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Home My WebLink About20132323.tiffExhibit J Soils Report As shown on the attached soil survey map, soil on the Lucerne II Gas Plant site is comprised primarily of loamy soils of various types at slopes of 0% to about 7%. Information on soils and their limitations came from the USDA, Weld County Soil Survey. The actual gas plant footprint will overlay five soil types: 1. Altvan Loam 2. Ascalon Loam 3. Dacano Loam 4. Kim Loam 5. Otero Sandy Loam On -site soil tests will be conducted prior to any construction, and the foundation designs for plant facilities will be designed in accordance with the geotechnical engineer's recommendations. No particular geotechnical hazards are anticipated during the design and construction of the plant. Geotechnical Exploration Report dcqci Midstream. DCP Midstream — FEL Ill Project Weld County Natural Gas Process Facility Lucerne, Colorado Prepared for: Chicago Bridge & Iron Company N.V. December 20, 2012 HANSON Engineering I Architecture I Planning I Allied Services HANSON Engrncenrq ) Archiiccture. ) rtammog I .WLrd December 20, 2012 Chicago Bridge & Iron Company N.V. 2 Riverway, Suite 1300 Houston, TX 77056 RE: Geotechnical Exploration Report DCP Midstream — FEP III Project Weld County Natural Gas Process Facility Lucerne, Colorado CB&I Contract No. 184834 ATTN: Mr. Andrew Tully Gentlemen: Hanson Professional Services Inc. 13801 Riverpert Onve, Suite 300 Maryland Heights. MO 63043 (314) 770-O467 Fax: (314) 770-0428 www.hansonux.com Attached are four (4) copies of the geotechnical exploration report prepared by Hanson Professional Services Inc. (Hanson) for the proposed expansion of the Weld County Natural Gas Process Facility near Lucerne, Colorado. This report has been prepared in accordance with the requirements of the Site Services Subcontract between Hanson and Chicago Bridge & Iron Company N.V. (CB&I) dated October 9, 2012 (CB&I Contract No. 184834). All scope of work items listed in the subject subcontract have been completed and addressed in the enclosed report. Hanson is pleased to have the opportunity to serve CB&I on this project. Please advise if we can be of further service. Sincerely, HANSON PROFESSIONAL SERVICES INC. Kipkoech K. Chepkoit, Ph.D., P.E. Senior Geotechnical Engineer Stephen McCaskie, P.E. Senior Geotechnical Engineer Cc: File 12E0118 OPrinted on recycled 6a0H inns egri.tw.1 loks Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Table of Contents 1.0 Introduction 1 2.0 Proposed Site Grading and Process Equipment/Structures 1 3.0 Geology and Groundwater 2 4.0 Subsurface Exploration in Expansion Area 3 4.1 Field Program 3 4.2 Laboratory Program 3 5.0 Subsurface Profile in Expansion Area 5 6.0 Analyses and Recommendations 5 6.1 Typical Foundation Loads 5 6.2 Analyses of Foundation Performance 6 6.3 Other Design Considerations 9 6.4 Construction Considerations 9 7.0 References 10 Appendices Appendix A Field Investigation Procedures A-1 Appendix B Laboratory Investigation Procedures B-1 DCP Midstream i Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Figures and Tables Figures Figure 3.1 Geologic Section East of Expansion Area (Smith, et. al., 1964) 2 Figure 6.1 Design Parameters — Ultimate Bearing Capacity for Drilled Shaft 8 Tables Table 2.1 Proposed Equipment and Structures 1 Table 4.1 Borehole Coordinates and Elevations 3 Table 4.2 Corrosivity and Resistivity Testing Results 4 Table 5.1 Groundwater Levels Measured in Test Borings during Drilling 5 Table 6.1 Foundation Loads and Dimensions for Major Equipment and Structures 6 Table 6.2 Analysis Results and Design Recommendations for Mat and Footing Foundations 7 Table 6.3 Design Recommendations for Drilled Shaft Foundations 7 Copyright C)2012 by Hanson Professional Services Inc. All rights reserved. This document is intended solely for the individual or the entity to which it is addressed. The information contained in this document shall not be duplicated, stored electronically, or distributed, in whole or in part, by anyone other than the recipient without the express written permission of Hanson Professional Services inc., 1525 S. Sixth St., Springfield, IL 62703, (217) 788-2450, www.hanson-inc.com. Unauthorized reproduction or transmission of any part of this document is a violation of federal law. Any concepts, designs and project approaches contained herein are considered proprietary. Any use of these concepts and approaches by others is considered a violation of copyright law. DCP Midstream ii Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 1.0 Introduction An expansion is planned for DCP Midstream's existing gas gathering and processing plant near Lucerne, Colorado. The proposed expansion area is located in the southeast corner of Section 28, T. 6 N., R. 65 W. in Weld County. Hanson Professional Services Inc. (Hanson) has been retained by the Chicago Bridge & Iron Company N.V. (CB&I) under Site Services Subcontract No. 184834 to provide a geotechnical exploration of the expansion area and provide recommendations for foundation support of the proposed new equipment and structures. The scope of services is as contained in the Site Services Subcontract. This Geotechnical Exploration Report by Hanson presents: (1) the results of nine (9) test borings made in the expansion area of the existing plant; (2) the results of field and laboratory testing on samples from these test borings; (3) results of analyses and design recommendations for foundation support of the proposed new equipment and structures; and (4) discussion of construction considerations. 2.0 Proposed Site Grading and Process Equipment/Structures The proposed Finished Grade in the expansion area is approximately El. 4692 (NAVD 88 datum) (CB&I, 2012). Therefore, site preparations will include the placement of 1.0 to 2.5 ft of controlled fill across the expansion area. Table 2.1 provides a summary listing of the equipment types and structures to be placed in the expansion area (Lummus Technology, 2012) including expected means of foundation support. Table 2.1 Proposed Equipment and Structures Expansion Area Typical Equipment or Structures Expected Type of Foundation Support Final Grade Test Borings Storage and Truck Loading Area -Pressure Vessels -Columns -Exchangers -Compressors/Expanders -Filters/Filter Separators -Storage Tanks (small diameter) -Packages -Piperack Shallow depth concrete spread footings, concrete mat foundations, and concrete slab- on -grade. Piperack to be supported on 24 -in. diameter drilled shafts. El. 4692 B-1 -Administration , Shop Maintenance, Instrument Air & Control Buildings Shallow depth concrete spread footings and wall footings with slab -on -grade floors. NGL Facility -Pressure Vessels -Columns -Fired Heaters -Exchangers -Air Coolers -Compressors/Expanders -Pumps -Filters/Filter Separators -Tanks (small diameter) -Packages -Equipment Buildings -Piperack Shallow depth concrete spread footings, concrete mat foundations, and concrete slab- on -grade. Piperack to be supported on 24 -in. diameter drilled shafts. El. 4692 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 DCP Midstream 1 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 3.0 Geology and Groundwater The general area of Lucerne, Colorado is underlain by consolidated rocks of late Cretaceous and Tertiary age, herein collectively called "bedrock", that are buried beneath a thin mantle of unconsolidated sediments mostly of Quaternary age. The unconsolidated sediments are mostly stream deposits and are thickest where they partly fill valleys that have been cut into the bedrock by ancestral streams. The geologic section shown in Figure 3.1 (based on NGVD 1929 Datum) lies immediately east of the natural Gas Process Facility and passes within 1/4 mile of the proposed expansion area. The buried bedrock below the lightly dashed line is shown to be the Laramie formation of the Upper Cretaceous Series. The stippled areas overlying the bedrock represent valley -fill deposits of sand and gravel, and the horizontal dashed lines represent cohesive clay or silt soils. The heavy dashed line represents the groundwater levels that existed in 1964. Figure 3.1 shows that the bedrock lies at depths below ground surface ranging from a minimum of about 25 ft to a maximum of about 130 ft. A bedrock map from the same reference as Figure 3.1 indicates that bedrock at the specific location of the plant expansion area is likely within a few feet of El. 4649 (NGVD 1929 Datum) or El. 4652 (NAVD 1988 Datum). The upper part of the Laramie formation is reported to consist chiefly of olive -gray shale and siltstone, and lenticular silty sandstone; and containing numerous carbonaceous clay beds and lignitic seams. The groundwater levels in Figure 3.1 range from just a few feet below ground surface at the river locations to a maximum of about 40 ft at the upper terrace locations. A USGS groundwater monitoring well located immediately south of the expansion area has recorded groundwater elevations generally varying between El. 4653 to 4657.5 (NGVD 29 Datum) or El. 4656 to 4660.5 (NAVD 1988 Datum) for the years from 1994 to 2012 (USGS, 2012). Figure 3.1 Geologic Section East of Expansion Area (Smith, et.al., 1964) 4750• I 4,o,7 A 4550'- 4500' x a T.6N,IT.SN. I3 4f Lsn,nb forrnsNon a l 47sv 4650' - 4600' - 4550' 4500' DCP Midstream 2 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 4.0 Subsurface Exploration in Expansion Area 4.1 Field Program The planned subsurface exploration program for the proposed expansion area consisted of nine (9) test borings as listed in Table 4.1 and shown plotted in Figure 3.1 (Lummus Technology, 2012). Surveying and utility clearance for the tests borings were accomplished by subcontractor's to DCP Midstream. The actual locations for the test borings as staked and completed in the field are within 0.10 ft of the coordinates shown in Table 4.1. The drilling and sampling of the boreholes was carried out by Hanson's subcontractor Precision Sampling, Inc. located in Colorado Springs, Colorado. Hanson's field representative was on -site for the duration of the drilling operations to provide direction and oversight. The test borings were drilled using hollow stem auger equipment without the plug and maintaining a water head in the casing during drilling and sampling below the groundwater level to prevent "blow-in" of sand from the groundwater pressure. Testing and sampling was primarily accomplished using a 2 -in. O.D. split barrel sampler in accordance with ASTM Standard Method D 1586. A more complete description of the field procedures including test boring logs are provided in Appendix A. Table 4.1 Borehole Coordinates and Elevations Borehole State Plane North, NAD 83 Coordinates Natural Grade Elevation NAVD 88 (ft) North Coordinate (ft) East Coordinate (ft) B-1 1410132 3233154 4691.28 B-2 1409700 3233340 4689.61 B-3 1409931 3233180 4690.68 B-4 1409689 3233162 4690.02 B-5 1409602 3233167 4689.50 B-6 1409792 3233099 4690.35 B-7 1410008 3233016 4691.96 B-8 1409960 3233380 4690.84 B-9 1409759 3233222 4689.88 4.2 Laboratory Program Soil samples were delivered to Hanson's geotechnical laboratory in Springfield, IL. Selected samples were subjected to a program of routine testing which included: soil type classifications by visual methods as recommended in ASTM Standard D 2488, moisture content determinations as recommended in ASTM Standard D 2216, grain -size determinations in accordance with applicable ASTM standards, and unconfined compressive strength measurements of cohesive samples (i.e., silts and clays) using RIMAC equipment. The data associated with the testing (including the N -values obtained from the field testing) are provided on the laboratory data sheets included in Appendix B. Resistivity testing was completed in Hanson's Geotechnical Laboratory on composite samples made up of split -barrel samples collected in the 5 to10 ft. depth interval at several test borings locations spread across the expansion area. A series of resistivity tests were also completed on a composite DCP Midstream 3 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON sample made up of split -barrel samples from boring B-4 collected in the 10 to 20 ft. depth interval within the profile. The tests carried out in the 5 to 10 ft. interval were at insitu moisture contents; whereas, the latter tests on B-4 samples were conducted at varying moisture contents to determine the effect of moisture content on measured resistivity values. The results of these tests are provided in Appendix B and summarized in Table 4.2. These data indicate that the corrosivity rating by the National Association of Corrosion Engineers (NACE) is only "mildly corrosive" at the presently existing insitu water contents (-1% - 5%), but becomes "moderately corrosive" at moisture contents exceeding approximately 7%. Groundwater data from the general area reports high values of specific conductance (Waltz, 1969) which are consistent with the resistivity values reported herein for the subsoils. Select soil samples were supplied to Hanson's subcontractor Prairie Analytical located in Springfield, Illinois for analytical testing including pH, sulfide, chloride, and sulfate. The test results are provided in Appendix B and summarized in Table 4.2. Table 4.2 Corrosivity and Resistivity Testing Results Borehole Depth ft pH pH Units Sulfide mg/Kg dry Sulfate mg/Kg dry Chloride mg/Kg dry Resistivity Ohm -cm Moisture, % B-1 8.45 U 53.3 U - - B-1 5.0-10.0 - - - - 17,860 In -situ B-2 5.0-10.0 - - - 16,360 fn situ B-3 5.0-10.0 - - - - 16,000 In -situ B-5 8.57 U 23.1 U - - B 5 5.0-10.0 - - - - 16,450 In -situ B-6 8.65 U 24.8 U - - B-6 5.0-10.0 - - - - 12,710 In -situ B-8 8.39 U 33.1 U - - B-8 5.0-10.0 - - - - 13,840 In -situ B-4 10.0 - 20.0 - - - - 73,700 1.2 35,580 1.5 25,680 2.0 19,900 2.5 11,420 4.9 9,550 7.4 8,520 11.5 A description of the laboratory testing procedures carried out and a summary listing of tests completed are provided in Appendix B. DCP Midstream 4 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 5.0 Subsurface Profile in Expansion Area Graphical summaries of the field and laboratory test data collected from the nine (9) test borings are provided in Figure 3.1. Also shown in Figure 3.1 is a graphical illustration of the subsurface profile showing the specific soil/rock strata encountered in each test borings including groundwater levels measured during drilling (i.e., first encounter of groundwater). The subsurface profile shows a thin layer of sandy, silty CLAY of very stiff to hard consistency at the ground surface underlain by relatively deep Quaternary deposits of fine to medium to coarse SAND containing small amounts of silt (generally < 5%) and varying amounts of fine gravel (<1% to >30%). A few embedded thin seams of SILT and CLAY were encountered at approximate El. 4665. The Laramie bedrock formation, consisting of various SHALE, CLAY, SILTSTONE and SANDSTONE strata, is shown to be present at approximate El. 4655. The Quaternary SAND deposits are generally in the higher range of medium density within the upper 15-20 ft of the profile exhibiting N -values in the 20-30 range, but become less compact in the lower profile exhibiting decreased N -values in the 10-25 range. The specific groundwater levels encountered during drilling and prior to the introduction of water into the hollow stem casing are summarized in the following Table 5.1. The levels encountered are considerably higher than those reported for the USGS groundwater monitoring well located just south of the expansion area. However, the USGS well appears to be within the influence of pumping activity that has drawn the groundwater down some 40 ft below ground surface just southwest of the expansion area (Waltz, 1969). Table 5.1 Groundwater Levels Measured in Test Borings during Drilling Test Boring Ground Surface Elevation (NAVD 1988) Depth to Groundwater (ft) Groundwater Elevation (NAVD 1988) Groundwater Elevation (NGVD 1929) B-1 4691.28 14.0 4677.3 4674.3 B-2 4689.61 14.5 4675.1 4672.1 B-3 4690.68 14.0 4676.7 4673.7 B-4 4690.02 14.5 4675.5 4672.5 B-5 4689.50 14.5 4675.0 4672.0 B-6 4690.35 14.5 4675.8 4672.8 B-7 4691.96 14.5 4677.5 4674.5 B-8 4690.84 14.0 4676.8 4673.8 B-9 4689.88 14.0 4675.9 4672.9 6.0 Analyses and Recommendations 6.1 Typical Foundation Loads A listing of the equipment and structures proposed for placement in the expansion area is provided in Table 2.1. For the major equipment and structures proposed, typical foundations loads as provided by CB&I (CB&I, 2012) and typical foundation dimensions as obtained from CB&I and plant drawings (Lummus Technology, 2012) are summarized in Table 6.1. DCP Midstream 5 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Table 6.1 Foundation Loads and Dimensions for Major Equipment and Structures Equipment or Structure Foundation Type Foundation Dimensions Foundation Loading Storage Tanks TK 1721-1728 Mat Foundation 36 ft x 72 ft Bearing Pressure =2.57 ksf Moment = 467 kip -ft Vessels V-1101 - 1102 Mat Foundation 20 ft x 42 ft Bearing Pressure = 2.95 ksf Moment = 2541 kip -ft Compressors C-420, 421, 1410, 1420 Mat Foundation 40 ftx 18 ft Bearing Pressure = 1.16 ksf Moment = 59 kip -ft T-1705 & Exchangers Mat Foundation 13.5 ft x 17.5 ft Bearing Pressure = 2.31 ksf Moment = 103 kip -ft Vessel V-1106 Pedestal Footing 10 ft x 16 ft Bearing Pressure = 1.91 ksf Vessel V-1304 Pedestal Footing (2 each vessel) 18 ft x 24 ft Bearing Pressure = 3.73 ksf Buildings Spread Footings Wall Footings Not provided Assume - 2 ksf Pipe Rack Drilled Shafts 24 -inch Diameter Vertical Load = 49 kips Shear Load = 22 kips Max. Moment = 56 kip -ft 6.2 Analyses of Foundation Performance Table 6.2 provides the results of Hanson's analyses for bearing capacity and settlement for each of the equipment/structures. Recommended design values are also provided for modulus of subgrade reaction for mats or pads, for the coefficient of friction between soil and concrete foundation for resistance to sliding, and for passive earth pressure against foundations for resistance to sliding. The equivalent fluid pressures are provided for use in designing keys to provide the desired resistance against lateral loads. Table 6.3 provides the recommended design values for skin friction and end bearing for determination of vertical load capacity of the drilled shafts supporting the pipe racks, and the recommended soil parameters for use in LPile analyses to determine the lateral load capacity of the drilled shafts. Lateral loaded pile analyses using LPile is recommended for piles and/or drilled shafts which are considered "long". "Long" piles and/or drilled shafts are those whose lateral capacity is primarily dependent on the yield moment of the structure itself. Their length / depth of embedment and the associated soil resistance are sufficient to mobilize the ultimate yield moment. Broms method (Broms, 1964) is recommended for analysis of "intermediate or short" / rigid piles and/or drilled shafts. Rigid piles and/or drilled shafts are those in which the lateral capacity is dependent wholly on the soil resistance. Hanson recommends piles or drilled shafts have a minimum 12 ft embedment length to behave as a long pile based on Broms method. DCP Midstream 6 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Table 6.2 Analysis Results and Design Recommendations for Mat and Footing Foundations Equipment or Structure Foundation T e' yp Bearing Capacity F.S. Settlement (inches) Modulus Subgrade Reaction Ultimate Coefficient Of Friction Ultimate Passive Pressure (Equiv. fluid) Center Edge Storage Tanks TK 1721-1728 Mat Foundation 10 1.0 to 2.3 0.5 to 1.1 175 pci 0.55 405 psffft Vessels V-1101-1102 Mat Foundation 5 0.9 to 2.3 0.5 to 1.1 Compressors C-420, 421, 1410, 1420 Mat Foundation 12 0.3 to 0.9 0.2 to 0.4 T-1705 & Exchangers Mat Foundation 3 0.4 to 1.5 0.2 to 0.8 Vessel V-1106 Pedestal Footing 3 0.3 to 1.2 0.2 to 0.6 Vessel V-1304 Pedestal Footing (2 each vessel) 3 0.9 to 2.6 0.5 to 1.3 Buildings` Spread Footings Wall Footings < 0.5 Note 1: All foundations shall be founded at least frost depth (36 inches) below Finished Grade. Note 2. See below for building recommendations. Table 6.3 Design Recommendations for Drilled Shaft Foundations Equipment or Structure Foundation Type Design Parameters BearingCapacity Design Parameters LPile Analysis Ultimate Skin Friction Ultimate End Bearing Unit Weight Y Soil Modulus k Friction Angle 4) Pipe Rack Drilled Shafts (24 -in. diameter) See Figure 6.1 Above water Table 125 90 pci 32 Below water Table 62.6 60 pci 32 DCP Midstream 7 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Figure 6.1 Design Parameters — Ultimate Bearing Capacity for Drilled Shaft Ultimate Capacity, ksf 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 4690 ' 4665 4680 4675 Y O 4670 4665 4660 4655 4660 4645 1_ 44- as .11 it i 11 II �l. •a ,.,_ 4,, . i !1 4' I ,i- • 1-: . .i.:: 1:, - 1 • a. 2-h Diameter Drilled Shah I • • i .1. m a N T 0. 8 6.2.1 Buildings Hanson recommends an allowable gross bearing pressure of 2.0 kips per square foot (ksf) for building spread footings and wall footings bearing on in -situ or fill material. Slab -on -grade foundations can be cast on a well compacted granular base course at least 6 inches thick. This base course will tend to minimize construction problems and help distribute any concentrated floor loads. To help damp proof all floor slabs, a polyethylene vapor barrier should be provided between the base course and subgrade, or slab and subgrade. Hanson recommends modulus of soil reaction, k, of 175 pounds per inch be used for a slab supported on at least 6 -inch base course. DCP Midstream 8 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 6.3 Other Design Considerations As discussed in Section 4.2 of this report, resistivity testing was completed on composite samples made up of representative samples collected in the 5-10 ft interval of the soil profile at several test borings locations spread across the expansion area. A study was also made of the effects of subsoil moisture contents on resistivity values. The results of these tests indicate that the NACE corrosivity rating is "mildly corrosive" at current in -situ moisture contents, but could be elevated to "moderately corrosive" with rain seepage into the ground. Hanson recommends all foundations and any above/below grade elements having contact with the soil or groundwater be designed accordingly. New fill will be required to achieve the proposed final grade (El 4692) which is one to three feet above existing grade. Based on the soil borings, sandy silt with organics was encountered within the top 1 to 3 ft with exception of borings B-1 and B-6 where the thickness was 4 ft. Hanson recommends the sandy silt with organic should be removed and replaced with compacted engineered fill within and extending at least 2 ft beyond the foundation footprints. All shallow foundations, especially exterior footings should be constructed to bear at least 36 in., or per local building code, below the outside final grade. This is to provide protection against the detrimental effects of seasonal moisture variations and frost penetration. 6.4 Construction Considerations Groundwater is not expected to be a problem during shallow excavations or installation of the mat foundations or shallow spread footings. Groundwater should be expected during deep excavations including construction of the drilled shafts to support the pipe rack. Drilling for the drilled shafts is expected to encounter predominantly gravelly sand. The contractor should expect to use mud rotary/wet drilling techniques and/or temporary casing to maintain the hole till concrete backfill. DCP Midstream 9 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON 7.0 References Broms, Bengt B., 1964, "Lateral Resistance of Piles in Cohesionless Soils," Proceedings, American Society of Civil Engineers, Vol.90, No. SM3, May, 1964b, pp. 123-156. Chicago Bridge & Iron Company N.V. (CB&I), 2012 October 25, e-mail from William D. Bala to Andrew B. Tully and Joe C. Reaves, Jr., Subject: Fw: Lucerne DCP Project — Geotechnical. Lummus Technology, 2012, Conceptual Plot Plan, Lucerne 2 -Gas Processing Plant, Drawing No. D- 03304-01-0002 and D-03304-01-0003. Smith, R.O., Schneider, P.A., Petri, L.R., 1964, Ground -Water Resources of the South Platte River Basin in Western Adams and Southwestern Weld Counties Colorado, Geological Survey Water -Supply Paper 1658, United States Government Printing Office, Washington. United States Geological Survey (USGS), 2012, Site Number: 402658104400001-SB00606533ABD1, http://groundwaterwatch. usas.gov/AWLSites.asp?S=402658104400001. Waltz, James P., 1969, Hydrogeology and Water Quality Studies in the Cache La Poudre Basin, Colorado, Environmental Resources Center, Colorado State University, Fort Collins, Colorado. 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W111 Fd,) I.- X... 1=IL -11' to .- 01 ci v 1 114).1 AYYINIYl1S .YUILYLLWIM Appendix A Field Procedures and Test Boring Logs HANSON I Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Appendix A Field Exploration Procedures General The field exploration program for this project encompassed several items of work, including: test boring layout and utility clearance, exploratory borings, sampling of the subsoils and bedrock, field testing of the subsoils and bedrock, visual classifications of the soil and rock strata encountered, and measurements of groundwater levels in the test boreholes. Hanson provided a geotechnical engineer on site for the duration of the field exploration to oversee the work and provide direction as needed regarding boring priorities, sample intervals and types, and sample preservation. Test Borings and Sampling The test boring layout and utility clearance was accomplished by subcontractors retained by DCP Midstream. Some test borings were required to be relocated from the original designated positions to avoid existing utilities. Ground surface elevations and plant coordinates were determined by survey for each boring location. The test borings were completed by Precision Sampling, Inc. located in Colorado Springs, Colorado. The test borings were made with truck -mounted drill rigs equipped with hollow stem augers (without plug) to advance the holes. Water was introduced into the casing to stabilize the bottom of the drill hole once the groundwater was encountered. To permit proper laboratory identification and classification of the subsurface strata, representative subsoil samples were taken at regular intervals within each geotechnical boring. These samples were recovered by driving a 2 in. O.D. (1 3/8 in. I.D.) split -spoon sampler in conformance with the requirements of ASTM Standard D1586. The recovered samples were preliminarily classified by Hanson's field engineer, sealed in properly identified glass jars, and stored in boxes for later shipment to Hanson's geotechnical laboratory. The field testing consisted of recording the resistance of the various substrata to penetration of the split -spoon sampler in conformance with the requirements of ASTM Standard D1586. The testing procedure consisted of dropping a 140 lb hammer from a height of 30 in. onto the drill rods guiding the sampler. The number of blows (N) necessary to produce a penetration of 1 ft was recorded as the penetration resistance. To avoid seating errors, the blows for the first 6 in. of penetration were not taken into account; those required to increase the penetration from 6 in. to 18 in. were recorded as the N -value. The drill rigs used for this project were equipped with automatic hammer devices for the standard penetration tests and split spoon sampling. Standard penetration test results can usually be correlated with the pertinent physical properties of the subsoil. The correlation for clays can be regarded as no more than a crude approximation, but that for sands is often reliable enough to permit the use of N -values in foundation design. Boring logs have been prepared by Hanson that record the test boring elevations and coordinates, the field testing results discussed above, and soil/rock descriptions determined from Hanson's laboratory testing (see Appendix B). Groundwater Levels Groundwater levels were recorded in each test boring when first encountered during drilling and prior to the introduction of any water into the drill holes. Delayed groundwater levels were not obtained; however, the granular nature of the subsoils suggests that delayed 24 -hour groundwater levels would not significantly differ from those initially encountered. DCP Midstream A-1 Project No. 12E0118 LOG OF BOREHOLE NO. B-1 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4691.3ft OE,,... 0 I D_ o CO -I O � o cozre m 2 z CL � j g OW 'ill_ ? to 2 o� r . o� r.rt �-I Cfu_ ADDITIONAL DATA/ REMARKS Reddish brown fine sandy silty CLAY, some coarse sand and small to large gravel. 2.5 4688.8 4.0 4687.3 2 3 3 4 1 2 SS SS 14/18 78% 18/18 06 02 GS Light reddish brown fine to medium SAND with 5.0 coarse sand and small gravel. 4686.3 a... •,. t.�• 4 7 12 100% Light reddish brown fine SAND with some coarse sand and small gravel. 7.5 4683.8 ....•: • •©•' 4:• •. ,:a:•1%:.:.:. 6 N=19 10 14 16 3 SS 18/18 100% 02 GS Light reddish brown fine SAND with some sand and small gravel. 11 100%� 10.0 4681.3 Light reddish brown fine SAND with some g coarse sand and small gravel. 15.0 4676.3 •d•. d:I: •coarse •'•t �`:`' .d. • •` •t 3:• : °'q' •�:� }:•••- 8 10 12— — 14—�j N=30 10 11 N=22 1 Al 13 9 4 5 SS SS 18/18 18/18 100%0% 02 05 GS Light reddish brown fine SAND with some :v::1) coarse sand and small gravel. 20.0 4671.3; q' ; a:©: A.Q• }:•:•: : 16 18 N=22 3 3 3=6 6 SS 18/18 100% 10 GS •°.:6 •d'• • 24.0 Light reddish brown fine to coarse SAND and 4667.3 A • .• e'� 20 22 N 5 7 SS 18/18 26 24.5 \small gravel and fine sandy SILT. l 4666.8 ] 24 CI 6 100% 25.0 4666.3'0... : 1, 11 Continued Next Page WATER LEVEL OBSERVATIONS I -IA N SO N STARTED t,ny,2 FINISHED 11/13I12 WL SZ 14.0 DO DRILL CO. Prochan Sampling tic. DRILL RID DRILLER Tim Rosa ASST DRILLER BEN LOGGED BY lAke Anagram APPROVED An Ova**, Project No. 12E0118 LOG OF BOREHOLE NO. B-1 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS (continued) o U o w o inn Oda � O mice c4 w 2 D z a } i- .c 0 c W a. > 2 OU m wi_ w _J e - I - O M r z w y w� o;..:.• ,_ez � D mQ o u. ADDITIONAL DATA/ REMARKS Brown fine to medium SAND, trace coarse sand. 30.0 4661.3 ': :t::6 S::•:•: .X: +i :4: .e:i i •..•.• :Q'•' •.•S•t _ 26— - — - 28 — — N=17 6 10 12 8 SS 18/18 100% 12 GS 34.0 4657.3 :t,::� >:: . d: o:©: .a.Ci A... 30 -- — — 32— — 77 N122 8 9 SS 18/18 22 3.69 Brown and vf. sandy clayey SHALE. 34 _ 14 100% gray 35.0 M 23 BSh 4656.3 r , 3 - N=37 36- 38— 38.5 4652.8 No sample. 50/0^ 10 SS 0/0 40.0 4651.3 E.O.B. 40 - WATER LEVEL OBSERVATIONS I -I A N SO N STARTED ,v,9,4 FPNSHED 11/13112 WL Q 14.0 Do DRILL CO. Precicn Sampling W. DRILL RIG DRILLER Tun Rose ASST DRILLER BEN LC.T D By Ma MAT ova APPROVED Jong Project No. 12E0118 LOG OF BOREHOLE NO. B-2 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4689.6 ft O o d 0 r x i- a a i3 to _i O>a co z' 2 CL w g z a -^ O:::- wtij d > g Ovm t=, o W 2 R Z w rr o d La „E D 8,1 ADDITIONAL DATA/ REMARKS Brown and reddish brown brown very fine 2.0 sandy silty CLAY, trace coarse sand and small 4687.6 / 5 4 1 SS 12/18 67% 10 P 4.25 2.5 \gravel, calcareous. 4687.1 / p::,` . 2 3 Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 5.0 4684.6 5::....:a.... cr.•, o•©• .:•.•: 4 N=7 8 10 13 2 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 7.5 4682.1 •a:.L L''•' Q:Q: •••• . 6 N=23 9 12 12 3 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 10.0 4679.6 aJ :: 'X' • a •4• 8 N=24 11 14 18 a SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 2 15.0 4674.6,.7 ,:•; Q:a e:.1i: S•:•:.: ti =q' ;;.:;196 10 12 14 N=32 11 9 5 SS 18/18 100% 06 GS ,�, .•.©. Light reddish brown fine to coarse SAND and small gravel. :iitS 20.0 4669.6 3- a:Q• : d • a'' ' ••;�•*, 16 18 N=16 7 6 6 6 SS 18/18 100% 08 v. }:' Light reddish brown and brown silty fine SAND and fine to coarse sand and small gravel. 9:•'•:•, 25.0 4664.6 :4':•: '.5:1. ...::ifs 20 22 24— N=12 8 10 14 7 SS 14/18 78% 19 Continued Next Page WATER LEVEL OBSERVATIONS STARTED 11114112 FNISHED ,uta,z WL 2 14.5 DD DRILL C0.Precision Sampling Inc. DELL RIG HANSON DRILLER Tint Rose ASST DRLLER BEN LOGGED By ifeko Musgrove APPROVED Jen Kwk l;ky Project No. 12E0118 LOG OF BOREHOLE NO. B-2 Sheet 2 of 2 CLIENT ARCHITECT/ENGINEER CBI Hanson Professional Services Inc. SITE PROJECT Lucerne, Colorado Weld County Natural Gas Processing Facility SAMPLES TESTS O U _ � = ea D CO -J Cr w S,..., c - LLI w d >2 Z Cf D r Z w a a. w „rt ADDITIONAL DATA/ (continued) o_ cc a w o p>a ( O m z cL z wa I- O0) w� a� c~n O 2 o}s �a o. J tQ O u. REMARKS a: : _ N=24 -1:t 26— Y: - **.d,••• _ :- - :o: 28— Light reddish brown and brown silty fine SAND 9:••••••, 12 8 SS 14/18 09 and fine to coarse sand and small gravel. .4••: _ 7 78% 30.0 4659.6 ;;•Q.,..30- l 10 E.O.B.N=17 WATER LEVEL OBSERVATIONS STARTED 11/14/12 FINISHED 11/14/12 WL Q14.5 DD HANSON DRILL CO. Precision Samp&p inc. DRILL RIGDRILLER T6n Rose ASST DRLLER BEN LOGGED BY Mks lAJsg ore APPROVED Jo., Knuklsk' r Project No. 12E0118 LOG OF BOREHOLE NO. B-3 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4690.7 ft o o C) i a o m j ro _i Q j o m z c w 2 z a cc a > g O0 m C t, o LU 2 - R , Z w >" El. -I aw r,� �� a w ADDITIONAL DATA/ REMARKS Reddish brown and brown very fine sandy silty CLAY. 2.0 4688.7 r - _ 5 12 1 SS 18/18 100% 06 P 4.5 2.5 Light reddish brown fine to coarse SAND and 4688.2 rt. .:: 2— 19 small gravel, calcareous. Reddish brown and brown very fine sandy silt•.• y CLAY and light reddish brown fine to coarse 5.0 SAND and small gravel, calcareous. 4685.7c:•.•: ...a.% • •o• 4 _ N=31 12 13 15 2 SS 18/18 100% 03 GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 7.5 4683.2 ':•l• .Q'•: c:a• ••.: ••, — 6•- N=28 13 M 18 22 3 SS 18/18 100% 03 GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 10.0 4680.7 .:• • ' �.. a •..:• •'•: , 8— _ N=40 12 14 15 4 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, � some coarse sand and small gravel. 15.0 4675.7' :4 3:• c:p' :b:; y: •d::•- q:4: .`•:� 10 — 12= - 14—_ N=29 15 '� 11 �� 12 5 SS 18/18 100% 06 Light reddish brown fine to medium SAND, some coarse sand and small gravel. :°:•CS 20.0 4670.7 ,7..,'S, •• 4.©. Light reddish brown fine to medium SAND, 'a:.j some coarse sand and small gravel. R••••• 25.0 4665.7.4: ... o:a• 4::t3' X a::: a.Q: •; •: - 16—' - 18— 20 22— 24 -' N=23 6 10 11 6 7 SS SS 18/18 100% 18/18 100% 09 09 I GS Continued Next Page WATER LEVEL OBSERVATIONS AN SO N STARTED 11/13/12 FINISHED 74+. WL SL 14.0 OD DRILL CO. Nottson Samplurg Inc. DRILL RIG _.._ DRILLER Ton Ross ASST DRILLER .. . LONGED BY Me Musgrove APPROVED Jon Kn.IOI:.k, Project No. 12E0118 LOG OF BOREHOLE NO. B-3 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS (continued) O OU a_ 0 t- o cb �Q mzx DD z w E-,^ 5 w d 0WWWJ cct 0 w 2 �j p z III --" oa a. OD aI ADDITIONAL REMARKS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 30.0 4660.7 o:-,: :ti:iS) d: . ti:©: .Q. •... • .... r:Q• _ 26— _ - , 28 -- N=31 5 10 19 8 SS 18/18 100% 11 GS 34.0 4656.7 •• :h. o:C'.: •Li•.• 30 — 32 N=29 11 9 SS 18/18 24 6.68 Brown and gray weathered SHALE. 34 22 100% BSh 35.0 4655.7 33 4.5 "' N=55 36 38 Yellow brown fine 89.1 sandy silty weathered 4651.6 36 10 SS 8/8 27 SHALE. 50/2" 100% 40 42 43.5 4647.2 43.9 Yellow brown silty fine SANDSTONE. 4646 8 50/5" 11 SS 5/5 28 .... E.O.B. 100% WATER LEVEL OBSERVATIONS I-IIANSON STARTED 1u1y+z MESHED ++;,3„2 WL 2 14.0 DD DRILLYton CO. Pea SEMEN Inc. DRILL RIG DRILLER TEA ASST DRLLER PEN LOGGED BY Ma Musgrove APPROVED Jm Knu'eI Project No. 12E0118 LOG OF BOREHOLE NO. B-4 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SIT,-: Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4690.0 ft U Z i a o `° 0 p>o m z rx w g z d .5 c c o-' w -I > g 880) a. o Lu c R z w or } o a a .,cc ....„toREMARKS cu uuu. ADDITIONAL DATA/ Brown very fine sandy silty CLAY, calcareous. 2.2 4687.8 iiii /If — 2— 4 5 1 SS 18/18 100% 02 P 2.75 2.5 Light reddish brown fine to medium SAND, 4687.5 trace small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. 5.0 4685.0 =: , : ::� ::: ti•© • '' — 4 J — 9 —1 N=14 8 10 I 16 2 SS 18/18 100% 01 GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 7.5 4682.5 .' .•••.'. L;•,- '•,q; c'••••.• 6 N=26 13 19 21 3 SS 18/18 100% 03 GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 10.0 4680.0'•'•' ,y,:Q }:•: ?;:' s:4: • • 8— _A N=40 11 13 14 4 SS 18/18 100% 03 Light reddish brown fine to medium SAND, some coarse sand and small gravel. 2 15.0 4675.0'6-.• CI ?••— >: •d: ..C5: • • 10 — 12 — 14- _` N=27 " 10 � 11 13 5 SS 18/18 100% 04 ...• Light reddish brown fine to medium SAND, some coarse sand and small gravel. 20.0 4670.0)'''. A:;: q: 5: a'©' — 16— — — 18 — N=24 6 6 7 6 SS 18/18 100% 15 Light reddish brown fine to medium SAND, some coarse sand and small gravel. ),,;,:, 25.0 4665.0 ••,• �.•. y • •rs: • 0:4: t, 20 22— — — 24 — rJ�h' N=13 1 1 2 6 7 SS 10/18 56% 17 Continued Next Page WATER LEVEL OBSERVATIONS H A N SO N STARTED 11,18,12 FINISHED 7 nS t2 WL 214.5 DD DRILL CO. Precision Sampling Inc. GRILL an DRILLER Tim Rose 0.SS'TDRILLER BEu LOGGED BY P.OldMusgrove APPROVED Jim Knutelsto Project No. 12E0118 LOG OF BOREHOLE NO. B-4 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility GRAPHIC LOG DEPTH (ft) SAMPLES TESTS (continued) BLOWS/6in N - VALUE RQD NUMBER TYPE RECOVERED (in) LTH SMPLD (in) MOISTURE, % DRY DENSITY (lb/ft') Qu (tsf) FAILURE TYPE ADDITIONAL DATA/ REMARKS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 30.0 4660.0 `1 :a :� y: .a: A:©: :o.: .d"-• ¢I. _ 26— — — 28- N=8 2 6 Iy 9 8 SS 18/18 100% 10 GS 34.0 Brown fine to coarse SAND with small gravel. 4656.0?A.:• • :a::� }; . c.- -- ©:: .Q U 30 - — — 32 - - N=15 7 9 SS 18/18 16 Brown silty tine sandy clayey SIC I. 35.0 4655.0 4. 8 7 100% Yellow brown very fine sandy SILTSTONE 39.3 with shale fragments. 4650.7 x x x x x x x x x x x x xx x x x x C x 3 x xx x x x — 36— — - - 38— N=15 39 50/3" 10 SS 9/9 100% 22 P 9 Yellow brown very fine sandy SILTSTONE. 44.3 4645.7 x x x x x x x x x x xx x x x x x x x x x x x x xx x x x x x x 40— — — — 42— _ — 44- 1 44 50/4" 11 SS 10/10 100% 33 3.75 E.O.B. WATER LEVEL OBSERVATIONS HANSOM STARTED 11/14112 FINISHED tivtmtz WL 14.5 DD DRILL CO. Ar°csion SamplN Inc. DRILL RIG DRILLER Ten Rose ASST DRILLER BEN LOGGED BY Nike Pimgrov° APPROVED Im Knoell" Project No. 12E0118 LOG OF BOREHOLE NO. B-5 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4689.5 ft o O o C) — o m j ≤n _i > p m z cc w z~ C— c o'•= Luc, w d ? g O co e ix cc 2 r., ztii w o . � D C ADDITIONAL DATA/ REMARKS Brown very fine sandy silty CLAY, trace small 2.0 gravel - calcareous. 4687.5 _\, 5 5 1 SS 18/18 100% 16 P 4 2.5 4687.0- • .: — t B Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 5.0 4684.5..'.`.: :.:.:.• 4 _ N=13 7 10 l 14 2 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 7.5 4682.0 •:•:•:• - .':'.. 6 _ N=24 12 15 17 3 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 10.0 4679.5 *::'•:': ••••• 8 — N=32 11 14 13 4 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 2 15.0 4674.5'• r:T`.r •:•:•:• .• 10 12 — 14 — N=27 13 15 17 5 SS 18/18 100% 03 Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. •::•:• 20.0 4669.5'•••'•' 16- 18 — N=32 7 10 t 6 SS 18/18 100% 09 GS S; Light reddish brown fine to coarse SAND with small gravel and fine sandy clayey silt seams. 25.0 4664.5:•:•:•: ;�'- ••:••• 20 22 — 24 _I N=19 8 12 21 7 SS 18/18 100% 13 Continued Next Page WATER LEVEL OBSERVATIONS STARTED ,V,5+,2 EW1JS}4Eo „nsn2 WL Q 14.5 DD DRILL CO. Precann Sampling Inc. ORl1 RIG FIANScN DRILLER Tim Rosa ASST DRILLER BEN _ LOGGED BY We Musgrove APPROVED JIM Kry lelsiy Project No. 12E0118 LOG OF BOREHOLE NO. B-5 sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS (continued) C7 OU i O = . o 63ii O -I < o m i re w coO z w �^ c >2 v0 O o W D 0 g >-aw Z w } r o€ „cc �D chic_ ADDITIONAL DATA/ REMARKS Light reddish brown fine to coarse SAND with small gravel and fine sandy clayey silt seams. 30.0 4659.5':•:•:• •;.;••• ;•::: 26 — 28 — -1 _� N=33 8 11 20 8 SS 18/18 100% 07 GS 33.5 4656.0:•:?•:: 30 32 — N=31 Light brownish gray very fine to fine sandy SILT with some clay. 35.0 4654.55.:.1,-, :;:r ' 4::� 34 ,/l �Ur woh woh " woh 9 SS 18/18 100% 39 38.9 Yellow brown very fine sandy SILTSTONE. 4650.6 36- - 38 — 50/5" 10 SS 5/5 26 P Yellow brown very fine sandy SILTSTONE. 44.4 4645.1 T- 40— _ — _ 42— _ — 44- 43 50/5.5' 11 SS 100% 12/12 100% 32 2.25 P 1 E.O.B. WATER LEVEL OBSERVATIONS HANSOM STARTED 11115/12 FiNisefED 11,15 012 WL a 14.5 DO DRILL co. P,et n Sampling Inc. DRtLRIG DRILLER Ten Rose ASST DRILLER BEl. LOGGED BY Me Musgrove APPROVED Jn, KnGIeII Project No. 12E0118 LOG OF BOREHOLE NO. B-6 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER . Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4690.4 ft O ULij I °- 0 = I— o C° co -I 0O > 0 co z y a: Ill> c D d I" E-�^ c p ' . w a g O( e o D_ R. 0 2 } Z w x o. W IT ^� a� ADDITIONAL DATA/ REMARKS Brown very fine sandy silty CLAY, trace small gravel. 2.5 4687.9 4.0 4686.4 2 4 5 4 N=9 9 1 2 SS SS 10/18 56% 18/18 14 01 P 3 GS Light reddish brown fine to medium SAND, 5.0 some coarse sand and small to large gravel. 4685.4 o:.. •y :.• 14 14 100% Light reddish brown fine to medium SAND, some coarse sand and small gravel. 7.5 4682.9 t-? •••Q• ?'• •. :0•:1 6 N=28 11 12 16 3 SS 18/18 100% 01 GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. 10.0 4680.4 Light reddish brown fine to medium SAND, some coarse sand and small gravel. 2 15.0 4675.4 3•••.•. .L;. :Q; .• • •� •� x;-..-`:, *..6`.....• • a:S>: •`.•C$ 3:• •�, '• •�:�' •:•'•.. 8 _ - 10 — — 12- 14 Yi N=28 13 19 25 N=44 13 16 16 4 5 SS SS 18/18 100% 18/18 100% 02 04 GS GS :o:; ... Light reddish brown fine to medium SAND, :e:;� some coarse sand and small gravel. 20.0 4670.4 • .o 3:• •zh• D.Q' 23.5 4666.9 :;;A :4'; q.Q' ..•••••• y.;.; w•'• :t .• 16— — — 18 — T 1 20 - — 22-- -- N=32 8 10 8 N=18 6 SS 14/18 78% 07 Light brownish gray very fine sandy SILT, trace clay. 25.0 4665.4 24_5 -1 2 15 7 SS 18/18 100% 28 Continued Next Page WATER LEVEL OBSERVATIONS STARTEO 11/14/12 FINISHED 11/14/12 WL 2 14.5 DO DRILLa, L GO. Prec+sSnmpGg he. DRILL RIGORLLER HANSON Ten Rose ASST DRLLER BEN LOGGED BY Mike M,sgrove APPROVED J.' Knoelsk. Project No. 12E0118 LOG OF BOREHOLE NO. B-6 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility (continued) GRAPHIC LOG DEPTH (ft) SAMPLES TESTS BLOVVS/6in N - VALUE RQD NUMBER TYPE RECOVERED (in) LTH SMPLD (in) MOISTURE. % DRY DENSITY (lb/ft') Qu (tsf) FAILURE TYPE ADDITIONAL DATA/ REMARKS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 30.0 , - gravelly below 29.0'. 4660.4 c:1: ::':� ):• .ct: q.©.' :o:: %%Li• A'•• • i _ 26— — — — 28 — N=20 11 j 11 15 N=26 8 SS 18/18 100% 15 E.O.B. 30- WATER LEVEL OBSERVATIONS HAN SO N STARTED tVtat2 FINISHED 11/14112 WL .V 14.5 DD DR„CO. Recision Sampfry He. DRILL RIG Rom Tim Ro ASST ORRIER BEN LOGGED BY \Eke fh..sgrwo APPROVED Jm xmfelsk Project No. 12E0118 LOG OF BOREHOLE NO. B-7 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado O Surface Elev.: 4692.0 ft PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS cop ClL = fA J H < O 0 m Z cc w m 2 D z HYDROVAC (No samples) Note: Hydrovac carried out as a result of concern for underground utilities being present inside the existing plant ares. 8.5 4683.5 10.0 Light reddish brown fine to medium SAND, some coarse sand and small gravel. 4682.0 Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 15.0 4677.0 Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 20.0 4672.0 24.0 4668.0 24.5 Brown very fine to fine sandy silty CLAY. 25.0 4667.0 Continued Next Page 4667.5 2- 6- 8- 0 12- 16- 18- 0 22- - 12 15 18 N=33 11 11 12 N=23 9 9 9 N=18 woh 11 13 2 SS SS SS SS 18/18 100% 18/18 100% 18/18 100% 18/18 100% 03 02 12 29 LU oLLLL ADDITIONAL DATA/ REMARKS 0.78 Sh 0.5 GS WATER LEVEL OBSERVATIONS WL a 14.5 DO HANSON STARTED 11!11'12 FINISHED 11/15112 DALL CO. Precision SampW.g Ex, DRILL RIG DRILLER Tun Rose ASST DRILLER BE\ LOGGED BY L • Musgrove APPROVED Jim Krw4ts, Project No. 12E0118 LOG OF BOREHOLE NO. B-7 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility (continued) O U I a 0 z a a SAMPLES TESTS `° in -, j 0 s>"9 m z re w CO z wd —^ 0Z. w a >2 Ov m c fi o W ~ it) 2 Cl) Lu r i o e a w ^,c4 to J a u ADDITIONAL DATA/ REMARKS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 30.0 4662.0'' a::s:. 4::tS S•: -:0:_.•*. ;::91.: .:;: �;•;•;• _ 26— — — — 28— _ 30 N=24 5 6 9 5 SS 18/18 100% 15 E.O.B. WATER LEVEL OBSERVATIONS IIIiIsc1r.4 STARTED 1111SH2 FNISHED 11115112 WL Q 14.s DD DRILL Preceon Sampling i RIG R DRLLER Rosa ASST ASST DRILLER BEN LOGGED BY Alice Ih9gfbve APPROVED Jim KnAelsk Project No. 12E0118 LOG OF BOREHOLE NO. B-8 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4690.8 ft 0c O U 0 = a o in -I ct p>o m z o w co i z a I ,. o ._, w O- > g OO co _§' , oWO ui 2 Z w �= o'2 W D. ^a �J o u. ADDITIONAL DATA/ REMARKS 1.0 4689.8 Brown silty fine to medium SAND, some small gravel. 2.5 4688.3 v:.: • ' 54,44 2 ~ 2 2 11 3 1 SS 14/18 78% 14 Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 5.0 4685.8 • d.• P' Q' ;o; ... — N=4 3 2 'may 2 SS 18/18 100% 05 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 7.5 4683.3 c:Q• - *?:: •••. : N=4 9 13 15 3 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 10.0 4680.8 o:C• •;.; ': •.ti'•' 8— -T' _ N=28 13 15 6 4 SS 18/18 100% 02 GS Light reddish brown fine to medium SAND,•°'�, 9 2 some coarse sand and small to large gravel. 15.0 4675.8'•' s.q 5s: .©• `•; ••,' l .,• ' . • 10 12 14 N=21 9 12 11 5 SS 18/18 100% 04 GS •o Light reddish brown fine to coarse SAND and small GRAVEL. •r• 20.0 4670.80: •� o:C: :(�, • • • '• : 16 18 _ N=23 5 7 8 6 SS 18/18 100% 12 :T )" 1j.5?: Brown silty fine to medium SAND, trace coarse sand. u: 25.0 4665.8 •:•:,, b: tJ 4••' I: 20 — — 22 — 24 j N=15 8 7 6 7 SS 18/18 100% 18 GS Continued Next Page WATER LEVEL OBSERVATIONS STARTED 11/1502 FINISHED 1 ti15,12 WL 1a.o 0o DRILL CO. P*edu n Sampling 1x. DRLL RIO HANSON DRILLER Ton Rose ASSTDRLLER BE,. LOGGED BY "40N...9a.* APPROVED Jim Kr.tel" Project No. 12E0118 LOG OF BOREHOLE NO. B-8 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility (continued) — GRAPHIC LOG DEPTH (ft) SAMPLES TESTS BLOWS/6in N - VALUE RQD NUMBER TYPE RECOVERED (in) LTH SMPLD (in) MOISTURE, DRY DENSITY (Ib/ft'') Qu (tsf) FAILURE TYPE ADDITIONAL DATA/ REMARKS Light reddish brown fine to medium SAND, some coarse sand and small to large gravel. 30.0 4660.8., h' . . cs: •:Ci: �:`� ;'•'•'• .4?....-: •• 26— — — — 28 — N=13 10 18 21 8 SS 18/18 100% 11 E.O.B. 30 N=39 WATER LEVEL OBSERVATIONS I -I N SO N STARTED 11115112 FINSHED 1111 912 WL 714.0 DO DRILL CO. Precis on SamplingNc. DRILL RIG DRILER TimRose ASST DRILLER BEN LOGGED EY Mike Musgrove APPROVED !m Knotelsk' Project No. 12E0118 LOG OF BOREHOLE NO. B-9 Sheet 1 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. Si FE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS Surface Elev.: 4689.9 ft (o 9I a c� F n. o c co D ¢ O>O m z EI cc w 2 z nW. c s = c per. Lii c,W > 2 OOi z: W cc p up R r Z W }x c - .7inn. .-.-ix J (3L-1 ADDITIONAL DATA/ REMARKS Brown fine sandy silty CLAY. 2.0 4687.9 / 4 9 1 SS 15/18 83% 13 P 4.5 2.5 Brown fine to medium SAND, some coarse 4687.4;1.. . 2 14 sand and small gravel. LiLight reddish brown fine to Coarse SAND, 9 some small gravel. 5.0 4684.9..:•.': - - )•:•.*:.'•' cr.. .. • 4 - N=23 13 18 20 2 SS 18/18 100% 04 GS Light reddish brown fine to Coarse SAND, some small to large gravel. 7.5 4682.4 •o.B • • • • 'v:cl: .•.' '. _ 6 N=38 11 15 17 3 SS 18/18 100% 02 GS Light reddish brown fine to Coarse SAND, some small to large gravel. 10.0 4679.9 Light reddish brown fine to Coarse SAND, 2 some small to large gravel. 15.0 4674.9' •:� >': 'al'•' a :Q• •'= •d-.• .... D:Q' •5,.ff y: ..: •-•6: -' ' • -'-' 8 — 10 — _ — 12— - — 14 N=32 9 10 14 N=24 11 13 12 4 5 SS SS 18/18 100% 18/18 100% 02 08 :a .'rJ: Light reddish brown fine to Coarse SAND, some small to large gravel. I.... 20.0 4669.9,••:•• • d••• ;;;-1: :� S•: p. a•' — 16— = — 18— _1 N=25 9 12 13 6 SS 18/18 100% 10 .-.s-•,-, :e::� 24.0 4665.9:e'• . 20 — 22- N=25 3 7 SS 18/18 24 Brown very fine sandy SILT, trace clay. 25.0 4664.9 24 1 6 100% Continued Next Page WATER LEVEL OBSERVATIONS HANSON STARTED 11/14412 FINISHED a 72 wt.R W 14.0 DD DRILL CO. Neusion Sw'php Inc. DRILL RIG DRILLER rem Rose ASST DRLLER BE' LOGGED 8V Mke M eve APPROVED An K“ulelsky Project No. 12E0118 LOG OF BOREHOLE NO. B-9 Sheet 2 of 2 CLIENT CBI ARCHITECT/ENGINEER Hanson Professional Services Inc. SITE Lucerne, Colorado PROJECT Weld County Natural Gas Processing Facility SAMPLES TESTS (continued) 0c O o _ cL c.I z ~ o w in. O> in z cc ce w co co z w }} F-' �^ 0 � w d >g OO co w x tYJ o w 2 in o rL r_ z w o r o a �.- w a cCC �p , Q Cl LL ADDITIONAL DATA/ REMARKS 27.0 4662.9 26- N=7 Light reddish brown medium to coarse SAND, some small to large gravel. 30.0 4659.9 :b: ,•:6`.•:; • .Q. °.'.': 28— _ 10 7 6 8 SS 18/18 100% 08 GS 34.0 4655.9 5. • • •:q a: :a:� y: . o !': 30 -- 32 = — --- N.13 10 9 SS 18/18 21 P Yellow brown and weathered SHALE. '� 34 13 100% gray 35.0 1\ 18 3.5 4654.9 E.O.B. N=31 WATER LEVEL OBSERVATIONS HANSOM STARTED 11/101+2 FNISHED ,111N,2 WL 14.0 00 DRILL CO. Precision Ssngling Inc. GRILL RIG DRILLER Tim Rosa AS57 DRILLE R BEN LOGGED BY Me Musgrove APPROVED An Knouts*, Appendix B Laboratory Testing Procedures HANSON Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Appendix B Laboratory Testing Procedures Routine Testing The field samples delivered to our Geotechnical Laboratory in Springfield, Illinois were subjected to a program of routine laboratory testing that included: soil type classifications by visual methods as recommended in ASTM Standard D2488, moisture content determinations according to ASTM Standard D2216, and unconfined compressive strength measurements of a few split -spoon soft rock samples using RIMAC compression test equipment. The data obtained from these standard test methods are grouped by boring and are recorded on the Laboratory Soil Test Data sheets contained within this Appendix B. The laboratory classification of soil samples consisted of assigning each sample (by visual methods) to one of three primary soil groups, and conducting a few simple manual tests for more refined identification when required. The three soil groups are: coarse -grained soils (more than half of the particles by weight are visible to the naked eye); fine-grained soils (more than half of the particles by weight are so fine that they cannot be seen with the naked eye); and organic soils (those which contain significant quantities of organic matter). The fine- grained soil fractions are subdivided into silt and clay based on visual appearance and simple manual tests which may include dry strength, dilatancy, and plastic thread. The coarse -grained soils are identified as boulders, cobbles, gravel, or sand, based on a visual evaluation of the size of the particles making up the sample, and estimates are made on the percentage of fines present. The presence of organic matter is based upon color, odor, and visual appearance. In the unconfined compressive strength test, a cylinder of soil having a height of 1/2 to 2 times the average diameter is loaded to failure, in simple compression, quickly enough that the water content of the soil does not change. The failure load (or if the sample does not fail outright, the load required to produce 20 percent strain) is expressed as the load per unit of cross sectional area, in tons per square foot. A calibrated penetrometer was also used to provide supplemental data on consistency or to test samples unsuitable for unconfined compressive strength testing. However, the values from the penetrometer tests are considered only as approximate indicators of consistency. Unconfined compression test results on the split -spoon samples are subject to interpretation considering the disturbance inherent to the sampling procedure. Shear strength determinations on split -spoon samples are considered slightly to moderately conservative depending upon the sensitivity of the subsoil strata being investigated. Special Testing Selected soil samples were tested by Hanson's subcontractor Prairie Analytical Systems, Inc. to determine the pH, sulfide content, sulfate content, and chloride content of soil samples from the proposed plant expansion area. EPA Method SW 9056A was used to determine the sulfate and inorganic chloride contents of the soils, EPA Method SW 9034 was used to determine total sulfide content, and Standard Test Method SW 9045C was used to determine the pH of the soils. In addition, resistivity testing was conducted in Hanson's laboratory on composite samples in general conformance with ASTM G 57. Grain size testing (ASTM D 421/ D 422/ D 1140) was completed on selected soil samples in Hanson's laboratory for use in soil classifications and engineering analysis. All of the special test results are included within this Appendix B. The principal results of the non -routine soils laboratory testing completed for this project (grain size analyses, analytical analyses, and resistivity testing) are included within this Appendix B. A summary table listing the specific samples tested is also provided. DCP Midstream B-1 Geotechnical Exploration Weld County Natural Gas Processing Facility HANSON Hanson Geotechnical Laboratory Soil Test Summary SAMPLE TYPE BORING SAMPLE NO. DEPTH (FT) WASHED GRAIN SIZE ANALYTICAL TESTING RESISTIVITY TESTING % GRAVEL % SAND % FINES (OHM -CM) Moisture, % JAR B-1 2,4,4 5.0-10.0 34.5 62.1 3.4 17,860 In -situ 6 20.0 16.2 80.9 2.9 8 30.0 0.4 94.4 5.2 2 5.0 X B-2 2,3,4 5.0-10.0 24.8 72 3.2 16,360 In -situ 5 15.0 12.5 83.7 3.8 3 7.5 X 8-3 2,3.4 5.0.10.0 29.3 66.3 4.4 16,000 In -situ 6 20.0 17.7 76.4 5.9 8 30.0 4.1 91.7 4.2 B-4 2 5.0 27.3 68.4 4.3 3 7.5 26.2 70.5 3.3 8 30.0 9.0 82.7 8.3 8-5 2,3,4 5.0-10.0 26.0 70.8 3.2 16,450 In -situ 6 20.0 3.1 93.5 3.4 8 30.0 14.3 75.0 10.7 B-6 2,3,4 5.0-10.0 22.7 72.7 4.6 12,710 In -situ 5 15.0 17.1 77.4 5.5 3 7.5 X B-7 1 10.0 32.6 64.2 3.2 B-8 2,3,4 5.0-10.0 33.6 62.2 4.2 13,840 In -situ 5 15.0 32.2 64.3 3.5 7 25.0 4.4 87.0 8.6 2 5.0 X 2 5.0 28.2 66.5 5.3 B-9 3 7.5 25.1 68.4 6.5 8 30.0 11.2 81.0 7.8 B-4 - 10.0 -20.0 - - 73,700 1.2 35,580 1.5 25,680 2.0 - 19,900 2.5 11,420 4.9 9,550 7.4 8,520 11.5 2 of report for analytical results. DCP Midstream B-2 O z a U CU LL O) U, a) U O 0_ Cn CC O t0 CO z >+ O C • (0 O O` U o v U a) � c wC-)) J z H U O LL I- O U ce O 0_ J OPERATOR: RIN & JDM TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA JOB NO.: 12E0118 SAMPLE DESCRIPTION BORING: B-1 r Ground Surface Elevation (ft): 4691.3 Balance: G09745 Reddish brown fine sandy silty CLAY, some coarse sand and small to large gravel. Light reddish brown fine to medium SAND with coarse sand and small gravel. Light reddish brown fine SAND with some coarse sand and small gravel. Light reddish brown fine SAND with some coarse sand and small gravel. Light reddish brown fine SAND with some coarse sand and small gravel. Light reddish brown fine SAND with some coarse sand and small gravel. Sight reddish brown fine to coarse SAND and small gravel and fine sandy ILT. Brown fine to medium SAND, trace coarse sand. Brown and gray vf. sandy clayey SHALE. No sample. -.Fri W a) N C1� Cn I) t) v u t`3 DRY DENSITY (pcf) WET DENSITY (pcf) EL lL a CO CD L' 0) CL' N 25.8 Is": 21.7 I STRENGTH TESTS Oro ..r O Cl) I Cll 7 .s LL L U) m 0 2 Cr co Ch N (blows/ft) 7 0) M N N CD ', . N M O O U1 L[! --7-•••co J ~ W CO CO CO 'CI' CO CO 00 CD nt 4683.8 C) .— CO �, 4676.3 Cr) ‘-•,— CO 4666.3 M CD 'Tr C CD CD .cl' 4652.8 = LL C w '-' 0 U) N O U) LO ti O O ‘-- O U) ,- O C? N O U) N O O C) O U) M U) ad M 0. 2 Q Cl) N M szt U) CO N- a0 0) P = Penetrometer Reading 0) 0 a) C3) CB a Water % . ASTM 2216-98 Cu 0 ZI Olrl .LCIO NOSNVH OWE MD VI I09Z1 VINO 1I00 0.LV)!OHb'l z O Vi z OPERATOR: RIN & JDM LOCATION: Lucerne, Colorado TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA JOB NO.: 12E0118 SAMPLE DESCRIPTION I BORING: B-2 Ground Surface Elevation (ft): 4689.6 Balance: G09745 Brown and reddish brown brown very fine sandy silty CLAY, trace coarse sand and small gravel, calcareous. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. CS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Light reddish brown tine to coarse SAND and small gravel. Light reddish brown and brown silty fine SAND and fine to coarse sand and small gravel. Light reddish brown and brown silty fine SAND and fine to coarse sand and small gravel. Ts y a0 (pd) A.1ISN9a A2i0 WET DENSITY (pcf) WATER (%) 4.25 10.5 .— C) CO co co ? v STRENGTH TESTS min 0) 7 L1 a 7 = N (blows/ft) f` N N CO "r- 12 N J J LL '- co CD 4. 4684.6 - CO CO (O 1` CD 4674.6 4669.6 (0 c0 co d' 4659.6 _ 4 w Lu O`_ lf) N O U') LC) N O O '- O (f) '-N O O O (f) N O O CO !Z QN CO CO d ID CO N CO ZI'01/Zl .LC10 NOSNVH 0102 fa) Hl 10321 V1VQ.LS3.1110S A?JO1V)iO 1V 1 P = Penetrometer Reading Water % - ASTM 2216-98 a) co 0 T N a) O PROJECT NAME: Weld County Natural Gas Processing Facility 2 0 Z cc OPERATOR: LOCATION: Lucerne. Colorado TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA W 0 w O z O SAMPLE DESCRIPTION IBORING: B-3 Ground Surface Elevation (ft): 4690.7 Balance: G09745 Reddish brown and brown very fine sandy silty CLAY and light reddish brown fine to coarse SAND and small gravel calcareous. Reddish brown and brown very fine sandy silty CLAY and light reddish brown fine to coarse SAND and small gravel, calcareous. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Brown and gray weathered SHALE. Yellow brown fine sandy silty weathered SHALE. Yellow brown silty fine SANDSTONE. (0 o461 a) fn i_., u 6u DRY DENSITY (pcf) WET DENSITY (pcf) WATER (%) C0 U) 2.7 2.7 M N O Ua 9.4 N O Cr! ,- ~ M N M 1` N 28.3 STRENGTH TESTS 0 N -- O CO v O u7 v m .� tl a Cl) ) m a ` m (O CO Z 3 o a ,- 28 O ct 29 M N v- Na 31 29 55 CV to LO O U) J wv 4688.2 4685.7 N M w co yr 4680.7 4675.7 4670.7 4665.7 4660.7 4655.7 4651.6 4646.8 = a LU O U) N 0 to U) 1. 0 O <- O U) ,- O O N O U) N 0 O M 0 U) CO IA CO O) M d' V) 1- N CO d' U) CD i'- CO O) O Water % - ASTM 2216-98 N ti r l0 0 N a� a) '0 ire lU0'NOSNVH 01UZ fd7811011Zl V1VU 1331'110S A)1O1V)1OHV'7 a O C9 L.L. o) C U) CA a) U O v) O 75 L6 z C 7 O U V a) z I - U w O CL LOCATION: Lucerne, Colorado TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA m 0 I- z W J 0 JOB NO.: 12E0118 SAMPLE DESCRIPTION IBORING: B-4 Ground Surface Elevation (ft): 4690.0 Balance: G09745 Brown very fine sandy silty CLAY, calcareous and light reddish brown finel to medium SAND. trace small gravel GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. Gs Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small gravel. cs Light reddish brown fine to medium SAND, some coarse sand and small gravel. Brown fine to coarse SAND with small gravel and brown fine sandy clayey SILT. Yellow brown very fine sandy SILTSTONE with shale fragments. Yellow brown very fine sandy SILTSTONE. LD N U 0 c DRY DENSITY (pcf) WET ' DENSITY (pcf) WATER (%) O? V.-. N 2.9 ll ) CV l!) 06 O Lf) r 1,- CD N O � 1` Ln r 3.75 22.1 33.0 STRENGTH TESTS EL r,N N N LL. a- a a� a z 2 ,_ 4685.0 26 o 10.0 4680.0 27 v N Cr) CO 4660.0 15 1.Ocr r- 39.3 I 4650.7 50/3" O L[) J MI J W 2.5 4687.5 7.5 4682.5 15.0 4675.0 20.0 4670.0 O Lf) CO CO 4 35.0 4655.0 44.3 I 4645.7 d � v O Lf) O LL) N O O Cr) d Q CO r N CO Lf) CD 1` CO O) C) .r.- YNOSNV1i 0102 fd'_1'8I 10321 Viva 1S3111OS A)IWN IOBV1 0 a) L6 0 hi co z O z TQ i U 0) U- co .&3 in O O O a la C7 iv Z >, O 0 a) 2 Z H 0 W 0 OPERATOR: RIN & JDM TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA JOB NO.: 12E0118 SAMPLE DESCRIPTION I BORING: B-5 Ground Surface Elevation (ft): 4689.5 Balance: G09745 Brown very fine sandy silty CLAY, trace small gravel - calcareous. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND. some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Light reddish brown fine to coarse SAND with small gravel and fine sandy clayey silt seams. GS Light ig eyes dit sh brown fine to coarse SAND with small gravel and fine sandy Light brownish gray very fine to fine sandy SILT with some clay. Yellow brown very fine sandy SILTSTONE. Yellow brown very fine sandy SILTSTONE. To N CD ei, co DRY DENSITY (pcf) WET DENSITY (pcf) WATER (%) M , 2.0 M N CD CT M N a7 `- , 7.2 N M .-- (15 N 32.3 STRENGTH TESTS a N O O U) N N 0 O `) CL a o_ O y Z Z 3 13 24 N M N N N Cr) 0) ' 33 r M LO 3 u) `p 50/5.5" l ^ w v O coO 5.0 4684.5 O CCO U) CO U) CEO U) CEO if) CD 30.0 4659.5 35.0 4654.5 CO (O C 44.4 14645.1 I = 0.. w w — 0 U) N U) N O O ' O U) r O O N O U) N 0) CO M 2 Q Cl) r- N M V' U) CO I- a) 0) O 1- OIP1 1UONOSNVHDI0Z (..19 11110321 VIVO IS311103A1101V)JOHV1 0) 0 U) a) C7) a m O a 0 a N ti C\ a> a z O z U (Q C1 O) N N a) O O L d U) (Q (CI (O z O U V a) LU 2 z 1-- U w O cc d 0 z_ OPERATOR: TEST DATE: 11/27/12 WATER WET DRY (%) DENSITY DENSITY Special SAMPLE DESCRIPTION (pcf) (pcf) Tests IBORING: B-6 Ground Surface Elevation (ft): 4690.4 Balance: G09745 Brown very fine sandy silty CLAY. trace small gravel. GS Light reddish brown fine to medium SAND. some coarse sand and small tolarge gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. GS Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND. some coarse sand and small gravel. Light brownish gray very fine sandy SILT, trace clay. Light reddish brown fine to medium SAND. some coarse sand and small to -large gravel_ 3.00 13.5 V 1.4 C N N 4 M F- 27.9 14.5 STRENGTH TESTS CL a) 7 .Cu U. a N (blows/ t) N N CNr) CO N 30.0 I 4660.4 26 I J� W 2.5 14687.9 m- CO CO CD 7.5 4682.9 V COO) CD 15.0 i 4675.4 V N- CD 25.0 4665.4 SAMP. DEPTH (ft) O to O O '" O O N a- N M Cr tf) CD I••••• CO U W J U LABORATORY SOIL TEST DATA JOB NO.: 12E0118 l01/cI 1(IO NOSNb'H 0I0Z 1JO'8I I0AZ1 VIVO 1S71110S A)IO1V)1Q V1 I N E E n C\ N a) (ti 0 a) a) m a) tX z C z U tC C) C N to a) U O as as Cu m z >. o c v 0 o 0 _C O a) W 2 2 Q Z O O w 0 0 d JO OPERATOR: RIN & JDM TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA O 1- z w J U JOB NO.: 12E0118 SAMPLE DESCRIPTION IBORING: B-7 Ground Surface Elevation (ft): 4692.0 Balance: G09745 as Light reddish brown fine to medium SAND, some coarse sand and small gravel. Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Brown very fine to fine sandy silty CLAY. Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. 0 co~ DRY DENSITY (pcf) WET DENSITY (pcf) WATER (%) N 2.4 O N 0.50 29.4 M to r 1 STRENGTH TESTS CL ri) `' d o F LL L Cr .1-2' co t` N (blows/ft) co C) M N co 4667.0 24 tf) j^ IJ,J = J._,. W 4682.0 4677.0 O N ti CD 4662.0 I- 0- ."=" WOE O o , O to O o N O tri N O o CO QI- (n N C) 'Tr to (I 01/Cl 1OD'�OSNVH 0I0Z ND'SI I03(I VIVO JS31 11OS d11OLVKOHV1 P = Penetrometer Reading C rn 0 1` a) C) Cu 0- Water % -ASTM 2216-98 a) 0 z O L/9 z T U (a LL O) .U) U) N U O n_ N (o 0 f9 (a z C z O 0 a▪ ) 2 z H U w 0 n_ OPERATOR: RIN & JDM LOCATION: Lucerne, Colorado TEST DATE: 11/27/12 LABORATORY SOIL TEST DATA O F- z w J 0 JOB NO.: 12E0118 SAMPLE DESCRIPTION BORING: B-8 Ground Surface Elevation (ft): 4690.8 Balance: G09745 1 2.5 4688.3 4 13.8 1 Brown silty fine to medium SAND, some small gravel. cs Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. cs Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. GS Light e reddish tolarge brown fine to medium SAND, some coarse sand and small GS Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. Light reddish brown fine to coarse SAND and small GRAVEL. Gs Brown silty fine to medium SAND, trace coarse sand. Light reddish brown fine to medium SAND, some coarse sand and small tolarge gravel. a° DRY DENSITY (pcf) WET DENSITY (pcf) WATER (%) 00 4 N N 6) (n O N d? I` O • 1 STRENGTH TESTS IZ 7 as LL 0 v N (blows/ft) N 4680.8 I 21 N 4665.8 13 a) J ILI co t() CO CD [f' 7.5 4683.3 co L(7 N. CD V co O I,- CD 30.0 1 4660.8 Z. O- . w O`� O U) O O •- O U) — O C N O U) N Cl: 2 Q CO N M .ch L() CO I` CO Zf UUZI IUD'NOSNk''NOI02 (NDSIIUdZI V.I.kUism 1l()SA21p1V)IOHV1 n h r a) co O z 9, OPERATOR: RIN & JDM LOCATION: Lucerne, Colorado TEST DATE: LABORATORY SOIL TEST DATA JOB NO.: 12E0118 SAMPLE DESCRIPTION I BORING: B-9 Ground Surface Elevation (ft): 4689.9 Balance: G09745 Brown fine sandy silty CLAY, and brown fine to medium SAND, some coarse sand and small gravel Gs Light reddish brown fine to Coarse SAND, some small gravel. GS Light reddish brown fine to Coarse SAND, some small to large gravel. Light reddish brown fine to Coarse SAND, some small to large gravel. Light reddish brown fine to Coarse SAND, some small to large gravel. Light reddish brown fine to Coarse SAND, some small to large gravel. Brown very fine sandy SILT, trace clay. os Light reddish brown medium to coarse SAND, some small to large gravel. Yellow brown and gray weathered SHALE. •0 a o DRY DENSITY (P) WET DENSITY (pcf) WATER (%) 4.50 13.4 o V' v N O N CO I- V0L 24.2 O 3.50 1 21.1 STRENGTH TESTS a y a) -' CD a 0 o 2 Z o N Co 4682.4 I 32 N itN 4669.9 25 4654.9 31 w....*. J W 4687.4 4684.9 4679.9 4674.9 4664.9 4659.9 = d a= OLU `� 1.0 Ni 0 U) U) t• 0 O r O U) O O NN O U) O O C) O U) CO 2 Q CO N M v Cl) CO N- CO 0) ZI'OI;ZI J.UONOSNVHOIOZ !d7'8II03ZI V.LVO1S31'HOS.lNO.I.V)lOUV1 P = Penetrometer Reading 0) 0 0) a) D) (a 4 Water °a - ASTM 2216-98 N F- N N co O >. 0 73 a) a) a) Particle Size Distribution Report PERCENT FINER 10 9 8 7 60 50 40 30 20 10 0 2 c d,- c e aD 9 I I I I I I I I I. I I I I 1 1 I I I I i I I ■I I. I I I I I I I I a I I I I I I I I 1 I +f ■ I I I I t I I I I I I I I I 1 I I I I I 1 1 1 1 I I 1 I I I I I 1 I I I I I I I I , 1 I I I I I f 1 I I I .•4I I I I I I I I I \ \ f 1 ■ I I I ■`\ I H 01 0.01 0.001 % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay O 0.0 3.7 30.8 27.2 24.6 10.3 3.4 D 0.0 0.0 16.2 31.6 40.2 9.1 2.9 A 0.0 0.0 0.4 1.8 56.4 36.2 5.2 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) Material Description USCS O B -I 2,3,4 3.5-10.0 Well graded sand/some gravel. SW ❑ B -I 6 18.5-20.0 Well graded gravelly sand. SW B-1 8 28.5-30.0 Poorly graded sand to silty sand. SP-SM <1. HANSON C Client: CB & 1 Project: DCP Midstream Hanson Professional Services Inc. p protect No.: 12E01 18 _ Figure Tested By: RIN Checked By: JDM & DDO Particle Size Distribution Report PERCENT FINER 10 t0 N 1 1• 1 I I I 1 I I I I I I 1 I I I I I -I .1 5 I I V I I 1 I I f I I II I I I I 1 1 I I I 1 1 1 1 I I I I I I I J I I I I 1 , • I 1 I I I I I. I I I I I I I 1 I I I I I I I I I I '�I I I I 1 I 1 1 4. I \SI■ I 1 '� I I \� I . I 4 I I ■ 80 70 60 50 40 30 20 10 0 1 0.01 0.001 % +31, % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay O 0.0 2.5 22.3 26.6 32.3 13.1 3.2 ❑ 0.0 0.0 12.5 34.0 35.8 13.9 3.8 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) Material Description USCS O B-2 2,3,4 3.5-10.0 Well graded gravelly sand. SP ❑ B-2 5 13.5-15.0 Well graded sand / some gravel. SW HANSON Hanson Professional Services Inc. Client: CB & I Project: DCP Midstream Project No.: 12x0118 Tested By: RIN Checked By: JDM & DD0 Figure Particle Size Distribution Report I g c PERCENT FINER 1 7 i r I ; i-i I I I I I I , rt I I 1 I J I I • I I 1 I r I r . 1 I 1 I I I T I I I I I , , 1 r I •Iftft I" I I I I I I I r1 50 40 30 20 10 0 0.01 0.001 7,, +3" % Gravel v V' '%Sand"11"' % Fines Coarse Fine Coarse Medium Fine Silt 1 Clay 0.0 1.0 28.3 23.6 29.0 13.7 4.4 ❑ 0.0 0.0 17.7 24.6 42.9 8.9 5.9 0.0 0.0 4.1 18.1 48.7 24.9 4.2 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft) MaterialDescription USCS O B-3 2,3,4 3.5-10.0 Well graded gravelly sand. SW ❑ 13-3 6 18.5-20.0 Well graded sand to silty sand / some gravel. SW-SM A B-3 8 28.5-30.0 Well graded sand / trace gravel. SW HANSON Hanson Professional Services Inc. Tested By: RIN Client: CB & I Project: DCP Midstream Project No.: 12E0118 Checked By: JDM & DDO Figure Particle Size Distribution Report e6 R pp pp g V ry8 N g a PERCENT FINER 10 I I I �♦ 1 1 I I I I I I I I I I IF I I l I I I I I 1 1 1 I I I I I 1 J I I I I II I I I I I I I I I I I I 1 , I ♦ F I 1 1 I I I 1 I I I I 1 I 1 I 1 A I I ' I 7 1 I I i I ■ I I I I , I I I i I ♦ I I I I I I I I I I I I I I I I I 80 7 60 50 40 30 20 10 0 0.1 0.01 0.001 ^/. +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay O 0.0 0.0 27.3 29.3 29.9 9.2 4.3 ID 0.0 0.0 26.2 34,6 27.8 8.1 3.3 A 0.0 0.0 9.0 25.4 42.8 14.5 8.3 SOIL DATA SYMBOL SOURCE SAMPLE NO DEPTH (ft.) Material Description USCS O 13-4 2 3.5-5.0 Well graded gravelly sand. SW O B-4 3 6.0-7.5 Well graded gravelly sand. SW A B-4 8 28.5-30.0 Well graded sand to silty sand / some gravel. SW-SM �y HANSON Hanson Professional Services Inc. Client: CB & I Project DCP Midstream Project No.: 12E0118 Tested By: RIN Checked By: JDM & DDO Figure Particle Size Distribution Report PERCENT FINER 1 9 8 7 d 4 e c ) 1 I ' 1 1 $ -I I I 1 I I � I `. 1 I I I I I ■ I I r I I I I r I I I I I I I I ' ' I i ■ I. I I I I I I I I l I I I I 1 I I 11 I 1 11 I I I♦ 1 1 I I I I I I 1 I' ♦t 1 I I I I I I I I • k I 1 r I I I I I I ♦ I ii i I ■ I I I ► 1 1 ` i I 4 inn, ' I i + ... I , I 1 I I I I I I ■ I I I ■ 50 40 30 20 10 0 0.01 0.001 % +3' % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay O 0.0 0.0 26.0 28.1 28.8 13.9 3.2 ❑ 0.0 0.0 3.1 8.5 69.5 15.5 3.4 A 0.0 0.0 14.3 18.5 36.4 20.1 10.7 I SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) Material Description P USCS o B-5 2,3,4 3.5-10.0 Poorly graded gravelly sand. SP ❑ B -S 6 18.5-20.0 Poorly graded sand / trace gravel. SP A B-5 8 28.5-30.0 Well graded sand to silty sand / some gravel. SW-SM HANSON Hanson Professional services Inc. Tested By: RIN Client: CB & I Project: I)CP Midstream Pro'ect No.: 12E0118 Fi. ure Checked By: JDM & DDO Particle Size Distribution Report d 1 4� 1D M N ; \ ?I I '51 5 § it • 1 PERCENT FINER 0 0 0 0 0 0 8 0 o 8 $ I I 1 I I I 1 I 1 I i I 1 I I I I �1 I I I I I I I 1 I �� 1 I I I 1 I I I I I 1 1 I 1 1 • 1 I I I I 1 1 � I I I I I■ . L ' 1 I I I • 1 I , 1 ilk ■ I 1 -r 4I 4 I I I I ■ • 1 1 I I I I I I J I I I I 1 L ■ i I I I l 1 I ' 100 10 1 0 1 GRAIN SIZE - mm. 0.01 0.001 % +3" % Gravel ° Sand % Fines Coarse Fine Coarse Medium Fine Siit I Clay O 0.0 0.0 22.7 23.9 33.7 15.1 4.6 ❑ 0.0 0.0 17.1 22.0 34.4 21.0 5.5 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) Material Description P USCS O B-6 2,3,4 3.5-10.0 Poorly graded sand / some gravel. SP ❑ B-6 5 13.5-15.0 Poorly graded sand to silty sand Rome gravel. SP-SM <C HANSON Hanson Professional Services Inc. Client: CB & 1 Project: DCP Midstream Tested By: RIN Checked By: JDM & DDO Particle Size Distribution Report PERCENT FINER 1 9 8 7 50 40 30 20 10 0 • <≤ dg N a ID Y I I I I I I I I^ I I I T -- I I I I 1 -.1 - it I I I I I I 1 1 I I I I 1 1 I I 1 I I I I I 1 I I I J, I. LEII 4 -1 t I I I I I 1 I r 1 I I A I 1 L V 'ik. T f .... 1 I a 01 0.01 0.001 ova +3.. % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay O 0.0 0.0 32.6 22.7 27.8 13.7 3.2 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.} Material Description USCS C B-7 1 8-5-10.0 Poorly graded gravelly sand. SI' Client: CB & I <::2 HANSON , Project DCP Midstream Hanson Professional Services Inc. I Project No.: 12E0118 Figure Tested By: RIN Checked By: JDM & DD0 Particle Size Distribution Report LI G pp (p.� B 0 Nf N , .- ' M 171 { s! iO�! A 100 90 1 • 1 I�.. ' I I 1 1 ♦ 1 I I , 1 1111 1 I 1 1 1 1 1 I 1 1 1 80 70 I I I I 1 I I I IY 60 ' 1 1 ' I i 1 1 ■ 1 W Z Z 50 1 I I Lu CC al 40 J. d 30 20 1 10 + 1 I I 1 I I I I I 4 I I 1 1 0 I I ' ■ I I ' I ■�■ I 1 tI 100 10 1 0.1' GRAIN SIZE - mm. 0.01 0.001 % +3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay O 0.0 6.0 27.6 21.9 23.8 16.5 4.2 ❑ 0.0 0.0 32.2 23.4 30.8 10.1 3.5 A 0.0 0.0 4.4 9.5 41.6 35.9 8.6 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft) Material Description P USCS O B-8 2,3,4 3.5-10.0 Poorly graded gravelly sand. SP ❑ B-8 5 13.5-15.0 Poorly graded gravelly sand. SP A B-8 7 23.5-25.0 Well graded sand to silty sand / trace gravel. SW-SM <C4. HANSON Hanson Professional Services Inc. Client: CB & I Project: DCP Midstream proiect No.: 12E01 l8 Figure Tested By: RIN _ Checked By: JDM & DD0 Particle Size Distribution Report I A �:li�, ICI \ 1 III III I I ■ � I 11 11 III II I III III IIII _ ;I II I IIII IIII Ih\I 11111 111 I I I lil ■ 1 I I I ■ I IIII • I �`I II II it 11�111111Ill II IIIII�IIIIIIII� I IIIIIIII�IIIIIIII • I 1M I I I I i I I I I I I 1 I I I .n I ■I ,Ri 1 I _ O ❑ % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt I Clay 0.0 0.0 28.2 23.2 22.2 21.1 5.3 0.0 0.0 25.1 22.2 33.3 12.9 6.5 0.0 0.0 11.2 26.5 34.3 20.2 7.8 SOIL DATA SYMBOL SOURCE SAMPLE NO. DEPTH (ft.) Material Description p USCS o B-9 2 3.5-5.0 Well graded gravelly sand. SW ❑ B-9 3 6.0-7.5 Well graded gravelly sand to silty gravelly sand. SW-SM A B-9 8 33.5-35 Well graded sand to silty sand / some gravel. SW-SM HANSON Hanson Professional Services Inc. Tested By: RIN Client: CB & I Project: DCP Midstream Project No.: I2E0118 Checked By: JDM & DDO ramAlttMAA III I AMobis a4tA. I rrauu-I5 MIIAIy u*ui Systems, INCORPORATED Tuesday, November 27, 2012 Mr. Douglas Dorsey Hanson Professional Services 1525 South Sixth Street Springfield, IL 62703 TEL: (217) 788-2450 FAX: (217) 788-5241 RE: Luiemr LNG Greley, CO PAS WO: 12K0340 Prairie Analytical Systems, Inc. received 4 sample(s) on 11/16/2012 for the analyses presented in the following report. All applicable quality control procedures met method specific acceptance criteria unless otherwise noted. This report shall not be reproduced, except in full, without the prior written consent of Prairie Analytical Systems, Inc. If you have any questions, please feel free to contact me at (217) 753-1148. Respectfully submitted, Michael D. Brophy Project Manager Certifications: NELAP/NELAC - IL #100323 1210 Capital Airport Drive 9114 Virginia Road Suite #112 Springfield, IL 62707 1.217.753.1148 • 1.217.753.1152 Fax Lake in the Hills, IL 60156 1.847.651.2604 1.847.458.0538 Fax Page 1 of 5 Prairie Analytical Systems, Inc. Date: 11/27/2012 LABORATORY RESULTS Client: Hanson Professional Services Project: Luiemr LNG Greley, CO Lab Order: 12K0340 Client Sample ID: B 1 Lab ID: 12K0340-01 Collection Date: 11/15/12 0:00 Matrix: Solid Analyses Result Limit Quid Units DF Data Prepared Date Analyzed Method Analyst Anions by Ion Chromatography *Chloride U 5.12 mg/Kg dry 1 11/20/12 9:30 11/21/12 13:33 SW 9056A JHN *Satiate 53.E 3.07 mg/Kg dry 1 11/20/12 9:30 11/21/12 13:33 SW9056A JHN Conventional Chemistry Parameters *pH 8.45 0.0100 pH Units 1 11/19/12 9:56 1I/19/12 14:00 SW 9045C RSR 'Sulfide U 10.1 mg/Kg dry 1 11/20/12 12:09 11/20/12 13:42 SW 9034 RSR Percent Solids 97.7 0.100 •/. 1 11/19/12 9:30 11/19/12 14:07 ASTMD22I6 CMH Client Sample ID: B 5 Lab ID: 12K0340-02 Collection Date: 11/15/12 0:00 Matrix: Solid Analyses Result Limit Quad Units DF Date Pre iKred Date Analyzed Method Analyst Anions by Ion Chromatography *Chloride "Sulfate Conventional Chemistry Parameters *pH 'Sulfide Percent Solids U 5.07 mg/Kg dry 1 11/20/12 9:30 11/21/12 13:51 SW 9056A JUN 23.1 3.04 mg/Kg dry 1 11/20/12 9:30 11/21/12 13:51 SW 9056A 3HN 8.57 0.0100 pH Units 1 11/19/12 9:56 11/19/12 14:00 SW 9045C RSR U 10.1 mg/Kg dry 1 11/20/12 12:09 11/20/12 13:42 SW 9034 RSR 98.4 0.100 V. 1 11/19/12 9:30 11/19/12 14:07 ASTM D2216 CMH Client Sample ID: B 6 Collection Date: 11/15/12 0:00 Analyses Anions by Ion Chromatography *Chloride *Satiate Conventional Chemistry Parameters *pH 'Sulfide Percent Solids Lab ID: 12K0340-03 Matrix: Solid Remit Limit Qua Unto DR Date Prepared Date Analysed Method Analyst U 5.08 mg/Kg dry 1 11/20/12 9:30 11/21/12 14:09 SW 9056A MIN 24.8 3.05 mg/Kg dry 1 11/20/12 9:30 11/21/12 14:09 SW 90S6A JHN 8.65 0.0I00 pH Units 1 11/19/12 9:56 11/19/12 14:00 SW 9045C RSR U 10.0 mg/Kg dry 1 11/20/12 12:09 11/20/12 13:42 SW 9034 RSR 98.1 0.100 % 1 11/19/12 9:30 11/19/12 14:07 ASTM D2216 CMH Page 2 of 5 Prairie Analytical Systems, Inc. Date: 11/27/2012 LABORATORY RESULTS Client: Hanson Professional Services Project: Luiemr LNG Greley, CO Lab Order: 12K0340 Client Sample ID: B 8 Lab ID: 12K0340-04 Collection Date: 11/15/12 0:00 Matrix: Solid Analyses Result Unit Quid Delta DF Date Prepared Date Analyzed Method Asalyat Anions by Ion Chromatography 'Chloride •Salfate Conventional Chemistry Parameters $ff •Sulfide Percent Selids U 5.16 mg/Kgdry 1 11/20/12 9:30 11/21/12 14:28 SW 9056A JHN 33.1 3.10 mg/Kg dry 1 11/20/12 9:30 11/21/12 14:28 SV/ 9056A JIM 8.39 0.0100 pH Units 1 11/19/12 9:56 11/19/12 14:57 SW 9045C RSR U 10.4 mg/Kg dry I 1120/12 12:09 11/20/12 13:42 SW 9034 RSR 96.6 0.100 % 1 11/19/12 9:30 11/19/12 14:07 ASTM D22I6 CMH Page 3 of 5 Prairie Analytical Systems, Inc. Date: 11/27/2012 LABORATORY RESULTS Client: Project Hanson Professional Services Luiemr LNG Greley, CO Lab Order: 121(0340 Notes and Definitions * NELAC certified compound. U Analyte not detected (i.e. less than RI, or MDL). 1 Page 4 of 5 I g jo s 5ed CZ 2 7,7 tag let� CO ca C` Chain or Custody Record g 5 ; E CL ❑ ❑ o w w Q CO O ❑ ❑ ❑ . C ❑ ❑ 1 §' :t ,. o 2 B 11 z r I i ,, nri 4 111 'mil' • VA s' kik I If Ilk I NI 4,' . H, -. ,.., I' lillilltr• 1 a • .f lir g ,� i . V. , r te) �< r. �•. x j u o • :117 !• .a: 1 0 vi 0 ca Hello