of the
remedial actions which will be undertaken to remediate the soils.
The soil cleanup goals were developed to predict the level of soil
cleanup necessary to protect groundwater. The rate of cleanup of the
groundwater should be increased by soil_ cleanup through soil vapor
extraction and soil flushing. During the cleanup operations, the soil
vapor extraction system will be operated until it is no longer effective.
The soil flushing system will then be operated as an integral part of the
groundwater extraction system until the specific groundwater
remediation objectives have been achieved, or technical
impracticability has been demonstrated.
7 CONESTOGA-ROVERS & ASSOOATES
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TABLE 1.1
GROUNDWATER REMEDIATION OBJECTIVES
JADCO-HUGHES RD/RA
Compound
voes
Acetone
Benzene
2-Butanone
Carbon Tetrachloride
Chlorobenzcne
Chloroethane
Chloroform
1, 1-Dichlorocthane
1,2-Dichloroethane
1,1-Dichloroethylene
1,2-Dichloroethylene (total)
1,2-Dichloropropane
Ethylbenzene
2-Hexanone
Methylene Chloride
4-Methyl-2-Pentanone
Tetrachloroethylcne
Toluene
1,1, 1-Trichloroethane
1, 1,2-Trichlorocthane
Trichloroethylene
Vinyl Chloride
Xylene
BNAs
Benzoic acid
Bis(2-chloroethyl)ether
Bis(2-ethylbenzyl )phthala te
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Di-n-Butyl Phthalatc
Phenol
1,2,4-Trichlorobenzene
CRA3669 Q4)
Remediation Goal
(µg/L)
700
1
170
0.3
300
10
0.19
0.3
0.3
7
70
0.56
29
10
5
350
0.7
1,000
200
3
2.8
0.015
400
28,000
0.03
4
620
620
1.8
700
4,200
9
Page 1 of2
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Compound
Metals
· Aluminum
Antimony
Arsenic
Barium
Beryllium
Cadmium
Chromium
Iron
Lead
Manganese
Nickel
Vanadium
Zinc
Notes:
TABLEl.1
GROUNDWATER REMEDIATION OBJECTIVES
JADCO-HUGHES RD/RA
Remediation Goal
(µg/L)
50
3
50
1,000
1
5
50
300
15
50
150
20
5,000
voes
BNAs
volatile organic compounds
base, neutral and acid extractable compounds
CRA3669 04)
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3669 a4>
The SOW indicates that soil column testing is required to define the
soil cleanup goals for the Site. Recent guidance from USEPA, however,
indicates that soil column tests generally are used to "answer the ·
question: Is SVE a potentially viable remediation technology?".
. Further, USEPA states that soil column tests are "suited for evaluation
of SVE technology when the vapor pressure of the target contaminants
equals or exceeds 10 mm Hg." (USEPA, March 91). The guidance
document indicates that the only way to assess the effectiveness of SVE
in the field is to conduct a pilot scale study to determine "the radius of
influence of the vapor extraction wells, moisture removal rates, and
contaminant flow rates".
Because the R0D has already selected SVE for the Site, soil column
tests at this stage will not provide useful information regarding the
selection of SVE as a remedial technology. Therefore, soil column tests
will not be conducted as part of the RD. The soil treatment process
described above, designed from data collected in a field pilot study,
coupled with groundwater extraction and monitoring, will provide
adequate assurance that the remedy will, as the ROD requires, result in
concentrations of contaminants in the soil that do not produce
'leachate' which results in groundwater ·~oncentrations which are in
exceedance of the groundwater remedial objectives. (RD Work Plan,
CRA March 1993)
The success of the soil remedy will be measured by
assessing the performance of the groundwater remediation with respect to the
groundwater remediation goals. USEPA concurred with this approach for
soil remediation by approving the RD Work Plan on April 7, 1993 and by
amending the approach for assessing the performance of the remedy with
respect to the remediation of soils in an Explanation of Significant Difference
(ESD) to the ROD, dated August 17, 1994. The ESD incorporated the
assessment approach presented in the RD Work Plan and repeated above.
8 CONESTOGA-ROVERS & Asso□ATES
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2.0
3669 (24)
RESULTS OF DATA ACQUISITION ACTIVITIES
To perform the RD for the RA selected for the Site,
additional investigations were conducted during the period April to
June 1993, to supplement the data presented in the Remedial Investigation
(RI) report (CRA, February 1990). The results of the pre-design activities were
presented in three Technical Memoranda (TM), in Volume II of the
Preliminary Design Report, and is included in Appendix I of Volume II to
this Final Design Report. The pre-design activities consisted of the following
elements.
i) TM-I: Pre-RD investigations which consist of a geophysical survey in
the northern portion of the Site, installation of six (6) additional
piezometers and five (5) additional groundwater monitoring
wells and sampling and analysis of one round of groundwater
samples from existing and new monitoring wells;
ii) TM-2: Groundwater Treatabiliiy Study; and
iii) TM-3: SVE Pilot Study.
These pre-design activities were approved by USEPA and
described fully in the RD Work Plan and the associated RD Project Plans
[TreatabjJity Study Wo'rk Plans, Sampling and Analysis Plans (SA), Health
and Safety Plan (HASP) and Quality Assurance Project Plan (QAPP)] as
follows:
i) TM-I -Pre-RD investigations -Sections 6.1 of the RD Work Plan and
Section 2.2 and 3.0 of the SAP;
ii) TM-2 -Groundwater Treatability Study -Section 4.0 of the Treatability
Study Work Plan and Section 3.0 of the SAP; and
iii) TM-3 -SVE Pilot Study -Section 3.0 of the Treatability Study Work
Plan and Section 3.0 of the SAP.
9 CONESTOGA-ROVERS & ASSOOATES
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The information obtained during the pre-design activities ·
was utilized in support of the pre-final design presented herein, and are
referenced where applicable and are summarized below.
2.1 RESULTS OF PRE-RD ACTIVITIES
2.1.1 Geophysical Survey
The geophysical survey was completed in accordance with
the requirements specified in the Work Plan. The geophysical survey did not
identify any geophysical anomalies.
2.1.2 Pre-RD Installations
The term "Pre-RD installations" refers to those activities
completed in preparation for the Preliminary Design Report (CRA,
August 1993). These Pre-RD installations included five (5) sentry monitoring
wells and six (6) piezometers which are compo_nents of the sentry
groundwater monitoring system for the RA. TM-1 (Volume II -Appendix I
of this Final Design Report) presents the Technical Memorandum
documenting these installations and the results of analyses.
The locations of the pre-RD installations are shown on
Figure 2.1. The results of the collection and analysis of soil and groundwater
samples from these locations are summarized below.
Soil samples were collected 'at 5-foot intervals from the
following locations: MW-SOD (3 samples); MW-140 (3 samples); and
MW-150 (1 sample) and submitted for the analyses of the following
parameters: volatile organic compounds (VOCs); base, neutral and acid
extractable compounds-(BNAs); and polychlorinated biphenyls (PCBs). The
pre-RD soil samples were not analyzed for metals since metals were not
previously identified as a significant concern in _soils, nor were there historic
Site operations in the area of these borehole locations.
CONESTOGA-ROVERS & ASSOOATES
-..
CRA
----
WiElll2
------PROPERTY LINE
eWWSS SHALLOW MONITORING Yrrll
SHALLOW Pl[ZOMETER
DEEP MONITORING 'l'oELL
DEEP PIEZOMETER
PUMP 'll(LL
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---- -- - -- - --
~
0 50 1001t
figure 2.1
MONITORING WELL AND PIEZOMETER LOCATIONS
JADCO-HUGHES SITE
Goston County, NC
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The compounds detec,tedin the analyses of the soil
samples were limited to compounds detected during the RI. VOCs such as
acetone were detected in soil samples from the MW-14 well nest location (see
Figure 2.1). The VOCs in soil samples from this location (off Site on property
owned by Mr. Claude Starnes at 778 Cason Street) are not believed to be
associated with the Site since this property is separated from the Site by
Tributary A (groundwater from the Site discharges to the Tributary) and there
was evidence of a small refuse disposal area near the monitoring well
location (MW-14S). Table 2.1 presents the detected compounds for soil
samples collected during the monitoring well installations.
Groundwater samples were collected from all monitoring
wells during the pre-RD investigation. Analytical data presented in
Volume II -Appendix I of this Final Design Report indicate that the results of
the RI groundwater quality characterization w,ere confirmed, with the
following data noted: Aroclor 1248 was detected at 1.3 µg/L in a sample from
MW-8S. This well was resampled on July 19, 1993 to verify this detection. In
this resampling event, Aroclor 1232 was detected at 1.9 µg/L instead of
Aroclor 1248. Prior to these sampling events, PCBs were never detected in
groundwater samples from the Site.
Monitoring wells MjVSDD and MW14S were also
resampled for VOCs to verify detections found during the May 1993
groundwater monitoring round. The analytical data for the resampling of
MWSDD confirmed the initial pre-RD data.
The analytical data for the resampling of MW14 did not
' confirm the detection of acetone or bromodichloromethane, but chloroform
was detected in the second groundwater sample. This detection may be
associated with the refuse disposal activities identified above. Table 2.2
presents the analytical data for groundwater samples collected during the
pre-RD investigation and the resampling event.
Geologic information for the Site, water level
measurements, groundwater flow directions and hydraulic conductivity
11 CONESTOGA-ROVERS & ASSOOATES
-------------------~ TABLE 2.1
ANALYTICAL DATA SUMMARY• DETECTED PARAMETERS IN SOIL SAMPLES
JADCO-HUGHES SITE RD/RA
Parameter MW-14D (µg_lk8!
4-6 ft BGS
voes
acetone 13,000 U /16,000 U
chloroform ND/ND
1,2-<lichloroethane 860/ND
methylene chloride 1,300 U/1,300 U
BNAs
di-n-octyl phthalate ND
bis(2-dhylhexyl)phthalate ND
Metals
Aluminum
Barium
Calcium
Iron
Magnesium_
Manganese
Sodium
Zinc
Notes:
voes Volatile Organic Compounds.
Not analyzed.
BNAs
ft BGS
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ND
· Base, Neutrals, Acids.
Feet Below Ground Surface.
Indicates duplicate sample taken.
Not detected above Method Detection Limit.
8-10ft BGS
29,000
ND
ND
1,100 U
ND
ND
MW-15D (µg_lk8! MW-5DD (µg!kg_)
2-4ft BGS 10-12ft BGS
18 U ND
ND ND
ND ND
ND ND
ND 410
ND 4,500
u Indicates data qualified as Non-Detect with the associated value being the quantitation limit.
CRA 3669 (24)
Potable
Rinsate Water
Blank Supply
(µg/L) (µg/L)
18 ND
ND 22
ND ND
ND ND
ND 21
ND 29
ND 430
ND 12
ND 9,300
ND· 2,200
ND 1,300
ND 42
ND 8,800
ND 47
- - ---· ----.. ----· - --,_ ·-Pilge 1 of 4
TABU 2.2
PRE-RD ANALYTICAL DATA SUMMARY OF DETECTED COMPOUNDS-GROUNDWATER SAMPLES
JADCO-HUGHES RD/RA
Compo-ti U,,jts PW-1 MW-1 MW-25 MW-2D MW-35 MW-3D MW-45 MW-4D MW-5S MW-SD MW-SDD MW-6S MW-6D MW-7S
MAy 1993 ,,.,,, 1993
voe.
acetone µg/L 670 ND/5.6 ND ND ND ND ND ND/ND 5.1 ND 8.4/7.4 ND ND 12 3.4
methylene chloride µg/L 36 ND/ND ND 200 ND ND ND ND/ND ND ND ND/ND ND ND ND ND
1,1 -dichlororihene µg/L 36 ND/ND ND ND ND ND ND ND/ND ND ND ND/ND ND ND ND ND
1,1-dichloroethane µg/L 64 ND/ND ND ND ND ND ND ND/ND ND ND ND/ND ND ND ND 1.7
2-hexanone µg/L ND ND/29 ND ND ND ND ND ND/ND ND ND ND/ND ND ND ND ND
chlorobenzene µg/L ND ND/ND ND 1,200 ND ND ND ND/ND ND ND ND/ND ND ND ND ND
1,2-dichloroethene (OS/trans) µg/L 130 ND/ND ND 70 ND ND 120 ND/ND ND ND 1.7 /1.7 ND 16000 ND 19
4-methyl-2-pentanone CMIBK) µg/L 150 ND/75 _ ND ND ND ND ND ND/ND ND ND NDiND ND ND ND ND
chloroconn µ.g/L 71/J ND/ND ND 760 ND 15 15 1.9/2.0 ND ND ND/ND ND ND ND 3.1
1,2-dichloroethane µg/L 270 ND/ND 4.3 130 ND ND ND ND/ND 1.4 82 ND/ND ND ND ND 44
2-butanone (MEK) µg/L 320 ND/ND ND ND ND ND ND ND/ND ND ND ND/ND ND ND ND ND
carbon tetrachloride µg/L ND ND/ND ND ND 11,0CXJ so ND ND/ND ND ND ND/ND ND ND ND ND
bromod.ichloromethane µg/L ND ND/ND ND ND ND ND ND ND/ND ND ND ND/ND ND ND ND ND
trichloroethene µg/L 40 ND/ND ND ND ND ND 28 ND/ND ND ND 5.8/5.6 27 ND ND 1.6
hen=• µg/L 26 ND/ND ND 110 ND ND ND ND/ND ND ND ND/ND ND ND ND ND
tetrachloroethene µg/L ND ND/ND ND ND ND ND 7.4 ND/ND ND ND ND/ND ND ND ND 1.8
toluene µg/L 99 · ND/ND ND 89 ND ND ND ND/ND ND ND ND/ND ND 12000 SJ ND
ethylbenzene µg/L ND ND/ND ND 33 ND ND ND ND/ND ND ND ND/ND ND 400 ND ND
vinyl chloride µg/L ND ND/ND ND ND ND ND ND ND/ND ND ND ND/ND ND 19000 ND 7.1
xylenes (total) µg/L 61 ND/ND ND 76 ND ND ND ND/ND ND ND ND/ND ND 1700 ND ND
BNAs
bis(2-chloroethyl)ether µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 920 NA NA
1,2-dichlorobenzene µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 42 NA NA
1,3-dichlorobenzene µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 150 NA NA
1,4-dichlorobenzene µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 475 NA NA
2-methylphenol µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 24 NA NA
4-methylphenol µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 52 NA NA
naphthalene µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 12 NA NA
1,2,4-trichlorobenzene µg/L NA NA NA NA NA NA NA NA NA NA ND/ND NA 14 NA NA
Notes:
ND -Not detected above Method Detection Limit
NA -Compound not analyzed
. J -Indicates estimated value
I -Denotes duplicate sample
Resampling ffent in July 1993 for MW-SOD, MW-8S and MW-14S
Bold typefue lnd.Jcatni compounds detiteted in July 1993 rnampling round only, but not detected in May 1993 sampling round.
PW-1 -Test pumping well installed during the RI.
CL\J1161fXl
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Page 2 of 4
TABLE 2.2
PRE-RD ANALYTICAL DATA SUMMARY OF DETECTED COMPOUNDS-GROUNDWATER SAMPLES
JADCO-HUGHES RD/RA
Ca,,,po-,I Unit, PW-1 MW-1 MW-25 MW-2D MW-3S MW-3D MW-4S MW-40 MW-55 MW-5D MW-5DD MW-6S MW-6D MW-75
M11y1993 ,,,,y 1993
METALS
aluminum "'8/L 15 35/2.2 0.45 0.49 2 115 ND 0.29/0.38 1.3 ND 3.2/4 NA 0.353 0.474 8
antimony "'8/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
'""""' "'8/L ND ND ND ND ND ND ND ND ND ND ND NA 0.000 ND ND
barium "'8/L 0.041 0.046/0.036 0.051 0.052 0.027 0.034 0.04 0.012/0.014 0.064 O.o38 0.021 /0.024 NA 0.86 0.0243 0.041
beryllium "'8/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
cadmium mg/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
calcium D\!/L 628 37.3/37.3 34 111 14.9 21.4 622 23.4/24.3 21.9 6.5 24/245 NA 103 11.3 527
chromium mg/L ND 0.013/ND ND 0.014 0.058 0.089 0.094 ND/0.013 0.a.52 ND 0.01 7 /0.021 NA 0.0089 0.0644 0.072
Cobalt D\!/L 0.019 ND 0.014 ND ND ND ND ND 0.028 ND ND NA 0.0688 ND ND
copper "'8/L ND 0.049/0.040 ND ND ND 0.07 ND ND/0.021 0.034 ND 0.022/0.023 NA 0.0Z34 0.0249 0.032
"= "'8/L 8.2 5.1 /3.3 26.3 165 3.1 16.1 1.5 0.43/0.54 3 0.68 4.3/5.3 NA 185 0.97 13
lead "'8/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
magnesium "'8/L 22.5 18.4/17.7 123 39 7.3 15.1 26 9/9.3 9.8 27.3 10.9/11.6 NA 42.8 3.61 25.3
manganese D\!/L 3 1.6/1.4 25 9.6 0.053 0.28 0.24 0.022/0.025 5.7 0.67 0.6/0.64 NA 7.24 0.107 0.14
me,cu,y D\!/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
nickel "'8/L 0.064 ND ND ND 0.04 0.059 ND ND 0.053 ND ND NA 0.0186 0.0774 0.061
potassium "'8/L ND ND ND ND ND ND ND ND ND ND ND NA 1.54 1.03 ND
selenium mg/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
silver "'8/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
sodium "'8/L 18.3 18.1 /18.3 10.8 145 7.6 83 14.3 85/10.6 10.6 13.6 10.7 /11.6 NA. 20 5.17 8
thalium "'8/L ND ND ND ND ND ND ND ND ND ND ND NA ND ND ND
vanadium. "'8/L 0.011 0.019 /0.016 0.01 ND 0.01 0.038 ND 0.01/0.013 0.019 ND 0.017/0.021 NA ND 0.0037 0.029
zinc . "'8/L 0.083 0.024/0.020 ND 0.055 ND 0.037 ND ND/0.02 0.02 ND 0.02110.roo NA 0.0096 0.0137 0.031
PC&
arochlor 1248 µg/L NA ND/ND ND ND ND NA ND NA ND NA NA NA ND NA ND
arochlor 1232 µg/L NA ND/ND ND ND ND NA ND NA ND NA NA NA ND NA ND
Notes:
ND• Not detected above Method Detection Limit
NA· Compound not analyzed
J • Indicate estimated value
/·Denotes duplia.te sample
Res.am.piing event inJu1y 1993 for MW..SDD, MW-85 and MW•145
Bold typeface indic.atH compound• detected in July 1993 ttN.mpling round on1y, but not detected in May 1993 um piing round.
f'\."/.1 -T~t pumping well installed. during the RI.
ClAl661QII
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Page 3 of 4
TABLE 2.2
PRE-RD ANALYTICAL DATA SUMMARY OF DETECTED COMPOUNDS-GROUNDWATER SAMPU:S
JAOCO-HUCHES RD/RA
CompollPUl Unit, MW-7D MW-8S MW-9S MW-10D MW-l1D MW-12S MW-12D MW-135 MW-13D MW-145 MW-JW MW-15S MW-15D
May 1993 /■ly 1993 May J99J J•ly 1993
voe.
acetone µg/L ND ND Tl ND 2.1 26 16 22 ND ND 88 ND ND ND ND
methylene chlcride µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
1, 1-d.ichloroethene µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
1,1-d.ichloroethane µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
2-hexanone µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
chJoroMnzene µg/L ND ND 150 ND ND ND ND ND ND ND ND ND ND ND ND
1,2-dichlorwthene (cialtrans) µg/L ND ND 58 ND ND ND ND ND ND ND ND ND ND ND ND
4-~ethyl-2-pmtanone (?1.-0BK) µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
ch1orofmm µg/L ND 23,000 360 ND ND ND ND ND ND ND ND 130 ND ND ND
1,2-dichloroethane µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
2-buWlone (MEK) µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
carbon tdnlchloride µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
bromcdichloromethane µg/L ND ND ND ND ND ND ND ND ND ND 3.7 ND ND ND ND
trichlorwthenit µg/L ND ND 22 ND ND ND ND 15 ND ND ND ND ND ND ND
benz=• µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
tet:rachloroethene µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
toluene µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
ethyl benzene µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
vinyl chloride µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
xylenrs (toW.) µg/L ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND
1,1,2-trichlorwthane µg/L ND ND 9.7 ND ND ND ND ND ND ND ND ND ND ND ND
DNA,
bis(2-chloroethyl)ether µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
1,2-dichlorobenzene µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
1,3-d.ichlorobenzene µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
1,4-dichlorobenzene µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
2-methylphenol µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
4-methylphenol µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
naphthalene µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
1,2,4-trichlorobenzene µg/L NA NA NA ND NA NA NA NA NA NA ND NA ND ND ND
Notes:
ND• Not detected. above Method Detection Limit
NA• Compound not analyzed.
J -Indiates estimated value
/ -Denotes duplicate sample
Resampling event in July 1993 for MW-SOD, MW-8S and MW-14S
Bold typeface indicates compounds detected in July 1993 rnampling round only, but not d,t,cted in May 1993 sampling round.
- -·-- -,_ _, - -,_ _, -.. ----- -
Page 4 of 4
TABU:2.2
PRE-RD ANALYTICAL DATA SUMMARY OF DETECTED COMPOUNDS-GROUNDWATER SAMPLES
JADCO-HUGHES RD/RA
CompoJMd Unit. MW-7D MW-85 MW-9S MW-IOD MW-11D MW-12S MW-1W MW-13S MW~13D MW-14S MW-14D MW-15S MW-15D
May J.993 July 1993 M11y 1993 /lily 1993
METALS
aluminum mg/L 033 ND NA 10 0.78 ND 0.2 ND 0.62 0.25 Zl.7 NA 1.1 J.8 0.66
antimony mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
oneni, mg/L ND ND NA ND ND ND ND ND ND ND 0.0052 NA ND ND ND
bari= mg/L 0.018 0.026 NA 0.097 ND 0.018 0.021 ND 0.018 0.01 0.24 NA ND 0.089 0.032
berylli= mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
cadmium mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
calcium mg/L 36.4 30.2 NA 8.5 20.9 10.7 35 16.7 28.3 15.9 54.6 NA 18.7 tl.7 122
chromium mS/L 0.016 ND NA 0.86 ND ND ND ND 0.016 0.01 0.074 NA 0.019 ND 0.014
,obalt mg/L ND ND NA ND ND ND ND ND ND ND 0.028 NA ND ND ND
copper mg/L 0.02 ND NA 0.046 0.031 ND 0.041 0.021 ND ND 0.08 NA 0.02 0.029 ND
"= mg/L 0.6 0.16 NA 12.4 0.86 0.13 0.31 ND 0.94 0.41 35.1 NA 1.6 5.9 1.1
lead mg/L ND ND NA ND ND ND ND ND ND ND 0.047 NA ND ND ND
magnesium mg/L 15 13.1 NA 4.7 7.4 25 11.8 62 10.l 5.4 24.1 NA 7.1 4 3.8
manganese mg/L 0.033 0.97 NA 0.27 0.025 ND 0.17 ND 0.086 0.023 2.1 NA 0.034 1.1 0.1
m,=ry mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
nickel mg/L ND ND NA 0.056 ND ND ND ND ND ND 0.096 NA ND ND ND
potassium mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
selenium mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
silver mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND 0.011
sodi= mg/L 122 -11.6 NA 123 9.2 5.4 8.9 6.6 Zl.2 165 18.4 NA 9.7 10.2 10.3
thalium mg/L ND ND NA ND ND ND ND ND ND ND ND NA ND ND ND
vanadium mg/L O.o13 ND NA 0.056 0.011 ND ND 0.012 ND ND 0.055 NA 0.012 ND ND
zinc mg/L ND ND NA 0.071 ND ND ND ND ND ND 0.15 NA ND ND ND
PC&
arochlor 1248 NA 1.3 ND NA NA NA NA NA NA NA NA NA NA NA NA
arochJor 1232 NA ND 1.9 NA NA NA NA NA NA NA NA NA NA NA NA
Notes:
ND• Concentration not detected above Method Detection limit
NA· Compound not analyzed
J -llldicates estimated value
I· Denotes duplie1te sample
Resampling evci.t in July 1993 for MW-5DD, MW-85 and MW-145
Bold typeface lndicatn compounds detected In July 1993 rHampling round only, but not detected in May 1993 sampling round.
CJ.Al!Wl(X)
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estimates developed as part of the RI were similar to those estimated from the
pre-RD installations.
The RD Work Plan requirrs that the pre-RD data be
utilized to assess th~ impact of silts and sediments on metals concentrations
in groundwater analyses and to assess the analytical data for groundwater
samples from deep monitoring wells at the Site to determine if vertical
migration of contaminants has occurred.
Analytical data for groundwater samples from deeper
monitoring wells at the Site support the RI conclusion that contaminants
have not migrated to depth. For samples from the new monitoring well
MW-SOD, there was one detection of VOCs at levels slightly above the
remediation goals. These results are compared to RI data in Table 3.2
(presented in Section 3.0) and this comparison illustrates that the pre-RD data
were generally within the range of RI detecti~ns or the 95th percentile mean.
Section 5.2.2 presented .in TM-1 (Volume II -Appendix I of
this Final Design Report) presents a statistical analysis of the differences
between the metals content of filtered and unfiltered groundwater samples
from the Site, using the Student T test at a 95 percent level of confidence.
This assessment demonstrates that there is a statistical significance between
the results for filtered and unfiltered metals sample analyses. Thus, filtered
samples should be utilized in the future to determine groundwater quality.
Based on an assessment of the filtered metals analyses,
metals concentrations in groundwater are either below the remediation goals
or similar to background. Groundwater is not proposed to be monitored
further for metals contamination.
Although USEPA has not yet agreed with using filtered
samples, the Steering Committee maintains that it is appropriate to use
filtered samples to evaluate the levels of metals in groundwater at the Site. It
must be recognized that groundwater samples from monitoring wells are not
directly comparable for those samples obtained from production wells,
especially in light of the fact that, through continual pumping, groundwater
12 CONESTOGA-ROVERS & ASSOOATES
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produced from extr~ction wells is generally sediment-free. Groundwater
collected from monitoring wells usually contains some amount of sediment.
Thus, the stabilization of the groundwater samples from monitoring wells
with nitric acid preservative produces an artificially elevated level of metals
in the sample which. is not representative of the levels which would be
present in a sample of groundwater from a production well.
The results of analyses of groundwater samples collected
from the off-Site upgradient well (MW-1) have shown a significant difference
in metals concentration between filtered and unfiltered samples. This
confirms that background levels of metals from silt and sediment impact the
metals concentration in unfiltered samples. Although the Steering
Committee agrees with USEPA that potable water is not filtered when
analyzed for metals, it should be noted an important difference exists between
the silt contents of samples from monitoring wells and extraction wells.
In response to USEPA comments, when groundwater
samples are collected for metals analyses, both filtered and unfiltered samples
will be collected. The Steering Committee reserves its right to address this
issue of filtered and unfiltered samples in the future.
Sai;nples collected from the effluent discharged to the
Mt. Holly POTW will be analyzed for metals and will be collected in
accordance with the requirements of the.Mt. Holly Wastewater Discharge
Permit and the Remediation Goal Verification Plan.
2.2 GROUNDWATER TREATABILITY STUDY
TM-2 in Volume II -Appendix I of this Final Design
Report, presents the results of the Groundwater Treatability Study. The
results are summarized below.
The results of the Groundwater Treatability Study on
aeration of Site groundwater concluded the following:
13 CONESTOGA-ROVERS & ASSOOATES
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iv)
v)
significant removal of voes (56-87 percent) was achieved at the lowest
aeration rate studied (10:1 air to water ratio). Increasing the air to water
ratio to 35:1 did not significantly improve voe removal. The study
also showed that aeration had little impact on the concentration of
acetone, MIBK, and MEK in the treated groundwater, which was
attributed to these compounds' high water solubility characteristics;
there was 10-15 percent increase in removal for most of the VOCs for
tests completed on the groundwater samples from PW1/MW2D at an
elevated temperature of 36°e and a 35:1 air to water ratio versus the
results from the same aeration study at 16°e;
an air to water ratio of 10:1 should be used for this system since higher
air flow rates did not result in substantial improvements in removal
rates;
a hydraulic retention time of five hours should be used in order to
ensure removal rates are achieved in full-scale operation that are
similar to those achieved in the treatability study; and
ambient temperatures should be utilized in the full scale system since
the test at elevated temperatures did not produce substantial increases
in removal rates.
Table 2.3 presents the projected full-scale removal
efficiencies for the on-Site pre-treatment system. These removal efficiencies
were estimated from the results of the groundwater treatability study, the
chemical and physical properties of the contaminants and professional
judgment.
2.3 SVE PILOT STUDY
The SVE pilot study demonstrated favorable vapor flow
rates, soil vacuum distributions and radii of influence can be achieved in the
former landfill area with this technology. The radius of influence was
14 CONESTOGA-ROVERS & ASSO□ATFS
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TABLE 2.3
PROJECTED REMOVAL EFFIOENOES ON-SITE GROUNDWATER PRE-TREATMENT
JADCO-HUGHES RD/RA
Organic Compound % Removal Obtained from Aeration Tests Predicted
(10:1 Air/Water Ratio) % Removal
PW1/MW2D MW6
Sample Sample
acetone NIA NIA <10
benzene 86 NIA >80
carbon tetrachloride NIA NIA >80 •
chorobenzehe 82 73 >70
chloroform 81 NIA >80
1,2-<lichloroethane 56 45 >50
1,2-<lichloroethcne 81 74 >70
ethylbenzene NIA 79 >70
methylene chloride 77 NIA >70
phenol NIA NIA <50 •
toluene 87 83 >80
1,2,4-trichlorobenzene NIA NIA >70 •
vinyl chloride NIA 98 >90
4-methyl-2-pentanone NIA NIA <10 •
1, 1, 1-trichloroethane NIA NIA >70 •
tetrachloroethane NIA NIA >70 •
xylenes 87 83 >80
benzoic acid NIA NIA <50 •
bis (2-chloroethyl) ether NIA NIA <10.
bis (2-ethylhexyl) phthalate NIA NIA 0.
Notes:
NI A ; Not Applicable (compound was not detected in the test sample).
• Removal estimate based on similarities in chemical and physical properties to other
compounds assessed in Treatability Study.
CRA 3669 (24)
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determined to be 28 feet in conjunction with a low permeability cap to
properly distribute vapor flow.
The predominant voes in the vapor phase encountered
during the SVE pilot study were toluene, xylenes, ethylbenzene and
methylene chloride. The full-scale SVE system is projected to consume
approximately 4,000 pounds of granular activated carbon per month under
steady-state conditions.
Based on the results from the pilot study, it is estimated
that approximately 5,000 pore volume changes are necessary to remove voes
to levels which approach non-detect in soils, for most constituents.
15 CONESTOGA-ROVERS & ASSOOATES
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3669 a4>
DESIGN CRITERIA REPORT
3.1 EXISTING CONDmONS
3.1.1 Site Description
The Jadco-Hughes Site is located between the Catawaba
River and the South Fork at the Catawaba River in a region .known as the
Piedmont physiographic province in Gaston County. The region is primarily
rolling uplands although the county's western area contains some northeast
trending ridges.
The Site itself is flat, sloping slightly from south to north
and west to east (see Figure 3.1). The southern elevation is approximately
666 feet above mean sea level (AMSL) and the northern is approximately
653 feet AMSL.
The Site is located in an unincorporated area between the
cities of Belmont and Mt. Holly. The aerial photographs reviewed during the
RI indicate that the Site was farmland until the late 1960s and was
subsequently used for a solvent reclamation and waste storage facility until
1975.
The Site shows little evidence of past Site operation. The
majority of the 6-acre Site is revegetated. The southern and eastern
boundaries are treed. Remnants of the facility include: a fence (now replaced
with an 8-foot high barbed wire perimeter fence), a truck unloading area, a
concrete pad, culvert and building remnants.
Land to the south and east of the Site is generally wooded
and undisturbed. A cabinet manufacturing shop is located just south of
MW-1. The eastern area adjacent to the Site is sloped steeply upwards (to the
east).
16 CONESTOCA-ROVERS & ASSOCIATES
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Land to the west of the Site is utilized for light industrial
purposes. There is a wood products plant to the southwest of the Site and a
textile machinery supply warehouse opposite the Site.
The area to the north of the Site is utilized for private
residences. A machine shop and automobile service center/ wrecking yard are
also located among the residences.
Stormwater drainage from the Site flows to tributaries of
Fites Creek and ultimately to the Catawaba River approximately 2.5 miles
downstream. Figure 3.1 illustrates the drainage pattern of the Site and
downstream watercourses.
The Site is predominantly underlain by a unit of
weathered granite known as saprolite to a depth of 95 feet below ground
surface. Lenses of fluvial deposits of clay, silt and sand lie upon this unit near
ground surface. Granite bedrock underlies the saprolite and is found at
depths below 95 feet. Figure 3.2 illustrates the geology underlying the Site by
means of Cross-section A-A' which transects the Site. The section location is
shown on Figure 3.1.
A surficial water table is found at a depth of approximately
9 feet below ground surface. Groundwater within the saprolite migrates
north at a rate of approximately 8 to 14 feet/year and is strongly influenced by
groundwater discharge into the on-Site culvert and tributaries to Fites Creek.
Figure 3.3 presents the groundwater flow patterns in the shallow saprolite
(approximately 15 feet below ground surface). Figure 3.4 presents the
groundwater flow patterns in the deep saprolite (approximately 45 feet below
ground surface). These groundwater contours are based on data collected
during the hydraulic monitoring round in May 1993 and are similar to the
groundwater contours presented in the RI.
The Site is fenced with an 8-foot high chain link and
barbed wire fence. This fence was installed in 1990 as part of a soil removal
program undertaken by the Steering Committee.
17 CONESTOGA-ROVERS & ASSOCIATES
--
CRA
-- --
------PROPERTY LINE
"-"·---· i;~c, -----GROUND CONTOUR {FT. AMSl)
SURF" ACE WATER ORAINAG(
A·t ~ CROSS-SECTION LOCATION
.. ----p~
,,---·t~;,.~
.3659 (2.t) SEPT 06/9'4(W) REV.O (P-76)
-- - - --- -
0
-
50 10011
--
figure 3.1
SITE DRAINAGE PATTERN
JADCO-HUGHES SITE
Gaston County, NC
-
--- ------ -- -
680.0
670.0
660.0
UJ.81 ... ,,
SAPROL!T£ UNIT
630.0 ,,_,,,
620.0
- -
w . ~ ~ 'it,o
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-
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(J/f.-SM)SU
A'
e10.o~.-----------,----------,----------,----------,--------------------(5611110)
0
CRA
3669 (2-t) SEPT 07/9-'(W) REV.0 (X-10)
JOO 600
Will:ill.
GROUND SURF AC£
STRATIGRAPHIC DESCRIPTION
STATIC WATER LEVEL (9/18/89)
MONITORING 'NELL SCREEN LOCATION
900
HORIZONTAL DISTANCE (FEET)
SCALE (H) 1"=150'
(V) 1"=10'
1200 1500
(56J.,O)
1800
figure 3.2
GEOLOGIC CROSS-SECTION A-A'
JADCO-HUGHES SITE
Coston County, NC
-
--
CRA
--- -
LEWID.
----- -PROPERTY LINE
.... ss SHALLOW MONITORING YJELL
e'ns SHALLOW PIEZOMETER
==:>, GROUNDWATER Fl.OW DIRECTION
----650 GROUNDWATER CONTOUR (FT. AMSL)
(6!1Ut) GROUNDWATER ELEVATION (APRIL JO, 1993)
{)Ill) WATER LEI/EL NOT MEASURED
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J669 (2<4) SEPT 06/94(W) REV.O (P-77)
--- - -- -- - --
0 50 100ft
figure 3.3
SHALLOW GROUNDWATER FLOW PATTERNS
JADCO-HUGHES SITE
Coston County, NC
-
--
CRA
- -- - -
------.. ..,
.PZIIIS
•"'
~
650
(6.56..5(Jj
""''
WlWl2
PROPERTY LINE
DEEP MONITORING WELL
DEEP P1EZOMETER
PUMP Yl£ll
GROUNDWATER FLOW DIRECTION
GROUNDWAITR CONTOUR (fT. At.4Sl)
GROUNDWATER ELEVATION (APRIL JO,
WATER LEVEL NOT t.lEASUREO
J
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1993)
3669 (24) SEPT 06/9•(W) REV.O (P-7B)
- -- -- - --- --
~
0 50 100ft
figure 3.4
DEEP GROUNDWATER FLOW PATTERNS
JADCO-HUGHES SITE
Goston County, NC
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3669 Q4)
3.1.2 Contamination Profiles
3.1.2.1 Soil Profile
This section presents the contamination profile for soils
in the former landfill and Former Operation Area (see Figure 1.2). This soil
profile is based upon analytical data collected during the RI.
A volume of contaminated soil within the former landfill
was estimated in the FS to be approximately 5,500 cubic yards (c.y.) based on
the physical size of the former landfill and the amount of soil above the water
table. A volume of contaminated soil associated with the Former Operations
Area was estimated to be 500 c.y. which represents contaminated soil adjacent
to the eastern edge of the concrete pad. This estimate is based on the geologic
volume of the former landfill estimated from soil borings and topographical
surveys completed during the RI. The calculation for the geologic volume is
as follows:
Former Landfill:
Former Operations Area:
Area= 1,760 square yards (sq. yd); Depth= 3.1 yd;
Volume= 1,760 x 3.1 = 5,500 c.y.
Area= 190 sq. yd; Depth= 2.6 yd;
Volume= 190 x 2.6 = 500 c.y.
Table 3.1 provides a contamination profile for soil and is
based on soil samples collected from the former landfill and the Former
Operation Area during the RI.
3.1.2.2 Groundwater Profile
Mean of Detections -On Site
Table 3.2 presents the contamination profile for on-Site
groundwater using a conservative calculation of a mean of all detections.
18 CONESTOGA-ROVERS & ASSOOATES
I Page 1 of 4
TABLE 3.1
I CONTAMINATION PROHLE -SUBSURFACE SOILS
JADCO-HUGHES RD/RA
I fart d -&irm,r Laudfill
Range of Detects (1) Representative 95th Percentile
Compound Low High Concentration (2) Mean (3)
I VOCs (mg/kg)
I acetone 0.006 72 9.9 13
2-butanone 21 170 72 35
1, 1-dichloroethane 0.0027 0.0027 0.0027 2.6
I 1,2-dichloroethane 1.6 9.3 5.7 3.4
ethyl benzene 8.4 65 36.4 19
methylene chloride 0.0019 11.0 3.1 2.9
4-methyl-2-pentanone 10.000 19.000 14.5 31
I 1, 1,2,2-tetrachloroethane 0.0095 0.0095 0.0095 6.2
tetrachloroethene 0.0016 12 4.7 3.2
toluene 0.0018 620 303.6 182
I 1,1,1-trichloroethane 0.014 0.014 0.014 3.5
1, 1,2-trichloroetha ne 0.0028 0.0028 0.0028 4.6
trichloroethene 0.0075 3.5 1.8 1.8
I total xylenes 0.0013 320 134.6 91
BNA:; /mg/kg/
I acenaphthene 0.17 0.98 0.58 1.3
anthracene 1 1 1.0 1.4
I benzo(a)pyrene 3.6 3.6 3.6 1.6
benzo(b)fluoranthcne 2.7 2.7 2.7 1.7
benzo(g,h,i)perylene 1.4 1.4 1.4 1.6
benzo(k)fluoranthene 2.2 2.2 2.2 1.4
I benzoic acid 13 35 19.4 11
bis( 2-ch loroet hyl )ether 1.2 1.7 1.5 1.7
bis(2-ethylhexy 1 )ph tha la le 0.09 260 53.8 67
I bu tylbentzylphthalate 2 8.2 5.0 2.8
2-chlorophenol 14 90 42.4 24
chrysene 0.27 3.4 1.8 1.6
1,2-dichlorobenzcne 1.4 2.1 1.7 1.2 I 1,4-dichlorobenzene 0.57 0.98 0.78 1.5
d i-n-bu tylph tha la le 2.4 8.4 3. 3.6
d i-n-octyl phthalate 4.6 6.1 5.4 2.5
I fluoranthene 0.48 5.4 2.9 1.8
fluorene 0.19 0.69 0.44 1.3
indeno( 1,2,3-<,d )pyrene 2.0 2.0 2.0 1.6
I 2-methylnaphthalene 0.11 2.9 1.1 1.3
2-methylphenol 2.5 9.1 5.1 3.0
4-methylphenol 1 2.5 1.9 1.1
naphthalene 1.8 6.3 3.6 2.0 I phenanthrene 3.4 3.4 3.4 1.8
phenol 8.2 24.0 16.0 8.6
pyrene 0.48 5.6 3.0 1.8
I 1,2,4-trichlorobenzene 0.18 86.0 24.2 2.2
CRA 3669 Q')
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TABLE 3.1
CONTAMINATION PROFILE -SUBSURFACE SOILS
JADCO-HUGHES RD/RA
Range of Detects (1)
Compound
Pesticides/PCBs (mg/kg)
Low High
PCB Aroclor 1248 11.0 36.0
Metals and Total Cyanide (mg/kg)
Aluminum 1,570 27,600
Antimony 16.1 47.5
Arsenic 30.9 47.0
Barium 27.6 268
Beryllium 0.75 1.7
Cadmium 1.0 4.0
Calcium 1,177 16,400
Chromium 5.8 190
Cobalt 10 30.6
Copper 35.4 1,010
Iron 17,000 63,690
Lead 5.1 596
Magnesium 1,426 8,900
Manganese 110 990
Mercury 0.06 0.18
Nickel 5.6 60
Potassium 130.4 885
Sodium 227.3 757
Thallium 0.08 0.11
Vanadium 37 290
Zinc 23.6 175
Total Cyanide 4.0 8.9
Notes:
• Based on RI soil data for the former landfill .
• VOCs = volatile organic compounds.
• BNAs = base/neutral and acid extractable compounds.
Representative
Concentration (2)
20.3
13,856
30.9
39.0
102
1.2
2.5
4,031
66
20
219
36,354
301
4,087
487
0.11
21
358
530
0.09
122
71
6.8
Page2of 4
95th Percentile
Mean (3)
NA
19,551
18
58
117
1.9
2.4
7,014
87
78
353
45,308
623
7,457
696
0.08
53
378
476
0.27
155
95.4
4.7
• The above profile is based on samples collected from the following locations: BH(MW-3), BH-7,
BH-8, BH-9, BH-10, BH-11, TP-2 ,TP-3.
(1) The "Range of Detects" shown represent the range of detections for the entire soil database. For
some parameters there were more detections than the low and high values shown in the Table.
(2) Representative concentration is a conservative estimate of the concentration of each contaminant
in soil and was calculated by an arithmetic average of detections.
(3) 95th percentile mean includes all duplicates and sample depths.
NA Data not sufficient to calculate 95th percentile mean.
CRA 3669 a,)
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TABLE 3.1
CONTAMINATION PROFILE· SUBSURFACE SOILS
JADCO-HUGHES RD/RA
fad. B -Esirma. (bi.a.JJ.tiaus. dz:,a
Range of Detects (1)
Compound Low High
voes !mg/kg/
acetone 0.0031 1.8
2-butanone 0.10 0.68
1,2-dichloroethane 0.0075 30
1,2-dichloroethene (total) 0.003 0.16
methylene chloride 0.0024 0.44
4-methyl-2-pentanone O.Q18 0.18
toluene 0.0014 0.2
trichloroethene 0.0071 19
vinyl chloride 0.0055 0.0055
BNAs /mg/kg/
bis(2-chloroethyl)ether 0.23 0.23
bis(2-ethy 1 hexyl)ph thala te 0.11 0.21
di-n-bu tylphthala te 0.12 0.29
phenol 0.12 0.12
1,2,4-trichlorobenzene 0.15 0.15
PCBs (mg/kg)
PCB Aroclor-1248 1.2 1.2
Notes:
• voes = volatile organic compounds
• BNAs
• PCBs
= base/neutral and acid extractable compounds
= polychlorinated biphenyls
Representative
Concentration (2)
0.39
0.39
6.06
0.08
0.11
0.06
0.06
4.76
O.Ql
0.23
0.15
0.19
0.12
0.15
1.2
The above profile is based on samples collected from the following locations:
BH (MW-6), BH-17, BH-18, BH-19, BH-20, BH-21, TP-7.
Page3 of 4
95th Percentile
Mean (3)
0.41
0.53
6.8
0.04
0.10
0.90
0.05
4.0
0.10
0.35
0.68
0.32
0.27
0.27
NA
(I) The ''Range of Detects" shown represent the range of detections for the entire soil database. For
some parameters there were more detections than the low and high values shown in the Table.
(2) Representative concentration is a conservative estimate of the concentration of each contaminant
in soil and was calculated by an arithmetic average of detections.
(3) 95th percentile mean includes all duplicates and sample depths.
NA Data not sufficient to calculate 95th percentile mean.
CRA 3669 (24)
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Page4 of 4
TABLE3.1
CONTAMINATION PROFILE -SUBSURFACE SOILS
JADCO-HUGHES RD/RA
Range of Detects (1) Representative 95th Percentile
Compound Law High Concentration (2) Mean (3)
Metals (ms/ks/
Aluminum 8,800 21,000 14,560 22,461
Arsenic, graphi le AA 13 30 23 33
Barium 32.3 140 82 138
Berillium 0.4 0.4 0.4 0.47
Cadmium 0.9 2.1 1.9 2.8
Calcium 2,400 6,700 4,228 7,050
Chromium 2.6 139 34 13
Cobalt 7 22 15 24
Copper 34 95 63 117
Iron 15,000 38,000 25,400 40,677
Lead, graphite AA 0.81 15 4.6 16
Magnesium 1,500 6,970 4,394 4,894
Manganese 210 1,100 521 1,256
Nickel 6 45.7 16 12
Potassium 440 860 590 1,002
Silver 0.8 0.8 0.8 0.67
Sodium 642 642 642 466
Thallium 0.08 0.08 0.08 0.08
Vanadium 37 89 68 115
Zinc 37 39 38 41
Notes:
The above profile for Metals is based on samples collected from the following locations: BH(MW-6),
BH-21, TP-7.
(I) The ''Range of Detects" shown represent the range of detections for the entire soil database. For
some parameters there were more detections than the low and high values shown in the Table.
(2) Representative concentration is a conservative estimate of the concentration of each contaminant
in soil and was calculated by an arithmetic average of detections. ·
(3) 95th percentile mean includes all duplicates and sample depths.
NA Data not sufficient to calculate 95th percentile mean.
CRA 3669 Q4,)
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· TABLE 3.2
CONTAMINATION PROFILE-ON-SITE GROUNDWATER
JADCO-HUGHES SITE, GASTON COUNTY, NC
Compound
voes !ug!L/
acetone
benzene
2-butanone
carbon disulfide
carbon tetrachloride
chlorobenzene
chloroethane
chloroform
1, 1-dichloroethane
1,2-dichloroethane
1, 1-dichloroethene
1,2-dichloroethene (total)
1,2-dichloropropane
ethylbenzene
2-hexanone
methylene chloride
4-methyl-2-pentanone
1,1,2,2-tetrachlorocthane
tetrachloroethane
toluene
1, 1,1-trichloroethane
1, 1,2-trichloroethane
trichloroethene
vinyl chloride
total xylcnes
BNAs (ug/L)
benzoic acid
bis (2-<:hloroethyl) ether
bis (2-<:hloroisopropyl) ether
bis (2-ethylhexyl) phthalate
1,2-dichlorobenzene
1,~ichlorobenzene
1,4-dichlorobenzene
di-n-butyphthalate
di-n-octylphthalate
2-methylphenol
4-methylphenol
naphthalene
phenol
1,2,4-trichlorobenzene
CRA3669 a'.l
RD WORK PLAN
RI DATA
Representative
Concentration
30524
277
57124
1.8
7153
96
7.7
17083
22
986
141
2561
0.32
749
900
1750
6688
0.26
6.2
17359
168
1.6
69
11451
1376
2675
4623
11
41
56
19
121
1%
1.9
26
74
8.1
1109
606
95th Percent
Mean
8166
312
,4700
131
1541
409
369
7061
210
483
337
1071
419
4%
2445
679
3115
485
297
5940
271
352
145
3687
458
639
3089
161
37
41
33
113
85
39
175
177
25
255
326
PRE-RD DATA (1)
Representative
Concentration
27133
263.22
ND
ND
7703
253
ND
18608
ND
770
ND
2934
ND
536
ND
1631
ND
ND
5.8
15474
ND
ND
59
11097
1278
ND
ND
4286
ND
54
35
156
ND
ND
25
63
10
ND
541
Page 1 of 2
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Compound
PCBs (ug/L) (2 /
Arochlor 1248
Arochlor 1232
Metals (mg!L/
aluminum
antimony
arsenic
barium
beryllium
cadmium
calcium
chromium
cobalt
copper
iron
lead
magnesium
manganese
nickel
potassium
silver
sodium
thallium
vanadium
zinc
Notes:
TABLE 3.2
CONTAMINATION PROFILE-ON-SITE GROUNDWATER
JADCO-HUGHES SITE, GASTON COUNTY, NC
RD WORK PLAN
RI DATA
Representative
Concentration
ND
ND
35
0.22
0.04
0.2
0.001
0.0067
136
0.14
0.068
0.17
55
0.0095
63
8.9
0.15
7.7
0.01
18
0.001
0.14
0.18
95th Percent
Mean
NA
NA
38
0.12
0.02
0.2
O.Dl
0.03
131
0.15
0.05
0.14
57
0.1
58
10
0.15
3.6
0.1
18
0.18
0.13
0.95
PRE-RD DATA (1)
Representative
Concentration
1.3
1.9
27
ND
ND
0.2
ND
ND
110
0.15
0.06
0.15
40
ND
50
6.8
0.13
6.4
ND
16
ND
0.12
0.16
Page 2 of 2
(1) Pre-RD data representative concentration is calculated based on all detections during the RI and pre-RD.
If compound was not detected during pre-RD then representative concentration was non-detect.
(2) Each PCB isomer only detected once in MW8S during pre-RD. These compounds were never detected in
any other samples.
CRA3669 Q4)
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3669 Q4)
This profile is based upon available analytical data for the
following monitoring wells:
• MW-2S;
• MW-20;
• MW-3S;
• MW-4S;
• MW-50;
• MW-6S;
• MW-7S; and
• MW-8S.
The wells listed above were included in this profile on the
basis that contamination exceeding the groundwater remediation goals was
detected in samples from these monitoring wells.
Analytical data for groundwater samples from monitoring
wells MW3D, MW4D, MWSDD and MWIOD indicate that there were
sporadic detections of VOCs in groundwater samples from these wells at
levels which slightly exceeded the remediation goals for groundwater. These
data are not included in any of the calculations below for the preparation of
the profiles for "on-Site" groundwater. Monitoring wells MW30, MW4D,
MWSDD and MWIOD are on Site, but are below the vertical extent of
groundwater contamination and are considered part of the sentry monitoring
system, not part of the "on-Site" monitoring wells.
i)
ii)
This profile is considered the "conservative" profile since:
these data include the maximum concentrations detected in
groundwater samples from the Site; and
the profile, when the means of these detections are calculated and
assumed to be representative of the groundwater to be extracted from
the Site, substantially overstates what would reasonably be expected
from the groundwater extraction system, since non-detect values were
excluded from the calculations.
19 CONESTOCA-ROVERS & ASSOCIA1T'5
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3669 Q4)
Also presented in Table 3.2 is a summary of the pre-RD
data for groundwater samples. The values reported in Table 3.2 are either
comparable to the 'representative concentration' to be used in this water
quality profile or fall with the range predicted by the 95th percentile mean.
Catchment Area Method
For design purposes, a representative concentration of key
parameters was calculated using the "catchment area method" which is the
most likely influent concentration for the groundwater treatment system.
The methodology for calculating concentrations using the catchment area
method is outlined below.
The extraction of uncontaminated groundwater from
areas around the extraction wells and the subsurface extraction drain trench
will decrease the concentrations of detected compounds in the influent. The
catchment area method estimates the relative areas of contamination in the
capture zones around each extraction well and the subsurface extraction drain
and uses the relative areas and the representative chemical concentrations in
groundwater to calcul.ate the probable concentrations of the detected
parameters in the influent.
The ROD requires extraction wells to be placed in areas of
elevated contaminant levels. The ROD also requires the subsurface extraction
drain trench to be placed at the northeastern ·perimeter of the Site to contain
groundwater in the surficial aquifer from migrating off Site. The capture
zones for the proposed extraction system under average aquifer conditions
were modeled using an analytical model, Lavandel-Doughty-Tsang's Steady
State, Two Dimensional Advective Contaminant Transport Model (Lavandel,
Doughty & Tsang, 1984, Groundwater Transport: Handbook of Mathematical
Models) (RESSQ) (CRA, 1990). The output from this model is provided in
Volume II -Appendix II of the Preliminary Design Report. The capture
zones, monitoring wells and extraction wells and the subsurface extraction
drain trench are shown on Figure 3.5. By inspection of Figure 3.5, CRA
estimates that the following portion of each capture zone are characterized by
20 CONESTOCA-ROVERS & ASSOCIATES
---,_ --w.EllD. -----PROPERTY LINE - - - - - -PROPOSED HOOK-UP TO SE'NER ~,,,. -~ .... ws ·-PIPELINE PROPOSED SOIL fLUSHING EXTRACTION TRENCH ESTIMATED CAPTURE ZONE AREA SHALLOW MONITORING 'M:LL DEEP MONITORING 'lt£ll -·-f:..SS1S •""' •'"' o~ □--... -PUMP WELL SURACE WATER SAM PUNG LOCATION DEEP PIEZOMETER SHALLOW PIEZOMETER PRE-CAST CONCRETt CHAMBERS MANHOLE CULVERT ,_ -,_ - ---,_ ~ 0 50 100ft , ' l \. . ,...._ ,.A >,,•, < ~ '. • S ' -f ,~~-~-',.,·' t .... _,,.,,. ... ,\ .... ~•-••'----•AA. ' -~l.. "o?~ WWIJS -~,._,, :,~ ~-•~ ~'----; IIWIJO. -" -----~-------· ~,'r:.U\\t:t,, ... il®~.--·-· { ! __ -. _ -~ ----------~-~ \:;:,;;t,;l' ,.M .... 145 f \ L,_ ~ ----.-.,.:;-----,:;;.~").':.Rf',:,[) .J:J.!'S) -,-----------~~\)'t?i •~twi'D _ -_--j-_:~, ~-~ __ ~-___ c =c-;"-''~<c-;-_ __ ) } :;_;;.ccc_~ cc=======~ •• i:.m., '""" ~ ,.8 ,~~~l"""~,,-, ... a.,. , = ·~"·•"<"• -· . .-,. : ~r.:utfi-~ ---1 r ·1 . ~~ l•"M ,_., ~--i: I ~'\;.' '"I~ --: ,_....,,_ _______ J~m:~~~ ;,.. ' . ,.,,, •~---~ CRA \. '\ \\ ~ _;.;._,= 1-~ ,,'·,,,,:c-cc-.cc~-,,,;;.1::,mJ~~~-,--fil·,) . ' ' ' ,,.,,rn_,_ .. • • J.11:'>$ •• ,. ' ,r, ,, ,. • '·= , •. \ '. ,, ,, y"'" ' • ' -~ - • ' """""""' .. ' fl ' ' ·, \ ,\ ') .,.. -,1 ~-ITT!-f.nil~ · ~~ -1~ ~~-~~?~~--::-;c~-.,1 l~~er1:-...1.,,,M,, \ ~-.. ,•• -L ~ '.-;•--~.;,,~ • .;,.:.;: •, ··•;:;,-~~;~:;,;;:,.i;~: .. ~:-"~j~;;;;if~?~~ .. ,, CJ ,~, -••ro I]""'· -Ii jj'ji~,~~~-=,=,,,~~"":~'!l,,,~;c"l';,.'" \l!'d, -~ ~~~~'&·___ r-· .. ..., r.'.'P::"), -[J,c"'"\. •-= .. _, ,M,s,•--...~ ', ,., .. ,.,' . -...,, ' ;,i,~,~~ =------,. ... f~~,-.""c'h~,:,-;, "",1.0,-= = -= = 1={f-;'j,!l-:,.:\'.-1i"f!f;1-u~"!f!fl:•/;q-· ,M,,. '•,, •,. ..,, •· ·., ••• ""'"" .~--.,_ .. , -~ ~ --\ ? 1 · ~ .c';::l;:«., __ ,1111,,.,. 5-.,'>,,:.. ~'""' ~ I.IW10D ··",, -11 \ ·~b;l l:¥,tPW4 •• '{•~r:t:"''H• I/W2(). I •.:-:-.!_•:v ;• •i~•r ''''itf'"" r,rns ,.,:J t:•: ~'•PWI wr.is 1 ,,. wwasl :i.. I ·i!h,•/tJ I ,. 'j:. ~ ' 11-1 :,1l -~ • '~----..;t.• ' f \• .. ~ ··1•1, ~f.?'~ . 1'.o' ''•'"'' • ,,, ~. ,,, i" ·re; !~ ' .\'----t 1 -.... 1 / J; , --=~;;..,-.=·--:-.-•:,-· / ~~-,-.:---:. ----~-~~-·c, .. MW • • I I :l'l'I><•: figure 3.5 GROUNDWATER EXTRACTION SYSTEM JADCO-HUGHES SITE Goston County. NC 3669 (24) SEPT 07/9--t(W) REV.O (P-79) -
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3669 Q4)
analytical data for groundwater samples from the adjacent monitoring
well(s):
Extraction Well
PW1
PW2
PW3
PW4
Subsurface Extraction Drain Trench
Estimated Portion of Capture Zone
Characterized by
Upgradient Monitoring Well Data
100%
100%
100%
100%
64%
The groundwater quality in the fraction of the capture
zone listed above is represented in the calculations for the analytical data for
the associated monitoring well(s). These calculations determine a
representative concentration based upon all detected values and one-half the
detection limit for non-detects. The groundwater quality in the remainder of
the capture zone which is assumed to be "uncontaminated" was characterized
by assuming that the groundwater contains each contaminant at one-half the
method detection limit. The mean of all the extraction wells and the
extraction trench for each contaminant was then determined and denoted as
the probable influent concentration in Table 3.3. This catchment area method
profile is utilized as the basis for the design of the groundwater treatment
system. Permit limitations (for treated discharges) presented in Section 3.3
were developed by the City of Mt. Holly based upon the "conservative"
profile, presented above.
3.2 GROUNDWATER EXTRACTION SYSTEM
The groundwater extraction system consists of four (4)
extraction wells and a subsurface extraction drain trench. This equipment is
described in Section 3.2 and treatment/discharge equipment is described in
Section 3.3.
21 CONESTOGA-ROVERS & ASSOCIATES
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CRA 3669 (2,1)
TABLE 3.3
SUMMARY OF PROBABLE INFLUENT CONCENTRATIONS
CA TOiMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNTY, NORTH CAROLINA
Parameter
acetone
benzene
2-butanone
carbon tetrac~loride
chloroform
1, 1-dichlorocthane
1,2-dichlorocthane
1,2-dichlorocthene (cis/trans)
ethylbenzene
methylene chloride
4-methyl-2-pentanone
tetrachlorocthene
toluene
1, 1,] -trichloroethane
trichlorocthene
vinyl chloride
total xylenes
benzoic acid
bis(2-chloroethyl)ether
bis(2-ethylhexyl)phthalate
phenol
1,2,4-trichlorobenzene
arochlor 1248
arochlor 1232
Estimated Total Organic Compounds
Note:
Probable Influent Concentration
(µg!L) (rounded)
4,800
140
1,800
580
2,500
94
260
3,000
140
450
840
130
3,300
120
63
8,000
440
200
750
9
42
76
0.4
3
27.7 (mg/L)
Probable Influent Concentration based on Catchment Area Method
detailed in the following pages.
Page 1 of7
----------- -
Extraction Moni taring Wells
Well Within Capture Zone Parameter
PW! PW!
MW2D
Mean:
PW2 MW55/MW5D••
PW3 MW35/MW3D•• Mean:
PW4 MWBS Mean:
Extraction MWSS 24%
Trenc.h MW65 24%
MW7S 16%
ND•-36%
Mean:
Estimated Groundwater
Quality (Probable Case)
[(PW4+PWl+PWl+PW2)122+ExTr"18f22)
Notes:
All detections found to be below the Method
Detection Limit (MDL); mean calrulated. by
using 1 /2 MDL
.. Mean calculated by using the highest
concentrations from either MW3S or MW3D
and for MWSS or MWSD.
•" The area on Figure 3.5 adjacent to the Tributary
and between MWSS and MW7S is considered to
be "uncontaminated." at levels that are 112 the
MDL.
CR.Al66904l
TABLE 33
PROBABLE INFLUENT CONCENTRATIONS (uglL) -DETAILED CALCULATION
CATCHMENT AREA METHOD
)ADCO-HUGHES SITE, GASTON COUNlY, NORTH CAROLINA
aceto,u benzene 2-butanone •
6760 247 13585
63855 748 38083
35308 498 25834
2.2 0.46· 2•
111 5.0-51"
1000 290 1375·
2.2 0.46· 2•
16200 530• 3000-
3.6 0.66 2•.
3889 127 721
4,837 140 1,829
---Page2of7
carbon tetrachloride
231•
13706
6969
0.35•
4267
219"
0.35·
327"
0.35•
79
585
--,_ --
Extraction Monitoring Wells
Well Within Capture Zotte ParanuUr
PW! PW!
MW2D
Mean:
PW2 MWSS/MWSD_...
PW3 MW35/MW3D•• Mean:
PW4 MWBS Mean:
Extraction MWSS 24%
Trench MW65 24%
MW75 16%
ND•" 36%
Mean:
Estimated Groundwater
Quality (Probable Case)
((PW4+PWl+PW3+PW2)/22+ExTr'18/22(
Notes:
• All detections found to be below the Methcxl
Detection Llmit (MDL); mean calculated. by
using 1 /2 MDL.
•• Mean calculated. by using the highest
concentrations from either MW3.S OT MW30
and for MWSS or MWSD.
•" The area on Figure 3.5 adjacent to the Tri~tary
and between MWSS and MW7S is considered. to
be "unoontaminated" at levels that are 112 the
MDL.
CKA]."'9(W
----TABLE 3.3
PROBABLE INFLUENT CONCENTRATIONS (ug/L) -DETAILED CALCULATION
CATCHMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNTY, NORTH CAROLINA
chloroform 1,1-dichloroethane 1,2-dichlorvdhane
3575 180 1093
49783 467· 3320
26679 324 2207
0.50 0.51 3.2
14 5.9" 6.0-
28167' 312• 219"
0.50 0.51 3.2
187' 327· 734
25 2.0 28
49 79 181
2,534 94 259
--- -- -
Page 3 of 7
1,2-dichloroethene (cisltrans)
175
492
334
0.27•
3.4•
225
0.21•
15000
12
3602
2,973
-- --
Extraction Monitori,rg Wells
Well Within Capture Zone Parameter
PW! PW!
MW2D
Mean:
PW2 MWSS/MWSD••
PW3 MW3S/MW3D"" Mean:
PW4 MWSS Mean:
Extraction MWSS 24%
Trench MW65 24%
MW7S 16%
ND• .. 36%
Mean:
Estimated Groundwater
Quality (Probable Case)
[(PW4+PWl+PW3+PW2)122+ExTr•t8/22]
Notes:
• All detections found to be below the Method
Detection Limit (MDL); mean calculated by
using I /2 MDL
.. Mean calculated by using the highest
concentrations from either MW3S or MW3D
and for MWSS or MWSD.
,.,.. The area on Figure 3.5 adjacent to the Tributary
and between MWSS and MW7S is considered to
be "uncontaminated" at levels that are 1/2 the
MDL.
CR.A 1"'904)
----- -
TABLE 33
PROBABLE INFLUENT CONCENTRATIONS (uglL) ·DETAILED CALCULATION
CATCTIMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNn', NORTH CAROLINA
ethylbenune methylene chloride 4-methyl-2--pentanom?
390' 343 2426·
1034 4794 7259
712 2569 4843
0.63· 0.86 3.4•
ts• 6.0-94•
425• 414 2392•
0.63· 0.86 3.4•
460 1600 2567'
0.63' 1.5 3_4•
111 384 617
143 450 838
-- -- -
Page4of7
tetrachlonuthene
21s•
700•
458
0.61"'
s.s•
2s2•
0.61·
487'
5.7
118
131
----
Extractio,. Monitoring Wells
Well Within Capture Zone Parameb!r
PW! PW!
MW2D
Mean:
PW2 MWSS/MWSD,..
PW3 MW3S/MW3D•• Mean:
PW4 MW8S Mean:
Exb"action MWSS 24%
Trench MW6S 24%
MW7S 16%
ND•" 36%
Mean:
Estimated Groundwater
Quality (Probable Case)
[(PW4+PWl+PW3+PW2)/22+ExT,..18122)
Notes:
• All detections found to be below the Method
Detection Limit {MDL); mean calculated by
using I /2 MDL
" Mean calculated by using the highest
roncentrations from either MW3S or MW3D
and for MWSS or MWSD.
•-The area on Figure 3.5 adjacent to the Tributary
and between MWSS and MW7S is considered to
be "uncontaminated" at levels that are 11.! the
MDL.
-- -- ---TABLE 33
PROBABLE INFLUENT CONCENTRATIONS (uglL) ·DETAILED CALCULATION
CATCHMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNTY, NORTH CAROLINA
toluene 1,1,1-trichloroethane trichloroethene
3242• 202• 122
51632.00 541• 352•
27437 372 237
0.73• 037 038
7.4• 8.0-4.1•
410-267• 175•
0.73· 037 0.38
10500 444• 222•
0.46 0.51 2.8
2520 107 54
3,328 117 63
-- -- -
Page5of7
vinyl chloride
539"
834•
687
0.67·
11·
409"
0.67-·
40677
12
9765
8,040
-- - - -
Extrac:tio11 Monitoring Wells
Well Within Caphm! Zone Paramet.er
PW! PW!
MW2D
Mean:
PW2 MWSS/MWSD••
PW3 MW3S/MW3D•• Mean:
PW4 MWBS Mean:
Extraction MWSS 24%
Trench MW6S 24%
MW7S 16%
ND'" 36%
Mean:
Estimated Groundwater
Quality {Probable Case)
I (PW 4+ PW1 + PW3+PW2)/22+ ExT.-'18122]
Notes:
•
..
All detections found to be below the Method
Detection Limit (MDL); mean calculated by
using 1 /2 MDL
Mean calculated by using the highest
concentrations from either MW3S or MW30
and for MWSS or MWSD.
-
•" The area on Figure 3.5 adjacent to the Tributary
and between MWSS and MW7S is considered. to
be "uncontaminated" at levels that are V2 the
MDL.
CRA1""9Q{)
- - -- -- -
TABLE 3.3
PROBABLE INFLUENT CONCENTRATIONS (ug/L)-DETAILED CALCl/LATION
CATCHMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNn', NORTH CAROLINA
totsd xylenes benwic acid bis(2-chloroethyl)ether
270 90-315
2393 5650' 21500
1332 2870 10908
0.47· 27' 3.1•
9.5• 28' 3.5•
306' 26' 43
0.47· 27' 3.t •
1867 268 1307
0.42· 26' 3.0-
448 75 315
442 195 754
-- -- -
Page6of7
bis(l-e thylhexyl)ph thalate
23
198·
111
2.0
5.3
2.3
2.0
14.8
3.5
5
9
--- - -- -- -- -- -
Extraction MonitoriNg Wells
Well Within Caphlre 'Zone P11ramder
PW! PW!
MW2D
Mean:
PW2 MWSS/MWSD••
PW3 MW3S/MW3D,... Mean:
PW4 MWBS Mean:
Extraction MWSS 24%
Trench MW6S 24%
MW'IS 16%
ND• .. 36%
Mean:
Estimated Groundwater
Quality (Probable Case)
I (PW 4+PW1 + PW3+ PW2)/22+ExT..-18/22]
Notes:
• All detections found to be below the Method
Detection Limit (MDL); mean calculated by
using I /2 MDL .
._.. Mean calculated. by using the highest
ooncentrations from either MW3S or MW3D
and for MWSS or MWSD.
""" The area on Figure 3.5 adjacent to the Tributary
and between MWSS and MW7S is considered to
be "uncontaminated" at levels that are 112 the
MDL.
TABLE 3.3
PROBABLE INFLUENT CONCENTRATIONS (ug/L) -DETAILED CALCULATION
CA TOIMENT AREA METHOD
JADCO-HUGHES SITE, GASTON COUNTY, NORTH CAROLINA
phenol 1,2,4-trichlorobenu,u. Arochlor 1248
67 29 NA
1650 2250 0.53•
859 1140 0.53•
a.so• I.Ir . 0.5.
2.8 1.s· 0.28 •
3.5• 3.8 13
0.80-I.Ir os·
13.5 16.8 0.53•
0.75• 157 0.37·
4 29 0.31"
42 76 0.4
---- - -
Page 7 of 7
Arochlor 1212
NA
o.s•
a.a•
o.s•
0.31 •
1.9
o.s•
o.s•
2.0-
3.3•
3
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3669 Q4)
Modeling results using RESSQ for this extraction system
were provided and approved by USEPA in Appendix C of the RD Work Plan.
These results were updated by CRA and provided in Volume II -Appendix II
of the Preliminary Design Report which was submitted to USEPA on
August 5, 1993. These modeling results are provided in Volume II -
Appendix II to this Final Design Report.
3.2.1 Basis of Hydraulic Containment
The four-well extraction system was selected in order to
extract and treat the groundwater in areas of elevated contaminant levels
(PWl, MW3S, MW5D and MW8S areas). Figures 3.6, 3.7, 3.8, and 3.9 present
the contaminant concentration contours for the RI data for total VOCs in the
shallow groundwater, total VOCs in the deep groundwater, total BNAs in the
shallow groundwater, and total BNAs in deep groundwater, respectively.
The subsurface extraction drain tile was selected in order to extract and treat
the shallow groundwater discharging from the entire Site.
This groundwater extraction system configuration is
designed to provide for optimum groundwater extraction from the Site and
inhibit the spread of contamination off Site.
Based on the pumping tests completed for the RI and
calculations presented in Volume II -Appendix II -Attachment II.C
(Pumping Test Data) of this Final Design Report, the extraction system is
expected to generate the following flow rate:
i)
ii)
Extraction wel)s - 1 gallon per·minute (gpm) per well on average; and
Tile drainage system -18 gpm for entire drain.
A schematic diagram of the groundwater extraction
system is shown on Figure 3.5.
22 CONESTOGA-ROVERS & Asso□ATES
--
CRA
---
----- -PROPERTY LINE
e 11lll'H MONITORING WELL
PUMP WELL
-
TOTAL \IOC CONCENTRATION
AT Wt:ll SITE (ug/l)
(SAMPLING RQUND 3)
(ND=NOT OETtCTED)
--100--TOTAL VOC CONCENTRATION
CONTOUR (ug/l)
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- --
tiQ..IE.: MAXIMUM VALUES SHOWN.
SPRING
0
- -
• MW'JS
{f.111)
- - --- --
~
0 50 100lt
figure 3.6
TOTAL voes IN SHALLOW WELLS
JADCO HUGHES SITE
Goston County, NC
-
--
CRA
- - --
WlEIID.
------PROPERTY LINE
eWW7D MONITORING WELL
PUMP WEU
TOTAL VOC CONCENffiATION
AT WELL SITE (ug/L)
(SAMPLING ROUND 3)
(ND-NOT DETECTID)
--100--TOTAL VOC CONCENTRATION
CONTOUR (ug/L)
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-- -
HQ.IE.: IM,XII.IUM VALUES SHOl'IN.
SPRlt•IG•IIW\10 0 (2.1}
- -- - -
0 50
-- -
100ft
-
f'<>) MMID
· .. '<"-•· ·,
figure 3. 7
TOTAL voes IN DEEP WELLS
JADCO HUGHES SITE
Coston County. NC
-
--
CRA
----
A. GROUNDWATER SYSTEM
EXTR ACTION S'tSTEM
pw,
PW2
PWJ
PW4
EXTRACTION DRAIN
SUMP I.IANHOlE
SOil fLUSHlNG
SUMP MANHOLE
(FUTURE)
r. -1gpm x.-,~
r. -,.,.,,
•• -O.ll&n9J\.
'• .. 1gpm
•• -4.7"'9/\.
,. -,..,
•• -34mgft.
r. -1a.pn
•• -2Jffl<;l/l
'• .. tp,, ' •• • fm<i/l I •----------'
B. SVE SYSTEM
SVE TRENCHES
,. -2.211Pffl
"· • 27.7mg/\.
fv • 1.2'00ac;fm
XV(Q • !,,~
•\l{ .. J-5()ppm
3669 (24) SEPT 07/94(W) R[V.O (C-08)
-- -
r,. • 2*""
-
CARBON
CHAI;G[OUT
MO ~9/"'°"ll'I
Xc"•hlD' mo/loo
I
-- - -
r,. -251Jclm
- -- -
NOTES:
'• fl OW RA TI: OF WATER ,, fl OW RA TE OF AIR ,, FLOW RA TE OF VAPOR
'· TOTAL ORGANIC CONCENTRATION IN WATER (1) ,, TOTAL ORGANIC CONC[NTRA TION IN AIR (2) ,, ORGANIC CONCENTRATION ADSORBED ON
CARBON
TOTAL ORGANIC CONCENTRATION IN VAPOR X,_ • 216.,,,9/ml I VAPOR-PHASE I l CARBON
X,. • 10&rw;,/ml DISCHARGE
,.,
(INITIAL) (J)
AOSORPTION(sJI TO ATMOSPHERE X,'(n) TOTAL ORGANIC CONCENTRATION IN VAPOR
r. -22,,.,,.,
' AERATION •• • O.Jmt/l
f,_ • Z*lm
x,.., Drn9/ml
BLOWER AIR
fv • 1.2'00aocfm •,m· !,,~ V,t,PQR
LIQUID •\l{n)• 5()ppm
S[PAR,t,TOR
f,,-1~ (NECUG1Bl()
x,, • !mq/l.. (NtGUCIEU)
TO SOIL fLUSHING
SUMP M,t,NHOLE
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TREA TEO GROUND WA TtR
DISCHARGE TO MT. HOLLY
PUBLICLY O'M-IED TREATMENT
WORKS
MIST I
FILTER I
(HECUG18L[)
OFT-SITE
DISPOSAL
fv • 1.200.Cfm
•vtQ • !,,OOOpp,n
•vi: .. ,-5()ppm I
I
(STEADY STATE) (3) -PARTS PER MILLION (VOLUME/VOLUME)
mqjml MILUGR,t,MS PER CUBIC METER .,,,_ MtlUGR,t,MS PER UTRE
Kffl ST,t,ND,t,RD CUBIC FEET PER MINUTE .., G,t,LLONS PER MINUTE
mq/\9 MILUGR,t,MS PER KILQGR,t,M
~4/monlh KILOGR,t,MS PER MONTH
'" DERIVED FROM: T,t,BLE J.J ,,, DERIVED fROM: ,t,SSUME ,t,M8I[NT ,t,IR
CONT"1NS O mg/ml TOT,t,L ORG,t,NtC
COMPOUNDS. ,t,ER,t,TION OFf-G,t,S
CONCENTIUTION B,t,SEO ON REMOV,t,l
EfflCIENCY IN T,t,8L[ 3.2 ,,, DERIVED fROM; flGURE 13 or TM-J
(PREUMJN,t,RY DESIGN REPORT-VOLUME ..
,t,PPENDIX l, CR,t, 1993) ,., DERIVED FROM: S£CTION 5.0 or TM-3
(PRELIMIN,t,RY DESIGN REPORT-VOLUME .. ,t,PP[NDIX l, CRA 1993) ,,, ,t,SSUMING 95,: REMOV,t,L
fv • 1.200.cfm
V,t,PQR-PHASE I
C,t,RBON
·II{~-~
X"(H)•2.~ ,t,IR OISCHARG(
TO A TMOSPHER[ ADSORPTION(!l)I
I
CARBON
CHANG[OUT
2.100 >4/monlh (•)
1'10~ mq/1,;q
figure 3.8
OVERALL PROCESS MASS BALANCE
JADCO-HUGHES SITE
Caston County, NC
-
--- -
CR.A
-- --
l.fWID.
----- -PROPERTY LINE .....
(l.l)
MONITORING \W:lL
Pt.JI.IP YIEl..l.
TOTAL BNA CONCENiATION ~s' ..... ~ut«l'foJ~gl'; l t/.m • NOT DETEC
--100-TOTAL BNA CO,,CENTRATION
COntlUR {119/l)
)
I
-- - -
~ MAXIMUM V,'.LUES SHOWN.)
.IIW'l10 0 (t.!i) ......
--
0
- -- - -
50 100ft
figure 3.9
TOTAL BNAs IN DEEP WELLS
JADCO-HUGHES SITE
Gaston County, NC
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3669 Q4)
3.2.2 Extraction Well and Tile Drain Construction
3.2.2.1 Basis
The design of the groundwater extraction system is based
on analytical modeling documented in the Conceptual Design-Groundwater
Extraction System report which was initially submitted to and approved by
USEPA in the Feasibility Study (CRA, July 1990). This modeling was also
included as Appendix C to the RD Work Plan, which was approved by USEPA
on March 1, 1993. This conceptual design was used as a basis for the design of
the groundwater extraction system. This conceptual design is included herein
as Appendix II of this Final Design Report.
The conceptual design of the groundwater extraction
system concluded that the extraction well and drain system were preferable to
the sole use of extraction wells for the following reasons:
i) the drain system is more effective in low hydraulic conductivity
materials;
ii) the capital cost of installing a drain system would be far less than the
installation and equipping of 16 Site boundary extraction wells;
iii)
iv)
the operation of the drain system, with one pump, is much simpler
and more reliable than a 16-well system; and
an upward vertical hydraulic gradient will be established along the
alignment of the drain system versus a more localized effect at
extraction wells.
It was also concluded that the placement of the drain
system would cause a lowering of the water table of approximately 10 feet in
the vicinity of the drain system. This would result in the establishment of
the upward vertical hydraulic gradients along and near the drain system. The
design also recommended that hydraulic monitoring of the extraction system
would indicate whether contaminants at depth were underflowing the
system. The _hydraulic performance monitoring (measurement of
groundwater elevations) recommended in the conceptual design would be
determined at the following frequency:
23 CONESTOGA-ROVERS & AssOOATES
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ii)
iii)
bi-weekly for the first three months of operation;
monthly for the remainder of the first year of operation; and
annually thereafter.
Since the groundwater monitoring program has been
updated since the development of the conceptual design, the water levels will
be measured concurrently with sampling and at a frequency no less than the
sampling frequency.
The Conceptual Design modeling was conducted to
determine the design criteria which would result in continuous capture of
Site groundwater. Capture will be obtained at the design flowrates of 1 gallon
per minute (gpm) for extraction wells and 18 gpm for the extraction trench.
In the unlikely event that containment is not achieved, capture will be
obtained by implementation of one or more of the following contingencies:
• increasing the pumping rate of extraction wells or extraction trenches; or
• installation of additional extraction wells or trenches1.
The groundwater extraction system utilizes a combination of deep extraction
wells and a shallow tile collection system (drain system). This combination
will result in the shallow groundwater in the vicinity of the drain system
flowing into the drain system and deeper groundwater being collected by the
groundwater extraction wells. The operation of this systein will be monitored
to ensure that containment is being achieved.
3.2.2.2 Design
An installation detail for the extraction wells is shown on
Drawing No. G7 (Soil Vapor Extraction System) of the Project Specifications
(Appendix III). Each extraction well will include the following:
Note that the Wastewater Permit with the City of Mt. Holly will allow up to 50,000 gallons per
day (36 gpm) versus 34,500 gallons per day (24 gpm) in the Design.
3669 Q4) 24 CONESTOGA-ROVERS & ASSOOATES
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3669 Q4)
i) 12-inch borehole drilled using mud rotary techniques to a depth of
approximately 50 feet below the surficial water table;
ii) 8-inch inside diameter (LO.) low carbon steel Schedule 40 well casing
(conforming to the requirements of ASTM A53);
iii) ·well screen will be constructed of 10-foot, 8-inch LO. stainless steel
(Type 316) with No. 10 machine slotted openings conforming to the
requirements of ASTM A312;
iv) 5-foot tail piece of low carbon steel will be attached to the base of the
well screen;
v) filtered silica sand pack will be placed around the well screen, at a
minimum of 2 feet above the well screen;
vi) 2-foot bentonite seal will be placed above the sand pack;
vii) the remaining annulus will be grouted to surface with a neat bentonite
cement grout; and
viii) above-surface lockable cap will be installed at the wellhead with a
2-foot minimum stickup.
Well installation details such as screen size and length of
screen will be subject to field conditions and test pumping.
The proposed tile drain system alignment is shown on
Drawing No. GS (Gravity Drain Collection System Plan and Details) of the
Project Specifications (Appendix III). The extraction drain system will be
constructed at the downgradient Site boundary. The drain system will consist
of approximately 10 feet of granular material. The base of the drain system
will be approximately 15 feet below grade and will slope to a sump manhole
where the collected groundwater will be pumped to the on-Site groundwater
treatment facility.
The drain system will be equipped with four intermediate
and two terminal manholes (at changes of line and grade), and spaced as
shown on Drawing GS (Gravity Drain Collection System Plan and Details) to
allow inspection and cleaning.
The Project Specifications for construction of the
extraction wells and drain system are provided in Volume II -Appendix III.
25 CONESTOGA0ROVERS & ASSO□ATFS
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3669 Q4)
3.2.3 Extraction Well And Tile Drain Sump Equipment
Manufacturer's literature on the equipment specified
below is presented in Volume II -Appendix IV (Groundwater Extraction
System Equipment). The following equipment will be provided at each
extraction well:
i) electric pump rated for 5 gpm at 85 feet Total Dynamic Head (TOH),
utilizing a Grundfos SES or equivalent;
ii) high/low pump on/off level control by probes supplied by Warrick (or
equal);
iii) low level protection of the pump motor;
iv) Schedule 40 carbon s tee! riser;
v) 1-inch rigid conduit for manual groundwater level monitoring;
vi) electrical disconnect;
vii) sanitary well seal; and
viii) locking security vault.
The following equipment will be provided at the drain
system sump:
i)
ii)
iii)
iv)
v)
vi)
electric submersible effluent pumps rated for up to 25 gpm at
approximately 60 feet TOH;
high/low pump on/off level control by probes;
galvanized steel slide rail pump removal system with lifting chain;
Schedule 40 carbon steel piping and the isolation valving, check
valves, as required;
precast concrete manhole approximately 5 feet in diameter with
locking hatch; and
pedestal mounted control panel in weatherproof enclosure.
The specifications for this equipment are presented in
Volume II -Appendix III. /
26 C0NESTOCA-R0VERS & ASSOOATES
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3669 Q4)
Should pump failures occur at the extraction wells or
pump chambers, a switch would be immediately triggered so that an alarm
will be sent out to the operation and maintenance contractor by the
autodialler. Thus, shut-down of the pumps would occur over a short period
so that extraction of groundwater would be only interrupted for a short period
of time. It is not expected that temporary stoppages in pumping will result in
the loss of containment. The drain system design can accommodate periodic
maintenance shut downs of up to one week without a loss of containment.
3.2.4 Yard Piping
Extraction wells and the extraction drain system sump
will be connected to the treatment facility by a network of yard piping. Each
well and the sump will be connected to a separate pipeline.
Where practical, two or more lines have been designed to
be placed in an oversized carrier pipe which will offer the benefits of future
expandability and protection of the individual pipeline. The carrier pipe will
be equipped with intermediate and terminal precast concrete chambers to
allow future expansion of the system.
Manufacturer's data and literature for the pipeline
materials are presented in Volume II -Appendix V (Data -Pipeline
Materials).
3.2.4.1 Piping Layout
1:he proposed yard piping layout has been selected to
minimize the length of pipeline and the amount of excavation required.
The actual layout will be dependent upon the
as-constructed location of the extraction wells and drain system.
27 CONESTOGA-ROVERS & ASSOOATES
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3669 Q4}
As detailed on Drawing No. G3 (Overall Site Grading and
Underground Piping Layout) of the Project Specifications (Appendix III), the
individual pipelines from PWl and PW4 will be paired at a chamber. A
carrier pipe will be run from the chamber to another chamber. At this
chamber individual pipelines from the soil flushing system and PW3 will be
added. A large carrier pipe will then run from this manhole to another
manhole at the treatment facility. The individual pipelines from PW2 and
the extraction drain system sump will be paired at a chamber, then run south
to the treatment facility.
Drawing No. G3 (Overall Site Grading and Underground
Piping Layout) of the Project Specifications (Appendix III) also provides
typical cross-sections of the pipeline burial system.
3.2.4.2 Pipe Material and Sizing
The pipeline from the extraction wells will consist of High
Density Polyethylene (HDPE) DR-11 according to ASTM D-1248. The small
diameter HDPE is generally available in coiled lengths of 500 to 1,000 feet,
minimizing the number of thermally fused joints. Thermally fused fittings,
including slip-on flanges will be used to join dissimilar materials (i.e. at well
risers).
It is anticipated that each pipeline for the extraction wells
will carry a maximum of 5 gpm, on an intermittent basis. The drain system
sump pump will operate at approximately 20 gpm. A I-inch diameter line for
the wells and approximately a 2-inch diameter line for the drain system sump
will result in acceptable flow velocities of about 2 ft/second. The. pipe wall
thickness will be rated to the shutoff head· of the pump plus a safety factor,
subject to detailed design.
The carrier pipe will consist of HDPE, PVC or corrugated
steel. An internal diameter of 6 inches will be sufficient to carry at least three
pipelines and their power supply cables, respectively. The carrier pipe
28 CONESTOGA-ROVERS & ASSOCIATES
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3669 Q4)
material has sufficient strength with respect to buried depth arid bedding
conditions.
A minimum depth of cover of 48 inches below the
ground surface will be sufficient for distribution of heavy equipment live
loads which may be encountered during the RA.
The carrier pipe and the individual pipelines will be
located with marker posts and/or warning tape, as appropriate depending
upon the location of the pipelines.
3.3 GROUNDWATER TREATMENT
This section presents the pre-final design for the
groundwater aeration pre-treatment system with discharge to the Mt. Holly
POTW. An overall mass balance is provided for this system on Figure 3.10.
The energy consumption of the individual process units is provided in
Table 3.4.
The Steering Committee has been negotiating a discharge
permit with the City of Mt. Holly. The initial draft permit was presented to
the Steering Committee for comment on February 23, 1994. It is not
anticipated, based on the effluent criteria of the draft permit, that any design
changes to the groundwater remediation system will be required. The most
recent draft permit is attached in Volume II -Appendix VI of the Final Design
Report. An assessment of the capability of the pretreatment system to meet
the Permit discharge criteria is also presented in this Appendix.
3.3.1 Effluent Criteria
Effluent criteria for the Site are outlined in the draft
permit (Volume II -Appendix VI). The effluent criteria were based upon the
North Carolina (State) Groundwater Remediation Headworks Program. This
29 C0NESTOCA-R0VERS & AssoOATES
-- ----
A. GROUNDWATER SYSTEM
CRA
EXTR
PW1
PW2
PWJ
PW4
EXTRACTION DRAIN
SUMP MANHOLE
SOIL fLUSHlNC
SUMP MANHOLE
(FUTURE)
ACTION SYSTEM
'~ -,.,.. ·~-·~
r ... ,_
•~ • 0.o:!nltJ\.
, .... ,..,.
•.-4.7""/l
,. -,...,
1.,, -34not/l
'~ -..... .... -23rftt/l
'~. ,.,., ' X • flntft. I __ :_ ______ .,J
8. SVE SYSTEM
SVE TRENCHES
3669 24) SEPT 22/9 W REV.0 (C-08)
,_ -22..,.,..
..... 21.1 .... /l.
r, • l.200K1'"
.. ,._,, -"-00:-.,.,. .. ,{ .. )-~
--
r ... 2•.,,
-
CARBON
CHANGEOUT
860 kt/..-111 •, ..... ,o' ..,.,,,.,
I
- - -
r, •%5acfm
----
NOTES:
' ,. fl OW RA TE or WA T£R ,. flOW RA TE Of l\lR ,, fLOW RATE Of VAPOR
•. lOTAL ORGANIC CONCENTRMION lN WAITR (1)
•. TOTAL ORGANIC CONCENTRATION IN AIR (2)
••. ORGANIC CONCENTRATION A0SORB£0 ON
CARBON
•.,,/ TOTAL ORGANIC CONC£NTRAT10N IN VAPOR
X, • 216""'9/m' I VAf'OR-Pl<AS,: I
-CARBON X, • IOl!mt/m\ DISOiARGE (INITIAL) (J)
I ADSORPTION(!>)I TO A TUOSPHERE x.,,,; TOTAL ORGANIC CONCENTRATION IN VAPOR
r., .. 22.,..
AERATION .. _ -,.Jmag/l
r, -2)Klm
X, • C.,,11/m'
BLOv.£:R AIR
f, • l.700o,cffl
.. ,.,;• ,..o:::,cq,rn
VAf'OR ... , .. ,•!,Opp,n
LIQUID
S[PARATOR
r. -,...., (l«QJ/Jll.C)
.-,. • f""i!/\. (HCQ.IQB..C)
TO SOIL FLUSHING
SUMP MANHOLE
I
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TR[A rro GROONDWA TER
01S0-tARGE TO MT. HOUY
PUBUQ.Y 0VMED TREATMENT
WORKS
MIST I
FILTER I
,,.......,,
OFT-SITE
01SPOS'1.
f,-• l.l'OOKffl
X,;n•"-~
... , .. ;•!,Opp,n
(STEADY STAT[) (J) -PARTS PER MILLION (VOlUME/VOLUME)
"'9/tnl MILLIGRAMS PER CUBIC METER m,,, MlWGRAMS PER LITRE
K~ STANDARD CUBIC fEET PER MINUTE -GALLCflS PER i,UNUT[
"""'' lr.llWGRAMS PER KILOGRAM .,_. KILOGRAMS PER MONTH ,,, D[RIVED fROt.l: TABLE J.J
"' D[RIVED fROt.l: ASSUt.lE AMBJ[NT AJR
CONTAINS O mg/m' TOTAL ORGANIC
COMPOUNDS. AERATION Off-GAS
CONCENTRATION 8AS£0 ON R[M0VAL
ffflOENCY IN TA8l£ 3.2
(>) 0tRIVED FROt.l: flGUR[ 13 Of TM-J
(PRELIMINARY DESIGN REPORT-VOLUME
APPENDIX I. CRA 199J)
D,
(•) DERIVED FROM: SECTION 5.0 OF TM-J
(PRELIMINARY 0[SIGN RtPORl-VOLUt.1£ D,
APPtN0IX I, CRA 1993) ,,, ASSUMING 95" REMOVAL
, •. • 1.lOO..:lrn
I VAPM-PHASC I ........ -~ .. ,1.,,-2.:ipp,,I AJR OISCHARGC
TO A ll.l0SPH[R[ I CARBON
ADSORPTION(~ll
I
CARBON
CHANG T EOU
2.100 tg/"lonlh (4)
figure 3.10
OVERALL PROCESS MASS BALANCE
JADCO-HUGHES SITE
Coston Count7; NC
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ii)
iii)
iv)
v)
vi)
vii)
viii)
ix)
x)
Notes:
TABLE 3.4
PROCESS ENERGY REQUIREMENTS
JADCO-HUGHES SITE, GASTON COUNTY, N.C.
Equipment
SVE Blower
Aeration Compressor
Process Controls
Well Pumps
Tile Drain Pump
Discharge Pump
Vapor Preheater to Carbon Adsorbers
Unit Heating
Site Lighting
Soil Flushing Pumps (future)
TOTAL
Estimated Power
Requirements (KW)
During SVE Operation
7.5
1.5
2
0.2
1.2
1.3
1
0.3
0.15
1
15.15 KW
Estimated Power
Requirements (KW)
During Soil Flushing Operation
(Future)
1.5
2
0.2
1.2
1.3
1
0.3
0.15
1
8.65KW
(future)•
Energy Requirments in one year= 133,000 KWh or 76,000 KWh (future).
• Future energy requirements are based on operation of the soil flushing system after SVE is no longer effective.
CRA 3669 (24)
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3669 Q4)
program establishes mass loading limits which can be apportioned to the
individual discharges to the POTW.
CRA conducted an aeration treatability study to determine
whether pre-treatment by aeration would reduce contaminant levels to below
the anticipated discharge criteria. The results are provided in TM-2 in
Volume II -Appendix I of this Final Design Report. The results of the
aeration treatability study provided the removal efficiencies of the full scale
treatment system for detected compounds.
Table 3.5 presents the Mt. Holly discharge permit effluent
criteria and the "conservative" on-Site groundwater profile.
3.3.2 Primary Process Equipment
The following equipment is required for the ·
pre-treatment of groundwater before discharge to the POTW. The primary
equipment are provided in the Project Specifications, Appendix VII of this
report and are shown on Drawing No. M3 (Treatment Building Details -
Mechanical) of the Project Specifications (Appendix III).
3.3.2.1 Liquid Phase Granular Activated Carbon (GAC)
A modular 200-pound liquid phase GAC has been
included in the system to treat elevated concentration of contaminants on an
"as-needed" basis. The unit is suitable for up to 20 gpm, and would be
exchanged when exhausted.
3.3.2.2 Aeration Basin
An aeration basin will 'have the following specifications:
i) volume of 2,500 cubic feet;
30 CONESTOGA-ROVERS & ASSOOATES
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I Parameter
I Flow
BOD
I TSS
NH3
I Metals
Arsenic
I Cadmium
Chromium
Copper
I Cyanide
Lead
Mercury
I Nickel
Selenium
Silver
I Zinc
Aluminum
Antimony
I Barium
Beryllium
Calcium
I Cobalt
Iron
Magnesium
I Manganese
Potassium
Sodium
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Thallium
Vanadium
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CRA 3669 (24)
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Page 1 of 5
TABLE 3.5
PERMIT EFFLUENT CRITERIA -MT. HOLLY POTW
JADCO-HUGHES SITE
Maximum Allowable
Daily Disclrarge Limit
0.05 MCD (2)
300 mglL
350 mglL
25 mglL
0.04 mglL
0.005 mglL
0.14 mglL
0.17 mglL
<0.01 mglL
0.01 mglL
0.0002 mglL
0.15 mglL
0.02 mglL
0.01 mglL
0.18 mglL
35.0 mglL
0.22 mglL
0.20 mglL
0.001 mglL
136.0 mglL
0.068 mglL
55.0 mglL
63.0 mglL
8.9 mglL
7.7 mglL
18.0 mglL
0.001 mglL
0.14 mglL
Expected
Discharges from Site
Concentration Loading (1)
0.034 MCD
36.5 mglL
na mglL
0.8 mglL
0.04 mglL
0.005 mglL
0.14 mglL
0.17 mglL
0.01 mglL
0.0095 mglL
0.0002 mglL
0.15 mglL
0.004 mglL
0.01 mglL
0.18 mglL
35 mglL
0.22 mglL
0.2 mglL
0.001 mglL
136 mglL
0.068 mglL
55 mglL
63.0 mglL
8.9 mglL
7.7 mglL
18.0 mglL
0.001 mglL
0.14 mglL
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
NIA
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Page 2 of 5
TABLE3.5
PERMIT EFFLUENT CRITERIA -MT. HOLLY POTW
JADCO-HUGHES SITE
Parameter
Acid Extractable Compounds
2,4,5-Trichlorophcnol
2,4,6-Trichlorophcnol
2,4-Dichlorophenol
2,4-Dimethylphenol
2,4-Dinitrophenol
2-Chlorophenol
2-Methyl-4,6-dinitrophenol
=4,6-dinitro-o-Cresol
2-methylphenol
=2-cresol
2-Nitrophenol
3-Methyl-4-Chlorophenol
=4-Chloro-3-Methylphenol
=P-Chloro--M-Cresol
4-methylphenol
=4-cresol
4-Nitrophenol
benzoic acid
Pentachlorophenol
Phenol
Maximum Allowable
Daily Discharge Limit
0.0417 #/day
. 0.0113 #/day
0.0113 #/day
0.0113 #/day
0.1752 #/day
0.0138 #/day
0.0417 #/day
0.0108 # I day
0.0150 #/day
0.1057 # I day
0.0309 #/day
0.0100 #/day
0.5579 # I day
0.0150 # I day
0.2314 #/day
Base Neutral Extractable Compounds
1,2,4-Trichlorobcnzene 0.0759 #/day
1,2-Dichlorobenzene 0.0234 # I day
1,3-Dichlorobenzene 0.0146 # I day
1,4-Dichlorobenzene 0.0651 # I day
2,4-Dinitrotoluene 0.0238 #/day ·
2,6-Dinitrotoluene 0.0079 #/day
2-Chloronaphthalene 0.0079 #/day
3 ,3-Dich lorobenzid ine 0.0141 #/day
3,4-Benzo(b)fluoranthene 0.0172 #/day
(PAH) = 3,4-Benzofluoranthene
4-Bromophenyl Phenyl ether 0.0079 #/day
=p-Bromodiphenyl ether
4-Chlorophenyl Phenyl Ether 0.0175 #/day
Acenaphthene 0.0079 #/day
Acenaphthylene 0.0146 #/day
Anthracene 0.0079 #/day
CRA 3669 (24)
Expected
Discharges from Site
Concentration Loading (1)
100 µg/L* N/A
27 µg/L* N/A
27 µg/L• N/A
27 µg/L• N/A
420 µg/L* N/A
33 µg/L• NIA
100 µg/L • NIA
26 µg/L 0.0108 #/day
36 µg/L* N/A
750 µg/L• NIA
74 µg/L 0.0308 #/day
24 µg/L• NIA
1,338 µg/L 0.5571 #/day
36 µg/L• NIA
555 µg/L 0.2311 #/day
182 µg/L 0.0758 #/day
56 µg/L 0.0233 #/day
35 µg/L 0.0146 #/day
156 µg/L 0.0650 #/day
57 µg/L* NIA
19 µg/L* NIA
19 µg/L • NIA
170 µg/L* NIA
48 µg/L* N/A
19 µg/L* NIA
42 µg/L* N/A
19 µg/L • N/A
35 µg/L* NIA
19 µg/L • N/A
I Page3 of5
I TABLE 3.5
PERMIT EFFLUENT CRITERIA -MT. HOLLY POTW
I JADCO-HUGHES SITE
I Expected
Maximum Allowable Discharges from Site
Parameter Daily Disc/rarge Limit Concentration Loading (1)
I Base Neutral Extractable Compounds (cont'd)
I Bcnzo(a)Anthracene (PAH) 0.0325 #/day 78 µg/L• NIA
Bcnzo(a)Pyrene (PAH) 0.0104 #/day 25 µg/L* NIA
Bcnzo(g,h,i)Perylene 0.0082 #/day 41 µg/L• NIA
Bcnzo(k)fluoranthene (PAH) 0.0104 #/day 25 µg/L• NIA I Bis(2-Chloroethoxy)Methane 0.0221 #/day 53 µg/L• NIA
Bis(2-Chloroethyl)Ether 0.0840 #/day 4,161 µg/L 1.7324 #/day ..
Bis(2-Cholorisopropyl)Ether 1.7873 #/day 4,286 µg/L 1.7845 #/day
I Bis(2-ethylhexyl)Phthal.ate 0.0171 #/day 41 µg/L 0.0171 #/day
=Di (2-ethylhexy I) Phtha late
Butylbcnzyl Phthalate 0.0104 #/day 25 µg/L• NIA
I Chryscne (PAH) 0.0104 #/day 25 µg/L* NIA
Di-n-Octyl Phthalate 0.0008 #/day 2 µg/L 0.0008 #/day
Dibcnzo(a,h)Anthracene (PAH) 0.0104 #/day 25 µg/L • NIA
I Dibutyl Phthalatc 0.0817 #/day 196 µg/L 0.0816 #/day
Diethyl Phthalate 0.0079 #/day 19 µg/L • NIA
. Dimethyl Phthalate 0.0067 #/day 16 µg/L • NIA
I Fluoranthcne 0.0092 #/day 22 µg/L• NIA
Fluorcnc 0.0079 #/day 19 µg/L* NIA
Hexachlorobenzene <10 µg/L 19 µg/L• NIA
I Hexachlorobutadiene 0.0038 #/day 9 µg/L • NIA
Hexachlorocyclopcntadiene 0.0250 # I day 60 µg/L• NIA
Hexachloroethane 0.0067 # I day 16 µg/L • NIA
I lndeno(l ,2,3-cd)Pyrene (PAH) 0.0141 #/day 37 µg/L• NIA
lsophorone 0.0092 #/day 22 µg/L* NIA
n-Nitroso-di-n-Propylamine 0.0500 # I day 120 µg/L• NIA
I n-Nitrosodiphenylamine 0.0079 #/day 19 µg/L* NIA
Naphthalene 0.0042 #/day 10 µg/L 0.0042 #/day
Nitrobenzene 0.0079 #/day 19 µg/L• NIA
I Phenanthrene 0.0225 #/day 54 µg/L • NIA
Pyrene 0.0079 #/day 19 µg/L* NIA
2-nitroaniline 0.2085 #/day 500 µg/L• NIA
I =2-nitrobcnzenamine
3-nitroaniline 0.2085 #/day 500 µg/L• NIA
=3-nitrobenzenamine
I 4-chloroaniline 0.0417 #/day 100 µg/L • NIA
=4-chlorobenzamine
4-nitroaniline 0.2085 #/day 500 µg/L • NIA
I
=4•nitrobenzcnamine
dibenzofuran 0.0417 #/day 100 µg/L• NIA
=diphenylene oxide
I
CRA 3669 (24)
I Page4 of5
I TABLE3.5
PERMIT EFFLUENT CRITERIA -MT. HOLLY POTW
I JADCO-HUGHES SITE
I Expected
Maximum Allowable Discharges from Site
Parameter Daily Discharge Limit Co11ce11tration Loading (1)
I Volatile Organic Compounds
I 1,1,1 -Trichloroethane 0.0209 #/day 50 µg/L 0.0208 #/day
1, 1,2,2-Tetrachlorocthane 0.0001 #/day 0.026 µg/L 0.0000 #/day
1, 1 ;2-Trichloroethane 0.0009 #/day 2 µg/L 0.0008 #/day
1,1-Dichlorocthane 0.0004 #/day 1 µg/L 0.0004 #/day
I 1, 1-Dichlorocthylene 0.0058 #/day 14 µg/L 0.0058 #/day
1,2-Dichlorocthane 0.0822 #/day 197 µg/L 0.0820 #/day
1,2-Dichlorocthylene (total) 0.5342 #/day 1,281 µg/L 0.5333 #/day
I 1,2-Dichloropropane 0.0001 #/day 0.08 µg/L 0.0000 #/day
1,3-Dichloropropylene (total) (3) 0.2606 #/day 425/200 µg/L • NIA
2-butanone 23.8207 #/day 57,124 µg/L 23.7836 #/day
I 2-hexanone 0.3753 #/day 900 µg/L 0.3747 #/day
=n-butyl methyl ketone
2-methylnapthalene 0.0417 #/day 10 µg/L 0.0042 #/day
I Acetone 11.4558 #/day 27,472 µg/L 11.4380 #/day
Benzene 0.0229 #/day 55 µg/L 0.0229 #/day
Bromodichloromethane 0.1835 #/day 440 µg/L • NIA
I =Dichlorobromomethane
Bromomethane 1.0425 #/day 2,500 µg/L• NIA
=Methyl bromide
I Carbon disulfide 0.0008 #/day 2 µg/L 0.0008 #/day
Carbon Tetrachloride 0.5967 #/day 1,431 µg/L 0.5958 #/day
Chlorobenzene 0.0121 #/day 29 µg/L 0.0121 #/day
I Chlorocthane 0.0033 #/day 8 µg/L 0.0033 #/day
=Ethylchloride
Chloroform 1.4249 #/day 3,417 µg/L 1.4227 #/day
I Dibromochloromethane 0.1334 #/day 320 µg/L• NIA
=Chlorodibromomethane
Ethylbenzene 0.0938 #/day 225 µg/L 0.0937 #/day
I Methyl Chloride 1.0425 #/day 2,500 µg/L• NIA
=Chloromethane
Methylene Chloride 0.2189 #/day 525 µg/L 0.2186 #/day
I =dichloromethane
Tetrachlorocthalene 0.0008 #/day 2 µg/L 0.0008 #/day
Toluene 1 .4478 #/day 3,472 µg/L 1.4456 #/day
Trichlorocthylene 0.0138 #/day 33 µg/L 0.0137 #/day I Vinyl chloride 0.4775 #/day 1,145 µg/L 0.4767 #/day
Xylene 0.1147 #/day 275 µg/L 0.1145 #/day
I
CRA JEi,9 {24)
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TABLE 3.5
PERMIT EFFLUENT CRITERIA· MT. HOLLY POTW
JADCO-HUGHES SITE
Expected
Discharges from Site
Page 5 of 5
Parameter
Maximum Allowable
Daily Discharge Limit Concentration Loading (1)
Other Parameters
Polychlorinatcd lliphcnyls
(PCB)(total)
Toxicity (5)
Oil and Grease
pH
Notes:
0.0010 #/day
monitor
100 mg/L
5-11 (6)
12 µg/L (4)
pass
2.6 mg/L
7.1 (6)
(1)
(2)
Loading is calculated using the maximum permitted flowratc of 50,000 gallons per day.
Million gallons over 24 hours.
(3) Values for cis and trans, respectively.
discharged.
NIA
(4) Aroclor 1248 and Aroclor 1232 were detected at 1.3 µg/L and 1.9 µg/L, respectively. The value of
12 µg/L shown is the sum of these detections as well as the highest detection levels for the other
(5)
undetected PCB isomers.
Chronic Toxicity (Ccriodaphnia) P /F, February and August or May and November (or as altered by
the City's NPDES Permit), on the same day as the City's required Toxicity Testing. The sample to be
tested shall consist of Jadco-Hughes Effluent and POTW / effluent in a ratio of 50000/ Average
POTW flow in the previous month. This diluted sample shall then be tested for Chronic Toxicity at
6% or as otherwise stated in the City's NPDES Permit. Sampling for all other parameters shall
coincide with toxicity testing.
(6) Standard Units
# I day pounds per day
µg/L micrograms per litre
mg/L Milligrams per litre
na Not available
NI A Not applicable
• These compounds were never detected at the Site. These values arc based on the highest detection
limit. Loading is based on calculations using the maximum 50,000 gpd flow instead of the expected
32,000 gpd. Thus, these compounds arc not expected to exceed the permitted limits.
CRA 3669 (24)
Exceeds permitted limit, however, expected concentration is a conservative estimate. Contingent
liquid phase carbon available if necessary.
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rectangular reinforced concrete;
overflow weirs;
ii)
iii)
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stainless steel, non-clog diffuser by Sanitare or equal;
high level alarm will indicate effluent weir blockage and will shut
down process;
vi)
vii)
viii)
counter current water to air flow for optimum efficiency;
gravity overflow to discharge pumps; and
drain system line to pump station.
The aeration basin will be full .during operation (discharge
by overflow) and, thus, will not require a low level switch.
The aeration basin is designed to be a fully mixed system
(the aeration blowers will operate at a rate of 25 cubic feet per minute) so that
sediment does not build up. However, periodic inspection and maintenance
would detect a build-up if such a build up occurs. Should cleaning be
necessary, the treatment system will be shut-down for a short period and
cleaned out. This shut-down will have minimal impact on hydraulic
containment. The method of cleaning out the aeration basin and associated
equipment will be addressed in the Operations and Maintenance Plan.
3.3.2.3 Pump Station
The duplex pump station to discharge treated
groundwater to POTW sewage system will be equipped with:
i) two submersible effluent pumps for redundancy and normally
alternate. Each pump will be rated for 30 gpm at the required head,
supplied by G&L or equal;
ii) high/low pump on/off controls;
iii) high level alarm wiH shut down facility;
iv) galvanized steel slide rail system; and
v) piping and valving, as required.
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3.3.2.4 Vapor-Phase Carbon Adsorbers
Two vapor phase carbon adsorbers, operated in series will
be used to treat aeration tank off-gases. The units have been sized to:
1) preclude the generation of significant back pressure; and 2) be able to
function for a reasonable time period before the first unit is exhausted.
The following units are proposed:
i) two 1,900-pound units supplied by Tigg or equal which will operate for
approximately: 38 days assuming 50 pounds/ day (calculations for
estimated vapor-phase carbon consumption are provided in
ii)
iii)
Appendix VIII);
the units will be located adjacent to the groundwater treatment facility
and be equipped with rain shields; and
units will be provided with quick release couplings and exhaustion
indicator.
3.3.2.5 Blower
Two identical blowers are proposed for the facility. It is
anticipated that one unit will provide sufficient air flow, and the second unit
will alternate duty or be a standby. In the event effluent monitoring suggests
that more air is required (and therefore a higher aeration rate will be
produced), an extra unit can be added and/or the existing units will be
·, modified.
i)
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3lMQ4)
The blowers and related equipment will consist of:
two high flow, low head blowers rated for 25 SCFM at 10 psi supplied by
GAST or equal; and
flow rate adjustment, direct reading air flow instruments, condensate
drains and filters.
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3.3.3 Ancillary Equipment
Ancillary equipment will include:
i) influent flow meters with totalizers to Programmable Logic Controller
(PLC);
ii) pressure switches;
iii) sample taps; and
iv) pre-heater to prevent condensation in vapor phase carbon adsorbers.
3.3.3.1 Treatment Facility Structure
An enclosed treatment facility is required for the
following equipment:
i) process control equipment;
ii) incoming lines and metering;
iii) aeration basin;
iv) blowers and air regulation equipment;
v) air intake and discharge ductwork;
vi) electrical distribution panel;
vii) storage cabinet for records and manuals; and
viii) desk and chair.
The facility will be constructed on Site consisting of:
i) · concrete slab on grade;
ii) masonry block walls, rigid insulation and exterior siding;
iii)
iv)
v)
truss roof with batt insulation and metal roof system;
six-foot double door; and
exhaust fan and automatic louver.
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3.3.3.2 Electrical Service
Secondary 3-phase electrical service will be provided by
overhead lines from the local authority to facilitate electrical requirements.
The service for this system is 480 volts, 3 phase, 4 wire, 200 amps.
3.3.3.3 Access for Supplies and Maintenance
The treatment facility will be located just east of the main
access gate. A turning and ·parking area will be provided, sufficient in size to
allow a single unit truck with a wheelbase of 20 feet to turn.
3.3.3.4 Security
The Site is a secure area, protected by locked gates and
fencing. The treatment facility enclosure will also have a gate or doors, which
will be fabricated of steel, and equipped with commercial grade hardware.
3.3.4 Secondary Equipment
The following sections describe the secondary equipment
which will be provided for the groundwater treatment system.
3.3.4.1 Flow Metering
Each incoming line from an extraction well or trench and
effluent line for the treatment system will be metered with a magnetic flow
meter which will be input to a Programmable Logic Controller (PLC).
Accumulated flow will be recorded into the PLC. These flow meters are
described fully in the Project Specifications -Appendix III.
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3.3.4.2 Instrumentation and Control
Process control and alarm monitoring will be supervised
by a PLC. It is proposed to equip the PLC with an auto-dialer, such as the
Verbatim® by Raco Remote Alarms and Controls, which will announce the
failure of equipment and provide remote monitoring by regular telephone
lines (see Appendix VII).
The PLC will monitor the operation of the treatment
system, including the following functions and communicate the
corresponding alarms:
i) well pump failure -non critical, process continues;
ii) high aeration tank -critical, stop process; and
iii) aeration tank fault -critical, stop process.
In the event that the City encounters operational
difficulties at its POTW or in its sewage piping systems (for example, a sewer
pipe break, unusual high flow conditions at the POTW or mechanical
breakdowns), the City may request that the Steering Committee temporarily
suspend its discharge. The discharge from the Site can be stopped remotely by
the Steering Committee's O&M contractor by telephoning the auto-dialer and
entering the appropriate codes from the telephone keypad. Similarly, the
system can be restarted from a remote location.
3.3.4.3 Pressure Verification
ASCO pressure switches [see Volume II -Appendix VII
(Primary and Secondary Treatment Equipment)), or equivalent, will be
provided after each pump/blower to verify pump operation. If the switch
closes when the pump is on, the PLC would be aware of a pump failure and
send a signal to the autodialer to signal a non-critical alarm.
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3.3.4.4 Sampling and Monitoring
Sampling of individual pipelines will be through sample
taps inside the treatment facility, prior to mixing in the aeration tank.
Discharge of pretreated groundwater will occur at a
manhole adjacent to a City of Mt. Holly sewer line. The location of the sewer
connection is anticip<).ted to be on Cason Street at the outside of the northwest
boundary of the Site. [See Drawing No. G3 (Overall Site Grading and
Underground Piping Layout) of the Project Specifications (Appendix III)].
The discharge line will be equipped with a sample tap in
the maintenance hole in Cason Street to allow sampling of effluent to verify
treatment performance. The City of Mt. Holly will be provided access to this
sampling tap.
The sampling frequency and analytical requirements are
set out in the Operation and Maintenance Plan (submitted under separate
cover).
3.4 SOIL VAPOR EXTRACTION (SVE) SYSTEM
This section presents the final design of the SVE system to
be installed in the former landfill area of the Site. The design is based upon
the results of the SVE pilot study. The detailed report on the results of the
pilot study is presented in Volume II -Appendix I (TM-3 -Soil Vapor
Extraction Pilot Study Technical Memo) of this Final Design Report.
3.4.1 Soil Vapor Extraction System Pilot Study Summary
The soil vapor extraction pilot data indicate that acceptable
vapor flow rates, soil vacuum distributions, and radii of influence can be
achieved in the former landfill area of the Site. Flow rates of 2.8 to
3.9 cfm/foot of extraction trench were achieved at low wellhead vacuum
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levels, despite the projected low soil permeability to air flow based on initial
soil classification and concerns over the presence of waste fill materials. The
effective radius of influence at these flow rates, monitored at deep soil
vacuum probes (7-9 feet) extended to 28 feet without a cap on the landfill
surface. Due to the short circuiting observed in the shallow soil monitoring
probes, and the shallow depth of the water table, a simple low permeability
cap is necessary to properly distribute vapor flow. The cap would extend the
radius of influence observed in the pilot study to beyond 30 feet, based on the
results of tests conducted during the pilot study with a 6-mil polyethylene cap
over a small area around the test extraction trench.
The SVE pilot study data for VOCs detected during the
operation of the pilot system supplement existing data from the remedial
investigation phase of the project. The predominant VOCs encountered were
toluene, xylene, ethylbenzene and methylene chloride. The complete list of
VOCs encountered during the SVE pilot study have vapor pressures high
enough to be readily removed by vapor extraction technology. BNA
compounds will not be readily removed by the SVE system. The only
detections for BNA compounds were at low levels during startup. The data
collected during the SVE pilot study are presented in Volume II -Appendix I
(TM-3 -Soil Vapor Extraction Pilot Study Technical Memo) of this Final
Design Report.
A total of 12.9 kg of VQCs were removed during the SVE
pilot study. Reductions in extracted vapor-phase VOC concentrations ranged
from 96.4 percent for tetrachloroethane to 99.4 percent for methylene
chloride.
Calculations for pore volume changes in the pilot study
indicated that a substantial portion of the VOCs in the first 9 to 10 feet of soil
depth will be removed in a one-year period through the use of soil vapor
extraction technology in the former landfill area. Based on the SVE pilot
study findings, the limiting condition for removal of voes from the former
landfill area would be the diffusion controlled release of voes from the
lower, partially saturated zone just above the water table.
37 CONE5fOGA-ROVERS & ASSOCIATFS
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Based on estimated dimensions and contaminant
conditions in the former landfill, it was estimated in the FS (eRA 1990) that
440-1,100 lbs. of voe contamination could be removed by soil vapor
extraction. Based on equilibrium mass removal rates observed during the
pilot study, as well as the profile of voe contamination, it is estimated that
activated carbon usage, for extracted vapor treatment, will average
approximately 4,000 lbs per month.
3.4.2 Design Basis
The remedial design includes the installation and
operation of a soil vapor extraction and treatment system which will:
i)
ii)
i)
ii)
iii)
iv)
control migration of landfill contaminants toward the groundwater;
and
reduce existing contaminant levels in subsurface soils to levels
amenable to subsequent treatment via soil flushing operations.
Factors evaluated in the development of the design are:
the non°homogeneity of the landfill subsurface conditions and of the
contaminant distribution;
the higher than anticipated soil permeability encountered during the
pilot study;
the level of initial soil voe contamination and minimization of voe
release during construction and operation;
depth of the water table and its effect on contaminant removal in the
capillary fringe; and
v) soil flushing activities.
Drawing No. Pl (Process and Instrumentation Diagram) of
the Project Specifications (Appendix III) is a process and instrumentation
diagram for the soil vapor extraction technology to be installed in the former
landfill area, based on scale up of design criteria established in the pilot test
program. The drawing shows five lateral vapor extraction trenches which
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will be spaced 60 feet on center. A 30-foot radius of inf! uence is. expected,
based on pilot data, and will produce a sufficient pore volume change over
rate to remove a large percentage of voes in a one-year period. The use of a
gravel trench, as shown in the Site plan cross-section [Drawing No. G7 (Soil
Vapor Extraction System)], will minimize fugitive voe emissions and
installation cost by limiting the length of trench that needs to be kept open
during construction. The high permeability gravel trench will become a
negative pressure sink for subsurface VOCs when the trench is sealed and
connected to the vapor extraction header as shown. A total of 400 linear feet
of vapor extraction trench is planned which, at a flow rate of approximately
3 cfm per foot of trench as determined in the pilot program, will produce a
total extracted vapor flow rate of 1,200 cfm at 15-20 inches of water vacuum.
Air inlet points are required in the former landfill area to
prevent zones of stagnation and to allow infiltration of air at the outer limits
of the effective radius of influence for each trench. The Site plan and
cross-section [Drawing No. G7 (Soil Vapor Extraction System)] show the
orientation of the four proposed air infiltration trenches. In plan view, the
air infiltration trenches are located midway between the extraction trenches to
provide a source of air for the extraction trenches on either side. The air
source for advective transport of voes at the edge of the landfill will be
atmospheric and soil pore air from outside the limits of the landfill. The
gravel trenches will extend to a depth of 9 feet to provide uniform horizontal
sweeping of the voes between each trench. Two sealed air inlet pipes are
provided for each air inlet trench.
To maximize the efficiency of soil vapor extraction in the
landfill area, a soil cover will be installed. The soil for the cover will be
provided from surplus soil excavated during the construction of the
groundwater tile trench. The soils will be visually screened with an organic
vapor detector before use in the soil cover. Inappropriate materials (if any are
encountered, such as impacted soil and debris) will be placed in the landfill
first and then covered by the screened clean soil. The cover will also increase
the radius of influence observed in the pilot program by eliminating
infiltration of atmospheric air which causes short circuiting. The cover will
also improve soil permeability to air flow by reducing rainfall infiltration.
39 CONESTOGA-ROVERS & ASSOOATES
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The cover will be sloped northeasterly to match the existing grade and
provide for drainage.
Pulse venting may be integrated as part of the final stages
of operation of the system. An on/ off timer will be installed on the SVE
blowers so that operation of the blowers would cycle on and off. Pulse
venting will be designed to operate only within the limitations of the
equipment (typically blower motors are limited to 4-6 starts per hour). A
description of the instrument which controls the timing of the on/ off
function for the blowers is provided in Appendix IV.
Soil vapor extraction mechanical and electrical equipment
was originally proposed to be located in a new 12 x 18-foot pre-engineered
building located north of the landfill area with a 30 x 30-foot concrete pad
constructed adjacent to the building for staging granular activated carbon
adsorption equipment. Following a review of the enclosure requirements
and an assessment of the need for explosion-proofing inside such a structure,
CRA concluded that this system could be constructed to run in the open air,
on the existing concrete pad. It should be noted that the system is expected to
only run for one to three years which would make a building enclosure
impractical.
Based on analytical data from the former landfill soils,
and on-Site pilot system construction experience, it is expected that
construction activities will require the use of Level B personal protection
equipment for all workers entering the exclusion zone. This is particularly
true for soils at depths greater than 3 feet. Extraction trenches are
recommended for the Site, as opposed to vertical wells, due to the shallow
depth to the water table (9 feet). The slope stability of the soils in trench
sidewalls, observed during pilot construction activity, was very good and
minimal overexcavation will be necessary during full-scale construction.
Narrow, 1-foot wide trench excavation is planned. The use of continuous
gravel trenches will minimize the VOC release from the Site soil by
eliminating the need for long sections of trench to be kept open. The gravel
trench installation operations will be a continuous process of excavation to
depth, gravel placement, backfill and compaction.
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With the construction of continuous narrow trenches, the
excess volume of soil removed is expected to be less than 300 c.y. The soil will
be temporarily stockpiled on Site and then .combined with approximately
500 c.y. of soils from the Former Operations Area and an approximately 70 c.y.
soil stockpile remaining from previous Site removal actions. These soils will
be incorporated into the eastern slope of the landfill and covered with
existing soils (approximately 1,000 cubic yards) for the cap in order to ensure
SVE treatment is applied to the added soils (see Appendix IX -Cut and Fill
Volumes).
The overall mass balance for the SVE system is provided
on Figure 3.8. Energy consumption by the individual process units is
provided in Table 3.4.
3.4.3 Primary Process Equipment
Full-scale soil vapor extraction equipment for the former
landfill area is shown on DrawingNo. Pl (Process and Instrumentation
Diagram) of the Project Specifications (Appendix III) a preliminary process
schematic. Soil vapors will be extracted from the five trenches and directed to
granular activated carbon units for removal of VOCs. Manufacturer's data
and calculations showing the basis for equipment selection are presented in
the Appendices. The Preliminary Design Report originally proposed a dual-
stream SVE treatment system. However, CRA has reviewed the need for full
redundancy of this easily maintained equipment and has concluded only
some limited redundancy (i.e. blowers) is required.
3.4.3.1 Vacuum Blowers
The vacuum blowers will provide the driving force for
both the extraction and treatment of soil vapors. The initial system will
consist of two parallel blower systems (one blower to be used as backup only)
connected to the extraction trench collection manifold. The blowers will each
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have a nominal capacity of 1,200 cfm at 25 inches of water vacuum. Each will
be rotary lobe-aire, manufactured by Spencer, with 10 HP motors.
3.4.3.2 Air /Liquid Separation Tank
An air /liquid separator tank will be included to remove
any extracted liquids and direct them to the groundwater treatment process,
thus preventing fouling of the vapor phase carbon adsorbers and damage to
blowers. Mist and fine particulate filters will be installed to protect the
blowers from damage.
3.4.3.3 Piping
Collection and process piping will be sized for acceptable
pressure losses and maintain adequate flow velocity. Individual trenches will
be valved to provide flow regulation, balancing, and flexibility within the
extraction grid. Collection piping will be 4-inch diameter perforated SDR 28
PVC pipe.
Piping from the collection system to the blowers and from
the blowers to the GAC units will be non perforated PVC SDR 28 pipe. The
size of common piping is specified in the Project Specifications (Appendix III).
The discharge piping from the GAC units will be integral
to the uni ts.
3.4.3.4 Air Treatment Units
The blowers will discharge to a pair of 4,000 lb vapor phase
granular activated carbon units arranged in series. The carbon adsorbers will
be capable of accepting a flow of 1,200 cfm, with minimal pressure loss.
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Air treatment by catalytic oxidation or vapor condensation
were evaluated based on constituents in the soil vapor stream extracted
during the SVE pilot study. This evaluation was conducted based on a
preliminary assessment of these technologies. Due to the elevated levels of
chlorinated organics in the soil vapor stream, catalytic oxidation was
excluded. Catalytic oxidation technology is not amenable to chlorinated
compounds since chlorides deactivate the catalyst. Vapor condensation was
also excluded since this technology is amenable to vapor streams with high
organic concentrations. Liquid organic recovery, which makes· this
technology economical is not applicable for this Site since the organic
compounds in the vapor streams are low.
3.4.3.5 Ancillary Equipment
A flow indicating and quantifying recorder will actuate a
flow control bleed valve to maintain programmed flow and store totalized
flow data. High differential pressure switches will be installed across the
blowers to initiate emergency shut down if line blockage or "deadheading"
occurs. Process control for the SVE system will be provided by a PLC which
will be located in the groundwater treatment facility.
3.4.3.6 Sampling and Monitoring/Instrumentation
Sample ports will be installed at the extraction trench, at
intermediate points in the system, between the series carbon adsorption units,
and at the discharge to accommodate sampling activities.
i)
ii)
Monitoring equipment will be installed for the following:
continuous recording of vacuum readings at individual trenches 1-5
and blower inlet;
continuous recording of instantaneous and totalized flow at the main
extraction header pipe;
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iv)
weekly PIO measurements at individual trenches 1-5, and the main
extraction header pipe (manual); and
weekly PIO measurements between carbon beds and at effluent
discharge to monitor for breakthrough (manual).
In addition, performance monitoring will be required.
The monitoring will be discussed in detail in the O&M Plan and the
Performance Standards Verification Plan.
3.5 SOIL FLUSHING SYSTEM
This section presents the final design of the soil flushing
system to be installed in the former landfill area of the Site. Soil flushing will
be implemented in the former landfill area when soil venting is no longer
effective.
3.5.1 Design Basis
The remedial design includes the inst~llation and
operation of a soil flushing system which will:
i) control migration of landfill contaminants toward the groundwater;
I and !
ii) reduce residual contaminant levels (not removed by SVE) in
subsurface soils to levels which will not cause grouhdwater
remediation objectives to be exceeded.
The soil flushing system will be implemented after the
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soil vapor extraction system voe removal efficiency diminishes. Two-inch
diameter perforated piping will be installed at shallow depths in each of the
' trenches, as shown on Drawing No. G7 (Soil Vapor Extraction System) of the
Project Specifications (Appendix III) to· provide water for flushing operations.
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It is expected that the voe content in the first 10 feet of soil depth will be
substantially reduced by the end of the first year of operation of the soil vapor
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extraction system, and that the primary function of the soil flushing system
will be to flush VOCs contained in the 2 to 3 feet of soil in the lower capillary
fringe soil zone.
A soil flushing water collection trench will be installed
downgradient and adjacent to the former landfill area as shown on Drawing
No. G7 (see Section C -Soil Vapor Extraction System). This collection trench
will collect future "flushed" water from the former landfill area. The trench
will be approximately 300 linear feet, 9 feet deep with a 6-inch PVC, SDR 28
perforated pipe. The trench will be gravel packed to facilitate groundwater
collection without silt and sediments clogging the pores. The details of the
soil flushing system are provided in Drawing No. G7 (Soil Vapor Extraction
System) of the Project Specifications (Appendix III).
Water for the soil flushing system will be supplied by the
main waterline on Cason Street by the City of Mt. Holly. Soil flushing water
will be collected in a manhole sump (MH12) and ·pumped to the treatment
facility. This sump will also collect condensate from the soil vapor extraction
equipment.
Water for soil flushing will be directed to the groundwater
treatment facility from the main water supply line on Cason Street using a
11/2-inch diameter polyethylene pipe. The water will be directed through a
back flow preventor, isolation valve and meter. The water will be directed
from the treatment facility to the soil flushing header in the former landfill
area using similar piping. The water will then be directed from the header to
9 3/4-inch lines feeding into clear stone trenches. Each trench will have an
8-inch PVC stilling well, float valve and 4-foot diameter watertight concrete
manhole. If an individual trench fills with water, the float valve will shut off
the water supply to the individual trench. If all of the trenches fill with
water, the water supply will be shut off to the soil flushing header.
The soil flushing extraction trench is constructed of 6-inch
PVC (DR-35) perforated pipe sloped to the collection sump to allow for gravity
drainage to the sump.
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ii)
iii)
iv)
v)
vi)
The sump is equipped with the following:
electric submersible pumps rated for up to 25 gpm at approximately
60 feet TOH;
high/low pump on/off level control by probes;
galvanized steel slide rail pump removal system with lifting chain;
Schedule 40 carbon steel piping and the isolation valving, check
valves, as required;
precast concrete manhole approximately 5 feet in diameter with
locking hatch; and
pedestal. mounted control panel in weatherproof enclosure.
Water collected from soil flushing in the sump will then
be pumped to the treatment system via a 2-inch HOPE pipe for treatment.
The specifications for this equipment are presented in
Volume II -Appendix II.
3.6 SITE SPILLWAY AND CULVERT REPLACEMENT
3.6.1 Site Spillway
The Site spillway will be designed to accommodate the
volume of water contained in a 100-year storm event and to divert it away
from the former landfill area. The 100-year flood plain assessment was
conducted by modeling for the FS and was included in Volume II -
Appendix VIII of the Preliminary Design Report and is included in Volume II
-Appendix X of this Final Design Report.
The new contours and cut and fill areas are included on
Drawing No. G4 (Site Spillway, Gravity Drainage Line and Culvert Repairs) of
the Project Specifications (Appendix III).
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The spillway banks will be constructed from clean on-Site
materials, or from imported clean fill from a local source, approved by
USEPA.
The spillway banks will have a top width of 4 feet and
sideslope of 3 horizontal:1 vertical and will have a permanent vegetative
cover. In addition, the slope exposed to underflow (the interior slopes in the
spillway) will be protected with an erosion control blanket.
The earthen berms will be c·onstructed along the
southeastern perimeter of the Site and the eastern foot of the landfill slope.
The southeast section of the Site will have an approximate 0.5 percent grade
and the excavated area will be covered with a 6-inch topsoil layer and seeded
with grass.
3.6.2 Culvert Repairs and Slip-Lining
An existing 36-inch diameter, 420-foot long concrete
culvert transects the Site as shown on Figure 3.1. A portion of the culvert is
damaged and must be repaired prior to slip lining, described below. The
culvert repair will be conducted using conventional excavation equipment to
expose the suspected damaged portion of the culvert [see Drawing No. G4
(Site Spillway, Gravity Drainage Line and Culvert Repairs) of the Project
Specifications (Appendix III)].
The damaged culvert will then be excavated and replaced
with an equivalent material. Soils excavated from this area will be utilized in
backfilling operations. Excess soils will be combined in with the landfill soils.
The damaged culvert sections will be washed with a high pressure low
volume water/ detergent wash. The cleaned culvert section will be disposed
of off Site in a sanitary landfill.
Following repair, the culvert will be cleaned and camera
inspected.
47 CONESTOGA-ROVERS & Asso□ATES
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3(,69 Q4)
The culvert will then be repaired by installing slip-lining
in the culvert. A high density polyethylene (HOPE) pipe, (Phillips Driscopipe
Inc., or equal) Series SDR 21 and outside diameter of 30 inches will be
installed in the existing concrete culvert and secured by "Link-Seal" pipe
penetration seal. The slip-lined culvert is shown on Drawing No. G4 (Site
Spillway, Gravity Drainage Line and Culvert Repairs). Manufacturer's
literature is presented in Volume II -Appendix V (Data -Pipeline Materials).
The HDPE pipe will be rated for a volumetric flowrate of
53 cubic feet per second (cfs). Storm flows exceeding this rate will be
accommodated by overland drainage.
A pre-cast concrete chamber will be constructed at the
north end of the culvert to augment groundwater collection. The HDPE pipe
will pass through the chamber while the concrete culvert would be open to
the chamber on the upstream side and plugged on the downstream side [see
Drawing No. G4 (Site Spillway, Gravity Drainage Line and Culvert Repairs)].
Water which collects in the annular space between the concrete culvert and
the HDPE pipe will drain into the concrete chamber and will then drain to the
gravity drain subsequently treated in the groundwater treatment system.
A natural spring discharges uncontaminated groundwater
to the ground surface on the southeastern portion of the Site. The flow rate
from the spring was measured during the RI to be 0.038 cfs (2.5 gpm). The
USEPA requires that this discharge be contained and conveyed in a gravity
drainage line along th,e perimeter of the Site to Tributary B.
The drainage line will be constructed of 10-inch diameter
PVC storm sewer pipe installed with a minimum slope of 1 percent and
capable of a flow rate of 3 cfs.
The alignment of the drainage line is shown on Drawing
No. G3 (Overall Site Grading and Underground Piping Layout) of the Project
Specifications (Appendix III). The alignment will be determined in the field to
minimize negative impact to the environment.
48 CONESTOGA-ROVERS & Asso□ATES
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4.0 SITE MANAGEMENT AND SEQUENCING
Management of the Site activities during implementation
of the RA will be required to ensure that the Site operates in an orderly,
efficient and safe manner, and to ensure that the RA is successfully
implemented in accordance with the RD. Management of the Site during
implementation of the RA can be divided into three distinct phases as
follows:
i) construction of the on-Site groundwater extraction and treatment
system;
ii) construction of the gravity drainage line, surface water diversion and
culvert replacement; and
iii) construction of the SVE and soil flushing system.
The tasks to complete the three phases of the RA have
been sequenced to meet the following major objectives:
i)
ii)
all tasks should be performed in an orderly and safe manner such that
the movement and double handling of materials and the exposure of
personnel and the public to Site-related contaminants is minimized;
and
all tasks should be scheduled such that movement of contaminated
materials is minimized or avoided, and sequencing of tasks should
result in the exclusion zone diminishing in size as the RA is
implemented.
These management and sequencing activities will be
addressed in detail in the Remedial Action Work Plan.
49 CONESTOGA-ROVERS & ASSOOATES
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5.0 . ACCESS AND PERMilTING REQUIREMENTS
3669 Q4)
Implementation of the RA for the Site requires access
onto adjacent properties and obtaining various State, Federal and County
Permits.
All access agreements have been obtained for
implementation of the pre-design activities, and for implementation of the
RA on the properties adjacent to the south, east, west and north borders of the
Site. These access agreements have been submitted to USEPA under separate
cover.
The Jadco-Hughes Site is a CERCLA Site and, thus, is not
required to obtain permits for activities conducted at the Site. In preparation
for the RA, the Steering Committee has developed a list of permit programs
for which the substantive requirements are to be identified and met by the
RA. These permit programs are listed below:
1. SVE
An air discharge permit application will be submitted to the State of
North Carolina for the SVE system discharge. The State advised CRA
by letter dated May 13, 1993 that no permit is required for this
remediation system since the pilot study provided a favorable
evaluation of the SVE system and the best available control technology
will be utilized.
However, the State (Keith Overcash, Air Quality Section) requested in a
letter to CRA dated May 13, 1993 that the SVE system be registered with
the Division of Environmental Management, Mooresville Regional
Office by sending the following information:
i) location of the Site;
' ii) type and quantity of compounds expected to be emitted to the
ambient air;
iii) brief description of the remediation system components; and
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2.
3.
4.
5.
iv) duration of time that the remediation system is expected to be
operated.
This information will be provided to the State once USEPA approves
the Final Design Report.
Groundwater Extraction
Extraction well permit applications will be filed for the groundwater
extraction system pursuant to State requirements.
POTW Discharge
A revised draft discharge permit was obtained from the City of
Mt. Holly in August 1994. This permit will have specific discharge
limits for the Site. The revised draft permit is presented in
Appendix VI.
Sediment and Erosion Control
The State requires that a permit be obtained when any construction
occurs on an area which exceeds one acre. The substantive
requirements outlined in the North Carolina Erosion Control Design
Manual have been incorporated in Drawing Nos. G2 and G6 of the
Project Specifications (Appendix III). These plans document Site
features and control measures to be implemented during construction
and in the long term to prevent erosion of soil and associated sediment
migration.
Miscellaneous Permit Requirements
Miscellaneous permit requirements include building permits and
electric utility permits. The Steering Committee will assign the
responsibility of obtaining these miscellaneous permits to the selected
RA contractor(s).
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6.0
3669 Q4)
PERFORMANCE MONITORING
Performance monitoring will be performed to evaluate
the progress and effectiveness of the remediation, to evaluate compliance
with discharge limitations, and to complete required routine maintenance or
carbon changeout.
The scope of monitoring has been developed in the
Performance Standards Verification Plan and the O&M Plan which were ' .
submitted to USEPA under separate cover on January 31, 1994 and
February 28, 1994, respectively.
The performance monitoring requirements for the
System Commissioning which are included in the Project Specifications
(Appendix III) are summarized below:
• The Remedial Contractor will provide startup assistance to test and
hydraulically balance the pre-treatment systems and will provide all
equipment in order to conduct the startup. The Contractor will perform
the following startup procedure.
• The groundwater treatment system will be operated with potable water
during startup. This will ensure that the pre-treatment system will
operate satisfactorily for the following parameters:
-flow rates for blowers and pumps;
-pressure readings;
valving; and
-PLC operation.
• The potable water for the startup trials will be discharged to the POTW
after use in the pre-treatment system. The Contractor will prepare and
implement procedures to complete this ,test plan to document the
performance of the pre-treatment system with respect to the above
parameters, including leak testing of all pipelines.
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3669 a4>
• If the Contractor's initial testing (using potable water) demonstrates that
the pre-treatment system operates within the requirements of the
specifications, startup of the groundwater extraction system will be
conducted.
• Initially, only one of the four extraction wells (PW-1) will be operated.
The initial flow rate from PW-1 will be approximately 0.5 gpm. The
valves and pressure readings will be visually checked again to be leak-free.
The groundwater flow rate will be increased in steps by starting up each
extraction well at 0.5 gpm and increasing the flow rates in each well as
described below until all four extraction wells are operating at design
capacity. Initially the groundwater generated from this testing program
will be containerized on Site and tested before it is discharged to the sewer
system. Discharge will only occur if validated analytical data demonstrates
that the treated groundwater meets the POTW Discharge Permit
requirements as specified by the Engineer. The startup sequences and
samples to be taken are outlined below:
Startup
Phase
I I
III
IV
Air Flow
Rate
(cfm)
25
25
25
25
Extraction
Well
PW-1
PW-1
PW-2
Subtotal
PW-1
PW-2
PW-3
Subtotal
PW-1
PW-2
PW-3
PW-4
Subtotal
53
Maximum
Water Flow
Rate (gpm)
1
1
1
2
1
1
1
3
1
1
1
1
4
Duration of
Test (hrs)<1>
2
2
2
4
Analytical
Tests
voes
• influent
• effluent
voes
• influent
• effluent
voes
• influent
• effluent
voes
• influent
• effluent
CONESTOGA-ROVERS & ASSOOATES
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3669 Q,t)
Air Flow Maximum
Startup Rate Extraction Water Flow Duration of Analytical
Phase (cfm) Well Rate (gpm) Test (hrsJ<1! Tests
VI 25 PW-1 1 4 voes
PW-2 1 • influent
PW-3 1 • effluent
PW-4 1
Extraction Trench 1B.
Subtotal 22
Note:
(1) time after filling up the aeration basin.
All treated effluent will be stored in temporary storage
tanks on Site. An effluent sample of the treated water will be collected. The
effluent sample will be a composite sample which will be collected from the
storage tank after the test runs are conducted. If the effluent quality does not
meet the POTW discharge permit requirements, then the effluent will be
retreated in the pretreatment system and analyzed again. All sampling and
analysis will be conducted according to the Construction Quality Assurance
Plan (CQAP). The Contractor will not be responsible for sampling and
analyses.
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7.0
3669 Q4)
REMEDIAL ACTION SCHEDULE
A preliminary RA schedule has been developed to reflect
the level of design completed for this report. The schedule will be reviewed
and revised as the design progresses and has been submitted with the RA
Work Plan. The RA schedule is shown on Figure 7.1.
55 C0NESTOCA-R0VERS & AsS0OATES
ACTiv1TY
1, USEPA APPROVAL CF RA WORK PLAN,
REI.IEDIA TION GOAL VERlflCA TICN PLAN, 0 • M Pl.AN. ANO nNAL DESIGN
2. COMPETITIVE BIDDING·
J. PRECONSTRUCTION Ca-iF'ERENCC
4. CONTRACTOR MOBUZA TION •
5. SPIUWAY. CUL'-'ERT ANO DRAINAGE UNE
5.1 SPILLWAY CONSTRUCTION
5.2 CULVERT REPAIRS ANO SUP-UNING
lNSTAU.AllON
5.J DRAINAGE ~E CONSTRUCTI<J-1
6. GROVNDWATER EXlRACTION SYSTCM ·
8.1 EXTRACTION WEU INSTALLATION 6.2 Tll[ DRAIN CONSTRUCTION
6.J PIPELINE CONSTRUCTION 6.4 GROUNDWATER EXTRACTION SYSTEM
COMMISSIONING
7. GROJNDWATER TREATMENT SYSTEM·
7,1 GROUl'fOWATER TREAlMOfT BUllDING
CONSTRUCTION
7.2 GROUNDWATER TREATMENT SYSTEM
EQUIPMENT ANO INSTRUMOHATION INSTAU.AllON
7.J GROUNDWATER TREAlMENT SYSTEM COMMISSIONING
8. 0 • Iii Pt.AN (RE\IISla-1S)
9. SOil VAPOR EXTRACTION SYSTEW •
9.1 SOil VAPOR EXTRACTION TR(Nai
INSTAU.AnoN
9.2 SOIL VAPOR EXTRACTION SYSTEM
CONSTRUCTION
9.J SOIL CAP lNSTAU.ATION
9.4 SOIL VAPOR EXTRACTION SYSTDI
COl,11,IISSION!NG
10. SOIL rt.USHJNG SYSTEM ·
10.1 SOil fLUSHING SYSTEM COLL.£CTION TR[NCH INSTALI..AllON
10.2 SOIL nuSl•HNG SYSTEM EOUIPl,l[NT
INSTAU.ATION
11, CONSTRUCTION Q.OS£0UT ANO
OEW081UZATION
iiiiil
12. PREFlNAL INSPECTION REPORT PREPARATION·
1J. US£PA PRf:nNAL INSPECTION •
14. US[PA nNAL INSPECTION·
15. RA REPORT PREPARATION·
16. USEPA REVIEW RA REPORT ·
17. SYSTEW OPERATION ·
•
CRA
J669 (24) SEPT 07/94(W) REV.O (S 08)
CONTINUOUS ACTIVITY
EVENT
1 ' I
- -- -
.... ·---
i i I i
NOTE: THIS SCHEDULE IS TENTATIVE '111TH RESPECT
TO THE INOI\IIOUAL [LElilENTS IN TI-lE SCH[Olft_L
THE SELECTED REWEDIAL CONTRACTOR lilAY
WOOIFY rnE INTER!W COlolPlETION OATES. PR0',10EO
Tl--tAT THE DATE FOR THE COl,tPlETION OF THE
DEWOOTUZATION {DAY 273) AND USEPA INSPECTIONS
(DA.VS 238 -'NO 266) ARE lilEl.
--
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--- - -
l !
II i 11 I I i f ..1...1 .J_I -'--'1 i....1.1....!..i ...l..l
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figure .7.1
RA SCHEDULE
JADCO-HUGHES SITE
Caston County. NC
-
I ____ ) . """ ----· 6:,U'.L TRmu TARr 'p -~ --b'. ·.~::.1.. LEGEND ---PROPERTY LINE t/,.,; GROUND CONTOUR (FT. AMSLJ •"woo ~ONITORING WELL I ~ ' I I •. y. ·~ . I I I I I I I I I TEXTILE SALES & REPAIR PROPlRTY ' ,.) " ' ·.~ ' . ·. \ \ . ··. J . l : ~-\ --_;,j_r-I I I I -· . , A A _f---A,__,A , ___ .AJ.____Aj,.A"-._}-A___j,__.A.__,k,A___A.-'-.),,,J'-'v, , _ .. 1,_ A...AJ--.A..A--'-A...f--}'--)--1 AJ.. A-~ ---- . ---MW1JO • t,tW1J~ -SI 1£ ACCESS -·\ , I -, ·• ' ' BH10~ -------------,------------------------------------. --------------,----' CASON STREET (SIDEROAD 2035) ' ______ -~----------\, • ----:::'j/' ■ I a -~--~ 1' ----· -···-·--'-'-~ -------)\-P2"'S. --------------··--~---~-·-------*·. f'"Zf!':!. ■ RH:> \ I RAISEO CONCRE ll. l'ADS \ \\ )\ '//,"--, \ / M;~ ,-----I . / / / / ;• -ef • .e\,80 "'\\ / \-~1 / " '\ \ """ . t, ! _ j l J , / , / . SH•o A\<12 -_,, 1 1 _ """' r--~---,,---.. ·~·.., Pl90 '), \ \ \ \ EXISTING LANDFILL SITE ' ,. --------11 / -" ____ _ _ __ ________ • ,,.,, J ,.,.s \'\ ' ' '" / / I Plf,S. •IJH" \ ""'·' . \ I \'). \ \ 0 ' BH'J BH6 / / / lrJW7S. . 8H~J -lrJ'ifll'.:;:.IJ_~•i)I) (' \ .. ) -\ • • I •Mwm 1 . ' '-_,,/ ' 1 Bil~■ , 1 , ..,.. -y··y ✓-Y ~...., •t ·y··v (' 1 ., \ . \ \ '-., ---------------. ■ RYH (' I \ \ ~,----------Ir\ I/ ":-:~ \ \ . I L J I ' ·,os '1 '\-'.\ \ \ -l 0112•. . ~RHn Pl3S ,:... I 'l\, ,\ {""'-i MW◄S••"'"" PZ7S [Jm□RIS I --71 :1-··· ····*··,_ -------------·* :_ • ·-·-· _ _::_::_-_-_--;<;_ ---=-=--~ ·--~ ,~= . -~ ---': • ' ' • ''.""'"'~'.· "' ""' ":c CO""C.' ao:· ","":" w, i"'.'"''c"' . ' ' ' = ': ,. ' ',\ C . -. . ~-".,,rr-~ -,~_,,, --:. -· -. . -~---r-y"Y-Yv"------...--., ·v·v-v 'v-v ' -_,.. '. ~ --· y ' nnHu r A1ry ·e' Y-Yv y· \ y \-,---., __ •.. --" .... . <I "-rz1s etcro ... -....,.., I •"',..,.. .. 8H2:i■ ·•W2D • PW, .MW2S ■9H22 .MwtOO CONCRUE FOUNDATION SLAB 1 1r0 .:: 1 ">-11 PLECN/K PROPER TY I.IW155. • MWi50 ' ' 'I-·-.,..·v-,v ---r·'-r-v Yy-y·\--i,, . ~\.. ~ l-y----, I I Li " WWl2S • • MW120 ·(, ,,., . ~ -~ . . . i'6>c, l: . ' ·-. ::, : ,,_· .'~ "'-1>r --. -. -1,-s, . . ' ·-,, • .. /' /u • BH26 I I J·~ •"" _, . A-, MW6S • • MW6O • I I BH18 I --·· ~"" ~. .;,; __,,,-_;;j MW9S. . 1--~") I FENCE ·---I ) .-' -. '~' ,~·. ~'L.:V::::Sd ~~,c:::,, ,C::::-0.--~ .:_:-. -~,---1' -. -~ .. 6 ;·,-SITE BENCHMARK: TOP OF MONITORING Vt£LL MW5S ELEV. 653.11' MW11De SPRING °'---------APPROXIMATE DISCHARGE LOCA 110N or °EXISTING UNCONTAMINATED SPRING PLtCN!K PROPER TY o----t----------------------------"~--Approved •·➔ ·-------JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA ~ ) < ' CRA .,e ,._,, ,•,, (:> . "v :~, ., REr,l=,,,!-=O \ MI\R O 1 1995 1 ~1;a1tFUND Sf:CTIO~ CONESTOGA-ROVERS & ASSOCIATES ■BH11 BOREHOLE ~ TRIBUTARY & ORIETATION OF FLOW WOODED AREA I------------------SITE REMEDIA llON Drown by. Dote: SEPTEMBER 1994 Flfe N": I Rev.l'f". P-36 1 R.F.hl. I Scale: 1"=50' .,,.s PIEZOMETER WELL .PW1 PUMP WELL 1 I REl/1SIONS TO 95,-; DESIGN SEPT. 22/94 I S.M.Q. EXIS11NG CONDITIONS rfl Revision Dote Initial Designed by. M.C.G. Ffeld booi<: Checked by. S.M.Q. Project ·N•: 3669 Orowlng N•: G1 SEPT 22.t'"\Wl 1[\ :::;---X @ I
/i:~~: .. I . • .. .,.._ .. _ ... -::· -.J ~-·· .. ' "----~--... •:,..,, ~' ~:.. '. : ;_::;;~-: ::~ \\{:l ·I Ci\) .. . ·1 . ·-· . >J /! <J </I -· ··-.:1 .·• i -·· _., ·:-.1 . _ ..... :,_; ·;'j :•c: : : ::I ~-<'>J . . ---~<-·.i --: . ..-"---·i ' --;~-, ---•· .-... ::~ "-''"cl . <<:-·:: . :.:-,:· .:._'-~-~ . ~-~·:'/1 . :,:J ·,-·o•.~l •. ~ ..... _ 1 --.a•····J -~-..-••• ·O,Cj ;, . .j :::=-:>..:-:--.::;j :~~ ~:,::i I)?~l ~:--~,.f~.:::l tS?i.1 /-:::·:_ ..... 'j :: ;::..-:--'..:-,i --=~ ... :-::, • I F:GEND i-;';' ;.-MH11 0 EXIST CONTOURS EXIST. FENCE PROPERTY LINE EXIST. 1RIBUTARY MANHOLE • • ✓ >I' ,-,~ ;, !'t., BH9 • • PW1 -1<·--·-~·-\ • ' . '. · .. ,. \ ' EXISTING BOREHOLE • SOIL VAPOUR EXTRACTION SYSTEM SEE DETAILS DRAWING G7 • • ·-\"'~--(~,,-~ i/<','4<"'-'I!~!\\)'!>'-""" • • TREATMENT AREA GRADING AND LAYOUT SEE DETAILS DRAWING GB • GRAVITY DRAIN COLLECTION SYSTEM SEE DETAILS DRAWING G5 :~ ---. • . r•----·••,\1•.< ,_, __ , c,,.•,,;,-•• •>a<J;·◄,,-·_,, ... ~~aa,-,._,i,-.~/4,>,,.,,.,,.., -,-1-H>~ -a, ·7 f"'i'~·o\ --~-,,,{·, ~, 11111! • '"li!f!. 9"'"'~ '1'1o"«.,,;tl>~--~<'?~µ~'4'0~-».-·"'' ., ~•~·"-"'"'~ ~--~~,.,., .. ,.,,,._,,,~-~,~ ",_~-,,-.,-, ''"'~--, '"""',!';eyo.. "'.. ,_._,,~,,8.,'>!>'.,._,. .. ,,,._ ~ ,,ii . ..-.<~ "'~ ,\ . , I \ i i ' r 1 I I i I . . . ! ! ' i I ' I ' I 8H10 ■ . -"'~ . . BH11 ■ SOIL VAPOR EXTRACTION EQUIPMENT CASON STREET ·, ■"3i/t7 r"""'-· ! r· l '· f • j ., ' PW3 I • l I -. ,,,,,~~1:"::····~~···• -·-".'""""'.'"'"''~-~-:----.7. , '5/0ER, 0 2035) !SITE ACCESS! · j ! • .. , , . , .. ,, ' '·\ / .i . ' . , ! . , ' r . ' f . ···-•f' / ·, ■ BH15 J. i l . ~---~«!')-;;•"·~ .. , ~·.J, ,.,, __ -•-\ .. ilt(· ---~--.. ,,-.,. .... -•« , __ .,., .... ,.,,.~. , __ ,.,_,~,,.,_, ____ ·--,~,,-···-•-> .~---~ L._...~ .. ~· .. . l .a: .-·-. ! . ' I EXISTING ~ANDFILL s1n:;j ! • l \ f ".-' "' '> -, ~ ' ' ,i Ii l 1 BHQ • ·"· • .. TREAlMENT BUILDING • / BH16 • • """ f • 8H2 ■ BHl2 . ""' MH7 0 ■ BH-4 PW2 • ' i .. I ·\ ' ' \ \. \ \ \ \ . \\ \\ •\ MH6Ql\ .. ' '. .· ; l ', ' ' .• 'f \, ,· I ' ' • f '' ·/ t .. 'ti ! ', 't·' r 1 ., \ f ... i I ~ f 0 MH12 MH90 ~ ·-· -=--~= i~, ~-, MHB SEDI ENT CONTROL FENCE SEE ETAIL DWG. G6 .. I I .,,, . ''( ' ' ' ( ., ' ' ·~-' ~ i I t ' ,, ' ' f; f I ! ' l ! • .i, • t.. .. , n ,, ....... ~ .. : ..... -~~-,, ,,., _ [.~~1==-~~~~b_---, .. ,,,.-,.,, ' ¼----~ilitM.....,_,a, '\:::: \ \ -. L PW4 MH11 • 0 1 ■ RH~4 Bt<25■ • B1126 .. ·r., MH10 0 • PW1 ■ 13H22 I SITE SPILLWAY BERM • Bli;>O BH2J E!Hlg ,-n3 ()····-~-•,··~---=~:~z-· ,-5 M~4 r + X . -·.~-x---·-----.--➔ I .MH2 .... 0 • RH16 MHl y * 1. t \• " ' I , .. .. I ! ' ~,, --.;·~, ,-' , .. -< .. ·L ---~----_, -•-_,i. .,,_-,,· ¥ v·'· ....... , '-\ _,., ) -· -· ____., --'···-···-·-· .-··-· ·-·-· --)(----,,. _.;._ --~~ . --x ·--·, SUMP I MH5 \ o.J ----,;~ . ' I l I i '· i j ~. ' . ' I I I I i.--...-.,""'";,;,:.;.......,_,.,,c«-1 ________ .,,. __ .. ~"' --_._,._ w,--,t,-,~4,, __ ,._."'_.,,,,,_~,·---,,-~,-..._.-,,._,,'(¾,, "/1""..,.~&1·,de•.•~"--~ ,,,....,_,,,.._.,,,M,~ i.,:, " J • ,_,_.,,,_ .... ¥.,,<l,l_, __ ,,,,,h, ~_,••-,,.,_,-.,;, l-,..,.,,Af.tf•~ ·Jt:,,.-.s,,·-·e"'-,_,,. •• ,.,,.,_.,,,:'•' _,,,,.., ___ .., __ .;~--~-,.,_,. .,, %11 -~-'"'-"'."'•loi<4..i ·-,~~,,,p,"""'cSi,; "'-~<ff••· ~-m,• ,_,,,,..,,,,.-.,,,,_,.,,,,,, .. ,<"'!N.-,~•r,.,-,,,•---''"_,""•-",_,.. ;• ,.,, / / /; f .,. . ' EXISTING SPRING l SITE SPILLWAY, AND CULVERT REPAIRS SEE DETAILS DRAWING G4 SITE BENCHMARK: TOP OF MONITORING WELL MW5S I----------------+----.+.---1 Approved CRA \ ' ·; • ~ ,, ·,~ ,4 . ,, ,, • • ' -:'. ··..,\\ '·' . '<, ' ' '· • ' ' •. ' ', ·, ';('! .. ,· ··•, r ll"',~c-:1,,1::0"' I ir<,,.,, ,, (r:,:1 -.• LI \ . MAR O 1 1995 sui>ERFUND s1=CrI0N / • ELEV. 653.11' JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS 6 ASSOCIATES EXIRACTION 'M:LL (APPROXIMATE LOCATION) SEDIMENT FENCE CONTROL SITE REMEDIATION Drown by: R.F.M. Seale: 1".::50' Dote: FIie-Ni: [Rev.l'f': SEPTEMBER 1994 I P-38 1 I REVISIONS TO 9511: DESIGN SEPT. 22/94 I S.M.Q. KEY PLAN OF SITE ACTIVITY Designed by. BRM ~ Relllsion Dote Initial Checked by. fie.Id book: MCC Project-NR; 3669 Drawing NA: G2 --22/l<(W) :r:; r:.: t: ~ = I II I -~:• \SY . ' . _;--\ : .: --;,I .. 0 l\1-= c::D.1'-':• . f.":~ I .. ·. .. I'" [S: I" I'.• .. ,,_. . l". t:: r:-· t ~·~ :::-· l'l ,-. C' r.; 1-." ,_ r: r, f· \.:0: f~ r~· -i· ,-'-"> 12 ~ :-:-; " ~ I·': ~·, :3 :i I i:;. ,, l I.
... LfGfNP f-!\• y ~ , ,. .. ,_. 1-1"CII HOPE SERIES 100 FORCEMAIN 1-1"91 PVC ELECTIRICAL CONDUIT SURPLUS MATERIAL FROM EXCAVA1l0NS TO BE EVENLY PLACED IN LANDFILL AREA AND PROOF ROLLED TO PROVIDE DRAINAGE IN A NORTH EAST DIRECTION / l I <_" ~ ! 1'«1 :~~~ I f ., I I I i '<.J CASON STREET ' '., \_ ·, '•. . , '1' \ BHlO■ •, i \ ' •. ·, \ \ " .. _...,, 1 ~ BH1t a 6"91 PERFORATED PIPE SEE DETAI!,.. DWG. G5 / Sf-18 , . BH• ::,...----:----- -----:-:-:,r-1111----- - -..--~ \ .... ±~ -7"" ►---~---(,. ---,.,,,, .. ··,.-•' ' ,, ' , .,--' ,,·f . ) I <, .... ,~ / . . / \ r :· .. ±.,::::~·:,_ . . ~-·-· I i l LIQUID/VAPOR SEPARATOR DRAIN LINE. 1 1/2 91 HOPt SERIES-100 -wtTH MIN. 4' COVER BEDDED IN SAND (SIDEROAD 2035) ' _, _;, ... _., ~.,... .... SOIL V,I\POR }! r-) '•" 0 '/'' ,.,---' .\ .... . . '' ' . . . . -, . 2·111 HOPI( SE:Rl~._100, OlSCHA'RGE'. PIPtN'G io SANITARY MANHOLE ., '· . '· • ., ~! J \ . •· .~ ... ,:_.,,_ ~ ,, \ ~ ' , . • ").:, ',I ',I . \ \\ EXTRACffi>N EQUIPMENT ~IN. FLOOR ELEV. 66$.00 ·7. ,, '·,., ._... ._... ~-,;------~ ,■"'ffl-l'r - - --.... •""' --~MH&~ --. '\ !i"Tit 1 '!'~-l ~, \· J . .\,,:~ . ' TIREA TMENT' BUILDING 1 • ""1> ~ • '..Bt-'11 ■ ■ BH1'4 -. ~ ._... .,...'/ ,,,. '/ . ALL PIPING AND CONDUIT TO ■1m•u BE DIRECT BURIED FROM MH8 , . TO ,TRtA TMENT BUILDING "'"' • • -71RT:I' 1 1/2"!1 PE SERIES 160 POTABLE WATER SUPPLY PIPING ,.. I I •-I --"I-' / -' . -----' MH7 ' ,. ·, \ , I ' APPROXIMATE LOCA'JlON or: 'ISANITARY MAtj,HOl'E'. BY OTl4ERS > }_. ' • ' ,., . CONNE.C110N TO EXISllNG WATERMAI.N C/W /;URB STOP I \ ~ .. ,\ ... ~. ,._ ... ··-. • SANITARY SEI\ER BY OTHERS ./ .. ; 1 , ) \.~-\ \ •,',, \ ,..,.::., \ ' J.. 12'! CARRIER ' 1-.~• F""~ 1--'1 , ;2S '. . ~IT . ' '-!-; • r_,' -4, .. . i• /1 1 1 /2" ell POLYETHYLENE SERIES 160 PO'f ABLE WATER SUPPLY PIPING FOR ~ FUTURE SOIL FLUSHING ,:'·. ,,_ '·• _ · 12 iii VC RIBBED CARRIER PIPE ·, ··.,. · ·~,o ~ ·, : =c,c""l' · ·· -' 1-~PE SERtES--',00' f-OROEMA!N . -· . -· ~ •·. ' ':_,'·~-.. ·-~ ./ . : l·+/;z;"llLPVCELECmtCAL.CONOU! ;:_;:7.•····· .• -,~-----------__ ,,. }----', ---~--/ :~8H71 • i':._tarn, , , MH,. / /'1. ';/ . --r-~ MH4 -r---0---' -~ ___ --~MH5 ... ·--·---;--------~ \ ~\ ....... ,_. '-----. _, ,. ., . i, t,,r,; .. . · · )i) . E1Sllfl~ J&"•, CONC. CUL VERT Tr_ REMAIN ' • ./ ,i < 7 y• ':-·1 ! X ',t;; v', > /1 A ! •',. ), / \ / f" • ·;-,-~--.. /.. f I \'\ ) INV. ELEV. _/I I -r \ ·, \ 653.07 • I . . .. '". MH11 MH2,: :,,; ' '•·. /1··· ;': •~ ~:i l, • :,,o \lj l~\ 12"tf PVC RIBBED CARRIER PIPE . • 3-1•-HOPI'; ~ 100 fORCEWJN, ➔1~2~111 HDPE SERIES 100 FORCEMAIN ·•1L2•91 PVC_ ELECTRICAL CQNDUH · ,,~>-; ;. (•, 1-1•-HDP'E'. SERIES 100 F'ORCEMAIN 1-1•-PVC ELECTIRICAL CONDUIT ·:'t;, • J 1 , PW4 ~c)-. BH25■ Ji2•-:'PVC RIBBED CARRIER PIPE -1"f HDPE SERIES 01D0 FORCEMAIN .,..-1 1/2"111 PVC EIECTIRICAL CON)IIJ. ..,:::.·.,; \ ,!"I---, "--~ aBH.24 --/-BH23 . .. ,. ,;·.<../'""-, -';J 1\;', 12"111 PVC RIBBED CARRIER PIPE '_ >[ 't'i 2-1"91 HOPE SERIES 100 FORCEMAIN ,·•_ ;_,_ '1_·_ 1-2"e fVC ELECTRICAL CONDUIT '. 1 ''\ ~,.,,;(.,. i" \ EXIS1JNG CONC. SLAB TO BE if,J: . ~ 1 SAWCUT AND CONCRETE !Jt~, ; : .· REMOVED IN AREA OVER }fj ,-' ~ERFORATED C_OU.f;CTION PIPE .. MH~t_,..,, 1 '·., .. , . -.,,,.!,, ....... . .f • _ ..... --"'··:-· • ---:::«:,,-~ -., -,~::,. « •• --~¥ ,_ .. _:.)L.J .. l.-~-L· .••.. .,,,., .,,~,,_ . ..,,.!'..:":"r<:·-L· ·-,~ __ .. : .. -, . , ,~ MH1 -----· --···-···---···-SITE· SPILLWAY BERM , . I . ·. \ ; I/ .· , . . \ 3'x3'x1' RIP .. RAP AT POINT OF SPRINClDISCHARGE TO TRIBUTARY 10"ct PVC RIBBED DRAIN PIPE APPROXJMA TE 500 CY. AREA TO BE EXCAVATED AND PLACED EVENLY OVER LANDFILL AREA. EXCAVATION TO BE REPLACED WITH CLEAN 1-1"91 HDPE SERIES 100 FORCEMAIN 1-1•111 PVC EU:CTRICAL CONDUIT 48".ill CONCRETE CULVERT OVER' EXISTING SPRING SEE DETAIL THIS DWG. FILL FROM TIRENCH EXCAVA1lONS. DEPTH OF EXCAVATION TO BE APPROX. 1 O' IN AREA AS DIRECTED BY ENGINEER ! ,.-, / CONCRETI HATCH / ,-24"• CAST IRON MANHOLE FRAME ,I ;· RESTORATION TO ORIGINAL CONDITION 6" ,-L-c..+----r'-~--. ..[ ------t--I 1 1 t -I l I -~~~~~~ . , ' f . _/ ~ / 0----~-->: -,;/~ ~-> -~>·.: /, Jb=. .. /~ SPRING DISCHARGE SLOPE MIN. 1% HORIZONTAL ALIGNMENT TO BE FIELD DETERMINED TO MINIMIZE DAMAGE TO EXISTING VEGETA1lON Rt.SIORAIION TO OH!GINAL CON:ION ~-~ ----·---~~ y; . ~-------,,,,!:(/,(_'' w-·;;;,; ;1?".,;;:-,:::r-~)'l1"J~,:-------/ _..... -NATIVf BACKFILL S1 '" ,, ~-k r!'i ,•vJ' 1 ,. ' ' "'-,&::; '_ .., '1. ~, ~J't-, ...... ', -,c. 1~' .-;,; :z i~t,., ~ . . , 6"91 PERFORATED PIPE f'RECAS! CONCf(Uf. COVE!! \IHH I.IF TING Rf~~S 48"111 CONCRETE CUL VERT --PLACED ovrR EXIS"llNG SPRING DISCHARGE EXISl'NG GRADE 660.00 ...... -----·----------~ ·, 12" CARRIER 1,.-& FORCEMAIN 1-1 FORCEMAIN. 1-2" COND.UIT . ~· . ' ., __ _ ,'. ........ , ',.,,, ' >,Y';_:;; >• I \·,\·' ' ... ' ' ' ·,!,.. ' \ " \, -...,'· \ \'\..... -'~., '', ', '-.,; ,: '' ' . •-'·-....-:-..... . --~.;:-.--__. "'~---*~ ·· .... t., _... ' '~ .,_., . , }, "t(\f). ;1 '<..z·: . "'· (~~ .. "' \"" -. ,>·-., -..._' .·-,......_, '· '· ;_) ., ·-,-~.·-,....... __.. ·,, ' .,. ' ' ':,.· r APF'ROXll,IAT[ FIN. ELEV. /. 660.50 n.~-n ·· · · , : -~ , . 6" /. RESTORATION TO ORIGINAL CONDITION --'i-..Y { __/ T-----CARRIER PIPE MANHOLE FINISHED FRAME ELEVATIONS 4• CO\'ER . f'VC COATW LADDER RUNG (TYf') , •. :~ COMPACTED NATIVE BACKFILL b=c. D 50• ''. <:? / SAND BEDDING 4'-0" ~~;~ II ' . ~~, ';-'-,. tJ... \';\" . ,,.. ~, -~r-~ -2"• HDPE SERIES 100 DISCHARCF. PIPING NAOVE 8ACKl-1! L r·· -· · · ------·•· ,._, ·· 11.: --··----:------/ GROUT 1 o•~ PVC RfBBED DRAIN PIPE MH7 MH8 MH9 MH10 MH11 EXIST CONTOURS EXIST. FENCE PROPERTY LINE EXIST DITCH 6510' 660.o' 66? o· 665.0' 663.0' 1.:r • FINAL CONTOURS 48"• PRECAor CONC. MANHOL.t (M117, MH9, MH10, '4H11) "'·' ./.· ,;_;"f,,(.';c;;: so·0 FOR MHB _:~i• ·;;-'::f\:.:, .. ·,:: .. ~ !,\,;,: ;-..-. . ·•,•. ! •, • ', U • ''o-,:. I~ -~-~; ;'r.!J/-~,,,-:-. £ .. ~ ... ~,::..: ~,i! ~".:::, .. :.r•~·;,·,.:._I~:.· :,::~, .?')(-~r:.:.:.:!.~-~!.~:::-;, ~---~---"-□ ~-\,'!-:1\'~ ;,~a~-~'::< r' ,'.~;· •,:~~•• ,•r.'•1-,,:'~ ,_.;t,.,(:,l,. •01_,•.,•,~ ,1.)~(..-}:,.:.~ ~;.'.";':_;,','''~:' ~ ·-~ '·/ '" . ·~,,~-;.:'. ---:.:.,.> :'<-:-.-~ ,:-_~; --:;:-_ . /,y'_~ :,.,.!-1;,t }::>-,:.:,:-:--1 ' \_ ''->?,. ,,,.,, , · · ·., ··(' ·),,,,;,}{ --~ \_. '-FORCEMAIN/CONDUIT .', .. , ·~:'.: ', ; '" l, .. '\ ·: ·Y'.,_{:\'';i,.,,,,\, ~ LI; ~:::;vc RIBBED CARRIER PIPE -5• DEEP 3/4" CLEAR STONE CARRIER PIPE TRANSITION MANHOLE N.T.S. TYPICAL OF MH7, MHB, MH9, MH10, MH11 • PWI EXTRACTION WE'LL --------POTABLE WATER SUPPLY CARRIER PIPE 0MH11 PRECAST MANHOLE STRUCTURE BOREHOLE - ------··· --------~~~ ■&12• ... ,, ',I I ---·-· --------SAND BEDDING ---·f/ 1 1/2•• HDPE SERIES 100 WATER SUPPLY PIPE j~ ' __ _i 4' -0" MAX ~t :_,~ 1 6" SECNV.PN@ ------t-------t----1 Approved ·11, . I .. I. / 'x/,v(,'0~~-I. . . -•-' Y/V>> --, . <.v<< · · ?7/'c'%V · ' '',... / /, 1/..'-(.-'•, "'-~ • EAR SrDNE --A'<'.-< z~~>Y· .3/4 CL. '/-=//\ / FILTER CL.OiH. ---'------6" \__ APPROXl>IATE INVERT ELEV. 657.DO \ __ GALV. STEEL GRATING OVER PfPE OPENING SPRING CULVERT DETAIL N.T.S. CRA RECEJ\L_ NIAR O 11995 sul'ERfUl'l'D SECTION ·-JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS & ASSOCIATES SITE REMEDIA llON Drawn -by: BR!.l r SCa!e: , 1"=50 ;<Jte: SEPTEMBER 1994 Desfgned by. BR!.l FIio P-37 PLANT DISCHARGE PIPE TO SANITARY SEWE'R SPRING DISCHARGE DRAIN COLLECTION PIPE 1 I REVISIONS TO 95::1: DESIGN SEPT. 22/94 I S.M.Q. UNDERGROUND PIPING LAYOUT Field book: Project N°: Drawing NII: I'll Revision Date Initial Checked by. MCG 3669 G3 ""'122/M( \ (V1 ' 1\ I 'C\ .:r y &) , ~-b ,. I: f. L l C •· ~ 1r if t: ' ' '· ~ ' r ~'.. ' i '-' ~< i--;: ,, , .. r..: " ' I r I if' f r t
NOTES: 1) BERM STRUCTURE FILL MATERIAL SHALL BE EXISTING SITE SOILS OR CLEAN, WE.l.L GRADED, IMPORTED SANDY TO CLAYEY MATERIAL WITH AT LEAST 20ll: CLAY CONTENT. FILL MATERIAL SHALL BE FREE OF UNSUITABLE MATERIALS SUCH AS INORGANIC AND LOW STRENGTH CLAYS, SWELLING CLAYS, TREES, STUMPS, ROOTS, rnREIGN MATERIAL, l',1RE, STEEL, CANS, HAZARDOUS OR TOXIC CHEMICAL SUBSTANCES AND SOIL CONTAINING HAZARDOUS OR TOXIC SUBSTANCES. THF MAXIMUM AGGREGATE SIZE SHALL BE 2 INCHES AS MEASURED Tt>ROUGH ANY AXIS. 2) ALL REGRADED SITE AREAS SHALL RE CEI\IE A \IEGETA nVE CO\/! R. 3) SUP LINING PIPE SHALL BE HIGH DENSITY POLYETHYLENE PIPE MATERIAL (HDPE) CONFORMING TO ASTM D-3350 AND SHALL BE CLASSIFIED AS PE 355434C. HDPE PIPE SHALL Bf SERIES SOR 71 ACCORDING TO ASTM F-714. 4) HOPE PIPE JOINING METHOD SHALL BE THERMAL BUH··FUSSION ACCORDING TO ASTM 0-2657. 5) INS! ALLA TION PROCEDURE FOR INSERT REN!' WAL · SLIP LINING SriALL BE IN ACCORDANC[ WITd ASTM F -58:>. 6) BfRM SIZE TO BE ADJUSTED IN FIELD TO ACCOMOOATE ON SITE EXCAVATED SOIL hAAfERIAL -STAl'U-HI--\IELOCI T'f .. CURLEX BLANKET -L I '~-j , .. 1· ' ;L ... __ .,,_ .LL-_ -. ·. ·. 1j .• , • , 1 ' ':' ~--6 ~ ---1 'I:,. , ' \ .· ~7 ~---~-" ' . .·."' ~ ,.., \ '-ANCHOR TRENCH DETAIL N.T.S. .. EXISTING 36"0 CULVER! TO Ill RI.MOVEU · s·• PrnFORATED PIPE 0 ADJUST PIPE END TO EXISTING GRADE/C-ON:TIONZ . ,=tc I 4== . ,c , i h ~,J FLow=> ' ' ' , ' , -Y-· , , I FINAL GRADE SEE ANCHOR OEfAIL HI-VELOCITY · r CURLEX BLANKET / r APPROX. 0.5ft ~-"'-....,..,...~~--~rr,( ... ./ ' .t<Z"'-lr __ . 'J 100 YEAR FLOOD LEVEL ,-·-(SE:-~gi~6lj ,, i' ,,,_ ·-1 7 = VARIES ''~,:~; --~-, ,a::--· :,-J 1/'\· ~ T-(MAX. APPROX. 3ft) , ·•. f\ftu.. __ \lkTf;flAL.· ,s1 t4fi!'AC I ·, , , ,,~ 95'1 _I/AX. owr. DEN'Srrr_ .. ._,. , • '.t t , I ~ v :..-, 'I:" ; / , '"I.:. '-, \ •, ', , '.--\ <,. ~ ➔ ,,,'..;/ · __ , ._. -. ---_.· ~-·. _>.·.~ ·-• , L' STRIP TOPSOIL AND STOCKPILE TOP~L. S2 E X/571NC GRADE -------,, , , . , -----· --\_STRIP TOPSOIL, S2 APPROX.~-3 :CHE:-.... ----···----·-·-, /-\IEGETATIVE COVER -SEED AND MULCH . . BffORE PLACING flLL MATERIAL •,,,, 'J-2.J::.l::c~~ 6 INCH TOPSOlL S2 LAvel / '''>-..,, ·, ' \<). /'· -:' -~-'·_; (:• ' IN EXCAVATED AREAS SPILLWAY BERM STRUCTURE DETAIL N. T.S. FINAL GRADE , ' Cc~MP;;;ED s1 'BACKFIL~ ' '-<." 2·,1 • ,fa, ~1\~~--• / I • / ~ t, / 095% )4A>lo QRY ,OE"/SFTY'. ) APPROX. 18" x 6" . ' ' . · , 1-,,,· /-s<f' )~ ,, . ; ·-"~-GROUT COLLAR (TYP.)' . ' ' ·, _, f "'', i'/,'c "i> . j<'' ~ ' '/, / EXISTING 36"¢ / CONCRETE CULVERT \ V -:. REMOVE EXISTING DAMAGED CUL VERT APPROXIMATELY 15' L NEW 36"¢ CONCRETE PIPE APPROX. 16' 'i,-' • '"'""' , \;~"~r , ,--c:;;·,--, '!'.t"{\-· 8'" ,"c:• _ ·,'""_r~' j ' -------: :-pP-1· 1 . ~~ ' ,.,.;._,.i:>'•JW,. !'-/ · •~~ ""' ''T 7£"'"~·+, ""'/" ,, .. ,,. --~-r/ .. ✓ .. ,? ,c.,. ' ·;;:.:~',~',-' -\:•'.,' <~<.v~.:--->;:<s_,;<_,. < ~-'.;~-~---?. •:,>·-'<::<. / · 3/4"0 Cl.EAR STONE' LIMIT OF E'XCAVA TION BEDDING, A2 CULVERT REPAIR DETAIL N.T.S. SAWCUT EXISTING CONCRETE SLAB FIN. GRADE ELEV. 658.00 r COMPACTED NATIVE_/ ,; BACKFILL "--= , -='J .-=r RUNGS 0 12" 0/C (TYP.) ~ -'} PIPE ENTRY WATERTIGHT (TYP.) I ' I + SUP LINING 30"~ HOPE flPE FLOW c:.=..=> APPROX. 15'-20' TO Bl AOJUS Ito AND CONFIRMED IN fllLO I j I NEW CONCRETE 36°0 PIPE I I 1 I ' , ROUT (TYP.) ADJUST PIP[ END TO EXISTING GRADE/ CONDITIONS /4-, ··Y-------I I I 1 0 I I 1 , ' I I EXISTING CONCRETE CUL · . . . . · · . \IERT \J -~ /\m,r~y INV. ELEV. 649.60 --:::.,;;i ----.,. MOlSTURE RUN --OFF EXISTING 36"¢ _,,,,. [' 3 CONCRETE CUL\-1':RT "LINK SEAL" s·• PrnFORATED WATERTIGHT PLUG PIPE , I I -/~GGRADE ~ -3~.: :RAv£L COMPACTED BEDDING, A4 / ... I \_..,,___ ~-__ ., _______ ~----.. ,_,.,_. __ ~. ---·---~.,.,, ,,., ____ _,,, ......... -..... -\ -✓-.,, ... ,. \ \ { ,·-.. \ \ ·~ ,;.-,. y :-,(':'I,-,,,._ \ l \'~ ~\ \ \ ,..... \,: . " r .... I i i ;;, -. --'j;,,•--.~ .. , ,). ... , ' . . t . '· ' ' 1:x-·'< ,/' \ __ . -·\·). . ('", ···~-~,, ·), /1~"' \ " \'; , ' ' .. , .. !'._ ' \ '\ '"i ' \_, .; . . . l ··'-, ', . .,( \ ,,-·\' ,:--,, \ \ \ . ,.,~'--'. \ . . ' \ \. ,\. a-,1··' 1 \· .,., 0 \ ' \ \ .... + . > ', .:. ' q .. • ' ', If} ~ . < > ·-' 1') \ ~~, I-' \ . + f. ···., 1'.IC >· i ,. . \ I \ // .· "i. ~--~ -••• •,> -----/ . ',,_ .. '_ J(/)··. _ '\'.£ti65. f'i'·~;' ',,, -.·, ' \ ). ~\...< r.p ·" '\~• •~• ' • '.,'• I "'t ,,., ,i -· \ ·;'" ... .. ' E;L.65.4.70 \ ) ___ \ ,, ·,; .. ., <✓" " '" \ "\ ' ,. '\, \ \ ' • I • ~'!""..-'··•~J---.~J..,,, '"'" ~-'"'-_:_=;.:· . ,_;":";:!c., ;.,-. • CA50r.•· ·:wo.· A<-o>, .. _,L' • So'' -0-"?'" \ ' 8'-'111 I n +) "' .... .... :,i - . r -~o.t 'i'{A,·;' · ·El.663.J0 ---·--···---,/035) -;.i-1 ,I f I I I 1 ',r I ".'t-<'.' T}--, {. . i J-\ r/, .'0 ,' r / -~'c'l, 'Fl.662.00 ... ~~ I 0 20 50tt - ----.... .::::-.-.... 1:;r,.,~;1:·:,-i-, , / I ,-, !.,-,~,:,,.p·[~l-.. J ..-, , lO / ,, ... -· _,.,. I " •·· •· er ..--/ PAD . / +..,_,,-" :/ 1/Y / --~---~ + (/) / ... I I < ' ,-.. ' I (/) , \ I ,• / 580I · l , ! / \ / ' ' ' . '' £L66ioo ' £165/9.00 / // , ., ~··---.. ~ ~'. ~ ~ -SEE DETAILS THIS DWG. MH3rf ·--.. ...,.,~ ---···~ .,....__ ,, ,· ,/ .. , •,/' :5~~0El~;= ...,_ r ! j -., .. , ..', \ . J .. •'! . i 't ·•/ __ , __ .:_\_ ______ .' . ■ --,-:~:-----=t==============--~7!=~0!'.l~~~-~LVERT::~===--\., EXISTING 36"¢ CONCRETE 'cul VERT TO BE SLIP LINED Wini 30"¢ HOPE ·v ',/ ==-=====------------' "tt2? --~ / . --------=========-.----~!:'---' ·-i --..... --~-------.,; ' ,.-\ ' '"""\ APPROX,~ APPROX. 123.5' . , :: , ' 'i(Y_ r, ZONE OF ·. . INV. EL. , ' ;._.' (. ·.-; . '.' '. :r, (· ~-( ~l _,. ••• B 670 668 '"\, 666 ~ ....J U) 2 < 664 ..: ..... ~ t5 662 ~ ~ ~ 660 L,J 658 656 654 I J~ I CS' /<5'.> " / -· I I , ' l I ti ....,\. f ,, ·~ ·}-~ El.663.J0 DAMAGED CUL VERT } , 6~ .. 60 TO BE REPAIRED ' ' SEE DETAIL nilS DWG. ££.661.1 I I ' ( ____ , E//6511.00 .:/· // __ ,,,,,,-/ / , / ,,..,· / ,. ,., ·•-,,,. _./ ,/ ,.. .. -' ~ ' , ' ,. , .. . , . ,,_ , . tr.,..,,: n.0(14.'{0, n.664. )--y~-----/'"·t , ,r~-•6:21 t'"":t.. •-x···;:-• • ·et'iit12. M r~ .... t/' ------.... --_--. ,. ,, ! \; . ' \ 'J, ~--'\ \ 0 t, ( .. t;; \ ' ' !!' :, w /'.: z :, ~ ; i [ i'. I I.._ __L \ "' "' + o· ;!.. V, B . ·, :1 ;c;-+ ,N .... ..... V, r -~· I _,..,_w~ , ,.r FLOOD LEVEL 663.10 ---~NG GRADE -----------.....:.. --·· _. _._. \. PROPOSED GRAD[ 0 N ~ ·< t;; ~sup UNTNG 30" HDPE PIPE <O .. i-·••'' -~-"' -·--.,.tc ~-,:~-/--.,· Y,~M Ji ~ B' ----~-·------···-·-··~--·--· !· --~.. __.,,., \ :: awe s,e """ -~:.:.·~~._1~ •t/ :·' .-... ·-. .~ .-.~-~-~,,,_1---1c.~_~--,~-~(,~;:~--i~E-~--?_~_'._§~.-~-: "~: ·-...., ___ :--... ·. . ·-_,__._ .-_; .. ~ ,./r--' !-).', -, 3/4 "• :~E,AR/--~-~-:::;;,i-:-.--A-2_7 ____ -_ ;.-_-:_-__ -__ -.-... "" .. "'. _,---_--_.,~-. _""_,_o.J:.f,µ, CONCRETE BENCHING 652 650 EXISTING 36"¢ CONCREl'f: CULVERT ---·---·-0 0 0 0 0 EXISTING 36"~ CONCRC-E CUL v£RT PLAN VIEW LEGEND .. , ...... , ..... PROPERTY BOUNDARY OITCH OR CREEK · .,,. FENCE LINE APPROX. LIM11S OF LANDFILL -660-PROPOSED CONTOURS 11 I al PROPOSED BERf.l N.T.S. +££.615330 TOP OF BERM ELEVATION 8" -0 50 SEC~T9.N@ MANHOLE 2 Approved -· -----------+-·------t-----1 1 I RE\ilSIONS TO 95ll: DESIGN SEPT. 22/94 I S.M.Q. ~I R~~oo Dote lnltlol 100 150 DISTANCE (ft) CROSS-SECTION B-B' SCAI I H 1 ' -20' V: 1'~4' JAOCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA SITE REMEDIATION SITE SPILLWAY, GRAVITY DRAINAGE LINE AND CULVERT REPAIRS 200 CRA RECEl'fEO 'MI\R 10 1 '1995> '$\ll'EitfU~D SECTION 250 CONESTOGA-ROVERS & ASSOCIATES Drown by: I Sc6!e; .. -.... --·~ate: JRV I P-39 AS SHOWN SEPTEMBER 1994 Designed by: AW , fleld book: I Projec1is'59 I Dro111ing NG4 Checked by. SMQ I I 1 J ~ ~ ~ ~T > cf -
RE STORA 170N VARIES "-""'-•• -...""I. ~ .. ·> . ,~, Jr . .,,--:. ;~ --. , :· ,:). -, ... ~ , ('~ ,.-.;,,,f' 1\t -; ,. ····: 7-!' ·1.,:1', .... ~ ( -. -,,,~" ............ ~".::' \\ ,~J-~ ... ,, \(••·"').1•~ef·"-~1~,, .. -• 1-.. -•.f'.l j • ..r_"':). I~ ~I tt-, I' "":. • ~-: ): ,, ""· (J~'-J~~ ,.., > ...... , ~ ~-"'-J....; "~~t.'· <'. , , '"I '';o--• ~ . , .. ,,, ::X i.., •• ·1.t1 , ,· ~y~y-= .. "):t 1 : -·4.,_'-'7' ,.,'5, -~~ · 1 ~ I 1 · I f .. \'H )'Yi 6, ,,,/(--' · ··.:•,\:rv 'J:!..1 ~.,.r r1:1't-' -;:;.:. ' ' ' 'YT,\ /.,I) -·;:, .~ I ., I ~ ,,.,,__. _,, .. , .. _ ... '"' ....... ~ ,,...___' -,:;-" ~ ,.,_ ., I I,' lf<'l"' ' ,~,: ' ~~, I •!\"'i!..,{V"VARl[S r-· ~.,.;;< tf\ '<' ~"fl,' -~-, / ~ \~~-' kl,.;, ; . ,._'I~-,·,-,-~ I f~.,,.._,,'f'.}-, .. 4'-o" MAX. .~r ....... ,.'., •':,\( ,•J • '" ' L '..,;-:,'><-/-;-!-( •1f'~'\t"' ,...... . ,_,, .,,, 3/4"• CLEAR STONE. A2·-~ -GEOTEXT,LE CLOTH TFRRAflX 300R APPROX. 10' 6"• EXTRA STRENGTH PERrGRATEO -HOPE CORRUGATED SEIM':R PIPE COMPLETE WTI, POL \'ESTER SOCK CONNl"CTIONS TO BE SCREW ON TYPE INSTALLED ON SURF ACE AND LOWERED IN TO TRENCH. L-30• __ J SECTION@ CAST IRON FR AME AND GRA 11'. '---· -.. ~--..Lt 't t'J'_.'UC.'f._ [: _______ =----. !.I L-RESTORATION TO ORIGINAi CONDI [ION __;,_-...;, t . ' -r:-~.· -~t:;"': .~r,,; .,'-""(-\,.'\.; ,..-,. 'r\-J·-~-} \JI~✓•,,--.. •. '\, ·r i:'" '\:. -'.,J '(', / {' ,1-.... ~",.1.1'.w_; 4'-o· .,.__ -~,..~-, <!· ' , ~ ~,_,.,..I ·1,,'i/-::<I -~--'.>' ' ~-,r,_, '1 "~, ;,"'--l ;1111, .,,~ '_t, ').(-t : -:-r--.;\ ,$ -: ~~ ' . ':-~';)' ,-►, ... ..._,~\'" '. ' ~-1 ti" i RE STORA 110N TO ORIGINAL CONDlllON I (EE owe. E1 FOR iCONDUIT REQUIREMENTS SANO -"" BEDDING 11 4' • . . ,~:·:: J -0 MAX , ~ l ~2·-o·j~ 12"• PVC RIBBED CARRIER PIPE -1-2"~ HOPE SERIES 100 FORCEMAIN 1-1 1/2" • PVC LEVEL CONDUIT SECTION@ . '-f,..-. ,;;;·;➔ >-::t_, ~T:_~ -;°,,_:---.-!ii f . ~ . ., :t->< ,. ,. ' '1/,, -,~'"///";;, .. ,, .• ,A;,_._•., ·~ , .... \ ''"'' ->"'"> ,~ · r,:·, -' .,\ /-!· · w 4• o· ~~'-' ·,j1· Ki~;,': 1; ~~ /})'/, ,,_4. ~'_h,:-,;<-,;:1 /, SEE DWC. El FOR ·.: l_l,,:,l'o't '\ , , J 1 ~""-'~ ]---7 ' . 0 RESTORATION lCONDUIT REQUIREMENTS ; •~::!i:¥1,--, SAND BEDDING 12·• PVC RIBBED CARRIER PIPE' =-~~--BJ~_ 4·-0· MAX f ____ 1 12"• PVC RIBBED CARRIER PIPE 1-2"f HOPE SERIES 100 FORCEMAIN 1--1"0 HOPE SERIES 100 FDRCEMAIN 1-2"• PVC ELECTRICAL CONDUIT I OCAL DISCONNECT LOCATED IN-STEEL ENCLOSURE LOCKABLE SI lE TO SUI TE ANGLES LAGGED TO PRfCAST TOP f 4'~0· 2·-0· __j SECTION@ -2 ·-3dx1 /4"L GAi VANl/1 ll SH [I PUMP DISCONNECT SUPPORT CAST IRON FRAME & GRATE FIN. GRATE AS SHOWN fL ·='! t:,. y~.,\_ Y, ~ ~ ~ '! 0 ' .:-.:,1 -.1/-'-;4-·'<tfl:·J > • ''I,·.,·--~-' ..,; ..,,,~''"'(' .. ·t,,,.-•t··, :;. .-:',i., J,· • f-.._ I 7<--NA flVE' BACKFILL S1 COMPACTED TO 95% MAX. ORY OFNSI TY L-RESTORATION TO -ORIGINAL CONDITION ,-\,"-.. ;: ;> ~~~~-/ ~t -.\ . i::_, .->; ;;,._ .,,,,... V'l":: ; 't: ', -J. , \;, -,,,:i ;, -A: ) PVC COATED LADDER RUNGS (TYP.) 48"• PRECAST CONCRETl -CHAMBER 5"J PERFORA 1[0 PIP[ i'=---···:!1 l'=~---= . ,--=-'l ' t 12" Qc~~=c!J r l'c-c·.,==-'l l:'c=~===='l l'c=c=c,'J = =--:.=l C:.-=::.~==-:....~ >\.• ~--..--, _. ';-., ~ .•• t./.,~ ,,,1:rfa, ,4-.. -4_., I ' /'.,_'..,.\'I ... J.. ' ,7'.I ,,, ,I/ •. _,·,. -~, ,':, ( (,_--~,-,. ""1 ,, --.... ',-:'. ~ ..... \i-I.---,-_,, ;i. <~~,• . . ,£~) -..i"'---i \_.'•·-II --;' '· ~ ~/',f' ,~ ,;:,,,.'! •"'--' t! '-s , , ~ ·;;,-\r'., ·''.i·'1 -r;,..,,-,.; .~..::.,..\'·L·./ , ,,,.,. . ..,,/1.,:,-.__, J.~ ._.~ . ..,-,''✓ -~ ._ I ,·-I )I ',:._ , , '-,;~ I .. ,,#/ •~ . , ,,~. ~ 'c.~.:::-~ ,,~ · ,., '"-vT . ,, ~ ' \ -' ·..-:.,;. '. _,,.~ ~'-· / l\' }~ : ,L-...q. , ....... ____ ,, ~. ·1 ""V_,i!' r-..-,,.•, '{.\, I.,.:.._,, 1..,/.J ,.,...-,L,..._ ~<€~-Afl·-1~-~;) < 1 ' • ,,, . ,,, , •f /' -~ . '.L -, . J ,· ;')<;-j \7 7'-,>-) , I. I 1< ., 'I' 'J ,,,.,, ·1·<'·-•,-.: ,. l J '"-:_, <;:, ,1_, ,[ }f L.:..:.. _ _, Ii.' 't,,7-, , I ELECTRICAL CONDUIT so·~ PRECAST CONCRETE CHAMBER 12•• PVC RIBBED CARRIER PIPE 2•0 liDPF SE F< fS 100 fORCEMAlr-1-HOPF x GAL V. STEEL ADAPTOR -2"• SWING CHECK VAL VE -2"• BRASS BALL VALVE 1 •• GALVANIZED -STEEL PIPE GUIDE' RAil S ?"• FDRCFMAIN----.. / 314"0 CLEAR STONE, A2 All AROUND PIPE AS rm@ 5"0 PERFORATED -PIPE 0 0 PVC COATED LADDER RUNGS O 12" c/c -·v--,t-'----v-----.:,-'~ D D O O D D O D Q n e e P, e I I f C::::----? J f-~-"-ft e .., e I I 0 0 0 D O 0 • • 0 0 0 0 0 D lj s· • Ef' • ·'~)' ; f,"'; ,~,,~ tt ,"''~ "· ~---,,:~,i}iJ(~·-<irJ>:)~•,;.~~-:~.§f.~-<-;··:.v~,•·---t~,..,.~ ~ -BENCHING --6" 3/4"0 CLEAR STONE, A2 ·., ~-~lttrt~:ft~Ui~~/ 'R', ,~~~ ·1' ,.._,,, ' ' \ ~;,. '"'i"" .. -.-1...-·: ... " .... , 'i --:'I-..,.,. \ . '\:~;,:;,-;,<i_, -?,~,fit'i,.V! ~'. ) ....... ~)/,,..,,._,.~\'"--r, , ,,,,~~ ·,;./'-·;,: _ ··~ /_.~r' .. ~ ' .-...,·..r1"',"f ,r,,,,__~ .,II 0/. •"' -:\'. "i'' .,.-.. •. bJ_ ~ , IY'(~ :·1-,~ ""~.1 '\-.'1 · 1 .,, :.-:,--". f' ~ ":\on , ! \;,t ..,:-""J~"-,-'s' --,..i,, _, -NATIVE BACKFIU S1 't',~ /:-"l'';\, ;·1,-';fc ' ·, COMPACTED TO 90% . r-~--·L~ 7t -,.; -1,..,;,,. ',>, < ,..,-1 j'7'-·' 'i ., ,'::, MAX. DRY DENSI r'r "\ ,~., .,,_ \"'. I ' ,, ,) . ,,., ...... ,.;,. ....~. ~--;,,,-~'\ ,"\'>r""'/ ~I,• ,~1/ 1.,~-~ V ~ <:. ..,, • ./ ~" ,} ._, ' , J'-.J,;, \ '-.,_, '.-\ •. ·qi., ,·,·. ' 2' ~ '-;,. -'>'>!:' ,d-:-4 ·; ,i ~-.' ,-< ·c • ,.:r. t ~'i' ' [ , ...,. ), 1,;,/,.·00 I l" . ....._ -~ ,.,4,,. .ll--.:_-... ,,,.,..41" --.":...0,.., -;5.._: j_r..,I.. ') ',-' ,, ·1' ) '· ., .:~-.,,,«-,-.. ,,. ,, I ~,, •• ,<! :.L , J·. 'I,~ ,J -->~ \ ◄..:«,.' .•. /, -/1 / I Yr,.a,L ._. ' '\, ,.,~, ,. • .. ,~ _")..•-...t\ -' ~ , --PITLESS ADAPTOR SECURFD TO PRECAST CHAMBER 6" -3/4"~ CLEAR STONE, A2 TYPICAL COLLECTION MANHOLE DETAIL MH12 AND MH5 DETAIL N.T.S N.T.S. NOTE: SEE DWG. G3 FOR MH12 LAYOUT ,. ., I / \ CASON STRE£~ ' (SIOEROAD 2035) ~ ' \ . \., \ ".--\ .,..., ., ... ~--_, ·•-~·,-..... ., •~-w,...,,,._, ~ ~•-•--••~ ..,,.,,!" . ...:,,, -~---~---. -.,;,._., ___ -~ ---~----~--. -·~ -'<.;J :i'.:t,t 'f :'t'1:!' f~....-''' •fr ,-,. __ ,.,' i:': ... ,:_ \', .----::-··:::.--I J l...1:r::~. r• _ .. 12"fll PVC RIBBED CARRIER PIPE , 3-1"f HOPE SERIES 100 F"ORCEMAINS l-2"f HOPE SERIES 100 FORCEMAIN 1-2 1/2"111 PVC ELECmlCAL CONDUIT SEE DWG. G3 FOR FURTHER LAYOUT / 12"111 PVC RIBBED CARRIER PIPE 1-2"111 HOPE SERIES 100 FORCEMAIN 1-1"fll HOPI: SERIES 100 FORCEMAIN 1-2"111 .PVC ELEClRICAt· CONDUIT ' ' -lREATMEN'T BUILOlr-«, -; ------_-,, OMHS . . ,. -I~~: i'RAME 654.00 INV. 6.38.55 26_g• _ 6·•.PE'.RFORA~ Pl~ o 1,5,r; ___ -0-~---. --, / ' FIN. F'RAME 659.001 0-INV. 641.24. T . • y ., ,.,:.:_~:;;., ---• -~ ~-,.,..,.--·.• _ --~~,-.;.._ ,.~•----•u•e ~....._._...;, • ' ·, MH2-FIN. FRAME 657.00 INV. 641.68 COLLEC110N MH (TYP.) MH1 FIN. FRAME 657.00 INV. 642.68 • ~~""!.. -~~.... ,,,--.,--T/ .J--♦ I '; \.\ I . ! I'/ ,. 'l !,~ .. ~d, -'<' __ · :' ... ___ ,_ . ·,1-", 46' -6"tl PERFORATED PIPE O 1.0% .. . ----,-. 'SEE QWG. G4 !!'OR MH2 ,_ · SEC110N-ANO DETAILS !18' -6~fll PERFO~ATED PIPE O 1..0X ' -L .,,.:-,-.,_,...-,, MH6 flN. FRAME 651.00 INV. 637.48 1-1"111 HDPE SERIES 100 FORCEMAIN 1-1 1 /7-0111 PVC ELEC'ffilCAL CONDUIT I y )i I\'" ·---·-255' -6"f PERFORATED PiPE O 1.1:i ---'------------.J.,~.-. ·-·••' .. .,. -' ~--.. --·, -'· t_•'I.; •;,.(_ . . 12"f PVC RIBBED CARRIER PIPE 1-2"111 HOPE SERIES.100 FORct:MAIN 1-1 l/2"111 PVC ELECTRICAL CONDUI GRAVITY DRAIN COLLECTION SYSTEM PLAN 1'' = :,Q' PRECAST SCHEDULE -----·-·-··--DESCRIPTION M ANHOLE 5 MANHOLE 12 ---------- -. -·--. -. CHAMBER INVERT 635.00 654.00 --·--------PUMPS OFF 635.50 654.50 --------LEAD ON 638.50 657.00 >------------·--·-·-LAG ON 639.50 658.00 -----------···-----+--ALARM 640,50 659,00 .. ---------TOP OF GRATE 651.00 665.00 ·---' ¼ ., ·,,_ ' ~ \ \ \·. ·;_--· 7 . r· ! 1 .. . --. 6!"it1 ''. -'~,1 ;: :.-:: -~ \ \ \ . ·-•· , .. .., I \. 11 148' -6"fll PERFORATED PIP.£ 0, 1.o,i; \S ,\\ \'(, ; ', . t,\ I.' \'t, ' . ·._ \ ,·.\ . . --~ '\''\•~ /. \\\. \~ly '· ,y\-,\\,_\ ) ~;. \ \ \ \\ '\ .. '· tiSo '· \ ~\\ ' . '. ' \ ' ' ·-. ·., \ '\\,'~--' . \ ·, l!;;-, "H5 •\-_ ··-,,i ... I \\\ ·s·~ .. ~, i l \ ' _ _1 ~ ,\'. /, 'I -_\ '· .),·' "~ ,·,+. .. ~ , ~-· • ,. __ , ',s,•,. / "-. ·, ••-'·--..,_, ., ' i '' '·' : . ,'\·-' ·,. ·-~-:---y '-•• ,_ --~--..._ '-:\,:, -·----.:·-... . -.:::,s MH5 ' , ·~. FiN. CAS11NG GRADE 651.00~0 "'J'-"·'-'' · 6,,:1 '\ tN\IERT OF CHAMBER 635.00 ~,0. ';:•Q· 6"~-COLLECTION PIPE INVERT 6~ · .,,,. .. 12"111 C~RRIER PIPE INVERT 645.00 6,-........ . ' 6,18 ,.-.,, "-\~ ":--< ~-·r-·.-' • .. \,-,::''·,_I(_. '· .,. '---, .. ' . ', ""'\. '$48 ~-•. ,, ~ ' ·~ ~ ~ C \ 6· ~ ~ ;, '<, ,. C L-9 I RECE\''ED\ 1 MAR O 11995 \ sol'cRf\l!-1D SECTION ·-------J--------l1--J1 App,oved JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CRA 1 I REVISIONS TO 95% DESIGN I.fl Re\llolon SEPT. 22/94 I S.M.0. Dole Initial SllE REMEDIATION GRAVITY DRAIN COLLECTION SYSTEM PLAN & DETAILS CONESTOGA-ROVERS a ASSOCIATES or·awn bi--BRh.1-J"Scol\s SHOWN oes1gne<1 by. BRh.t ale: SEPTEMBER Hl!l4 P-40 field book: Project N•: Drawing NI: Checked by. !ACG 3669 GS .....
ill FlLITR FABRIC· 2:1 (i_ l '· 'MRE FENCE / , '.,, ,,/).'/ , . ,;, 2. STAPLE 'MRE FENCING TO THE POSTS AND EXTEND IT INTO THE TIRENCH _ -----·----<t BERM---~ I • • • i COLLECTION SUMP • 40-mil HOPE LINER <~i:; ~---1:::1;.·_:,~~_...-, .. ,_b ~. ·, ,C-5~ 20·-------------8 3/4" GRANULAR MATERIAL, Al 4" COMP ACTED _?AND BASE, A4 GRATE -DISCHARGE FROM SUMP TO TEMPORARY HOLDING TANI< EXTENSION OF FABRIC AND WIRE INTO TRENCH 1. SET POSIS AND EXCAVATE A 100 X 100 !RENCH UPSLOPE FROM AND ALONG THE LINE OF POSTS ,.\t-,_i_~ . __ ' ~\. ;_. ,_\1t 20' EARTH RAMP 3: 1 I ~ I I I I . ;·-;_ l'j:. il_ ,:.~•1;;1 , -,Jl"':,, i1.-r, ~+--_l ___ _ / ' >,/ ', .. NJ2J.£,S;_ 1) SILT FENCE HEIGHT TO BE 900mm A□OVE GROUND, CONSTRUCTED 3. AITACH IHE FILTER FABRIC TO THE V.RE FENCE AND EXTEND IT INTO THE TRENCH 4. BACKFILL AND COMPACT THE [XCAVA TED SOIL OF NON-1\0VEN POLYESTER FABRIC 'MTH MINIMUM TENSILF SrTlrNGTI-I OF 530 NEWTONS (MIRAFI P--150 OR APPROVED EQUAL). 2) REINFORCED BACKING TO 8[ 150mm 'MRE MESH, OR APPROVrD ALTrRNATE. 3) POSTS TD BE STEEL T -BAR FCNCr POSTS OR 100mm X 100mm PRFSSURF THEA TEO WOOD, INS' Al.LEO AT Jm MAXIMUM SPACING DRlv!:N TO MINIMUM 45Dmm BELOW GRADE. INSTALLATION SEQUENCE SEDIMENT CONTROL DETAIL --r·---17" 36" -r--48" ~ 2" ! .J . __ L ELECTRICAi CONDUI l ·"._ I, ____ _ 1 •o HDP[ f-'IPING TO_/ TR[ A TMEN r r ACII I TY 3o•x-30• ALUM. LOCKING ACCESS HATCH\ CAST INTO CONCRETE CAP -· 7.~ . . . . , .. • .,. . , ~ • CONCRFTE Fl.AT CAP • • • • • • • • ,q <I \,,/ t•-'4~-• • ~ ................. ::.LL.<-~'• • u• (4~~ .. , • · 48"o PRECAS T CONCRl lf RISER --~ HDPE >< GALV. CONNECTION ' t: .. z.., z:,. ow ::,;z C) ·, UNION >/ .._ GAl V. CAP / ,'-. ' ' ...-----• • 1 •• x 4" GALV. NIPf;LE 1•• TEE SLOPE -------, • ,;: , ,.,-' ,/. ' ' -~ . / '-; :--.,,. ' ... , , //' . ', • " • NATIVE BACKFILL EXTRA STRENGIH COUPLING '-..__ SANITARY WELL SEAL -8"t STEEL WELL CASING 1 •o SCH40 STEEL RISER PIPE WELL PUMP c/w CHECK VALVE STAINLESS STEEL WELL SCREEN NOTE: SET PUMP TO MAX. 40 ft. BELOW GROUND SURFACE. EXACT SETTING TO 8£ DETERMINED BY THE ENGINEER TYPICAL EXTRACTION WELL DETAIL N.T.S. 1 I RE"1SIONS TO 95:tl DESIGN ~ Revision ~ '1/' 1KG BORDEN 1 1 /2" SIZE 7, GALVANIZED 1/4" ANGLES TO SUIT 'MTH STRAP ANCHORS EACH SIDE DECONTAMINATION AREA ~ I I I I I I I I I --------------____ J 2: 1 -30• ---------l PLAN VIEW ~-r--1-. -_.~.-.· ' , , / , , ,, ' / ' / / .. /. ;' / /' . / /' 3'-0" MIN, (;()VER' EARTH RAMP 3: 1 / ... ,// / / . ,' / /,,/· ,,,/ // • • ,-/-}.-. ~--"··. ' .>.... ,>I_,........;;::~·-:.;.~'~·~-: .:, _,-,,; :' --~ N / ~ ~ _lll: SLOP[ ·sv _, ,. ·, ., 2· / (TYP) 24"x24" CONC. CATCJl□ASIN SECTION_/ SE~J!ON(j) ,. ' DECONTAMINATION PAD WA IT:RTIGHT MANHOU. fRAME ANU COVER / I CEMEN r PARGING AROUND FRAM£ . -I s=:·· ... -·p , "·':')t ----_____ L . ' $d • --,-• r ---. • ' , / I ' ~~-~ --.L. ..-SOIL CAP 1 -, ' ...,,......... ,· .' .. . , ----. . '---::-// .---f-~ c;, .· B" // -· 48" • CONCRETE PRECAST RJSER • / / // cXISTING GRADE POl YfTHfl ENE SERIFS 160 Pl!-'ING ANO t If IINGS SCH 40 GALVANIZED STEEL PIPl ANO f ITTINGS Appro""d ---t---1 ·---· -~-------3/4"• '\ ~ ; ; ·Q a1 t . ) d -BRONZE GLOB[ VAi VE I . • • d 2·-o· 6" ~-/-.r--'-· '.:.'.::'./;_' ..:l_L_:~~..:!.'._ _ _il -~ -···-·· I FLOAT VALVE 2'--0'" 1·-0· ,(. :, ... --~/>·' ·, ,_:_" ,' ".' . ' / ' FLOAT ASSEMBL y -/ \__'I<"°'""~' '"'') VAPOR EXTRACTION/AIR INLET TRENCH ,,,,,,-8" PVC OR 32.5 PERl'ORATED PIPF Sl1UJNG 'M'.1.L, PERFORATIONS TO BE 4" LONG SAW CUTS '..,/ >. _, "· :</"),, . ·'/'·,. / / '/ '· /,, ' ~;--_."-, SOIL FLUSHING SYSTEM FLOAT VALVE CHAMBER DETAIL N.T.S. J __ ----9• -o· CRA i@<:? ,,.-. '1/' / .-,· ,.._ ~ . •!,'' LINER TO EXTEND 6" INSIDE CATCHBASIN SECTION DISCHARGE SUMP r-=R=ec-E---:1...-,:'V="'r: __ O\ MAR O 11995 5\lf'ERfUND SECTION JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS a ASSOCIATES SITE REMEDIATION -OrOWn-by. R.F.M. SEPT. 22/94 I SJ,tQ. Date I Initial MISCELLANEOUS DETAILS Designed by. M.C.G. Checked by: M.C.G. I Scae: N.T.S. Field book: ate: SEPTEMBER 199~ ile P-45 Project NR: Drewing N": 3669 G6 SEl'T J ~ \S\ 0 ·y; £
EXISTING LANDFIU SITE --, -.-< --,.«1::. '<. r-------1.lJLL.1J_Ji11 __ ------------.. ---------·-3 -=l -I] / r 25'-o" ~ 25'-o" 7 -I / \7 \ VACUUM TRANSDUCER \ LOCATED ON 4"x4" WOOD \ ,:osT (TYP) \ -~ ., ,, ~-' LIMIT OF FORMER LANDFILL AREA \ ' \ \ I • \ \ \ \ ' ~ □ ~, 18 80'-o" ;-0 ,, / I I/ I I I ·-·-"' ~---·. I ' -·-···-· ·;.r ..... _ -_ ,. ,. ···•----·-·---_, J"" .• (;/'• / ,.., ... --( "'.a."" -· -----.-• ----~--6" C~LECTION PIPE INVERT 661.0 120' -6"11 PVC DR35 PERFORATED 1 COLLECTION HEADER O 5.0ll: ' -~c--•--. _,..__ ____________ _ Ti111i1~ fl ___ L ___ 1lilJJJJhLl_ ·---· -----__ J;_l_ ___ ------------I· •,' / i ! I i 1 o" x8" REDU R ---· b·r;· . f,'Ji) fl--0 / .,_7··----------··· --· ·----·--tASON STREET i ~\~ ! (SIDEROAD 2035) . ..,.,...::...------·-·--·-·· ______ _,_. ,,_ _ ·-~ , .. ---· . -· ----·--:-:.-----· ·-·---",=""'"'"~ '/ I ( ' SOIL VAPOR ---EXlRACTION EQUIPMENT l3UIL T ON EX. RAISED--· CONCRETE PADS .-FIN. FLR. ELEV. !168.00 10" DIA. SCH ~ PVC SOIL VAPOR EXTRACTION HEADER c/w 4"x4" SUPP0RTS O 18' c/c ',\ ' ,(. /. EX. RAISED CONCRETE PADS TO REMAIN , ;.-. ~ ,_ --, ' r_;!"', 100·-o· D HEADER SLOPE TO t PW3 ~..,,..-----, Q Q CARBON EXTRAC N EQUIPMENT / T : TANKS 1-1 o II I / / on --; ' / \ / INLET GOOSNECK I; / I I // j I --I / ·, ; '.: : /, -\· f . 1 1/2"!11 LIQUID/VAPOR SEPARATOR DRAIN LINE 3"411 SCH. 40 PVC PIPE ~ INSECT SCREEN 3'-0" TI-IRUST FLANGE I /SOIL CAP ,..'.-:;-...-/~ ,;. )'_;7·_/, •/,·' 'TT ;,_ ·-_;:/ . .,., .:,--:_ ./''/ /. /:-</' .,_. ;/-;;;;;7,)?,?'.;;;:~;/,~,~ DE E!j E.f W1ZP&f..WW~ ,; .,,/,/<<,<'//,.-;,.-;., ·' ✓,, ,' , , __ .. ,. .t:,,, .••.. J~.t-.I ' .. , 36"!11x6" DEEP CONC. -RING CAST IN PLACE GRAVEL PACKED--AIR INLET TRENCH 2'-0" INLET GOOSENECK DETAIL N. T.S. RESTORE TO ORIGINAL CONDITION I 1 \ _ SOil FLUSH/NC SYSTEM , FLOAT VALVE C/:fAMBER / ,,,.,, I I GEOTEXTILE CLOTH TERRAFIX 300R . SEE; owe. G6 FOR DEfA/LS \ \ -TYPICAL Of 9 /~~ v~, \ \ ' ' ' i LIM OF' NEW SOIL CAP ""' --+--\ •' 3/4'° POLYETHYLENE SUPPLY FEED ro SOIL FLUSHER ' _/'"''-., .________ Pl111\l\1\'1f\1l'r1T\'\.' ~----' ~LOATATION CHAMBER (TYP) I ---' --_;__ ----, '< • --------' T°EEP x 80' LONG 16" CQLLECTION PIP!c IN_VERT 662.0·1/ l~A~OR EXTRACTION TRENCH. ~-------------'J {TYPICAL OF 5) I i ------~ --; -=_:J1l'11V .:_:c~"--'~\~ --------~ ······-._.;.:.:.~2·;.,; HD~PE~P=l:~E..,~n~" ()-200' -6"411 PVC DR35 P£RFORA TED COLLEC110N HE:ADER O 3.5,. 9' DEEP • 100' LONG AIR INFILTRATION TRENCH. (TYPICAL OF 4) 1 1 /2"411 POL YETI-IYLENE SERIES 100 POTABLE WATER SUPPLY FOR FUTURE SOIL FUSHING 1/ / SCALE: 1 "= 20' / / ~~#'/ 'Y / / / / MH12 FIN, CASTING GRADE 665,0 INVERT OF CHAMBER 654.D 6" COLLECTION PIPE INVERT 655,0 1 1 /2"f SEPARATOR DRAIN INVERT 660.0 12"!11 CARRIER PIPE INVERT 659.0 -------' --. 3" ISOLATION/VACUUM CONTROL VALVE c/w REDUCERS 4"x4" PRESSURE TREATED VACUUM HEADER SUPPORT POST O 18' c/c SEE DETAIL 11-l/S DWG. 8"!11 SCH 40 PVC VACUUM HEADER 8x8x4 TEE 4"x4" WOOD SUPPORT POST ANCHORED 3' -o• BELOW GRADE IN CONCRETE MIN. 2' -o• FROM EDGE OF EXTRACTION TRENCH STEEL BOX FOR VACUUM TRANSDUCER LEGEND \ •· .1 ' 9' --o• TYP.1• GRAVEL PACKED VAPOR EXTRACTION TRENCH (TYPICAL) CONTROL CONDUI r INLET GOOSENECK VENT / SEE DETAIL 11-l/S DRA'MNG /SOIL CAP / ~ /' EXISTING GRADE ----l -GRAVEL PACKED AIR INLET TRENCH (TYPICAL) 2·-0· r (.._ _____ 25•-o· TYP. :I ~-------------50'-0" TYP. -------------t-· EXIST CON TOURS EXIST. FENCE PROPERTY LINE EXIT TRIBUTARY • PW1 SECTION@ N. T.S. 7. EXTRACTION WELL 1' (TYP) 9'-0" TYP, 3/8"!11 VACUUM SENSING LINE IN 3/4•!11 PVC CONDUIT 4'-0" .. ',/' > ·.,,-;~.~;-,. ~ :,-<.-" ' .•"/ .. / '"'7" //'/j ' ·/,.. . ,-/~/ ·'././.,/.,,. / ./,) l.'IRAP CONDUIT END 'MTH FILTER CLOTI-l _. 'T .:· . i. -I · I I ,. I I -i• . o• I i v.-· 1 I ___ L_ ___ 1 T' .· . J.:. J II· 8"!11 SCH 40 PVC VACUUM HEADER 4"!11 SCH 40 PVC PIPE SOIL CAP / ,--EXISTING GRADE · .•,·-··,·•, .L.r,r · ,··,··~·----;,'/, ._,_.,.,,--,i,--r-.-_ ,-,, ,·.,~-.-_,., ,-,, •:i-:·· .· /'~• ,'/ > ''/"/'.~•'l' ¥'~/,'-' ,-.-/,·/ ,, ")',. ->'/,',/.. ,'/ .I -, • ,, __ .,._,, ,' //. !...c . --GR~VEtL EX,tR,ACTlON _ TR_ENCH (CLEAR STONE; A2). . , . . . . ' ~ . -SECTION@ N.T.S. Approved 1 I RE\ASIONS TO 95:!: DESIGN SEPT. 22/94 I S,M.Q. rf' Revision Dote Initial '0<-0<-0<«~~~--~"-'»"--)/);y),-sy)'::y/ ''-~'0~'-(/(_'(/(~"'-, ~ • ffi • , --21 '-',>,_-v>.,'--/>.,'-./)-,'--/A)i;'-J ',«;✓~<0t<,(0 '* 'X: '<~;-;;:-7\ -¼~0(_0 -;-:;:;:.,,,"-. ','50;;\ ',<.0(~0 ~~~ ~~~ '1/'v/~ ,('(°',,,(__'\(/ ·,;y)-;:y;' 3/4"1/J CLEAR STONE, A2 --....___--,~~ 6"!11 PVC DR35 PERFORATED -COLLECTION HEADER PERFORATIONS TO BE 1/2"1/J B011-l SIDES OF PIPE O 6" c/c L_ 2·-0· J SECTION@ N.T.S. 7 9'-0" • 4"x4" PRESSURE TREATED VA~UUM-~ HEADER SUPPOlll POSI O 1Bc/c ~ / B"f SCH 40 PVC VACUUM HEADER 3/16"!11 x 2" GALV. STEEL PLATE--------'U' SHAPED FASTENED TO SOPPORT WITI-l 2-1/2"!11 x 5" BOLTS POST CAST IN 1 0"!11 CONCRETE SUPPORT .3•-0· j -1 3'-o" 1 1 /2" PVC COATED STEEL CONDUIT FOR INSlRUMENTATION SOIL CAP ••-•~ , ... ,_,, _ _.,., ••••w~-•-'•-••• ______ ..EXlSJ, J,BADE I RE<'f' . ~) \ MAR O 1 1995 ' ~J suPERfU' .. ,_ fiflM /' -----VACUUM HEADER SUPPORT DETAIL JADCO-HUGHES SITE GASTON COUNTY. NORTH CAROLINA SITE REMEDIATION SOIL VAPOR EXTRACTION SYSTEM N, T.S. CRA CONESTOGA-ROVERS 6 ASSOCIATES Drawn--&Y, ----'Scole~s SHO'M-1 -1:~~BER 199~ R.F.M. I P-48 Designed by. B.R.M. I Projec36:69 -lllrawlng-NG7 Field book: Checked by. M.C.G. I 1 \" ~ \,J'\ ~ s
658 . 666 ·--. . , .... _ '\ ··~,, •• ,,_ -~I.,-··----~ ' ·~-·'"-s. ' ..... ,. . . -~~----~,---~~-··· ·, ·, 662 .• 664 · .. , ---·---~--. ... ···---..• .. ----~, ~ CASON STREET (SJOEROAO 2035) ~ !SITE ACCESS! MATCH EXISTING ELEVATION .. .,,. .. . 672 ,,,, .. R,,;S: R=B' .. ,~ -.---•' ,,.,-... ,,,.-,, -..L-··-,,,.,,' _,,-_....,,,;: .\ '~~,:-~ ~:~: ·-:.~::--· ---· ------~ * f" i ij 'f ', ~ (;1-'ffil; (¥t;;it,t ~-,,dt, ~ "-'""l"t 1.-~-W'iltillnlill~•,.-."-" -'",,,.., /tJ ----~ ai;lt)M ~ I~ IM!!W! ~ FENCE~ )( J( V ,.,,. 111\iffR' ! ~ _,: ~ EXISTING SITE SECURITY --->,¼ 111'1-~'!¼-tt ~!~---· '· ' -'~'~' ) / 670 CONTRACTOR'S WORK/OFru:I' . -----....,~-.:j j, ' . • • • . TROL£R , ~' 1't•~:.,:• :~.,:-:•:=:•:,L;~:~;..;,;;,.;a,,;;;;;;;;-;;;;;;,;;;,;~r,::;:::--,7 7• . .. ENG>Nrn<'S ' ~--~-'"·"" -...,Jt; ! / / . • T7 . . SIT mm ' :,; . . '-,--;;;:;:::--:-:-------.---~ ~·.'.>·./_ .>: ;:✓/ ·>·:./. /7 . · >,.-~; ... ,.. / ,· . _ . ;::;~-::;::-;--:-:-:---J -· ',""~ \~-' 7 EXISTING DOUBLE __ 1 _,,. 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' ' ' ' / CR , ' ' ,-✓ -·---~-/._,. .. ,< .,(.:.·./ .(,'/ /? ,t/ /, , . /,j .... ~· \~' " ,' /' ' ' / / 'MY.· ' ' ' '//,' ,' ·-.... __ ...,_r,: , .L/ .·) '·"'_ . ,.,'. / ,· / ,· /, • / .· , ',·' . . .,· vllRl<IN"/ / •_ )· I 1 , ', ,, ' • ' •. y • . , ' / • , . ' A . , . ,. . / . , ' ) • ~ --,~,,,,'-,' ,/)/ //_-'.✓ /-✓/··/ .• / ' ' ,· ."-"/ ' / ,///,1 f ' " ~ ·-,~~' >' ,' ,, / // / ' .· / ' ' / ' ,' '·/ " ," ', ,. ,/ / ,.. / ,/ ,' , .. , ' ' ' ' ' / / ,.,· / / / ' / / ' ,' ~ I\ I if x•'. ti ~ r ti I EXISTING RAISED CONCRETE PAD ,,;1:,6 PW3 • 656 6'6',, I. SOIL VAPOR EXTRACTION Ii LOCATION r " '~ " ' / ' / / / / ' ,' ' / ' ' i .' A / /. •,-:/ /, / ', . // /. :/ , J / • /'/"i ·.. TE ,~~,X "' , /' .. , / , ' / ' / , ' ' PAD l R ' '• ~' , ./ / , I ,, .· ' , • , . •Jo' ~ . , ' , . / ' ,. , / . . . , ' ;; . ,-~ , '-, '',_ ',' I c ' / / / / ' / _,· /-' -' , ., . / / ,·, I ~""i.A;:,:;;:;--;:;-~_J;~'--~-. . ' ~ ~' ' "-. / / . . . . // , / / • / • / ' . . . / / ,-' • , ~' ,. ' S ','' " ' ' :-,,..__ -~ • ' L , ,' / / , . , ,-· -' ' " '' '>.: ,~, '.,~ f ' / / / ,' • / / " ' ,' ,' ,, ' ' '~ / / . •'., / / ',~\,_ ..... "", .... ,.__" ... ~~,",''--'.... r;:.-:;;;::;-;-=------, , , _, •. , '/ ,. ., , , '· ''• ',, ·,:··, ·, '• '·' ,, . S:'· ··., '•· MATCH SLAB " ~'~'-,'· ',_' '' • ' / , / / / '.' ·_1 ; ,, , '· ,. , '· ' '-'. '· , El£V ' • . ' ' ' ' ' ' '' , , , , ' ' •,. ,, • ,.• \,· ~' , , , "''"·~·""' ., , a ' '' •, ' ' ' ,' .; '' ' ' ' ''· ', '' " ' '· ' ~". ' ,' , . ",,-. · ',.',; , ,s,'-, , '-, '-. , R-20' ' ', ', '-. ',_ ,~',_ '• ,',.' , , ,~ , I,+ ' _,_,,,.,•" ,_,,,,,, -._, ' "'''''"'''''~-' ,, " ': :::-.. ;-";~'.~:-~·,> ,'-~ ·.:--~"':·>, ~ # 1----· ',,'0<~ ,...., ''-,\'-.'-":.,~,~-,f ·,· ,,· ,,.,•,',"''-' ,',', ""-cr' ' ' -~·.;;.' ,,,,, '",''' ' , --,a/-1 SITE HYGIENE TRAILER t~.• SYSTEM EQUIPMENT ~ 11 l! i 1, • I ,. ' r., .. CARBON ADSORPTION EQUIPMENT LOCATION / "'"'' APPROXIMATE LOCATION FOR DECONTAMINATION PAO SEE DWG, G6 FOR DETAILS I'&_ \.\ ~, \\ ~' ' ·1 I '' ·' · 0, ·, ,:--~ ~~:, ~~<:<<:·\..~::,.; '-~, ,'• ~<-~" ,<:~ .-~~ ~ ,::~i\~< ~ '~ ,:,~~-~·-,~,;·.•···"~··~"''~ '~<--~' .. ' ' cr''><,\\','-,'-., "'-, "· , . ,'-:, , :-..:, ·,' ,, · · , ' ··'"'' ,-..., ''· '"'' ' '-'' ' '-'-'' '''' '' ' ' 0. '->' "'"' '' '' ' ,·'' "' ' '' ' '-''-' ' ' '' ''' ','' " ··'-' '' ' ., '"""''' '" ,,,,.,,,,, ',,, -<''•'" ,, ,, '-.'·' "' ·'°' .,'·' '.',"-'"''' .,c.:::,.;. \',_,.,,, ... -, ,''\"~"'-'"' . ' , . ' ,. ''., '-'-' , , , ,, , . ' ~ , '-, . "· ,"-. , , ' , ', ,, '-' , , ' . . . r----,,@i~ . • I -'i'O -: -' , ' ,, ''-. : · ',_ '-. ~:, \ ,•< 0' •~, ~' ~~ ,' > "-.' ~ 0::,.; ;, , < •, ,• ,::, ' · <' \',"-\::J: '-. '\','-,~ ~ ~',_ -:, '/ ;/ , . ' 3' ________ ,, / £_ .. ----,.. . .,. -. ' ,,·.. , .. _ ·,., ,."', ·,,·, ' "' ,, .. --, . :-,,..:·v',.,,,.. , • S-< , ' i• " " , '· ' , ., _____ ___.., -~--~ ~ ~.. ' ,,, '' ' '"''' ' ,,, ' ._, "'"' .,,, ,: '' ,', ..___ --' 0 ,N , . ..,.,.,.,.... ' '-,.,.,,,,. ; ., 0 -· ,, .,. --* .. --. ,, ,., ,, .'/ ' r-;;:;::;-:-=-----Jf.,.. .. -----" ---. CAR '/ , ,.. TR ,/ ---_ _..-------· -·· ------00N AO • · ' EAlMEN ---,p ---------------------------_________ SWALE __ O Cl.~--_--:_::::~=-.'.~~;~ R=30' EQUIPMENT EgRPTION . ·. FFE 660.5b BUILDING ,f _ .· -----~----' ____________ _______ L _ _L __ I ----CATION / ' , , ~ ,,.,...-...--,,,---------I " / ,' / ., ' ~ ,, I ___,,.--------------' ,_ -~--------------=:::::_::------...... .... --~ -. , /: ,;/··. /. 'o'oc:,"?-!7"* " =-._ 7 -:, -cr' ' , /, liu-;-;-M;;:IT~-=-oF_E __ ·-=-=----.,, -------~----'------------"-~ ---~ ..... .,· AFlrn fOU~;cusoN ZONE -------------------------------------__ .--,---1-,---~-. --.;_ "-, --,--..Jl .l, / A nON S,C,<f>CC"G _ .. ~-________ .. I , --1--~--------...~'.-~-0 // _,,.,,....---------=--~ ---------------------------~~-----------:-, -,. .:,•· • ---,,_='...,"' . .MH8 . ->, --~--~ -, ----/,, ___ s~-~-# -~---~ 66:z I '-, MH90 -~ .,.-LEGEND ;r7-·7 .. --77· -;, TEMPORARY PARKING ' -SITE SPILLWAY BERM SEE DETAILS DWG. G4 I <o'c/i> Approved CRA , . .,,., .----~-., / . / --,, ,. / f / I / I .,· , / / I RECEIVl:-O MAR 011995 suf'ERfUNO SECTION /' I ' I ' / /' / '/ / / _/ / I l / / , ·~·,, ~ _/LL. ..• J JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS & ASSOCIATES 8M • PW! f I 660 * EXIST CONTOURS EXIST. FENCE PROPERTY LINE EXIST. TRIBUTARY MANHOLE EXTRACTION WELL (APPROXIMATE LOCATION) LIMITS OF EXCLUSION ZONE ~ PERMANENT DRIVEWAY SITE REMEDIATION TREATMENT AREA GRADING AND LAYOUT Dr<1wn by. ,coTe: ate: Fne P-73 Rev. MH11 0 * * CONSTRUCTION FENCE .. ----~ -6" GRANULAR TYPE 'At' -12• GRANULAR TYPE 'A3' SWALE 1 I RE\1SIONS TO 95:1: DESIGN tP Revlolon SEPT. 22/04 I S.M.O. Do1e lnltlol R.F.f.l. I 111=10' Designed by. BRM r;e1<l ·boo1c Checked by. MCG SEPTEMBER 1994 I Project Ni: 3669 0..owlng N•: GB .,., i J k) ~ -<.. \n ;::;-~ 0C
/ RIDGE ll[NT STANDING SEAM STEEL ROOFING ff77==r=r==r=r==r=r==nf77==r=r==rr==Fµ77==r=r==r=r==r=r~~F77="f"f=Tr=rr7n=11=TT=rr=rn~~~~~C:OL:OR TO MATCH ~DING j I I I I I I I J-I ----b-b J-I J l l I l + d-1--I l d-I I I + I I I · J.. I bh J.. I l I J.. I l l + I I I I I I I I -•---------•--. FACE BLOCK JI r I -I INTAKE LOUVRE C/W ALUMINUM HOOD AND BIRD SCREEN ----7'-0" hJ ·-l I-g• EXTERIOR LIGHT ' o· J -·-·---[J r FACE BLOCK / B" ARCHITECTURAL □ T Q.____ --~----r--.. _ 2"~ CONNECllQN FOR-_/ CARBON ADSORPTION EQUIPMENT SFE DWG M3 FOR DETAILS s· -a· II ~ -----·-SER\/lCE ENTRANCE MAST 111TH \\EA THER HEAD L GALVANIZED FLASHING EXTERIOR ,-~ LIGHT l:::===j r-----·---::;;,if • -I I I~ EXHAUST FAN 1t 1·::~-:,;; /-~~0; __ i\/:· ~·-.·:/> "~:G~~~?~:~:. ·;~~-~:· -~---~~{tf:~~!· ''.,~RGING ""'~" ""'~ \ 2% 6" THICK CONCRETE PAO FOR --CARBON ADSORPTION EQUIPMENT SEE DWG. 1.13 FOR LAYOUT L -. . .... ,. . . Ill. Ill I~ I ••r • ~•• ••••••• I Fl:.. Cfll.lNG ELEV. 669.'7 PR[ · lNGINEERE D WOOD TRUSSES -~ 0 7'" C/C ~ NORTH ELEVATION · RIDGE VENT TO RUN ENflRe LENGTH OF RIDGE // / PRFFINISHLO GALVAN\71:.IJ 1::;T[fl F ACll\ / ------= ----~ -----------::;.;.-~~ PREFINISlffD GALVA,•/ED STJ:U. SIDING ··-----~---:.. _ ? --------------~=---------------------c-=~ ------------------· ------~--,---1 -~ , _ _r [-----. J EX11f<IOR Fy" '\j r ,-~--,. . . LIGHT ~5• PRlflNiSHED GALVANIZED / STEEL EAVESTROUGH TYP. . J GAt v!~~zigos~t~rfoK '1;1~ "-I~ -~== -~ 1~ · ~;:imcg~NJ=gigi{/,~g~ ----------------7------------------------'-' ~ ----;.... 6" l,AIN TO rtNISHED GRADE 6" GRANULAR BASE, Al 4" THICK CONCRETE SLAB · SOUTH ELEVATION c:::; r 12 ~--------7 4 ..-::::::::::: ::-------==:::: -~-""-·-----··· . ----------------------=---~ ----------------· ---------... -----~~ - -~ ------F' ----·-------------,-----·. ""-------r--'----1 1/ 1·-o· -I I ._F~I ~-EXHAUST FAN r= INLET lUUVRE. _/ . --✓ 8° ARCHI rECTURAL f ACE. BLCCK EQUIPMENT ~ V 8" ARCHI1ECTURAl ~ -FACE BLOCK ~ I I I I 1 FIN. FLOOR ELEV. 660.50 ·--FIN. CR~OE _ELEV. 660 00 ,--' v--• 8' -10· r ~-~ 4'-9" ,·-o· 01 ·1 V 3" RAlNWATER LEAOrR TYP. I _.______.____. I i I I 6" THICK CONCRETE PAO TO SUPPORT CARBON ADSORPTION EQUID~ENT 2'x2' PRECAST CONC. -\ SPLASH PAD TYP. I & ____ ,, __ ~ I I I I I Ill 11 Ill I fh /, _2% ± SLOPE 1 A • • • 1 ,----· 4" THlCK CONCRETE SL,;B 7 ::AN~A~BAS[, Al~-7 _____ 2) ' WEST ELEVATION 1--+-__ .. __________ ----------------+------.J.----1 Approved 1 I RE\/lSIONS TO 95:1 DESIGN SEPT, 22/94 I S.M.Q. IP Revlston Date Initial : ' , ' : ii' ' ' 6'-0" I & • ' ~--·-·-· ··--EAST ELEVA] ON JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA SITE REMEDIATION TREATMENT BUILDING ELEVATIONS -ARCHITECTURAL : ' T I I ~ ! -, / RECEI\IEO \ , MAR O 1 1995 \ suPER.fUND SECTION ·-CRA CONESTOGA-ROVERS & ASSOCIATES Drawn by: R.F.M. Ot'!signed by. R.F.M. Scale: 1/2"~t"-o" Checked by Field book: MCG , Date: SEPTEMBER 1994 Fne Ni:TRov,1'11: P-33 1 Project NO!: Drawing NA: 3669 A1 5laPT 23/i<(W) " \j I \ \(\ I C, J1·· -. h! I:: cnJ1•• : i{· ' 1 ~~ I, ... C ~ I I. 1 l l ~ 1: l •· l ~ f I r: ' I. ,, t,. 1-:· r, ~ :.::: f ~ I ... -. f '. ~ !
16'-o" ---------------·--·-------20·--o· ---------------------------, ' .. 8" i--1-:0...,.._ ___________________________________ 13'-5" -------------------------------~----+------3'-11" ____ .,.__--I 1'-0" r --+---,--r------t---17 r-I I I I I I I I I I I I I I I I-PVC COAIFO LADDfR RUNGS·/ TW ll ~ . . . . . =n I -' I 3' --4" J ___ _ .. I ., • . ·-_ .. ·1--1 l I [__ . II I ~---i---. I• . ~_: __ 1--a· :3'x2'x3" WF!R PUMP CHAMBER 8"x8" SLUICE l GA TE nilMBL[ r-1 I I . ., I ~ • . I I I I I . I I 1· _ ~ _ ··t ____ _ • ,. ,. I I · , • . .. . . . .. . • . . . • .. I. -, I . • . . ... .,. • ,. "' I I • .____ __ __._. ___ I I ~. • • ... 1 __ . L ··--·--· ... ---------------· 14'-0" .. ·---------------------· ----------__ J __ 1'-11· j -I .. . AERATION BASIN I I T 1 ··-a· 6' --FJ" 8" 6' --8" r-------8'-0" -------~-. .• • .. ·. , . .; 6" THICK 14' -0" CONCRETE R/F SLAB 16'--o· -~ -----------·------------· ----------20·-o· ----------.,._ ______ 6°-2· ------+< i---3'-0" CONC M.C.C. PAD 1 ·-1()" i------·---· ----·-7'-0" • ;4• THICl< ' CONCRETE SLA6 (j) ----·-------1 ~ . IL-11 SAFETY RAILING SEF 01'.C A4 g• -o· 1t o· / ----6"1 GOOSENECK Vl:NT g• ALUMINUM ACCl SS HA !CH No.1 ·-1 ------· -------·----...-----,· Q" 3'--(( X 4'--(J" 4" HlG.;1 CONC. P.\D ALUMINUM ACCf_SS HATCH No.2 -----------________ j 2'-3'" INLET LOUVRE --FLANGE FOR SLUICE GA TE OPERA TOR I I I I 0 24'-o" s·-o· I I I I I -I I I I I rr-3•-5• I I I ,__ 8" I-·-I -1 I I I I ri I I L I I · ~--· · · · --·i--r--~ . . -. . . 1'--o" i a· I t I ,•-I I I I r-1 I _J •"tl///cwrnm •m I / s 11 r rooT'NG ~ I v-CONCRETE FOOTING I L _______________________________ J LOWER FLOOR . . ' HARDWARE SCHEDULE ,• • ---~-...L.. ,f-o" 1-------3' -a· --. . . 4" TI11CK CON,;RU[ SLA~ .. : 5•-0· @ IL-2! -.71----------5'-0'" -~ CTION COR ~. 2"• CONNE~SORPTION CARBON A_ 11 • o· ' -1 /-HOLES IN CONC SLAB Wlll-l CAUlKlNC IN THF: OPENING AROUND p:pr y 1~6" fYP. 7 6 --r 6 0 2'-0" --1 I ,.!-' ~7.--7r-7-,---,7-,7..--,7r-7r-7-,--7-r-,7---;7,--7r1r0-_::'--l_*· 7 __________ v c c c r < c c c c r c ,r c L _______ l__..,------~-L_ ------· -6 -0 ----. -------J EXHACST FAN ----~-----·-· ----J'-0" ---~ r 5 O" j' 1'" 4~ HiCH CONCR[ IC PAD Pl Pf SI f L '1: 0-~ ·-t 2' O" I I 0 Sff OWG M1 f'nR I OCA noN "-.l o· 0 \, GROUND FLOOR -PIPE SLEEVE SEE OWG. M1 FOR LOCATION j 8" ARCH! IECT\JRAL I FACE BLOCK --------· -------------------------------------DD [] No. (j) LINTEL SCHEDULE lf---DOUBLf. D~~--1-;--=--~ ~-~-; ·, /,"-~-~/16 : A~;~~-;;---------------------------------l SINGLE DOOR .3 -3 1/2"x3 1 /:>",5/16" ANGLES ] ----------·-·----------···---···----------~--. --® NOTE: LENGfH 16" LONGER THAN CLEAR SPAN 2 LOCATION ... -----· rROM T 0 -TREATMlNT ROOM EXT ERIOR -~-TREATMENT ROOM EXT ERIOR HARDWARE DESCRIPTION ------------· -----·--·--------· 1 1/2 PAIR SS BALL BEARING HINGES, ALUMINUM THRESHOLD AND \\£AlHER STRIPPING, DOOR CLOSfR, PANIC TYPE EXIT DE\.1CE, EXTERIOR PULL AND fHUMB LA rcH \MTH CLASSROOM HOLD BACK LOCK, INTERIOR KICK PLA fE, REMOVARIF CENITR MULLION, FLUSH MOUNT TOP AND BOTTOM DEAD BOLTS _______ ., __ 1 1/2 PAIR SS BALI_ BEARING HINGES, ALUMINUM niRfSHOlfl ANO \\£ATHER STRIPPING, DOOR CLOSER, PANIC TYPE EXIT DE\.1CE, EXTERIOR PULL AND THUMB LATCH W1TH CLASSROOM HOLD BACK LOCK, INTERIOR KICK PLATE, ---+----------1------11 Approved No. (j) LOCATION FROM TRfA TMENT ROOM DOOR SCHEDULE ------------------------r -DIMENSION~ 10 I ;1 ·r fl -rrH,cK-r~~,:;c-1 4 EXTERIOR 6'--o· 6'-10" ! 1 3/4" HM niERMALLY BRO 16 GAGE, LOCKSC DOOR AND FRAME REMARKS ---. --<EN INSULATED 16 GAGE 7" JAMB DEPTH AM, STEEL STIFFENED FIBER GLASS FILLEI 11FC!=l\!~O MAR O 1 1995 ----1---------+-----------.. ------·-j---·· ® TREATMENT ROOM EXTERIOR 3'-o" 6'-10" _' 3/~" HM niERMALL Y BROI 16 GAGE, LOCKSC <EN INSULATED 16 GAGE 7" JAMB DEPTH \ -,, , .• ,, ' . ,, AM, STI.cl S11FfENlD FIBER GLASS FILLED.\ ,, -i-_.-::::.--.--·2~-·------·-. JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA SITE REMEDIA llON ---CRA CONESTOGA-ROVERS & ASSOCIATES Drown by: Scale: Dote: R.F.M. I /2"~1'-0" SEPTEMBER !99~ -f'lle P-31 1 I RE\.1SIONS TO 95" DESIGN SEPT. 22/94 I S.M,Q, I'll Revision Date Initial TREATMENT BUILDING FLOOR PLANS -ARCHITECTURAL Designed by. BRM/RFM , , t. ------,1 Fleld book: I Project N•: I Drawing NA: I Checked by. MCG 3669 A2 ..,,,. 2>, i \J\ ' :::,-le : r t :-W f. ~: [ •' !." ( ,~" / i~-1:: ;a'-i' • ;a: t ' ~ ' C " ,,. ' ,;,-; 'i ' ,. ' ,. ' ~"·,· . . ·, '
I-+-~ ------~ 6• GRANULAR BASE, Al ··--~ · ---12 4 r · -·-· 4" HIGH CONCHETE MCC PAO ::I s"o GOOSENECK VENT --,------_· .·:-:-:;:_-::-_:_. -~i~:-.. ·=== =~71 I .,....., [rile .. j] i::_--B' -10• ) M PRE-ENGINElRW WOOD "TRUSSES 0 24" C/C SFETY RAILING ----SEE DETAIL DWG A4 it --~-4" HIGH CONG. j HOUSEKEEPING PAD FLANGE FOR SLUICE -------GATE OPERATOR M ~ 669.33 ~---~-----,;r------,,------,r,-----rr----,T·-----JI $ II !I It ·--------IJ.c I! -lb: II II$ 11 ----------·· ---...... ...;. --·· -----~ ----"""'"' --I----~ ID] -----· -ll+---4" HIGH CONG. HOUSEKEEPING PAD r-·· 4" HIGH CONC. HOl.SfKEEPIN(, PAD ..... --SAFE'TY HARNESS RING SEE Df.TA:t DWG. A4 0 I-+-1--I--..... 1---...,_ SAFETY RAILING~~ Sff DETAIi. DWG. A4 [~ I I,.... ACCESS HA lCH \ W/GASKET \ I--I--~ 16'x8'x6'" CONCRETE SLAB~ J s· f ~ M tr® FIN FL 80R ELEV 660.50 r 8" Ill I I =i / s• 0 >/<" """ ;_ON_E_·•_A_7 __ _L ____ _ \ I . . . . . ... 1 r.·----~---r . ">>;~1:/;i~~~')»%,'0%~~~~ .. , /.. /<',/,'-; /..:v,1., ,. " ",("'<"-..v,·,/, / "-..'>,1/,"0;;;'\ APPR0'-1:D NATIVE MATERIAL·-·/ ~~~ COMPACTED 10 98% :,:Y/), MAX. DRY OUJSITY ~'"~ '0<~ >.' ~--,----..---------------1'--;'--;'--------...,·,...,..----· ---------·-... ---l f'llDDLE FLANGE 71 I ' I __ __l_ .I--\.--T.W.L 65_7_B_3~y __ _ 6" J -" . • " I I I I 1111 " • 11 1 • : I 1 I I l ! • . • --. . . ' . .. .. .. --I I .. . I ~ • . . . . ! . . ; . . . ' I I 12'-o" I I ' ! I I I : I I i s·,a· SLUICE (;Arr 1· OPENING ! . . ,• FIN 1·1.ooR Elf v. 641.83 ______ :_ 7 t 1 · j I ' , I . . • I ~ ~ • • • '-11· -I r--, : D 5• I I _ _f --'-I I I l ' ' -T 1 1'-2" L I • • I ; . ' S: ... ·. . . \ I --~ •· .·· . ' ~ '--3" SKIM SLAB 6' -3/4"o CLEAR STDNE,A2 SECTION@ -.---· --------)a....:....;•;.;._~·,.:...,........a--'--'---'---,-------+....,...--..,.,...--,....,...------~ J__._ ____ , ~.:~,------·-··"-----·-----------.._ _________ -•---4·-,4· , GR ANUI.AR, A3 BACKFILi COMPACTED TO 100% SPD 6• --i I I ~ UNDERSIDE OF FOOT'NG 655 0" ~-I . . I . I 6 . t-/:-8.. J 6 ~ :2'-6" FOOTING llF ARING ON UNDISTURBED ORIGINAi, GROUND UNDERSIDE OF FOOTING 652 5 --------l-~-I r6• / Approved ---------' .• _f 1.W L 6'.i/ B.I ~ •. ---•• ii I I 1'--0" _Tv 2'-j" WflR L .________. V .. L-. s· o· --· __ j ~ w CA! 1/ANILED LADDER RUNGS w w 1--i;:=p I r 5• M -I 1·--0• TYP. jv 8",8" SLUICL GA TL l.JfJ[NING , " V V w SECTION@ I T .. " . "-RECF.1\KFO MAR O 1 1995 \ I suPERFUN'!:l SF.CTION --I I --------------;-------r-, JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CRA 1--1----------1 I REVISIONS TO 95% DESIGN ,.p Re.tsion SEPT. 22/94 I S.M.Q. Dote Initial SITE REMEDIATION TREATMENT BUILDING SECTION -ARCHITECTURAL CONESTOGA-ROVERS a ASSOCIATES Drown by: R.F.M. SC:ofe: 1/2"a1'-0,. -ilote: SEPl'EMBER 1994 rlfe7l":-]Rev.l>I': P-32 Oesl9ned by BRM/BTS 1-:, ____ ,....,,. _ _._,.,... ___ ~ _ _,.,__,__,_ _ ___. 1-c-~~------l Field book: Project N : Drawing NO: Checked by. MCG 3669 A3 fll'T 21/i«W) ' VJ
VAPOR PHASE REMOTE READOUT FOR -----POTABLE WATER SUPLL Y CARBON ADSORPTION UNIT APPROX. 2000lb. < Sff DWG t.3 FOR CARBON ADSORPTION PIPING DETAILS VAPOR PHASE CARBON ADSORPTION UNIT APPROX. 20001b. ; s•• GALVANIZED SCH 40 STEEL GOOSENECK VENT • 3/4"¢ POTABLE WATER ~ 6"J VENT !---------------9'-11 1/2" -----------~-----------------------,,---+-+---------------------------, 1'-8"' -~ I \ HOSE BIB/ CONG. ELFCTRICAL EQUIPMENT PAD AIR BLOWER SEE DETAILS DWG. t.3 /. OFF GAS COLI F.CTION HEADER 0 ACCESS HATCH AIRTIGHT SEALS 'l,rTI, LATCH rn rn /'"· 1•• AIR SlJPPLY PIPING_/ TO DlFFUSERS Tl-iROUGH FLOOR SLAB 'MTH LINK SEALS BALL VALVE UQUIO PHASE CARBON ADSORPTION CANISTER CONG. AASE -1"¢ BY-PASS HEADER TO CARBON CANISTER 2"¢ INLET HEATER 1/2"¢ STUB C/W BLIND-~ FLANGE FOR FUTURE EXPANSION MAIN LEVEL FLOOR PLAN ACCESS HATCH AIRTIGHT SEALS 'MTil LATCH -1•• BACKFLOW PROTECTER 1 •• DISCHARGE FLOW METER POTABLE WATER FLOW METER W1TH REMOTE READOUT 10 EXTERIOR WALL PIP[ SUPPORT (TYP.) -!--7• ,/'I-f--I ~ ~ J: r -·-· ·--·-------·---·1 I I I, __ ACCESS HATCH I I OPENING ABOVE I I I I I I I I ~ = --7 . .J !---..__ 6" CONG. SUPPORT BLOCKING 'MTH s·IAINlESS -4"• PVC PERFORATED STEEL STRAP O•F -GAS COU£CTION HEADER AERATION BASIN V STAINLESS STEEL DIFFUSER V 1"¢ STAINLESS STEEL AIR DISTRIBUTION PIPING r-----------1 PUMP DISCHARGE PIPING I UP THROUGH LINK SEALS I f--I }r 36" 'MOE OVER \\EIR TO PUMP CH~MBE I I--L. -----------J PUMP -"' ~ SUBMERSIBLE PUMP CHAM~BER 8"x8" STAINLESS STEEL SLUICE GA TE c/w WALL THIMBLE TO SUIT ,_, I-~ 0 0 6 • ¢ PVC PERFORATED 0 AERATION BASIN INLET 0 HEADER CEILING MOUNTED 4"¢ HEADER TO CARBON , -,== ........ i ~ 6" CONG SlJPPORT V BLOCKING 'MTH Sl AINLESSi::;j.l;;J ;,::, _,) '-I ~ 2"¢ DISCHARGE LINE TO SANITARY ~ANHOLE SEE DWG. GJ FOR ALIGN ME NT ADSORBER PRE -HEATER ~ ~ ~ STEEL S ITTAP qp 0 0 0 0 0 2•• INLET LINE -...... I-1 7" ~2·-0 -2'-4" • 1 1/2"0 POT ABU-: WA rE:R SUPPLY SEE D'NG. G3 roR ALIGNMENT · 1 1/2"¢ PE SERIES 160 WATER SUPPLY TO SOIL FLUSHING SYSTEM SEE DWG. G3 FOR AUGNt.ENT ----------------·-----, GENERAL NOTES ALL INTERIOR PIPING TO BE SCH40 GAL V. STEEL PIPE UNLESS OTHER'MSE SPECIFIED. 2 PUMPS TO BE EQUIPPED W1TH ISOLATION VALVES ON INLET AND OUTLET SIDES OF PUMP, AND UNIONS TO ALLOW FOR t.AINTENANCE AND REMOVAL 3 CONTRACTOR TO PROVl~E ALL UNIONS, REDUCERS, AND OTHER ASSOCIATED FITTINGS TO FACILITATE TI,E CONSTRUCION, MAINTENANCE, ANO INSTALLATION OF THE MECHANICAL Pl.ANT 4 PUMPS/PIPING TO BE PROVlDED 'MTH APPROVED CHECK VAL \/ES 5 6 NOT ALL INSRUMENfATIDN SHO'NN ON THIS DRA'l,lNG REFER TO DRA'MNG P1 FOR PROCESS SCHEMA TIC AND INSTRUMENTATION FOR DETAILS OF REQUIRED VALVES, SAMPLE AND INJECTION PORTS, GAGES, ETC. ALL PIPING TO BE PROVIDED 'MTI-i PIPE SUPPORTS BY GRINNfl OR EQUAL AS SPECIFIED BY PIPE SUPPLIER AND SPEancATIONS. J--,----------------------+-------1-l ---ti Approved RE"1SIONS TO 95'.il: DESIGN SEPT. 22/94 I S.IIA.Q. t.fl I Revision Dote I lnltlol t4i '---r~--__::; I -• :J l ~ --'-' ~ r 7 1 1 I "'--' , SLEEVE FOR POTABl£ I I I I I I I I I I I : 1"• AIR D1STRIBUTION PIPING : : WATER SUPLLY 1 FASTENED TO WAl LS AND 1 1 1 CEILING 0-·-·-, SLEEVE FOR : : : EFFLUENT DISCHARGE I I I I I I I I I I I 1 I I 1 I I I I I I UNEXCAVATED PIPE CHASE PROVlDE SLEEVES FOR PIPING THROUGH SLAB (TYP.) I I I I I : rr 5•-0· -i 0 0 , ,.1 tr 0 I I I I I I I I I I I 0 1 I I ' SLEEVE FOR SOIL I I I 1 '·-4. I I I I ----------------------------------------------------------------1 ·----I I I L_ ----- - - -----------LOWER LEVEL FLOOR PLAN JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA ---_____________________ ] i FLUSHING PIPE I I I I I ________________________ J CRA RECEI\IED-\ MAR 011995 sul'ERFUND SECTION CONESTOGA-ROVERS a ASSOCIATES o~a-wn--by; ofe: lie SITE REMEDIATION -~~.:-rcol~:/2"•1'-o" SEPTEMBER 1994 P-JO TREATMENT BUILDING FLOOR PLANS -MECHANICAL Designed by. Checked by. BRM Field book: MCG Project N•: Drowlng N•: 3669 M1 Sl'f:12, w --~ I .• .. " ,, ' ,-" ,_ ln ' :,-~ -~ r I · p i ~R K r ·r: -. r ( r ' . .. . ' r l':. 1:: l: [_ 1·: I ... . 1:.-!"·: " I' ,-,. 1-1: [, i:~ ,· !~• I,,. .. 1·: ri ~
---.-------1•1 GATE VALVE 2"1 INLET HEADER TO AERA TlON BASIN --, ~ -----• 1"• BY-PASS 10 CARBON V l l/2"• SOIL FLUSHING / 1•• CHECK VALVE 2 • INLET HEADER ADSORPTION CANISTER SYSTEM SUPPL y PIPING CHECK VALVE ~ I t. PIPE ELEII. 666.0 --1 1/2"1 POTABLE WATER SUPPL y -_____ J~----------~ t --SAMPLE TAPS SEE DETAIL DWG. MJ I ~; FOR INLET PIPING I I sl'.8'. 40 STEEL r I 6"~ GALVANIZlD SCH 40 -------STEEi GOOSENECK VENT HOPE J t-------II ,· • • .. .. II II II 1· 1. ,· 2" ---ffiEAHAENT SYSTTM INFLU[NT PIPING lfW!A MH8 CAST IN rl OOR SLAB 4" SCH 40 /'VC PERFOHATEO OFf"--GAS COl l FCTION PIPING 6"it SCH 40 PVC Af RA 1101\ fiASIN INLE-HEAOlR WITH 2", PrnFOkATIONS Cl 6" c/c II .. ,, ?" n " \ II ---'-l LIQUID PHASE CARBON ADSORPTlO~ CANISTER APPROX. 200Dlb CONC. BASE \__BLIND FLANGE ""--2" HOPE SERIES 100 FOR FUTURE EXPANSION STUBBED IN MH8 I;_ PIPE ELEV. 653.!> SECTION@ n r, / ~ I it I I I i PIPE ELEV. 664.5 ~-GALVANIZED PIPE SUPPORT LAGGED TO CONC. BLOCK WALL SEE DETAIL DWG. M3 FIN. FLOOR ELEV. 660.5 I DISCHARGE PIPING TO SANITARY MANHOLE -;l ' \ I I ·-f~-r-PUDDLE FLANGIE "'\.J I / t \ I I ~ I ~ ~ I I ' r·-II Ii 6" CONC. -Q ---r·~-LL WEIR E,l EV 657.58 6" L....J ------r ~ 9" I 1•0 STAINlFSS STfFl AIR SUPPl_Y PIF'ING STAJNLFSS AIR PIPING SUPP OR I J L SUPPORT BLOCKING _/ '\\ \ \ I ----' 1 '-4" ____ _l_ \--~-I I I ---\:Z. _I~--~Lf."V. 657,H-l ·· CAP 80 [H t.NlJS I -STAINLESS STTEL AIR DIFf USER J I SECTION@ II 1'--11· ___ J-r--·---_____ L '7 t-s· "' ' ' ' ~--I J [ "ii--· FIN. FLOOR ELEV. 647.83 --~-----3/4"e COPPER POTABLE WATER TO SUPPLY BUILDING HOSE BIB --,· ,, 1" WATER METER, DISPLACEMENT TYPE GAL V. STEEL PIPE SUPPORT 1"1 BACKFLOW PREVENTER \ 1• BALL VALVE 1" BALL VALVE . ,;,-·~ ,~~ I ,,, CHECK VALVE -fF==,;~=========!:!c========::====~J:===~ 1 ISOLATION VAL VE l'.( PRO'v1DE LINK SEALS IN AUL "j-1~._ ,;;:r:::===:::r;--;:r:c:;:::::i,=====J'.f===C:====I ft ~n ~ SLAB OPENINGS SIZE TO SUIT \_ PIPE AND OPENINGS 1 "o FLOW METER ~-6"o SCH 80 PVC BLIND u /-PE x COPPER CONNECTION :11: ~ I \. I : I I: -~\ ( LEVEL SWITCHES ~ CONN E CTTD TO PLC ) / ' / FLANGE 'MTH 2" THREADED ,r HDP( x GALV SITEL NPT TAP / CONNECTION I\ :: ;;I:;:::::;!::::; I I ,__ I I \_ 4. I PVC SPOOL PIECE fl.ANCED BY PLAIN FND c/w PUDDLE FLANGE AND SUND FLANGE CENTERED OVER SLUICE GAR OPERA !OR V STAINLESS STEEL IN TERMFDIA IT SLUICE GATE OPERATOR SUPPORT --i II II I I I I V 2"1 COPE SERIES 100 DISCHARGE PIPING TO SANITARY MANHOLE II I I r-,--·.,. '.ci:' . --~-l PIPE ELEV 666.0 t PIPE ELEV. 663.9 I=. PIPE ELEV. 663.~ 1 1/2"• COPPER SOIL FLUSHING SUPPLY PIPING GALVANIZED STEEL x PE CONNECTION FIN. FLOOR ELEV. 660.5 w,e rn~a,a~ aa,c-~ ., ~ 0 ":'ii--Nt--~-PIPE ElfV. 65.l.5 \__ 1 1/2"~ Pl SERIES 16() POTABLt WArER SUPPLY PIPING I'\_ 1 1/2"• PE SERIES 160 SUPPLY PIPING TO SOIL FLUSHING SYSTEM TRANSFER PUMP ~ I /,h "' -lffiL _,, ____ 1 .... --I I I I I I I B",8" STAINI ESS STEEL SLUICE GA1E c/w WALL THIMBLE IO SUI I f IN. FLOOR ELEV. 64 7.83 ~------~ -J\1 r=-~ ' ' -~ I I ~ --'7i ~ 11 l---.ij -----------. + II i-, SECTION@ -2"'• SCH 80 PVC fJlfJ!NG l U CNmON / ADSORPTION UNI rs ! OCA n~o OUTSIDE OF TREA ll..1CN f F ACll.!lY I;_ PIPE ELEV, 666.5 -----~--------------1"~x2"~ BUSH,NG ((;Al V. ';fff.l , PVC) ___.---UNI---STRUT PIPE SUPPORT :: --------v-CARBON AlJS0c.?fJ Ii ON A1R r1RE ·HEA !LR r{Q_F' /-t"J SCH 40 GAL V. STEEL PIPING I, "Fr I I I I I I /-4 "o SCH 80 PVC BLIND FLANGE 'MTH J" THREAOE'D NPT TAP I ~I I I _ o __ o o o o o 0 0 0 0 0 0 0 9 0 0 0 0 0· -------,---~ 8" J \ __ 4•~ SCH 40 PVC PfRFORATTD OFF GAS COLLECTION HEADER -----------14' o· ---·---SECTION@ ~ ~ RECEJ\/l:="O I MAR O 11995 suPERfUND SECTION / ,,,. ;. -· .. ,,;:.-.. _,.;.. ___ -~.-~ ... .., -·· ... ~ ,, -"'!·.'~"-~. ~-.,.,......,._ ... ;.,:.. ·--· ?~-=-?~7_.;,· ---·-· ;~~!..., -~ -<?__ i.0 .r ~ SU-/I I ' i ,, ' ! I ', Ii : I I I : i ' i ' l ! I 1: r I I ' ' I ,_ I I• ' r I-t f f. r t----j-----------------------~-____ ___ ___ ---------+------.(___ __ j Approved JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CRA CONESTOGA-ROVERS A ASSOCIATES 1 I R£'v1Sl0NS TO 95,i: DESIGN SEPT. 22/94 \ S.M.Q. l>P Revision Date Initial SITE REMEDIATION TREATMENT BUILDING SECTIONS -MECHANICAL Drown··b·y: BRM D8illgned by. BRM Checked by. hACG rscole: , .. 112·~1 -0 I Dato: SEPTEMBER 1994 FHe NO: I Rev.J\M. P---49 1 field book: Project N•: 3669 Drow in g N.R: M2 5'PT 22/o<(w
2•• SCH40 GALV. STEEL HEADER 2•-.1•• BUSHING 1•• GATE VALVE~ 1• .. CHECK 1/ALVE-~ 1·• TEE & SAMPLE TAP-----M' /. 1"• BALL VALVE ;-1•• CrlECK VALVE l"f TEE· 1/2",x1•, BUSHING -----. 1 /2" MAG MfTER -----------1/2"•x1"• BUSHING --...____ --------------, •• BAU. VALVE--,~ ' 1/4"• TAP FOR PRESSURE 51'<11CH -~ 150# FLANGfD CON1'ECTION -"-..._ ' 1 •• HOPF FORCEMAIN -----._ ",..., ---l"e HfADER TO CARBON ADsoqrTION UNIT GALVANIZED SCH 40 sn:n HOPE INLET PIPING DETAIL FOR PW1 • PW2, PW3. PW4 2•• QUICK CONNECT HOSE COUPLING (TYP.) OU fl.ET 'i -~-' J ; ---"I -~-• : ,_ VAPOR PHASE ARBON ADSORPTION UNIT APPROX. 2000lb. = INLE.T :;"0 FULi l 1NiON P/1..l I VAL \IE I 2"• SCH 80 PVC DISCHARGE r ;··• FUXIHII "!PING / PIPING FROM AERAl10N BASIN I I FAS TEN ED TO MASONRY WALL I 'MTH Off SE' HANGERS ~ ~ OUTLET TO ATMOSPHERE VAPOR PHASE ARBON ADSORPTION UNll APPROX. 2000lb. INLET 2"• SCH40 GALI/, STEEL HEADER~ 2"•x1•• BUSHING~~ 1•• GATE 1/ALVE ~ 1•• CHECK VALVE~ ,·, TEE & SA!.IPLE TAP---.... Mt 1"• TEE / 1"• BALL VALVE / 1 "• CHECK VAL VE --1 •• HEADER TO CARBON ADSORPTION UNIT 1 • MAG METER -----------1•• BALIL VALVE 1••x2•• BUSHING 150# FLANGED CONNECTION 2"• HOPE FORCEMAIN ---PRESSURE S'MTCH 1/4" BALL VALVE '& ----INLET PIPING DETAIL FOR MH5 & MH12 SUMP PUMPS OUTLl I TO SECOND '--. CARBON UNIT '-,.._ 2"• QUICK CONNECT HOSE COUPLING (TYP.) 2"¢ SCH 80 l'VC fJISCHAl?Gl VAPOR PHASE CARBON ADSORPTION UNIT APPROX. 2000lb. I-· ,--~ GALVANIZED SCH 40 SIUL l HOPE -------------=----------_ -_------:-] __ _ ---~~----~~--\.:' F~ISHE~ GRADE ""-CONCRETE SLAB ELEVATION SECTION@ CARBON ADSORPTION UNIT PIPING ._ _ _,_ _________________ ------------+·-·· ------·--·-·--·--· 1 I REVISIONS TO 95:1: DESIGN SE-PT. 22/94 I S.111.Q. r,P Revision Dote I lnitlol Approved UNI-STRUT SUPPORTS FASTENED TO CEILING AND FLOOR SLAB AIR PIPING SUPPORT (TYP.) PRESSURE RfGULATOR FIL.TER PRESSURE RELIEF ../ VALVE BLOWER CONCRETE PAD -7'.'.1/,· c---r,;·--1 r~ --///,/··1/-'/_·' >777 /.• / ,.-_//,///.,-.. ·.,. ' . /, / ' .. // './/-///· -· "'/' /,'/ / _'. / '/ .'/ CHECK VALVE ISOLATION VALVE \ / o O o· 0@ 0 .o O 0. -1-·--/ LOW PRESSURE S'MTCH AND GAGE C/W ISOLATION VALVES o,;;-·;--i~ / ;>:>:/ , _.-·.,,,., ~, DIRECT READ AIR FLOW METER 4'x8'x3/4" PLYWOOD FLOW METERS TYP. 1•• GATE VALVE 1 •• AIR SUPPLY PIPING // , '-DOUBLE LINK-SEAL COi<[ OIAMf.lfH I() CORf<ESPOND W'l lH l lNKSE.A! '.:-PU.>FICA TlONS 1•• STAINLESS STEEL SUPPLY PlrlNG TD AIR Dl'f USlRS AERATION DIFFUSER SUPPLY PIPING DETAIL 3/8" U--BOL T C/W -NUTS & WASHERS 3/8" x 4" SS ANCHORS C/W NUTS & WASHERS GRINNELL I IGH 1 wn DFD S IE[L BRACKET FIG 194, GHACKfl No .. 3 NCfl.: HOl ll:P GALVANILE AFTER fABRICAllON PIPE SUPPORT DETAIL CRA RECEl.\ltO M/\R O 11995 su?ERfUND SECTION --I JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS & ASSOCIATES SITE REMEDIATION TREATMENT BUILDING DETAILS -MECHANICAL brown by: Deslgneci by: Checked by. BRM I Scale: N.T.S. BRM Field book: MCG Date: SEPTEIIIBER 1994 'i!e P-50 Project N•; Drawing N9: 3669 M3 50'T22 ~\ t1 < \.0 r-7-~
·•-"' ·I -"~---~:--1 ·:•-----·1 -·--.·~ ........ _.--_-:. -~-.. ~~--.• ,-.·I •-,'...;-,.•:., --:.,.•----'"'.--'<" -i ,..,_-,..::__ ·,1 ftcl :·_:-.::<·j • -.:, -.:: :-I ... :·l1 .... .-.. ·,1 -~ca..."""'-•. . .. ·1• --~' .. • ··I ....... 1 j, ----·".:: --~,I : · ..... 1 . :··::::::: i :,:c,:·,:c:-1: !ti:·:Ji ::,::. -cc'f ::H<":~~-1! ,,c., :-".:!, :.,'.·:; >·::ji ~----11 ---:i· .. . ----'. ........ . ' r~:::Jr ,,.,,.,c_·._·:1 (2\}1 ;"'.:-?:-:::-~;:~] ,.,,. ';':"! :--·;.-:.·._,~. ;~:r:.~-;..·( ~~:!-:---: .. ~--,_~;-,.~-.:-...; . -· 1 ;-. I'.~ "1 ' • , ! ... • • , ! i ' • 0 I Iµ 1 o• VACUUM LINE ~ ' fl I I I I I I I I I I I I I I I I I I I I I I ~-I I I I I I I I I I I I I I )) I/ I/ I/ ::yl I $1/ J? /1 ;;, I/ $1/S &,"'l/j' I/"' I IJ SLOPE DO'M'< SLOP[ DO'M'< E-i lvANUALLY OPERATED BUTTI:Rfl.Y VALVE ~ S'-1: BLEED CONlROL VALVE lllaill CONTROL BALL JOINT ri ' ' . ! 't-' • VAPOR /I.IQUI D SEPARATORS UNIT #I ·~h."\ I I 7 011 ~APOR/ 1 'QUID lPARA l(JHS UNIT #I. ·---VAPOR PHASE ORBON ADSORPT,ON UNIT AIJPROX. 40CO lb ' , ! ... • ! + , • <:= 77 /2' CONDUIT ·ro PRESSURE TRANSMITTERS r7 111111 n 60"x30" NEMA ~ CABINET ~-------------------, ' . ! ;t-.. 2 -z" CONDUITS --1 16" __ j , • ~ _,_ .'l ------~--___j , ' . ! +'-, • r--. fl l\b'V BLOl'.f'RS \\HH SPARKPRDOF-TYPE A ISOLATION VAL'-1: (TYP.) /11-,-11--PARTICULAlE fll TER I I I I • •lb~ !VI I. • I S'-1: BLOWER #1 CHECK VAL'-1: (TYi'.) ~ THl;J~MAL DISPErlSION Fl.OW METER B" PIPING---·',,.,--------I PARTICULq[ FILTER ,a~t:11•·· . )Al SVE BLOWER 12 D .. I· ·I~ I II I I ,------1 • • ~ulE (ALL ALUMINUM CONSTRUCTION) 'MTH EXPLOSION PROOF MOTORS s"• ~6 fE ---~ \lA ,t, J -~ ~~::-===~ ==="~~~~~~ Tl T I,,-VAPOR PHASE CARBON ADSORPTION UNIT APPROX. 4000 ib n \__ FLEXIBLE DUCTWORK PLAN HAZARDOUS CLASSlflCA rlON CLASS 1, GROUP D, DIVISION 11 ··· '-1:NT TO ATMOSPHERE ~ ~-+-~--------------------+-----+---t 1 I REVISIONS TO 95X DESIGN SEPT. 22/94 I S.M.0. r,P Re't'fsion Dote I lnltlol 10" VACUUM LINE , ' ! C -+,---SLOPE DOWN Approved , • , ' , ' . I : , ' ! , • , . ' t ; , • ~-' I ; , ~ --·---··-----a..+,,---------···-------TTl -----------1 ,__ 11 II((. Ii ---Ir] 60-)(30" NCMA 4 CABINET L _____ _ PARTICULA 1E FILTrn -·----(()Uf---_ ~ 5)-·-((~r I ~ ~l-·--1 I I Jl] ___ J□l_. m 11 1111---2'-8"± I I :r VAPOR/ LIQUID SEPARATORS UNIT 12 (ALL ALUMINUM CONS IRUC IION) WI !H [XPLOSION PRoor· ~OTORS I 4'-7"± EXIS flNG i<AIS[D CONCRETf PAD : : SECTION@ JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA SITE REMEDIATION SOIL VAPOR EXTRACTION EQUIPMENT FLOOR PLAN -MECHANICAL CRA \ =• "'"~ •rn rns,,o •~ --RECEl'\tEO \ MAR O 1 1995 suPERFUND SECTION / ~ CONESTOGA-ROVERS a ASSOCIATES I Dote: I F'lfeFll:fRov.l'I', SEPTEMBER IG94 P-<14 I 1 orown by. R.F.M. rSc:ole: N.T.S DCslgned by. M.C.G, Field book Project N8: 0,-awlnQ N•: Checked by: R.L.A. 3669 M4 OEPT 22/H(IQ l() ,__, tit,, ,. 1._..~1:~ :r-1~ . ~·~ Q G ~~ '' ~ ' . 1~-' ' ' ' i'·. I ' ' 1·: ' .. ,. i: ;c-. ,. .. r.::-, .. r:: 1.-., , .. f·.: [/ 1: . .o• c·'. C t,, :•. :: l·_· r''
LEQENO 6GA · · .-,. .. EXIST CONTOURS EXIST. FENCE PROPERTY LINE EXIST DITCH PLANT DISCHARGE PIPE TO SANITARY SEWER '\ ';· !_, ,, ,, ; i,',' ·-".' ~ ,-F, :. ; .. J!f. • PW1 0 MH11 ' I ', ' \ , ... \ \ • EXlRACTION WELL MANHOLE . ' ' ' / ' I ------ --POTABLE WATER SUPPLY ----------CARRIER PIP< SPRING DISCHARGE DRAIN COLLECTION PIPE ELECTRICAL CONDUIT ,, ' I I r ' ,, \ ·,., ., t r ' ) , ' i '/ ,,, .':~ ,, ,., f I ! .,, •' ,· / , A CASON STR££T --~-:. -.. 2"f CONDUIT 1 t --' BELDON 9392 !,!ULTI-PAIR, INDl\11D.UALL Y SHIElDED GABLE --• ----~ ..... ---~· (SID£ROAJ) 20J5} "\_ '~ -,, .. t"'"T . ·f ;1 I,'/ . ,, 2•, CONDUIT I EXISTING LANDFILL s1rr I _ _ · ~~,f~\~H~~w \/. · \· 11 11,· OVERHEAP_ ELECTRICAL · 1 1/2" PVC CONOUfT 3-iJB XHHW , \ I , SERVICE , ~ -----·-~ , ' , 5-BELDEN __ t,jo, 8719 -· · · , :_ · ··-· •· · , __ -_ , , , , , ---, : U.P. I I I r __ ._ T __ --1-----r -~ c-7 ---. -1--===v--EXTR~~~i~~P~fNT .... , • ', TREATMENT 1"f CONDUIT --BUILDING 5-#14 XH}'lW 5-#12 Xf/HW \ ', / -------------~----·. ,. ·, ~-----~:::::---·· . _ ___ MHB ~'-' · LS"f CONDUIT -~-=_::::::::-__::::~"--_,,, 2 1/2",¢ CONDUIT "\*-:~·: . =:. ~ ~~ -~1;~~:~o,ou:· ""'o. ~8:1/0 ;:;~;• ,._,,, '""" \ / ", , \ ' ' ' ' {· ., .. :. \ ' MH11 -~ PW4 MH1 r 18-#14 XHHW 10-110 XHHW MH20 -~ 9·f'4 XH<W 5-1'0 ><SW -=--=._ . l ';:, • 1/2"f CONDUIT MH1~_ 1 1 ;2·, co_N DUIT ~-#14 XHHW , ·:._· ' , #10 XHHW ______ IiL_l.______ _ _,,,,,....., ,. . . . ------I . -,, y·,,~, --::m::r. ' . . , ! "-v"' =:_.LL.w..=---=::; --~ --~ ,,.. .. -·r. ---,~ __ -----;r1::(;IJ TT_.-.,-~ ___ {.:.,,L -·. ~;t-_,_._ ,_' Y ___ i'" • ( -+ -r·' ~ .:,· .:_,-! 0 ·:, ,,,•;-r;, __ , __ ..., ,,, ' !; /(, : r'. ; , -/ _,, 1---l---------------------+-----+---I 0--1--------------------.. ----t-------+----il 1 I REVISIONS TO 95" DESIGN SEPT, 22/94 I SMQ 1-1' Revision Date I In ltlal .,. '--~ Approved fr~ .. ' ' 15-#-14 XHHW . MH7 2"f CONDUIT~ 5-#10 XHHW _ -~PW2 _9-#12 XHHW __.---/ MH4 0 ~ '• ' ' .'.( ~ ' \ \ MH , \ 0 \ \ \ \ ,, MH60 1 1/2" CONDUIT 9-#14 XHt4W 5-#10 XH}lW. \ : ' • ·1 -I ' I ,I t y' • ~' J,. '· .. ·-~1 \·,:. 1'-\ ' \._ < ' ... ,\. \ . \ . \ '' ·. 1 , 12· toNou_,_ r -.,, , 6-#14 XHHW , '' , / 9-/112 )(HHW . __ · ·. , '""-u MH5 td: '.: ,, CRA I I ' \ ____ / , ... \ ~:~, ·, ' , ' ' ,-' ' '"!-.• -~:, :: ' ,, \ ~:i ~ . "'(, '' ,, ' ' ' ', .. )·,. '•, ~" ) ., ..,,., ......... ' ,,: '" ,, c ' ' ',, -/ ·., ·". ,:·,. ',, '-.•,· -,, RECEIVED MAR O 1 1995 suPERFUND SECT/ON / 51 ,5 ' , ;T/ON I JADCO-HUGHES SITE GASTON COUNTY, NORTH CAROLINA CONESTOGA-ROVERS • ASSOCIATES SITE REMEDIATION DrOwn -by: BRM Scole: 1"':50• I Date: SEPTEMBER 1994 FAe ND: I Rev,rr, P-54 1 SITE PLAN -ELECTRICAL Designed by BTS BfM Chocked by field book Project N•: 3669 brawiriQ ND-: E1 ,.S) --! ' V)i ::::r-! '><, O' c-D '
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SYSlEM N ~EIVEO
MAR O 1 1995
suPERFUND SECTIO
1---1----------------------1-----1-----I Approved
JADCO-HUGHES SITE
GASTON COUNTY. NORTH CAROLINA
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1 R""1SIONS TO 95lll DESIGN
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S£PT 22/94 S.M.Q.
Date Initial
CONESTOGA·ROYERS & ASSOCIATES
Drown by: Scole: a e:
BRM/BTS N,T,S. SEPTEMBER 1994
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