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HomeMy WebLinkAboutApplication Lot/Slope Exception SP 08-17-2011 rL --- — -- — -- — — T: 978-327 521 5 1 ire 978 327-5219 i5 1 1 n I, 1 1 Y .`. 1 i I A t1' r August 17, 2011 BY HAND John Simons, Chairman Planning Board Town of North Andover 1600 Osgood Street North Andover, Massachusetts 01845 RE: Application for Lot/Slope Exception Special Permit Property: 1275 Turnpike Street Applicant: The Shelter Group, Inc. Dear Chairman Simons and Other Board Members: On behalf of the Applicant, The Shelter Group, Inc., enclosed for filing with the Plarming Board is an application for Lot/Slope Exception Special Permit in reference to the above-referenced Property. The Applicant proposes to construct a continuing care retirement center having no more than 140 residential units on property known and numbered as 1275 Osgood Street. The Planning Board issued both a Site Plan and Continuing Care Retirement Center Special Permit, dated April 6, 2010, as modified by a Notice of Decision (Insubstantial Change), dated July 5, 2011 (collectively, the "2010 Special Permit"). No changes to the Site Plans originally approved by the Plaiuung Board under the 2010 Special Permit are Conte Vlated, other than the adjustments approved by the Board in the Insubstantial Change Decision dated July 5 2011. It appears that the alteration of slope was always contemplated, but a special permit pursuant to Section 8.10 of the Zoning Bylaw was not formally requested, by Elm Development Services during the permitting process undertaken in 2010. We appreciate your time and consideration with regard to this matter and we look forward to working with you throughout the approval process. Please feel free to contact my office with any further questions or concerns, Sincerely, Vd� Jol-u1 T. Smolak JTS/ cc: Judy Tynion, Town Planurer Town Clerk's Office (By Hand) {00033739;v1)1j,asf A11111,21 High Street,Suit,301,North Andover, NIA 01845 ll'NN l '.SAIOLAKVAUGIIAN.COA7 b Print form Town of North Andover Planning Board Application for Special Permit Pivase type or print elearty. L Petitioner; The Sheller Graup, Ino, Petitioner's Address, 215 North Charles Street,Suite 220,Baltimore, Maryland 21201401F, Telephone number: (410)562-0595 2, Owners of the Land. Boston Hill Development,LLC Address,100 Andover By-Pass,Suits 300,North Andover, Massachusetts 01645 Number oryears of ownerslilp: 13- 3, Year lot was created: 24 4. Description of Proposed Projeci: Thp PU4 P. rnncln irllnn of a {�n R1 n a! rnnlin�dnA rs�r trallrwMphi fttrili�. parking,landscaping and other improvements on land known and numbered as 1276 umpi e Street. 51 Description of Premiscss (Route 114),and Is described on the Town of North Andover Asseseors Maps as Map 107.A, a ,an b. Address of Propetly Being Affemed 1275 Tumpike Strout Zoning District: 011age Residentlal ^' Assessors; htnp: 107 A -- Lot H_ 49,288,and 284 Registry of Deeds: !look#; 4932 Page :__ 7. Existing Lot: Lot Area(Sq.Ft) 1,452,696 ltttilding Sleight NIA — Street Frontage: 1,123 feet Side Setbacks.-N-/A �� Front Setback: �^ Rear Setback;N/A Floor Area Ratio: TT/�� Lot Coverage:NIA __-- 8, Proposed Let(if applicable). Lot Area(Sq.Ft) 1,452,695 Building Neighs 49'-2" Strut Frontage: 7,123 feel Side Setbacks-160 Not Front Setback: 100 fee" Rear Setback; eet Floor Area Rnllos Lot Coverages 9. Required Lot(as required by,Zoning Hylaw): Let Arco(Sq,Ft) 1,t390,000(26aa) Building leight 35 feet/3 Stories Street Frontage: n eel _ Side Setbnolcs:'1 00 feed Front Setback: 100 fee[ Bear Setback; 100 feel Floor Area Ratio:0.25 Lot Coverage:0.25(Wax) 10. Existing Building(if applienble): Ground Floor(Sq.Ft.) NIA-Vacant ff or noors: Total Sq.Ft. Height; Use: 'Type ofConstruetlon 11, Proposed Building: Ground Floor(Sq. Ft.) 26.257 s.f, f#of Floors: 4 'I'otnl Sq. Ft. 138,810 M. 1letght: Ersc:Continuing Care RetirementCenter_ Fype or Cons tr Litt tnnTypes 28&b 12. Has there been it previous application for a Special Pennit from (tie Planting Board on these premises?.Yes If so,when and for what type of construction? CCRC SP 13. Section of 'Zoning Bylaw that Special Permit Is tieing Requested Sectinnc Alf),grin 90't1 or 7nninq Rlllaw in allow for d1stur anrA of clay Pc__ exceeding 33%over a horizontal distance of 30 feet. 14. Petitioner and landowner signature(s): Every,application for a Special Permit shall be made on this form which is the official form of the Planning Board. Every application shall be filed will►the'I'own Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the'rown Clerk or Planning Office does not absolve the applicant From this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements,as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning B oard of this application as incomplete. Petitioner's Signature; Print or type name here: David S. Holland,VP of Development,The Shelter Croup, Inc. 4�Owner's Signature- 6 Print or type name here:Anthony MelI, Man get, Boston H Il Development,LLC 15. Please list title or plans and documents you will be attaching to this application, 1.The Arbors at North Andover, Lot Area Calculation Plan,prepared by Marchlonda& Associates, LP; 2. Geolechn[cal Report, prepared by Dr.Clarence Welti,P.E., P.C., dated January 30,2009 (the"GeoTechnical Report"), as supplemented by letter report prepared by Marchionda& Associates, LP. TOWN OF NORTH ANDOVER PLANNING BOARD APPLICANT THE SHELTER GROUP, INC. OWNER: BOSTON HILL DEVELOPMENT, LLC PROPERTY: 1275 TURNPIKE STREET MEMORANDUM IN SUPPORT OF APPLICATION FOR LOT/SLOPE EXEMPTION � SPECIAL PERMIT (Sectiorxs 8.10 and 10.31 of North Andover Zoning Bylaw) 1. INTRODUCTION The Shelter Group, Inc. (the "Applicant") is the prospective purchaser of an existing parcel of land known and numbered as 1275 Street. The site contains 33.35 acres of land and is designated on the Town Assessor's Maps as Map 10TA, Lots 149, 283 and 284 (collectively, the "Property"). The Property is owned by Boston Hill Development, LLC, is located on the south side of Turnpike Street, and is currently vacant. The Applicant is seeking Board approval of a Lot/Slope Exemption Special Permit in accordance with Section 8.10 of the Zoning Bylaw to enable the Applicant to disturb no more than 18,000 s.f, of defined "Slope" areas as a part of the approved Project, The Property is located within the Village Residential Zoning District and within the Continuing Care Retirement Center Zoning Overlay District, within which the proposed continuing care retirement center use is permitted, subject to the issuance of Continuing Care Retirement Center and Site Plan Approval Special Permits which have been previously 'issued by the Board. II. PROPOSED PROJECT The Applicant proposes to construct a continuing care retirement center having no more than 140 residential units on property known and numbered as 1275 Osgood Street. The Plaruling Board issued both a Site Plan and Continuing Care Retirement Center Special Permit, dated April 6, 2010, as modified by a Notice of Decision (Insubstantial Change), dated Jul}7 5, 2011 (collectively, the "2010 Special Permit"). No changes to the Site Plans originally approved under the 2010 Special Permit are contemplated, other than the adjustments approved by the Board in the Insubstantial Change Decision, dated July 5, 2011. It appears that the alteration of slope Lot/Slope Exemption Special Permit Memorandum -- Planning Board 1 I was always contemplated, but a special permit pursuant to Section 8.10 of the Zoning Bylaw was not formally requested, by Else Development Services during the permitting process undertaken in 2010. III. REQUIRED RELIEF In addition to the 2010 Special Permit as well as the Zoning Variance for Height granted by the Zoning Board of Appeals in 2010, the Applicant has determined that the disturbance of 18,000 square feet of the Property requires the issuance of a Special Permit by the Planning Board in accordance with the Lot/Slope provisions (Section 8.10) of the Zoning Bylaw to enable the disturbance of a portion of the property defined as "slope." IV. LOT/SLOPE EXEMPTION AND SPECIAL PERMIT CRITERIA Sections 8.10,1.f and Section 10.31 of the Zoning Bylaw list the criteria by which the Planning Board will determine whether a special permit can be granted, Specifically, the criteria for an exemption from sleeting the lot/slope requirements tinder the Zoning Bylaw are as follows: A. LOT SLOPE EXEMPTION SPECIAL PERMIT CRITERIA (Section 8.10.11) Section 8.10.1.d of the Zoning Bylaw provides that"all natural slopes exceeding 33% (3:1) over a horizontal distance of 30 feet as measured perpendicular to the contour on a tract or parcel of land intended or proposed for subdivision or on a building lot are protected and shall remain undisturbed." Section 8.10.1.E of the Zoning Bylaw adds that"the Plam-zing Board may grant a special permit for exemption from the provisions of this section if, in the Board's opinion, the proposal satisfies the purposes of Subsection 8.10.1.a above, and in cases where the proposal includes disturbing or creating slopes exceeding 33%, the request for special permit must be accompanied by; i) A geotechnical report prepared by a registered professional civil engineer in the Commonwealth of Massachusetts that recommends methods for slope stabilization. ii) A commitment from the applicant to fund construction inspection services of a geotechnical engineer." The proposed Project satisfies the purposes of Subsection 8.10.1.a (Purposes) of the Lot/Slope Bylaw as follows. First, the Project will preserve and enhance the landscape by encouraging the maximum feasible retention of natural topographic features by virtue of the imposition of an amended Conservation Restriction which will permanently protect over 25,14 acres of land. In this mariner, existing drainage swales, slopes, ridge lines, rock outcroppings, vistas, natural plant formations and trees will be LoWope Exemption Special Permit Memorandum -- Planning Board 2 permanently preserved. Second, the Project will minimize water runoff and soil- erosion problems incurred in grading of steep slopes since the Project has been designed to avoid the grading of certain slopes to the extent practicable, and the grading plan has been designed in accordance with best managernent practices, and in accordance with the DEP Storrnwater Management standards as reflected in the issuance of a Project Wetlands Order of Conditions by the North Andover Conservation Commission. Lastly, great care has been taken to design the Project layout in a manner which results in a limited area of disturbed slopes associated with the Project. Moreover, a geotechriical report prepared by Dr. Clarence Welti, P.E., P.C., a registered professional civil engineer, dated January 30, 2009 (the "GeoTeclu-tical Report"), as well as a supplemental letter report prepared by Marchionda & Associates, LP, identify methods for slope stabilization. Lastly, a note on the plan attached hereto as Exhibit A specifically states that a "slope retention system to consist of tiered segmental retaining wall or approved equal to be designed by a structural engineer prior to construction." In connection therewith, the Applicant agrees to fund the reasonable costs of construction inspection services of a geotechnical engineer to review the proposed structural plans as well as the as-built plan for the Project. Accordingly, the Applicant feels that with the conditions imposed as described above, the Applicant meets the criteria for the grant of a special permit in accordance with Section 8.10 of the Zoning Bylaw. B. SPECIAL PERMIT APPROVAL CRITERIA Section 10.31 Section 10.31 of the Zoning Bylaw provides that the Planning Board shall not approve any such application for a Special Permit unless it finds that in its judgment all the following conditions are met. The following lists the criteria and how these criteria are met. a. The specific site is an appropriate location for such a use, structure or condition. As the property is zoned for a continuing care retirement center, the site is an appropriate location for the proposed Project. The site layout compliments the surrounding uses and provides for adequate access, as well as for sufficient water and other utilities. Lot/Slope Exemption Special Permit Memorandum -- Planning Board 3 i I i b. The use as developed will not adversely affect the neighborhood character. The Project will provide a lot area well in excess of minimum requirements, and the proposed CCRC building will be set back in a maiumer consistent with requirements under the Zoning Bylaw. Accordingly, the proposed uses are well suited for its proposed location. C. Social, economic, or community needs which are served by the proposal. As doted above, the proposed Project will provide for additional opportunities for senior care by a well-known service provider at a density which is less than would otherwise could be developed in the CCRC Zoning District at the Property. From an economic standpoint, the Project will serve as a new source of tax revenue to the Town, and return a currently vacant, unused site back to productive economic use while at the same tinie permanently preserving a critical land area as open space. d. There will be no nuisance or serious hazard to vehicles or pedestrians. Driveways have been located to provide for the best available sight distance along Turnpike Street. The lot has been designed to maxuanize on-site and off-site safety for pedestrians and vehicles. e. Adequate and appropriate facilities will be provided for the proper operation of the proposed use. The project is adequately and appropriately serviced by municipal water and other utilities that adequately address the needs of the Project. Stormwater management facilities will provide adequate treatment of stormwater in accordance with applicable requirements. f. The use is in harmony with the general purpose and intent of this Zoning Bylaw. And for the reasons described above, the proposed use is in harmony with the general purpose and intent of this Zoning Bylaw. LAWSlope Exemption Special Permi(Memonandum -- Miming Board 4 V. REQUEST FOR APPROVAL For the above reasons, the Applicant respectfully requests that the Planning Board n-iake the required findings and conditions described cinder Sections 8.10 and 10.31 of the North Andover Zoning Bylaw, and grant the Applicant's request for a Lot/Slope Exception Special Peri-nit. Respectfully submitted, The Shelter Group, Inc. By his attorneys, Jolu- T. Smolak, Esq. Snlolak & Vaughan LLP East Mill, 21 High Street, Suite 301 North Andover, Massachusetts 01845 Tel. (978) 327-5215 Fax (978) 327-5219 Lol/Slope Exemption Special Permit Memorandum Planning Board 5 i 1 EXHIBIT A GEOTECHNICAL REPORT W/Slope Exemption Special Permit Memorandnn] Plnrsning Board 6 Marchionda & Associates, L.P. Engineering and Planning Consultants August 17, 2011 John Smolak, Esq. Smolak& Vaughan, LLP East NO 21 High Street, Suite 301 North Andover, MA 01845 RE: Shelter Group,Request for Special Permit per Zoning Section 8.10, The Arbors Dear John: As required by section 8.10.1.E of the North Andover Zoning By Law, I am enclosing a copy of a geotechnical report prepared by Dr. Clarence Welti, PE. Dr. Welti's report addresses several methods for stabilization of the cut slopes including the use of a tiered retaining wall system as shown on the approved Special Permit Plan set for the Arbors. As noted on the approved plans, the final design of the slope retention system will be certified by a structural engineer. Please do not hesitate to call if there are any questions. Si rel , chi nda& Associates, L.P. Paul ar hionda, PE President cc: David,Holland, Shelter Group 62 Montvale Avenue Tel: (781)438-6121 Stoneham,MA 02180 Fax: (781)438-9654 webslie:http://www.marchiondo,com Email: mall@marchlonda.com i DR. CLARENCE WELTI, P.E., P.C. GEOTECHNICAL ENGINEERING 227 WHIMS Street • P.O. Box 397 Glaslonbury,CT 06033 (860) 633-4628!FAX(860)657-2514 January 30, 2009 Mr. Eric Gruettuer Henry Sehadler Associates, P.C. Waterville Road Farmington, CT O6032 Re: Geotechnical Study for The Arbors at North Andover Continuing Care Retirement Center,North Andover,MA Dear Mr. Gruettner: 1.0 Herewith are the data from the test borings taken at the above referenced site.Eight borings were drilled at the proposed building to 'a maximum depth of 20.5 feet below the existing grades. Six borings were taken in areas of proposed site development, including four borings at the proposed deep cut for the emergency access road. The borings were drilled 4),Clarence lf'elli Associates, hrc. and sampling was conducted by This firm solely to obtain indications of substoface conditions as part of a geolechnical exploration progratm. No sern)ices were performed by Dr. Clarence 11'elli, RE, P.C. to evaltrale substnface emvir o mental conditions. Grain size gradation tests with water content tests were performed on five soil samples taken From the borings.The results of those tests are included in the appendices. 1.1 Numerous test pits were excavated as part of geotechnical studies for previously proposed development at the subject site. Those studies included a 1989 report by Geotechnical Consultants of Massachusetts and a 1996 report by UTS of Massachusetts. 13otli studies were for multi unit residential/condominium projects.Many of the test pits are within the limits of the proposed project. The test pit locations are shown on the proposed site plan. The tests pit data were reviewed but are not included with this report. 2.0 The Subject Project will include the construction of a continuing care retirement center with a footprint of about 40,000 s£The building is assumed to have two or three stories with slab at grade construction,The slab at grade is proposed to be at Elev. 182t.The exterior areas will be graded to nominal Elev. IS 1 around the structure. The area in front of the building will largely be paved for parking and access to the building.There is an existing ski lodge located near Route 114,in the area of the proposed parking lot, which will be demolished. 2.1 The ExIsfing Topography rises from about Elev. 165 near Route 114 to about Elev.2601 at the grading limits. The site is a former ski hill which continues to rise in the areas to the south and east of the proposed construction limits. There is 32+ feet of topographic relief within the proposed building footprint(Elev. 202 to Elev. 170). The proposed floor elevation will require earth cuts up to 21±feet and fills up 10�feet. The:cuts will be deeper for footings, The existing grade within the area of the deep out for the proposed emergency access drive is as high as Elev.212. The proposed site grading will require cuts up to 35:1=feet for construction of the emergency access roadway around the south side of the building. The long term stability of these cut slopes will be addressed with retaining walls and stone cladding on the slopes. Several retaining walls will be required to support less critical cut and fill conditions at the grading limits. 3.0 Tile Geologic Origin of the natural soils at the site and environs is from glacial moraine(Till) deposits. These deposits consist generally of fine to coarse sand and silt with little gravel, cobbles and boulders,There are numerous surface boulders evident in the undeveloped areas of the site,The bedrock at t1ie site,based on the USGS bedrock geological mapping for the area,consist of Andover Granite. 3.1 The Soils/Rock Cross Sections from the borings are generally as follows: Building Footprint(see borings 13-1 thru B-7&B-7A): Topsoil to 4" to 6" Locally Subsoils; fine SAND and SILT to l to 2 feet Note: The ground vas frozen to about L S feet at the time of the borings. The subsoils will be loose when the ground thmi,s. The subsoils were evident on many of the test pit logs. Moraine; fine to coarse SAND, some Silt, little Gravel, few Cobbles and Boulders to auger refusal on possible bedrock or boulders at 7,5 to 23.5 feet below grade,dense to very dense Note: The shallowest refusal depths (i.e., 7.5 feet at boring B-7 and 13.S feet at boring B-7,4) were encountered at the east endofthe building. The test pit logfor TP89-25(198.9), which was located about 50 east of those borings, indicated refusal on ledge at 10 feet. Parldng Lot (see borings B-8 &B-9) Locally FILL (see B-9); fine to coarse SAND, some Silt, little Gravel to 5 feet; atop Organic SILT to 7 feet Nine to coarse SAND, some Gravel, little Silt, few Cobbles and Boulders to auger refusal on possible weathered rock at 14 to 15 feet, medium compact to dense Locally(see boring B-9);possible weathered rock or dense moraine to auger refusal at 19 feet Site Borings at Emergency Access Road (see borings B-11 thru B-13A): 2 Topsoil to 6" to 18" Note: BOULDERS and COBBLES are evident at the surface Locally Subsoil; SILT and fine SAND to 1.5 to 4 feet, loose to mediurn compact Moraine; SILT and fine to medium SAND, little Gravel, few Cobbles and Boulders to auger refusal at 5 to 26.5+ feet,medium compact to very dense Note: The quarrtityofcobbles arrd bozrlder s can not be delerrninedfrorn the borings alone. Based on the numerous surfcial boulders and the cobble and boulder content encountered in the test pits takers as part of prior studies it should be assioned that sorrre cobbles and boulders rimy be encountered below,grade throughout the site. 3.2 Tile Water Table was at 5 to 15 feet below the existing grades at the completion of the borings. The water table is maintained by recharge of storm water falling directly on the site and entering from higher topographic areas,The moraine soils have a low permeability and low void ratio.These properties allow large fluctuations and mounding of the water table to occur in areas which receive concentrated recharge. The soil sanrples taken at the borings from below about 6 feet had water contents close to saturation levels. It should be assumed that the water table can be within 6 feet of existing grades throughout the project limits,Tile capillary rise can be to 2 feet above the static water table, 4.0 The Criteria for Foundation Type and Loading are as follows: 1. The maximum total settlement shall not exceed W and the maximum differential settlement shall not exceed '1z the maxinirun settlement. 2. The seismic section of the Massachusetts Building code 7"`edition must be addressed in the foundation type and structure. 3. The Slab oil Grade must not settle differentially more than V? in excess of the structure subsidence. This criteria is generally applied to buildings of similar character. If the owner, the architect, the engineers find the criteria as unacceptable, the writer shall be it formed to permit additional geotechnical input. 4.1 Regarding iteni 2(above), the Seismic Site Soil Profile Classification its "C". This is based on the very dense natural soils and depths to bedrock,The Wrapped MCE spectral response acceleration values for North Andover,MA are 5,=0.075 for one second period and Ss=0.33 for short periods. The values for the site coefficient as a function of site class are Fv=1.47 for one second period and Fa = 1.2 for short period. For transfer of ground shear into the soil,the ultimate friction factor for 3 concrete on crushed stone over the Soils can be 0.W 5.0 Regarding Foundation Type,the logical type will be spread footings. The footings can be on the natural inorganic soils at least 2.5 feet below natural grade to be below frost disturbed soils, on the bedrock or on a controlled fill placed after the removal of any existing fills and frost disturbed subsoils. Some of the footings in the fill areas along the front of the proposed building will probably be on controlled fill.The natural soils will be susceptible to remolding beneath equipment when wet. To address this condition there shall be a minimum 8" layer of 3/8" crushed stone beneath the footings on the natural soils and as an initial layer beneath controlled fills where atop a wet sub grade. Controlled fill shall conform to the requirements of section 6.0 below, and shall extend horizontally beyond the footings for a distance equal to at least the depth of fill beneath the footings. 5.0.1 Based on the borings it is possible that the bedrock may locally protrude into the footing subgrades. The rock shall be excavated to sufficient depth to place a minimum 8" layer of 3/8" crushed stone beneath the foundations. Loose broken rock pieces shall be removed from the subgrades. The crushed stone layer oil the rock surface shall be compacted by at Ieast five passes of a vibratory drum compactor having a minimum static weight of 4 Tons to fill any fractures in the rock. 5.1 The Allowable Bearing Pressures can be(1)4,000 psf for footings on controlled-fill;(2)6,000 psf for footings on the crushed stone layer atop the natural inorganic soils or rock. The allowable loadings scan be increased by 1/3 for seismic or wind loading. At retaining walls the maximum pressure on the toe can be 50%higher than the average pressures, cited above. 5.2 Lateral Earth Loading on retaining walls that are part of the building(i,e.,loading docks)thris should be with at rest pressure. The at rest pressure coefficient(to be multiplied by unit weight of backfill)is Ka=0.45.Retaining walls,which are apart front the building,can be designed based on normal active pressure using an active pressure coefficient KA= 0.28(level backfill).The ultimate sliding factor for concrete on controlled fill or crushed stone can be 0.60.The recommended backfill for retaining walls shall conforin to the requirements of section 6.0 below and shall extend laterally behind the walls for a distance equal to at least the height of the backfill measured from the footing bottoms. Retaining walls supporting cuts shall have structure under-drains. 5.2.1 The support of the proposed cuts along the emergency access road can be at least partially addressed with retaining walls. The possible retaining wall types were identified and schematically depicted in previous correspondence.Those schematics are included in the appendices herewith.The wall types include pre-cast gravity systems and segmental designs with reinforced backfill. It is possible that rock excavation may be required in some areas of the out, The proposed boring B-10 location was not accessible for a drilling rig and auger refiusal was encountered at 16 feet below grade at boring B-11 (Elev.196f vs proposed grade at Elev.1811). Borings II,12 and B-13 were drilled below Elev.180 without encountering rock. Vdhem rock is encountered it is suggested that areas of rock be over-cut laterally to permit placing the retaining walls at the base of the cuts. If no walls will be used for the cuts,the requirements for slopes in earth and rock are discussed in section 4 f i I 7.1 and 7,1.1 below. The lateral earth pressure can be based oil active pressure, but should be modified to account for probable sloping backfill.For a backfill inclined at 1.514:IV,the appropriate earth pressure coefficient would be KA = 0.5. The fatal designs for the emergency access road tUalls should be reviewed by this office to confirm tltat global stability is adequately addressed. 5.3 The Frost Protection Depth in accordance with the MA Building Code is 4.0 feet below finish grades in areas which will be exposed to weather. 5.4 The following is a Summary of the Foundation Design Parameters. �Ikf�k V1�11jIIS.! kid},'�.9{1 i I �'� #}Ilk'�Ili-� 1 I�� r { if,l 3 � � k` t l I��� I 31pf(k� l l„ r,,,tbEs�gn,Pa�aInetL'rs nE1:l; y.1� f�'�Ik{��kL t I f� I,il_V Yj�IIVN.I[1�j11{ . .L,Ikal Allowable Bearing Pressure oil controlled fill 4,000 psf Allowable Bearing Pressure on crushed stone 6,000 psf layer atop natural soils or on rock Backfill Unit Weight* 125 pcf Angle of Internal Friction, "' 34" At Rest Earth Pressure Coefficient, K.c 0.45 Active Earth Pressure Coefficient(level backfill), KA D.28 MC Seismic Soil Site Profile Classification ``C" Mapped MCE Spectral Response Acceleration 0.075 for a one second period, Sk Mapped MCE Spectral Response Acceleration for a shoat period, SS 0.30 Ultimate Sliding Coefficient Concrete on 0.60 controlled fill or crushed stone Frost Protection De tli 4.0 feet * Backfill material conforming to section 6.0, below 6.0 Regarding Controlled Fill, Backfill of 'Wallis and Excavations at Footings, and Underlayment beneath Slabs on Grade(to 4" below the slab bottom) the material shall conform to the following gradation, or shall be%" crushed stone: 5 Y 100 3.511 50 - 100 3/V 25 - 75 No.4 The fraction,passing the No.4 sieve shall have less than 15%, passing the No. 200 sieve. The on site excavated soils will not conform to the above gradation. All backfill and controlled fill must be compacted to at least 95%of modified optimum density in accordance with ASTM D 1557, 6.1 Regarding the Slab on Grade,there shall be at least 20" of controlled fill placed beneath such floors to within 4" of the slab bottom. The final 4" directly beneath the slab at grade shall be with 3/8" crushed stone. Controlled fill shall conform to Section 6.0 above. Where the floor sub grade falls in bedrock(if any)there shall be an initial 4" layer of 3/8"crushed stone over the rock surface. All existing fills, structures, subsoils and organic soils shall be removed from beneath the floors' A vapor retarder is required beneath slabs at grade. Based on the floor elevation and the requirements to tinder-drain the large cut behind the building, there would not be a requirement for floor under- drainage. 7.0 Regarding Earthwork,excavations in the natural soils will generally be defined as OSHA Type B,which will require sloping of unshored excavations exceeding 5 feet in height to slopes less than 45' fi-oni the horizontal (1:1). Temporary cuts in bedrock can be close to vertical. 7.1 In general,Long Term Slopes in earth cuts and fills shall be 2:1,or flatter.Steeper slopes-up to 1,5:1 will require riprap cladding as shown schematically in the appendices for the emergency access road cuts. There shall be an under drain and stone wedge at the base of earth cut slopes that exceed 4 feet in height, A Schematic section is included in the appendices. Over cutting of slopes should be avoided as this may lead to future sloughing where seepage occurs in these areas, 7.1.1 Slopes in Rock and Combined Earth/Rock could be largely avoided based on the test borings and if retaining walls are used to support the deep cuts at the back of the building.The earth and rock would be cut back sufficiently behind the walls to place the foundations and the granular backfill. In designing combined earth/rock slopes (if any), the clearing limits for the slope should be determined by extending a line at 2H:I V:ft-om the toe of rock cut.The proximity of took will provide the bench for the earth slope. There should be a foundation drain at the base of rock cuts, A recommended cross section is shown in the appendices, 7.1.2 The site design must include adequate drainage devices above the final slopes and retaining walls at the back of the site to intercept overland flow generated ftom the higher areas. This will 6 i mitigate surficial flows from entering into vehicular and pedestrian areas at the base of the slopes and walls, and reduce the amount of storm water infiltration into the permeable backfill at retaining walls. 7.2 The Natural Moraine Soils have silt contents in the range of 23 to 504:%and will be susceptible to remolding under construction equipment when wet,either from groundwater or storm water onto the exposed soils. The on site excavated soils will not besnitablefor use beneath lite building and retaining walls,for backfll of walls, or asfill beneath pavements within 2.5 feel offinished grades. In pavement fills at 2.5+feet below the pavement grades the moraine soils could be used provided the required compaction can be achieved. To achieve the compaction would require that the soil water contents do not exceed the modified proctor optimiun moisture content by more then 2 to 3%.The soils taken from below about 6 feet below the existing grades will have water contents close to saturation (i.e. more then 3% above the optimum moisture content). The use of such soils in controlled fills would require temporary stockpiling for drying. The drying of the moraine soils will be highly dependant on the weather and probably only possible during dry summer months. If the sub grades are wet the initial layer of fill in such areas would have to be crushed stone or off site sand and gravel. Compaction of the moraine soils may require kneading compaction (i.e.,with sheep's-foot rollers) and layers not exceeding 9". The placement of the crushed stone or sand and gravel layers as an initial step after stripping of topsoil will lessen potential extra expenditures required to mitigate disturbed areas. With the above limitations on the use of the on site mararne deposits it should be assumed that the site earthwork can not be balanced from arts to fills. $,0 Regarding New Pavements, the subgrades will include frost susceptible soils and possibly bedrock in deep cut areas. There should be at least 12" of Mass Highway Gravel FILL or material conforming to section 6.0 above placed beneath the pavement sections.Areas in rock shall be over- cut to at least 2.5 feet below the finished grades, There shall be an initial 6" layer of 3/8" crushed stone atop subgrades falling on an excavated rock surface and for subgrades on wet natural soils.The recommended pavement sections, above the 12" layer of Mass Highway Gravel FILL or material conforming to 6.0, are as follows: 1. Passenger Car Parking: 3" of Bituminous Concrete on 8" of Processed Stone Subbase 2. Truck Access: 4" of Bituminous Concrete on 8" of Processed Stone Subbase 8.1 Subsurface drains are recommended for pavements in cut areas. The drains should be located at pavement edges and at maximum 35 feet spacing beneath parking areas. The drains can be 4" diameter perforated ADC piping about 12" below the subbase wrapped in a geotextile encapsulated in 3/8" stone. 9.0 This report has been prepared for specific application to the subject project in accordance with generally accepted soil and foundation engineering practices.No other warranty,express or implied, is made. In the event that any changes in the nature, design and location of structures are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. 7 The analyses and recommendations submitted in this report are based in part upon data obtained from referenced explorations,The extent of variations between explorations may not become evident until construction. if variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. Dr. Clarence Welti,P.E.,P.C.,shall perform a general review of the final design and specifications in order that geoteclmical design recommendations may be properly interpreted and implemented as they were intended. If you have any questions please call me. Very trw yours John J. Bear, RE. Clarence Welti Ph.D.,P. E. President, Dr. Clarence Welti P.E.; P.C. B APPENDIX 1 Boring Location Plan Test Boring Logs CLIENT 11RO.IECT NAME CLARENCE WELT1 ASSOC., INC. P.O. BOX 337 ASSISTED LIVING LOCATION CLASTONBURY,CC)NN 06033 HENRY SCHAOLER ASSOCIATES P.C. NORTH ANDOVER MA AUGER CASING SAMI'MR CORE BAR, OI E5C'I' SWAM f Fv, IIDLG h0. 13-1 11'PE HSA SS LINO&STA. GROUND WATER 0WRNATIONS START S42t L1]. 3.75" 1.375" DATc 112210�J N,COC3RDINATE Al11.0 f-r.AF7 �t 0 i�auRs HANIMEM WT. 140lbs F'COORDINATE �T i T.An i fi ffouRs Dire{ 1122103 IiAMMF-R rAm 30" DEPTH SAMPLE A STRATUM DESCRIPTION ELM NO. BLOWS16t DEPTH +REMARKS 0 TOPSOIL 0.5 BR.FINE-CRS,SAND,SOMe SILT,LITTLE GRAVEL 5 .. 1 10-12-18 5.00'-6.50' 10 2 18.21-60 10.001-11.50' 15 AUGER REFUSAL @ 15.0' 15'0 20 26 3p Lli(;LND:COL.A:REC01'I;ttl"' DRILLI-R: S GRAVES 1NSPL"CTOW SA111'l.rTYI1I;: D=DRY A=AUGrR C=CC]RI- U=UNDISTURL31:L)1'IST014 S=SPLITS110C.)N E'1t0IlOIYI'I0Nti IISf:D: TRACF-0.10% L1'1.1'1.1 IU-?0% SOMF=10.35% AND=35-5ff{so SHEET 1 OF 1 MOLE NO. B-1 I i CLIENT PROXCT NAME CLARENCE WELT!ASSOC., INC. F.O. BOX 397 ASSISTED LIVING GL.ASTONBURY,CONN 06033 LOCATION HENRY SC ADLER ASSOCIATES P, C. NO H ANI�OVER MA ALIGL'R CASING SAtvll)LER CORE:BAR. OFFSET MRWAUL LLEV. I IOLC NO. B-2 TYPF H5A SS LINE&5'E"A, cctOUNU WATIM OI:M:RVA1lONs START 517..I.I.11. 3,76" 1.375" ©ATF 1/22109 N.COORDINATE 8.0 rr.ArTR 0 HOURS HANWER WT, 1401bs AT rT.Al en 11t�urts rinisEi HANIMER PALL 30" E.COORDENn'1'L' DATr 1122109 DLPTI-I SAMPLE 1 S'E"RATUNI DESCRIPTION NO. BLOWSW DGPTI I +REMARKS 0 TOPSOIL : OR.FINE-CRS,SAND,SOME SILT,LITTLE GRAVEL,FEW COBBLES 5 1 10-21-25 5.00'-6.50, 10 2 60 10.00`-10.25' WEATHERED ROCK 13.0 15 AUGER REFUSAL @ 15.V 15.0 2() 25 30 LI?('END:COL.A:RECOVERY" DRILLER: S GRAVES SAAWLE TYPE: D-I)RY A-AUGEft C=C0fd` U=UND1STWt13FD PIS'f'QN S=SPLIT SPOON INSPECTOR: I'II:OI'ORTIONS USLiD: 'ITAC&O-101% LITI'IXF 111.20% SONIF 20-35% AND=35.3Wt. SPIF.ET 1 OF 1 HOLE NO, B»2 i i i CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 ASSISTED LIVING GLASTONBURY,CONN 06033 LOCATION HENRY SCHADLER ASSOCIATES P.C. NORTH ANDOVER.M AUGER CASING SAMPLER CORL 13AR, OFF-fiE'I' sunrAcsfl.l:v. BOLL NO. B-3 TYPE HSA SS LINE&STA. CROUYLiWATER0115ERVATIONS START 3 1f22fQ9 S17_I:l.D. .75" 1.375 DATrw " N.COORDINATE �3 10.0 Fr.AFTErI 0 11013A5 ItA€VIMER 1kr1. 1401bs E.COORDINATE' AT r-r.ArTER IJQURs r Inlsli i122f09 HAMMER FALL 30" DATH DLTTI I SAMPLE A STRATUM DESCRIPTION f NO. BLOWSW DEPTH +REMARKS Fi.Ei1 0 TOPSOIL 0.5 SR,FINE-CRS.SAND,SOME SILT,LITTLE GRAVEL,FEW COBBLES 5 1 17-26.20 5.00'-6.50' 10 " 2 10-11-13 10.0oLi 1.50' 15 3 60 15.40' 15.17' 20 4 60 20,00'-20.06' ANGER REFUSAL @ 23.5' 23.5 25 30 r LFGEN'U;COL,A.Itl:(:C)VERY" DRII-LER: S GRAVES INSE1KTOR: 5,Ii11PLE'I'1'I'iir D�-DIdY A—ArfC�flt (`^lgR1� U=ClNDIS'I'111ti3F,D i�ISTCrN 5-SPLI'f SPI;>ON PROPORTIONS USFI); TRACF=0-I11°4, SONIE=20.33% AND=35-5090 S€-1L'E7' 1 OF 1 €iCILE NO. 13-3 i 1 i CLICNT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 ASSISTED LIVING GLASTONBURY, CONN 06033 LOCATION HENRY SCHADLER ASSOCIATES K Q. NORTH ANDOVER MA AUGUR CASING SAMPLFR CORE BAR, OI"FSEI' SURFACE ELF'. B-4 ' Y11L-- HSA SS LINE&STA, GROUND WATEK OBSFRVAI IONS NVART 1122J09 SIZE I.D, 3.75" 1,376" DATr N.COORDINATE Al 10,0 n.AFFER 0 I10MRS HAMi1M R WT. 140 1bs F,COORDINATE Al r rl,ArrGR }Iouus +INISII 1122109 HANINIER MLL 30" DAN SAMPl.G STRATUM 17L'SCRIPI'(€)N Di l TII No . Mlows/611 DI=3'11-1 A +REMARKS 7F1,Lv, TOPSOIL BR,FINE-CRS.SAND,SOME SILT,LITTLE GRAVEL 0.5 5 1 12-12.12 5.00'-6.50' 10 2 50 10.00'-10.50' 15 AUGER REFUSAL @ 15.0' 16'0 20 26 30 LFGrNI).-COL.A:11lXMIL.RY" DRILLER: S GRAVES SAMPLE TVIIE: € -DRY A=AUUCR C=CORE U�UNDISTURDED PISTON S=5111-1T SP)()N INSPECTOR: NtOI'ORTIONS 11SEI): I'll ACE=O-I01,i- LITTIA—W-20% SOME=20.35% AND 35-5W% SI Il;l l 1 01' 1 HOLE N0. 64 CI_II NT PROJECT NANIE CL.ARENCE WELTI ASSOC., INC. P.O. BOX 397 ASSISTED LIVING GIASTONBURY,CONN 06033 LC)CATION HENRY SCHADLER ASSOCIATES P.C. -NORTH ANDOVER MA AU0FR CASINU SAMPI.GR CORL BAR, OFFSrA, SUltf',1'i:ELEV lIOI11;NO, B-5 'F1'PI? H5A S5 L1Nl:R STA. GROUND WATER anseaVATinns START SIZE I.D. 3.75° 1.375" 1121109 N.COORDINATE AT 9.0 r•T.Aviru 0 Uouits HAMMER WT. 140 Ibs 1IAA9AiL"R FALl. r.COORDINATE Al IT.AFTER nouns FINISH V21109 30' DAM DEPTI I SA\9#�LG A STRATUM DFSCIZIPTION NO. 13LOWS/6" DEP'I'II +REMARKS ELEV. TOPSOIL 0.5 BR.FINE-CRS.SAND, SOME SILT, LITTLE GRAVEL, FEW C01313LES 5 1 710-19-30 is 2 60 f 0,00'-10.33' 15 3 60 15,pD' 15,17' 20 4 60 20.00'�20,50' GREY FINE•MED.SAND AND SILT LITTLE GRAVEL 20,p BOTTOM OF BORING @ 20.5' 2p' 25 3p LE.G ND;COL,A RECOVERV" DRILLER: S GRAVES SAMPLE TYPE.PE. D-DItY A=AUCI`1t C-COIW UaUNDISTURBED PISTON S=SPIJT SPOON INSPECTOR: PROPORTIONS LISI;1): 'rRACC=0.10d1•n HT11 1-10.20'!n SOMET20.35°$ AND=35.50% SI I) L""'!' 1 or 1 HOLE N0. B-Fj CLARENCE WELTI ASSOC., INC. CLIENT PROXCTNANIr P.O. BOX 397 ASSISTED LIVING GLASTONBURY, CONN 06033 LOCATION HENRY SCHADLER ASSOCIATES.P.C. NORTH AND OVER,MA AUGUR CASING Sm"IPLER CORD f3AR, OI'15>T' su�ar,�cc el.t:i'. I IOLE NO. B-is T1'I'L' HSA SS LINE S STA. SI7F I.D. 3,7s" 1.375" cRouwD\ti'ATERoilsenvATlons STAR~ 112il09 N.COORDINATE AT tDlW'r.nr3ER 0 MUM urvr: I IANItvIER i!''I'. 140 Ibs 1 .COORDINATE AT f-f.AMER ,lolms riNisIf I1A\ffviER FALL 3a DATE 1/21f09 L7Ei7'flt SAMI'I,E STRATUM DESCRIPTION N0. 13LQ11=5/fi" I)DIT'I-I A ELEV, +Rl:A'iARKS TOPSOIL 0.33 - BR,FINE-CRS.SAND,SOME SILT,LITTLE GRAVEL,FEW COBBLES 5 1 60 GREY/8R.FINI;-CRS.SAND LITTLE,SOME SILT, LITE GRAVEL,FEW S'0 COBBLES ip 2 15-29-60 i0.00'-11,33, 15 3 40.60 15.00'-i5,75' AUGER REFUSAL @ 16.0' 16.0 20 25 3a LEGEND:COL.A;ItISC01'CRY" DRII,LLR; S GRAVES SAAIPIA''TYI'L. D-Dft Y A=A1-IGMZ C-C ORE (1=UND1ST1JJ113I-D NSTON S=S1'IJT SNX)N INSI'I Cl'OR, PRopolt'rIONS USLD; TRACE-0-10"u LIT11-f:-10-20"u S0NIr=?CF-35"'& AND=35-jpq;, S1 iEC I' 1 OF 1 HOLC NO. B-6 i CLIENT PIZ0,IECT NAME CLARENCE wELTI ASSOC., INC. F.O. BOX 397 ASSISTED LIVING LOCATION GLASTONBURY,CONN 061)33 HENRY SCHADLER ASSOCIATES P C NORTH ANDOVER,MA AUuiiit CASING SAMPLER CORF 13AR. 01'I'SL'l' suur.tc c e��v, T1'i'I: HSA SS I INk'.&Sl'A' 01MUND WATPR 011SERYATIONS START SIZE I.D. 3,75" 1,375" rJA-rr: 1121109 N.COORUINATF AT none P'l,,uTVR 0 HPur(s IIAMA4Eslt iRr'I'. 140lbs AT rT.nr-rrsR rtauras I'IKrtill 1-IA\=iMER I-ALL 30" F.C[34RD)NA'CI: D'lE 1121109 4A�1PLF S 'JZATUM DMSCRIP'1'ION DEPTHNO. 13LOWS/6" DEPTH A4•REMARKS k:LI.V. 0 TOPSOIL __ 0.33 -- BR.FINE-MED.SAND,SOME SILT,LITTLE GRAVEL 5 1 60 -- AUGER REFUSAL.Q 7.5' 7'6 10 15 ', 20 25 30 LEGEND.COL.iURECOVERl'" Dt:iLLGR: 5 GRAVES ,. IPf.E TYPL: D-IMY A—AUCII.R C-CORE t1=UNDf9TLJRRFD PIS'I'ON S-SPLIT SPOON INSI'EC7'UR; PROPORTIONSUSLD: TRAC17=0-10'!n LI'1"fi.T: Itl-2{rq SCNvII;.20-35% AND-35-50% SHEFT 1 OII 1 1 HOLE NO. B-7 i i I CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC, P,O, BOX 397 ASSISTED LIVING LOCATION GLASTONBURY,CONN 06033 HENRY SCHADLER ASSOCIATE P.C. NORTH ANDOVER MA AUGER CASING SAMPLER CORF RAR, OFFSET SURFACE ELEV. 110LG NO. B-7A 1'1'1'L HSA SS LINT;�Y STA. GROUND WATER ORSMATIONS START SIZE LD. 3.75" 1.375" LOATF 112210�J N.COORDINA'IT M' 5.0 Ff.AFTER D HOURS 11A41hlEft 1\!'I'. 140 Ihs -1 AT FT.A176H HOURS RNI51 I HAMMER FALL 30" C.COORI)INATr DATE 1122Po9 SAMPLE STRATUM DESCRIPTION DMI'I'I I NO. BL{31§'SI6" DEPTEI A +REMARKS ELEV. TOPSOIL 0,5 BR,FINE-CRS,SAND,SOME SILT,LITTLE GRAVEL, FEW COBBLES 5 10 WEATHERED ROCK 11.D AUGER REFUSAL @ 13.5' 13.5 15 20 25 3D LEGEND-COL.A:RECOVE RV„ DRILLER; S GRAVES S,{,MME 1'1'1'E; €)ACRY A=AUGER C=C()RC U=UNDIS'fUR131i1)PISTON S-SPLIT SPOON INSPECTOR; PROPORTIONS USED. 'IRA Cl'0-10%. LM'€.G-10.2M'o SUt E€ 20-M ANDry35-5044, SEILE'I' 1 OF 1 HOLE NO, B-7A i C'I.lC:NT PRO.IEC'I'NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 357 ASSISTED LIVING LOCATION GLASTONBURY, CONN 06033 H[NRY SCHADLER ASSOCIATES,R.C. NORTH ANDOVE R MA AWER CASING SAh41'LER CORE BAR. OFI SET SUAFACF:FLE%� IIOLF NO. R. TYPE HSA SS LINE&STA.1,17-1Z LD. cnaunnwtrrnnlfst:fc�'Arloti'S sl,�aT 1/23/09 . 3.75" 1375" STAR N.C0011 DIN ATE AT 9.0 Fr.AI;tLrt 0 ffoms I-WiNILR%VT, 140 IbS h-COORDINATI: �� r c•+Fn:ff HauEas Ffhlsl{ 1123109 LIr1MhlER FALL 30" AAI'L DFIVI'I I SAMPLE A STRATUM DE-SCRIPTION No, 13LC)1V51G" I�I:I''I'1i +REI11AItkS 1.LE1, BR.FINE-CRS,SAND,SOME GRAVEL, LITTLE SILT 5 1 22-20.20 5,00'-6.50, 10 2 14.12-11 10.001-11.50' AUGER REFUSAL.@ 14.0' 14.0 15 20 25 30 L13CEN0:C'OI..A:REC:01'L•:RY" DRILLER: S GRAVES SAMI'Lt TYPE; f)-DI(Y AWAWEIZ C''CORC. UJ UNDISTLIRBED PISTON S=S€'LIT SPOON INSPECTOR: PROPORTJOENS USED: 'GRACE-0,10% !.TI-Ili 10.201b SOIvIMO-35�i. ANDl 35•i()% S!'EL'T 1 or-1 IIOLF NO. F3-8 CLIENT IR[�,reC1'NAMi CLARENCE WELTI ASSOC., INC. PA. BOX 397 ASSISTED LIVING GLASTONBURY,CONN 06033 WCATION HENRY SCHADLER ASSOCIATES P.C. NORTH ANDOVER MIA Al_IOER CASING SAMPLER CORr-BAR. OI-I SET SURFACE*E4C1'. IIOI,I;NO. I3.g TYK, HSA SS LINL&STA. GROUND NA'ATeR OWSMIA VINW; START 1123109 S[`/..l I.D. 3.75" 1,375" DATE N.COORDINATE AT 9.0 rr AFTER 0 iiouus Firl\4A7ri1 t1''I', 140165 L.COORDfNATE 1T r r..0 rru trDURs AI i V23109 HAMMERHAMMERFALLFALL 30" P RAIL L' DEPTH SAMPLIi STRATUM DESCRIPTION N0. 131..01VSICi" DL P7'H , t REMARKS ElXV, 0 13R,FINE-CRS.SAND,SOME SILT&GRAVEL-FILL 1 7-1-2 5.00'-6.50' f3R,ORGANIC 51LT �.a BR.FINE-CRS.5AN0,SOME GRAVEL, LITTLE SILT 7.0 10 2 12.9-9 15 �" POSSiDLE WEATHERED ROCK -------A15,0 20 AUGER REFUSAL @ 19,0' 19.0 25 30 LEGEND:COL.A:RECOVFRV" DRILLER: S GRAVES SAMPLLTYPE;: D DR1' A=AUGER C-0010- U'UNDIS-IURREDI'ISTON S=SPlTr&I'(x)N INSPFCTOIZ: PROPORTIONS USED; TRAC Fr 0.10'!ii 1.IT H` 10-20% SONIEf 20.35 a AND-35..50% S IEI:'I• 1 OF 1 H(3LE N0. B-9 I CLARENCE WELTI ASSOC., INC, CLIENT PI21)3CC'1'1JAA1L P.D, BOX 397 ASSfSTED LIVING GLASTONBURY. CONN 06033 LOCATION HENRY SC ADLER ASSOCIATES P.C NORTH ANDOVER MA AUGFIZ CASING SAMPLER CORE 13AR, MFSE'I' Bu�al'Accil.Cv. HOLL NO, B�I ENAMMER HSA 55 LINES S1`A, GROUND WATER013SUIVA'1=ONS STAW� 1I21109 . 375" 1375" �,nrE N.COORDINATE AT 12.0rr.Arrriv 0 IInI1115Ii WT. 140Ibs I.C'nORDINATC AT rr•Aran IMURS ITNISH FALI. 30" nAre 1121109 DEFT]I SAMPLE STRATUM DESCRIPTION NO. [3L011'S1G" 11L.1'TH A EL�V. +REMARKSTQPSbIL 0,5 BR.SILT AND FfNE-MED.SAND,LITTLE GRAVEL,FEW COBBLES 5 10 • 15 AUGER REFUSAL @ 16.0' 16.0 20 ZS 30 LEGEND:COL.AfflECx)N'LRY" DRILLER: S GRAVES SAIIPLETI'llE., D=D12Y A-AkJOL-14 C UCWF 1.14MAS11MBEi1)I'ISTON S�SPLITSPODN INSI'LCTOR: I'11011O '11ONS USED: TRACC-0-III". LI.1TI-1:-1CI-2(PI� S0ia[=20-WIo AND=35-50'SIi SHLET 1 0F 1 HOLL.NO. B-11 I 1 CLIENT PROJFCP NAME CLARENCE WELT[ASSOC., INC. f.O.BOX 397 ASSISTED LIVING LOCATION GLASTONBURY,CONN 06033 HENRY SCHADLER ASSOCIATES P.C, NORTH AND_OVER_._h1[A LR PPST Stll 'AC Ell:v.AUfR EASNG SAIvJPLfIt CFlt I10LE rN'0. B-12 1'YI'G HSA SS 1,iNLS STA. GAOUNDWA11:IeGusUvArioNs START SIZE;J.D. 3,751, f.375" DATE 1119109 N.C()ORI]INA"rE AT 15.Orr.,�rrcn 0 rooms HANINIER%VT. 140lbs iAT FT.AFTER i�uns r1hSElI?.CiORUINATG oArrAL. 30"HAMM1 R 11f9/09 DEPTII SAI4IPLL A STRATUM DCSCRIPTION 1_LEv- NO. BLOWS/6" DEPTH +REMARKS 0 TOPSOIL -- — BR.SILT AND FINE SAND 1.5 BR,SILT AND FINE-MI♦D,SAND,LITTLE GRAVEL A— .0 5 10 2 8-B-B 10.00' 11.50' GREY SILT AND FINE-MED.SAND,LITTLE GRAVEL 14,0 15 3 20-27-26 15.001-16.50' 20 4 13-15-26 20.00'-21.50' 25 5 B-10.19 25.00'-26.50' BOTTOM OF BORING a�26,5' 26.5 30 r LEGEND:COL.it.-R :ONILRY DRILLL'R: S GRAVES SAMPLE TYPE- D-DRY A=AUGUR C-COill: LJ-11NDIS'I-I.I01:1)PISTON S—SPLITSPOGN INSPECTOR: PROPORTIONS USED; TRACT=0-It1'!� LITI'LF..=IIJ-3{1'!n SU1-113r20.35% AND-35-SOIO' SHELT 1 OF 1 Tj ULr N0. 8-12 CLIENT Plzc�,11:CT'Nnr�c CLARENCE WELTI ASSOC., INC. P.O. BOX 397 ASSISTED LIVING GLASTONBURY,CONK 06033 LOCATION HENRY SCHADLER ASSOCIATES.p C. NORTH ANDOVEFt MA ALIGM CASINCI SAMM-1311 COM-1BAIL OFFSET" NIAI•AC:RAW. 110LI.No. B-13 TYPE HSA SS LINE&ST'A. GROUNDWAtrui7 luns 5YARI t1191Q9 SIZE LD. 3.76" 1,375" PATE N.COORDINAIT Al nonaFf.APran © :ioults IAA-1AIIR Ll�'f. 1401bs L COORDINATE, A r FT.Arr�rz I IouIOs DATE l 111910D liAMfA4Elt FALL. 30" u,1Te SAt,4P1aE STRATUM MCRIPT-ION DEPTH NO. 13LOWSI6" DEI'1'N A +RETlA1tI:5 ELL'•V. G TOPSOIL 0.5 BR, FINE-MED.SAND AND SILT,LITTLE GRAVEL 5 ANGER REFUSAL(q�5,01 S p iD 15 20 4 25 3U LEGI ND:C'01-A:RI;COVGRY" DRII.LM: 5 GRAVES SArlll'i.li TYPE, D-T)kY A=AUCIEI( C-CORE I.-UNDISTURBED PISTON 5=SPLI1'SI'Crt_iN INSPiiC'1'C)€t; PROPORTIONS USEW TRACF:0.101!n I.I'I I'I.fiTiO•�U9r Sf)tvl17=20.359n AND=33-5o% 5flfi'T' 1 Oi' 1 LIOLL:No, B-13 i CLIENT I'RO1EC'1'NAME CLARENCE WELTI ASSOC., INC. P.O.BOX 397 ASSISTED LIVING GLASTONBURY, CONN 05033 LOCATION HENRY SCHADLER ASSOCIATES, P.C. NORTH ANDOVEFt MA AUGER CASING Sr1A4PLEIt [UE2i:13Alt. OFFSET sunrAcr.•.eLev. 1-1011L NO. 13-13A TYPE tiSA SS LINE&STA. GROUND WATcle(W RVATIONS STAKI 1122109 SIZE I.D. 3,75" 1.375" DATE N,COORDINATE AT 15,Q Fr,ArFEI1 0 IIDURS HAMMER WT. 140 Ibs E,C�7URDINI�'I'is AT 1:1.AFlMt HOURS rMSll 1122109 1IAA11v1Efi FALL 301, PATE OEPI'I I SAMPLE STRATUM DESCRII''IION NO, BLOWS/G" I)EI''1'll A +EtER9ARY:S UEV. 0 TOPSOIL 0.5 SR.SILT AND FINE-MED.SAND,LITTLE GRAVEL,FEW COBBLES 5 10 15 2R 25 BOTTOM OF BORING @ 25,0' 25.0 30 LEGEND:COI..A:ItECO1'ERV" DRILUR: S GRAVES SARI I'l.ETYPE- Ia-a>zv A nAIJGER C==CUI(ii U=UNDIS'('URB1;1)PISTON S=9PLff SPCtgN INSPECTOR: PROPORTIONS USED: rnnCI-0-11)':6 LITTLE-10•101N. SHEET 1 Of: 1 BOLL NO. B-13A i I i APPENDIX 2 Grain Size Gradation 'Vests Water content Tests 1 Particle Size Distribution Report �a w \ r� 4t is q= ik a N v 8a i I , i , ea 70 �- Gd .,.... .. •.., .. i:.j € � i.. . .E. !i �..€ � 3 ! € ..� F, ,lilt '. ` i. LL i i ; j i 1yE 4Q 30 I 3 E ¢ 20 10 100 100.041 GRAIN SIZE- mm, + %Gravel %Sand /a Fines 3° Coarse Fine Coarse Medlum Fine SIIt o Clay ° 10 15 18 23 Q 18 29 26 :C LL PL D D Dry p D Dlo C C 11 17.9360 2.9226 1.0515 0.1655 g 13.9830 1,7513 0.5891 0.1272 0,6059 0,3247 0.0987 _ Material Description USCS AASHTO o tri o Project No. Client: HENRY SCI.IADLER ASSOCIATES, P, C. Remarks; Project: NORT14 ANDOVER ASSISTED LIVING o WATER CONTENT=8.1% ❑WATER CONTENT= 7.6% a Source of Sample: S-6 Depth: 5.0 Sample Number: I o WATER CONTENT= 11,0'%E ❑ Source of Sample: i3-6 Depth, 10,0 Sample Number: 2 o Source of Sample: B-5 Depth: 10,0 Sample Number: 2 CLARENCE WELTI ASSOCIATES, INC. Figure i Panicle Size Distribution Report Cotryry aiep5 0 � p a '.. 80 E a E 74 ...... 60 E l. LL Z 54 a. 40 �.i 30 14 0 100 10 ! 1 0.1 b,01 0.001 GRAIN SIZE - mm. %*3„ %Gravel %Sand %Fines Coarse Fine Coarse: Medium Fine Silt Clay o q 12 27 4 7 15 2G 46 }1 LL PL D D 135p D D j. CrC 0 1.4396 0.1632 0.0857 0 1.5156 O.1920 0.0976 Material Description USCS AASHTO a El Project No. Client: HENRY SCHADLER ASSOCIATES, P.C. Remarks: Project: NORTH ANDOVER ASSISTED LIVING oWATER CONTENT 13.6% n WATER CONTENT=9.5% o Source of Sample: [3-12 Depth: 5.0 Sample Number: I a Source of Sampler 13-12 Depth, 15.0 Sample Number: 3 CLARENCEWELTI ASSOCIATES, INC. Figure APPENDIX 3 General Slope Schematics Conceptual Treatments At Emergency Access Road Cuts TOP OF SLOPE APPROXIMATE EXISTING GRADE 2 = 1 MAXIMUM SLOPE OR RIPRAP CLAD SLOPE IF STEEPER INCLINATION TOP OF BEDROCK -� BENCH 10' MIN. s FOR SLOPE ANGLE — c SEE GE❑TECHNICAL STUDY 1 - 1 EDGE OF CLEAR ZONE PAVEMENT ''H'/2 MIN. =' WEDGE OF 3/8' DRAINAGE s / CRUSHED STONE CHANNEL / ir 211 REFERENCE LINE TO DEFINE BENCH F❑UNDATION DRAIN BACKFILL TRENCH WITH NO. S STONE SHEET NO. 2 PROPOSED BUILDING FOR THE ARBORS AT NORTH ANDOVER SCALrD NIINE ROUTE 114, NORTH AND OVER, MA DATE PREPARED, JANUARY, 2009 REVISION DATE1 NONE DR. CLARENCE WELTI, P.E., P.C. COMBINED SLOPE IN EARTH/ROCK - TYPICAL SECTION 227 Wff.U"S STREET, P.O. BOX 397 GT.A TONBURY, CONNECTICUT 06033 ......... -- MAXIMUM SLOPE PH = 1V FINISHED GRADE ? STONE WEDGE SHOULD EXTEND DOWN FROM THIS POINT ON A 1 1 SLOPE 1/2' STONE ON A GEOTEXTILE S •r p 4' PERFORATED PIPE SHEET Na. L PROPOSED BUILDING FOR THE ARBORS AT NORTH ANDOVER SCALE, NONE ROUTE 114, NORTH A N D O V E R, MA DATE PREPARED JANUARY, 2009 REVISION AATEj NdNE UNDERDRAIN & STONE WEDGE AT EARTH CUT SLOPES �2227 WMU"S�T,P.O. BOX P.C.7 GLASTONBURY CONNEMCUT 06033 -- _ - --- _ f - _- _ "�- = -- _.� r PERC 6+ _ _ T? .•�,so ef:- - _ _ y y��-• _BORING B AS-N `' — _ �?�- ,��• - _ —ACC LE-TO DRILLS — B3 cP 0 as -�-CJ...". _ ��• __7P Ste- _. S5� '1 t -- JJ 07 s5 60 .- ___ -° 9 1 1s 15 1° 17 I°rb TP b ��PEP.0 o_ B-9 .2�00 7087 0 _ �kI-� �- -"��.` �95 9c e2 er ao ea°° _ °7 e°°s°a Q v °c '.. n go ffi ;. �__ . ) LP 473 n UP 1-146 VP lis - "-100'wETL4MDBUT-FEi2 s :.,�::..,. _ .a �ov, °,3 j•s, '• , PRCIPC7SED_ 'BIJILIlING F"CIR THE ARB❑RS AT NORTH ANDOVER b f � �� iL� "ROUTE 114, NORTH AND❑VER, MA BORING LOCATION PLAN N7NE SGhLG --3w °7E F[{11y1JhR`(2004 UP 39-V D&CLMMCE W=. P-E..Y.C. d .4 cus i�vsr wia�lm°car6o ev3"a SHEET 1 250 I I I ! , ~ I I 1250 RIPRAP Y' _ O I w= I Q CONSTRUCT10N BE11CH 240 1 1 240 I y' t EXISTING �RADE 230 `` { I 30 � k INTERMEDIATE ` < F6 UNDER DR,�[N -J RIPRA ! I 4 BASELINE 220 ° .. N 20 210 I 6" UN 0 DRAIN 8' C 1-SH.1V MAYIMUM 200 y-,y �SLOPE. TYPI AL I i 200 + —STANDARD RIPRA 1 C> LAYER O 1/2" I =L - :__ ! RN)SHED 190 $USCE� pIE�fP. a '= GRADE 190 En Z i I 1.1 JxImum � i I GUT oPE, TYP- > I _]:. 1180 Lo E—MBINED STORM /3 T 3.5' M1N. 170 ' ! I UNDER—OF (10' MIN.) 170 DISTANCE 120 10D Bo 60 40 20 0 THE ARBORS AT NORTH ANDOVER NORTH ANDOVER, MA SCHEMATIC — RIPRAP CLAD SLOPE SCALES 1'=10' DATEE JANUARY,P-009 aRZu cta�>rrce 1e>rrrr. P.>;., Q.c. SHEET 1 GLLSA' �.CONNSLITCOT C40 3 250 I= I_ 250 _ N7ERMEDIATL JIPRAP h.SH.1V MAX. SLOPE ; 240 - 240 CQNSTRUCTION BENCH � 10" ILAYER 0 ~. --- 1/2' CRUSHED S ONE <=.;, 230 > I 230 E - ----_-_-_ ONSTllCT10BENCH 220 6' UNDER DR IN BASELINE � 220 MIN. -�----- 15' MIN. , 1 1 MAXIMUM --- --_-- I 210 �� —------- I ! 210 COT SLOPE, P- --- L---_ I NOTES: `-- --- ---- DESIGN PURPOSES. E FINAL WALL DESIGNS AND Y 1. THE SECTIONS SROWN HERE% ARE FOR S HEMATIC XIMUM INCLINATION >_1 200 IN LfN 200 —LAY-0LI SHAL6--B DE-TERMNE �K PR ES€EGGT-DGN MA ---- - XIIM rLIIN ENGINES- 6" UNDER GRAIN �_------ 2- DEP S TO ROC AND SURFA E RUNOFF ARE NOT REINFORCED X \ --------- CONSIO RED IN THE SECTIONS A D MUST BE JACCOUNTED E BACKFILL ZONE < FINISHED FOR IN THE FINAL SIGNS- � - _- GRADEJ 190 _ 190 3. THE CONSTRUCT( N WILL REO IRE A BENCHED. TOP ------- I DOWN EOUENCE \ - --___- O 4-THE ACKFILL FORRETAINING WWALLS SHALL CONFORM \ - 3< j TO MA SACHUSETTS DEPARMENT OF PUBLIC WORKS '-� ------ SRE61 T1ONLs-FQR�D�5� EB-GR�SML�B-�T9i3C FO 180 w SUBBA E. LtJ 5. ALL ACKFILL TQ BE COMPACTED TO AT AST 857* O 10" LAYER OF 1 2" I 3.5' MI MODIFIE OPTIMUM DENSITY (AST�I D 1557). { CR SHED STONE TYP. g" UNDER(DRAIN 170 J 1 ! 170 DISTANCE 120 100 8O 60 40 20 O SECTION AT STA 1+0 +/— THE ARBORS AT NORTH AND13VER NORTH ANDOVER, MA SCHEMATIC -- TIERED SEGMENTAL WALL SCALE,1' = X0' DATE-JANUARY, 2009 nE crdREtrCE WELTI. P.E.. r.C. SHEET 3 .'�7 AlIIYA7B 9TSEgf P.O.BOX. L1+�1'0l76F7AY,CO1R�CUCUT 04a .. ... _._. .... ............................ EXHIBIT B LOT/SLOPE PLAN Lot/Slope Exemption Special PernA Memorandum -- Planning Board 7 S i Abutter toAbufler( } 8vildingDop1. f J Conservaflon ( X } zontng ( ) Town of Norlh Andover Abutters Listing 11150)REN,RNT: h1GL 40A,9ectron 11 states In part"Parties In Interest as used In thla chapter shall moan the pontloner, abutters,owneta or land dfu ctly opposifoon any pubilo or private way,and abutters to abuHala wlthlfsL thraa hundred repo)rnI or the property IInv of Ilia pagtfoner se they appear on the most recent applIcable lax IIat,not withstanding tMat the land of any auch owner Is too Mad In another city a(own,the planning board of the city or low n,and the ptanning board of every abulttng city or town' i Subloot Pronoriv: (!A_F PARCPf s Nome Addroes 107,A 14912831204 Boston Hill Development LLC 100 Andover By pass#300,North Andover,MA 01846 Abutters PMerffes , I man parcel Name A Oro r. 1o7C 106 SovranAcqulsllon 6467 Main Street,Buffalo,NY 14221-5856 107,0 12 B&C Realty Trust 14 Gates Road,Middleton,MA 01949 107,C 13/16132 Trustees of Reservations 627 Essex Street,Beverly,MA 01915 107.0 11 &68 John Famum 426 Farnurn Street,North Andover,MA 01846 107.A 33 Milton Allen 1208 Tumpike Street,North Andover,MA 01845 107,A 34 John Famum 426 Famine Street,North Andover,MA 01845 107,A 43 Henry Fink P,O.Box 303,North Andover,MA 01846 107.A 148 Seven Hills Comm.Sar. 81 Hope Avenue,Worcester,MA 01603 107.A 26212531254 John Farnum,Estate 426 Famum Street,North Andover,MA 01845 107,A 266140/42 Jonn Famum,Estate 426 Famum Street,North Andover,MA 01846 i This certifies that the names appearing on the records of the Assessor ice as of Certified by;, DateaJ�f I I i I i i I i i I , I I I i I I I i OWNER AUTHORIZATION 1275 Turnpike Street, North Andover, Massachusetts (Assessors Map 107.A, Lots 149, 283 and 284) 1, Anthony Mesiti, as Manager of Boston Hill Development, LLC, the owner (the "Owner") of 1275 Turnpike Street,North Andover, Massachusetts (tile"Parcel"), hereby authorize The Shelter Group, Inc,, or its agents (the "Applicant"), to apply to the Planning Board of the Town of North Andover, as well as to any other boards or agencies, for all approvals necessary to obtain approval of the use and development of such parcel for use as a continuing care retirement center, The Owner disclaims any responsibility for the actions of, or information provided by, the Applicant relating to any requests for approval or otherwise. Dated:August/0, 2011 OWNER: Boston Hill Development, LLC Anthony esiti, anager {00033279;v1)