ML032731586
| ML032731586 | |
| Person / Time | |
|---|---|
| Site: | North Anna, 05200008, PROJ0719  |
| Issue date: | 02/11/2003 |
| From: | MACTEC Engineering & Consulting |
| To: | Office of New Reactors |
| References | |
| +reviewedDominionESP, +reviewedmls | |
| Download: ML032731586 (396) | |
Text
FINAL REPORT RESULTS OF GEOTECHNICAL EXPLORATION AND TESTING NORTH ANNA ESP PROJECT LOUISA COUNTY, VIRGINIA February 11,2003 Prepared By MACTEC ENGINEERING AND CONSULTING RALEIGH NORTH CAROLINA MACTEC PROJECT NUMBER 30720-2-5400 Submitted To BECHTEL POWER CORPORATION FREDERICK, MD BECHTEL SUBCONTRACT NUMBER 24830-006-HC4-CY00-0OOOf BECHTEL 24830-006-VOA-CYOO-00004-OO2 SUPPLIER DOCUMENT REVIEW STATUS 2.5.4B-1
TABLE OF CONTENTS Section 1 Introduction 1 Section 2 Test Methods 3 2.1 Surveying 3 2.2 Utility Location 3 2.3 Drilling Equipment/h,;thods 4 2.4 Sampling in Geotechnical Borings 5 2.5 Observation Wells 6 2.5.1 Well Installation 6 2.5.2 Well Development 7 2.5.3 Field Permeability Tests 8 2.5.4 Water Level Measurements 8 2.6 Cone Penetrometer Testing 8 2.7 Cross-Hole Testing 9 Section 3 Sample Storage 12 Section 4 Laboratory Testing 13 Index of Appendices 15 2.5.4B-2
Report of Geotechnical Exploration and Testing MACTEC Prqject No. 30720-2-5400 North Anna ESP Project February 11 2003
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SECTION 1 INTRODUCTION MACTEC Engineering and Consulting (MACTEC) was retained by Bechtel Power Corporation (BECHTEL) to conduct a geotechnical exploration and associated laboratory testing at the North Anna Power Station in Louisa County, Virginia. MACTEC executed its services per BECHTEL Subcontract Number 24830-006-HC4-CY00-0000 1.
The geotechnical services were completed as part of the Early Site Permitting (ESP) project for Dominion Power. The field work commenced on November 18, 2002 and was completed on December 18, 2002. Surveying activities to locate the actual test locations were completed on January 8,2003.
The Scope of Work was defined in Exhibit D of the Subcontract which included BECHTEL Technical Specification 24830-006-SR9-CY00-0000 1-000, and is briefly described below.
Locate exploration points by survey.
Coordinate the location of underground utilities with plant personnel prior to advancing any exploratory activities.
Drill geotechnical exploratory borings at locations specified by BECHTEL, adjusting as necessary to accommodate access and utility conflicts. Geotechnical borings were completed at seven locations identified as B-80 1 through B-807.
Conduct Standard Penetration Testing (SPT) to obtain samples of soil, undisturbed sampling of soil as directed by BECHTEL field representatives, and rock coring to obtain samples of rock.
Prepare field logs for all drilling and sampling and transfer all samples to a secure, on-site sample storage facility.
Seal all boreholes by grouting.
Complete drilling, with selective soil sampling, for the installation of water level observation wells at nine locations identified as OW-841 through OW-849. Soil sampling was not included in the technical specifications but was requested by BECHTELs field representatives.
Develop observation wells and conduct field permeability testing using slug testing methods.
Install locking well covers and concrete well pads at observation well locations.
Conduct cone penetrometer testing (CPT) at specified locations. The project specifications called for CPT testing at seven locations. However, due to site access issues and shallow refusal, the CPT testing program was modified to include testing at eight locations (not including offset tests). Test numbers for completed CPT locations are as follows: CPT-821 to CPT-825, CPT-827, CPT-828, and CPT-830.
I 2.5.4B-3
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 Conduct cross-hole seismic tests at one location (B-802) using a three hole array.
Due to subsurface conditions encountered at the B-802 location, BECHTEL approved additional cross-hole testing at a second location (B-805).
0 Conduct laboratory testing on soil and rock samples as assigned by Bechtel.
0 Provide a summary report for all testing.
0 Provide daily reports of all field activities.
0 The Technical Specifications included provisions for test pits. However, no test pits were assigned or completed.
Sampling and testing related to the geotechnical exploration was designated as Safety-Related by BECHTEL. As such, the work was completed under a Quality Assurance Program meeting the Code of Federal Regulations IOCFRSO, Appendix B and conforming to the provisions of ANWASME N45.2-1977.
This data report describes the field and laboratory testing methods and presents the results.
2 2.5.4B-4
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 SECTION 2 TEST METHODS 2.1 Surveying The surveying for the project was conducted in two phases. The initial phase was to complete preliminary boring layout based on initial coordinates for test locations provided by BECHTEL. After completing an initial assessment of test locations and potential utility and access conflicts, it was determined that the test points in the central plant area would be identified by MACTEC and BECHTEL personnel by locating them relative to existing site features and structures. Preliminary test locations away from the central plant area and in wooded areas were located by the surveyor (Stantec Consulting, a MACTEC subcontractor) using conventional survey methods.
The second phase was done after completion of all testing. The surveyor returned to the site and determined locations and elevations of the actual test points. Elevations were referenced to NAVD 88. BECHTEL requested that all horizontal locations be provided in Commonwealth of Virginia Grid coordinates. During project startup, it was found that the grid coordinates shown on original plant drawings were referenced to the 1927 plane grid. Since the plant construction, Virginia has adopted a revised grid (the 1983 grid).
No drawings were located which linked plant features to the 1983 grid, and the plant itself has its own coordinate grid. Available current Virginia reference monuments are tied to the 1983 grid system; however, it is possible to convert 1983 grid points to the older 1927 grid system. BECHTEL requested that the survey use the 1983 grid references and that a table for all points be prepared showing both the 1983 and the 1927 coordinates. In addition, two existing plant monuments were located by survey to provide a link to previous surveys and coordinates. Survey reference points linked to the current 1983 Virginia grid could not be identified on the plant site. Therefore, the surveyors ran a traverse into the plant from Louisa County Monuments TR 2001 and TR 22 to establish control points.
Prior to the completion of the survey, several markers identifying test locations were removed or damaged. The test locations impacted included: CPT-821, CPT-82 1A, CPT-82 1B, B-802 (geotechnical boring only), and CPT-823. Approximate locations for each of these test points were reestablished by MACTEC personnel and located by the surveyors. The locations for these subject points are noted as approximate in the Survey Results Table included in Appendix B. A plan showing the locations of all test locations is also included in Appendix B.
2.2 Utility Location Representatives of MACTEC and BECHTEL used preliminary survey locations and physical features to mark planned locations of borings, wells, cross-hole test sites, and CPT probes. These preliminary locations were provided to Dominion Power plant personnel for utility clearance.
3 2.5.4B-5
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 Dominion personnel used electromagnetic and ground penetrating radar methods to check the planned test locations for the presence of underground utilities. The planned locations were adjusted as required by Dominion Power to provide the necessary utility clearances.
A Digging, Drilling, and Cutting (DD&C) permit for the boring and testing operations was written by Dominion Power and provided to MACTEC for field use. The DD&C was appended to include each new test location as utility clearance was provided. A representative of Dominion Power was present at each test location until the drilling had advanced to a depth of at least ten feet.
2.3 Drilling Eauipment/Methods Drilling equipment mobilized to the site included the following:
0 CME 550 Drill Rig mounted on an ATV carrier 0 CME 45 Drill Rig mounted on a trailer 0 Deitrich D-50 Drill Rig mounted on a tracked carrier 0 Ingersoll Rand Model T3W truck mounted air-rotary rig In addition, a rubber tired ATV with a 300-gallon water tank was mobilized to the site and used to haul materials and supply water to the drill rigs.
Borings were advanced in soil using rotary wash drilling techniques until SPT refusal (defined as the physical inability to advance the hole using wash drilling procedures or 50 blows for one inch or less of penetration, whichever occurred first) was encountered.
Once SPT refusal was encountered, a steel casing was set, and the holes were advanced using wire-line rock coring equipment and procedures described in ASTM D 21 13. A five foot long NQ core barrel with a split inner barrel was use for all rock coring.
Fresh water obtained from Lake Anna was used for all drilling and coring operations. In Boring B-805, a slurry formed by mixing bentonite with fresh water was used. Four inch diameter casing was used to stabilize the upper portions of each boring as necessary.
Hollow stem augers, with a 4.25-inch inside diameter and a nominal 8-inch outside diameter, were used, to advance all observation well holes except for OW-845. Soil samples were obtained at 2.5-foot and 5-foot intervals in the augered holes as described in Section 2.4. OW-845 was drilled using the rotary air percussion rig in order to advance into rock. No soil samples were obtained in OW-845.
The holes required for cross-hole testing in rock, B-802A, B-802B and B-802C, were advanced using the rotary air percussion drill rig. A 10-inch diameter bit was used through soil and weathered rock zones and a 6-inch diameter bit was used in rock. No sampling was done in these holes.
4 2.5.4B-6
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 The holes for the cross-hole testing in soil, B-805A, B-805B and B-805C, were advanced using rotary wash techniques. A 6-inch diameter bit was used to advance these holes to the top of rock. No sampling was done in these holes.
Specific equipment used at each borehole is included on the borehole logs included in Appendix C.
All boreholes and the cross-hole casings were filled prior to demobilizing from the site using a cement-bentonite grout. The cross-hole casing at B-802B was left open for possible additional testing. As required in specification section 4.1.2, the grout was placed by pumping through a tremie pipe inserted to the bottom of the borehole.
The grout mixture specified in 4.1.2 (7 gallons of water and 5 pounds of bentonite per 94-pound sack of cement) proved too thick to pump with conventional pumps. MACTEC proposed and BECHTELs field representative approved use of the same grout mix used for observation well installation for sealing the boreholes.
2.4 Sampling in Geotechnical Borings Soil sampling in the geotechnical borings (B-801 through B-807) was conducted at intervals ranging from 2.5 feet to 5 feet using equipment and methods described in ASTM D 1586. The sampler was typically driven a minimum of 18 inches in soil with blows recorded for each six inch interval of penetration. In very hard soils and weathered rock, driving was terminated at 100 blows and the actual penetration recorded, (e.g., 100 blows / 3 inches).
The split spoon sampler was opened at the drill site and the recovered materials were visually described and classified by MACTECs rig geologist. A selected portion of the sample (typically the material for the lower portion of the sample) was placed in a glass sample jar with a moisture proof lid. Sample jars were labeled, placed in cardboard boxes, and transported to an on-site storage area.
The technical specifications defined SPT refusal as 50 blows for 6 inches or less of penetration. For the purposes of determining the depth at which to begin rock coring procedures, BECHTEL agreed that refusal to soil drilling would be defined as physical inability to advance the hole using wash drilling procedures or 50 blows for one inch or less of penetration, whichever occured first. In practice, the sampler was typically struck with 100 blows and the actual penetration measured and recorded on the boring logs.
Rock recovered by the coring process was carefully removed from the split inner barrel and placed in wooden core boxes with wooden blocks used to mark ends of runs. When core recovery was less than loo%, the rig geologist placed foam spacers in the core box to mark the estimated locations for the missing material. Filled core boxes were taken to the on-site sample storage facility. Photographs of the cores were taken at the sample storage facility. Core Photographs are included in Appendix C.
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Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 1 I , 2003 The rig geologist visually described the core and noted the presence of joints and fractures, distinguishing mechanical breaks from natural breaks where possible. The rig geologist also calculated percent recovery and Rock Quality Designation, (RQD) prior to moving the core from the drill site. Core descriptions as well as drilling data, recovery data and RQD are shown on the Core Boring Report for each borehole included in Appendix C.
2.5 Observation Wells 2.5.1 Well Installation Nine observation wells were installed on the site as part of this project - eight screened in the soil/weathered rock zone and one screened in the rock. The wells were installed per section 5.3 of the specification.
Boreholes for all observation wells except OW-845 were advanced using hollow stem augers with a 4.25-inch inside diameter and a nominal 8-inch outside diameter. The holes were advanced to depths specified by BECHTELs field representative. Although not required in the specifications, BECHTEL requested that samples be obtained at approximately 5-foot intervals during the drilling for soil classification purposes (except at well OW-845). A split spoon sampler was driven by an automatic hammer for sampling purposes. The driving resistances obtained with automatic hammers are known to be typically lower than those obtained with manually operated hammers due to differences in energy delivered to the drill rods. Manually operated hammers using rope and cathead were used in the geotechnical borings, and are believed to have been used in previous explorations done at the site in the 1970s.
As agreed with BECHTEL representatives, the driving resistances for the samples obtained using the automatic hammer in the observation well boreholes 3re not to be relied upon for use in correlations based on standard penetration test values or for comparisons with data obtained using manually operated hammers. Therefore, driving resistance data has not been included on the borehole logs for the observation wells which are included in Appendix D. The driving data was recorded, however, and is included on the field logs maintained by the rig geologist.
Borehole depths shown on the borehole logs indicate the total depth drilled and sampled.
Due to small amounts of drill spoil at the base of the augers, or due to the sampler advancing beyond the augered depth, the total depth shown on the borehole log may be slightly greater than the well depth reported on the companion well installation record.
Soil samples obtained from the split spoon sampler in the observation well boreholes were placed in glass sample jars with moisture-proof lids. The jars were labeled and placed in cardboard boxes and transported to the on-site sample storage facility.
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Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 One observation well, OW-845, extended into rock. The hole for this well was advanced using the rotary air percussion drill rig. No samples of soil or rock were obtained from this borehole.
Upon reaching the designated depth for a well, slotted PVC casing connected to solid sections was set. A sand pack and bentonite seal were then placed. A grout plug was placed from the top of the bentonite seal to the ground surface in each borehole. The grout mix specified in specifications was found too thick to pump with the equipment on site. A modified grout mix consisting of one bag of Portland Cement (94 pounds), 2.5 pounds of bentonite and 7 gallons of water was proposed by MACTEC and accepted by BECHTELs field representative. The modified mix was used for. all well installations.
The depth of the screened interval, length of the screen and general well configuration were designated in the field for each well by BECHTELs field representative. Since the ground surface elevations at the well sites were not determined until after the well pads were placed, the top of the PVC casing elevation, less the casing stickup above ground surface as measured at the time of installation, was used to back-calculate the ground surface elevation shown on well installation records and the well borehole logs. All water depth measurements are referenced to the top of the PVC casing. The elevation of the top of the casing was also used along with measurements of the well sections to calculate elevations for the well monitoring interval. Well installation logs showing the details of the construction for all wells are included in Appendix D. A summary table with pertinent observation well information is shown in the Summary Table in Appendix A.
All wells were capped with a locked steel well cover extending approximately two feet above grade. A concrete pad, two feet square and six inches thick, was also placed around each well cover per the specification.
2.5.2 Well Development After well installation was completed, wells were developed by pumping. The development procedure agreed to with BECHTEL was to remove 2 to 3 standing well volumes of water initially by pumping, cycling the pump on and off to create a surging effect. After initial pumping, the procedure called for removal of 6 standing well volumes while monitoring pH and conductivity with a field meter and visually observing the turbidity. The wells were considered developed when the pH and conductivity stabilized and the pumped water was reasonably free of suspended sediment.
Well development records are attached in Appendix D. These records indicate most wells produced moderate to high inflows of water. All wells were developed satisfactorily using the planned procedure.
7 2.5.4B-9
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 2.5.3 Field Permeability Tests Field permeability testing was conducted in each observation well using procedures described in Section 8 of ASTM D 4044. This procedure is commonly termed the slug test method. Slug testing involves establishing a static water level, lowering a solid cylinder into the well to cause an increase of water level in the well and monitoring the time rate for the well water level to return to the pre-test static level. This method is commonly called the slug-in method. After that stabilization, the slug is rapidly removed to create a lowering of the water level in the well, and the time rate for water to recover to the pre-test static level is recorded. This method is commonly called the slug-out method. Electronic transducers and data loggers are used for measuring the water levels and times during the test. Due to the rates of recovery and adversz weather conditions at the time of testing, the slug-in and slug-out tests were conducted at different times in some wells.
A summary sheet with the calculated coefficients of permeability from the slug tests is included in Appendix A. The field records, data logger output sheets, and analysis/calculations are attached as Appendix E.
2.5.4 Water Level Measurements On December 17, 2002, after completion of the field permeability testing, MACTEC representatives checked water levels in all wells installed plus additional wells designated by BECHTEL. Measurements were made using an electric water level meter and referenced to the top of the casing. Some of the previously-existing wells had no reference mark at the top of the casing; in these cases, the higher side of the casing, if applicable, was used as the reference point. The water levels recorded are shown on the table in Appendix A. For two of the wells - WP-3 and WP no elevations of the tops of the casings were available from Dominion. These two wells are not part of the normal network monitored by Dominion personnel.
2.6 Cone Penetometer Testing Locations for seven Cone Penetrometer Tests, (CPT) were included in the original scope of work for this project. Specified probe depths ranged from 30 to 40 feet below ground surface. MACTEC personnel staked the probes at the specified locations; however, due to soft, wet ground conditions, several of the probes were relocated to more accessible locations. All test locations were approved by the BECHTEL field representative and cleared by plant utility personnel prior to pushing.
CPT testing was completed by Applied Research Associates, Inc. ( A M ) , a subcontractor to MACTEC. ARA utilized a 30-ton self-contained truck rig to complete the work. Each probe was advanced to cone refusal, (the limit of the pushing capacity of the rig).
Seismic testing was completed at intervals of five feet in CPT-822 and CPT-825. Pore pressure dissipation tests were completed in CPT-827 and 823. All testing was done in accordance with project specifications and ASTM-5778 8
2.5.4B-10
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 Refksal was encountered at a depth of less than 10 feet at three test locations, CPT-821, CPT-824 and CPT-828. At CPT-821, two offset probes were attempted which also refused at a shallow depth. Utility conflicts prevented an offset test location at CPT-824.
CPT tests were numbered from CPT-821 to CPT-830; however, CPT-826 and CPT-829 were not completed due to utility and site access issues. Results for all CPT testing are included in Appendix F 2.7 Cross-Hole Testing Cross-hole testing was conducted at two locations - B-802 and B-805. The methods of ASTM D 4438/D 4428M were specified in section 8.1 of the specifications. Section 8.1 called for one borehole in each cross-hole array to be sampled in accordance with section 4.8.2 of the specifications. After reviewing the planned depth of the cross-hole testing (90 feet) and based on the anticipated presence of rock above the assigned depth, MACTEC proposed and Bechtel approved drilling and sampling to be done in an offset boring. The drilled and sampled borings are identified as B-802 and B-805. The cross-hole test holes are identified as B-802A, B-802B and B-802C and B-805A, B-805B and B805C.
The provisions of ASTM D 4428/D 4428M call for a maximum borehole size of six inches for cross-hole testing. The cross-hole equipment needs a minimum diameter of 2-7/8 inches to accommodate the geophones. These considerations require an outside casing diameter of about 4 inches maximum to assure adequate space for grout placement; thus the 6-inch diameter hole is also practically the minimum hole size.
Standard rock coring bits used in geotechnical exploratory work do not produce a 6-inch diameter borehole. In order to advance a borehole through soil and into rock, the soil portion of the hole must be larger than the desired hole in the rock to prevent collapse of the soil. Thus, it was concluded that cross-hole testing in soil and in rock could not be accomplished in the same set of casings.
MACTEC proposed that two sets of cross-hole casings be installed at location B-802 with one set for testing below the soil-rock interface and one set for testing above the soil-rock interface. However, it was found that the depth to rock at location B-802 was very shallow, approximately 8 to 10 feet. Discussions with Grumman Exploration, MACTECs subcontract geophysicist, indicated that with such a shallow depth to rock, cross-hole testing in the soil would yield limited, if any, reasonable results due to refraction of the seismic waves off the rock surface causing interference. Options considered were to reduce the spacing between the casings or to relocate the soil test casings to another spot where the depth to rock was greater. Because geotechnical boring B-805, located in the general vicinity of B-802 and at a similar elevation, had indicated a depth to rock of about 30 feet, BECHTEL approved conducting the soil cross-hole testing at location B-805.
9 2.5.4B-11
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 For location B-802, the air percussion drill was used to advance boreholes for the cross-hole tests. A 10-inch diameter borehole was advanced slightly into rock and an 8-inch diameter PVC casing set to stabilize the soil portion of the hole. A 6-1/8 inch diameter bit was used to extend the boreholes to the assigned termination depths of 90 feet.
For location B-805, rotary wash drilling with one of the geotechnical drill rigs using a 6-inch diameter bit was used to advance the boreholes to approximately 30 feet.
Because the specification required a deviation survey of the cross-hole casings, inclinometer casing as manufactured by The Slope Indicator Company was installed in each borehole. Centralizers were placed on the casing, and the annular space between the casing and the borehole was filled with Portland cement grout.
Installation of the cross-hole casings encountered minor difficulties during the grout placement at B-802A. Excessive grout take was noted. During the drilling of B-802A, a relatively large inflow of water had been noted. MACTEC concluded the large grout take was due to grout flowing into open fractures in the rock. Grouting was suspended and resumed the following day with successful completion. Grout losses were not noted in the other two boreholes at the B-802 location.
ASTM D 4428/4428M calls for a grout unit weight in rock of 140 pounds per cubic foot (pcf). To achieve this unit weight, a cement-water mix with a water-reducing admixture was planned due to concerns about the ability to pump the mix. Field work found that a unit weight of about 128 pcf was the maximum that could be achieved and still maintain a mix fluid enough to pump. Since the primary concern with the grout was to achieve a continuous fill of the annular space, the lower unit weight was considered acceptable.
Discussions with Grumman indicated the difference in unit weight considered over an approximate 1-inch layer would not affect the seismic velocity measurements.
After setting the casings, and after the cross-hole testing, a deviation survey was conducted in each of the inclinometer casings. The survey was done with a Slope Indicator Digitilt probe, and the data was recorded by a Slope Indicator DataMate recorder. The surveyor later established the grid coordinates for the center of each casing as well as the bearing of the inclinometer reference groove. Horizontal distances between each pair of cross-hole receiver casings were computed at 2-foot increments from the top down using the deviation survey results. These distances were furnished to Grumman for their use in analyzing the cross-hole velocity data. Appendix G contains a drawing showing the orientation of the cross-hole casings, the results of the deviation survey and the computed distances.
The cross-hole velocity measurements were performed on December 12, 2002 by Grumman. MACTEC, in consultation with Grumman, reviewed the available borehole data to select one end of each array as the energy source hole with the other two casings used for the receiver geophones. Due to the large amount of grout used in B-802A, this casing was used for the energy source. Casings for the energy source were punpeaailed prior to testing to remove water.
10 2.5.4B-12
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 The cross-hole measurements were made using a manually-actuated, reversible polarity, shear wave impulse source to create a shock wave at each test depth. Triaxial geophones were lowered into each receiver casing and positioned such that for each test, the impulse source and the geophones were at the same depth relative to the ground surface. Tests were conducted at 5-foot intervals in the rock test location (B-802) as required by the specifications. At location B-805, due to the relatively short length of the casings, tests were conducted at 2.5-foot intervals to 21 feet, then at 5-foot intervals to obtain more data points.
The cross-hole testing was conducted in accordance with ASTM D4428D4428M (preferred method) with the following minor deviations:
0 A timing accuracy test was not performed at the site as the system had been calibrated within two weeks prior to the filed testing.
0 Separate tests for P-wave and S-wave were not conducted as the equipment used has an adequate sampling rate to allow proper interpretation.
0 Arrival times were visually observed at the site on the computer monitor, but arrival times were not determined in the field as it is more accurate to evaluate the data and determine arrival times using computer assistance later.
The signals produced by the impulse sources and received by the geophones were recorded by a Geometrics Model S12 signal enhancement seismograph. The data were analyzed by Grumman to produce estimated values for Vp (compression wave velocity) and Vs (shear wave velocity) at the test depths. The results are presented in the figures and tables in Appendix H.
During the analysis, it was found that a background high frequency noise signal was present at the B-802 location. The source of the noise was judged as external to the test equipment. As a result of the interference, estimated values for Vp could not be obtained, and Vs values could not be interpreted at test depths below 45 feet. Grumman believes that downhole testing using one of the casings may have a potential for improved data quality in light of the interference signal. One casing (B-802B) was left open to allow for possible future testing.
Subsequent to the original field work, downhole seismic testing was conducted in Boring B-802B. Reasonable data were obtained for Vp. The shear wave was reasonably well-defined to a depth of 45 feet, but less well-defined to 65 feet. Below approximately 65 feet, the shear wave appeared to be absent. The results of the test are presented in the report, figures and tables in Appendix J.
11 2.5.4B-13
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 SECTION 3 SAMPLE STORAGE 3.1 On-Site Sample Storage Facility At the request of BECHTEL and consistent with MACTECs quality requirements, an on-site sample storage facility was established. The sample storage facility was located within the A Level area of the plants warehouse facility. The A Level has limited access and is climate controlled. MACTEC personnel erected sections of chain link fence, six feet high, to form the approximately 12-foot square area. A locking gate was included in one of the side sections.
Upon sample transport to the warehouse facility, MACTEC personnel first logged each sample container, (boxes of glass jars or rock core boxes) into the plants Non-Stock inventory system. The non-stock inventory number was then placed on the sample container. The sample containers were then placed into the secured sample storage area and logged into the project sample inventory log book.
Any samples removed from the facility were noted in the sample inventory log book. A chain of custody form was also completed for all samples removed from the facility.
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Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 1 1: 2003 SECTION 4 LABORATORY TESTING Laboratory testing of soil and rock samples was completed based on the BECHTEL Geotechnical Laboratory Test Assignment sheet dated December 18, 2002. Laboratory testing of soil included moisture content, Atterberg Limits, grain size and chemical analysis. Nineteen pieces of rock core were tested for unconfined compressive strength.
Six of the test specimens were instrumented with strain gages to allow measurement of stress-strain curves and calculation of modulus of elasticity.
All testing of soil samples except for chemical analysis, was completed in MACTECs Raleigh, NC laboratory. All rock testing was completed at MACTECs Atlanta, GA laboratory. Testing was completed in accordance with Section 10.0 - Laboratory Testing, of the project specifications.
For the rock testing, MACTECs field geologist obtained intact sections of core from the depth intervals designated on the assignment sheet in all but one case. Core pieces were longer than would be required for testing to allow for preparation. Due to insufficient intact length of rock in one assigned interval (B-804, 35-38), MACTECs field geologist selected a piece of rock of the same type from the next core run for testing. The substitute piece was from 38.9 to 39.9 feet. Mr. John Davie of Bechtel was advised of the substitution and concurred.
Chemical testing for pH, sulfates and chlorides in selected soil samples as assigned by Bechtel was conducted using EPA methods SW9045 and 9056/300.0. The testing was done by Severn Trent Laboratory (STL) of Savannah, Georgia, a subcontractor to MACTEC.
All soil and rock samples were shipped under Chain-of-Custody from the site storage area to MACTECs Raleigh, North Carolina laboratory. If required, samples were further divided and/or shipped to the appropriate testing laboratory under Chain-of Custody.
The rock core specimens were prepared in aceordance with ASTM D 4543-01. The testing was done at the as-received moisture content. The unconfined compressive strength tests were conducted in accordance with ASTM D 2938-95 with minor modifications as noted on the summary sheet. The testing with stress-strain measurements was conducted in accordance with ASTM D 3148-96. Two of the test specimens had length to diameter ratios that were less than the 2.0 minimum recommended by ASTM. The actual ratios were 1.8 and 1.9. In addition, two samples had diameters that were very slightly less (.006) than the minimum recommended in the ASTM standard. The diameter deviation is not significant relative to the test results.
Modulus of elasticity values for the rock cores tested with stress-strain measurements were calculated using the average slope method, with the Poissons ratios computed over 13 2.5.4B-15
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 the same interval used for the modulus. For one sample, this method yielded a value of Poissons ratio of 0.54, which suggests the core was deforming plastically over the interval chosen. The stress-strain curve for this test also exhibited two distinct slope portions. The modulus value and Poissons ratio for the portion of the curve in the initial stress range were calculated and resulted in a more reasonable value for Poissons ratio.
For completeness, both results are included in Appendix I.
Summary sheets for the laboratory testing results are included in Appendix A. Copies of the Laboratory Assignment sheets and the results of all soil and rock testing are included in Appendix I.
A summary sheet showing the unconfined compressive strengths and moduli of elasticity is attached in Appendix A. Full reports for the tests are included in Appendix I.
14 2.5.4B-16
Report of Geotechnical Exploration and Testing MACTEC Project No. 30720-2-5400 North Anna ESP Project February 11,2003 LIST OF APPENDICIES Appendix A Tables of Summary Test Data Appendix B Survey Data and Test Location Plan Appendix C Geotechnical Borings Logs, Core Boring Reports, and Photographs Appendix D Observation Well Logs and Development Records Appendix E Well Permeability Test Results Appendix F Cone Pentrometer Test Results Appendix G Deviation Survey Data Appendix H Cross-Hole Test Data Appendix I Laboratory Testing Data Appendix J Downhole Seismic Test Data 15 2.5.4B-17
APPENDIX A TABLES OF
SUMMARY
TEST DATA 2.5.4B-18
NORTH ANNA ESP PROJECT BECHTEL SUBCONTRACT NO. 24830-006-HC4-CYOO-00001 OW-846 32.7 297.3 263.1 - 275.5 272.5(12-12-02)
OW-847 49.8 3 19.7 268.4 - 283.2 285.3 (12-12-02)
OW-848 47.3 284.5 235.7 - 243.9 241.9 (12-13-02)
OW-849 49.8 298.5 247.2 261.4
~ 265.4 (12-13-02)
- Measured relative to ground surface.
- Casing is 1.5 ft above ground surface at time of drilling.
- Includes interval from bottom of well casing to top of sand pack.
- * ** Water level measured immediately prior to slug testing, after well development 2.5.4B-19
First Quarterly Water Level Summary (12-17-02)
North Anna ESP Project OW-847 34.3 319.7 285.4 OW-848 42.8 284.5 241.7 OW-849 33.0 298.5 265.5 No cap on PVC casing inside locking cover P-I 0 12.0 286.4 274.4 Ref Pt. mark is fading P-14 55.5 327.1 271.6 No mark for Ref Pt.
P-I 8 43.3 329.0 285.7 No mark for Ref Pt.
P-I 9 38.0 322.3 284.3 P-20 45.7 320.6 274.9 P-2 1 Dry to 58 319.2 No mark for Ref Pt.
P-22 43.7 320.5 276.8 P-23 35.3 296.4 261.1 P-24 17.0 293.4 276.4 WP-3 18.2 Sediment in bottom at 43.4'; No mark for Ref Pt.
WP-4 NA Water level is below pump; No mark for Ref Pt.
- No elevation available for top of casing Service Water Reservoir Elevation 314.6 ft.
Lake Level Elevation 248.1 ft.
Wells labeled OW were installed by MACTEC in November and December, 2002 All other wells listed were installed by others at unknown times.
Elevations for OW points obtained by Stantec as part of current project.
Elevations for other points furnished by Dominion.
Field Measurements by M. Howe 1 Sheet Prepared by: .rs%&- Date: '. I 1.' '-,
Checked by: b&ct.t Date: I/%( ::,
2.5.4B-20
North Anna ESP Project Summary Table of Hydraulic Conductivity (K) Results MACTEC Job Number: 30720-2-5400 dotes: -
'repared by / date: BWJ / 12-20-02 3 k c 4
- hecked by I date: l,v$fr/ I&- &?-&
2.5.4B-21
qiMACTEC 2%
MACTEC ENGINEERINGAND CONSULTING, INC.
RALEIGH, NORTH CAROLINA REPORT OF STANDARD TEST METHOD FOR LABORATORY DETERMINATION OF WATER CONTENT OF SOIL AND ROCK BY MASS (ASTM D 2216)
PROJECT NAME: North Anna ESP MACTEC PROJECT NUMBER: 30720-2-5400 BECHTEL JOB NO: 24830 DATE: 2/11/03 SAMPLE IDENTIFICATION NATURAL LIQUID B PLASTIC LIMITS % FINER USCS BORING TYPE DEPTH MOISTURE LL PL PI #200 SIEVE pH CHLORIDES SULFATES CLASSIFICATIOF (feet) (%) mglkg mg/kg 8-801 SS-1 0-1.5 22.2 39 29 10 63 130.0 < 27 B-801 55-5 85-10 39.9 8-801 SS-6 13.5-15 55.1 8-802 SS-2 3.7-5.2 19.5 8-803 I SS-4 I 8.6-10.1 I 23.2 1 I I I 24.4 I I I I 8-803 1 SS-6 I 13.7-15.3 I I I I I 20.9 I 5.7 I 100.0 1 < 23 I B-803 SS-8 23.6-25.1 18.5 8-804 SS-3 3.5-5 54.2 8-804 SS-6 11-12.5 46.1 8-804 I SS-8 I 18.5-20 1 I I I I 22.1 I I I I 8-807 1 SS-I0 1 31 5-33 1 26.7 1 I I I I I 8-807 SS-12 41.4-42.9 21 8 44.2 TESTING Trudy L. M u f f , L)&aratory Manager EQUIPMENT:
SCALES: 3.1.99 OVEN: 5.1.10 WASH SIEVE: 5.4.39 Principal Professional TECHNICIAN: JLB APPROVED BY CALCULATIONS: JLB CHECKED BY: TLM Principal EngineedProject Manager RegisteredVirginia, 5264 2.5.4B-22
Summary of Laboratory Rock Core Tests on Intact Specimens Unconfined Compressive Strength and Modulus of Elasticity Project No. : 30720-2-5400 Project Name: North Anna ESP Modulus of Elasticity and Poisson's ratio computed using average slope method.
- These values represent low-stress portion of stress-strain curve. Values computed over middle portion of curve indicate E = 522,000 and Poisson's Ratio of 0.54. A value of 3 4 suggests plastic behavour of the core at the higher stress levels.
-1 Prepared by: Date: x / 5 i u 4 2.5.4B-23
APPENDIX B SURVEY DATA AND TEST LOCATION PLAN 2.5.4B-24
North Anna Survey Data Table 02-03-03
- These points were not field loca'ed but piaced b y MACTEC s estimated location the elevations were established from a field survey of the surrounding area
- This is a field located point ot the estimated location 01 CPT 823 L *** Virginia Stnte Plane NAD83 (South Zone) coordinates converted to State Plane NAD27 (North Zone) using Corpsron for Windows versior 5 08 I hereby certify that field surveys were performed in accordance with applicable project specifications (1 1/22/02 - 12/30/02) under my supervision to determine the values listed in this table except where noted. All data was collected directly from Louisa County Survey Control Monuments (pair # 14, monuments 2001 to 22) using the coordinates provided in Virginia State Plane, NAD83 - South Zone (US. Survey foot) and the reference datum of NAVD 88. The NAD27 coordinates were derived via office computations as noted.
/A /_/ @JL, /
M v i d R. Gardy, rS # 001,f51 2.5.4B-25
APPENDIX C GEOTECHNICAL BORING LOGS, CORE BORING REPORTS, AND PHOTOGRAPHS 2.5.4B-26
MAJOR DIVISIONS TYPICAL NAMES TYPICALNAMES I CLEAN GRAVELS GRAVELS (More than 50% of coarse fraction is LARGER than the No. 4 sieve size) GM -
Silty gravels, gravel - sand silt mixtures.
COARSE GRAINED (Appreciable Clayey gravels, gravel - sand - clay amount of fines) GC mixtures.
SOILS (More than 50% of material is Well graded sands, gravelly sands, little or LARGER than CLEAN No. 200 sieve size) SANDS SANDS (More than 50% o f (Little or no fines) Poorly graded sands or gravelly sands, coarse fraction is little or no fines.
I ,I I SMALLER than the No, 4 Sieve SANDS WITH SM Silty sands, sand - silt mixtures Size) FINES amount (Appreciable of fines) - Sc Clayey sands, sand - clay mixtures.
/
Ill lnoreanic silts and verv fine sands. rock ML flour: silty of clayey fi>e sands or clayey silts and with slight ulasticitv.
SILTS AND CLAYS Inorganic lays of low to medium SAND & GRAVEL SILT & CLAY CL plasticity, gravelly clays, sandy clays, silty FINE (Liquid limit LESS than 50) clavs, lean clays. I No. of Blows Relative Density No. of Blows I Consistency GRAINED 0-4 I Very Loose I 0-1 Very Soft-SOILS 5 - 10 Loose 2-4 Soft (More than 50% of 11 - 2 0 Firm 5-8 Firm material is SMALLER than elastic silts.
No. 200 sieve size) SILTS AND CLAYS 31 - 5 0 Dense 16 - 30 Very Stiff CH Inorganic clays of high plasticity, fat clays (Liquid limit GREATER than 50)
~~
Over 50 I Very Dense I Over 3 1 Hard Organic clays of medium to high plasticity, organic silts.
HIGHLY ORGANIC SOILS ,, ?l_l?. PT Peat and other highly organic soils.
SILT OR CLAY SAND GRAVEL KEY TO SYMBOLS AND No.200 Fine No.40 Medium Coarse No.10 No.4 Fine 314" Coarse 3" 12" DESCRIPTIONS U.S. STANDARD SIEVE SIZE
Reference:
The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960)
BMACTEC 2.5.4B-27
- MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 GEOTECHNICAL BORING LOG SHEET 1 OF 2 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. B-801 0 NR. 13 COLLAR ELEV. 248.9 ft (NAVD 88)l NORTHING 3,910,351.57 (NAD 83)( EASTING 11,686,737.99 (NAD 83) 24 HR. 1.o I TOTAL DEPTH 49.8 ft I DRILL MACHINEME-550. An/ I DRILL METHOD Rotary Wash/Core I HAMMER TYPE 140 Ib. Manual, #5 I 2.5.4B-28
GEOTECHNICAL BORING LOG
- MACTEC3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 2 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS
' BECHTEL PROJECT NO. 24830 1 MACTEC PROJECT NUMBER 30720-2-54001 COUNTY LOUISA, VA 1 GEOLOGIST M. L e a PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. B-801 0 HR. 1.3 I COLLAR ELEV. 248.9ft (NAVD 8811 NORTHING 3,910,351.57 (NAD 8311 EASTING 11,686.737.99 (NAD83) I 24HR. 1 .o I T G A L DEPTH 1 DRILL MACHINEME-550, A m 1 DRILL METHOD Rotary Wash/Core
~ ~~ ~~~ ~~ ~~
49.8ft HAMYER TYPE 140 Ib. Manual, #5 I DATE STARTED 12/3/02 I COMPLETED 12/4/02 1 SURFACE WATER DEPTH N/A 2.5.4B-29
CORE BORING REPORT MACTEC 3301 ATLANTIC AVENUE ~
SHEET 1 OF 1 I
RALEIGH, NC 27604
~
BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGI!ST M.Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 6-801 0 HR. 1.3 COLLAR ELEV. 248.9 ft (NAVD 88) NORTHING 3,910,351.57 (NAD 83) EASTING 11,686,737.99 (NAD 83) 24 HR. 10 TOTAL DEPTH 49.8 ft DRILL MACHINE CME-550, An/ DRILL METHOD Rotary WashlCore HAMMER TYPE 140 Ib. Manual, #5 I TOTAL RUN I DRILLER
~
CORESIZE NQ 29.8 ft K. Pendlev I
DRILL RUN L L RUN IEC. RQD SAMP. RQD RATE 0 DESCRIPTION AND REMARKS (n) (Min/ft) ti) g) NO.
ti) G T
4.8 3:36 (4.8) (4.8) RUN 1 00% 100%
4:19 5:54 to 22 Sft) 517 2:51/0.8 "i" ~
5.0 3:19 3:18 r5.0) 00% 100%
(5.0) RUN 2 (4 joints at 70" with clay and orange Fe stain, 1 joint at 30" with orange Fe stain) 1 3:31 3:35 3:40 219.1 29.f - -
5.0 3:55 :5.0) (5.0) RUN 3 (5 joints at 40-50" with trace clay; 1 joint at 20" with trace clay) 00% 100%
4:Ol 5:50 5:51 8:26 5.0 13:12 (5.0) (5.0) RUN 4 (2 joints at 40" with clay, quartz. and orange Fe stain; 2 joints at 60-70" with trace clay) 00% 100%
9:34 3:26 3:29 525 5.0 426 (5.0) (5.0) RUN 5 (1 joint at 40" with trace clay) 00% 100%
3:50 3158 3:40 3:55 5.0 3:49 (5.0) (5.0) RUN 6 (2 joints at 30-40" with trace clay and orange Fe stain) 00% 100%
4:51 4:23 500 6:14 Bits Used: 3 ' Roller cone; N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid: Water Borehole filled by grouting 12/13/02 U
I m
2.5.4B-30
2.5.4B-31 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
I I COLLAR ELEV. 271.5 ft (NAVD 88) NORTHING 3,909,95(5.90 (NAD 83)( EASTING 11,686,380.81 (NAD 83) 24 HR. 3.4 TOTAL DEPTH 90.0 ft DRILL MACHINEME-550, A n / DRll-L METHOD Rotary WashlCore HAMMER TYPE 140 Ib. Manual, #5 DATE STARTED 12/9/02 COMPLETED 12/10/02 SURFACE WATER DEPTH N/A t
BLOW COUNT BLOWS PER FOOT SAM 0.5R 0 20 40 60 80 SOIL AND ROCK DESCRIPTION NO
- I I I I I -
271.5 0.0
- Ground I Surface 270.5 1.0 -
14 I,
i ss-'
2685-- - - - - - - 2 1L 267.0 3.7 Residual Tan and gray dense sllghtly
~
22 ss-: rnicaceous. silty fine to coarse SAND (SM) 265.5 6.0 -
'210.2 ss-:
2655-- --_-- 3 Weathered Rock Brown, BIOTITE QUARTZ ioom 71 263.2 8.3 1oo/o M ss-4 weathered, very cI 234.1 2.5.4B-32
GEOTECHNICAL BORING LOG MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. B-802 0 HR. 5.2 COLLAR ELEV. 271.5 ft (NAVD 88) NORTHING 3,909,956.90 (NAD 83) EASTING 11,686,380.81 (NAD 83) 24 HR. 3.4 2.5.4B-33
GEOTECHNICAL BORING LOG
- MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 3 OF 3 SEE ATACHED CORE BORING REPORT FOR CORING DETAILS 2.5.4B-34
CORE BORING REPORT
- MACTEC3301 ATLANTIC AVENUE SHEET 1 OF 3 RALEIGH. NC 27604 BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 C O U N N LOUISA, VA GEOLOGIST M. Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-802 0 HR. 5.2 COLLAR ELEV. 271.5 ft I (NAVD 88) NORTHING 3,909,956.90 I (NAD 83) EASTING 11,686,380.81 (NAD 83) 24 HR. 3.4 TOTAL DEPTH 90.0 ft DRILL MACHINE CME-550, A N I DRILL METHOD Rotary Wash/Core I HAMMER N P E 140 Ib. Manual, #5
- - --L I TOTAL RUN 81.7 ft I DRILLER K. Pendley DRILL ;AMP.
ELEV. DEPTt 1UN 7QD DESCRIPTION AND REMARKS RATE (ft) (ft) (ft)
- :Min/ft) c _ -t;' NO.
263.2 8.
1.6
_L_
2:29 0.5) K 31%
261.6 9.' -
5.0
-:I910.6 1:43 2.1) WN2 nd orange Fe stain) 12%
1:40 orange Fe stain; Severely weathered fracture zone with no recovely from 11 3fl to 2:03 153 1148 256.6 14. -
5.0
- 1:15 2.3) IUN 3 (9 joints at 50-60' with clay and orange Fe stain; Severely weathered fracture zone 16% with no recovery from 17.6ft to 18.6ft) 1:22 1:05 1:17 1'15 5.0
- 1:04
- 3.6) RUN4 (5 joints at 50-60" with brown Fe stain. 2 joints at O-lOo with brown Fe stain, Severely 72% weathered fracture zone with no recovery from 24 4ft to 24.9ft) l:oo 1:11 1:20 1.45 5.0 2:11 {3.9) RUN 5 78%
1:32 fractured, hard, BIOTITE QUARTZ GNEISS 1:24 1:24 1:30
- - - - (10 joints at 40-50" with trace orange Fe stain) 5.0 1:31 (4.4) RUN 6 88%
1:38 1:33 I
1:53 1:56 5.0 1:17 (4.2) RUN 7 (1 joint at 68" with clay and quartz; Severely weathered fracture zone with no recovery 84% from 37.9fl to 38.5fl) 1:19 1:34 1:50 1:33 5.0
- 1:27 RUN 8 (1 1 joints at 0-10" with trace clay and brown Fe stain 4 ~olntsat 50-60" with trace Clay, (3.3) 66% 1 joint at 70' with clay and chlorite) 1:55 1:45 2:Ol 1:53 RUN 9
-5.0 1:54 (4 8:
2.5.4B-35
ICORESIZE NQ
- 1 TOTAL
-RUN 81.7 ft 1 DRILLER K. Pendley DRILL R;
ELEV. ;AMP DESCRIPTION AND REMARKS RATE NO.
- Min/ft)
- Continued from previous page Hard Rock: Dark gray, slightly weathered to fresh. verv closelv to moderatelv ClOSelY 1:42 1:43 1.48 1:56
- 1:32 (1 joint at 609 1:34 1:39 1:36 1:43
- 1:14 1:42 1:s 2:17 215 21 1.6 - 1:37 1:43 1.40 2:20 2:51 206.6 - 2:40 2:45 2.43 2:36 235 201.6 - 2:35 (3 Ioints at 40-50" with trace clay) 200 2 71 252 Hard Rock: Dark gray, very slightly weathered to fresh, closely to moderately Closely 2:43 fracture?, hard, BIOTITE QUARTZ GNEISS 2:45 2:15 196. - (11 joints at 30-40' with brown Fe stain, 2 Jointsat 50-60° wlth trace Clay) 123 127 1.21 1'16 1:05
- 1:13 (4 joints at 30-40' with trace clay and orange Fe staln 2 joints at 60-76 wlth trace clay and chlorite) 1:18 c
w 1:19 m
2.5.4B-36
CORE BORING REPORT
- MACTEC 3301 ATLANTIC AVENUE RALEIGH, NC 27604 SHEET 3 OF 3 IECHTEL PROJECT NO. 24830 IMACTEC PROJECT NUMBER: 30720-2-54001 COUNTY LOUISA, VA I GEOLOGIST M. Lear 1
~ ~~~
'ROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
SORING NO. 8-802 I OHR. 5.2 1
- OLLAR ELEV. 271.5 ft (NAVD 88) NORTHING 3,909,956.90 I (NAD 83) EASTING 11,686,380.81 (NAD 83) 1 24 HR. 3.4
-OTAL DEPTH 90.0 ff I DRILL MACHINE CME-550, ATV [ DRILL METHOD Rotary Wash/Core 1 HAMMER TYPE 140 Ib.Manual, #5
)ATE STARTED 12/9/02 COMPLETED 12/10/02 SURFACE WATER DEPTH N/A
- ORESIZE NQ 1 TOTAL RUN 81.7 ft I DRILLER K. Pendley DRILL L EPTH SAMP.
RATE 3 DESCRIPTION AND REMARKS (ft) NO.
(Minlft) 2 g
Continued from previous page Y
1:20 Hard Rock Dark gray, very slightly weathered to fresh, closely to moderately closely fractured, hard, BIOTITE QUARTZ GNEISS (contmued) 1:20
- 186 6 84 1 :24 1:21
?UN l i
$-<- Hard Rock Gray, slightly to very slightly weathered closely to moderately closely fractured, hard, QUARTZ GNEISS with Biotite (5%)
(4joints at 30-40",1 joint at 70"with chlorite) k 1 :23 7-1:30 1:57/1.1 6:
~
< 181 5 Boring and Coring terminated at 90 0 ft in Hard Rock Slightly to very slightly 90 weathered, closely to moderately closely fractured hard, Quartz Gneiss with biotite
- (5%)
Bits Used 3 Roller cone, N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid Water Borehole filled by grouting 12/13/02 w
m 2.5.4B-37
c I-I I
2.5.4B-38
1 F
c
' r.. 'I I
?I 2.5.4B-39
2.5.4B-40
-a.--
S I! ;;3
CTEC GEOTECHNICAL BORING LOG SHEET 7 01' 5 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-803 0 HR. 20 9 COLLAR ELEV. 292 4 fl (NAVD 88 NORTHING 3,909,921 51 (NAD 83) EASTING 11,685,763 76 (NAD 83) 24 HR. 21 0 TOTAL DEPTH 170 3 ft DRILL MACHINEME-550, ATV DRILL METHOD Rotary WashlCore HAMMER TYPE 140 Ib Manual, #5 DATE STARTED 11/22/02 I -
ELEV. IDEPTt
- B IW
- co BLOWS PER FOOT SAMF 0.5n 0.5n 0 20 40 60 80 10 NO.
I 1
- Ground Surface -
ti2 5 ss-1 2 2 9 s - - - - - - - - - - - - - - - - - --
Residual Tan dense, slightly clayey fine to 2 8 8 . 8 1 3.6 - - coarse sandy GRAVEL (GP) 19 ss-2 286.3 1 6.1 -
7 ss-3 2869----- - - - -- _ - - _ _ -
Residual Orange and tan. firm, slightly gravelly, clayey, fine to coarse SAND (SC) 2844 2
- - Residual Orange tan, whitish tan, and grayish 13 ss-4 white firm to dense rnicaceous silty fine to coarse SAND (SM) 281.3 11.1 - -
6 ss-5 278.7 -- 13.7 - -
12 SS-6 273 8 -- 18.6 - -
9 ss-7 268.0 -- 23.6 - -
14 SS-8 263.8 -- 28.6 - __
m 0 14 ss-9 f
N s
g 0
i-2 __
258.8 33.6 -
710.4fl 1oo/o 9fl 2.5.4B-41
DATE STARTED 11/22/02 BLOW COUNT BLOWS PER FOOT V L 0
osn 0.5R o 20 40 60 ao 10 SOIL AND ROCK DESCRIPTION
- I MOI G Continued from previous page m IOOM 5 i010.21 1oo/o 2 m 10010 0 closely to very widely fractured, hard to very hard, QUARTZ GNEISS with Biotite (5%) and Magnetite (trace to 1%) and trace pyrite 0
0 Sl 1' 217.6 t 74.8 2.5.4B-42
MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 GEOJfCHNlCAL BORING LOG SHEET 3 OF 5 SEE AlTACHED CORE BORING REPORT FOR CORING DETAILS 2.5.4B-43
' 'ROJECT NAME I
BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-54001 COUNTY NORTH ANNA ESP LOUISA, VA 1 GEOLOGIST M. Leaf WATER LEVEL (ft) 30RING NO. 8-803 0 HR. 20.9 ZOLLAR ELEV. 292.4 ft (NAVD 88) NORTHING 3,909,921.51 (NAD 83) EASTING 11,685,763.76 (NAD 83) 24 HR. 21.0 rOTAL DEPTH 170.3 R DRILL MACHINRJvlE-550, A n / DRILL METHOD Rotary WashKOre HAMMER TYPE 140 Ib. Manual, #5
)ATE STARTED 11/22\02 I COMPLETED 12/2/02 1 SURFACE WATER DEPTH N/A
- r-Y COI 1 20 BLOWS PER FOOT 40 60 80 1 AMP 74b I SOIL AND ROCK DESCRIPTION
-l-T---
0.5n 1.5n NO. MOI G
-c 180.2 112.2 Continued from previous page Hard Rock: Gray and pink, locally with orange Fe stain, very slightly weathered to fresh, very closely to vefy widely fractured, hard to very hard, QUARTZ GNEISS w t h Biotite (5%) and Magnetite (trace to 1%) and trace pyrite (continued) 2.5.4B-44
GEOTECHNICAL BORING LOG HMACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 5 OF 5 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS 2.5.4B-45
CORE BORING REPORT
- MACTEC 3301 ATLANTIC AVENUE SHEET 1 OF 4 RALEIGH, NC 27604
~ECHTELPROJECT NO. 24830 IMACTEC PROJECT NUMBER: 30720-2-5400l COUNTY LOUISA. VA I GEOLOGIST M.Lear
'ROJECT NAME: NORTH ANNA ESP I WATER LEVEL (ft) 3ORING NO. 8-803 0 HR. 20.9
- OLLAR ELEV. 292.4 fi (NAVD 88) NORTHING 3,909,921.51 (NAD 83) EASTING 11,685,763.76 (NAD 83) 24 HR. 21 .o
'OTAL DEPTH 170.3 ft DRILL MACHINE CME-550, A n / DRILL METHOD Rotary Wash/Core HAMMER TYPE 140 Ib. Manual, #5
)ATE STARTED 11/22/02 COMPLETED 12/2/02 SURFACE WATER DEPTH N/A
- ORESIZE NQ - 1 TOTAL RUN 121.5 ft I DRILLER K.Pendley DRILL R RATE z ;AMP.
(Min/ft) -g) NO.
- 2:38 1.3)
<UN 1 I1%
I :08/0.6 - -
2:12 5.0) ?UN 2 00%
1:48 2:12 2:21 2:44 3:02 4.4) IUN 3
$8%
2:24 1:lO 3:18 6:17 1:53 5.0) TUN 4 00%
2:40 3:52 white mica and orange Fe stain) 4:25 5:OO 4:13 :5.0) TUN 5 (7 joints at 0-10" with white mica and orange Fe stain 1 joint at 30" wlth white mica) 00%
4:33 5:16 4:56 5:59 6:27 g; RUN 6 (3 joints at 0-10" with white mica and orange Fe stain 2 joints at 30-35' with white mica and orange Fe stain, 1 joint at 60" with clay and brown Fe stain) 5:40 5:44 6:02 8:21/0.9 6:36 (5.0) RUN 7 (1 joint at 40" with clay and orange Fe stain; 2 joints at 700 with clay, orange Fe stain, 00% and Mn oxide; 1 joint at 80.85" with orange Fe stain) 7:43 7:55 10:05 12:53 1:45 (4.9) RUN 8 (3 joints at 0-10" with white mica, clay, and brown Fe stain; 1 joint at 4 5 with brown 98% Fe stain; 1 joint at 75" orange Fe stain; Severely weathered fracture zone from 81 .Oft 1:53 to 81.3ft)
U 3:OO 2:56 w 2:25 m -- 2:41 (5.0) RUN 9
- (1 joint at 70" with trace clay) 2.5.4B-46
CORE BORING REPORT MACTEC 3301 ATLANTIC AVENUE SHEET 2 OF 4 RALEIGH, NC 27604 BECHTEL PROJECT NO. 24830 I MACTEC PROJECT NUMBER: 30720-2-54001COUNTY LOUISA, VA I GEOLOGIST M. Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-803 0 HR. 20.9 I
COLLAR ELEV. 292.4 ft (NAVD 88) NORTHING 3,909,921.51 I (NAD 83) EASTING 11,685,763.76 (NAD 83) 24 HR. 21 .o DATE STARTED 11/22/02 COMPLETED 12/2/02 SURFACE WATER DEPTH N/A CORESIZE NQ
- I TOTAL RUN 121.5 ft I DRILLER K. Pendley DRILL ' A L SAMP. 7aD RATE 0 DESCRIPTION AND REMARKS NO.
(Min/ft) - );k G
- 2:58 2.21 Biotite (5%) and Magnetite (trade to 1%) and trace pyrite (conbnued) 3:35 3.53 202. - -
3:04 RUN 10 (1 joint at 75" with clay and chlorite) 3:47 7:56 6:05 626 197 - -
7:13 RUN 11 (1 joint at 80-90Owith trace clay and brown Fe stain 1 joint at 50" with brown Fe stain) 8:11 8:09 9:45 15:22 192 29.20 RUN 11 (No joints) 191 - -
RUN 13 (1 joint at 50")
3:07 2:08 2:07 2:08 187 RUN 14 (No joints) 2.05 2:lO 2:22 2:34 2:31 RUN 15 (1 joint at 30Owith coarse white mica) 255 3.05 3:06 3:50 4:28 177 - -
3:49 RUN I f (Coarse quartz and potassium feldspar veinlzone from 115 3ft to 116.3ft at 65")
7:09 11:48 2234 7:35 RUN 1; (1 joint at 55" with chlorite mineralization) 3:45 2:03 2:06
- - 2.5.4B-47
CORE BORING REPORT
- MACTEC 3301 ATLANTIC AVENUE SHEET 3 OF 4 RALEIGH, NC 27604 BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGIST M. Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-803 0 HR. 20.9 1
COLLAR ELEV. 292.4 ft (NAVD 88) NORTHING 3,909,921.51 I (NAD 83) EASTING 11,685,763.76 (NAD 83) 24 HR. 21.o TOTAL DEPTH 170.3 ft I DRILL MACHINE CME-550, ATV I DRILL METHOD Rotary Wash/Core 1 HAMMER TYPE 140 Ib. Manual, #5 DATE STARTED 11/22/02 1 COMPLETED 12/2/02 I SURFACE WATER DEPTH N/A CORESIZE NQ
- 1 TOTAL
- RUN 121.5 ft I DRILLER K.Pendley DRILL T A L ELEV. SAMP. ?QD 0 DESCRIPTION AND REMARKS RATE NO.
(fi) (Min/ft) kz) G
- 238
- h\Y Continued from previous p a g e Hard Rock: Gray and pink, locally with orange Fe stain, very slightly weathered to 3:04 3:32 RUN 18 pd fresh, very closely to very widely fractured, hard to very hard, QUARTZ GNEISS with Biotite (5%) and Magnetite (trace to 1%) and trace pyrite (conbnued)
(No joints) 4:07 5:04 7:35 13:OO 3:15 RUN 19 (No joints) 3:45 3157 425 4:15 4:30 RUN 20 (Coarse quartz, potassium feldspar, and white mica vein/zone from 137 8fl to 138 3fl at 60" with gradational margins) 5:51 7:19 1029 17:14 14:21 RUN 21 (Coarse quartz, potassium feldspar, and white mica veinizone from 144 3fl to 144 E f t at 65" with gradational margins) 18:42 9:26 2:18 2:22
- (Coarse quartz, potassium feldspar, and white mica veinlzone from 147 O f t to 147 lft at 203 RUN 22 60" with gradational margins) 2:34 2:36 2.40 247 3:31 RUN 23 (No joints) 3:39 4:14 4:45 6:16 320 RUN 24 (No joints) 7:56 3
10:54 3:53 RUN 25 (No joints) w 255 m RUN 2E (No joints) 2.5.4B-48
CORE BORING REPORT MACTEC 3301 ATLANTIC AVENUE SHEET 4 OF 4 RALEIGH, NC 27604 1 MACTEC PROJECT NUMBER: 30720-2-54001COUNTY
~ ~~
3ECHTEL PROJECT NO. 24830 LOUISA. GEOLOGIST I I PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft) 30RING NO. 8-803 0 HR. 20.9 rOTAL DEPTH 170.3 ft DRILL MACHINE CME-550, A n / DRILL METHOD Rotary WashlCore HAMMER TYPE 140 Ib. Manual, #5 DRILL L ELEV. SAMP.
RATE 0 DESCRIPTION AND REMARKS (fl) NO.
(Minlft) G
-- - Continued from previous page Hard Rock Gray and pink, locally with orange Fe stain very slightly weathered to 2 22 fresh, very closely to very widely fractured qard to very hard, QUARTZ GNEISS with 2 19 iotite (5%) and Magnetite (trace to 1%) and trace pyrite (contmued) 2 41 2 40 127.' 165.:
2 53 (No joints) 2 57 3 31 3 45 3 31 122.1 170.2 very hard, Quarb-Gneiss with biotite (So/,),magnetite (1%) and trace pyrite Bits Used: 3" Roller cone; N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid: Water Borehole filled by grouting 12/9/03 W
W m
2.5.4B-49
c
-5 :
2.5.4B-50
r-m--
c 3 2.5.4B-51
q I.
1 2.5.4B-52
c 1
. . . ~
2.5.4B-53
2.5.4B-54 GEOTECHNICAL BORING LOG
- MACTEC3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 2 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS
'ROJECT NAME NORTH ANNA ESP WATER LEVEL (ft) lORlNG NO. B-804 0 HR. 26.3
)ATE STARTED 12/4/02 I COMPLETED 12/6/02 1 SUF :E WATER DEPTH N/A 8
.LEV. IDEPTH BL( BLOWS PER FOOT AMP.
SOIL AND ROCK DESCRIPTION 35f I 20 40 60 80 1 "t"
NO.
282.6 1 37.4 Continued from previous page moderately closely to widely fractured, hard to very hard, QUARTZ GNEISS with Biotite (5%)
and Magnetite (trace to 1%) (continued)
I (5%)and magnetite (1%)
I Bits Used 3" Roller cone, N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid Water Borehole filled by grouting 12117/02 I t I t 2.5.4B-55
CORE BORING REPORT
- MACTEC 7
3301 ATLANTIC AVENUE SHEET 1 OF 1 RALEIGH. NC 27604 PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-804 0 HR. 26.3 2OLLAR ELEV. 320.0ft (NAVD 88) NORTHING 3,909,497.24 (NAD 83) EASTING 11,685,134.75 (NAD 83) 24 HR. 28.6
)ATE STARTED 12/4/02 COMPLETED 12/6/02 SURFACE WATER DEPTH N/A
- ORESIZE NQ
- I TOTAL RUN 26.5ft DRILLER K. Pendley DRILL .. .
TA 1 1 1 SAMP.
RATE NO. RQD 0 DESCRIPTION AND REMARKS (Min/ft)
- %) G
- 143
-RUN 1 285.1 -
2 50 RUN 2 4-t 2 53 3 01 282.1 37.! - -
2 19 RUN 3 2 37 280.1 39.! - -
RUN 4 125 125 129 1 44 140 2 07 RUN 5 2 31 2 14 143 133 121 RUN 6 135 1 34 1 52 154 145 RUN 7 2 04 1 54 2 00 2 14 i
Bits Used: 3 ' Roller cone; N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid: Water Borehole filled by grouting 12/17/02 2.5.4B-56
7t d
I 2.5.4B-57
BORING NO. 6-805 rn ..-
V tlK.
1 -
10.6 COLLAR ELEV. 271.1 ft (NAVD 88) NORTHING 3,910,361.58 (NAD 83) EASTING 11,686,246.96 (NAD 83) 24 HR. 9.6 3
TOTAL DEPTH 90.1 fl DRILL MACHINEME-550, A N DRILL METHOD Mud RotaryICore HAMMER TYPE 140 Ib. Manual, #5 DATE STARTED 11/20/02 I
ELEV. DEPTl BLOW COUNT BLOWS PER FOOT 0.5R I 0.5f 0 20 40 60 80 I
1(
I SOIL AND ROCK DESCRIPTION Ground Surface 271 1 01 Residual Orange and tan, stiff to very stiff,
\
- rnicaceous, slightly sandy, SILT (ML) oRecovery *O r
2666 4 Residual Black, red, orange and white, rnicaceous, stiff to hard, slightly sandy, SILT (ML) with relict rock fabric HW 2636 -- - - - - - - _ - - - - _ - - - -2 Residual Black, orange, and white. dense to very dense rnicaceous, silty fine SAND (SM) with relict rock fabric 260.5 t 106 llll-257.6 13.5 252.6 I 18.5 I
\
1OOM 7f 10OlO 05f 2400 21 Hard Rock Black and white, slightly 228% weathered, closely fractured, moderately hard, - 32 2
~ k ! ! ~ I L E ~ k E E-S- - - - - - - J Weathered Rock Partial recovely. BIOTITE 2255 - _ -----
Hard Rock Black a 2243 weathered, very clo Tmediurn to moderat 2.5.4B-58
GEOTECHNICAL BORING LOG
- MACTEC3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAMl BORING NO. 8-805 0. .HR.
.. .. i.n
-."fi 1 rt (NAVD 88)l NORTHING 3,910,361.58 (NAD 83)l EASTING 11,686,246.96 (NAD 83) 24 HR. 9.6 I -
TOTAL DEPTH 90 1 ft C)RILL MACHINEME-550, A N I DRILL METHOD Mud RotarylCore I HAMMER TYPE 140 Ib Manual t5 DATE STARTED 11120102 I COMPLETED 11/22/02 SURFACE WATER
- w ELEV. DEPTl B C( VT BLOWS PER FOOT SOIL AND ROCK DESCRIPTION 0.5n 0.5n 0.517 0 20 40 60 80 10 ~
L Continued from previous page 1'
8 m
196.3 t 74.0 2.5.4B-59
GEOTECHNICAL BORING LOG gMACTEC3301 Atlantic Avenue Raleigh, NC 27604 SHEET 3 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS I MACTEC PROJECT NUMBER: 30720-2-54001 COUNTY
~
I BECHTEL PROJECT NO. 24830 LOUISA, VA GEOLOGIST M. Lear
'ROJECT NAME NORTH ANNA ESP WATER LEVEL (ft) 30RING NO. 8-805 0 HR. .106
- OLLAR ELEV. 271.1 ft (NAVD 88)1 NORTHING 3,910,361.58 (NAD 83)l EASTING 11,686,246.96 (NAD83) 1 24HR.
~~
9.6 rOTAL DEPTH 90.1 ft DRILL MACHINEME-550, An/ DRILL METHOD Mud Rotary/Core HAMMER TYPE 140 Ib. Manual, #5
)ATE STARTED 11/20/02 I COMPLETED 11/22/02 1 SURFACE WATER DEPTH N/A
- EL v- co IT
- BLOWS PER FOOT ;AMP SOIL AND ROCK DESCRIPTION osn 0.5ft 0.511 0 20 40 60 80 1OC NO.
I I I 196.3 1 74.8 Continued from previous page Weathered Rock No recovery - Interpreted as lg5,BIOTITE GNEISS Icontnued) 75 Hard Rock Gray, black, and white, moderately weathered to fresh, very closely to widely fractured, moderately hard to hard, slightlv schistose. BIOTITE GNEISS 181 0 90 Boring and Coring terminated at 90 1 ft in Hard Rock Slightly weathered to fresh, closely to moderately closely fractured, hard, slightly schistose Biotite Gneiss Bits Used 3" Roller cone N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid Water/Bentonite (weight unknown)
Borehole tilled by grouting 12/6/02 "sI 2.5.4B-60
CORE BORING REPORT aMACTEC 3301 ATLANTIC AVENUE SHEET 1 OF 2 RALEIGH, NC 27604
~
BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGIST M. Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 6-805 0 HR. 10.6 1 COLLAR ELEV. 271.1 ft I (NAVD 88) NORTHING 3,910,361.58 I (NAD 83) EASTING 11,686,246.96 (NAD 83) 1 24 HR. 9.6 I TOTAL DEPTH 90.1 ft 1 DRILL MACHINE CME-550, I DRILL METHOD Mud Rotary/Core 1 HAMMER TYPE 140 Ib. Manual, #5 I DATE STARTED 11/20/02 1 COMPLETED 11/22/02 1 SURFACE WATER DEPTH N/A I
- - -F 1 1 TOTAL
-RUN .6 ft I DRILLER K. Pendlev ELEV. DEPTH (fi) (fi) 3UN (ff)
DRILL RATE (Min/ft) 7EC. iclD
- t' -
I g'
SAMP.
NO. WiI DESCRIPTION AND REMARKS 242.6 28.5 1.6 1:25 (0.0) NIA) RUN1 0%
241.0 30.1 - 1:52/0.6 - -
5.0 1 :45 (2.9) y.1) RUN 2 58% 22% 2400 -- - - - -- - - - - - - -- - - - - - - - - - - - - - -- 31 1:08 Hard Rock: Black and white, slightly weathered, closely fractured, moderately hard, 2389 - B E X L GwS_s- - - - - - - - - - - - - - - - - - - - - - __ 32 1:06 Weathered Rock: Partial recovery, BIOTITE GNEISS 1:09 0:41 236.0 35.1 - - -
5.0 1:40 (2.6) r0.4) RUN 3 235.2 (2 joints at 0-10" with trace clay; 2 joints at 30-35"with trace clay; 1 joint at 20" with_ 35 52% 0% TQuedn_d B j o B C l i o a goyi& Qu&- and Biotit@ - - - - - - - - - - -
1:22 2343 Hard Rock: Black and white, moderately weathered, very closely to closely fractured36 7medium to moderate4 hard, BIOTITLGBEI_SS ------- ----
1:37 Weathered Rock: No recovery - Interpreted as BIOTITE GNEISS 1:31 2324 _-_______-____-___-_--------- __ 38 Hard Rock: Gray, black, and white, moderately to very slightly weathered, very closely 210 to moderately closely fractured, moderately hard to hard, locally slightly schistose,
-I
- - - BIOTITE GNEISS 5.0 1:12 (5.0) (2.8) RUN 4 (14 joints at 30-35" with trace clay and Fe stain, 2 joints at 0-10")
100% 56%
1:28 1 :37 1 :45 1:49 5.0 1 :25 (4.0) (2.1) RUN 5 (7 joints at 30-35" with trace clay and Fe stain 5 joints at 10-20" Severely weathered 80% 42% fracture zone with no recovery from 48 lft to 49 lft) 121 1:22 1:18 1:31 5.0 1:35 (4.5) (4.1) RUN 6 (5 joints at 30-35' with trace clay, Severely weathered fracture zone with no recovery 90% 82% from 53 ft to 53 6ff) 1:18 0:57 1:16 1:37 5.0 1:12 (4.5) (3.6) RUN 7 (1 joint at 30", 3 joints at 15-20"with trace clay and Fe stain, 0 2ft wide Quartz vein at 90% 72% 56 2ft. Severely weathered fracture zone with no recovery from 56 8ff to 57 3ft) l:oo 1:lO 1 :39 1:53 5.0 1:45 (4.11 (3.7) RUN 8 (5 joints at 30" with trace clay and Fe stain, 0 2ft wide coarse Quartz and Hornblende 82% 74% vein at 60°,Severely weathered fracture zone with no recovery from 62 9ft to 63 Eft) t/ 1 2 11 1:33 1:53
-I c4 2:06 z 206.0 65.1 - - - -
Bm -5.0
- 1:56 (5.0: (3.5) RUN 9 (1 1 ioints at 10-15" with clay and Fe stain. 1 ioint at 60")
2.5.4B-61
CORE BORING REPORT
- MACTEC3301 ATLANTIC AVENUE SHEET 2 OF 2 RALEIGH. NC 27604 BECHTEL PROJECT NO. 24830 I MACTEC PROJECT NUMBER: 30720-2-54001COUNTY LOUISA, VA I GEOLOGIST M. Lear PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 6-805 0 HR. 10.6 COLLAR ELEV. 271.1 ft 1 (NAVD 88) NORTHING 3,910,361.58 1 (NAD 83) EASTING 11,686,246.96 (NAD 83) 24 HR. 9.6 TOTAL DEPTH 90.1 ft DRILL MACHINE CME-550, A n / DRILL METHOD Mud Rotary/Core HAMMER TYPE 140 Ib. Manual, #5 CORESIZE NQ
- -R I TOTAL
-RUN 61.6 ft I DRILLER K. Pendley DRILL SAMP.
RATE IEC. 1 DESCRIPTION AND REMARKS (Minlft) -t! NO. 3
-00%
Continued from previous page Hard Rock Gray, black, and white, moderately to very slightly weathered very closely 142 to moderately closely fractured, moderately hard to hard, locally slightly schistose.
138 BIOTITE GNEISS (conbnued) 201. 70.
141 158
- B d
7-134 r4.5) RUN 10 (2 joints at 50" with clay and Fe stain 4 joints at 30-35" with clay and Fe stain) 30% <-
158 2 07 2 02 112 6-<-
<- 1965 74 196 75. - 2- Weathered Rock No recovery - Interpreted as BIOTITE GNEISS 110 :4.4) RUN 11 1954 75 38% Hard Rock Gray, black, and white, moderately weathered to fresh, very closely to 2 16 widely fractured moderately hard to hard slightly schistose, BIOTITE GNEISS 2 08 2 12 b-2 16 191. 80. -
144 '5.0) RUN 12 00%
137 1 56 133 1 57 186 - 85. -
2 05 :5.0) RUN 13 (5 joints at 30-35" with clay, Quartz and Fe stain. 2 joints at 60-65" with clay Quartz, 00% and Fe stain, 3 joints at 0-10" with trace clay) 2 19 2 39 Y
181 90.
1 52 151
- f -
1810 Boring and Coring terminated at 90 1 ft in Hard Rock Slightly weathered to fresh closely to moderately closely fractured, hard, slightly schistose, Biotite Gneiss 90 Bits Used 3 Roller cone, N-size core bit (Face discharge diamond impregnated)
Drilling Fluid Water/Bentonite (weight unknown)
Borehole filled by grouting 12/6/02 w
c 2.5.4B-62
ca 2.5.4B-63
c 2.5.4B-64
GEOTECHNICAL BORING LOG
- MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 1 OF 2 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
URlNG NO. B-806 I n u "nn.
m --
0.J I COLLAR ELEV. (NAVD 88) NORTHING 3,909,416.24 (NAD 83) EASTING 11,683,977.28 (NAD 83) 24 HR. FlAD TOTAL DEPTH 64.5 ft DRILL MACHINEME-550, A n / DRILL METHOD Rotary WashKOre HAMMER TYPE 140 Ib. Manual, #5 DATE STARTED 12/12/02 I I B w C( UT BLOWS PER FOOT SAMF I0 L SOIL AND ROCK DESCRIPTION 0.5ft 0.5R 0.5ft 0 20 40 60 80 10 NO.
- I MOI G 299.2 0.0 298.7 .- 0.5 - - - -
14 27 15 ss-1 4 t42 2967 296.0 3.2 - - - - Residual Brown and dark gray, firm to very firm. micaceous, clayey, fine to coarse SAND 9 7 15 ss-2
__ (SC) 293.6 -- 5.6 - - - -
9 10 8 ss-3 291L _ _ _ _ - - _ _ _ - _ _ _ _ _ __-1 291.2 8.0 - Weathered Rock BIOTITE GNEISS io/o 3 10010 31 289.0 10.2 -
io10.0 10010 M as BIOTITE GNEISS 21 Hard Rock Dark gray, moderately to slightly weathered, very closely to closely fractured, moderately hard to hard, BIOTITE GNEISS with Epidote (5%)
25 Weathered Rock: Partial recovery - Interpreted as BIOTITE GNEISS 33 Hard Rock Dark to light gray, locally with orange Fe stain, moderately to slightly weathered, very closely to moderately closely fractured, moderatelv hard to hard. BIOTITE GNEISS 2.5.4B-65
GEOTECHNICAL BORING LOG MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 2 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. B-806 0 HR. 6.3
~
COLLAR ELEV. (NAVD 88) NORTHING 3,909,416.24 (NAD 83) EASTING 11,683,977.28 (NAD 83) 24 HR. FlAD DATE STARTED ELEV. DEPTI-(ft) (ft) 12112/02 BLOW COUNT 0 5ft 0
I COMPLETED 20 40 12/13/02 BLOWS PER FOOT 60 80 10(
$AMP
-NO.
7 I SURFACE WATER DEPTH N/A SOIL AND ROCK DESCRIPTION 261.8 37.4 Continued from previous p a g e I Hard Rock: Dark to light gray, locally with orange Fe stain, moderately to slightly weathered, very closely to moderately closely fractured, moderately hard to hard, BIOTITE GNEISS (continued) q 2434 55 Weathered Rock Partial recovery - Brown, BIOTITE GNEISS L
P 7-s-2388 I
60 Hard Rock Dark gray, moderately weathered, v close to closely fractured, moderately hard, BIOTITE GNEISS 4- 2356 k2347 Hard Rock Gray, slightly weathered to fresh,
,closely fractured, hard, QUARTZ GNEISS with 3
\Biotite (5%) I 63 Boring and Coring terminated at 64 5ft in Hard Rock Sltghtly weathered to fresh, closely fractured, hard, Quartz Gneiss with Biotite (5%)
Bits Used 3 Roller cone, N-size core bit (Face discharge diamond impregnated)
Drilling Fluid Water Borehole filled by grouting 12/12/02 224.4 t 74.8 -
2.5.4B-66
CORE BORING REPORT
- MACTEC 3301 ATLANTIC AVENUE SHEET 1 OF 2 RALEIGH. NC 27604 3ECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGIST M. Lear JROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft) 30RING NO. B-806 0 HR. 6.3
- OLLAR ELEV. (NAVD 88) NORTHING 3,909,416.24 (NAD 83) EASTING 11,683,977.28 (NAD 83) 24 HR. FlAD
~
)ATE STARTED 12/12/02 COMPLETED 12/13/02 SURFACE WATER DEPTH N/A
- ORESIZE NQ I TOTAL RUN 54.3 ft I DRILLER K. Pendley SAMP.
A 1QD 1
0 1 1 DESCRIPTION AND REMARKS NO.
- ' !L G Begin Coring @ 10.2 ff 1.3 2:02 RUNl 3 % 288.4 10 Hard Rock: Dark gray, moderately to slightly weathered, very closely to closely 1.34 fractured, moderately hard to hard, BIOTITE GNEISS with Epidote (5%)(7joints at 40-50" with clay; Severely weathered fracture zone with no recovery from 10.8fl to 2.05 11.4fl) 2:03
~\0:25/0.3, - 14 1:23 RUN 2 F\ 283
--,moderately Hard Rock Grayish white, moderately weathered, very close to closely fractured, ,5 hard, QUARTZ GNEISS with Biotite (5%) -
1:34 Weathered Rock Partial recovery - Interpreted as BIOTITE GNEISS 2821 I;: 0:57/0.6
- 0:45/0.4
~
h P 281.5 2.4 \ 1.54 I RUN 3 1.31 5.0 1:09 RUN4 0:57 21 1:22 1:15 1:19 RUN 5 2:
0:57/0.8 3.2 1:03/0.2 RUN 6 1:48 1 :47 RUN 7 RUN 8 1 :36 RUN 9 1:34 1:40 1.31 1.21 RUN 1C (13 Joints at 30-40" with trace clay and orange Fe stain) 1:31 1:23 1:30 1:27 RUN 11 (5 Joints at 30-40' with orange Fe stain, Severely weathered fracture zone with partial recovery from 49.0fl to 49 5fl) w c
m I 1:20 121
- 2.5.4B-67
CORE BORING REPORT MACTEC 3301 ATLANTIC AVENUE SHEET 2 OF 2 RALEIGH. NC 27604 PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 6-806 0 HR. 6.3 COLLAR ELEV. 1 (NAVD 88) NORTHING 3,909,416.24 I (NAD 83) EASTING 11,683,977.28 (NAD 83) 24 HR. FlAD TOTAL DEPTH 64.5 ft I DRILL MACHINE CME-550, A n / I DRILL METHOD Rotary Wash/Core HAMMER TYPE 140 Ib. Manual, #5 DATE STARTED 12112/02 COMPLETED 12113/02 SURFACE WATER DEPTH N/A ICORESIZE NQ
- -R I TOTAL RUN 54.3 fl I DRILLER K. Pendley
~ ~
DRILL REC. SAMP.
RATE DESCRIPTION AND REMARKS (Min/n) t) NO.
- - - - Continued from previous page 115 Hard Rock: Dark to light gray, locally with orange Fe stain, moderately to slightly weathered, very closely to moderately closely fractured, moderately hard to hard, 120 49.5 __ BIOTITE GNEISS (continued) 131 (4.5) m (7 joints at 30-40Owith trace clay and orange Fe stain; Severely weathered fracture 90% zone with no recovery from 49.5ft to 50.0ft) 1 34 125 1 30 141 54.5 - -
2 15 b"d2 m @- (3 Joints at 30-40' with clay, 2 joints at 0-10" with clay and Fe stain) 2 16 I
2434 Weathered Rock Partial recovery - Brown, BIOTITE GNEISS 55 135 1 34 2 30 59.5 - -
2I9 m 96%
7UN 14 3-2388 60 155 Hard Rock. Dark gray, moderately weathered, v close to closely fractured, moderately hard, BIOTITE GNEISS 135 2 11 5 46 v 2356 63 64.:
Boring and Coring terminated at 64 5ft in Hard Rock Sliqhtly Slightly weathered to fresh r closeh fractured,-hard, closely fractured, hard, Quartz Gneiss with Biotite (5%)
1 Bits Used 3" Roller cone, N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid. Water Borehole filled by grouting 12/12/02 2.5.4B-68
2.5.4B-69
7-
'I r
2.5.4B-70
GEOTECHNICAL BORING LOG
- MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 1 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGIST B.Deobald PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-807 0 HR. ND COLLAR ELEV. (NAVD 88) NORTHING 3,909,849.08 (NAD 83) EASTING 1,163,980.43 (NAD 83) 24 HR. FlAD TOTAL DEPTH 72.1 ft DRILL MACHINEME-45C, Trailer DRILL METHOD Mud Rotary/Core HAMMER TYPE 140 Ib. Manual DATE STARTED 12112/02 1 COMPLETED 12/13/02 I SURFACE WATER DEPTH N/A BLOW COUNT 0.5fl 0 20 BLOWS PER FOOT 40 60 80 I
10 1
SAMF NO. 1 SOIL AND ROCK DESCRIPTION I
Ground Surface -ss-I 3106 0
- Residual Orange, tan, and white, stiff to very stiff, mtcaceous, clayey, fine sandy, SILT (ML),
308.3 t 2.3 -
locally with rock fragments 1
ss-2 306.1 4.5 -
ss-3 3036 -- 7 0 -
ss-4 3009 .- 97 __
ss-5 2983 123 -
SS-6 2958 -- 1 4 8 -
ss-7
-289 6 21 208 9 .- 21 7 - Residual: Orange, tan, and white, very stiff, ss-8 micaceous, clayey, silty, fine SAND (SM),
locally with rock fragments 2856 25
__ - Residual Gray, white, and orange, very dense micaceous, silty. fine to coarse SAND (SM) 284 1 265 - with rock fragments ss-9 2792 31 4 I-iooio 2n 2
2756 Weathered Rock Interpreted as QUARTZ GNEISS 35 2.5.4B-71
GEOTECHNICAL BORING LOG MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 2 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-807 n- .HR
,N n COLLAR ELEV. (NAVD 88) NORTHING 3,909,849.08 (NAD 83) EASTING 1,163,980.43 (NAD 83) 24 HR. FlAD TOTAL DEPTH 72.1ft DRILL MACHINEME45C, Trailer DRILL METHOD Mud Rotary/Core HAMMER TYPE 140 Ib. Manual DATE STARTED 12/12/02 COMPLETED 12/13/02 SURFACE WATER DEPTH N/A ELEV. IDEPTt BLOW COUNT BLOWS PER FOOT SAMP
- SOIL AND ROCK DESCRIPTION 0.5R 0.5ff 0.5ff 0 20 40 60 80 101 NO.
I -
Continued from previous page I
- vvoauicieu KULK. Iltrerprereo as UUHK I L GNEISS (continued) 269.3-c 41.3 __ - - -
38 35 510 4 ss-12 90 010.11 2616 _ - - _ _ - - _ _ _ - _ I _ 49 Residual No recovery - Interpreted as very 1
dense, silty SAND (SM) 30 50 37 iooio in 56 Weathered Rock: interpreted as QUARTZ
~
010.1 GNEISS 57 Hard Rock: Tan, pink, and black, Fe stained, moderately severe to moderately weathered, very closely to closely fractured, moderately hard. QUARTZ GNEISS Boring and Coring terminated at 72.lft in Hard Rock: Moderately severe to moderately weathered, very closely to closely fractured, moderately hard, Quartz Gneiss 2.5.4B-72
GEOTECHNICAL BORING LOG MACTEC 3301 Atlantic Avenue Raleigh, NC 27604 SHEET 3 OF 3 SEE ATTACHED CORE BORING REPORT FOR CORING DETAILS PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 6-807 0 HR. ND COLLAR ELEV. (NAVD 88) NORTHING 3,909,849.08 (NAD 83) EASTING 1,163,980.43 (NAD 83) 24 HR. FlAD TOTAL DEPTH 72.1 ft DRILL MACHINEME45C, Trailer DRILL METHOD Mud Rotary/Core HAMMER TYPE 140 Ib. Manual x
ELEV. DEPTH BLOW COUNT osn 0.5n 0.5ft 0 I
20 BLOWS PER FOOT 40 60 80 I
I 101 I
?AMP NO.
L 0
G SOIL AND ROCK DESCRIPTION Continued from previous page 235.8 1 74.8 Bits Used 3 Roller cone, N-size core bit (Face
- discharge, diamond impregnated)
Drilling Fluid Water/Mud (weight unknown)
Borehole filled by grouting 12/17/02 2.5.4B-73
CORE BORING REPORT gMACTEC
'- I 3301 ATLANTIC AVENUE SHEET 1 OF 1 RALEIGH, NC 27604 BECHTEL PROJECT NO. 24830 MACTEC PROJECT NUMBER: 30720-2-5400 COUNTY LOUISA, VA GEOLOGIST 8. Deobald PROJECT NAME: NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. 8-807 _____
0 HR. ND COLLAR ELEV. (NAVD 88) NORTHING 3,909,849.08 (NAD 83) EASTING 1,163,980.43 (NAD 83) 24 HR. FlAD TOTAL DEPTH 72.1 fi I DRILL MACHINE CME-45C, Trailer1 DRILL METHOD Mud Rotary/Core I HAMMER TYPE 140 Ib. Manual ~~
DATE STARTED 12/12/02 COMPLETED 12/13/02 SURFACE WATER DEPTH N/A I CORE SIZE NWD4 1 TOTAL RUN 15.0 ff I DRILLER D. White DRILL L SAMP.
RATE 3 DESCRIPTION AND REMARKS NO. n (Min/ft) 3:08
-RUN 1 SL LS33 Begin Coring @ 57.1 4 Hard Rock: Tan, pink, and black, Fe stained, moderatelv severe to moderatelv 5/
2:10 2:15
@ weathered, very closely to closely fractured, moderately hard, QUARTZ GNEiSS 2:20 240 2:oo RUN 2 2:lO 2:30 2:40 2:50 2:20 RUN 3 2:20 1:40 2:oo 2:oo y-i ' 2385 72 Boring and Coring terminated at 72 I f t in Hard Rock Moderately severe to moderately weathered, very closely to closely fractured, moderately hard, Quartz Gneiss Bits Used 3" Roller cone, N-size core bit (Face discharge, diamond impregnated)
Drilling Fluid WaterIMud (weight unknown)
Borehole filled by grouting 12/17/02 t 2.5.4B-74
'I
--- , . m-7 --- -- -
2.5.4B-75
APPENDIX D OBSERVATION WELL LOGS OBSERVATION WELL INSTALLATION RECORDS WELL DEVELOPMENT RECORDS 2.5.4B-76
i#MACTEC 7
3301 Atlantic Avenue Raleigh, NC 27604 PROJECT NAME BORING NO.
245.34 4.8 OW-841 COLLAR ELEV. 250.1 ft TOTAL DEPTH DATE STARTED NORTH ANNA ESP 35.6 ff 11/25/02 BLOW COUNT 0.5fl 0 1
(NAVD 88) NORTHING 20 OBSERVATION WELL BORING LOG BLOWS PER FOOT 40 60 Ground Surface SHEET 1 OF 1 80 3.910.556.15 "An nnrl EASTING 11,686,804.11 DRILL MACHINE Diedrich D-50 COMPLETED 11/26/02 DRILL METHOD HSA 4.25" SURFACE WATER DEPTH 10 Samples were obtained for descriptive purposes only
- AM(
NO.
1 2
3 4
2331 N/A (NAD 83)
HAMMER TYPE WATER LEVEL (ft) n u
SOIL AND ROCK DESCRIPTION I....
nK.
24 HR.
140 Ib. Automatic micaceous, silty, fine to coarse SAND (SM)
.NU ND
_ _ _ -1z Residual Tan and orange mottled, very dense silty, fine to coarse SAND (SM) with relict rock 2%1---- 22 Weathered Rock GNEISS sampled as tan to orange mottled, very dense, silty, fine to coarse SAND (SM) with relict rock fabric 2131 _-_---_ __-_-_____ -17 Residual Tan to orange mottled. very dense, silty, fine to coarse SAND (SM) with relict rock fabric 220.31 29.8 -
7 11lL 2rSL - - - - - - - - - - - - - - - - - -- 32 216.4 f 33.7 Weathered Rock GNEISS sampled as orange to tan mottled, very dense, silty, fine to coarse SAND (SM) ur a-j--
c
--. 2145 Boring terminated at 35 6 ft in Weathered 35 z Rock GNEISS sampled as very dense silty, Yco fine to very coarse SAND (SM) 2.5.4B-77
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 2 Raleigh, NC 27604 2.5.4B-78
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 2 OF 2 Raleigh, NC 27604 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. OW-842 0 HR. ND COLLAR ELEV. 335.2 ft (NAVD 88)( NORTHING 3,909,034.76 {NAD 83)1 EASTING 11,685,149.13 iNAD 83) 24 HR. ND TOTAL DEPTH 51 .O fl DRILL MACHINE IDiedrich D-50 DRILL METHOD HSA 4 . 2 5 HAMMER TYPE 140 Ib. Automatic DATE STARTED 1213102 1 COMPLETED 12/3/02 I SURFACE WATER DEPTH NIA BLOW COUNT BLOWS PER FOOT AMP.
SOIL AND ROCK DESCRIPTION 0.5ft 0 5ft 0 20 40 60 80 loo NO.
__ - - 1 -
Continued from previous page 1
297.8 Residual Tan, brown, green, black, and white mottled, firm to dense, locally micaceous, silty, fine to medium SAND (SM) with relict rock 295.7 39.5 - fabric and locally with manganese oxide 9 staining (continued) 4-10 I
Samples were obtained for descriptive purposes only i
287.0 40.2 -
11 firm, micaceous, silty, fine SAND (SM)with relict rock fabric See Well Installation Record for well construction details I
2.5.4B-79
BMACTEC fl 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 2 Raleigh, NC 27604 2.5.4B-80
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 2 OF 2 Raleigh, NC 27604 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. OW-843 0 HR. ND COLLAR ELEV. 319.1ft (NAVD 88)l NORTHING 3,909,725.17 (NAD 83)l EASTING 11,685,056.83 (NAD 83) 24 HR. ND TOTAL DEPTH 51.0 ft DRILL MACHINE Diedrich D-50 DRILL METHOD HSA 4.25" HAMMER TYPE 140 Ib. Automatic DATE STARTED 12/4/02 1 COMPLETED 12/4/02 1 SURFACE WATER DEPTH N/A BLOW COUNT BLOWS PER FOOT L
- 0 SOIL AND ROCK DESCRIPTION 0.5ft 0.5ft
- 2 40 :6 8: II?O~~$P 281.7 279.6 1 Contiiiued from previous page green and Residual Orange, brown, dark green, yellow mottled firm to dense, locally micaceous, silty, fine SAND (SM) with relict rock fabric and manganese oxide stain (continued) 274.6 I 10 Samples were obtained for descriptive purposes only -
271.1 -
11 268 1 51 Boring terminated at 51 0 ft in Residual Firm, micaceous, silty, fine SAND (SM) with relict rock fabric and manganese oxide stain See Well Installation Record for well
- construction details c
P 5
i F:
Q C
9 c
c I
m 2.5.4B-81
HMACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 1 Raleigh, NC 27604 I MACTEC PROJECT NUMBER: 30720-2-54001 COUNTY I GEOLOGIST SECHTEL PROJECT NO. 24830 LOUISA, VA M. Howe
'ROJECT NAME NORTH ANNA ESP WATER LEVEL (ft) 30RING NO. OW-844 OHR. 18.7 ZOLLAR ELEV. 272.0 fl 1 (NAVD 88) NORTHING 3,909,908.82 lNAD 83) 1 EASTING 11,686,589.64 lNAD 8311 24 HR. ND rOTAL DEPTH 26.2 fl I DRILL MACHINE Diedrich 0-50 I DRILL METHOD HSA 4.25- I HAMMER TYPE 140 Ib. Automatic
)ATE STARTED 11/23/02 I COMPLETED 11/23/02 I SURFACE WATER DEPTH N/A BLOW COUNT BLOWS PER FOOT ;AMP.
0 SOIL AND ROCK DESCRIPTION o 5n 0 . 5 ~ osrt 0 20 40 60 80 10E No. MOI G Ground Surface 272 0 oc 1 Fill Orange and brown, firm to loose, silty, fine SAND (SM) with trace quartz rock fragments
- and abandoned conduiuconstruction debris
- - - - - - - - - - - - - - - - - --7 Residual: Black and white, dense to very Samples were obtained for descriptive dense, silty fine SAND (SM) with relict rock fabric purposes only 2495 - - - - - - - - - - - - - - - - - -22 -
Weathered Rock BIOTITE GNEISS sampled as gray to black, very dense, silty, fine SAND Auger refusal at 24 6fl dense, silly, fine SAND (SM) 2.5.4B-82
- MACTEC
- 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 1 Raleigh, NC 27604 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. OW-845 0 HR. ND COLLAR ELEV. 295.8 fl (NAVD 88) NORTHING 1 3,909,858.66 (NAD 83) EASTING 11,685,741.I 1 (NAD 83) 24 HR. ND DATE STARTED 12/3/02 I COMPLETED 12/3/02 II SURFACE WATER DEPTH N/A I
- w B
- cc NT- l3LOWS PER FOOT SAMF SOIL AND ROCK DESCRIPTION 0 5ft 0.5ft 0.5n 0 20 40 60 80 1( NO.
- 1 I Ground c I c
i:
E i
'?
C e
Y E
ZI 0
t
- 240.8 55 I Boring terminated at 55.0R m
2.5.4B-83
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 1 Raleigh, NC 27604 2.5.4B-84
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 2 Raleigh, NC 27604 DATE STARTED 11/26/02 BLOW COUNT 0.5fl E BLOWS PER FOOT T SOIL AND ROCK DESCRIPTION 7
Ground Surface to stiff, micaceous. locally medium to coarse sandy, clayey, SILT (ML) locally with manganese oxide stain Samples were obtained for descriptive purposes only 296 2 22 Residual: Orange, yellow, tan, and brown
- mottled, loose to very firm, micaceous, silty, fine to coarse SAND (SM) with relict rock fabric and locally with manganese oxide stain and trace angular quartz rock fragments
? 8 8 j 30.2
$1 f-I 0
W m
2830 35.2 2.5.4B-85
BMACTEC 7
3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 2 OF 2 Raleigh, NC 27604 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. OW-847 0 HR. ND COLLAR ELEV. 318.2 fl (NAVD 88)( NORTHING 3,908,945.45 (NAD 83)) EASTING 11,686.447.69 lNAD 831 24 HR. ND TOTAL DEPTH 51.8 f? I DRILL MACHINE Diedrich D-50 I DRILL METHOD HSA 4.25" I HAMMER TYPE 140 Ib. Automatic
- 1 COMPLETED 11/26/02 I SURFACE WATER DEPTH NIA DATE STARTED 11126102 LEV DEPTt BLOW COUNT BLOWS PER FOOT L 0 SOIL AND ROCK DESCRIPTION cn) 0.5fl 0 20 4: 6f :8 l ( ? O ~ s ~ ~ p (ft) - G 280 8 Continued from previous page
_- Residual: Yellow, green, tan, brown, and white mottled, stiff to very stiff, micaceous, SILT (MLI
'1 with relict rock fabric and locally with 278 0 402 manganese oxide stain 272.8 -- 45 4 Samples were obtained for descriptive purposes only c
IIt 269 9 __ 48 3 2664 266 51 Boring terminated at 51 8 ft in Residual: Very stiff, micaceous, SILT (ML) with relict rock
- fabric 1 See Well Installation Record for well construction details t
2.5.4B-86
MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 1 OF 2 Raleigh, NC 27604 PROJECT NAME NORTH ANNA ESP WATER LEVEL (ft)
BORING NO. OW-848 0 HR. ND COLLAR ELEV. 283.0 fl I (NAVD 88) NORTHING 1 3,910,853.37 (NAD 83) EASTING 11,686,272.76 lNAD 83) 24 HR. ND TOTAL DEPTH 47.4 ft DRILL MACHINE Diedrich D-50 DRILL METHOD HSA 4.25" HAMMER TYPE 140 Ib. Automatic DATE STARTED 11/24/02 I COMPLETED 11/24/02 SURFACE WATER DEPTH N/A 2.5.4B-87
HMACTEC
- 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 2 OF 2 Raleigh, NC 27604 I BECHTEL PROJECT NO. 24830 1 ~
MACTEC PROJECT NUMBER 30720-2-54001 COUNTY LOUISA, VA 1 GEOLOGIST M.Howe ROJECT NAME NORTH ANNA ESP 1 WATER LEVEL (ft) iORING NO. OW-848 0 HR. ND
- OLLAR ELEV. 283.0 ff
~ ~~ ~ ~ ~~
I (NAVD 88) NORTHING I 3,910,853.37 AD 83) EASTING 11,686,272.76 (NAD 83) 24 HR. ND OTAL DEPTH 47.4 ff DRILL MACHINE Diedrich D-50 DRILL METHOD HSA 4.25 HAMMER TYPE 140 Ib. Automatic
)ATE STARTED 11/24/02 I COMPLETED I
11/24/02 I SURFACE WATER DEPTH N/A BLOWCOUNT I BLOWS PER FOOT AMP.
SOIL AND ROCK DESCRIPTION 0.5ft 40 60 80 lo( NO.
1 as brown, gray, tan, and black mottled very dense, micaceous, silty, fine SAND (SM) with relict rock fabric (continuedl Samples were obtained for descriptive purposes only Weathered Rock: BIOTITE GNEISS sampled as vew dense, silty, fine SAND (SM) with relict rock fabric See Well Installation Record for well construction details m
2.5.4B-88
BLOW COUNT 0 5t 0.5f 0 u 20 BLOWS PER FOOT 40 60 I
80 I
1 SAM
- NO q------ SOIL AND ROCK DESCRIPTION Ground Surface -1 I 2245--_- i Residual Orange and tan mottled, loose to firm, locally micaceous. silty, fine to coarse 2925 45 SAND (SM) with relict rock fabric, quartz rock fragments, and trace Fe staining 2
Samples were obtained for deseriptiv purposes only 287 5 95 2825 145 2775 195 5
2725 245 6
2675 295 7
32(
Residual Tan and orange mottling, very firm to very dense, micaceous, slightly clayey, slightly silty, poorly graded, fine to coarse SAND (SP) 2 6 2 5 1 345 with relict rock fabric 8
3 w
0 m
2.5.4B-89
c MACTEC 3301 Atlantic Avenue OBSERVATION WELL BORING LOG SHEET 2 OF 2 Raleigh, NC 27604 DATE STARTED 12/6/02 ELEI DEPTi BLOW COUNT BLOWS PER FOOT L
- SAM[
0 SOIL AND ROCK DESCRIPTION
- (fv ~
(ft 0 5fl 0.5f
- I 0 20 40 60 80 1C 1 -NO.
259.1 Contiriued from previous page Residual Tan and orange mottling, very firm to very dense, micaceous, slightly clayey, slightly silty, poorly graded, fine to coarse SAND (SP) 257.: 39.5 - with relict rock fabric (contmoed) 9 252.! 44.5 10 Samples were obtained for descriptive purposes only _ .
248.7
- _
11 246 0 51 Boring terminated at 51 0 17in Residual Very
- firm slightly micaceous, slightly clayey, slightly silty, poorly graded, fine to coarse SAND (SP) with relict rock fabric See Well Installation Record for well construction details f
i-3:
w ir 2.5.4B-90
I JOB NAME NORTH ANNA ESP OBSERVATION WELL INSTALLATION RECORD JOB NUMBER 37020-2-5400 WELL NUMBER OW-841 INSTALLATION DATE 11/26/02 LOCATION (NAD83) 3910556.15N 11686804.11E GROUND SURFACE ELEVATION (NAVDE18) 250.1 ft REFERENCE POINT ELEVATION * (NAVD88) 251.6 ft GRANULAR BACKFILL MATERIAL #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC SChd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL P v c Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE HSA 4"4 in. I.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masteriock SlZElMODEL N/A KEY CODE/COMBINATION 0536 LOCKABLE COVER
-STICKUP 1.5' NOT TO SCALE VENTED CAP WELL PROTECTC LENGTH OF SOLID SECTION 22.0' DEPTH TO TOP OF BENTONITE SEAL 17 0' TOTAL DEPTH OF WELL BENTONITE 34.3' DEPTH TO TOP OF GRANULAR MATERIAL
- RISER 20 1'
- STABILIZED WATER THREADED COUPLING LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.7' 2.45 FEET BELOW TOP OF INNER CASING GRANULAR BACKFILL - LENGTH OF MEASURED ON
- TAIL PIPE 12/13/02 2.6'
- REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE t
NORTH ANNA POWER STATION MINERAL, VI RGINA ESP PROJECT MACTEC 0BSERVATlON WELL MACTEC Engineering and Consulting, Inc.
Bechtel Subcontract INSTALLATION RECORD 3301 Atlantic Avenue Raleigh, North Carolina 27604 2.5.4B-91
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-842 INSTALLATION DATE 12/03/02 LOCATION (NAD83) 3909034.76N 11685149.13E GROUND SURFACE ELEVATION (NAVD88) 335.2 ft REFERENCE POINT ELEVATION * (NAVD88) 336.7 ft GRANULAR BACKFILL MATERIAL - #%Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC SChd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL PVC Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE HSA 44 in. I.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masterlock SlZElMODEL N/A KEY CODElCOMBlNATlON 0536 LOCKABLE COVER VENTED CAP
-STICKUP 1.5 NOT TO SCALE WELL PROTECTOR LENGTH OF SOLID SECTION 37.4 TOTAL DEPTH OF WELL
-BENTONITE 49.6
- RISER
- STABILIZED WA ER LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.6 29.33 FEET BELOW TOP OF INNER CASING LENGTH OF MEASURED ON TAIL PIPE 12112/02
- 2.6 TOP OF INNER CASING IF POSSIBLE NORTH ANNA POWER STATION MINERAL, VlRGlNA ESP PROJECT OBSERVATlON WELL Bechtel Subcontract INSTALLATION RECORD 24830-006-HC4-CY00-00001 2.5.4B-92
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-843 INSTALLATION DATE 12/04/02 LOCATION (NAD83) 3909725.17N 11685056.83E GROUND SURFACE ELEVATION (NAVDZB) 319.1 ft REFERENCE POINT ELEVATION * (NAVD88) 320.6 ft GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC SChd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL PVC Schd. 4023tandard RISER DIAMETER 2 in.
I DRILLING TECHNIQUE HSA 44 in. 1.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA I BOREHOLE DIAMETER LOCK BRAND Masterlock in.
MACTEC FIELD REPRESENTATIVE SlZElMODEL N/A Matt Howe KEY CODE/COMBINATION 0536 LOCKABLE COVER VENTED CAP
-STICKUP 1 .5 NOT TO SCALE LENGTH OF SOLID SECTION 37.0 DEPTH TO TOP OF BENTONITE SEAL TOTAL DEPTH OF WELL BENTONITE 49.2 DEPTH TO TOP OF GRANULAR MATERIAL - RISER
- STABI LIZE D WATER THREADED COUPLING LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.7 35.67 FEET BELOW TOP OF INNER CASING GRANULAR BACKFILL - LENGTH OF MEASURED ON
- TAIL PIPE 12112/02 2.5 NORTH ANNA POWER STATION MINERAL, VI RGINA ESP PROJECT MACTEC OBSERVATlON WELL MACTEC Engineering and Consulting, Inc Bechtel Subcontract 3301 Atlantic Avenue INSTALLATION RECORD 24830-006-HC4-CY00-0fI~fIl Raleigh, North Carolina 27604 2.5.4B-93
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-844 INSTALLATION DATE 11/24/02 LOCATION (NAD83) 3909908.82N 11686589.65E GROUND SURFACE ELEVATION (NAVD88) 272.0 ft REFERENCE POINT ELEVATION * (NAVD88) 273.5 fi GRANULAR BACKFILL MATERIAL - #z Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL PVC Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE HSA 414in. I.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD Matt Howe
~
8 in. REPRESENTATIVE
~ LOCK BRAND Masterlock SIZE/MODEL N/A
, KEY CODEKOMBINATION 0536
-STICKUP 1.5 NOT TO SCALE LENGTH OF SOLID SECTION 14.4 TOTAL DEPTH OF WELL BENTONITE 24.6
- RISER
- STABILIZED WATER LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.6 8.48 FEET BELOW TOP OF INNER CASING LENGTH OF MEASURED ON
- TAIL PIPE 12113102 0.6
- REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE NORTH ANNA POWER STATION MINERAL, VI RGINA ESP PROJECT MACTEC MACTEC Engineering and Consulting, Inc 0BSERVATl0N WELL INSTALLATION RECORD Bechtel Subcontract 3301 Atlantic Avenue 24830-006-HC4-CY00-00001 2.5.4B-94
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-845 INSTALLATION DATE 12/03/02 LOCATION (NAD83) 3909858.66N 11685741.I1E GROUND SURFACE ELEVATION (NAVD138) 295.8 ft REFERENCE POINT ELEVATION * (NAVD88) 297.3 fi GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL P v c SChd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE Air Rotary DRILLING Bedford Well Drilling CONTRACTOR BOREHOLE DIAMETER MACTEC FIELD -
S. Criscenzo MACTEC 118 REPRESENTATIVE -
L. Matthews Bechtel LOCK BRAND Masterlock SIZE/MODEL N/A KEY CODElCOMBlNATlON 0536 LOCKABLE COVER VENTED CAP
- STICKUP 1.5' NOT TO SCALE WELLPROTECTOR* I I I LENGTH OF SOLID SECTION 42.8' DEPTH TO TOP OF BENTONITE SEAL 36.0' TOTAL DEPTH
-BENTONITE OF WELL 55.0' DEPTH TO TOP OF - RISER GRANULAR MATERIAL 39.7' TH READED COUPLING STABILIZED WA ER LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.7' 24.72 FEET BELOW TOP OF GRANULAR BACKFILL - LENGTH OF INNER CASING TAIL PIPE MEASURED ON
- 2.5' 12112/02
- REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE t 7 NORTH ANNA POWER STATION MINERAL, VlRGlNA ESP PROJECT r
MACTEC MACTEC Engineering and Consulting, Inc OBSERVATION WELL INSTALLATION RECORD Bechtel Subcontract 3301 Atlantic Avenue 24830-006-HC4-CY00-00001 - Raleigh. North Carolina 27604 I 2.5.4B-95
0BS ERVATl0N WELL INSTALLATlON REC0RD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-846 INSTALLATION DATE 11/23/02 LOCATION (NAD83) 3909845.09N 11685721.82E GROUND SURFACE ELEVATION (NAVD88) 295.8 ft REFERENCE POINT ELEVATION (NAVD88) 297.3 ft GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL P v c Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE HSA 414 in. 1.0. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masterlock SlZElMODEL N/A KEY CODE/COMBINATION 0536 LOCKABLE COVER STICKUP 1.5 NOT TO SCALE VENTED CAP WELL PROTECTOR LENGTH OF SOLID SECTION DEPTH TO TOP OF \
BENTONITE SEAL 16.6 TOTAL DEPTH OF WELL 32.7 DEPTH TO TOP OF GRANULAR MATERIAL 20.3 STAB1LlZED WA ER THREADED COUPLING LEVEL AFTER DEVELOPMENT 24.82 FEET BELOW TOP OF INNER CASING GRANULAR BACKFILL - MEASURED ON 12/12/02
- REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE NORTH ANNA POWER STATION MINERAL, VI RGINA ESP PROJECT MACTEC MACTEC Engineering and Consulting, Inc 0BSERVATION WELL Bechtel Subcontract 3301 Atlantic Avenue INSTAL LATlON RECORD 24830-006-HC4-CY00-00001 1 Raleigh, North Carolina 27604 2.5.4B-96
0BSERVATION WELL INSTALLATI0N RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-847 INSTALLATION DATE 12/03/02 LOCATION (NAD83) 3908945.45N 11686447.69E GROUND SURFACE ELEVATION (NAVD88) 318.2 ft REFERENCE POINT ELEVATION * (NAVD88) 319.7 ft GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL P v c Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL PVC Schd. 40-Standard RISER DIAMETER 2 in.
DR~LL~NG TECHNIQUE HSA 4"* in. I.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masterlock SlZElMODEL N/A KEY CODE/COMBINATION 0536 LOCKABLE CO\IER
-STICKUP 1.5' NOT TO SCALE VENTED CAP J'
GROUND WELL PROTECTOR SURFACE LENGTH OF SOLID SECTION 37.6' DEPTH TO TOP OF \
BENTONITE SEAL 30.0' TOTAL DEPTH OF WELL
-BENTONITE 49 8' DEPTH TO TOP OF GRANULAR MATERIAL - RISER 35.0'
- STABILIZED WATER THREADED COUPLING LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.6' 34.45 FEET BELOW TOP OF INNER CASING GRANULAR BACKFILL - LENGTH OF MEASURED ON
- TAIL PIPE 12112/02 2.6'
- REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE NORTH ANNA POWER STATION1 MINERAL, VI RGINA ESP PROJECT MACTEC MACTEC Engineering and Consulting, Inc 0BSERVATION WELL Bechtel Subcontract 3301 Atlantic Avenue INSTALLATION RECORD 24830-006-HC4-CY00-00001 1 Raleigh, North Carolina 27604 2.5.4B-97
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-848 INSTALLATION DATE 11/25/02 LOCATION (NAD83) 3910853.37N 11686272.76E GROUND SURFACE ELEVATION (NAVDl38) 283.0 ft REFERENCE POINT ELEVATION * (NAVD88) 284.5 ft GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL P v c Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL P v c Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNICUE HSA 41'4in. I.D. DRILLING CONTRACTOR -
MACTEC Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masterlock SIZE/MODEL N/A KEY CODE/COMBINATION 0536
-STICKUP 1.5' NOT TO SCALE LENGTH OF SOLID SECTION 42.2' TOTAL DEPTH OF WELL BENTONITE 47.3'
- RISER
- STABILIZED WATER LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 5.0' 42.65 FEET BELOW TOP OF INNER CASING LENGTH OF MEASURED ON
- TAIL PIPE 12/13/02 0.1' TOP OF INNER CASING IF POSSIBLE NORTH ANNA POWER STATION MINERAL, VlRGlNA ESP PROJECT MACTEC 0BSERVATl0N WELL MACTEC Engineering and Consulting, Inc INSTALLATION RECORD Bechtel Subcontract 3301 Atlantic Avenue 2.5.4B-98
OBSERVATION WELL INSTALLATION RECORD JOB NAME NORTH ANNA ESP JOB NUMBER 37020-2-5400 WELL NUMBER OW-849 INSTALLATION DATE 12/06/02 LOCATION (NAD83) 3910786.24N 11684731.02E GROUND SURFACE ELEVATION (NAVDtl8) 297.0 ft REFERENCE POINT ELEVATION * (NAVD88) 298.5 ft GRANULAR BACKFILL MATERIAL - #2 Well Gravel SLOT SIZE 0.010 in.
SCREEN MATERIAL PVC Schd. 40-Standard SCREEN DIAMETER 2 in.
RISER MATERIAL PVC Schd. 40-Standard RISER DIAMETER 2 in.
DRILLING TECHNIQUE HSA 41~in. I.D. DRILLING CONTRACTOR MACTEC - Atlanta, GA BOREHOLE DIAMETER MACTEC FIELD 8 in. REPRESENTATIVE Matt Howe LOCK BRAND Masterlock SlZElMODEL N/A KEY CODE/COMBINATION 0536 LOCKABLE COVER
-STICKUP 1.5 NOT TO SCALE VENTED CAP WELL PROTECTOR LENGTH OF SOLID SECTION 37.6 DEPTH TO TOP OF BENTONITE SEAL 32.2 TOTAL DEPTH OF WELL
-BENTONITE 49.8 DEPTH TO TOP OF GRANULAR MATERIAL - RISER 35.6
- STABILIZED WATER THREADED COUPLING LENGTH OF LEVEL AFTER SLOTTED SECTION DEVELOPMENT 9.7 33.13 FEET BELOW TOP OF INNER CASING GRANULAR BACKFILL - LENGTH OF MEASURED ON
- TAIL PIPE 12/13/02 2.5 REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE t
NORTH ANNA POWER STATION MINERAL, VlRGlNA ESP PROJECT MACTEC OBSERVATl0N WELL MACTEC Engineering and Consulting, Inc INSTAL LATlO N RECORD Bechtel Subcontract 3301 Atlantic Avenue 24830-006-HC4-CY00-0000 1 2.5.4B-99
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gMACTEC 3301 Atlantic Avenue Raleigh, North Carolina 27604 I MACTEC JOB NUMBER 30720-2-5400 OBSERVATION WELL NUMBER @ ~ 3 &j- I I sm NAME North Anna Power Station TOTAL WELL DEPTH (TWD) 3ay$h,+ FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE LAND SURFACE ' d- Fr.
DESCRIPTION OF MEASURINGPOINT 7;i>,t,
- FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILER 0 @ Jdb.4&b/i L-Lk p.&-p TOTAL VOLUME OF WATER REMOVED 73 GAL. CASING DIAMETER d IN.
CASING MATERIAL PVC @ S.S. 0 TEFLON 0 OTHER 4 /a SCREENED INTERVAL (FROM ID PLATE) d3 ,$- - 33, (DEPTHS BELOW LAND SURFACE FT.) -
STEELGUARD PIPE AROUNDCASING YES NO c] COMMENTS pV,+:/.
1 .
3-.,+ k s .-&# &
, 6 fit-LOCKING CAP T,%v 3 - 5 ,
d v/"s+ t j el w?L, PROTECTIVE POST/ABUTMENT YES 0 NO NONPOTABLE LABEL YES 0 ID PLATE YES 0 WELL INTEGRITY SATISFACTORY YES NO WELL YIELD LOW 0 MODERATE 0 HIGH @ COMMENTS c
2.5.4B-100
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3301 Atlantic Avenm Raleigh,North Carolina 27604
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I MACTEC JOB NUMBER 30720-2-5400 OBSERVATIONWELL NUMBER &J I sm NAME North Anna Power Station DATE (MOIDAYMR) & / l O C/ TIME (MILITARY) 13-3 FIELDPERSONNEL G ~ h 5-k HOWL WATHERCONDITIONS c ObLy- bU, $ 5 TOTAL WELL DEPTH W D ) sl 16 I FT. (DEPM BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE IAND SURFACE 1 5 t FT.
DESCRIPTION OF MEASURINGPOINT T;/),C*
DEPTH TO GROUNDWATER (DGW) - IWJY FT. (DEPTH BELOW MEASURING POINT)
METHODOFWEUEVACUATlON DISPOSABLE BAILER
@ ~ M , y s H ~ ( c yp I TOTAL VOLUME OF WATER REMOVED CASING MATERIAL WC SCREENED INTERVAL (FROM ID PLATE)
L& A S.S.
33.y 0
GAL.
TEFLON
- c?ss3 0
CASING DIAMETER OTHER x-+
a vh&Aa (DEPTHS BELOW LAND SURFACE FT.) -
IN.
~TEELGUARDP~PEAROUNDCASING YES NO 0 COMMENTS pv,,g 3 +K//,..j I-, i<* +-,f LOCKING CAP YES NO 0 PROTECTIM POST/ABUTMENT YES u NO ir;l e<* 5-,.,+j., ,?
! &,/
NONPOTABLE LABEL YES 0 NO ID PLATE YES 0 NO WELL INTEGRITY SATISFACTORY YES NO 0 WELLYIELD LOW MODERATE 0 HIGH @ COMMENTS VISUAL DETERMINATION ONLY (1) CLEAR (2) SLIGHT (3) MODERATE (4) HIGH 7&0-& *0,/6t #6 c/fd~q--+ vuivM Fi/pJ~
2.5.4B-101
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PMACTEC 4 Observati 3301 Atlantic Avenue Raleigh, No~th Carolina 27604 I MACTEC JOB NUMBER 30720-25400 OBSERVATIONWELL NUMBER & LJ -&f 3 I SITE NAME North Anna Power Station DATE (MOIDAYNR) [ k/IG/oS TIME (MILITARY) 1625-FIELD PERSONNEL b-w 5 t{oHle WEATHERCONDmONS (Id!, I/- &-& 3)5 TOTAL WELL DEPTH P O ) S--*~X/pb. FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE LAND SURFACE , FT.
d DESCRIPTIONOF MEASURING POINT \,iJ,c*
DEPM TO GROUNDWATER ( D O - 34-y Ff. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE 0 OTHER:
5L5h.w4,5)c wL@ p"p
~YklI OlC?-
TOTAL VOLUME OF WATER REMOVED U' SO GAL. CASING DIAMETER J. IN.
CASING MATERIAL WC S.S. 0 TEFLON 0 OTHER f l /pp SCREENED INTERVAL (FROM ID PLATE) L.)o,,)- - % 9 I (DEPTHS BELOW LAND SURFACE FT.) -
STEEL GUARD PIPE APOUND CASING YES NO 0 COMMENTS
~ LOCKINGCAP YES/Gb'NO
~ PROTECTIVE POST/ABUTMENT YES c] NO lu-c rqf- <-* >&, S&&$I NONPOTABLE LABEL YES 0 NO 4 w / w + , pq$? (q ID PlATE YES c] NO n#L'lzi:, 9-klibh> fQ /jL,5;k*
WELL INTEGRITY SATISFACTORY YES NO 0 p t-1
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3301 Atlantic Avenue Raleigh. North Cardim 27604 I MACTEC JOB NUMBER SITE NAME 30720-2-5400 North Anna Power Station OBSERVATION WELL NUMBER TIME (MILITARY) 0 0- 8q 3 ~&*Q&WA.q FT. (DEPTH BELOW MEASURING POINT)
Fr.
DEPTH TO GROUNDWATER (DGW - \ &+-. tbh& FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILER TOTAL VOLUME OF WATER REMOVED CASING DIAMETER IN.
CASING MATERIAL wc 0 s.
SCREENED INTERVAL (FROM ID PLATE) (DEPTHS BELOW LAND SURFACE . n.)
STEEL GUARD PIPE AROUND CASING YES LOCKING CAP YES 0 NO 0 PROTECTIVE POSTIABUTMENT YES 0 NO NONPOTABLE LABEL YES 0 NO 0 ID PLATE YES NO WELL INTEGRITY SATISFACTORY YES 0 NO 0 WELLYIELD LOW 0 MODERATE HIGH 0 COMMENTS GROUNDWATER PARAMETERS VOLUME (GAL.) a.
pH (S.U.) -?8J-WhF b95 SP. COND. (pMH86ICM) 0 ,(ds WATER TEMP. ("C)
TURBIDITY' c0
'VISUAL DETERMINATION ONLY (1) CLEAR (2) SLIGHT (3) MODERATE (4) HIGH p-~YL, f&c 2.5.4B-103
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RMACTEC a Observ 3301 Atlantic Avenue Raleigh, North Carolina 27604 m
MACTEC JOB NUMBER 30710-25400 OBSERVATION WELL NUMBER & -gY SITE NAME North Anna Power Station DATE (MO/DAY/YR) Ib TIME (MILITARY)
FIELD PERSONNEL bJd3 d WEATHER CONDITIONS L,~L, , Ld 370 3 TOTAL WELL D E W W D )
.JJ\& ** lHfI/Ol-FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE LAND SURFACE 1 Fr.
DESCRIPTION OF MEASURING POINT - -TO:L, DEPTH TO GROUNDWATER (DGW) - n? ! SS FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILER h u u S bli d e (i PV.P- p TOTAL VOLUME OF WATER REMOVED - /7 GAL. CASING DIAMETER A IN-CASING MATERIAL PVC 114 S.S. TEFLON OTHER SCREENED JNTERVAL (FROM ID PLATE) p\,q - dYL0 (DEPTHS BELOW LAND SURFACE FT-) -
STEELGUARD PIPE AROUNDCASING YES NO 0 COMMENTS ;L.. :
a 3.;-& I *:, t ,-, f LOCKING CAP YES NO 0 5- I*., &A, &,. c dd,-k- i\-v I PROTECTIVE POST/ABUTMENT YES 0 NO j. w ,I/+,,#
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GROUNDWATER PARAMETERS ci 3 t . +J,\(/+.l3 c VOLUME [GAL.) Li I$-
2.5.4B-104
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MACTEC JOB NUMBER 30720-25400 OBSERVATION WELL NUMBER D t3 -8 &/q /ok f:4u .,t,~,
sm NAME North Anna Power Station TIME (MILITARY)
FIELD PERSONNEL TOTAL WELL DEPTH W D ) FT. (DEPTH BELOW MEASURING POINT)
Fr.
DESCRIPTION OF MEASURING POINT -
DEPTH TO GROUNDWATER (DGW) - FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATlON DISPOSABLE BAILER TOTAL VOLUME OF WATER REMOVED - CASING DIAMETER IN.
CASING MATERIAL wc 0 s.
SCREENED INTERVAL (FROM ID PLATE) (DEPTHS BELOW LAND SURFACE FT.) -
STEEL GUARD PIPE AROUND CASING LOCKING CAP PROTECTIVEPOST/ABUTMENT YES YES YES 0
NO u ,
NONPOTABLE LABEL YES 0 ID PLATE YES WELL INTEGRITY SATISFACTORY YES 0 WELL YIELD LOW 0 MODERATE 0 I VISUAL DETERMINATION ONLY (1) CLEAR (2) SLIGHT (3) MODERATE (4) HIGH &,!& hz 2.5.4B-105
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3301 Atlantic Avennm Raleigh, North Cardim 27604 I MACTEC JOB NUMBER 30720-2-54001 OBSERVATION WELL NUMBER L,&- 3-7s I SITE NAME North Anna Power Station DATE (MOIDAYNR) ' '1' //G 3- TIME (MILITARY) ) < ii, FIELDPERSONNEL f t b l d > J ?-ifi +<',
WEATHER CONDITIONS r!. 9'7 d fi A hv + & 7 3 TOTAL WELL DEPTH W D ) my &gQ v5G- 'c'ot- FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURINGPOINT ABOVE LAND SURFACE I 5- ' Fr.
DESCRIPTION OF MEASURING POINT '7;c,L DEPTH TO GROUNDWATER (DGW) - &y. tq Fr.(DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILER 0 @id: I J L ! ~ Ld .-, ,,4b- nclmd I TOTAL VOLUME OF WATER REMOVED si GAL. CASING DIAMETER IN.
I CASING MATERIAL pvc S.S. 0 TEFLON 0 OTHER 2.5.4B-106
Y P Jfl MACTEC MACTEC JOB NUMBER 30720-25400 OBSERVATIONWELL NUMBER 0 - 9 Y,=j SITE NAME North Anna Power Station DATE (MOIDAYNR) )-b43- TIME (MILITARY) A/J-
/
FIELDPERSONNEL L-f w5 \t WEATHERCONDmONS !b3-t\J A*+ -1YJ-r .A & 3dJ HEIGHT OF MEASURINGPOINT ABOVE IAND SURFACE Fr.
DESCRIPTION OF MEASURINGPOINT T-L? c.
DEPTH TO GROUNDWATER (DGW) - a. FT.(DEPTH BELOW MEASURING POINT)
TOTAL VOLUME OF WATER REMOVED 2 33 GAL. CASING DIAMETER cr IN.
CASING MATERIAL wc ,& S.S. 0 TEFLON 0 OTHER A/&
SCREENED INTERVAL(FROM ID PLATE)
STEEL GUARD PIPE AROUND CASING YES LOCKING CAP YES PROTECTIVE POSTIABUTMENT YES NONPOTABLELABEL YES 0 ID PLATE YES 0 WELL INTEGRITY SATISFACTORY YES NO 0 - ~ &
7-F ~ ) L
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GROUNDWATER PARAMETERS 2.5.4B-107
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fl MACTEC 3301 Atlantic Avenue Raleigh, North Carolina 27604 MACTEC JOB NUMBER 30720-25400 OBSERVATIONWELL NUMBER 0"' -9 SITE NAME North Anna Power Station DATE (MOIDAYNR) kh(G& TIME (MILITARY) I YfO FIELD PERSONNEL d>.Pd> d- cI6.-Jf WEAMERCONDfflONS C'/u& d- Ld 3i.3 I TOTAL WELL DEPTH W D ) SllkJ b-Y&i bt Ff. (DEFIH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE L9N D SURFACE 's Fr.
DESCRIPTION OF MEASURINGPOINT Ttc L DEPTH TO GROUNDWATER (DGW) - 3"lg FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILEk&FIJ/)i'lc+b I-0 @&iE&
I 54-.uc /A& /I"-)
TOTAL VOLUME OF WATER REMOVED >$ GAL. CASING DIAMETER A- IN.
I CASING MATERIAL WC S.S. 0 TEFLON 0 OTHER SCREENED INTERVAL (FROM ID PLATE) 3-56 ' L/sl3- (DEPTHS BELOW LAND SURFACE Fr.) -
STEELGUARDPIPEAROUNDCASING YES a NO 0 COMMENTS p-p! 3, ,.J /-?
LOCKING CAP YES NO 0 P3-F 5-- "A7S P.- Pf PROTECTIVE POST/ABUTMENT YES 0 NO Ir] .3 /-w& &:&-A , h - ;4, P NONPOTABLE LABEL YES 0 NO J c
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ID PLATE YES 0 NO , 4i//--+.& - f y, l(-& 3 I ?b I/$?
WELL INTEGRITY SATISFACTORY YES NO 0 I/ &,$/lcl/ ++ &a< </&J WELLYIEU) LOW 0 MODERATE H HIGH 0 COMMENTS L.4 Sd.'bw.--+,
WATER TEMP 2.5.4B-108
8 MACTEC Engineering and Consulting, Inc.
3301 Atlantic Avenw Raleigh, North GrdiIU27604 MACTEC JOB NUMBER 30720-2-5400 OBSERVATION WELLNUMBER 0~3 - d 'f? / u w j ; + , , , ~ ~
sm NAME North Anna Power Station DATE (MOIDAYNR) TIME (MILITARY)
FIELD PERSONNEL WEATHER CONDITIONS 1 TOTAL WELL DEF'TH (TWD) FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABO DESCRIPTION OF MEASURING POINT \, LAND SURFACE FT.
DEPTH TO GROUNDWATER (DGW) - \ V5L;FI/1 ha- FT. (DEPTH BELOW MEASURINGPOINT)
MEMOD OF WELL EVACUATION DISPOSABL TOTAL VOLUME OF WATER REMOVED - CASING DIAMETER IN.
CASING MATERIAL wc 0 S.S. 0 SCREENED INTERVAL (FROM ID PLATE) (DEPTHS BELOW LAND SURFACE FT.) -
STEEL GUARD PIPE AROUND CASING YES NO c]
LOCKING CAP PROTECTIVE POSTlABUTMENT YES NO \
NONPOTABLE LABEL YES NO c]
ID PLATE YES 0 NO WELL INTEGRITY SATISFACTORY WELLYIELD LOW u n
YES MODERATE 0 - NO c]
HIGH GROUNDWATER PARAMETERS VOLUME (GAL.) a0 PH (S.U.) 6,4 ItfIlDk v5b- P&J SP.COND.(m/CM) 8 I 0 'h WATER TEMP. ('C) v / (2-TURBIDITY' c31 2.5.4B-109
Y t MACTEC Engineering 8nd Consulting, Inc.
3301 Atlantic Avenue Raleigh, North C S d h 27604 Observation Well Develoment w o k s m D W - 848 I MACTEC JOB NUMBER 30720-2-5400 OBSERVATIONWELL NUMBER I sm NAME North Anna Power Station 1 TOTAL WELL D E m (TWO) Yir30" Wm- -*I pl,tl"yb FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE LAND SURFACE 1I 5 ' FT.
DESCRIPTION OF MEASURING POINT T0.c DEPTH TO GROUNDWATER (DGW) - L; !.,7'? FT. (DEPTH BELOW MEASURING POINT)
I TOTAL VOLUME OF WATER REMOVED M 8 , C GAL, CASINGDIAMETER & IN.
I CASING MATERIAL wc a S.S. TEFLON 0 OTHER Jl@
SCREENED INTERVAL (FROM ID PLATE) KU - V\JL (DEPTHS BELOW LAND SURFACE FT.) -
STEELGUARDPIPEAROUNDCASING YES NO 0 COMMENTS IV~.~--Z ,j. I Y ~ ylcs5f-LOCKING CAP YES NO 0 WELL INTEGRITY SATISFACTORY YES NO 0 -pv*2 .. &'& C'L, f cJ-r/&
WELLYIELD LOW 0 MODERATE HIGH 0 COMMENTS
+-&7 (0. J -./ Gd-L-i 2.5.4B-110
J MACTEC Engineerlng and Consulng, Inc.
1 MACTEC 3301 Atlantic Avenue Raleigh, North CarOliM 27604 MACTEC JOB NUMBER 30720-24400 OBSERVATION WELL NUMBER 0 W - 8 rf c&,~Y,'.,~~~
.kr, SITENAME North Anna Power Station TIME (MILITARY)
+
FIELD PERSONNEL WEATHER CONDITIONS TOTAL WELL DEPTH W D ) FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABO N D SURFACE FT.
DESCRIPTION OF MEASURING POINT -
DEPM TO GROUNDWATER (DGW) - \ -wbl- FT.(DEPTH BELOW MEASURING POINT)
MEMOD OF WELL EVACUATION DISPOSABLE BAILER CASING DIAMETER IN.
TOTAL VOLUME OF WATER REMOVED -
CASING MATERIAL Pvc 0 S.S.
SCREENED INTERVAL (FROM ID PLATE) (DEPTHS BELOW LAND SURFACE FT.) -
STEEL GUARD PIPE AROUND CASING YES n n LOCKING CAP YES u NO \
PROTECTIVE POSTIABUTMENT YES 0 NONPOTABLE LABEL YES ID PLATE YES 0 WELL INTEGRITY SATISFACTORY YES 0 WELLYIELD LOW MODERATE GROUNDWATER PARAMETERS "VISUAL DETERMINATION ONLY (1) CLEAR (2) SLIGHT (3) MODERATE (4) HIGH 4K-&F-2.5.4B-111
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3301 Atlantic Avenue Raleigh, North Carolina 27604 Observation Well DeveloDment W o k s w MACTEC JOB NUMBER 30720-25400 OBSERVATION WELL NUMBER d u - &-f?
SITE NAME North Anna Power Station DATE (MOIDAYNR) &/I I TIME (MILITARY) I 3Sb FIELD PERSONNEL &&-, d- t)&dn,t&
WEATHERCONDITIONS f - : ~a.$ Low &5 TOTAL WELL DEPTH W D ) s1 1 210 FT. (DEPTH BELOW MEASURING POINT)
HEIGHT OF MEASURING POINT ABOVE V N D SURFACE 1 I Fr.
DESCRIPTION OF MEASURING POINT 708C.
I DEPTH TO GROUNDWATER (DGW) 23, < ) FT. (DEPTH BELOW MEASURING POINT)
METHOD OF WELL EVACUATION DISPOSABLE BAILER S,b-*:btQ dd? p.*p TOTAL VOLUME OF WATER REMOVED 1 t?( 5- GAL. CASING DIAMETER 2 IN.
CASING MATERIAL wc S.S. 0 TEFLON 0 OTHER n/Y.P SCREENED INTERVAL (FROM ID PLATE) 3 7, - 7, 3 (DEPTHS BELOW LAND SURFACE FT.)-
STEELGUARDPIPEAROUNDCASING YES NO COMMENTS ?- 3 +-./h.s, (er 1-Y S-I LOCKING CAP PROTECTIVE POST/ABUTMENT YES YES
. . NO NO
/
NONPOTABLE LABEL YES u NO
.I>cI ID PLATE YES [7 NO I>cI WELL INTEGRITY SATISFACTORY YES NO WELLYlELD LOW 0 MODERATE 0 HIGH COMMENTS
- VISUAL DETERMINATION ONLY (1) CLEAR (2) SLIGHT (3) MODERATE (4) HIGH 0 6& 7 -
2.5.4B-112
APPEN.DIX E WELL PERMEABILITY TEST RESULTS 2.5.4B-113
t MACTEC Engineering and Consulting
~MACTEC 3301 Atlantic Avenue Raleigh, North Carolina Slue Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400
- t Date: 'I? 'i 3 Observation Well No.: @cJ 8 - t Weather Conditions: 10.d~ \'- b? P? 5A Method of Slug wate , Z i a r i i c a b or Test Method: Rising Head or Withdrawl (circle one): 4-a-pressu ---cI-- @iJinii-i (circle)
Diameter of Screen: in. Diameter of Casing: A in.
Total Well 35 ;YLj ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of Y A i t Depth interval of screened 3d.o . ' J ~FIfk Screened Section: portion:
Depth to Groundwater: '$5' ft below reference point Groundwater Measurements Collected Prior CommentslRemarks to Slug Test Depth to Groundwater Date - 6/ -06f t 3
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2.5.4B-114
North Anna ESP Project Hydraulic Conductivity (K)Calculation Worksheet MACTEC Job Number: 30720-2-5400 Yell OW-841 Conducted by Grimes and Howe est Date 12/13/2002 Entered/date 12/15/02 Test Type Recovery (slug in) Checkedidate WELL DATA CALCULATION OF K SWL = 2.45 (lt BTOC) IK=[:rcA2 In( Re/rw))/PLe]'( 1/t)ln(yo/yt)
WD = 35 80 (lt BTOC)
WD = 34.30 (ft BGS) yo = 1.425 (ft) from plot DTSP = 20.10 (lt BGS) yt = 0.472 (11) from plot rc = 0.08 (lt) t= 0.644 (minutes) from plot n= 0 30 In(Re/rw) = 2 70 rw= 0.33 (lt) rc (adjusted) = 0 0 8 (lt)
I K= 2.2E+00 (fVday)
Le =
Lw=
3 7 (it) 33.35 (ft)
L K= 7.8E-04 ( c d s e c )
Leirw = 29.39 H= 50.00 (ft)
Caiculaiion of In(Re/rw)
In (Re/rw) = [( 1 1/(In( Lw/rw)))+{A+Bln( ( H-Lw)/nv))/(Le/rw)]"-l=
Calculation of Coefficients Value ranqe for Le/rw from Table 01 Coellicients Leirw I A I 25 I 24 I 0311 30 I 25 I 0.35 I interpolated values of A. B and C lor Leirw 2939 I 249 1 0.35 I Coelficients Table Reference. Bouwer(l989). Bouwer and Rlce(1976) 2.5.4B-115
OW-841(slug-in) Recovery vs. Time 10.000 1.ooo 0.100
- 4 4
- 4 4 4 4 0.010 r-- i -- 1 2 3 4 5 6 7 8 9 I0 Elasped Time in minutes 2.5.4B-116
MACTEC Engineering and MACTEC Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Jo b Name: North Anna ESP MACTEC J o b Number: 30720-2-5400 Date: 1 I- Time: ;3a-z;.5- Observation Well No.: d ~ b * & /
Weather Conditions: c Ib.i% -% b>+r 5 slh-Method of Slug water, p i 9 i a n i c 5 , or Test Method: b$sing HeG$or Withdrawl (circle one): pressure Falling H&d (circle)
Diameter of Screen: --,< I .
in. Diameter of Casing: a in.
Total Well <; $, ,ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of c 4- ft
___- Depth interval of screened h 7 d ft Screened Section: portion:
Depth to Groundwater: 3.W- ft below reference point Groundwater Measurements Collected Prior Commentsmemarks to Slug Test 2.5.4B-117
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. OW-841 Conducted by Grimes and Howe Test Dale 12/13/2002 EnterecVdate 12/15/02 Test Type Recovery (slug out) Checked/date
-+p$.t/t 7yL / i / z c / c z-WELL DATA CALCULATION OF K TEST DATA SWL = 2 45 (ft BTOC) : = [(rcA2 In(Re/rw))/2Le](l/t)ln(yo/~) WL I Data Loaaer WD = 35.80 (ft BTOC)
WD = 34.30 (n BGS) yo = 2.180 (ft) from plot DTSP = 20 10 (ft BGS) vt= 0.829 (ft)from plot rc = 0.08 (tt) t= 0.540 (minutes) from plot n= 0 30 Iii(Re/rw) = 2 70 0 33 (ft, rc (adjusted) = 0 0 8 (lt) K= 2.3E+00 (ftlday) 9 7 (it) - K= 8.2E-04 ( c d s e c )
Le/rw= 29 39 Calculation of InjReirw)
I :
Where Lw c H ln(Re/rw) = [ ( l 1/(ln(Lw/rw)))+(A+Bln(~H-Lw)/rw)}/(Le/rw~l~l=
0 2427 Where Lw = H , 0 2552 0 2683 In R e / w = 1 I / In Lw/rw + C/Leirw 1 = 0 2623 0 2972 1 860 0 3128 0 26 1 804 4 254 1 804 03295 I 024 I 1 746 I 4 196 I 1 746 03472 I 023 I 1687 I 4 137 1 1687 Calculation of Coefficients 03658 I 021 I 1626 I 4076 1626 Value range for Leirw from Table of Coefficients 0.3857 I 0.19 I 1561 I 4.011 I 1561 Leirw I A [ 8 1 C 0.4067 I 0.18 I 1.500 I 3.95 I 1.5 25 I 24 I 0.31 I 19 0.4288 1 0.16 I 1.437 I 3.887 1 1.437 30 I 25 I 035 I 2.1 0.4523 I 0.14 I 1.375 I 3.825 I 1.375 04772 I 0.12 I 1.312 I 3762 I 1.312 Interpolated values of A, B a n d C for Leirvi 0.5035 0.11 I 1.281 I 3.731 I 1.281 29.39 1 249 I 0351 2.081 0.5315 1.185 3.635 0.5612 1.119 3.569 1.119 0.5925 1.058 3.508 1.058 0.6257 0.998 3.448 0.998 0.6606 -0.03 0.942 3.392 0 942 0.6982 -0.05 0.884 3.334 0.884 Coefficients Table 0.7377 -0 08 0.629 3.279 0.829 Reference Bouwer(1989), Bouwer and Rice(1976) 2.5.4B-118
OW-841(slug-out) Recovery vs. Time 10.000
, ,""k a .ooo 0.100
\ *
- 0.010 I 0 1 2 3 4 5 6 Elasped Time in minutes 2.5.4B-119
- n/rACTEc MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: :k'!? >- Time: "si 3- Observation Well No.: --.- 3-l J-Weather Conditions: ? ,, &. Get- ".. ,, __ t 'B Method of Slug water,,mec&-nic*, or
, Test Method: Rising Head or Withdraw1 (circle one): pressure Q a h g Head (circle)
Diameter of Screen: +- in. Diameter of Casing: d- in.
Total Well :,+- 'i ft below reference point Reference Point: Permanent mark on toD Depth: of casing Length of "I,-'/ ft Depth interval of screened 3 J , 4 -"S: 3 fi Screened Section: portion:
Depth to Groundwater: :";.> 5 ft below reference point Groundwater Measurements Collected Prior Comments/Remarks to Slug Test 2.5.4B-120
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-842 Conducted by Grimes and Howe Test Dale 1211712002 Enteredldate WSGl1211812002 Test Type Recovery (slug in)
Checkedldale ,I-.>& ; I WE1 !~ DATA CALCULATIONOFK TEST DATA SWL=
WD=
2 9 2 3 (IIBTOC) 51 16 (IIBTOCl
= I(rc"2 ln(Relrw))l2Ls]'(ilt)In(yaiyt) r - WL Data Logqer WD= 4 9 6 6 (11BGS) yo = 2 670 (It) from plot DTSP = 35 30 (11 BGS) Yl= 0 589 (11) from piat rc= OOM(1t) 1= 2 343 (minutes) from plat n= 030 In(Rs1rw) = 2 38
,w= 033jfl)
(adjusled) = 0 OM (It) K= 9.3E-01 (ftlday)
Li. = 7 9 (11) K= 3.3844 (cmlsec)
LW. 2'93(11)
Lelrw= 2394 H= 5000(It)
Calc"la1lon 01 Coetllclen1s Value ran e lor L d r w liom Table of Coell~c~ents lnlerpolaled values of A, B and C ICILelrw I 2394 I 2 34 I 031 1 189 1 Coefficients Table He erence Bouwer(i989) Bouwer and R m ( l 9 7 6 )
2.5.4B-121
OW-842 (slug-in 12-17) Recovery vs. Time 2.5.4B-122
AMACTEC MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slue Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: I S,(J-lo& Time: L*5 s 3- Observation Well No.: 0 ~*& ~ -
7 Test Method:
(circle)
Diameter of Screen: 2- in. Diameter of Casing: 2. in.
Total Well >-'.[I. ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of /g?? ft Depth interval of screened 3 3 '"5 Ift Screened Section: + F portion:
Depth to Groundwater: si L 3 3 ft below reference point Groundwater Measurements Collected Prior CommentsAtemarks to Slug Test Depth to Groundwater Date c LL 1 '1 - c 2'
,&3$ fq I ,$/:,. &&
t* I -- i " I - - - - ~ --->
'j 2.5.4B-123
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-842 Test Date. i211212002 Test Type Recovery (slug out)
WELL DATA CALCULATION OF K SWL= 2933 IftBTOCi = [(rev IniRe/rw))/2LeJ"llt)ln~yo/yt) yo = 2.548 (11) from plot DTSP = 35.30 (It BGS) vt = 0.771 (ft) from plot 008 i f t i t= 1.857 (minutes) from plot ln(Re1rw) = 2.38 rw = 033 ifti rc (adiusledi = 0.08 !it) K= 9.3E-01 (ftfday)
L I Le =
LW =
Ldw=
7.9 !It) 21 83 (ftl 23.94 K= 3.3E-04 (cmlsec)
H= 50 00 (It)
Calculation of In(Re1w)
Where L w c H.
lnlRe1w) = I j l 11(ln(Lwlw))J+{A-BIn((H Lw)lw)ll(Lelrw)lA~i =
Where iw = H.
Calculation 01 Coefficients Interpolated values of A, B and C lor Lelrvi L 2394 I 2 34 I 0.31 I 7
.:oefficients Table Relerenc<?.Bouwer(1989), Bouwer and Rice(1976) 1 5.3357 -0.86 0.137 29.467 29.467 5.6502 ~0.92 0.119 29.449 29449 5.9833 -0.98 0.105 29.435 29.435 6.3362 -1.02 0.096 29.426 29.426 6.71 -1.07 0 086 29.416 29.416 2.5.4B-124
OW-842 (slug-out) Recovery vs. Time
%O.QOO -i I.OOQ ooloo -
+ *
- 0.010 0 I 2 3 4 5 6 7 8 9 I0 I1 12 13 Elasped Time in minutes C+f&5 :T**&I 2 / Z c ~ / O Z 2.5.4B-125
EC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet orth Anna ESP MACTEC Job Number: 30720-2-5400 Observation Well No.: :- - U-'3 -
Test Method: Rising Head or
@iirrg Head, (circiGj .-
Diameter of Casing: A in.
w reference point Reference Point: Permanent mark on top of casing Depth interval of screened 4 ~ wfacf ft portion:
CommentsLRemarks
. i .
{IL7 -_-, L l..- .- . - y.-' 3 2.5.4B-126
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-843 Conducted by Grimes and Howe Test Date 12/17/2002 Enterddate WSG/12/16/2002 Test Type, Recovery (slug in) Checkedidate
-&L&p? /2/2.'/&&
WELL DATA CALCULATION OF K TEST DATA 11 Elapsed time 1 I v Adlusted 1 I Data Loaoer SWL=
WD =
WD=
3553 50 90 4940 (ftBTOCj (ft BTOC)
[ftBGS) 1K = [(rc"2 In(Re/rw))/2Le]'(l/l)In(yo/~)
1.569 (ftj from plot LOPv WL yo =
DTSP= 3640 (flBGS) 0.518 (fl) from plot rc = 008 (ft) t= 0 993 (minutes) from plot n= 0 30 IniReinv) = 2.33 rw =
rc (adjusted) =
0 3 3 (ft) 0 08 (it) I K= 1.3E+00 (Wday)
! : ! I Leirw=
9 7 (fti 1537(ft:
29 39 50 00 f f t I I K= 4.5E-04 (cm/sec)
Calculation of ln(Re/rw)
In(Re/nv) = [(l li(ln(Lw/rw))}+(A+Bln((H-Lwiirw)/rw~~/~Leirw~l~1~ 2.33 Where: Lw = H, 2.78 Calculation of Coefficients 25 0 35 Interpolated values of A, B a n d C for Lt?/rw 2939 I 2.49 I 0 35 12.08)
Coefticienls Table 15 2.10 15 20 2 23 20 2 40 25 0.31 1.90 2.50 30 0.35 2.10 40 2 75 40 50 3 00 50 60 3.45 60 0.52 3.00 70 3 70 70 0.60 3.40 80 3.90 80 0.65 3.60 150 5 45 0 98 150 5 70 200 6 10 200 120 200 7 00 250 6 70 250 130 250 8 00 300 7 10 300 300 8 80 400 7 75 400 190 400 9 90 Reference Bouwer(1989). Bouwer and Rice(1976) 2.5.4B-127
OW-843 (slug-in #3 12-17) Recovery vs. Time I
- 4 0.01 --E 4
- 4 4
4 I
4 4
0.001 ~
0 2 4 6 10 12 14 Elasped Time in minutes I
2.5.4B-128
MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slue Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 I &/lkLh Time: Observation Well No.: U . -. . , p 3 ~
tions: !--- L,- .r, 4. ,.---- .
Method of Slug water, Ipec3GhiSk or Test Method: w g Head or Withdrawl (circle one): pressureLd--* FallingH&d (circle)
Diameter of Screen: 4- in. Diameter of Casing: A in.
Total Well %<%- ft below reference point Reference Point: Permanent mark on toD Depth: of casing Length of cl, T-fi Depth interval of screened {Lfi-4.i.5 fl Screened Section: portion:
Depth to Groundwater: j~ dq ft below reference point Groundwater Measurements Collected Prior Com mentsmemarks to Slug Test Depth to Groundwater Date ,-, , >!,+ A -,
9 -
L -I- - L -3 1-j
,f 35: 2-; I,$ $>/,+ f.
--I . .c-L>L,--~,- --7 3 , - -
- I L-((-
2.5.4B-129
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well- OW-843 Conducted by Grimes and Howe Test Date. 12/12/2002 Entereddate 12/15/02 Test Type Recovery (slug out) Checked/date
,--g$L&l/y5 / Z/a=+/oz WELL DATA CALCULATION OF K TEST DATA SWL = 35 69 (ft BTOC) = [(rcAP In(Re/rw))/2Lel'(l/t)ln(yo/yt) I IIElapsed time1 Logy I y I WL I Data Loaaer yo = 1.873 (It) from plot DTSP= 36.40 (ft BGS) vt= 0.817 (it) from plot 0 0 8 (it) t= 0.692 (minutes) from plot ln(Re/rw) = 2.33 rw = 0.33 (it)
'c (adjusted) = 0.08 (it) K= 1.4E+00 (fffday)
?!
Le/rw= 29 39 9 7 (ft) 51 05 02 0 1 r:
ft 1 Calculation of In(Re/rw)
K= 4.9E-04 ( c d s e c )
Where Lw < H:
In(Re/nw) = [ ( I i / ( l n ( L w / r w l l ~ + ( A + B I n ( ( H - L w ~ / r w ) j i ( L e / r w ~ ~ ~ ~ =
Where Lw = H.
Calculation of Coefficients 30 25 0 35 21 Interpolated values of A, 6 and C for Le/rw 29.39 I 249 I 0.35 2.08 1 Coefficients Table Reftirence: Bouwer(lY89X Bouwer and Rice(1976) 2.5.4B-130
OW-843 (slug-out #2) Recovery vs. Time
,.,_45 t<'
1.
0.100 -1, 0 I 2 3 4 5 6 Elasped Time in minutes C?,f/L b :7 3 4 2/2c-/
2.5.4B-131
3 2.5.4B-132
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well ow-844 Conducted by: Grimes and Howe Test Dale 12/1312002 EnterecUdate.
Test Type Recovery (slug in) Checkedidate:
WELL DATA CALCULATION OF K TEST DATA SWL= 848 (HETOC) = [(rcA2In(Relrw))l2Le]'(llt)In(yaiyt)
WD = 26 10 (fl BTOC)
WD= 2460 (HBGS) yo = 3 022 (H) from plot DTSP = 12 70 (H BGS) yt = 2.000 (H) from plot rc= 0 08 (H) t= 1 668 (minutes) from plot n= 030 In(Re1rw) = 2 38 I rw= 033(fl]
rc (adlusted) = 0 08 IH) K= 2.5E-01 (Wday)
L K= 8.9E-05 ( e d s e c )
Calculation of In(Re/iw)
Where Lw < H.
In(Reim) ~ i[i 1. (In(Lwlnu))j+(A~Bln((H-Lw)inv)ji(Lelrw)]"~l=
Where Lw = H Calculation of Coefficients 0.35 Interpolated v a l ~ e s01 A, 8 and C for L e h
[ 2909 I 248 I 0 34 I 2 061 CoeHicienIs Table Reference. Bouwer(l989). Eouwer and Rce(1976) 2.5.4B-133
OW-844 (slug-in) Recovery vs. Time
'I0.000
+I.ooo 0.100 --t t-0.010 I I ,
0 2 4 6 8 I0 12 14 16 18 Elasped Time in minutes 2.5.4B-134
MACTEC Engineering and
~ C T E C Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: J $_:'?- ;L. I/-113!pb YTAbTime: J ki-;
~ Observation Well No.: L'L- - ;P?r Weather Conditions:
Method of Slug
'--z2 water,@$icgj, 3,
or Test Method:
r-.-
%aqHead br Withdraw1 (circle one): pressure Falling Head (circle)
Diameter of Screen: \- in. Diameter of Casing: 2- in.
Total Well '
-3 ft below reference point Reference Point: Permanent mark on toD Depth: of casing Length of - - ft
'Ll Depth interval of screened L'lL( -i.c~; ft Screened Section: portion:
Depth to Groundwater: +ti ft below reference point Groundwater Measurements Collected Prior Commentsmemarks k
2.5.4B-135
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-844 Conducted by. Grimes and Howe 1est Date-Test Type 12113l2002 Recovev (slug out)
Enteredldate:
Checkedldate: .m&
1Z15/02 iz:/zc /a&
WELL DATA CALCULATION OF K TEST DATA I SWL = 8 4 8 i f 1 BTOC) I yo = 3.318 (H) from plot vt = 2.052 (It1 from plol 1 966 (minutes1 from plot In'Relrw) = 2.38 1 kii Le:rw=
1762 29.09 9 6 (fti 5000 It r1 1 L K= 9.9E-05 (cmlsec)
Calculation 01 InfReIrw)
Where Lw < H.
In(ReIrw1= i f 1 t l f l n l L w i r w i ~ ) + ( A + U l n l ( H ~ L w i l r w ~ i l j L e1=
lrw~l~
Where Lw = H:
I;dlculati~n of Coefficients Value ranqe for Lelrw lrom Table of Coeflicienls Leirw I A I B I C 25 1 2.4 I 0.31 I 19 30 I 2.5 I 0.35 I 21 lnteruolated values of A, B and C for Lelrw 29.09 I 248 I 0.34 I 2061 Coellicients Table r w I A I Lelrw I B t 75 I 41 t 76 71 I
I 51 n nc n nn 7 1 .oo 8 1.10 9 1.20 10 1 30 15 1.50 20 1 75 25 1 90 30 2.10 40 2 45 50 2 70 60 3.00 70 3.40 80 3.60 90 3.85 100 4.20 150 5.70 200 7.00 250 8.00 300 8.80 400 9.90 500 10.60 600 t t 10 700 11.50 800 11 80 900 12 00 looo 12.40 4 cnn r-nn
___~____
Reference Bouwer(1989). Bouwer and Rice(1976) 2.5.4B-136
OW-844 (slug-out) Recovery vs. Time E I-I 0.1 - I 0 2 4 6 8 I0 12 Elasped Time in minutes c'/r/>:&!&$ /XJZL'/0#
2.5.4B-137
@MACTE MACTEC Job Name: North Anna ESP Date: ! & f ~ & l3- ~ ~ Time: /r3p c MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Number: 30720-2-5400 Observation Well No.: ,PJ 9%'
Weather Conditions: PO f - 5 5 2 5 water, echanikl, or Test Method:
Method of Slug Withdraw1 (circle one): pressure L-(circle)
Diameter of Screen: &-in. Diameter of Casing: in.
Total Well 7 b c 5 2 z f t below reference point Reference Point: Permanent mark on top Depth: of casing Length of = 1 % 7 fr Depth interval of screened 4 3 A 3.3 ft -J Screened Section: portion:
Depth to Groundwater: & - q t 7bft below reference point Groundwater Measurements Collected Prior CommentdRemarks to Slug Test Depth to Groundwater Date
<Ik, p 3- V,,l*A -- r'Jt3
$r(,Sl 1 k-/u'E/cA b % bq I l-hcw- y / - .J - k -
JIL - d*f&7-L./ , ?A / h/& /dd- /-I ,->,. t S A : L, r , A 67q 2.5.4B-138
North Anna E S P Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well: OW-645 Conducted by: Grimes and Howe Test Date. 12/12/2002 Entered/date: 12/15/02 Test Type: Recovery (slug in1 Checkedidate: ~&&i.;yi; /2/zc/;?2.
WELL DATA CALCULATION OF K TEST DATA SWL= 24.72 (ftBTOC) = [( rcA2 In(Re/rw))/2Le]'( 1/t)ln(yo/yf)
WD = 56.50 (ft BTOC)
WD= 55.00 (ft BGS) yo = 0.048 (fi) from plot DTSP = 39.70 (ft BGS) yt = 0.025 (fi)from plot rc = 0.08 (ft) t= 0.470 (minutes) from plol n= 0 30 In(Re/rw) = 2.70 rw = 0.33 ( f t )
(adjusted) = 0 0 8 (ft) #iK = 1.8E+00 (Wday)
Le =
Lw =
Leirw =
9.7 (ft) 31.78 (ft) 29.39
- K= 6.3E-04 (cmlsec)
Calculation of ln(Re/rw)
In(Reirw] = [(I l/(ln(Lw/rw)))+(A+BIn((H-L~)/rw)]/(Le/rw)~~-l~: 2.70 Where Lw = H, 3 23 Calculation oi Coefticlents Value range for Leirw from Table of Coefficient:
Leirw 25 30 I
1 I
A 251 1
2.4 I B
0.31 0.35 II .. . .. .
-1 34 I 0046 I 24674 1 -0 046 Interpolated values o i A, B and C for L e h -1 32 I 0048 I 24672 I -0 048 29.39 I 2.49 I 0351 2 0 8 1 n 5715
._ I --
- 1. 77 I O n A. R
_ I -74R77- I _ n_ .4_ ~
-n 0.5612 - 1 37 0.043 24.677 -0.043 0.5925 -1.40 0 040 24.68 -0.04 0.6257 -1.41 0 039 24.681 -0 039 Coefficients Table 1.4412 -1.80 0 016 24.704 -0.016 1 S248 -1.85 0.014 24.706 -0.014 16133 -1.89 0.013 24.707 -0.013 i 7n77 -1 97 74 7nR -n n17 Reference Bouwer(1989), Bouwer and Rice(1976 2.5.4B-139
OW-845 (slug-in 12112/02) Recovery vs. Time
.cs g 0.100 Y-
.-C I
Q)
Q)
I, L
a, 5 0.0AO t I*.
1
'\
o.QO1 c----- 1 1- - - 7 1-7 -
-~ -
0 2 4 6 8 I0 12 14 16 18 Elasped Time in minutes 2.5.4B-140
- n/llAcTEc MACTEC Engineering and Consulting 3301 Atlantic Raleigh, North Avenue Carolina Slug Test Data Sheet MACTEC Job Name: B orth Anna ESP MACTEC Job Number: 30720-2-5400 I -
Date: ' ) ' 3 , L Time: Observation Well No.: _--if .?#$
Weather Conditions: . I;,*%, 3- ,,'r.L Method of Slug water,~rn~cliZiiical, --__.- or Test Method: Rising Head or Withdrawl (circle one): pressure l ~ a l l kHeadg (ciFdGj -
Diameter of Screen: i- in. Diameter of Casing: .l- in.
Total Well %' : \ \--*ft below reference point Reference Point: Permanent mark on tou Depth: of casing Length of -_
. I '
E I- f t Depth interval of screened ' . 3 -' i3 3 ft Screened Section: portion:
Depth to Groundwater: &I, ,-ft below reference point Groundwater Measurements Collected Prior Com men ts/Remarks to Slug Test Depth to Groundwater Date 1 .
_ +
16 [:;
- I&bCtL :
f J I *-iz,z ~ -I L- v .. - $
,,* .- - (
,It ,>I-
- !,< L I$'(ji d.4-Cl+
r .,tb '-f_ -
3 , :-.:, t <& !?& L,L 19 != ',L 'I 3 ts 1 -- ' ., I _*
2.5.4B-141
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. 0w~a45 Conducted by: Grimes and Howe I Test Date 12/17/2002 Enteredidate WSG/12lI8/02 Test Type Recovery (slug In) Checkedidate SWL=
WELL DATA 2465 (HBTOC)
CALCULATION OF K TEST DATA I
WD= 5 6 5 0 (RBTOC)
WD= 5500 (HBGS) yo = (H) from plot DTSP = 39 70 (fIEGS) yt = (H) from plot ic = o oa (ill I= (minutes) from plot n= 0 30 In(Re/rw) = 2.70 rw= 0 3 3 (ft) rc (adpsted) = 0 08 (H) K;. #DIV/O! (Wday)
K= IDIVIO! (crnkec)
Calcuiation of IniHeIrw)
Where' Lw c H IniReirw) = ((I ll(ln(Lwlnv)))+(A+Bln(~H-Lw)lnv)jl(Lelrw)]~-i =
Where L w = H ,
Calculation of Coefficients 30 25 0.35 21 interpolated values of A, B and C for L e l w r 29391 249 I 0.35 I 208)
Coefficients Table Refererce- Bouwer(l989). Bouwer and Rice(l976) 2.5.4B-142
OW-845 (slug-in 12/17/02) Recovery vs. Time i-1 t*
I i+
0 2 4 6 8 10 12 14 Elasped Time in minutes 2.5.4B-143
J MACTEC MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: 1 H ~ I - G J- Time: ~ s - Observation
~ ~ Well No.: c.2 . ybr5-Weather Conditions: ?L- d l 5-Method of Slug y &
--9+ 5 w a t e r , p i or
- tJ-/lr"-k Test Method: ('hsing HeaY or Withdraw1 (circle one): pressure Falling Head (circle)
Diameter of Screen: + in. Diameter of Casing: A in.
Total Well ~-6.~3 ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of -
-?' ft Depth interval of screened c+3.L ~7 3ft Screened Section: portion:
Depth to Groundwater: ?-A ft below reference point Groundwater Measurements Collected Prior CommenWRemarks to Slug Test Depth to Groundwater Date
.+ L/l& / A /07&
3-f 4'
>ibT f+'L -7 lu1*.- z - c k-1 ?-A& &.i-1 *>^'
$) = I '(Y -
1 C(, -+ >L 3 k3-Yk'Lf 2.5.4B-144
North Anna ESP Project Hydraulic Conductivity (K)Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. OW-845 Conducted by: Grimes and Howe Test Date 12/12/2002 Enteredldate: 12/15/02 Test Type Recovery (slug out)
&4l&s/2/ Z & / b Z ,
Checked/date: ,--
WELL DATA CALCULATION OF K TEST DATA SWL = 24.72 (11 BTOC) : = [(rcV In(Re/rw))/2Le]*(l/t)ln(yoiyt)
WD= 5650 (ftBTOC)
WD= 5500 (ft BGS) yo = 0 065 (ff) from plot DTSP = 39.70 (ft BGS) yt = 0.027 (ft) from plol rc = 0.08 (ill t= 0 369 (minutes) from plol n= 0 30 In(Re/rw) = 2.70 rw = 0.33 ifti rc (adjusted) = 0.08 (it) K= 3.1E+OO (Wday)
Le = 9.7 ( f t ) K= l.lE - 0 3 (crnkec)
Lw= 3178ift)
Leirw = 29.39 H= 50 00 (fl)
Calculation of ln(Re/rw)
Where Lw < H.
In(Re/rw) = [(l 1i(ln(Lwirw)))+(AtBlnijH-Lw~/rwj~/(Le/rw)]*-l =
Where. Lw = H, Calculation of Coefficient:
Value ran e for Le/rw from Table of Coelficient:
0.35 Interpolated values of A, B and C for Le/rn 29.39 I 2.49 I 0.35 -1 Coefficients Table
Reference:
Bouwer(l989). Bouwer and Riceil976 2.5.4B-145
OW-845 (slug-out #2 12/12) Recovery vs. Time A 0.080 1.ooo S
.I a r',
a 0.100 0.010
'\
2 4 6 Elasped Time in minutes 2.5.4B-146
MACTEC Engineering and Consulting gMACTEC MACTEC Job Name: North Anna ESP 3301 Atlantic Avenue Raleigh, North Carolina Slue Test Data Sheet MACTEC Job Number: 30720-2-5400 t I ,-
Date: f ) - / i c tr Time: / v J 3 Observation Well No.:
Weather Conditions: p.., p f 3. .&% ,L, $273 water, p-, or Method of Slug Withdraw1 (circle one): pressure Test Method:
Rising Head or (circle)
Diameter of Screen:
+ in. Diameter of Casing: a Total Well J C 3 2 ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of gl% ft Depth interval of screened $I. V - V 4 3 Screened Section: portion:
Depth to Groundwater: **8C- ft below reference point Groundwater Measurements Collected Prior Commentshtemarks to Slug Test Depth to Groundwater Date Ik/vd:-
$9, 88%
Ay, $7
/ &/Cbh&-
rbluc.hg-
,-,rep ++-2 Li+-*- -- @,lf -;3
-r, ,,E:~. 347 -7 8+ F
+(- ~ t <,I -YT$%
2.5.4B-147
North Anna ESP Project Hydraulic Conductlvlty (K)Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. ow-B46 Conducted by Grimes and Howe Test Date: 1211212002 Entered/date 1 15/02 Test Type Recovery (sluq in)
WELL DATA Checked/date 3d-p /cz2..
/2/b CALCULATION OF K TEST DATA SWL= 24.82 (ftBTOC) = l(rc2 lnlRe/rw))/2Lel+( i/t)ln(yo/yt)
WD = 34.30 (It BTOC)
WD = 32.80 (It BGS) yo = 0.704 (ft)from plot DTSP= 20.30 IftBGSI vt = 0.495 (ft) from plot rc = 0.08 (ft) t= 1.069 (minutes) from plot n= 0 30 In(Re/rw) = 2.13 rw= 0 3 3 (it) rc (adiusted) = 0 1 9 (ti) K= 1.9E+00 (Wday)
Le = 9 7 5 (it) K= 6.8E-04 (cmlsec)
Lw= 9 48 (It)
Le/rw= 2955 H= 5000Jlt)
Calculation 01 In(Re/rw)
Calculation of Coefficienls Value ranqe lor Le/rw from Table of Coeflicients I I Le/rw 25 I 30 I A
2.4 I 2.5 I B
0.31 0.35 I InterDolated values of A. E and C for Le/rw 2955 I 249 I 0.35 I Coefficients Table I , 7E I k n9c I n7cJ I
Reference:
Bouwer(1989). Bouwer and Rice(1976) 2.5.4B-148
OW-846 (slug-in) Recovery vs. Time 1
t C
.I t
- 0. A 0 1 2 3 4 5 6 7 8 Elasped Time in minutes 2.5.4B-149
AMACTEC MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: ' .?,'/J-L !- Time: --(5-3>- Observation Well No.: o I c-2h.d
~
Weather Conditions:++- L- F ~ J I k//&4f--5 c ---_ -
. . Headlor
/-
Method of Slug water@-1, or Test Method:
Withdrawl (circle one): pressure Falling Head (circle)
Diameter of Screen: b in. Diameter of Casing: 2. in.
Total Well Wda ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of - ft i-di, Depth interval of screened $2. -3htifi Screened Section: portion:
Depth to Groundwater: jt-/, Y A ft below reference point Groundwater Measurements Collected Prior Comments/Remarks to Slug Test 2.5.4B-150
North Anna ESP Project Hydraulic Conductivitv (K)Calculation Worksheet MACTEC Job Number 30720-2-5400 OW-846 Conducled by GrimeslHowe Test Date 12/12/2002 Enteredidale Grimedl 2/15/02 Test Type Recovery (slug-out) Checkedldale
&J&W/> 2/Pr. /cz I WELL DATA CALCULATION OF K TEST DATA I
SWL= 2482 (HBTOC)
WD = 34 30 (11 ETOC)
WD = 32 80 (fl BGS)
DTSP = 20 30 [H BGS) rc = 0 0 8 (fl) n= 0 30 W = 0 3 3 in) rc (adlusled) = 0 19 itti Calculaiiaii of ln(Re/nv)
Where Lw c H IniReIrw) = 111 l l i l n ( L w l r ~ i ~ ~ + ( A + B l n ~ i H - L w ~ I m i l l ( L e l m ~ i - 1 =
Where Lw = H Calculalion of CoeHicienls Value ranqe for Ldrw from Table of Coelficients Leiiw 1 A 1 6 1 C 25 I 24 I 031 1 19 30 I 251 035 1 21 lnterwlated values d A B and C for Lelm I 29551 2 4 9 I 0 3 5 1 2 0 8 1 Coefficients Table Refeo?nce Bouwer(1989) Bouwer and Rce(1576) 2.5.4B-151
OW-846 (slug-out) Recovery vs. Time 10.000 i
- 0. A 00 0 1 2 3 4 5 Elasped Time in minutes 2.5.4B-152
@/ R/I.ACTE c MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Number: 30720-2-5400 Screened Section: portion:
Depth to Groundwater: ;% 9s-ft below reference point Groundwater Measurements Collected Prior CommentslRemarks 2.5.4B-153
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. OW-847 Conducted by: Grimes and t o w e Test Date. 1211312002 Entered/date 12/15/02 Test Type. Recovery (slug in) Checkedldate WELL DATA CALCULATION OF K SWL = 34.31 (ft BTOC) = [(rcA2 In(Reirw))12Lel'(1it)ln(yolyt)
WD= 51.30 (tt ETOC)
WD= 49.80 (fl BGS) yo = 2.480 (H)from plot DTSP= 35.00 (H BGS) yt = 1.195 (ft)from plot rc = 0.08 (ft) i= 1 620 (minutes) from plot n= 0.30 In(Reitw) = 2.27 rw = 0 33 (ti)
(adjusted) = 0 08 (ft, K= 5.8E-01 (Wday)
Le = 7 9 (fl) - K= 2.1E-04 ( c d s e c )
Lw = 16.99 (ft)
Leirw = 23.94 t = 5000 (ft)
Calculation of ln(Re1rw)
Where Lw c H, In(Re1rw)= [ { l ll(ln(Lwlrw)))+~A+BIn((t~Lw)lrw)ll(Le/rw)]A-i =
Where L w = H .
Calculation of Coeflicients Value ranae for Lelrw from Table of Coefficients Leirw I A I B 20 I 223 I 0.29 30 I 2.5 I 035 I Interpolated values of A, B and C for Leirw 23.94 234 I 031 I 1.891 Coefficients Table Leirw C 4 0 75 5 0 85 6 0 30 7 1 00 8 110 9 120 10 130 15 150 20 1 75 25 1 90 30 2 10 40 2 45 50 2 70 60 3 00 70 3 40 80 3 60 90 3 85 100 4 20 150 5 70 200 7 00 250 8 00 300 8 80 400 9 90 500 1060 600 11 10 700 11 50 800 11 80 900 1200 1000 1240 1500 1290
Reference:
Bouwer(1989). Bouwer and Rice(! 976) 2.5.4B-154
OW-847 (slug-in) Recovery vs. Time J* I
.)lr Q) a yl L= I 4
4 4
4 4 +
4 4 4
4 4
+
T I 0 1 2 3 4 5 6 7 8 9 I0 Elasped Time in minutes
&/db . -&& /2/2Z./O z-2.5.4B-155
MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Number: 30720-2-5400 Date: /,I-/]
3FA Time: 9 $ r * ~ Observation Well No.: ~ y - 4 y-1 =z
~
Weather Conditions: 5' ,, , I , I hJ -
Method of Slug water, L--/6 c E n i a , or Test Method: (Rising Head,or Withdrawl (circle one): pressure Falling Head (circle)
Diameter of Screen: 2. in. Diameter of Casing: -A in.
Total Well F 3-3 ft below reference point Reference Point: Permanent mark on tou Depth: of casing Length of 3,7 ft Depth interval of screened 7 2 C - L-> ft Screened Section: portion:
Depth to Groundwater: .'~r 3Y ft below reference point Groundwater Measurements Collected Prior Comments/Remarks to Slug Test
? .
> I Denth to Groundwater Date + -*
Irl ~ . ...- ,L 5' 2.5.4B-156
Nolth Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well ow-847 Conducted by Grimes and Howe Test Dale 1?/17,2002 Enteredidate WSGil 18/02 Test Type Recovery Islug out/
WELL DATA Checkedidale
.sjGJ&.
CALCULATION OF K TEST DATA SWL = 34 34 (It a T o c ) = [(rn"Z In(ReiM.))/2Lel'(lIt)l"(y~/yl)
WD = 51 30 (11 BTOC)
WD = 49 80 (It BGS) yo = 3 543 (11) from PI01 DTSP i 35 00 ill BGS) yi = 2 387 (11) from plot rc= 008jll) I i 0 761 (minuter) tiom plof n= 030 ln(Re/w) = 2 27 rwi 333jff) rc (adjusted) = 0 00 ( I t ) K= 6.6E-OI (fVday)
K= 2.3E-04 (cmlsec)
Leiiw= 2394 H= 5OOOifli calc"1ar~an 01 coen,c,ents Value ran e lor Leirw from Table 01 C~ellicienls lnleipolaled values of A, 8 and C lor Lelrw I 2394 I 2 34 I 031 1 1891 Coenicienls Table 2.5.4B-157
OW-847 (slug-out 12-17) Recovery vs. Time
\
\
'\
0.1 0.01 I-0 5
- 10 15 20 25 Elasped Time in minutes 2.5.4B-158
Method of Slug w a t e r , F & i 2 or Test Method: ,%g Head or Withdraw1 (circle one): pressure a a bH e a x \
(circle)
Diameter of Screen: J-in. Diameter of Casing: 2 in.
Total Well YY B ? fi below reference point Reference Point: Permanent mark on top Depth: of casing Length of S b o c ft Depth interval of screened v $ b.-ilT Screened Section: portion:
Depth to Groundwater: ~ $ ' L S fi below reference point Groundwater Measurements Collected Prior ComrnentdRemarks to Slug Test Depth to Groundwater Date Lw;< 5lKr f+ &- => U & ( " L ? :C \ L ' S fr' L/J. 3 ' 1 I &//UL%L Y3 i t . / D & /dr -j;%",,c-;., 5fil I%? 3 I
I I
I 2.5.4B-159
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-848 Conducted by Grimes and Howe Test Date 12/13/2002 Enteredldate 1Z?J15/02 Test Type Recoveiy (slug in) Checkeddate
?&
. rJ-* /i~.La/t k WELL DATA CALCULATION OF K TEST DATA 5WL= 42.65 (1tBTOC)
-= Nrc"2 ir!Re/rwl)/2Le]'(l/t)lr(vo/yt) WL I Data Looaer WD = 48.87 (ft BTOC)
WD = 47.37 (lt BGS) yo = 1 537 (lt) from plot DTSP = 39.10 (1tBGSl yt = 0.953 (lt) lrom plot rc = 008 (ft) t= 1 255 (minutes) from plot n= 0 30 Ir(Re/w) = 1.67 rw= 0 3 3 (It1 rc (adjusted1 = 0 1 9 (ftl K= 3.4E+00 (Wday)
Le = 5.02 (ftl - K= 1.2E-03 (cmkec)
Lw = 6 22 (ft)
Le/rw= 1521 H= 50 00 (ft)
Calculation of ln(Reirw)
Calculation of Coefficients Vaiue rarqe lor Leirw lrom Table of Coellicientj Leirw I A I B 15 I 21 I 0271 25 I 24 ] 0.31 I Interpolated values 01 A. B and C for Leirw I 1521 I 2.11 I 0.27 I Coeflicients Table Reference t3ouwer(1989), Bouwer and Rice(l976) 2.5.4B-160
OW-848 (slug-in) Recovery vs. Time t
0 2 3 4 5 6 7 8 9 I0 Elasped Time in minutes
@AZ D.M /d/&? f c 2 2.5.4B-161
MACTEC Engineering and MACTEC Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slue. Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 cwr Date: ' H I J QI- lh,&J'ime: LWf 13~!,-Observation Well No.: 0.- Y r g Weather Conditions: 2 Ytk&V -
Method of Slug water, mechanical; or Test Method: (Rising H e a 9 r Withdrawl (circle one): pressure Falling Head (circle)
Diameter of Screen: 3- in. Diameter of Caszg: l- in.
Total Well ' 8@?-ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of -- fi
>-L,+-
Depth interval of screened Y A - -' .ft Screened Section: portion:
Depth to Groundwater: L-IJb 5 - ft below reference point Groundwater Measurements Collected Prior CommentslRemarks to Slug Test 2.5.4B-162
North Anna ESP Project Hvdraulic Conductivitv , (KI
, , Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well. OW~848 Conducted by Grimes and Howe Test Date. 12/13/2002 Enteredidate 12/15/02 Test Type Recovery (slug out) Checkeadate
& w 7 WELL DATA CALCULATION OF K TEST DATA SWL= 42.65 (ft BTOC) IIElapsed time1 Logy I v I WL I Data Loaaer yo = 1 229 (ft) from plot DTSP = 39 10 (ft BGS) yt = 0.785 (ft) from plot 0.08 (11) t= 1 426 (minutes) from plot In(Reiw) = 1.67 rw: 0 3 3 (It) rc (adiusted) = 0 1 9 lit) K= 2.8E+00 (ft/day)
Le =
LW =
5 0 2 ift) 6.22 (ft) 1 K= 9.9E-04 (cm/sec)
Le/rw= 15.21 H= 50 00 (ft)
Calculation of ln(Reiw) ln(Re/rw) = 111 l/(ln~Lw:rw)))~(A+B1n~(H-Lw)/rw)J/(Le/rw~lA-i=
Where Lw = H, Calculation of Coefficients 25 24 0.31 19 Interpolated values of A, B a n d C for Lekw 1521 I 2.11 I 027 1 1 5 1 )
Coefficients Table Refererice, Bouwer(lS89). Bouwer and Rice(1976) 2.5.4B-163
OW-848 (slug-out) Recovery vs. Time
'I 8 -: --
0.1 0.m 0 3 4 5 6 7 8 9 I0 Elasped Time in minutes 2.5.4B-164
- MACTEc MACTEC Engineering and Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slue Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: t&-/,3cQj- Time: fllr Observation Well No.: ,nw -3 ~4 Weather Conditions: a ~ bL~ L p kp -3L ~5 Method of Slug water, 3
- or Test Method: Rising Head or Withdrawl (circle one): pressure falling H e a 9 (circle)
Diameter of Screen: A-in. Diameter of Casing: &- in.
Total Well 3. ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of ?L 3 fi Depth interval of screened 3 3 6 -I rJl 3ft Screened Section: portion:
Depth to Groundwater: 32.13 ft below reference point Groundwater Measurements Collected Prior Com men ts/Remarks to Slug Test Depth to Groundwater Date '
t 2.5.4B-165
North Anna ESP Project Hydraulic Conductivity (K)Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-849 Conducted by Grimes and Howe Test Dale: 12/13/2002 Enteredldate 12/15/02 Test Type- Recovery (slug in) Checkedldate / p / ZQ /'O - i
'3,4'&/c 5 2:~
WELL DATA CALCULATION OF K TEST DATA SWL = 33 13 (ft BTOCl IIElapsed time1 Loqy 1 y I WL I Data Loaaer WD= 51.30 (ft ETOC)
WD = 49.80 (ft BGS) yo = 1.493 (ft) from plot DTSP = 35 60 (ft BGS1 vt = 0.542 ( f t ) from plot rc = 0.08 (ft) t= 0.588 (minutes) from plot n= 0.30 In(Re/rw) = 2.44 rw =
rc (adlusted1 =
0 33 lit) 0.08 (it) K = 2.0+00 (ftlday)
I Le = 9 7 ill) K= 7.OE-04 (cmfsec)
Lw= 18.17 i f f )
Leirw = 29.39 H= 50.00 [ft)
Calculation of IniReirw)
Nhere Lw < H, 7
I In(Re/rw) = [{l l/iln(Lw/rw)))+(A+BIn((H-Lw)/rw))i(Le/~)]A-l=
Nhere Lw = H.
244 Calculation of Coefficients 25 0.35 Interpolated values of A, B and C for Leirw 2939 I 249 I 035 Coefficients Table Reference. Eouwer(l989), Bouwe and Rice(l976) 2.5.4B-166
OW-849 (slug-in) Recovery vs. Time I
- 0. I **
l- '\
\ *
- 0.01 0 I 2 3
--T 4 5 6
I 7
8 2.5.4B-167
MACTEC Engineering and
~MACTEC Consulting 3301 Atlantic Avenue Raleigh, North Carolina Slug Test Data Sheet MACTEC Job Name: North Anna ESP MACTEC Job Number: 30720-2-5400 Date: ) t / a 's. Time: Lq'*- 3>- Observation Well No.: C 1J 3-97 Weather Conditions: l : _' ;v, w,','v A -
Method of Slug water, ~ i i a n i cor~ , Test Method: @'sing H e 9 or Withdrawl (circle one): pressure Falling Head (circle)
Diameter of Screen: 3- in. Diameter of Casing: 3 in.
Total Well 5Y3c ft below reference point Reference Point: Permanent mark on top Depth: of casing Length of --7 ft Depth interval of screened 3 " L 4 7 3 fi Screened Section: portion:
Depth to Groundwater: 3 3,I 3 ft below reference point Groundwater Measurements Collected Prior Corn ments/Remarks to Slug Test Depth to Groundwater Date 1 $(L,, 2,,A -> L - , ! " 1-
-4i I- -3,'
73, / ~
L 16 /:7 +
2.5.4B-168
North Anna ESP Project Hydraulic Conductivity (K) Calculation Worksheet MACTEC Job Number: 30720-2-5400 Well OW-849 Conducted by: Grimes and Howe Test Date 1211312002 Entered1date: 12115/02 Test Type Recovery (slug out) Checkedldate: -&,&&;5 ,,2?2c/i 2; -
WELL DATA CALCULATION OF K TEST DATA SWL= 33.06 (ftBTOC) K = [(rcn2 In(Re/rw))/2Le]*(1/t)ln(yo/fl) yo = 2.895 (ft) from plot DTSP = 35.60 (ft BGS) yt = 1.695 (ft) from plot ooa (ft) I= 0.194 (minutes) from plot In(Re1rw) = 2.44 rw = a 3 3 (ft) rc (adjusted) = 008 (ft) K= 3.2+00 (Wday) 9 7 (it) K= 1.1E-03 ( c d s e c )
Lelrw = 29.39 Calculation of ln(Re1rw) in(Reirw) = [{I 1 /(ln(Lwirw)))+(A+Bln((H-Lw)lrw))/(Le/rw)]~-i = 2.44 Where Lw = H.
2.94 Calculation of Coefficients interpolated values of A. B and C for L e h 29.39 1 249 1 0.35 I 2.08 I Coefficients Table Reference. Bouwer(1989). Bouwer and Rice(l976 2.5.4B-169
OW-849 (slug-out) Recovery vs. Time I
0.1 * * *
- t 0.01 i- I i 0 I 2 3 4 5 2.5.4B-170
@LAW RESOURCES CREATING SOLUTIONS JOBNO.
PHASE
.a774-?&qL/dd SHEET TASK
/ OF 2 I II LAW Engineering and Environmental Services, Inc.
I 5710 Oleander Drive 1 Suite 110
- c.m ;'.
2.5.4B-171
JOBNO. ,303% -z-SL/pD SHEET 2 OF -
PHASE TASK RESOURCES CREATING SOLUTIONS 1 LAW Engineering and Environmental Services, Inc. JOBNAME d&Tj/ -&
, &573 ef
.?
5710 Oleander Drive Suite 110 BY DATE i2 //8/02 I i I , I
- ,I r/
2.5.4B-172
A MACTEC Engineering and hf MACTEC Consulting 3301 Atlantic Avenue Raleigh, North Carolina Withdraw1 (circle one): 1 (circle)
Diameter of Screen: 2- in. Diameter of Casing: a in.
Total Well 3c %ft below reference point Reference Point: Permanent mark on toD Depth: of casing Length of ____
ct. *% f-t Depth interval of screened 3dsu- 3170 ft Screened Section: portion:
Depth to Groundwater: 3byS ft below reference point Groundwater Measurements Collected Prior CommentslRemarks to Slug Test Depth to Groundwater Date 1/ ,544 T t + ? m 2-63 /Aboh& 511, P k - 3 V ~ - L d , ~~ #f+
- 3. $5 I k I 0 9 ID 3-
-rP.AUq.li,d 5hv 64d 7 rsvys WJdY>t J/n/ -
2.5.4B-173
NoRh Anna ESP Project Hydraultc Conductivity (K) Cakulation Worksheet MACTEC Job Number: 30720-25400 GrknesandHaR 12/15m2 WELL DATA CALCUUTION OF K TEST DATA I1 0.027.
0.033 0.w I
I I
4.w 0.14 I
I 0.m 0.8TI 1.m I
I I 2513 3.327 3.m I
I I 0.m 0.m Le=
Lu =
Ls/n = 28.39 H= M W (n) 0178 I 03s I 2223 I 4073 1 2223 -
0187 1 034 I 22m I 40% I 2208 -
0191) 1 034 I 2180 1 403 I 218 -
0.3472 4.137 c.(culslbncd CwlRciSnts 4.078 v&e R for Ldw hwn Tnbk, of Cmmdents 4.011 0.4067 0.4284 0.18 1.437 3 M7 1.437 25 0.35 21 0.4523 0.14 1.375 3.025 1.375 0.4772 0.12 1.312 3.702 1.312 Irder.alaled values of A, B Hld C fw Ldw 0.5035 0.11 1.281 3.731 1281 I 29.39 I 2.48 I 0.35 I 2.0.3 0.5315 0.07 1.1115 3.835 1.185 0.5512 0.05 1.119 3540 1.110 OW-84l(slug-out) Recovery vs. Time c
x 1.000 u-c 5
t 2
0.100 t I I
0010 0
1 2 3 r ~-
4 5 6 i.
7
Reference:
Bovrrer(l9.39).Bower and Rice(l976)
Elasped Time in minutes 2.5.4B-174
OW-841(slug-out) Recovery vs. Time 10.000
+
a 1.000 S
a a
J L
6)
.c, 2 0.100 \ * * * * * *
\
0.010 2 3 4 5 6 7 Hasped Time in minutes 2.5.4B-175
1 2.5.4B-176
Hydrogeology and Groundwater Modeling 14 I , , , I I 1 1 1 1 ' '
1 Ill I I , I , , I I I I I , I I ,
A AND C
l2I Figure 31.5 Dimensionless parameters A, B, and C as a function of L e / r w for calculation of h ( R e / ' r w ) in the Bouwer and Rice slug test. (Bouwer, H., 1989: The Bouwer and Rice slug test. Ground Water, 27(3), p. 304-309. Reprinted by permission of Ground Water Publishmg Company. Copyright 1989. All rights reserved.)
HYDRAULIC CONDUCTIVITY Since time (t) and displacement (s) are the only variables in logarithmic equation
), the plot of t versus s on a semi-log paper must show a straight line. However, he drawdown of the water table in the aquifer becomes more significant during
@part of the test, the basic assumption of equation (3 1.4) does not hold any more Lata points start to deviate from the straight line.
- he slope of the best-fitting straight line through field data is found as:
2.5.4B-177
APPENDIX F CONE PENTROMETER TEST RESULTS 2.5.4B-178
CPT Soil Classification Legend Zone Q,/N Description Normalized Friction Ratio Classification Chart 3
2 1
Sensitive, Fine Grained Organic soi~s-~eats 1.5 Ctays-CtaytoSiltyCtay 4 u 2 Silt Mixtures-Clayey Silt to Silty Clay 5 0 3 Sand Mixtures-Silty Sand to Sandy Silt 6 4.5 Sands-Clean Sand to Silty Sand 6 Gravelly Sand to Sand
'-8.
I u.5 1.0 5.0 10 FRICTION RATIO, f, ~100%
v) Heavily OverconsOidatedor Cemented NORMALIZED q,*
(Ref.Robertson, 1990)
Coefficient of Permeability (cm/s)
Zone Description Permeability 1 Sensitive Fines I0-5 2 Organic Soils-Peats I0-5 3 Clays I0-7 4 Silt Mixtures 10" 5 Sand Mixtures 104 6 Sands 10-2 7 Gravelly Sands lo-'
8 Very Stiff Sands I0-5 9 Very Stiff Fines 10-6 Applied Research Associates, Inc., South Royalton, Vermont 05068 (802) 763-8348, cpt@ara.com, http://www.ara.com 2.5.4B-179
The classification profiles can be very detailed due to the high spatial resolution afforded by collecting one sample every 2 cm (0.8 in) for CPT profiles. Frequently significant variability in soil types over small changes in elevation can be observed in the profiles. To provide a simplified soil stratigraphy for comparison to standard boring logs, a layering and generalized classification system was implemented. Layer thicknesses are determined based on the variability of the SBT profile. The layer sequence begins at the ground surface and layer thicknesses are determined based upon changes in the standard deviation of the SBT number. Whenever an additional 6-inch increment deviates from the previous increment, a new layer is started, otherwise, this material is added to the layer above and the next 6-inch section is evaluated. The soil type for the layer is determined by the mean value for the complete layer.
The lithology text seen on the plots is determined according to the following conditions:
Mean Value Abbreviation DescriDtion 1-2.25 Sen Clay Sensitive Clay B2.25 - 2.75 Soft Clay Soft Clay
>2.75 - 3.25 Clay Clay
>3.25 - 3.75 Si Clay Silty Clay
>3.75 - 4.25 C1 Silt Clayey Silt
>4.25 - 4.75 Sa Fine Gr Sand - Fine Grained
>4.75 - 5.75 Sand Mix Sand Mix
>5.75 - 6.75 Sand Sand
>6.75 - 7.5 Gr Sand Gravelly Sand
>7.5 - 8.5 oc Over Consolidated
>8.5 -9 OC-Clay Over Consolidated-Clay 2.5.4B-180
ISb:NORTH ANNA ESP I Ratio COR Pore Pressure 0 (%) 6 0 (kf) 3 10 20 30 50 Maxlrnum deplh: 4.25 (fl) Class FR: Friction Ratio ClassiRcation (Ref: Robertson 1990)
Ted ID: CPT-1 FL: 3HDOMlC.ECP 2.5.4B-181
10
!O Maximum depth: 3.18 (n) Class F R Friction Ratio Classification (Ref: Robertson 1990)
Tsst ID: CPT-(UlA Fib: 311DmmC.ECP 2.5.4B-182
Ratlo COR Pore Pressure SBT 0 (@9 3 0 Class. FR 10 10 h
s Maximum depth: 1.19 (fl) Class FR: Friction Ratio Classification (Ref: Robertson 1990)
Test ID:W 4 2 1 B FY.: 311MIMX.ECP 2.5.4B-183
NwohiW: 3909850.0235 Eastina: I 1685756.1761 uevatio;;: 2963 IPmjed: 5737 Client: MACTEC S i : NORTH ANNA ESP I Sleeve Stress Tip Stress COR Ratio COR Pore Pressure SBT 0 0 (bf) 3 0 Class. FR 10 Maximum depth: 32.35 (ft)
U Class FR. Friction RaUo Classifkation (Ref Robertson 1990)
T p l I D CPT-623 FYe: JIIDOZO.(C.ECP 2.5.4B-184
AppliRegearchAssoeiabes m i m : 3910054.2670 Dab: lllDeC/2002 south m y a h , vr05088 W w : 11686009.5911 Test ID:CPT-824 802-763-0348 Elev3tion: 276.1 PtOJect: 5737 Email: cp@ned.ata.com Ciient: MACTEC httPWww,ara.eom Sib:NORTH ANNA ESP Sleeve Stress Tip Stress COR Ratio COR Pore Pressure SBT 6 (a9 0 (tsf) 600 0 (%) 6 0 (-9 3 0 Class. FR 10 D
10 20 30 40 1 I I I 1 1 50 Maxlmum depth 3.98 (fl) Class FR: Friction Ratio Classification (Ref Robertson 1990)
Tml ID: CPT-824 FYe: 311DOMSC.ECP 2.5.4B-185
Sleeve Stress Tip Stress COR Ratio COR Pore Pressure SET 6 (-9 0 (tsf) 600 0 (%) 6 0 (W 3 0 Class. FR 10 I "
60 80 100 Maximum depth: 57.69 (ft) Class FR: Friction Ratio Classification(Ref Robertson 1990)
Teal ID: CPT-827 FY.: SlPMIM1C.ECP 2.5.4B-186
Northiw: 3910652.8241 Date: 1 M 0 0 2 m n g : 11683066,3705 Test ID: CPT-828 mh:270.0 - Project 5737 Sleeve Stress Tlp Streas COR Ratio COR Pore Pressure SBT 6 (W 0 (W 600 0 (%) 6 0 (b9 3 0 Class. FR 10 0
10 20 30 40 Maximum depth: 5.01 (ft) Class FR: Friction Ratlo ClassiRcation (Ref Robertson 1990)
Teal ID: CPT-328 FYe: 312M120X.ECP 2.5.4B-187
ApplMResearchbocMes Nwthi: 3910652.8241 Date: 121o6C12002 South R o y a b , VTO- Eang: 1 1683066.3705 Test ID: CPT-828 802-763-8348 , EkVatb: 270+0 proiect: 5?37 Emil: cpt@ned.ara.com Client: MACTEC ht@Jhww~ara.oom Sb:NORTH ANNA ESP Ratio COR Pore Pressure SBT 0 (%) 6 0 (W 3 10
!O 30 50 Maxlmum deplh: 2.29 (fl) Class FR: Friction Ratio Classification (Ref: Robertson 1990)
T.Q K): cPT828 Fh: 31UM20X.ECP 2.5.4B-188
Sleeve Stress Tip Stress COP Ratio COR Pore Pressure SET 6 (tsf) 0 (b9 600 0 (%) 6 0 (-0 3 0 Class. FR 10 5a 8
30 40 Maximum depth: 22.61 (ft) Class FR: Friction Ratio Classilication (Ref: Robertson 1990) 2.5.4B-189
Sleeve Stress Tip Stress COR Ratio COR Pore Pressure 6 (Sf) 0 (%f) 600 0 (Yo) 6 0 (tsf) 3 0
20 -I 40 60 8c 100 1oC Maximum depth: 52.47 (ft) Class FR: Friction Ratio Classification (Ref: Robertson 1990)
T a g ID: CPT-825 Fib: 31200207C.ECP 2.5.4B-190
Applied m r c h Assmiat= NorthitlQ: 39OW77.9442 D%k12md2QW South Royatton, VT I 168526722898 Test tD: CPT-m2-763-8348 332.5 PmjW 5737 Emik cptQned.ara.com Cli8m mc1"Ec httpihww.ara.com S i : NORTH ANNA ESP Sleeve Stress Tip Stress COR Ratio COR Pore Pressure SBT 6 (bf) 0 (bf) 0 (Oh) 6 0 (tsf) 3 0 Class. FR 10 0
!b i C-h E
II 50 Maximum depth: 52.47 (ft) Class FR: Friction Ratio Classification (Ref: Robertson 1990)
Page 1 of 2 Teal D: CPT-825 F*l: 312o0207C.ECP 2.5.4B-191
Ratio COR Pore Pressure SBT 0 (%) 6 0 (Sf) 3 0 Class. FR 10 m--
t 70 5a 0"
Maximumdepth: 52.47 (ft) Class FR: Friction Ratio Classification (Ref: Robertson 1990)
Page2012 Teat ID: CPT-92.5 FW: 312D0207C.ECP 2.5.4B-192
Isite: NORTH ANNA ESP I Sleeve Stress Tip Stress COR Ratb COR Pore Pressure SBT 6 (tsf) 0 (*9 600 0 (%) 6 0 (W 3 0 Class. FR 10 10 I F 20 30 40 Maximum depm: 15.79 (n) Class FR: Friction Ratb Classillcation(Ref Robertson 1990)
T& I D CPT-830 Fb: 312D0208C.ECP 2.5.4B-193
CPT-822 APPLIED RESEARCH ASSOCIATES, INC. 12/Dec/2002 Shear Wave Time of Arrival 0
/ ~ 1 ' 1 ' 1 ' 1 1 1 1 / ' 1 1 10 Distance Wavespeej (feet) (ft/s) 20 10 - 22 1274 30 A
c, e,
e, w
v e, 40 0
4 5
rn 2
50 60 70 File 312d206S 80 ~ .02 J l .04 l .06 l i .08 l .10 l l .12 : .14 1 l .16 l .18 l i Time (seconds) 2.5.4B-194
Applied Research Associates S Wave CPT-822 12/Dec/2002 0.0 6.1 10.2 14.9 19.8 22.3 e
d - A e I
- I I
I I I I I I File 312d206S 80.0 2.5.4B-195
CPT-825 APPLIED RESEARCH ASSOCIATES, INC. 12/ 12/02 Shear Wave Time of Arrival 0
T I I 1 1 ' 1 1 1 1 1 1 1 1 1 10 Distance Wavespee (feet) (ft/s) 20 6 - 30 1175 30 - 45 1661 45 - 52 2438 50 60 70 File 31202079 ! I .02 I .04 l l .06
~ l .08l l .10 l .12 l l .14 1 1 .16~ 1 .18 l 8o I Time (seconds) 2.5.4B-196
Applied Research Associates S Wave CPT-825 12/Dec/2002 0.0 I
I I I I 6.1 10.2 14.9 19.7 v - I I
I 24.7 29.6 34.6 4
ar e,
'c(
., 39.6 e, I 2 I I 1 I UJ
$ 44.6 ij
o-49.5 51.9 File 312d207S 80.0 Time ( seconds )
2.5.4B-197
CPT-827 Depth: 32.50 Thu 12/Dec/2002 L A I L L 1 I 1 I i I I1 I l l I I I i l l l l l / I 1 10 100 1,000 Time (seconds) 2.5.4B-198
CPT-823 2 -,
I Depth: 26.99 Wed 11/Dec/2002 f
v) 0~
2 n
-1 t
-2 1 -1 01 0.5 1 5 10 50 100 Time (seconds) 2.5.4B-199
CPT-827 20 Depth: 32.50 Thu 12/Dec/2002 15
=
v)
Q v
f 10 v) v)
2 L
5 LLI1..1.11 I I 1 I I , I I l l I I I I I I I l l I I 1 I l l /
1 10 100 1,000 Time (seconds) 2.5.4B-200
CPT-823 Depth: 26.99 Wed 11/Dec/2002
. L l _ L i . I I 1 I I I I I l l 1 1 I 1 1 1 1 -
0.5 1 5 10 50 100 Time (seconds) 2.5.4B-201
APPENDIX G DEVIATION SURVEY CROSSHOLE CASINGS 2.5.4B-202
A+
B+
3,909,945 A-A-
3.909.940 10 0 v) m m m 0 m m m t W W W W m W m m
'4 '4 '4 '4 r 7 r r r r r B-802 SEISMIC CASINGS B+
/
B-1 3,910,360 3,910,355 3,910,350 3,910,345
.J 0
n!
W (D
'4 B-805 SEISMIC CASINGS r
7 ORIENTATION OF INCLINOMETER GROOVES B-802 & B-805 SEISMIC CASINGS NORTH ANNA ESP I3 gnd coordinates 2.5.4B-203
CROSS HOLE CASlNG DISTANChCALCULATlON SHEET NORTH ANNA ESP PROJECT Prepared by: Date: I / 8 / h MACTEC JOB NO. 30720-2-5400 Checked by:*. D a t e : T 8-8028 6-802C Depth, ft N E N E Delta N Delta E Distance 0 3909945.4 11686389.75 3909947.32 11686379.75 -1.92 10 10.18 2 3909945.37 11686389.78 3909947.351 11686379.78 -1.9804829 10.00133 10.20 4 3909945.349 11686389.82 3909947.38 11686379.81 -2.0309254 10.00289 10.21 6 3909945.34 11686389.85 3909947.411 11686379.84 -2.0708418 10.00788 10.22 8 3909945.34 11686389.89 3909947.444 11686379.87 -2.1047587 10.01786 10.24 10 3909945.345 11686389.93 3909947.482 11686379.9 -2.1366617 10.03111 10.26 12 3909945.355 11686389.97 3909947.524 11686379.92 -2.1682145 10.04924 10.28 i 4 3909945.369 11686390.02 3909947.568 11686379.94 -2.1990804 10.07537 10.31 16 3909945.385 11686390.06 3909947.613 11686379.96 -2.2278018 10.10417 10.35 18 3909945.4 11686390.11 3909947.659 11686379.98 -2.2598641 10.13585 10.38 20 3909945.408 11686390.17 3909947.708 11686380 -2.3001778 10.17056 10.43 22 3909945.416 11686390.23 3909947.759 11686380.02 -2.3423062 10.20679 10.47 24 3909945.425 11686390.28 3909947.812 11686380.04 -2.3868399 10.24617 10.52 26 3909945.433 11686390.34 3909947.865 11686380.06 -2.4316464 10.2854 10.57 28 3909945.44 11686390.4 3909947.919 11686380.07 -2.4795983 10.32441 10.62 30 3909945.443 11686390.45 3909947.974 11686380.09 -2.5308555 10.36344 10.67 32 3909945.445 11686390.51 3909948.034 11686380.11 -2.5890269 10.40188 10.72 34 3909945.438 11686390.57 3909948.101 11686380.14 -2.6631264 10.43323 10.77 36 3909945.43 11686390.64 3909948.175 11686380.17 -2.7453954 10.46598 10.82 38 3909945.424 11686390.71 3909948.254 11686380.21 -2.8292467 10.5041 10.88 40 3909945.425 11686390.78 3909948.332 11686380.24 -2.9073323 10.54328 10.94 42 3909945.432 11686390.86 3909948.412 11686380.26 -2.9801422 10.59473 11.01 44 3909945.439 11686390.94 3909948.492 11686380.29 -3.0523317 10.64779 11.08 46 3909945.452 11686391.01 3909948.573 11686380.31 -3.1217929 10.70229 11.15 48 3909945.464 11686391.08 3909948.656 11686380.32 -3.1918497 10.75848 11.22 50 3909945.474 11686391.16 3909948.736 11686380.34 -3.2619055 10.8181 11.30 52 3909945.486 11686391.24 3909948.816 11686380.35 -3.3298867 10.88116 11.38 54 3909945.5 11686391.32 3909948.892 11686380.37 -3.3921496 10.94756 I1.46 56 3909945.516 11686391.4 3909948.967 11686380.38 -3.4506326 11.01946 11.55 58 3909945.534 11686391.49 3909949.043 11686380.39 -3.5093853 11.09775 11.64 60 3909945.552 116863915 9 3909949.122 11686380.41 -3.5704056 11.18126 11.74 62 3909945.573 11686391.69 3909949.208 11686380.42 -3.6342864 11.26986 11.84 Crosshole Distance Calculation Sheet, B-802 location I
2.5.4B-204
64 3909945.594 11686391.8 3909949.308 11686380.44 -3.713479 11.35945 11.95 66 3909945.614 11686391.91 3909949.414 1 1686380.47 -3.8003499 11.44776 12.06 68 3909945.633 11686392.02 3909949.523 11686380.49 -3.8891598 11.53719 12.18 70 3909945.652 1 1686392.13 3909949.633 11686380.51 -3.9805984 11.62695 12.29 72 3909945.669 11686392.24 3909949.741 11686380.53 -4.0722546 11.71166 12.40 74 3909945.688 11686392.35 3909949.845 1 1 686380.55 -4.1567401 11.79414 12.51 76 3909945.706 11686392.45 3909949.943 11686380.58 -4.2371288 11.87528 12.61 78 3909945.721 11686392.56 3909950.042 11686380.6 -4.3204107 1 1.9564 12.71 80 3909945.734 11686392.66 3909950.14 11686380.62 -4.4058201 12.03837 12.82 82 3909945.746 11686392.76 3909950.237 11686380.64 -4.4905526 12.12202 12.93 84 3909945.758 1 1686392.86 3909950.33 11686380.66 -4.5722656 12.20489 13.03 86 3909945.772 11686392.97 3909950.42I 11686380.68 -4.6490619 12.28451 13.13 88 3909945.792 11686393.07 3909950.509 11686380.7 -4.7176571 12.36482 13.23 90 3909945.816 11686393.16 3909950.594 11686380.72 -4.7776835 12.44622 13.33 Crosshole Distance Calculation Sheet, 8-802 location 2
2.5.4B-205
CALCULATION OF DEVIATION AT INCREMENTAL DEPTHS FOR CROSSHOLE CASINGS Casing No. B-802B Prepared by: f? II- Date: ;/@/o>
Checked by:* Date: I,/ c i / c 3 Depth, ft A Deviatior B Deviatior Resultant Angle y calc angle Delta N(in) delta E (in) N (ft) Em 0 0 0 0 0 3909945.4 11686389.75 2 -0.5338 -0.0922 0.54 9.80 41 .OO -0.36 0.41 3909945.37 11686389.78 4 -0.9816 -0.2414 I.01 13.82 36.98 -0.61 0.81 3909945.349 11686389.82 6 -1.3363 -0.4968 1.43 20.39 30.41 -0.72 1.23 3909945.34 11686389.85 8 -1 3147 -0.8318 1.82 27.25 23.55 -0.73 1.67 3909945.34 11686389.89 10 -1.8586 -1.2389 2.23 33.69 17.11 -0.66 2.13 3909945.345 11686389.93 12 -2.0798 -1.705 2.69 39.34 11.46 -0.53 2.64 3909945.355 11686389.97 1.4 I 9 -2.303 -2.2378 3.24 44. i8 6.62 -0.31 3.19 3909945.369 11686390.02 16 -2.5229 -2.8099 3.78 48.08 2.72 -0.18 3.77 3909945.385 11686390.06 18 -2.7706 -3.3878 4.38 50.72 0.08 -0.01 4.38 3909945.4 11686390.11 20 -3.0994 -3.9571 5.03 51.93 1.13 0.10 5.03 3909945.408 11686390.17 22 -3.4507 -4.5432 5.71 52.78 1.98 0.20 5.70 3909945.416 11686390.23 24 -3.8198 -5.1557 6.42 53.47 2.67 0.30 6.41 3909945.425 11686390.28 26 -4.176 -5.7562 7.11 54.04 3.24 0.40 7.10 3909945.433 11686390.34 28 -4.5437 -6.3283 7.79 54.32 3.52 0.48 7.78 3909945.44 11686390.4 30 -4.9435 -6.8842 8.48 54.32 3.52 0.52 8.46 3909945.443 11686390.45 32 -5.376 -7.4366 9.18 54.14 3.34 0.53 9.16 3909945.445 11686390.51 34 -5.8906 -7.9354 9.88 53.41 2.61 0.45 9.87 3909945.438 11686390.57 36 -6.469 -8.4998 10.68 52.73 1.93 0.36 10.68 3909945.43 11686390.64 38 -7.0603 -9.1205 11.53 52.26 1.46 0.29 11.53 3909945.424 11686390.71 40 -7.6118 -9.8093 12.42 52.19 1.39 0.30 12.41 3909945.425 11686390.78 42 -8.1154 -10.559 13.32 52.45 1.65 0.38 13.31 3909945.432 11686390.86 44 -8.6227 -1 1.3222 14.23 52.71 1.91 0.47 14.22 3909945.439 11686390.94 46 -9.0677 -12.096 15.12 53.14 2.34 0.62 15.10 3909945.452 I16aci391O
.I 48 -9.5069 -12.8702 16.00 53.55 2.75 0.77 15.98 3909945.464 11686391.08 50 -9.9854 -1 3.6574 16.92 53.83 3.03 0.89 16.89 3909945.474 116a6391.16 52 -10.4726 -14.4691 17.86 54.10 3.30 1.03 17.83 3909945.486 11686391.24 54 -10.9574 -15.3298 18.84 54.44 3.64 1.20 18.81 3909945.5 11686391.32 56 -1 1,4547 -16.2494 19.88 54.82 4.02 1.39 19.83 3909945.516 11686391.4 58 -1 1.9717 -17.2171 20.97 55.19 4.39 1.60 20.91 3909945.534 11686391.49 60 -12.5328 -18.2544 22.14 55.53 4.73 1.83 22.07 3909945.552 11686391.59 62 -13.1165 -19.3733 23.40 55.90 5.10 2.08 23.30 3909945.573 I16a6391.69 Crosshole Deviation Calculation B-802B I
2.5.4B-206
64 -13.7554 -20.5507 24.73 56.20 5.40 2.33 24.62 3909945.594 11686391.8 66 -14.4 144 -21.7363 26.08 56.45 5.65 2.57 25.95 3909945.614 11686391.91 68 -15.071 -22.9109 27.42 56.66 5.86 2.80 27.28 3909945.633 11686392.02 70 -15.7339 -24.0763 28.76 56.84 6.04 3.02 28.60 3909945.652 11686392.13 72 -16.3771 -25.19 14 30.05 56.97 6.17 3.23 29.87 3909945.669 11686392.24 74 -17.005 -26.3155 31.33 57.13 6.33 3.45 31.14 3909945.688 11686392.35 76 -17.6395 -27.4416 32.62 57.27 6.47 3.67 32.41 3909945.706 11686392.45 78 -18.2861 -28.5245 33.88 57.34 6.54 3.86 33.66 3909945.721 11686392.56 80 -18.9504 -29.5824 35.13 57.36 6.56 4.01 34.90 3909945.734 11686392.66 82 -19.6205 -30.62 88 36.37 57.36 6.56 4.15 36.14 3909945.746 11686392.76 84 -20.2944 -31.6766 37.62 57.35 6.55 4.29 37.37 3909945.758 11686392.86 86 -20.9304 -32.7283 38.85 57.40 6.60 4.47 38.59 3909945.772 11686392.97 88 -2.1.501 -i -33.7978 40.06 57.54 6.74 4.70 39.78 3909945.792 11686393.07 90 -22.0306 -34.9 133 41.28 57.75 6.95 4.99 40.98 3909945.816 11686393.16 Crosshole Deviation Calculation B-8028 2
2.5.4B-207
CALCULATION OF DEVIATION AT IFREMENTAL DEPTHS FOR CROSSHOLE CASINGS Casing No. 6-802C Prepared by: lj.3 Date: ' - d / 02 Checked b y : ' r D a t e : F Depth, ft A Deviation B Deviation Resultant Angle y calc angle Delta N(in) Delta E(in) N (ft) E (ft) 0 0 0 0 0 3909947.32 11686379.75 2 0.3226 0.433 0.54 53.31 43.31 0.37 0.39 3909947.35I 11686379.78 4 0.6355 0.8462 1.06 53.09 43.09 0.72 0.77 3909947.38 11686379.81 6 0.9288 1.2691 1.57 53.80 43.80 1.09 1.14 3909947.411 11686379.84 8 1.1698 1.7208 2.08 55.79 45.79 1.49 1.45 3909947.444 11686379.87 10 1.3973 2.21 9 2.62 57.80 47.80 1.94 1.76 3909947.482 11686379.9 12 1.5893 2.7624 3.19 60.09 50.09 2.44 2.04 3909947.524 11686379.92 i.7333 3.75 62.50 2.29 3909947.568 11686379.94 1 .
14 3.3302 52.50 2.98 16 1.8734 3.899 4.33 64.34 54.34 3.51 2.52 3909947.613 11686379.96 18 1.9973 4.4875 4.91 66.01 56.01 4.07 2.75 3909947.659 11686379.98 20 2.124 5.1077 5.53 67.42 57.42 4.66 2.98 3909947.708 11686380 22 2.257 5.7442 6.17 68.55 58.55 5.27 3.22 3909947.759 11686380.02 24 2.3784 6.4109 6.84 69.65 59.65 5.90 3.46 3909947.812 11686380.04 26 2.4835 7.0805 7.50 70.67 60.67 6.54 3.68 3909947.865 11686380.06 28 2.5747 7.7587 8.17 71.64 61.64 7.19 3.88 3909947.919 11686380.07 30 2.6726 8.4427 8.86 72.43 62.43 7.85 4.10 3909947.974 11686380.09 32 2.7854 9.1856 9.60 73.13 63.13 8.56 4.34 3909948.034 11686380.11 34 2.976 10.0373 10.47 73.49 63.49 9.37 4.67 3909948.I 0 1 11686380.14 36 3.2242 10.9906 11.45 73.65 63.65 10.26 5.08 3909948.175 11686380.17 38 3.4522 11.9856 12.47 73.93 63.93 11.20 5.48 3909948.254 11686380.21 40 3.694 12.9878 13.50 74.12 64.12 12.15 5.89 3909948.332 11686380.24 42 3.8054 13.9795 14.49 74.77 64.77 13.11 6.18 3909948.412 11686380.26 44 3.9106 14.9683 15.47 75.36 65.36 14.06 6.45 3909948.492 11686380.29 46 3.9643 15.9706 16.46 76.06 66.06 15.04 6.68 3909948.573 11686380.31 48 3.9926 16.9805 17.44 76.77 66.77 16.03 6.88 3909948.656 11686380.32 50 4.0186 17.9674 18.41 77.39 67.39 17.00 7.08 3909948.736 11686380.34 51 4.031 18.9355 19.36 77.98 67.98 17.95 7.26 3909948.816 11686380.35 54 4.0459 19.8677 20.28 78.49 68.49 18.86 7.43 3909948.892 11686380.37 56 4.0517 20.7802 21.17 78.97 68.97 19.76 7.60 3909948.967 11686380.38 58 4.0277 21.7061 22.08 79.49 69.49 20.68 7.74 3909949.043 11686380.39 60 4.0162 22.6718 23.02 79.95 69.95 21.63 7.89 3909949.122 11686380.41 62 4.009 23.7077 24.04 80.40 70.40 22.65 8.06 3909949.208 11686380.42 Crosshole Deviation Calculation B-802C I
2.5.4B-208
64 4.0382 24.9307 25.26 80.80 70.80 23.85 8.31 3909949.308 11686380.44 66 4.0872 26.2402 26.56 81.15 71.15 25.13 8.58 3909949.414 a 1686380.47 68 4.1098 27.5635 27.87 81.52 71.52 26.43 8.83 3909949.523 11686380.49 70 4.1218 28.9061 29.20 81.88 71.88 27.75 9.08 3909949.633 11686380.51 72 4.1453 30.2366 30.52 82.19 72.19 29.06 9.33 3909949.741 11686380.53 74 4.2043 31.5038 31.78 82.40 72.40 30.30 9.61 3909949.845 11686380.55 76 4.2941 32.7226 33.00 82.52 72.52 31.48 9.91 3909949.943 11686380.58 78 4.3589 33.935 34.21 82.68 72.68 32.66 10.19 3909950.042 11686380.6 80 4.4064 35.1403 35.42 82.85 72.85 33.84 10.44 3909950.14 11686380.62 82 4.4323 36.3216 36.59 83.04 73.04 35.00 10.67 3909950.237 11686380.64 84 4.4774 37.4674 37.73 83.19 73.19 36.12 10.92 3909950.33 11686380.66 86 4.5451 38.5896 38.86 83.28 73.28 37.21 11.18 3909950.421 11686380.68 88 4.584 39.6696 39.93 83.41 /s.4i 38.27 11.40 3909950.509 11686380.7 90 4.6267 40.7078 40.97 83.52 73.52 39.29 11.63 3909950.594 11686380.72 Crosshole Deviation Calculation B-802C 2
2.5.4B-209
NORTH ANNA ESP PROJECT MACTEC JOB NO. 30720-2-5400 Prepared by:
Checked by:
22:~
CROSSHOLE CASING DISTANCE CALCULATION SHEET B-805A B-805B Delta N Delta E Distance, ft Depth, ft N E N E 0 3910364.026 11686236.69 3910354.987 11686240.74 9.039 -4.051 9.91 2 3910364.048 11686236.68 3910354.982 11686240.73 9.066090599 -4.048924 9.93 4 3910364.064 11686236.67 3910354.973 11686240.71 9.091124818 -4.041354 9.95 6 3910364.074 11686236.66 3910354.968 11686240.69 9.106526772 -4.034219 9.96 8 3910364.07 11686236.64 3910354.968 11686240.67 9,10207588 -4.031221 9.95 10 3910364.049 11686236.62 3910354.979 11686240.65 9.070460818 -4.031622 9.93 12 3910364.017 11686236.58 3910354.989 11686240.63 9.028436542 -4.044928 9.89 14 39 10363.971 11686236.53 3910354.98 11686240.6 8.990443387 -4.061367 9.87 16 3910363.911 11686236.48 3910354.969 11686240.56 8.942413297 -4.076217 9.83 18 3910363.843 11686236.43 3910354.963 11686240.52 8.880154132 -4.090536 9.78 20 3910363.767 11686236.37 3910354.97 11686240.48 8.796807952 -4.104496 9.71 22 3910363.681 11686236.32 3910354.989 11686240.43 8.691540767 -4.1 11241 9.61 24 3910363.582 11686236.26 3910355.026 11686240.35 8.556378063 -4.087378 9.48 26 3910363.47 11686236.2 3910355.078 11686240.24 8.391564746 -4.039951 9.31 28 39 10363.348 11686236.14 3910355.152 11686240.12 8.196011243 -3.978371 9.1 1 0
Crosshole Distance Calculation Sheet B-805 Location I
2.5.4B-210
CALCULATION OF DEVIATION AT INCREMENTAL DEPTHS FOR CROSSHOLE CASINGS Casing No. 8-8058 Depth, ft A Deviatior B Deviatior Resultant Angle
- y
. calc angle Delta N, in Delta E, in N, ft E, ft 0 0 0 0 0 3910354.987 11686240.74 2 -0.1464 -0.021 1 0.147913 8.201318 25.16132 -0.0628878-0.1338779 3910354.982 1 1686240.73 4 -0.3782 -0.0581 0.382637 8.733639 25.69364 -0.1658956 -0.3448036 3910354.973 11686240.71 6 -0.6029 -0.059 0.60578 5.589188 22.54919 -0.2323024-0.5594685 3910354.968 11686240.69 8 -0.8122 0.012 0.812289 0.846466 16.11353 -0.2254439 -0.7803768 3910354.968 11686240.67 10 -1.0296 0.2098 1.050758 11 51739 5.442607 -0.0996629-1.0460208 3910354.979 11686240.65 12 -1.2893 0.4128 1.353772 17.7537 0.793701 0.01875279 -1.353642 3910354.989 1 1686240.63 14 -1.681 0.4306 1.735274 14.36778 2.592219 -0.0784818-1.7334988 3910354.98 11686240.6 16 -2.1408 0.4267 2.18291 11.27236 5.687645 -0.2163377-2.1721638 3910354.969 11686240.56 18 -2.6179 0.4992 2.665071 10.79596 6.164036 -0.2861628 -2.6496626 3910354.963 1 1686240.52 20 -3.0605 0.7224 3.144602 13.281 3.679 -0.2017783-3.1381217 3910354.97 11686240.48 22 -3.5659 1 .I131 3.73559 17.33582 0.375817 0.02450245 -3.7355099 3910354.989 1 1686240.43 24 -4.3709 1.8226 4.735677 22.63541 5.675407 0.4683236 -4.7124633 3910355.026 11686240.35 26 -5.4053 2.795 6.08517 27.34281 10.38281 1.09669397 -5.9855288 3910355.078 11686240.24 28 -6.5424 4.0685 7.704264 31.8761 14.9161 1.98311109 -7.4446599 3910355.152 1 1686240.12 30 -7.6099 5.7158 9.517402 36.91023 19.95023 3.24737374 -8.9462568 3910355.258 11686239.99 Deviation Calculation Sheet 6-8056 7
2.5.4B-211
CALCULATION OF DEVIATION T INCREMENTAL DEPTHS FOR CROSSHOLE CASINGS Casing No. B-805A h Prepared by: , C @ - L ~ Date: \ k! - 0 3
~
Checked by: d $6 D a t e : F Depth, ft A Deviation B Deviation Resultant Angle x calc angle Delta N, in Delta E in N, ft E, ft 0 0 0 0 0 3910364.026 11686236.689 2 -0.2275 0.1699 0.283941 36.75286 67.43286 0.262199 -0.108967 3910364.048 11686236.680 4 -0.4315 0.2784 0.513516 32.82975 63.50975 0.459602 -0.229052 3910364.064 11686236.670 6 -0.6029 0.3144 0.679953 27.541 12 58.22112 0.578019 -0.358092 3910364.074 11686236.659 8 -0.7382 0.18 0.759828 13.70339 44.38339 0.531467 -0.543031 3910364.07 11686236.644 10 -0.8414 -0.1761 0.859631 11.82103 18.85897 0.277867 -0.813483 3910364.049 11686236.621 12 -1.0464 -0.7464 1.285327 35.50037 4.820368 -0.108009 -1.280781 3910364.017 11686236.582 1 1 14 -1.2605 --I .5i66 i .972038 5u,26883 19.58883 -0.661 161 -1.857903 3910363.971 11686236.534 16 -1.4266 -2.4456 2.83128 59.74356 29.06356 -1.375378 -2.474769 3910363.911 11686236.483 18 -1.5682 -3.4795 3.816565 65.73906 35.05906 -2.192313 -3.124089 3910363.843 11686236.429 20 -1.6651 -4.6018 4.893784 70.10802 39.42802 -3.108083 -3.780072 3910363.767 11686236.374 22 -1.7194 -5.8397 6.087564 73.59383 42.91383 -4.145008 -4.458401 3910363.681 11686236.317 24 -1.7122 -7.2053 7.405942 76.6327 45.9527 -5.32314 -5.148996 3910363.582 11686236.260 26 -1.6291 -8.725 8.875787 79.42373 48.74373 -6.672529 -5.852943 3910363.47 11686236.201 28 -1.5034 - 10.3483 10.45694 81.73391 51.05391 -8.132754 -6.573115 3910363.348 11686236.141 Deviation Calculation Sheet 6-805A 1
2.5.4B-212
DEVIATION SURVEY RECORDS FOR ALL THREE CASINGS (ONLY SURVEYS FOR RECEIVER CASINGS USED IN CALCULATIONS) 2.5.4B-213
SITE : NANPP INSTALLATION : 802A DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/20021:35:39PM Probe Serial No : 2591 DATE PRINTED ,' 12/20/20021:52:48 PM Data Reduction for A h i s :
NANPP:802A Page 1 12/20/2002 I :35:39PM 2.5.4B-214
Depth (ft)
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__ (in) 86 -441 428 -0.4171 7.3478 88 -496 - 488 __ 10~4723 7.8202.
- - 9 0 ~ -573 56'1 -0.5443 8.3645 NANPP:802A Page 2 12/20/20021:35:39PM 2.5.4B-215
SITE : NANPP INSTALtATlON : 802A DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/20021:35:39PM Probe Serial No : 2591 DATE PRINTED : 12l2012002 1:52:48PM Data Reduction for 6 Axis:
I ~ e p t hI Current 1 Current I C u r r e n t J C u m J I .(ft) I BO 1 1 I BIB0 Incr. Dev. Dev. (in) 1 NANPP:802A Page 3 12/20/2002 1:35:39PM 2.5.4B-216
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- 802& Page 5 12/20/2002 1 :35:39PM 2.5.4B-218
SITE : NANPP INSTALLATION : 802B DESCRlPTlON : Entered Manually CURRENT SURVEY : 12/20/20021:54:55 PM Probe Serial No : 2591
- 12/20/20022:03:40PM VR .;
DATE PRINTED j
Data Reduction for &&is: C __u r r e n i r A180 Incr. Dev. Dev. (in) lid 12/20/20021:54:55PM 2.5.4B-219
I Depth Current j C u r r e n t l y j (ft) A0 ~ A180 Incr, Dev. Dev. (in) 86 659 -666 a0 590 -599 0.5707 -21.5011 90 -.. 549. . -55% 0.5294 -22.0306 NANPP:8026 Page 2 12/20/20021:54:55 PM 2.5.4B-220
SITE : NANPP INSTALLATION : 8026 DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/2002 1:54:55 PM Probe Serial No : 2591 BATE PRINTED : 12/20/2002 2:03:40 PM NANPP:802B Page 3 12/2012002 1:54:55 PM 2.5.4B-221
Ift) 60 B180 lncr. Dev. Dev. (in)
NANPP:802B Page 4 12/20/20021:54:55 PM 2.5.4B-222
NANPP:802B - A Axis -
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SITE NANPP INSTALLATION 802c DESCRIPTION Entered Manually CURRENT SURVEY 12/20/20022:04:16PM Probe Serial No 2591 DATE PRINTED : 12/20/2002 2:12:11 PM Data Reduction for A Axis:
Depth Current Current]
(ft) A0 A180 Incr.
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NANPP:8MC Page 1 12l20l2002 2:04:16 PM 2.5.4B-224
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SITE : NANPP INSTALLATION : 802C DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/2002 2:W:16 PM Probe Serial No : 2591 DATE PRINTED : 12/20/20022:12:11 PM Reduction for B Axis:
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SITE : NANPP INSTALLATION : 805A DESCRIPTION : Entered Manually CURRENT SURVEY : 12/19/2002 5:28:37PM Probe Serial No : 2591 DATE PRINTED : 1/14/2003 1:27:11 PM 12/19/2002 5:28:37PM 2.5.4B-229
SITE : NANPP INSTALLATION : 805A DESCRIPTION : Entered Manually CURRENT SURVEY ' 12/19/2002 5:28:37PM Probe Serial No 2591 DATE PRINTED : 1/14/20031:27:?l PM Data Reduction for B Axis: ..__. .
CurreniCurrent/ Cum. 1 Bl80 Incr. Dev. Dev. (In) I NANPP:BOSA Page 2 12/19/2002 5:28:37 PM 2.5.4B-230
NANPP:885A - PI Axis NANPP:805A - B Axis I
-1.5 -1.0 -0.5 0.0 05 9 -6 .7 5 4 2 -1 0 i Inches Cumulative Deviation n Cumulative Deviation in Inches NANPF805A Page 3 12/19/2002 5:28:37PM 2.5.4B-231
SITE : NANPP INSTALLATION : 8050 DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/200212:14:33 PM Probe Serial No : 2591 DATE PRINTED : 12/20/2002 2:18:14 PM Depth Current ' Current Current Cum.
NANPP:805B Page 1 12/20/200212:14:33 PM 2.5.4B-232
SITE : NANPP INSTA LLATfON : 805B DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/200212:14:33 PM Probe Serial No ~ 2591 DATE PRINTED ~ 12/20/20022:18:14 PM Data Reduction for B Axis:
1 Depth I Current I Curr%tl Current 1 Cum. I I '(ft) I 60 I 6180 I Incr. Dev. 1 Dev. (in) '
Page 2 12/20/2002 12:14:33 PM 2.5.4B-233
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SITE : NANPP INSTALLATION :805C DESCRIPTION : Entered Manually CURRENT SURVEY : t2/20/2002 12:27:39 PM Probe Serial No : 2591 DATE PRINTED : 12120/2002 1:32:57PM Data Reduction for A Axis:
NANPP:805C Page 1 12/20/2002 12;27:39PM 2.5.4B-235
SITE : NANPP INSTALLATION : 805'2 DESCRIPTION : Entered Manually CURRENT SURVEY : 12/20/200212:27:39 PM Probe Serial No : 2591 DATE PRINTED : 12/20/20021:32:57 PM Data Reduction for B Axis:
r DeDthi Current j Current I C i Cum:'!
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Depth in Feet I
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APPENDIX H CROSSHOLE SEISMIC REPORT AND DATA 2.5.4B-238
Grumman Exploration, Inc.
2309 Dorset Road Columbus, Ohio 43221 (614) 488-7860 tel; (614) 488-8945 fax Non-destructive Subsuface Exploration Near-.ru face Geophysics January 14,2003 Mr. J. Allan Tice Mactec Engineering and Consulting Services, Inc.
3301 Atlantic Avenue Raleigh, NC 22080 RE: Report of Cross-hole Seismic Testing, North Anna ESP Project, North Anna Nuclear Facility, Lake Anna, Virginia, GEI Project No. 01-22089, MACTEC JOB NO.
30720-2-5400
Dear Al:
G~ummanExploration, Inc. has completed the cross-hole seismic testing at the above referenced site located on Lake Anna, Virginia. This letter-report summarizes the field procedures used and results of the tests performed at this site. The attached spreadsheets and plots summarize the estimated seismic velocities for the boreholes tested.
Project Description Mactec Engineering and Consulting Services, Inc. is engaged in geotechnical investigations at the above referenced site. Crloss-hole seismic testing was requested to assist in the evaluation and design of possible structures and foundations proposed for this location. Among the requirements and assumptions of the cross-hole testing procedure are: homogeneous isotropic subsurface materials, horizontal layering of subsurface materials, receiver hole verticality, minimal lateral stratigraphic variability and low ambient noise. Estimating a P or S wave arrival time onset can be complicated by the presence of noise and other interfering wave trains.
2.5.4B-239
Report of Cross-hole Seismilc Testing North Anna ESP Project, North Anna Nuclear Station, Virginia Mactec Engineering and Consulting Services, Inc.
January 14,2003 Page 2 Field Procedures Grumman Exploration, Inc. conducted cross-hole seismic tests using boreholes B-805a7b, and c ,and B-802a, b and c on December 12,2002 as specified by Mactec Engineering and Consulting Services, Inc. Thie cross-hole seismic tests were performed in accordance with D-ASTM D4428/D4428M, with minor, approved exceptions noted on the field log. The depth of the two sets of test borings was approximately 29-fi and 92-ft for borings B-805 and B-802 respectively. The cross-hole tests in B-802 was performed in the bedrock portion of the hole (deeper than ft), while the testing performed in B-805 was performed entirely in the unconsolidated portion of the overburden. The receiver borings were lined with 2.875" diameter PVC inclinometer casing that were grouted in-place using a cement bentonite grout.
Borehole deviation surveys were performed by Mactec Engineering and Consulting Services, Inc.
The following field equipment and procedures were used to conduct the tests:
0 Geometrics, Inc. SmartSeis S-12, 12 channel, digital signal enhancement seismograph, 0 Dual triaxial geophones, with mechanical sidewall clamping mechanisms [receiver holes], and 0 Reversible polarity, dowhole impulse hammer source with trigger [shot hole]
In B-805 (soil/weathered rock boring), the tests were performed at intervals that corresponded to the approximate centers of the soil sampling intervals. In B-802, the tests were performed at 5-ft intervals to the end of the boring. The nominal receiver hole separation at the ground surface was approximately 10-ft however borehole deviation surveys were performed by Mactec Engineering and Consulting Services, Inc. The test preparation procedures consisted of lowering each geophone to the desired test depth in each receiver hole. The impulse source was placed in the shot hole to the corresponding testing depth. The impulse source was activated multiple times until a satisfactory signal response was obtained. Two separate tests were performed at each depthl. Between 2 and 6 impacts per test were stacked to help enhance the P and S-wave signatures and cancel spurious noise effects. Sampling intervals of 0.03 125 and 0.064 milli-seconds [msec] and record lengths (sweep-times) of between 64 and 128 milli-seconds were used. A total of2048 samples were digitally recorded per channel per shot and no filtering was used during acquisition. The seismograph was calibrated by the manufacturer two-weeks prior to the tests and the geophones were also manufactured and purchased new within three weeks of the tests. Sources of possible noise and other interfering vibrations included vehicle traffic, construction activity, heavy machinery operation and nearby concrete cutting operations.
The data were observed and recorded in the field during acquisition and later returned to the offices of Grumman Exploration, Inc. for further review and analysis. The analysis consisted of estimating the earliest onset of the P-wave and S wave for each depth level tested. Some of the S-waves were analyzed by comparing similar S-wave onsets, peaks and/or zero crossings Gnunman Exploration, Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-240
Report of Cross-hole Seismic Testing North Anna ESP Project, North Anna Nuclear Station, Virginia Mactec Engineering and Consulting Services, Inc.
January 14,2003 Page 3 across the seismic traces. A computer program developed by Grumman Exploration, Inc. was used to extract and display th,e raw, unfiltered P and S-wave traces for each test interval. No alteration (e.g. filtering, processing) of the raw signals was performed. Using the arrival time estimates and the measured ground-level receiver-hole separation distance, P and S wave velocities were calculated for each depth interval. The vertically aligned geophones (channels 1 and 4) were used primarily for the S-wave analysis and the lateral geophones for the compressional (p-wave) assessment. Copies of the seismic waveforms used in the interpretation are attached.
Cross-hole Seismic Testing Results The attached spreadsheets summarizes the cross-hole seismic testing results for test hole locations B-802 and B-805 ai: the North Anna ESP Project site. Each spreadsheet represents a separate test performed at each depth. The spreadsheets include summaries of the P and S-wave arrival times, the calculated estimates of apparent P-wave and S-wave velocity and Poisson's ratio for each test interval. Graphs illustrating these results are also included with each spreadsheet and as separate figures.
B-805 (soil/unconsolidated overburden)
The cross-hole seismic wave forms were reasonably clear and uncomplicated by noise interference with the exception of the deepest test intervals, near the bedrock contact. The downhole seismic impulse sclurce is optimized for the Shear (S)-wave and the S-wave onset was more readily apparent than the earlier P-wave on the waveforms for B-805. The compressional (P)-wave onset was complicated by high-frequency noise, particularly at the deepest test intervals. The computed compressional wave velocities (Vp) generally appear higher than would be anticipated given the observed soil/overburden profile. Possible explanations for the elevated Vp include the presence of higher velocity weathered bedrock within the overburden, saturation of the deeper test intervals, and possible P-wave arrival time estimation inaccuracies caused by excessive noise interference.
B-802 (bedrock)
Severe high frequency noise ilppears to have severely degraded the overall quality of the B-802 results and complicated the interpretation of these results. A possible shear wave arrival was apparent only on the tests performed from 27-ft to approximately 45-ft. Deeper than 45-ft, no apparent shear-wave could be discerned from the results. Although excessive high-frequency noise severely complicated all of the recorded waveforms, no clear late-time waveforms (e.g.
possible shear-waves) were apparent on the deeper records (>-45-f3). No compressional wave waves could be clearly interpreted on the seismic records. The compressional waveforms, if present, may have been obscured by the high-frequency noise. The observation of the P-wave onset may have been further complicated by the anticipated high Vp in the bedrock interval and resultant very small arrival time differential between receiver locations. The bedrock within the test area appears to readily transmit high-frequency noise from various noise sources throughout Grumman Exploration, Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-241
Report of Cross-hole Seismic: Testing North Anna ESP Project, Noirth Anna Nuclear Station, Virginia Mactec Engineering and Consulting Services, Inc.
January 14,2003 Page 4 the site. An attempt to filter the seismic traces was performed, however, the results did not appear to improve the interpretation of the waveforms.
General Qualifications It is considered possible that one or more of the circumstances noted below may have affected the P and S-wave velocities or their estimation through various regions of the subsurface. Bias in the arrival time picks and consequently the velocity estimates may be the result of one or more possible circumstances including: inaccuracies in the wave arrival time picks, irregular or incomplete borehole annular space filling, refraction effects, lateral stratigraphic changes, limitations on the resolution of the digitized signal, and the presence of interfering noise and other wavetrains.
The cross-hole seismic data presented herein represent estimates of subsurface properties in the interval between the two receiver boreholes tested using the measurement procedures described above. No warranty, certification, or statement of fact, either expressed or implied, regarding actual subsurface properties surrounding the borehole tested is contained herein. If questions or uncertainties exist regarding the actual parameter values, supplemental in-situ or laboratory tests or other invasive explorations should be conducted to document actual subsurface material properties. No inference of subsurface properties can be made for depth intervals not tested.
Grumman Exploration, Inc. has appreciated this opportunity to be of service again to Mactec Engineering and Consulting Services, Inc. If you have any questions or comments regarding this report, please feel free to contact us.
Sincerely, Grumman Exploration, Inc.
David L. Grumman, Jr.
President/Geophysicist Attachments:
Spreadsheets: B802 Xhole Seismic.xls B805 Xhole Seismic.xls Figure 1 (B-805)
Figure 2 (B-802)
Field data acquisition logs for B-802 and B-805 Grumman ExDloration. Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-242
Downhole S, Tic Testing 1/14/2003 Page 1 of 3 Cross-Hole Seismic Testina Summarv Table T e s W e I l ID: B-802 Grumman Exploration, Inc.
Project: Noth Anna ESP Project 2309 Dorset Road Location: North Anna Power Station. Mineral, Virginia Test Date: 12/12/200; Columbus, Ohio 43221-3145 ClientlOwner: Mactec Calc. Date: 1/14/2003 (614) 488-7860 tel Field Staff: dlg Well Descr.: 2.875" PVC/inclinometer. arouted -92' depth I "
I ita Proc by. dlg Soil Shear Bulk Young's Poisson's Test Interval Velocity Density Modulus Modulus Modulus Ratio Interval (Wsec) (PC9 Depth (ft) V, vs Y G K E u lepth (ft) Material DescrlClass 27.00 4508 27.00 30.00 5334 30.00 30a 5204 30a 35.00 5997 35.00 40.00 5208 40.00 40a 5468 40a 45.00 5556 45.00 50.00 50.00 55.00 55.00 60.00 60.00 60a 60a 65.00 65.00 2.5.4B-243
Downhole Seismic Testing 1I 1412003 Page 2 of 3 Downhole Seismic Testing Field Data Spreadsheet TestMlell ID: 8-802 Project: Noth Anna ESP Project Grumman Exploration, Inc.
Location: North Anna Power Station, Mineral, Virginia Nominal Test Hole Separation:
Client/Owner: Mactec -10 ft Test Est'd Velocity (fps) Isimated ave Arrival Time (m !C) receiver Depth Notes VP VS PBOSB PSOSA SSOSB SBOSA separation (ft)'
27.0 4508 nla n/a 2.25 4.60 10.593 30.0 5334 nla nla 2.00 4.00 10.668 30a repeat 5204 nla nla 1.95 4.00 10.668 35.0 5997 nla nla 1.50 3.30 10.794 40.0 520t nla nla 2.10 4.20 10.937 40a repeat 546E n/a nla 2.05 4.05 10.937 45.0 5556 n/a nla 2.50 4.50. 11.112 50.0 nla nla nla nla 11.299 55.0 nla nla nla nla 11.504 60.0 nla nla nla nla 11.737 60a repeat nla nla nla nla 11.737 65.0 nla nla nla nla 12.007 70.0 n/a nla nla nla 12.289 75.0 n/a nla nla nla 12.557 80.0 nla nla n/a nla 12.819 80a repeat nla nla nla nla 12.819 85.0 nla nla nla nla 13.084 I 89.00 Field Equipment: EG&G SmartSeis S-12, nla 12-channe1, nla signal el nla ancemen' nla iesmogra 1 13.283
-Two Triaxial Geophones, 10-ft nominal surface separation distance centeredat depth indicated Downhole, reversible polarity hammer source 1
Per checked deviation survey provded by Mactec nla uninterpretablelpoorquality waveform 2.5.4B-244
Downhole St,,,hic Testing 1/14/2003 Page 3 of 3 TesWell ID: B-802 Project: Noth Anna ESP Project Location: North Anna Power Station, Mineral, Virginia ClienVOwner: Mactec P and S Velocity vs Depth Poisson's Ratio vs Depth 1 ~ 7000 1.oo 1
~ 6000 0.90 1
0.80 3 1 g.1 .-0
+,
0.70 6 1 2 0.60 0
5 0
-=0 u) 0.50 P O 2000 tn .-$0 0.40 n 0.30 0.20 0.10 0.00 Depth ('1 I P Velocity (ws)
- - * - - S Velocity (Ws) Depth (ft) 2.5.4B-245
Downhole Se'- -ic Testing i /I 4/2003 Page 1 of 3 Cross-Hole Seismic Testina Summarv Table TestMlell ID: B-805 Grumman Exploration, Inc.
Project: Noth Anna ESP Project 2309 Dorset Road Location: North AnnaPower Station, Mineral, Virginia Test Date: 12/12/200; Columbus, Ohio 43221-3145 Client/Owner: Mactec Calc. Date: 1/14/2003 (614) 488-7860 tel I Well Descr. !.875"PVC/inclinomc !r, grouted, -29'depth Field Staff:
Data Proc by:
dlg dlg Bulk I Young's Poisson's Test Interva I Depth (ft) 3.50 6.00 Inte rvaI Velocity W,
1243 1245 (Wsec) vs 612 701 L
Modulus Modulus Ratio u
0.340 Iepth (ft) Material DescrlClass 3.50 0.268 6.00 6.00 1660 604 0.424 6.00 8.50 1658 650 0.409 8.50 1 1 .oo 1652 748 0.371 1 1 .oo 13.50 4936 977 0.480 13.50 16.00 6552 936 0.490 16.00 18.50 5741 1072 0.482 18.50 21 .oo 5683 1380 0.469 21 .oo 26.00 5478 1023 0.482 26.00 26.00 1150 26.00 27.00 1047 27.00 2.5.4B-246
Downhole Seismic Testing 1/ I 4/2003 Page 2 of 3 Downhole Seismic Testing Field Data Spreadsheet TestMlell ID: B-805 Project: Noth Anna ESP Project Grumman Exploration, Inc.
Location: North AnnaPower Station, Mineral, Virginia Nominal Test Hole Separation:
Client/Owner -10 ft Est'd Velocity (fps) Esimated lave Arriv I Time (m !C) receiver VP VS P 8 0 5 B P805A s805B S805A separation (ft)'
3.5 1243 612 13.00 21.oo 19.50 35.75 9.94398 6.0 1245 701 11.oo 19.00 17.40 31.60 9.96011 6.0 repeat 1660 604 11.50 17.50 20.50 37.00 9.96011 8.5 1658 650 10.00 16.00 15.60 30.90 9.94764 11.0 1652 748 11.50 17.50 19.50 32.75 9.90961 13.5 4936 977 10.00 12.00 15.50 25.60 9.87221 16.0 6552 936 3.50 5.00 15.00 25.50 9.82763 18.5 5741 1072 1.50 3.20 10.60 19.70 9.75956 21.o 5683 1380 2.80 4.50 13.00 20.00 9.66105 26.0 5478 1023 2.20 3.90 11.40 20.50 9.31341 26.0 repeat 1150 3.60 n/a 11.40 19.50 9.31341 27.0 1047 3.00 nla 10.70 19.50 9.21198 I
Field Equipment:
. . :G&G SmartSeis S-12, 12-channel, signal er ancemen' iesrnogra 1 Two Triaxial Geophones, 1 0 4 nominal surface separation distance centered-at 2pth indicated Downhole, reversible polarity hammer source 1
Per checked deviation survey provded by Mactec nla uninterpretablelpoor quality waveform 2.5.4B-247
Downhole Selarnic Testing 1/14/2003 Page 3 of 3 TesWell ID: B-805 Project: Noth Anna ESP Project Location: North AnnaPower Station, Mineral, Virginia ClientIOwner: Mactec P and S Velocity vs Depth Poisson's Ratio vs Depth 7000 I i- 1600 0.60 6000 - 1400 0.50 5000
~ 1200
-3
$ 4000 1000 Y
-030.40 0 - 800 5 d
0 3000 -0 '
u) c 0.30 3n 600 3 0 u) 2000 v) u)
400 po 0.20 1000 200 0.10 0 - 0 0.00 Depth (ft) I-1 +P Velocity (ft/s)i Depth (ft) 2.5.4B-248
EstimatedVelocity (fps) B-805 0 10013 2OOo 3000 4000 m 6ooo 7000 u
I I
I I
La I
I 1
I I
L I
I L
I I
I I
I I
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1, I
I I
-. I I
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Legend Grumman Ex loration Inc.
2309 Dorset Road, Copmbus, Ohio 43221
- - - I Swave I
- Jocity (fps) ~Vur-m{=t O o p ~ n t ~IGn.dumdwe
, Snbwqae F4lornhon P-wave Velocity (fps)
North Anna ESP Project 2.5.4B-249
WAVE FORMS FROM FIELD DATA B-802 INCLUDES BOTH VERTICAL AND LATERAL GEOPHONES B-805 INCLUDES ONLY THE VERTICAL GEOPHONES GRAPHS ARE CAPTIONED BY BOREHOLE LOCATION AND DEPTH AN a AFTER THE DEPTH INDICATES A REPEAT READING 2.5.4B-250
Legend: Near geophones-blue, purple Far geophones-red, orange, pink
'VerticalGemphones 6 7 8 9 11 12 13 14 15 16 17 s
18 19 20 21 22 23 24 25 26 27 28 29 30 10 Time, msec I'I B-802 27' 2.5.4B-251
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Geophones 1
11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 10 20 30 Lteral Geophones Time, msec B-802 30 2.5.4B-252
Legend: Near geophones-blue,purple Far geophones-red, orange, pink B-802 30a 2.5.4B-253
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 1
1
. 51p 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 B-802 35 2.5.4B-254
Legend: Near pphones-blue, purple Far gmphones-red, orange, pink 1 . 2 3 4 5 6 7 I 8 11 12 13 j4 15 1% If 18 19 21 22 23 24 25 28 27 28 23 10 zb SD I
J.
B-802 40' 2.5.4B-255
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 20 30 Time, msec B-802 40'a 2.5.4B-256
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 3 4 5 6 7 8 Q 11 12 13 14 1 5 1 6 1 7 1 8 lS 21 22 23 24 25 26 27 28 29 10 20 Time, msec I
I B-802 45' 2.5.4B-257
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-802 50' 2.5.4B-258
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 21 77 33 34 ?5 76 97 78 79 30 B-802 55' 2.5.4B-259
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 6 7 8 9 11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 I
20 30 Time, msec t t V
I B-802 60' 2.5.4B-260
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 11 12 13 14 15 10 17 18 19 21 n 23 24 25 20 27 28 29 20 30 Time, msec B-802 60a 2.5.4B-261
Legend: Near geophones-blue, purple Far geophones-red, orange, pink
!I 12 73 1: 15 18 !? !8 19 2: 22 23 24 25 28 27 28 23 20 so Time, msec B-802 65' 2.5.4B-262
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 7 8 8 11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 10 20 50 Time, msec B-802 70' 2.5.4B-263
Legend: Near geophones-blue, purple Far geophones-red, orange, pink I
I 11 12 13 14 15 16 17 18 19 21 22 23 2.1 25 26 27 2a 3 10 20 30 Time, msec B-802 75' 2.5.4B-264
Legend: Near geophones-blue, purple Far geophones-red, orange, pink iI I I
g 11 12 73 I4 '5 76 17 18 19 21 22 23 24 25 28 27 28 29 10 10 je Time, msec B-802 80' 2.5.4B-265
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 1111 2 3 4 5 6 7 8 9 11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 la 2a 30 Time, msec B-802 80'a 2.5.4B-266
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 11 12 13 14 15 16 17 18 19 21 22 23 24 25 26 27 28 29 10 20 so F-- II Time, msec B-802 85' 2.5.4B-267
Legend: Near geophones-blue, purple Far geophones-red, orange, pink lVertical Geophones Time, m c 11 I B-80289' 2.5.4B-268
Legend: Near geophones-blue, purple Far geophones-red, orange, pink B-80503 2.5.4B-269
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-80506 2.5.4B-270
Legend: Near geophones-blue, purple Far geophones-red, orange, pink
- 1. I Time, msec B-805 06'a 2.5.4B-271
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-80508.5 2.5.4B-272
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-805 11 2.5.4B-273
Legend: Near geophones-blue, purple Far geophones-red, orange, pink I
I 3 Time, msec B-805 13' 2.5.4B-274
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-805 16' 2.5.4B-275
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, rnsec B-805 18.5 2.5.4B-276
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, msec B-80521 2.5.4B-277
Legend: Near geophones-blue, purple Far geophones-red, orange, pink Time, rnsec B-80526 2.5.4B-278
Legend: Near geophones-blue, purple Far geophones-red, orange, pink I
Time, msec B-80526'a 2.5.4B-279
Legend: Near geophones-blue, purple Far geophones-red, orange, pink 3 L I
LIIL;r I ,
I! '
I I I I l lI 1 , I I
I I ,
Time, rnsec B-80527' 2.5.4B-280
APPENDIX I LABORATORY TESTING DATA 2.5.4B-281
?age 1 o f 6 GEOTECHNICAL LABOKATORY TEST ASSIGNMENT 3
- s+
Date 11/27/2002-12/18/02 Job Name North Anna ESP Job No 24830 Requested By John Davie SAMPLE LOCATION COM-PHYSICAL PROPERTIES STRENGTH TESTS CONSOLIDATION PACTION NOTE:
Stress increments and rebound cycles, ksf.
REMARKS: Please contact John Davie of Bechtel if there are any questions: Phone (301) 228-7647; Fax (301) 682-6415; e-mail JDAVIE@BECHTEL.COM. For unconfined compression testing of rock cores, select typical rock core samples.
2.5.4B-282
GEOTECHNICAL LABOKATORY TEST ASSIGNMENT Page 2 of p Date 11/27/2002-12/18/02 Job Name North Anna ESP Job No. 24830 Requested By John Davie A
1 SAMPLELOCATION 1 II PHYSICAL PROPERTIES STRENGTH TESTS 1 PfgiN (1 CONSOLIDATION REMARKS: Please contact John Davie of Bechtel if there are any questions: Phone (301) 228-7647; Fax (301) 682-6415; e-mail JDAVIE@BECHTEL.COM. For unconfined compression testing of rock cores, select typical rock core samples.
2.5.4B-283
Page 3 of,?
GEOTECHNICAL LABOKATORY TEST ASSIGNMENT -7
,/A Date 11/27/2002-12/18/02 Job Name North Anna ESP Job No 24830 Requested By John Davie COM-SAMPLE LOCATION PHYSICAL PROPERTIES l STRENGTH TESTS PACTION CONSOLIDATION NOTE:
Stress increments d and rebound cycles, ksf ta, Q
z 0 P 0)
-a, Q
.-K m
I 0 i v) 806 jar core core core 807 jar jar jar jar jar REMARKS: Please contact John Davie of Bechtel if there are any questions: Phone (301) 228-7647; Fax (301) 682-6415; e-mail JDAVIE@BECHTEL.COM. For unconfined compression testing of rock cores, select typical rock core samples.
2.5.4B-284
SAMPLE IDENTIFICATION NATURAL LIQUID 8 PLASTIC LIMITS % FINER USCS BORING TYPE DEPTH MOISTURE LL PL PI #200 SIEVE pH CHLORIDES SULFATES CLASSIFICATION
!fPet) I yc\ mg:kg iiigkg 8-801 ss-1 0-1 5 22 2 39 29 10 63 130 0 =. 27 B-801 SS-5 85-10 39 9 B-801 SS-6 135-15 55 1 B-802 SS-2 3.7-5.2 19.5 B-803 SS-3 6.1-7.6 18.9 30 26 4 6-803 SS-4 8.6-10.1 23.2 24.4 8-803 SS-6 13.7-15.3 20.9 5.7 100.0 < 23 8-803 SS-8 23.6-25.1 18.5 TESTING T ; z ; y z z a n a g e r EQUIPMENT:
SCALES: 3.1.99 REVIEWED BY:
OVEN: 5.1.10 S eDhen J. C cenzo WASH SIEVE: 5.4.39 TECHNICIAN: JLB CALCULATIONS: JLB CHECKED BY: TLM Principal EngineedProject Manager Registered Virginia, 5264 2.5.4B-285
GRAIN SIZE DISTRIBUTION TEST REPORT
~
I
_ I_
2.5.4B-286
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 4
'J '-e:1/2/2003 ject No.: 30720-2-5400 Project: NORTH ANNA ESP Sample Data Location of Sample: B-801 S S - 5 8.5-10' Sample
Description:
B-801 SS-5 8.5-10' USCS Class: SM Liquid limit: ND AASHTO Class: A-4 Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 4 Mechanical Analysis Data Initial.
D r y sample and tare= 150.96 Tare ~
~ 0 .C I O Dry sample weight = 150.96 Tare for cumulative weight retained= 0
'ieve Zumul. Wt. Percent retained finer
- 4 0.00 100.0
- 10 0.46 99.7
- 20 6.52 95.7
- 40 33.55 77.8
- 60 58.58 61.2
- 140 84.15 44.3
- 200 90.76 39.9 Fractional Components GraveljSand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEL) = 0.3 % SAND = 5 9 . 8
% FINES = 3 9 . 9 D85= 0.56 D60- 0.239 D50= 0.151 2.5.4B-287
G R A I N S I Z E D I ST RI BUT I O N TEST REPORT 2.5.4B-288
Sample Data Location of Sample: B-801 S ! < - 6 13.5-15' Sample
Description:
B-801 S S 6 13.5-15' USCS Class: ML Liquid limit: ND AASHTO Class: A-4(0) Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED F i g . No. : 3
- _ _ - _ _ - _ _ _ - _ _ - _ _ ~ - _ - - _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Mechanical Analysis Data Initial.
Dry sample and tare= 91.60 Tare - 0.00 Dry sample weight = 91.60 Sample split on number 10 si.eve
'it sample data:
ample and tare = 81.22 Tare = 0 Sample weight = 81.22 Cumulative weight retained tare= 0 Tare for cumulative weight retained= 0 Sieve Cumul. Wt. Percent retained finer
- 4 0.00 100.0
- 10 0.08 99.9
- 20 4.54 94.3
- 40 14.71 81.8
- 60 22.21 72.6
- 14G 32.68 59.7
- 200 36.40 55.1 Hydrometer Analysis Data Separation sieve is number 10 Percent - # 10 based on complete sample= 99.9 Weight of hydrometer sample: 81.22 Calculated biased weight= 81.29 Table of composite correcticn values:
Temp, deg C: 15.3 20.3 27.1 Comp. corr:
2.5.4B-289
- 6.5 - 5.13 - 3 .0 Meniscus correction only=-l Specific gravity of solids= 2.63 Tcific gravity correction factor= 1.005 rometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 2 .0 21.4 44.0 39.3 0.0135 43.0 9.2 0.0290 48.6 5.0 21.4 40.0 35.3 0.0135 39.0 9.9 0.0190 43.7 15.0 21.4 37.0 32.3 0.0135 36.0 10.4 0.0112 39.9 30.0 21.4 35.0 30.3 0.0135 34.0 10.7 0.0081 37.5 65.0 21.3 32.0 27.3 0.0135 31.0 11.2 0.0056 33.7 240.0 21.7 29.0 24.4 0.0134 28.0 11.7 0.0030 30.2 1440.0 21.0 26.0 21.2 0.0136 25.0 12.2 0.0012 26.2 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEIJ = 0.1 % SAND = 44.8
% SILT = 22.3 % CLAY = 32.8 D85= 0.50 D60= 0.107 D50= 0.033 D30= 0.0028 2.5.4B-290
GRAIN SIZE DISTRIBUTION TEST REPORT LAW ENGINEERING, I N C - F l g i i r P tio 1 2.5.4B-291
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 15 e: 1 2 0 0 3 ject No.: 3 0 7 2 0 5 4 0 0 Project: NORTH ANNA ESP Sample Data Location of Sample: B - 8 0 2 S S - 2 3 . 7 - 5 . 2 '
Sample
Description:
B - 8 0 2 S S 2 3 . 7 - 5 . 2 '
USCS Class: SM Liquid limit: ND AASHTO Class: A-2-4( 0 ) Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 1 Mechanical Analysis Data Init ial~
Dry sample and tare= 174.1.6 Tare -
- 0.00 Dry sample weight = 174.1.6 Tare for cumulative weight retained= 0 ieve Cumul. Wt. Percent retained finer 0 . 3 7 5 inches 0.00 100.0
- 4 5.93 96.6
- 10 15.16 91.3
- 20 41.13 76.4
- 40 71.05 59.2
- 60 97.38 44.1
- 140 132.15 24.1
- 200 140.21 19.5 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on # 2 0 0 sieve
% + 75rnrn. = 0.0 '% GRAVEL, = 8.7 % SAND = 71.8
% FINES = 1 9 . 5 D85= 1 . 2 9 D60= 0.437 D50= 0.305 D30= 0.1429 2.5.4B-292
G R A I N S I Z E DISTRIBUTION TEST REPORT 4
L
,D
-- I t LL 7'
I ,
I 1 -I I I
LAW ENGINEERING, I N C - F I I J I J ~ F 1.1 1 - 5 2.5.4B-293
Sample Data Location of Sample: B-803 S S - 4 8 .6-10.1 Sample
Description:
B-803 S S 4 8 . 6 - 1 0 . 1 USCS Class: SM Liquid limit: ND AASHTO Class: A-2-4 Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 5 Mechanical Analysis Data Ini t ia].
Dry sample and tare= 112.?l Tare -
- 0.00 Dry sample weight = 112.771 Tare for cumulative weight retained= 0 ieve Cumul. Wt. Percent retained finer 0.375 inches 0.00 100.0
- 4 0.36 99.7
- 10 2.78 97.5
- 20 10.58 90.6
- 40 33.34 70.4
- 60 55.82 50.5
- 140 79 83
~ 29.2
- 200 85.21 24.4 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEL) = 2.5 % SAND = 73.1
% FINES = 24.4 D85= 0 . 6 7 D60- 0.322 D50= 0.246 D30= 0.1113 2.5.4B-294
GRAIN SIZE DISTRIBUTION TEST REP0 3T i
L A'..!
~
LAW ENGINEERING, INC - F l I j L i r e Ilr J 2.5.4B-295
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 2 7
e : 1/2/2003
~jectNo.: 30720-2-5400 Project : NORTH ANNA ESP Sample Data Location of Sample: B-803 S S - 6 13.7-15.3' Sample
Description:
B-803 S!;-6 13.7-15.3' USCS Class: SM Liquid limit: ND AASHTO Class: A-2-4(0) Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 2 Mechanical Analysis Data Init i-al.
Dry sample and tare= 174.53 Tare _
- 0 . 00 Dry sample weight = 174.53 Sample split on number 10 sieve it sample data:
.ample and tare = 105.55) Tare = 0 Sample weight = 105.59 Curnulat ive weight retained tare= 0 Tare f o r cumulative weight. i-etained= 0 Sieve Cumul. Wt.. Percent retained finer
- 4 0.00 100.0
- 10 2.96 98.3
- 20 11.36 87.7
- 40 35.82 65.0
- 60 56.40 45.8
- 140 77.72 25.9
- 200 83.16 20.9
- - - - _ - - - ~ _ - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrometer Analysis Data Separation sieve is number 1.0 Percent - # 10 based on complete sample= 98.3 Weight of hydrometer sample: 105.59 Calculated biased weight= 1Ci7.41 Table of composite correction values:
Temp, deg C: 15.3 20.3 27.1 Comp. corr:
2.5.4B-296
- 6.5 - '5.0 - 3.0 Meniscus correction only=-l Specific gravity of solids= 2.63
?cific gravity correction factor= 1.005 xometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 2.0 20.5 20.0 15.2 0.0136 19.0 13.2 0.0348 14.2 9.0 20.9 15.0 10.2 0.0136 14.0 14.0 0,0169 9.5 15.0 21.0 14.0 9.2 0.0136 13.0 14.2 0.0132 8.6 30.0 20.9 12.0 7.2 0.0136 11.0 14.5 0.0094 6.7 71.0 20.9 9.0 4.2 0.0136 8.0 15.0 0,0062 3.9 246.0 21.7 8.0 3.4 0.0134 7.0 15.1 0.0033 3.2 1440.0 21.1 8.0 3.2 0.0135 7.0 15.1 0.0014 3.0
- - - - _ - - - - - - _ _ ~ ---_-_----------__-______ --_--_--__ - - -- - ----
Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEL = 1.7 % SAND = 77.4
% SILT = 17.2 % CLAY = 3.7 D85= 0.76 D60= 0.373 1150~ 0.283 D30= 0.1323 D15= 0.03859 D10= 0.01869 cc = 2.5119 cu = 19.9526 2.5.4B-297
G R A I N S I Z E D I S T R I B U T I O N TEST REPORT III I! 1 LAW ENGINEERING, I N C -
2.5.4B-298
GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 10 te: 1-2-2003 iject N o . : 30720-2-5400 Project: NORTH ANNA ESP Sample Data Location of Sample: B-803 SS-8 23.6-25.1' Sample
Description:
B-803 SS-8 23.6-25.1' U S C S Class: SM Liquid limit: ND AASHTO Class: A-2-4 Plasticity index: ND Notes
_ - - - - - - - _ - - _ - - - - ~ ~ - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - _ - - _ - - - -. . . . . . . . . . . . . . . . . . . . . .
Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 6 Mechanical Analysis Data
- - - - - - - - - - - - - - - ~~
Initia.1 Dry sample and tare= 14:2.!55 Tare - 0 . 00 Dry sample weight = 142 .is5 Tare for cumulative weight: :retained= 0
'ieve C u m u l . Wt . Percent retained finer
- 4 0.00 100.0
- 10 0.26 99.8
- 20 5.41 96.2
- 40 32.09 77.5
- 60 68.56 51.9
- 140 107.81 24.4
- 200 116.12 18.5 Fractional Components Gravel/Sand based on #l0 sieve Sand/Fines based on #200 sieve
' + 75mm. =
% 0.0 % GRAVE12 = 0.2 % SAND = 81.3
% FINES = 1 8 . 5 D85= 0.53 D50= 0.295 I)50= 0.240 D30= 0.1347 2.5.4B-299
G R A I N S I Z E D I S T R I B U T I O N TEST REPORT c
2.5.4B-300
G R A I N SIZE DISTRIBUTION TEST DATA Test No. : 11 e : 1-2-2003
- iject No.: 30720-2-5400 Project: NORTH ANNA ESP Sample Data Location of Sample: B-804 S S - 3 3.5-5' Sample
Description:
8-804 S S - 3 3.5-5' U S C S Class: ML Liquid limit: ND AASHTO Class: A-4 Plasticity index: ND Mechanical Analysis Data Initial Dry sample aiid tare= 135.2,4 Tare ~-
- 0.00 Dry sample weight = 135.2,4 Tare f o r cumulative weight retained= 0 ieve Cumul. Wt. Percent retained finer 0.375 inches 0.00 100.0
- 4 0.22 99.8
- 10 1.00 99.3
- 20 3.84 97.2
- 40 16.42 87.9
- 60 33.97 74.9
- 140 56.91 57.9
- 200 62.03 54.1 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based 3n #200 sieve
% + 75mm. = 0.0 % GRAVEL = 0.7 % SAND = 45.1
% FINES = 54.2 D85= 0.37 D60= 0.122 2.5.4B-301
GRAIN SIZIE D I S T R I B U T I O N TEST REPORT 4
i Lil
' i l I 1-1
,:, 1-:
-- , I LL 1 .I 1 1 2.5.4B-302
GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 12
+.e: 1-2-2003 jject No.: 30720-2-5400 Project: NORTH ANNA E S P Sample Data Location of Sample: B-804 S,S-611-12.5' Sample
Description:
B-804 SS-6 11-12.5' USCS Class: SM Liquid limit: ND AASHTO Class: A - 4 Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 8 Mechanical Analysis Data Init lLat Dry sample and. tare= 176.24 Tare -
- 0 . 00 Dry sample weight = 176.24 Tare f o r cumulative weight: ]retained= 0
'ieve Cumul. Wt:. Percent retained finer 5 inches 0.00 100.0 375 inches 2.58 98.5 4 4.58 97.4 10 5.74 96.7 20 9.55 94.6 40 26.11 85.2 60 52.51 70.2 140 87.74 50.2 200 94.90 46.2 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEL) = 3.3 % SAND = 50.6
% FINES = 46.1 D85= 0.42 D60= 0.172 D50= 0.103 2.5.4B-303
GRAI I
I L A W ENGINEERING, INC - Flgi.rre I\IP 3 2.5.4B-304
G R A I X SIZE DISTRIBUTION TEST DATA Test No. : 13 e: 1 2 0 0 3 iject No.: 3 0 7 2 0 5 4 0 0 Project: NORTH ANNA ESP Sample Data Location of Sample: B - 8 0 4 S S 8 1 8 . 5 - 2 0 '
Sample
Description:
B - 8 0 4 S S - 8 1 8 . 5 - 2 0 '
USCS Class: S M Liquid limit: ND AASHTO Class: A-2-4 Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMEC Fig. No. : 9 Mechanical Analysis Data Initi-al.
Dry sample and tare- 133.91 Tare - 0 . 00 Dry sample weight = 1338.91 Tare for cumulative weight. r-etained= 0 ieve Cumul. Wt. Percent retained finer
- 4 0.00 100.0
- 10 0.04 100.0
- 20 5.94 95.6
- 40 37.80 71.8
- 60 67.88 49.3
- 140 97.44 27.2
- 200 104.29 22.1 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based an #200 sieve
% + 75mm. = 0.0 % GRAVEL, = 0.0 % SAND = 77.9
% FINES = 2 2 . 1 D85= 0.52 D60= 0.324 Cl50= 0.254 D30= 0.1230 2.5.4B-305
G R A I N S I Z E D I S T R I B U T I O N TEST REPORT c
2.5.4B-306
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 1
- te: 1 / 2 / 2 0 0 3 jject No.: 3 0 7 2 0 5 4 0 0 Project: NORTH ANNA E S P Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 1 Mechanical Analysis Data Init ia:l D r y sample and tare= 168.:13 Tare -
- 0 . 00 Dry sample weight = 168.113 Sample split on number 10 sieve
' it sample data:
jample and tare = 9 9 . 5 6 Tare = 0 Sample weight = 99.56 Cumulative weight retained tare= 0 Tare for cumulative weight retained= 0 Sieve Cumul . Wt . Percent retained finer
- 4 0.00 100.0
- 10 0.02 100.0
- 20 4.08 95.9
- 40 18.13 81.8
- 60 35.61 64.2
- 140 64.22 35.5
- 200 72.15 27.5 Hydrometer Analysis Data Separation sieve is number 1.0 Percent - # 10 based on complete sample= 100.0 Weight of hydrometer samp1.e: 9 9 . 5 6 Calculated biased weight= 9 9 . 5 7 Table of composite correct.ion values:
Temp, deg C: 15.3 20.3 27.1 Comp. corr:
2.5.4B-307
GRAIN SIZE DISTRIBUTION TEST REPORT I
~~
L A W ENGINEERING, INC - Fiij1.1re 111: 11-2.5.4B-308
G R A I N SIZE DISTRIBUTION TEST DATA Test No. : 14 e: 1-2-2003
. ~ j e c tNO.: 30720-2-5400 Project: NORTH ANNA E S P Sample Data Location of Sample: B-805 S S - 7 18.5-20' Sample DescriptioE: B-805 S S - 7 18.5-20' USCS Class: SM Liquid limit: ND AASHTO Class: A-2-4 Plasticity index: ND Notes
-_---_____---_------_~_--_-~---------------------------------------------------
Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No.: 10 Mechanical Analysis Data Initial.
Dry sample and tare= 120.5)2 Tare _
-. 0.ClO Dry sample weight = 120.52 Tare for cumulative weight retained= 0 ieve Cumul. Wt. Percent retained finer
- 4 0.00 100.0
- 10 0.11 99.9
- 20 3.76 96.9
- 40 21.65 82.0
- 60 45.83 62.0
- 140 80.96 32.8
- 200 90.24 25.1 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based an #200 sieve
% + 75mm. = 0.0 % GRAVEL, = 0.1 % SAND = 74.8
% FINES = 25.1 D85= 0.47 D60= 0.237 Cl50= 0.182 D30= 0.0942 2.5.4B-309
GRAIN S I Z E DISTRIBUTION TEST REPORT L
2.5.4B-310
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 16 t.e: 1-2-2003
)Ject No.: 30720-2-5400 Project: NORTH ANNA ESP Sample Data Location of Sample: B-806 S:3-3 5.6-7.1' Sample
Description:
B-805 S S 3 5.6-7.1' USCS Class: SM Liquid limit: ND AASHTO Class: A 4( 0 ) Plasticity index: ND __-----_---_
Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSIJMED F i g . No. : 2 Mechanical Analysis Data Initial.
gry sample and t.are= 120.'73 Tare _
- 0.00 Dry sample wei.ght = 1.20 . ? 3 Sample split oil i y u m b e r 10 sieve
~ ' i t sample data:
ample and tare = 98.05 Tare = 0 Sample weight = 98.05 Cumulative weight retained tare= 0 Tare for cumulative weight retained= 0 Sieve Cunul. Wt. Percent retained finer
- 4 0.00 100.0
- 10 0.21 99.8
- 20 0.21 99.6
- 40 3.52 96.1
- 60 20.51 78.9
- 140 61.66 37.0
- 200 71.41 27.1
_ _ - - -~ - - - _ ------------ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Hydrometer Analysis Data Separation sieve is number 10 Percent - # 10 based on complete sample= 99.8 Weight of hydrometer sample: 98.05 Calculated biased weight= 98.22 Table of composite correctic'nvalues:
Temp, deg C: 1.5.3 20.3 27.1 C o m p . corr:
2.5.4B-311
~ 6.5 - 5.3 - 3.0 Meniscus correction only=-1 Specific gravity of solids= 2.63 x c i f i c gravity correction factor= 1.005 xometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mrn finer 2.0 20.5 23.0 18.1 0.0136 22.0 12.7 0.0344 18.5 5.0 20.5 21.0 16.1 0.0136 20.0 13.0 0.0220 16.4 17.0 20.5 19.0 14.1 0.0136 18.0 13.3 0.0121 14.4 41.0 2Q." 19.0 14.1 0.0136 18.0 13.3 0.0078 14.4 62.0 20.c 18.0 13.2 0.0136 17.0 13.5 0.0063 13.5 244.0 21.6 16.0 11.4 0.0135 15.0 13.8 0.0032 11.6 1440.0 21.1 16.0 11.2 0.0135 15.0 13.8 0.0013 11.5
~ _ _ ~ _ _ ~ _ . ~ - - _ _ ~ ~
Fractional Components
_ - _ _ - _ _ ~ _ _ - - _ _ _ _ _ _ _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Gravel/Sand base2 on #l0 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.3 % GRAVEL = 0.2 % SAND = 72.7
% SILT = 14.3 % CLAY = 12.8 D85= 0.29 D6O- 0.171 I)50= 0.141 330= 0.0842 D l 5 = 13.01382 2.5.4B-312
G R A I N S I Z E D I S T R I B U T I O N TEST REPORT 3
f I! I I 3
U L
2.5.4B-313
GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 17 e: 1 2 0 0 3 iject No.: 3 0 7 2 0 5 4 0 0 Project: NORTH ANNA ESP Sample Data Location of Sample: B - 8 0 7 S S - 8 2 1 . 8 - 2 3 . 3 '
Sample
Description:
B - 8 0 7 S S - 8 2 1 . 8 - 2 3 . 3 '
USCS Class: SM-SC Liquid limit: 41 AASHTO C l a s s : A - 5 (1) Plasticity index: 7 Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 3 Mechanical Analysis Data Init ia].
Dry sample and tare= 183.66 Tare -
- 0.00 3ry sample weight = 183.66 Sample split on number 10 sieve it sample data:
dample and tare = 9 7 . 6 5 Tare = 0 Sample weight = 97.65 Cumulative weight retained tare= 0 Tare for cumulative weight I:etained= 0 Sieve Curnul. Wt. Percent retained finer
- 4 0.00 100.0
- i0 5.04 97.3
- 20 13 .34 84.0
- 40 26.07 71.3
- 60 36.65 60.8
- 143 so . 3 7 47.1
- 200 54.83 42.6 Hydrometer Analysis Data Separation sieve is number 1.0 Percent - # 10 based on complete sample= 97.3 Weight of hydrometer sample: 97.65 Calculated biased weight= 1 0 0 . 4 1 Table of composite correction values:
Temp, deg C: 15.3 20.3 27.1 Comp. corr:
2.5.4B-314
- 6.5 - 5.0 - 3 . 0 Meniscus correction only=-1 Specific gravity of solids= 2.63
?cific gravity correction factor= 1.005 lrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 2.0 20.3 46.0 41.0 0.0137 45.0 8.9 0.0289 41.0 5.0 20.3 39.0 34.0 0.0137 38.0 10.1 0.0194 34.0 25.0 20.4 30.0 25.0 0.0137 29.0 11.5 0.0093 25.0 30.0 20.4 29.0 24.0 0.0137 28.0 11.7 0.0085 24.0 60.0 20.e 24.0 19.1 0.0136 23.0 12.5 0.0062 19.2 240.0 21.6 18.0 13.4 0.0135 17.0 13.5 0.0032 13.4 1539.0 21.3 14.0 9.2 0.0136 13.0 14.2 0.0013 9.2 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on # 2 0 0 sieve
% + 75mm. = 0.0 % GRAVEL = 2.7 % SAND = 54.6
% SILT = 26.1 % CLAY = 16.6 D85= 0.90 D60= 0.240 D50= 0.129 D30= 0.0145 Di5- 0.004:L2 D10= 0.00155 CC = 0.5754 CU = 154.881'7 2.5.4B-315
GRAIN SIZE DISTRIBUTION TEST REPORT LAW ENGINEERING, INC - F1g ir P IIc -I 2.5.4B-316
GRAIN SIZE DISTRIBUTION TEST DATA Test No. : 18 e: 1-2-2003
. ~ j e c tNo.: 30720-2-5400 Project: NORTH ANNA ESP Sample Data Location of Sample: B-807 S S - 1 0 31.5-33' Sample
Description:
B-807 SS-10 31.5-33' USCS Class: SM Liquid limit: ND AASHTO Class: A-4(0) Plasticity index: ND Notes Remarks: ND=NOT DETERMINED. SPECIFIC GRAVITY IS ASSUMED Fig. No. : 4 Mechanical Analysis Data Init ia I.
Dry sample and t a r e = 180.87 Tare _
_ 0.00 Dry sample weight = 180.87 Tqre for cumulative weight retained= 0 ieve Cumul. Wt. Percent retained finer
- 4 0.00 100.0
- i0 0.25 99.9
- 20 14.68 91.9
- 40 47.99 73.5
- 60 72 .48 59.9
- 140 i02.54 43.3
- 200 112.82 37.6 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on # 2 0 0 sieve
% + 75mm. = 0.0 % GRAVEL = 0.1 % SAND = 62.2
% FINES = 37.7 D85- 0.64 D60: 0.251 D50= 0.155 2.5.4B-317
GRAIN SIZE DISTRIBUTION TEST REPORT c
_I 0
V 100 m it I
- 90 80 70 rT w
z H 50 LL 3
30 20 10 13 0 00' 200 ?OO 10 . o 1.o 0.1 0.01 GRAIN SIZE - rnm 01 ND 1 ND 10.40 1 I
0.16 1 I
0.11 1 I I I I I
L l 1 I
I ~ -
'4A'ERTA- DESCRIPTION USCS AASHTO 0 6-80? ss-12 A ! , 4-42.9' P r o j e c t No 30720-2-5400 Remarks.
Project NORTH ANNA ESP ND=NOT D ETER MIN E D 0 Locatinri 3-807 SS-12 4 1 4-42 9 '
SPECIFIC G R A V I T Y IS ASSUMED Date: 1-2 2503 GRAIN SIZE DISTRIBUTION TEST REPORT LAW ENGINEERING, INC - 1 F i g u r e No. 5 2.5.4B-318
GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 19 e: 1 2 0 0 3
~ j e c tNo.: 3 0 7 2 0 5 4 0 0 Project: NORTH ANNA ESP ieve Cumul. Wt. Percent retained finer 0 . 3 7 5 inches 0.00 100.0
- 4 0.15 99.9
- 10 0.87 99.4
- 20 6.70 95.6
- 40 21.05 86.1
- 60 42.60 71.9
- 140 76.12 49.8
- 200 84.59 44.2 Fractional Components Gravel/Sand based on #10 sieve Sand/Fines based on #200 sieve
% + 75mm. = 0.0 % GRAVEL = 0.6 % SAND = 55.2
% FINES = 4 4 . 2 D85= 0.40 D60= 0.164 C50= 0.106 2.5.4B-319
Unconfined Compressive Strength of Intact Rock Core Specimens (ASTM D2938-95) ( M ~ d i f i e d ") ~
Project No.: 30720-2-5400.07.800 'Tested By: Daniel Johnson Pwject Name: North Anna ESP Test Date: 1/21/2003 Reviewed By: Thomas Dobras Specimen Specifications: Review Date: 1/27/2003 Minimum diameter - 47mm (1.85") 'Straightness: 0.02" maximum gap L/D ratio 2.0<L/D<2.5 Flatness: 0.0015" difference between maximum and minimum readings Comments: ' Top bearing plate to specimen diameter ratio was 1.67 (Per Section 5.4 of ASTM D2938, max. allow. is 1. I )
2 All specimen diameters except as shaded met the minimum requirements per ASTM D4543-01.
I I3 Specimens shown were outside the allowable tolerance for L/D ratio or were less than the minimum diameter
~~ ~ ~~ ~~
4 Straightness of elements was determined by Procedure A as referenced in ASTM D4543-01, Section 5.1. I .
5 Flatness of the specimen was determined by Procedure B as referenced in ASTM D4543-01, Section 5.2.2.
Physical description of the samples is listed on a separate report.
Test temperature was room temperature> 20-22 C . Lab !d#s 001643 and 001647 en! assigned.
2.5.4B-320
SAMPLES FOR STRENGTH TESTING AS RECEIVED IN LAB 2.5.4B-321
I Y
1 b* U 00 1640 Before testing I IAfter Testing 8-804 Depth (ft): 38.9-39.9 Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-322
c i Before testing After testing B-804 Depth (ft): 43.5-44.9 Physical
Description:
Very slightly weathered, hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-323
I 't1 I
00 1642 Before testing after testing 8-805 Depth (ft): 80.8-81.6 Physical
Description:
Fresh, hard, Biotite Gneiss with strong foliation at 50-60' 2.5.4B-324
,,I ,
' 4 d
- -,.- 1 '
I I.
c I B :r ..
After testing 4 . .
8-801 Depth (ft): 24.1-24.8 Physical
Description:
Very slightly weathered, hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-325
c b t
IB-806 A
001648 Before testing Depth (ft): 42.6-43.2 Physical
Description:
Moderately weathered, moderately After testing hard, Biotite Gneiss with strong foliation at 30-40 2.5.4B-326
4 I
~
Before testing 8-802 Depth (ft): 20.4-21 .O Physical
Description:
Moderately weathered, hard, Quartz Gneiss with strong foliation at 50-60' 2.5.4B-327
2.5.4B-328 I -,. r .
Id k"
I:, :
r II I
I
- s, 8-803 Depth (ft)
- 54.1-54.7 Physical
Description:
Slightly weathered, hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-329
I
=I i I
Before testing After testing 8-803 Depth (ft): 129.4-130.1 Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-330
-I I
I I
Y Before testing After testing 8-802 Depth (fit):85.3-85.9 Physical
Description:
Slightly weathered, hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-331
Before testing After testing B-803 Depth (ft): 90.3-91.O Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-332
-- -- I I:
1 b' .
Before testing 8-802 Depth (ft): 44.9-45.6 Physical
Description:
Slightly weathered, hard, Biotite Quartz Gneiss with strong foliation at 50-60' 2.5.4B-333
I -
I Before testing After testing B-806 Depth (ft): 64.1-64.5 Physical
Description:
Fresh, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-334
I 1 gMACTEC L I Elastic Modulii of Intact :Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW- 120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001639 Gage Factor: 2.090 Sample I.D.: B-805 Depth 41.3-41.9 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1/24/03 Review Date: I /28/2003 Information Aberage Diameter, inch 1.859 ~ ~~ -
Average Height, inch 3.685 ~~~
Moisture Content ("/.) 0.2_ _ _ _ _ ~
_ ~~ ~-
Ultimate Load. Ih, 9222 RIJN # 2 2.5.4B-335
Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001639 Gage Factor: 2.09 Sample I.D.: 8-805 Depth 41.3-4'1.9 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by : Thomas N. Dobras Test Date: 01/24/03 Review Date: 01/28/03 Average Length, inch 3 685
~
LengthlDiameter ratio 20 Specimen Area, inch' ~~ 2 714 Moisture Content (%I 02 Rate of loading (Ibslmin)
Compressive Strength, psi Longitudinal e Correction, inch/inch -0 00001 1 Transverse e Correction, inchhnch o ooooii Modulus of Elasticity, psi 522,000 Poisson's Ratio 0.54 RUN ## 2 Stress, Longitudinal e Transverse e PSI inchlinch inchlinch 0 0 000000 0 000000 ~~
147 0 000539 -0 000008 ~~
295 0 000958
~ ~ -0.000013~~
442 0 001415 -0 000058 589 0 001854 -0 0001 14 ~
731 0 002272 -0 000209 884 ~ 0.002613 ~~~ ~ -0.000329 ~
1,032 0 002937
~~
-0 000459
~~ ~
1,179 0.003261 ~ -0 000589~ ~~
1,326 0.003567 ~ -0 000744~
1,474 0 003839
~ ~~ -0 000904
~~ ~
1,621 0 004133 ~~ -0.001098 ~ ~~
1,76i3 0 0044 ~ -~ 14 -0.001308
~ ~~
1,916
~~ - 0 004690 ~~
-0 001549 ~~
2,06:3 0.004955 -0 001807 2,21 1
~ 0 005240
~ ~ -0 002108
~~ ~~
2,57!3 ~~ ~ 0 005956 -0.002979 ~~ ~
2 94'7 I
~~ ~- ~~
0 006792 -0 004229~~~ .~~
3,316 0.007955 -0 006289 Note Points chosen are in Bold Comments: Material description and photographs submitted in separate report Test temperature was room temperature at 20-22 OC Analysis using middle portion of curve. Poisson's ratio indicates plastic deformation II;;J I i -
Analysis was rerun using lower portion of curve. See attached sheet.
2.5.4B-336
I 8MACTEC I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001639 Boring No. 6-805 (41.3-41.9 ft)
- Axial Lateral Axial
~~
Lateral 2.000
+
y -9.61+05~+ 5.92E+02 y = 5.2196+05~- 5.3083+02 R2 9.94E-01 R2 9.9968E-01 +
ISO0 1.000 w
500
-0.002 -0.001 0.000 0.001 0.002 0.003 0.004 0.005 0.006 STRAIN, p inch/inch 2.5.4B-337
Average Diameter, inch 1859 Averaige Length, inch 3 685 Modulus of Elasticity, psi 336,000 0.15 RUN # 2 Stress, Longitudinal e Transverse e .ongitudinal Transverse Poisson's Volumetric Strain psi inchhch inchhch vlodulus Modulus Ratio E" 0 0000000 0o ~ o g o 273415 144 -18421345 31 0 014842 0 147 OcOOl39 - -0 000008 351720 197 -29474152 49 0 011933 0 000523 295 0.000958 -0.000013 322474 316 -3274905 832 0 098468 0 000932 442 000%15 -0CJ00058 335696 498 -2631620 758 0 127563 0 001 299 589 0 001854 -0000114 352561 633 -1551271 184 0 227273 0 001 626 737 ~~ 0.002272 -0.000209
~~ 4321 72 324 -1228089 687 0 351 906 0 001854 a84 0 00261 3
-- -0 000329 454848 032 -1 133621 25 0 401235 0 001 955 10 32 0002937 - -0 000559 454848 032 -1 133621 25 0 401235 0 00201 9 11 79 0 003261 -0000589 481603 799 -950779 I 126 0 506536 0 002083 1 326 0 003567 -0 000744 541804 274 -921 067 2653 0 588235 0 002079 14 74 0 003839 -0 000904 501261 097 -759643 1054 0 659884 0 002031 1,621 0 004133 -0 001098 524451 112 -701765 5355 0 747331 0 001937 I 768 0044414 -0 001308 533952 038 -611496 9396 0 8731 88 0 001 798 1 91 6 0 004690 -0 001549 5561 16 085 -571204 5056 0 973585 0 001592 2 063 0 004955 ~ -0001 807 517090 395 -489603 861 9 105614 0 001 341 2 21 1 0 005240 -0 002108 514562 718 -422993 0036 121648 0 001 024 2,579 0005956 ~ -0 002079 440702 041 -294741 5249 1 495215 -2E-06 2,947 00065% ~ -0 004229
-____ 316790 117 -178848 0127 1 771281 -0 001 666 3 316 0 007955 -0 006289 -0 004623 Note Points chosen are in Bold Comments Material description and photographs submitted in separate report Test temperature was room temperature at 20-22 'C Analysis using lower portion of curve ,+J 2 -\--;.:
2.5.4B-338
gMACTEC North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001639 Boring No. B-805 (41.3-41.9 ft)
+ Axial Lateral Lat era I Axial
. 700 I y
_,= JJULJJA - 3
, Un
' ~ ~ L T ) E > .J R' = 0.9996
. J~
L 7~
+
) n y = - 2 . 2 2 + 0 6 ~+ 2.97+02 500 400 300.
200 100 I, I I I I I
" I I I I I
-0.00 1 0.000 0.00 I 0.001 0.002 0.002 0.003 STRAIN, p inchhnch 2.5.4B-339
3MACTEC 1- I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001639 Boring No. B-805 (41.3-41.9)
(ft)
I _ -______I__ __l_l _.____I.___ _ _ I Volumetric Strain A
A 2,000 A
A A
1SO0 A 1,000 i
n I I - - - I - -
I - I I
-0.0080 -0.0060 -0.0040 -0.0020 0.0000 0.0020 0.0040 0.0060 0.0080 0.0 100 LATERAL STRAIN, inchhnch AXIAL STRAIN, inchhnch 2.5.4B-340
\
Before testing Before testing with strain gauges Atter testing attached 8-805 Depth (ft): 41.3-41.9 Physical
Description:
Slightly weathered, moderately hard, Biotite Gneiss with strong foliation at 50-60' 2.5.4B-341
Elastic Modulii of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CB W- 120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 00 1644 Gage Factor: 2.090 Sample I.D.: B-801 Depth 48.7-49.7 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1/24/03 Review Date: 1/28/2003 Specimen Information Average Diameter, inch 1.863 - ~ _ _ _ _ _ - ~
Average Height, inch 4.05 1
~~ ~- ~
Moisture Content ("A) 0.1 - --
Ultimate Load, Ibf 77,484 I RUN#2 I inchlinch I 1-1inchlinch 5,000 -301 10,000 -539
~- -- ---
112 1I 15,000 20,000 -
-768
-983 I
f I
~ - -
214
- ~
(1- 30,000 3<000
- 1406
-1618
-~ -
400 330 iI 45,000--
- -2034
-~
~~
50,000 - -~
-2248-55,000 -2459 759 2.5.4B-342
I gMACTEC I Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-I20 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001644 Gage Factor: 2.09 Sample I.D.: B-801 Depth 48.7-49.7 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 01124103 Review Date: 01128103 Average Diameter, inch 1.863 -
Average Length, inch ~ 4.051
-~
LengthlDiameter ratio ~ ~ _ _2.2_ _ -
Specimen Area, inch2 2.726 Moisture Content ( O h ) 0.1 . ---
Rate of loading (Ibslmin) 10,000 -
Compressive Strength, psi ~ 28,420 Longitudinal e Correction, rnch/inch -0.000015 -
Transverse e Correction, inch/inch -- 0.000024 _ -
Modulus of Elasticity, psi ~-
8,670,000- -
- Poisson's Ratio 0.27 RUN # 2 Stress, 1 Longitudinal e I Transverse 2 inch/inch inch/inch
- 0 _ ~ 0.000000
_- - _ ~ 0goo00
~- 1,834 I 0.000286
~ ~
1 _
-0.000041
- ~
~_ -
3,668 - 0- 000524 -0.000088
~- 5,503 0 000753 - -o.oJ3(J 37 7,337 ' 0.000968 -0.0~190 9171
_- ~
0.001 181 - -0 000244 11,005
-~ - -
t _-
0~001391
-0000306 12,840 -~ ~-' 0.001603
- - 1 -0.000376 14,674
~ -- - 0.001812 -0 000449 16,508
~~
t -
0 002019
- ~ - _ _
-0.00052 7
~ 18,342 _~
-- 0 002233 _ -
-0 000620
~ __
20,1;'7
__ _ 0.002444 - L
-0.000735
~- ~-
22,O'll - 0.002662
-~ -0.000886
_~ -~ _ ~ ~ -~
- 23,845 0 002883
-0
~- 001 104 1 0.003111 -0.001475- _ ~
l 0.003313 -0.002276 Note : Points chosen are in Bold Comments: Material description and photographs submitted in separate report Test temperature was room temperature at 20-22 OC 2.5.4B-343
gMACTEC North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001644 Boring No. B-801 (48.7-49.7 ft)
+ Axial Lateral Axial Lateral ,
y = 8.6903E+06~- 1.0781E+03 R2 9.9997E-01
+
20.00(1 y = -3.19+07~+ l.llE+03 R2 9.96E-01
.I 15.000 12 mi m
2 z 10.000 I
5.000
-0.001 -0.001 0.000 0.00 1 0.001 0.002 0.002 0.003 0.003 STRAIN, p inchhnch 2.5.4B-344
gMACTEC North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001644 Boring No. B-801 (48.7-49.7 ft) 25,000 20,000 15,000 10,000 i
5.000 I I t I I I
-0.0030 -0.0020 -0.0010 0.0000 0.0010 0.0020 0.0030 0.0040 LATERAL STRAIN, inchlinch AXIAL STRAIN, i n c h h c h 2.5.4B-345
I E
I Before testing &ore tuuury WlUl StraIfl gal- AI L G I lGi3Lll ly attached 8-801 Depth (ft): 48.7-49.7 Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-346
gMACTEC Elastic Modulii of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CB W- 120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001645 Gage Factor: 2.090 Sample I.D.: B-804 Depth 49.9-50,5 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1/24/03 Review Date: 1/28/2003 Specimen Information A\ erage Diameter, inch 1.863 ~
Average Height, inch 3.943
~ ~ ~ - P ~
Moisture Content ("/o) 0.1
~ ~ p -~~~ - - ~
Ultimate Load, Ib, 33,532 2.5.4B-347
I gMACTEC I Elastic Moduli (of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001645 Gage Factor: 2.09 Sample I.D. 8-804 Depth 49.9-50.5 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 01/24/03 Review Date: 0 1/28/03 Average Diameter, inch 1.863 __ ~
Average Length, inch 3 943_ - ~
LengthlDiameter ratio ____-
2.1 Specimen Area, inch2 2.726_ _ ~-
Moisture Content (%) 0.1 Rate of loading (Ibslmin) -~
5000 ~-
Compressive Strength, psi 12,300 Longitudinal e Correction, inchhnch ~ _ _ .
-0.000008 _
Transverse e Correction, inchlinch _ _ _ 0 _~
~
000010 Modulus of Elasticity, psi 3,190,000
- ~~
Poisson's Ratio 0.43 RUN # 2 Stress, 1 Longitudinal e 1 Transverse e inchlinch 1 inch/inch I , -
-0.000000
- ~- -- 0.000000 734 ~~ I-- ~
0000633- ~ - ~- -0.000070-~
1,467
~ ~
~
0 001057
~~
-0.0001 70
-- ~ . . _ _ _
2,201
-~ - 0.001415 1 ~
-0000269
~~
2,935~-
0.001710
- -0 ~. 000370
~
3,668 -- 0.001972 -0.000466
-~
4,402 - - _____ 0 00022 - -%.OooSs3 5,136
-- -- - 0.002435 - -0 ___ 000663__ ~
5,870
~-
0.002662 ~~
-0 000792
~-~6,603 ~~ - 06530 -0.000988 7,337- ~ 0 003190 ~ -0 001225 8,071~- - 0 003453
____ -0.001504
._~
8,804 0.003727
___- ~ -0 001845- -
9,538 ~~ 0 004004 - -
-0 002277 I -- ___ -~
~
- I0,2772 -~~- 0004290 _ _-0.002814
~
11 005 0.004601 -0 003572 Note Points chosen are in Bold Comments' Material description and photographs submitted in separate report Test temperature was room temperature at 20-22 OC 2.5.4B-348
I gMACTEC I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001645 Boring No. B-804 (49.9-50.5 f t )
4 Axial I Lateral Axial Lateral 6.000 y = -7.46+06~+ 1.91+02 y = 3.1871+06~- 2.6188+03 R' = 1.00+00 R2 = 9.9998E-01 4
5.000 4
4.000 rn I 3.000 rn 2.000 I .ooo
-0.001 -0.001 0.000 0.00 1 0.001 0.002 0.002 0.003 0.003 STRAIN, p inchhnch 2.5.4B-349
I I
~MACTEC~
1- I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001645 Boring No. B-804 (49.9-50.5 ft)
-0.0040 -0.0020 0.0000 0.0020 0.0040 0.0060 LATERAL, STRAIN, inchhnch AXIAL STRAIN, inchhnch 2.5.4B-350
B-8W Depth (ft): 49.9-50.5 After Testing (No Before Testing Picture Available)
Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-351
gMACTEC I I Elastic Modulii of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW- 120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH- 120 MACTEC Lab ID: 001650 Gage Factor: 2.090 Sample I.D.: B-802 Depth 66.0-66.7 fi Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1124103 Review Date: 1/28/2003 Specimen Information A, erage Diameter, inch 1.859
- ~~~
Average Height, inch 3.757 -
Moisture Content ( O h ) 0.3
~ -~
~
Ultimate Loald, Ibc 39,933 2.5.4B-352
I I Elastic Moduli of intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001650 Gage Factor: 2.09 Sample I.D.: B-802 Depth 66.0-66.7 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1124103 Review Date: 0 1I28103 Average Diameter, inch ~ _ 1.859
_ _ _ _ ~
Average Length, inch __ 3.757 LengthlEameter ratio ~~~
2.0 -
Specimen Area, inch2 2.714 Moisture Content ("/.) - .
0.3 -~
Rate of loading (Ibslmin) ~.
5000 Compressive Strength, psi 14,710 Longitudinal e Correc%on, inchlinch __ ___-0.00001 1 Transverse e Correc%kn, inchlinch __- 0.000010 Modulus of Elasticity, psi 4,613,000 Poisson's Ratio 0.24 El I
RUN # 2 Stress, Longitudinal e Transverse e Inchlinch 1 inchlinch
-~
0
-~
36 8 737 ~
'I 0.000000 0.000182 0 000363
-~ - ~
_ 0.000000 _
-0.000007
-0.000014
_ ~ -
1,105 0.000524 ~ -0 000029 1,474
-- 0.000667~- -__-0.000035
_ _ _ ~
- 1,842--- 0.000787
~- ~p
-0.000046
~p -~
2,211
~ -- 0 000901 p - -0.000058-
~p 2,5;'9 O g O o L -0 000071 2,947
~- -
0001111 - p
-0.000087~-
- - _ ~
3,316
~
o 001210 -t- -0.000101
~~
~p 3,684
~- ~ - p ~
0.001305 - -0.0001 17 4,421 - p pp_-
0.001492
~ pp
-0.000151~-
~
5,158 p~ p - p
-- 0.00 1666
~ _ _ p
~ -0.000186 5,895 - 0.001833
-0 000223
~ 6,632 ~
-- p -
0
_001_ 984
_ _ ~ -0 000261 7,369 - --I 0.002131 -- -- O . O ~ - -
p 9,211 -
~~~
0.002489 - p
-0.000414 11,053-p p ~ - - OpO02819 - p
-0.000555
~ --
12,895 ~ 0.003128 -0 000751 Note Points chosen are in Bold Comments: Material description and photographs submitted in separate report Test temperature was rooni temperature at 20-22 OC 2.5.4B-353
L gMACTEC I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001650 Boring No. B-802 (66.0-66.7 ft)
- Axial W
~~
Lateral Axial Lateral ,
.. 7.000 6.000 y 4.6104E+06~- 2.5017E+03 R' 9.9860E-01 y = -1.95E+07~+ 1.51E+03 rn 5.000 R2 = 9.99E-01
- W
- 4,000 3.000 2.000 1 .ooo
-0.001 0.000 0.001 0.001 0.002 0.002 0.003 STRAIN, p inch/inch 2.5.4B-354
I gMACTEC I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001650 Boring No. B-802 (66.0-66.7 ft)
-0.0010 0.0000 0.00 10 0.0020 0.0030 0.0040 LATERAL STRAIN, inchhnch AXIAL STRAIN, inchhnch 2.5.4B-355
-7 ri A
r L Before testing Dewre testing wirn strain gauges attached niter iesiir iy 9-802 Depth (ft): 66.0-66.7 Physical description: Slightly weathered, hard, Quartz Gneiss with strong foliation at 30-40' 2.5.4B-356
Project Name:
Tested By:
Test Date:
Project Number:
MACTEC Lab ID:
Sample 1.D.:
001655 David Jensen 01/24/03 gMACTEC Elastic Modulii of Intact Rock Core Specimens in Uniaxial Compression North Anna ESP 30720-2-5400.07.800 ASTM D 3148-96 B-803 Depth 70.4-71.1 ft Specimen Information iverage Diameter, inch 4verage Height, inch Moisture Content ( O h )
llltimate Load, ib, 30,000 35,000 40,000
~
45,000 50,000
-~
-2237
~ _-
-2494
-2741--
-2988
-3230 I
1 Transverse Strain Gage Series:
Longitudinal Strain Gage Series:
Gage Factor:
Excitation Voltage:
Reviewed by:
Review Date:
1.866 4.168
~~
~0._I _ _ _ _ - - - - -
63,464
-713 468
-~
580 a83 1120
--~
EA-06-20CBW-120 EA-06-500BH- 120 2.090 2.0 v Thomas N. Dobras 1/28/2003 55,000
- - ~ --
-3468-~
1 1520 60,000 -3689 2223 2.5.4B-357
Elastic Modulli of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001655 Gage Factor: 2.09 Sample I.D.: 8-803 Depth 70.4-71 .Ift Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1/24/03 Review Date: 01/28/03 Average
. Diameter,-inch. 1.866 Average Length, ____ inch -
4 168 LengthlDiameter
- ratio -
2.2 Specimen Area, inch'
- 2 735 Moisture Content (%) _ _1 -
0 Rate of loading (Ibslmin) 10,000 Compressive Strength, psi 23,210 __
Longitudinal e Correction, inchhnch -0 000008 Transverse e Correction, inchlinch
~- 0.000008 Modulus --of- Elasticity,
- psi 7,133,000 Poisson's Ratio 0.34
/
E r e s s ,
psi
~
RUN # 2 Longitudinale inchlinch
~ Transversee inchlinch 1
I O - - 1 0.000000
__ I 0 000000
~ 731 0 000225 I -0 000016 -
i:$k1 0000340 -0 000026 0000454 ~ - _ _
1,828 1 0000564 -0 000047
- 2,194- - 0 000665 I -0 000059 2,560 0 000762 -- -0
_____000073
- 2,925 0.000851 -0 000086
~ 3,291 1 0000937 ~-~ -0 000099 3,657- I 0001015
_______ I -0000115 4,388 0 001 169 ~ ~ 0 . 0 0 0 1 4 4 ~
-~ 5,119 ~- O E l L
-0 000175 p - _ _
5,851 0001440 ~~ -0 000208 6,582_ 0 001564 - -0~ 000240 7,313 - 0.001684
-0 000274
~ ~~
9,142 0 001963 I -0000363 10,970
~~ 0 002229 I ~-0.000460 12,798 f 1 o i r -~-0 000572 14,627 - ~1 - 0 002733 -0 000705 -
16,455 0 002980 0.003222 0 003460 I
1
-oooo875
-0001112
-0.001512-I
-0 002215 Note Points chosen are in Bold Comments: Material description and photographs submitted in separate report Test temperature was r o t 2.5.4B-358
2MACTEC North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001655 Boring No. B-803 (70.4-71.1 ft) 18.000
= 7.1535~+06x- 4.8780~+03 16.000 R2 = 9.9939E-01 +
+
14.000
+
I2.000 IO.000
+
8,000 y = -2.08+07~+ 1.51+03 +
rn R2 = 9.98E-01
&.OOO I
4.000 2.000
-0.00 10 -0.0005 0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 STRAIN, p inchhnch 2.5.4B-359
gMACTEC fl I
North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001655 Boring No. B-803 (70.4-71.1 ft) 20,000
///
10,000
\
5,000 I I I I I
-0.0030 -0.0020 -0.00 10 0.0000 0.0010 0.0020 0.0030 0.0040 LATERAL STRAIN, inchhnch AXIAL STRAIN, inchhnch 2.5.4B-360
3 B-803 Before testing Depth (ft): 70.4-71.1 DWUlt: lt%5lllly W l l l l S l l d l l l attached ydUyt2S
-kiier iesuriy Physical
Description:
Very slightly weathered, hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-361
L gMACTEC I Elastic Modulii of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW- 120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH- 120 MACTEC Lab ID: 001657 Gage Factor: 2.090 Sample I.D.: B-803 Depth 155.6-156.4 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 0 1/24/03 Review Date: 112812003
-- Specimen Information Average Diameter, inch 1.a73 -~
Average Height, inch 3.91
-~ ~- ~
Moisture Content ("/o) 0.1
~ -
liltimate Load, Ib, 60,698 11 Load, ' '
Longitudinal E Transverse E lbf p inchfinch ~ p inchlinch 0 -~ I 1 ~~
-9 ~ ~ ~
10- - ~ -
~~~
5,000--
1 -469
- -~~ ~
I 57 10,000-_ ---
-815~ -
114~- ~
15,000
~ - - ~
-1130
--- ~~
179 -
i-20.000 - 1420 250
-1688
~
325
~
- 1945 41 1 40,000
-2447
_ ~-
610 --
7 ~
45,000
~ -
1 -2700
~ ~- -
730
~ - ~ .
50,000
~- - --
-2958
-- - 874 55,000 ~-
-3227
-~ - - -~
1064~
60,000 -3554 ' 1366 2.5.4B-362
gMACTEC Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression ASTM D 3148-96 Project Name: North Anna ESP Transverse Strain Gage Series: EA-06-20CBW-120 Project Number: 30720-2-5400.07.800 Longitudinal Strain Gage Series: EA-06-500BH-120 MACTEC Lab ID: 001657 Gage Factor: 2.09 Sample I.D.: B-803 Depth 155.6-156.4 ft Excitation Voltage: 2.0 v Tested By: David Jensen Reviewed by: Thomas N. Dobras Test Date: 01124103 Review Date: 01/28/03 Average Diameter, inch
- - I.a73 __ .
Average Length, inch --
3.910 ~-
LengthlDiameter ratio -- ~
2.1 Specimen - Area,
- - inch' 2.755 Moisture Content (%)
Rate of loading (Ibslmin) - P - ~ -
10,000 -
Compressive Strength, psi ~____
22,030 - __.
Loiigitudinal e Correction, inchhnch ---- -0.000009 Transverse e Correction, inchiinch
~~ 0.000010-~
Modulus of Elasticity, psi 7,173,000 Poisson's Ratio 0.33 RUN # 2 Stress, Longitudinal e Transverse e psi inchlinch ~ inch/inch 0
- - 1 0.000000 -II ~~
0.000000
- -1,815- 0.000460 -0.000047
-~ 3,623 0.000806 ]-Ip- 0.000104
- 5,444 ,~ 0.001121 1 -0.000169 7,259 0.001411 -0.000240
- ~
9,073
~- -
~~
0.001679
~ -0.000315
-0 000401
~ _-0.000494 0.002438 1 -0.000600
-P 0002949
~~ -P -
I -0000864 19,962-- 0 003218 -0.001054 7-- ~~ -~~
0.003545 -0.001356 Note Points chosen are in Bold Comments: Material description and photographs submitted in separate report Test temperature was room temperature at 20-22 OC 2.5.4B-363
I gMACTEC I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001657 Boring No. B-803 (155.6-156.4 ft)
~~ ~ ~~
4 Axial I Lateral Axial Lateral ,
14,000 y 7.1753+06~ - 2.9873E+03 R2 = 9.9996E-01 +
12.000 I 4 IO.000 y = -2.14+07~
+ 2.24+03 I
R2 9.98E-01 8,000 0,000 4.000 2.000
-0.0010 -0.0005 0.0000 0.0005 0.00 I0 0.0015 0.0020 0.0025 0.0030 STRAIN, p inchhnch 2.5.4B-364
gMACTEC 1- I North Anna ESP Project 30720-2-5400 MODULUS OF ELASTICITY MACTEC Lab ID 001657 Boring No. B-803 (155.6-156.4 ft) 20,000
-0.0020 -0.00 10 0.0000 0.00 10 0.0020 0.0030 0.0040 LATERAL STRAIN, inchhnch AXIAL STRAIN, i n c h h c h 2.5.4B-365
P I
I
- 1 .
Y Before testing testing with strain gauges
~etore attached B-803 Depth (ft): 155.6-156.4 Physical
Description:
Fresh, very hard, Quartz Gneiss with weak foliation at 50-60' 2.5.4B-366
APPENDIX J DOWNHOLE SEISMIC REPORT AND DATA 2.5.4B-367
Grumman Exploration, Inc:.
2309 Dorset Road Columbus, Ohio 43221 (614) 488-7860tcl; (614) 488-8945fax March 17, 2003 Mr. J. Allan Tice Mactec Engineering Services, lnc.
3301 Atlantic Avenue Raleigh, NC 22080 RE: Report of Supplemental Downhole Seismic Testing at the North Anna Power Station ESP, Mineral Virginia, GEI Project No. 01-22089, MACTEC JOB NO. 30720-2-5400
Dear Al:
Grumman Exploration, Inc. has completed the downhole seismic testing at the above referenced project site located near Mineral, Virginia. This letter-report summarizes the field procedures used and results of the tests performed at this site. The attached spreadsheets and plots summarize the estimated seismic velocities and derived parameters for the borehole tested.
Proiect Description Mactec Engineering Services, lnc. is engaged in geotechnical investigations at the site.
Downhole seismic testing of a single borehole was requested to supplement an earlier cross-hole seismic test that may have yielded inconclusive results. Among the requirements and assumptions of the downhole testing procedure are: homogeneous isotropic subsurface materials, consistent annular space material, filling and diameter, and minimal ambient noise.
Field Procedures Grumman Exploration, Inc. conducted downhole seismic tests at borehole B-802b on February 12,2003 as specified by Mactec Engineering Services, lnc. B-802b was part of a three borehole set that was originally installed for cross-hole seismic tests. The borehole was lined with approximately 92-ft of 2.875" diameter inclinometer casing and was grouted in-place 2.5.4B-368
Report of Downhole Seismic Testing North Anna Power Station ESP, Mineral, Virginia Mactec Engineering Services, Inc.
March 17,2003 Page 2 using a cement bentonite grout according to ASTM D442UD4428M. Approximately 50-ft of water in the cased hole was removed prior to testing.
The foliowing field equipment and procedures were used to conduct the tests:
0 Geometrics, Inc. SmartSeis S-12, 12 channel, digital signal enhancement seismograph, 0 Four triaxial downhole geophones, 10-ft separation with leaf-spring sidewall clamping mechanisms, and Sledge hammer source, steel plate and weighted wood plank.
Tests were performed at 5-ft intervals from approximately 10-ft to 84-ft. Note that a 10-ft geophone separation was used to provide a longer measurement time interval between geophones in the anticipated high velocity bedrock. The seismograph sampling rate was 64 microseconds (0.064 msec) with a total sweep time of 128 milliseconds. A total of 2048 samples for each of the 12-channels were acquired for each shot. A pre-trigger delay of 5-msec was used to provide additional data in a brief time window just prior to the initiation of the test. The test preparation procedures consisted of lowering the geophones to the desired test depth and releasing the sidewall clamping mechanism on each geophone. Three tests were performed at each test depth using multiple impacts from a sledgehammer striking an aluminum plate. The attached summary sheet describes the test nomenclature and test positions. The impact plate was struck from three positions: ground-surface (vertical, P-wave) and opposite sides of the horizontal plank (lateral, S wave, opposing polarities). The impacts from opposite sides of the plank were used to help identify the onset of the shear wave by observing the reversal in wave polarity. Between 2 and 7 impacts were stacked to help enhance the compressional (P) and shear (S) wave signatures and cancel spurious noise effects.
A 4WD vehicle was used to weight the plank.
The data were observed and recorded in the field during acquisition. Both low and high-pass digital filters (250 Hz and 10 Hz, respectively) were used to help reduce interfering noise effects within the borehole. A preliminary assessment of the first five interval tests was performed in the field to observe the processed initial test results and adjust the acquisition parameters as needed. Upon the completion of the testing, the data were returned to the offices of Grumman Exploration, Inc. for further review and analysis.
A computer program developed by Grumman Exploration, Inc. was used to extract and display the P and S-wave traces for the geophones used for each test interval. Using the arrival time estimates, P and S wave velocities were calculated for each depth interval. The velocity calculation was based on the difference in arrival times and an assumed straight-line travel distances to each geophone using the in-hole depth to each geophone and the ground-level offset distance of the seismic impulse. An attachment summarizes the velocity calculation methodology.
Grumman Exdoration. Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-369
Report of Downhole Seismic Testing North Anna Power Station ESP, Mineral, Virginia Mactec Engineering Services, Inc.
March 17,2003 Page 3 The analysis consisted of estimating P-wave and S wave arrivals for each depth level tested.
Three general approaches were used to estimate the compressional and shear wave arrival times:
0 Composite plots illustrating all the results from all geophones at all test depths to observe general data trends; 0 Multi-geophone arrival time assessment: examining the arrival time differences between successive geophones for each test position, repeated for all test positions; and 0 Single-geophone assessment: examining the arrival time differences between individual geophones for different test depths, repeated for all four geophones.
The criteria for selecting arrival times included (1) observing the apparent first onset of the P or S-wave, and/or (2) identifying a characteristic waveform, peak, polarity reversal, zero-crossing or shape that was consistently present between successive records. Apparently erroneous or unrealistically high or low velocity estimates were eliminated from the data summary tables. Because four geophones were used for each test, multiple velocity estimates for some of the test intervals were available.
Downhole Seismic TestinP Results The attached spreadsheets summarize the downhole seismic testing results for test borehole B-802b at the North Anna Power Station ESP site in Mineral, Virginia. The spreadsheet includes a summary of the compressional wave velocity (Vp) and the shear wave velocity (Vs). Some of the interval velocity estimates were averaged if multiple test results were available for that interval. Plots of these results are also included. The following paragraphs summarize some of the results of the downhole seismic tests:
0 High Compressional wave velocities: The estimated compressional wave velocities ranged between 10,000 feet-per-second (fps) to over 16,000 f p s . It is not clear why significantly lower Vp estimates occurred in the 70-ft to 85-ft depth interval. For very high velocity materials, such as occur at the North Anna ESP site, small variations in the arrival time estim.ates (on the order of 0.1 millisecond) can cause large changes in the Vp estimates (e.g. >1,500 fps for every 0.1 msec arrival time difference for material with Vp over 12,000 fps). Consequently, signal resolution limitations, interfering noise and slight biases in the arrival time estimates can all contribute to disproportionate, large variations in the Vp estimates. Other possible explanations for the apparent lower velocity levels may be attributable to geologic factors such as the possible presence of fracture zones and fracture filling, changes in lithology, enhanced weathering, and anisotropy .
Shear Wave velocities were correspondingly high and were estimated in the range of 1,500 to 6,300 fps in the areas were reliable shear wave information was available. The Grumman Exdoration. Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-370
Report of Downhole Seismic Testing North Anna Power Station ESP, Mineral, Virginia Mactec Engineering Services, Inc.
March 17,2003 Page 4 shear wave information appeared less reliable and thus more inconclusive below approximately 45-ft.
Compressional waveforms: 'The compressional wave onset was fairly clear throughout the borehole. P-wave arrival times became more inconsistent and unreliable below approximately 65-ft where more coincident p-wave arrivals occurred (i.e. approx. same arrival time for different depths). Possible refraction effects, geologic conditions and noise interference may be responsible for some of the irregular P-wave arrivals.
Shear waveforms: the shear-wave was generally well defined to a depth of approximately 45-ft. Although well-defined S-wave waveforms appeared to be present below 45-ft, the waveforms below this depth tended to provide more unrealistic velocity estimates and consequently fewer of the S-wave results were used below 45-ft. Below approximately 65-ft, the S-wave appears to be absent. The higher amplitude signals with the appearance of an S-wave may actually represent noise wavetrains because (a) maximum seismograph amplification of the waveforms and (b) the signal peaks all occur at approximately the same time. Ambient vibrations in the 30 to 40 Hz range are apparent in the records from bottom 20-ft of B-802b. Possible explanations for the apparent loss of signal in the lowermost sections of the borehole include excessive interfering ambient noise and possible incomplete grout filling or grout set-up within the annular space near the hole bottom.
Bias in the arrival time picks and consequently the velocity estimates could result from one or more possible circumstances including: difficulty in estimating the S and P wave arrival times, irregular or incomplete borehole annular space filling, refraction effects (non-straight line travel path), limitations on the resolution of the digitized signal, and the presence of interfering noise and other wavetrains.
General Qualifications The downhole seismic data presented herein represent estimates of subsurface properties in the immediate vicinity of the boreholes tested using the measurement procedures described above.
No warranty, certification, or statement of fact, either expressed or implied, regarding actual subsurface properties surrounding the borehole tested is contained herein. If questions or uncertainties exist regarding the actual parameter values, supplemental in-situ or laboratory tests or other invasive explorations should be conducted to document actual subsurface material properties. No inference of subsurface properties can be made for depth intervals not tested.
Grumman Exdoration. Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-371
Report of Downhole Seismic Testing North Anna Power Station ESP, Mineral, Virginia Mactec Engineering Services, Inc.
March 17,2003 Page 5 Grumman Exploration, Inc. has appreciated this opportunity to be of service again to Mactec Engineering Services, Inc. If you have any questions or comments regarding this report, please feel free to contact us.
Sincerely, Grumman Exploration, Inc.
David L. Grumman, Jr.
PresidentIGeophysicist Grumman Extdoration, Inc.
2309 Dorset Road, Columbus, Ohio 43221 (614) 488-7860 tel, (614) 488-8945 fax 2.5.4B-372
Downhole Seismic Testing Summary Table TestMlell ID: B-802b Grumman Exploration, Inc.
Project: North Anna ESP Location: Mineral, VA 2 2309 Dorset Road Test Date: 2/12/2003 Columbus, Ohio 43221-3145 ClienVOwner: Mactec Calc. Date: 3/17/2003 (614) 488-7860 tel Field Staff: dkl 2.875" PVC, grouted, -91' depth c a Proc by dlg Eqp: Geometrics 5-12 Seismograph I Soil Shear Bulk Young's Poisson's 4 triaxial geophones Test Interval Velocity Density Modulus Modulus Modulus Ratio sledge hammer impulse source Interval (Wsec) (PCf)
Depth (ft: V, vs Y G K E u Iepth (ft) Ulaterial DescrElass 2.50 4526 385 0.496 2.50 7.50 6603 854 0.491 7.50 12.50 3435 12.50 17.50 11813 1482 0.492 17.50 22.50 13798 5278 0.414 22.50 27.50 10854 3398 0.446 27.50 32.50 14047 4513 0.442 32.50 37.50 14106 37.50 42.50 16502 6364 0.413 42.50 47.50 14468 6382 0.379 47.50 52.50 16559 5371 0.441 52.50 55.00 13623 55.00 57.00 13260 57.00 57.50 16576 5835 0.429 57.50 62.50 16590 62.50 67.00 13280 67.00 67.50 16601 6030 0.424 67.50 77.00 9970 77.00 87.00 9976 87.00 Notes: Blank value denotes uninterpretabledata 2.5.4B-373
2.5.4B-374 2.5.4B-375 EstimatedVelocity (fps) B-802b 0 2000 4000 6OOO 8000 10000 12000 14000 16000 18000 2OOOO I I I I I 1
5 4'. I I I I I I Legend P-wave Velocity (fps)
S-wave Velocity (fps) 2.5.4B-376
Legend Vertical Geophone (compressional) Proiea North Anna ESP Project - Downhole Seismic Lateral Geophone #1 (opposing polarities) Location Lateral Geophone #2 (opposing polarities)
North Anna Power Station, Mineral, Virginia Client Mactec Eng. Svcs. By dig Date 2l20103
'igure 2 I Ttle B-802b, Recorded Downhole Waveforms Projed No.
01-22089 ChecJmd Scale nts 2.5.4B-377
Cased borehole I tq,, - t q I
f I
- -hone + hs2 - ,/D,Z + hS2 V" =
Compressional wave velocity for the depth interval i to i+A Shear wave velocity for the depth interval i to i+A Vertical distanceheparation between successive geophones Geophone depth at test depth i, Geophone depth at test depth i+A Estimated arrival times for the shear wave for successive geophones Ground offset distance between shot location and center of borehole for the compressional and shear wave shots, respectively Pmjed DOWNHOLE SEISMIC CALCULATIONS Location Q Grumman Exploration, Inc. 2003 Client BY dlg Date 3/01/03
'igure Title P m No. Chedced Scale Schematic Downhole Computations nts 2.5.4B-378
WAVE FORMS FROM FIELD DATA Wave forms from each geophone are presented on a series of sheets. Each sheet shows data from the indicated geophone at different depths below the surface as shown on the left side of the sheet, reading from bottom to top of the sheet. There are four geophones -
A (at the top of the array), B (at the top middle of the array), C (at the bottom middle of the array) and D (at the bottom of the array). The horizontal axis is time in milliseconds.
The vertical axis is amplitude of the signal and has a variable scale.
The color plots are coded as follows:
Purple - vertical signal Red - lateral signal geophone 1 Orange - lateral signal geophone 1, opposite polarity Light Blue - lateral signal geophone 2 Dark Blue - lateral signal geophone 2, opposite polarity 2.5.4B-379
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Figure 2.5-4B-1 Sub-Surface Investigation Location Plan North Anna Revision 0 Early Site Permit Application 2.5.4 B-396 September 2003