GEOTECHNICAL STUDY FRANKLIN EAST 1A EST AND NORTH 2 EST TANKS EL PASO, TEXAS AMEC PROJECT NO

Transcription

1 GEOTECHNICAL TUDY FRANKLIN EAT 1A ET AND NORTH ET TANK EL PAO, TEXA AMEC PROJECT NO ubmitted To: Parkhill, mith & Cooper, Inc. 810 East Yandell 7990 ubmitted By: AMEC Environment & Infrastructure, Inc. 15 Montoya Road 7993 January 17, 014

2

3 TABLE OF CONTENT REPORT Page Introduction... 1 Proposed Construction... 1 oil tudy... 1 ite Conditions and Geotechnical Profile... Discussion and Recommendations... 4 APPENDIX A Test Drilling Equipment and Procedures... A-1 Unified oil Classification... A- Terminology Used to Describe the Relative Density, Consistency or Firmness of oil... A-3 oil Moisture Classification... A-4 ite Plan Franklin 1A... A-5 ite Plan North... A-6 Logs of Test Borings... A-7 APPENDIX B Classification Test Data Franklin 1A... B-1 Classification Test Data North... B- APPENDIX C Pier Capacity Franklin 1A... C-1 Pier Capacity North... C- APPENDIX D pecifications for Earthwork... D-1 AMEC Project No

4 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page INTRODUCTION This report is submitted pursuant to a geotechnical study completed by AMEC Environment & Infrastructure, Inc. (AMEC) for the proposed elevated water storage tanks planned for construction in northeast. The objective of this study was to evaluate the physical properties of the soil underlying the site to provide recommendations for foundation design. The results of percolation tests for onsite ponding areas are also provided in this report..0 PROJECT DECRIPTION AND PROPOED CONTRUCTION Mr. Michael Ramirez, P.E. and Mr. Warren Marquette, P.E. of Parkhill, mith & Cooper, Inc. (PC) provided details of the project to AMEC. It is our understanding that the project will consist of the construction of two elevated water storage tanks in northeast. The proposed 3 million gallon tanks will be constructed along U Highway 54 at locations designated as Franklin East 1A ET and North ET. Foundation loads for the proposed tank structures are anticipated to be large in both axial and overturning. Preliminary structural loads for the tanks provided by PC are summarized below. Tank ite Tank Height (feet) Estimated Axial Load (kips) Franklin 1A ET 17 35,000 North ET 139 3,000 hould final design details vary significantly from those outlined above, this firm should be notified for review and possible modification of recommendations. 3.0 OIL TUDY 3.1 UBURFACE EXPLORATION Five exploratory borings were advanced at each proposed tank location to depths ranging from 50 to 100 feet below existing grades. The test borings were completed using a CME 75 truckmounted drill rig equipped with 8¼ inch O.D. hollow stem augers. During the field study, the soil encountered was examined, visually classified and logged. Results of the field study are presented in Appendix A, which includes a brief description of drilling and sampling equipment and procedures, a site plan showing the boring locations and logs of the test borings.

5 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page The boring logs and related information included in this report are indicators of subsurface conditions only at the specific locations and times noted. ubsurface conditions, including groundwater levels, at other locations on the subject site may differ significantly from conditions, which exist at the sampling locations. 3. LABORATORY ANALYE To aid in the soil classification and evaluate the engineering properties of the soil, selected samples were tested for moisture content, plasticity index and particle size distribution. Laboratory tests were performed in general accordance with test standards ATM D 16, ATM D4318 and ATM D 4. The results of the moisture testing are shown on the boring logs presented in Appendix A. Atterberg limits and particle size distributions test results are presented in Appendix B. The soil encountered during the field study was classified in general accordance with the Unified oil Classification ystem. The soil classification symbols appear on the boring logs and are briefly described in Appendix A. 4.0 ITE CONDITION & GEOTECHNICAL PROFILE 4.1 ITE CONDITION Franklin East 1A ET The project site consists of a vacant tract of land located south of Highway 54 in northeast El Paso, Texas. The tank site will be located within an approximately 400 foot by 400 foot area to be developed for the project. The topography slopes gradually to the north with about feet of relief across the site. Vegetation on the site generally consists of a slight to moderate growth of creosote bush, mesquite bush and other native semi-arid plants. North ET The project site consists of an approximately 77,450 square foot vacant tract of land located along Highway 54 and an existing fiber optic easement. The site is characterized by an undulating surface with stabilized sand dunes with a regional topography sloping to the south. Vegetation on the site generally consists of a moderate growth of creosote bush, mesquite bush and other native semi-arid plants. 4. GEOTECHNICAL PROFILE Franklin East 1A Tank ite As the exploratory borings indicate, the soils underlying the project site were observed to be relatively consistent and can generally be divided into four major soil zones.

6 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 3 The upper soil stratum consists of a loose to medium dense silty sand that extends from the ground surface to depths varying from to 5 feet below existing grades. At boring B1, clayey sand extends from the ground surface to a depth of about 5 feet. The predominantly nonplastic silty sand typically represents loose eolian (windblown) deposits that have accumulated on the site over time and generally have been stabilized by the presence of native vegetation. These materials are generally characterized by low moisture contents and low unit weights, and are poorly consolidated. Underlying the windblown deposits is a zone of silty sand. The soils within this zone are typically nonplastic and have a slight to moderate calcareous (caliche) induration. The degree of induration within the soil strata varies with depth as well as laterally across the site. In general, the calcareous indurated soils were observed to extend below the uncemented windblown soils to depths varying from 10 to about 5 feet below the ground surface. Moisture contents of the soils within this stratum generally range from dry to damp, with values varying from to 5 percent. In addition, standard penetration tests indicate relative densities ranging from medium dense to dense, generally dependent on the degree of calcareous induration present. The third soil stratum, underlying the calcareous indurated silty sand consists of a fine to medium grained sand with variable gravel content. The nonplastic sand is typically dense to very dense and extends to depths varying from 45 to 50 feet below the ground surface. The fourth soil stratum consists of a medium to high plasticity clay. The clay soils were generally observed below the sand stratum and extend to about 60 feet (at boring B1) below the ground surface. tandard penetration testing indicated a very firm to hard consistency. Boring B1 was extended to a depth of 100 feet below the ground surface. oils below a depth of 60 feet consist of a nonplastic silty sand and fine to medium grained sand that extends to full depth of the boring. oils within this zone are typically dry and dense to very dense. North Tank ite As the exploratory borings indicate the upper soil stratum consists of a loose to medium dense silty sand that extends from the ground surface to depths varying from to 5 feet below existing grades. The nonplastic silty sand typically represents loose eolian (windblown) deposits. Underlying the windblown deposits is a zone of silty sand with a slight to moderate calcareous (caliche) induration. The degree of induration within the soil strata varies with depth as well as laterally across the site. In general, the calcareous indurated soils were observed to extend below the uncemented windblown soils to depths varying from 10 to about 15 feet below the ground surface. The third soil stratum, which underlies the calcareous indurated silty sand, consists of a fine to medium grained sand and silty sand with variable gravel content. The nonplastic sand is typically dense to very dense and extends to the full depth of the borings (50 and 100 feet).

7 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 4 Interbedded clay layers are also present at borings B1, B, B3 and B5 at depths of 80, 45, 3 and 45 feet, respectively and generally range in thickness from about 3 to 10 feet. The descriptions used for density are based on grain size and standard penetration tests as detailed in Terminology Used to Describe the Relative Density, Consistency or Firmness of oil in Appendix A of this report. 4.3 OIL MOITURE AND GROUNDWATER CONDITION At the time of our field studies, groundwater was not encountered at the boring locations within the depths explored at the Franklin East 1A and North Tank sites. oil moisture contents vary from dry to damp, ranging from 1 to 7 percent and 16 to percent in the clay soils. 5.0 DICUION AND RECOMMENDATION 5.1 ANALYI OF REULT Based on the results of the field and laboratory testing, the proposed elevated water tanks may be supported on a mat type foundation system bearing on improved native soils. As an option, the proposed tank structures may be supported on a deep foundation system consisting of straight cast in place drilled piers. Based on the findings of the geotechnical study, a mat type foundation system may be feasible to support the proposed North tank due to the anticipated foundation loads. At the Franklin East1A tank site, either a mat or deep foundation system appears feasible for construction. Recommendations for a mat foundation system are presented in the following sections while recommendations for a deep foundation system are presented in ection MAT TYPE FOUNDATION The proposed elevated tank structures may be supported on a mat type foundation system provided that the site preparation and moisture protection recommendations in this report are followed.

8 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 5 Tank ite Recommended ite Preparation Allowable Bearing Pressures and Foundation Depth Franklin East 1A North ET Following excavation of the native soils to the subgrade elevation, the recommended site preparation consists of scarifying the native soils to a depth of 1 inches. The scarified soils should then be brought to within plus or minus percent and compacted. tructural fill should then be placed, as required, in compacted lifts to final grade. Following excavation of the native soils to the subgrade elevation, the recommended site preparation consists of scarifying the native soils to a depth of 1 inches. The scarified soils should then be brought to within plus or minus percent and compacted. tructural fill should then be placed, as required, in compacted lifts to final grade. 10 feet 4,500 psf 15 feet 6,500 psf 10 feet 6,500 psf 15 feet 10,000 psf Excavations should extend laterally a minimum of 10 feet beyond the edge of the footings. Compaction of the native soils and fill materials should be accomplished by mechanical means to obtain a density of not less than 95 percent of maximum dry density. Optimum moisture content and maximum dry density should be determined in accordance with ATM D 1557 (Modified Proctor). The bearing pressure applies to full dead plus sustained live loads and can be safely increased by one-third for temporary loads including seismic forces. The foundations should be designed to effectively distribute loads throughout the system and to resist differential movements. A lean concrete mud-mat slab is recommended to be constructed in order to provide a working surface for the construction and placement of the mat reinforcing steel and placement of the foundation concrete. It is estimated the vertical movements of the mat foundation, designed as recommended, will not exceed 1.5 inches for the moisture contents of the native soils encountered during the field study. ignificant moisture increases can result in additional movements. As a result, recommendations in ection 5.4 concerning site drainage and moisture protection are considered critical to the performance of the structures. Nonetheless, some foundation movement should be expected and accounted for in design and construction EXCAVATION CONDITION, LOPE AND HORING Based on the findings of the field study, excavations should not be difficult with conventional earthwork equipment. The most notable difficulty anticipated with excavations will be related to slope stability.

9 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 6 Based upon the results of our study, the soils encountered at the site classify as OHA Type C soils. The side slopes of the short term excavations should be no steeper than 1½ to 1 (horizontal to vertical) to a depth of 15 feet. Long term excavations (open longer than 7 hours) should be no steeper than to 1 to a depth of 15 feet. During construction some caving and sloughing is anticipated during excavations performed at the site, especially within the upper windblown sands and sands located below any calcareous indurated soils. These conditions can reduce the overall stability of the excavations leading to a slope failure. The contractor should be prepared to bench excavations beyond the recommended slope angles or provide alternate methods of soil support such as shoring systems should unstable conditions exist. It is recommended that a representative of the geotechnical engineer periodically observe temporary cut slopes at the time of the excavation to assess their stability. All excavations should be provided with berms or other installations to prevent surface runoff from entering the excavation and impacting excavation slopes. Construction equipment and materials, including soil stockpiles should not be placed within twenty-five feet from the crest of any braced excavations unless their weights are included in the sheeting wall system design. The exception to this recommendation is the presence of minor soil berms constructed for temporary surface drainage purposes. The above recommendations for temporary cut slopes are based on geotechnical considerations only. These recommendations do not consider requirements that might be imposed by OHA, the tate of Texas, or other governmental agencies. For all open excavations and trenches, OHA and other governing entities regulations should be followed in the process of planning. 5.3 DEEP FOUNDATION As an option, the proposed elevated water tank structures may be supported on straight, castin-place concrete drilled piers. Due to the potential for excessive caving and sloughing within the sand stratum encountered on the site, temporary casing or other stabilization methods such as drilling mud may be required to construct drilled piers. Allowable downward capacities for various diameter piers are presented in the Capacity Chart presented in Appendix C. The safe upward capacity of these piers can be considered as being 75 percent of the total safe downward capacities for the various pier diameters. The capacities are considered applicable for isolated single piers or groups where the center-to-center distance is equal to or greater than four pier diameters assuming casing or other methods to control caving and sloughing conditions are used. Unless casing construction methods are used, center-to-center spacing of drilled piers less than six pier diameters requires a sequence of construction plan to prevent caving of fresh concrete from one pier into an adjacent pier excavation. The following reduction factors may be used based on a pier center-to-center spacing of less than 4 diameters.

10 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 7 Pier Center-to-Center pacing Reduction Factor* No reduction factor *Based on AAHTO Design Manual 01 and 010 Drilled haft Manual. The capacities apply to full dead plus sustained live loads and can be safely increased by onethird for total loads including wind or seismic forces. Capacities apply to the allowable soil supporting capacity and do not consider the structural strength of the piers/piles. Capacities were estimated using a safety factor of LATERAL LOAD Lateral soil-interaction analyses of single piers should be performed using the computer program LPILE or equivalent program. This analysis procedure estimates the lateral load displacement behaviour using finite difference technique based on elastic beam column theory and p-y (soil reaction-displacement) curves. In general, these curves are non-linear and depend on several parameters, including depth, pier diameter and soil strength. The soil strength parameters presented in the following tables are recommended for the analysis of laterally loaded pile foundations. It should be noted that the LPLE program inputs require conversion of all units to pounds and inches. LPILE Design Parameters Franklin East 1A ET Tank Depth Range (ft) oil Type Moist Unit Weight γ (pcf) Cohesion (psf) Friction Angle φ (Degrees) oil train Ratio E 50 ubgrade Modulus K (pci) 0-5 Disregard 5-15 and and Clay and

11 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 8 LPILE Design Parameters North ET Tank Depth Range (ft) oil Type Moist Unit Weight γ (pcf) Cohesion (psf) Friction Angle φ (Degrees) oil train Ratio E 50 ubgrade Modulus K (pci) 0-5 Disregard 5-15 and and Clay and An additional passive resistance is developed in the pile caps founded at a minimum depth of 3 feet below finished grade, but may be deeper based on lateral and/or development of reinforcement for uplift requirements. A passive pressure for properly compacted structural fill against the pile cap should be computed using an equivalent fluid pressure of 345 pounds per cubic foot. It should be noted, however, that the total passive resistance will not be developed until the maximum deflection occurs ETIMATED FOUNDATION MOVEMENT Upward and downward movements of drilled piers are expected to be less than about 0.5 inches. Movements at the ground surface of drilled piers subject to lateral loads are estimated not to exceed 0.75 inches EXCAVATION CONDITION Excavation conditions at pier locations are not expected to be difficult above a depth of about 30 feet. Dense to very dense silty sand and sand with variable gravel and cobble content were encountered below a depth of about 30 feet and may be difficult to penetrate. In addition, excessive caving and sloughing in open pier excavations is anticipated within the sand stratum encountered at the boring locations. As a result, alternate drilling methods such as casing or drilling with mud will likely be required for drilled cast-in-place pier construction POITIONAL TOLERANCE All drilled piers should be installed so that the centerline of the top of the pier is within 3 inches of the plan location. Vertical piers with diameters of 3 feet or more should deviate from plumb no more than percent of the pier length or as determined by the structural engineer based on the structural properties of the shaft and lateral restraint properties of the soil penetrated.

12 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page CLEANING OF PIER EXCAVATION After each shaft has been advanced to its planned depth, the bottom of the excavation should be cleaned of slough and loose material in a manner acceptable to the geotechnical engineer. The cleaning should ultimately result in the bottom of the excavation having an average of no more than 4 inches of disturbed material prior to placement of concrete. Various techniques may be used at the contractor's option to accomplish the cleaning. Options include vacuum cleaning or careful machine-cleaning with rig-mounted tools. If rig-mounted tools are used, they should be approved by the geotechnical engineer PLACEMENT OF CONCRETE Before any concrete is placed, the hole should be inspected by a representative of the geotechnical engineer. The drilled hole should be dry, free of loose or softened soil and should be cleaned from the base. If the base of the hole is wet, a layer of dry concrete should first be placed and compacted. If mud drilling techniques are used, it is recommended that concrete be pumped from the base of the pier excavation displacing the drilling fluid upward. Concrete should be placed in one continuous operation through a hopper, tremmie, drop chute or other device approved by the geotechnical engineer so that it is channeled in such a manner to free fall and clear the walls of the excavation and reinforcing steel until it strikes the bottom but also minimize segregation of concrete and aggregate. Adequate compaction will be achieved by free fall of the concrete up to the top 5 feet. The top 5 feet should be designed to achieve the required compressive strength while maintaining a slump during placement in the range of 5 to 7 inches. If casing is utilized to support the walls of the hole, casing withdrawal should be carefully coordinated with concrete placement. Consideration should be given to a specifically designed concrete with adequate slump and a retarder to prevent arching of concrete during casing removal or setting of concrete until the casing is fully withdrawn CONTRUCTION QUALITY AURANCE Detailed observations of foundation construction should be performed by a qualified engineering technician working under the direction of a geotechnical engineer. The technician should verify the proper diameter of the shaft, depth, cleaning and also confirm the nature of materials encountered in the pier excavations. Concrete placement should be continuously observed to ensure that it meets requirements. A quality assurance report should be submitted on each pier stating all details have been observed and affirming that the pier meets construction requirements.

13 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page ITE DRAINAGE AND MOITURE PROTECTION Moisture increases in the soils supporting foundations would reduce their support value and increase movements. Therefore, positive site drainage should be provided during construction and carefully maintained for the life of the structures. Where slabs or pavements do not immediately adjoin the structures, the ground surface should be sloped away from the perimeter in a manner to allow flow along the drainage lines at a minimum grade of 5 percent to points at least 15 feet away. Positive drainage should be provided from these points to streets, natural water courses or proposed ponding areas. Longterm ponding of water should never be allowed around the perimeter of the planned structures. Roof drains should be designed and constructed to discharge storm water directly onto paved areas that will carry the water rapidly away from the structures.. No storm water from roof drains should be allowed to discharge onto or accumulate in unpaved areas close to the structures. The possibility of moisture infiltration beneath the structures, in case of plumbing leaks, should be considered in the design and inspection of underground conduits. All backfill behind footings and walls, as well as utility trench backfill within 15 feet of the structures, should be compacted as recommended for structural fill in Appendix D. 5.5 PERCOLATION TET Percolation tests were performed to evaluate the infiltration characteristics of the soils for a proposed shallow ponding area to be constructed at the Franklin East 1A and North sites. General procedures for performing the percolation test consist of excavating the test location to the appropriate depth and the excavation is pre-soaked for a 3 to 4 hour period. If significant caving is encountered at the test locations, a slotted PVC pipe is used to maintain an open excavation. Following the saturation period, the excavation is filled with water and the drop in water level is measured over an approximate 30 minute period. AMEC typically performs two 30-minute tests per location to ensure consistent results are achieved. Percolation tests were performed at boring B6 at the proposed ponding area at each tank location. The test borings for the percolation test was advanced to a depth of about 10 feet below the existing ground surface. oils encountered at the boring locations generally consist of nonplastic silty sand extending to the full depth of the borings. At the time of the field study, no groundwater was encountered within the explored depth of 10 feet or at geotechnical borings conducted to a depth of 100 feet below existing grades.

14 Parkhill, mith & Cooper, Inc. Geotechnical tudy Proposed Elevated Water torage Tanks AMEC Project No Page 11 The results of the tests indicate a percolation rate of about 5 minutes per inch at the Franklin East 1A and North tank sites. It is important to note that percolation rates may vary at other locations across the site due to changes in soil conditions and the degree of calcareous induration present within the soil profile. It is recommended that calcareous indurated soils be penetrated to improve infiltration rates. 5.6 EIMIC CONIDERATION The project site is located in eismic Risk Zone 1 of the eismic Zone Map of the United tates. Based upon the nature of the subsurface materials encountered at the boring locations and shear wave velocities encountered, a seismic site class of C should be used for the design of structures for the proposed project based on Table in the 009 International Building Code (IBC). 6.0 CONTRUCTION OBERVATION AND TETING Recommendations presented in the previous sections of this report are predicated on the fact that there will be continuous observation and testing by the geotechnical engineer during earthwork operations. Verification of recommended excavation, moisture increases and required degree of compaction should be performed in accordance with "Guide pecifications for Earthwork," in Appendix D. The recommendations presented in this report are based upon a limited number of subsurface samples obtained from six sampling locations at each proposed tank location. The samples may not fully indicate the nature and extent of the variations that actually exist between sampling locations. For that reason, among others, AMEC recommends that AMEC be retained to observe earthwork construction. It should be noted, if variations or other latent conditions become evident during earthwork construction, it will be necessary for AMEC to review these conditions and potentially modify recommendations.

15 APPENDIX A

16 TET DRILLING EQUIPMENT & PROCEDURE AMPLING PROCEDURE - Dynamically driven tube samples are usually obtained at selected intervals in the borings by the ATM D-1586 procedures. In most cases, " O.D.samplers are used to obtain the standard penetration resistance. Undisturbed samples of firmer soil are often obtained with 3" O.D. samplers lined with.4" I.D. brass rings. The driving energy is generally recorded as the number of blows of a 140 pound, 30-inch free fall drop hammer required to advance the samplers in 6-inch increments. However, in stratified soil, driving resistance is sometimes recorded in or 3-inch increments so that soil changes and the presence of scattered gravel or cemented layers can be readily detected and the realistic penetration values obtained for consideration in design. These values are expressed in blows per foot on the logs. Undisturbed sampling of softer soil is sometimes performed with thin walled helby tubes (ATM D-1587). Where samples of rock are required, they are obtained in NX diamond core drilling (ATM D-113). Tube samples are labeled and placed in watertight containers to maintain field moisture contents for testing. When necessary for testing, larger bulk samples are taken from auger cuttings. CONTINUOU PENETRATION TET - Continuous penetration tests are performed by driving a " O.D. blunt nosed penetrometer adjacent to or in the bottom of borings. The penetrometer is attached to 1 O.D. drill rods to provide clearance to minimize side friction so that penetration values are recorded as the number of blows of a 140 pound, 30-inch free fall drop hammer required to advance the penetrometer in one foot increments or less. BORING RECORD - Drilling operations are directed by our field engineer or geologist who examines soil recovery and prepares boring logs. oil is visually classified in accordance with the Unified oil Classification ystem (ATM D-487), with appropriate group symbols being shown on the logs.

17

18 TERMINOLOGY UED TO DECRIBE THE RELATIVE DENITY CONITENCY, OR FIRMNE OF OIL The terminology used on the boring logs to describe the relative density, consistency or firmness of soil relative to the standard penetration resistance is presented below. The standard penetration resistance (N) in blow per foot is obtained by ATM D-1586 procedure using " O.D., 1 I.D. samplers. RELATIVE DENITY: Terms for description of relative density of cohesionless, uncemented sand and sand-gravel mixtures. N RELATIVE DENITY Very Loose Loose Medium Dense Dense RELATIVE CONITENCY: Terms for the description of clay which is saturated or near saturation. N RELATIVE CONITENCY REMARK Very oft oft Medium tiff tiff Very tiff Hard Easily penetrated several inches with fist. Easily penetrated several inches with thumb. Can be penetrated several inches with thumb moderate effort. Readily indented with thumb but penetrated only with great effort. Readily indented with thumbnail. Indented only with difficulty by thumbnail. RELATIVE FIRMNE: Terms for the descriptions of partially saturated and/or cemented soil which commonly occurs in the outhwest including clay, cemented granular materials, silt and silty and clayey granular soil: N RELATIVE DENITY Very oft oft Moderately Firm Firm Very Firm Hard

19 OIL MOITURE CLAIFICATION ETIMATED RANGE OF MOITURE MOITURE CONDITION FIELD IDENTIFICATION Group A (%) Group B (%) Dry Absence of moisture, dusty. Dry to the touch Damp Moist Wet Grains appear slightly darkened, but no visible water. ilt/clay may clump. and will not bulk. oils are below plastic limits. Grains appear darkened, but no visible water. ilt/clay will clump. and will bulk. oils are often at or near plastic limits. Visible water on larger grain surfaces. and and cohesionless silt exhibit dilatancy. Cohesive silt/clay can be readily remolded. Wet indicates that the soil is much wetter than the optimum moisture content and above the plastic limit (APL) >16 >30 Water Bearing A water-producing formation. N/A N/A Group A - Coarse Grained oils, nonplastic to plasticity index <7. Includes: M, P-M, P, W, GM, GP, and GW. Group B - Fine Grained oils to clayey sands & gravels with a plasticity index >7. Includes: GC, C, ML, MH, CL, and CH.

20 APPROXIMATE BORING LOCATION PARKHILL MITH & COOPER GEOTECHNICAL TUDY Franklin East 1B 1/13/014 AMEC Environment & Infrastructure 15 Montoya, 7993 OIL BORING LOCATION MAP

21 APPROXIMATE BORING LOCATION PARKHILL MITH & COOPER GEOTECHNICAL TUDY North Water Tank AMEC Environment & Infrastructure 15 Montoya, 7993 OIL BORING LOCATION MAP 1/13/

22 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 10 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit C LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION CLAYEY AND, low plasticity, brown, dry to damp. Loose 5 31 M ILTY AND, slight calcareous induration, nonplastic, whitish brown, dry. Dense 10 3 P-M AND, silty, scattered gravel, nonplastic, light brown, dry Medium Dense to GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-1 Page 1 of 4

23 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 65 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, scattered gravel, nonplastic, light brown, dry (3") 45 50(4") CH CLAY, medium to high plasticity, brown, moist. Very Firm to and lense at 55 feet Hard 60 GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 of 4

24 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 60 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(5") 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel, nonplastic, light brown, dry M ILTY AND, fine, nonplastic, light brown, dry. Dense to GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 3 of 4

25 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 90 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, fine to medium grained, nonplastic, light brown, dry (4") Auger topped at 100' ampler Refused at 101' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 4 of 4

26 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 11 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Medium Dense CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange brown, dry. ILTY AND, slight calcareous induration, nonplastic, whitish brown, dry Medium Dense to Dense 5 78 P-M AND, silty, some gravel up to 1/4-inch diameter, nonplastic, light brown, dry. ome cobbles at 5' 30 GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B- Page 1 of

27 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 8 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight 1 Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel up to 1/4-inch diameter, nonplastic, light brown, dry (4") 40 50(5") CH CLAY, medium to high plasticity, brown, damp. Hard Auger topped at 50' ampler topped at GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B- of

28 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 7 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Loose CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange brown, dry. ILTY AND, scattered gravel, slight calcareous induration, nonplastic, whitish brown, damp Medium Dense P-M AND, silty, some gravel up to 1/4-inch diameter, nonplastic, light brown, dry Medium Dense to (5") 30 GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-3 1 of

29 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel up to 1/4-inch diameter, nonplastic, light brown, dry (4") 40 50(3") (5") CH CLAY, sandy, medium plasticity, brown, damp. Hard Auger topped at 50' ampler topped at 51.5' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-3 Page of

30 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 13 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Medium Dense to CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, brown, damp. Dense M ILTY AND, slight calcareous induration, nonplastic, whitish brown, dry Medium Dense P-M AND, silty, some gravel, nonplastic, light brown, dry. Dense to GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-4 1 of

31 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 70 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight 1 Unified oil Classification or Rock Unit P LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, some gravel, nonplastic, light brown, dry Dense to 40 50(4") 45 50(3") CH CLAY, medium to high plasticity, brown, damp. Firm Auger topped at 50' ampler topped at 51.5' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-4 of

32 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 16 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Medium Dense Medium Dense to CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, brown, dry. ILTY AND, slight calcareous induration, nonplastic, whitish brown, dry Dense 10 4 P-M AND, silty, scattered gravel, nonplastic, light brown, dry Medium Dense to GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-5 1 of

33 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 81 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, medium to coarse grained, nonplastic, light brown, dry (4") 40 50(3") CH CLAY, medium to high plasticity, brown, damp. Very Firm Auger topped at 50' ampler topped at 51.5' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-5 Page of

34 PROJECT Franklin East 1A ET JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 14 1/9/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Medium Dense CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, brown, dry. 38 M Medium Dense to ILTY AND, slight calcareous induration, nonplastic, whitish brown, dry. 5 5 Dense P-M Medium Dense AND, silty, some gravel, nonplastic, light brown, dry. Auger topped at 10' ampler topped at 11.5' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-6 1 of 1

35 PROJECT North ET Tank JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 13 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange, dry. Medium Dense to P-M AND, silty, some gravel, slight to moderate calcareous induration, nonplastic, whitish tan, dry GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 1 of 4

36 PROJECT North ET Tank JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight 71 1 Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel, slight calcareous induration, nonplastic, whitish tan, dry (4") 45 50(5") 50 50(3") M ILTY AND, nonplastic, tan, dry (4") P-M AND, silty, some gravel, 1/4 to 1/-inch diameter, nonplastic, tan, dry. 60 GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 of 4

37 PROJECT North ET Tank JOB NO. Depth in Feet 60 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel, 1/4 to 1/-inch diameter, nonplastic, tan, dry (4") P AND, some gravel, nonplastic, light brown, dry (4") CL CLAY, sandy, medium to high plasticity, light brown, damp. Firm to 85 50(3") 16 Hard 90 GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-1 Page 3 of 4

38 PROJECT North ET Tank JOB NO. Depth in Feet 90 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit C LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION CLAYEY AND, low plasticity, brown, damp (5") 7 M ILTY AND, nonplastic, light brown, damp. Clay lense at 99 feet Auger topped at 100' ampler topped at 101.5' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-1 4 of 4

39 PROJECT North ET Tank JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 9 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Loose CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange, dry. ILTY AND, fine, moderate calcareous induration, nonplastic, whitish brown, dry (5") GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B- 1 of

40 PROJECT North ET Tank JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, some gravel, nonplastic, tan, dry to damp (4") (4") P AND, some gravel, nonplastic, light brown, dry CL CLAY, low to medium plasticity, light brown, damp. Hard 50 50(") 4 M ILTY AND, fine, nonplastic, light brown, dry. Auger topped at 50' ampler Refused at 51' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B- Page of

41 PROJECT North ET Tank JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 7 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK Loose CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange brown, dry. ILTY AND, moderate calcareous induration, nonplastic, tan, dry P-M AND, silty, some gravel, slight to moderate calcareous induration, nonplastic, tan, dry. Medium Dense to M ILTY AND, some gravel, occasional clay lenses, nonplastic, tan, dry GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-3 1 of

42 PROJECT North ET Tank JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(4") 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, nonplastic, tan, dry. CH Hard CLAY, medium to high plasticity, brown, damp P-M AND, silty, nonplastic, light brown, dry (5") 1 P AND, nonplastic, tan, dry. 45 MC (") Auger topped at 50' ampler Refused at 51' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. Page B-3 of

43 PROJECT North ET Tank JOB NO. Depth in Feet 0 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 16 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION ILTY AND, fine, nonplastic, orange brown, dry. Medium Dense 5 68 M ILTY AND, slight to moderate calcareous induration, nonplastic, whitish brown, dry P-M AND, silty, some gravel, nonplastic, tan, dry Medium Dense to GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-4 Page 1 of

44 PROJECT North ET Tank JOB NO. Depth in Feet 30 Drill Rate Min/ft Graphical Log ample ample Type DATE Blows Per Foot 50(5") 1/1/13 Dry Density lbs. per Cubic ft. Moisture Content Percent of Dry Weight Unified oil Classification or Rock Unit P-M LOCATION RIG TYPE BORING TYPE URFACE ELEV. DATUM REMARK CME /4" Hollow tem Augers VIUAL CLAIFICATION AND, silty, some gravel, nonplastic, tan, dry (5") 40 50(5") P AND, some gravel, nonplastic, tan, dry (3") (3") Auger topped at 50' ampler Refused at 51' GROUNDWATER DEPTH(ft) HOUR DATE None AMPLE TYPE A - Drill cuttings - " O.D. 1.38" I.D. tube sample U - 3" O.D..4" I.D. tube sample C - 3" O.D. CME tube sample NR - No Recovery LOG OF TET BORING NO. B-4 Page of