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Home My WebLink AboutGeotechnical Evaluation report-2004 � T . ' ' I � A Geotechnical Evaluation Report Proposed Detached Carriage Home � 2625 North Shore Drive Orono, Minnesota � Prepared for Aulik Associates � � { Professional Certification � I hereby certify that this plan, specification or report was prepared by me ar under my direct supervision and that I am a duly Licensed Professional Engineer under the laws � of the State of Minnesota. t"� `t ` A�;�'� ��", �'f�°��(-%�L'a � �Greg�T.�n,PE Associate—Senior Engineer ( License Number: 24017 October 11, 2004 � � � Project BL-04-06716 Braun Intertec Corporation � , f � \ 1 c � � Table of Contents Description Page 1 A. Introduction ....................................................................................................................................1 A.1. Proj ect...........................................................................................................................1 � A.2. Purpose .........................................................................................................................1 A.3. Scope.............................................................................................................................1 A.4. Documents Provided.....................................................................................................2 A.S. Locations and Elevations..............................................................................................2 � B. Results ............................................................................................................................................2 B.1. Logs ..............................................................................................................................2 B.2, Site Condition...............................................................................................................2 � B.3. Soi1................................................................................................................................3 B.4. Groundwater.................................................................................................................3 - C. Analyses and Recommendations....................................................................................................4 � C.1. Proposed Construction..................................................................................................4 C.2. Discussion.....................................................................................................................4 _ C.3. Pad Preparation.............................................................................................................4 � C.4. Founclations...................................................................................................................6 C.S. Floor..............................................................................................................................6 C.6. Below-Grade Walls ......................................................................................................7 � C.7. Exterior Slabs ...............................................................................................................7 �' C.B. Site Grading and Drainage......................................... ...................................................8 C.9. Utilities.........................................................................................................................8 � D. Construction....................................................................................................................................8 D.1 Excavation....................................................................................................................8 D.2. Observations.................................................................................................................9 � D.3. Backfills and Fills.........................................................................................................9 D.4. Testing..........................................................................................................................9 D.S. Cold Weather Construction........................................................................................10 � E, Procedures ....................................................................................................................................10 E.1. Drilling and Sampling.................................................................................................10 E.2. Soil Classification.......................................................................................................10 � E.3. Groundwater Observations.........................................................................................11 F. General Conditions.......................................................................................................................11 F.1. Basis of Recommenclations.........................................................................................l l � F.2. Review of Design........................................................................................................l l F.3. Groundwater Fluctuations..........................................................................................11 F.4. Use of Report..............................................................................................................12 � F.S. Level of Care..............................................................................................................12 Appendix � Boring Location Sketch Log ofBoring Sheets ST-1 to ST-3 Descriptive Terminology r � �3.,", -�Y �' ,?i�►�rs;%s Bmun IMsd�c Corporation Phone: 952.995.2000 '` 1 1001 Hampshire Avenue S Fax: 952.995.2020 :-:� INTE�iE� Minneapolis,MN 55438 Web: brauninterteacom `�'�j ^,. �_ ,� October 11,2004 Project BL-04-06716 . � ' Mr.Roger Peterson Aulik Associates 6401 Wayzata Boulevard St. Louis Park, MN 55426 �„� Dear Mr.Peterson: r, Re: Geotechnical Evaluation, Proposed Detached Carriage Home, 2625 North Shore Drive, Orono, Minnesota. � We have completed the geotechnical evaluation for the proposed detached carriage home to be located on �� '_ a parcel of property known as 2625 North Shore Drive in Orono,Minnesota. The purpose of the " geotechnical evaluation was to provide geotechnical information and recommendations regarding the design and construction of the proposed carriage home. Our evaluation was completed in general accordance with our proposal to you dated September 28,2004. In this letter,we present a summary of our results and recommendations. Additional deta.ils regarding our results,recommendations and methods are provided in the atta.ched report. : � . � ' Summary of Results _ We completed three soil borings as part of our evaluation. T'he soil profile generally consists of � approximately 2 1/2 to 4 feet of previously-placed fill underlain by 1 to 1 1/2 feet of swamp deposited soils overlying native granular soils extending to boring termination depths of approaiimately 20 feet - below the existing grade. The exceptions being Borings ST-3 where swasnp deposited soils were not encountered and Boring ST-2 where a layer of sandy lean clay was encountered within the native ,„ granular soils at approximately 11 1/2 to 13 feet below e�usting grade. ��. .:-.� Groundwater was observed in all the borings. The groundwater was encountered at approximately 4 feet below existing grade during drilling and at depths ranging from 3 to 3 1/2 feet below existing grade after removal of the augers. These depths correlate to appro�cimate ground elevations ranging from 927 to 927 1/2 based upon the provided benchmark elevation. � Summary of Recommendations Relatively high groundwater was encountered in the borings. In order to place concrete in a dry footing '-,: trench,we recommend considering raising grade. � We recommend that all vegetation,topsoil,previously-placed fill and swamp deposits be removed from -` ' the proposed carriage home pad. Based on the borings, it is our opinion approximately 25 percent of the ' previously-placed fill can be reused as engineered fill on the site, exclusive of within 3 feet of the �-,._ groundwater table. After carriage home pad preparation, it is our opinion the native sand soils and engineered fill are suita.ble for support of the proposed carriage home. , - — � • ---- �-- -•-----• Providing engineering and en�ironmental sotutions since 1957 �,. Aulik Associates Project BL-04-06716 October 11, 2004 Page 2 With the recommended soil correction completed,it is our opinion the proposed carriage home can be supported by spread footings designed to exert a net soil bearing pressure of up to 2,000 pounds per square foot. General We appreciate the opportunity to be of service to you on this project. If you have any questions regarding this report,please contact Ryan Benson at(952)995-2244 or Greg Bialon at(952)995-2380. Sincerely, BRAUN INTERTEC CORPORATION ,,°n , .��.� /�,..��..,�� , �''=. 6,, � _..-. .. Ryan M. Benson,PE Project Engineer C. �7_�=,�_.� Grego : alon,PE Associate—Senior Engineer Attachment: Geotechnical Evaluation Report g�or�t 4<` . ' � t r • �� Bwue Inierf�e Corporation Phone: 952.995.2000 � F d � �',E� � 1 1001 Hampshire Avenue S Fax: 952.995.2020 - �� T�-� Minneapolis,MN 55438 Web: braunintedec.com -1 x. � . ��;� ��,. A. Introduction `.�,�' . ' A.1. Project , . �.. , It is our understanding the proposed project will include the construction of a carriage home with at-grade parking and living quarters above. The proposed project is within the boundaries of the residential lot located at 2625 North Shore Drive in Orono,Minnesota. � ' A.2. Pnrpose 2 = �-'' The purpose of the evaluation was to provide geotechnical information and recommendations regarding �,�`' `;': design and construction of the proposed carriage home. � ,�t :r; �,_ � A.3. Scope , �' The following scope of services was outlined in our proposal dated September 28,2004. ��`�,'' ► � Our scope of services was limited to: �.�.� �.� • determining ground surface elevations at the boring locations; � • coordinating the locating of underground utilities near the boring locations; ; �' • conducting four penetration test borings to a nominal depth of 20 feet in or near the proposed carriage home footprint; - • classifying the samples and preparing boring logs; • conducting a limited laboratory testing program; ' • analyzing the results of the field and laboratory tests; • formulating recommendations for earthwork and spread footing foundations; • submitting a geotechnical evaluation report containing logs of the borings, our analysis of the � � field and laboratory tests, and recommendations for earthwork and spread footing foundation :;� design. ��" ._______�_._____.. _____�._.__ Providing engineering and environmental solutions since 1957 Aulik Associates � Proj ect BL-04-06716 October 11, 2004 , Page 2 Note: During drilling the scope of services was reduced to only three standard penetration borings due to disturbed soils. A.4. Documents Provided We were provided with a faxed site plan showing the existing house and proposed carriage home site. The site plan was titled "Bart and Betsy Batzer Carriage House." The date was not legible. A.S. Locations and Elevations A representative of Aulik selected and staked boring locations. Three borings were advanced to approxima.tely 20 feet below existing grade in or near the carriage home footprint. The approximate boring locations are shown on the attached sketch. The surface elevations of the borings were referenced to a benchmark set by the contractor in the southeast corner of the property. The contractor provided a benchmark elevation of 934.1. B. Results B.1. Logs � Log of Boring sheets indicating the depths and identifica�ions of the various soil strata,penetxation resistances and groundwater observations are attached. The strata changes were inferred from the Ichanges in the penetration test samples and auger cuttings. The depths shown as changes between the strata are only approximate. The changes are likely transitions and the depths of the changes vary between the borings. I Geologic origins presented for each stratum on the Log of Boring sheets are based on the soil types, I blows per foot, and ava.ilable common lmowledge of the depositional history of the site. Because of the � complex glacial and post-glacial depositional environxnents, geologic origins can be difficult to ascertain. ( A detailed investigation of the geologic history of trie site was not performed. B.2, Site Condition IThe carriage home footprint currently exists as a vacant area on a developed residential lot. The proposed carriage home footprint has undergone site grading in the past and is currently relatively flat ( with only minor elevation differences within the proposed footprint. The physical address of the site is 2625 North Shore Drive Orono,Minnesota. I Au1ik Associates Proj ect BL-04-06716 October 11,2004 Page 3 I ` B.3. Soil The soil profile generally consists of approximately 2 1/2 to 4 feet of previously-placed fill underlain by I1 to 1 1/2 feet of swamp deposited soils overlying native granular soils extending to boring termination depths of approximately 20 feet below the existing grade. The exceptions being Borings ST-3 where � swamp deposited soils were not encountered beneath the fill and Boring ST-2 where a layer of sandy lean clay was encountered within the native granular soils at approximately 11 1/2 to 13 feet below existin� grade. � B.3.a. Fill Soils. The com osition of the reviousl - laced fill soils across the site was hi hl variable. P P YP g Y ( The fill ranged from organic clay to silty sand to lean clay with sand to sandy lean clay. The penetrarion kresistances within the previously-placed fill ranged from 2 to 3 blows per foot(BPF)indica�ing low in place densities. �. B.3.b. Swamp Deposits. T'he swamp deposited soils were encountered beneath the previously-placed � fill in Borings ST-1 and ST-2. 'The swamp deposited soils were generally comprised of organic clay or I peat. � B.3.c. Native Sands. Below the fill and swamp deposited soils, the borings typically encountered native sands ranging in composition from silty sand to poorly graded sand with silt. T'he sands had penetration t resistances ranging from 2 to 11 BPF indicating very loose to medium dense conditions. � B.3.d. Clay Soils. Borings ST-2 encountered a layer of glacial till clay within the native sand soils � from approximately 11 1/2 to 13 feet below the exisl-ing grade. T'he clay sample had penetration resistances of 6 BPF indicating medium conditions. � B.4. Groundwater � Groundwater was observed in all the bori.ngs. The groundwater was encountered at approximately 4 feet below existing grade during drilling and at elevations ranging from about 3 to 3 1/2 feet below existing grade after removal of the augers. These depths correlate to approximate ground elevations ranging from � about 927 to 927 1/2 based upon the provided benchmark elevation. Groundwater levels should be expected to fluctuate both seasonally and annually. l � i � � Aulik Associates Proj ect BL=04-06716 October 11, 2004 Page 4 C. Analyses and Recommendations C.1. Proposed Construction We understand the proposed carriage home will have an at-grade parking level with living quarters above. We assume the proposed carriage home will be stick framed and have a lower level grade of approximately 931 based upon the existing grades. For carriage home loads,we assume that wa111oad.ings will be less than 3 kips(3,000 pounds)per linear foot. If the proposed loads exceed these values, if the proposed grades differ by more than 2 feet from the assumed values, or if the design or location of the proposed carriage home changes, we should be informed. Additional analyses and revised recommenda.tions may be necessary. C.2. Discussion Based upon the previously-placed fill and the swam�deposited soils encountered within the proposed carriage home footprint,the pad area is not currently suitable for direct support of the proposed carriage home. For support of the proposed horne a soil correction is required prior to placing fill or footings. This will remove the soils unsuitable for support of the building and allow for the support of the home using typical spread footings bearing on properly-placed engineered fill. Due to the high water level encountered in the borings,we recommend considering raising grade such that concrete for foundations can be placed in a dry excavation. If grades are not raised, dewatering will likely be required as concrete should not be placed directly into water. C.3. Pad Preparation We recommend that all vegetation, topsoil,previously-placed fill, swamp deposited soils and previously- placed underground utilities(if encountered)be removed from the proposed carriage home pad and oversize areas. The following tabulation indicates the anticipated excavation depths at the boring locations. T'he elevations are based upon the provided benchmark. IAulik Associates Project BL-04-06716 ( October 11, 2004 Page 5 � � Table 1. Anticipated Eacavation Depths Appro�mate Anticipated Anticipated � Boring Surface Ezcavation Depth Egcavation Elevation Number Elevation feet feet ST-1 930.4 4 1/2 925 1/2 � ST-2 930.4 4 926 ST-3 931.3 4 927 ! If excavations extend below the bottom of footing grade,the bottoms of excavations should be oversized � 1 foot horizontal for every vertical foot of excavation below the proposed footings. The oversizing is to provide lateral support to the engineered fill. I Prior to placing fill or footings, we recommend where possible the excavation bottom be I surface-compacted with a large compactor. Due to the groundwater levels at the time of excavation this may not be possible in all azeas. The compactor should be able to operate on both static and vibratory mode. Rolling in static mode will help to prevent the pumping of groundwater into the upper levels of Ithe subgrade. The surface compaction will aid in densifying soils disturbed during stripping of vegetation,topsoil,previously-placed fill, swamp deposited soils and previously-placed underground ( utilities. The surface compaction will provide a more uniform subgrade for fill, carriage home and floor slab support. ( The fill required to attain the proposed grades may consist of any debris-free, non-organic granular mineral soil. The exception being within 3 feet of the groundwater ta.ble where granular soils ranging I from poorly graded sand to poorly graded sand with silt with less than 7 percent passing the number ( 200 sieve and at least 50 percent reta.ined on the number 40 sieve should be used. Some of the native � granular soils classified as poorly graded sand with silt may be mined from other areas of the site and reused as engineered fill near the groundwater table.The remainder of the fill may consist of the natural granular soils or select portions of the granular previously-placed fill.We estimate approximately • � 25 percent of the previously-placed fill soils will be reusable. The fill reuse would.require the removal of topsoil, organics, debris and foreign materials. Dewatering with well points may be necessary in � limited areas of the soil correction. We recommend each lift be compacted to a minunum of 97 percent of its maximum dry density as � determined by the standard Proctor. For fill placed above bottom of footings and under the floor slab, 95 percent compaction is recornmended. Fill should be placed within 3 percent of optimum moisture ( content. All fill should be placed in thin lifts and compacted with a large self-propelled compactor ( Aulik Associates Project BL-04-06716 October 11,2004 Page 6 operating in vibratory mode where possible. Placement with thin lifts, 6 inches or less, and compacting in static mode may be necessary to minimize the pumping of groundwater into the engineered fill being placed. C.4. Foundations C.4.a Depth. We recoxnmend that the perimeter footings bear a minimum of 3 1/2 feet below the exterior grade for frost protection. Interior footings ma.y be placed immediately beneath the slab. Foundation elernents in unheated areas should be founded at least 5 feet below exterior grade for frost protection. If winter construction is being considered, we recommend that interior footings also beax a inimum of 3 1/2 feet below grade for frost protection. C.4.b. Subgrades. At these depths, we anticipate that the majority of the carriage home's footings will bear on native granular soils or granular engineered fill. � C.4.c. Bearing Pressnre. It is our opinion that the footings placed on native granular soils or engineered fill may be designed for a net allowable bearing pressure up to 2,000 pounds per square foot. C.4.d. Settlement. We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/2 inch,respectively under the assumed loads. Residential construction similar to the proposed carriage home can generally tolerate settlement of this ma.gnitude. C.S. Floor C.S.a. Subgrade. After the carriage home pad preparation has been completed,we anticipate the floor subgrade will be granular engineered fill. It is our opinion these soils should be directly suitable for floor slab support with only a�limited risk of settlement. Bacl�ll in footing and mechanical trenches should be compacted to a minimum of 95 percent of its standard Proctor maximum dry density and within 3 percent of the optimum moisture content. C.S.b. Vapor Barrier. If floor coverings or coatings less permeable than the concrete slab will be used, or if moisture is a concern, we recomynend a vapor retarder be placed beneath the slab. (Some coverings, coatings or situations may require a vapor barrier, i.e., a membrane with a permeance less than 0.3 perrns). We recommend placing the vapor retarder or barrier beneath the concrete floor slab and above a � Aulik Associates Project BL-04-06716 October 11,2004 Page 7 layer of sand. In order to reduce curling and shrinkage of the concrete, alternate concrete mix designs may be required. This could include,but not be limited to,the addition of high range water reducers and changing to larger aggregate size. C.S.c. Subgrade Modulus. T'he anticipated floor subgrade is engineered clean sand fill. It is our opinion that a modulus of subgrade reaction, k, of 250 pounds per square inch of deflection(psi)may be used to design the floor with the anticipated sand subgrade. C.6. Below-Grade Walls We recornmend backfill placed on the exterior sides of the foundation wa11s in landscape areas be compacted to a minirnum of 90 percent of its standard Proctor maximum dry density. Beneath steps and slabs,it should be compacted to a minimum of 95 percent. If portions of the bacl�ill lie beneath pavements,it should be compacted to a minimum of 100 percent in the top 3 feet of subgrade. Debris-free soils from the footing excavations may be used as fill. Backfills should be brought up uniformly on both sides of the foundation walls to mi imi�.��splacement of the foundation walls. C.7. Egterior Slabs T'he previously-placed fill soils and swamp deposited soils are frost-susceptible soils. If these soils become saturated and freeze, 1 to 2 inches of heave may occur. This heave can be a nuisance for slabs or steps in front of doors and at other critical grade areas. One way to reduce this heave is to remove the frost-susceptible soils down to bottom-of-footing level and replace them with nonfrost-susceptible sand or sandy gravel. Sand or sandy gravel with less than 7 percent of the particles by weight passing a number 200 sieve is non frost-susceptible. If this approach is used and the excavation bottoxns terminate in non-free draining soils,we recommend a drain tile be installed to remove any water that may collect in the sand. The bottom of the subexcavation should be graded so the water flows to the center where it can be collected by the pipe and drained to a storm sewer, another drain tile, or a water collector system for discharge. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying subgrade and thereby reduce heave. Six to 12 inches of granular ma.terial is generally placed over the insulation to protect it during construction. Aulik Associates Project BL-04-06716 October 11, 2004 Page 8 Another alternative for reducing frost heave is to support the steps or slabs on frost-depth footings. A void space of at least 4 inches should be provided between the bottoms of the steps/slabs and ftost- susceptible soils to a11ow the soils to heave without affecting the steps/slabs. C.8. Site Grading and Drainage We recommend the site be graded to provide a positive ruiroff away from the proposed carriage home. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the carriage home and slabs be sloped a minimum of 2 inches. In addition,we recommend gutters and downspouts with long splash blocks or extensions. If deep fills are proposed over swamp deposited soils,the swamp deposited soils are likely to undergo long term settlement. Therefore, consideration should be given to the continuing settlement of the site soils and adequate slope should be provided to maintain drainage as settlement occurs. C.9. Utilities The on-site ganular soils at typical invert elevations are judged to be directly suitable for utility support. If some of the utilities terminate in soft uncontrolled fill(blow counts less than 4)or swamp deposited soils, some additional subcutting and replacement with sands or crushed rock may be required to prepare a proper subgrade for invert support. We recommend utility trenches not be constructed under footings or within the zone of influence of footings (1:1 area). We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the bedding be compacted to a minimum of 90 percent in landscaped azeas and 95 percent beneath proposed slabs and pavements. The exception being with 3 feet of proposed pavement subgrade, where 100 percent of standard Proctor density is required. Assuming typical utility depths of 5 to 15 feet below grade, dewatering with well points may be necessary for utility installations. We recommend a contingency be provided for dewatering. D. Construction D.1 Ezcavation It is our opinion that the previously-placed fill and native soils encountered by the borings can be excavated with a backhoe or front end loader. In addition,the use of a backhoe with a smooth-edge bucket will help to minimize soil disturbance of the underlying soils during stripping opaations. The Aulik Associates Proj ect BL-04-06716 October 11, 2004 � Page 9 borings indicate that at the anticipated excavation depths a majority of the existing fill soils and native sand soils in the sidewalls of the excavations will be Type C soils and the under Department of Labor Occupational Safety and Health Adrninistration(OSHA)guidelines. Temporary excavations should be constructed at 1 1/2 feet horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner rnay still exhibit surface sloughing. If site constraints do not allow the construction of temporary slopes with these dimensions then temporary shoring may be required. D.2. Observations A geotechnical engineer should observe the excavation, footing and slab subgrades to evaluate if the subgrade soils are similar to those encountered by the borings and adequate to support the proposed construction. Oversize of excavations below perimeter footing grades should be checked. These observanons should be conducted prior to placing backfills, fills or forms for footings. After excavating for footings,we recommend that tests be conducted on the subgrades to evaluate if the bearing capacity is at least 2,000 psf. Typical instruments used for these tests include hand augers, penetrometers and sample tubes. D.3. Backf'ilIs and Fills Site soils which will be excavated and reused as backfills and fills appear to be near or above assumed optimum moisture content. We anticipate it will be necessary to dry or moisture-condition these soils to achieve the recommended compaction. We recommend that backfills and fills be placed in lifts not exceeding 4 to 12 inches, depending upon the size of the compactor and material used. D.4. Testing We recommend density tests of backfills and fills placed beneath footings, floor slabs, and along foundation walls. Samples of proposed backfill and fill materials should be submitted to our testing laboratory at least three da,ys prior to placement for evaluation of their suitability and determination of their optimum moisture contents and ma�cimum dry densities. Aulik Associates Project BL-04-06716 October I1, 2004 Page 10 D.S. Cold Weather Construction If site grading and construction is anticipated during cold weather, we recommend that good winter construction practices be observed. All snow and ice should be removed from cut and fill areas prior to additional grading. No �11 should be placed on soils that have frozen or contain frozen material. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C-94. Concrete should not be placed upon frozen soils or soils which conta.in frozen ma.terial. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be pernutted to penetrate below footings bearing on frost-susceptible soils since such freezing could heave and crack the footings and/or foundation walls. E. Procedures E.1. Drilliag and Sampling We performed the penetration test borings on September 28,2004,with a truck-rnounted core and auger drill equipped with 3 1/4-inch inside diameter hollow-stem auger. Sampling for the borings was conducted in general accordance with AST'M D 1586, "Penetration Test and Split-Barrel Sampling of Soils." We advanced the boreholes with the hollow-stem auger to the desired test depths. A 140-pound harnrner falling 30 inches was then used to drive the standard 2-inch split-barrel sampler a total penetration of 1 1/2 feet below the tip of the hollow-stem auger. The blows for the last foot of penetration were recorded and are an index of soil strength characteristics. Samples were taken at 2 1/2-foot vertical intervals to the 15-foot depth and then at S-foot intervals to test boring termination. A representative portion of ea.ch sample was then sealed in a glass jar. E.2. Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual-Manual Procedure)." A summary of the ASTM classification system is attached. The samples were then returned to our laboratory for review of the field classifications by a soils engineer. Representative samples will remain in our Minneapolis of�'ice for a period of 60 days to be available for your examination. Aulik Associates Project BL-04-06716 October 11,2004 . Page 11 E.3. Groundwater Observations Ixnmediately after taking the final samples in the bottoms of the borings, the holes were probed through the hollow-stem auger to check for the presence of groundwater. Immediately a,fter withdrawal of the auger,the holes were again probed and the depths to water or cave-ins were noted. The borings were probed again and backfilled just prior to leaving the site. F. General Conditions . F.1. Basis of Recommendations The analyses and recommendations submitted in this report are based upon the data.obtained from the soil borings performed at the locations indicated on the attached sketch. Often,variations occur between these borings,the nature and extent of which do not become evident until additional exploration or construction is conducted. A reevaluation of the recominendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs,and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program for the site preparation phase of this project. This will allow correlation of the soil conditions encountered during construction to the soil borings, and will provide continuity of professional responsibility. F.2. Review of Design T'his report is based on the design of the proposed cazriage home as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the designs and specifications. With the review,we will evaluate whether any changes in design have affected the validity of the recommendations, and whether our recomtnettdanons have been correctly interpreted and implemented in the design and specifica�ions. F.3. Gronndwater Fluctuations We made water level observations in the borings at the tirnes and under the conditions stated on the boring logs. These data.were interpreted in the text of this report. 'The period of observation was relatively short, and fluctuations in the groundwater level may occur due to rainfall, flooding,irrigation, Aulik Associates Project BL-04-06716 October 11, 2004 Page 12 spring thaw, drairiage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. F.4. Use of Report This report is for the exclusive use of the Aulik Associates and their design team to use to design the proposed carriage home and prepare construction documents. In the absence of our written approval, we make no representahon and assume no responsibility to other parties regarding this report. The data, analyses and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. F.S. Level of Care Services performed by Braun Intertec Corporation personnel for this project have been conducted with that level of caze and skill ordinarily exercised by members of the profession cuxrently practicing in this area under similar budget and time restraints. No warranty e�ressed or implied. f, \ `'k 41iF/f►/M�f�!,r17,�IJ �,r�elk rN I�OA4 aK�I R rt8�Jv � �K . � �� ' !,'!'' a+�,�,t ,� �"�, ' , � � �� ? . _� . . i � . � tiy 1 � .`� 4 ��ti I F�� , � , 1,��' `�,, , 0 , ry y 1�� a�•. +4 /� N�� ' ~�y,� 'ti• ' 1 �'�'� r ♦ a �� `ay�+lri ,� • , 1 •,`, '1� � N �»� � +�'"�" � � � „y N � �Y/ \ � �� ,, r , � ," ' , � �'�4 a / � . .� �M '+:F ' , ��, f ,h � � 7 1 • , •1w~1 i �``,� / 4 � w1 1 �'l .'� * !�w / �� ' T.2 '''�,.''�'�� ,», ,. "" �'} � ��`' �'''`I�' � , •-- " � ST-1 '� , "�k+ , :� � ;` � ., , �� , � • . y. �`, h�'� ''� � . Mrin�l a � � -3 ' I' ''4 .,\ .,,y � v u► � 'MMA \, • av� ��R�, y + MI I � � , , � � S, + ��\ �� 1 � � , w /�r+� � tltTtYlCttMR �R ! � ��, ��' ' r � ` �� ' � . � '`a� / �'� a �`. Y 0# •. �,�� + `� .� � ''�. .�,`,`.�/ � �� ` ~R� '� `', � , ,,,� ' � .W, • ,!, y . � , •s/ � � iwr � Y� � ` � ��., f •F� n � �� ,��. � . � M. �=Boring Location ' Boring Locatlon Sketch INT DATE SHEET B R A t� N Pro osed Carria e Home DRAWN BY: SO�S�O4 i p 9 APP'D BY: � OF � N FRT 2625 North Shore Drive doe No. BL-04-06716 1 "-� `�'�-'`J�� Orono. Minnesota DWc3.NO. ,FIGURE NO. SCALE _�._._.------ . sketch ��,��'" LOG OF BORING l I�TE RTEC Braun Project BL-04-06716 so�G: ST-1 GEOTECffiVICAL EVALUATION LOCATION: See attached sketch. 2625 North Shore Drive Orono,Minnesota DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 9/28/04 SCALE: 1"=4' Elev. Depth � feet feet ASTM Description of Materials BPF WL Tests or Notes 930.4 0.0 Symbol (ASTM D2488 or D2487) FILL FILL: Silty Sand,fine-to coarse-grained,with a trace of Benchmark: The surface 928,9 1.5 �'avel,dark brown,moist. elevations at the boring locations were referenced to a FILL FILL: Lean Clay with Sand,with organic Clay and Sand site elevation of 834.1 set by layers,gray,brown and black,wet. 2 the contractor in the southeast 926.9 3.5 corner of the proposed 1 building. 925.9 4.5 � ,�� PEAT,fibrous,dark brown,wet to waterbearing. SZ Swam D osit SP- `' �• POORLY GRADED SAND with SILT,fine-to Z SM :'• ': medium-grained,with occasional Siity Sand layers,dazk An open triangle in the water o ;. gray to gay,waterbearing,very loose to loose. level(WL)column indicates .,� (�� the depth at which groundwater •5 was observed while drilling. A � � solid triangle indicates the .� stable groundwater level in the o boring on the date indicated. o Groundwater levels fluctuate. � 4 � w° � 6 .a � 0 916.4 14.0 ,°� SM •`: �. SILTY SAND,fine-to medium-grained,with a trace of � :: Gravel,gray,waterbearing,loose to medium dense. 7 F, (Glacial Till) > .� U � N � 909.9 20.5 11 END OF BORING. Water observed at 4 feet while drilling. N $ Water observed at 3 1/2 feet with a cave-in depth of 9 feet a� immediately after withdrawing the auger. 0 � Boring immediataly backfilled. � � � � � � � � � � w BL-04-06716 Braun Intertec Corporation,Bloomington ST-] page 1 of 1 ��,�'�,,� ��" LOG OF BORING I I�Tc RTE� Braun Project BL-04-06716 BoxnvG: ST-2 GEOTEC�INICAL EVALUATION LOCATION: See attached sketch. 2625 North Shore Drive Orono,Minnesota DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 9/28/04 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF VJL Tests or Notes 930.4 0.0 Symbol (ASTM D2488 or D2487) FILL FILL: Silty Sand,fine-to coazse-grained,with a little 928.9 1.5 Gravel,dark brown,moist. FILL FILL: Organic Clay with Sand layers,black and brown, 927.9 2.5 wet. 2 OL = ORGANIC CLAY,black,we� 1 926.4 4.0 — (Swamp Deposit) Q SP- :• ,� POORLY GRADED SAND with SILT,fine-to 5M .:'� : medium-grained,with occasional fibrous Peat layers to 7 2 ', feet,black to gray,waterbearing,very loose to loose. � (Alluvium) � � N � � w 0 0 �� 6 ;; 918.9 11.5 w° CL SANDY LEAN CLAY,with a trace of Gravel,gray,wet, � rather soft. 6 � 917.4 13.0 Glacial Till SP' '��•..�� POORLY GRADED SAND with SILT,fine-to � SM ;.' � medium-grained,with a trace of Gravel,gray, .• waterbearing,loose. 6 „ (Glacial Outwash) F > .ty U m � A � N � 909.9 20.5 9 END OF BORING. Water observed at 4 feet while drilling. N � Water observed at 3 feet with a cave-in depth of 4 1/2 feet � immediately after withdrawing the auger. a � Boring immediately backfilled. � � � � � � � � � � m BL-04-06716 Braun Intertec Corporation,Bloomington ST-2 page 1 of 1 ��.,�►` � ��" LOG OF BORING ��1�;��'�C Braua Project BL-04-06716 soxnvG: ST-3 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2625 North Shore Drive Orono,Minnesota DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 9/28/04 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 931.3 0.0 Symbol (ASTM D2488 or D2487) FILL FILL: Sandy Lean Clay,with a trace of Gravel and roots, dark brown and black,wet. 929.3 2.0 F1I,L FILL: Silty Sand,fine-to medium-grained,with Clayey 3 Sand and Organic Clay layers,dark brown and black, 927.3 4.0 moist. Q SP- •:�: .. POORLY GRADED SAND with SILT,fine-to SM ::'� ': medium-grained,with occasional Silty Sand and Clayey 6 . Sand layers,gray,waterbearing,very loose to loose. o (Alluvium) �� 4 � w 0 0 '� 3 � <° � � 5 � .� 5 � F• > .� .0 � A � � 912.3 19.0 SM t� .�• SILTY SAND,fine-to medium-grained,with a ixace of 910.8 20.5 �� 'avel,gray,waterbearing,medium dense. 11 Glacial Till END OF BORING. � Water observed at 4 feet while drilling. N �d g Boring immediately backfilled. 0 F � � � � � r � � .V. � � � BL-04-06716 Braun Intertec Corporation,Bloomington ST-3 page t of 1 ( � � ��s��,��,�� ,��,��o�o,g.�r � � . 5tandard D 2487 - 93 Particle Size Identification � Cfassification of 5oils fo�r Engineering Purposes • ' (Unified Soil Classiication System} Boulders............................over 1�" Cobbles�............................3' to 12' - • G�avel • . • Coarse...........................3/4" to 3.. Fine ................................Na. 4 to 3/4" Crit�ria(ur Assigning Giaup Symbols and � Sand Group Namea Usinq labaracory Tevta• G�oup s r+,doi Grouo Name' Coarse....:......................No. 4 to No, 10 � =a Gravels Clean Gravels C >4 and 1 <C <J' GW 1MeM- ratlatl vN� Medium ...................... - d - - - e � ...No. 10 to No. 40 N m Morc tnan 50X ot ��p�an 57L tiny` C <J and/or 1 �C >]' GP Poori radaa ra��i' ' Fine � .................... o. 40 to No. 200 a 'u °> eoarse Irac.ion • Y 9 9 ........... IV �.. � re�ained on Gravels wiN Finh Fmef Gassd as Ml ar MH GM Siq arovel'a� 5ill....................................No. 200 to .005 mm `N �r N Na.�sieve Mure u�an 12Y.lines° Fin�s ciaesily as Cl or CH GC Clavev revel'�'" Clay..................................less than .005 mm • e ? a Sands Clesn Sands C _6 and 7_G.<]• SW V1klEgrsd�tl sanG' q � 50%ar more a! ��Nan SX fine2� C <fi ana/cr 1 >C'�J' SP Poorty graaed sand� Relative Density of n` . o � Icoarsa fraalan pass�s Sands with Fin�s fines claaify as ML or MN SM $IpV sanC"" Cohesianless 5oils V NO.{SI�V! Morc man 12X flrna� Finef clastdy es Cl w CH SC GL�yry santl'"' � very loose Q to 4 BPF � I anic PI>7 and locs on w acave'A'Itro• L n la '"' ' s�ie��a e�.y� "°'9 ioose 5 ta 10 BPF o � . PI r 1 or lau Gebw'A"11�� ML Siq"� m „ Q liqwd�Imi� v ,,,,,,, medium dense 11 �0 30 BPF � �N less ihan SO arganic UqwE iimx-avan anae �0.75 OL O�gan�c claY . u ,,,�i�,,,•,,,,a�;,, „�„ dense � 31 to�50 8PF p '.�81 Q organre sin _�� ve�y dense • over 50 BPF ,`rn- a . PI plon en a aoave"A'Ilne CH Fo�cla �j" - ' . u o 2 Stits and Ciays �^aflanlc e ya I PI p�ou Gerow'A'I'ine MM Elaw�c s�N�j^ . "° 11q1i°°nix Consistenoy of Cohesive Soils `^ 50 ar mar� � yganic I uw'd Ilma•aven dnea �0.75 OH Orgsni�aay°i"" � llquid fimn•noc drieC Or9ame siN�"' very soft ..,.......0 ta 1 BPF .................. HIahN Or anic Selis Primaniy oraank maner.eark in coiar.anC organic oaw PT Pea� soft ..........................�. ...2 �0 3 BPF ..... �. Basea m me m��rla1 p�ssfng m�7•h(TSmn!il�w. � fal112f SOh..........................4 IO 5 8PF • . ►. If nem samar caxa�d�ee�..a oa,a,..�.Q�h.,ad-��om�.a�„w.,..a�.•�a�,�,,,,�,,. medium.............................6 to 8 BPF ' �. ��.��w+�s m izx n�.,rww..�,.�:�a.: ' racher stiFf.:...... ..9 to 12 BPF '• GW$M ,weNgraaw grav�l wi�h� • ' � ................ cw•�c �„a.a yr..r w�a.r . stift ...................................13 to 16 BPF GP�GM �,a«y¢,e.,9„�,,�,,,,u� ' .......�7 to 30 8PF . �v.cc ae«h,y�.aw yr��w�m my very sGff ..................... , J.. Sand�wGn 5 b 12:rr,a..Q,:.a�,.�,�w.: � ' hard..................................over 30 BPF � Sw-sM w�Eqr■a.a tana ww�Yw • . . SW.SC vwx�grwed�antl v+lm dry � . sr•sM �nY9„d.a,,,,,,,n,,,,,k Drilling Notes . SPSC poory qrae�d sany,rNl,q�y ' , � c,.o,�o� c,.ip�a• • $tandard penetradon test Cori�gs were advanced by r. r�u�a,�.w�.,isx�a,„u•,..�,,,,,,-„y„�,,.m., . 3 1/4'or 6 1!4"ID hollow-stem augers unless noted • a• �n��r�■aant.�.a,,,�,y„�a cc•cM a sc•sM. otherwise, letting water was used ta clean out auger prior to h, u rM....■o.y.,,;e,,aa-,,,+m„y,,,;�m.,-i,y,,,p„�,,,._ sampling only where indicated on logs. Standard peneva�ion • �. k�a e�nNu>_isx yr■�,,oa-Whn y,�„�•,o y.o�p��.�., test boririgs are designated by the prefix "5T" (5plit Tube). �. p AaMng Ilm�s p�e�in Ir�EnW ara.soM la a C4Ml,siky aay, � , k. Y�oil aaKaira 15 ro 29X pWs Na.200.aod'wN sanA'ar'wxh gra�rN.'wMeh�.w n pr�aonrrom. . i. u�r��.�,,.:sax Pw:Na.zoa.rxwe��.,.h,.�w,,au-,�.-„�.,,,P,,.m,, Power auger borings were advanced by 4" or 6" diameter, ^�- k wu rnnams;30%pwt Na.zao.a•.a�M.�.y y�,..�.,an-g,,,.My-„y,,,,p,,.,,,�. continuous•ffight, salid•stem.augers. Soil classi�cations and ". ^'-+■^°P'°a°^°'i°"'-�•'�'�, strata depths were inferred from dis�urbed samples augered to " %`�'°�'°"O1" ��u'' • the surface and are, therefore, somewhal approximate. � %c��-�•�`, Power auger borings are•designated by the preFix "8". q. M plao btlaw'A'Ilne. . sa Hand auger 6orings were advanced marn,ally with a 1 1/2" r..r,..;n.,.:.,,.�a,,.�,,;,,.r tiiameter auger and were limited to the depth from which the • ..u..,,a n.,�yr.�.�.s r......,r auger could be manually w�thdrawn. Hand auger borings are 50 '°'^""''' indicated by the pre(tx "H", . Eau+�a�d��•iM.; �� H��yA.+wu-zs.s. .�/ � P��` 'Sampling: Atl samples were taken with the standard 2' OD �o ��n.a.»�u•zai o x a splitaube sampler, excepe where noted. TW mdicaies lhin- .o c�„�r v-��.: / �� I I walled (undiscurbed) tuhe sample. • C v«c■i«u.76aN.1. � . � �� "'""'0•9µ'°� I BPF: Numbers indicate blows per fooc recorded in standard � penevation lest, also known as 'N"value. The sample�was . = Zp � sel 6" into undisturbed sail helow the hollow•stem auger. � a Drivin9 resi5cances were then counted for second and third 6" a / � MM � oH incremen�s and added to get BPF Where they differed • ip � •signiFica�cly, they are reponed in the �ollowing form: �/12 for � � ' c�.M� m� a ol the seCond and third 6" increments, respecuvely. J ' � WH; WH indicales the sampler penetrated soil untler weight a �a �6 to �o aa 50 60 • �a ea so �oo i�p of hammer and rods alone: driving not required. ' Liquid Limit (LL) WR: WR indicates the sampler penetrated soil under weight ' of rods alone: hammer weighc and driving not required_ Laboratory Tests . � . ' Note: All tesu were run in general accordance with DD Ory densiry, pcf OC Organic content. °'c applicahte ASTM s�andards. ' WD Wet density, pcf S Percent of sacuration. 9U MC Natural mois�ure content. °'o SG Specific areviry � �� sM LL Liquid limit, % . C Cahesion, psf ' Pl Plastic Itmit, 9'o Q Angle of irnernat frlction � PI Plasticity index, o qu Unconfined compressive svengcf�, psf I N T E RT E C °200 ao passine 200 sieve qp Pocket peneirome[=r screnoth, �sf Rev, 11/00 OCT.22.2004 11�05AM AULIK & ASSOC N0.333 P.2i7 OctObe,r 22, 200q� NJx. I.yle Oatam,8uildiag Off'icial City Of Orono . 2750 Kelle�►Pazkway O�rnao,Muuaeeota 55356 � Re: Omno P�nnit No.P07834 Butz�r Regidence/Carriage Hous� � 2625 N'orth�hore Drive Orono,Mitmosota 55391 llee�Mr. Om�,: � Sased upoa goil boriug� and recommcadations by Brauu�Ia�ertec, Inc.,w4 ar��evisiag �oting and fouadati.oa d,eaign finan concre�block to caet-�n.plaae rdnforced cor�a�. I am en�losing copies of now footang e�d fotmdalsoa clesign$am our s�.vctura�eu�', Mazda Co�s�ltanta,Iac.,for your review aud filo. Tf you waat a copy of the subsoil inv�tiga�ion aad reco�ne�atioas fi�om Braun I�tertea,pleaae give me a call. .. ' �> ,1 ,i S �� r� _;`C, �. j er'J, n , A,vlykk&Aseociatos, Inc. A�azR&Assoctn7�s,JNootu+oanTTn Ms1ao(952)591-1500 6�401 W�rr.+�B�un,Sr.Lo�s Pn�uc,MnvNssv�rn 554Z6 , Pncsia�u.�(95a)591-1600 �m.o��,c�Nu��u ass4 ��rn�o�monavNmr a�a�u F.�nu: Bwca(�A�nucDss�av8u�,eo�,c OCT.22.2904 11�06AM AULIK & ASSOC N0.333 P.3i7 ...� ■�ibe�g$ — _.,, ..� � r - � - � � - - � � ; � � � i � � � � I : � � � � I � I � �� , ( � � � � . � � � I �� ( � i ' � �� 3 � �� r � � � � � � � �, i � � � �� ,� � � � � . � f � � � �. �� I �� I ` � I . �� I � � i �� i � � _ _ _ _ .� � . - _ � _ - � � � Ir-- — — -- -, �� .._. � r _ � � � � I � � I � ( I � I L _ — — �- — --� I �— �- - - - _ _ _ ^. �� I ,� � • I I � � � � � � � � � � I � � �� , � � I �� $ � I �W � � � � o ii iI � � � � .�-- — — ..�' � � _ � -- _ .- - -�` — � � �� , � �, ,r� �� ;I r -- �.� �OCT�22 20041�11?06AM AULIK.& ASSOC.� N0.333�i8�.4i7',�2/04 . , - � , n�rAaa,a coN�vir�a�rs, ��rc. , . , � '�" � i � ; ; ; t ' �1 : ° ! � - � i i s ` ; ; � a ..� ..�.�:...�....��...i du.�an j�ururnnn.�d�.��.�..iw.�...�.w�. � wM.�.ww.w�n.o•i�um6r�+w.i�wwwu�.��...�...� ...� �.�� ! � t C I ��Wlr��q�� ' j iw.��.�. .��n�nn� f 11��Ir��l� ; ��r�T i i ! e . �.F . „�_ ,�J'f11TDA1'ION�'�. , ; .�.�..., i ��.��° 1. FOOTI�►CONCR�',6 B�LOW�►A1'�TABL�3�TAL�L 88�c'�5000 PSI °.�.�� . .....i. rn F u� � W,ITH ACC�LBRA1'O�tB TO PROY�DB�C�EARLY 31REN(3TH. �� CONC,RETE 3HALL HAVB S 1�J 7 PERCFIVT��AIIt. ..�` ! eu�qi � 2. 3000 FSI CONCRT�'8�'AY 8,8 US�FOR WALL ASaVB WATSR TASLB. N I ,,,�»�. _�. ` PIZOVIDE 5'I�O 7 P�' ADL i .�,�."€, 3. ALL REB�PIR�B�JA'C.'C.8�FY F 60�000�S� �.._ � �..�� 4. TO P�1V'r RtABF�OUT QF 1'!�CEIV�SN'1'FR�O�M TFIS OONC�RBTE ...��. . � � �""�.� FOOrI'ni?C�TR8IVC�I SE�ALL BB P'[JMPI3D TO K�,EP WAY�RR QUT 0�'� ..��.,R.. .^s.. CONc�tE7'8 DURII�ic3 Ar�D trPT�FAU�t(4)HOURS,�FZ'F8 ,��.."," •vm..��.. ' • ..� i �/G.��V• —.j+. � --• �....�� , � � g. FOLLO�W GE01'B�,'1TtICAL FNC�R`S(B�,,UN IN1'PRTBC) ,....�. R� 1ZONl��SZCrENT OF�V�#TtON AND 1YP'B OF . ��_i11i � /� ��} �� p�/�.�+�� p*�� ,� LT��i1i\V��V�LMFI�ii�W��a�R�fL/ a � U N`MI III� ; •••••�••• Vr 'i�r VViii��TQi!'!RG��i�8$A�iL\V'�rrA��Vi A � Q�{' ?.11V0 —•�•��•• � � _�.�_. � --�- .,..L_ .' . 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