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Home My WebLink About20130112Exhibit S Soils Report Soils on the entire Wells Ranch compressor station site are comprised of two (2) soils. Information on soils and their limitations came from the USDA, Weld County Soil Survey. The compressor footprint will overlay two soil types: • 72 — Vona Loamy Sand with slopes of 0-3% (44% of site) • 74 — Vona Loamy Sand, with slopes of 5-9% (56% of site) On -site soil tests will be conducted prior to any construction (soils report attached). I I I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION FOR WELLS RANCH BOOSTER STATION WELD COUNTY, COLORADO Engineers Planners Surveyors Architects Geotechnical GEOTECHNICAL INVESTIGATION FOR WELLS RANCH BOOSTER STATION WELD COUNTY, COLORADO Prepared For: DCP Midstream clo Mr. Brian Petko 3026 4th Avenue Greeley, Colorado 80631 August 15, 2012 Project No. DCPMID-2G8A-17-709 LANDMARK ENGINEERING LTD. 3521 W. EISENHOWER BLVD. LOVELAND, CO 80537 Lan m airlc Loveland >i0-66/-6286 loll Free 066 379 3232 n..,, 970 369-6292 August I5, 2012 Project No. DCPMID-2G8A-17-709 DCP Midstream c/o Mr. Brian Petko 3026 4"' Avenue Greeley, Colorado 80631 Dear Mr. Petko, The enclosed report presents the results of a geotechnical investigation for the Wells Ranch Booster Station located in Weld County, Colorado. This report is intended to provide you, your contractors, and your design team with an understanding of the existing subsoil characteristics and foundation design criteria. If you have any questions or if we can be of further assistance, please contact our office as soon as possible. We will assume that by using this report, you and/or your representatives understand its contents and recommendations. Sincerely, Landmark Engineering Ltd. J t/i1 Larry M, iiler Geologist Enclosure cc Brian Petko, DCP Midstream, bpetko@dcpmidstream.com cc Drew Mathies, ZAP Engineering, mathiesd@zapecs.com The above has been reviewed and approved under the direct supervision of Rodney A. Harr, Colorado P.E. 26857. ,�tiru��rbv, TABLE OF CONTENTS Page Letter of Transmittal Table of Contents ii & iii Scope Site Location and Description Field Investigation Laboratory Testing 2 Geology/Subsurface Conditions 2 Foundation Recommendations 4 Floor Slabs 7 Lateral Earth Pressures/Soi/ Parameters 8 Excavations 10 Seismicity I 0 Site Grading, Landscaping and Drainage 10 Roadway Design & Section I I Soil Resistivity I2 Soil Permeability 13 General Information 13 Soil Boring Site Map Plate / Legend of Soils and Rock Symbols Plate 2 Log of Boring Plates 3 - 14 Consolidation - Swell Tests Drawings I - 7 Moisture/Density Relationship (Proctor Curve) Drawing 8 Soil Classification Tests Tables I - 6 Summary of Test Results Tables 7 & 8 Suggested Specifications For Placement of Compacted Earth Fills and/or Backfills Appendix A iii SCOPE The following report presents the results of a geotechnical investigation for the proposed Wells Ranch Booster Station located in Weld County, Colorado. The investigation was performed for DCP Midstream. The purpose of this investigation was to obtain the technical information and subsurface for designfoundationsthe Booster Station. It is property data neceanury the and construction of for CS�o� our understanding that structures may include metal buildings, skid -mounted equipment, vertical and horizontal vessels, pumps, pipe supports, and buried tanks, all with relatively shallow foundations. Conclusions and recommendations presented in this report are based upon analysis of field and laboratory data and experience with similar subsurface conditions in the general vicinity. SITE DESCRIPTION The proposed Wells Ranch Booster Station is located approximately 15 miles east of Lucerne; south of County Road 68; and just east of County Road 67. More particularly, located in a portion of the north half of the northwest 114 of Section 27, Township 6 North, Range 63 West of the 6th P.M., Weld County, Colorado. The site is presently vacant ground that is vegetated in native grasses, weeds and cacti. Topographically, the project area slopes down to the west-southwest at approximately 4%. At the time of this investigation no grading had taken place. It is our understanding that cuts and fills up to 5 feet are expected to achieve final grading. FIELD INVESTIGATION The field investigation consisted of drilling 12 borings selected by the client near the proposed foundations. The borings were advanced with an Acker AD -I1 drill rig utilizing 4 -inch diameter continuous flight augers. 1 As the boring operation advanced, an index of soils relative density and consistency was obtained by use of the standard penetration test, ASTM Standard Test D-/586. The penetration test results listed on the boring logs are the number of blows required to drive the 2 -inch diameter split -spoon sampler 12 inches, or increments as shown, into undisturbed soil using a 140 -pound hammer dropped 30 inches. Undisturbed samples for use in the laboratory were taken in 3 -inch 0.D. thin wall Shelby samplers, hydraulically pushed into the soil and 2.5" 0.D. California samplers driven into the soil. Undisturbed and disturbed samples were sealed in the field and preserved at natural moisture content until tested in the laboratory. Complete logs of the boring operation are shown on the attached plates and include visual classifications of each soil, location of subsurface changes, standard penetration test results, and subsurface water level measurements at the time of this investigation. LABORATORY TESTING Laboratory tests were performed to determine classifications, moisture contents, dry densities, swelling and consolidation characteristics, plasticity indexes, standard proctor values, gradations and soluble sulfates. GEOLOGYISUBSURFACE CONDITIONS Geologically, the proposed area is located within the Colorado Piedmont Section of the Great Plains Physiographic Province. The Colorado Piedmont formed during the Late Tertiary and the Early Quaternary time period. This feature is a broad erosional trench that separates the Southern Rocky Mountains for the High Plains. During the Late Mesozoic and Early Cenozoic Periods, intense tectonic 2 activity occurred causing the uplift of the Front Range and associated down warping to the east. Relatively flat uplands and broad valleys characterize the present day topography. Site specifically, subsurface strata consisted of alluvial and eolian deposits of sand, silt, clay and fine gravels above an inter -layered claystonelsandstone bedrock of the Laramie Formation of the Upper Cretaceous Age. This formation is on the order of 500 to 600 feet thick. A description of each in order of increasing depth follows: Sand - At the surface in all borings, a 15 to 20 foot thick layer of sand soil with varying amounts of silt, clay and fine gravel was encountered. Typically, the si/tier sands were noted near the surface while with depth, the sands contained higher concentrations of clay. Notable quantities of invertebrate fossil shells were found in this sand layer. Based on field and laboratory data collected, this soil in its natural state, offers low to moderate bearing capacities while exhibiting slight swelling to moderate consolidation potentials when subjected to a 500 p.s.f wet surcharge. It was noted that in Boring No.'s 3, 5 and 6, an 8" to 12" thick fat clay seam was found within the sand stratum at depths ranging from minus 2.5 to 4.5 feet. This material is highly plastic and possesses high swell potentials. Therefore, if this clay material is encountered during grading or in foundation excavations, it shall be removed and spoiled in areas where structures will not be constructed. Lean Clay with Sand - Below the sands, a lean clay with sand soil was found. Tests indicates this clay soil offers moderate bearing capacities while exhibiting low to moderate swell potentials. Bedrock - Below the overburden soils in Boring No.'s 5 and 8 and sandy claystone with inter -bedded sandstone layers was found at depths of 27 and 19.5 feet, respectively. Data suggests this stratum offers high to very high bearing capacities while exhibiting low to high swell potentials. The higher swells are associated with the claystone layers while the sandstone layers are relatively non -expansive. 3 Groundwater - At the time of drilling and 24 hours later, no free groundwater was encountered in any of the borings to depths explored. However, water /eve/s should be anticipated to fluctuate throughout the seasons and years, therefore, current levels may not be indicative of high groundwater levels. It wou/d take a long-term groundwater monitoring program, including the installations of piezometers, to determine the high water table. Also, during periods of high precipitation a perched water tob/e may develop on top of the bedrock stratum. FOUNDATION RECOMMENDATIONS The selection of the foundation type for a given situation and structure is governed by 2 basic considerations. First, the foundation elements must be designed to be safe against shear failure in the underlying soils and bedrock; and second, differential settlement or other vertical movement of the foundation must be reduced to a reasonable /eve!. Two basic methods are available to us in selecting the foundation type and allowable loads. These are the standard penetration test and consolidation -swell testing. Ultimately, the bearing capacity of the foundation soil depends upon the size and shape of the foundation element, the depth below the surface, and the physical characteristics of the supporting soil. Due to the stable, non -expansive nature of the upper -level soils and the varying depth of the bedrock throughout the site, it is our professional opinion that the most feasible type of foundation would be shallow spread footing, pad or mat type foundations. Continuous Spread Footing, Pad or Mat Type Foundations Where foundation will bear in the upper-/evel (0' to -15') silty/c/ayey sands the foundation could be a continuous spread footing, pad or mat type foundation. To aid in reducing the potential for consolidation in these sand soils, no foundation elements shall bear directly on this materia/. We recommend that sand subsoils under foundation elements be over -excavated by 2 feet in depth (and 4 at /east 2 feet beyond the edge of the foundation) and replaced with compacted and tested engineered fill. The engineered fill may consist of the native, on -site sand soils or imported granular fill. Where the foundation will be placed on 2 feet of densely compacted and tested engineered fill, foundations maybe designed for a maximum allowable bearing capacity of 2,500 p.s.f (total load). Where foundations will bearit be at t�u,��,�,w deeper than 15 feet andlor bear in the lean day soils and placed .. least 3 feet above the daystone bedrock, the subsoils shall be over -excavated by 4 feet in depth (and at least 3 feet beyond the edge of the foundation) and replaced with compacted and tested engineered fill. The engineered fill may consist of the native, on -site sand soils or imported granular fill. Where the foundation will be placed on 4 feet of densely compacted and tested engineered fill, foundations may be designed for a maximum allowable bearing capacity of 3,000 p.s.f (total load) and with a 800 p.s.f (or as high as practicable) minimum dead load requirement . It was noted that in Boring No.'s 3, 5 and 6, an 8" to 12" thick fat clay seam was found within the sand stratum at depths ranging from minus 2.5 to 4.5 feet. This material is highly plastic and possesses high swell potentials. Therefore, if this clay material is encountered in foundation excavations, it shall be removed and spoiled in areas where structures will not be constructed. The engineered fill should be compacted to a minimum of 95% of standard proctor density (ASTM D 698) and meet construction guidelines as out/ined in Appendix A of this report. If the native silty sand soil is not used as fill and imported fill is utilized, it should conform to the following: GRADATION (ASTM sieve size C 136) % finer by weight 1" 100% #4 50 - 100% #200 20% Max. Plasticity Index Non Plastic 5 We estimate that properly engineered and constructed footings should experience total movement on the order off inch. Differential movement should be on the order of 112" to 314" of the estimated total movement. All footings should be placed a minimum of 36 inches below finished grade for frost protection. Foundation walls should be reinforced with rebar to span an unsupported length of f0 feet or as required by the Foundation Engineer. Splicing and placement should comply with ACI 318, or as required by the Foundation Engineer. The following requirements should be followed in the design of the foundation system: 1. All footings, pads, and mat type foundations should bear on the compacted and tested engineered fill. Foundation elements and concrete floor slabs shou/d not be placed on frozen ground, topsoil, or inadequately compacted or unsuitable fill material. 2. If applicable, partition walls should not be placed directly on concrete floor slabs. They should be suspended from the floor joists or roof assembly, or other approved methods that will allow the slab to move vertically, unimpaired for a minimum vertical distance of I inch. Foundation elements shall be provided for all bearing walls. Bearing walls should be isolated from the remaining concrete floor slab. 3 Soluble su/fate testing revealed values less than ISO p.p.m. Based on these values a Type I cement could be used. However, since most cement in this area is Type I - ll, (which is moderate/y sulfate resistant) we recommend that Type I - II cement be used for all concrete exposed to the soils. 5. The bottom of all foundation components should be placed at least 3 feet above subsurface water levels. In the absence of a long term groundwater monitoring program, the high water levels can only be reasonably anticipated based on water levels at the time of drilling and obvious visual signs, or lack there of in the excavation. 6 6. The completed open excavation should be observed by an experienced Soils Engineer or technician from Landmark Engineering Ltd to confirm the subsurface conditions described in this report and observe any variations which may affect construction at the site. FLOOR SLABS Below, we have provided the following table provided by the Colorado Association of Geotechnica/ Engineers in their December 1996 report entitled, Guidelines for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations. This table can be used to evaluate potential slab risk with varying swell percentages. It should be noted that all of our swell tests were performed using a 500 p.s.f. surcharge. RECOMMENDED REPRESENTATIVE SWELL POTENTIAL DESCRIPTIONS AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell (500 psf Surcharge) Representative Percent Swell (1000 psf Surcharge) Low O to <3 O to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High ?8 ?6 Note: The representative percent swell values presented are not necessari/y measured values; rather, they are judgments of the swell of the soil and bedrock profile like/y to influence slab performance. Based on our testing of the encountered upper level materials, the swell results fall within the low risk slab performance category. However, lightly loaded slabs bearing on these soils may sti// experience slab movement. We always advise that a structural floor system with a void beneath it be utilized if movement cannot be tolerated. If the cost of structural floor systems appears prohibitive, and the 7 owner recognizes and takes responsibility for risks involved, a floating floor slab bearing on the native materials may be a reasonable option. The final decision must be made by the owner. If a floating slab option is pursued, it should be constructed to be "free-floating," iso/ated from all bearing members, utilities, and partition walls, door frames, cabinets, etc., so that the slab con move without producing architectural damage. Slabsshould with uriinlpaiYed 1JIOOO UIIg or structural be underlain a 4 - inch layer of washed rock to help distribute floor loads, provide a capillary break, and provide a pathway for potential infiltrating water to be directed toward sump areas. If moisture sensitive floor coverings are used on interior slabs, consideration must be given to the use of barriers to minimize moisture rise through the slab. Positive drainage should be provided for the excavation subgrade to prevent pooling of water beneath the slob. The soils under the slab should be kept as close as possible to their in -situ moisture content. Excessive wetting or drying of these soils prior to the placement of the floor slabs cou/d result in differential movement after slabs ore constructed. At a minimum, concrete floor slabs should be reinforced with 6" x 6" - W1.4 x W1.4 wire fabric, or equivalent. The slabs should be jointed to a depth of at least 114 of the slab thickness in dimensions not to exceed 12 feet or 144 square feet and at areas of potential cracking. Exterior slabs exposed to de-icing chemicals or extreme weathering should be constructed using Type II cement with higher air contents. LATERAL EARTH PRESSURES / SOIL PARAMETERS Lateral Earth Pressures The native materials encountered at the site consist of silty sand (SM), clayey sand (SC), lean clay with sand (CL) and fat cloy (CH) type soils. The table below provides active, passive and at rest earth pressures for each soil type. 8 Backfill MateriallSoil Classification Design (Pounds per square Active Lateral Soil foot per foot Passive Load of depth) At Rest Silty Sand (SM) 45 350 60 /00 Clayey Sand (SC) 60 250 Lean Clay (CL) 60 250 for Backfill 100 Fat Clay (CH) Unsuitable These values assume the backfill will not become saturated and are, therefore, not applicable for submerged soils. It shall be noted that some wall movement is still possible utilizing this criteria. To additionally reduce wall movement, higher design values may be employed. Backfill should be moisture -treated and compacted to a minimum density of 95% of standard proctor density. Compaction of each lift adjacent to walls should be accomplished with hand operated tampers or other lightweight compactors. Over compaction may cause excessive lateral earth pressures which could result in wall movements. All foundation walls should be adequately braced prior to commencing backfill and compaction operations. Soil Parameters At your request we are providing additional soil parameters for encountered soils found at the site. Requested Soil Values Silty Sand Lean Clay Modulus of Subgrade Reaction (pci) 130 60 Poisson's Ratio 0.3 0.5 5 Shear Modulus (ksi) 0.8 Coefficient of Base Friction 0.4 0.3 9 EXCAVATIONS Excavations into the onsite soils can be expected to cave, therefore, contractors should be made responsib/e for designing and constructing stable temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety, following local and federal regulations, including current OSHA excavation and trench safety standards. The native, upper -/eve/ soils consist of mainly non -cohesive sands and can be considered Type C granular soils. OSHA recommends a maximum slope inclination of 1-112' Horizontal to 1' Vertical for Type C soils in excavations of 20 feet or less. SEISMICITY This area, like most of eastern Colorado, exhibits a relatively low degree of risk for seismic activity and, therefore, earthquake data is limited. However, based on materials encountered and limited data collected in our borings and applying them to the 2009 International Building Code, this site classifies as a Site Class C. Correlating seismic values of site coefficients for Site Class C can be found on tables 1613.5.3 (I) & (2) of the aforementioned building code. SITE GRADING, LANDSCAPING & DRAINAGE Every precaution should be taken to prevent wetting of the foundation subsoils and the percolation of water in the backfill zone or other areas that may reach the foundation or slab elements. Water infiltrating near the foundation may result in architectural or structural damage due to consolidating or swelling of the subsoils. The soil design criteria assume that historic soil moisture content will be maintained. Backfill around the outside perimeter of the structure should be compacted near optimum moisture, or above, and to at least 95 percent of standard or modified proctor density as determined by ASTM Standard Test D-698. A suggested specification for placement of backfills is 10 included as Appendix A. Backfill material should be relatively impervious and non -swelling. The backfill should be free of frozen soil, large dried clods, and organic matter. Backfi!ling should only be accomplished when concrete strength and adequate support to foundation walls (if used) are applied and acceptable to the Foundation Engineer. It is our opinion that the natural sand or lean clay soils at the site could be used for backfill material. Fat clay soils (encountered in Boring No.'s 3, 5 and 6) are not suitable for backfill. Finished grades should be sloped away from the structure on all sides to provide positive drainage. ROADWAY DESIGN & SECTION Below are the results of our recommendations for gravel base thickness options for primary roadway and light traffic/parking areas within the referenced project. These designs have been performed in accordance with the A.A.S.H.T.O. Guide for Design of Pavement Structures 1993 software. Since actual traffic counts were not provided, for these designs we are using and an ESAL of 73,000 for main traffic corridors and 14,600 for light trafficlparking areas. Landmark Engineering Ltd shall be notified if traffic counts change, as this will affect the roadway sections. Due to the similarity of the encountered soil, a composite sample was obtained from cuttings obtained in the upper few feet from each of the soil borings. This sample classified as a silty sand (SM), A-2-4 type soil with a group index of 0. Based on this group index, a resilient modulus of 10,500 was estimated. We recommend that CDOT Class 5 or 6 Aggregate Base Course (A.B.C.) be used and have strength coefficients of at least 0.11. Traffic Type Minimum Thickness of Class 5 or 6 ABC Main Traffic Corridors 16" Light Traffic/Parking 10" 11 The primary cause of roadway deterioration is water infiltration into the subgrade soils. The addition of moisture usually results in softening of the subgrade and the eventual failure of the roadway section. We recommend drainage be designed for rapid removal of surface runoff Final grading of the road subgrade should be carefully controlled so the design cross -slope is maintained, and low spots in the subgrade which could trap water are eliminated. Maintenance including periodic grading and possibly the addition of gravel will be required toprovide a stable roadwayand to alleviate excessive rutting. of K_,.,.,. 4 s• After final subgrade elevation has been reached, the subsoils should be scarified to a depth of 8", moisture conditioned and compacted to a minimum of 95% of standard proctor density (ASTM D 698). Prior to placing gravel, the roadway section should be proof -rolled with a heavy pneumatic -tired vehicle (i.e., a loaded I0 -wheel dump truck). Subgrade that is pumping or deforming excessively should be scarified, moisture conditioned and recompacted. Where extensive/y soft, a yielding subgrade is encountered, we recommend the excavation be inspected by a representative of our office. Soil stabilization methods, including geotextile fabric, may be necessary. Aggregate base course should be laid in thin, loose lifts, moisture treated near optimum moisture content, and compacted to at least 95 percent of standard Proctor dry density (ASTM D 698, AASHTO T 99). SOIL RESISTIVITY Soil electrical resistivity was measured in 2 perpendicular directions centered over Test Boring No. 4. A Soiltest Strata Scout R -40C resistivity meter along with the Wenner four -pin method was used. For this procedure, four electrodes were driven into the soil at equally spaced distances of approximately 2.5, 5, 10, 15, 20, 25 and 30 feet across the site. The electrodes were then connected to an ohm meter to measure resistance as a low vo/tage current was generated. Field soil resistivity measurements ranged from 18,671 to 6,894 ohms -cm. The following table provides all field data obtained. 12 Test Location Probe Spacing (ft) Calculated Soil Resistivity (ohms -cm) Boring #4 (E -W Direction) 2.5 14,889 5 /2,543 10 12,447 IS 6,894 20 7,277 25 8,138 30 9,192 -t Boring #4 (N -S Direction) 2.5 18,671 5 15,224 10 10,724 15 7,468 20 7,277 25 8,138 30 6,894 SOIL PERMEABILTY Along the west side of the site, in the proposed detention/retention pond area, 3 borings were drilled to depths of 4 feet. A silty sand material was encountered in each of the borings. These shallow holes were then filled with water and allowed to saturate for a 24 hour period. Field permeability tests were then performed on each hole resulting in values ranging from I.1x10-2 to 4.2 x 10-3cm/sec. GENERAL INFORMATION The data presented herein were collected to help develop designs for this project. Professional judgements on design alternatives and criteria are presented in this report. These are based on evaluation of technical information gathered and partly on our understanding of the characteristics of the proposed booster station and associated structures. We do not guarantee the performance of the project in any respect, only that our engineering work and judgements rendered meet the standard of care of our profession. Due to the ever changing standards in the geotechnical field, the recommendations and design data presented in this report are only valid for a 2 year period. If the 13 project has not commenced prior to this expiration date, Landmark Engineering Ltd requires that this report be re -issued utilizing current industry standards and practices. The test hole drill locations, chosen by the client, were to be performed in the general proposed foundation areas and should provide a reasonably accurate picture of subsurface conditions for design purposes. However, variations from the conditions portrayed may occur. These variations are sometimes sufficient to necessitate modifications in design. We recommend that construction be continuously observed by personnel from Landmark Engineering Ltd., so we can take advantage of all opportunities to recognize different conditions and minimize the risk of having some undetected condition which might affect the performance of the foundation and roadway elements. 14 N£ 191)710 -E I3JA1I' - ---.,r-ir 4,--/.,;•--/..,---01---.15-,F.;-•--/..,---01---.15-,F.;-•/,-1,..-/i --/...,-.7 /: --;-1.-y-----/--lt- /1 / r 4755_�f ,5. ff.POSFO FE CEO 1 f XISTOC UNDERGROUND •. PIPELWE (GAS/OL) \ S. • sr a, ' 'S T I :1 ,b 4 1 ~ Y 780 i =. 4760.0\ _1-, 1X , L b PROPOSED STbRN DRAIN CULVERT (SIM'..TBD) EX1S11NG KYLL — 05-123-18533 NOBLE ENERGY. INC. • p. 2e0' a �J —4766 PRROPOSED FENCE Sd1TN LINE OF NORTN } OF TIIE W of THE NW 1 SEC. 27 3:1 , 118.5' Ir PLATE 1 V La>r�idrim` **.• :� __. L-rl �f.-1..-.r::-,r.. II-t•�:, Engineers Planners Surveyors Architects Gcotechnical 3521 West Eisenhower Blvd., Loveland, Colorado 80537 970-667-6286 • Toll Free 1-866-379-6252 • Fax 970-667-6298 www.landmarkltd.com CLIENT: DCP Midstream TITLE: Soil Boring Site Plan SCALE: as shown DATE: 08/08/12 JOB #: DCPMID-2G8A-17-709 This document is an instrument of professional service of Landmark Engineering, Ltd. (L.E.L.). Landmark shall, to the fullest extent permitted by law, be held harmless and released of any damage, liability, or cost arising or allegedly arising out of any modification, change, or reuse of this document by others. LEGEND OF SOIL AND ROCK SYMBOLS or fp: ix c+ I I xxx F Vxv FILL MATERIAL GRAVELS (GW,GP, GM,GC) SANDS( SW, Se SM, SC) SILTS (ML, MH ) CLAYS (CL,CH,OL,OH ) ORGANICS WEATHERED BEDROCK CLAYSTONE & SHALE SILTSTONE SANDSTONE LIMESTONE IGNEOUS / METAMORPHIC ROCKS SYMBOLS COMBINED TO REPRESENT SOIL MIXTURES Example: SILTY CLAY GRAVELLY CLAY Depth Below Surface 5 Water Level After 24 Hours 10Shelby Thin -walled Sampler -Split-spoon Sampler California Sampler 15 20 Bag Sample * Split -spoon sample utilizes a 140 lb. hammer dropping 30", Recording number of blows per 12" or partial increment. (ASTM D1586) Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 PLATE NUMBER 2 LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1s1 & 2nd, 2012 ELEVATION: 4756.3' DRILL RIG: Acker AD -II ROD SIZE: AW METI-IOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 1 i 0- WI o J O m 2 U J a. Q H CO Cf) DESCRIPTION O CO D WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS :1 M - - ' C silty sand firm, dry, dark brown- SM 2.8 99.6 sea shell fragments - _ "- 20/12 brown _ - 23/12 _ -5- ` ' light brown - slightly clayey, firm -loose, dry- . 11/12 damp -10- ` 10/12 4.5 - -15- 42/12 firm -dense, damp 5.7 \-20- 50/11 END BORE 5.4 no water encountered - -25 -30- -35- -40- PLATE 3 Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Li i-1 I n e e I-- i g LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd, 2012 ELEVATION: 4758.9' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 2 DEPTH (FT.) SYMBOL SAMPLE SPT DESCRIPTION U Co 3 WATER LEVEL 1 MOISTURE CONTENT DRY DENSITY I (PCF) REMARKS v : \'. silty sand firm, dry, dark brown- SM sea shell fragments - brown - • ` 3.9 99.6 - -5- `` 19/12 light brown - - \.� , 26/12 - - \ slightly clayey, dense, dry -damp _ -10- ` ' 32/12 3.8 - -\ clayey sand, trace fine gravel, SC 6.1 - -15- 41/12 dense, damp - - -20- \ \ \ CL 9.1 no water encountered - - T44/12 lean clay with sand, hard, damp, brown END RORF -25- - -30- - -35- - -40- PLATE 4 - Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 rigIn c- rirg LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2od, 2012 ELEVATION: 4762.9' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 3 DEPTH (FT.) O m SAMPLE F DESCRIPTION U WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS +v M silty sand firm, dry, dark brown- SM sea shell fragments - ' brown -light brown - -5- `"\"\.' fat clay seam, stiff, dry, brown- CH 7.2 - > c: - ' 13/12 2.1 - pray -black - 1\-.o15/12 - - silty sand, firm, slightly clayey, SM - - :"". trace fine gravel, dry, light brown, - -10- C calcareous 4.5 109.1 - - - 26/12 - dense - -15- 7.0 - \T46/12 lean clay with sand, trace gravel, CL - \ hard -very hard, damp, brown -20- \150/12 9.6 -25- - T 50/12 clayey sand very dense, damp, SC 7.3 _ _ \\ light brown \- - -30- \*:\T 49/12 END BORE 6.7 no water encountered - -35- - -40- PLATE 5 - Loveland Toll Free Fax Web 970-667-6286 1.866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd, Loveland, Colorado 80537 I"knee t-i r-1 LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 211d, 2012 ELEVATION: 4759.0' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 4 DEPTH (FT.) I O to SAMPLE SPT DESCRIPTION WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS ay. `.. < . silty sand, firm, dry, dark brown- SM sea shell fragments - y .. brown - -�. 2.6 100.7 - -5- . \. 12/12 light brown - - -\ 15/12 - - N' .\ .. 16/12 firm -loose, dry -damp, light brown 3.2 -10- `\•\ 9/12 - - \\ slightly clayey, dense SM/ - -15- ; \\ I , 39/12 SC 5.1 - -20- \ \' i 50/10 with fine gravel, very dense 3.8 - - \ -25- \ I 45/12 lean clay with sand, hard, damp- CL 7.8 _ - slightly moist, brown - - 36/12 END BORE 11.4 no water encountered - -30- -35- - -40- - PLATE 6 - Loveland Toll Free Fax Web 970-667-6286 I-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 E LI r l e e r- i f1 LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd 2012 ELEVATION: 4765.3' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. a- w -10- -15- -20- -25- -30- -35- -40- SYMBOL SAMPLE SPT DESCRIPTION U co D WATER LEVEL'. MOISTURE CONTENT DRY DENSITY (PCF) REMARKS .r."••• \ silty sand firm, dry, dark brown- SM sea shell fragments - `.� - brown -light brown 19/1 fat day seam, stiff, dry, brown- CH 8.5 - • 7/12 .ra -black - . N. \ �� -- �9 silty sand, firm, dry, light brown SM - .� ��_.'. 2.6 96.3 - \' 1 39/12 dense slightly clayey, dense -very dense - 50/12 CL 2.6 _ - - lean clay with sand, trace gravel, hard -very hard, damp, brown �� 50/11 4.9 - u X50/12 7.8 - claystone with sand lenses, hard, damp, brown with gray 48/12 14.5 - ""- sandstone, moderately -well - - cemented, dry -damp Iu 50/1 FND BORE 3.5 no water encountered - PLATE 7 - Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 EHr-gincering LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd, 2012 ELEVATION: 4763.5' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 6 DEPTH (FT .) SYMBOL SAMPLE SPT• op m O A H O a rn 7 WATER LEVEL MOISTURE CONTENT DRY DENSITY (PC F) REMARKS - silty sand slightly clayey, firm, SM sea shell fragments - - dry, dark brown -brown -light 17/12 brown - '`" .,. 24/12 fat clzy seam, stiff, dry, brown- CH -5- ,, ` - ?- • gray -black 3.3 101.2 - C., 30/12 silty sand, firm, dry, light brown SM - - '', 33/12 -10- ` - ` dense - N - . SM/ - - ' ' 27/6 slightly clayey, dense -very dense, SC - -15- • 50/11 calcareous 6.3 104.6 - • - clayey sand, dense -very dense, - -20- 50/12 SC 5.5 - dry -damp, brown -light brown - a' lean clay with sand, trace gravel, CL - hard -very hard, damp, brown -25- .1150/10 • : •: 8.7 no water encountered - -30- - -35- - -40- - - PLATE 8 Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarldtd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Enginc<_ r i ng LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17.709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd, 2012 ELEVATION: 4758.9' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 7 DEPTH (FT.) SYMBOL SAMPLE SPT DESCRIPTION CD D WATER LEVEL MOISTURE CONTENT >- H u) z in a r. CC� 0 �.- REMARKS 4r - `..` silty sand, slightly clayey, firm, SM sea shell fragments - v < dry, dark brown -brown 3.8 96.3 - ' `•' ":/,,,?.. 16/12 - -5- N. N 20/12 light brown - - `- \ 44/12 dense 52 - _10_ ,•; - ... -is- �.. \ 46/12 clayey sand with fine gravel, SM/ SC 9.1 - - dense, damp brown firm -20- 27/12 O BORE 7.5 no water encountered - -28_ - -30- 35- -40- - PLATE 9 Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarldtd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17.709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd, 2012 ELEVATION: 4756.1' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 8 F F 0 - Hi 0 -10- -15- -20- -25- -30- -35- -40- J O J CD CO CO r� DESCRIPTION )- F It Z z 7 w Ill F L- ❑ u= O F CO Z CO Q OO it D 2 0 O a 18/12 23/12 �'\-L 41/12 50/8 silty sand, firm, dry, dark brown - brown light brown dense clayey sand with fine gravel, dense, damp brown sandy claystone with sand layers, very dense, damp -slightly moist, brown -gray with iron staining END BORE SM .TER REMARKS SM/ SC 3.5 3.6 6.1 16.1 98.4 105.6 106.5 sea shell fragments no water encountered PLATE 10 Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 F rig i in eer-I rig LOG OF BORING CLIENT: DCP Midstream DRILL RIG: Acker AD -II PROJECT NO: DCPMID-2G8A-17-709 ROD SIZE: AW PROJECT LOCATION: Wells Ranch Booster METHOD OF DRILLING: 4" s,s. Station, Weld County, Colorado DRILLER: LAM DATE DRILLED: August 1St & 2nd 2012 ENGINEER/GEOLOGIST: LAB/LAM ELEVATION: 4754.5' WEATHER: BORING NO. 9 DEPTH (FT.) .J bHIVIYLC I SPT DESCRIPTION WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS O m n >- U co CD CD D \ryn _ \ • > silty sand, firm, dry, dark brown- SM 3.2 100.9 sea shell fragments - 18/12 brown - .. \ 26/12 -5• - light brown - clayey said trace fine gravel, SC - firm -dense, damp brown - 12/12 -10- 45/12 5.2 - -15- - \ �, � 46/12 7.1 - - very dense -20- - II 50/12 E D BORE 4.7 no water encountered -25- -30- -35- -40- - PLATE 11 Loveland 970-667-6286 Toll Free I-866.379-6252 Fax 970-667-6298 Web www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Fn inc_erirn,p LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2nd 2012 ELEVATION: 4752.5' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 10 DEPTH (FT.) SYMBOL SAMPLE SPT DESCRIPTION co D WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS - ""� silty sand firm, dry, dark brown- - - - )A : ‘'.S SM - brown - END BORE no water encountered - -5- -10- - -15- - -20- - -25- -30- -35- - -40- PLATE 12 - - Loveland Toll Free Fax Web 970-667-6286 1-866-379.6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Ft -1 SIr-ieer`IY-l�=T LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2G8A-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1st & 2dd 2012 ELEVATION: 4752.6' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 11 DEPTH (FT.) SYMBOL SAMPLE SPT DESCRIPTION O 0) D WATER LEVEL MOISTURE CONTENT DRY DENSITY (PC F) REMARKS - 'r silty sand, firm, dry, dark brown- - - \'... `s- brown SM - - - - ` > £UD BORE,. no water encountered - 5- - -10- -15- - -20- - -25- - -30- - -35- - -40- PLATE 13 - - Loveland Toll Free Fax Web 970-667-6286 1-866-379-6252 970-667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Erlr II" 1 eeI"I ng LOG OF BORING CLIENT: DCP Midstream PROJECT NO: DCPMID-2GBA-17-709 PROJECT LOCATION: Wells Ranch Booster Station, Weld County, Colorado DATE DRILLED: August 1"& 2"d, 2012 ELEVATION: 4752.2' DRILL RIG: Acker AD -II ROD SIZE: AW METHOD OF DRILLING: 4" s.s. DRILLER: LAM ENGINEER/GEOLOGIST: LAB/LAM WEATHER: BORING NO. 12 DEPTH (FT.) SYMBOL SAMPLE SPT DESCRIPTION CD w WATER LEVEL MOISTURE CONTENT DRY DENSITY (PCF) REMARKS - ` silty sand, firm, dry, dark brown- - -•\ \- .\ brown SM no water encountered - - -5- -1D- - -15- -Y0- - -28- - -30- -35- - -40- PLATE 14- - Loveland Toll Free Fax Web 970-667-6286 1.866-379-6252 970.667-6298 www.landmarkltd.com 3521 West Eisenhower Blvd. Loveland, Colorado 80537 E inc i neer Ilflg. Test Hole No.: 1 I Depth: 2 1/2 ft Sample Description: silty sand Moisture Content: 2.8 % IDry Density: 99.6 Ibs/ft' Swell: -- % ISW ELLICONSO LI DATION 00 Added Water - 0.60 .— J J • 3 -1.00 z` -2.00 o C -3.00 z -4.00 o - -5.00 , -6.00 0 1 1 10 100 LOAD (KSF) Test Hole No.: 2 I Depth: 3 1/2 ft Sample Description: silty sand, slightly clayey with fossil shell fragments Moisture Content: 3.9 % I Dry Density: 99.6 lbs/ft3 Swell: 0.5 % S W ELLICONSO LI DATION I 1.00 Added Wateri� I 0.00 L—=—. It- I 3 -1.00 w 1 i I y a -2.00 o -3.00 a li I o-4.00 O m z O -5.00 u LH -6.00 I -7.00 0 1 10 100 LOAD (KSF) Landrnair; L: r<',cc^ 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream DRAWING NO.: 1 Test Hole No.: 3 I Depth: 9 ft Sample Description: silty sand, slightly clayey, trace fine gravel, calcareous Moisture Content: 4.5 % 'Dry Density: 109.1 Ibslft3 Swell: --- ISWELL/CONSOLIDATIONI 1.00 Added �lVater I 0.00 - ►, ... _I J -1.00 o -.. -. ' - Z-2.00 o H I I o -3.00 ----.. J O - • Q-4.00 o -5.00- -6.00 0.1 1 10 100 LOAD (KS F) Test Hole No.: 4 I Depth: 2 1/2 ft Sample Description: silty sand Moisture Content: 2.6 % (Dry Density: 100.7 lbs/ft3 Swell: --- , ;SWELL/CONSOLIDATION 1.00 Ad`teC; Wateq I -J tI: ' o' ' o -5.00 U J , i -6.00 , ; -7.00 0.1 1 10 100 LOAD {KSF) i_ r cl rink3 w' 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream DRAWING NO.: 2 Test Hole No.: 4 1 Depth: 28 ft Sample Description: lean clay with sand Moisture Content: 11.4 % ]Dry Density: 116.6 Ibs/ft3 Swell: 4.8 SWELL/CONSOLIDATIONI 1 5.00 I III 4.00 w 3.00 -- N 2.00 '2 ° 1.00 o A-dde Wate �, 0.00- N z - o -1.00 - -2.00 - -3.00 0.1 1 10 100 LOAD (KS F) Test Hole No.: Sample Description: silty sand 5 Moisture Content: Swell: --- % 2.6 % Depth: 'Dry Density: 8 1/2 ft 96.3 lbs/ft3 CONSOLJLATION(%)SWELL 1.00 0.00•- -1.00 -2.00 - 3.00 - 4.00 -5.00 -6.00 - 7.00 Adds 4 Wate [SWELL/CONSOLIDATIONI • 0.1 1 LOAD (KS F) 10 100 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: DCP Midstream DCPMID-2G8A-17-709 Project No.: DRAWING NO.: 3 Test Hole No.: 6 I Depth: 6 ft Sample Description: silty sand Moisture Content: 3.3 % I Dry Density: 101.2 Ibs/ft3 Swell: --- !SWELL/CONSOLIDATION.' 1.00 I 4dded 1�Vi-___=ter_�1 I 0.00 -J I -. liE 0 ---i o -4.00 O -5.00 - !. -6.00 0 1 10 100 LOAD (KSF) Test Hole No.: 6 I Depth: 15 ft Sample Description: silty sand, slightly clayey Moisture Content: 6.3 % IDry Density: 104.6 lbs/ft3 Swell: --- SWELL/CO NSO LIDATIONI 1.00 Added; WI aterl� ., i I I 0.00 -J W I -1.00 y a -2.00- 0 Q ❑ -3.00 J o --- t II — i-4.00 0 U I -5.00 -6.00 0 1 10 100 LOAD (KSF) Lana mart 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream DRAWING NO.: 4 Test Hole No.: 7 I Depth: 3 ft Sample Description: silty sand, slighty clayey Moisture Content: 3.8 % Dry Density: 96.3 lbs/ft3 Swell: --- -_SWELL/CONSOLIDATION 1.00 0.00 e Watel�n -1.00 - I I ! w N lI e -2.00 z ! F._ -3.00 a z o -5.00 _... 6.00 I -7.00 I I I!, 01 10 100 LOAD (KSF) Test Hole No.: 8 I Depth: 1 1/2 ft Sample Description: silty sand Moisture Content: 3.5 % IDry Density: 98.4 Ibs/ft3 Swell: --- % !I SWELL/CONSOLIDATION 1.00 Added 0.00 • Water II II I I II w • H.,_ I -_ -1.00 -2.00 II II 0 z � I a —I- -4.00 D - 0 5.00 I I o a -6.00 -7.00 - li -8.00 0 1 10 100 LOAD (KSF) Land arafltte..-_ 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream DRAWING NO.: 5 Test Hole No.: 8 I Depth: 8 ft Sample Description: silty sand Moisture Content: 3.6 % (Dry Density: 105.6 lbs/ft3 Swell: --- tS WELL/CONSOLIDATIONJ 1.00 Added ' Water 0.00 e J J 3 -1.00 cn z -2.00�- O o -3.00 zi 0 z -4.00 o11 II -5.00 7 0 I 1 10 100 LOAD (KSF) Test Hole No.: 8 I Depth: 20 ft Sample Description: sandy claystone with poorly cemented sand layers Moisture Content: 16.1 % (Dry Density: 106.5 Ibs/ft3 Swell: 5.1 % IS WE LLICONSOLIDATION` 6.00 II 5.00 • w 4.00 a CONSOLIDATION • o iv u • 0 0 o C • 0 0 0 C W ter -I.uu 0 1 10 100 LOAD (KSF) Landmark. 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream DRAWING NO.: 6 Test Hole No.: 9 Depth: 1 1/2 ft Sample Description: silty sand Moisture Content: 3.2 % Dry Density: 100.9 Ibs/ft's Swell: --- SWELL/CONSOLIDATION I Inn CONSOLIDATION(% )SWELL co N is D 0 0 0 0 r J 0 0 0 0 Addedl/ VCater I I I II -5.00 I I II ', iI I I 0 1 1 10 100 LOAD (KSF) Test Hole No.: I Depth: ft Sample Description: Moisture Content: % IDry Density: lbs/ft3 Swell: % [SWELL/CONSOLIDATION I 8 J 0 q e 2 i I ! 0 p I J o 2 I z o ° !I 1 I _q 6 ! I' I i 0 1 1 10 100 LOAD (KSF) L a n cf m airk`kd._ 3521 W. Eisenhower Blvd. Loveland, Colorado 80537 970-667-6286 Client: Project No.: DCPMID-2G8A-17-709 DCP Midstream LOT 1 DRAWING NO.: 7 MOISTURE —DENSITY" RELATIONS Landmark= Pingiineer-irg PROCTOR CURVE NO. 1 CLIENT DCP Midstream JOB NO. DCPMID-2G8A-17-709 PRO PET Wilk Ranch Booster Station I DATF TESTED August 7, 2012 140 MAX. DRY DENSITY 1 1 5.2 '---.---- -- "" pcf OPT. MOISTURE 1 1 .7 % 130 ........ .. 120 1 Illlal a F ... . ��r�r� .�........ .■.. . z r•• 110 100 .................... ... ■■■■■ ■■■■ 90 5 10 15 20 25 MOISTURE CONTENT -% METHOD ASTM D698, method A RAMMER: MANUAL PREPARATION PROCEDURE: MOIST ORIGIN Boring #'s I-12 @ 0.5'- 3' MATERIAL silty sand, trace fine gravel, brown- dark brown (SM) Drawing No. 8 Leveand lbll rice rbc Web -866-377-6`S2 97O-667-6298 w..w.lar,d,n r Lhd.ecir., CLIENT: DCP Midstream MOISTURE PERCENT Wet Wt. & Pan 424.1 Dry Wt. & Pan 74.1 Pan Loss 350.0 Dry Weight % Moisture 3521 VVe t Eisenhower Blvd. Loveland, Colorado 80537 PROJECT NO: DCPMID-2G8A-17-709 Material dark brown silty sand Classification (SM) A -9-4(n) Pit Name Area Rep a Test By T,AM Sampled By LAM Test No. I GRADATION DATA ASTM C- 136 Sieve Size 1 Grs. Retained % Passing % Specs. 3/" 0 0 I00 #4 0.! 0 100 #10 1.2 0.3 100 #40 30.9 8.8 91 #200 288.0 82.3 17.7 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 17 PLASTIC LIMIT (PL) = n.p. PLASTICITY INDEX (PI) = 0 TABLE I Lana marl CLIENT: DCP Midstream MOISTURE PERCENT 331.4 Wet Wt. & Pan 323.3 Dry Wt. & Pan 94.6 Pan 8.1 Loss 228.7 Dry Weight 3.5 % Moisture L:Y:rand Ton riec Fa. Web 970-667-6266 I -846-319-621J- 10-6g7-6298 - s�.elamdn,arkhd coin 352West Eire nt�o•,vei Lilvrf. Loveland, Colorado 80537 PROJECT NO: DCPMID-2G8A-I 7-709 Material dark brown silty sand Test No. 2 Classification 4SM)) Pit Name Area Rep Test Boring #2 © 3.5' Test By LAM Sampled By LAM GRADATION DATA ASTM C- 136 Sieve Size Grs. Retained % Passing % Specs. 3/4" 0 0 100 #4 2.4 1.0 99 #10 8.7 3.8 96 #40 26.3 11.5 88 #200 178.3 78.0 22.0 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 21 PLASTIC LIMIT (PL) = n.p. PLASTICITY INDEX (PI) = 0 TABLE 2 Lc..esand oll P _e .veb 970-6.67-629-0 I-866-379-6252 970-667-6298 w ..w.l a n d rna r k Itdc c m CLIENT: DCP Midstream MOISTURE PERCENT 250,0 Wet Wt. & Pan 233.6 Dry Wt. & Pan 95.8 Pan 16.4 Loss 137.8 Dry Weight 11.9 % Moisture 357 I YJe t Liscnhower Blvd. Lcseland. C'clorado 80S37 PROJECT NO: DCPMID-2G8A-17-709 Material brown -gray fat clay Test No. 3 Classification (CR)) Pit Name Area Rep Test Boring #'s 3(¢4.5'. 5@4.5' & 60 Test By LAM 2.5' Sampled By LAM GRADATION DATA ASTM C- 136) Sieve Size Grs. Retained % Passing % Specs. 3`y" 0 0 100 #4 2.2 1.6 98 #I0 3.2 2.3 98 #40 4.1 3.0 97 #200 6.8 4.9 95.1 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 64 PLASTIC LIMIT (PL) = 23 PLASTICITY INDEX (PI) = 41 TABLE 3 CLIENT: DCP Midstream MOISTURE PERCENT 227 I Wet Wt. & Pan 223.0 Dry Wt. & Pan 74.1 Pan 4.1 Loss 1S4 9 Dry Weight 2.7 % Moisture Lo. eland loll Free lax V✓es 970-647-6284 I -p66-374-4252 47O-467-6290 .,, n elandrearkar.mnn 3521 Weee Eisenhower SIv.J. Loveland. Color acio 8O537 PROJECT NO: DCPMID-2G8A-I 7-709 Material light brownsilty sand Classification (SM)) Pit Name Area Rep _ Test Boring #6 6 5' Test By LAM Sampled By LAM Test No. 4 GRADATION DATA ASTM C- 13 Sieve Size Grs. Retained % Passing % Specs. 3/" 0 0 100 #4 0 0 100 #10 0 0 100 #40 0.4 0.3 100 #200 118.8 79.8 20.2 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 23 PLASTIC LIMIT (PL) = n.p. PLASTICITY INDEX (PI) = 0 TABLE 4 I_c u2nc. rod P. •ze Fax 970.667-62_E6 966-379-6252 9:'0-567-629d CLIENT': DCP Midstream MOISTURE PERCENT 260.0 Wet Wt. & Pan 254.4 Dry Wt. & Pan 94.5 Pan 8.6 Loss 156.9 Dry Weight 5.5 % Moisture 3321 'VV.n_st Eisenhower Blvd. Loveland. Colorado 80537 PROTECT NO: DCPMID-2G8A-17-709 Material brown-lig it brown cP yey cand 'Pest No. 5 Classification .CSC)) Pit Name Area Rep Sampled By LAM GRADATION DATA ASTM C- 136 Test By TAM Sieve Size Grs. Retained % Passing % Specs. 3/ n 0 0 100 #4 6.7 4.3 96 #10 10.0 6.4 94 #40 25.8 16.4 84 #200 89.6 57.1 42.9 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 26 PLASTIC LIMIT (PL) = 17 PLASTICITY INDEX (PI) = 9 TABLE 5 CLIENT: DCP Midstream MOISTURE PERCENT 313,8 Wet Wt. & Pan 306.2 Dry Wt. & Pan 94.0 Pan 7.6 Loss 212.2 Dry Weight 3.6 % Moisture Lcr.'ewld 970-667-6786 Toll Free I -9e6-377-6:57 Fa, 970-667-629a Wet> .v.nv.hndmxrkl:d:on 3521 Wost Eisenhower bh-d. Loveland. Colorado 8O537 PROJECT NO: DCPMID-2G8A-17-709 Material brown silty sand with sea shell fragments Classification Pit Name Area Rep Test Boring #74 3' Sampled By LAM (AM)) Test No. 6 GRADATION DATA ASTM C- 136 Test By LAM Sieve Size Grs. Retained °A Passing % Specs. ;/a" 0 0 100 #4 1.4 0.7 99 #10 4.2 2.0 98 #40 16.9 8.0 92 #200 140.8 66.4 33.6 PLASTICITY INDEX (ASTM C- 4318) LIQUID LIMIT (LL) = 26 PLASTIC LIMIT (PL) = n.p. PLASTICITY INDEX (PI) = 0 TABLE 6 Project No.: DCPMID-2G8A-17-709 DCP Midsteam \ 0 Soluble sulfates. ` (P.p.m•) x less than ISO less than I50 less than I 50 less than 150 20.2 42.9 33.6 Consdl % '5T00 '•'e Swell r<j,3 Press. ;" 300 4500 (co 0.5 - N 64 23 26 26 N - \ } - \ \ \ \ j } •- \el 4 ; a. - ci - - - - mi _ — c co — 96.3 .12; /: @ r _ 4.5 , _ , 4.9 en 6.3 5.5 , Silty sand Silty sand Cd — rid ) Silty sand Silty sand Silty sand Lean clay with sand Silty sand Lean clay with sand Silty sand Silty sand Clayey sand Silty sand q ; ; ; , - ; 28 ; 20 ; VI - 20 3 3 tl 3 4 4 I- ILI rn re § L- iu CO 216 15 16 cc I D U) Project No.: DCPMID-2G8A-17-709 DCP Midsteam } xy:947OCf ,r k $swll St^, -4 . k 00 S eve nop.., ow S00PSF Press ;J,SOOVPS ( /§ IC o sn iti � \ / } {gi \ / ot ; \ a \ { , ■ Q - - Silty sand 1-12 0.5-3.0 {\ /� ` 3.6 _ -, 3.2 \\ Silty sand ft id ; , sandy claystone CO .IJ ; \�. : 20 : � / , co co cr. APPENDIX A Suggested Specifications for Placement of Compacted Earth Fills and/or Backfills. G E N C K A L A Soils Engineer shall be the owner's representative to supervise and control all compacted fill and/or compacted backlit( placed on the project. The Soils Engineer shall approve all earth materials prior to their use, the methods of placing, and the degree of compaction obtained. A certificate of approval from the Soils Engineer will be required prior to the owner's final acceptance of the filling operations. MATERIALS The soils used for compacted fill beneath interior floor slabs and backfill around foundation walls shall be relatively impervious and non -swelling. Fill materials utilized for street subgrades shall have plasticities equal to or less than and/or R -values equal to or greater than those upon which the pavement recommendations were based. The materials used should not have any rocks or lumps greater than six inches (6") and shall be free of organics, trash, frozen ground or other deleterious matter. All materials used in either compacted fill or compacted backfill shall be subject to the approval of the Soils Engineer. PREPARATION OF SUBGRADE All topsoil and vegetation shall be removed to a depth satisfactory to the Soils Engineer before beginning preparation ofthe the subgrade. The subgrade surface of the area to be filled shall be scarified to a minimum depth of six inches (8"), uniformly moistened or dried to within an acceptable moisture content range as determined by ASTM D 698, or as otherwise specified. The surface shall be free of ruts, ridges or other uneven surfaces which would prevent uniform compaction. The subgrade shall then be compacted to 90% to 95% or greater of ASTM D 698 or as otherwise specified. PLACING FILL No sod, brush, frozen material or other deleterious or unsuitable material shall be placed in the fill. The select fill material shall be placed in uniform, level layers in a manner which will preclude the formation of lenses and will result in a uniformly compacted fill. The thickness of each compacted lift shall be six inches (6') or as specified, as determined by the capability of the compaction equipment. Each lift shall be compacted to the requirements described in Compaction Requirements of this Appendix or as specified otherwise. MOISTURE CONTROL The fill material in each layer, at the time of compaction, shall contain the amount of moisture required for optimum density; and the moisture shall be uniform throughout the fill. Expansive soils may need moisture above the optimum moisture content in order to pre -swell the soil as based on laboratory tests. The contractor may be required to add and thoroughly mix moisture to the backfill material. If, in the opinion of the Soils Engineer, the material proposed for use in the compacted fill is too wet to permit adequate compaction, it shall be dried in an acceptable manner prior to placement and compaction or a suitable imported fill material may be chosen. COMPACTION METHODS When an acceptable, uniform moisture content is obtained, each layer shall be compacted by a method acceptable to the Soils Engineer and as specified in the foregoing report as determined by the Standard Proctor Test (ASTM D 698). Compaction shall be performed by rolling with approved tamping rollers, three -wheel power rollers, or other approved equipment well suited to the soil being compacted. If a sheepsfoot roller is used, it shaii be provided with cleaner bars so attached as to prevent the accumulation of material between the tamper feet. COMPACTION REQUIREMENTS The following compaction requirements are based on the Standard proctor (ASTM D 698). Location Compaction Over Excavation Fills- Supporting Foundations 95% * Over Lot Fil/s- Supporting Exterior Slabs, Roadways, Driveways, 95% * Curb, Gutters, Drive -over Walks Overlot Fills - Backlots Where No Structures Will Be Located 90% Utility Lines Under Roadways, Curb/Walk, etc. Under Yards, Backlots, etc. 95% * 90% Interior Floor Slabs 95% * ." If expansive material is used for fill, moisture content should be -I% to +3% above optimum. MOISTURE - DENSITY DETERMINATION (PROCTOR) Samples of representative fill materials to be placed shall be furnished by the contractor to the Soils Engineer at least 48 hours prior to compaction testing for determination of maximum density and optimum moisture for these materials. Tests for this determination will be made using methods conforming to requirements of ASTM D 698. Copies of the results of these tests will be furnished to the contractor. These test results shall be the basis of control for compaction effort. DENSITY TESTS The density and moisture content of each layer of compacted fill will be determined by the Soils Engineer in accordance with ASTM D 1556, D2/67 or D2922, at frequencies required by municipal codes, city or county inspectors, or by the Soils Engineer. Any material found to not comply with the minimum specified density shall be recompacted and retested until the required density is obtained. The results of all density tests shall be furnished to both the owner and the contractor by the Soils Engineer. Hello