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Home My WebLink AboutResolution 6772.t r Existing Certs 796239 Doc No T05459649 Certified, filed and/or recorded on Jul 10, 2017 4:30 PM Office of the Registrar of Titles Hennepin County, Minnesota Martin McCormick, Registrar of Titles Mark Chapin, County Auditor and Treasurer Deputy 126 Document Recording Fee Document Total This cover sheet is now a permanent part of the recorded document. Pkg ID 1573830M $46.00 $46.00 CITY OF ORONO RESOLUTION OFJHE YTY COUNCIL NO. 7 2 A RESOLUTION APPROVING A CONDITIONAL USE PERMIT PURSUANT TO MUNICIPAL ZONING CODE SECTIONS 78-967; 78-1283; and 78-1286 FILE NO.17-3939 WHEREAS, on April 19, 2017, John Bailey (the "Applicant"), applied for a conditional use permit (a "CUP") pursuant to City Code for the property addressed 2807 Casco Point Road and legally described as: Lots 123 and 124, Spring Park, Hennepin County, Minnesota, according to the recorded plat thereof. Also That part of vacated Lake Shore Avenue and of the tract of land lying between said avenue and shore of lake which lies between the Southwesterly extension of the Northwesterly line of Lot 124 and the Southeasterly line of Lot 123. (hereinafter the "Property"); WHEREAS, the Applicant has made application to the City of Orono for a CUP pursuant to Orono Municipal Zoning Code Sections 78-967; 78-1283; and 78-1286 to allow removal of approximately 300 cubic yards of compromised soil material on the Property's failed lake slope and replace it with approximately 500 cubic yards of angular soil to be compacted and restored as shown on the plans within 75 feet of the ordinary high water level of the lake; and WHEREAS, on May 15, 2017, after published and mailed notice in accordance with Minnesota Statutes and the City Code, the Planning Commission held a public hearing, at which time all persons desiring to be heard concerning this application were given the opportunity to speak thereon; and WHEREAS, on May 15, 2017, the Planning Commission recommended approval of the CUP; and WHEREAS, on June 12, 2017, the City Council directed preparation of findings for approval of the CUP; and WHEREAS, on June 26, 2017the City Council reviewed the application and the recommendations of the Planning Commission and City staff; and CITY OF ORONO RESOLUTION OF THE CITY COUNCIL NO. 6772 NOW, THEREFORE, BE IT RESOLVED that the City Council of Orono, Minnesota hereby approves the requested CUP as described above based on one or more of the following findings of fact concerning the Property: FINDINGS OF FACT: 1. This application was reviewed as Zoning File #17-3939. The analysis contained within staff memos and the exhibits attached to the aforesaid memos, all minutes from the above mentioned meetings, and any and all other materials distributed at these meetings are hereby incorporated by reference. 2. The Property is located in the LR -1C One Family Lakeshore Residential Zoning District. 3. Applicant has applied for the following approval[s]: a. Conditional Use Permit for Grading over 500 cubic yards within the Shoreland. b. Conditional Use Permit for Grading over 50 cubic yards within the 75 -foot Setback from the lake. 4. The plans provided by the Applicant include landscaping solutions to deal with site drainage and slope stabilization; the scope of work includes subsurface drainage infrastructure along with grading and vegetation. 5. In considering this application for CUP, the Council has considered the advice and recommendation of the Planning Commission and the effect of the proposed CUP upon the health, safety and welfare of the community, existing and anticipated traffic conditions, light and air, danger of fire, risk to the public safety, and the effect on values of property in the surrounding area. CONDITIONAL USE PERMIT ANALYSIS: 1) Consistent with the community management plan; The intent for the proposed grading is residential in nature, is consistent with the permitted uses for the Property, and is compliant with the zoning code and comprehensive plan. 2) Compliant with the zoning code, including any conditions imposed on specific uses as required by article V, division 3 of the City Code; The proposed slope restoration, grading, and plantings are residential in nature and are compliant with the zoning code. 3) Adequately served by police, fire, roads, and stormwater management; This statement is true. CITY OF ORONO RESOLUTION OF THE CITY COUNCIL NO. 6772 4) Provided with an adequate water supply and sewage disposal system; This statement is true. 5) Not expected to generate excessive demand for public services at public cost; This statement is true. 6) Compatible with the surrounding area as the area is used both presently and as it is planned to be used in the future; The proposed restoration work within the 75 -foot setback area should have no impact on surrounding lands and is intended to avoid further damage. Drainage patterns for runoff leaving the adjacent sites will not be significantly altered. Once completed the existing staircase and new plantings should be the only visual changes when viewed from the lake. 7) Consistent with the character of the surrounding area, unless a change of character is called for in the community management plan; The proposed restoration work within the 75 -foot setback area is intended to avoid further damage. Drainage patterns for runoff leaving the site will not be significantly altered. The import and export of materials is necessary to restore the slope failure, once completed, it will have no impact on surrounding lands. The slope, once vegetated and landscaped should not have an adverse impact on the neighborhood or the lake. 8) Compatible with the character of buildings and site improvements in the surrounding area, unless a change of character is called for in the community management plan; The Applicant is proposing to remove approximately 300 cubic yards of unstable material and replace with approximately 500 cubic yards of clean, angular soil to stabilize the slope and aid in stormwater management. It is likely adjacent lakeshore properties will not be impacted. The transfer of materials on and off the site will be reviewed and monitored closely by the City's engineer to assure that adjacent properties and the lake are not adversely impacted. 9) Not expected to substantially impair the use and enjoyment of the property in the area or have a materially adverse impact on the property values in the area when compared to the impairment or impact of generally permitted uses; The proposed use of the Property will not be changing as a result of the proposed grading activity so there should be no change in the use and enjoyment of adjacent properties. 10) Provided with screening and buffering adequate to mitigate undesirable views and activities likely to disturb surrounding uses; The finished slope will be vegetated and CITY OF ORONO RESOLUTION OF THE CITY COUNCIL NO. 677 2 landscaped; it should blend into the Property. The project, once completed, should not result in undesirable views requiring mitigation. 11) Not create a nuisance which generates smoke, noise, glare, vibration, odors, fumes, dust, electrical interference, general unsightliness, or other means; This statement is true. 12) Not cause excessive non-residential traffic on residential streets, parking needs that cause a demonstrable inconvenience to adjoining properties, traffic congestion, or unsafe access; The Applicant will be required to keep debris off of the public roadways. The noise resulting from the trucks hauling and equipment moving the material in and around the site should be minimized to the extent possible. The grading project will be monitored by the City Engineer and planning staff so as to minimize nuisances during the project. 13) Designed to take into account the natural, scenic, and historic features of the area and to minimize environmental impact; The project has been designed to take into account the natural, scenic, and historic features of the area and to minimize environmental impact. The long term effect of the project should result in minimal environmental impacts. The project will be monitored by the City to prevent erosion from the site. 14) All exterior lighting shall be so directed so as not to cast glare toward or onto the public right-of-way or neighboring residential uses or districts; there should be no lighting or glare resulting from the grading project; and 15) Not detrimental to the public health, public safety, or general welfare. This statement is true. CONCLUSIONS. ORDER AND CONDITIONS: Based upon one or more of the above findings, the Orono City Council hereby grants a CUP pursuant to Orono Municipal Zoning Code Sections 78-967; 78-1283; and 78-1286 to allow removal of approximately 300 cubic yards of compromised soil material on the Property's failed lake slope and replace it with approximately 500 cubic yards of angular soil to be compacted and restored as shown on the plans within 75 feet of the ordinary high water level of the lake, subject to the following conditions: 1. Council approval is based on the entire record, above Findings. 2. The approved project shall conform to the grading plan from Otto Associates dated 03/10/17 and revised 06/01/17 and plans submitted by the Applicant (hereinafter 4 CITY OF ORONO RESOLUTION C6 j?gCgY COUNCIL NO. 6772 collectively the "Plans") and annotated by City staff, attached to this Resolution as Exhibits A & B. 3. Any amendments to the Plans which are not in conformity with City codes may require further Planning Commission and City Council review. 4. Hauling shall occur during allowed construction hours only Monday through Friday 7 am to 8 pm (and between 8 am and 8 pm on weekends and holidays). 5. The street shall be swept daily, or as needed, to keep debris off of City streets. 6. Contractor(s) shall post a contact number and be able to respond to complaints in a timely fashion. 7. Any amendments to the Plans which are not in conformity with City codes may require further Planning Commission and City Council review. 8. Authorities granted by this resolution run with the Property not with the Applicant, but are permissive only and must be exercised by obtaining an administrative Zoning Permit for the work and commencing construction of said project. A Zoning Permit must be received by the Applicant within one year of the date of Council approval, or the variance will expire on that date (June 26, 2018). 9. Applicant shall submit an as -built survey in order to final the permit and for the City to refund any escrow funds held. 10. Violation of or non-compliance with any of the terms and conditions of this resolution may result in the termination of any authority granted herein. ADOPTED by the Orono City Council on this 26th day of June, 2017. ATTEST: Anna Carlson, City Clerk 5 CITY OF ORONO: Dennis Walsh, Mayor rn41 4 n —0L6— o 6772 Res No Exhibit A #17-3939 R m� O � c � Wct V 2 rn41 4 n —0L6— o 6772 Res No Exhibit A #17-3939 6772 Res No mm Exhibit B #17-3939 ♦�^ ' / a / / 'gra+` � E Jj oc . o Q / 4q �`: cd 23 b �m � � N ` 4 . x�u l(j m �U 0.4 1. Cd �x LL AW\t- j T+ ' fit, U�i' /a59' eg5o q•9"/q�gy Av��/ v iP f� ��„� > 'pCL Vcz- R cL� KKK K K K K K KKK M1 U �„ e OQ.� W F FFit � g Y < O J 2n ^ g d§� � (n u) ' 4/ 4 67 7 2 In VC 'Cob I 444100 i. de s ry Ila 0.0 xil 9x moi/ � � •� ,� 1 �. - � � � � � � + � k � ci is x L 6 `C top XK 04 4. T ' x • e\ 4I+ lyn ZZ 4-1 Joe 41 •� a ZIL ,€;$ u an, y W -4 h h N N N u{ NO�C a O 20 X e0ttt a z�fi€ o; z 3 Y Eta a �a v� r oQ FINAL CRAKE. INC_ The Building Materials: Excavate the silt and mud. Export off site. • Import topsoil (structural) blended and screened with no rocks or sticks. • The three washout areas are 35 x 40. The geostructural product will be staked deep. See brochure on product. 6772 • 7:30 AM start time and 6:00 PM end time in the evening. No weekend work. Start as soon as possible to gain the growing season for plant root structure. • We will practice minimal traffic impediment as we drop off and pick up equipment. There is room to load trucks at the driveway. • The site is quite private. Normal Skid Steer noise. All new tier 4 equipment deletes any smoke smell. RECEIVED APR 19 2017 CITY OF ORONO 3441 Bluff Drive - Jordan, MN 55352 952-492-5100 • Fax 952-492-5101 # 3939 A. JP_ -R �Lc r7 c4vff Ac RO 1 1+ 7-1 - - I _.;J 4w VI -10 I n- r Filtrexx Bank Stabilization Solutions, Reliable Stabilization Systems with Filtrexx Techn... Page 6 of 6 • S • • 11 • \ FIRT,• Mattel 011101 PRO A ir-TIETWX MUM• fl ii 11 1 • / l 7 • • NITTRA SEEDED ;'ILTREXX® GROSOXX To (8"— 12" TYP.) OR LIVE PLANTED (SEE NOTE 5) LIVE WILLOW STAKES OR OTHER PLANT MATERIAL FROM SEED OR FROM LIVE PLUGS ORANGE WITNESS BARRIER OVERLYING FLW 20 GEOGRID WRAPPED AROUND FILTREXX6 GROSOXX` FASCIA OR OTHER STRENGTH �. (FLW 35 OR FLW 55) 40fw— - FACE BATTER (MAX 2:1) ` NOTES - I_ ALL MATERIAL TO MEET FIL7REXX* SPECIFICATIONS. 2 GRDSOXX" FILL TO MEET APPLICATION REQUIREMENTS. 3. ALL GROSOXXw TO 13E SEEDED PER LANDSCAPE ARCHITECT'S SPECIFICATIONS. 4. BACKFILL TO BE PLACED PER ENGINEER'S REQUIREMENTS. 5. GEOGRID STRENGTH. LENGTH AND VERTICAL SPACING TO BE DETERMINED BY ENGINEER. GEOGRID — NO STRANDS ARE TO BE CUT DURING PLANTING, ETC. WE RECOMMEND 81—DIRECTIONAL STRENGTH FOR CONSTRUCTION EASE. 6. NATIVE AND DRAINAGE BACKFILL TO BE SEPARATED BY NON—WOVEN FILTER FABRIC. J. MAXIMUM HEIGHT RECOMMENDED: TEN FEET EXPOSED HEIGHT. S. FILTREXX* GROSOXXw DEPENDS ON APPUCA71ON (SIZE DEPENDENT ON PROJECT) 9. MATNESS BARRIER SHOULD BE OPEN MESH GRID TO PERMIT PLANTING. �'' j I`��, These grophk representations are intended for SCALE: T preliminary design purposes only and are not NONE FILTREXX ED®ESAVER STMAM signature 6e �:ad far construction r etion professional without the BANK STABN.IZATtON SYSTEM .u..• .s....e..e.as,.• signature of o registered professiond engineer. Filtrexx Bank Stabilization System W http://www.fltrexx.com/en/applications/stabilization/bank-stabilization 5/10/2017 6772 Katherine Marxen Fronx Ron Anderson Sent Tuesday, April 18, 2017 4:29 PM To: Katherine Marren Subject: Fwd: Bailey - Plantings Sent from my Verizon, Samsung Galaxy smartphone -------- Original message -------- From: Ellie Dahl <ellie(c�,nor ' .net> Date: 4/18/17 3:24 PM (GMT -06:00) To: Ron Anderson <randerson@finalQrade.com> Subject: Bailey - Plantings Ron, I have reviewed the documents that were sent over to us and spoke with George about some plant options we would suggest for the slope. Below are a few I'd suggest: Red -Osier Dogwood (shrub) - cornus stolonifera Ninebark (shrub) - physocarpus capitatus Snowberry (shrub) - sympthoricarpos albus GroLow Sumac (groundcover) - rhus aromatica Crown Vetch (groundcover) - coronilla varia Allium (native wildflower) - allium stellatum RECEIVED Yarrow (native wildflower) - achillea millefolium Blue Rug Juniper (low growing evergreen) - juniperus horizontalis 'WiltoniiAPR 19 2017' CITY OF ORONO There a quite a few options available but these are the few I suggest that are easy to get and seem to do well in our area. I tried to give a variety of both shrubs, wildflower, and groundcover that all do well in a very sunny climate. Not only is having a variety nice aesthetically, but it has it's benefits with erosion as well. Having the variety of sizes will do a good job of breaking up/slowing down rainfall as it falls and hits the slope which in turn minimizes erosion during a rainfall event. # 3939 9L 'g96 X L 6 ,996 X (J � 10.9 SX + a0uad—... 8•L96=d01 137N/ N/d2/0 96• a' o� \ \ ?96X X g4 '696 6L '696 XM&38 NOI14 x'96 481-,4rl 3OV&D r\• \•\\\ \ \\ \ / Xlfi 696 OZ6 \ \ \ Of 105Z 6 X I 6` d 60/1-- 0 0 I9'OL a 0 o �37N/ OZ96-dO1600 0 ��/ AfIVd0 kzz � �� 60 0� o o \ OMVA „Zl sy ti o �o s 6� PIZ'o :' o od s8. op 6)ar gys .01'o000 4w�� , 0} 5"696 1 �0�6 X4'9'9! 99'996 0 / gS'696X / � Z'L96 � 4� mo w Ham P .M XZ6'696 a `O o 06 XbZ'696 00 a oa X bL '696 ,p ddw d3dd \ OL '996 X 96X \ �% yn, r y \ \ 896 X LL '896 3V V / Y l V �O 10 S'Z'L96X � rn c, z , 9 677a 1 S 3 P To NW inlet NW Depression 2S 4P To SE inlet SW Depression Subcat Reach On Link Routing Diagram for 160478 HydroCAD ❑ I Prepared by Microsoft, Printed 6/1/2017 HydroCAD® 10.00-20 s/n 03113 0 2017 HydroCAD Software Solutions LLC 67TH 160478 HydroCAD MSE 24 -hr 3 10 -Year Rainfall=4.26" Prepared by Microsoft Printed 6/1/2017 HydroCAD®10.00-20 s/n 03113 @2017 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: To NW inlet Runoff = 0.29 cfs @ 12.12 hrs, Volume= 0.012 af, Depth> 1.85" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.26" Area (ac) CN Adj Description 0.010 98 Unconnected pavement, HSG C 0.070 74 >75% Grass cover, Good, HSG C 0.080 77 76 Weighted Average, UI Adjusted 0.070 87.50% Pervious Area 0.010 12.50% Impervious Area 0.010 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2S: To SE inlet Runoff = 0.34 cfs @ 12.12 hrs, Volume= 0.015 af, Depth> 1.78" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24 -hr 3 10 -Year Rainfall=4.26" Area (ac) CN Adj Description 0.010 98 Unconnected pavement, HSG C 0.090 74 >75% Grass cover, Good, HSG C 0.100 76 75 Weighted Average, UI Adjusted 0.090 90.00% Pervious Area 0.010 10.00% Impervious Area 0.010 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 3P: NW Depression Inflow Area = 0.080 ac, 12.50% Impervious, Inflow Depth > 1.85" for 10 -Year event Inflow = 0.29 cfs @ 12.12 hrs, Volume= 0.012 of Outflow = 0.28 cfs @ 12.14 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.9 min Primary = 0.28 cfs @ 12.14 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 968.10'@ 12.13 hrs Surf.Area= 68 sf Storage= 9 cf Plug -Flow detention time= 0.4 min calculated for 0.012 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 788.6 - 788.2 ) 6772 160478 HydroCAD MSE 24 -hr 3 10 -Year Rainfall=4.26" Prepared by Microsoft Printed 6/1/2017 HydroCAD®10.00-20 s/n 03113 02017 HydroCAD Software Solutions LLC Page 3 Volume Invert Avail.Storage Storage Description #1 967.80' 137 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 967.80 0 0 0 968.00 35 4 4 968.80 300 134 137 Device Routing Invert Outlet Devices #1 Device 2 967.80' 0.4" x 3.0" Horiz. Orifice/Grate X 45.00 C= 0.600 Limited to weir flow at low heads #2 Primary 967.80' 8.0" Round Culvert L= 70.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 967.80'/ 966.92' S= 0.0126'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.27 cfs @ 12.14 hrs HW=968.09' (Free Discharge) ttCulvert (Inlet Controls 0.27 cfs @ 1.84 fps) 1=Orifice/Grate (Passes 0.27 cfs of 0.98 cfs potential flow) Summary for Pond 4P: SW Depression Inflow Area = 0.100 ac, 10.00% Impervious, Inflow Depth > 1.78" for 10 -Year event Inflow = 0.34 cfs @ 12.12 hrs, Volume= 0.015 of Outflow = 0.34 cfs @ 12.14 hrs, Volume= 0.015 af, Atten= 1 %, Lag= 0.9 min Primary = 0.34 cfs @ 12.14 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 968.13'@ 12.14 hrs Surf.Area= 77 sf Storage= 11 cf Plug -Flow detention time= 0.5 min calculated for 0.015 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 790.1 - 789.8 ) Volume Invert Avail.Storage Storage Description #1 967.80' 131 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 967.80 0 0 0 968.00 35 4 4 968.80 285 128 131 Device Routing Invert Outlet Devices #1 Device 2 967.80' 0.4" x 3.0" Horiz. Orifice/Grate X 45.00 C= 0.600 Limited to weir flow at low heads #2 Primary 967.80' 8.0" Round Culvert L= 70.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 967.80'/ 966.92' S=0.0126'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf 6772 160478 HydroCAD MSE 24 -hr 3 10 -Year Rainfall=4.26" Prepared by Microsoft Printed 6/1/2017 HydroCAD®10.00-20 s/n 03113 02017 HydroCAD Software Solutions LLC Page 4 Primary OutFlow Max=0.33 cfs @ 12.14 hrs HW=968.12' (Free Discharge) LLCulvert (Inlet Controls 0.33 cfs @ 1.94 fps) 1=Orifice/Grate (Passes 0.33 cfs of 1.03 cfs potential flow) GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Slope Reconstruction 2807 Casco Point Road Orono, Minnesota PREPARED FOR: Final Grade, Inc. 3441 Bluff Drive Jordan, MN 55352 PREPARED BY: Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 16-0978 January 3, 2017 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. John T. Carlson, P.E. Senior Engineer License Number. 20663 Expires June, 2018 `,x/111111,, lw • M 20663 0% % � . OF MjAA �•. 'r" I I %% 6772 1.0 INTRODUCTION 1.1 Project Description Final Grade, Inc. (Final Grade) is preparing to reconstruct the failed slope at 2807 Casco Point Road in Orono, Minnesota. We understand that Barr Engineering previously evaluated the slope failure and presented the owner with several different design options to repair the slope failure. Final Grade retained Haugo GeoTechnical Services to perform a geotechnical exploration to evaluate the suitability of site soil and groundwater conditions and provide our opinion on the proposed slope reconstruction at the site. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide our opinion on the proposed slope reconstruction at the site. 13 Site Description The project site is located at 2807 Casco Point Road in Orono, MN. The site currently contains one residential home that is located about 55 feet northeast of the crest (top) of an existing slope along Lake Minnetonka. The house area and backyard of the project site is relatively flat with the surface elevations at the soil boring locations ranging from about 970 feet to 9691h feet. The slope is relatively steep and is indicated at about 40 degrees on the Barr Engineering documents provided. The height of the slope from the crest to Lake Minnetonka is about 30 feet. The slope face generally contains small trees and brush with an existing stairway to Lake Minnetonka. Portions of the slope face failed during a period of heavy rain in June 2014. The slope failure was not repaired and portions were covered with plastic sheeting. 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services, LLC proposal 16-0978 dated November 15, 2016. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing two (2) standard penetration test soil borings and extending each to a nominal depth of 40 feet. • Recording GPS coordinates of the soil boring locations and elevations. • Visually/manually classifying the samples recovered from the soil borings. • Performing laboratory tests on selected samples. 1 42. A field log of each boring was prepared by the HG'S drill crew. The logs contained visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N -value, "blows per foot") and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions The soil borings encountered about 1 foot of topsoil at the surface. The topsoil consisted of sandy lean clay that was black in color. Beneath the topsoil, the borings encountered native alluvial lean clay soils that extended to around 4 feet below the ground surface. Penetration resistance values (N -values), shown as blows per foot (bpf) on the boring logs, of 8 blows per foot (bpf) were recorded in the lean clays which indicate a medium consistency. Underlying the topsoil and alluvial clay soils, the soil borings encountered glacial till soils that extended to the boring termination depths of about 40 feet. The glacial till soils consisted mainly of clayey sand, with upper layers of sandy lean clays and lean clays encountered at boring SB -1. N -values of 10 to 26 bpf were recorded in the glacial till soils. These values indicate the clayey sands had a medium dense relative density with upper loose zones while the sandy lean clays/lean clays had a stiff consistency. 3.2 Groundwater Groundwater was encountered in both soil borings after drilling between depths of about 31 % to 34 feet which correspond to elevations of about 936 to 938. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of the glacial till soils encountered, it is likely that insufficient time was available for possible perched groundwater to seep into the bore hole and rise to its hydrostatic level. The Minnesota DNR reports the Ordinary High Water Level (OHW) of Lake Minnetonka to be around an elevation of 929 % feet. 3 6!7 Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in groundwater levels should be expected. 3.3 Laboratory Tests Laboratory moisture content and percent passing the Number 200 sieve (P-200 content) tests were performed on selected samples recovered from the soil borings. A summary of the laboratory testing is presented in the Table 1 below. The moisture contents of the samples are also provided on the soil boring logs opposite the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* P-200 (%)* SB -1 S-2 212 27'/2 - SB -1 S-3 5 26 5912 SB -1 S-4 71/2 23 I - SB -1 S-6 121/2 16 Y2 - SB -1 S-7 15 161/2 39 S13-1 S-8 20 1612 - SB -1 S-10 30 1412 28 SB -1 S-12 40 14'/4 - SB -2 S-14 21/2 2612 - SB -2 S-15 5 1712 35 SB -2 S-16 71/2 17% - SB -2 S-18 12'2 18 - SB -2 S-19 15 14 - SB -2 S-20 20 17Th - SB -2 S-21 25 16 3212 SB -2 S-22 30 151h - SB -2 S-24 40 16 - *P-200 tests and moisture contents were rounded to the nearest 12 percent 3.4 OSHA Soil Classification The soils encountered in the borings consisted of both granular (sand) and cohesive (clay) soils. The cohesive soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while the granular soils will generally classify as Type C soils. 4 APPENDIX N = Approximate Soil Boring LocationE S GPS Boring Locations Referencing Minnesota County Coordinates Basis - Hennepin County (GEOID09 Conus malel) Elevation Northing Easting Boring Number Soil Boring Location Sketch Figure #: 1 Haugo GeoTechnical Services. (US Survey Feet) Coordinate Coordinate SB -1 970.0 149485.379 438364.937 5B-2 969.3 1 149530.864 438303.037 Referencing Minnesota County Coordinates Basis - Hennepin County (GEOID09 Conus malel) Soil Boring Location Sketch Figure #: 1 Haugo GeoTechnical Services. 2807 Casco Point Road Drawn RD /2 Date: 111/22/i6 2825 Cedar Avenue S. Orono, Minnesota Scale: None Minneapolis, MN 55407 Project #: 16-0978 A G0 Haugo GeoTechnical Services BORING NUMBER SB -1 VgpTEcHNicAL 2625 Cedar Ave PAGE I OF 1 Minneapolis, MN 554057 Telephone: 612-729-2959 6 7) CLIENT Final Grade PROJECT NAME 2807 Casco Point Road PROJECT NUMBER 16.0978 PROJECT LOCATION Orono, Minnesota DATE STARTED 11/21/16 COMPLETED 11/21/16 GROUND ELEVATION 970 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auaer/Solit Spoon AT TIME OF DRILLING — Not Encountered LOGGED BY MS CHECKED BY JC AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING 34.00 ft / Elev 936.00 It with Cave -In Depth of 35 fe t s p v� p MATERIAL DESCRIPTION Lu o. a j z ye 0a W D: m j v z z w Y 4 t 5 8 o 1 o SPS V6�0 UE 80 PL MC LL 80 20 4060 0 FINES CONTENT (%) 0 20 40 60 8 = ^ Sandy Lean Clay, black, moist (Topsod) (CL) Lean Clay, trace Fibers, brown, moist, medium. (Alluvium) - • SS 244 2 6 5 • (CL) Sandy Lean Gay, rust staining, brown, moist, stiff. (Glacial T111) SS 6-7-8 i `......... . (CL) lean Clay, trace Gravel, brown and tight brawn, moist, stiff. (Glacial Till); M SS ;54 10 S _:.. SS 5 4-7-6 (15)_......_.:.. (SC) Clayey Sand, fine to medium grained, trace Gravel, brown to dark brown at 39 feet, moist, medium dense. (Glacial Till) 7SS 6 68-7 13 15 �; ... _ . -... _ .... SS 7 3-&7 12 s 20 SS 4.6.8 8 14 0 25 7-10-14 24 _ ... •:...... c ...... . ' ......:.......i.......:.... SS 9 j 3 30 •.:.. ....... ... _ .: .. . SS 10 5-9-13 22 .. .. 35 i ....... c ......i....... c ..... . SS 11 6.8-8 14 R m 40 SS 3-8-10 12 18 Bottom of borehole at 41.0 feet AUGO Haugo GeoTechnical Services BORING NUMBER SB -2 plarEcHNIOAL 2825 Cedar Ave PAGE I OF I Minneapolis, MN 554057 Telephone: 612-729-2959 % CLIENT Final Grade PROJECT NAME 2807 Casco Point Road b 1 L, PROJECT NUMBER 16.0978 PROJECT LOCATION Orono, Minnesota DATE STARTED 11/21/16 COMPLETED 11/21/16 GROUND ELEVATION 969.3 It HOLE SIZE 31/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auaer/SDIR Spoon AT TIME OF DRILLING — Not Encountered LOGGED BY MS CHECKED BY JC AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING 31.30 It / Elev 938.00 ft with Cave -In Depth of 33.81.4 �� _ o. c WE OJ 0 MATERIAL DESCRIPTION W o �m n.� x O OS 3g� 0 S; m0� w — w le" O != Z Q" � A SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 O FINES CONTENT (%) ❑ 2 40 60 8 �: •. Sandy Lean Clay, bleck, moist. (Topsoil) ALI (CL) Lean Clay, trace Fibers, brown, moist, medium. (Alluvium) 13 • SS 2-4-4 14 g ;......;_.............. 5 I (SC) Clayey Sand, fine to medium grained, trace Fibers, rust stainer at 8 feet, brown and right brown, moist, loose to medium dense. (Glacial Tint) _. . SS 15 347 11 i .... SS 4.4-6 16 10 10 (SC) Clayey Sand, fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Till) SS 17 3-5-6 11 f SS 3-5-7 18 12 .... _.:......:.... 3 .............. 15 ............ ;....... SS 2-5-6 20 �......... ....... . SS 4-" 20 11 0 25 SS 3-7-9 21 (16)............... ...... .. 30 SS 22 546-8 14 35 :.N ............:.....::......:.... SS 23 5-13-13 26 ....... _.................. 40 ... SS 24 57-a 15 o Bottom of borehole at 41.0 feet. Descriptive Terminology of Soil Standard D 2487 - 00 'tJ / Classification of Soils for Engineering Purposes wIrlM�tgY�r (Unified Soil Classification System) 6 Ooscd an the rnatc+at:,acs•+q:nr:-n:75r'�r+s*•.e C it field samCie ;,dere^!M coma+es v rxi::aers or Dor add w.I, caoo+es a oou+:e's a parrr to oyer,• ^eine c C� D,r,10., C D,4 d 403 A!: Sa" tp;ftXop dr',e c CraveK+rr+£ tC 1I4 !nrs rnAsre IRlK s;'rLo:s GYFGM ret.grade: p�avet wq„ s.:: G4Y•GC netlHradcwya,e+wa',::a. GP -Gm COOr:y gradgd �•evei w ,h s 1 GP -GC tach ^;,arm p avct wdh clay r n t-nGs r.:aSVr as CL lift _se due syr,rtui CC•GM dr SC SM p xfnesweaga^e 40: »a^apar.¢f++es :ogo-r<rame h If sol co^tar,s 2 I :.5A gra.et add •an gryser to gro.4 ^arc SMJs vroo 5 M 1, 14 fx-s m,;ie dual arn'.t>`v1 SY:-SM we ICradea sJr: a In es SYrrSf. wcag•ada aJ^e wan r:ah SP•SM rxioaf wa:sn v" wen ,re SP SC to --,:v oraaw sem w•x, car I 11V1fiftWg rmns p'ot m ru:cned yea se 'if, a CL -ML silly day I. Aso4ccrtlaris1C.t02s'ap-31W2.GacwA.nsand* v'wagram. wc�evet,s;,re•�ttsta<x + xsotx:ram2 inn N: i00 p•cddmrranriy swid aW'sanir IDgr"rtj+re n 20Oyetbrnr,ara1rttr8"el add "praM'y Id tpworiann nPt 2 3M pm 4 aots an or amA 1-w o PI < 4 or MS tioli A" +me I: Pi nous Ona above A Ire 0 III L'ri:s tmk7a A � K. so so aso X N T7 30 u y 20 td IL 10 7 4 0 0 Criteria for Assigning Group Symbols and Soils Classification ` Cobbles Group Names Using Laboratory Tests Group OD Dry density Oct OC Organic content WD Symbol Group Name 5 „ o Gravels Clean Gravels C �: 4 and 1:5 C. :j 3 C GW Well gravel - n ,°° ° More than 50 01 coarse traction 51-; w less fines ` C,< 4 andror t >r,>3" GP Poorly graded gravel Gravels with Fines Fines classy as ML or MH GM gravel ` > o a retained on F ones classify as CL or CH GC Clayey ravel No 4 sieve Mote than 12% Ines ' o, � m Sands Clean Sands C. 2 6 arca 1 SC. < 3 SW Well-gratled sand e " 0 C 2 Z 50'.': or more of . S. or less fines ' C. < 6 anaror i >C,> 3 d SP Poor raced sand' 9 A - ° ° U o coarse fractionh Lasses Sands with Fines Frees classify as ML or MH SM Silty sand''r' Frites classify as CL or CH SC Cla e v sand' -' E No 4 sieve More than 124%' ' „ - Sills and Clays tnei n 9a Ic P1 >7 and lots On or above 'A' line r CL Lean clay. PI < 4 of plots below -A- beer ML g,ry • ' o u 4i Liquid lion t Organic Liquid hnut - oven dried c 0 75 OL Organic clay ' H N less than 50 m n� C Liquid limit -riot dried OL Or me silt ' e c o, E �' Sills and clays Inorganic Pt plots on or above'A' tare CH Fat clav PI plots below'A' i ne MH Elastic sd!' c z Ugwtl limn Organic Two limit - oven dried < 0 75 ON Organic clay ' ,r a 50 or more v+ Liquid tn7ut -riot dried ON Organic sit+' - Highly Organic Soils Primarily organic matter. dark in color and organic odor PT Peat 6 Ooscd an the rnatc+at:,acs•+q:nr:-n:75r'�r+s*•.e C it field samCie ;,dere^!M coma+es v rxi::aers or Dor add w.I, caoo+es a oou+:e's a parrr to oyer,• ^eine c C� D,r,10., C D,4 d 403 A!: Sa" tp;ftXop dr',e c CraveK+rr+£ tC 1I4 !nrs rnAsre IRlK s;'rLo:s GYFGM ret.grade: p�avet wq„ s.:: G4Y•GC netlHradcwya,e+wa',::a. GP -Gm COOr:y gradgd �•evei w ,h s 1 GP -GC tach ^;,arm p avct wdh clay r n t-nGs r.:aSVr as CL lift _se due syr,rtui CC•GM dr SC SM p xfnesweaga^e 40: »a^apar.¢f++es :ogo-r<rame h If sol co^tar,s 2 I :.5A gra.et add •an gryser to gro.4 ^arc SMJs vroo 5 M 1, 14 fx-s m,;ie dual arn'.t>`v1 SY:-SM we ICradea sJr: a In es SYrrSf. wcag•ada aJ^e wan r:ah SP•SM rxioaf wa:sn v" wen ,re SP SC to --,:v oraaw sem w•x, car I 11V1fiftWg rmns p'ot m ru:cned yea se 'if, a CL -ML silly day I. Aso4ccrtlaris1C.t02s'ap-31W2.GacwA.nsand* v'wagram. wc�evet,s;,re•�ttsta<x + xsotx:ram2 inn N: i00 p•cddmrranriy swid aW'sanir IDgr"rtj+re n 20Oyetbrnr,ara1rttr8"el add "praM'y Id tpworiann nPt 2 3M pm 4 aots an or amA 1-w o PI < 4 or MS tioli A" +me I: Pi nous Ona above A Ire 0 III L'ri:s tmk7a A � K. so so aso X N T7 30 u y 20 td IL 10 7 4 0 0 10 16 20 30 40 so s0 70 Bo 90 100 110 Beutdefs Liquid Limit (LL) Cobbles 3' to 12' Laboratory Tests OD Dry density Oct OC Organic content WD Wet density Oct S Percent of saturation 4, MC Natural moisture content :. SG Specific gravity LL Ligturd i,md '.I C Cohesim pst PL Plastic limit -., is Angte of internal incbon For WN.Riam qu Unconfined compressre strength. psi P200 `, passing 200 s,eve qp Pocket penetrometer strength, tsi Sol 121WIF?MENEEN --no= 10 16 20 30 40 so s0 70 Bo 90 100 110 Panicle Size Identification Beutdefs Liquid Limit (LL) Cobbles 3' to 12' Laboratory Tests OD Dry density Oct OC Organic content WD Wet density Oct S Percent of saturation 4, MC Natural moisture content :. SG Specific gravity LL Ligturd i,md '.I C Cohesim pst PL Plastic limit -., is Angte of internal incbon For Plasticity -n-,e, ,, qu Unconfined compressre strength. psi P200 `, passing 200 s,eve qp Pocket penetrometer strength, tsi Panicle Size Identification Beutdefs over 12' Cobbles 3' to 12' Graver Medium Coarse 314' 103• Fine No 4 to 3r4' Sand Very stiff Coarse NO 4 to NO 10 Medium No 10 to No 40 Fine No 40 to No 200 Silt < No 200. PI < 4 or below'A- ane Clay < No 200, P1 2t 4 and on or above *A• line Relative Density of Cohesionless Soils very loose 0 to 4 BPF Loose5 to 10 BPF Medium dense 11 to 30 8PF Dense 31 to 50 BPF Very dense over 50 BPF Consistency of Cohesive Soils Very soft oto i BPF Soft 2103 BPF Rather soft 4 10 5 8PF Medium 6 to 8 8PF Rather stiff 4 to 12 BPF Stiff 13 to 16 BPF Very stiff 17 to 30 BPF Hard over 30 BPF Drilling Notes Standard penetration test oonngs wf<re advanced try 3 v4' or 6 114- 10 hollow -stem augers unless noted otherwise. Jeting water was used to clean out auger prior to sampling only where indicated on logs Standard penetration test borings are designated by the prefix 'ST" (Split Tube) At samples were taken with the standard 2' 00 split -tube sampler except where noted Power auger Wings were advanced by 4' of 6' diameter Continuous - flight solid -stem augers Sal classilicattars and strata depths were in. ferred from disturbed samples augefed to the surface and are. thetefae, somewhat approximate Power auger borings are designated by the prefix -8 . Hand auger bonrtgs were advanced manually with a 1 112' or 3 1/4' d,ameter auger and were Invited to Me depth from which the auger could be manually wlhdrawn Hand auger bongs are Idcated by the prefix '11 . BPF: Numbers indicate brows per toot recorded in standard penetration test also known as *N* value. The sampler was set 6' into undisturbed sort below the hollow -stem auger Drrvtng resistances were then counted for seccrid and third 6' tncrements and added to get BPF Where they differed sign•6cantiy they are reported to the IOOowng form 2112 for the second and :lord 6 Increments respectively. WH: lAM Incrcates the sampler penetrated soil under weight of hammer and rods alone driving not required WR: WR nw,cates the sampler penetrated sons under weight of rods alone hammer we,gm and driving not required TW inocafes lhm•wa:lec lumd'Sfutbedi tube Sample Note. All tests were run in general accoroacce won applicable ASTM standards Rev :.J.