The URL can be used to link to this page

Home My WebLink AboutHARMONY CROSSING PUD - Filed SER-SUBSURFACE EXPLORATION REPORT -SUBSURFACE EXPLORATION REPORT PROPOSED HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO EEC PROJECT 1932043 1 C aJ EARTH ENGINEERING CONSULTANTS, INC. December 1, 1993 Richland Homes, Inc. 8791 Wolff Court, Suite 200 Westminster, Colorado 80030 Attn: Mr. Jerry Rolhfs Re: Subsurface Exploration Report Proposed Harmony Crossing P.U.D. Fort Collins, Colorado EEC Project No. 1932048 Mr. Rolhfs: Enclosed, herewith, are the results of the subsurface exploration you requested for the referenced project. In summary, the soils encountered in the test borings performed at this site consisted of low plasticity cohesive materials with interbedded zones of fine and fine to coarse grained essentially granular soils. Based on the results of our field borings and laboratory testing, it is our opinion the site materials could be used for direct support of footing foundations for the proposed lightly loaded residences. Those soils could also be used for direct support of floor slabs and pavements. Softer/looser zones were occasionally encountered in the overburden soils so that care will be needed to see that footings are supported on suitable strength materials. Also, apparent groundwater was encountered at relatively shallow depths over a portion of site and those groundwater conditions should be considered during design of the development. Geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements are presented in the text of the attached report. 2600 Canton Ct, Suite A Fort Collins, CO 80525 303) 224-1522 FAX 224-4564 Harmony Crossing December 1, 1993 Page 2 Earth Iinginis:ing consultants, Inc. 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. Principal Engineer Curti ss'"L°1." a1in, P.E. Principal Engineer SUBSURFACE EXPLORATION REPORT PROPOSED HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO EEC PROJECT 1932048 December 1, 1993 INTRODUCTION The subsurface exploration for the proposed Harmony Crossing P.U.D. in Fort Collins, Colorado, has been completed. Thirty-three (33) soil borings extending to depths ranging from approximately 5 to 15 feet below present site grades were advanced to develop information on existing subsurface conditions in the proposed development area. Individual boring logs and a diagram indicating the approximate boring locations are included with this report. We understand the proposed Harmony Crossing P.U.D. will include 216 single family residential lots on an approximate 80-acre parcel. It is expected the proposed residences will be one or two story, wood frame buildings. We understand the lower levels of the structures will extend to depths on the order of 5 feet below existing site grades. Foundations loads for the proposed single family houses are expected to be light with continuous wall loads less than 2 kips per lineal foot and column loads less than 30 kips. Floor loads will be less than 100 psf. Maximum cuts and fills (outside the building areas) of 3 feet are expected to develop the site grades. New site roadways will be constructed and underground utilities will be installed as a part of the development. 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 the foundations and support of floor slabs and pavements. 1 Frrlh Enginecring Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 2 EXPLORATION AND TESTING PROCEDURES The boring locations were selected and established in the field by Earth Engineering Consultants, Inc. personnel. The field locations were established by pacing and estimating angles relative to observable site features. Surface elevations were not determined by EEC personnel. The locations and elevations of the borings should be considered accurate only the degree implied by the method used to establish that information. The borings were performed with a truck mounted, Dietrich D-50 drill rig. The boreholes were advanced using 4-inch nominal diameter continuous flight augers and samples of the subsurface materials encountered were obtained using thin -walled tube and split -barrel sampling procedures in general accordance with ASTM Specifications D-1587 and D-1586, respectively. In the thin -walled tube sampling procedure, a seamless steel tube with a sharpened cutting edge is pushed into the soil with hydraulic pressure to obtain a relatively undisturbed sample of cohesive or moderately cohesive material. In the split -barrel 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 soils and, to a lesser degree of accuracy, the consistency of cohesive soils. All samples obtained in the field were sealed and returned to the laboratory for further examination, I classification and testing. Laboratory testing on the recovered samples included moisture content tests for both thin -walled tube and split -barrel samples. The thin - walled tube samples were tested additionally for unconfined compressive strength, Atterberg limits, swell/consolidation, percent fines and dry density. The unconfined strength of appropriate split -barrel samples Firth Engineering Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 3 was estimated using a calibrated hand penetrometer and washed sieve analysis and atterberg limits tests were performed on selected samples. Remolded swell tests were also completed on a portion of these samples. Two Hveem IIRII values are being performed on representative samples of near surface cohesive materials. Results of the outlined tests are shown on the attached boring logs; results of the R-value tests will be forwarded at a later date. 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 Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The proposed Harmony Crossing P.U.D. will be located approximately 1/2 mile south of Harmony Road and west of Timberline Road in Fort Collins. The project site is currently irrigated farm land. Existing site drainage is towards the south and east with maximum difference in surface elevations across the site on the order of 5 to 10 feet. Evidence of prior building construction was not observed at the site by EEC personnel. A EEC field engineer was on site during drilling to observe and log the materials encountered and adjust the sampling program as necessary to obtain appropriate samples for those materials. The EEC field engineer developed written logs of the materials encountered based on visual and tactual observations. The boring logs included with this report may contain modifications to those field logs based on results of laboratory testing and evaluation. Based on the results of the field and I laboratory testing, subsurface conditions can be generalized as follows. Girth Engineering ConsulunU, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 4 Approximately eight to ten inches of vegetation and/or topsoil was encountered at the surface at the boring locations. The topsoil and/or vegetation was underlain by brown, light brown, and reddish brown lean clay with varying amounts of sand and/or silty sand with varying amounts of clay. The lean clay was stiff to soft and the essentially granular materials were loose to medium dense. Those materials generally extended to the bottom of borings at depths of 5 to 15 feet below present grades. At boring locations B-28 and B-29, the granular soils were underlain below depths of approximately 12 to 14 feet by highly weathered sandstone and/or apparent shale bedrock. The bedrock was colored gray or brown and was poorly cemented or stiff. Those materials extended to the bottom of these borings at depths of approximately 15 feet below present site grades. The stratification boundaries shown on the boring logs represent the approximate location of changes in soil and rock types; in - situ., the transition of materials may be gradual and indistinct. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. IWATER LEVEL OBSERVATIONS Observations were made while drilling and after completion of the borings to detect the presence and level of apparent groundwater. Water level measurements were also completed in selected open boring holes approximately two days after drilling. At the time of the outlined measurements, free water was observed at depths of approximately 8 to 10 feet below present ground surface. Based on results of the ground water measurements and observed moisture contents in the subsurface materials, it is our opinion Harmony Crossing P.U.D. Earth Engineering Consultants, Inc. December 1, 1993 Page 5 groundwater was on the order of 8 feet below ground surface at the time of boring. Fluctuations in groundwater levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. Areas of perched water may also be encountered in more permeable zones in the subsurface soils at times throughout the year. ANALYSIS AND RECOMMENDATIONS FOUNDATIONS Based on the materials observed at the borings locations, it is our opinion the proposed single family residences could be supported on conventional footing foundations. We recommend those foundations extend through all existing vegetation and/or topsoil and bear in the natural, stiff lean clay with varying amounts of sand or loose to medium dense silty sand. For design of footing foundations bearing in the natural, stiff to very stiff cohesive materials or loose to medium dense granular soils, we recommend using a net allowable total load soil bearing pressure not to exceed 1,500 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure; the "total load" refers to full dead and live loads. A minimum dead load pressure of 500 psf should be maintained to help offset the potential for movement which could occur through wetting I and drying cycles of the cohesive bearing materials. Zones of softer cohesive soils or looser granular soils were occasionally encountered in the test borings. Care should be taken during construction to closely evaluate all anticipated bearing soils. If unacceptable soils or loose zones are encountered, the foundation should be extended to bear below those materials or overexcavation and backfilling procedures used to develop suitable bearing. Recommendations concerning those procedures should be based on the actual conditions encountered. Earth Engineering Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 6 Exterior perimeter 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 materials. If used, we recommend those trenched foundations have a minimum width of 12 inches. Care should be taken to avoid disturbing the bearing materials. A portion of the site soils have high silt contents and may be easily disturbed, especially if wetted. Materials which are loosened or disturbed by the construction activities or soils which are wet and softened or dry and dessicated should be removed from the foundation excavations prior to placement of reinforcing steel and foundation concrete. The long term settlement of footing foundations designed and constructed as recommended above should be small, less than 3/4 inch. FLOOR SLAB AND PAVEMENT SUBGRADES All existing vegetation and/or topsoil should be removed from beneath the floor slabs and pavements. After stripping and completing all cuts and prior to placement of any fill, floor slabs or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The moisture content of the scarified soils should normally be adjusted to be within the range of plus or minus 2% of standard Proctor optimum moisture. A portion of the near surface materials at this site contain relatively high Earth Engineering Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 7 of silt. The moisture context of those soilspercentages should be lowered to develop stable subgrades. Lower moisture contents would also be appropriate for the essentially granular soils. Fill soils required to develop the slab or pavement subgrades should consist of approved, low -volume change materials, free from organic matter and debris. Based on our observation of the site materials, it is our opinion the near surface cohesive and essentially granular materials could be used as low -volume change fill. If off -site materials are used, those materials should have a liquid limit less than 40 and a plasticity index less than 18 and should contain a minimum of 15% fines, material passing the number 200 sieve. Fill soils belcw floor slabs and pavements should be placed in loose lifts not exceeding 9 inches thick, adjusted in moisture content as recommended for the scarified materials and compacted to at least 95% of standard Proctor maximum dry density. Care should be taken after construction to avoid disturbing the prepared subgrades. Subgrades which are disturbed by the construction activity should be removed and replaced or reworked in -place prior to placement of overlying pavements or floor slabs. In addition, care should be taken to maintain the recommended moisture contents in cohesive soil subgrades. Materials which are allowed to become dry and dessicated or wet and softened, should be reworked prior to placement of the overlying floor slabs or pavements. PAVEMENTS A Hveem Stabilometer R-value of 5 has been estimated for the site soils. Laboratory testing is being performed to more accurately determine that value. That R-value was used for preliminary design of the pavement sections. After laboratory testing is completed, the preliminary pavement recommendations provided in this report will be adjusted as appropriate. FJ Earth Engineering Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 8 We estimate the traffic loading on the roadways would be approximately 5 and 7 equivalent daily load axles (EDLA)for the local streets and collector drives, respectively. The traffic loads will need to be verified with City of Fort Collins Engineering; that verification has been requested. The 1986 AASHTO "Guide For Design of Pavements Structures" was used to help evaluate alternative pavement sections for this project. A 20 year design life the was evaluated for the pavements. Based on outlined analyses and soil and traffic parameters, recommended pavement sections for the development roadways are provided below in Table I. TABLE I: RECOMMENDED PAVEMENT SECTIONS Pavement Sections Collector Local Streets Streets EDLA = 7) EDLA = 5) PCC Concrete i 6" 5" HBP with Aggregate (Composite) HBP 311 311 Aggregate Base 12" 8" Composite with Stabilized Subgrade HBP 3" 3" Aggregate Base 4" 4" Stabilized Subgrade 12" 12" Asphaltic concrete for use in the pavements should be compatible with the City of Fort Collins requirements for 11SC-1" or 11SC-2" blends. Aggregate base for use in the pavement sections should be compatible with Colorado Department of Transportation (CDOT) requirements for Class 5 or Class 6 base. The aggregate base Harmony Crossing P.U.D. December 1, 1993 Page 9 Earth Enginccring Consultants, Inc. 1 should be placed beneath the pavements. Portland cement concrete for use in the pavements, if used, should have a minimum compressive strength of 3500 psi at 28 days and should be air entrained. Concerning stabilization of the pavement subgrades, we recommend consideration be given to stabilizing the soil subgrades with addition of Class t1C11 fly ash. We estimate 13 to 15 percent fly ash by dry weight would be needed; laboratory verification should be completed prior to construction. The stabilized subgrade would help reduce the needed aggregate/HBP section as well as help develop a stable subgrade for placement of those materials. We would be pleased to provide additional recommendations concerning stabilization of the subgrades, if desired. Positive drainage should be developed across the roadways and away from the roadway edges to reduce the potential for wetting of the pavement subgrades. Subgrades which are allowed to become wetted subsequent to construction could cause premature failure of the pavement section. BELOW GRADE AREAS Below grade areas for the new residences should be designed with a perimeter drain system to eliminate hydrostatic pressures on the below grade walls or those walls should be designed to resist hydrostatic loads and prevent intrusion of water into below grade areas. A perimeter drain system would generally consist of perforated metal or plastic pipe placed at approximate foundation bearing level around the perimeter of the structure and sloped to drain water to a sump area where it can be removed without reverse flow into the system. The drain line should be surrounded by a minimum of 6 inches of appropriately sized granular filter material. Either the filter material or the drainline should be wrapped in filter fabric to reduce the potential for an influx of fines into the system. J I Fxnh L•nginecring Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 10 1 Backfill placed adjacent to the below grade walls should be placed and compacted as recommended for fill beneath the floor slabs and pavements except that the degree of compaction of those materials could generally be reduced to 900 of standard Proctor maximum dry density. Settlements of 1 to 2 inches could occur in the backfill with the reduced compaction. Areas beneath patios, steps, and driveways or any other overlying structures should be compacted to at least 950 of standard Proctor maximum dry density. Backfilling should be accomplished using light -weight hand -operated equipment to avoid placing excessive lateral load on the below grade walls. Puddling should not be used to consolidate backfill. For design of the below grade walls with perimeter drain systems, we recommend using a lateral equivalent fluid pressure of 60 pounds per cubic foot. That lateral pressure is based on an "at -rest" stress distribution and does not include an allowance for surcharge loads. The recommended lateral pressure also does not include a factor of safety. Surcharge loads adjacent to the walls would add to the lateral pressures. I GENERAL We estimate side slopes of 2 horizontal to 1 vertical would be stable on shallow trenches excavated for short term construction activities. Deeper trenches or trenches of a longer term nature should be analyzed on a individual basis. When trenching, all applicable OSHA requirements should be followed. While the site cohesive materials are not highly expansive, fluctuations in moisture content could cause some shrink -swell movements of those materials. That movement may be minimized by maintaining a consistent moisture content in the cohesive materials. Care should be taken to avoid plantings which can use large quantities of water adjacent to the structures. Also, positive drainage should be developed away from the structures to avoid ponding of water adjacent to the foundations. 1 Earth Engincering Consultants, Inc. Harmony Crossing P.U.D. December 1, 1993 Page 11 GENERAL COMMENTS 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 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 Richland Homes, Inc. for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering implied, is made. In the practices. event that No warranty, express or 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. 0 p A z C C) 0 cn lz--------- IMMUNE ROAD C" Z T Boring Location Diagram HARMONY CROSSING PUD Fort Collins, Colorado Drawn: LLL Scale: None DDn7rrm Mn. 1Q1')nAR Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 DATE: NOVEMBER 1993 LOG OF BORING B-1 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/26/93 WHILE DRILLING 8' AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 JAFTER DRILLING 8' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D Iran N MLMIS,rTI QU srl MC i DD urn A -LIMITS 200 itiI SWELL irsnit 8 INCHES TOPSOIWEGETATION LEAN CLAY WITH TRACE OF GRAVEL Light brown Stiff Fss 5 -_ 6 2500 19.3 33 1 17 43.6 100 10 SILTY SAND WITH GRAVEL Light brown Medium dense SS 7 22.3 SILTY LEAN CLAY L Light brown Stiff SS 6 2000 26.2 15 15 4000 26.1 20 BOTTOM OF BORING Calibrated Hand Penetrometer Remolded Sample 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-2 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 i_ WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 9. AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION TYPE D uEETI N niows rtl QU ff5P1 MC DD 1PCFI AuMITS 200 1 SWELL irsE7Lih 9 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Dark brown Stiff 5 9 3000 25.1 SILTY LEAN CLAY Brown SS Soft 8 3000 22.8 31 18 48.8 100 10 LEAN CLAY WITH TRACE GRAVEL Brown SS Stiff 5 2000 17.5 15 CLAYEY SILTY SAND Brown Medium dense SS 14 21.7 20 BOTTOM OF BORING Calibrated Hand Penetrometer Remolded Sample 25 Earth Engineering Consultants 11 I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-3 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 i %26193 WHILE DRILLING 12' AUGER TYPE: 4" CFA FINISH DATE 11 /26193 AFTER DRILLING 11.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D FEET) N BLOWS'fTI QU 11,11 MC x) DO IrCFI A-UMITS 200 1 SWELL II^,'FIEEn 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY Brown Stiff Ess 5 5 2000 24.7 10 CLAYEY SAND ss Brown Loose ESS 3 32.0 4 18.0 15 SILTY MEDIUM TO COARSE SAND Brown Medium dense SS 21 18.2 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-4 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 9' AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING 8' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA SOIL DESCRIPTION TYPE D IIIITI N taiowsm) QU rt'sR MC f l DD ncFl A-uMITS 200 1 SWELL irsFlIL 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff 5 6 22.8 SILTY SAND TRACE CLAY Light tan SS Loose to medium dense LESS SILT AND CLAY WITH DEPTH ISS 5 30.3 10 22 16.9 15 SILTY LEAN CLAY Brown Very stiff SS 18 6000 24.6 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER1993 LOG OF BORING B-5 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL j SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION IYPE D IFEFT) N ml0lvsJT) QU F'SF) MC I%) DD WCF) A -LIMITS 200 1 SWELL IPSFlLLPI1. 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 10 3000 24.6 19.0 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants J I 1 n HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-6 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11127193 WHILE DRILLING NONE AUGER TYPE: 4- CFA FINISH DATE 1 1 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION TYPE D FEET) N MLOWS/VT) QU Wsr) MC DD 0-c F) A -LIMITS 200 SWELL LL 8 INCHES TOPSOIUVEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 9 3000 22.6 21.3 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants I d 1 1 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-7 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH_ FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 11 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION TYPE D rrrT) N MCMSirn QU WS0 MC 1) DD awn A -LIMITS 200 SWELL Iesna 8 INCHES TOPSOILVEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 14 4000 19.6 18.3 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-8 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 11 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION i TYPE D cEEETI N DlayslFT) QU j"SI) MC I DD ncn A -LIMITS 200 i%I SWELL msnupi 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stif f AS 5 12 3000 21.4 19.4 BOTTOM OF BORING I I Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-9 SHEET 1 OF 1 RIG TYPE: DIETRI CHD5 0 WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 10' AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D uFM N 11110"S!nl QU Psn MC DD ir'cn A-U.ITS 200 SWELL IPSna 8 INCHES TOPSOI WEGETATION SILTY LEAN CLAY Light brown Stiff ESS 5 9 2000 28.2 10 SILTY SAND TRACE CLAY Brown Loose SS 7 22.2 SS SILTY SAND AND GRAVEL Brown Medium dense 16 17.0 15 SILTY SAND WITH TRACE OF CLAY Greenish brown Medium dense FSS 11 26.5 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 tarm tnglneenng consultants I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-10 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 i;PE:ia;:<:;>;is6>:>?i:;`•;;> WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 10.5' AUGER TYPE: 4" CFA FINISH DATE 1 1126/93 AFTER DRILLING 9.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D ir[ETl N ieiexs.:Tl QU i^SFl MC Ml DD IxFl A-LIMII'S 200 SWELL IisFlii 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss•3000 Brown Stiff 5 19.0 SILTY SAND WITH TRACE OF CLAY ss Brown Loose to medium dense 9 25.6 10Ess SILTY SAND WITH CLAY Brown Loose SS 6 19.9 15 9 26.1 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 DATE: NOVEMBER 1993 LOG OF BORING B-11 SHEET 1 OF 1 5RIGTYPE: DIETRICH D 0 WATER D PETH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING 6.5' AUGER TYPE: 4- CFA FINISH DATE 11 /27/93 AFTER DRILLING 7.5' SPT HAMMER: MANUAL SURFACE ELEV N/A 48 HOUR 7.8' SOIL DESCRIPTION TYPE D FEET) N BLOWS/FT) QU IPSF) MC DD PCF) A -LIMITS zoo ti) SWELL OSF) LL R 8 INCHES TOPSOILVEGEfATION SILTY SAND Light ten Medium dense ESS 5 10 27.2 31 6 22.8 10 SILTY SAND WITH GRAVEL Brown Medium dense SS 16 20.5 SS 14 21.1 15 SILTY SAND WITH GRAVEL AND TRACE OF CLAY Brown Medium dense FSS 16 13.4 20 BOTTOM OF BOPJNG 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-12 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 W AT ER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING 8' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 8.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/q SOIL DESCRIPTION TYPE D FEET) N IBLOW&TTI QU IISFl MC 1^cl DO orcq A -LIMITS 200 I 1 SWELL NSFluh 8 INCHES OF TOPSOIL/VEGETATION SILTY LEAN CLAY Brown Stiff 5 ss 3500 22.4 1SS 5 1 -2000 29.7 10 SILTY LEAN CLAY Light brown stiff SS 6 3000 22.9 SS SILTY SAND AND GRAVEL, TRACE CLAY Brown Medium dense Ss 8 25.2 15 24 17.5 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT N0:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-13 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING 10' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 9.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D IFEET) N I.I.ST I, QU PSFI MC 1 DO tl'C(1 A-LMITS zoo WELL tt N 8 INCHES TOPSOIL/VEGETATION LEAN CLAY WITH SILT ss Brown Stiff ESS 5 3000 19.4 4 2000 27.3 10 SILTY SAND WITH GRAVEL Brown Medium dense SS 27 27.3 15 CLAYEY FINE SAND WITH SILT Goldish brown Medium dense SSF 28 22.1 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants I I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-14 SHEET 1 OF 1 RIG YT PE: DIETRICH RIHD-50 WAT ER DEPTH_ FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 11/27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NONE SOIL DESCRIPTION TYPE D FEET) N BLOW' ST) OU IISFl MC 1%) DID rcn A - LIMITS 200 SWELL eSFl LLR8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Dark brown Stiff AS 5 8 3000 26.3 19. 4 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants I J HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-1 5 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 11' AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING 9' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D FFFT) N BLOWSln) QU IPSF) MC DD IPCF) A -LIMITS 200 SWELL PSFIun 8 INCHES TOPSOIWEGETATION SILTY SAND Light tan Loose to medium dense ESS 5 7 25.6 10 SILTY LEAN CLAY WITH TRACE OF GRAVEL Brown SS Stiff 9 3000 22.3 SILTY SAND WITH GRAVEL ss Brown Medium dense SS 22 16.1 15 22 15.4 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants Pi 7 L HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-1 6 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/26/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION YFE D IT) N IM MJSIFT) QU PSF) MC f'wl DID PCFl A -LIMITS 200 m) SWELL IPSnLLr'I 8INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 12 3000 18.6 28.6 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-17 SHEET 1 OF 1 IR G TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/26/93 WHILE DRILLING 6.5' AUGER TYPE: 4" CFA FINISH DATE 1 1 /26/93 AFTER DRILLING 7.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR 8.2- SOIL DESCRIPTION TYPE D IrEErr N IULONSIFTI QU IPS9 MC t%1 DD IPCri A -LIMITS 200 I%I SWELL PSF) a P1 8 INCHES TOPSOIWEGETATION SILTY SAND Reddish brown Medium dense E SS 5 8 22.4 10 11 21.1 SS SILTY LEAN CLAY Light brown Stiff 6 2000 23.7 15 FINE TO COARSE SAND AND GRAVEL Brown Medium dense SS 14 16.1 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-18 SHEET 1 OF 1 RIG TYPE: DI TRICH D-5E 0 WATERAER DEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING 11' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 11' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D FEET) N BLOWS/FT) OU PSF) MC 1%) DD uCFl A-UMITS zoo SWELL 11'SF) LL 11 8 INCHES TOPSOIL/VEGETATION SILTY SAND WITH CLAY Reddish brown Medium dense to loose ESS SS 5 12 15.4 10 6 1 18.6 SILTY SAND WITH CLAY Reddish brown SS Loose 3 24.9 15 CLAYEY SILT WITH SAND Reddish brown Stiff to soft FSS 6 24.1 20 BOTTOM OF BOPoNG 25 Earth Engineering Consultants H H HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-19 SHEET 1 OF 1 1 P -5RIGTYPE: DIETRICH D 0 WA TER DEPTHT FOREMAN: RLD START DATE 11 /27/93 WHILE DRILLING 14' AUGER TYPE: 4" CFA FINISH DATE 11 /27/93 AFTER DRILLING 13' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION TYPE D FEET) N 9tOWSiFT) QU R"..n MC DD Pcn A -LIMITS 200 I%1 SWELL psnLL1PI 8 INCHES TOPSOIWEGETATiON SILTY LEAN CLAY ss Dark brown Stiff 5 10 3000 22.0 CLAYEY SILT Reddish brown SS Stiff to very stiff 13 4000 11.7 29 14 51.6 NONE 10 SILTY FINE SAND WITH GRAVEL AND TRACE OF CLAY Goldish brown Medium dense SS 23 20.2 15 LEAN CLAY WITH SILT Goldish brown Stiff SS 11 3000 30.0 20 BOTTOM OF BORING Calibrated Hand Penetrometer Remolded Sample 25 Earth Engineering Consultants d HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-20 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING 12.5' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 14.5' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D N QU MC I DID A -LIMITS 200 SWELL 1PSRL 8 INCHES TOPSOIWEGETATION SANDY LEAN CLAY WITH SILT ss Dark brown Stiff 5 11 3000 20.2 45 22 55.0 NONE SILTY SAND, TRACE CLAY Tan SS Medium dense 12 25.1 10 SILTY FINE SAND Greenish brown ESS SS 10 24.1 15 8 24.6 20 BOTTOM OF BORING Calibrated Hand Penetrometer Remolded Sample 25 Earth Engineering Consultants 1 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-21 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /27193 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NONE SOIL DESCRIPTION TYPE D IFCTI N 101OWS11TI QU n' SFl MC I DD PCFl A - OMITS 200 n( SWELL usFl i n8INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff FA S 5 12 3000 20.5 19.4 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-22 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 11 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D IFCETI N f9L.SlF . QU 115n MC 11, DID PCq A -OMITS 200 SWELL IISFlLLfY 8 INCHES TOPSOIWEGETATION SILTY SAND TRACE GRAVEL AND CLAY Brown Medium dense ESS 5 18 12.7 32 17 35.6 10 SILTY FINE SAND WITH TRACE OF CLAY E- Goldish brown Medium dense 8 24.8 SS LEAN SILTY CLAY Brown Stiff SS 11 3000 22.3 15 15 4000 22.0 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 J I H HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-23 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER CEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING 10' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 11' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION TYPE D WHT) N IBI.11FTI QU u5F) MC DD IPCFILLP-LIMITS 200 1%) SWELL PSF) PI 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Dark brown Stiff to very stiff 5 13 4000 22.3 CLAYEY SILT Reddish brown SS Stiff CALCAREOUS DEPOSITS BELOW 10 FEET Fss 9 3000 15.0 10 8 2000 25.7 15 CLAYEY SAND WITH TRACE OF GRAVEL Goldish brown Medium dense FSS 14 25.0 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-24 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11/27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 11127/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NONE SOIL DESCRIPTION TYPE D FCFT) N BLOWSIFT) QU 115n MC I1%) DD PCF) A -LIMITS 200 A) SWELL psnaer 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 16 3500 19.6 16.8 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER 1993 LOG OF BORING B-25 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27193 WHILE DRILLING 10, AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 11' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D Fr FT) N 0 ('h'S.'(T) QU r F) MC M) I DD vcFl A -LIMITS 200 1 SWELL 1PsFlLlI'I 8 INCHES TOPSOILNEGETATION SILTY FINE SAND Reddish brown Loose ESS 5 6 15.1 10 CLAYEY SILT Reddish brown and goluish brown Stiff SS SSE 8 2000 27.0 10 2000 26.0 15 SILTY FINE SAND Brown Loose to medium dense SS 8 23.8 20 BOTTOM OF BORING 25 Earth Engineering Consultants 11 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-26 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATERI DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING 12' AUGER TYPE: 4" CFA FINISH DATE 11 /27/93 AFTER DRILLING 11,51 SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYf E D N Id-.W IT QU IlSn MC 111 DID 1111 A -LIMITS 200 SWELL rSV) L PI 8 INCHES TOPSOIWEGETATION SANDY LEAN CLAY Reddish brown Stiff ESS FSS 5 9 3000 23.4 35 19 53.8 10 9 3000 31.1 CLAYEY SILT Light brown SS Stiff 10 3000 20.9 15 SILTY SAND AND GRAVEL Goldish brown Medium dense SS 18 20.4 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants 7 L HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-27 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER 1 DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 124 HOUR NONE SOIL DESCRIPTION TYPE D IrEET) N MWSTT) QU IPSn MC DO 01CFl A - LIMITS zoo SWELL Mr) LLN81NCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 10 3000 22.4 18. 6 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-28 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27193 WHILE DRILLING 12' AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING 11' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D ir[[rl N QU 09 MC DO cn A- uMITS zoo tYv1 SWELL WSF) arti1 FOOT TOPSOIL SILTY LEAN CLAY ss Dark brown Stiff 5 11 3000 24.1 38 21 62.3 100 SILTY SAND WITH CLAY Reddish brown Medium dense SS 8 21.9 10 CLAYEY SILT WITH SAND Reddish brown SS Stiff 9 3000 22.2 15 FAT CLAY (POSSIBLE HIGHLY WEATHERED SHALE) Gray & Stiff ss 8 3000 29.3 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants i HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-29 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11 /26/93 WHILE DRILLING 11' AUGER TYPE: 4" CFA FINISH DATE 11 /26/93 AFTER DRILLING 11' SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION TYPE D Free N IDLOWSmn QU fsn MC 1%I DD WCF) A4JMITS 200 I SWELL u'snIL 8 INCHES TOPSOIWEGETATION SILTY FINE SAND ss Reddish brown Loose to medium dense Ess 5 6 28.6 10 21.9 10 SILTY SAND WITH TRACE OF CLAY Reddish brown SS Medium dense 12 22.4 15 SILTSTONE/SANDSTONE Brown Poorly concentrated SS 49 23.4 20 BOTTOM OF BORING 25 Earth Engineering Consultants 1 1 I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO: 1932048 DATE: NOVEMBER 1993 LOG OF BORING B-30 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /26/93 WHILE DRILLING 11' AUGER TYPE: 4" CFA FINISH DATE 11 /26193 AFTER DRILLING 13' SPT HAMMER: MANUAL SURFACE ELEV N!A 24 HOUR 9.4' SOIL DESCRIPTION TYPE D N QU MC DD 0'CT) A-UMIT5 200 SWELL trsFlIL 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY Reddish brown Stiff ESS SS Ss 5 7 3000 20.9 10 9 3000 26.3 39 20 76.9 6 22.3 15 SILTY LEAN CLAY WITH TRACE OF SAND AND GRAVEL Reddish brown Stiff to very Stiff SS 32 30.7 20 BOTTOM OF BORING Calibrated Hand Penetrometer 25 Earth Engineering Consultants 1 HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 DATE: NOVEMBER1993 LOG OF BORING B-31 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 11 /27/93 WHILE DRILLING 12' AUGER TYPE: 4" CFA I FINISH DATE 11 /27/93 AFTER DRILLING 12' SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION TYPE D ucF" N WLcWS/FT) QU ii'sn MC DD 1111 A -LIMITS 200 SWELL 0sna 8 INCHES TOPSOIL/VEGETATION CLAYEY SAND Reddish brown Medium dense to loose Ess SS 5 11 20.5 10 4 27.4 SILTY SAND WITH CLAY T Reddish brown Loose 6 26.5 15 SILTY SAND AND GRAVEL WITH TRACE OF CLAY Goldlsh brown SS Medium dense 14 19.4 20 BOTTOM OF BOPoNG I 25 Earth Engineering Gonsultants I HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-32 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING ONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 124 HOUR NONE SOIL DESCRIPTION TVPE D err rT) N m,011 S;ni QU ors Fl MC tom) DID ircn A -LIMITS 200 SWELL r'SnLL 8 INCHES TOPSOIWEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 11 3000 21.9 19.2 BOTTOM OF BORING Calibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants HARMONY CROSSING P.U.D. FORT COLLINS, COLORADO PROJECT NO:1932048 1 DATE: NOVEMBER 1993 LOG OF BORING B-33 SHEET 1 OF 1 RIG TYPE: DIETRICH D-50 WATER DEPTH FOREMAN: RLD START DATE 1 1 /27/93 WHILE DRILLING NONE AUGER TYPE: 4" CFA FINISH DATE 1 1 /27/93 AFTER DRILLING NONE SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR NONE SOIL DESCRIPTION TYPE D IFCETI N BLOWS/FT) QU Psn MC M) DD ircFl A -LIMITS 200 1%) SWELL WSF) a I1 8 INCHES TOPSOILNEGETATION SILTY LEAN CLAY ss Brown Stiff AS 5 a 3000 22.7 21.3 BOTTOM OF BORING Colibrated Hand Penetrometer 10 15 20 25 Earth Engineering Consultants UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Test Group Symbol Group Name' Coarse -Grained Gravels more than Clean Gravels Less Soils more than 50% of coarse than 5% fines' Cu > 4 and 1 < Cc <3' GW Well -graded gravel' 50% retained on fraction retained on No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravel' Gravels with ' sfinesines Fines classify as ML or MH morethan12hcGM Silt ravel,G,H Y9Fines classify as CL or CH GC Clayey gravelF'-" Sands 50% or more Clean Sands Less Cu > 6 and 1 < Cc < 3' SW Well -graded sand' of coarse fraction than 5% fines' passes No. 4 sieve Cu < B and/or 1 > Cc > 3E SP Poorly graded sand' Sands with Fines Fines classify as ML or MH SM Silty sand°•"•1 more than 12% fines° Fines Classify as CL or CH SC Clayey sand',".' Fine - Grained Soils Silts and Clays inorganic PI > 7 and plots on or above A line' CL Lean clayKL'" 50% or more Liquid limit less passes the than 50 PI < 4 or plots below "A" line' ML SiltK.u' No. 200 sieve organic Liquid limit - oven dried Organic clayK.u41 0. 75 OL Liquid limit - not dried Organic siltKI-1.1 Silts and Clays inorganic PI plots on or above "A" line CH Fat clayK.L' Liquid limit 50 or more PI lots below "A" line MH Elastic SIItK.L1a organic Liquid limit - oven dried Organic Clay'-L.M.P 0. 75 OH Liquid limit - not dried Organic siltK1.11 Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat ABased on the material passing the 3-in. If soil contains 15 to 29% plus No. 200, add 75- mm) sieve if Cu= D /D Cc = (D's)1 with sand" or "with gravel", whichever is field sample contained cobbles or so Lo D, o x Dco predominant. boulders, or both, add "with cobbles or Llf soil contains > 30% plus No. 200 boulders, or both" to group name. predominantly sand, add "sandy" to group Gravelswith5to12% fines require dual FIf soil contains > 1 5% sand, add "with name. symbols: sand" to group name. If soil contains > 30% plus No. 200, GW- GM well -graded gravel with silt oif fines classify as CL-ML, use dual symbol predominantly gravel, add "gravelly" to group GW- GC well -graded gravel with clay GC -GM, or SC-SM. name. GP - GM poorly graded gravel with silt If fines are organic, add "with organic fines" PI > 4 and plots on or above "A" line. GP - GC poorly graded gravel with clay to group name. oPl < 4 or plots below "A" line. Sands with 5 to 12% fines require dual If soil contains > 15% gravel, add "with PPI plots on or above "A" line. symbols: gravel" to group name. oPl plots below "A" line. SW- SM well -graded sand with silt if Atterberg limits plot in shaded area, soil is SW - SC well -graded sand with clay a CL-ML, silty clay. SP- SM poorly graded sand with silt SP- SC poorly graded sand with clay rA 5C CL x 40 LJ Z r 30 F- U a20 a. 10 7 4 0 0 For olss Slllcallon of Iineglalned it. and fine-grained fraction of coarse. grained . its Z1111 tineEAa I 73 ILL 20) r i Q 1 1 P E" • line __ ______P-_Ve- 16 to PI 7,9 LL - 8) I /// MH OH G oa L MLoaOL 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS : Split Spoon - 1?/a" I.D., 2" O.D., unless otherwise noted PS : Piston Sample ST : Thin -Walled Tube - 2" O.D., unless otherwise noted WS : Wash Sample R : Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted. PA : Power Auger HA : Hand Auger FT : Fish Tail Bit RB : Rock Bit DB : Diamond Bit = 4", N, B BS : Bulk Sample AS : Auger Sample PM: Pressure Meter HS : Hollow Stem Auger DC : Dutch Cone WB : Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except wherenoted. WATER LEVEL MEASUREMENT SYMBOLS: WL Water Level WS While Sampling WC] Wet Cave in WD While Drilling DCI 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 groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING: system and the ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry Slight Slight decomposition of parent material on weight retained on a #200 sieve; they are described as: joints. May be color change. boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; Moderate Some decomposition and color change they are described as: clays, if they are plastic, and silts if throughout. they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be High Rock highly decomposed, may be extremelyaddedaccordingtotherelativeproportionsbasedongrainbroken. size. In addition to gradation, coarse grained soils are defined on the basis of their relative in -place density and HARDNESS AND DEGREE OF CEMENTATION: fine grained soils on the basis of their consistency. Limestone and Dolomite: Example: Lean clay with sand, trace gravel, stiff (CL); silty Hard Difficult to scratch with knife. sand, trace gravel, medium dense (SM). Moderately Can be scratched easily with knife, CONSISTENCY OF FINE-GRAINED SOILS Hard Cannot be scratched with fingernail. Unconfined Compressive Soft Can be scratched with fingernail. Strength, Qu, psf Consistency Shale, Siltstone and Claystone: 500 Very Soft Hard Can be scratched easily with knife, cannot 500 1,000 Soft be scratched with fingernail. 1,001 2,000 Medium 2,001 4,000 Stiff Moderately Can be scratched with fingernail. 4,001 8,000 Very Stiff Hard 8,001 - 16,000 Very Hard Soft Can be easily dented but not molded with RELATIVE DENSITY OF COARSE -GRAINED SOILS: fingers. N-Blows/ft Relative Density 0-3 Very Loose Sandstone and Conglomerate: 4-9 Loose Well Capable of scratching a knife blade. 10-29 Medium Dense Cemented 30-49 Dense 50-80 Very Dense Cemented Can be scratched with knife. 80 + Extremely Dense Poorly Can be broken apart easily with fingers. Cemented MOUNG O M1