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Subsurface Soil Investigation Report 10-25-2014Prepared by: Interstate Geotechnical Engineering, Inc 5167100x' Street S Cottage Grove MN 55016 25 October 2014 Interstate Gemtechnicai Engineering, Inc Patick J Tines, Pin 8167 100`b St S Cottage Grove MN 55016 (612) 414 -5770 REPORT of SUBSURFACE GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY RESIDENCE West of 2061 W 65' St, Chanhassen, Minnesota 25 October 2014 SCOPE OF SERVICES Interstate Geotechnical Engineering, Inc, hereafter referred to as "IGE ", was retained by James Rudos, hereafter referred to as fffie "Client ", to perform a subsurface soil investigation on a parcel of land located as noted in the above title block. The purpose of this investigation is, as this is a "let split ", to identilfy and evaluate soil and water properties associated with the site with respect to constructing a single family residence thereon. One primary soil boring was performed hand and power flight auger methods to a depth of 23' within the project area. In addition, laboratory tests were run upon selected soil samples, and a shallower probe was put down to fiarther delineate depth and extent of unsuitable soil. From the resulting data, conclusions are drawn regarding site suitability for the proposed use and recomrnendations are developed, based upon in-for m-ation gathered to date within the presently authorized scope of services, for site correction procedures and foundation and slab design. SITE OBSERVATIONS ire general area is suburban residential in nature, moderate in elevation. Vicinity structures vary in age and design, but are generally newer, in good condition. What is noted, however, is that depths of installation seem to be rather shallow. This site is rather level in terrain pattern, flat from street grade. There is an abandoned wastewater treatment mound on the site. The site is covered mainly by short maintained grasses, with trees and brush, mostly to the rear, and landscaping plants at various locations. Proposed construction on the site is a single fa-nily residence. It most likely will be of slab -on -grade or crawl space design configuration with attached garage. Locaticn was not known, but most likely it will be at setbacks similar to those in the vicinity, possibly slightly more to the front. Given site grade versus street level, the site will be built lap F -2' in any event for positive drainage. It is assumed that the residence will be of usual wood frame design with most building loads transferred to exterior and interior strip footings at frost protection depth (3.5' or greater below finished grade). This type of structure imparts relatively light loads onto foundation soil. BORING LOCATIONS AND ELEVATIONS The boring and probe locations were determined by IGE and were based upon likely location of the proposed construction, initial impressions and assumptions, accessability, obstacles, etc. IGE also determined depths based upon nature of the proposed work, usual and accepted practice and results of the investigation as it proceeded. All work was W of 2061 W 65"' St, Chanhassen, Minn -2- performed in an attempt to obtain geotechnical data representative of the site. Refer to the attached sketch for boring locations. In addition, they were marked in the field with lath. As the west property line location was not totally assured, borings should be more accurately located in the course of future site surveys. Ground surface elevation at the boring and probe locations and at a few key topographic points was determined to the nearest 0.1 ° using an engineer's level and referenced to top nut of a fire hydrant on tine south side of 65th St W, approximately 150' west of the area investigated, located as shown on the referenced sketch. As there was no conveniently available sea level datum bench mark nearby, this temporary bench mark was assigned an arbitrary reference elevation of 100.00. Elevations are shown on bore logs and on the site sketch. Accuracy of this should not be taken as any greater than the methods used would imply. Again, in the course of further site surveys, elevations of the boring and probe should be more accurately determined in accordance with a sea level datum. FIELD INVESTIGATION The boring and probe were primarily accomplished by the Power Flight Auger (FA) and Hand Auger (HA) methods in accordance with AST. M D 1452, "Standard Practice for Soil Investigation and Sampling by Auger Borings ". As the hand auger upper portion of the main boring was advanced in sandy soil, one supplemental test was performed using the "Dynamic Cone Penetrometer" (DCP) method. These procedures are described in attachments at the back of the text portion of this report. The first attachment also describes the soil classification system used (Unified - chart attached) and method of groundwater measurement. A Professional Engineer personally performed the boring and probe and immediately classified soils in the field. Soil strength was determined by said engineer mostly on an empirical basis by such means of drilling ease or difficulty, nature of recovered soil samples, consultation of laboratory and DCP test results, etc. Some samples were bagged and returned to the soils laboratory for further examination and possible testing. Laboratory tests were performed in accordance with ASTM standards. SOIL BORING RESULTS Attached is a log for the boring together with a key explaining terms and entries on the log sheets. Results of the shallower probe are given in more surnmary form on the continuation sheet of the log for the main boring. The depth of individual 'layers of soils may vary somewhat from what is shown on the logs due to the inexact nature of auger sampling and, most importantly, the occurrence of-transition between soil layers. Also be advised that soil conditions not at the boring and probe locations may vary. Laboratory test (moisture content) results are given irr. the "w" colurnn of the boring log at the appropriate relative locations. The DCP test result is given in the right -most column of the boring log, again at the appropriate relative location. The borings show a condition of fill over original organic soil, with overly soft soil below. The fi11 is 21/4 in the main boring, slightly less in the probe, and consists of topsoil fill [a variably sandy organic lean clay (OL), black] and a mixed sail fill, most of it lean clay, somewhat sandy, dark in color (CL) with a little organic soil (OL). Below, to total depths of 5'/4'& 61/4 in Boring I and Probe 1A, respectively, is what appears to be buried original humus, a lean clay, rather silty, highly organic (OL), black. In upper reaches it W of 2061 W 65'� St, Chanhassen, Minn -3- might be a borderline sapric peat. The thickness together with the highly organic nature could mean that this originated in a shallow depth swamp. As a minimum, these soils are unsuitable for construction. Application of foundation loads upon them will undoubtedly result in differential settlement and loss of value of the new structure. In addition, modern building codes prohibit establishment of residential structures on or over organic or otherwise unsuitable soil. Below at first in Boring 1 is a lean clay, a little sandy, very dark, to dark gray (CL), saturated, very soft to soft (w/ depth). This appears to be a lacustrine (lake origin) deposit. It is "normally consolidated" (consolidated enough to only support its own weight and original soil weight above, not additional weight of fill soils or structures above). The overburdening fill has not been inplace long enough, geologically, to force further consolidation. The moisture content test in this material is 41.9 %, high for a lean clay of this nature. It is obviously near or over the liquid limit of this material (est 40 % ±). In such a scenario, the material is very soft, prone to consolidation upon application of further loads. This material extends only from 53/4' to Tin Boring 1, but from 61 /4' to 8t /2' in Probe 1A. The first 9" of this material in Probe IA is very soft and is a borderline marl material. Base soil below at first is a lean clay, a little sandy (CL), dark gray, saturated, rather soft to medium (confirmed by another moisture content test). It has inclusions of a poorly graded (biased finer grained) sand with a few fines (SP), also dark gray, saturated, loose to firm (as per DCP test result). Deepest soil, commencing at 11' in Boring 1, is a lean clay, rather sandy, dark gray (CL), low gravel content, medium. Theses materials are glacial till. The sand inclusions in the upper portion are glacial outwash. All of these base mineral soils are suitable for residential construction, with conditions. Refusal to auger advancement was not encountered by power boring termination depth, elevation 75 ±, indicating lack of bedrock at least to this elevation. Groundwater was found in the main boring as evidenced by standing water in the bore hole after a standard period of monitoring, depth 1.8' (elev 961/4±). This is a surprisingly high level given the moderate elevation of the area and its seemingly well drained nature. It is, however, aquifer groundwater, but marginally so. It appears to be contained primarily in the sand inclusions at 7' +. But it also is coming from the upper soft and very soft clay, possibly from the lower organic soil, once a void (the bore hole) became available. Proper construction on the site (removing the softer lean clay, promoting good site drainage) will mitigate some of this. Thus, water found presently can be regarded as a maximum level. It should be pointed out that most of the lower elevation sandier lean clay soils are technically saturated (all pores filled with water), but not waterbearing (capable ofreleasing this water). This is a normal condition for a soft to medium or better clay. As indicated, the upper lean clay soils, being soft to very soft, do release water. However, be advised, as explained in the attachment, that groundwater may still occur and vary according to various climatological and meteorological influences undetermined within the time frame, scope and budget allowed in this investigation. In addition, area development patterns and drainage alterations can influence soil moisture and groundwater. Bear in mind that indicated results are for time and conditions of testing only. Refer to the boring and probe log for a more detailed description of soils and moisture conditions encountered. W of 2061 W 656 St, Chanhassen, Minn -4- CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon interpreted results of boring and probe logs, including laboratory tests, their relation to the planned work, and other information. Because the boring, probe and tests represent a small portion of the site in relation to the proposed area of work, ongoing review of constrraction should be carried out. If excavations reveal subsurface soils of a different nature than those observed in the boring and probe, or if the location or elevations or type of the planned work are altered significantly, the Soils Engineer should be contracted for possibly revised recommendations or additional testing (see #6 below and the following "Limitations of Investigation "). 1. General Site Suitability: Based upon interpreted results of the borings, it appears that the site has some limitations regarding suitability for construction. These mainly consist of tie presence of fill over buried original topsoil, soft to very soft clay below (thickness varying), high groundwater on the site and the need to adapt the site in general for the in tended use. These limitations are correctable by adequate site correction, foundation engineering and further monitoring of soils as construction proceeds. 2. Initial Site Preparation: This analysis is based upon the proposed structure being, as indicated earlier, of slab - on -grade or crawl space design with attached garage, grade set to meet City requirements. Exterior footings will be at least 3'/2' below final grade. Interior footings could be at subslab level if placed upon properly compacted fill. Unless marginal soils are left below correction levels, some footings could be lowered if more convenient to deal with unsuitable soil levels. All organic, loose, frozen or otherwise unsuitable soil, uncontrolled fill, vegetation, debris and boulders (3 "+) and, most importantly in this case, the soft to very soft lean clay, should be removed from the proposed building pad area, generally achieving the first naturally occurring suitable soil, likely a rather soft to medium or better somewhat sandy lean clay, with waterbearing sand inclusions. Boring evidence suggests that this will amount to excavation depths of at least 7' and 8'/2' at the locations of Boring 1 and Probe 1A, respectively. If working room is not adequate for safe excavation backslopes, or perhaps just to control excavation and falling extent, footings could be lowered somewhat so that proper oversizing and a safe backslope, not straying onto the neighbor's property, can be provided. But as base soils, even when: corrected, are marginal at first, footings in this vicinity should not be lowered so much as to rest on or near base soil. There should be at least 2' of properly compacted fall below footings to allow some spread of foundation load with depth. It is also noted that areas below slab areas should be corrected as well, not attempting to trench around them. Some discussion should ? e made about over - excavating out the soft to very soft lean clay. Excavators are often reluctant to do this once buried organic soil is cleared. Again it is pointed out that field indications plus a laboratory test indicate this material to be soft to very soft. It is estimated to have a coefficient of consolidation (cj of 0.15. Applying this to the thickness of the soft layer (1' -2') and considering likely new stresses, if this material were not removed, a long term settlement of approximately 1" to 2" would result. This is W of 2061 W 65`x' St, Chanhassen, Misses -5- excessive for this structure. When obtaining excavation bids, this overexcavation necessity should be clear to excavators so that problems, contractual or otherwise, are less likely to occur later. During the construction phase, the amount of excavation of overly soft clay will necessitate a high degree of judgment. It is possible that full time observation by a soils engineer will be required. Based upon the fact that the excavation will be below water level, water will enter and accumulate in the excavation. This water should be controlled, such as by sumping or other means, so that the bottom of the excavation can be viewed and so that water does not interfere with compaction efforts in the lowest levels. It should again be emphasized, however, that the estimated depths of excavation of unsuitable soil given above are preliminary estimates based upon random but somewhat targeted auger tests. These should be considered preliminary estimates only, to be verified by actual excavations. In fact, for construction quantity purposes, a small amount of additional estimated excavation depth should be added to that given in the logs to conservatively allow for variations and for inadvertent over - excavations which are impossible to avoid when power machinery is employed for the purpose. It is especially cautioned that there could be areas of unsuitable soil not represented by the boring and probe to date. These zones could be grubbed out tree stump pits, an old basement, trash pits, borrow pits, test excavations, utility trenches, etc. Excavators should be especially aware of this possibility. Excavated organic material, uncontrolled fill, wet unstable soil or other soil contaminated with topsoil, vegetation, etc, should be disposed of offsite, or in landscaping areas, where the bearing of weight will not be required. There appears to be no opportunity to salvage excavated mineral soil for re -use as controlled fill as said excavated soil, even if mineral soil, will be cohesive, overinoist and difficult to work with: The excavation contractor will likely import a granular fill. Refer to subsequent sections for more detailed and specific recommendations for site correction recommendations for each structural component. 3. Foundations: For purposes ofproposed construction, foundations and fill to support foundations must rest upon and over mineral (non- organic) soils of adequate bearing value. For the proposed construction, a bearing capacity of 2000 pounds per square foot (psf) is typically targeted. However, most single family residences actually bear much less, even under maximum snow load. This analysis of soil for foundation purposes is based upon the location, design configuration and grade indicated above. If there is any significant deviation from assumptions indicated herein, then these recommendations may have to be reconsidered. The site should be prepared as outlined in #2 above, removing unsuitable soil, including the overly soft clay that exists over the building pad area, performing any fur+.her excavation as necessary, controlling water that may eater the excavation and placing controlled fill (minimum 2') as needed. This being done, perimeter and interior footings maybe generally designed allowing 2000 psf foundation bearing capacity (likely resulting in ordinary spread or pad footings). This value is recommended on the basis of the fact that the footing areas will rest directly upon fill that has been compacted to the level specified in #5 below. This W of 2061 W 65' St, Chanhassen, Minn -6- takes into account shear failure potential near footing levels and the nature of deeper scil regarding settlement. Fill, as required, should be placed, compacted, and tested as per the "Fill Placement" ( #5) section following. The above should provide a factor of safety against foundation failure of approximately 3. Over -all and differential settlements should be less than ' /Z" and 1 /Q ", respectively. If footing conditions change from what has been assumed herein, further study and analysis would be necessary. If the site is graded to different levels than assumed above, if the type of building proposed change, or if soils of a significantly different nature are discovered during excavations, the Soils Engineer should be contacted for re- analysis and possibly revised recommendations. It is not recommended to place footings upon or over organic soil or any other unsuitable soil or to deviate from recommendations contained herein as excessive differential settlement of the structure could result. 4. Slabs: Slabs and fill to support slabs should also rest upon and over mineral soil of adequate density to resist settlement. Based upon boring evidence, base mineral soils on the site, with uncontrolled f 11, organic soil, vegetation and any other encountered unsuitable soil removed and with controlled fill placed thereon as necessary are adequate for slab support. It is not recommended to abate site preparation below slabs in any mariner. Slabs should have clearance from maximum anticipated aTjifer groundwater level and should be protected from intrusion by surface waters. As indicated above, floor level of this structure should be set in accordance with City requirements, utilizing the level of ground-water found as a maximum level. Good site drainage; both at the time of constme:tion and for the life of the structure, is recommended. 5. Fill Placement: Fill material, as required, should be mineral soil, free of debris, boulders and organic material, of such suitable moisture content that it can be readily compacted to specified levels. Fill should be placed and compacted in a manner that will allow complete compaction cf tl:e total fill layer to 995% of Standard Maximum Density according to ASTM D 698. Frozen material should not be used in fill construction, nor should any part of the completed fill be allowed to freeze. A soil compaction test should be conducted for every two feet of fill in appropriate segments of the area. If crushed rock or any other very coarse granular soil or aggregate ( >30% 3/4" or coarser) is used, the above Standard Maximum Density would not be applicable. In this case, the fill should be compacted to 60% of Maxim Index Density according to ASTM D 4253. Top of fill should extend at least one foot horizontally beyond the structure pad or footing limits. The fill surface may then extend downward and outward on a 1:1 slope to competent soil. It is upon this basis that required oversizing should be computed. W of 2061 W 65`- St, Chanhassen, Minn -7- 6. Inspection and Testing: The Client should retain a geotechnical engineering firm to inspect excavations, make field judgments as to subsoil adequacy, and to carry out a program of field and laboratory testing of engineered fill and possibly other materials. This firm should bear full responsibility for knowledge of contents of this report and for proper interpretation and correlation of data, and be prepared to make any further analysis as necessary. Again, this is especially necessary in this case due to the high degree of judgment necessary regarding first encountered clay soils. 7. Final Site Topograip : Final soil surfaces should be graded to provide adequate drainage from structures and hard surfaces so that as little water as possible infiltrates into soils adjacent to the structure. LIMITATIONS OF INVESTIGATION Interstate Geotechnical Engineering, Inc, has prepared this report using an ordinary level of care and in accordance with generally accepted foundation and soil engineering practices. Because the boring, probe and tests represent only a small portion of the total site and for other reasons, Interstate Geotechnical Engineering, Inc, does not warrant that the boring, probe and tests are necessarily representative of the entire site but only of the boring, probe and test locations at the time of investigation. No warranty of the site is made or implied. The scope of this report is limited strictly to geotechnical issues wl-zich include establishment of soil profile and only those conclusions expressly made. Please note that this work is not intended to document the presence or absence of any environmental contaminants at the site, nor for identifying applicable local, state or federal laws or regulations of a non- geotechnical nature which may or may not be applicable to this site. Further, Interstate Geotechnical Engineering, Inc, cannot be held responsible for facts not disclosed. The bore holes have backfilled the as well as possible using native cuttings. While the deeper Boring 1 did not produce an Environmental Bore Hole as defined by Minnesota Department of Health regulations, Bentonite was added to the cuttings during the backfilling process. However, some continuing settlement may occur if construction does not take place in the near future. If settlement does occur, the Client should backfill with additional soil. This report and all supporting information is furnished only to the Client and his assigns for the designated purpose. No representations to other parties or for other uses are made. Soil samples retrieved during the investigation process were classified in the field by a Soils Engineer. Most of them were immediately discarded. Samples returned to the laboratory will be held for a period of 30 days unless a request is received to retain them for a longer period. W of 2061 W 65' St, Chanhassen, Minn -8- ENGINEER'S CERTIFICATE I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. INTERSTATE GEOTECHNICAL ENGINEERING, Inc Patrick J Hines, PE, President Registration No. 1208E Proofed by: SC � 2- 404 ��Qp GSNSON- ol% Date V s • r 12086 14 STATE : w %0, OF w � �Q •• �.VAf E S 0 0• °•C����,� 0NAi. � �', �1E.TH0D Or INVESTIGATION AUGER BORINGS The Auger Boring procedure is one of the simplest methods of soil in- vestigation and sampling. Its limitations are that recovered samples are disturbed samples, and that depth of possible investigation is limited by various factors. Depending upon skill of the operator or crew chief, various engineering properties of soil, such as soil profile, estimated inplace strength, etc, may be determined by this method. It may also be used to retrieve samples for laboratory testing and determination of suitability of soil for other purposes.This describes the most often procedures used. In this procedure, augers are advanced into the ground by hydraulic/ mechanical means. At intervals., usually 51, the auger withdrawn and soil samples are retrieved and classified, retaining.-samples as necessary for further analysis. Record data includes depth to changes in strata., descrip- tion of soil in each major stratuin, groundwater depth or elevation where found, and other information. This is in accordance with the American Society for Testing and Materials (ASTM) Designation: D 1452 -801 "Standard Practice for Soil Investigation and Sampling by Auger Borings". Sometimes, hand auger borings of various types are used to accomplish the same purpose. However, penetration depth is usually limited. Its ad�zn- tage is greater accuracy and the fact that a hand auger boring may be the only type possible where access is limited for power auger machinery. (over) Attachment to Engineering Yeport Interstate Ueotechnical Engmeenng, Inc METHOD UP IN VES l WA 1 ION Dynamic Crone Penetrometer The Dynamic Cone Penetrometer (DUP) .procedure is an increasingly accepted method to investigate soil in limited zones, to augment existing testing, or to test in relatively isolated or inaccessible areas. It is a relatively lightweight device that evaluates soil consistency and density. It is "dynamic ", versus static, in that it utilizes a falling weight in. the testing. The device utilizes a 15## steel rang weight falling 20" on an E -rod slide (see sketch oelow). At the end of the E-rod assembly is a specially shaped cone that is driven into the soil by repeated drops of the hammer on the anvil. The cone is slightly enlarged at its base to minimize shaft resistance above. The test is either made at existing surface level, but most likely through an augered hale (see separate "Auger Borings" procedure). Soil profile is established through this latter procedure. At test depth, the cone is seated 2" (the "set ") into undisturbed soil for proper embedment. The cone point is then further driven 13/4" by the 15# hammer dropping 20 ". The blows to drive the cone 13;x4" into the soil are counted and recorded. Sometimes, a second and third penetration can be made in. this same set. By successively advancing the bore hole and adding. rods, tests can be made at various levels. This procedure may be used to depths of up to 15 or 20 feet. E - 1?oa AulloUl o i 15 lb o ti Driving anvil steel ring weight anvil Sliding Drive Hammer Cone Point il 1 Interstate.Geotechuical Engineering, Inc UNIIr ED SOM CLASSIFICATION major Group Tvpicitl Laboratory ciusiru9tioa criteria � be ^r, GW We$- grades gravels, gravel -curd _ Cy = D�,;ceater than 6'. ,C` •:ID•.lt between I and 3 ;, = mixtures little or no fines D.. D.,AD_ 60 s0 40 7 30 Z fl a ?0 10 4 0 • i i For . etatwfica:ton of nine- grameC vwlt and One traction of coarse. - -1-i ghit,rd tads. 1 i A}terbe.rit Limns otancn A to , y hatched area are bordrrane du+• 1+ , tftcartam regcinng use of Cuat symools. i P� uuon of while: 1 Pf:J' ? -LL • :01 silts.and ven tine V sands. rock flour. silly or cta)n fine sands or clay" sitar with C YY CA r L Stith, plasticity 4 — GP Poorly -graded gravels, Sm., • Inorganic ciays of low to me- :above "A" line with P.I. C sand mixttsres. Lurie or no fines j o dium plasticity, gravclly clays. derline 6-Ases requiring use Ater. berg:limits above .•A•• sandy clays. silty :lays. lean d — q clays` ! z 1 Z I y c u 7 GM Silty gravels, gravel-nand -silt OL n = L ? _ D ,.0. mixtures i lncrgantc III[$. micavous at MH diatomacmus line:iandv or z ^ n silly soils. elastic Sills C = w G{ Clayey gavels. gravd•sand-clay t L zone with P.I. between 4 T = „i mixtures and' are hordrrlirr as ces CH Inorganic .fan of high Alas- `a c Atzerberg Wnsu abeve "A" naty. rat clan .k ix o ' E OH Organic clays of medium to � r � % Z Sw WeJl.tradest sands..grartllr C r = sands. little or no fines Par am otter h,rhly cganx W °' s 7 C r � ti. Y v O .tee 5t - " = SP Poorly. graded sands. gravelly Sands. little or no rifines t aZ r e C ' SM d Silly sands. sand-sill = a ZtfClures w� ' G 5C Clayey sands. sand -clay max- < tures 60 s0 40 7 30 Z fl a ?0 10 4 0 • i i For . etatwfica:ton of nine- grameC vwlt and One traction of coarse. - -1-i ghit,rd tads. 1 i A}terbe.rit Limns otancn A to , y hatched area are bordrrane du+• 1+ , tftcartam regcinng use of Cuat symools. i P� uuon of while: 1 Pf:J' ? -LL • :01 silts.and ven tine IInorganic 14L sands. rock flour. silly or cta)n fine sands or clay" sitar with CA r L Stith, plasticity . Atlerberg limits below "A" • Inorganic ciays of low to me- :above "A" line with P.I. C _p. %it -anJ l it ba-evt 4 and '.arc bar - CL dium plasticity, gravclly clays. derline 6-Ases requiring use Ater. berg:limits above .•A•• sandy clays. silty :lays. lean y L — q clays` r o_ •✓i 7 2 7 OL Organic silts and organic silty Z _ D ,.0. clays of 10W plasttnt� i lncrgantc III[$. micavous at MH diatomacmus line:iandv or 72 z ^ _ silly soils. elastic Sills C = w line or P.I. less than 3 Limits plotting in hatched � r L zone with P.I. between 4 T = „i �_ and' are hordrrlirr as ces CH Inorganic .fan of high Alas- `a c Atzerberg Wnsu abeve "A" naty. rat clan .k ix o ' E OH Organic clays of medium to * a Z ( high pLwicsty. organic :tits r = FIT Par am otter h,rhly cganx W °' s stseEs 60 s0 40 7 30 Z fl a ?0 10 4 0 • i i For . etatwfica:ton of nine- grameC vwlt and One traction of coarse. - -1-i ghit,rd tads. 1 i A}terbe.rit Limns otancn A to , y hatched area are bordrrane du+• 1+ , tftcartam regcinng use of Cuat symools. i P� uuon of while: 1 Pf:J' ? -LL • :01 •`i u z V Not meeting 311:gcrdanon.Muirtnicits for GW w •• --.J v CA r L . Atlerberg limits below "A" • litre or PA. less than 4 :above "A" line with P.I. v ::. • 2 _p. %it -anJ l it ba-evt 4 and '.arc bar - zo w derline 6-Ases requiring use Ater. berg:limits above .•A•• of dual s>mbcls litre with P.J. greater than 7 r o_ � Cu • Dom' Create- than 3: CC . ID..i' .'xtwe:n 1 and 3 ar n D , D ,.0. Nos meeting all gradation rectuirements for SW e3 C m ~ w .• Ancrt-erg limits: below "A" line or P.I. less than 3 Limits plotting in hatched y _ zone with P.I. between 4 T = „i and' are hordrrlirr as ces Mrequiring use or dual sym- Atzerberg Wnsu abeve "A" bats .k ix o One with P.J. greater than' 60 s0 40 7 30 Z fl a ?0 10 4 0 • i i For . etatwfica:ton of nine- grameC vwlt and One traction of coarse. - -1-i ghit,rd tads. 1 i A}terbe.rit Limns otancn A to , y hatched area are bordrrane du+• 1+ , tftcartam regcinng use of Cuat symools. i P� uuon of while: 1 Pf:J' ? -LL • :01 t. 1 � _p. %it -anJ l it 0 10 20 30 AD W e0 :0 80 90 100 Lsquid L *tit P! •. .•tr tom]^ w c Ln Ln O •A m 3 C -4 tt kOl G! k rl pP $4 4O.2 14 cJ my 00 H44�� j ;r4 •ri O �a 93 w a' rj N cd O o I a p4 Cd 41� U � CL) 3 O LL O � O P�4 O 0 U' N N to N -W z P4 u u 0 ti aa) o 0. c„ FN a a w a� U H rq U �D 4" apprmlmate property line SOIL BORING LOG Patrick J Hines., PE 8167 100th St S Cottage Grove MN 55016 proposed Single Family Residence PROJECT: West of 2061 W :b-5th St, Chanhassen, Minn LOG OF BORING NO: 1 [DE=PTH SURFACE ELEVATION: 98.1 SAMPLE LAB A OTHER TESTS IN GEOLOGY N WS DCP FEET DES4RIPTION AND CLASSIFICATION # Tl'aE R W DE• L. se LEAN" CLAY, variably sandy, Organic (OL Topsoil Black, w/ tr's mineral Soil, Fill N 1 HIA 1 very moist, loose to firm I.FAN CLAY, somewhat sandy, Pred Dark Gray (CL) Fill . 2 HA 2 w/ a -little Organic Soil, w/ tr gr () I I 2 3 4 5 5.756 moist to very moist, loose to firm MEAN CLAY, rather silty, Organic (OL) Black, w/ small roots, tr's undecom- posed vegetation, saturated, rather borderline Sapric Peat in soft pe'r ortion sl lighter, less organic, w/ de th Buried Humus Lacustrine CASING DEPTH Y 3 4 HA HA LEAN CL Y, a tt a san y, ery ar to 71' Dark Gray (CL), very soft to soft .(w/ Deposit 3.8' 1 depth) t1ne wl 1.8' 5 to 23' 6j' $AND, goody graded .(pred gr, .(pre Glacial 01 Y 5 HA I. med, tr c-s);' w/ a few fines, Dark Gray '(SP); 71,111 w/ "saturated, loose to firm . Outwash Y 6 FA banded w/ LEAN CLAY, a little sandy, inclusion Dark Gray (CL), saturated, rather soft soft to medium @ 8P+ 10 more bands of clay, less of sand, w/ depth 11 Glacial N 7 FA LEAN CLAY, rather sandy, Dark Gray :,: 12- (CL), w/ a little gravel Till saturated, medium 13� � i 151 �N 8� FA 17= 18 19 20 21 HATE ! T1 23 Oct 1 16:2 24 Oct! 13:5 if " 1 14.3 of " 1 15:2 WATER LEVEL MEASUREMENTS SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH GRILLING MUD , ;LEVEL WATEA LEVEL 9 71' None 3.8' 1 5' 1.8' 5 to 23' 6j' 3j' 01 1 1 5j' I. 2.1' 25. SW 0[5 mph± Breezi DRILLING DATA ''' -, Crew Chief___ pH 14ethOd. 3" Hand & 4" Power Flight* Augers *Mobile B -31 Drill Rig on Dodge Power Wagon Commenced: 23 October Boring Completed: 24 October 2014 $a�rlk J Him; > Proposed SOIL BORING LUG (continued) Family Residence 816-1 100th St S Cotn'g GrnVP MN. g5016' PROJECT: West of 2061 65Th St Chanhassen Minn LOG OF BORING NO: 1 DEPTH SURFACE ELEVATION: 98.1 SAMPLE LAS A OTHER TESTS IN GEOLOGY N We FEET DESCRIFTIONANDCLASSIFICATION i TYPE R W DE P.L. LEAN CLAY, rather sandy, Dark Gray (CL Glacial 1 g 1 FA 22 w/ tr to a little gravel Till lsaturated, medium End of Boring - No Refusal Z4- Bore hole void backfilled w/ native 25 cuttings mixed w/ Bentonite on 24 i October 2014 26- 7 Probe 1A - Elev = 97.8 2 0 -6j' Topsoil Fill, Fill . (Si .less 29 than Boring 1), Buried Humus 6j' -7' Lean Clay, possibly Marl, 30 Gray, saturated, very soft 7' -8j' Lean Clay, rather silty, Dark 31 Gray, saturated, very soft to soft 8V -101' Lean Clay, w/ band inclusions, 32 Dark Gray, saturated, soft to medium 33 Probe put down by power flight auger. J method on 24 October 2014 & ummed# . 34 ately backfilled w/ native cuttings mixed w/ Bentonite 35 I 36 37 38 39 4 41 42- 43 44' 45 46 8167 LOOt" St Patrick J Hines, PE Cottage Grove YNI 55016 PROJECT: BORING LOG KFY kJ • 0 G L OF E30RING NO: FACE ELEVATION- SAMPLE LAB A OTHER TES-S DEF-TH IN 'I SUA DESCIRIP-l"1014 AND CLASS! F iCATION- IT, GEOLOGY N Wgr TYPE R W DE P L.: FEET Sail CIcssificatior., vt;1*ng Origin 500 On e r .2 as vis'Lal Cr u Manual arel Cf tory mil-thods, accrod..-L-rig to the 'C-A.;ied Soil ClasFsificrition Syttem, or to at':er syst.em as m T appropr Late Value Nurber T)- ace blows Lo drive e Split-Barrel Saari :•� j ? �-1 pier cne ' or Water Bearir_& conte:,t N No TA A t C-': el sirboi. ev F". C' . s L f Re cov r e-, • '!ype 7 t C- 1 -z't A ger U=1 t T. %.'�a Y.Al E R LF V[ C),Af A