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Home My WebLink AboutHARMONY MARKET PUD TWELFTH FILING - Filed SER-SUBSURFACE EXPLORATION REPORT -SUBSURFACE EXPLORATION REPORT PROPOSED HARMONY MARKET BUILDING HARMONY MARKET 12TH FILING FORT COLLINS, COLORADO EEC PROJECT NO. 1962005 February 13. 1996 Bogaard Construction. Inc. 5006 Bluestem Court Fort Collins. Colorado 80525 Attn: Mr. Chip Bogaard Re: Subsurface Exploration Report Proposed Harmony Market Building Harmony Market 12th Filina Fort Collins. Colorado EEC Project No. 1962005 Mr. Bogaard: EARTH ENGINEERING CONSULTANTS, INC. Enclosed, herewith, are the results of the subsurface exploration you requested for the referenced project. In summary, the subsurface materials encountered in the test borings consisted of low plasticity moderately cohesive materials overlying granular and essentially granular soils. In our opinion, these soils could be used for direct support of the proposed lightly loaded structure on conventional footing foundations. Although the top 12 inches of the site material appeared to be fill soils. we anticipate those materials could be used for direct support of floor slabs and pavements for the proposed construction. Close observation and testing will be necessary during construction to see that unacceptable near surface materials are not present beneath the floor slabs or pavement. Geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements are presented in the test of the attached report. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed report, or if we can be of further service to you in any other way, please do not hesitate to contact us. Very truly yours. Earth Engineering Consultants, Inc. Rev 0:.Lester L. Litton. P.E. Principal Engineer 414 Curtiss L. Palin, P.E. Principal Engineer Centre For Advanced Technology 2301 Research Boulevard, Suite 104 Fort Collins, CO 80526 970) 224-1622 FAX 224-4564 SUBSURFACE EXPLORATION REPORT PROPOSED HARMONY MARKET BUILDING HAR.NIONY 1\1ARKET 12TH FILING FORT COLLINS, COLORADO EEC PROJECT NO. 1962005 INTRODUCTION February 13,1996 The subsurface exploration for the proposed Harmony Market building at the Harmony Market 12th Filing site in Fort Collins, Colorado, has been completed. Two (2) soil borings extending to depths of approximately 15 feet below present around surface were advanced in the vicinity of the proposed structure to develop information on existing subsurface conditions with regard to support of foundations and floor slabs. Two (2) additional borings were advanced to depths of approximately 5 feet in proposed parking and drive areas to develop information on existing subsurface conditions relative to support of the proposed site pavements. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. We understand the Harmony Market building will be a single -story, slab -on -grade retail building. Foundation loads for the proposed steel frame structure will be light with continuous wall loads less than 3 kips per lineal foot and column loads less than 50 kips. Floor loads will be light, less than 100 psf. Paved drive and parking areas will be constructed to the south of the new building. It is expected those parking and drive areas will be used predominately by automobiles and light trucks. Cuts and fills less than 2 feet are expected to develop site grades for the proposed improvements. The purpose of this report is to describe the subsurface conditions encountered in the borings. analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements. EEC Project No. 1962005 Earth Engineering Consultants, Inc. February 13, 1996 Page 2 EXPLORATION AND TESTING PROCEDURES The boring locations were selected and established in the field by representatives of Earth Engineering Consultants. Inc. (EEC). The field locations were established by pacing and estimating angles from the references indicated on the attached boring location diagram. The ilocations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. The borings were performed using a truck mounted, CME 45 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained using split -barrel sampling techniques in general accordance with ASTM Specifications D-1586. In the split -barrel sampling procedure, a standard 2-inch O.D. split -barrel sampling spoon is driven into the ground by means of a 140 pound hammer falling a distance of 30 inches. The number of blows required to advance the split barrel sampler is recorded and is used to estimate the in -situ relative density of cohesionless materials and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Moisture content tests were performed on representative portions of each of the recovered samples. In addition, Atterberg limits and washed sieve analysis tests were performed on selected samples to establish the quantity and plasticity of fines in the subgrade soils. One swell/consolidation test was also completed to determine the potential for selected near surface materials to change volume with variation in moisture content. Results of the outlined tests are indicated on the attached boring logs. As a part of the testing program, all samples were examined in the laboratory by an engineer and classified in accordance with the attached General Notes and the Unified Soil Classification System, based on the soil's texture and plasticity. The estimated group symbol for the Unified Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 13, 1996 Page 3 Soil Classification System is shown in the appropriate column on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The Harmony Market building will be constructed on the 12th Filing lot of the Harmony Market P.U.D. located south of Harmony Road east of Boardwalk Drive in Fort Collins, Colorado. The 12th Filing is located between the existing Red Robin and Outback Steakhouse restaurants. The project site is relatively level with slight surface drainage to the south and east. The site gives the appearance of having had at least some surface grading. The site cover at the time of drilling was sparse vegetation and zones of apparent fill. Evidence of prior building construction was not observed at the time of drilling by EEC field personnel. An EEC field engineer was on site during drilling to supervise the drilling activities and evaluate the samples recovered. Field logs prepared by EEC site personnel were based on visual and tactual observation of disturbed samples and auger cuttings. The boring logs included with this report may contain modifications to those field logs based on results of laboratory testing and engineering evaluation. Based on results of the field borings and laboratory testing, subsurface conditions can be generalized as follows. One to two feet of apparent fill was encountered at the surface at the boring locations. The apparent fill soils consisted of brown and light brown silty/sandy lean clay. Occasional gravelly zones were observed at the ground surface. The lean clay fill was underlain by similar natural soils. Those soils consisted predominately of tan and light brown lean clay with varying amounts of silt and sand. Those soils generally contain more sand with depth and extended to depths ranging from approximately 6 to 8 feet. The moderately cohesive soils were underlain by essentially granular soils consisting of silty and clayey sands. The essentially granular soils contain less silt and clay with depth and became coarser with depth. Those materials were generally medium dense to loose. The building borings terminated at depths ranging from approximately 13 to 15 feet in the granular and essentially granular soils. 1 I Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 13, 1996 Page 4 The stratification boundaries shown on the boring logs represent the approximate location of changes in soil types; in -situ. the transition of materials may be gradual and indistinct. WATER LEVEL OBSERN7 ATION Observations were made while drilling and after completion of the borings to detect the presence and depth to the apparent hydrostatic groundwater table. At the time of drilling. no free water was observed in any of the borings. Based on the lack of free water in the essentially granular materials encountered with depth, it is our opinion the borings terminated above around water levels occurring at the time of drilling. Longer term observations in piezometers or monitoring wells which are sealed from the influence of surface water would be required to more accurately evaluate the ground water conditions. Zones of perched and/or trapped water may be encountered at times throughout the year in more permeable zones in the subgrade soils. Perched water has been encountered on other projects constructed in this general area. The location and amount of perched water and the depth to the hydrostatic groundwater table can vary over time depending on fluctuations in hydrologic conditions and other conditions not apparent at the time of this report. ANALYSIS AND RECOMMENDATIONS 1 Foundations 1 Based on results of the field borings and laboratory testing as previously outlined in this report. it is our opinion the proposed lightly load Harmony Market building could be supported on conventional footing foundations. We recommend those foundations extend through all existing site fill materials and bearing in the natural, stiff to very stiff silty lean clay with varying amounts of sand. For design of footing foundations bearing on the natural, stiff to very stiff essentially cohesive soils, we recommend using a net allowable total load soil bearing pressure not to exceed 2.500 psf. The net bearing pressure refers the pressure at foundation bearing level in excess of Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 13, 1996 Page 5 the minimum surrounding overburden pressure. Total load implies full dead and live loads. Although the near surface soils do not show a high expansion potential, we recommend maintaining dead load on the footings as high as practical to minimize the potential for movement of those footings with fluctuations in moisture contents of the cohesive soils. Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches below adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 16 inches and isolated column foundations have a minimum width of 30 inches. Trenched foundations (grade beam foundations) could be used in the near surface cohesive soils. If used, we recommend those foundations have a minimum width of 12 inches. No unusual problems are anticipated in completing the excavations required for construction of footing foundations. Care should be taken during excavating to avoid disturbing the foundation bearing materials. Materials which are loosened or disturbed by the construction activities should be removed or replaced prior to placement of the foundation concrete. In addition, materials which are dry and desiccated or wet and softened should be removed and replaced beneath the foundations. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 3/4 inch. Floor Slab and Pavement Subgrades The near surface materials on this project site appear to be recently placed fill soils. From observation in the test borings, it appears as thought the site had been stripped prior to placement of those fill soils. However, close observation and testing should be completed during construction to see that deleterious materials or debris do not remain in place underneath the floor slabs and pavements. As a minimum, we recommend proofrolling of the Subgrades prior to placement of the floor slabs or additional fill. Proofrolling should be performed after completing cuts to the site grades or prior to placement of fill in areas where filling will occur. Proofrolling Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 0. 1996 Page 6 should consist of several mutually perpendicular paths over these subgrades with heavy construction equipment. such as a fully loaded tandem axle dump truck weighing not less than 40,000 pounds, and should be observed by qualifying geotechnical personnel. Soft or loose zones observed during proofrolling should be removed and replaced or, if possible, densified in place prior to placement of the additional fill, floor slabs and pavements. After completing the proofrolling, we recommend the near surface soils be scarified in place, adjusted in moisture content and compacted to at least 95 % of the materials maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the near surface cohesive soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture prior to compaction. Fill materials required to develop the floor slab or pavement subgrades should consist of approved, low -volume change materials which are free from organic matter and debris. Normally, soils with a liquid limit of 40 or less and plasticity index of 18 or less could be used as low -volume change fill. The near surface sandy lean clays could be used for fill in these areas. Those fill materials should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for the scarified soils and compacted to at lease 95 9 of the material's standard Proctor maximum dry density. After completion of the floor slab and pavement subgrades, care should be taken to avoid disturbing the in -place soils. Materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced prior to placement of overlying fill soils. Positive drainage should be developed away from the proposed structure and across and away from the pavement edges to avoid wetting of subgrade or bearing materials. Subgrade or bearing materials which are allowed to become wetted subsequent to construction could result in unacceptable performance of the site improvements. Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 13. 1996 Pate 7 Pavements We anticipate the traffic on the on -site pavements would generally involve low to moderate volumes of light vehicles such as automobiles and light trucks. For these conditions. we recommend the site pavements consisted of 3 inches of hot bituminous pavement overlying a minimum of 4 inches of high quality aggregate base. Thinner pavement sections could be used in areas used exclusively for automobile parking and heavier sections should be considered in areas where heavy truck traffic, such as deliveries or trash trucks, will occur. Consideration could be given to use of Portland cement concrete pavements in these areas also. Hot bituminous pavement for use in the parking and drive areas should consist of high quality plant mix materials compatible with City of Fort Collins requirements for SCI or SCII blends. The aggregate base should be compatible with Colorado Department of Transportation requirements for Class 5 or Class 6 base. Those materials should be placed and compacted as recommended in City of Fort Collins standard street specifications. The recommended pavement sections are minimums and, as such, periodic maintenance should be anticipated. GENERAL CONIMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical Earth Engineering Consultants, Inc. EEC Project No. 1962005 February 13, 1996 Page 8 engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Bogaard Construction, Inc. for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature. design or location of the project as outlined in this report are planned. the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. DRILLING AND ORATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted ST: Thin -Walled Tube - 2" O.D., unless otherwise noted R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger HA: Hand Auger DB: Diamond Bit = 4", N, B AS: Auger Sample HS: Hollow Stem Auger PS: Piston Sample WS: Wash Sample FT: Fish Tail Bit RB: Rock Bit BS: Bulk Sample PM: Pressure Meter WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS While Sampling WCL Wet Cave in WD : While Drilling DCL Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained Soils have move than 50% of their dry weight retained on a 4200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Consistency 500 Very Soft 500 - 1,000 Soft 1,001 - 2,000 Medium 2,001 - 4,000 Stiff 4,001 - 8,000 Very Stiff 8,001 - 16,000 Very Hard RELATIVE DENSITY OF COARSE -GRAINED SOILS: N-Blows/ft Relative Density 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense 50-80 Very Dense 80 + Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale Siltstone and Cla stone: ar an a scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Coarse -Grained Gravels more than Cleans Gravels Less Soils more than 50% of coarse than 5% fines` Cu > 4 and 1 < Cc < 3' 50% retained on fraction retained No. 200 sieve on No. 4 sieve Cu < 4 and/or 1 > Cc > 3E Gravels with Fines Fines classify as ML or MH more than 12% fines` Fines classify as CL or CH Sands 50% or Clean Sands Less Cu > 6 and I < Cc < 31 more of coarse than 5% fines' fraction passes Cu < 6 and/or 1 > Cc > 3E No. 4 sieve Sands with Fines Fines classify as ML or MH more than 12% fines" Fines classify as CL or CH Fine -Grained Silts and Clays inorganic PI > 7 and plots on or above "A" line' Soils 50% or Liquid limit less more passes the than 50 PI < 4 or plots below "A" line' No. 200 sieve organic Liquid limit - oven dried Liquid limit - not dried Silts and Clays inorganic PI plots on or above "A" line Liquid limit 50 or more PI lots below "A" line organic Liquid limit - oven dried Liquid limit - not dried Highly organic soils Primarily organic matter, dark in color, and organic odor Based on the material passing the 3-in. (75- tD mm) sieve 301Ecu•D60IDIO Cc- D10 x D, If field sample contained cobbles or boulders. or both.. add "with cobbles or boulders, or both" to group name. If soil contains > 15% sand, add "with sand" to Gravels with 5 to 12% fines require dual group name. symbols: If fines classify as CL-ML, use dual symbol GW-GM well -graded gravel with silt GC -CM. or SC-SM. GW-GC well -graded gravel with clay If fines are organic, add "with organic fines" GP -GM poorly graded gravel with silt to roup name. GP -GC poorly graded gravel with clay If soil contains > 15% gravel, add "with Sands with 5 to 12% fines require dual gravel" to group name. symbols: IfAtterberg limits plot in shaded area, soil is a SW-SM well -graded sand with silt CL-ML, silty clay. SW -SC well -graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay sc M c 0.7 0.7 Soil Classification Group Group Name" Symbol GW Well -graded gravel' GP Poorly graded gravel' GM Silty gravel, G, H GC Clayey gravelFOH SW Well -graded sand' SP Poorly graded sand' SM Silty sand``"' SC Clayey sand""' CL Lean clayK.L.M ML SiltK.L.M Organic clayK.L.M.N 5 OL Organic SiltK.L.M.O CH Fat clayK.L.M MH Elastic Si1tK.L.1 Organic clayK.L.M.P 5 OH Organic silt11_L.M.Q PT Peat KIf soil contains 15 to 29% plus No. 200. add with sand" or "with gravel", whichever is predominant. If soil contains > 30% plus No. 200 predominantly sand add "sandy" to group name. If soil contains > 30% plus No. 200. predominantly gravel. add "gravelly" to group name. PI > 4 and plots on or above "A" line. PI <4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. 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O Lil L ~ Q GO U F— O lJJ - y C)f CD Qz Of O Ln m OZ N O i Go Of Q LL if O D z CD Li ~ U Li D O IY 0- HARMONY MARKET 12 FORT COLLINS, COLORADO PROJECT NO: 1962005 DATE: FEBRUARY 1996 LOG OF BORING B-1 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SH START DATE 217196 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 217/96 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA SOIL DESCRIPTION TYPE D FEET) N BLOWS/FT) OU PSF) MC DD PCF) A -LIMITS 200 1%) SWELL LL PI PRESSURE LID 500 PSF SILTY SANDY CLAY (APPARENT FILL) brown 1 2 3 4 5 FINE SANDY SILT (ML) white stiff to very stiff SS 28 9000+ 11.7 None 500 psf SITLY SAND WITH GRAVEL ISM) SS tan medium dense SS 28 11.0 6 7 8 9 10 9 7000 1 7.3 SILTY FINE SAND (SM) red/brown loose to medium dense 11 12 13 14 15SANDYCLAY (CL) brown sox SS 5 1D00 25.3 16 17 18 19 20 BOTTOM OF BORING 15 1/2' 21 22 23 24 25 tarin Engineering % U1Ib UILdIILD HARMONY MARKET 12 FORT COLLINS, COLORADO PROJECT NO: 1962005 DATE: FEBRUARY 1996 LOG OF BORING B-2 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SH START DATE 2/7/96 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 2f7/96 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N OU MC DD A -LIMITS 200 SWELL LL F PI PRESSURE g 50OPSFTYPEFEET) BLOWS/FT) PSF) I PCF) SILTY SANDY CLAY (APPARENT FILL) brown 1 2 CLAYEY SAND WITH GRAVEL (SC) tan 3 loose to meidum dense 9 9000+ 8.4SSE64 5 7 8SS 13 8000 12.9 SITLY CLAYEY FINE SAND (SM/SC) 9 red/brown loose to medium dense 10 11 12 E 13 14 11 12.0 BOTTOM OF BORING 13 1/2' 15 16 17 18 19 20 21 22 23 24 25 tarin r-nylneenny l vIIz-U1LdIILD HARMONY MARKET 12 FORT COLLINS, COLORADO PROJECT NO: 1962005 DATE: FEBRUARY 1996 LOG OF BORING B-3 RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SH START DATE 2/7196 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 2/7/96 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION D N OU MC DD A -LIMITS 200 SWELL LL PI PRESSURE k 500 PSFTYPEFEET) BLOWS/FT) PSF) PCF) SILTY SANDY CLAY (APPARENT FILL) brown 1 2 SILTY CLAY WITH GRAVEL (CL) 22 9000+ 9.2brown/tan SS 3 stiff 4 SILTY CLAYEY SAND AND GRAVEL (SM/SC) red/tan 5 loose to moderately dense 11 6.8SS6 7BOTTOMOFBORING61/2' 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants I I 1 1 HARMONY MARKET 12 FORT COLLINS, COLORADO PROJECT NO:1962005 DATE: FEBRUARY1996 LOG OF BORING B-d RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH FOREMAN: SH START DATE 27196 WHILE DRILLING None AUGER TYPE: 4" CFA FINISH DATE 2/7/96 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA SOIL DESCRIPTION D N OU MC DD A -LIMITS 200 SWELL LL PI PRESSURE 9 500 PSFTYPEFEET) BLOWS/FT) IPSF PCF) I%) SILTY SANDY CLAY (APPARENT FILL) brown 1 2 3SILTYFINESANDWITHSS 19 8.7 GRAVEL(SM) tan 4 moderately dense 5 5 5.8 SS 6 7BOTTOMOFBORING61/2' 8 9 10 11- 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants