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Home My WebLink AboutBuilding Permit #365 - Exception 11/8/2007 BUILDING PERMIT 0*t"°oT"qti TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION b nO O Permit N0: 5x7" Date Received Date Issued: l '� 7 IMPORTANT:Applicant must complete all items on this page Pnnt MAP t\I0' 1 PP►1;2CEL0I1NG `1STRI0 ' -I�stocic Dis �act ,ves` n, Machne,ShopiNage yes j TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential New Building One family Addition Two or more family industrial Alteration No. of units: Commercial Repair, replacement Assessory Bldg Others: Demolition Other peptic 1r11e11 FJo�dplam �/aletlanr3s Watershed Dastnct DESCRIPTION OF WORK TO BE PREFORMED: Identification Please Type or Print Clearly) 1 OWNER: Name: ZKA'(+'A /-4n&_,eT- Phone: tct ( 376 -s'�°� Address: k - l�D Address ...1(5 1 SUpervis©r Zs Conon bens ate borne lmprovernent; .cense - s. ' Ex* Date p ARCHITECT/ENGINEER Phone: Address: Reg. No. FEE SCHEDULE.BOLDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COSTBASED O 00 PER S.F. Total Project Cost: $ 1001000 FEE: $ o Check No.: 9v Receipt No.: NOTE: Persons con ratting with unregiste d contractors do not have access to the uaranty fund Signature of Agent/Owner'°m - ianature'ofcon R" Plans Submitted Plans Waived Certified Plot Plan Stamped Plans TYPE OF SEWERAGE DISPOSAL Public Sewer Tanning/Massage/Body Art Swimming Pools Well Tobacco Sales Food Packaging/Sales Private(septic tank,etc. Permanent Dumpster on Site THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM DATE REJECTED DATE APPROVED PLANNING &-DEVELOPMENT COMMENTS DAT R CTED DATE APPROVED CONSERVATION G COMMENTS DATE REJECTED DATAPPRO HEALTH ?-"a T COMMENTS �.! � il/`d -tv � �• 0 Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature & Date Drivewav Permit Located at 384 Osgood Street FIRE';DEPARTME:INT .Temp m Dupster on site Vires o :Located at, 24' ain.Street- sF�re Department` �gna#ure�da#e .' t ,_ -COMME'NTS Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq..ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DATA— (For department use r ❑ Notified for pickup - Date Doc.Building Permit Revised 2007 Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract ❑ Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan ❑ Workers Comp Affidavit ❑ Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract ❑ Floor/Crossection/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Mass check Energy Compliance Report (If Applicable) ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) ❑ Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit ❑ Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Copy of Contract ❑ Mass check Energy Compliance Report ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doc:INSPECTIONAL SERVICES D EPARTMENT:BPFORM07 Revised 2.2007 Locatiory� No. Date Aj- MaRT►, TOWN OF NORTH ANDOVER h 9 • ; : Certificate of Occupancy $ MUBuilding/Frame Permit Fee $ ' 4C5 Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check #l x 0 207 �, J Building Inspector Location f P,f. No. Date MORTq TOWN OF NORTH ANDOVER �? • OL E- a • • Certificate of Occupancy $ Building/Frame Permit Fee $ °�- AGNUS Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check # 21287 inspe r y�b oD COMMONWEALTH OF MASSACHUSETTS ssbwTOWN OF NORTH ANDOVER 1600 OSGOOD STREET Building 20 Suite 2-36 APPLICAT70N OF CER 77FICATE OF INSPECTION 2008 ( ) Fee Required(Amount.) $100.00 ( } No Fee Required Date: t' U Accordance with the provisions of the Massachusetts State Building code, Section 108,15, 1 hereby apply for Certificate of Inspection for the jb�ellow-named premises located at the following address: Street and Number 116- 01 t:%YJ S) - L4kv Name of Premises Purpose for the Premise is used. �Q�C.iP4' �'� - /t71Nf6 Cad' Licenses(s) or Permit(s) Required for the Premises by Other Governmental Agencies: Contact Person Ann Higgins Telephone 978-682-8785 License or Permit Agenclab 1&k2e Ce ificate to be issued to _ Address tag;' 1,a4A�i 5 .4 �C 17 Telephone q7r1-C� 7 Owner o Record of Building nn Address A M A fie, 1_J�✓Yl /�% 1"1l�j''t� Name of Present Holder of Certificate N/Al'P>kW,_�&JO-:674&k) • Name pfl6gency, if any SIGNATURE OF PERSONS T WHOM CERTIFICATE IT E IS ISSUED OR HIS AUTHOIRIZED AGENTDA TE �o INSTRUCTIONS: 1) Make check payable to: Town of North Andover 2) Return this application with your check to: Building Dept 1600 Osgood Street, BLDG 20 STE 2-36 North Andover MA 01845 PLEASE NOTE: Application form with accompanying FEE must be submitted for each building or structure or part thereof to be certih 3) Application and fee must be received before the certificate will be issued. 4) The building officials shall be noted within ten (10) days of any change in the above information. CERTIFICATE# EXPIRATION DATE: Application for Cl.revised 1/08 jmc I 1 • INSPECTION REPORT FORM CLASSIFICATION PASSES INSPECTION YES NO DATED OWNER BUILDING NAME OR NO STREET LOCATION TYPE OF OCCUPANCY -Day Care Auditorium Restaurant Cafe Gym Apt School Common Victualer's Liquor Place of Assembly OPERABLE EXIT SIGN ,,,<e s no LIGHTED EXIT SIGNS "Os no NUMBER OF GRADE FLOOR MEANS OF EGRESS DOORWAYS NUMBER OF SEPARATE STAIRWAYS ACCESSIBLE PER STOREYS EMERGENCY LIGHTING SYSTEM dry cell wet cell operable SPRINKLER SYSTEM operable gage pressure yes no SMOKE DETECTOR operable yes no SIRE ALARM SYSTEM expired date yes no ELECTRIC EQUIPMENT VIOLATIONS yes no FIRE RESISTANT CURTAINS OR DRAPERIES yes no EGRESSES LAWFULLY DESIGNATED unobstructed yes no +HANDICAP ELEVATOR yes no STAIRS PROPERLY RAILED yes no HALLS AND STAIRWAYS LIGHTED no UTILITY ROOM—CLOSETS yes no RADIATOR GUARDS yes no COMPLIES HANDICAPPED PERSONS LAWS yes no HOW HEATED NO. FIREPLACES ves no BOILER ROOM CONDITION: ROOM LOAD IF APPLICABLE INSPECTOR: BRIAN LEA THE: DATE OF INSPECTION TOWN OF NORTH ANDOVER 0f t,ORTH q BUILDING DEPARTMENT 1600 Osgood Street, Suite 2-36, North Andover Ma 01845 0 NOTICE OF VIOLATION CH Date: Address: Vv n d t S I Fil i-yn BAP-0 hT Building ■ Zoning Bylaw Stop Work Order 0 Certificate of Inspections Electrical Plumbing Gas II Violation observed: KI Dr U04-1 1 n 0 Ve i VEAJ Ajir4i L-v v t-ewn7" o N41' �s Failure on your part to comply with this notice within 10 days may subject you to penalties prescribed by Massachusetts Law 780CMR--pr North Andover's ZoningB law. Please contact the Building Department for further information at 978-688-9545 Ja" Inspec Home Owner N` /� --+ f Q 311 r 1 Contractor (fy[ t 1T (O U TOWN OF NORTH ANDOVER 0* AORTH q BUILDING DEPARTMENT �t��`� �o 1600 Osgood Street, Suite 2-36, North Andover Ma 01845 0 NOTICE OF VIOLATION �.9 q�RATeo♦PPt(5 SSA C HU`s'� Date: U — ia - 1 Address: IN i r►d �-I's I FA Z Building =Zonin ylaw ❑Stop Work Order ❑ Certificate of Inspections Electrical 13 Gas Violation observed: t-NI f)( C Ih i Xt C F� J I t '1 l In ,Jr u,);= /1_ ►J Sf c:�'TTAY� c — C� 1�l�� -aF' V t'r L 7 rL► V ilJ /Uli i L. C + i Gln d/ Failure on your part to comply with this notice within 10 days may subject you to penalties prescribed by Massachusetts Law 780CMR-.nr North Andover's Zoning By law. Please contact the Building Department for further information at 978-688-9545 Inspec§r./ Home Owner � I[ Contractor l Location No. Date NORTH TOWN OF NORTH ANDOVER 0 OL s ' Certificate of Occupancy $ • , a SscHusEBuilding/Frame Permit Fee $ Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check # 21286 Bu g Inspect y,5 aw4�::sIC COMMONWEALTH OF MASSACHUSETTS sbw— �^ TOWN OF NORTH ANDOVER 1600 OSGOOD STREET Building 20 Suite 2-36 APPLICA77ON OF CERTIFICATE OF INSPECTION 2008 ( ) Fee Required (Amount) 100.00 ( ) No Fee Required Date: Accordance with the provisions of the Massachusetts State Building code, Section 108,15, 1 hereby apply for Certificate of Inspection for the below-named premises located at the following address: Street and Number L(_- k7 Name of Premises 6�I I S / Y1-1-f 6d Purpose for the Premise is used. /P�( _�t�}'�CGry/�Z &OZ21A CAN Licenses(s) or Permit(s) Required for the Premises by Other Governmental Agencies: Contact Person Ann Higgins Telephone 978-682-8785 License or Permit Agencv Si 6 b yr ,et • )- Tz"e Ce ificate to be issu d� Address ('Ay//1�1Sf Telephone Owner o .Record of Building Address )1i Name of Present Holder of Certificate / /�b� jJrlS%�/fJ-A� Jrp Name gency, if any SIGNATURE OF PERSONS T WHOM CERTIFICATE IT E IS ISSUED OR HIS AUTHOIRIZED AGENT DATE INSTRUCTIONS: 1) Make check payable to: Town of North Andover 2) Return this application with your check to: Building Dept., 1600 Osgood Street, BLDG 20 STE 2-36 North Andover MA 01845 PLEASE NOTE: Application form with accompanying FEE must be submitted for each building or structure or part thereof to be certified. 3) Application and fee must be received before the certificate will be issued. 4) The building officials shall be notified within ten (10) days of any change in the above information. CERTIFICATE# EXPIRATION DATE: Application for Cl.revised 1/08 jmc INSPECTION REPORT FORM CLASSIFICATION PASSES INSPECTION YES NO DATED OWNERIC�f 07 BUILDING NAME OR NO STREET LOCATION TYPE OF OCCUPANCY -Day Care Auditorium Restaurant Cafe Gym Apt School Common Victualer's Liquor Place of Assembly OPERABLE EXIT SIGN -yie"s no LIGHTED EXIT SIGNS y6s no NUMBER OF GRADE FLOOR MEANS OF EGRESS DOORWAYS 13 NUMBER OF SEPARATE STAIRWAYS ACCESSIBLE PER STOREYS EMERGENCY LIGHTING SYSTEM dry cell wet cell operable SPRINKLER SYSTEM._ ._..._.operable _v. gagevpressure , -- Yes. . .... '......nom,- SMOKE DETECTOR .operableFYeS.': m:no.... FIRE A MS YST LAREM exp�recl date _ .._u. ._. . .. u... , _ _._ YeS _ _ , _. no ELECTRIC EQUIPMENT VIOLATIONS yes no FIRE RESISTANT CURTAINS OR DRAPERIES yes no EGRESSES LAWFULLY DESIGNATED unobstructed yes no HANDICAP ELEVATOR yes no STAIRS PROPERLY RAILED yes no HALLS AND STAIRWAYS LIGHTED no UTILITY ROOM —CLOSETS yes no RADIATOR GUARDS yes no COMPLIES HANDICAPPED PERSONS LAWS yes no HOW HEATED NO. FIREPLACES yes no BOILER ROOM CONDITION: ROOM LOAD IF APPLICABLE INSPECTOR: BRIAN LEATHE: DATE OF INSPECTION 1 NORTH Town of No. � � s C% o dower, Mass., ' r - - LAKE It. COCMICMEWICK V O14 RATED P �C) 7 BOARD OF HEALTH Food/Kitchen PERMIT T - D Septic System • BUILDING INSPECTOR THIS CERTIFIES THAT..... ...... �rM......(a.w6r4lift-T............... .R JT. ... Foundation has permission to erect.................................. ... buildings on . ......... ......... ............ ,.�............ Rough to be occupied as..�4 ........ ........ ...111.111111111W................ � ............... Chimney provided that the person accepting this permit shall In every respect conform t the terms Sf the application on file in Final P this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final 0 PERMIT EXPIRES IN ONTHS ELECTRICAL INSPECTOR UNLESS CONSTR N ARTS Rough ..... .... Service .. ... .. ........ ...... ...... BUILDING INSPE Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. Donald Ouellette Don Ouellette 70 Meadow Road EMimming 'nc. Townsend MA.01469 November 6, 2007 Town of North Andover Building Department Building Inspector Dear Sir: The purpose of this letter is to let you know that I have been hired to oversee the construction of a new horse stable at 115 Windkist Farm Road. I will insure that the building is built according to the plans submitted by A & B Lumber Company, Designed by P. Levins P.E. titled Patrica Lambert, 115 Windkist Farm Road, N. Andover, dated 11/21/06. 1 will notify your office if my status changes on this job immediately. If you have any questions please call me at 978 597 5527. Sincerely, Donald Ouellette P.E. OF MASS,cy cn � Np.G2944 o � A�p�FGISS�� C� FSSI A� Donald Ouellette Don Ouellette 70 Meadow Road Engineering Inc. Townsend MA.01469 October 1,2007 Town of North Andover Building Department Building Inspector Dear Sir: The purpose of this letter is to request your permission to proceed with the removal of the unsuitable materials found on the West Side of this structure. It is the owner's intent to remove all of the unsuitable fill material and to replace this material with a 2 inch minus well graded crushed concrete and dense graded mix. All of the material will be placed in 6" lifts, thoroughly compacted. As a Professional Engineer, I will be on site to insure that all of the unsuitable materials are removed and that the new material is suitable and properly compacted. The removal and replacement will be done at 5' to 10' intervals. Photographs and daily construction logs will be maintained. If you have any questions please call me at 978 827 4120, work or 978 602 6706 cell or 978 597 5527 home. Sincerely, Donald Ouellette E. OF MgSs9c� G DONALD L. � OUELLETfE '` C:) `" N0.42944 Ago 9FG1 ST E�'�o FSS/0 F OFFICE OF BUILDING INSPECTOR TOWN OF NORTH ANDOVER '•�,.' Low" CONSTRUCTION CONTROL PROJECT NUMBER: /f PROJECT TITLE: j PROJECT LOCATION: l�S Gy/��al��QST J�/liU'! NAME OF BUILDING: NATURE OF PROJECT: --r-;✓60Vd' IN ACCORD NCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I, iu,/� G�,clfe tZ� REGISTRATION NO. A BEING A REGISTERED PROFESSIONA �G�INEE6CHITECH HEREBY CERTIFY THAT I HAVE PREPARED OR DIRECTLY SUPER E PREPARATION OF ALL DESIGN PLANS, COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT,, ARCHITECTURAL 0 STRUCTURAL 0 MECHANICAL 0 FIRE PROTECTION 0 ELECTRICAL OTHER(SPECIFY) /'L'c/�� 1L' /)�// ' // FOR THE ABOVE NAMED PROJECT AND THAT,TO THE BEST OF MY KNOWLEGE, SUCH PLANS, COMPUTATIONS AND SPECIFICATIONS MEET THE APPLICABLE PROVISION OF THE MASSACHUSETTS STATE BUILDING CODE,ALL ACCEPTABLE ENGINEERING PRATICES. AND APPLICABLE LAWS AND ORDINANCES FOR THE PROPOSED USE AND OCCUPANCY. I FURTHER CERTIFY THAT I SHALL PERFORM THE NECESSARY PROFESSIONAL SERVICES AND B EPRESENT ON THE CONSTRUCTION SITE ON A REGULAR AND PERIODIC BASIS TO DETERMINE THAT THE WORK IS PROCEEEDING IN ACCORDANCE WITH THE DOCUMENTS APPROVED FOR THE BUILDING PERMIT AND SHALL BE RESPONSIBLE FOR THE FOLLOWING AS SPECIFIED IN SECTION 116.0 1. Review, for conformance to the design concept, shop drawings, samples and other submittals which are submitted by the contractor in accordance with the requirements of the construction documents. 2. Review and approval of the quality control procedures for all code-required controlled materials 11,8 3. Be present at intervals appropriate to the stage of construction to become, generally familiar with6the progress and quality of the work and to determine, in general, if the work is being Pro9 q ty 9 9 performed in a manner consistent with the construction documents. PURSUANT TO SECTION 116.2 .2 1 SHALL SUBMIT WEEKLY , A PROGRESS REPORT TOGETHER WITH PERTINENT COMMENTS TO THE NORTH ANDOVER BUILDING INSPECT UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCUPANCY. SI NA URE SUBSCRIBED AND SWORN TO BEFORE ME THIS�DAY OF �5_ moi44 7 ' aft NOTARY PUBLIC MY COMMISSION EXPIRES �a�/� Erd§* n ■ GEOSCIENCES TESTING AND RESEARCH, INC. r1 Specializing in Dynamic and Static Testing&Analysis of Deep Foundations u n u M n f 1 GEOTECHNICAL ENGINEERING REPORT WINDKIST EQUESTRIAN CENTRE,INC. NORTH ANDOVER,MASSACHUSETTS n M n r� u June 29,2007 --I Project 07.133 u n L+ Prepared by: Geosciences Testing and Research,Inc. M North Chelmsford,MA Prepared for: Patricia Lambert Windkist Equestrian Centre, Inc North Andover,MA n "-1 J UC[ -I i U/ u l:4yp Geosclenoe I estfna Nese res GEQSCIENCES '�'F.�TING Avg RmLimc ,it:i., h r =F, •.••«¢U aar,X [.neitttsjoTtf,AjA 01863 . Ph:(978)251-9395, Fx:(978)251-9396 October 11,2007 GTR P op osai V%_-V3ry $ Ms. Tricia Lambert Windkist Equestrian Centre_. Inc. 125 Windkist Farm Rd North Andover,MA 01845 Re; prnpn�µl '^vr.Q.,iibg ade VUserVaiion W-UXMst Equestrian Centre-Indoor Riding Arena l.o u Andover. MA Dear Ms. Lambert, Geosciences Testing and Research, Inc. (GTR.) is pleased to present this proposal for geotechnical engineering services for rf,e RbOYP_refferanno'ed projoa Yva understand that you are removing the oxganic fill that was discovered underneath the footings in our pre��ious geotechnical study. We will observe the. inotina sub.de 10=14— per,iouicaliy Cruduring excavation to ensure that all the organics were removed. shed concrete is proposal to be used as backfill. 'tNe anticipate that up in sl ,igit—Q ever fol., dw :.iii v� necessary y at- to assess the subsurface conditions for the proposed construction procedure. A letter summarizing the subsurface conditions will be completed after the Iasi •rs;L he uuuwhig contains our cost estimate. Cost for Services The breakdown of the cost for performing the above services is outlined as follows. ft Project engineer for footing subgrade observation @ $85/hour(3 hours per day) • -wile-we.v 9 Footing observation summary letter @$500 Budget=S1,700 (6 trips, summary letter) Terms of Engagement This proposal and accompanying attachments form rhweer ie itie hvU parties. Please sign below and return one copy of this agreement prior to our commencement of work. Your acceptance of this pronosal cnnrm.s that- Jou or yv,;. rese4� tinea agi to the attached terms and conditions. This proposal is valid for a period of 60 days. Oct 11 07 01:49p Geoscienoe Testing & Rese 978-251-6396 pA TERMS AND CONDITIONS OF.ENGAGE.MENT I. General -••-• ..,u.,r 111 i cans and Conditions and the preceding "Proposal" dated October 11, 2007, Submitted by Geosciences 'Testing and Research, Inc. (GTR) to Windkist Equestrians Centr; r„c rr�c...... r__..... , ..tq i�air itt”but cen Ule above-id mtit[ed �'"•,•�l, :cstr l i[te parties, A.�uusalrf ce Risks Client reougnizes that special risks occur whenever engineering or related disci,airPs a„e a..,,,;�a scb�u—e conditions. GiR's designlanalyses are made based on the information presented byothersin the Geotechnical Data Report(s), Geotechnical Engineering Report(s), and/Or Proiecr PzA„s a„d =='c cai,rvi accept responsibility for deviations in the subsurface conditions from those presented. La+lwi1�. a. r ei mrmauce U[,'Services GTR's services will be performed in accordance with generally accented nr;,r_tTr,-g „f a'aaGIVIiusis providing Smular services,at the same local and time under similar conditions. No warranty,express or implied, is included or intended by this Agreement. GTR is not responsible fnr in#�-r rPtar; r .,r res ..,, a 1w VA IUput 1.b by others. r,•••,•• •••• ,... +u. s.w1.a 7.1 a Ml -ill-sea! Invoices will be submitted once a month for services rendered or at the completion of each m� nr ,;,,., _-r wYu1k. faYlheril will be due within 3U days of the date of invoice. Interest will be added to accounts past due at a rate of 1.5% per month on the outstanding balance. In the event GTR must retain t- clou sei ^ Q, F uue PayirieriLs,Client wid reimburse GTR for all legal fees and court coasts. s. au174RitL[ti.0 GTR is covered. by Worker's Compensation, Commercial General Liability, Automobile i.i_a-hility. anM P.vi<ssic,-ral ;liab;lity insurance. Certificates of our insurance coverage will be furnished upon -f GTR's total liability to Client, and anyone claiming b through p request. ,.:__ _ y, , or under Client. for 52iV aaci a7i, i„i�lrinc a.`aJ�r�a, lcisscs, expenses,or damages whatsoever, arising out of or in any way related to GTR's any cause whatsoever, including, but not limited services, from 8 to negligence,, gl genee, breach of co i...rY ._ ntrSCt, or i�-CflCl7 Of warrar��. octal■ vc: 11MU U W Inc greater of 160,0ou or GTR's fee. Client may increase GTR'- s limit of liabili f additional fee at the Clients cost, plus administrative costs incurred by GTR during processing. tY or an S.tndemnifiication ..�6.4�a rrvru riar3iitu5S and indennniiy vi1K, its subcontractors,and any associated employees,officers, and agents against all claims, suits, fuzes, penalties and associates legal expenses related to this Aere-.ment ciE—Ps. to we extent they are caused by the indenirli fliedpart}'s n li en ee wimisconduct. or -l _ ]tial 7. Documents and iirformation su �,........�. a_..._ .••..va.urrrcxr�a. �t,anc3 oaicutauons prepared by(.r'I'R for Client's use are,and will remain,GTR's property. This information is for Client's use only for the purposes disclosed to GTR. A an-1- si'. or }h ujcr.f., wird parry use or delayed use will be at the user's sole risk.S Client agrees to hold harmless and indemnify GTR against any liability and/or damages resulting from this subsequent. delavM thF^..^.aiy'us8. Oct 11 07 01:49p Geoscience Testing & Rase 578-251-61391, p.." Gec;Scieaces"t;estir►g« ReWdrCh,in,.. C]�tnhPr 17 �nls f F�nr+txai tU.. n,7 a Nee 7 1t iiac u":i praposai rot you and we look forwarcl to wo,rkinp with you on this project. If you have any questions regarding this proposal, do not hesitate to cnntart w-� Sincerely, Geoscierwes besting and Research, inc. A t uu�t�� n. trot c Les R. Chert uskas, P.E. Geotechnical Engineer A cnts: Tanie i,Terms and Conditions ptin_r.ina� idunrim 07-057 Windkist Farm-Eng.cloc ,-.gx ur-n—lit Jivr aervieeS Signature (f Date Print Nacre and Title Company Name A_ U°/� �IV lf;-d? 47PP?761 01 AqW .1 IPWWAM T)PW &W4L. %Poeffleft Dcl-n 7n MgmHow Road Engineedng inc. i own send MA.X1146= A OW'n-p Town of North Andover Ph iiHhnn nnnnrtrnent BuildiinnInspector . Dear 13ir- The purpose of this letter is to request your permission to proceed with the removal of the. ijn.RijifPhIP M2teri2!S fOUPd on the West Side of this structure. it is the owner's intent to remove all of the unsuitable flil material and to replace this material :-r!vqhair-rmnrnte-, and r!pn.qn arwiled mix. All of the material will be placed in 6" lift's. thoroughly compacted. As a Professional Engineer, ! LAI 1z'5�� _:a_. — 4-'t4L-- Oi LU W H i;5Ui K7 il-�k M I VViII LA new mate-hall is suitable and properly compacted. The removal and re-lacerrient will 1) U, FILLI valo' j-jIVLVVIdPii6 dilo ujii)F -.-,rja VVIN e 'Une at -LU- I U i maintained_ ifyou have any questions please call me at 978 827 4120, work or 978 602 6 106 ceii or v(b o4j t Donald Ouellette P.E. Dip L 0 UELL-EI-I E ;Y�� mn OP44 yF a a GEOSCIENCES TESTING AND RESEARCH, INC. -- Specializing in Dynamic and Static Testing Analysis of Deep Foundations a June 29, 2007 GTR Project#07.133 aMs. Patricia Lambert Windkist Equestrian Centre, Inc. 125 Windkist Farm Rd North Andover, MA 01845 aRe: Geotechnical Engineering Report Windkist Farm Indoor Riding Arena North Andover, MA Dear Patricia: In accordance with our proposal dated May 25, 2007, Geosciences Testing and Research, Inc. (GTR) is pleased to present this report summarizing the results of our geotechnical engineering evaluation for the above referenced project. This study involves evaluating the subsurface a conditions at the recently installed shallow foundation for the proposed indoor riding arena. This report is subject to the limitations in Appendix A. Scope of Study D The purpose of this study was to evaluate the subsurface conditions at the site, to develop bearing capacities for the soils underlying the shallow foundations and other geotechnical recommendations. Our geotechnical investigation focused on characterizing the subsurface conditions for the existing shallow foundations as required per the Town Building Inspector in a North Andover, MA. Our study included: 1. Performing a preliminary site reconnaissance to mark boring locations, notify DIGSAFE for utility clearance, and coordinate drilling; 2. Observing and characterizing the results from the subsurface exploration program, where several borings and test pits were performed; and 3. Evaluating the subsurface information and developing bearing capacities and post- construction recommendations summarized in this report. aThe information provided to us to prepare this report included the following: a1. "Plan of Land in North Andover, MA," dated 9/11/06 and revised 12/27/06 prepared by Middlesex Survey Inc. a 2. "Proposed Subsurface Sewage Disposal System" dated 12/14/05 prepared by New England Surfaces, Inc. �j SS Middlesex Street,Suite 22S,North Chelmsford,Massachusetts 01863 (978)2S1-9395 Fax(978)2S1-9396 C Geosciences Testing and Research, Inc. June 29, 2007 CI Project 07.133 Page 2 3. Typical building column and footing loads were not available for this report. Our scope of services did not include an environmental assessment to evaluate the subsurface conditions related hazardous or toxic materials in the soil, surface water, or groundwater Caround the site. Any statement(s) in this report or on the boring logs regarding odors, suspicious items or conditions are strictly for the information of the client. We recommend that the owner engage a qualified environmental professional, if necessary, to perform an environmental C' assessment prior to development of this site. Existing Conditions C The site is located in North Andover, Massachusetts at 125 Windkist Farm Rd. The site is sub-urban setting that is around elevation 95 to 100 feet and is covered by horse stables, dirt parking El areas and roads in the front portion along Windkist Farm Rd. Residential homes border the northern and northeast corners of the site. A steep slope exists along the western portion of the site that n transition from around elevation 100 feet to approximately project elevation 70 feet over 20 to 30 Lfeet lateral distance (slope 1H:1V). Wooded areas border the south and southwestern edges of the site. An open area containing existing barns, sheds and stables are along the eastern portion of the property. Refer to Figure 1 for the existing site features. A 62' x 136' square strip footing foundation has been constructed in November of 2006. Several feet of glacial till have previously been stripped from the north east portion of the site (along the northeastern edge of the existing foundation) for the recently completed foundation. We understand that approximately 5 to 10 years ago granular fill was placed along the western portion Cof the site (along the edge of the western portion of the existing foundation). EProposed Construction U The proposed structure is a one-story, wood framed pole barn with a dirt floor. The building is proposed to be constructed on the recently completed existing shallow foundation. Based on the test pit information, provided hereafter, the strip footing is approximately 2 feet wide, 1 foot thick and is approximately 3.5 feet below grade. The foundation wall is approximately 10 inches thick and extends to about 2 to 2.5 above grade. Subsurface Exploration Program P g CI Soil Exploration, Inc. completed four borings (designated as GTR-1 through GTR-4) on June 8, 2007. A truck mounted rotary drill rig was used to perform the boring installations. A combination of 4-1/4-inch I.D. augers was used to advance the borings. The depth of the borings ranged between 10 and 20 feet below ground surface. Five test pits (designated as TP-1 and TP-5) were also completed by the owner on June 8, 2007. A WB 140 Kamatsu backhoe was used to Cperform the test pits. The depths of the test pits ranged from 5 to 9 feet below ground surface. Based on discussions with the building inspector and site geometry three of four borings and n four of the five test pits were located along the western edge of the existing foundation for the most L� Ii efficient coverage along the sloped area outside the existing shallow foundation footprint. Refer to the Exploration Location Plan in Figure 1 for the approximate locations of the borings and test pits C Geosciences Testingand Research Inc. � .June 29,2007 Project 07.133 Page 3 Li relative to the existing and site features. The ground surface elevation around the existing shallow foundation footprint was approximately project elevation 100 feet. The existing grade elevations at C the boring locations were estimated from a plan entitled "Proposed Subsurface Sewage Disposal System" dated 12/14/05 prepared by New England Surfaces, Inc. Continuous soil sampling was generally performed in the borings between 0 and 10 feet below grade and then at five-foot interval there after. The soil samples were collected using a 2-inch Coutside diameter, 24 inch long, split-spoon sampler in accordance with ASTM D1586 procedures. The sampler was inserted into the borehole and then advanced 24 inches into undisturbed materials using a 140-pound hammer and a 30-inch drop height. The total number of blows required to Cadvance the sampler the second and third 6-inch intervals is referred to as the Standard Penetration Test(SPT) 14-value, which can be correlated to the bearing capacity of the soil. CA GTR field representative was on-site during the boring and test pit program to observe the drilling and test pit activities and log the soil samples. The weather conditions were clear and the C temperature was around 75 to 80. degrees Fahrenheit during drilling. The soils samples were classified according to the Modified Burmister Method. The soil samples were collected in glass bars for further testing and/or identification. Refer to Appendices B and C for the boring logs and test pit logs, respectively. C Subsurface Conditions [, The general subsurface conditions at the site included the following strata. CGranular fill Around 0.5 to 6.5 feet of granular fill, typically composed of brown fine to medium SAND (� with varying amounts of silt, gravel and clayey silt, was encountered in all the borings and test pits. {� The granular fill was 0.5 feet to 2 feet thick around the majority of the existing foundation where the grade was cut in order to level the footprint of the building. Along the western edge of the C foundation near the slope the granular fill was approximately 4.5 to 6.5 feet thick. Based on borings GTR-1 and GTR-2, the fill is medium dense in the area along the western edge of the foundation wall. Portions of the wall along the western edge are bearing directly on this granular fill soil layer. Stone A layer of 1 to 1 %" stone was encountered underneath and along the footing. It appears the `-' stone was placed underneath and along the footing during construction for a subbase and/or subdrain. The stone thickness was approximately 6 inches. Top Soil A deposit of topsoil, which consisted of black fine to medium SAND with some organic silt and trace amounts of roots and gravel, was encountered in TP-1. This layer was encountered around 2 feet below ground surface along the northern wall and was approximately 1.5 feet thick. The topsoil appears to have been stripped from areas that were cut and left in place in areas that were e Geosciences Testing and Research, Inc. June 29, 2007 Project 07.133 Page 4 El slightly filled to level the ground surface for the footprint of the building. This transition occurs Ell from east to west along the northern and southern wall. Silty Sand CA natural deposit of orange fine to medium SAND with some silt and littleg ravel was also encountered in test pit TP-1. This layer was encountered underlying the topsoil and is 3.5 to 4 feet below ground surface. TP-1 was terminated within this layer. The north section of the wall in the west corner is directly bearing on this soil layer. We assume that portions of the southern wall are also bearing on similar soil. EOrganic Fill CIn explorations GTR-1, GTR-2, TP-2 and TP-5, a layer of loose organic fill was encountered underlying the granular fill around 5 feet below ground surface. The organic fill consisted of primarily of wood shavings with trace (-) amounts of fine sand and miscellaneous debris. The miscellaneous debris consisted of wood 2x4's in TP-2. This layer was approximately 2.5 to 5 feet thick. The organic fill was observed to be directly below the bottom of the footings in TP72 and TP- E 5. This layer is isolated around the northwestern and southwestern corners of the wall. This layer is most likely created by previous owners removing the wood shaving from the stalls and dumping ng them over the original back slope of the hill. ETill EA deposit of typically dense to very dense glacial till composed of fine to fine to medium SAND and Clayey Silt with various amounts of gravel was encountered in all of the borings and TP- 3. The till was encountered between 0.5 to 10 feet below ground surface. The varying depth to the Ctop of this layer is also likely due to the transition from areas that were cut to areas that were slightly filled to level the footprint of the building. Split spoon refusal was encountered in boring GTR-1 and GTR-4. The majority of the existing foundation wall (i.e. the eastern edge and portions of the north and south wall) are bearing directly on this soil layer. There was no evidence of bedrock in any of the borings. Groundwater Groundwater was measured around 14 feet below grade in borings GTR-1 and GTR-4. Groundwater was not observed in GTR-2 and GTR-3, however, based on water content of the soil samples groundwater is estimated to be approximately 15 feet and greater than 12 feet below grade in borings R-2 an R- respectively. w GT d GT 3 es ect 1 . as not observed in TP-2 TP-4 and TP-5. I � g p Y , However, groundwater was observed at approximately 4 and 4.5 feet below grade in TP-1 and TP-3, respectively. It appears a perched or localized pocket of ground water exists in between the stone that was placed underneath the footings and the natural subgrade. These groundwater elevations are based on the levels occurring at the time the explorations were made. Variations in groundwater should be expected based on seasonal fluctuations, changes in site topography and other factors. C i Geosciences Testing and Research, Inc. June 29, 2007 El Project 07.133 Page 5 n Foundation Evaluation and Allowable Bearing Pressure Recommendations lam' Based on our review of the subsurface data and our understanding of the construction, the shallow foundations are founded on both suitable soils (along the eastern, northern and most of the southern section of the existing wall) and unsuitable soils (along the western portion of the existing wall). The primary geotechnical engineering concern associated with foundation construction is the removal of the organic fill below the footings along the western portion of the foundation wall (near the slope). Details of our findings and recommendations are presented in the following sections. Organic Fill C Alongthe western wall and southern wall in the west corner as shown in ( Figure 2), the organic fill should be excavated and removed to the granular fill or the natural granular soils. This may require removal, relocation or temporarysupport of some of the footings. When the granular fill or natural granular soil is encountered, excavation should proceed only with a smooth bucket to minimize disturbance of the subgrade. The granular fill or natural granular soils should be proof- rolled with a hand vibratory plate compactor. The lateral limits of the excavation under each footing should be determined as follows (Refer also to Figure 3): 1 offset a distance of two feet from the edge of the footing, .* ( ) g g, . (2) extend a line at an angle of 1 H:2V from the offset until it intersects the natural fine sand. (3)repeat this for every edge of the footing overlying the unsuitable. i Compacted structural fill should be placed within the lateral limits below the footing below the footing to bring the subgrade up to the footing elevation. If the natural fine sand material becomes disturbed, our office should be notified. At a minimum, the disturbed soil must be excavated using a smooth bucket at least two feet below the top of the surface of the disturbed material. Allowable Bearing Pressures We recommend a net allowable bearingpressure of 1.5 tons per square foot is for the p p q ( � footings founded on the existing granular fill or silty sand that overlies the glacial till or footings afounded on compacted structural fill overlying this soil. We, also, recommend a net allowable bearing pressure of 3 tons per square foot(tsf) for the footings founded on the glacial till. CSettlement The maximum anticipated total and differential settlement for footings bearing on the suitable soil is estimated to be around 1/2 inch, almost all of which will occur or has occurred during construction. Any utilities passing through these various structural features must be designed to accommodate these differential settlements. These settlement estimates are based on footing widths of approximately 1.5 to 2 feet and a net increase in pressure of 1.5 to 3 ts£ I C Geosciences Testingand Research, Inc. June 29, 2007 Project 07.133 Page 6 Seismic Site Coefficient CFor the purpose of evaluatingthe total lateral seismic force on the proposed structure,p p m accordance with section 1612.4 of the MSBC, the soils at the site are classified as type S2, with a corresponding site coefficient (S) of 1.2. The effective peak bedrock acceleration coefficient is 0.12g as required throughout Massachusetts in the MSBC. Liquefaction The subsurface conditions were reviewed with respect to seismic design criteria set forth in MSBC Section 1805.3. Based on GTR's evaluation of the subsurface information, the soils are not considered susceptible to liquefaction due to the medium dense to very dense nature of the granular Csoils at the site. Base Shear According to the MSBC Sections 1612.5 and 1612.6, the structure must be designed to resist the lateral earthquake or base shear force, which is a function of building load. When using passive C pressure against foundation elements to resist lateral loads, we recommend an ultimate equivalent fluid pressure of 400 pounds per cubic foot(pcf) distributed triangularly along the foundation (based on a passive pressure coefficient of 3.5 and unit weight 120 pcf). Although groundwater was observed deeper than the proposed footing levels, use one half of this value if any foundations extend below the water table. The passive resistance may be computed starting 1 foot below grade, unless the use of pavement restricts grade changes. These values are based on the assumption that granular backfill will be placed and compacted adjacent to the foundation elements. A value of 0.35 is recommended for the frictional coefficient between the bottom of the concrete footing and the soil. Lateral Loads and Earth Pressures Ane equivalent fluid weight of 40 pounds per cubic foot c is recommended for structural q g P p (pcf) C backfill (based on a unit weight of 120 pcf and an active earth pressure coefficient of 0.33 laced ) P behind retaining walls, provided that the wall is allowed to rotate. For any foundation wall also acting as a retaining wall, an equivalent fluid weight of 60 pcf should be used (based on an at rest earth pressure coefficient of 0.5 and unit weight of 120 pcf). This assumes that the backfill behind the retaining wall is free draining and that the wall itself has a positive drainage system to prevent Chydrostatic forces from developing behind the retaining walls. We recommend that a drainage system also be used for foundation walls to carry away surface water. Hydrostatic pressures must be included if adequate drainage is not provided behind the walls. C Where the equivalent fluid pressure is less than 300 psf against walls, use a pressure of 300 (� psf to account for compaction induced stresses. Within 4 feet behind retaining walls, we L recommend limiting compaction effort to hand-operated plate compactors. Additional surcharge loads from sloped backfill, vehicle traffic, etc. should also be applied when located within a line extending from the bottom heel of the footing at a slope of 1:1 and extending to the ground surface. To determine the lateral pressure associated with the vertical surcharge loads, multiply the vertical C Geosciences Testing and Research, Inc. June 29, 2007 CProject 07.133 page 7 pressure by 0.5 for restrained retaining or foundations walls or 0.33 for unrestrained walls allowed n to rotate. Seismic forces must also be included in the retaining wall design in accordance with MSBC section 1612.4.9 using a total soil unit weight of 120 pcf. The seismically induced earth pressure should be distributed as an inverted triangle over the height of the wall. Construction Considerations Earthwork- General Che areas as r equirmg excavation (i.e. footings, pavement, utilities, etc.) should be performed C in accordance with OSHA and local requirements. Excavations in soil deeper than 4 feet will require an earth support system, unless the grade can be sloped back at a 1.5H:1 V angle away from the bottom of the excavation. All excavations should be performed in the dry as described in the n dewatering section below. All footing subgrades should be protected from frost during �I construction. CStructural Fill The structural fill material should satisfy Massachusetts Highway Department (MHD) M1.03 Type B specifications. The fill should be placed in less than 8-inch lifts and compacted to 95% of its maximum dry density in accordance with ASTM D1557 Method C. The structural fill should be free of organic material, trash, ice, frozen soil, and other deleterious material. See Cattached MHD backfill material specifications provided in Appendix D. Dewatering Based on the subsurface exploration program and the proposed footing sub rade level, groundwater is anticipated to be at least 1 to 2 feet below the lowest footing elevation (i.e. along the aback of the building near the walk-out portion of the basement). However, if the groundwater level is elevated or perched at the time of construction, excavation and footing construction must be performed in the dry. If needed, pumps must be used to lower the groundwater level in the vicinity of the excavation(s) to at least 2 feet below the footing elevation. In addition, any surficial runoff due to heavy rains during construction should be controlled and directed away from excavations in order to maintain stable sidewalls and bearing surfaces. Any bearing soils disturbed by water should Cbe removed and replaced with compacted structural fill prior to structure placement. Construction Monitoring We recommend that a geotechnical engineer be present during construction to: • Observe and confirm that the excavation of the organic fill is completely removed from the bottom of the footing and subgrade conditions are in accordance with our recommendations, C • Observe and confirm that the soils used as fill and backfill and materials proposed for re-use are in accordance with our recommendations, 0 Observe and test the placement and compaction of structural fill and other compacted fills. EJune 29,2007 Geosciences Testing and Research, Inc. El Project 07.133 Page 8 GTR should be given the opportunity to review the final plans and other items related to our scope to confirm that the recommendations contained in our report are interpreted and implemented as intended. Our involvement during foundation construction activities will minimize any potential for delays, since we will be able to evaluate and implement any modifications that may occur or changes that are brought to the project team's attention during construction. GTR can prepare specifications related to earthwork and site work at a later time under a separate work scope, if Erequested. Any contaminated groundwater or soil encountered during construction should be evaluated Cand, if necessary, disposed of in accordance with local and federal regulations. We recommend retaining and environmental consultant to address these issues. CWe appreciate this opportunity to work with you on this project. If you have any questions regarding the above, please contact us at(978) 251-9395. C Sincerely, Geosciences Testing and Research, Inc. p E Curtis George Les R. Chernauskas, P.E. n Geotechnical Engineer Principal Attachments: Figures 1 through 3 and Appendices A through D 07.133 Windkist Geotechnical Report.doc E C L E E C W O O C_-3 L n Fl Li -� FOR REOMMY UM u g f . Fl �► ; N/i LOT 7 ! QUA W_ IJP • 1 \1 U lJ i FIGURE 1 u SUBSURFACE EXPLORATION PLAN WINDKIST EQUESTRAIN CENTRE,INC. NORTH ANDOVER,KA I � NOTES: - lJ 1 BASE PLAN OBTAINED FROM A PLAN ENTITLED'PLAN OF LAND, 17:81 NORTH ANDOVER,MA' PREPARED BY MIDDLESEX SURVEY INC.DATED DECEMBER 27,2008. n 2 THE LOCATIONS OF THE BORINGS ARE APPROXIMATE AND 'aa - SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE Y__! IMPLIED BY THE METHOD USED TO LOCATE THEM.THE BORINGS WERE TAPED IN THE FIELD BY GTR PERSONNEL AND REFERENCED r�- OF LAND ,. . FROM EXISTING FEATURES OR STRUCTURES LOCATED ON THE SITE. - IN - 3 THE LOCATIONS OF ALL EXISTING AND PROPOSED STRUCTURES NORTH ANDOVER, MASS Fl AND FEATURES SHOULD BE CONSIDERED APPROXIMATE. PRI PARD FSP.PA 7RICIA LAMBERT . u LEGEND. IUDDLESEX SURVEY INC. LAND SURVEMRS 131 PARK STREET NORTH RMING, 1I& 01884'. INDICATES LOCATION AND DESIGNATION OF peps (976) oral (pro)w:�p .- GTR-1 BORING COMPLETED BY SOIL EXPLORATION �p I ♦ CORP.AND LOGGED BY GEOSCIENCES TESTING AND J�- DATE: SST. 11. 2008.1 RESEARCH,INC.PERSONNEL ON JUNE 8,2007. GRI PRIG SCALE U INDICATES LOCATION AND DESIGNATION OF TP-1 I _ TEST PITS COMPLETED BY THE OWNER AND LOGGED BY GEOSCIENCES TESTING AND - n I RESEARCH,INC.PERSONNEL ON JUNE B,2007. I-b�� !I tt REVISED: 12/27/06 U - -- --- - ------ -- -- - JOB Q4,W SHEET NO. ( OF GEOSCIENCES TESTING AND a RESEARCH INC. c�C;� CALCULATED BY DATE Specializing in Dynamic and Static Testing C Analysis of Deep Foundations CHECKED BY/ DATE n 55 Middlesex Street,Suite 225,North Clielnuford,Massachusetts 01863(978)251-9395 Fax(978)251-9396 SCALE ozs V- It X614 C Cs I O CCC a-� .6 asz-_ ' I a✓ � T t f I 0V\. lr �. W a\� s�o pe � I k of-z' ZI1n G��,NEcrronn. aur 0 ,.c.e� n i St—oab �r Prc�e�� O✓�—Si�Z �r,^� rCov�� Own (3ryav��c C✓�S.i I� J nn . 4-` �rC. f�w.4V1V �V JOB l.jJL. + 16 /�sanAN Ctv�f'r SHEET NO. OF f. GEOSCIENCES TESTING AND RESEARCH, INC. CALCULATED BY CDATE T/o2 Specializing in Dynamic and Static Testing&Analysis of Deep Foundations CHECKED BY DATE n S5 Middlesex Street,Suite 225,North Chelmsford,Massachusetts 01863(978)251-9395 Fax(978)251-9396 SCALE No+ +o Scc,,1e Crn u e., S r C.ct * _ . a' 1 S. Re—�0 GD Qt5.va.;..-L,. 0r^,to�.;�,,,, �� W` �` _.COM. n Li APPENDIX A Ell GEOTECHNICAL LIMITATIONS n L' 1. The analyses and recommendations in this report are based in part upon the data obtained from the subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations become evident, we will need to re-assess our recommendations provided in this report. 2. The simplified soil profile(s) described in this report is intended to convey trends in subsurface conditions. Limited data was available. The boundaries between the strata are approximate and are idealized to convey trends in the subsurface information. The actual soil transitions are most likely more erratic than presented. E3. Water level readings from the borings are representative at the time of drilling. The data have been reviewed and interpretations have been made in the report. It must be noted, C however, that fluctuations in the groundwater level does occur due to variations in rainfall, temperature,and other factors occurring since the measurements were made. 4. In the event that any changes in the nature, function, design, or location of the proposed construction are planned, then the conclusions of this report may become invalid. I E Geosciences Testing and Research, Inc. (GTR) personnel must review these changes so that they may be incorporated into our report. It is recommended that GTR be provided the opportunity for a general review of the final design and specifications so that our recommendations are properly interpreted and incorporated in the project documents. 5. It is recommended that GTR be retained to provide soil engineering services during the final C design and/or construction phases of the project. This will enable compliance with our recommendations and to allow design changes as they become evident during construction as needed. 6. This report has been prepared for the exclusive use of Patricia Lambert- Windkist Equestrian Centre as related to this project. The report has been carried out in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. 7. This geotechnical engineering report has been prepared for this project by GTR, is for design purposes only, and is not intended for bidding purposes. Contractors wishing a copy of this C report may do so with the understanding that the scope is limited to design issues only. C I I i I � C7 �C O A ''� G7 a � � O ' C�7 C-� �� C� C� CU C� C-J U C._] C� L�7 U U C 7 U U CU �7 GEOSCIENCES TESTING AND RESEARCH, INC. 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 Boring No: GTR-1 Contract No: Pg.No.: 1 of 1 Li GTR Project Number: 07.133 GTR Rep: CAG Project Name: Windkist Faun Drilling Company: Soil Exploration Corp. `n Location: North Andover,MA u Driller: Tim Flores Helper: Equipment Casing Sampler Core Groundwater Depth(ft) Start Date: 06/08/07 End Date: 06/08/07 Type HSA 2in Date Time Water Ca I singi Hole n Gnd Surface Elev N/A Size I.D. 4 1/4" 1.5" 6/8 4.5hours 14' na na �I Loc.: See Subsurface Exploration Plan Hammer Wt. N/A 1401b Drill Rig: Truck Mounted Acker AD-1 I JHammer Fall N/A I 30in y Sample Data Stratum Blows Field Additional y C) U Pen/Rec Depth Data 0 NoE . per Test Description and Classification Description (m) (m) 150m m Results S-1 24/20 0-2 5-5 Dry,Medium dense,Brown,fine to medium 1 6-8 SAND,some Gravel,little Silt,trace Brick GRANULAR S-2 1 24/16 2-4 9-6 Dry,Medium dense,Brown,fine SAND, FILL 11-12 some Silt,little Gravel,Trace organic Silt 5 S-3A 24/24 4-5 14-6 S-3A Dry,medium dense,Black,fine to medium S-3B 5-6 3-3 SAND,some Gravel,little Silt S-4 24/24 6-8 5-4 S-3BMoist,medium stiff,Brown,Wood Shavings 5' 3-2 S-4Moist,medium stiff,Brown,Wood Shavings S-5 24/0 8-10 5-4 ORGANIC 10 3-2 No Recovery FILL S-6 24/18 10-12 24-12 8-15 Moist,medium dense,Brown,fine SAND, 10' and Clayey Silt,little Gravel 15 S-7 24/0 14-16 11-19 No Recovery GLACIAL 22-18 TILL S-8 24/2 1-6-18 24-40 Wet,very dense,Brown,fine SAND,some 44-49 Clayey Silt,trace Gravel 20 S-9 8/4 19-19.7 45-100+ Very dense,Brown,tine to medium SAND, some Gravel,trace Silt Bottom of boring at 19.7'below ground surface 19.7' with split spoon refusal. NOTES: 1. Ground surface approximately T below top of wall. ?. Piece of Gravel stuck in top of spoon for sample S-9. rder of Sample Description (Modified Burmister) PENETRATION RESISTANCE GUIDE 1. Moisture Content:Dry,Moist,Wet Cohesionless Soils(Sands) Cohesive Soils(Clays) 2. Soil Relative Density or Consistency Relative Density/Blows per Foot Consistency/Blows per Foot 3. Color Very Loose >> 0-4 Very Soft >> Below 2 4. Major Component: Should be capitalized Loose >> 4-10 Soft >> 2-4 5. Minor Component:"and" -35%to 50%minor grain size Medium Dense >> 10-30 Medium Stiff >> 4.8 "some" -20%to 35%minor grain size Dense >> 30-50 Stiff >> 8.l5 "little" -10%to 20%minor grain size Very Dense >>Over 50 Very Stiff >> 15-30 "trace" -<10%of minor grain size Hard >> Over 30 FILE NAME: 07.133 Windkist Farm BORINGNO: GTR-1 I� ..... ... GEOSCIENCES TESTING AND RESEARCH, INC. 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 lt]Ule5eX Street,Suite CL),North uliemtstoro,MA. 1 Boring No: GTR-2 Contract No: Pg.No.: 1 of 1 i I__1 GTR Project Number: 07.133 GTR Rep: CAG Project Name: Windkist Farm Drilling Company: Soil Exploration Corp. Location: North Andover,MA LJ Driller: Tim Flores Helper: Equipment Casing Sampler Core Groundwater Depth(m) Start Date: 06/08/07 End Date: 06/08/07 Type HSA 2in Date Time Water I Casing Hole n Grid Surface Elev(ft): 1 N/A Size I.D. 4 1/4" 1.5" n/a na �I Loc.: See Subsurface Investigation Plan Hemmer Wt. N/A 1401b Drill Rig: Truck Mounted Acker AD-11 Hammer Fall N/A 30in LJ n Sample Data Stratum Q Blows Field Additional l� Q No. Pen/Rec Depth Data Z° (m) (m) per Test Description and Classification Description 150mm Results S-1 24/14 0-2 5-7 Dry,Medium dense,Brown,tine to medium 1 10-8 SAND,some Gravel,little Silt GRANULAR S-2 .24/16 2-4 10-9 Dry,Medium dense,Brown,fine to medium FILL i 1-13 SAND,some Silt,little Gravel 5 S-3 24/6 4-6 11-14 Moist,medium dense,Black,fine to medium 5' n 8-4 SAND and wood shavings,trace Gravel, S-4A 24/20 6-7.5 3-4 S-4AMoist,loose,Black,Wood Shavings ORGANIC S-413 7.5-8 4-8 S-413 Moist,loose,Brown,medium dense, FILL S-5 24/14 8-10 3-1 fine SAND and Clayey Silt,trace Gravel 75 10 3-4 S-5 Moist,loose,Brown,medium dense, �+ S-6 1 24/10 10-12 11-14 fine SAND and Clayey Silt,trace Gravel 14-12 S-6 Moist,medium dense,fine to medium SAND t1 some Silt,trace Gravel v 15 S-7 24/18 14-16, 8-13 Wet,medium dense,Brown,fine SAND and GLACIAL 14-20 Clayey Silt,little Gravel TILL 20 S-8 24/14 19-21 24-31 Wet,very dense,Brown,fine to medium 30-45 SAND,some Clayey Silt,little Gravel Bottom of boring at 21'below ground surface 21' with no refusal encountered. NOTES: 1.Bore hole left open after completion. Boring collapsed at 14'below ground surface. No water in boring about 3.5 hours. Order of Sample Description (Modified Burntister) PENETRATION RESISTANCE )GUIDE 1. Moisture Content:Dry,Moist,Wet Cohesionless Soils(Sands) Cohesive Soils(Clays) 2. Soil Relative Density or Consistency elativeDensity/Blows per Foot Consistency/BlowsperFoot 3. Color VeryLoose >> 0-4 Very Soft > Below 2 4. Major Component: Should be capitalized Loose >> 4.10 Soft >> 2-4 5. Minor Component:"and" -35%to 50%minor grain size Medium Dense >> 10-36 Medium Stiff >> 4-8 "some" -20%to 35%minor grain size Dense >> 30-50 stiff >> 8-15 "little" -10%to 20%minor grain size Very Dense >>Over 50 Very Stiff >> 15-30 "trace" -<10%of minor grain size Hard >> Over 30 FILE NAME: 07.133 Windkist Farm BORING NO: GTR-2 GEOSCIENCES TESTING AND RESEARCH, INC. 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 Boring No: GTR 3 Contract No: Pg.No.: 1 of 1 GTR Project Number: 07.133 GTR Rep: CAG 1--I Project Name: Windkist Farm Drilling Company: Soil Exploration Corp. Location: North Andover,MA Driller: Tim Flores Helper: Equipment Casing Sampler Core Groundwater Depth(ft) Start Date: 06/08/07 End Date: 06/08/07 Type HSA 2in Date Time Water Casing Hole Gnd Surface Elev(ft): I n/a Size I.D. 4 1/4" 1.5" n/a na Loc.: See Subsurface Investigation Plan Hammer Wt N/A 1401b Drill Rig: Truck Mounted Acker AD-11 Hammer Fall N/A 30in U Sample Data Stratum Blows Field Additional w q U Pen/Rec Depth Data 0 No. r (m) (m) per Test Description and Classification Description 150mm Results GRANULAR FILL S-1 24/4 2-4 6-8 Dry,Medium dense,Brown,fine SAND, — — — — — — 2' 1 10-9 Clayey Silt,trace Gravel 5 S-2 24/20 4-6 4-10 Dry,medium dense,Brown,fine to medium 14-18 SAND little Clayey Silt,trace Gravel GLACIAL S-3 24/14 6-8 1 6-6 Dry,medium dense,Brown,fine SAND, TILL 18-60 some Clayey Silt,trace Gravel S-4 24/12 8-10 14-20 Moist,Brown,fine SAND,and Clayey 10 17-23 Silt,little Gravel Bottom of boring at 10'below ground surface 10' with no refusal encountered. 15 20 NOTES: 1.Auger cuttings from 0-2 consisted of fine SAND,little Silt,litte wood shavings,trace Gravel Order of Sample Description (Modified Burmister) PENETRATION RESISTANCE(N)GUIDE 1. Moisture Content:Dry,Moist,Wet Cohesionless Soils(Sands) Cohesive Soils(Clays) 2. Soil Relative Density or Consistency Relative Density/Blows per Foot Consistency?Blows per Foot 3. Color Very Loose >> 0-4 Very Soft >> Below 2 4. Major Component: Should be capitalized Loose >> 4-10 Soft » 2'.4 5. Minor Component:"and" -35%to 50%minor grain size Medium Dense >> 10-30 Medium Stiff >> 4--8 "some" -20%to 35%minor grain size Dense >>'30-50 Stiff >> 8-15 "little" - 10%to 20%minor grain size Very Dense >>Over 50 Very tiff >> 15-30 "trace" -<10%of minor grain size Hard >> Over 30 FILE NAME: 07.133 Windkist Farm BORING NO: GTR-2 GEOSCIENCES TESTING AND RESEARCH, INC. 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 Boring No: GTR-4 Contract No: Pg.No.: 1 of 1 GTR Project Number: 07.133 GTR Rep: CAG Project Name: W indkist Farm Drilling Company: Soil Exploration Corp. Location: North Andover,MA U Driller: Tim Flores Helper: n/a Equipment I Casing Sampler Core Groundwater Depth(m) n Start Date: 06/08/07 End Date: 06/08/07 Type HSA tin Date Time Water Casing Hole Gnd Surface Elev(ft): n/a Size I.D. 4 1/4" 1.5" 6/8 15 minutes 14' na na 1--1 Loc.: See Boring Location Plan Hammer W L N/A 1401b Drill Rig: Truck Mounted Acker AD-11 Hammer Fall N/A I 30in Sample Data Stratum q U Pen/Rec Depth Blows Field Additionalz a No. (in) (in) per Test Description and Classification Description 150mm Results S-1 24/16 0-2 7-8 Dry,Medium dense,Brown,fine SAND, GRANULAR 8-7 some Silt,little Gravel _ _ _FILL_ _ S-2 24/14 2-4 9-14 Dry,Dense,fine SAND,some Clayey 6" 21-24 Silt,some Gravel 5 S-3 24/16 5-7 16-19 Moist,Very dense,fine SAND,and 41-60 JClayey Silt,trace Gravel 10 S-4 24/12 10-12 34-49 Moist,very dense,fine SAND,some Clayey GLACIAL 71-90 Silt,little.weathered Rock TILL 15 S-5 . 24/10 15-17 24-21 Wet,dense,Clayey SILT and fine Sand, 24-48 trace Gravel 20 S-6 2/0 20-20.2 100+ No Recovery Bottom of boring at 20.2'below ground surface 20.2' with split spoon refusal. NOTES: Order of Sample Description (Modified Burmister) PENETRATION RESISTANCE )GUIDE 1. Moisture Content:Dry,Moist,Wet Cohesionless Soils(Safids) Cohesive Soils(Clays) 2. Soil Relative Density or Consistency Relative Density/Blows per Foot Consistency/Blows per Foot 3. Color VeryLoose >5 0-4 Very Soft >> Below 2 4. Major Component: Should be capitalized I:oose >> 4-10 Soft >> 2-4 5. Mirror Component:"and" -35%to 50%minor grain size Medium Devise >> 10-30 Medium Stiff >> 4-8 "some" -20%to 35%minor grain size Dense >> 30-50 Stiff >> 8-15 "little" -10%to 20%minor grain size Very Dense >>Over 50 Very Stiff >> 15-30 "trace" -<10%of minor grain size Hard >> Over 30 FILE NAME: 07.133 Windkist Farm BORING NO: GTR-4 U G wa w F E-3 U CU U C I C__-3 C I U M Li GEOSCIENCES TESTING AND RESEARCH, INC. o 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 3. TestP it No: TP-1 Contract No: Pg.No.: 1 oft R Project Number: 7.133 GTR Rep: CAG _.. Project Name: Windkist Farm Contractor: Owner In Location: North Andover J Operator: Larry Equipment: Groundwater Depth(ft) Start Date: 6/8/2007 End Date: 6/8/2007 Make: Kamatsu Date Time Water Hole n Gnd Surface Elev(ft): Model: WB140 na Loc.North: East: Capacity: .5 yd Note: Reach: 12' L' -S Sample Data SBoulders: a p Stratum Excay. q SampleEffort Count/ t No, Depth Description and Classification Description Class E Footing D. 0 Ground Surface \y Brown fine-medium SAND little Gravel little it " , , , Silt 58 E IA GIanular E Fill E 1B E Black,fine-medium SAND,some Organic Silt,trace Gravel, 2' E r trace Roots Top Soil E 12" E Orange,fine-medium SAND,some Silt,little Gravel 3.5' E Silty E 5 Sand E Bottom of Test Pit at 5 feet below ground surface with no refusal 5' encountered. 10 NOTES: 1. Appears perched water level at botom of footing elevation. Order of Sample Description (Modified Burnrister) Test Pit Plan Boulder Class 1. Moisture Content:Dry,Moist,Wet 8' Letter Size Mange 2. Color 3.5 Designation Classification 3. Major Component: Should be capitalized A 6"-17" 4. Minor Component:"and" -35%to 50%minor grain size / B 18"-36" "some" -20%to 35%minor grain size {(S C 36"and Larger "little" -10%to 20%minor grain size NORTH Excavation Effort "trace" -<10%of minor grain size volume= 5.2 cu.yd. E=Easy M=Medium D=Difficult FILE NAME: TEST PIT NO: GEOSCIENCES TESTING AND RESEARCH, INC. p 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 nTest pit No: ...TP-2 Contract No: Pg.No.: 1 of 1 LJ1 GTR Project Number: 7.133 GTR Rep: CAG Project Name: Windkist Fame Contractor: Owner Location: North Andover Operator: Larry Equipment: Groundwater Depth(ft) Start Date: 6/8/2007 End Date: 6/8/2007 Make: Kamatsu Date Time Water Hole Gild Surface Elev(ft): Model: WB140 N/A na Loc.North: East: Capacity: .5yd LJI Note: Reach: 12' Sample Data Stratum Excay. Boulders: u q Sample Effort Count/ o No. Depth Description and Classification Description Class Z Brown,fine-medium SAND,some Silt,some Gravel E 2A E 113 E Granular E Brown fine SAND,and Clayey Silt,Little Gravel Fill E E E E E 5 Black,Organic Silt,trace fine SAND 4.5' E E E Brown,wood shavings,Tx4's,trace fine SAND E E Organic E Fill E E E E 10 Bottom of Test Pit at 9 feet below ground surface with no refusal 9' encountered. t 1S NOTES: Order of Sample Description (Modified Burndster) Test Pit Plan Boulder Class 1. Moisture Content:Dry,Moist,Wet 10' Letter Size Range 2. Color 5' Designation Classification 3. Major Component: Should be capitalized r A 6"-17" 4. Minor Component:"and" -35%to 50%minor grain size B 18"-36" "some" -20%to 35%minor grant size C 36"and Lamer "little" -10%to 20%minor grain size NORTH Excavation Effort "trace" -<10%ofminor grain size Volume= 16.7 cu.yd. E=Easy M=Medium D=Difficult FILE NAME: TEST PIT NC 1�. n GEOSCIENCES TESTING AND RESEARCH, INC. 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 ti '•`' ;3: Test pit No: TP-3 Contract No: Pg.No.: 1 of 1 -" GTR Project Number: 7.133 GTR Rep: CAG Project Name: Windkist Farm Contractor: Owner Location: North Andover Operator: Larry Equipment: Groundwater Depth(ft) Start Date: 6/8/2007 End Date: 6/8/2007 Make: Kamatsu Date I Time Water Hole Gnd Surface Elev(ft): n/a Model: WB140 8-Jun .5 hours 4' na LJ Location. See boring location plan. Capacity: .5 yd' Note: Reach: 12' Sample Data Stratum Excay. Boulders: p Sample Effort Count/ Z No. Depth Description and Classification Description Class Grey,GRAVEL and fine-medium Sand,trace Silt Granular Fill E Brown,fine SAND,some Clayey Silt,little Gravel 6" M M lA III Glacial M Till M IA— M M M M 1 5 M Bottom of test pit at 5 feet below ground surface with no refusal 5' encountered. 10 I 15 OTES: 1.Appears ground water is a perched water level at the bottom of the footing elevation which was at approximately 4 feet below ground surface. J Order of Sample Description (Mortified Burt»ister) Test Pit Plan Boulder Class 1. Moisture Content:Dry,Moist,Wet 7r Letter Size Range 2. Color 3.5 Designation Classification 3. Major Component Should be capitalized 4. Minor Component:"and" -35%to 50%minor grain size B 18"-36" "some" -20%to 35%minor grain size C 36"and Larger "little" -10%to 20%minor grain size NORTH Excavation Effort "trace" -<10%of minor grain size Volume= 4.5 cu.yd. E=Easy M=Medium 1 D=Difficult FILE NAME: TEST PIT NC GEOSCIENCES TESTING AND RESEARCH 55 Middlesex Street,Suite 225,North Chemisford,MA. Phone:(978)251-9395 Fax:(978)251-9396 a TestpitNo: TP-5 Contract No: Pg.No.: 1 oft GTR Project Number: 7.133 GTR Rep: CAG Project Name: Windkist Farm Contractor: Owner Location: North Andover Operator: Larry Equipment: Groundwater Depth(ft) Start Date: 6/8/2007 End Date: 6/8/2007 Make: Komatsu Date Time Water Hole Gnd Surface Elev(ft): Model: WB140 na LLoc.North: East: Capacity: .5 yd' Note: Reach: 12' a Sample Data Stratum Excay. Boulders: Q1 Count/ z p Sample Depth Description and Classification Description Effort Class No. Brown,fine SAND,some Clayey Silt,little Gravel E E Footing E 1A Granular E Brown,fine-medium SAND,some Gravel, Fill E little Silt E 1B E E Black/Brown Wood Shavings 4' E 5 E Organic E Fill E E Bottom of Test Pit at 6 feet below ground surface. No refusal 6' encountered. M 10- is- NOTES: 0ISi OTES: Order of Sample Description (Modified Burmister) Test Pit Plan Boulder Class 1. Moisture Content:Dry,Moist,Wet 11 Letter Size Range 2. Color 5' Designation Classification 3. Major Component: Should he capitalized A 6"-17" 4. Minor Component:"and" -35%to 50%minor grain size B 18"-36" "some" -20%to 35%minor grain size C 36"and Larger - "little" -10%to 20%minor grain size NORTH Excavation Effort "trace" -<10%of minor grain size Volume= 12.2 cu.yd. E=Easy M=Medium D=Difficult FILE NAME: TEST PIT NC M GEOSCIENCES TESTING AND RESEARCH, INC. o 55 Middlesex Street,Suite 225,North Chemisford,MA. X.X Phone:(978)25 1-9395 Fax:(978)25 1-9396 w �1 Test pit No: TP-4 Contract No: Pg.No.: 1 oft t GTR Project Number: 7.133 GTR Rep: CAG Project Name: Windkist Farm Contractor: Owner Location: North Andover Operator: Larry Equipment: Groundwater Depth(ft) Start Date: 6/8/2007 End Date: 6/8/2007 Make: Kamatsu Date Time Water Hole n Gnd Surface Elev(ft): Model: WB140 na LLoc.North: East: Capacity: Syd Note: Reach: 12' Sample Data Stratum Excay. Boulders: Count/ z p Sample Depth Description and Classification Description Effort Class No. Brown,fine SAND,some Silt,little Gravel E E Footing E " \ E �y IStone E lA Granular Fill E CBlack,fine-medium SAND,some Gravel E 1A trace Silt E 113 E lA . 5 M M Boulder M is Bottom of Test Pit at 6.5 feet below ground surface with no refusal 6.5' encountered. 10 15 NOTES: Order of Sample Description (Modified Burmister) Test Pit Plan Boulder Class 1. Moisture Content:Dry,Moist,Wet 9 Letter Size Range 2. Color 3.5 Designation Classification 3. Major Component: Should be capitalized A 611-17" 4. Minor Component:"and" -35%to 50%minor grain size B 18'1-36" "some" -20%to 35%minor grain size C 36"and Larger, "little" -10%to 20%minor grain size NORTH Excavation Effort "trace" -<10%of minor grain size Volume= 7.6 cu.yd. E=Easy M=Medium D=Difficult EFILE NAME: TEST PIT NC a c a a c c E APPENDIX D MHD BACKFILL MATERIAL SPECIFICATIONS c � c n �J n c c U Li hI �I�P �II�PB� Df SS�1tSPttS MASSACWSEM HIGHWAY DEPARTMPff Standard Specifications For I Li and BriEUghwayses I � Li n Boston, Massachusetts u Iri 19M C LJ LJ M1.02.0 327 SECTION M MATERIALS L� Approval and Acceptance. r1 All materials must be approved prior to incorporation in the work.Approval of materials shall be in accord- ance with the applicable requirements of Subsection 5.03 and Section 6.00,Control of Materials.Materials may be approved at the source of manufacture or at the project site.Information regarding the origin,com- position and/or manufacture of any material shall be furnished if requested by the Engineer. LApproval and acceptance of any material intended for use in the work of the Department is contingent upon the particular material conforming to a designated specification.Unless otherwise stipulated,all ques- tions relating to materials will be resolved by the Research and Materials Section of the Department or its duly authorized representative. Sampling and Testing. C' Materials will be sampled and tested in accordance with the designated Standards.The applicable edition of the Standard shall be as stipulated in Subsection 1.33 References. Sampling of materials will be performed by Department personnel,personnel authorized by the Depart- ment or personnel under Department supervision. L Certification. Materials accepted on certification as stipulated in Subsection 6.01,Source of Supply and Quality,fall into two categories: 1. Those accepted on a particular certification and sampling frequency. f 2. Those accepted on certification alone. L A listing of materials falling into one or the other of the above categories will be furnished upon request to the Research and Materials Section of the Department. CSECTION M1 aSOILS AND BORROW MATERIALS M1.00.0 General. All Soils and borrow materials shall conform to the requirements of the specifications as designated hereinafter. M1.01.0 Ordinary Borrow. Ordinary Borrow shall consist of a material satisfactory to the Engineer and not specified as gravel bor- row,sand borrow, special borrow material or other particular kind of borrow. This material shall have the physical characteristics of soils designated as group A-1,A-2-4 or A-3 under AASHTO-M 145.It shall have properties such that it may be readily spread and compacted for the formation of embankments. M1.02.0 Special Borrow. '— Special Borrow shall consist of one of the following: a) A native in-situ soil that is classified under AASHTO-M 145 as A-3,or that portion of A-1 with less than 12% passing the No.200 sieve as determined by AASHTO-T11 and-727. Maximum size of stone for testing purposes shall be three(3)inches(nominal).For Muck Backfill only, 15%or less passing the No.200 sieve will be allowable. 328 M1.02.0 b)A crushed rock,either obtained from ledge excavation on the project or other approved sources,that meets the following requirements: Percent of wear LA abrasion+.test 50% Maximum Plasticity Index 6% Maximum Gradation Requirements Sieve Designation g Percent Passing 6 in. 100 2 in. 90-100 No.4 mesh 20-65 No. 200 mesh 0-12 M1.03.0 Gravel Borrow. ,�✓ '`` Gravel Borrow shall consist of inert material that is hard,durable stone and coarse sand,free from loam O and clay, surface coatings,and deleterious materials_ Gradation requirements for gravel shall be determined by AASHTO-Tl l and T27 and shall conform to the following: CSieve Designation Percent Passing 112 in. 50-85 No.4 40-75 No. 50 8-28 No.200 0-10 Maximum size of stone in gravel shall be as follows: ° M 1.03.0 Type a 6 inches largest dimension ` M1.03.0 Type b 3 inches largest dimension r1 �� M 1.03.0 Type c ---"'� YP 2 inches largest dimension L �` . :..� M1.03.1 Proces3ed-ravel for Subbase. C This specification covers the quality and gradation for subbase material of crusher run gravel. Gravel shall consist of inert material that is hard,durable stone and coarse sand,free from loam'and clay, surface coatings and deleterious materials. The coarse aggregate shall have a percentage of wear,by the Los Angeles Abrasion Test, of not more than 50. The gradation shall meet the following requirements: n Sieve Designation Percent Passing Li 3 in. 100 1'h in. 70-100 1/4 in. 50-85 L, No.4 30-60 No.200 0-10 The approved source of bank-run gravel material shall be processed by mechanical means. The equip- ment for producing crushed gravel shall be of adequate size and with sufficient adjustments.toP roduce the desired materials. The processed material shall be stockpiled in such a manner to minimize segregation of particle sizes. All processed gravel shall come from approved stockpiles. u M1.04.0 Sand Borrow. Sand Borrow shall consist of clean inert,hard,durable grains of quartz or other hard durable rock,free C from loam or clay, surface coatings and deleterious materials.The allowable amount of material passing a No. 200 sieve as determined by AASHTO-Tl 1 shall not exceed 10 io by weight. n The maximum particle size for Sand Borrow shall be as follows: I MI.04.0 Type a 1/4 in. LLLIII M1.04.0 Type b 3/8 in. M 1.06.1 329 M1.04.1 Sand Borrow for Subdrains. Sand for use in subdrain installations shall conform to the requirements of Section M1.04.0 with the fol- lowing grading limitations,as determined by AASHTO-TII and 727: Percent by Weight a Passing Through Sieve Designation Minimum Maximum 1/2 in. 100 3/8 in. 85 100 No.4 60 100 No. 16 35 80 No.50 10 55 CNo. 100 2 10 M1.05.0 Loam Borrow. Loam Borrow shall consist of a fertile,friable,natural topsoil typical of the locality,without admixture of subsoil,refuse or other foreign materials,and shall be obtained from a well-drained arable site.It shall be such a mixture of sand,silt and clay particles as to exhibit sandy and clayey properties in and about equal propor- tions.It shall be reasonably free of stumps,roots,heavy or stiff clay,stones larger than 1 inch in diameter, lumps,coarse sand,noxious weeds,sticks,brush or other litter. Prior to stripping,the loam shall have demonstrated by the occurrence upon it of healthy crops,grass or other vegetative growth that is is reasonably well drained and that it does not contain toxic amounts of either acid or alkaline elements. The loam shall contain not less than 4%nor more than 20%,or organic matter as determined b the loss C g y son ignition of oven-dried samples.Test samples shall be oven-dried to a constant weight at a temperature of 230°F ±90. C } M1.06.0 Peat Borrow. Peat Borrow shall consist of specified material obtained from the locality of the project or commercially �l from other sources to be used as detailed or as directed by the Engineer to fit adequately the intended purpose. Peat Borrow shall conform to the following requirements: 1. Organic content 25% C 2. Acidity pH 4.0-7.0 3. Water absorbing capacity 250%minimum 4. Soluble salt index 100%maximum n M1.06.1 Processed Planting Material. JProcessed Planting Material shall consist of suitable organic soil containing a reasonable amount of fibrous material procured from within the project limits or elsewhere and mixed with a suitable type of subsoil,resulting in a homogeneous material free from hard lumps,brush or litter satisfactory as a substitute for natural loam and capable of supporting plant growth. This material shall conform to the following requirements: *'Soluble salt index 100% maximum Acidity pH 4.0-7.0 L' *20rganic content 10-20% n *'As determined with a type RD 15 Solu Bridge electrical conductivity tester at a dilution ratio of 1 part oven-dried material in 5 parts of distilled water(by weight). u *20rganic content will be determined by the loss on ignition of oven-dried samples.Test samples shall be oven-dried to a constant weight at a temperature of 230°F±9°. Percent by Weight Passing Through Sieve Designation Minimum Maximum n, 1/2 100 *3No.50 45 74 No. 200 20 40 *3This requirement shall be waived when the amount of fibrous material precludes an acceptable test procedure. Oct 11 07 01:49p Geoscience Testing & Rese 978-251-6396 p.2 UEOSCIENCES TESTING AND RESEARCH,INC. 55 Middlesex Street, Suite 225,y Chelmsford MA 01863 Ph: (978)251-9395, Fx:(978)251-9396 October 11, 2007 GTR Proposal 07-098 Ms. Tricia Lambert Windkist Equestrian Centre, Inc. 125 `'Vindkist Farm Rd North Andover, MA 01845 Re: Proposal for Subgrade Observation Windkist Equestrian Centre- Indoor Riding Arena North Andover, MA Dear Ms. Lambert: Geosciences Testing and Research, Inc. (GTR) is pleased to present this proposal for geotechnical engineering services for the above-referenced project. We understand that you are removing the organic fill that was discovered underneath the footings in our previous geotechnical study. We will observe the footing subgrade locations periodically during excavation to ensure that all the organics were removed. Crushed concrete is proposal to be used as backfill. We anticipate that up to six visits over four day will be necessary to assess the subsurface conditions for the proposed construction procedure. A letter summarizing the subsurface conditions will be completed after the last visit. The following contains our cost estimate. Cost for Services The breakdown of the cost for performing the above services is outlined as follows: 0 Project engineer for footing subgrade observation @ $85/hour(3 hours per day) 0 Mileage @ $30/day • Footing observation summary letter @$500 Budget=$1,700 (6 trips, summary letter) 'Perms of Engagement This proposal and accompanying attachments form the basis for the agreement between the two parties. Please sign below and return one copy of this agreement prior to our commencement of work. Your acceptance of this proposal confirms that you or your representatives agree to the attached terms and conditions. This proposal is valid for a period of 60 days. Oct 11 07 01;49p Geoscienee Testing & Rese 978-251-6396 p.4 TERMS AND CONDITIONS OF ENGAGEMENT 1. General The following Terms and Conditions and the preceding "Proposal" dated October 11, 2007, submitted by Geosciences Testing and Research, Inc. (GTR) to Windkist Equestrian Centre, Inc. (Client), form the "Agreement"between the above-identified parties. 2.Subsurface Risks Client recognizes that special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions. GTR's design/analyses are made based on the information presented by others in the Geotechnical Data Reports), Geotechnical Engineering Report(s), and/or Project Plans and Specific:tions. We cannot accept responsibility for deviations in the subsurface conditions from those presented. 3. Performance of Services GTR's services will be performed in accordance with generally accepted practices of engineers and/or scientists providing similar services at the same local and time under similar conditions. No warranty,express or implied, is included or intended by this Agreement. GTR is not responsible for interpretation of our data and/or reports by others. 4. Payment Invoices will be submitted once a month for services rendered or at the comp]etion of each major portion of work. Payment will be due within 30 days of the date of invoice: Interest will be added to accounts past due at a rate of 1.5% per month on the outstanding balance. In the event GTR must retain counsel to enforce overdue payments, Client wilt reimburse GTR for all legal fees and court costs. 5.Insurance GTR is covered by Worker's Compensation, Commercial General Liability, Automobile Liability, and Professional Liability Insurance. Certificates of our insurance coverage will be furnished upon request. GTR's total liability to Client, and anyone claiming by, through, or under Client, for any and all injuries, . claims, losses, expenses,or damages whatsoever, arising out of or in any way related to GTR's services, from any cause whatsoever, including, but not limited to, negligence, breach of contract, or breach of warranty, shall be limited to the greater of$50,000 or GTR's fee. Client may increase GTR's limit of liability for an additional fee at the Client's cost, plus administrative costs incurred by GTR during processing. 6.Indemnification Client agrees to hold harmless and indemnify GTR, its subcontractors,and any associated employees, officers, and agents against all claims, suits, fines, penalties and associates legal expenses related to this Agreement and/or services, except to the extent they are caused by the indemnified party's negligence or willful misconduct. 7. Documents and information All documents, data,and calculations prepared by GTR for Client's use are,and will remain, GTR's property. This information is for Client's use only for the purposes disclosed to GTR. Any subsequent use, use at another siie or project, third party use or delayed use will be at the user's sole risk. Client agrees to hold harmless and indemnify GTR against any liability and/or damages resulting from this subsequent, delayed or third pa<<-Y use. 11 Oct 11 07 01;49p Geoscience Testing & Rese 978-251090 p. GeoSciences Testing&Researeb,inc. Proposal No. 07-099 October 11.,200? Page 2. h has been a pleasure preparing this proposal for you and we look forward to working with you on this project. If you have any questions regarding this proposal, do not hesitate to contact Us. Sincerely, Geosciences Testing and Research, Inc. Curtis A. George Les R. Chernauskas, P.E. Geotechnical Engineer Principal Attachments: Table 1,Terms and Conditions 07-057 Windkist Farm-Eng.doc Agreement far Services Signature Date Print Name and Title Company Name