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Home My WebLink About20040091.tiff ' n n LAUBE 3455 "F'Street,#6 Greeley, CO 80631 psa_ ENGINEERING, LLC Telephone:(970)356-3099 Fax: (970) 356-3143 July 8, 2002 Project No.: 136 Greg Bowdish, P.E. Pickett Engineering, Inc. 808 8th Street Greeley, CO 80631 Subject: Percolation Test at Korf Chevrolet Dealership 9050 Highway 392 Windsor, Colorado Dear Greg: Enclosed is a percolation test report performed per our Agreement dated June 27, 2002 and signed July 2, 2002. The expansion plans of the dealership include paving at the location of the existing leach field. The percolation test is for a leach field at a new location. The percolation test was performed by Laube Engineering, LLC at the subject site on July 5, 2002. The average percolation rate was 2.2 minutes per inch, which does not meet the County criteria for percolating soils. No limiting zones of groundwater or impermeable layers were encountered within 8 feet below existing grade. fe,, Since the percolation rate of the existing sandy soils exceeded the required percolation rate, the existing sand will need to be replaced with soils meeting percolation rate criteria. In addition, Weld County requires that septic systems serving businesses (commercial use) be designed by a professional engineer. We can provide this service upon your request. If you have any questions, please call me at (970) 356-3099. Sincerely, LAUBE ENGINEERING, LLC :: pO................4 j.OO A. L9Gc4`-2 c.) c) •O Y 31874 rn: • ssa ?: Keith A. Laube, P.E. Geotechnical/Civil Engineer Enclosures: Site Location Map Percolation Test Hole Location Plan Summary of Percolation Rates Soil Profile (soil boring log) 2004-0091 Site Location Map A N Korf Chevrolet 9050 Highway 392 Windsor, Colorado 7.5 MINUTE SERIES (TOPOGRAPHIC) V. ET COLLINS 15 MI. 55' 5.0 MI. TO COLO. I4 2170000 FEET I '510 104°52 Sp, 40° _- .l V �" J \------ J i( 1 `io 40°30' y'\ \J m \ ° L 4802 Q 0 1 I Awe _/\ � o Hof,9O ' —__.-'-` \ -4482 --1 -S‘,. Jc �o ° 0 9 17�� o � - 5 0 'V_.�.-- X X40 so C \ W2)izdsor Lake r o� S tp k\ a '� °�� \ 'T 420 000 V>,5• ti FEET v F • .,P N 4790 • ' ' 4 4780 mil . ' e' `°v at ••\ \4798 s. 00 i1 0 . •7481 c 6 " �. 'a ' — BM 102 ��; '� r.`IK ,4E% O _-e -- 4798 I[' �@�h I in n o l W I ... ar..r «...r,�` Oaamm -.. '.7Stxk�� \ �B N cc W '4780 ti4 • ",.m..u. 9cCDC� �_� • 4 �� U .. W' ldsor 3 a; • ��r i _� t" ° ° ------n?; '----- _/\ 20 °• 1 r21 J. .T 4780 4780 '1w5''r \ d ��r`s 2 4480 80 4j70 — I\ I N • __� 4j„ Sewage Disposal , � �� h C O Plant BM I•4774 • 4768- __ , l--v\. 4790-- �,..�� a \ta r ��a (29 28 / 2730„ Percolation Test Hole Location Plan A N Korf Chevrolet 9050 Highway 392 Windsor, Colorado ax.c.ADA HIgMWAT M72- Hwy^29 2 ^- _. 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VIII I • / f \ ! \ A I :WI / toSE\I\ LE AcH F I j� /� 1l I I I II. �!.�i 1 I / 1 / 111\3b III ll' 11 \"1b n` Summary of Percolation Rates Project Name: Korf Chevrolet Project Location: 9050 Highway 392 Windsor, Colorado Date of Test: July 5, 2002 Hole Diameter: 6 inches Client Name: Pickett Engineering LE Project No: 136 Percolation Water Remaining Percolation Rate (minutes In Hole After Hole Number per inch) Overnight Period P1 3.2 No r P2 3.0 No P3 N/A No P4 1.0 No P5 < 1.0 No P6 2.9 No Average Percolation Rate = 2.2 mpi For a standard system, the required percolation rate of existing soils is 5 to 60 minutes per inch. Laube Engineering, LLC Project: Korf Chevrolet Boring No.: P7 Location: 9050 Highway 392 Surface Elevation: 4789.5 (est. from topo) Windsor, Colorado Date Drilled: July 3, 2002 Client: Pickett Engineering LE Project No.: 136 • Q) £ W E a D T Z I- Elev.. a) w Depth O. E Soil Description 2 m 0.0 POORLY GRADED SAND with GRAVEL - dry. brown, possible fill. 1 AUGER 2 AUGER 5.0 3 AUGER . • SANDY CLAY - moist, brown. 4 AUGER End of Boring at 8.0 feet 10.0 15.0 Water Level Observations: Rig: CME Method: 4" SSA ,•. Initial Observation During drilling: Dry Time After Drilling: 10 min 22 hrs Laube Engineering, LLC Depth to Water: Dry Dry Cave-in Depth: 6.3' 2.0' r Geotechnical Exploration Report for Proposed Korf Chevrolet Expansion 9050 Highway 392 Windsor, Colorado Prepared For: Pickett Engineering, Inc. 808 8th Street Greeley, CO 80631 Prepared By: Laube Engineering, LLC 3455 "F" Street, #6 Greeley, CO 80631 (970) 356-3099 ilk tie Project No. 136 July 8, 2002 "-r r / ' - LAUBE 3455 "F'Street,#6 Greeley, CO 80631 L ENGINEERING, LLC Telephone: (970) 356-3099 r", Fax: (970) 356-3143 July 8, 2002 Project No.: 136 Greg Bowdish, P.E. Picket Engineering, Inc. 808 8th Street Greeley, CO 80631 Subject: Geotechnical Exploration Report Proposed Korf Chevrolet Expansion 9050 Highway 392 Windsor, Colorado Dear Greg: Enclosed is a geotechnical report performed per our Agreement dated June 27, 2002 and signed July 2, 2002. It has been a pleasure being part of your project. If you have any questions, please call me at(970) 356-3099. Sincerely, LAUBE ENGINEERING, LLC p0 'Y 31874 m,, ed _(4- : Keith A. Laube, P.E. Geotechnical Engineer ter Table of Contents 1 PROJECT INFORMATION 1 2 DRAINAGE AND GEOLOGY 1 3 FIELD EXPLORATION 2 3.1 Sampling 2 3.2 Groundwater 2 3.3 Soil Boring Surface Elevations 3 3.4 Retention Pond Percolation 3 4 LABORATORY TESTS 3 4.1 Test Results 3 5 SUBSURFACE CONDITIONS 4 6 CONCLUSIONS AND RECOMMENDATIONS 4 6.1 Site Preparation and Earthwork 4 6.2 Foundations 5 6.3 Floor Slabs 6 6.4 Exterior Concrete 7 6.5 Asphalt Pavement 7 6.6 Underground Utilities 8 6.7 Construction Considerations 8 6.8 General Recommendations 9 7 CLOSURE 9 APPENDIX 10 Laube Engineering, LLC • .-. Page 1 1 Project Information The purpose of this exploration was to provide foundation, pavement, and earthwork recommendations based upon soil samples obtained from twelve soil borings performed at the approximate 10-acre Korf Chevrolet dealership site. You have informed us that the proposed expansion will include an approximate 130,000 &asphalt pavement parking lot south and east of the existing building and a stormwater retention pond near the southeast corner of the property. Preliminary grading shows that the cut/fill in the parking area will be about 1 foot and that the pond will be about 11 feet below existing grade. Phase 2 of the expansion will include a 30,000 ft2 single-story dealership building and associated parking on the southwest portion of the site. Preliminary overlot grading for phase 2 show up to 6 feet of fill in the area of the proposed building and adjacent parking lot. The proposed site is located at the southeast corner of the intersection of Highway 392 and Highway 257, near the east side of Windsor, Colorado. The site is more specifically located in the Northwest 1/4 of Section 22, Township 6 North, Range 67 West of the 6th Prime Meridian in Weld County, Colorado. The site presently consists of the existing dealership building with adjacent asphalt pavement parking, a gravel parking area, and a flood irrigated hay field. 2 Drainage and Geology The site is located in the Cache la Poudre River basin. The Cache la Poudre River is located about 1'h miles southwest of the site. Drainage in the site vicinity is to the southeast. The site topography is relatively level with about 4 feet of relief across the site. In general, surface runoff is to the southwest. However, a small detention area located near the east property line collects runoff from the developed portion of the site. The Colorado Geological Survey has mapped this site as a low swell potential area with variable surficial deposits overlying bedrock. The Soil Survey of Weld County has identified 2 soil types (Kim and Otero) within 5 feet of the surface on this site. These soils are classified as sandy loam soils with a plasticity index of less than 15. The origin of these soils is a mix of outwash and eolian deposits. Laube Engineering, LLC Page 2 3 Field Exploration The field exploration was performed on July 3, 2002, using 4-inch diameter continuous flight augers powered by a truck mounted drilling rig. Four (4) soil borings were advanced to a depth of 7 feet each within the proposed parking area. Two (2) soil borings were advanced to a depth of 15 feet each at the location of the proposed stormwater retention pond. Six (6) soil borings were advanced to a depth of 15'1 feet each within the proposed building location. The approximate locations of the soil borings are shown on the Boring Location Plan in the Appendix. 3.1 Sampling A geotechnical engineer from Laube Engineering was present during drilling and sampling. A field log was prepared by visually classifying the samples. The samples were sealed in zip locked bags to prevent moisture loss and transported to our soil laboratory for further testing. Drilling and sampling was performed according to the following standard procedures: 1. Sampling with a 2-inch outside diameter, split barrel (split spoon) sampler per ASTM D1586 — "Penetration Test and Split Barrel Sampling of Soils". The standard penetration test (SPT) results, "N" values, are shown on the Boring Logs. Twenty- three (23) such tests were performed. 2. Sampling with a 3-inch outside diameter (2'1-inch inside diameter) lined, tube sampler (California sampler) driven according to ASTM D1586. Reported "N" blowcounts on the boring logs are adjusted values to reflect the energy required for a standard penetration test (2-inch diameter sampler). Two (2) such tests were performed. 3.2 Groundwater Ground water measurements were made upon completion of drilling and approximately 46 hours later. Groundwater was encountered at a depth of about 14'1 to 15 feet in borings B7, B8, B9, B10, and B11 performed in the location of the proposed building. Groundwater was not encountered within the boring termination depth of 15 feet in the two soil borings performed in the location of the proposed retention pond. Laube Engineering, LLC Page 3 33 Soil Boring Surface Elevations The ground surface at the soil borings was estimated from the topographic survey map provided by Pickett Engineering. The elevations on the map are referenced to the Town of Windsor vertical datum No. 23 (NAVD 88). 3.4 Retention Pond Percolation A percolation test was performed at a depth of about 12 feet in soil borings B5 and B6. The percolation rate was 2.6 minutes per inch in boring B5 and 2.0 minutes per inch in boring B6. 4 Laboratory Tests The following tests were performed on selected samples for classification and engineering purposes: Visual Classification Atterberg Limits Moisture Content Sieve Analysis Unit Weight Consolidation-Swell The Consolidation-Swell and Sieve Analysis test results are presented in the Appendix. The remainder test results are provided on the Boring Logs. The Boring Logs contain both factual and interpretive information. The horizontal lines between soil layers on the Boring Logs represent approximate boundaries between soil types. The transition between soil layers is typically gradual. 4.1 Test Results Consolidation-swell tests were performed on samples obtained at a depth of 5 feet in borings B10 and B12. The samples exhibited no swell pressure upon wetting and moderate compressibility with loads greater than 1,500 psf. Atterberg Limit tests were performed on four clayey samples obtained from borings B1, B3, B9, and B10 at depths of less than 6 feet. The measured liquid limit and plasticity index for these samples indicate the clay has low to moderate plasticity. Laube Engineering, LLC • Page 4 5 Subsurface Conditions In general, the soils at the boring locations consist of firm to stiff sandy clay and loose to medium dense clayey sand extending from the surficial topsoil to a depth of about 6 feet. Medium dense silty sand and poorly graded sand was encountered extending from the clayey soils to the boring termination of 15%z feet. The soil borings performed in the location of the proposed retention pond indicate a similar soil profile, except the clayey soils extend to a depth of about 11 feet in boring B5. Silty sand with gravel was encountered at a depth of about 11 feet in boring B5. Poorly graded sand was encountered at a depth of about 11 feet in boring B6. Groundwater was encountered at a depth of about 14% to 15 feet in most of the building borings at the time of the exploration. We anticipate ground water levels may vary seasonally. 6 Conclusions and Recommendations The soil conditions near the bottom of the proposed retention pond are favorable for water infiltration. The average percolation rate of 2.3 minutes per inch is typical for sandy soils with less than 20% passing the Number 200 sieve. Deposition of silt/fines and subsequent migration of fines into the native sandy soils will likely occur during storm events. For retention pond design purposes,we recommend using a percolation rate of at least 10 minutes per inch. Based our understanding of the project and data obtained from the exploration, we make the following recommendations. 6.1 Site Preparation and Earthwork I) Topsoil, weeds, surficial organic material, and soils containing organics and roots should be removed from the proposed constriction area. The death of topsoil in the hay field is about 6 inches, but may be as much as 1 foot in some areas. 2) Where the excavation extends below planned footing levels, slabs-on-grade, or pavement, excavation should extend laterally to include all areas within a 1:1 horizontal to vertical slope from the edge of the footings, slabs, or pavement. All footing and floor slab Laubc Engineering, LLC Page 5 subgrades should be scarified at least 6 inches, moistened and compacted to at least 95% of the Standard Proctor maximum dry density(ASTM D698). 3) Fill in areas of proposed buildings, structures, slabs, pavements, or walks should consist of non-expansive, sand and gravel meeting approval of the construction materials testing engineer. Granular fill should be placed in maximum 8-inch lifts and compacted to at least 95% of the Standard Proctor maximum dry density and within 3% of the optimum moisture content as determined by ASTM D698. Fill materials should be free of frozen material, dried clods, organic matter and material greater than 3 inches in diameter. 4) Fill in areas outside of the influence of buildings, structures, slabs, and walks may consist of non-organic soils available on site and should be compacted to at least 90% of the Standard Proctor maximum dry density and within 2% of the optimum moisture content as determined by ASTM D698. 6.2 Foundations 1) We recommend that the proposed building be supported by conventional spread footings (continuous strip and/or individual pad footings). Foundations bearing at a depth less than 5 feet below existing grade should be placed on at least 2 feet of compacted granular fill placed in accordance with section 6.1 Site Preparation and Earthwork. Depending upon the building foundation elevation, over-excavation of 2 feet of native soils may be required. Over-excavated material should be replaced with granular material, which may include the native sandy soils found onsite. Foundations bearing on the medium dense native sandy soils at a depth greater than 5 feet do not require over-excavation and compaction. 2) Footings founded on at least 2 feet of compacted granular fill may be designed based on a maximum net allowable soil bearing pressure of 2,000 pounds per square foot (psf). Footings founded on the medium dense sandy soils located at a depth greater than 5 feet may be designed based on a maximum net allowable soil bearing pressure of 2,500 pounds per square foot (psf). Total settlement is estimated to be less than 1 inch and differential settlement is estimated to be %z to % of an inch. If fill material is used to Laube Engineering, LLC Page 6 raise site grades, the allowable soil bearing pressure should be decreased by the pressure exerted by the fill material. 3) Footings should be placed at a minimum depth of 30 inches below final exterior grade for frost protection. 4) Footings should be sized to minimize differential movement. We recommend that continuous spread footings be a minimum 16 inches wide and pad footings be at least 24 inches wide. 5) We recommend that footing subgrades be observed by a geotechnical engineer from our office prior to placement of fill or concrete. Observation during construction verifies if subsoils are consistent with the conditions revealed in the borings and provides an opportunity for site specific recommendation if unsuitable subgrade conditions are encountered. 6) Exterior foundation wall backfill not supporting walks, drives, or other structures should be compacted to at least 90% of the Standard Proctor maXiI1111111 dry density and within 2% of the optimum moisture content as determined by ASTM D698. 6.3 Floor Slabs 5) We recommend that the building floor slab subgrades be scarified at least 6 inches, moistened and compacted to at least 95% of the Standard Proctor maximum dry density (ASTM D698) in accordance with section 6.1 Site Preparation and Earthwork. 1) A minimum of 4 inches of free-draining aggregate should be placed directly beneath slabs to provide uniform support and act as a capillary moisture break. The aggregate should be compacted to at least 95% of the Standard Proctor maximum dry density (ASTM D698). 2) Concrete slabs should be designed in accordance with current American Concrete Institute (ACI) guidelines. Laube Engineering, LLC Page 7 6.4 Exterior Concrete 1) A minimum of 4 inches of free-draining aggregate should be placed directly beneath slabs to provide uniform support and act as a capillary moisture break. The aggregate should be compacted to at least 95% of the Standard Proctor maximum dry density (ASTM D698). 2) Exterior concrete should be sloped at least 1% (1/8 inch per foot) to provide adequate surface drainage. 3) Concrete exposed to weather should be air-entrained to minimize frost damage. We recommend that de-icing salt be avoided during the first year after construction. 6.5 Asphalt Pavement The pavement design utilizes the flexible pavement criteria in the Colorado Department of Transportation (CDOT) Pavement Design Manual. The pavement design is based on the following assumptions: .- • CBR value = 6 (estimated for the low plasticity clayey sand soils) • Soil Resilient Modulus = 7 ksi (interpolated from assumed CBR value) • Serviceability index = 3.0 • Reliability= 80% • 18K ESAL (20-year life) = 0.2 million • Structural Number, SN= 1.8 Recommended Pavement Section: Asphaltic Concrete Surface Aggregate Base Course Total 3 inches 6 inches 9 inches 1) Pavement subgrades should be scarified at least 6 inches, moistened and compacted to at least 95% of the Standard Proctor maximum dry density(ASTM D698). 2) Aggregate base course should conform to CDOT Class 5 or 6 and be compacted to at least 95% of the Standard Proctor maximum dry density (ASTM D698). 3) Aggregate for asphalt concrete should conform to CDOT Grading S or SX. Laube Engineering, LLC Page 8 4) Asphaltic concrete pavement shall be compacted to a minimum 95% Marshall or Hveem density(ASTM DI559. ASTM D1560). 6.6 Underground Utilities 1) Buried water bearing utilities should be located below frost depth. Water lines should have at least 4'/ feet of cover and sanitary sewer (septic lines) should have at least 3 feet of cover, unless protected with insulation. 2) Utility trench backfill should be compacted to at least 90% of the Standard Proctor maximum dry density and within 2% of the optimum moisture content (ASTM D698) from 1 foot above the conduit to the final surface grade to minimize subsidence. Beneath structures, walks, drives, and pavements, backfill should consist of approved granular material compacted to least 95% of the Standard Proctor maximum dry density and within 3% of the optimum moisture content as determined by ASTM D698. 6.7 Construction Considerations 1) Trench/excavation spoil, heavy equipment, and vibrating equipment should not be permitted within a lateral distance of %s the depth of the trench/excavation or within 3 feet, whichever is greater. 2) Excavation safety is the contractor's responsibility and should be conducted in strict adherence to OSHA and other applicable codes. 3) Surface water should be directed away from open excavations and should not be allowed to pond. The clayey sand soils that comprise the subgrade may soften or loosen if they become wet. Any soils that become wet, loose, or disturbed should be removed and replaced with compacted soils or the footing should be deepened to adequate bearing soils. 4) Special precautions should be taken for earthwork during cold weather periods. Footings, slabs, and fill material should not be placed on frozen soils. Exposed subgrade soils should be adequately protected with insulating blankets or hay. Laube Engineering, LLC ^ Page 9 6.8 General Recommendations 1) The building foundations, floor slabs, and above grade structures should be designed by a qualified structural engineer licensed in the State of Colorado. 2) Rainwater from roofs and exterior concrete flatwork should be directed away from structures. Permanent surface grades should provide adequate surface drainage away from buildings. Final surface grades should slope away from buildings a minimum of 5% for a minimum distance of 10 feet (minimum 6 inches of fall in 10 feet). 3) Underground sprinkler systems should be installed at least 5 feet from foundations. Landscape irrigation should be minimized or eliminated within 3 feet of foundations. 7 Closure This report was prepared for Pickett Engineering, Inc. for evaluation of the site for design and construction of the proposed project. This report was prepared in accordance with generally accepted soil and foundation engineering practices. No warranties are made, either expressed or implied. The analysis and recommendations in this report are our opinions based upon the data obtained from the field exploration. Variations may exist between soil borings or beneath the soil boring termination depth. Such variations may not become evident until excavation or construction. To determine if soil conditions revealed during construction are consistent with those disclosed by the soil borings, we recommend that subgrades be observed by a geotechnical engineer from our office prior to placement of fill or concrete. Any reference to American Society for Testing and Materials (ASTM) methods in this report shall apply only to the specified test. Referenced documents listed in the specified ASTM are not to be implied or inferred. The report may contain insufficient information for other uses or applications. Laube Engineering should be notified if changes in the proposed project, house location, or design are contemplated. Laube Engineering, LLC Page 10 Appendix Site Location Map Boring Location Plan General Notes and Report Terminology Boring Logs Summary of Percolation Rates for Stormwater Retention Pond Consolidation-Swell Test Sieve Analysis ,—w Laube Engineering, LLC Site Location Map A N Korf Chevrolet 9050 Highway 392 Windsor, Colorado 7.5 MINUTE SERIES (TOPOGRAPHIC) t FT COLLINS 15 MI. 507155' - 5.6 MI ro COLO. I4 2 170 000 FEETI 1510 1O4°52'30" \ i _,- (.....j,,P �_ yo �/-40°30' / O •� I 1 °o 0an • 4802 ^ / . Av •a J o<o OD •. -v °'EELEY ° _ a 4]=6 . '"O) 482 eca"to- as Si, 17 - it { # 5 waap two } '9'�' 'a sit' 420 000 I ' \`TyF` • FEET r'--.....„..........7- � 57.s ,tsk r '39 wi • �� ao , I M .' F,Il p ev .L op ��.47 ,. E.a° u •.w81 6 lJ 41 0 _ y i° --4780twig: � �� r` W', dsor ayrN s 2 -?(21 J. o4, .76 2 e 1 1 1 -7 `� w80 257 / el. 111 -- iI4TB3 \ I _Le eo-0'TC mania Sewage . '" O Plant BM 4774 • / / 4T8B ••• f�Vl ••• CC1n \\.. 4T,‘ .°° .479 460 ve /J //` 4754 46 4 R.:_ 29 , i I 28 7 2730" a. LEGEND __. ______ ____... N _- PROJECT CONTROL EXISTING PROPOSED SYMBOL Q z .7 IA.`,'S OF BEARING. p Z6 al :OOROINATES REFERENCE: SECTION LINE BOUNDARY SECTION CORNERZ —--— RIGHT OF NAY RIGHT OF NAY • FOUND PIN IL W SEE a! IENCHMARK: PROPERTY LIFE PROPERTY LINE • SET PIN W O ' C+e rows NOSOR VERTICAL OA UN' NAP REFERENCE NUMBEF 2:: --------- EDGE OF ASPHALT --m--m EDGE OF ASPHALT — CATCH BASIN [�W O- Z GWs . ALUMINUM CAP SET IN CONCRETE NARKED 'WIN 352-15 1997', .N THE VICINITY OF THE SE COP OF SECTION 15 TSP. RE76 - • - GUTTER FLONLINE — ' — GUTTER FLOWLINE 0 FIRE HYDRANT ``''_Z�nn:1/43° J ` DC CURE aA' N OF ENTER v ON 1154 IN. 5 N Of ,I. I. SIDEWALK SIDEWALK POWER POLE Y V 82-. `.e3ACt1 JR„ ANG NEA I• 26. DMO E IN'ERSc^:On C- ALORADD STATE HN. 352 ANC M... ]c [ Ef Roil .. Z Li"+AYE 195E ELEVATE N. 4]54.] _ 9 E 8 0 50 0'546.^9 ]9 PROPOSE.. C. x F �----1-- STOPAI SEWED �T� HANDICAP ACCESS SIGN ELI 3.- 5645 a 9 91.84 PRISE . 929 3 3E 100 9 59. 1 PIAff + EDP --4750 INDEX C01TUA CONCRETE CROSS PAN "'^ L • SJB 0 10025.19 •,9952 is 5 531 38'. co•s. o '92 0e Aa 0 Er *DECIDUOUS.TREE 1032 593 10455.12 4.9 1.33 EXISTcw ---'�- INTERMEDIATE CONTOUR STORK SEWER Py 0005 •630 'f' 10345.14 40.00 PWPOSF`u£.i k€ 0351 5639 fry 02Nd i .9f 20 PTtelt4. 10 39! 595 N3. 10259.40 493.31 Pr DRAINAGE PEA TUE- GRADE BREAK LINE CONIFEROUS TREE 8 1444 i 5939.99 163115.41 .90.00 RRroCSE Northing E 9 1 Scion DLfcr•o ter lI 1441 I 57113.21:24: +050 20 .452 M011,0 0 ELIWISE CORI`-R. 9291 M S 9 .]L 3 9I J 65.41 PRICE I COP �4750� INDEX CONTOUR 1005 5992 OS 103.5.'3 •93 '1 PPW¢r Ea 0]fi' SY5. C 111.]C 25 ]99.➢8 PfiC I" '.. al 10.3 SB92 3J- 4TP 39 4 92.97 PROPOSED E 1049: 5912.9C 1431•.59 1]50`.021 MR IA in CMP814165 9.51 C56690 14506.29 .92.35 SPOT ELE iw losol 4442.0 10] .9 4793.15 ImI • BOUNDARY INTERMEDIATE CONTOUR 052 SJ15 301 14425704 •2+S2 PROPOSED EDP lull SS]9 10401.92 1]pe.Jfi DITCH'L Ica] 5939 52' 101269 4'90.44 PROPO¢3 EDP I, +12a 936 ]a 0040/ 66 1]59.93 G11c11 rl EROSION CONTROL FENCE - I. 0073 5650 L. 00315 '9 .42.21 PROPOSED _ IJG%2 55930 601 107'5 49 •9130 PRw033 EDP 115% 559. e. 1042].92 4760.to 0I1O1 J 0i] 5936.69 OJLM •92.1 EA['STIM6 as 53 5C5.[0 041.5 1.69.93 COG u ^ W ry• IOfic 5]06.26, 10.01.29 •4.•2 6REMtLLE 11541 7585.65 14a.A_ 4789.85 {W _ Sa L 1488 5619.701 10059.98 4 91.72+91.82 PPNOPo¢O EDP II 16151 CL].40 10.05.]6 4.89.89 601 Z 9 `t 1066 5419.30' 10059.•0 4 52.00 PROPOSED GOP II 09101 55.3.•9 10400.83 090.23 [cX 1 4uS - 19191 55300.511 10416.45 090.23 COD l[ _z, 1110 3625.9)1 10074.84 •91.58 PROPOSED p ,945, 5539.5E 10.16.0 4.66..l [W N^Y i0'r$u Y! 1621 5560. 0) 0154 25 .90.87 PROPOSED 825! 559%21 10.16 ID 099. t COD �� y B� X922 5630 70i 10508 2v 92.29 PMWa2-0 P! 1537 1541]59 10]82 1E 479900 OI1CT II �a1}i 560 545 091 999 .05 9 T 1 19361 5913.9` 10409.81 4790.88 0[711 IL .Vi8 Cu a MOW 5439_28 1 Ma i.3.96 56 92.72 PMP0 0O PC 6]0' 5➢1• IL 10431.03 4790.52 0110' IL ¢ ENS',.- 0363 5360.76I 99)9.58 94.54 PgP09F0 04 : 03441 5➢1.45 10055.51 4790 2T OITCM FL .".�[� agar' 0325 539 ]9 96o9.5 43.23 PT 15011 5919.}] 10]62.•] 4091.]S LW S i El q 2 W 53 99 9. 4794.65 E00.ei IBJ21 S➢IC 19 10.06 ]e 091.31 ICE p 'S 214] 5 ].901 0742.24 HI.W PRP06ED E0 42 9804 4791_20 COD 5914[9 10455.47 0)50 0B COD Boring Location Plan ZV N h" 2195 5535.921 10109.48 90.61 PROPOSED LCIOOIMi �*S - 2100 5) .22',. 101.70. 0 704. ] 6AE41LL[1E 0697 NI•eG 10]68 B] J'9t '3 COD CD C�z.� gi 2200 S 37 10039.)9 79 98 PROPOSED EPA HER POINT II 1055 5414.64 10 5. 10 4'92.2] 100 •, 2201 5] 2' 14234.86 7➢2.43 R 6,0.0* 2091 5379.2131' 3042 15 1,.'•68.80 coo 2 2]02 5703.130, 10426.29 4792. tl NEANL[1E II 2062 "'Li' 3 9 2' 10466.1] 1.90 03 CW �y 2205 556 63 10179.99 792 ]2 19T1N0 6u10.0166 CORER 2053 5381. 10 .6. 1]91 R ESE (D -E$ 2206 5 5'. 2C10230.10 4742.66 641511340 SUILc166 COMER TJ90 C149_389 l 103 • 1790.00 PoMO BOPT C 11 _ 399: 22u• 5716.25: 10060.36 '92.60 Fn1aTIH1"<1401W COMES Mgt 10347.76 OB' 15 i0F O .0M0 n 2209 5022.91' dq 2➢ ]92.50 BREu1LI1E I 2092 5379 31 IOS5O.5• 4793.51 TOP Or POLL ! Korf Chevrolet '" AS w 4210 5821.29' 2 9 9 742 2 BPEALIME I N92 4031.31 ' 11355261 4]92.12 TOP Or POW 2211 5776.1151 069 92 .76i.W RE4NL4E i19J 4915.41 10347.95 17f19.51. TOP OF POND m 2212 51.11.34, 10225.75 '42. 7 TOI571N9 PY1:LINS COPIER 2095 KL 03 10498.71 4797.00 POND BOTTOM Highway 22:3 S9 5. 0009 6 7y 63 TOE I 2095 5341.07 ,U 92 .1 4700 10 POW 077701 9050 Highway 392 Pi +5 5 't' 00 4740.19 TOE2198 5391.39 3 9. 81 10]66.'4 4760.00 POND BOTTOM I l 2123 .39 391 10542 03 093.51 PRCPOERT: 80UN0AW 2218 5530 96_ 035 9 79 W T15T[M1 106 li 2125, 4420 1051 56 092 120 PRNOCRTY BOIM0ARl `I 2219 5936.99 50 04.32 4'62.05 E![5i1N0 Ew ! 1281 5911.13 10103.66 4790.721 or.1SI WIG DITCH FLOM ENE Windsor, Colorado • CONCEPTUAL : 2214 3859.84 10)!5.36 •710.403 PROPOSED Rb I - 2225 `148 45 00056.32 4741.37 PROPOSED 00,4 Ti 9 2227 5953.06 PROPOSED 26.29 4740.67 OPOSED PM w; i 32129 224 :924.08' 14506.31 4740.9'3 PEPOSE0 Rd NOT RCILASG^J WD34.9ti 4791.64 PROPOSED ROA �/ IOR CON5TR4K.T30 Her- 'Riz 2230 5'u a '14039 M+ •791.135. 0 ROT 0 I 2¢ ei <- 'q \ PRINT=0b4 LiOW. PO - s _ •; t Scale: 1 inch= 100 feet 4 0'2O03 11O11Z111 SE a` / n =-_-_-:_-_-_„7...c 2�? J L ti —. G EM —J R. / • 1 I j �ai r y.}i \c — — a (3I boring (typical! I- 154. R 1211 Z1 N . �P�- /�(}[`i^T/':::\--___ r e tea: , — y'/ \\t\,I 1 1, �J / ///a.....-2.--,---- / r -111 111 14 �'1� `>�-f ,i�/ C R I 'T."— 1 -- — 1 1 TA 1 /w < ' ' ' Q ___.____.---- g m \1111 _1'o--' A 's� !.'' ♦ /' L 0 • pF NP s - I � '::74 �=}, G s a. nat M B.. ' '/ GRADING NOTES I /, `7 '��_-013. T ' '..» L SEWER NTRACT PIPES ONO ' va -- r....,!=- �/ ' :M1 7 "- �\ i . // • _ _ ALL UTILITIES R iCONSTRUCTION. l` 'L �.. I��III, OFTALLi CONTRACTOR N SiOPM NRIGY HORIZONTAL AND VERTICAL LOCATION riaSi4 . i1' __/,: 5 8m �'�`r\� �'w v.� / !Ih , --�-- - - - • I!9I'll' 2. EROS�ICONNG TROLvMEEASURES MUST ERN PLACE PRIOR TO ANY LANG • -st 4--1 -4 W-•-• I 111( Ili I / ` 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL AREAS DISTURBED •a Ii I \ —� I .'_4 /� „Ni • III ` wli • / • R • , �1' BY GRADING OPERATIONS. I '.. 1a,r _> ! ' / r III 81111 4N. 68 •. BUBGRAGE SHALL BE CONPACTEO AND SWADED PER SPECIFICATIONS 1 IIIf ` YI - 9 I l �} �} 7i r I 11P I/,III 11 812 9 PRIOP TO APPL LCAT ION OF BASE WATER IAL. -1 W.I Y4 �II1 ► c r. , — - 4 —/ a.X9: TEE 'C 5. NO ASPHALI OR CONCRETE PAVING SHALL BE INSTALLED tMTIL ALL UTILITIES $ • ! 1!Al' < � AMc y / I ANO CONDUIT CROSSINGS WITHIN PAVED AREA$ HAVE BEEN INSTALLED. 941 t , P!!\. R ± rE 2 54'1 1 /I reCL6:3T I0 I / AND THE BASE COURSE IS APPROVED. ON., ► � I � •f/yea �1'1'r�J,H .tr P Re 9 _ _. P/ �R B. NO PAVING SHALL BE INSTALLED UNTIL APPROVAL IS GIVEN BY THE TOWN OF • !. / ✓ i 3E 0,9954,42E µµ ep' mE3 ) ! EATON'S ENGINEER Of THE TYPE OF PAVING MATERIAL TO BE USED. P s L 1 + 1'1 ►- L-r < / �-/ = r Rue -- 1 / d ,r i T . 1� ►.w —rte- � ,i'/+' 2�Y/� ,/ n 1 ► i 7. PGRADEsAVING SHOWN ARE FINISHED GRADES. FOR SIIBGRAOE ELEVATIONS SEE y P / 11 - / - PAVING SECTIONS AND DETAILS. ES 435 , ► L : I Xi I1 / Igo 3 1 I1 ( f ti /^. •..,:.•2:_„. - 1'74 , / , B. CAUTION - NOTICE TO CONTRACTOR N 6 Lin V•. �' ► I /e.LG^2—'�"�II I. _. r I r I I 7 �__-.. Ll [ _91 ' THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION, I El J ' a all i g AND/OR ELEVAT IDN OF EXISTING UTILITIES AS SHOWN ON THESE PLANS i L - _ 443.41 " 4 � 1��., 9Ed iaA =';i 1.Y114 ► '-5q6 = / / /L IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND. WHERE �1 I� I F 1 y / ¢ 6 :� ,. W CIS�A, LLP cr 0428 M67Es �. i , POSSIBLE. MEASUREMENTS TAKEN IN THE FIELD THE INFORMATION IS • rr6 fa( y. N1 — t / / NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. I f ✓+ p I1 -1 q ' / / THE CONTRACTOR MUST CALL TOPE APPROPRIATE UTILITY COMPANY Ai C 4 1 5/j `, ► t}/ .2'=1 I92J. YI I I Iyl I I I ;'' 1 L 11 / / li 0 LEAST J2 HOURS BEFORE ANY E%CAVAT ION TO REQUEST EXACT FIELD 9 I i R 1 �, �.v / / , 1 - _ / / 3� ,� / LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE Z 5 .e‘..:......"..., Sb J I • / / CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT ILI 1— J • . t` kL -"' •e= �,I' ^ ® J.'i '— TL I �1 I. I / �} / WITH THE PgOPO5S0 INPPOVENENi5 $WONT ON THE PLANS. J Q W O 9 f�l� /"f� ►_4.0 . <a - 9-f-" 4 ,1 i ' 11 1 / ` I �•✓�5. / J J �.�,. ---„,--!•,,, LP/K , sir::) 1711 / _ ;-1tu / 4 / 9. IT SITES THE GRADINGTE INDEVMANNER CONSISTENTT ORS WITNESPONSIPMENTY TO PLANS PROVIDE - acr • a awe T� �J , DRAINAGE EASEMENTS-SHALL NOT BE RESTRICTED. ON-SITE AND PASS-THROUGH • - > !,f '+'-I T ,' �� J'� ' I '- - lei - , RUNOFF SHALL BE ROUTED TO STREETS. ALONG PROPERTY LINES. ANO THROUGH W / ,a2 } f '�' 1\�_ I I I / EASEMENTS IN A WANNER WHICH CONTROLS SURFACE RUNOFF. Z Z 1 "T " rL , ,J �I��X11I r , l N, 11f /N I . J - _. %.= ✓ ��p+ 0 L7 / 141 1 •Ae._ \ //(- • — �., .'l _.- _.� �� . ...'. / - ^lcii i•IP' �� C SCALE �I00 \ly" / GRAD "_.,� 0000- .. 1 • ",TT2 . -." �_ '9 i_•« _--.P-1.__-- --F = # . - G SO 100 ISO General Notes & Report Terminology Abbreviations used on the boring logs CAL: California lined tube sampler(3.0 inch outside diameter,2.5 inch inside diameter) DD: dry density LL: liquid limit(%) N: "N"value,the blowcount representation of the penetration resistance of the soil P200: percent passing the No. 200 sieve(0.075 mm) PI: plasticity index(%) PL: plastic limit(%) SS: split spoon sampler(2.0 inch outside diameter, 1.375 inch inside diameter) SSA: solid stem auger SPT: standard penetration test The soil penetration resistance (N) is the summation of the number of blows required to drive the 2-inch outside diameter sampler 12 inches with a 140-pound hammer falling 30 inches. The number of recorded blows commences after the sampler is seated 6 inches. Fine Grained Soils (clays & silts)—more than 50%passing the No. 200 sieve (0.075 mm) Liquid Limit < 50 Liquid Limit> 50 CL 4 lean clay CH 4 fat clay CL-ML 4 silty clay(4<PI<7) MH 4 elastic silt ML 4 inorganic silt OH 4 organic clay or organic silt OL 4 organic clay or organic silt "with sand"or"with gravel"when 15%to 29%is retained on the No.200 sieve "sandy" or gravelly"when more than 30%is retained on the No.200 sieve Consistency: Term "N" Value Tons/sq.ft. Very soft <2 0.0 to 0.25 Soft 2-4 0.25 to 0.50 Firm 4-8 0.50 to 1.00 Stiff 8-15 1.00 to 2.00 Very Stiff 15-30 2.00 to 4.00 Hard >30 >4.00 Coarse Grained Soils(sands & gravels)—less than 50%passing the No. 200 sieve (0.075 mm) More than 50%retained on #4 sieve (4.75 mm) More than 50%passing#4 sieve (4.75 mm) GC 4 clayey gravel(P200> 12%) SC 4 clayey sand(P200> 12%) GM 4silty gravel (P200> 12%) SM 4 silty sand(P200> 12%) GP 4 poorly graded gravel(P200<5%) SP 4 poorly graded sand(P200<5%) GW 4 well graded gravel (P200<5%) SW 4 well graded sand(P200<5% "with sand"when at least 15%sand "with gravel"when at least 15%gravel "with clay"or"with silt"when 5%<P200< 12% "with clay"or"with silt"when 5%<P200< 12% Relative Density: Term "N" Value Very Loose 0-4 Loose 4-10 — Medium Dense 10-30 Dense 30-50 Very Dense >50 Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: B1 Location: Highway 392 and Highway 257 Surface Elevation: 4790.5 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering m d L L U ny C E a _ D a Soil Description a M., C_ E r, LL > ? c PL N Other Depth a a °u - 0 Dc PI Test m m w a Surface - gravel base course to c x:, Results co CO ¢ approx. 4 inches. D o (%) 0.0 1 SS 18 16 CLAYEY SAND - damp, medium dense. brown.r3 SC 12 27 % Passing : 14 #40 - 86.7% 13 #200 - 43.5% 2 SS 18 6 . . . loose. SC 6 . `e 5.0 SANDY CLAY - moist, firm, brown. CL 16 3 SS 18 8 End of boring at 7.0 feet. 10.0 15.0 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Laube Engineering, LLC • Project: Korf Chevrolet Dealership Boring No.: 82 Location: Highway 392 and Highway 257 Surface Elevation: 4791.0 Windsor. Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering N 0 L L U d) C E O. Soil Description o m L Z ~ L E LL ;) > z N m m PL Other „ maw Depth E u I-- c, .O c PI Test m m 0 a Surface — gravel base course to in z 0 Results CO In Cr En approx. 6 inches. (x) 0.0 -� i SS 12 9 CLAYEY SAND with GRAVEL — damp, loose. 3" SC 7 brown, possible fill. 2 SS 18 8 POORLY GRADED SAND — damp, loose, brown. " SP 2 5.0 3 SS 18 9 SP 2 End of boring at 7.0 feet. 10.0 15.0 20.0 25.0 Water Level Observations: Rig: CME Method: 4" SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: 83 Location: Highway 392 and Highway 257 Surface Elevation: 4791.5 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering w d 0) u m c e n Soil Description o „x J C z r_ n J+. LL y °; °; > ? U, co m PL Other Depth a a 0 Surface - gravel base course to c., 0 c PI Test in w ¢ uu)i approx. 4 inches. �� (%) Results 0.0 1 SS 18 12 SANDY CLAY fill - damp, stiff, brown. -7 CL 12 2 SS 18 11 SANDY CLAY — moist, stiff, dark brown. CL 17 16 17 5.0 3 SS 18 17 CL 20 End of boring at 7.0 feet. 10.0 15.0 20.0 • 25.0 Water Level Observations: Rig: CME Method: 4" SSA ,.� Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: 84 Location: Highway 392 and Highway 257 Surface Elevation: 4790.0 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering U) W L L U W C II W _ y z >. > Soil Description n (0.-- E O„ LL °; ^; > ? to m m PL Other Test Depth 0. m 0 a N s o Results U N ¢ N Surface - topsoil to approx. 4 inches. O (X) 0.0 i SS 15 29 CLAYEY SAND — damp, medium dense. brown., SC 5 X#PPa0ssinng 4% ,r. #200 = 34.5% 2 SS 15 15 =r SC 7 5.0 SILTY SAND - damp, medium dense, brown. SM 7 3 SS 15 14 End of boring at 7.0 feet. 10.0 15.0 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: 65 Location: Highway 392 and Highway 257 Surface Elevation: 4791.5 ^, Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering w m 'C L O a, C G U! E T Soil Description 0. 2 01 L E �y LL Y > ? N m m PL Other a a o„ PI Test Depth w a j s c Results o C ¢ N Surface - hay field. u' (%) 0.0 Topsoil to a depth of about 6 inches. - n c. SANDY CLAY - moist. Drown. ou d 5.0 00 C. a ac , � 10.0 _ m u % Passing #4 = 84. 1% 1 CAL 18 16 SILTY SAND with GRAVEL — damp. brown. ! SM 3 #200 = 16.4% 15.0 End of boring at 15.0 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4" SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Cave-in Depth: 13.5' Laube Engineering. LLC Project: Korf Chevrolet Dealership Boring No.: 86 Location: Highway 392 and Highway 257 Surface Elevation: 4790.5 Windsor. Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering m L L C N C Z Soil Description o d x E �„ LL °r' °„' w ? m m m PL Other Test Depth a 0 a a) ?c Results 0) U) ¢ ") Surface - hay field. c' (%) 0.0 0 Topsoil to a depth of about 6 inches. SANDY CLAY - moist. brown. w QJ _ Q.) c..) •N 11 O) 5.0 ° ° SILTY SAND — damp, brown. Q " D- V q 10.0 m % Passing SM 0.8 i)4 = 100.0% - 1 CAL 16 16 POORLY GRADED SAND — damp, light #40 = 63.9% grayish brown. #200 = 3.9% 15.0 End of boring at 15.0 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. Depth to Water: Dry Cave-in Depth: 12.5 Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: B7 Location: Highway 392 and Highway 257 Surface Elevation: 4789.0 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering N Y) L L U y C n C _ J >. O 0(•-• L d m L Z Soil Description r y LL ,.» > Cl) m m PL Other Depth a E coi ,, o a PI Test m m w O. w to Results in in ¢ u' Surface - hay field v (%) 0.0 Topsoil to a depth of about 6 inches. - 1 SS 18 5 CLAYEY SAND - moist, loose, dark brown. _ SC 13 2 SS 18 7 SM 20 5.0 SILTY SAND - moist• loose, brown; with layers of silt and silty clay. ..•. _ 3 SS 15 5 SM 15 4 SS 18 27 POORLY GRADED SAND with GRAVEL - damp, 'r SP 2 10.0 medium dense, light reddish brown. 5 SS 12 10 . . .wet, brown. 77 .7 SP 12 15.0 • • End of boring at 15.5 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 47 hrs. Depth to Water: Dry Dry Cave-in Depth: 14.5' 13.2' Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: BB Location: Highway 392 and Highway 257 Surface Elevation: 4789.5 Windsor. Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3, 2002 Client: Pickett Engineering N a) L C m C C m E O mx Z 1•. T m m m z Soil Description E LL N 4"c PL Other PI Test Depth to m 0 a mi s Results N N ¢ N Surface - hay field v (X) 0.0 Topsoil to a depth of about 6 inches. - 1 SS 16 6 SANDY CLAY - moist. firm, dark brown. CL 13 CL 15 2 SS 18 13 , , .stiff, brown. 5.0 gg _ 3 5S 18 20 SILTY SAND - dry, medium dense, brown. SM 6 %#400s!i992.7% #200 a 44.2% 4 SS 18 17 SM 1 10.0 . . .with gravel. 5 SS 12 10 ,wet at 15.4 feet. V :., SM 3 15.0 End of boring at 15.5 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4" SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 46 hrs. Depth to Water: Dry Dry Cave-in Depth: 14.7' 13.5' Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No_: B9 Location: Highway 392 and Highway 257 Surface Elevation: 4789.5 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering U).0 a L U y C v -^" E 0. p ZH > L 0L, Z Soil Description j, ""c PL > r- rn w w PI Other Depth 0.E E o °�' Test E E 0 a n o Results v' c' ¢ Surface - hay field L' (%) D.0 Topsoil to a depth of about 6 inches. CL 13 _ 1 SS 18 7 SANDY CLAY - moist, firm, dark brown. CL 17 31 5 0 2 SS 18 10 stiff, brown. 15 16 _ 3 SS 18 , 18 SILTY SAND with GRAVEL - dry, medium SM 4 dense, brown; slightly cemented. 4 SS 18 10 SM 2 10.0 - --- 77 5 SS 18 4 SM 4 .wet at 15. 4 feet. 15.0 , End of boring at 15. 5 feet. 20.0 25.0 water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 46 hrs. Depth to Water: Dry Dry Cave-in Depth: 14. 5' 12.8 Laube Engineering, LLC Project: Korf Chevrolet Dealership Boring No.: 810 Location: Highway 392 and Highway 257 Surface Elevation: 4789.5 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering 0) m o U m C >. 0 mx Z ~ '' E LL m m m z Soil Description N m m PL Other PI Test Depths E a m 2:c Results N ¢ N Surface — hay field = U (%) 0.0 Topsoil to a depth of about 6 inches. CL 15 - 1 SS 18 6 SANDY CLAY - moist, firm, dark brown. • CL 18 30 % Passing 2 CAL 18 15 . . .stiff, brown. 34 #40 = 90.8% 5.0 #200 = 53. 1% 36 Swell = 0 psf 3 SS 15 31 SILTY SAND - dry, dense, brown: slightly :;:; SM 5 DD = 105 pcf cemented. 77 4 SS 15 18 SM 1 10.0 . . .with gravel, medium dense. r— - 5 SS 18 8 POORLY GRADED SAND with GRAVEL - SP 8 15.0 wet, loose. brown. End of boring at 15.5 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 46 hrs. Depth to Water: Dry Dry Cave-in Depth: ?5.O' 13_R• ) i hEngineering, i I C �au..e ., Project: Korf Chevrolet Dealership Boring No.: 811 . Location: Highway 392 and Highway 257 Surface Elevation: 4789.0 Windsor, Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering w y w L C y C E a O L z F T LL N N `m z Soil Description E '� PL > M mw Other PITest Depth m m m as CO ?c Results m N ¢ Surface - hay field ,, (%) 0.0 Topsoil to a depth of about 6 inches. CL 14 - 1 SS 18 7 SANDY CLAY - damp, firm, dark brown. 2 SS 10 32 CLAYEY SAND - damp, dense, brown. - ! SC 13 2a 5.0 _ 3 SS 12 20 SILTY SAND - dry, medium dense, brown; T SM 7 slightly cemented. 4 SS 18 9 . . .with gravel, loose. T; SM 0.8 10.0 es, 5 SS 12 20 POORLY GRADED SAND with GRAVEL - O sP 16 wet, medium dense, brown. 15.0 End of boring at 15.5 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 45 hrs. Depth to Water: Dry Dry Cave—in Depth: 14.0' 12.7' Laube Engineering. LLC Project: Korf Chevrolet Dealership Boring No.: B12 Location: Highway 392 and Highway 257 Surface Elevation: 4790.0 Windsor. Colorado (estimated from topographic map) LE Project No.: 136 Date Drilled: July 3. 2002 Client: Pickett Engineering to m L u m c a m Nv J >. 0 C Z m m z Soil Description ,, PL > C0 N m PI Other Depth a E u i- c� o c Test m m m a En r o Results N ¢ N Surface — hay field (X) 0.0 Topsoil to a depth of about 6 inches. _ 1 SS 18 5 CLAYEY SAND - moist, loose, brown. SC 11 ae % Passing - i SC 18 #40 = 91. 1% 2 CAL SB 4 #200 - 48.9% 5.0 Swell = 0 psf 77 DD = 102 pcf _ 3 SS 18 15 SILTY SAND - damp, medium dense, brown. SM 10 4 SS 10 9 SM 9 10.0 r- 5 SS 18 19 . . .with gravel. SM 5 15.0 End of boring at 15.5 feet. 20.0 25.0 Water Level Observations: Rig: CME Method: 4' SSA Initial Observation During drilling: Dry Time After Drilling: 10 min. 45 hrs. Depth to Water: Dry Dry Cave—in Depth: 14. 8' 13.3' Laube Engineering, LLC Summary of Percolation Rates for Stormwater Retention Pond Project Name: Korf Chevrolet Project Location: 9050 Highway 392 Windsor, Colorado • Date of Test: July 5, 2002 Hole Diameter 4 inches Client Name: Pickett Engineering LE Project No: 136 Percolation Water Remaining Borehole Number Rate (minutes In Hole After per inch) Overnight Period B5 2.6 No B6 2.0 No Average Percolation Rate = 2.3 mpi /rte Laube Engineering, LLC I , } CONSOLIDATION - SWELL TEST Boring B10 @ 4 to 5.5' Sandy Clay (CL) Stress vs. Void Ratio 0.72 - - 0.67 O ;v 0.62 0 0.57 0.52 100 1,000 10,000 Test Pressure (psf) Project: Korf Chevrolet Initial Final Sample Inundated at: 500 psf Client: Pickett Engineeering Moisture Content: 18.2% 20.9% Approx. Overburden Pressure (P0): 500 psf Test Date: 7/5/02 Void Ratio: 0.69 0.59 Swell Pressure: 0 psi Project No. 136 Dry Density (pcf): 104.7 111.4 Precent Swell: 0% Saturation: 74% 100% Sample Diameter: 2.425 inches Percent Passing#40: 90.8% Sample Height: 0.787 inches Percent Passing#200: 53.1% Laube Engineering, LLC ) ) ) CONSOLIDATION - SWELL TEST (continued from previous page) Boring B10 @ 4 to 5.5' Sandy Clay (CL) Stress vs. Strain 2.0%0.0 ° -2.0% - - -- _ -4.0% r N -6.0% - - -8.0% -- - i i4 -- 1 - _ -10.0%100 1,000 10,000 Test Pressure (psf) Project: Korf Chevrolet Test Date: 7/5/02 Client: Pickett Engineeering Project No. 136 Laube Engineering, LLC > > CONSOLIDATION - SWELL TEST Boring B12 @ 4 to 5.5' Clayey Sand (SC) Stress vs. Void Ratio 0.72 0.70 0.68 o 0.66 - �o rt 0.64 -- v j 0.62 0.60 - 0.58 0.56 - - 0.54 100 1,000 10,000 Test Pressure (psf) Project: Korf Chevrolet Initial Final Sample Inundated at: 500 psf Client: Pickett Engineeering Moisture Content: 18.0% 21.2% Approx. Overburden Pressure (P0): 500 psf Test Date: 7/3/02 Void Ratio: 0.71 0.59 Preconsolidation Pressure (Pr): 2,000 psf Project No. 136 Dry Density (pct): 101.9 109.5 Swell Pressure: 0 psf Saturation: 71% 100% Precent Swell: 0% Sample Diameter 2.425 inches Percent Passing#40: 91.1% Sample Height: 0.787 inches Percent Passing#200: 48.9% Laube Engineering, LW CONSOLIDATION - SWELL TEST (continued from previous page) Boring B12 @ 4 to 5.5' Clayey Sand (SC) Stress vs. Strain 2.0% 0.0% -2.0% 0 e -4.0% - --- — - - - --- —_ _ Co -6.0% -8.0% -10.0% --- - 100 1,000 10,000 Test Pressure (psf) Project: Korf Chevrolet Test Date: 7/3/02 Client: Pickett Engineeering Project No. 136 Laube Engineering, LLC Sieve Analysis "" U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 1 1 1 i i 1 i i 1 ! 100 - - i � • • , , 1 90 -- . L ._ _ I ' II II i 80 - - 11 I i 70 - - . - - - - il +' 60 - . .. I 50 I „ , `I 'I 1 I IIII6. c 40 I . L 30 ► � r , : I I ; 'I , . . C- , II , , I I ' 20 - ; I 'NI HI . , I 10 .. I 1 I ' ;I 'i I ' ' , I III I!I ` o . • ! 100 10 1 0.1 0.01 0.001 Particle Size (mm) I Cobbles Gravel Sand Silt or Clay coarse I fine coarse' medium I fine Source Classification % Moisture LL PL PI Boring B1 Clayey Sand - brown 12 27 14 13 @ 0.5- 2' _ Client: Pickett Engineering Project No.: 136 Project: Koff Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC Sieve Analysis -- U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 I 1 I I 1 I I I I 1 100 - I • • i i - , I i 90 ' ... _ i + _ -- 80 - I ____ . . _ , , . __ . . 70 I _ I I - ' I I i 60 - L I I I � . co f 50 I I - , I , .ci I f , I c• 40 , LL r" z a) I I . I • 30 I j 1 ! . I I GI. I ! f II . _ 20 fj 1- I - i I i i I I 10 I I ; - - It 0 ' ' 100 10 1 0.1 0.01 0.001 Particle Size(mm) Cobbles , Gravel Sand Silt or Clay coarse I fine coars4 medium I fine Source Classification % Moisture LL PL PI Boring B Clayey Sand - brown 5 @ 0.5 - 2.0' Client: Pickett Engineering Project No.: 136 ,� Project: Korf Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC Sieve Analysis U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 1 t 1 1 I l 1 I I ' 100 - I • l 90 80 - - - 70 i I I I 60 . _ I 1 - I - cn X50 . - - _ I I I - , 1 irs II c 40 I_ III I 1 r I rl I d I' f ! 30 I is i ' — I II ; il 20 I i l i II 1 ; , I I I I ICI IN ' 10 , i ''; r - -' i 11 I II • I1 0 r . . i 100 10 1 0.1 0.01 0.001 Particle Size (mm) Cobbles Gravel Sand Silt or Clay coarse I fine ,coarsei medium I fine Source Classification % Moisture LL PL PI Boring B5 3 Silty Sand with Gravel - brown @ 13 - 14' Client: Pickett Engineering Project No.: 136 •^ Project: Korf Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC - - ... Sieve Analysis U.S. Sieve Opening (inches) I U.S. Sieve Numbers i Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 I I I I I I I I I I I 100 • • ii ♦ I I 90 , I 80 - I - _ 70 - , - . _ I 60 I I I co i X50 i ` ' - — , I n r L. Ii li• 40 I —\ di I a 30 I I i I I 20 . , I l I _ . . I li 10 ,_... , , I , 0 1 , � , I I ,� , I ! ! , 100 10 1 0.1 0.01 0.001 Particle Size (mm) Cobbles Gravel Sand Silt or Clay coarse [ fine coarse! medium I fine Source Classification % Moisture LL PL PI Boring B6 Poorly Graded Sand - Light 0.8 _ @ 11 - 13' Grayish Brown Client: Pickett Engineering Project No.: 136 Project: Korf Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC - 4 A..... Sieve Analysis U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 I I I I I I I I I I 100 • • 1.,,•.. — - I ; iii I II I I Ilia 90 I�} , I I ; I 80 i i i Ili 70 - - EII II II I< 60 H — i < { I i ' ' I I I o 50 . . - II 1 ; i A i ; I j ( {III I I 40 � . . ;I! ii I i 1 .-, d I I' l I I o I i i I k, 30 I i 0. •f I iHI 20 I ' II i ;� ' II I I ! I I 10 i :. i I , I 0 I II, , _ . , . . ' 100 10 1 0.1 0.01 0.001 Particle Size (mm) Cobbles Gravel Sand Silt or Clay coarse [ fine coarse( medium I fine Source Classification % Moisture LL PL PI Boring B8 Silty Sand - brown 6 @6 - 7.5' Client: Pickett Engineering Project No.: 136 •^` Project: Korf Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC r. ..-. Sieve Analysis U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 1 I 1 1 1 1 1 1 1 t 100 - 1 .• • • R T I r i \ i ll 80 70 - I \ II 60 3 50 ._ . c 40 I ` l c) I I f t as 30 ._. . . EL I I I 20 f I I - I I ' 1 i l 10 - - 1f I II i 100 10 1 0.1 0.01 0.001 Particle Size (mm) Cobbles Gravel Sand Silt or Clay coarse I fine coarse( medium I fine Source Classification % Moisture LL PL P1 Boring B10 18 30 14 16 4 - 5.5' Sandy Clay - brown Client: Pickett Engineering Project No.: 136 Project: Korf Chevrolet Test Date: 7/6/02 Windsor, Colorado Laube Engineering, LLC r Sieve Analysis U.S. Sieve Opening (inches) I U.S. Sieve Numbers I Hydrometer 3 2 1 3/8 #4 #10 #20 #40 #100 #200 t. 1 I I 1 1 I t 1 t 100 - • I I I ' ' I 70 - ' I\, . - rn I 50 , 1 ' _ ' I 1f I I II U. ! c 40 ! - J it 1111 1 I II I ' i a 30 i ' X11 ; 1 20 i1 _ ' II III I I II ' 1 10 .. I ' - ilk III 0 ,I - , , , I , , I _ ' Ii1It ! iII II 100 10 1 0.1 0.01 0.001 Particle Size (mm) Cobbles Gravel Sand Silt or Clay coarse I fine coarse' medium I fine — Source Classification % Moisture LL PL PI Boring B12 Clayey Sand - brown 18 1 @ 4- 5.5' Client: Pickett Engineering Project No.: 136 ,^ Project: Korf Chevrolet Test Date: 7/5/02 Windsor, Colorado Laube Engineering, LLC Hello