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Home My WebLink About20021562.tiff Northern Colorado Geotech 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970)506-9244 Fax: (970) 506-9242 November 7, 2001 Clarkson Land 920 54th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Mr. Larry Buckendorf Re: Mineral and Aggregate Evaluation Hill-N-Park Duplex Site Northern Colorado Geotech Project No. 072-01 Northern Colorado Geotech has completed a mineral and aggregate evaluation for the proposed duplex site located in the Hill-N-Park development in Evans, Colorado. Northern Colorado Geotech drilled five test borings at the project site on August 24, 2001 as part of a Geotechnical Engineering Report (Report No. 072-01, dated September 17, 2001). The subsurface soils at the site consisted of silty sand, clayey sand, well graded sand with gravel and sandstone bedrock. The well graded sand with gravel layer was only encountered in Test Boring 4 at a depth of 12% feet. The remaining silty and clayey sand did not contain gravel or aggregate. The sandstone bedrock encountered at the site is likely a portion of the Cretaceous Laramie Formation. The Laramie is not known to contain economic quantities of quarry rock. Numerous coal beds are contained within the Laramie Formation in the southern part of Weld County, and at isolated areas south of Kersey, Colorado. However, we are unaware of the any coal mines in the immediate vicinity of the project site. Additionally, the subject property is a small parcel of ground that would not be big enough to support a commercial mining operation. Therefore, it is our opinion that the subject site does not contain economic quantities of mineral, aggregate or quarry rock. If you have any questions concerning this report or any of our consulting services, please do not hesitate to contact us at (970) 506-9244. Sincerely, NORTHERN COLORADO G ECH Prepare by: 10008'`E9.• ArpG • Doug Leafgre P.G • President Copies to: Addressee (3) EXHIBIT 1 4'3 2002-1562 GEOTECHNICAL ENGINEERING REPORT HILL-N-PARK DUPLEX SITE YELLOWSTONE AND YOSEMITE DRIVES EVANS, COLORADO NORTHERN COLORADO GEOTECH PROJECT NO. 072-01 September 17, 2001 Prepared for: Clarkson Land 920 54th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Mr. Billy McDivitt Northern Colorado L. Geotech 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970) 506-9244 Fax: (970) 506-9242 r Northern Colorado Geotech 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970)506-9244 Fax: (970) 506-9242 September 17, 2001 Clarkson Land 920 54th Avenue, Suite 200 Greeley, Colorado 80634 Attn: Mr. Billy McDivitt Re: Geotechnical Engineering Report Hill-N-Park Duplex Site Northern Colorado Geotech Project No. 072-01 Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed duplexes that will be located at in the Hill-N-Park development in Evans, Colorado. The subsurface soils at the site consisted of silty sand, clayey sand, well graded sand with gravel and sandstone bedrock. The results of our field exploration and laboratory testing indicate that the soils and bedrock at the site are non-expansive and have low to moderate load bearing capabilities. Based on the anticipated construction and the results of our engineering exploration, it is our opinion that the proposed structures may be supported by spread footing foundation systems. Slab on grade may be utilized for the interior floor systems. If you have any questions concerning this report or any of our consulting services, please do not hesitate to contact us. Sincerely, NORTHERN COLORAD i , ,: u. 1 f4fl1E Nz,EF by4'1 t an 9ravj . . . Reviewed by: Gary G. Weeks, P.E. Vice President Copies to: Addressee (3) • TABLE OF CONTENTS Page No. Letter of Transmittal ii SCOPE 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SITE EXPLORATION 2 Laboratory Testing 2 SUBSURFACE CONDITIONS 3 Soil and Bedrock Conditions -- 3 Groundwater Conditions 3 Field Test Results 3 Laboratory Test Results 3 DESIGN RECOMMENDATIONS 4 Foundation Design 4 Footing Foundations 4 Below Grade Construction 5 Floor Slab Design and Construction 6 Pavement Design and Construction 7 General Earthwork 8 Site Preparation 8 Fill Materials and Placement 9 GENERAL COMMENTS 10 ATTACHMENTS Boring Location Plan Logs of Borings Laboratory Test Results r GEOTECHNICAL ENGINEERING REPORT HILL-N-PARK DUPLEX SITE YELLOWSTONE AND YOSEMITE DRIVES EVANS, COLORADO NORTHERN COLORADO GEOTECH PROJECT NO. 072-01 SEPTEMBER 17, 2001 SCOPE This report contains the results of our geotechnical engineering exploration for the proposed duplexes to be constructed in the Hill-N-Park development near Evans, Colorado. This report includes descriptions of, and geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions • groundwater conditions • foundation design and construction • basement construction • drainage • floor slab design and construction • pavement design and construction • earthwork The recommendations 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. SITE CONDITIONS The site is currently vegetated with native grasses. Several evergreen trees are located on the southern property boundary. Surface drainage is fair to good to the northeast. The property is bordered on all sides by paved roads. Yellowstone and Yosemite Drives are located to the west and north, respectively while Hill-N-Park Drive and 49th Street are located to the east and south. The surrounding area is primarily single family residential structures with a convenience store located near the southwest corner of the site and a fire station located near the northwest corner of the property. Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 PROPOSED CONSTRUCTION As we understand it, the project will consist of developing the property for 11 lots that will be constructed with residential duplex units. A small cul-de-sac will be located in the center of the property. SITE EXPLORATION A total of five test borings were drilled on August 24, 2001. The borings were drilled to approximate depths of 5 to 15 feet at the locations shown on the Site Plan, Figure 1. Four borings were drilled within the proposed building location areas to depths of 15 feet, and one boring was drilled in the area of proposed cul-de-sac to a depth of 5 feet. 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. Relative surface elevations at the boring locations were obtained by measurements with an engineer's level from a temporary bench mark (TBM) shown on the Site Plan. The accuracy of boring locations and elevations should only be assumed to the level implied by the methods used to determine each. Lithologic logs of each boring were recorded by an engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split- spoon and ring samplers. Standard penetration measurements were recorded while driving a split- spoon and/or ring sampler into the subsurface materials. The standard penetration test is a useful index in estimating the density of the materials encountered. Groundwater conditions were evaluated in each boring at the time of subsurface exploration, and three days after the drilling. Laboratory Testing The samples retrieved during the subsurface exploration were returned to our laboratory for observation by the project manager. The soils were classified in general accordance with the Unified Soil Classification System. At that time, the field descriptions were confirmed or modified and an applicable laboratory testing program was formulated. Boring logs were prepared and are attached with this report. r-. 2 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 Laboratory tests were conducted on selected samples and are presented on the boring logs and attached laboratory test sheets. The test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. Selected samples were tested for the following engineering properties: • Water Content • Grain size • Dry Density • Atterberg Limits • Consolidation • Percent Fines • Compressive Strength • Expansion SUBSURFACE CONDITIONS Soil and Bedrock Conditions Soils at the site generally consisted of silty sand and clayey sand to depths of approximately 12% to 15 feet. Well graded sand with gravel and sandstone bedrock was encountered below the clayey sand in Test Borings 2 and 4 at depths of approximately 12'/ and extended beyond the depths explored. Summary boring logs for the borings are attached with this report. Groundwater Conditions Groundwater was encountered in Test Boring 4 at an approximate depth of 14 feet at the time of field exploration and when checked three days after the drilling. 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 levels can be expected to fluctuate with varying seasonal and weather conditions. Field Test Results Field test results indicate that the sand soils vary from loose to medium dense, in relative density. The bedrock varies from moderately hard to hard in hardness. Laboratory Test Results Laboratory test results indicate that the soils are non-expansive and have low to moderate load bearing capabilities. 3 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No. 072-01 DESIGN RECOMMENDATIONS Foundation Design Based on the results of our subsurface exploration and the results of the laboratory testing, it is our opinion that spread footing foundation systems may be used for support of the proposed structures. The footings should be placed on undisturbed soils and/or engineered fill material. Design and construction recommendations for foundation systems and other earth connected phases of the project are outlined below. Footing Foundations Based on the results of our subsurface exploration and the our laboratory testing, it is our opinion that a spread footing foundation system bearing upon undisturbed soil and/or engineered fill may be used for support of the proposed structure. The footings may be designed for a maximum bearing pressure of 1,500 psf. The design bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for perimeter footings. Footings should be proportioned to reduce differential foundation movement. Proportioning on the basis of equal total settlement is recommended; however, proportioning to relative constant dead- load pressure will also reduce differential settlement between adjacent footings. Total settlement resulting from the assumed structural loads is estimated to be on the order of 3/4 inch or less. Differential settlement should be on the order of 1/2 to 3/4 of the estimated total settlement. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction. Foundations and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. Foundation excavations should be'observed by Northern Colorado Geotech. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations may be required. 4 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 Below Grade Construction Groundwater was only encountered at the site the site in Test Boring 4 at an approximate depth of 14 feet. Therefore, full-depth basement construction is considered acceptable on the site. Completion of site development, including installation of landscaping and irrigation systems, may lead to groundwater development. To reduce the potential for groundwater to impact foundation bearing soils and enter the basement of the structure, installation of a perimeter drainage system is recommended. The drainage system should be constructed around the exterior perimeter of the basement foundation, and sloped at a minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system. The drainage system should consist of a properly sized perforated pipe, embedded in free-draining gravel, placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe, and at least 2 feet above the bottom of the foundation wall. The gravel should be covered with drainage fabric prior to placement of foundation backfill. Surface Drainage Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 10 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. • /1. Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No. 072-01 Floor Slab Design and Construction Some differential movement of a slab-on-grade floor systems is possible should the subgrade soils become elevated in moisture content. To reduce potential slab movements, the subgrade soils should be prepared as outlined in the earthwork section of this report. Additional floor slab design and construction recommendations are as follows: • Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. • Control joints should be provided in slabs to control the location and extent of cracking. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • In areas subjected to normal loading, a minimum 4-inch layer of sand, clean-graded gravel or aggregate base course should be placed beneath interior slabs. • A minimum 4-inch layer of free-draining gravel should be placed beneath basement floor slabs in conjunction with the underslab drainage system. • Floor slabs should not be constructed on frozen subgrade. Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill may experience some movement due to the volume change of the backfill. Potential movement could be reduced by: • minimizing moisture increases in the backfill • controlling moisture-density during placement of backfill • using designs which allow vertical movement between the exterior features and adjoining structural elements • placing effective control joints on relatively close centers 6 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 Pavement Design and Construction The required total thickness for the pavement structure is dependent primarily upon the foundation soil or subgrade and upon traffic conditions. Based on the soil conditions encountered at the site, the anticipated type and volume of traffic and using a group index of 0 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: t1 " u� 4 '` it!'t .:> ,� �tecommendecaavemgnt Thccknesses(In6hes) '. R $: K }. 4�' 4 4! .F�3^ $`JT.h l 1 '53U s m�� :�'ia' , w.4'y-*mo 2r s Div aY�"€Etrro:'^` -TrafficAren Alternative Asp alt 1,gregate4r , 179 71161M9 Cemlerit Goncrefe r Base 1, Total ;1Surface� ,- Courses Based Concrete Cul-de-sac A 3 6 9 B 2 3 5 C 5 5 Each alternative should be investigated with respect to current material availability and economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is recommended at the location of dumpsters where trash trucks park and load. Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate base course should be placed in lifts not exceeding six inches and should be compacted to a minimum of 95% Standard Proctor Density (ASTM D698). Asphalt concrete and/or plant-mixed bituminous base course should be composed of a mixture of aggregate, filler and additives, if required, and approved bituminous material. The bituminous base and/or asphalt concrete should conform to approved mix designs stating the Hveem properties, optimum ,asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in plant-mixed bituminous base course and/or asphalt concrete should meet particular gradations. Material meeting Colorado Department of Transportation Grading C or CX specification is recommended for asphalt concrete. Aggregate meeting Colorado Department of Transportation Grading G or C specifications is recommended for plant-mixed bituminous base course. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1560) (ASTM D1561). 7 �--. Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No. 072-01 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Other specifications outlined by the Colorado Department of Transportation should be followed. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry. Sawed joints should be cut within 24-hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Based upon the subsurface conditions determined from the geotechnical exploration, subgrade soils exposed during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. When unstable conditions develop, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce subgrade pumping. General Earthwork All earthwork on the project should be observed and evaluated by Northern Colorado Geotech. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Site Preparation Strip and remove existing vegetation, debris, and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site, or used to revegetate landscaped areas or exposed slopes after completion of grading operations. 8 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. The individual contractor(s) is responsible 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. Fill Materials and Placement All exposed areas which will receive fill should be scarified to a minimum depth of eight inches, conditioned to near optimum moisture content, and compacted. The placement of soils on the site should be observed by Northern Colorado Geotech. The fill should be assessed for suitability of use in the proposed fill and tested for placement including compaction percentage and moisture content. Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill materials are as follows: Clean on-site soils or approved imported materials may be used as fill material. Imported soils (if required) should conform to the following: Percent fines by weight Gradation fASTM C1361 6" 100 3" 70-100 No. 4 Sieve 50-100 No. 200 Sieve 50 (max) • Liquid Limit 30 (max) • • Plasticity Index 5 (max) 9 Clarkson Land Hill-N-Park Duplex Site Northern Colorado Geotech Project No.072-01 Minimum Percent Material (ASTM D6981 Scarified subgrade soils 95 On-site and imported fill soils: Beneath foundations 95 Beneath slabs 95 Beneath pavements 95 Granular soils should be compacted within a moisture content range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon data obtained from borings performed to obtain representative subsurface conditions at the site. Variations in the soil between borings will occur. Northern Colorado Geotech should be present during construction to observe the excavation and construction procedures and confirm or modify our recommendations. The scope of services for this project does not include either specifically or by implication any environmental assessment of the site. This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area at this time. No warranties, either express or implied, are intended or made. 10 ) ) .. IBM=NORTHEAST BONNET BOLT OF FIRE HYDRANT . ELEV.a 100.0 YOSEMITE DRIVE .ariNo.1 No,2 t LI LJ r _ - / \ No.5 Y z PCI m 7C C z m m No.3 No.4 ) 49TH STREET BORING LOCATION PLAN N HILL-N-PARK DUPLEX SITE YELLOWSTONE AND YOSEASTE DRIVES EVANS,COLORADO FOR CLARKSON LAND Norther fist No. 072-01 Colorado 8a. 1"=801 GeotechOrealey,Colorado -.Alga DX 0.1+-01 28se 29th Sues,Uans1 Plass 0 608-02M1 DML Fax 19703505®242 Rarer. 1 LOG OF BORING No. 1 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Clarkson Land SITE Yellowstone and Yosemite Drives PROJECT Evans, Colorado Hill-N-Park Duplex Site SAMPLES TESTS O O m e r �' �+- C w W p K Z uwi ≥ > w aw a 3- m w [LW y 0 02 g 0a o0 w �? z r to. 2 oa is Approx.Surface Elev.: 97.5 ft. 0 0 m z z 6"TOPSOIL ;a y. 17 1 SS 18 2 0.5 97.0 SILTY SAND 13 2 SS 12 3 Tan, dry to moist, loose to medium dense • 5 5 3 RS 12 15 97 3,500 10 6 4 SS 12 10 15.0 BOTTOM OF BORING -. WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01 ilColorado WL None W.D. _ Geotech DRILL CO. Drilling Eng DRILL RIG CME-55 WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML Greeley,Colorado 80631 Phone: 970-506-9244 When Checked 3 Days A.B. Fax: 970-506-9242 NCG PROJECT NO. 072-01 LOG OF BORING No. 2 • Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Clarkson Land SITE Yellowstone and Yosemite Drives PROJECT Evans, Colorado Hill-N-Park Duplex Site SAMPLES TESTS O 0 0 K ae n U I. NW CC W0 TX- CO W W ≥ D W D.~ a 0- 3- m w KW N 0 to O� Orr Approx.Surface Elev.: 88.5 ft. o o m z z ?? 2 ova =i- 6"TOPSOIL 19 1 SS 18 3 0.5 • SILTY SAND • —III Tan, dry to moist, loose to medium dense — 3 12 2 RS 12 5 103 4,500 7.0 81.5 CLAYEY SAND Tan, moist, loose ;Flff I 20 3 SS 12 10 10- • • 12.5 WEATHERED SANDSTONE 13.0 \Tan to gold, moist, moderately hard SANDSTONE • ' _ Tan to gold, moist, hard )1 50/6 4 SS 6 17 14.5 740 BOTTOM OF BORING 15 WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01 i Colorado WL WL None W.D. Geotech DRILL CO. Drilling Eng DRILL RIG CME-55 WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML Greeley,Colorado 80631 Phone: 970-506-9244 Q When Checked 3 Days A.B. Fax: 970-506-9242 NCG PROJECT NO. 072-01 • LOG OF BORING No. 3 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Clarkson Land SITE Yellowstone and Yosemite Drives PROJECT Evans, Colorado Hill-N-Park Duplex Site SAMPLES TESTS O ¢ ae a O l- TCl z>Lu W V) Z Lu W u)Ili K WO Ce Z wF ≥ > w a is = ( � m w mu I- ▪ 0- ❑E ¢ ❑a �> 22 Approx. Surface Elev.: 100.0 ft. � o m z r cat 21f5 0.5 6"TOPSOIL 1 s. 19 1 S5 18 3 99.5:. • •• SILTY SAND 12 2 RS 12 3 105 7,500 Tan, dry,loose to medium dense 5 7 3 SS 12 6 10 6 4 SS 12 6 • 15.0 85.0':.:..•' 15 BOTTOM OF BORING WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01 Colorado WL None W.D. Geotech DRILL CO. Drilling Eng DRILL RIG CME-55 • WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML Greeley,Colorado 80631 • When Checked 3 Days A.B. Phone: 970-506-9244 Fax: 970-506-9242 NCG PROJECT NO. 072-01 LOG OF BORING No. 4 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Clarkson Land SITE Yellowstone and Yosemite Drives PROJECT Evans, Colorado Hill-N-Park Duplex Site • SAMPLES TESTS 0 O z e n 0 N O IL W re W 0 D_' Z WF CO W >0 D W 0-W CL QQ m W5 Q. ccwaux �? 0 O� S gi f- Approx.Surface Elev.: 90.0 ft. o o m z zz ?? EL) 2- 6"TOPSOIL 1`'i. 17 1 SS 18 2 0.5 89.5'-.y ', SILTY SAND Tan, dry to moist,loose to medium dense 7 2 SS 12 4 5 7.0 83.0.:..... : CLAYEY SAND f: Tan, moist,loose • 17 3 RS 12 14 114 7,500 it I.12.5 77.5. WELL GRADED SAND WITH GRAVEL Tan, moist to wet, medium dense 12 4 SS 12 16 15.0 75.0,'.'. . 15 BOTTOM OF BORING WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01 ilColorado wt. 14.0 W.D. Geotech DRILL co. Drilling Eng DRILL RIG CME-55 • WL 1 14.0 A.B. 2956 29th Street, Unit 21 LOGGED BY DML APPROVED DML Greeley,Colorado 80631 When Checked 3 Days A.B. Phone: 970-506-9244 6 Fax: 970-5069242 NCG PROJECT NO. 072-01 LOG OF BORING No. 5 Sheet 1 of 1 CLIENT ARCHITECT/ENGINEER Clarkson Land SITE Yellowstone and Yosemite Drives PROJECT Evans,Colorado Hill-N-Park Duplex Site SAMPLES TESTS 0 co O ae x z K n W O W W K ~W LL U LL >7 w al≥OU W till— W M Z Z a ~ Q m W Od' N C 0o 0,, w w GJ D 5 one i� 50° Approx. Surface Elev.: 93.0 ft. c� o m z z ?? r.,aa 6"TOPSOIL LL' is — 13 1 SS 18 3 NV/NP/16 0.5 SILTY SAND Tan, dry to moist, loose to medium dense — .. —A 4 2 SS 12 6 5.0 88.0:' ' 5 BOTTOM OF BORING • • WATER LEVEL OBSERVATIONS Northern STARTED 8/24/01 FINISHED 8/24/01 Colorado WL None W.D. Geotech DRILL co. Drilling Eng DRILL RIG CME-55 u WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DML APPROVED DML Greeley,Colorado 80631 n When Checked 3 Days A.B. Phone: 970-506-9244 NCG PROJECT NO. 072-01 0 Fax: 970-506-9242 -2 -1 • 1 -- z 2 3 4 5 6 0.1 1 10 STRESS,psf Specimen Identification Classification Yd MC% ' • 4 8.0 Clayey Sand 114 14 CONSOLIDATION TEST Northern 2956 29th Street,Unit 21 Client: Clarkson Land Co/orado Greeley,Colorado 60631 + Phone: 970-506-9244 Project: Hill-N-Park Duplex Site Geotech Fax: 970-506-9242 Number: 072-01 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 123/8 3 4 6 810 1416 20 30 40 50 60 1140200 100 I I I ill II I I I 95 90 85 80 75 - - 70 65 I- (0 80 w >.• 55 m 1U 50 z LL F- 45 z w cc 40 w 0. 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse I fine coarse I medium I fine Specimen Identification Classification LL PL PI Cc Cu • 3 3.0 Silty Sand Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay • 3 3.0 2 0.243 0.0 68.0 32.0 GRAIN SIZE DISTRIBUTION Northern 2956 29th Street,Unit 21 Client: Clarkson Land Colorado Greeley,Colorado 80631 Phone: 970-506-9244 Project: Hill-N-Park Duplex Site Geotech Fax: 970-506-9242 Number: 072-01 s Hello