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Home My WebLink About20012813 1 SOIL AND MINERAL SURVEY RUHGE PROPERTY 12757 WELD COUNTY ROAD 21/2 BRIGHTON, COLORADO TERRACON PROJECT NO. 21015026 April 12, 2001 Prepared for: Ms. Margaret Ruhge 12757 Weld County Road 21/2 Brighton, Colorado Prepared by: Terracon 1289 First Avenue Greeley, Colorado 80631 EXHIBIT 2001-2813 lierracon lierracon 1289 First Avenue Aril 12, 2001 P.O.Box 1744 April Greeley,Colorado 80632-1744 (970)351-0460 Fax:(970)353-8639 Ms. Margaret Ruhge 12757 Weld County Road 2% Brighton, Colorado Re: Soil and Mineral Survey Ruhge Property Brighton, Colorado Terracon Project No. 21015026 Terracon has completed a subsurface exploration for the Ruhge property located at 12757 Weld County Road 2% near Brighton, Colorado. This study was performed in general accordance with our proposal number P2101013g dated February 15, 2001. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the design and construction of foundations and other earth connected phases of this project are attached. The subsurface soils at the site consisted of silty sand to a depth of approximately 3 feet and well graded sand with silt and gravel to depths of 20 feet. Groundwater was not encountered on the site to the depths explored. Based on the soils encountered, it is anticipated that normally loaded structures would be supported by spread footing foundations. We appreciate being of service to you on this phase of your project. If you have any questions concerning this report or any of our services, please do not hesitate to contact us at (970) 351-0460. Sincerely, TERRACON Prepare by: Doug Leafgren, P. . Office Manager/Senior Geologist Reviewed by: William J. Attwooll, P.E. .— Principal Copies to: Addressee (4) Arizona■Arkansas•Colorado■Georgia■ Idaho■ Illinois■ Iowa■ Kansas■Kentucky■Minnesota■Missouri■Montana Nebraska■ Nevada■ New Mexico■Oklahoma■Tennessee■Texas■Utah■Wisconsin■Wyoming Quality Engineering Since 1965 TABLE OF CONTENTS Page No. Letter of Transmittal ii INTRODUCTION 1 PROPOSED CONSTRUCTION 1 SITE EXPLORATION 1 Field Exploration 2 Laboratory Testing 2 SITE CONDITIONS 3 SUBSURFACE CONDITIONS 3 Geology 3 Soil and Bedrock Conditions 3 Field and Laboratory Test Results 3 Groundwater Conditions 4 ENGINEERING ANALYSES AND RECOMMENDATIONS 4 Mineral Resources 4 Geotechnical Considerations 4 Seismic Considerations 4 Basement Construction 5 GENERAL COMMENTS 6 APPENDIX A Boring Location Plan Logs of Borings APPENDIX B Laboratory Test Results APPENDIX C General Notes Unified Soil Classification SOIL AND MINERAL SURVEY RUHGE PROPERTY 12757 WELD COUNTY ROAD 2'/m BRIGHTON, COLORADO TERRACON PROJECT NO. 21015026 APRIL 12, 2001 INTRODUCTION This report contains the results of our subsurface exploration for the Ruhge Property located at 12757 Weld County Road 2% near Brighton, Colorado. The site is located in the northeast quarter of Section 31, Township 1 North, Range 66 West of the 6th Principal Meridian. The purpose of these services is to provide information relative to: • subsurface soil conditions • aggregate resources • groundwater conditions • preliminary foundation design The conclusions contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures and our understanding of the proposed project. PROPOSED CONSTRUCTION As we understand it, the project will consist of getting an approximate10 acre parcel of ground rezoned to 1-3 zoning. The change of zoning requires that a soil and mineral survey of the property be performed. SITE EXPLORATION The scope of the services performed for this project included a site reconnaissance by an engineering geologist, a subsurface exploration program, laboratory testing and engineering analyses. Geotechnical Engineering Report Ruhge Property Terracon Project No. 21015026 Field Exploration A total of three test borings were drilled on March 5 ,2001. The borings were drilled to approximate depths of 20 feet at the locations shown on the Site Plan, Figure 1. All borings were advanced with a truck-mounted drilling rig, utilizing 4-inch diameter solid stem augers. The borings were located in the field by pacing from property lines and/or existing site features. The accuracy of boring locations should only be assumed to the level implied by the methods used. Lithologic logs of each boring were recorded by the engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split- spoon samplers or collecting bulk samples from the augers. Penetration resistance measurements were obtained by driving the split-spoon into the subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful index in estimating the consistency, relative density or hardness of the materials encountered. Groundwater conditions were evaluated in each boring at the time of site exploration. Laboratory Testing All samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System described in Appendix C. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. Laboratory tests were conducted on selected soil samples and are presented on the boring logs and in Appendix B. All laboratory tests were performed in general accordance with the applicable standards. Selected soil samples were tested for the following engineering properties: • Water Content • Grain size • Atterberg Limits • Percent Fines 2 Geotechnical Engineering Report Ruhge Property Terracon Project No. 21015026 SITE CONDITIONS The site is currently agricultural ground that has been cleared. The property is bordered to the north by a commercial property, Riche Bros. Weld County Roads 27 and 2'/z are located east and south of the site, respectively. Highway 85 and an equipment storage area are located west of the property. SUBSURFACE CONDITIONS Geology The proposed area is located within the Colorado Piedmont section of the Great Plains physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early quaternary time (approximately 2,000,000 years ago), is a broad, erosional trench which separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately 70,000,000 years ago), intense tectonic activity occurred, causing the uplifting of the Front Range - - and associated downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. The site is in the South Platte River geologic flood plain. Bedrock of the Denver Formation underlies the property. Due to the relatively flat nature of the site, geologic hazards at the site are anticipated to be low. Seismic activity in the area is anticipated to be low; and from a structural geology standpoint, the property should be relatively stable. With proper site grading around proposed structures, erosional problems at the site should be minimal. Soil and Bedrock Conditions As presented on the Logs of Boring, surface soils to depths of 3 feet consisted of silty sand. The silty sand is underlain by well graded sand with silt and gravel that extends to the depths explored, 20 feet. Field and Laboratory Test Results Field test results indicate that the upper sand soils are loose in relative density and the lower sand soils vary from medium dense to dense in relative density. 3 Geotechnical Engineering Report Ruhge Property Terracon Project No. 21015026 Groundwater Conditions Groundwater was not observed in any test boring at the time of field exploration. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times, or at other locations. Groundwater conditions can change with varying seasonal and weather conditions, and other factors. ENGINEERING ANALYSES AND RECOMMENDATIONS Mineral Resources The soils encountered at the site consisted of silty sand and well graded sand with silt and gravel. These soils extended to the maximum depth of exploration, 20 feet. Although these soils are consistent with soils in nearby working aggregate extraction pits, it is our opinion that the small nature of the site, 10 acres, would prevent the soils at the site from being considered an economic deposit of the aggregate. It is anticipated that bedrock is likely to be encountered at depths of approximately 35 to 50 feet. Bedrock underlying the soils consists of the Denver Formation of Paleocene and upper Cretaceous age. The Denver Formation consists of silty claystone and sandy siltstone, interbedded within lenticular beds of tuffaceous sandstone and pebble conglomerate. The Denver Formation is not known to contain economic quantities of minerals, quarry rock or coal. Geotechnical Considerations Based the on the soils encountered on the site and our understanding of the potential uses of the site, it is our opinion that spread footing foundation systems are feasible for normally loaded structures at the site. Design and construction recommendations for foundation systems should be performed on a case-by-case basis as building locations and potential loads are determined. Seismic Considerations The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United States as indicated by the 1997 Uniform Building Code. Based upon the nature of the subsurface materials, a soil profile type Sd should be used for the design of structures for the proposed project (1997 Uniform Building Code, Table No. 16-J). 4 — Geotechnical Engineering Report Ruhge Property Terracon Project No. 21015026 Basement Construction Groundwater was not encountered on the site to the maximum depth of exploration, 20 feet. Therefore, full-depth basement construction is considered acceptable on the site. 5 Geotechnical Engineering Report Ruhge Property Terracon Project No. 21015026 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and opinions presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear, it will be necessary to reevaluate the recommendations of this report. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. In the event that 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 Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. 6 i I I I I I 1 I aw W4 Qs OJ to No.1 No.2 m . .T NO IY 4- O U Q W U No.3& s g a O Er g WELD COUNTY ROAD 2 1/2 BORING LOCATION PLAN N SOIL AND AGGREGATE RESOURCE SURVEY 12757 WELD COUNTY ROAD 2112 BRIGHTON,COLORADO FOR MARGARET RUHGE P1°I°Q Mnr DML Project No. 21015026 Desianed p By: ® Srek. NOT TO SCALE Chocked BY 1289 FIRST AVENUE Date: 4-09-01 Aormal By: DML GREELEY,COLORADO 80831 Bran By: DIAL a AMAPA IS FOR GENERAL LOCATION OILY, Fie Name: Flpn N0. 1 AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES v LOG OF BORING No. 1 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Margaret Ruhge • SITE 12757 Weld County Road 2 1/2 PROJECT Brighton, Colorado Ruhge Property SAMPLES I TESTS o ^ .a s e w O ri U w iaci a r4 ' a Z zF x DESCRIPTION Z > z� F Q Zz z W U Fc a wOW F0 p et, -eet, o A cid Z F w h� QPU. ntlr. 0.5 TOPSOIL 6" SM 1 SS 18" 9 9 SILTY SAND - Tan, moist, loose L 3.0 .. WELL GRADED SAND WITH GRAVEL Tan, dry to moist, medium dense to dense- - = 5 i SW 2 BS 2 ea -e 10 e Re 3 AS 2 e- -1, 15 _4 _ I e Re 4 SS ' 12"i 56 2 ! s 20.0 20 I BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES. IN-SITU.THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 3-5-01 WL = None W.D. Y BORING COMPLETED 3-5-01 R L err acon RIG CME-55 FOREMAN DBC WL Hole Filled in A.B. APPROVED DML JOB 11 21015026 LOG OF BORING No. 2 Page 1 of CLIENT ARCHITECT/ENGINEER Margaret Ruhge SITE 12757 Weld County Road 2 1/2 PROJECT Brighton, Colorado I Ruhge Property I a I SAMPLES TESTS O ' ^ m ' H tn zz DESCRIPTION >' w C1.7 w it, a w vVi a. O HO O >'w C),&cz CD C C Z H cC vL' Aaa. avla 0.5 TOPSOIL 6" SM SILTY SAND — Tan, moist, loose 3.0 WELL GRADED SAND WITH SILT - AND GRAVEL __ Tan, dry to moist, medium dense to dense 5/—N I -- S Vk-S VI 1 BS 4 - = 10 I 2 AS 3 15 H iI .ft- -▪ --I 20.0 3 AS 3 BOTTOM OF BORING 20 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LLNES BETWEEN SOIL AND ROCK TYPES: IN-SITU.THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 3-5-01 V'L None R'•D.',y BORING COMPLETED 3-5-01 WL err�con RIG CME-SS '.FOREMAN DEC WL Hole Filled in A.B. APPROVED DML I JOB# 21015026 LOG OF BORING No. 3 Page 1 of 1 CLIENT ARCHITECT/ENGINEER — Margaret Ruhge SITE 12757 Weld County Road 2 1/2 PROJECT Brighton, Colorado Ruhge Property SAMPLES TESTS O o > i tQ o a a z zH xDESCRIPTION x w � ° w Ot7 I a. c4 inaW > z F a CI a U aW. WUU E-. 0 >z"w Uxw O Q U z F alE:I' Qa vFia 0.5 TOPSOIL 6" SM SILTY SAND _ Tan, moist, loose 3.0 WELL GRADED SAND WITH SILT AND GRAVEL W-SM L SS 12" 11 2 -_ Tan, dry to moist, medium dense to dense 5 2 BS 3 10 3 AS 3 ' 15 1 _ I56 2 I _' 20.0 20 BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXLYIATE BOUNDARY LENTS BETWEEN SOIL AND ROCK TYPES: IN-SITU.THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 3-5-01 WL 7 None W.D. 1 BORING COMPLETED 3-5-01 WL erracon RIG CME-55 FOREMAN DBC I li WL i Hole Filled in A.B. APPROVED DML JOB// 21015026 UNIF►c,D SOIL CLASSIFICATION S1raTEM ^ Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group Group Names Symbol Coarse-Grained Soils Gravels Clean Gravels Cu a 4 and 1 s Cc s 3s GW Well-graded gravelF More than 50% retained on More than 50% of coarse Less than 5% fines° No.200 sieve fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravels No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravels;°," More than 12% fines° Fines classify as CL or CH GC Clayey gravels 0;" _ Sands Clean Sands Cu ≥ 6 and 1 ≤ Cc ≤ 3E SW Well-graded sand' 50% or more of coarse Less than 5% fines0 fraction passes Cu < 6 and/or 1> Cc > 30 SP Poorly graded sand' No. 4 sieve Fines classify as ML or MH SM Silty sand°'H. Sands with Fines More than 12% fines° Fines classify as CL or CH SC Clayey sand°'", Fine-Grained Solis Silts and Clays Inorganic PI > 7 and plots on or above"A"line) CL Lean clay"."M 50% or more passes the Liquid limit less than 50 No.200 sieve PI < 4 or plots below"A" line ML Silt",L,M -- 9 Liquid limit — oven dried Organic clay"•L,M," organic < 0.75 OL Liquid limit — not dried Organic siltl"L.M.° Silts and Clays Inorganic PI plots on or above "A" line CH Fat clay"'L.M Liquid limit 50 or more PI plots below "A"line MH Elastic silt"4 M Liquid limit — oven dried Organic clay",L.M.P organic < 0.75 OH Liquid limit — not dried Organic silt"'L,M'0 — Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat "Based on the material passing the 3-in. a (Dadz "If soil contains 15 to 29% plus No.200,add (75-mm)sieve. Cu = Dao/D10 Cc = D X D "with sand"or"with gravel",whichever is — — elf field sample contained cobbles or F w so predominant. boulders,or both,add "with cobbles or If soil contains ≥ 15% sand,add "with sand"to "If soil contains ≥ 30% plus. No.200 boulders,or both"to group group name. c name. °If fines classify as CL-ML, use dual symbol GC- name. predominantly sand,add "sandy"to group Gravels with 5 to 12% fines require dual GM,or SC-SM. symbols: MY soil contains ≥ 30% plus No.200, " — GW-GM well-graded gravel with silt If fines are organic,add"with organic fines" to predominantly gravel,add"gravelly"to group GW-GC well-graded gravel with clay group name. name. GP-GM poorly graded gravel with silt IIf soil contains a 15% gravel, add "with gravel"to "pl ≥ 4 and plots on or above "A"line. GP-GC poorly graded gravel with clay group name. °PI < 4 or plots below "A"line. o Sands with 5 to 12% fines require dual ,If Atterberg limits plot in shaded area,soil is a CL- PPl plots on or above "A" line. symbols: ML,silty clay. SW-SM well-graded sand with silt °Pl plots below"A" line. SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay — 60 For classification of flne-grained soils x and fine-grained fraction of coarse- / 50 _grained soils (- / l / Equation of "A"-line \—V x Horizontal at PI = 4 to LL = 25.5. / \�� a then PI = 0.73(LL-20) of / OI 4:: W40 -Equation of "U"-line /r--- OP p Vertical at LL = 16 to PI = 7, Z then PI = 0.9(LL-6) // C) } 30 - i K U I / a0 // G�' MH on OH / 10 - 7 __ 1 /I _ 4 - CL- ML 7 MLonOL 0 I, I I 0 10 16 20 30 a0 50 60 70 80 90 100 110 LIQUID LIMIT (LL) 5"z 11erracon U.S.SIEVE OPENING IN IP' :S I U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1314 L/2 3/8 3 4 6 8 10 1416 20 30 40 50 70 1001.00 100 I II I I I I' I I I I I I I III II I �I I l � I l F I I 90 ! ! I 1 , �'l I I 1 I II I I I 80 I II , ! E • I IIIj ` R70 _ ` C E ' \\r N 4 F I - _ _ . N • E 50 • - - - - R • \ '• Y40 _ . . - _ w E • \\\:\. - G 30 - - H 1 . -- T 20 I. 10 - - . 1.N..___4 II 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES GRAVEL I SAND SILT OR CLAY coarse I fine 'coarse I medium I fine Specimen Identification Classification MC% , LL PL PI I Cc Cu •I 1 5.0 Well Graded Sand with Gravel 2 1.66 10.0 T, 2 5.0 Well Graded Sand with Silt and Gravel 4 1.15 33.7 r I Specimen Identification D100 I D60 I D30 I DI0 I %Gravel I %Sand I %Silt I %Clay el 1 5.0 25.00 3.31 I 1.347 I 0.3312 1 26.0 I 71.2 2.8 Z' 2 5.0 , 25.00 I 2.36 I 0.436 i i 24.0 I 65.9 10.1 • • • - PROJECT Ruhge Propertv- 12757 Weld Counts' Road 2 JOB NO. 21015026 1/2 DATE 4/11/01 GRADATION CURVES Terracon • Greeley, Colorado GENERAL NOTES • DRILLING & SAMPLING SYMBOLS: SS : Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted PS : Piston Sample — ST : Thin-Walled Tube - 2" O.D., Unless otherwise noted WS : Wash Sample 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 : Pressuremeter HS : Hollow Stem Auger DC : Dutch Cone WB : Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD 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 Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate deter- mination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major con- _ stituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF COARSE-GRAINED SOILS: Unconfined Compressive Willows/ft. Relative Density Strength, au, psf Consistency 0-3 Very Loose < 500 Very Soft 4.9 Loose 500 - 1,000 Soft 10-29 Medium Dense 1,001 - 2,000 Medium 30-49 Dense 2,001 - 4,000 Stiff 50-80 Very Dense 4,001 - 8,000 Very Stiff 80+ Extremely Dense 8,001 -16,000 Hard > -16,000 Very Hard GRAIN SIZE TERMINOLOGY RELATIVE PROPORTIONS OF SAND AND GRAVEL Major Component Descriptive Term(s) Of Sample Size Range (of Components Also Percent of Boulders Over 12 in. (300mm) Present in Sample) Dry Weight Cobbles 12 in. to 3 in. Trace < 15 (300mm to 75mm) ^"•b 15 - 29 Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm) Sand #4 to #200 sieve RELATIVE PROPORTIONS OF FINES (4.75mm to 0.075mm) Descriptive Term(s) Silt or Clay Passing #200 sieve (of Components Also Percent of (0.075mm) i._ Present in Sample) Dry Weight Trace < 5 With 5 - 12 Modifier > 12 1 rerracon ___, 1 GENERAL NOTES Sedimentary Rock Classification DESCRIPTIVE ROCK CLASSIFICATION: - Sedimentary rocks are composed of cemented clay, silt and sand sized particles.The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone,or shale. Modifiers such as shaly,sandy,dolomitic, calcareous,carbonaceous,etc.are used to describe various constituents. Examples: sandy shale; calcareous sandstone. LIMESTONE Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI. DOLOMITE Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO3),, harder than limestone, reacts with HCI when powdered. CHERT Light to dark colored,very fine-grained texture, composed of micro-crystalline quartz(Si02), brittle, breaks into angular fragments, will scratch glass. SHALE Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers.The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone. SANDSTONE Usually light colored,coarse to fine texture,composed of cemented sand size grains of quartz, feldspar,etc. Cement usually is silica but may be such minerals as calcite,iron-oxide,or some other carbonate. _. CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size(1/2 inch to 6 inches).Cemented together with various cemen- ting agents. Breccia is similar but composed of angular, fractured rock particles cemented together. PHYSICAL PROPERTIES: - - DEGREE OF WEATHERING BEDDING AND JOINT CHARACTERISTICS Slight Slight decomposition of parent Bed Thickness Joint Spacing Dimensions material on joints. May be color Very Thick Very Wide >10' change. Thick Wide 3' - 10' Moderate Some decomposition and color Medium Moderately Close 1' - 3' change throughout. Thin Close 2" - 1 Very Thin Very Close .4" - 2"High Rock highly decomposed,may be ex- Laminated — .1" - .4" tremely broken. Bedding Plane A plane dividing sedimentary rocks of the same or different lithology. HARDNESS AND DEGREE OF CEMENTATION Joint Fracture in rock, generally more or Limestone and Dolomite: less vertical or transverse to bedding, along which no appreciable move- Hard Difficult to scratch with knife. ment has occurred. Moderately Can be scratched easily with knife, Seam Generally applies to bedding plane Hard cannot be scratched with fingernail. with an unspecified degree of Soft Can be scratched with fingernail. weathering. Shale, Siltstone and Claystone Hard Can be scratched easily with knife, SOLUTION AND VOID CONDITIONS cannot be scratched with fingernail. Solid Contains no voids. Moderately Vuggy (Pitted) Rock having small solution pits or Hard Can be scratched with fingernail. cavities up to 1/2 inch diameter, fre- Soft Can be easily dented but not molded quently with a mineral lining. with fingers. Porous Containing numerous voids,pores,or other openings, which may or may Sandstone and Conglomerate not interconnect. Well Capable of scratching a knife blade. Cavernous Containing cavities or caverns,some- - Cemented times quite large. Cemented Can be scratched with knife. Poorly Can be broken apart easily with it Cemented fingers. 1 rerracon Form 110-6-85 Form No. OFFICE OF THE STATE ENGINEER GWS-25 COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg., 1313 Sherman St., Denver,Colorado 80203 (303)866-3581 LR WELL PERMIT NUMBER 55901 -F APPLICANT DIV. 1 WD 2 DES. BASIN MD APPROVED WELL LOCATION WELD COUNTY SE 1/4 NE 1/4 Section 31 MARGARET RUHGE Township 1 N Range 66 W Sixth P.M. 12757 WCR 2 1/2 DISTANCES FROM SECTION LINES BRIGHTON, CO 80603- 2450 Ft. from North Section Line 1019 Ft. from East Section Line (303)659-9089 UTM COORDINATES REGISTRATION PURSUANT TO A DECREE Northing:4428478 Easting: 515918 ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITIONS OF APPROVAL 1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit does not assure the applicant that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Pursuant to CRS 37-92-304(8),the State Engineer has entered into his records, under the above assigned well permit number, the determinations made by the Division 1 Water Court in case no.W-2889,for Well No. 1. 4) The well has historically been used for the following purpose: Irrigation of approximately 11 acres in the W1/2 of SE1/4 and E1/2 of SW1/4 of NE1/4, all in Section 31,Township 1 North, Range 66 West,6th P.M., Weld County. 5) Water from the well was first used beneficially for the above described purpose on July 31, 1940. 6) The total depth of this well as indicated in the current owner's well permit application to register this well is 35 feet. 7) The decreed pumping rate is 1.1 cfs (494 gallons per minute). 8) The average annual amount of ground water diverted by this well is not specified in the decree. NOTE:At the date of the entry of this decree with the court on July 27th 1973, the well owner was: Max Ruhge. r APPROVED JMW State Engineer By ,Receipt No.0477099B DATE ISSUED EXPIRATION DATE Hello