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HomeMy WebLinkAbout03/28/96 Agenda & Packet CITY OF MOUNDS VIEW PARKS AND RECREATION COMMISSION AGENDA Thursday, March 28, 1996 City Hall Council Chambers 6:30 p.m. 1. CALL TO ORDER 2. ROLL CALL 3. APPROVAL OF MINUTES 4. WELCOME NEW COMMISSIONSER SHERRY GUNN 5. REVIEW CITIZEN INPUT MEETING PROCESS 411 6. REVIEW 1995 ANNUAL REPORT (if time allows). Please bring your annual reports to meeting. 7. OTHER BUSINESS 8. ADJOURNMENT • I l arf©F - Phone: (612) Fax: (612) "Quite Simply the Best" March 18, 1996 Dear Parks and Recreation Commissioners: Thursday, March 28 is our next Parks and Recreation Commission meeting. We have invited neighborhood input from residents living around Woodcrest Park. Letters have been sent to the neighborhood homes living around Woodcrest Park area. I have not received a single telephone call from anyone so far to date. Therefore, I have no idea if anyone, or how many people will attend the meeting. Our meeting will begin at 6:30 p.m. so that we can conduct business before the resident informational brainstorming session which will begin at 7:00 p.m. in the Council Chambers. I expect that we will discuss our frustrations with developing Woodcrest Park and listen to whatever ideas neighbors have regarding future use of the land. Sherry Gunn has been newly appointed as Parks and Recreation Commissioner. We will have the • opportunity to welcome Sherry at this March meeting. If you are unable to attend the meeting please call to notify me at 784-0618. Also, if you are available, we would certainly appreciate your assistance at the Youth Athletic registration Friday evening, March 22 from 6:30 - 8:00 p.m. at City Hall lower level. We will be there by 6:15p.m. to fill you in on the process. I am looking forward to the meeting on March 28, 1996. Sincerely, Mary Saa'tieiiDirector 6 PRINTED WM1 SOYINK_ 2401 Highway 10 • Mounds View, MN 55112-1499 • 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. C[1170F • Phone: (612) 784-3055 E` Fax: (612) 784-3462 "Quite Simply the Best" March 4 , 1996 • Dear Woodcrest Park Neighbor: The Mounds View Parks and Recreation Commission invites you to our next meeting,. Thursday, March 28 ,1996 at 7 : 00 p.m at City Hall. We wish to hear your ideas for Woodcrest Park. Let me share with you a few of the issues that must be taken into consideration with any improvement plans for Woodcrest Park. This information was obtained through a geotechnical study and soil borings performed at Woodcrest Park last year. 1. Woodcrest Park land has a very high water table, some areas within a 2 foot water table depth. This means that water tends to pool rather than sink into the soils. • 2 . Woodcrest Park soils are a high percentage peat, which means that the soil moves. Moving soils would require soil correction for any improvement such as athletic field, paved parking lot, etc. In the past even ice rinks developed large heat boils due to peat heat. Removing the peat requires soil corrections which is a very costly venture. 3 . Woodcrest Park land really was once the same wetland type area that is directly north of the park. Currently rain water flows through Woodcrest Park to the southwest corner where it flows into the storm water ditches and under the Silver Lake Road culvert. 4 . The open storm water ditch that is located along Woodcrest Drive is a city ditch that is connected in a storm water management system. The storm water ditch that is located along Silver Lake Road is a Ramsey County storm water ditch of which Rice Creek Watershed has jurisdiction. The City of Mounds View prepared an Outdoor Recreation grant for improvements to Woodcrest Park which included culverting the ditch along Woodcrest Dr. , re-grading the site for better run- off, and ponding run-off to an area in the back of the park. Improvements also included paving the parking lot, constructing a youth athletic field, and improvements to the park building. • Unfortunately the grant was not awarded. The cost of these improvements would have exceeded $130, 000 with much of the cost resulting in storm water run-off management. dePRINTED WITH � SOYINK_ 2401 Highway 10 • Mounds View, MN 55112-1499 ,gyred cede. • Woodcrest Park is a challenge to develop so that it can be used and enjoyed by the neighborhood. We need your help. Please join us for a brainstorming session where you can share your ideas for Woodcrest Park. THURSDAY, MARCH 28, 1996 AT 7: 00 P.M. AT CITY HALL. If you are unable to attend the meeting, but would like to share your ideas, please call Mary Saarion, Parks and Recreation Director at 784-0618 . Sincerely, • Wayne Burmeister, Chair Parks and Recreation Commission • AMERICAN CONSULTANTS • GEOTECHNICAL • ENGIIEERI\G • MATERIALS • ENVIRONMENTAL • ®E TESTING, INC. REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL REVIEW PROJECT: REPORTED T(3: 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 411 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. • '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 2 PROJECT INFORMATION We understand the athletic field area east of the existing warming house at the park has experienced irregular ground movements which has detrimental effects on the athletic activities. We understand you would like to regrade the athletic field such that it•can be used for either baseball or soccer purposes. The purpose of this geotechnical exploration and review is to determine the reasons for the past ground movements, and evaluate future performance and options. A second park improvement being considered is the reconstruction or surfacing of the parking lot located to the southwest of the warming house. We assume the parking lot will maintain the same general surface elevation, location and size as the existing lot. We understand the lot is primarily intended for automobile parking, and not intended to accommodate heavier truck • traffic. The presented project information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. SITE CONDITIONS Surface Observations The current athletic field area is generally level, although includes a rather large stockpile in the central area. 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 ground 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 ON section of this re . port. Ground water levels were measured within Borings #1-3 at depths ranging from 11/2' 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. • GEOTECHNICAL, CONSIDERATIONS Review of Soil Pro erties 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 • ground water level and the potential for the on-site soils to allow capillary rise can result in ice lense formation, which can greatly exaggerate frost heaving. • AET #96-1343 - Page 6 Cause of Past Movements We judge that the majority of the past ground movements would be associated with consolidation of the peat 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 deposit. in addition to the soil consolidation, the potential for soil frost heaving and ice lense 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 '/z' of the existing surface, surface settlements should remain within about 1/2'. Variation of load 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 ground 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 s 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 ;eotextile 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 :onstruction), we recommend the resultant subgrade fill be comprised of a sand which contains Etss than 5% by weight passing the #200 sieve and less than 40% by weight passing the #40 ieve. This sand should be compacted to a minimum of 98% of the standard Proctor density ASTM:D698). )ur recommended pavement section thickness designs appear on the following table. The table rovides a design for a "10 year" pavement life and a "20 year" pavement life. This design is )ased 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" 6" SUBSURFACE EXPLORATION 'he subsurface exploration program consisted of four standard penetration test borings and one :fight auger boring, performed on March 29, 1995. The borings were preselected by our firm, s generally discussed with you. The actual locations were measured in the field, referenced ) the existing warming house. The final boring locations appear on the Boring Location sketch 7igure 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 the water 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: (rZiAkwirt Jeffery K. Voyen, PE James C. Rudd, PE Vice President, Geotechnical Division Pr%naipal 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 • • 112' > { IC3 90 ear-of("xi fie i/Se_ • 85' > ( 30 X05 30 4, 70' S 3 d14.9 N Aloe ZJr:� -- 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 j ENGINEERING SUBSURFACE BORING LOG TESTING, INC. 4 AET JOB NO: 95-1343 LOG OF BORING NO. 1 (p. 1 of 1) PROJECT: WOODCREST PARK IMPROVEMENTS: MOUNDS V1F'W, MN DEPTH SURFACE ELEVATION: 100.1 GEOLOGY N MCI SAMPLE REC. FIELD&LABORATORY TESTS IN FEET MATERIAL DESCRIPTION I TYPE IN' WC DEN LL I PL I -200 Fill, mostly silty sand, black 1 _^Fill, mostly sandy lean clay with a little gravel, 6 M i SS 16 brown 2 — FILL Fill, mostly silty sand with peat, brownish 7 M SS. 14 3 1 gray, black and brown a ] 4 M I SS 15 6 — 7 — RIM 8 — PM 2 M SS 13 524 9 -, KM 10 — Hemic peat, black, moist (PT) 2 M ' SS 15 mg ill i1 — NM PM 12 PM — RA SWAMP 13 — pm DEPOSIT 2 M ' SS 14 14 — PIM 15 — MR 1 MISS 12 242 16 MI PM 17 — PM PPR 18 — PM FM 19 — PM 20 — Sand with silt, fine grained, gray, COARSE waterbearing, medium dense(SP-SM) ALLUVIUM 15 W ' SS 18 21 END OF BORING DEPTH: DRILLING METHOD 1 WATER LEVEL MEASUREMENTS _ NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-19.5' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/29/95 I 11:08 I 21.0 19.5 17.4 10.3 SHEETS FOR AN 3/29/95 11:15 21.0 0 1 8.1 1 7.0 EXPLANATION OF BORINGTERMINOLOGY ON COMPLETED: 3/29/95 13/29/95 2:07 21.0 0 6.3 j 1.5 CC: DB CA: KT Rig: 24 1 I THIS LOG 4/90 ENGINEERING TESTING, INC. SUBSURFACE BORING LOG OB• 95-1343 LOG OF BORING NO. 2 (p. 1 of 1) ?CT: WOODCREST PARK IMPROVEMENTS; MOUNDS VIEW, MN SURFACE FI FVATION: 100.7 GEOLOGY N MC SAMPLE REC.I FIELD&LABORATORY TESTS MATERIAL DESCRIPTION TYPE IN. 1 WC DEN LL 1 PL I%-200 - Fill, mostly silty sand, brown to gray 8 M ' SS 16, FILL -1 Fill, mostly silty sand, black 4 M ' SS 1 00 •• ilL - Hemic peat, black, moist (PT) SWAMP DEPOSIT 3km. 2 M ' SS 16 213 Aii mit 6 W SS 15 Silty sand, fine grained, dark brown to brown, wet, loose (SM/SP) ,_ _ COARSE 7 W ' SS 16 ALLUVIUM S with silt, fine grained, gray, 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 WATER LEVEL MEASUREMENTS NOTE: REFER TO SING CAVE-IN DRILLING WATER .5' 3.25" HSA DATE I TIME I SAMPLEDDEPDEPTH DEPTH FLUID LEVEL LEVEL THE ATTACHED 3/29/95 12:00 } 16.0 14.5 11.7 9.7 SHEETS FOR AN 3/29/95 12:05 16.0 0 7.2 NONE EXPLANATION OF ETED: 3/29/95 3/29/95 2:10 16.0 0 7.1 3.7 TERMINOLOGY ON 3 CA: KT Rig: 24 1 1 I THIS LOG ENGINEERING TESTING, INC. SUBSURFACE BORING LOG JB• 95-1343 LOG OF BORING NO. 3 (p. 1 of 1) CT: WOODCREST PARK IIMPROVEMENTS: MOUNDS VIEW. MN T FIELD&LABORATORY TESTS SURFACE ELEVATION: 100.3GEOLOGY N MC SAMPLE REC. MATERIAL DESCRIPTION TYPE IN. WC DEN I LL PL %-200 Fill, mostly silty sand, a little lean clay, brown, a little black 8 M/F 111 SS 18 Fill, mostly silty sand, a little lean clay, gray Fill, mixture of peat and silty sand, black and 5 F/M SS gray FILL 12 M SS 16 Fill, mostly silty sand, a little bituminous pavement, gray, dark gray, black and brown 5 M SS 14 JAIL • JAL Nifit 3 M SS 16 380 MIA Hemic peat, black and dark brown, moist akse (PT) WIC 4 M SS 18 :"1" SWAMP 1'14 DEPOSIT Jai 344 3 M 1 SS 18 354 adm Jaz apt€ L i Organic clay, gray, soft(OH/PT) y 3 M I SS 18 98 Fibric peat, dark brown, moist (PT) iirrat END OF BORING TH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 5' 425" HSP DEPTH DEPTH DEPTH FLUID LEVEL LEVEL 3/29/95 1:10 21.0 19.5 19.4 18.4 SHEETS FOR AN 3/29/95 1:20 21.0 ( 0 8.1 NONE EXPLANATION OF E DD: 3/29/95 3/29/95 2:09 21.0 0 5.4 4.5 TERMINOLOGY ON CA: KT Rig: 24 I THIS LOG ENGINEERING TESTING, INC. SUBSURFACE BORING LOG N 95-1343 LOG OF BORING NO. 4 (p. 1 of 1) WOODCREST PARK IMPROVEMENTS: MOUNDS VIEW, MN SURFACE ELEVATION: 99.9 GEOLOGY N MC SAMPLE REC. FIELD&LABORATORY TESTS MATERIAL DESCRIPTION TYPE I IN' WC I DEN LL PL %-200 3" Gravel base, brown /' M — DS Fill, mostly sand with silt and gravel, brown / I F _ DS M DS.. 28 Fill, mostly silty sand with some organic clay, FILL gray Fill, mixture of silty sand and peat, dark M l DS brown END OF BORING • TH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED -52." FA - DEPTH DEPTH DEPTH .. FLUID LEVEL LEVEL 3/29/95 1:50 5.0 0 4.8 NONE SHEETS FOR AN EXPLANATION OF ETED: 3/29/95 I I TERMINOLOGY ON THIS LOG 3 CA: KT Rig: 24 rilENGINEERING SUBSURFACE BORING LOG TESTING, INC. • AET JOB NO: 954343 LOG OF BORING NO. 5 (p. 1 of 1) PROJECT: WOODCREST PARK IMPROVEMENTS; MOUNDS VIEW, MN DEPINIH SURFACE ELEVATION: 100.2 GEOLOGY N MC SAMPLE REC. FIELD&LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN' WC DEN LL I PL 190-200 -\3" Gravel base, brown r= I _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 —� I �` SWAMP 5 — Organic clay, gray, very soft(OH/PT) DEPOSIT 2 M SS 12 6 END OF BORING • DEPTH: DRILLING METHOD I WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE E SAMPLED CASING CAVE-IN DRILLING WATER THE ATTACHED 0-4.5' 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL • 3/29/95 9:22 6.0 4.5 4.8 NONE SHEETS FOR AN 3/29/95 9:25 6.0 0 3.4 I NONE EXPLANATION OF BORING I TERMINOLOGY ON COMPLETED: 3/29/95 1 CC: DB CA: KT Rig: 24 I 1 I THIS LOG 4/90 AIERIC9N CONSULTANTS • GEOTECHNICAL ENGINEERING • MATERIALS • ENVIRONMENTAL • immig TESTING, INC, REPORT OF SIEVE ANALYSIS 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•Mankato•Rochester•Wausau EXPLORATION/CLASSIFICATION METHODS S ling Methods Wlit-Spoon 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 blows 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. Classification 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 7.imits) 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 infogranon 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 borehole where free water is encountered • Drilling Fluid Level: same as Water Level,except that the liquid in the borehoie 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 lore 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-limit, COT: Clean-out tube q,: Pocket penetrometer sticugth, 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-cros 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 • blows per foot (see notes) MOISTURE/ COLUMN)OST CONDITION (MCCOLUMN) wireline core barrel PQ: PQ wireline 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 PENETRATION TEST NOTES core run). Zero indicates no sample recovered. REV: Revert drilling fluid The standard penetration test consists of driving the sampler SS: Standard split-spoon sampler (steel; 1'/8" with a 140-pound hammer and counting the number of blows 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 (I) 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 III . 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. ,-r1JJlrlL"iti i ILA' yr JlJ1i-J rt../r-1 CIVL711VCZ..rtll t� . f�t--i ../.:_.. ,AtiERICA.N ENGINEERING ASTM Designation: D 2487 TESTING, INC. (Based on Unified Soil Classification System) Soil C.assification • Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Group Group Name3 Symbol ;e-Grained Soils Gravels Clean Gravels Cu�4 and 15Cds3` GW Well graded gravel' than 50%retained on More than 50%coarse ..Less than 5% fines 200 sieve fraction retained on Cu-r4 and/or 1>Cc>3` GP Poorly graded graver' No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravee.Gm More than 12%fines= Fines classify as CL or CH - - GC Clayey gravel''0'M Sands Clean Sands Cu...+6 and 10 Cc53` SW Weil-grades sand' 50%or more of coarse Less than 5% fineso fraction passes No. Cusp and/or 1,-Cc,-34SP.---;' Poorly graded sand' — 4 sieve Sands with Fines Fines classify as ML or MN SM Silty sandd'N" More than 12%tines? Fines classify as CL or CH SC Clayey sande•~' rained Soils Silts and Clays inorganic PI>7 and plots on or above CL Lean clayKLA0 it more passes the Liquid limit less than 50 "A" lined' 200 sieve PI<4 or pats below "A" ML SiltiJl"' line' organic Liouid limit-oven deed<0.75 OL Organic clay M" Liquid limit-not dried Organic silt'-M 0 Silts and Clays inorganic PI plots on or above "A" line CH Fat clayK" Liquid limit 50 or more PI blots below"A"line MH Elastic silt'«'[" • organic Liouid limit-oven dned <0.75 OH Organic clayx'-'u P Liouid limit-not dried Organic silt`u-m.o uganic soils •Primarily organic matter.dam in color.and organic odor PT Peat :ea on the material passing me 3-in.(75'mml sieve. (O_jZ "It Atieroerg limns 0102 in natenea area.sod is a CL•ML. etc sample contained cobbles or boulders.or both.add -Cu . 0w/Oto Co . silly day. COWS or boulders,or both"to group name. 0, Qso Klt soil contains 15 to 29%plus No.200.add"with sand" ,vacs win 5 to 12%lines require dual symoois: 'If soil contaits.,-l5%sand.add-with sand":o group or"with gravel."wnicrever is predominant. N-GM well-graded graver with silt name. 11t sod containa730%plus no.200.predominantly sand. N-GC werl-graaeo gravel win day dtf fines dassity as CL-ML.use dual symool GO-GM.or add"sandy"to to group name. °-GM Poorly graded gravel with silt SC-SM. 'mit soli conntnsa O%plus No.200.predominantly °-GC peony graced graver with day "If fines are organic.add"with organic hoes"to group gravel.add"gravelly"to group name. rids with 5 to 12%fines remora dual symOois: name. "Pisa and pats on or above"A"line. NSM well-graded sand win sot 'It SOS contains>05%gravel.add"win graver"to groins dP4s4 or plots below"A"line. V-SC wNl-graced sand with day name. • 151 pats on or above"A"line. '-SM 000ny graded sand with silt Opt prod below"A"line. '-SC poorly graced sand with day . SIEVE ANALYSIS 60 y SCREEN-114 I sieve Na I For classification of fine-,rained soils 3 2,r, v, o zo w w ,.o z000 and rine-rained Traction or coarse-grained I H SO- sous. i ; I I I 1 1 a Equation of'A.-line \C'(i 'I z0 0 X Horizontal at PI-4 to LL-25.5.I = w then PI-0.73(LL-Z0) '^3/I ' ; ' Ibw-i6.. I I I I _ C a0-3{ a Z EOuation at'u'-line � I ; ;i I I I I 11 I �O WN. Vertical at LL=16 roPIa7 //' G e< r then PI.0.9(LL-3) / ll ! I I I I i I H Sa - / ' loo z IIo--zseva ! W / • •jso / 0 • t 0 a // 1 �e I MH oR OH I o..-o.ors D. 1I " ' I 1 I 1 1 i tido 10 i/ G so ia s ..0 3.s o.i0 7 MLoR OL PARTICLE SIZE IN MILLIMETERS 4�- //'.0 tR %// I I I Oo :1-47.-63-2°° C-1J�O -mR3_ a to iszo 30 .o so 60 70 30 90 loo no LIQUID LIMIT (LL) GENERAL TERMINOLOGY NOTES FOR • SOIL IDENTIFICATION AND DESCRIPTION GRAIN SIZE GRAVEL PERCENTAGES erm ASTM AASHTO Term Percent ulders Over 12" Over 3" A Little Gravel 3'0-15% Jbbles 3" to 12" - With Gravel 15%-30% ;ravel #4 sieve to 3" #10 sieve to 3" Gravelly 30%-50% Sand #200 to#4 sieve #200 to #10 sieve es (silt Pass #200 sieve Pass #200 sieve : clay) CONSISTENCY OF PLASTIC SOILS RELATIVE DENSITY OF NON-PLASTIC SOILS 'Term N-Value. BPF Term N-Value. BPF _y Soft less than 2 Very Loose 0-4 Soft 2-4 Loose 5-10 edtum J-8 Medium Dense 11-30 S ti 9-15 Dense 31-50 "y S . 16-30 Very Dense Greater than 50 "-lard Greater than 30 FIBER CONTENT OF PEAT (ASTM D4427) 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 Laminations - 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 AMERICAN ENGINEERING TESTING, INC.