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Home My WebLink About2005-P09263 - land alteration � -� � ° ' PERMIT CITY OF ORONO Permit Number: 2750 Kelley Parkway- PO Box 66 P09263 Crystal Bay, Minnesota 55323 Permit Type: User Defined (952) 249-4600 Date Issued: l0/5/2005 SITE ADDRESS: 1489 Shoreline Dr Unit# Wayzata,MN 55391 PID: 11-117-23-23-0009 DESCRIPTION: Proposed Use: Residential Permit Class: General Pernut Type: User Defined Permit Sub-type(s): Land Alteration(0-500 cu yc DETAILS: Approved per resolution#: Separate permits required: NOTICES/REMARKS: FEE SUMMARY: Permit Fee: $ 50.00 Valuation: $ 0.00 TOTAL FEE: $ 50.00 APPLICANT: Concept Landscaping OWNER: Raymond&Nylene Newkirk 3153 Priest Lane 1489 Shoreline Dr Mound,MN 55364 Wayzata MN 55391 THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS. \ � �� 1�,,--� . ��`�. �� ICA T PERMITEE SIGNATURE T—? [SSUED BY SIGNATURE � Copies: 1-File(Signatures Reguired), 1-Applicant, 1-MonthlyReports, 1-Assessing,(If Septic, 1-Septic) Page 1 ^ • Ci of Orono g,O j�\ tY FOR CITY USE ONLY O Q�, P.O.Box66 DateReceived: ��-5 u Permit# s�, }� 2750 Kelley Parkway � � H �N�' ��' �� Crystal Bay,MN 55323 �� ty'�J��j (952)249-4600 Amount: $� C.U.P Filed: �R�o$j Approved By:��Site Plan�C"��-s�V-S Recommends: A roval Denial ❑ CITY OF ORONO - USER DEFINED/GENERAL PERMIT (All permits must be approved by the Building Official and/or Zoning Department) Job Site l Owner lnformation: � � z Site Address: l��T�� 7 n 5�'-1 d�k w,.�._ , P , Owner: � '1 �2,,J��C� MailingAddress: City: �JZ� �'1 v Zip: .5� �°� ) Home Phone: co I z C:�o g��, Alternate Phone: Contractor/Applicant Information: � � Contractor/App.: �r� �,�� .-.v,,�n�.5�%�-�Contact Person: r� +�rc� �Y..-4-�. Address: ��5 3 �" '1�.c�( �-.�.r�- State License #: City: �}�1�� w�� Zip: �7 3(,y Expiration Date: Phone: �-I ��. - � �� R Alternate Phone: t��2 �s� •.�3�y �� '�� TYPES OF USER DEFINED�PERMITS �� Stairwav to Lake ❑ Retainin Walls ❑ Teinporary Trailer Generaf—User Defined Surcharge General—User Defined Surcharge General—User Defined *(Per UBC) * (Per UBC) *$30.00 *Estimated Cost: $ * Estimated Cost: $ ❑ Docks—42"or Greater ['�Land Alteration ❑ Zonin�Review General—User Defined Surcharge Gen 1—User Defined General—User Defined ❑ Commercial—(Per UBC) �0-500 Cubic Yards *ForO-75'Zone-$30.00 �Estimated Cost: $ $50.00(Needs Site Plan) General—User Defined ❑ 501+CubiC Yards ❑ Residential- $30.00 $50.00(Needs C.U.P.) ❑ Tree Removal General—User Defined *Within 0-75' -$30.00 I herby apply for a User Defined Permit and I acknowledge that the infarmation above is complete and accurate;that the work will be in conformance with the Ordinances and Codes of the City and with the State Building Code; that I understand this is not a permit and work is not to start without a permit; and that the wark will be_ir�- cc rdance with the approved plan. i u ,r - y• o ? Applicant .. Date °� �Reset Form (E7ser AeFina,d,Farti6t 3l18(04) . :+�„ ..�,.�::. . .... . .. , � �Bonestroo Mem o �� * A v Rosene �� Anderlik& �Associates Engin rs 6 Architects Project Name: 1489 Shorline Drive Client: City of Orono, MN To:Tom Kellog P.E. File No:000139-05-001-0 From:Gary Morien P.E. Date: 9/30/05 Re: Proposed slope stabilization and shoreline improvements Tom, At your request we have reviewed the following engineering documents for the Ray Newkirk property at 1489 Shoreline Drive. • Gale Tec Engineering Company— Report No. 95286 (9/16/05) • Advance Surveying & Engineering Company — Drawing No. 051080 (revised 9/20/05) Based on site visits by Mr. S. Gale, P.E. and limited field tests, the Gale Tec Report discusses the slope slide failure and provides recommendations. In our opinion this report provides both reasonable explanations for the soil mass failure and suggested repairs. We recommend the owner continue to follow recommendations for further study and repairs presented in the Gale Tec Engineering Report. The report suggests soil borings, laboratory testing, surveying and field monitoring be included in the overall program. The second engineering document from Advance Surveying & Engineering includes a plan for re-grading the top of slope area and installing a curtain drain system. This document follows one of the recommendations made in the Gale Tec Report to help stabilize the site. In our opinion the plan provides a reasonable engineered solution and was prepared by a licensed professional engineer. End .Y...,,� .__.____.....__,.�. c�� o�a�o __ �1 i i� ��,.N � GRADING PLAM 1� h�r+��v'�� Si.��+P .6tA4��,ZNr�oa L7 r;N�Rt�VED 1�iTH REVl�IONS ❑ Di�APP `J BY _� Dd�� 10 •�.0� l��E�' 't-�.►e �=Ac�' C,v.P. �NM� Q.P IZG�U��R,-� Bonestroo, Rosene, Anderlik and Associates, Inc. 2335 West Highway 36 + St. Paul, MN 55113 + Phone: 651-636-4600 + Fax: 651-636-1311 September 26, 2005 Mr. Lyle Oman City of Orono P.O. Box 66 Crystal Bay, MN 55323 Subject: Slope erosion from water run-off. Dear Sir: You will find enclosed the reports from two engineering companies as requested. They are Gale Tec Engineering Company and Advance Surveying & Engineering Company. It is my intentions to have the stairs replaced and to restore the slope per the engineering recommendations. I have met with Minnetonka Portable Dredging and they can remove the necessary material and replace new material by barge. It is very important to get on their schedule as soon as possible to have the work completed this year. Anchor Highland Block Company will provide all pertinent engineering details for rebuilding the stairs and any necessary retaining walls. Concept Landscape is working with them on that information. At this time, I plan to have Concept Landscape do the stonework as well as the necessary drainage system work. I would like to get immediate approval to start the removal process while we are finalizing the drainage and slop details. Minnetonka is holding a spot in their schedule at this time. I will be available to meet at your convenience. Please review this information and contact me at 612-670-0212 as to how I may proceed. Sincerely, Ray Newkirk C�tain Drain per Curtain Drain per surve}r 12.3 40.2 i � i i � �� i� sub-te�rainian walls / / �� / �� ' , / i � , �� i� / /l � side t remain.sn Nat I as is N � // // � / i� / i� / i� / i� / � i / ' i/ � i/ / za 11"-14"x 4'Tread w/6"rise RAY NEWKIRK 4'x 8'landing 1489 SHORELINE DRIVE Custom Wrought Iron ORONO, MN 55391 Handrail!guardrail by Ray O 19' � 10' 2T � f� R , i��.. [��' � >�"5 � -� �; �� ""_ � +�''`� * r �� k-;''F �„�;�, ; � � �� ;� . ��,;, :� � . , :� ` � �`�r. � ' � ,* _ ' ' { , �- _... - �, �-: : a �� . � � � � � . : � � ' � , �t �. � � . Y . r ��". � - .� . �. ;� °"� �� , . . s�� . � , �� , , : � .� � � .�� . : ., � +�: .# R.,�- �. zy* a a ` . , �� . -i, . �_ � _ . . � �� '. r i��'� � � LL � � � � 'F�.. u ' `�-� .� ��4'�'t '+�►t'. if�x yg. .t "'. .�� p�` � �<� � v� ��. � q� _ �:�"�� A►`.. .�:.M. � � �.s ��} � +t� *. „ � � . '` �' +�� . � t 11 :�, ','i° �'"��$,.rt -r � . y ��, S. #��. . ' . L � � ��F�� ' �i� � � ' .. .. . . � .. 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' . i i �. �� ;,:-. � � , , ,� i t ^ . � � . � ,��$ 7� i:. '� � ��. ; � �`�, � , , , , � , _ "K" s .s 4� �`�� .y, . o� �.... ..� e � GALE TEC ENGINEERING, INC. SOl TWEL�'E OAKS CENTER DIi1VE,SU1TE$3Z WAV'LATA,MN 55391 TELEPNONE(9S2)A73-7193 Fnx (952)473-1492 www.gnle-tec.com September l6, 2005 1�Ir. Ray Newkirk 1489 Shoreline Drive Wayzata,MN 55391 GTE Project Na. 9528b Re: Slppe Distress Evaluation and Potential Repair OpNons At 1489 Shoreline Drive in Orono,Minnesota Deaz Mr.Newkirk: In accordance with you authot�i�ation,we have completed our evaivation based on two site visits. Z'his report includes a discussion of that evaluatior�and presents recammendations. If you have any questivns concerning this repor4,please do not hesitate to contact us. Respectfutly, GALE-TEC ENG EERINC4, �1C. �%�` "�' � ��J Brent A. Theroux,P.E. Steghan M. Ga1e, P.E, Project Engineer Principal Engineex �AT/btan T hereby certify thag this plan, specificallon, calculation, or a�port was prepareci by me or under �y dia�cct svpervisioa� and that I am a Registered Professional Engineet under Minnesota Statute, Seotions 326.02 to 326.15. . � Bceet A.Tlheroux REPORTfNewkirk,Oronq MN Date: 9�/�0 -�' Reg. No.44275 , , NIr. Ray Newkiak Wayzata,Minnesota Project No.9'S286 GEOTECHrRCAL ENGII�TEERING IIY CO1�lJUNCTION RiITH SIAPE MOVEMENT BEHIND NEWI�RK RESIDENCE II�I WAYZATA,MINN�SOTA I�iT�O,DU�ON A retatively steep slope exists behind the Newkirk residence at I489 Shoreline Drive in Wayzata, Minnesota. The slope le�ds down to an east-f�cing lakeshore on Lake Minnetvnka- Mr• Nev�+kirk reported ta as that in late August slo� movement occurred. Upon acceptance of aur August 30, 2005 pmposal, we met Mr. Newkirk an^site on August 31 and again on September 8, 2005 in order to observe the conditions. '�his report presents e discussion of our observatians, includes an evaluation of the slope movement and pre.se�nts potential repair options. We weTe provided a copy of thc constructioa 8radin8 Pfan. �L'�OBSERVATIONS �,' e V's' 1 Oaa Aug,ust 31, 2005, Mr. B. T'heroux, P.E. met with Mr. R. Nevwkirk, th� owner of the property. Mr. Newltirk reporbed to ns that following a weekend rainstorm event on A��gust 27, sod placed just behind the top of the siope behind the Newkirk �+esidenc;e leading dovm to the laice exhibited movement and c�racks appeared along the slape crat at the edge vf the sod and behind the tbp of tt�e stairs leading down ta the lake. Mr. Newkirk reported that the sod was installed in June,2005. A shallow excavation through the s�od by Mr.Newkirk revealed the underiyiag subgrade to be a silty clay. T!�slope is approxunately 2Q ft in height above th�e lake. T'here is an approxima�be 50 R level area behin,d the Newkuk residence. Based on a Grading Plan by Ste�er � Koppeiman dated January 20,2U04 provided to us,the overall slope angle is esdmated 4a be abotrt 1 %H: 1 V. 'The slope facs is covtred with shnibs at� wood c6ips aad � staircase leads down to the Iakeshore. A modular black retaining wa11 up t+m approximately 4 ft in height follows atong the (nvrth} upslope side of the sta�rcase. A small slide scarp ex�sted 3 to 4 ft b�ehuid the crest of the slope and ext�nded appraximately 35 �t from the b$ck of the top of the staircase aiorthward to s catchbasin. 'The catchbasin was cona+oCted to a 4-inch pipe which drainea davm underneaxh the slope to the lakeshore. A feve► of the sl.aircase concrete pavers hsd b�ckled up due tm iatcraP ffiovement of ihe slope, At the t�me of�aur August 3l visit, the small scarp �-covea�d with sod at the top of the sl�pe and Concept Laadscaping was in the process of ptacir�g boulder riprap along the toe of the slope. Mr. Ne�vkirk aepoa�ted t.hat svaioff from the house a�oof a�d par� of the garage ros�f is directed to daai,n rav�rland ae�s�s th� backyar� toward the slope and into the lakea Fi� Gale-Tec�ngiaeering, Inc.� 3EP E�t,2005 2 � Mr. Ray Newkirk Wayzata,Minnesota Project No. 95286 identified thai th,e original5teiner and Koppelman constcuction plan for the site inteaded for roof runoff to be directed into a drain pipe leading away from the slope and take. Site Visit 2 On September 8, Mr. Newkirk requested a second site visit due ta another heavy rainstorm event from the preceding weekend and a l�rge soil slump. Mr. S. Gale, P.E. and Mr. B. Theroux, P.E. met with Mr. Newkirk and Mr. Jim Smith of Concept Landscaping. The slope was obs�rrved to have shifted to create a slide scarp approximately 3 %2 ft lugh at the top of the slope. A level "bench" lead from the scatp to a stnaller secondary scarp approximately Y.to '/z ft in height. The concrtte stair�ase steps and pavers had buckled and slid both laterally and verticaily. A silt fence had been in�tailed a few feet behind the upper scarp at the top of the stope. Field Testing We observed the exposed subgrade silty clay soil on the face of the sc�rp. The brown siliy clay surface soils appeared to be a glacial till sail. A vane shear test was conducted withiia the soils at the base of the scarp. At a depth of approximately 6 inches, a vane shea�r stc�gth of 224 pounds per squsre foot(ps�vv�as measur�d. This value is typical of a soR cohesive soil. Approximgtely 9 inches below the base of the scarp, a vane shear strength of 130U psf was recorded. This value would be typical of a fum to stiff cohesive soil. The lateral extent of the slide vvas estimated to be approxvnately 45 to 50 ft at�lhe top of the slope. �V�I.U_ATTON Based on our field r�onnaissance, it appears thaxt the mechanism causing movement of the soil mass was related to a shear failure of the �oil. Our observadons indi�e that a shear failur�occurred causing a block of soil to shift downward snd slide towazd t�e lake. Such slides occur whe�the shear strcngth of the slope soil is reduced to a degree that it c,an no longer support its own weight. The trigger for this reduction in shear strength is aflen the introduction of watet into the soil. Unless drained properly in clay soils, aa excess of watec can tead to a shaip increase in pore pressure within the soil. The water not only s�ftens and weakens the clay, but it als� increases the weight of the soil. Because of t�e nature of clay partictes, nnce the clay is softened it takes a Don�g tune to regain strength. As�increase in�veight, such as occearred during the rainstomns,probably eaused the failure. in such situations, it becomes prudent to talce measiues to reduce the amount o�water flowing into the affected area aad direct It�way fron�n the soil. It is our opinion that water nmoff entered t�e sIide area by flowing ovecland toward the slope and through the seam space between the clay subgrade and recently placed sod. During a heavy z�ainfall�vent,a sharp rase in the influx of water cowld lead to a� increase �n�he excess pore pressure of the cIay,softenin�it and leading to a shear strength fasluure. �ie-Tec Engineering,Inc., SEPTEMBER,2005 3 �. x�y x�� Wayzata, Minnesota Project No. 95286 Our evaluation is based on a simple observation of the property. Further ass�ssment should be macie by drilling soit borings in order to evaluate t� stratigraphy of the soil wtuch compose the slope,perfornung laboratory testing of the soil in order to evaluate its strength properties with depth, obtaining a survey of the property in orde�r to identify the topography and installing field instrumentation, such as inclinas�teters, in arder to monitor for movement. . STABILIZATION In comentional geotechnical engiaeering practice the stability of a slope is expressed in terms of its factor of safety. In this approach a factor of safety less than 1.0 indicates failure, whereas a slope wauld be stable with a factor of safety gre�atrer thaa 1. In desigis, the es�gineer also inctudes a"safety fa�tor"to account for variables. The question now becomes has the movement which occun�ed changed the slope conditions resutting in a new stable condition or can movement once again occur. Ba�ed on our observatioas and t+ecent rainfall events, it appears that without mitigation and repair,the stope may indood move again. Fw�t�er study wotdd be raquired invo�ving soil borings,laboratory testing,surveying and field monitoring. Ripnp at Tce One of the first things tha�t can be done to help mitigate tho potential for further movcment would be to add riprap at t�e bottom of the slope thaz would reduce the potentiai for et+osion ax�uring during high water and add weight to the toe of the slope, We uaderstand that Concept Landscaping is accomplishing this task. Riprap has been installed tio the reporbed 100-year flaod level of 931.5 ft. We recommend that any repa�r include a drainage collectivn plan. Roof drainage, backyard drainage and aay other poteutial source of water during a rainstorm should be collectsd and rodirected away from the slope tha�t failed or pipes installed to take the drainage through the slop�. Yto-Gradc S1ope One repair option that could be done would be to remove thc slide scarp by cutting lback the top of the slope to at least a 2H:1 V to 3H:1 V grade. This reg�radi�ag would eli�minate a portion of the b�ckyard area but woald pruvidc a more stable environment near the rear of the home. An imparted granular, preferably czushed stone, soil could be repYacsd that 1�a friction angle. A crushe8 stone could bc placed that has a fricdon angle of near 40 to 45 degrees, whereas a select sand could be placed that has a friction angle near 30 to 35 degrees. Sepnentsl Blodc Ret�iag Walt(SRR� �e repair option would ��mstruct a geogrid reinforced reta�niag watl suppor�ed o� fic�ground that would ailow for the ren�ovai of the snil material in the failure area. Two option�for retaining walls would be a cast-in-place reinforc�concrete wall or a geogrid �+einforced modular block walt, such as the Anchor Highland Block. The pour�d ia�s `3ale-'T�Engia�erin�,Ia�c.,�EPTE�rIBER.,2005 4 . ' , Mr.Ray Newkirk Wayzata,Minnesota Pmject No. 95286 ptaced c�crete wall would require steel reinforcement, a poured footing and potentiatly steel helical anchor tiebacks. The footing would have to be supparted on firm ground. Because of the runoff potential that may still occur near the upper portion of the slope, we recommend that a drainage system be inclvded in the Anchor Wal1 design The Anchor Highland block is constructed from stacked dry-cast units(without mortar). The btock facing is combined with horizontat layers of geogrid reinforcement which extend back into the soil. The combination of the weight, width and batter of the block with the high tensile sfir�ngth of the geogrid reinforcement creates the retaining wall effcct. Geogrid reinforcement materials are high tensile strengEh polymeric s�heet materials. The geogrid extends through the interface between the modular btock and into the soil to create a composite gravity mass structure. Attached is a drawing provided by the Nativnal Concrete Masonry Associatioa which depicts a reinforced soil segmental retaining wall (SRV�. We recommend that any geogrid reinforced modular block n�taining wall be supported on a cnished gravel basc supported on a firm foundation. The intent of the wall would be to allow regrading which could then help to reduce the amount of wat�r entering the slope area. Adequate support for the wall would be of utmost concern and should be evaluated by the walUslope builder and his enginecring liaison. Reinfarced So�l Slope(1� Another repair option would be to construct a geogrid reuiforced soil slope (RSS). This option zs similar to the moduiar block n�taining wall discussed above,howevcr,instead of concrete blocks, the slope face can be s�ded and fertilized for a more natural appearance. Geogrids are employed to provide high tensile strength reinforcement withirr the stope to help resist shear failure. Also, the RSS optioa atlows for more flexibility in the constructed stope angle,whereas modulair blvcks are sta�ked at a given setback. Itock TrencL Drain This cietail should be used in conjunction with one of the above repair options. It is axat suitable as the sole repair option for the landslide. It should be unpottant to develop a drainage pmgram that will divert water and ninoff away from the slope. This progxam should be a part of any r�ir/r�conskvction option instituted. Drains should be extended past the landslide area to the west and east. A trench would be constructed behind the c�rest of the slope and filled with coarse, free-draining aggregat�. The tc+�nch should be graded to capture and direct nmoff away from t�crest and around the slope. The te�nch e�rails could be laned with a Mn/llOT Specificatiom 3'�33 Type�geot�xtile. ADDITI4NA�.Wt? We recominend#i�e follov�n�be performed prior to�iizing a a�pair. 5ub�urf�ce Ezploratiom A driDl rig should be mabiiizeci to the sitc to perforan soil borings at the top of the stopc and potentialiy at the base. T'hese boring�would be n�essary in order to define the sogl Ga1e-Tec Engineering,Inc.,SEP'I'EMBEFt, 20�5 � Mr. Ray Newkirk Wayzata,Minnesota Project No. 95286 tYPe��PmPerties- Soil samples shoutd be colle�ted and la6oratory tests performed. �tabil�ty Ansilygis In order to examine repa,ir designs,the glot�l stabitity of the existing slope and of the r�pair should be analyzed. Monitoring A construction monitoring program sb�ould accompany any recqnstruchon effort. L_, ,�„TTAT,�IQ, NS This report has been prepar�d in order to aid in the evaluation of this Iandsiide and to assist the Owuer and Contractor in the npair of the projec� T'he scope is limited to the specific project and location described herein, and ovr description of the project reP�+esents our understanding of the sigaificaat aspects relevant to its sail charactetistics. Soil borings and laboratory testing are recommended to fww�thher commem on an earthwork t�ps�r. We recommena that a slope stability analysis be petformod prior to finalizing rcpair Pla�as. Tl�options presented in this report are prcliminary,since they are based on visual examination only. Ga�e-Tec Engi�eering, lnc., SEP7 EMBER,2005 � APPENTIIX 1. Concept Diagra,m for Terraced SRW with Anchor Highland StoneT"' �. Concept Diagram for RSS with Chimney Dra.in VARiES X 1� HIGHUWD STONE X Other Loyers 1(�— , tb.6' ` 1? 1NCHES Of FRE£ FlNISMEt) � ORNNIN6 AGGREGA7E 2nd l,oy�r GRI10E REINFORCEMEtJT LENGTH 4' OIA. OR/VN TILE {EL. VARiES} 1 st l.oyer 6' 6" MINIMUM COMP�TED 2'-0" GRANUEAR BASE lEVEUNG PAO ANCH�R HIt3HLAND �'�'�NE� X TERtZACED WALL. � WX tNOT TD B�CALEI - DIAGRAM FOR SEGMENTAL �'TAII�TING �h/�1,L,L, (SRV�< �� GALE-TEC ENGII�EERING,IIVG CUNCEPI'tJAL 0►NLY. �,�g c�o��r��N�� 801 T�at�e Oarks Carter Drlve�SW(c 832 Wayta�a,MN 3S391 � _ _ . ('➢521�73-7193 FAJr 95W73-1�92 REINFORCED SOIL��P1E S�CUNDARY REINFORCEMENT PRIMARY REINFURCENIENT — — � — — Ca°91t�N�'�ORAIN EROSION PROTECTION � — — _ R�TAINED S�IL DRAtNiAAC3E PIPE � � � � � \ � General Cross-Sechon of a Reinforced Slope Syst�� DIAGRAM FOR REINFORCEI) SOIL SLOPE �RSS). �o��L+� GAL�TEC ENGWEERING,INC. CONCEPTU.AL ONLY. ConswWng Geotceliniaal Baginuas _ 801 7tivdrie Orrks Cenur Drivy Suue d3?Waysa�a,MN SS391 _ S2 �73-7193 FAX 952�!?3-1�I92