Loading...
HomeMy WebLinkAboutGeotechnical Evaluation Report Geotechnical Evaluation Report Fairway Improvements Wayzata Country Club Wayzata, Minnesota Prepared for Wayzata Country Club Professional Certification: 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 LICENSEDIO _ • PROE,FS510t�1AL Paul S. Gionfriddo, P.E. GiNEER Senior Engineer :'y'. 23093 •,5r License Number: 23093 �T,p•" ti ` f r,II I N QA' September 29, 2008 j r►,:Ii•-a" Project BL-08-03640 Braun Intertec Corporation 00 Or .: 1 Braun Intertec Corporation Phone 763 4974159 6737 LaBeaux Ave NE Fax 763 497 2359 Albertville MN 55301 Web braunlnterteccom BRAUN INTERTEC September 29, 2008 Project BL-08-03640 Mr. Robert Distel Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN 55391 Re: Geotechnical Evaluation Fairway Improvements Wayzata Country Club Wayzata, Minnesota Dear Mr. Distel: We are pleased to present this Geotechnical Evaluation Report for the fairway improvements at the Wayzata Country Club in Wayzata, Minnesota. A summary of our results and recommendations is presented below. More detailed information and recommendations follow in the report. Summary of Results Eight soil borings were completed for this evaluation. Three borings were completed within a proposed borrow source area and five borings were completed along the fairway for the 15th hole. The borrow source borings(ST-1, ST-2, and ST-3) encountered about 3 inches of grass and topsoil underlain by a variety of alluvial soils consisting of poorly graded sand with silt, silty sand, sandy silt, and clayey silt. The fairway borings (ST-4 through ST-8) encountered about 6 inches of grass and topsoil overlying varying depths of peat. Beneath the peat,the borings encountered native silty sand alluvium. The peat ranged from about 4 feet in boring ST-4 to about 24 feet in boring ST-6. Summary of Recommendations We understand the fairway for the 15th hole is difficult to play due to the soft,variable ground conditions and the Wayzata Country Club desires to provide a more stable fairway. Wayzata Country Club may borrow soils from the "hill" near the 15th hole and use them to improve the fairway. The soils—primarily silty sands-identified in the borrow source borings are judged to be suitable for use as general fill to raise site grades and provide a more stable fairway environment. However, those sands classified as either SP or SP-SM would provide more rapid drainage than the silty sand soils. • N Much of the fairway is underlain by peat,which was found to depths of 4 feet to 24 feet below existing grades. The peat is a highly organic material and highly compressible. It will settle (consolidate) when r new fill or additional fill is placed on it. Initial settlement of the peat will depend upon the depth of new fill placed. Also,the peat will continue to settle over time. Surcharging the peat with additional soil Celebrating 50 years of growth through service and trust Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 2 (more weight)for some months and, then, removing the surcharge weight is a common method of reducing the amount of long-term settlement. The body of this report provides settlement estimates for various depths of fill. Remarks Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report,or if there are other services that we can provide in support of our work to date, please call Paul Gionfriddo at 763.497.4159 or Ron Shaffer at 952.995.2234. Sincerely, BRAUN INTERTEC CORPORATION Paul S. Gionfriddo, P.E. Senior Engineeer Ronald A. Shaffer, P.E. Associate Principal-Senior Engineer Attachment: Geotechnical Evaluation Report BL-08-03640-Wayzata Country Club BRAUN INTERTEC Table of Contents A. Introduction 1 A.1. Project Description 1 A.2. Purpose 1 A.3. Background Information and Reference Documents 1 A.4. Site Conditions 1 A.S. Scope of Services 1 B. Results 2 B.1. Exploration Logs 2 B.1.a. Log of Boring Sheets 2 B.1.b. Geologic Origins 2 B.2. Geologic Profile 3 B.2.a. Geologic Materials—Borrow Source Borings 3 B.2.b. Geologic Materials—Fairway Borings 3 B.2.c. Groundwater 3 B.3. Laboratory Results 4 C. Discussion 4 C.1. Design Details 4 C.1.a. Proposed Improvements 4 C.1.b. Anticipated Grade Changes 4 C.1.c. Precautions Regarding Changed Information 4 C.2. Design Considerations 5 C.3. Construction Considerations 5 D. Recommendations 6 D.1. Borrow Source 6 D.2. Fairway Reconstruction/Surcharging 7 D.2.a. Discussion 7 D.3. Peat Retainage Along the Creek 8 D.4. Construction Quality Control 9 D.4.a. Excavation Observations and Testing 9 D.4.b. Surcharge Observations 9 D.4.c. Cold Weather Precautions 9 E. Procedures 9 E.1. Exploratory Borings 9 E.1.a. Penetration Test Borings 9 E.2. Materials Classification and Testing 10 E.2.a. Visual and Manual Classification 10 E.2.b. Laboratory Testing 10 E.3. Groundwater Measurements 10 F. Qualifications 10 F.1. Variations in Subsurface Conditions 10 F.1.a. Material Strata 10 F.1.b. Groundwater Levels 11 F.2. Continuity of Professional Responsibility 11 F.2.a. Plan Review 11 F.2.b. Construction Observation and Testing 11 Table of Contents (Continued) F.3. Use of Report 11 F.4. Level of Care 11 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-8 Grain Size Accumulation Curves (2 sheets) Descriptive Terminology A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the proposed improvements to the 15th fairway at the Wayzata Country Club in Wayzata, Minnesota. We understand the fairway for the 15th hole is difficult to play due to soft soil conditions. The Wayzata Country Club desires to provide a more stable,even fairway by borrowing soil from a "hill" adjacent to the fairway and using those soils to adjust site grades. A.2. Purpose The purpose of this geotechnical evaluation was to obtain subsurface soil and groundwater information and provide recommendations regarding the suitability of the borrow source and how to complete fairway improvements. A.3. Background Information and Reference Documents To facilitate our evaluation, we were provided with or reviewed the following information or documents: • Topographic map of a portion of the Wayzata Country Club. The topographic map was used to generate the Soil Boring Location Sketch in the Appendix. • On Friday, August 8, 2008 a representative of Braun Intertec met with you on-site to observe site conditions and discuss plans for fairway improvements. A.4. Site Conditions The site is part of the Country Club's golf course. The site is well landscaped including trees, grasses, and associated water features and hazards. A.S. Scope of Services Our scope of services for this project was originally submitted as a proposal to Mr. Robert Distel of the Wayzata Country Club. We received authorization to proceed from Mr. Distel on August 13, 2008. Tasks performed in accordance with our authorized scope of services included: Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 2 • Performing a reconnaissance of the site to evaluate equipment access to exploration locations. • Clearing exploration locations of underground utilities. • Performing eight penetration test borings to nominal depths of 20 feet. • Performing sieve analysis and organic content tests on selected penetration test samples • Preparing this report containing a CAD sketch, exploration logs, a summary of the geologic materials encountered, results of laboratory tests, and recommendations for fairway improvements. We extended two of the borings to 26 feet to determine the full depth(s)of the organic soils. Exploration locations were staked by representatives of the Wayzata Country Club. Surface elevations at the boring locations were estimated based on the topographic map provided by the Wayzata Country Club. Our scope of services was performed under the terms of our June 15, 2006, General Conditions. B. Results B.1. Exploration Logs B.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated and present the results of penetration resistance and other in-situ tests performed within them, organic vapor screening, laboratory tests performed on penetration test samples retrieved from them,and groundwater measurements. Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously,the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.1.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2)visual BRAUN I NTE BTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 3 classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, and (4) laboratory test results. 6.2. Geologic Profile B.2.a. Geologic Materials— Borrow Source Borings Soil borings ST-1, ST-2,and ST-3 were taken in a "hill" adjacent to the 15th fairway. The borings encountered about 3 inches of grass and topsoil underlain by native alluvial deposits. The alluvial deposits consisted of poorly graded sand with silt, silty sand,clayey sand, sandy silt, and clayey silt. Penetration Resistance values in the alluvium ranged from 6 to 19 blows per foot (BPF), indicating they were locally loose to medium dense. B.2.b. Geologic Materials— Fairway Borings Soil borings ST-4 through ST-8 were taken along the fairway to the 15th hole. The borings encountered about 6 inches of grass and topsoil at the surface. However, it was difficult to distinguish a definite topsoil layer in borings ST-4, ST-5, and ST-6. Beneath the grass and topsoil, the borings encountered peat that extended to depths ranging from about 4 feet to 24 feet below the ground surface. The peat extended to depths of 19, 24, and 22 feet in borings ST-4, ST-6, and ST-7, respectively. Beneath the peat, the borings encountered silty sand alluvium to the ends of the borings. Penetration resistance values in the native silty sand alluvium ranged from 5 to 15 BPF, indicating they were loose to medium dense. B.2.c. Groundwater Groundwater was encountered at various depths in the fairway borings. Table 1 summarizes the water levels observed. The surface elevations at the boring locations were estimated from the contours provided on a topographic map. Groundwater elevations should be considered approximate. Seasonal and annual fluctuations of groundwater should also be anticipated. Table 1. Summary of Water Levels Boring Surface Elevation Depth to Groundwater Groundwater Elevation Number ' (MSL) (feet) (MSL) ST-1 967 NE ST-2 984 NE --- BRAUN INTERTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 4 Boring Surface Elevation Depth to Groundwater Groundwater Elevation Number (MSL) (feet) (MSL) ST-3 979 NE ST-4 960 5 955 ST-5 960 7 1/2 952 1/2 ST-6 963 2 961 ST-7 960 8 952 ST-8 960 7 1/2 952 1/2 Water levels were rounded to the nearest 1/2 foot. NE=Not Encountered MSL=Mean Sea Level B.3. Laboratory Results The moisture content of the samples tested was determined to vary from approximately 7 to 13 percent. Our mechanical analyses indicated that the samples tested contained approximately 14 to 26 percent silt and clay by weight. Copies of the grain size analysis are included in the Appendix. C. Discussion C.1. Design Details C.1.a. Proposed Improvements The project will include improvements to the 15th fairway. The fairway is currently used by golfers either on foot or in electric golf carts. Loads transmitted to the underlying soils are generally light. We do not anticipate changes to the current usage. C.1.b. Anticipated Grade Changes Existing ground surface elevations along the improvement area are at approximate elevation 960. We anticipate fills up to 5 feet along the fairway to stabilize existing conditions. C.1.c. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the BRAUN INTERTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 5 project details, we should be notified. New or changed information could require additional evaluation, analyses,and/or recommendations. C.2. Design Considerations The organic soil (peat) encountered in the borings is highly compressible and could settle/consolidate several inches as new fill is placed above it. The amount of settlement will vary depending on the thickness of new fill placed and also on the length of time the new fill remains inplace. Settlement of the organic soils can have three different components: immediate settlement, primary consolidation,and secondary consolidation. In general,the immediate settlement and primary consolidation results from air and water being squeezed from the soil due to the initial weight or load applied to the soil. Secondary consolidation occurs after the excess water(pore water pressures) have dissipated and the soil particles continue to move slowly until finding a stable arrangement. In peat or other highly organic soils, it is not always easy to determine when primary consolidation ends and secondary consolidation begins and secondary consolidation can constitute a major portion of the total settlement. The peat will continue to settle for several years upon the addition of new fill. Since the peat will likely not settle uniformly, ongoing maintenance of the fairway may be required to provide a uniform surface. Surcharging the peat with the weight from additional fill, then removing the fill weight after a time period —usually three to six months—will reduce the long-term settlement. C.3. Construction Considerations From a construction perspective,the project team should also be aware that: • The sand and gravel encountered in borings ST-1,ST-2, and ST-3 is judged to be suitable for use as embankment fill. • As mentioned previously in this section,the peat is highly compressible and the amount of settlement depends, in part, on the length of time the fill remains. We assume that once the fill is placed, it will remain so. Based on our analysis,we estimate the peat will continue to settle for a period of several years. Due to the varying depths of fill encountered in the borings, the peat may not settle uniformly across the fairway. BRAUN INTERTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 6 • Peat and other highly organic soils typically have low shear strengths. They can be easily displaced or disturbed under the loads associated with new fill placed above them. To reduce the potential to "shear"the peat, any new fill should be applied incrementally. We estimate maximum lift thicknesses ranging from 1 to 2 feet. D. Recommendations D.1. Borrow Source The soil borings taken in the potential borrow source area (ST-1,ST-2, and ST-3) encountered granular soils (sands) containing varying amounts of silt and clay as well as varying grain sizes. The sands became "dirtier"with depth,that is, the silt content appeared to increase with increasing depth. At about 14 to 15 feet below the ground surface,the soils consisted mostly of silts. The sandy silt soil identified at depths of about 14 feet and below can be reused as general fill to surcharge the fairway areas. However,these soils are generally moisture sensitive soils;they can be easily disturbed in the presence of moisture and they are typically slow draining materials. The granular soils identified in the upper approximate 12-to 14-foot depths are generally more desirable for use in stabilizing the fairway. These soils are generally more well graded (i.e.,they have a broader range of particle sizes) and will drain reasonably well. In a compacted condition, the sands(SP)and sands with a little silt (SP-SM)are noticeably more rapid draining than the silty sands (SM). Table 2 provides a summary of the estimated depths of granular fill suitable for use/reuse as surcharge material. Table 2. Summary of Depths of Borrow Material Depth of Granular Boring Number Borrow Soil Types ST-1 12 feet Silty Sand (SM) ST-2 12 feet Poorly Graded Sand with Silt (SP-SM) and Silty Sand (SM) ST-3 15 feet Clayey Sand/Silty Sand (SC-SM), Silty Sand (SM), and Poorly Graded Sand with Silt(SP-SM) BRAUN I NTE BTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 7 D.2. Fairway Reconstruction/Surcharging D.2.a. Discussion Currently,the surface of the fairway is irregular and difficult to play. In addition,the fairway surface elevations will be adjusted at some locations. The irregular and settled surface is due, in large part,to the variable depths(4 feet to 24 feet) of the soft, very compressible peat soils. Simply placing new fill atop the existing soils will result in a new round of settlement and, eventually,the irregular surface would reappear at many locations. An additional layer of soil (a surcharge) could be placed to promote additional settlements and,then, be removed after several months. Reducing the weight upon the compressible soils by removing the surcharge halts any short-term settlement and reduces the amount of long-term settlement. Improving the irregular surface without raising the present surface grades could be accomplished, in our judgment,with the placement of a 2-to 3-foot surcharge. From past experience,the surcharge should remain inplace about four months. Removal of the surcharge and filling in the settled areas with an estimated 7 plus inches of fairway topping soil could be done when the surcharge is removed. With this approach some isolated surface irregularities could reappear above the deeper peat over time. Raising the grades along the fairway more than several inches is a more complicated process including the "steps" summarized below. Actual surcharge dimensions, including thickness and earth materials, requires a good deal of engineering and development of schematic plans, detailed procedures, and elevation monitoring during construction. Some geotextile reinforcement of the soil is frequently recommended. Typical recommendations are provided below. We recommend leaving the vegetation (sod/grass)on/in the fairway prior to placing new fill, unless it is desired to use the sod elsewhere. Trees, if any,within the surcharge area should be cut/removed flush to the ground surface. Removal of the stump and root mass is not required. Prior to placing the surcharge, we recommend a geotextile fabric be placed over the ground surface. The fabric will assist with the following: "reinforcement" of the new fill; leveling of the fairway surface; and separation between the soils and underlying vegetation and peat. We recommend a geotextile meeting the requirements of Mn/DOT Specification 3733 for a Type V geotextile. The on-site granular soils encountered in the borrow source borings (ST-1, ST-2, and ST-3) are suitable for reuse as surcharge materials If additional surcharge material is needed, imported BRAUN INTERTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 8 material may consist of sand, silty sand, clayey sand, sandy lean clay,or lean clay. We recommend, however,that the plastic index of these materials not exceed 15, in part for drainage considerations. As mentioned in Section C.2., we recommend maximum lift thickness/fill heights be limited to 1 foot to minimize the potential to "shear" or fail the underlying peat. We recommend compacting backfill and fill to a minimum of 90 percent of its standard Proctor density. We estimated settlement of the peat with the addition of various thickness of new fill. Specifically,we estimated settlement based on adding 1, 2 1/2, and 5 feet of fill. Table 3 provides an estimate of the anticipated settlements in the deeper peat areas. Table 3. Summary of Estimated Settlement Height of Surcharge Estimated Settlement (feet) (inches) 1 3to6 2 1/2 6 to 12 5 24 to 36 The preceding recommendations are provided as a general introduction to surcharging. We are available for additional discussion and recommendations as plans and elevations are finalized. D.3. Peat Retainage Along the Creek A small creek is located adjacent to the west side of the 15th fairway. We understand the Wayzata Country Club desires to maintain the creek and the fairway along side it. The fill associated with the surcharge has the potential to displace the soils near the creek and the surcharge has the potential to encroach on the creek. Sheet piling may be used to retain or confine the surcharge. Table 4 provides soil parameters for sheet pile design. Table 4. Summary of Soil Parameters Equivalent Fluid Pressures(pcf/ft) AtRest Active Passive Unit Friction (Ko) (KA) (Kr) Weight Angle Soil Type (pcf)** (4) Wet Submerged Wet Submerged .'Wet Submerged Sand 125 32 60 30 35 20 400 180 Clay 130 28 70 35 45 25 360 160 BRAUN I NTE BTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 9 Equivalent Fluid Pressures(pcf/ft)* At Rest Active Passive Unit Friction (Ko) (KA) (Kr) Weight Angle Soil Type (pcf)** (4)) Wet Submerged Wet Submerged Wet Submerged Peat (organic soil) 85 10 70 20 60 15 120 40 * pcf=pounds per cubic foot ** Submerged unit weight is determined by reducing value by 62. D.4. Construction Quality Control D.4.a. Excavation Observations and Testing We recommend having a geotechnical engineer observe all excavations related to subgrade preparation. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations. We recommend density tests be taken in excavation backfill and additional required fill placed for the surcharge. D.4.b. Surcharge Observations We recommend that the surcharge placement, including installation of the geotextile, be observed by the engineer to document that surcharge is properly constructed. D.4.c. Cold Weather Precautions If site grading and construction is anticipated during cold weather,all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. E. Procedures E.1. Exploratory Borings E.1.a. Penetration Test Borings The penetration test borings were drilled with a flotation-tired, all-terrain core and auger drill equipped with hollow-stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2-or 5-foot intervals. Actual sample intervals and corresponding depths are BRAUN INTERTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 10 shown on the boring logs. E.2. Materials Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Test Method D 2488. A chart explaining the classification system is attached. Samples were sealed in jars or bags and returned to our facility for review and storage. E.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then backfilled or allowed to remain open for an extended period of observation as noted on the boring logs. F. Qualifications F.1. Variations in Subsurface Conditions F.1.a. Material Strata Our evaluation, analyses, and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation, and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be reevaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. BRAUN I NTE RTEC Wayzata Country Club Project BL-08-03640 September 29, 2008 Page 11 F.1.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation period was relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications, and other seasonal and annual factors. F.2. Continuity of Professional Responsibility F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. F.2.b. Construction Observation and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written approval,we assume no responsibility to other parties regarding this report. Our evaluation, analyses, and recommendations may not be appropriate for other parties or projects. F.4. Level of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN I NTE BTEC Appendix BRAUN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING I NTE RTEC 11001 Hampshire Avenue So. Minneapolis,MN 55438 1 PH.(952)995-2000 „ FAX(952)995-2020 misomm klA )`') Base Dwg Provided By: FOUGHT DESIGN Niiiiiiiiilannm ca — 150'_ 75 0 SCALE: 1"=150' ... ....„... , ....,....... , , . , . . , . ,. 8 • . . , . .. , . . '''.:1.-'''',.: ' ' - - --.,-...'.,, -:',,-- :' ,'''' ''-- ....... , ..... . . , ,:. ,,,. .2. , , , ,.. ,,, ,.. , ,, , , , , , , , , .. , : . , . , .. . , . , , , _ . . . ., , ,, . . , , .... : ,.... ,, , , .. ., : -. ,- ,,... :, ..,. : . ...... ..:... , ._ . , .......,...r....,.,,........:43.... ..,...., T 'S =7 ©ST2 _ uj YOCO yff .....0„ � Wz � A e ,,,,,. .:( ., L:::), _ ,„„„ .. , __.>_<,, , . ..., O • ▪ >-w zaU m�U4ST-3�ST-4 ST-6 z¢QiST-5 � Ot� Z <[� ST-7 J a ▪ O C' —. - Will CD- ' all° ' "-'''' ,,, „ . , ..,, w iiiiir , J u •j r N - , w Project BL0803640 o . t _ Drawing No: m BL0803640 ..,., a�. ...,. ' .... <<_ .r; Scale: 1"=150' Drawn By: BJB x. ... .._„ Date Drawn: 8/15/08 _ Checked By: GJB m r-';" as By: 8/27/08 L t o :� e .. , _ Sheet: Fg _:: ,: .. t•. .. :' ., - ,.... ..,,, . _ ,„,. s -_ a BRAUN' LOG OF BORING INTERTEC Braun Project BL-08-03640 BORING: ST-1 Geotechnical Evaluation LOCATION: 20'S and 25'E of stake- See Wayzata Country Club Attached Sketch 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL P-20C MC Tests or Notes 967.0 0.0 Symbol (ASTM D2488 or D2487) % % 966 7A 0 3^FILL xxx Silty Sand, mostly fine grained, brown, moist. SM \ (Topsoil/Fill) SILTY SAND,fine to medium grained, brown, moist, medium dense to loose. — (Alluvium) -- 11 )r 9 14 9 0 — CD • —/1 9 .0 X 0 c — 0 c X7 ° 955.0 12.0 SM SILTY SAND,fine grained, brown, moist,loose. — (Alluvium) —�/ 9 2 953.0 14.0 ML SANDY SILT, brown,wet, loose. (Alluvium) as X9 a — y N a a) 948.0 19.0 CL- /� CLAYEY SILT,gray,wet. ML %� (Alluvium) 946.0 21.0 %i Y 11 END OF BORING. v� Water not encountered with 19 1/2 feet of hollow-stem o — auger in the ground. — 0 — Water not encountered to cave-in depth of 17 1/2 feet — immediately after withdrawal of auger. 0 o Boring immediately backfilled. — z a c� — o — 0 m o o — — O z Fr O a0 U- O — — O O J BL-08-03640 Braun Intertec Corporation ST-1 page 1 of 1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-08-03640 BORING: ST-2 Geotechnical Evaluation LOCATION: offset 15'E- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL a-20C MC Tests or Notes 984.0 0.0 Symbol (ASTM D2488 or D2487) % 983 7 0.3^FILL' 'c Silty Sand,fine grained,with Roots,dark brown, moist. SP- \ (Topsoil/Fill) SM POORLY GRADED SAND with SILT,fine to coarse grained,with Gravel, brown,moist, medium dense. (Alluvium) 17 980.0 4.0 SM SILTY SAND,fine to medium grained, brown, medium dense. (Alluvium) " 19 c _ 0 D _0 – 16 16 7 "E) 1 c – 0 co a " 15 – 972.0 12.0 t SM SILTY SAND,fine grained, brown, moist, medium – dense. 12 o1 1 – c m — " 12 – y 963.0 21.0 " 17 END OF BORING. Water not encountered with 19 1/2 feet of hollow-stem o – auger in the ground. – Water not encountered to cave-in depth of 18 feet immediately after withdrawal of auger. o — c Boring immediately backfilled. z a 0 – 0 0 o – O z 0 0 _ 0 0 0 BL-08-03640 Braun Intertec Corporation ST-2 page 1 of-1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-08-03640 BORING: ST-3 Geotechnical Evaluation LOCATION: 25'W of stake- See Attached Wayzata Country Club Sketch 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL '-20( MC Tests or Notes 979.0 0.0 Symbol (ASTM D2488 or D2487) % % ‘_g_zaii_o_.3.A FILL 7x' Sandy Lean Clay, a trace of Roots, dark brown to SC- 7 black,wet. SM (Topsoil/Fill) CLAYEY SAND to SILTY SAND,fine to coarse grained,dark brown to brown, moist, loose. 1 8 26 13 (Possible Fill) � II 6 972.0 7.0 . SM SILTY SAND,fine to coarse grained,with Gravel, 03 • — brown, moist, medium dense. 'I 19 18 8 o (Alluvium) 1 0 (13 19 aa)) — 2- 967.0 12.0 ✓ SP- POORLY GRADED SAND with SILT,fine grained, — SM brown, moist, medium dense. t/ 19 o (Alluvium) 1 o — C E 964.0 15.0 ML SANDY SILT, brown, moist to wet, medium dense. 15 > — (Alluvium) 4 U — y N 0 a) N 958.0 21.0 `+ 11 END OF BORING. Water not encountered with 19 1/2 feet of hollow-stem o — auger in the ground. — Water not encountered to cave-in depth of 18 feet ° immediately after withdrawal of auger. 0 Boring immediately backfilled. a 0 — 0 m o — 0 0 BL-08-03640 Braun Intertec Corporation ST-3 page 1 of 1 BRAUN!'" LOG OF BORING I NTE RTEC Braun Project BL-08-03640 BORING: ST-4 Geotechnical Evaluation LOCATION: offset 30'E- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 960.0 0.0 Symbol (ASTM D2488 or D2487) PT — PEAT, black,wet. – " (Swamp Deposit) _ 2 (7) X WH 0 • - o – _X WH c _ 0.) _ X WH WH o Ji o – — — — c w, •E i) — a~iXWH > /, U — a) — 0 _ . r a) .1z — G) T. 941.0 19.0 SM SILTY SAND, mostly fine to medium grained,a trace of • Gravel,gray,waterbearing, loose. 939.0 21.0 (Alluvium) 10 END OF BORING. Water encountered at 6 feet with 19 1/2 feet of – hollow-stem auger in the ground. _ – Water encountered at 5 feet to cave-in depth of 8 feet – immediately after withdrawal of auger. o _ Boring immediately backfilled. z — a' v o — _ 0 m Q BL-08-03640 Braun Intertec Corporation ST-4 page 1 of 1 BRAUNsm LOG OF BORING I NTE RTEC Braun Project BL-08-03640 BORING: ST-5 Geotechnical Evaluation LOCATION: offset 25'E- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 960.0 0.0 Symbol (ASTM D2488 or D2487) PT "' PEAT, black,wet. (Swamp Deposit) WH 956.0 4.0 SM SILTY SAND,fine to coarse grained,with Gravel,gray, waterbearing, loose to medium dense. (Alluvium) X 5 o — > — ED_ — y _X- 9 c _ c a )( 7 a)• — n 15 — 14 a U — h N 0 a) 13 939.0 21.0 V/� END OF BORING. Water encountered at 7 1/2 feet with 7 1/2 feet of • — hollow-stem auger in the ground. _ • — Water encountered at 8 feet with 19 1/2 feet of o hollow-stem auger in the ground. 0 o _ Water encountered at 4 feet to cave-in depth of 7 feet immediately after withdrawal of auger. — Boring immediately backfilled. — d c� — c0 M O — _ 0 z 0 co o — 0 0 J BL-08-03640 Braun Intertec Corporation ST-5 page 1 of 1 BRAUN LOG OF BORING I NTE BTEC Braun Project BL-08-03640 BORING: ST-6 Geotechnical Evaluation LOCATION: offset- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL Tests or Notes 963.0 0.0 Symbol (ASTM D2488 or D2487) PT "' PEAT, black,wet. (Swamp Deposit) WH • _ WH 0 L2 • , , Sample not suitable for o - — testing. is - L. — aa)• — i, \ 0 — /, \/ " WH 0 C ,\I, • — WH 41 I, - a) a a� a) \/, rn WH - — O O 939.0 24.0 SM SILTY SAND,fine to coarse grained,with Gravel,gray, F- waterbearing, medium dense. 0 •• 937.0 26.0 (Alluvium) '+ 11 END OF BORING. Water encountered at 2 feet with 24 1/2 feet of Ef Q• — hollow-stem auger in the ground. Boring immediately backfilled. Z 0 m o 0 U' 2 J BL-08-03640 Braun Intertec Corporation ST-6 page 1 of 1 BRAUNSM LOG OF BORING I NTE RTEC Braun Project BL-08-03640 BORING: ST-7 Geotechnical Evaluation LOCATION: stake- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 31/4"HSA,Autohammer DATE: 8/19/08 [SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL MC Tests or Notes 960.0 0.0 Symbol (ASTM D2488 or D2487) 959 5 0 5 ,FILL Silty Clay,with Roots and Grass, black,wet. — PT — \ (Topsoil/Fill) `" PEAT, black,wet. (Swamp Deposit) L. `1 WH 1 272 OC=39 DD=20 pcf \, Ii — I ,, \, m WH SZ - C 0 !, L1_, CO " WH X a) — a) `i \I • — — WH 0 O — E iv — — "a, — WH > — o — Vl - a, o N — a, h d 4 ,\, 938.0 22.0 SM SILTY SAND,fine to coarse grained,with Gravel,gray, waterbearing, loose. (Alluvium) N O 0 VV, 934.0 26.0 �) 9 , END OF BORING. Water encountered at 8 feet with 19 1/2 feet of — hollow-stem auger in the ground. • — Water encountered at 8 feet to cave-in depth of 8 feet O immediately after withdrawal of auger. 0 $ _ Boring immediately backfilled. 0 0 J BL-08-03640 Braun Intertec Corporation ST-7 page 1 of 1 BRAUN' LOG OF BORING I NTE RTEC Braun Project BL-08-03640 BORING: ST-8 Geotechnical Evaluation LOCATION: stake- See Attached Sketch Wayzata Country Club 200 Wayzata Boulevard West Wayzata, MN DRILLER: M.Takada METHOD: 3 1/4"HSA,Autohammer DATE: 8/19/08 1 SCALE: 1"=4' Elev. Depth feet feet ASTM Description of Materials BPF WL MC Tests or Notes 960.0 0.0 Symbol (ASTM D2488 or D2487) 959.3 0.7 FILL Silty Clayey Sand,with Grass and Roots, black,wet. PT `"' \ (Topsoil/Fill) �C PEAT, black,wet. (Swamp Deposit) _X 1 51 OC=8 DD=70pcf 0 _ 0 i 952.5 7.5 SZ _ SM SILTY SAND, mostly fine to medium grained,gray, _V 8 waterbearing, loose to medium dense. 0 ca Layers or lenses of Gravel at various depths 7 throughout the boring. a — (Alluvium) 0 m — a) — _y 10 cr /\ O O — - C E > - 0 _ Vl (1) a a.) cc 939.0 21.0 11 END OF BORING. Water encountered at 7 1/2 feet with 19 1/2 feet of hollow-stem auger in the ground. — — Water not encountered to cave-in depth of 7 feet — immediatey after withdrawal of auger. 0 Boring immediately backfilled. a co — o — O iY 0 Da LL o BL-08-03640 Braun Intertec Corporation ST-8 page 1 of 1 GRAIN SIZE ACCUMULATION CURVE (ASTM) GRAVEL SAND FINES COARSE FINE COARSE MEDIUM FINE SILT CLAY 3" 1" 3/4" 1/2"3/8" 4 10 20 40 60 100 200 100 - U.S.SIEVE SIZES 90 - _ . _ 80 . 70 . . .- C7 60 - - . _. Z c a. 50 - — - z w U cG Li.) 40 - - - 30 - - - . 20 - _ 10 0 a. Ci. H 0 0 10 1 0.1 0.01 0.001 i PARTICLE DIAMETER,mm Braun Project BL-08-03640 GRAVEL 3.7% CLASSIFICATION: st Wayzata CountryClub SAND 82.2% SILTY SAND(SM) 200 Wayzata Boulevard West FINES 14.1% LO �� Wayzata,MN Cu= D60=0.230 D30=0.116 Cc= v. BORING: ST-1 DEPTH: 5.0' D10= BL-08-03640 Braun Intertec Corporation GRAIN SIZE ACCUMULATION CURVE (ASTM) GRAVEL SAND FINES COARSE FINE COARSE MEDIUM FINE SILT CLAY 3" 1" 3/4" 1/2"3/8" 4 1020 40 60 100 200 100 U.S.SIEVE SIZES 90 - - - 80 70 — - _ _ . c., 60 - - - z E- 50 - . ___ . z w U a ow.. 40 . . . . . . . . 30 - - - 20 _ __ . N - 10 - . O T F o 0. 0 10 1 0.1 0.01 tiuul i PARTICLE DIAMETER,mm 0 Braun Project BL-08-03640 GRAVEL 21.6% CLASSIFICATION: r BRAUN' Wayzata Country Club SAND 60.7% SILTY SAND with GRAVEL(SM) 200 Wayzata Boulevard West FINES 17.7% m Wayzata,MN F RT 060=1.385 D30=0.312 Cc= 0 BORING: ST-3 DEPTH: 7.5' D10= BL-08-03640 Braun Intertec Corporation BRAUN Descriptive Terminology of Soil Standard D 2487 -00 IN T RICO iU / Classification of Soils for Engineering Purposes 1�1 E It 1 L ,,,rg,,,,,, L (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Particle Size Identification Group Names Using Laboratory Tests a Group Boulders over 12" Symbol Group Name b Cobbles 3"to 12' c Gravels Clean Gravels C,,>_4 and 1<._C.< 3 c GW Well-graded gravel Gravel 0 u a More than 50%of 5%or less fines e c Coarse 3/4"to 3" ,p c coarse fraction C.<4 and/or 1 >C.>3 GP Poorly graded gravel Fine No.4 to 3/4` a ma', retained on Gravels with Fines Fines classify as ML or MR GM Silty gravel d'v Sand c m No.4 sieve More than 12%fines e Fines classify as CL or CH GC Clayey gravel°tg Coarse No.4 to No.10 `LooMedium No.10 to No.40 E a, N Sands Clean Sands C,, 6 and 1 < C. <3 c SW Well-graded sand" Fine No.40 to No.200 L zo 50%or more of 5%or less fines' C <6 and/or 1>Cc>3 c SP Poorly graded sand" Silt <No.200,PI<4 or a -- coarse fraction o 2 passes Sands with Fines Fines classify as ML or MH SM Silty sand'9" below"A"line v o Clay <No.200,PI24and E No. 4 sieve More than 12%' Fines classify as CL or CH SC Clayey sand'9' on or above"A"line WInor Inorganic PI>7 and plots on or above"A"line I CL Lean clay"' w Silts and Clays g Relative Densityof -a PI<4 or plots below"A"line ML Silt"' c a) a, Liquid limit N > Cohesionless Soils d less than 50 Liquid limit-oven dried OL Organic clay k 'm a ,o — Organic < 0.75 a a o Liquid limit-not dried OL Organic silt"''°' Very loose 0 to 4 BPF L n o cv PI plots on or above"A"line CH Fat clayLoose 5 to 10 BPF a E Silts and clays Inorganic Medium dense 11 to 30 BPF Z o PI plots below"A"line MH Elastic silt"'m `o Liquid limit Dense 31 to 50 BPF Ir.;&' 50 or more Or anic Liquid limit-oven dried OH Organic clay"'^v 9 in Liquid limit-not dried OH Organic silt"'m Highly Organic Soils Primarily organic matter,dark in color and organic odor PT Peat Consistency of Cohesive Soils a Based on the material passing the 3-in(75mm)sieve Very soft 0 to 1 BPF b. If field sample contained cobbles or boulders.or both.add`with cobbles or boulders or both"to group name. Soft 2 to 3 BPF c. C, = D./D,c Cc={D3)2 Rather soft 4 to 5 BPF D,o x D. Medium 6 to 8 BPF Rather stiff 9 to 12 BPF d If soil contains215%sand.add with sand'to group name Stiff 13 to 16 BPF e Gravels with 5 to 12%fines require dual symbols' GW-GM well-graded gravel with silt Very stiff 17 to 30 BPF GW-GC well-graded gravel with clay Hard over 30 BPF GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML,use dual symbol GC-GM or SC-SM. g. If fines are organic,add-with organic fines'to group name. h. If soil contains 2 15%gravel.add"with graver to group name. i. Sands with 5 to 12%fines require dual symbols' Drilling Notes SW-SM well-graded sand with silt SW-SC well-graded sand with clay Standard penetration test borings were advanced by 3 1/4"or 6 1/4" SP-SM poorly graded sand with silt ID hollow-stem augers unless noted otherwise.Jetting water was used SP-SC poorly graded sand with clay to clean out auger prior to sampling only where indicated on logs. j. If Atterberg limits plot in hatched area.soil is a CL-ML,silty clay. Standard penetration test borings are designated by the prefix "ST" k If soil contains 10 to 29%plus Na 200,add"with sand"or"with graver whichever is predominant. - I If soil contains30%plus No 200.predominantly sand.add-sandy to group name (Split Tube). All samples were taken with the standard 2"OD split-tube 1 m. If soil contains2 30%plus No.200 predominantly gravel.add-gravelly"to group name sampler,except where noted. n. PI 2 4 and plots on or above'A'line. 0. PI <4 or plots below-A'line. Power auger borings were advanced by 4"or 6"diameter continuous- p. PI plots on or above-A'line. flight,solid-stem augers.Soil classifications and strata depths were in- q. PI plots below"A`line. ferred from disturbed samples augered to the surface and are,therefore. somewhat approximate. Power auger borings are designated by the 60 ,' prefix"B." / 50 - e / Hand auger borings were advanced manually with a 1 1/2"or 3 1/4" �>c diameter auger and were limited to the depth from which the auger could ,J / ‘Pe be manually withdrawn. Hand auger borings are indicated by the prefix d / 40 / Os- ••P H" x of at 'Ts • GNC\ BPF: Numbers indicate blows per foot recorded in standard penetration C 30 - / test,also known as"N"value. The sampler was set 6"into undisturbed Z' • / / soil below the hollow-stem auger. Driving resistances were then counted / for second and third 6"increments and added to get BPF. Where they - • +' 20 // Q\' differed significantly,they are reported in the following form: 2/12 for the R /of second and third 6"increments,respectively. d // G>,' MH or OH WH:WH indicates the sampler penetrated soil under weight of hammer 10 - // and rods alone,driving not required. 4 , , ,,, t j��j ML or OL WR: WR indicates the sampler penetrated soil under weight of rods 0 ' t alone:hammer weight and driving not required. 0 10 16 20 30 40 50 60 70 80 90 100 110 TW indicates thin-walled(undisturbed)tube sample. Liquid Limit(LL) Laboratory Tests Note: All tests were run in general accordance with applicable ASTM standards. DD Dry density,pcf OC Organic content.% WD Wet density. pcf S Percent of saturation,% MC Natural moisture content. % SG Specific gravity LL Liqiuid limit,% C Cohesion,psf PL Plastic limit,% 0 Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength,psf P200 %passing 200 sieve qp Pocket penetrometer strength,tsf Rev 7/07