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HomeMy WebLinkAbout04/25/96 Agenda & Packet CITY OF MOUNDS VIEW PARKS AND RECREATION COMMISSION AGENDA Thursday, April 25, 1996 City Hall Council Chambers 7:00 p.m. (Note: Commission is meeting at Woodcrest Park at 6:30 for a short visit) i--4. CALL TO ORDER 2.- ROLL CALL 1,e APPROVAL OF MINUTES WOODCREST PARK -DISCUSSION • REVIEW PLAYGROUND EQUIPMENT PROPOSALS FOR RANDOM PARK j13,< REVIEW 1995 ANNUAL REPORT VPICK A PARK SITE TO VISIT FOR MAY MTG. 8. OLD BUSINESS - UPDATES: f-VCT VUSTIVAL IjMNIER PROGRAMS tEDESTRIAN BRIDGE 9OMMUNITY CENTER j tt,U GOLF COURSE 9. ADJOURNMENT /kr 1W O A" • ©DT' ' ©f • Phone: (612) 784-3055 Q EW Fax: (612) 784-3462 "Quite Simply the Best" April 18, 1996 Dear Parks and Recreation Commissioners: It was suggested at the last meeting that we visit Woodcrest Park during our April meeting. Thursday, April 25 is our next regular scheduled meeting. I have invited Jeff Voyen, Public Engineer and Vice President of Geotechnical Division of American Engineering Testing, Inc. He performed the analysis of Woodcrest Park in 1995. He will be able to answer any questions we may have regarding future improvements to Woodcrest Park. So, I suggest that we meet at Woodcrest Park at 6:30 p.m. Jeff will meet with us at City Hall at 7:00 p.m. Also, I have requested proposals for playground equipment for Random Park, to replace the current play structure. The Commission will have the opportunity to review these proposals. Random Park equipment is very old and out of safety compliance. The old structure needs to be • removed. Since Random Park is the site of a year-round pre-school program for children 2 - 5 years old, I have requested a pre-school age design. The budget provides for $20,000 for equipment replacement. I would like to see that entire amount in actual equipment. Parks staff will be expected to perform the installation. Ease of installation is therefore a consideration. These two items alone will take some time and discussion. Therefore I have kept the agenda to a minimum of items. Please make every attempt to attend the meeting. If you are unable to attend please call me at 784-0618. PS DON'T FORGET THE VOLUNTEER BRUNCH ON SATURDAY, APRIL 27. BRING YOUR FAMILIES IF YOU WISH. WE WANT TO "APPRECIATE" YOU! Sincerely, Mary Saarion, Director Parks, Recreation& Forestry ,SOYINKl 2401 Highway 10 • Mounds View, MN 55112-1499 Equal Opportunity Employer co, `�caper • MOUNDS VIEW PARKS AND RECREATION COMMISSION STATE OF MINNESOTA RAMSEY COUNTY MINUTES Thursday, February 22, 1996 6:30 p.m. Conference Room C CALL TO ORDER: Chairperson Burmeister called the meeting to order at 6:31 p.m. ROLL CALL: Members present included Chair Burmeister, Commissioners Stevenson, Silvis, Starr , Dentz and Long. Councilmember Trude and Director Saarion were present. Visitors included Commission Candidate Sherry Gunn. APPROVAL OF MINUTES: Commissioner Silvis made a motion seconded by Commissioner Stevenson • to approve the minutes. Minutes were approved unanimously. LTR REVIEW WOODCREST PARK: Director Saarion requested the Commission to review the letter which will be sent to neighbors of Woodcrest Park, requesting their input regarding the future improvements to Woodcrest Park. Commissioners approved the letter and Chairperson Burmeister signed the original. Motion was made by Commissioner Silvis to send the letter, seconded by Commissioner Dentz. Motion passed unanimously. ARD AN PARK UPDATE: Director Saarion informed the Commission that Zack Hanson had reported that the Ramsey County Commission on Health and Waste and had reviewed the compost site improvement plan and the next step was to present the plan to the Ramsey County Commissioners for final approval. He thought that the plan would be well received. The only change has been the elimination of the lighting. BRIDGE UPDATE: Councilmember Trude reported that the Citizen Task Force had met and had discussed several considerations regarding foot and bike traffic • patterns and destinations of bridge users. The discussion resulted in a site location and design pattern that would provide access to many different • directions and destinations. BRW will go to the drawing board and design a pedestrian bridge concept with these ideas in mind. The next meeting will be called to review the concept plans once these designs have been completed. In the meantime, staff will be discussing easement options with the Library, Wildwood Manor and Pastor Enterprises. Easements will be necessary for the design plan chosen by the group. BEL RAE SALE: Councilmember Trude also informed the Commission of the progress into the proposal for the Bel Rae to be purchase and used as a Community Center. Councilmember Trude informed the Commission that the Council requested a feasibility study, appraisal, inspection of the building and building repair needs assessment, environmental inspection/evaluation and investigation into potential partners. ICE ARENA: Director Saarion informed the Commission that there has not been any further information regarding the Ice Arena proposal. It is expected that City Administrators will meet along with Hockey Association representatives to discuss the partnership. OLD HWY 8 • MEETING: The Commission joined the Public Information Meeting held by Ramsey County regarding plans for Old Highway 8 reconstruction. Several options were presented for the road, including an off-street trailway. The Commission discussed their preference which was the 2 lane with passing lanes and off-street path realizing that the house would need to be moved. Motion was made by Silvis and seconded by Dentz. Motion passed unanimously. ADJOURNMENT: Motion was made by Commissioner Silvis and seconded by Commissioner Long. Motion passed unanimously. • NO MINUTES FROM MARCH MTG FOR LACK OF • QUORUM AERICAN CONSULTANTS ENGINEERING • GEOTECHNICAL • MATERIALS TESTING, • ENVIRONMENTAL INC.I REPORT OF SUBSURFACE EXPLORATION AND GEOTECFI ICAL REVIEW" PROJECT: REPORTED TO: WOODCREST PARK IMPROVEMENTS CITY OF MOUNDS VIEW SILVER LAKE ROAD & WOODCREST DR 2401 HIGHWAY 10 MOUNDS VIEW, MINNESOTA MOUNDS VIEW, MN 55112-1499 ATTN: MARY SAARION AET JOB NO: 95-1343 DATE: APRIL 7, 1995 INTRODUCTION • This report presents the results of the subsurface exploration program, soil laboratory testing and geotechnical review we recently conducted for the referenced project. This work is being performed per our January 27, 1995 proposal letter; which you formally accepted on March 21, 1995. Our authorized scope of work includes the following: • Three standard penetration test borings in the athletic field area (#1-3). • Two flight auger borings in the parking lot area (#4, 5). Our drillers elected to drill Boring #5 using standard penetration techniques, however. • Soil laboratory testing (water content and sieve analysis). • Geotechnical engineering analysis based on the above, and preparation of this report. The scope of work is intended for geotechnical purposes only. This scope is not intended to explore for the presence or extent of environmental contamination at the site. i 'AN AFFIRMATIVE ACTION EMPLOYER' 2102 University Ave. W. .St Paul,MN 55114 . 612-659-9001 . Fax 612-659-1379 Duluth•Mankato•Rochester.Wausau • AET #95-1343 - Page PROJECT INFORMATION We understand the athletic field area east of the existingwarming experienced irregular house at the park has around movements which has detrimental effects on the athletic activi We understand you would like to re2rade the athletic field such that it ties. baseball or soccer can be used for either purposes. The purpose of this geotechnical exploration and review is to determine the reasons for the past ground movements, and evaluate fu options. tore performance and A second park improvement being considered is the reconstruction or lot located to the southwest of thew atsurracing of the parking a house. We assume the parking lot will maintain the same general surface elevation, Iocation and size as the existing Primarily intended for automobile parking, � lot. We understand the lot is and not intended to accommodate heavier truck •fic. The presented project information represents our understanding of the proposed construction. information is an integral pan of our engineering.information rma ion from gineering review. It is importantoutuif ere cha that described so that we can evaluate whether modifications to our recomcontamendations are appropriate. SITE CONDITIONS Surface Observations The current athletic field area is generally level, although includes rath central area a er large stockpile in the The existing parking lot is gravel surfaced, and has noticeable rutting from vehicle traffic. • • AET #95-1343 - Page 3 Soils Logs of the test borings are attached. The logs contain information concerning soil layering, soil classification, geologic description and moisture. Relative density or consistency is also noted, which is based on the standard penetration resistance (N-value). • • The boring logs only indicate the subsurface conditions at the sampled locations and variations often occur between and beyond borings. The generalized geologic profile at the sites consists of about 21/2' to 8' of fill overlying peat swamp deposits, in turn underlain by water-deposited (alluvial) sandy soils. • The fill soils are mostly fine grained silty sands, which are sometimes intermixed with peat and organic clay. Some sandy lean clays and lean clays are also • present. Generally, the fill soils appear to be moderately compact, based on N- values; although fill stability appears to be relatively low due to the inclusions of organic and wet clayey soils. • The swamp deposits are mostly hemic peat, with zones of organic clay and fibric peat. Borings #4 and #5 did not extend deep enough to penetrate the peat, and in fact, Boring #4 did not reach the natural swamp deposit. In the field area, the peat extends to depths ranging from 71/2' (at Boring #2) to at least 21' (Boring #3 terminated in peat at 21'). • The coarse alluvium is classified as silty sand or sand with silt, which is mostly fine grained. • • AET #95-1343 - Page 4 Water Level Measurements The boreholes were probed for the presence of around water, and water level measurements were taken. The measurements are recorded on the boring logs. A-discussion of the water level measurement methods is presented in the SUBSURFACE EXPLORATION section of this report. Ground water levels were measured within Borings #1-3 at depths ranging from 11/' to 41/' beneath the surface. The shallower water level depths were measured in those borings where time was provided for water level stabilization within the borehole, and may provide a more accurate portrayal of the ground water level depth. This generally corresponds to elevation 98.5' based on the warming house having a finish floor at assumed elevation 100.0'. Ground water levels usually fluctuate. Fluctuations occur due to varying seasonal and yearly rainfall and snow melt, as well as other factors. • GEOTECCAL CONSIDERATIONS Review of Soil Properties Compressibility The swamp deposits are judged to be highly compressible. Peats undergo several phases of consolidation. The primary phase is associated with internal drainage of the material due to imposed loading, and usually represents the largest portion of the overall settlement. Primary settlements in peats typically occur over a period of about 1/2 year to 1 year. Secondary consolidation of the peat continues indefinitely beyond the primary phase. The rate of secondary consolidation decreases with time. Secondary consolidation is attributed to plastic deformation of the particles (which does not happen with mineral soils) and organic decomposition. This type of settlement will continue, even if new load is not applied. Accurate prediction of peat settlement would involve extensive laboratory testing, which is • beyond the scope of this work. However, based on water content test results and experience on • AET #95-1343 - Page 5 other sites, we roughly estimate that future settlements of the existing athletic field area (no additional fill load imposed) would be on the order of 3" to 4" over the next 20 years. This settlement is estimated to be less than 1" in areas of thinner swamp deposits (such as Boring #2). Therefore, these predicted long-term settlements would likely be differential. Regrading activities will result in some areas receiving additional load, which would result in additional primary consolidation. As an example, if 3' of additional fill were placed in the deeper swamp deposit areas, settlements associated with primary consolidation are estimated to be on the order of 9" to 1'. This illustrates the settlement sensitivity of regrading. Also, we noted that a large stockpile currently exists at the site, which has likely resulted in local consolidation of the peats. Therefore, future differential settlements may occur between the land under the current stockpile versus the surrounding unloaded land. • Surface Stability The upper fill soils are anticipated to be relatively unstable under dymanic traffic loads. This would be a primary concern in the parking lot area. The extent of instability is likely a function of the amount of peat and organic clay intermixing, the depth at which these soils are intermixed, and the depth to the ground water table. Drainage For the most part, the on-site soil profile has moderate drainage properties. An exception may be where clay soils are present (such as at Boring #1) which can perch ground water if the clay has horizontal continuity. Also, the fine grained silty sands have the ability to "hold" a high water content. Frost Susceptibility The upper soils within the freezing zone are moderately high in frost susceptibility. The shallow • around water level and the potential for the on-site soils to allow capillary rise can result in ice lease formation, which can greatly exaggerate frost heaving. AET #95-1343 - Page 6 • Cause of Past Movements We judge that the majority of the past ground movements would be associated with consolidation of theP eat swamp deposits, largely due to the weight of the overburden fill. Because the fill includes some organic soils, we anticipate some compression of the fill has also occurred although to a significantly lesser degree than the major swamp dept.--In-addition to the so consolidation, the potential for soil frost heaving and ice lease formation may be contributing to the ground movement problem. RECOMMENDATIONS - ATHLETIC FIELD Although our evaluation lacks site specific laboratory testing, we estimate that future park settlements without additional regrading should be about 3" to 4" over the next 20 years. Local frost movements may also occur, which would add to the surface irregularity. Minimal grading may be needed to attain a reasonably level playing surface, and if grading remains within about e 1/z of the existingsurface settlements should remain within about l '. Variation of load surface, due to the minor grading may result in the need for on-going maintenance. Also, this type of future correction would not improve surface stability (if this is important). In the event you wish to improve future performance beyond that described, several options could be considered. These are as follows: Surcharge Option In order to reduce the consolidation potential of the swamp deposits, it would be possible to place a surcharge upon the athletic field area thereby precompressing the materials prior to final grading. To reasonably surcharge the materials, we would suggest a minimum surcharge height of 3' to 4' above the eventual final grade, and allowing the surcharge to rest for several years prior to removal. It would be possible to provide a level surcharge and sod the land for athletic field use during this time, although movements should be expected. If such movements were deemed tolerable, you could elect to leave the surcharge in-place and use the field "as is". However, we suspect the primary • and secondary consolidation which would result would be • AET #95-1343 - Page 7 differential in nature such that surcharge removal would be more desirable. If the surcharge is removed to a similar elevation as currently exists, movements should still be expected, although should be noticeably lower. Lightweight Fill Replacement Option A second option which can reduce settlement and provide a more uniform and stable playing surface would be to excavate all existing fill soils to the top of the swamp deposits and replace these materials with a lightweight fill, such as wood chips. The upper several feet of the subgrade should then be capped with a mineral soil (such as on-site sandy soils with any organic inclusions separated and discarded). The upper portion of this cap should be "topsoil" material to support vegetation. The soil should have a uniform thickness on the order of 2' to aid stability. We recommend the use of wood chips which are free of leaves and twigs. Some decomposition of the wood chips will likely occur with time, mainly were they are present above . the around water level. However, wood chips/organic soils would be consistently present below the uniform soil cover layer such that decomposition movements should generally be uniform. RECOMMENDATIONS - PARKING LOT The existing subgrade is considered unsuitable for support of a new bituminous pavement system. Correction will be needed to prevent premature pavement break up. Although the borings did not extend deep enough to evaluate peat thicknesses, it does appear peats are likely present below the upper fill soils and therefore, settlements of the parking surface should be anticipated. It is typically not feasible to excavate the compressible materials, but rather prepare the surface to proper stability as needed and live with the surface movements. The in-place profile is judged to be relatively unstable, and instability likely increases with depth. For automobile parking lots, it is normally desirable to attain a high level of stability . within the upper 21/2' subgrade zone. It will likely not be feasible to subcut to the lower portion of the zone and expect to scarify and dry the in-place soils to proper stability. Due to this, it AET #95-1343 - Page 8 • is our recommendation that the in-place soils be subcut to at least 18" below final subgrade elevation, and preferably 2'. Subgrade elevation would be considered the'bottom of the aggregate base layer. As soils in-place will likely be unstable, we-recommend placement of a geotextile stabilization fabric which meets the requirements of a Type V fabric per MnDOT Specification 3733. Because of the potential for wet subgrade conditions (before and after construction), we recommend the resultant subgrade fill be comprised of a sand which contains less than 5% by weight passing the #200 sieve and less than 40% by weight passing the #40 sieve. This sand should be compacted to a minimum of 98% of the standard Proctor density (ASTM:D698). Our recommended pavement section thickness designs appear on the following table. The table provides a design for a "10 year" pavement life and a "20 year" pavement life. This design is based on light duty usage (intended for automobile parking). Material: 10 Year Design 20 Year'Design Bituminous Wear - Type 41 21/2" 11/2" Bituminous Base - Type 31 - 11/2" Class 5 Aggregate Base (MnDOT 3138) 6" 1 6" SUBSURFACE EXPLORATION The subsurface exploration program consisted of four standard penetration test borings and one flight auger boring, performed on March 29, 1995. The borings were preselected by our firm, as generally discussed with you. The actual locations were measured in the field, referenced to the existing warming house. The final boring locations appear on the Boring Location sketch (Figure 1). Surface elevations shown on the boring logs were also measured by AET. These • • • AET #95-1343 - Page 9 elevations were based on the finished floor slab elevation of the warming house, which we have assumed to be elevation 100.0'. We refer you to the standard sheet entitled "Exploration/Classification Methods" for details on the drilling and sampling methods, the classification methods, and thewater level measurement methods. Data sheets concerning the USC System, the descriptive terminology and the symbols used on the boring logs are also attached. LABORATORY TESTING • The laboratory test program performed consisted of nine moisture/water content tests and one sieve analysis test. The water content test results are shown on the individual borings logs opposite the samples upon which they were performed (WC column). The sieve analysis test • result appears on the separate data sheet following the boring logs. LIMITATIONS The data derived through this sampling and observation program have been used to develop our opinions about the subsurface conditions at your site. However, because no exploration program can reveal totally what is in the subsurface. conditions between borings and between samples and at other times, may differ from conditions described in this report. The exploration we conducted identified subsurface conditions only at those points where we took samples or observed ground water conditions. Depending on the sampling methods and sampling frequency, every soil layer may not be observed, and some materials or layers which are present in the ground may not be noted on the boring logs. If conditions encountered during construction differ from those indicated by our borings, it may be necessary to alter our conclusions and recommendations, or to modify construction procedures, and the cost of construction may be affected. The extent and detail of information about the subsurface condition is directly related to the scope of the exploration. It should be understood, therefore, that information can be obtained by means of additional exploration. • AET #95-1343 - Page 10 STANDARD OF CARE Our services for your project have been conducted to those standards considered normal for services of this type at this time and location. Other than this, no warranty, either express or implied, is intended. CLOSURE To protect you, AET, and the public, we authorize use of opinions and recommendations in this report only by you and your project team for this specific project. Contact us if other uses are intended. Even though this report is not intended to provide sufficient information to accurately determine quantities and locations of particular materials, we recommend that your potential contractors be advised of the report availability. If you have any questions regarding the work reported herein, or if we can be of further service • to you, please do not hesitate to contact me at 659-1305. Report Prepared by: Report Reviewed by: d-1/1,-4—(7 "-:r7joud.4 rtd.pc. Jeffery K. Voyen, PE James C. Rudd, PE Vice President, Geotechnical Division Principal Engineer MN Reg. #15928 - Attachments: Figure 1 - Boring Locations Logs of Test Borings Sieve Analysis Test Results Exploration/Classification Methods Boring Log Notes Classification of Soils for Engineering Purposes General Terminology Notes • • --t 112' yi x.143 ±tJ A Sit/ 90 Rif i"1 11OdSe • -c 85� > < 30 /05 > f 30 i0 .(14. S d: Woad cre�74 PROJECT WOODCREST PARK IMPROVEMENTS AET JOB NO. AMERICAN MOUNDS VIEW, MINNESOTA 95-1343 ENGINEERING TESTING, INC_ SUBJECT DATE FIGURE 1 - BORING LOCATIONS 4/4/95 SCALE DRAWN BY CHECKED BY PAGE DIM. SHOWN JKV - 1 OF 1 ENGINEERING TESTING, INC. SUBSURFACE BORLNG LOG in T JO : 95-1343 LOG OF BORING NO. 1 (p. 1 of 1) JJE WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW, MN li SURFACE FT FVATION: 100.1 GEOLOGY N MC SAMPLE REC. FIELD&LABORATORY TESTS T MATERIAL DESCRIPTION TYPE IN. WC I DEN LL PL i70-200 Fill, mostly silty sand, black (Fill, mostly sandy lean clay with a little gravel, 6 M SS " -16" brown = - FILL Fill, mostly silty sand with peat, brownish 7 M SS ' ' 1 gray, black and brown J .____. 4 M SS 15 - J 2 M ' SS 13 524 _. i. - Hemic peat, black, moist(PT) L2L4-61- 2 M1 SS 15 - • -_ SWAMP DEPOSIT 2 M SS 14 1 M $ SS 12 242 J J Sand with silt, fine grained, gray, COARSE waterbearing, medium dense (SP-SM) • ALLUVIUM 15 W SS 18 END OF BORING EPTH: DRILLING METHOD I WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED I CASING CAVE-IN DRILLING I WATER THE ATTACHED 19.5' 3.25" ESA DEPTH I DEPTH DEPTH FLUID LEVEL! LEVEL 13/29/95 11:08 I 21.0 19.5 I 17.4 I 10.3 SHEETS FOR AN 13/29/95 I 11:15 j 21.0 j 0 8.1 1 I 7.0 EXPLANATION OF NI irv: 3/29/95 13/29/95 2:07 i 21.0 0 6.3 I I 1,5 I TERMINOLOGY ON DB CA: KT Riz: 24 1 I , 1 1 1 I THIS LOG ENGINEERLNG TESTING, INC. SUBSURFACE BORING LOG OB 111 95-1343 LOG OF BORING NO. 2 (p. 1 of 1) FCT: WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW. MN 100.7 I FIELD&LABORATORY TESTS SURFACE ELEVATION: GEOLOGY N MC SAMPLE REC. MATERIAL DESCRIPTION TYPE IN. I WC DEN LL PL I%-200 Fill, mostly silty sand, brown to gray 8 M SS 16 FILL -1 Fill, mostly silty sand, black 4 M I SS 13.141 Hemic peat, black, moist (PT) iF16.41SWAMP - DEPOSIT 2 M SS 16 213 j 6 W/M111SS 15 Silty sand, fine grained, dark brown to brown, wet, loose (SM/SP) •1:1' li COARSE 7 W SS 16 Sawith silt, fine grained, gray, ALL waterbearing, loose (SP-SM) 2 W SS 10 Sand with silt, fine grained, brown, waterbearing, very loose to loose (SP-SM) 9 W SS 10 END OF BORING TH: DRILLING METHOD I WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED „..5.140.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 13/29/95 I 12:00 16.0 14.5 11.7 I I 9.7 SHEETS FOR AN 13/29/95 12:05 16.0 0 7.2 I NONE EXPLANATION OF �E.ED: 3/29/95 13/29/95 I 2:10 I 16.0 1 0 1 7.1 I I 3.7 TERMINOLOGY ON 3 CA: KT Rig: 24 1 I I i I I I THIS LOG alrA-I ENGINEERING TESTING, INC. SUBSURFACE BORLNG LOG • AET JOB NO: 95-1343 LOG OF BORING NO. 3 (p. 1 of 1) PROJECT: WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW. MN DEPTH 100.3 I FIELD&LABORATORY TESTS IN SURFACE ELEVATION: GEOLOGY N MC SAMPLE REC. FE-FT MATERIAL DESCRIPTION TYPE IN• WC DEN LL PL Igo-200 Fill, mostly silty sand, a little lean clay, brown, I 1 a little black 8 MlF�• SS 18 Fill, mostly silty sand, a little lean clay, gray 2 Fill, mixture of peat and silty sand, black and 5 F SS 15 99 - y 4 FILL 5 - 12 M SS 16 6 — Fill, mostly silty sand, a little bituminous pavement, gray, dark gray, black and brown 7 - 8 5 M SS 14 9 I 10 — i M ' ss 16 380 IIII it - 12 - Hemic peat, black and dark brown, moist (PT) 4 M I SS 18 13 "Iirl SWAMP `magi 14 _ DEPOSIT 15 — 3 M $ SS 18 354 16 — bacj Ili 17 -- 18 - eill LIMAi 19 - Organic clay, gray, soft(OH/PT) 203 M SS 18 98 21 TFibric peat, dark brown, moist (PT) I END OF BORING i DEPTH: DRILLING METHOD I WArhlt LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED' CASING CAVE-IN DRILLING_I WATER THE ATTACHED • 0-19.5' 3.25" HSA DEPTH j DEPTH DEPTH FLUID LEVE LEVEL 3/29/95 1:10 I 21.0 19.5 19.4 I 18.4 SHEETS FOR AN 13/29/95 I 1:20 21.0 0 8.1 NONE I EXPLANATION OF COMP h1Li): 3/29/95 13/29/95 I 2:09 21.0 0 5.4 4,5 I TERMINOLOGY ON CC: DB CA: KT Rig: 24 I I I I THIS LOG 4/90 i ENGINEERING TESTING, INC. SUBSURFACE BORING LOG • ET JOB NO: 95-1343 LOG OF BORING NO. 4 (p. 1 of 1) PROJECT: WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW. MN DEPTH IN SURFACE ELEVATION: 99.9 GEOLOGY N MC SAMPLE REC. LD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN' WC DEN I LL PL I%-200 �3" Gravel base, brown / M I---I--- DS _ - I -.I Fill, mostly sand with silt and Gravel, brown r.---I F L--DS -- M DS /8 2 —' Fill, mostly silty sand with some organic clay, FILL JI gray , 3 I 4 • Fill, mixture of silty sand and peat, dark M 7 DS brown 5 END OF BORING • DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS I NOTE: REFER TO DATE I SAMPLED i CASING CAVE-IN DRILLING WATER THE ATTACHED • 0-5' 6" FA - DEPTH DEPTH DEPTH FLUID LEVEL 13/29/95 I 1:50 5.0 0 I 4.8 I I NONE SHEETS FOR AN I I I I I I I EXPLANATION OF BOG COMPLETED: 3/29/95 I I I I I I I I TERMINOLOGY ON CC: DB CA: KT Rig: 24 I 1 I I I I I 1 THIS LOG 4/90 LiENGINEERING TESTING, INC. SUBSURFACE BORING LOG aAET JOB NO: 95-1343 LOG OF BORING NO. 5 (p. 1 of 1) PROJECT: WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW. MN DEPTH SURFACE ELEVATION: 100.2 GEOLOGY N MC SAMPLE REC. FIELD&LABORATORY TEST FEET MATERIAL DESCRIPTION TYPE IN. WC I DEN LL PL 1%-200 -\3" Gravel base, brown -- I I I l\Fill. mostly sand with silt and gravel, brown - 8 M/F . SS 18 2 Fill, mixture of silty sand and organic clay, FILL gray and brown 9 F/M SS •• 16 70 3 4 — ribirrwi 5 — Organic clay, gray, very soft (OH/PT) SWAMP 2 M SS 12 DEPOSIT 6 END OF BORING 1 Ii DEPTH: DRILLING METHOD I WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SADMEPTH I PLED 1 CASINGDEPTH CAVE-IN DEPTH DRFLUIDILLINLEVELIG I WATER THE ATTACHED • 0-4.5' 3.25" HSA LEVEL 13/29/95 1 9:22 1 6.0 I 4.5 4.8 1 1 NONE SHEETS FOR AN 13/29/95 1 9:25 6.0 I 0 I 3.4 I 1 NONE EXPLANATION OF BOG COMPEL z Ali: 3/29/95 I I I I I I TERMINOLOGY ON CC: DB CA: KT Rig: 24 I I 1 I I I I I THIS LOG 4/90 11ERIC�N CONSULTANTS • GEOTECHNICAL ENGINEERING • • MATERIALS • ENVIRONMENTAL • �� TESTING, INC. REPORT OF SIEVE NALYSIS TESTS PROJECT: REPORTED TO: WOODCREST PARK IMPROVEMENTS CITY OF MOUNDS VIEW MOUNDS VIEW, MINNESOTA ATTN: MARY SAARION AET JOB NO.: 95-1343 DATE: APRIL 3, 1995 TEST METHOD: ASTM:D422, excluding hydrometer RESULTS: • BORING NUMBER 4 SAMPLE DEPTH 1'-4, SAMPLE SIZE 113.86g SIEVE.SIZE OR NUMBER PERCENT PASSING BY WEIGHT #4 100 #10 100 #20 99 #40 97 #100 55 #200 28 ASTM CLASSIFICATION SYMBOL. SM • 'AN AFFIRMATIVE ACTION EMPLOYER' 2102 University Ave. W. . St. Paul.MN 55114 . 612-659-9001 . Fax 612-659-1379 Duluth•Manxato •Rochester•Wausau EXPLORATION/CLASSIFICATION METHODS Samnling Methods • Soiit-S000n Samples (SS) Standard penetration (split-spoon) samples were collected in general accordance with ASTM:D1586. This method consists of driving a 2" O.D. split barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30". The sampler is driven a total of 18" into the soil. After an initial set of 6", the number of hammer biows to drive the sampler the final 12" is known as the standard penetration resistance or N-value. Disturbed Samples (DS) Sample types described as "DS" on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples, possible soil layering and-contact depths should be considered approximate. Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. CIassification Methods Soil classifications shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits)have been performed, accurate classifications per ASTM:D2487 are possible. Otherwise, soil classifications shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. • • The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. Water Level Measurements The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehoie where free water is encountered • Drilling Fluid Level: same as Water Level,except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. Sample Storage • Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. AMERICAN ENGINEERING TESTING, INC. BORING LOG NOTES • DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS Symbol Definition Symbol Definition B,H,N: Size of flush joint casing CONS: One-dimensional consolidation test BX: BX double tube core barrel DEN: Dry density, pcf. AC: At completion of boring HYD: Hydrometer analysis CA: Crew assistant LL: Liquid limit, % CAS: Pipe casing, number indicates nominal PERM: Coefficient of permeability (K) test; F - Field; diameter in inches L -Laboratory." • CC: Crew chief PL: Plastic limut, COT: Clean-out tube q,: Pocket penetrometer strength, tsf DC: Drive casing; number indicates diameter in q Static cone bearing pressure, tsf DM: Drilling mud or bentonite slurry q : Unconfined compressive strength, psf DS: Disturbed sample from auger flights R Electrical resistivity, ohm-cms FA: Flight auger; number indicates outside RQD: Rock Quality Designator in percent (aggregate diameter in inches length of core pieces 4" or more in length as a HA: Hand auger; number indicates outside diameter percent of total core run) HSA: Hollow-stem auger; number indicates inside SA: Sieve analysis diameter in inches VS: Vane shear strength (field), psf JW: Jetting water WC: Water content, as percent of dry weight MC: Column used to describe moisture condition of -200: Percent of material finer than#200 sieve samples and for the ground water level symbol N (BPF): Standard penetration resistance (N-value) in 110 blows per foot (see notes) MOISTIIRE/FROST CONDITION (MC COLUMN) NQ wireline core barrel PQ: PQ wireiine core barrel D Dry RD: Rotary drilling with fluid and roller or drag bit M Moist REC: In split-spoon(see notes) and thin-walled tube W Wet/Waterbearing sampling, the recovered length(in inches) of F Frozen sample. In rock coring, the length of core recovered (expressed as percent of the total STANDARD PMNETRATION TEST NOTES core run). Zero indicates no sample recovered. REV: Revert drilling fluid The standard penetration test consists of driving the sampler SS: Standard soffit-spoon sampler (steel; 1%" witha 140-poundhammer and counting the number ofbiows is inside diameter; 2" outside diameter); applied in each of three 6" increments of penetration- If the unless indicated otherwise sampler is driven less than 18" (usually in highly resistant TW: Thin-walled tube; number indicates inside material), permitted in ASTM:D1586, the blows for each diameter in inches complete 6" increment and for each partial increment is WASH: Sample of material obtained by screening on the boring log. For partial increments, the number of returning rotary drilling fluid or by blows is shown over a slash (/) and the partial penetration which has collected inside the borehole less than 6" is shown taking a split-spoon sample of after "falling" through drilling fluid material to the nearest inch below the slash. WAT: Water WH: Sampler advanced by static weight of drill The length of sample recovered, as shown on the "REC" rod and 140-pound hammer column, may be greater than the distance indicated in the WR: Sampler advanced by static weight of drill rod N column. The disparity is because the N-value is recorded 94 mm: 94 millimeter wireline core barrel below the initial 6" set (unless partial penetration defined Water level indicated in boring in ASTM:D1586 is encountered)whereas the length of sample recovered is for the entire sampler drive. AMERICAN ENGINEERING TESTING, INC. CLASSiriCA IUN4 Or Ji../fl-J curt CINQIINC=,'Silo..: .-'Jnr...-.c,...3 AMERICAN ENGINEERING ASTM Designation: 0 2487 TESTING, INC. (Based on Unified Soil Classification System) Sod Classification • Catena for Assigning Group Symbols and Group Names Using Laboratory Tests'a Group ma Group Nae Symbol CoarsevfaineC Soils Gravets Clean Gravels C. 4 and t s.C:.13` GW Well graces graven More than 50%retained on More than 50%coarse Less than 5% Snesc Na. 200 sieve tracaon retained on Cu-.4 andIor tb.Cco-3` GP Poory graced graver' No.4 sieve Gravels with Fines Fines classify as Ml or MH _ GM Silty gravel'a-" More than 12% fines= Fines classify-as-CI.- iassify-as CL or CH GC Clayey graver'ajr Sands Clean Sanas C...and !<C„. SW Well-graded sandy 50%or more of coarse Less man 5%fines° fracson passes No. Cush and/or 1>Cc>34--•' SP Peony graced sand' _ 4 sieve , Sands with Pines Fines ciassdy as ML or MH SM Silty sand4N' More than 12% fin& Fines classify as CL or CH SC Clayey sand`i•mi Fine-Grained Sods Silts and Clays inorganic Pl>7 and plots on or wove CL Lean clay'tL'' 50%or more passes the Liquid limit less than 50 "A-lined No.200 sieve Pl.cts or pats below"A" ML Siif""r lined organic Liouid limit-oven dried OL Organic claycLM_N <0.75 Ucluid limit-not dried- Organic siircL'u.o Silts and Clays inorganic PI plots on or wave "A" line CH Fat ctaY<lr Liquid limit 50 or more PI plots below"A"line MH clastic sa114LM • organic Licuid limit-oven dried <0.75 OH Organic clay ''v Liquid limit-not dried Organic silt'tt-.u.o Hignty organic sobs Pnmoriy organic matter.oars in color.and organic odor PT Peat 'Sawa on me material oauuy die 3-in.(75.mmi arm. (0,, ''h artsroerg rimes 0101 in natcned area.sod is a CL-Mt_ 1 all tiet0 samoe contained codon or otswoers.or tarn.sad ` a - °so':o Cc - ani Clay. 0lap t o3O rtt soil contains 15 to 29%Daus Na 200.add-wan sono "Vain c000ln or 501.18[1613.Of boat"10 grOuo name. CGraver5 min 5 to 12%tines resume awl symooIS: '1.f sal aantams '5%sand.and-wan sane":o group or"wwn gravel."w icnsver is onadomrtan. GW-GM weugraded graver wet sir name. 1.1t Sac contain=30%outs no.200.oredomina^m sans. Gw GC wad grao.d graver with day G. fines classify as C.-ML.use dual symoa GO-GM.or add-sandy-to to group name. GPGM poony graaea grave.wen sat SC-SM. 'wl1 sod contamsa20%Dios NO.200.vreaomenami GPGC 000ny gib gravel wen clay wit tures are organic.add'`wan organic fines"to grow gravel.and"graveay"10 grmuo name. Sanas with 5 to 12%fines redtare Daae symoors: name. wP1>4 and poo on or about"A-fine. SWSM well-graded sand wen ser cit sod contains>15%gravel.and"wan graver'.to grow °Pl.r.4 or Oros oeae"A..line. SWSC werr.oraaed wed wan day name. • r?1 mors on or above"A"tine. °Pt blob below"A"Ise. 5P-9.4 peony Tacos sena wM sdt SP-SC ocony graved sand wen may SIEVE an*L`5t5 60 / j sees.-.w I sieve .a I For etassificarton of fine-grinned soils 7 ='t• • .o to w so ,-0 MO /1aria fine-vroinest rraC-ton or coarse-Iroened ool : I 1 I I I 11 I J M SOf so_ls i/ 1 1 \i . I 1 i I I I I acauartan at'a'-line .i lar :O p --- Horizontal lar PI-'i to LL-25.5. . , \� 1 : \i I I I I I I rhes PZ-0.7 ILL-20l �/ � •?`' °r 11 I : l I0--is.. I I I l a 2 40 EoudriOa of.Hine / P H _ c. < wI :� I Iro to Vertical or LL.16 roPre7 I // Gx c } i then PI•0.4(LL-a) / � \ I I W W V r '' C.a I I . i s I I Ow-Lire ' I U I- / �/ ¢ in I/ iQ W I ! I i j W o :01 ' , ro c 20H /� a I : i I 1 I o--blocs o_ / 1 � IMH �+ OHI 411 01 i , . . I I 1 1 1,00 IOr V/ �G I 7i-- Mi.OR CL >o 0 s 0 >a olio a..c = %// PARTICLE SIZE IN MiLL1urETERS I 1 1 r0»' 1.t 71.' °p 1.o 1.c 20 30 •O 50 50 70 ao 90 800 840 `s-»-dor -200 4- "`-- -ss LIQUID LIMIT (LL) • GENERAL rERMVIINOLOGY NOTES FOR 0 SOIL IDENTIFICATION AND DESCRIPTION GRAIN SIZE GRAVEL PERCENTAGES Term ASTM AASHTO Term • Percent Boulders Over 12" Over 3" A Little Gravel 3%-15% Cobbles 3" to 12" - With Gravel 15%-30% Gravel #4 sieve to 3" #10 sieve to 3" Gravelly 3090-50% Sand #200 to#4 sieve #200 to #10 sieve Fines (silt Pass #200 sieve Pass #200 sieve & clay) CONSISTENCY OF PLASTIC SOILS RELATIVE DENSITY OF NON PLASj'IC SOILS Term N-Value. BPF Term N-Value. BPF Very Soft less than 2 Very Loose 0-4 Soft 2-4 Medium Loose5-10 • 5-8 Medium Dense 11-30 Stiff 9-15 Dense VeryStiff 31-50 16-30 Very Dense Greater than 50 Hard Greater than 30 FIBER CONTENT OF PEAT (ASTM D44271 ORGANIC DESCRIPTION (ASTM D2488) Term Fiber Content (Visual Estimate) Non-peat soils are described as organic, if soil is judged to have sufficient organic content to Fibric Greater than 67% influence the soil properties. Hemic 33-67% Sapric Less than 33% LAYERING NOTES iaminarions - Layers less than 1/2" thick of differing material or color Lenses - Pockets or layers greater than 1/2" thick of differing material or color ill AMERICAN ENGINEERING TESTING, INC. • PARK IMPROVEMENTS LAST TEN YEARS 1986 - 1996 SILVER VIEW PARK Parking lot was paved with curb and drainage Picnic Shelter was constructed, equipped with indoor restrooms, storage room and catering kitchen. Playground was purchased and installed, handicapped accessible. Disc Golf Course, 9 holes were installed - partnership with MN Frizbee Assoc. Water fountain (handicapped accessible) was installed at ballfield area Northern section of the trail was paved through an Outdoor Recreation Grant award. The southwestern portion of the trail was constructed, using woodchips, to complete the pond trail loop. A basketball court was constructed. A twin sand volleyball court was constructed by an Eagle Scout candidate. • Sprinkling system was installed servicing the soccer field, two softball fields, and picnic area. Landscaping was improved with the addition of many trees. Championship horseshoe courts were constructed by an Eagle Scout candidate. Park amenities including trash receptacles, benches, swing benches, and signs have been installed. A pond study was performed by Environmental Specialists to evaluate the pond's environmental conditions, to recommend a maintenance program and to provide recommendations for future needs. A Silver View Park Improvement Task Force was formed to establish a plan for improvements. The Silver View Park plan is available at the Parks and Recreation office. LAKESIDE PARK A new beach house was constructed, providing a large lifeguard/first aid room, concession booth, two changing rooms, maintenance room, two restrooms, drinking fountain and pay phone. The beach house also has four outdoor showers to rinse off after swimming. Concrete patio area and walkways adorn the beach house. An eight foot concrete sidewalk encircles the park providing an excellent place for rollerblading or walking. A twin sand volleyball court was constructed. • The softball field was improved with sprinkling, new backstop and fencing, and bleachers. Water fun equipment including two paddleboats, 2 canoes and rowboat were purchased for rental • use by beach patrons. Landscaping was provided including planting of many ornamental trees. The picnic shelter was re-shingled as a combined effort from the SLP and MV Park crews. Benches, trash receptacles and signs were purchased and installed. Shore retaining wall was constructed to protect the shoreline. Lakeside Park improvements were funded by the Spring Lake Park Lion's Club. The planning was a joint effort with a resident task force - the Lakeside Park Improvement Committee. CITY HALL A new tot playground was purchased and installed. This playground is designed for preschool youth ages 3 - 6 years old. A drinking fountain was installed. Athletic lighting was purchased and installed on ballfield No. 1. Sprinkling was installed at both ballfields. Trees were planted with hopes of providing shade for softball spectators. A paved pathway with lighting was installed leading from Edgewood Dr. to ballfield #1 funded • with monies left over from the water tower project. In addition, ballfield #2 was reconstructed to provide a youth ballfield (size decreased due to the water tower) and sprinkling was installed also with funding from the water tower project. GREENFIELD PARK The baseball field was improved with new sprinkling system, new backstop, netting, outfield fencing, warning track and grass infield. Security lighting was purchased and installed, illuminating the ballfield, playground area and parking lot. An equipment building was purchased and constructed for athletic field equipment storage. A culvert was constructed on the nature path of Greenfield Park trail providing a passage for large equipment for trail maintenance. A large capacity Spector bleacher was purchased and installed to accommodate tournaments held at Greenfield Park baseball field. A drinking fountain was installed. Landscaping including bushes and trees have been planted for shade and aesthetics. Signage, benches and trash receptacle amenities have been installed. 0 \KWOOD PARK The athletic field was reconstructed so that it faced a different position - residents on Oakwood • Dr. were complaining about foulballs. The new ballfield included a new backstop, sideline fencing, players benches, and bleachers. Old playground equipment was removed. • A new playground was purchased and installed along with benches, picnic tables, and trach receptacles. Sand volleyball court was installed by an Eagle Scout candidate. A drinking fountain was installed. Park sign was constructed and park rules sign installed. LAMBERT PARK New playground was purchased and installed - funding awarded through Community Development Block Grant. Parking lot was paved. New hockey rink was purchased and installed. Aggregate was installed inside the hockey rink for better flooding and to accommodate other non-skating activity. Three security lights were installed, one on the playground area, one for the pleasure rink area and another for the parking lot entrance. Picnic table, drinking fountain and benches have been installed for amenities. Basketball goal was installed at the paved lot area- dual use. Park building has been improved including new carpeting and furnace. GROVELAND PARK • Tennis courts were installed including lighting along with a paved 1/2 court basketball court and tennis bangboard. Park building was improved with the addition of an indoor bathroom with running water, new furnace, improved venting, replaced carpeting, interior ceiling and wall improvements. A drinking fountain was installed. Playground swingbench was installed. Additional land was purchased adjacent to Groveland Park to serve as a buffer area between neighboring residences and the athletic field. New lighting was installed for rink activity. Overhead wires were buried on park property along Ardan Avenue. HILL VIEW PARK Hillview Park was redeveloped to prevent water from draining into neighboring residences. Placing the ice rinks elsewhere and constructing a French drainage swale provided for drainage in the other direction towards the storm water culvert located at Hillview Road. These improvements were included in the new park layout: Ice rink and hockey rink were moved to be closer to Hillview Road. The park building was moved closer to Hillview Road for better security. New rink lighting was installed. • A new playground was purchased and installed. The building was improved with the addition of an indoor restroom complete with running water. • • The building furnace was replace and venting was improved. New carpeting and interior wall and ceiling improvements made. Park amenities including park sign, rules and regulations sign, benches, drinking fountain and landscaping have been purchased and installed. The hockey rink was paved for rollerblading activity. In addition, a basketball goal was installed on the paved area for basketball activity. WOODCREST PARK A new playground was purchased and installed. In addition, picnic tables, grill, benches and trash receptacles were added. A sand volleyball court was constructed by an Eagle Scout candidate. The old hockey rink boards were removed because of safety concerns, and poor rink conditions due to the subsurface soil materials. Drain tile and grading was done to assist in the storm water runoff at Woodcrest Park. A patio are was constructed along with a drinking fountain and walkway from the parking lot. RANDOM PARK The portable classroom building was purchased from the School District. A block foundation was constructed along with a rampway and front stairs.. Additional building improvements were made including new interior ceiling tiles, wall boards, installation of a bathroom facility and storage closet. Park drainage was improved with the installation of a drainage swale. The parking lot was paved. The parking lot has dual usage as a basketball hardcourt. Amenities to the park include a park sign, picnic table, and grill. EDGEWOOD SCHOOL ATHLETIC COMPLEX Benches have been installed at fields number 3 & 4.