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Home My WebLink AboutRAW URTH DESIGNS - FDP - FDP160001 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL ENGINEERING REPORT PROPOSED METAL BUILDING CONIFER STREET AND RED CEDAR CIRCLE FORT COLLINS, COLORADO NORTHERN COLORADO GEOTECH PROJECT NO. 086-14 May 15, 2014 Prepared for: Raw Urth Designs PO Box 369 Bellvue, Colorado 80512 Attn: Stephan Sasick Northern Colorado Geotech 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970) 506-9244 Fax: (970) 506-9242 Northern Colorado Geotech May 15, 2014 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970) 506-9244 Fax: (970) 506-9242 Raw Urth Designs PO Box 369 Bellvue, Colorado 80512 Attn: Stephan Sasick Re: Geotechnical Engineering Report Proposed Metal Building Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed metal building to be located at the intersection of Conifer Street and Red Cedar Circle in fort Collins, Colorado. The subsurface soils at the site consisted of sandy lean clay that is underlain by well graded sand with silt and gravel. The results of our field exploration and laboratory testing indicate that the soils have low expansive potential and low load bearing capabilities. Based on the anticipated construction and the results of our engineering exploration, it is our opinion that the proposed structure may be supported on a spread footing foundation system. If you have any questions concerning this report or any of our consulting services, please do not hesitate to contact us. Sincerely, NORTHERN COLORADO GEOTECH Prepared by: Doug Leafgren, P.G. President 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 ............................................................................................ 1 SITE EXPLORATION............................................................................................................ 2 Laboratory Testing ....................................................................................................... 2 SUBSURFACE CONDITIONS .............................................................................................. 3 Soil Conditions ............................................................................................................. 3 Groundwater Conditions .............................................................................................. 3 Field Test Results ........................................................................................................ 3 Laboratory Test Results ............................................................................................... 3 DESIGN RECOMMENDATIONS .......................................................................................... 3 Foundation Design ....................................................................................................... 3 Footing Foundations .................................................................................................... 4 Surface Drainage ......................................................................................................... 4 Floor Slab Design and Construction ............................................................................. 5 Pavement Design and Construction ............................................................................. 6 General Earthwork ....................................................................................................... 8 Site Preparation .................................................................................................. 8 Fill Materials and Placement ............................................................................... 8 GENERAL COMMENTS ....................................................................................................... 9 ATTACHMENTS Boring Location Plan Logs of Borings Laboratory Test Results GEOTECHNICAL ENGINEERING REPORT PROPOSED METAL BUILDING CONIFER STREET AND RED CEDAR CIRCLE FORT COLLINS, COLORADO NORTHERN COLORADO GEOTECH PROJECT NO. 086-14 MAY 15, 2014 SCOPE This report contains the results of our geotechnical engineering exploration for the proposed metal building to be located at the intersection of Conifer Street and Red Cedar Circle in Fort Collins, Colorado. This report includes descriptions of, and geotechnical engineering recommendations relative to: • subsurface soil conditions • groundwater conditions • foundation design and 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 a vacant lot that is currently vegetated with grasses and weeds. Surface drainage is very poor to the south and east. The property is bordered to the south and east by Conifer Street and Red Cedar Circle, respectively. Commercial ventures are located to the north and west. The lot to the north is surrounded by a large fence and appears to be used primarily for storage. PROPOSED CONSTRUCTION As we understand it, the project will consist of building a 60 foot by 200 foot slab on grade structure with an associated parking lot on the east side of the proposed structure. Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 2 SITE EXPLORATION A total of four test borings were drilled on April 25, 2014. The borings were drilled to approximate depths of 10 to 15 feet at the locations shown on the Site Plan, Figure 1. Three borings were drilled within the footprint of the proposed building, and one boring was drilled in the area of proposed pavements. 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 an engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by driving split-spoon and/or 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 one day 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. 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 • Atterberg Limits • Dry Density • Percent Fines • Consolidation • Expansion • Compressive Strength Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 3 SUBSURFACE CONDITIONS Soil Conditions Soils at the site generally consisted of sandy lean clay soils that are underlain by well graded sand with silt and gravel to depths of 15 feet. The upper foot of soil appeared to be fill material. Summary boring logs are attached with this report. Groundwater Conditions Groundwater was encountered at approximate depths of 7½ to 8 feet in the test borings at the time of field exploration. When checked one das after the drilling, groundwater was measured at approximate depths of 6½ to 7 feet. 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 clay soils vary from medium stiff to stiff in consistency. The sand soils vary from medium dense to dense in relative density. Laboratory Test Results Laboratory test results indicate that the clay soils have low expansive potential and low load bearing capabilities. DESIGN RECOMMENDATIONS Foundation Design Based on the results of our subsurface exploration and the results of the laboratory testing, it is our opinion that a spread footing foundation system may be used for support of the proposed structure. 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. Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 4 Footing Foundations Based on the results of our subsurface exploration and 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. In addition, the footings should be sized to maintain a minimum dead-load pressure of 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. Existing fill on the site should not be used for support of foundations without removal and recompaction. 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 movement is recommended; however, proportioning to relative constant dead-load pressure will also reduce differential movement between adjacent footings. Total movement resulting from the assumed structural loads is estimated to be on the order of 3/4 inch or less. Differential movement should be on the order of 1/2 to 3/4 of the estimated total movement. 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. 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 Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 5 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. Floor Slab Design and Construction Some differential movement of 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. • If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of barriers to minimize potential vapor rise through the slab. • Floor slabs should not be constructed on frozen subgrade. • Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended. Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 6 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 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 3 as the criterion for pavement design, the following minimum pavement thicknesses are recommended: Recommended Pavement Thicknesses (Inches) Traffic Area Alternative Asphalt Concrete Surface Aggregate Base Course Plant-Mixed Bituminous Base Portland Cement Concrete Total Automobile A 4 6 10 Parking 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 Superpave properties, Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 7 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 S or SX specification is recommended for asphalt concrete. Aggregate meeting Colorado Department of Transportation Grading G 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 92% maximum theoretical specific gravity. Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: • Modulus of Rupture @ 28 days................................................... 600 psi minimum • Strength Requirements ......................................................................... ASTM C94 • Cement Type .............................................................................. Type I-II Portland • Concrete Aggregate ....................................... ASTM C33 and CDOT Section 703 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. Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 8 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. 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: Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 9 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 (ASTM C136) 6" .......................................................................................................... 100 3" ..................................................................................................... 70-100 No. 4 Sieve ...................................................................................... 50-100 No. 200 Sieve ............................................................................... 60 (max) • Liquid Limit ....................................................................... 30 (max) • Plasticity Index .................................................................. 15 (max) Minimum Percent Material (ASTM D698) Scarified subgrade soils ......................................................................... 95 On-site and imported fill soils: Beneath foundations ................................................................... 95 Beneath slabs ............................................................................. 95 Beneath pavements .................................................................... 95 Aggregate base (beneath slabs) ............................................................ 95 Miscellaneous backfill (non-structural areas) .......................................... 90 On-site or imported clay soils should be compacted within a moisture content range of 2 percent below, to 2 percent above optimum. Granular soils should be compacted within a moisture 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 Raw Urth Designs Conifer Street and Red Cedar Circle Northern Colorado Geotech Project No. 086-14 10 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 is intended exclusively for the use by the client. Any use or reuse of the findings and/or recommendations of this report by parties other than the client without the written consent of Northern Colorado Geotech is undertaken at said parties' sole risk. 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. SS RS SS SS 13 13 28 50/10 1 2 3 4 18 12 12 12 9000 13 18 17 14 FILL- Sandy Lean Clay with Gravel Dark brown, moist, stiff SANDY LEAN CLAY Dark brown, moist to wet, medium WELL GRADED SAND WITH SILT AND GRAVEL Tan to red, wet, medium dense to dense 0.1% Swell 1.0 8.0 15.0 110 CLIENT HAND PENE- TROMETER psf FINISHED DRILL RIG APPROVED 086-14 WL CME-75 ARCHITECT/ENGINEER DML Sheet 1 of 1 WL NUMBER IN. DRIVEN IN. RECOVERED Proposed Steel Building LOG OF BORING No. 1 MOISTURE, % 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 TYPE Conifer Street and Red Cedar Fort Collins, Colorado STARTED 4/25/14 DRILL CO. SS RS SS SS 11 10 24 50/6 1 2 3 4 18 12 12 12 8000 16 15 13 12 FILL- Sandy Lean Clay with Gravel Dark brown, moist, stiff SANDY LEAN CLAY Dark brown, moist to wet, medium WELL GRADED SAND WITH SILT AND GRAVEL Tan to red, wet, medium dense to dense 1.0% Swell 1.0 8.0 15.0 115 CLIENT HAND PENE- TROMETER psf FINISHED DRILL RIG APPROVED 086-14 WL CME-75 ARCHITECT/ENGINEER DML Sheet 1 of 1 WL NUMBER IN. DRIVEN IN. RECOVERED Proposed Steel Building LOG OF BORING No. 2 MOISTURE, % 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 TYPE Conifer Street and Red Cedar Fort Collins, Colorado STARTED 4/25/14 DRILL CO. SS RS SS SS 9 5 16 50/10 1 2 3 4 18 12 12 12 7000 19 17 13 14 FILL- Sandy Lean Clay with Gravel Dark brown, moist, stiff SANDY LEAN CLAY Dark brown, moist, medium WELL GRADED SAND WITH SILT AND GRAVEL Tan to red, wet, medium dense to dense BOTTOM OF BORING 0% Swell 1.0 6.0 15.0 111 CLIENT HAND PENE- TROMETER psf FINISHED DRILL RIG APPROVED 086-14 WL CME-75 ARCHITECT/ENGINEER DML Sheet 1 of 1 WL NUMBER IN. DRIVEN IN. RECOVERED Proposed Steel Building LOG OF BORING No. 3 MOISTURE, % 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 TYPE Conifer Street and Red Cedar Fort Collins, Colorado STARTED 4/25/14 RS SS SS 10 7 12 1 2 3 12 12 12 17 6,000 16 8 FILL- Sandy Lean Clay with Gravel Dark brown, moist, stiff SANDY LEAN CLAY Dark brown, moist, medium WELL GRADED SAND WITH SILT AND GRAVEL Tan to red, moist to wet, medium dense BOTTOM OF BORING 28/9/59 0.2% Swell 1.0 5.0 10.0 114 114 CLIENT HAND PENE- TROMETER psf FINISHED DRILL RIG APPROVED 086-14 WL CME-75 ARCHITECT/ENGINEER DML Sheet 1 of 1 WL NUMBER IN. DRIVEN IN. RECOVERED Proposed Steel Building LOG OF BORING No. 4 MOISTURE, % 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 TYPE Conifer Street and Red Cedar Fort Collins, Colorado STARTED 4/25/14 DRILL CO. LOGGED BY NCG PROJECT NO. 5 -3 -2 -1 0 1 2 3 4 5 0.1 1 10 CONSOLIDATION TEST STRAIN, % 110 18 STRESS, ksf 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 Client: Raw Urth Design Number: 086-14 Project: Proposed Steel Building Location: Conifer Street and Red Cedar Sandy Lean Clay Specimen Identification Classification MC% 11 3.0 086-14.GPJ -3 -2 -1 0 1 2 3 4 5 0.1 1 10 CONSOLIDATION TEST STRAIN, % 115 15 STRESS, ksf 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 Client: Raw Urth Design Number: 086-14 Project: Proposed Steel Building Location: Conifer Street and Red Cedar Sandy Lean Clay Specimen Identification Classification MC% 22 4.0 086-14.GPJ -3 -2 -1 0 1 2 3 4 5 0.1 1 10 CONSOLIDATION TEST STRAIN, % 111 17 STRESS, ksf 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 Client: Raw Urth Design Number: 086-14 Project: Proposed Steel Building Location: Conifer Street and Red Cedar Sandy Lean Clay Specimen Identification Classification MC% 33 3.0 086-14.GPJ -3 -2 -1 0 1 2 3 4 5 0.1 1 10 CONSOLIDATION TEST STRAIN, % 114 16 STRESS, ksf 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: 970-506-9244 Fax: 970-506-9242 Client: Raw Urth Design Number: 086-14 Project: Proposed Steel Building Location: Conifer Street and Red Cedar Sandy Lean Clay Specimen Identification Classification MC% 44 1.0 086-14.GPJ 10 4/25/14 PROJECT Raw Urth Design W.D. A.B. TESTS BLOWS/12" N-VALUE When Checked 1 Day A.B. WATER LEVEL OBSERVATIONS SITE JF DEPTH (FT.) Drilling Eng DRY DENSITY PCF SAMPLES LIQUID LIMIT PLASTIC INDEX PERCENT FINES 7.5 6.3 086-14.GPJ GRAPHIC LOG DRILL CO. LOGGED BY NCG PROJECT NO. 5 10 15 4/25/14 PROJECT Raw Urth Design W.D. A.B. TESTS BLOWS/12" N-VALUE When Checked 1 Day A.B. WATER LEVEL OBSERVATIONS SITE JF DEPTH (FT.) Drilling Eng DRY DENSITY PCF SAMPLES LIQUID LIMIT PLASTIC INDEX PERCENT FINES 8.0 7.0 086-14.GPJ GRAPHIC LOG LOGGED BY NCG PROJECT NO. 5 10 15 4/25/14 PROJECT Raw Urth Design W.D. A.B. TESTS BLOWS/12" N-VALUE When Checked 1 Day A.B. WATER LEVEL OBSERVATIONS SITE JF DEPTH (FT.) Drilling Eng DRY DENSITY PCF SAMPLES LIQUID LIMIT PLASTIC INDEX PERCENT FINES 7.5 6.6 086-14.GPJ GRAPHIC LOG LOGGED BY NCG PROJECT NO. 5 10 15 4/25/14 PROJECT Raw Urth Design W.D. A.B. TESTS BLOWS/12" N-VALUE When Checked 1 Day A.B. WATER LEVEL OBSERVATIONS SITE JF DEPTH (FT.) Drilling Eng DRY DENSITY PCF SAMPLES LIQUID LIMIT PLASTIC INDEX PERCENT FINES 8.0 6.8 086-14.GPJ GRAPHIC LOG