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Home My WebLink About20121359.tiff SUBSURFACE EXPLORATION REPORT PROPOSED WINDSOR TRANSLOADING STATION KODAK INDUSTRIAL PARK WINDSOR, COLORADO EEC PROJECT NO. 1122001 Prepared for: JR Engineering 7200 South Alton Way, Suite C100 Centennial, Colorado 80112 Attn: Mr. Michael Brake, PE, PLS Prepared by: Earth Engineering Consultants, Inc. 4396 Greenfield Drive Windsor, Colorado 80550 0 111 2012-1359 • February 3, 2012 EC_ JR Engineering EARTH ENGINEERING CONSULTANTS, INC 7200 South Alton Way, Suite C100 Centennial, Colorado 80112 Attn: Mr. Michael Brake,PE,PLS (mbrake(ri.irenginccring,coin) Re: Subsurface Exploration Report Windsor Transloading Station Kodak Industrial Park Windsor, Colorado EEC Project No. 1122001 Mr. Brake: Earth Engineering Consultants, Inc. (EEC) personnel have completed the geotechnical exploration you requested for the proposed Transloading Station at the Kodak Industrial Park in Windsor. We understand this facility will include an on-site temporary office trailer, • pumps to unload tank trucks, crude oil storage tanks (in addition to existing fuel storage tanks already on the property) and a "saferack" rail tanker unloading facility. Several feet of structural fill will be placed in the storage and operation area with smaller grade change in the area of the saferack facility. Access roadways will be constructed as gravel or recycled asphalt product(RAP) surfacing materials. To develop subsurface information in the area of the proposed improvements, EEC personnel advanced three (3) soil borings to depths of approximately 30 feet below present site grades. The approximate locations of those borings are indicated on the attached boring location diagram. The borings were located by pacing and estimating locations relative to existing site facilities and with the assistance of JR Engineering representatives. The locations of the borings should be considered accurate only to degree implied by the methods used to make the field measurements. The borings were performed using a truck mounted rotary type drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained using split-barrel and California barrel sampling procedures in general accordance with ASTM Specification D-1587 and D-3550, • respectively. 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 • Earth Engineering Consultants,Inc. EEC Project No. 1122001 Windsor Transloading Station February 3,2012 Page 2 In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the split barrel and California barrel samplers is recorded and is used to estimate the in-situ relative density of cohesionless materials and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification, and testing. All recovered samples were tested in laboratory for moisture content and appropriate samples were evaluated for approximate unconfined compressive strength using a calibrated hand penetrometer. Dry density tests were performed on selected samples and swelVconsolidation and Atterberg limits tests were performed on selected samples to evaluate the soils tendency to change volume with variation in moisture content and load. Atterberg limits and washed • sieve analysis tests were performed on selected samples to evaluate plasticity and grain size distribution. Soluble sulfate tests were performed on two (2) samples to evaluate corrosion potential with regard to placement of Portland cement concrete in contact with the site soils. Results of outlined tests are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the soils' texture and plasticity. The estimated group symbol for the Unified Soil Classification System is indicated on the boring logs and a brief description of that Classification System is included with this report. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. Sparse vegetation and/or topsoil was generally encountered at the surface at the boring locations. The topsoil/vegetation was underlain by sandy lean clay/clayey sand which extended to depths of approximately 2%2 to 4'/2 feet below existing ground surface at boring locations B-1 and B-3. At those locations, the sandy clay/clayey • sand was underlain by sands and gravels. At boring location B-2, the subgrade soils included varying layers of sandy clay, clayey sand and silty sands to depths of approximately 19 feet. • Earth Engineering Consultants,Inc. EEC Project No. 1122001 Windsor Transloading Station February 3,2012 Page 3 The sands and gravels in boring B-I and B-3 also extended to depths of approximately 19 feet below present ground surface. The overburden soils were underlain by claystone/siltstone/sandstone bedrock. The surface of the bedrock was weathered with those materials becoming less weathered and more competent with depth. The near surface sandy clay/clayey sands were stiff/moderately dense and showed low potential to swell with increase in moisture content at current moisture and density conditions. The underlying sands and gravels were medium dense to dense. In boring B-2, zones of softer/looser silty sands were observed with depth although a majority of the materials were generally stiff/moderately dense. The underlying claystone bedrock was soft to moderately hard. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct. • Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. Free water was observed at depths of approximately 8 to 11 feet below existing ground surface at the time of boring. After completion of drilling, groundwater was observed in borings B-1 and B-2 at depths of approximately 4'/2 to 7'/2 feet. Fluctuations in groundwater levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. Monitoring of groundwater levels incased borings which are sealed from the influence of surface water would be required to more accurately evaluate groundwater levels and fluctuations in those levels over time. ANALYSIS AND RECOMMENDATIONS "SAFERACK" Loading Facility The subsurface soils observed in area of the loading facility included clayey sands over sands and gravels at depths of approximately 2'h feet. Based on the test boring completed at this location, it is our opinion the proposed saferack structure could be supported on footing • foundations extending to bear in the native sands and gravels. Bearing at depths on the order of 30-inches below surrounding site grades would place footing foundations below seasonal • Earth Engineering Consultants,Inc. EEC Project No. 1122001 Windsor Transloading Station February 3,2012 Page 4 frost level. We recommend those footings be designed using a net allowable total load soil bearing pressure not to exceed 2,000 psf The net pressure refers to pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. No unusual problems are anticipated in completing excavations required for construction of the footing foundations. Care should be taken to ensure that the foundations are supported on suitable strength natural granular materials. Bearing materials should be closely observed and tested at the time of construction. If unacceptable materials are observed at that time, alternative recommendations would be required. We estimate the long term settlement of footing foundation designed and constructed as outlined above would be less than 1-inch. Site Fill Placement • All existing vegetation and/or topsoil should be removed from the fill areas. After stripping and completing all cuts and prior to placement of any fill or other site improvements, the in- place soil should be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials' maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the fill soils should adjusted to +2% of standard Proctor optimum moisture content at the time of compaction. The moisture content of granular structural fill could be adjusted to a workable moisture content at the time of compaction. Structural fill placed as outlined above could support bearing capacities on the order 2,000 psf. If site facilities will have higher bearing loads, it may be possible to develop higher bearing capacities through additional densification of the fill materials. That evaluation should be completed based on actual proposed loading, load configuration and proposed fill placement depths. Softer soils were observed at depth in the borings completed in the production area. Large area fills will cause an increase in the pressure on those in-situ soils resulting in some 411 increased settlement. The total settlement anticipated will depend on the depth of fill • Earth Engineering Consultants,Inc EEC Project No. 1122001 Windsor Transloading Station February 3,2012 Page 5 placement and area of fill placement and can be better evaluated once those parameters are known. Gravel Surfaced Roadways We understand the access roads at this site will be utilized by oil tanker trucks. At the time of this evaluation, the volume of truck traffic was not known. We have assumed daily truck traffic in the range of 10 to 15 vehicles per day. Based on existing subsurface conditions and anticipated/estimated truck traffic volumes, we recommend the gravel surface roadway include at least 12 inches of road gravel to develop a wearing surface. The gravel surfacing should be placed and compacted as outlined for site fill materials. A portion of that depth could consist of RAP. • Other Considerations The water soluble sulfate (SO4) testing of the site materials indicated sulfate contents ranging from approximately 345 to 675 ppm. In general sulfate contents less than 150 ppm, sulfate (SO4) in water, or less than 0.1% water soluble sulfate (SO4) in soils, percent by weight, are considered negligible risk of sulfate attack on Portland cement concrete. Less than 150 ppm results would typically indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade. However, sulfate contents ranging between 150 to 1,500 ppm, sulfate (SO4) in water, or between 0.10 to 0.2%water soluble sulfates (SO4) in soils,percent by weight, are considered moderate risk of sulfate attack on Portland cement concrete. These results indicate that ASTM Type II Portland cement is required for all concrete on and below grade. Therefore based on the results as presented herein it appears Type II Portland cement should be used. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. GENERAL COMMENTS The analysis and recommendations presented in this report arc based upon the data obtained • from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between • Earth Engineering Consultants,Inc. EEC Project No. 1122001 Windsor Transloading Station February 3,2012 Page 6 borings or across the site. The nature and extent of such variations may not become evident until further exploration or construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of JR Engineering for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design, or location of the project as outlined in this report are • planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing by the geotechnical engineer. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants,Inc. ,. t ,,. , ,..________ ,,,,,,,J ,,,,...„,..., . . ...„.„ .. .:... Lester L. Litton, P.E. Principal Engineer Reviewed by: David A. Richer, P.E. IIISenior Project Engineer DRILLING AND EXPLORATION • DRILLING&SAMPLING SYMBOLS: SS: Split Spoon- 13/8"I.D.,2" O.D.,unless otherwise noted PS: Piston Sample ST: Thin-Walled Tube-2"O.D.,unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler-2.42" I.D.,3"O.D.unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit DB: Diamond Bit=4",N,B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard"N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.split spoon,except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling WCI: Wet Cave in WD : While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the lime indicated. In pervious soils,the indicated levels may reflect the location of ground water. In low permeability soils,the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION DEGREE OF WEATHERING: Soil Classification is based on the Unified Soil Classification Slight Slight decomposition of parent material on system and the ASTM Designations D-2488. Coarse Grained joints. May be color change. Soils have move than 50%of their dry weight retained on a#200 Moderate Some decomposition and color change sieve;they are described as: boulders,cobbles,gravel or sand. throughout. • Fine Grained Soils have less than 50% of their dry weight High Rock highly decomposed, may be extremely retained on a#200 sieve; they are described as : clays, if they broken. are plastic, and silts if they are slightly plastic or non-plastic. HARDNESS AND DEGREE OF CEMENTATION: Major constituents may be added as modifiers and minor Limestone and Dolomite: constituents may be added according to the relative proportions Hard Difficult to scratch with knife. based on grain size. In addition to gradation, coarse grained Moderately Can be scratched easily with knife. soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Hard Cannot be scratched with fingernail. Example: Lean clay with sand, trace gravel, stiff(CL); silty Soft Can be scratched with fingernail. sand,trace gravel,medium dense(SM). Shale, Siltstone and Claystone: CONSISTENCY OF FINE-GRAINED SOILS Hard Can be scratched easily with knife,cannot be scratched with fingernail. Unconfined Compressive Moderately Can be scratched with fingernail. Strength,Qu,psf Consistency Hard Soft Can be easily dented but not molded with < 500 Very Soft fingers. 500- 1,000 Soft Sandstone and Conglomerate: 1,001 - 2,000 Medium Well Capable of scratching a knife blade. 2,001 - 4,000 Stiff Cemented 4,001 - 8,000 Very Stiff Cemented Can be scratched with knife. 8,001 - 16,000 Very Hard Poorly Can be broken apart easily with fingers. RELATIVE DENSITY OF COARSE-GRAINED SOILS: Cemented N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 E E Medium Dense • 30-49 Dense 50-80 Very Dense 80+ Extremely Dense PHYSICAL PROPERTIES OF BEDROCK _ _______ _, • UNIFIED SOIL CLASSIFICATION Sm1CATJ ON SYSTEM Soil Classification Group Group Name Criteria for Assigning Group Sy-nbuls and Group names Using Laboratory Tests Symbol Coarse—Grained Gravels more than Clean Grovels Less Soils more than 509: of coarse than 5% fines Cu>4 and <Cc<3t GW Well—graded gravel` 50% retained on fraction retained• -- — No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3t GP Poorly--graded grovel' Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H more than 127 -- fines Fines classify as CL or CH GC Clayey Gravel''" Sands 50% or Cloun Sands Less Cu>,5 and l<Cc<3L SW Well—graded sand' mars coarse than 5% fines Fraction posses posses Cum and/or 1>Cc>3t SP Poorly -graded sand' No. 4 sieve — — ---_--— Sands with Firms Fines classify as MI. or MO SM Silty sand"' more than 12% --- ---- fines Fines classify as Cl. or CH sc Clayey sand'^'° Fine—Grained Silts and Clays inorganic PI>7 and plots on or above 'A-Line' CL Lean clay'C4° Soils 509e or Liquid Limit less more posses the than 50 PI<4 or plots below 'A"t..ne' Mt_ Silts`" No. 200 sieve -- - organic Liquid Limit — oven dried Organic clay IL." —•<0.75 OL Liquid Limit - not dried Orgonic silt`•''11° Sills and Cloys inorganic PI plots an or above 'Aline CH Fat clay" Liquid Limit 50 or - --- more PI plots below "A'Line MH Elastic Silt • organic Liquid limit - oven dried Oryonic clays°' --<0.75 DII Liquid Limit - not dried Organic silt'`° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ''Oased on the matertol passing the 3-in. (75-- (Cu= °�0 C (U1,) "If soil contains 15 to 29Xplus No. 200, add nun) sieve U1 c 0 x 0 -with sand' or -with gravel, whichever is °If Field sample contained cobbles or boulders, preduminonL or both, odd 'with cobbles or boulders, or both' L1f sod contains 2 30' plus Na. 200 to group flume_ 7t sad contains 215X nand, add-with-sand-lo a predominantly sum!, odd -sandy to 9loup 0rovcls with 5 to 12X files required dual none. group flume. symbds- v Il soli contains 2 30X plus No. 200 GW-GMA well graded gravel with silt nt tars classify as CL--ML use dual symbd predominantly grovel, add "gravely to group GC-CM, or SC-SM. GW-C(: well-yradeu grovel wail clay !lone. CP--CM poorly-graded grovel with silt 11 fines are organic, add'wlth organic finrs'ta 0p114 and plots on or above 'A' line. group name a, GP-GC poorly-graded gravel with clay 11,4 Or plots below -A' line 'If contains >75Xgrovd, add'wi01 grovel' °Sunda with 5 to 12X lines require dual live.5P1 plots un or above "A" �c. to group nurse, o spnbal s: 'If Alterbcrg limits plots shaded area, sod is a PI plots bd aw 'A' line, SW--SM well-graded sand with silt CL-Ml, 004, doy. 5w-SC well-graded Bond with clay SP-SM poorly graded sand with sill SP-5C poorly graded sand with cloy so Fur Irma icnten of nne-grainud was / and Mr'ruiad trustan of oar..- 'coned sok. , 5a- tqunllon at'A' Inn r Itrnanld al"iw to LL-.75.5, c,rr -'- - - -- -- Nun%-a.7](LI-7U) •N•r'/ �- iquution a!-U•-tile 'Jrr O .\:P .a- Yank,'al LL+15 to P1-.7, t_._ lyCI r ,r , G V\.r I- r 0 r I= , to 70- : - --.- a r �� Mil °R, 0H q- r • r w/ ' + cLFtwL ll• ML. al: 0i_I , j_ io _ L 7A 7I1oo 70 50 fia 7a La 70 100 11a LIQUID LIMIT (LL) Li Z vi rtig Alfa ,,.. .1.......,. - — .... w 4,1 C7 Z rt • --r W a Nar pp §�' m'a'w •'As Ili 4 T4 _ s r� 'tea W d _ R O e a 01 in eTh rr a, Ny 0 C C I+ N M O1_u, ' ...�" ti. v ate-+ u g - ...r.% QJ r t L. Wa� , _ 4, p . _ • • ; - �• a - ... a f i. I c T I AA C ti mn. a i' m II 4.4 C 4-',-, •O X O v O` o ,o q" Qv1 Q O r L 4 J Q J Le) a o ''- -.%———_22 z r i 'il '4'35167:_ - -: _ __ I ,,- 1 I r � � PHOTO # 1 - I. .r � � ,-1 fl '' PHOTO # 2 TRANSLOADING STATION WINDSOR,COLORADO • EEC PROJECT No. 1122001 JANUARY 2012 • TRANSLOADING STATION-KODAK INDUSTRIAL PARK WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY2012 LOG OF BORING B-1 RIG TYPE: CME45 SHEET I OF 2 WATER DEPTH FOREMAN: DG START DATE 1/10/2012 WHILE DRILLING 8.0' AUGER TYPE: 4"CFA FINISH DATE 1/10/2012 AFTER DRILLING 4.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION o x gu MC DO _ A-LIMITS -200 SWELL iTYPE (FEET) (BLOWS/FT) (PSF) I%I (POE) LL PI (%) PRESSURE %ft 500 PSF TOPSOIL B VEGETATION SANDY LEAN CLAY/CLAYEY SAND(CL/SC) brown 2 stiff to very still with gravel 3 4 CS 5 22 7500 8.0 129.3 27 10 11.7 <500 psi None SANDS&GRAVELS(SP-GP) _ _ brown 6 medium dense to dense 7 6 _9 SS 10 50 - 4.0 • 11 12 13 14 SS 1-5 50/9" - 12.9 16 1-7 18 19 CLAYSTONE/SILTSTONE/SANDSTONE SS 20 50/9• 9000+ 16.0 brown/rust to grey/rust _ _ Soluble Sulfates(as S04)=675 mg/kg moderately hard 21 22 23 24 • 25 Continued on Sheet 2 of 2 Earth Engineering Consultants • TRANSLOADING STATION-KODAK INDUSTRIAL PARK WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY 2012 LOG OF BORING B-1 RIG TYPE: CME45 SHEET 2 OF 2 WATER DEPTH FOREMAN: DG START DATE 1/10/2012 WHILE DRILLING 8.0' AUGER TYPE: 4"CFA FINISH DATE 1/102012 AFTER DRILLING 4.5' _ SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N Ou MC DO _ nuNlis -200 SWELL Y I TYPE (FEET) (BLOWS/FT) IPSF) IN (PCP) LL PI (%) PRESSURE %5 500 POP Continued from Sheet 1 of 2 26 CLAYSTONE/SILTSTONE/SANDSTONE 2 grey moderately hard 28 29 SS 30 — BOTTOM OF BORING DEPTH 30.5' 3-1 3-2 33 34 3-5 36 • 37 38 3-9 40 41 02 03 44 45 46 4-7 48 4-9 50 • Earth Engineering Consultants • TRANSLOADING STATION-KODAK INDUSTRIAL PARK WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY2012 LOG OF BORING B-2 RIG TYPE: CME45 SHEET I OF I WATER DEPTH FOREMAN: DG START DATE 1/10/2012 WHILE DRILLING 8.0' AUGER TYPE: 4"CFA FINISH DATE 1/10/2012 AFTER DRILLING — T.5' SPT HAMMER: MANUAL SURFACE ELEV WA 24 HOUR N/A SOIL DESCRIPTION o N DU MC DO _ A-LIMITS -200 SWELL 7PE (FEET) (SLOWS/FT) IPa9 (X) (PCF) LL PI 0/0 PRESSURE X 5 500 PSF TOPSOIL 8 VEGETATION _ _ 1 SANDY LEAN CLAY/CLAYEY SAND(CL/SC) brown 2 stiff to very stiff _ X(4 150 pal with gravel I CS 3 50 9000+ 10.3 126.9 25 8 36.2 200 pet 0.1% 4 S5 -5 10 — 3.8 _ _ Soluble Sulfates(as 50,)=345 mg/kg 6 _T_ 8 _9_ CLAYEY SAND to SILTY SAND(SC/SM) SS 10 8 — 20.3 brown/rust • loose 11 with traces of gravel _ _ 12 1-3 1-4 SILTY SAND(SM) I CS 15 1 tan very loose/soft 16 17 18 19 CLAYSTONE/SILTSTONE/SANDSTONE I CS 20 — grey/rust _ _ moderately hard 21 22 23 24 • I CS 25 50/1" 9000+ 14.0 Earth Engineering Consultants • TRANSLOADING STATION-KODAK INDUSTRIAL PARK WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY2012 LOG OF BORING 8-2 RIG TYPE: CME45 SHEET 2 OF 2 WATER DEPTH FOREMAN: DG START DATE 1/10/2012 WHILE DRILLING S.0' AUGER TYPE: 4"CFA FINISH DATE 1/10/2012 AFTER DRILLING 7.5' OPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION 0 N au MC DD _ nuB,Ts -200 SWELL TYPE (FEET) (BLOWS/FT) IMF) ON (POF) U. PI (%) PRESSURE %4Q 500 PSF Continued from Sheet 1 of 2 26 CLAYSTONE/SILTSTONE/SANDSTONE 27 grey/rust _ _ moderately hard 28 29 CS 30 — — 27.2 BOTTOM OF BORING DEPTH 30.0' 31 32 3-3 3-4 35 3-6 • 37 3-8 39 40 41 4-2 43 44 45 4-6 4-7 48 49 50 • Earth Engineering Consultants TRANSLOADING STATION-KODAK INDUSTRIAL PARK • WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY2012 LOG OF BORING 0.3 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 1/10/2012 WHILE DRILLING 11.5' AUGER TYPE: 4"CFA FINISH DATE 1/10/2012 AFTER DRILLING N/A SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D R 0U MC 00 — puNlTs .200 SWELL I TYPE (FEET) IeLOW&'fT) (PE F) (%) (PCF) LL PI 1%) PRESSURE N.a 500 PSF CLAYEY SAND(SC) 1 brown medium dense 2 3 SAND&GRAVEL(SP-GP) _ — brown 4 medium dense to dense — — SS 5 8 — 2.1 6 _7_ -8 _9_ SS 1-0 38 — 3.1 • 11 1-2 1-3 14 SS 1-5 43 — 19.1 1-6 17 18 19 CLAYSTONE/SILTSTONE CS 20 50/4" 9000+ 14.7 115.9 grey moderately hard 21 22 23 24 • SS 25 50/7" 7500 13.0 Continued on Sheet 2 of 2 Earth Engineering Consultants TRANSLOADING STATION-KODAK INDUSTRIAL PARK • WINDSOR,COLORADO PROJECT NO: 1122001 DATE: JANUARY 2012 LOG OF BORING 8-3 RIG TYPE: CME45 SHEET 2 OF 2 WATER DEPTH FOREMAN: DG START DATE 1/1012012 WHILE DRILLING 11.5' AUGER TYPE: 4-CFA FINISH DATE 1110/2012 AFTER DRILLING N/A SPT HAMMER: MANUAL SURFACE ELEV WA 24 HOUR N/A SOIL DESCRIPTION o N 00 MC 00 A-LIMITS -200 SWELL TYPE (FEET) (BLOWSIFT) (PSF) 1%) (PCH LL PI 1%) PRESSURE %W 500 PSF Continued from Sheet 1 of 2 26 CLAYSTONE/SILTSTONE 2-7 grey moderately hard 28 29 CS 30 50/5.5" 9000+ 13.2 122.8 BOTTOM OF BORING DEPTH 30.0' _ _ 31 32 33 3-4 35 36 • 3] 38 39 40 4-1 42 03 44 45 46 47 46 49 50 • Earth Engineering Consultants SWELL / CONSOLIDATION TEST RESULTS • Material Description: Clayey Sand (SC) Sample Location: Boring 1, Sample 1, Depth 4' Liquid Limit: 27 ,Plasticity Index: 10 % Passing#200: 11.7% Beginning Moisture: 8.0% Dry Density: 129.1 pcf 'Ending Moisture: 10.2% Swell Pressure: <500 psf % Swell @ 500: None 10.0 i 8.0 t 6.0 j . j jl 4.0 - 1 2.0 . 41 0 -2.0 Water Added -4.0 0 -6.0 :o c i 0 U , -8.0 • -10.0 0.01 0.1 1 10 Load(TSF) Project: Transloading Station - Kodak Industrial Park IP Windsor, Colorado Project#: 1122001 Date: January 2012 SWELL / CONSOLIDATION TEST RESULTS Material Description: Clayey Sand (SC) Sample Location: Boring 2, Sample 1, Depth 2' Liquid Limit: 25 'Plasticity Index: 8 1% Passing #200: 36.2% Beginning Moisture: 10.3% Dry Density: 119.5 pcf 'Ending Moisture: 12.7% Swell Pressure: 200 psf % Swell @ 150: 0.1% 10.0 8.0 6.0 4.0 -I— I C 2.0 _ E a, • E 0.0 1te11h. Wa Adde -4.0 p � I -6.0 • t � -8.0 -10.0 1 0.01 0.1 1 10 Load(TSF) Project: Transloading Station - Kodak Industrial Park • Windsor, Colorado E E C Project#: 1122001 Date: January 2012 �' SWELL/ CONSOLIDATION TEST RESULTS • Material Description: Grey Claystone/Siltstone Sample Location: Boring 3, Sample 4, Depth 19' Liquid Limit: 39 (Plasticity Index: 14 % Passing #200: 80.9% Beginning Moisture: 14.7% Dry Density: 117.1 pcf r:nding Moisture: 15.4% Swell Pressure: 3800 psf % Swell @ 500: 0.9% 10.0 8.0 6.0 4.0 .- 2.0 0 . 2 0.0 5. 5. -2.0 Water Added • -4.0 C 0 v -6.0 1 Vi C U -8.0 l -10.0 0.01 0.1 1 10 Load (TSF) Project: Transloading Station - Kodak Industrial Park . Windsor, Colorado Project#: 1122001 Date: January 2012 • EARTH ENGINEERING CONSULTANTS, INC. SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" 100 100 1 1/2" 100 " 93 3/4" 86 I/2"- 80 3/8" 74 No.4 63 No.8 49 No. 16 37 -. No.30 _ 27 • -_ No.40 23 No.50 19 No. 100 13 No.200 8,7 Project: Transloading Station-Kodak Industrial Park Location: Windsor,Colorado • Project No: 1122001EEC Sample Desc.: B-I,S-2,at 9' Date: January 2012 • EARTH ENGINEERING CONSULTANTS, INC. SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 100 „ 100 1 1/2" 100 100 3/4" 100 1/2" 100 3/8" 100 No.4 100 No.8 100 No. 16 99 No.30 _ 99 No.40 98 No.50 97 No. 100 86 No.200 31.7 Project: Transloading Station-Kodak Industrial Park Location: Windsor,ColoradoEE ^ • Project No: 1122001 (`I Sample Desc.: B-2,S-3,at 9' Date: January 2012 • EARTH ENGINEERING CONSULTANTS, INC. SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" 100 2" 100 1 1/2" 100 94 3/4" 86 1/2" 77 3/8" 70 No.4 60 No.8 50 No. 16 39 No.30 28 No.40 23 No.50 18 No. 100 12 No.200 8.3 Project: Transloading Station-Kodak Insutrial Park Location, Windsor,Colorado ,EEC • Project No: 1122001 Sample Desc.: B-3,S-2,at 9' Date: January 2012 Hello